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Home My WebLink About7530 204th St Ne_BLD5996_2026 i COMMERCIAL BUILDING PERMIT APPLICATION ` Community and Economic Development City of Arlington• 18204 59th Ave NE•Arlington,WA 98223 • Phone (360)403-3551 The following information is required for Commercial, Multi-Family,and Mixed-Use Building Permit Applications. Mark each box to designate that the information has been provided. Please submit this checklist as part of the submittal documents.See ASSISTANCE BULLETIN#30 for detailed design requirements. EACH BUILDING OR STRUCTURE REQUIRES A SEPARATE SUBMITTAL. SUBMIT ELECTRONIC FILES FOR EACH OF THE FOLLOWING; Incomplete applications will not be accepted. REQUIRED DOCUMENTS Site Plan Architectural Plans XStructural Plans Structural Calculations Mechanical System Modifications, (if applicable) Plumbing System Modifications,(if applicable) Project Specification Manuals, (if applicable) WSEC Compliance Forms, (if applicable) https:/Iwaenergycodes.com/ Special Inspection and Testing Agreement Deferred Submittal Request ❑ Airport Property Lease (if building is located within the Arlington Airport Property Boundary) 1. Plan Review fee is due at time of submittal and remaining balance will be due at time of issuance. 2. The City of Arlington does not review or inspect electrical systems.Contact Labor and Industries at lni.wa.gov or 360-416-3000. A. DEFERRED SUBMITTALS If the project requires any of the following,a Deferred Submittal Request MUST be completed.Deferred submittals require separate applications,plans and plan review. 1. Mechanical Plans (if not included in the plan set) 2. Plumbing Plans (if not included in the plan set) 3. Fire Sprinkler 4. Fire Alarm 5. Signage B. SPECIAL INSPECTION AND TESTING AGREEMENT A Special Inspection Firm is required to perform special inspections for the following type of work. *The Special Inspection and Testing Agreement MUST be submitted with the Building Application. ® Reinforced Concrete ® Structural Steel and Welding ❑ Bolting in Concrete ❑ High-Strength Bolting ❑ Pre-stressed Concrete ❑ Spray-Applied Fireproofing ❑ Shotcrete ❑ Smoke-Control Systems ® Structural Masonry ❑ Other-Specify: ❑ I acknowledge that all items designated as submittal requirements must accompany my Commercial Building Permit Application to be considered a complete submittal. COMMERCIAL BUILDING INSTALLATION,MODIFICATION OR REMOVAL MAY REQUIRE A SEPARATE PERMIT SUBMITAL *CHECKALL THAT APPLY ❑ Automatic fire extinguishing systems ❑ Compressed gas systems ❑ Fire pumps ❑ Flammable and combustible liquids (tanks,piping etc.) ❑ Standpipe systems ❑ Hazardous materials ❑ Private fire hydrants ❑ Industrial ovens/furnace ❑ Fire alarm and detection systems ❑ Spraying or dipping operations ❑ High piled/rack storage ❑ Temporary membrane structure,tents(>200 sq.ft.)or canopies(>400 sq.ft.) ❑ Provide details on any of the above checked items: Type of Permit: ® Commercial ❑ Mulit-Family ❑ Mixed-Use Property Address: 7530 204th St SE Project Valuation: 2,200,000.00 Lot#: Parcel ID No.: 31051400100600 & 31051400101000 Subdivision: Project Scope of Work: New Carwash IBC Construction Type: V-B IBC Occupancy Type: B Building/Space Square Footage: 5,058 sf Number of Stories: 1 Square Footage Per Floor: 1st 2nd 3rd 4th Sth 6th Primary Contact: ❑ Owner ® Architect ❑ Engineer ❑ Contractor Owner Name: Wet Rabbit LLC Office No.: 206-284-8200 Email Address: chris@wetrabbitexpress.com Cell No.: Mailing Address: 3213 W. Wheeler St#75�ity. Seattle State: WA Zip: 98199 Architect Name: SDH Architect, LLC Office No.: 206-369-8881 Email Address: scott.harris@sdharchitect.com Cell No.: Mailing Address: 3261 NW Celilo Ln City: Bend State: OR Zip: 97703 Professional License Number: 9729 Expiration Date: 10/15/2025 Engineer Name: Shalini D. Prochazka Office No.: 425-614-0949 Email Address: shalinip@au-eng.com Cell No.: Mailing Address: 13228 NE 20th St, Suite 100City: Bellevue State: WA Zip: 98005 Professional License Number: 50173 Expiration Date: 08/30/2025 Primary Contractor: TBD - Bidding Office No.: Email Address: Cell No.: Mailing Address: City: State: Zip: L&I Contractor License Number: Expiration Date: REV03.2022 Page 2 of 6 COMMERCIAL BUILDING MECHANICAL SYSTEM INFORMATION Type of Permit: X New Installation O Gas Piping Mechanical Contractor: TBD - Bidding Office No.: Email Address: Cell No.: Mailing Address: City: State: Zip: L&I Contractor License Number: Expiration Date: • New gas piping requires a pressure test hooking to any appliance • Sediment traps (drips) are required on all gas lines • Gas lines are required to be supported/secured per IFGS, Section 415 • Proper Combustion air and venting required for all appliances • A shut-off valve is required within 6 feet of each appliance Gas Piping Specification and complete Schematic PAGE 4 O Not Applicable Proposed Piping Material: 0 CSST O Brass Black Steel O Galvanized Steel O Other Proposed Piping Size: O 1/z" O 5/s" X 3/4" X1" O 1Y2" O 2" Inlet Pressure: Pressure Drop: Specific Gravity: MECHANICAL PERMIT FEES (per unit) ANi Type of Fixture No.of Units Cost per Unit Subtotal Additional Plan Review fees x $ 75.00 = $ Air Cond.Unit<_100Btu h 2 x $ 15.00 = $30.00 Air Cond.Unit>10013tu h x $25.00 = $ Air Cond.Unit>50013tu h x $ 50.00 = $ Air Handling Units 1 x $ 15.00 = $15.00 Base Mechanical Fee $ 25.00 $ 25.00 Boiler<100Btu h>3h x $ 15.00 = $ Boiler>1 million Btu/h<50hp x $ 25.00 = $ Boiler>1.5 million Btu/h<50hp x $ 50.00 = $ Boiler>100Btu h 3-15h x $ 15.00 = $ Boiler>50013tu h 15-30hp x $ 25.00 = $ Diffusers 16 x $ 15.00 = $240.00 Dryer Ducting x $ 15.00 = $ Ductwork(drawings required) 2 x $ 25.00 = $50.00 Evaporative Coolers x $ 15.00 = $ Exhaust Ventilation Fans x $ 15.00 = $ Fireplace/Insert/Stove x $ 15.00 = $ Forced Air Heat<_100 Btu h x $ 15.00 = $ Forced Air Heat>100 Btu h x $ 25.00 = $ Gas Clothes Dryer x $ 15.00 = $ Gas Fired AC:5100 Btu h x $ 15.00 = $ Gas Fired AC >100 Btu h x $ 25.00 = $ Gas Fired AC > 500 Btu h x $ 50.00 = $ Gas Pi in <_ 5 units 4 x $ 15.00 = $60.00 REV03.2022 Page 3 of 6 COMMERCIAL BUILDING MECHANICAL PERMIT FEES (pe unit) Gas Piping> 5 units (plus<5 units x $ 2.00 = $ Heat Exchangers x $ 15.00 = $ Heat Pump-Condensing Unit 2 x $ 25.00 = $50.00 Hot Water Heat Coils x $ 15.00 = $ Miscellaneous Appliance-regulated by x $ 15.00 = $ mechanical code,not otherwise specified Pkg.Units <-100btu x $ 25.00 = $ Pkg.Units >100btu x $ 50.00 = $ Range/Cook top-Gas Fired x $ 15.00 = $ Refrigeration Unit<_100Btu h x $ 15.00 = $ Refrigeration Unit>100Btu h x $ 25.00 = $ Refrigeration Unit>500Btu h x $ 50.00 = $ Re-inspection fee all x $ 75.00 = $ Unit Heaters <_ 100 Btu h x $ 15.00 = $ Unit Heaters >100 Btu h x $ 25.00 = $ VAV Boxes (Variable Air Volume,part of air x $ 10.00 = $ conditioning system) Wall Heaters - Gas Fired x $ 25.00 = $ Water Heater- Gas Fired 3 x $ 25.00 = $75.00 Permit Fee $545.00 Table 4-8; Plan Review Fee $ Processing/Technology Fee $25.00 Total $ PRESSURE PIPING SCHEMATIC COMPLETE FOR GAS PIPING ONLY- USE A SEPARATE SHEET, IF NECESSARY 5j SCHEMATIC IS TO SCALE ❑ SCHEMATIC NOT TO SCALE Show Pipe Size(s) and Length(s) from meter to all appliances NOTE:Any interior pressure regulators must be indicated REV03.2022 Page 4 of 6 COMMERCIAL BUILDING PLUMBING SYSTEM INFORMATION Plumbing Contractor: TBD - Bidding Office No.: Email Address: Cell No.: Mailing Address: City: State: Zip: L&I Contractor License Number: Expiration Date: The following items need to be specified on the plans: O Fixture specifications and equipment with locations. O Location and type of all backflow assemblies for each fixture. O Calculations for Grease Interceptor. O Pipe size and location of sanitary and potable water systems. O Riser diagram of waste,vent,and rain water systems,including sizes. O Medical gas piping riser diagram,type of gas,storage room and size of piping. PLUMBING PERMIT FEES (per fixture) Commercial plumbing permits are required to submit line drawings.A plan review fee of 65%per Table 4-6 for plumbing permits will be assessed at time of submittal. Includes two 2 ins ections with permit. Type of Fixture No.of Fixtures Cost per Fixture Subtotal Additional Plan Review fees x $ 75.00 = Alteration/repair piping x $ 15.00 = Backflow Assembly 1 x $25.00 = 25.00 Base Plumbing Fee $25.00 $25.00 Bath Shower Combo x $ 15.00 = Building Main Waste 1 x $ 25.00 = 25.00 Clothes Washer x $ 15.00 = Dishwasher x $ 15.00 = Drinking Fountain x $ 15.00 = Floor Drains 4 x $ 15.00 = 60.00 Grease Interceptor x $ 75.00 = Grease Trap x $ 25.00 = Hose Bibb 4 x $ 15.00 = 60.00 Icemaker Refri erator x $ 15.00 = Irrigation-per meter x $25.00 = Kitchen Sink&Disposal 1 x $ 15.00 = 15.00 Laundry Tray x $ 15.00 = Lavatory 1 x $ 15.00 = 15.00 Med Gas Pi in <- 5 inlets outlets x $ 60.00 = Med Gas Piping> 5 inlets/outlets (plus <- 5 x $ 5.00 = inlets outlets Miscellaneous-regulated by plumbing x $ 15.00 = code,not otherwise specified Pretreatment Interceptor x $ 15.00 = REV03.2022 Page 5 of 6 COMMERCIAL BUILDING PLUMBING PERMIT FEES (per fixture) Re-ins ection Fee all x $ 75.00 = Roof Drains x $ 15.00 = Shower(only) x $ 15.00 = Sink bar,service,etc. 12 x $ 15.00 = 180.00 Toilets 1 x $ 15.00 = 15.00 Urinal x $ 15.00 = Vacuum Breakers x $ 25.00 = Water Heater x $25.00 = Water Heater-Tankless x $25.00 = Permit Fee 420.00 Table 4-6; Plan Review Fee Processing/Technology Fee $25.00 Total PROPOSED BUILDING USE New Retail ❑ Medical ❑ Automotive Based ❑ Industrial ❑ Office ❑ Restaurant ❑ Machine Shop I, Other: CROSS CONNECTION Please check all appliances that are proposed or permanently connected to the water supply. ❑ Ice Machine ❑ Dialysis Equip. ❑ Air washers ❑ Coffee Urn/Espresso ❑ Hydrotherapy Equip. ❑ Steam Generators ❑ Carbonated Bev. ❑ Dental Equip. ❑ Dye Vats ❑ Fume Hoods ❑ Laboratory Equip. ❑ Pressure Washers ❑ Degreasers ❑ Autoclave/Sterilizers ❑ Cooling Towers ❑ Hot Tub/Spa ❑ Decorative Fountain ❑ Fire Sprinkler ❑ Aquarium ❑ Swimming Pools ❑ Sprinkler w/chemicals ❑ Lawn Irrigation ❑ Well on property Other: Car Wash WASTEWATER DISCHARGE Does the plumbing system currently have a grease interceptor? ❑ Yes No ❑ Don't Know Does the plumbing system currently have an oil/water Yes ❑ No ❑ Don't Know separator? Is water used in the business process (washing,rinsing, Yes ❑ No ❑ Don't Know cooling)? Does your business require a NPDES permit? ❑ Yes ❑ No Don't Know I hereby certify that the above information is correct and that the construction on,and the occupancy and the use of the above-described property will be in accordance with the laws,rules and regulation of the State of Washington. Scott Harris 5/15/24 Signature Print Name Date REV03.2022 Page 6 of 6 ABBREVIATIONS REFERENCE SYMBOLS PROJECT DIRECTORY DRAWING INDEX AC ASPHALTIC CONCRETEID INSIOEDNMETER WET RABBIT ARLINGTON OWNER: GENERAL GENERAL INFORMATION&EGRESS PLAN ACC ACCESSIBLE INFO INCLUDE,INCLUDING SECTION ACP ACOUSTICAL CEILING PANEL INFO INFORMATION WET RABBIT A-002 EGRESS PLAN ACST ACOUSTICAL INSUL INSULATE,INSULATION A-005 SITE PLAN AO AREA DRAIN INT INSULATE a-xxX AXXX 3213W.WHEELERST.#750 A-007 SITE DETAILS ROOM ADDENDUM MAD INQIREDT WASTE DRAIN SHEET NUMBER 7530 204TH ST SE SEATTLE,WA 98199 AFF ABOVEFINI�SHED FLOR JAN JANITOR BUILDING SECTION INDICATOR PHONE:(847)682-0377 ARCHITECTURALSDH Architect H AHU AIRHANDLING UNIT JT JOINT CONTACT:CHRIS McCLURE A-110 SLAB PLAN ALT ALTERNATE A-111 FLOOR PLAN ALUM ALUMINUM KIT UTCHEN SECTION ARLINGTON WASHINGTON 98223 EMAIL:CHRIS@WETRABBITEXPRESS.COM A-112 TOWER PLAN ANOD ANODIZED I A-121 REFLECTEDCEILINGPLAN APPROX APPROXIMATE L LONG A-131 ROOF PLAN APT APARTMENT LAM LAMINATE,LAMINATED AXXX GENERAL CONTRACTOR: ARCH ARCHITECT,ARCHITECTURAL LAo LAUNDRY SHEET NUMBER SABYR CONSTRUCTION A-32 TOWER ROOF PLAN AUTO AuraMAnc LAV LAVATORY A-135 EQUIPMENTPLAN-REFERENCEONLY SDH Architect AV AUDIOVISUAL LT LIGHT WALL SECTION INDICATOR 3852SOUTH66THSTREET A-136 EQUIPMENTSCHEDULE-REFERENCEONLY 3261NWCELILOLN AWP ACOUSTICAL WALLPANRISI LTG LIGHTING TACOMA,WA 98409 A-201 EXTERIOR ELEVATIONS BEND,OR97703 BB BULLETIN BOARD MAs MASONRY PHONE:253 531-2144 A-302 BUILDING SECTIONS BG BOARD MATL MATERIALDETAIL ( ) A302 BUILDING SECTIONS 206.369.8881 BDG BUILDING MAX MAXIMUM CONTACT:JIM MORTENSEN A305 WALL SECTIONS &KG BLOCKING MECH MECHANICAL aXXx EMAIL:JMORTENSEN@SAYBR.COM A-306 WALL SECTIONS Bo BOTTOM OF NED MEDIUM SHEET NUMBER A-307 WALL SECTIONS —ER BOT BOTTOM MEMB MEMBRANE A308 WALL SECTIONS BRG BEARING MEZZ MEZZANINE ARCHITECT: A401 ENLARGED RESTROOM PLAN BRZ BRONZE MGT MANAGEMENT SECTION DETAIL INDICATOR SDHARCHITECT,LLC A-601 EXTERIORDETAILS WINDOW BSMT BASEMENT MFR MANHOLE Ea A-001 DOOR&WINDOW SCHEDULES BUR BUILT UPRooFmc MH MANHOLE DETAIL 3261NWCELLOLN MIN MINIMUM,MINUTE A301 NTERIORDETAILS-PARTITIONS CAB CABINET MlSO MISCELLANEOUS DETAIL - BEND, CB CATCH No MASONRVOPENINc PHONE:20&3698881 STRUCTURAL CEM CEMFNT,CEMEMIn0U5 MS MOP SINK 1 S-001 GENERAL NOTES&ABBREVIATIONS c DER CERAMIC MTD MOUNTED CONTACT:SCOTTHARRIS 5-002 GENERALNOTES&ABBREVATONS(CONT.) CG CORNER GUARD Ma METAL A" EMAIL:SCOTT.HARRIS@SDHARCHITECT.COM S-110 FOUNDATION PLANOW WET Cl COAT HOOK MvaL MovaeE SHEETNUMBER` S-130 OLWROOF PLAN SCOPE OF WORK WORK UNDER SEPARATE PERMIT PLAN EXPRESS CAR WASH CJ CONTROL JOINT N NORTH CIVIL: 5-140 HIGH ROOF PLAN GIP CAST-IN PLACENc NorlNcoxracT DETAIL INDICATOR S-510 CONCRETE DETAILS WET RABBIT LLC cL CENTERLHE NO NUMBER WORK INCLUDES CONSTRUCTION OFA4,814SF SINGLE LEVEL CARWASH PACLAND S-511 CONCRETEDETAILS 3213W.WHEELERST#750 ILG CEILING NOM NOT TO BUILDING,INCLUDING ALL RELATED SITE IMPROVEMENTS. A. TENANT IDENTIFICATION SIGNAGE 6814 GREENWOOD AVE N S-520 CMU DETAILS cLo cLosET NTs NorroscALE SEATTLE,WA 98199 cN CLEAR ELEVATION ELEVATION SEATTLE,WA 2-951 S-521 CMU DETAILS clHu coxcREEMAsoNRYUNR oc ON CENTER PHONE:206-522-9510 S-530 STEEL DETAILS 206-284-8200 Co CLEANOUT,CASEOOPENING ON OVERHEAD AXXX SHEET NUMBER S-540 WOOD DETAILS Ca coLUMN OD OUTSIDE DIAMETER SHEET NUMBER AXXX CONTACT:TRAVISCHESHIRE S-550 LIGHT GAGE FRAMING DETAILS Dow COMMUNIcnION OPNG OPENING EMAIL:TCHESHIRE PACLAND.COM CONC CONCRETE Opp OPPOSITE EXTERIOR ELEVATION INDICATOR INTERIOR ELEVATION INDICATOR @ MECHANICAL wNEE�T�,T CONN CONNECTION,CONNECT ORD OVERFLOW ROOF DRAIN coxsT ANSTRUCION ors OPEN TosmuCTURE STRUCTURAL: M1.01 MECHANICALLEGENDANDGENERALNOTES cONT CONTINUOUS,CONTINUE ABOVE MATCH LINE M1.02 MECHANICAL FLOOR LAN CORR CORRIDOR AUE M2.01 MECHANICAL FLOOR PLAN CPT CARPET PBD PARTICLEBOARD SEE XX/A-XXX 13228 NE 20TH ST,SUITE 100 M2.02 MECHANICAL ROOF PLAN CSWK CASEWORK PRCST PRECAST CTR CENTER PD PLANTER DRAIN BELLEVUE,WA 98005 PLUMBING CU CUBIC PERP PERPENDICULAR MATCHUNE INDICATOR GENERAL NOTES PHONE:(425)502.5078 P1.01 PLUMBING LEGEND AND GENERAL NOTES PLAM PLASTIWMINATE G DEEP,DEP H RAS PLASTER CONTACT:ALEX HABLISTON P1.02 PLUMBING SCHEDULES&RISER DIAGRAMS F DBL Doue E PLYWD PLvwooD X.X X.X 1.DO NOT SCALE THE DRAWINGS. EMAIL:ALEXH U-ENG.COM P2.00 UNDERGROUND PLUMBING PLAN DEMO DEMOLSH,DEMOLmON PHL PANEL P2.01 PLUMBING FLOOR PLAN GET DETAIL PL PROPERTY LINE NEW COLUMN GRID P2.02 PLUMBING ROOF PLAN OF DRINKING FOUNTAIN PR PAIR INDICATED AND GRID LINES 2.VERIFY FIELD CONDITIONS PRIOR TO COMMENCEMENT OF EACH PORTION OF THE P3.01 GAS PIPING PLAN CA DIAMETER PR(G PARKING MECHANICALIPLUMBINGIELECTRICALENGINEER: CI DIAGONAL,DIAGRAM PROP PROPERTY WORK. METRIX ENGINEERS ELECTRICAL DIM DIMENSION PT PAINT,POINT PHONE:2069209240 E0.01 ELECTRICAL LEGEND AND NOTES oIv DAMPPDIVISION PN PARTmoN EL100.00' E0.02 ELECTRICALSCHEDULES DMPF DAMPPRooF,DAMPPROOFING 3.THECONTRACTDOCUMENTSARECOMPLEMENTARY,ANDWHAT15REQUIREDBYONE CONTACT:SCOTTMILLER EO.03 ELECTRICALSCHEDULES ON DOWN R RADIUS,RISER SPOT ELEVATION INDICATOR SHALL BE BINDING IF REQUIRED BY ALL.THE CONTRACTOR SHALL COORDINATE ALL EMAIL:SCOTTM METRIXENG.COM E0.04 ELECTRICAL SCHEDULES OR DOOR,DRESSING ROOM RCP REFLECTED CEILING PLAN Ds DOWNSPOUT RD ROOF DRAIN,ROAD PORTIONS OF THE WORK AS DESCRIBED IN THE CONTRACT DOCUMENTS.NOTIFY THE E1.01 ELECTRICAL SITE PLAN ow DlsxwasHER REF REFER To,REFERENCE ARCHITECT FOR RESOLUTION OF ALL DISCREPANCIES PRIOR TO CONSTRUCTION. E1.02 ELECTRICALPHOTOMETRICPLAN DWG DRAWING REF REFRIGERATOR E2.01 ELECTRICALLIGHTINGPLAN DWR DRAWER REINF REINFORCED,REINFORCING DATUM INDICATOR E3.01 ELECTRICAL POWER AND SYSTEM PLAN READ REQUIRED 4.DIMENSIONSARETOTHESTRUCTURALGRIDORTOFINISHSURFACES,UNLESS E8.01 ELECTRICAL ONE LINE DIAGRAM E EAST REV REVISED,REVISION EIFs EXTERIOR INSULATION AND REG ROOFING ROOM NAME OTHERWISE INDICATED. FINISIQSYSTEM RM ROOM 2022 ROOM NAME AND NUMBER EJ EXPANSION JOINT NO ROUGH OPENING EL ELEVATION ROW RIGHT OF WAY 5.DOORS AND CASED OPENINGS INDICATED NEARBY WALL INTERSECTIONS,SHALL BE ELEC ELECTRIC,ELECTRICAL RT RIGHT STRUCTURAL GRID LOCATED SO THAT THE EDGE OF THE FINISH OPENING IS SIX INCHES FROM THE FACE ELEV ELEVATOR ENCL ENCLOSE,ENCLOSURE S SOUTH OF THE NEARBY WALL UNLESS OTHERWISE INDICATED.ALL OTHER DOORS AND CASED EP ELECTRIC PANEL SAM SELF ADHERING MEMBRANE OPENINGS SHALL BE CENTERED BETWEEN ADJACENT WALL INTERSECTIONS. E EQ EQUAL SC SOLID CORE EQUIP EQUIPMENT BONED SCHEDULE ESCAL ESCALATOR SO STORM DRAIN 6.ALL ANGLED WALLS ARE 45°,90°OR 135°ION. ON.EXHAUST SECT SECTION EXP EXPANSION,EXPOSED SGL SINGLE EXIST EXISTING BHT SHEET 7.ALL WOOD BACKERS AND NAILERS SHALL BE FIRE RETARDANT, SHTHG SHEATHING FA FIRE ALARM SIM SIMILAR FCIC FURNISHED BY CONTRACTOR! SPEC SPECIFICATION INSTALLED BY CONTRACTOR SPKLR SPRINKLER FCIO FURNISHED BY CONTRACT OR! SPKR SPEAKER INSTALLED BY OWNER SQ SQUARE FD FLOOR DRAIN SS SERVICE SINK FDC FIRE DEPARTMENT SST STAINLESS STEEL CONNECTION STC SOUND TRANSMISSION CLASS FDTN FOUNDATION STD STANDARD FE FIREEXTINGUISHER ST. STEEL PROPERTY INFORMATION FEC FIRE EXTINGUISHER STRUCT STRUCTURAL CABINET FH F E HYDRANT SUSP SUSPENDED IR FHC FIGRosEcnBINET T TREAD PER ALTA COMMITMENT FOR TITLE INSURANCE BY FIRST AMERICAN FiN FIGURE TREAD TO TONGUEANDGROOVE TITLE INSURANCE COMPANY,COMMITMENT NO.NCS-1193299-WAI FLEX FLEXIBLE TEL TELEPHONE FIR FLOOR,FLOORING TEMP TEMPERATURE,TEMPORARY DATED SEPTEMBER 21,2023. ° FLUOR FLUORESCENT TEEK THICK THICKNESS Fo FACE oH,FINISHED EDBYOWNERNIN6 TMPD TEMPERED PARCEL I:A PORTION OF THE NORTHWEST QUARTER OF THE FDIC FURNISHEC BY OWNER INSTALLED BY CONTRACTOR TO TOP OF NORTHEAST QUARTER OF SECTION 14,TOWNSHIP 31 NORTH,RANGE 5 FOIO FURNISHED BY OWNER! TSTAT THERMOSTAT INSTALLED BY OWNER TV TELEVISION EAST,W.M.,IN SNOHOMISH COUNTY,WASHINGTON,DESCRIBED AS FP FIRE PROTECTION,FIREPROOF TYP TYPICAL FOLLOWS: FR FRAME,FIRE RATED UGND UNDERGROUND FRMG FRAMING UNFIN UNFINISHED FRPF RREPRooF FIREPROOFING COMMENCING AT A POINT 198 FEET EAST OF THE NORTHWEST CORNER FRT FLO RETARDANTTRFATED LION uN LESS orHERWSENOTED OF THE NORTHEAST QUARTER OF SAID SECTION 14;THENCE SOUTH FS FLOT,FEETSINK VERT VERTICAL Fr FOOT,FEET VEST VESTIBULE 320 FEET;THENCE EAST 132 FEET;THENCE NORTH 320 FEET;THENCE FUT FUTURE VIE VERIFY IN FIELD WEST 132 FEET TO THE POINT OF BEGINNING; FUT FUTURE VNR VENEER FVC FIRE WE VALVE CABINET VR VAPOR RETARDER Fwc ABRIcwALLCOVERINc VWC VINYLWALCOVERINc FWP FABRIC WRAPPED PANELIST EXCEPT PORTION CONVEYED TO THE STATE OF WASHINGTON BY DEED RECORDED IN VOLUME 568 OF DEEDS,PAGE 6,UNDER RECORDING NO. G4 GAGE wl WiTH ODE 1148158; GALV GALVANIZED Wro WITHOUT GEN GENERAL,GENERATOR wC WATER CLOSET,WALLCOVERING GFRC GLASS-FIBER WD WOOD ALSO EXCEPT THAT PORTION THEREOF LYING WITHIN THE BOUNDARIES REINFORCER CONCRETE µVI WALL HYDRANT s GFRG GLASS-FIBER WP WEATHERPROOF,WATERPROOF. OF 204TH STREET NORTHEAST(KENT-KANGLEY ROAD); REINFORCED GYPSUM WATERPROOFING,WORK POINT 9729 GFRP GLASS-FIBER FLGISTERED REINFORCED PLASTIC WR WATER RESISTANT4 ALSO EXCEPT THAT PORTION CONVEYED TO THE CITY OF ARLINGTON ARCHITECT GL cuss WWF WELDED WIRE FABRIC FOR STREET PURPOSES BY DEED RECORDED SEPTEMBER 29,1993 GYP GYPSUM GYPBD GYPSUMBOARD XFMR TRANSFORMER UNDER RECORDING NO.9309290556. SCOTT DAVID HARRIS H HIGH STATE OF WASHINGTON HB HOSEBIBB PARCEL II: HC HOLLOW CORE NO HDBD HAARRDBOARD PARCEL B,CITY OF ARLINGTON DUSKIN BOUNDARY LINE ADJUSTMENT HOW HARDWARE HCWD HARDWOOD CITY FILE NUMBER PLN 9899,RECORDED MARCH 10,2022 AS HM HOLLOW METAL RECORDING N0.202203105003,IN SNOHOMISH COUNTY,WASHINGTON. HO HOLD OPEN HRMZ HORIZONTAL SITUATE IN THE COUNTY OF SNOHOMISH,STATE OF WASHINGTON. WET RABBIT- HHV HEATN VAC HEATING,VENTILATION ARLINGTON-204 TH AND AIR-CONDITIONING 7530 204TH ST NE e ARLINGTON,WA 98223 ISSUED/REVISED DATE PERMIT/BID SET 05.10.24 ZONING PERMIT:PLN#1160 DESIGN REVIEW:PLN#1161 A PERMIT/BID SET 05.10.24 GENERAL INFORMATION A-001 x SDH Architect T T 3 4 5 6 SDH Architect 3261 NW CELILO LN BEND,OR 97703 206.369.8881 A -ER I I I I EXPRESS CAR WASH WET RABBIT LLC AR AS BA U EL 3213 W.WHEELER ST#750 1 SEATTLE,WA 98199 -O I 206-284-8200 I I I I I r B — — —1- i / oo, / // —7 \\ 5TORAGE(VAC ROOM ELEC�CAL 10 1000 RO M#1 ZPN �` ELECTRICAL TRAVEL DISTANCE d a 1 i / " 2 To CUSTOMER ERVICE M�ER'S OFF RE-5-1 R 09M I EQUIPMENT ROOM 49$" j TACTILE EXIT SIGN �' \ _ _ E C _ _ _ IF]7 i EXIT WIDTH:32" EXIT WIDTH:46" 4j, EXIT W DTH:UtT WIDTH:46" 9729 FLGISTERED ARCHITECT PLAN NORTH SCOTr DAVID HARRIS STATE OF WASHINGTON o r 2' 4- SCALE:114"=141 BUILDING CODE INFORMATION ENERGY COMPLIANCE WET RABBIT ARLINGTON-204 TH JURISDICTION: MILTON,WA ALLOWABLE AREAS AND HEIGHTS OCCPUPIED OFFICE 105,106,107-B OCCUPANCY 1. AIR LEAKAGE TESTING IS REQUIRED FOR WSEC COMPLIANCE. COMMERCIAL ENERGY EFFICIENCY 7530 204TH ST NE E NOTE:AREAS REFERENCED ARE FOR CODE ANALYSIS ONLY AREA: 348 SF 2. AIR LEAKAGE TESTING SHALL BE PERFORMED PER ASTM C779 AND TARGET LEAKAGE RATE IS 0.25 CFMIFT2 OPAQUE(TABLE 0402.1.3): ARLINGTON,WA 98223 BUILDING AREA: 5,058 SF SINGLE LEVEL BUILDING HEIGHT(SECTION 504.2): OCCUPANT LOAD(TABLE 1004.12): B 1 OCC1150 SF=3OCC AT 0.3IN.WG(75 Pa). ROOF INSULATION(ABOVE DECK): R-08 ci ALLOWABLE: 4T(2STORY) EXIT WIDTH REQUIRED: 0.2X3000=0.6" 3. GC TO SUBMIT AIR ENCLOSURE LEAKAGE TEST REPORT TO JURISDICTION AND OWNER; WALLS(ABOVE GRADE)CMU: R-9.5dMIN(a"CMUOFR1.1+3"BATTR-9.3)=R=10.4ciQ OCCUPIED SPACES ISSUED/REVISED DATE PROVIDED: 3222"(1 STORY) TOTAL EXIT WIDTH PROVIDED: 64" 3.1. IF TEST RESULTS EXCEED 0.25 CFMIFT2,INDICATE THAT INSPECTION AND ALL PRACTICAL NOTE:METAL CLIPS AT 24 IN.ON CENTER HORIZONTALLY AND 16IN.VERTICALLY APPLICABLE CODES: CORRECTIVE ACTIONS BE COMPLETED AND DOCUMENTED IN THE AIR LEAKAGE TEST REPORT. PERMIT/BID SET 05.10.24 EXITS REQUIRED(SECTION 10062.1): 1 (ALSO,WHERE ALLOWED BY SECTION C402.1.3,FOR ASSEMBLIES WITH A RATIO BUILDING CODE: 2018 INTERNATIONAL BUILDING CODE(IBC) BUILDING HEIGHT(SECTION 506.2): EXITS PROVIDED: 1 3.2. IF INITAL TEST RESULT EXCEED 0.40 CFMIFT2,INDICATE THAT CORRECTIVE ACTIONS SHALL ALSO OF METAL PENETRATION AREA/MASS WALL AREA OF<0.0004OR<0.04%OF THE INCLUDE RE-TESTING ELECTRICAL CODE: 2018 NATIONAL ELECTRICAL CODE TOTAL ALLOWABLE AREA: 000 SF OCCPUPIED OFFICE 102,104,108,109-S OCCUPANCY MASS WALL AREA) PROVIDED AREA: 5,058 SF 3.3. INDICATE THAT CORRECTIVE MEASURES AND RETESTING MUST BE REPEATED UNTIL THE TEST SLAB ON GRADE 24 BELOW R-io 9, MECHANICAL CODE: 2018INTERNATIONALMECHANICALCODE(IMC) AREA: 1,009SF RESULT IS0.40CFMIFT2ORLESS ( ) OPAQUE DOORS: U-0.37 PLUMBING CODE: 2018 UNIFORM PLUMBING CODE(UPC) FIRE-RESISTANCE RATING REQUIREMENTS OCCUPANT LOAD(TABLE 1004.1.2): S 1 OCCI300SF=4OCC 3.4. INDICATE AIR BARRIER TEST REPORT IN PROJECT CLOSE OUT DOCUMENTATION PROVIDED TO FIRE CODE: 2018 INTERNATIONAL FIRE CODE QFC) BUILDING FIRE RESISTANCE REQUIREMENTS(TABLE 601): EXIT REQUIRED: 0.2X4000=0.8" BUILDING OWNER. ROLLINSTOREG DOORS:ONT RAYSMAX ENERGY CODE: 2018 WASHINGTON STATE ENERGY CODE(WSEC) STRUCTURAL FRAME NR TOTAL EXIT WIDTH PROVIDED: 3Y 4. PROJECT CLOSE OUT DOCUMENTATION IS REQUIRED INCLUDING ALL APPLICABLE CALCULATIONS,WSEC ROLLING DOORS: R-0.75 BEARING NR EXITS REQUIRED(SECTION 1006.2.1): 1 ENVELOPE COMPLIANCE REPORTS AND FENESTRATIONNFRCRATINGCERTIFICATES. FUEL GAS CODE: 20181NTERNATIONALFOEL GAS CODE(IFGC) FENESTRATION(TABLE C402.4): BEARINGWALLS-INTERIOR NR EXITS PROVIDED: 1 ACCESSIBILITY CODE: ICC A117.1-2009 EXTERIOR NON-BEARING WALL(X>30') NR(TABLE 602) TOTAL OCCUPANT LOAD: ]OCCUPANTS NORTH FACING: SHGC 0.58,U-0.38 INTERIOR NON-BEARING WALLS NR SOUTHANESTIEAST FACING: SHGC 0.48,U-0.38 ZONING PERMIT:PLN#1160 FLOOR NR PLUMBINPERIB 2902.1 CALCULATIONS: DESIGN REVIEW:PLN#1161 A OCCUPANCY GROUP: B ROOF NR FACILITIES REQUIREDFORVOCCUPANY: PERMIT/BID SET 05.10.24 CONSTRUCTION TYPE: V-B WIC:1125000 MALE&FEMALE SEISMIC DESIGN CATEGORY: D FIRE EXTINGUISHERS LAV:114000C MALE&FEMALE SPRINKLERED: NO REQUIRED: PROVIDE NOT LESS THAN 2-A IBC SECTION 2902.2 SEPARATE FACILITIES PROVIDED: 10-B(MAX 3,000 SF) WHERE PLUMBING FIXTURES ARE REQUIRED,SEPARATE FACILITIES SHALL FIRE ALARM SYSTEM: NO MAX SEPARATION: 75' EXITING BE PROVIDED FOR EACH SEX. EGRESS PLAN SECTION 1017.2-EXIT ACCESS TRAVEL DISTANCE EXCEPTION:SEPARATE FACILITIES SHALL NOT BE REQUIRED IN ALLOWABLE EXIT(NOT SPRINKLERED)B OCCUPANY: 200 FEET STRUCTURES WITH A TOTAL OCCUPANT LOAD OF 15 OR FEWER MAXIMUM COMMON PATH OF EGRESS: 75 FEET FACILITIES PROVIDED:1 UNISEX RESTROOM EXITS REQUIRED IBC 1015.1: 1 MIN A-002 SDH Architect —F—� — E 7 E E E E E E E E E E E E E E E E E E E E A- _ - - - - - - — E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E— —t— — - - — —'� �— —E— —E— E_ E E —E E E E E E E E E E E E E E E— E E —E E E E E E E — E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E ---E E E E E —E— E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E 3261 NW CELILO LN � = SDH AFChl1@Ct E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E __i E �E E E E \ ` E E E E �oL RDL.�R�1L TRDL�IxoL TRDIE�RDL E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E \ BEND,OR 97703 E E E E E RDL RDL RDL RDL RDL RDL I E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E i I------ �ii E E E E E E \` 206.369.8881 E E E E E E E E E E E EA, E ii E E E E E E E E E E E E E E E E E E E E E E E E E E ` —ER EIE E E E E E E E E E E E \ IEEE CAR E E E E E E E I — I I E l E E E E E I FFE TUNNF�=129.25 129.69 E E E E EIE E E E E I I I WET-RABBITE CAR WASH E E E E E E E E E E I WET RABBIT LLC E o E E E E E 3213 W.WHEELER ST#750 SEATTLE,WA 98199 E E E E 206-284-8200 E E E E I E E E E E E E E E FFE129.46 �� FFE=129.72 ,' FFE=129.72 E a E A E EEE E E w"E°"µ' O E E E E • E E E iI E E E E E I E E - - E E E E 1 E E E ii E E E E L EE E 7 E E p E �a E E E E E E -- E E E E E E E ii E E E E E E E E E E E E E E E E E E E V �/ E E E E E RDL RDL RDL RDL RDL-RDL RDL RDL RDL RDL L E ' E � - i E n n E E E E E IEE E E L__ i _ ____________________________________________________________________________________________________________________________________________________ ________ ______________ ______________E EE E E EE E E E E E E EE o o E E E E E I E E I E E E C E E E E E E u< l E • E EE E E �E E E E E E E ' E E E E E E m • • �y o I I EIE E E E �d E EE E E E E ? ...7-7 - -�\ ,!\ � \ T RDL RDL RDL � I I EIE E E ,\ �� 7\ 77\7\7 "77\\7 � �� 77 7 \\��; 1 E E E E \y�\\\ \\\\\\\\\\\ \\\\ \\\y\\\\y\\\\\ E E E E E E E E E E N I E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E I I E E E E E E _E E _E_ E E_ E E _E_ E E_ E E E E E � E _ - - - _ - - - - - - - — E E E E E E E E E E E E E E I E E \E E E k E E — — — — — — — — — — — — — — — — — — — — — — E�E\ E E E E — — — — — — — — E E - - - E E - - - - E- - — \\ E E E E E E E E E E E ' E E E E E E E E E E E E E E E E E E E E E E E E_ _E E _E E E _ E E / E E E E E E E E E E E E E E E E ' E E E E E E E E E E E E E E E E I 777 7—C�� Q E E E �� RARCNITECTD SEAL 9729 E SCOTT DAVID HARRIS STATE OF WASHINGTON WET RABBIT- ARLINGTON-204 TH PLAN NORTH 7530 204TH ST NE ARLINGTON,WA 98223 0 2' 4' B' 16 ISSUED/REVISED DATE SCALE:1/8"=1'-T PERMIT/BID SET 05.10.24 ZONING PERMIT:PLN#1160 DESIGN REVIEW:PLN#1161 PERMIT/BID SET 05.10.24 SITE PLAN A-005 t x 9 4 6 6 7 8 9 t0 tt t0 SDH Architect SDH Architect 3261 NW CELILO LN BEND,OR 97703 206.369.8881 RABBIT WET RABBIT LLC 3213 W.WHEELER ST#750 SEATTLE,WA 98199 206-284-8200 F MT-1 CONS— 4 STEEL COLUMN C-1 Q C-2 w F o TOP OF CURB O ——————��DRIVE LANE I I MT- STEEL COLUMN F PT- I I 4� TOP OF CURB O PAY STATION ELEVATION E3 PAY STATION SECTION SCALE:118"=V-0" SCALE:114"=1'-0" T OWNER PROVIDED LED LIGHTING,MOUNTED GUARD ARM TO UNDERSIDE OF CANOPY ED OWNER PROVIDED STRUCTURE '-0" 15' ABOVE -3" GUARD ARM MT-1 I I I I O -------- — — — I — — — —C A IL. FACE OF CURB I FAC OF CURB C A 3'-1" 10'-6" 3'v MECHANICALLY ATTACHED WEATHERBOND60 MIL TPOWHI Q OVER114"DENSDECKCOVERBOARDOVERADHEREDVAPO Q ERETARDER OVER ROOF SHEATHING,ION.SLOPE IS FOR 0>110'-0" CRICKETS ONLY 07 L r OWNER PROVIDED El KIOSK E3 C-B _ OWNER PROVIDED KIOSK — C-B — — — — COLUMN T SEE STRUCTURAL PAINT - ---J Ew 9729 FCGISTERED - - - - - --�-- - ARCHITECT Eib A-007 SCOTT DAVID HARMS PAY STATION PLAN ,,, PAY STATION ROOF PLAN PAY STATION CEILING PLAN STATEDFWASHINGT°" C SCALE:114"=1'-0" C0 SCALE:114"=1'-0" %jiSCALE:114'=1'-0" WET RABBIT- ARLINGTON-204 TH 7530 204TH ST NE 6 ARLINGTON,WA 98223 ISSUED/REVISED DATE PERMIT/BID SET 05.10.24 ZONING PERMIT:PLN#1160 DESIGN REVIEW:PLN#1161 A PERMITIBID SET 05.10.24 SITE DETAILS A-007 x S;DH Architect T T 3 4 5 6 SDH Architect 130.34 TOP OF STEM 130.34 TOP OF STEM 130.34 TOP OF STEM 130.34 TOP OF STEM 130.34 TOP OF STEM 130.34 TOP OF STEM 3261 NW CELILO LN BEND,OR 97703 206.369.8881 c x -ER 129.50 129.6 129.50 129.51 129.58 129.65 12973 129.a1 129.89 129,97 20'-0" 129.50 TOP CONT L MAX SPACING FOR CONTROL JOINTS,TYP ONTROL 129.08 BTM J01 T CONTROL CONTROL CONTROL JOINT (CJ)TyP JOINT JOINT JOINT (CJ)TYP 12�94 129.94 c CONTROL 129.37 TOP 129.39 TOP JOINT (�) (CJ)TYP. 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B - - - - - 129.97 I � 129.97 I R CONTROL 2 ONTROL CONTROL CONTROL 97 12997 129.97 129.97 130.34 TOP OF STE ❑ 129.97 129.97 JOINT ❑ 338.80 JOINT JOINT (CJ)nP S100-4-1 AC ROOM ROOM#1 AL (CJ)TYP. (CJ)TYP. (CJ)TYP. 130.47 107 106 + ELECTRICAL 102 CUSTOMER SERVICE MANAGER'S OFFICE =1 ROOM#2 EQUIPMENT ROOM RESTRO M 109 103 129.94 129. 29.71(FINISHEDFLOOR) 12994 129.94 129.94 129.94�129.971129.97 129.M1(FINISHED FLOOR) \ 129.97 129.7 29.97 FIE 129.9 129.97 129.97 P 12. R) 129.71 R) 129.97 129.9 29.97 �1291�7121 7 129.97 I I I I I I I I I I I I D 9729 FLGISTERED ARCHITECT PLAN NORTH SCOTr DAVID HARRIS STATE OF WASHINGTON o r 2' a' a' SCALE:114"=1'-0' KEY NOTES WET RABBIT- ARLINGTON-204 TH 1. CONTROL JOINT EVERY 2T BOTH DIRECTIONS-SEE STRUCTURAL DRAWINGS 7530 204TH ST NE e 2. SLAB ELEVATIONS:Y-0"AFF=129.71'SEE CIVIL DRAWINGS ARLINGTON,WA 98223 ISSUED I REVISED DATE PERMIT/BID SET 05.10.24 ZONING PERMIT:PLN#1160 DESIGN REVIEW:PLN#1161 A PERMIT/BID SET 05.10.24 SLAB PLAN A-110 Ai El C1 � 1 2 3 A-201 4 5 6 SDH Architect 2'$ 371" 7-8" 16'-8" 6'•9" SDH Architect 3261 NW CELILO LN 5' " 14W 13'-7" 13'4' 6'-0" 13'4' 14" 6'-0" 1314' 6'-0" BEND,OR 97703 R.O. R.O. R.O. R.O. 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SEE A-110SLAB PLAN FOR ELEVATION HEIGHTS AT SLOPED SLABS SEE A-801 RLITON,WA98223 ISSUED/REVISED DATE O DOOR INDICATOR,SEEA-601 PERMIT/BID SET 05.10.24 OWINDOW TYPE INDICATOR,SEEA-601 WALL MOUNTED FIRE EXTINGUISHER-FINAL LOCATION DETERMINED BY LOCAL FIRE OFFICIAL MOUNT WITH VALVE 48"AFF ZONING PERMIT:PLN#1160 DESIGN REVIEW:PLN#1161 A PERMIT/BID SET 05.10.24 FLOOR PLAN A-111 R 1 SDH Architect T 3 4 5 6 SDH Architect 3261 NW CELILO LN BEND,OR 97703 206.369.8881 A -ER EXPRESS CAR WASH WET RABBIT LLC 3213 W.WHEELER ST#750 SEATTLE,WA 98199 110 206-284-8200 I I I I I I a I r B — — I i 1 � OIF== yIIII E I I I I I I D 9729 FLGISTERED ARCHITECT PLAN NORTH SCOTr DAVID HARRIS STATE OF WASHINGTON o r 2' a' a' SCALE:114"=1'-0' KEY NOTES SHEET SYMBOLS WET RABBIT- ARLINGTON-204 TH 1, CONTROL JOINT EVERY 20'BOTH DIRECTIONS-SEE STRUCTURAL DRAWINGS XX INTERIOR PARTITION TYPE INDICATOR, ARLI 2 ST NE e 2. SEE A-110SLAB PLAN FOR ELEVATION HEIGHTS AT SLOPED SLABS SEE A-801 RLINGTO TON,WA98223 ISSUED/REVISED DATE O DOOR INDICATOR,SEEA-601 PERMIT/BID SET 05.10.24 OWINDOW TYPE INDICATOR,SEE A-601 WALL MOUNTED FIRE EXTINGUISHER-FINAL LOCATION DETERMINED BY LOCAL FIRE OFFICIAL MOUNT WITH VALVE 48"AFF ZONING PERMIT:PLN#1160 DESIGN REVIEW:PLN#1161 A PERMIT/BID SET 05.10.24 TOWER PLAN A-112 SDH Architect T T 3 T,4'-T 5 6 8'-3" 15'-2' 4'-T 15'-2' 15'-2" 15'-2" 5'-1' SDH Architect W I c E�l W I 1 14 AMNI 3261 NVVCELILOLN _ BEND,OR 97703 A 206.369.8.8881 81 —ER 11'a" 2Y-5" 16-0" 16'-0" 16-0" 16'-0" 18'-3" 16-0' R I I I I I I EXPRESS CAR WASH Q CEILING: WET RABBIT LLC PT-4 3213 W.WHEELER ST#750 SEATTLE,WA 98199 206-284-8200 —S—T I I I I 24" START POINT 19' START POINT a'-2" a'-0" 13'S' 16'-0' 16'-0" 13'-3' T-0" T „ 3'-11" 4'-0" 4'-0' o o o o o o 1 - a CEILI G:M CEIUN : o�0 CEILING:® CEILING: F PT-4 0 o o 0 0 CEILING: w w CEILING:C� w L: I k CEILING: PT-0 — O AlVIIII G: _ _ NI 11 I P 5 12-9" 4 6-1 V 14'-11112' I I I I I I D 9729 FLGISTERED ARCHITECT PLAN NORTH SCOTr DAVID HARRIS STATE OF WASHINGTON o r 2' 4- SCALE:114"=V-01 GENERAL RCP NOTES SHEET SYMBOLS WET RABBIT- ARLINGTON-204 TH 1.LIGHTING,ELECTRICAL EQUIPMENT,HVAC EQUIPMENT AND SPRINKLERS ARE TO SCONCE,SEE ELECTRICAL 7530 204TH ST NE BE MOUNTED AT POINTS IN ACP AS NOTED IN GRAPHIC BELOW UNLESS P ARLINGTON,VIA 98223 R OTHERWISE DIMENSIONED ON REFLECTED CEILING PLAN. DOWNLIGHT,SEE ELECTRICAL O ISSUED I REVISED DATE 0 + + + + COLOR CHANGE LED STRIP MOUNTED ON STRUCTURE PERMIT/BID SET 05.10.24 —11 Q. Q. Q. Q. Q. Q. O WALL PACK,SEE ELECTRICAL 2.NEW ACP CEILING SYSTEMS TOBE INSTALLED PER A1IA-801. 3.NEW GYP BD CEILING TO BE INSTALLED PER A11A-802. ® EDGE LIT EXIT LIGHT 4,UNLESS OTHERWISE NOTED,MULTIPLE SWITCHES IN A SINGLE LOCATION SHALL i i LINEAR LED,MOUNTED ON STRUCTURE BE GANGED IN A SINGLE BOX AND COVERED WITH A SINGLE COVER PLATE. 5.CENTER ACP GRID WITHIN EACH ROOM UNLESS OTHERWISE NOTED. ZONING PERMIT:PLN#1160 6.ALL EXPOSED OPEN TO STRUCTURE TO BE LEFT RAW AND UNPAINTED DESIGN REVIEW:PLN#1161 7.SEE A-001 FOR FINISH LEGEND PERMIT/BID SET 05.10.24 CEILING PLAN A-121 SDH Architect " T T 3 PREFABRICATED METAL 4 PREFABRICATED METAL 5 6 CANOPY BY OTHERS CANOPY BY OTHERS SDH Architect 3261 LN BEND,,O OR 97703 97703 206.369.8881 A -ER GUTTER DOWNSPOUT FROM ABOVEEXPRESS CAR WASH \ / \ / 0 0 \ / WET RABBIT LLC 3213 W.WHEELER ST#750 60 MIL WEATHERBOND \ S ,WA 98199 FLEECEBACKTPO-FULLY _ / \ 206-284--284-8200 ADHEARED� wNSDLTµi SCUPPER DN SCUPPER DN / A, / \ vQ�� oy I 12-0" HVAC UNIT,SEE MECHANICAL A11 GUTTER DOWNSPOUT FROM ABOVE u `60 MILL WEATERBOND,MECHANICALLY `60 MILL WEATERBOND,MECHANICALLY ATTACHED OVER R-38 POLY-ISO ATTACHED OVER R-38 POLY-ISO INSULATION OVER 114"DENSDECK INSULATION OVER 114"DENSDECK SCUPPER D 1 SCUPPER DN Ei 51 SCUPPER DN SPic? /cry Dy O E C y I I 24" I I I PREFABRICATED METAL CANOPY BY OTHERS I D 9729 FLGISTERED ARCHITECT PLAN NORTH SCOTr DAVID HARRIS STATE OF WASHINGTON o r 2' a' s' SCALE:114"=1'-0" SHEET NOTES WET RABBIT- ARLINGTON-204 TH 1)SEE DETAIL E91A-502 FOR ROOF PIPENENT PENETRATIONS 7530 204TH ST NE e 2)ALL REGLET CAP FLASHING OUTSIDE AND INSIDE CORNERS SHALL BE ARLINGTON,VIA 98223 SOLDIERED MITERED ONE-PIECE PRE-FABCORNERS. ISSUED IREVISED DATE 3)AT STEEL DECK ROOF:MECHANICALLY ATTACHED WEATHERBOND 60 MIL TPO PERMITIBIDSET 05.10.24 WHITE OVER 114"DENSDECK COVER BOARD OVER 7"(R-38)POLY ISO RIGID INSULATION WI STAGGER JOINTS OVER FULLY ADHERED VAPOR RETARDER OVER ROOF SHEATHING,J ON 4)AT CONCRETE ROOF:FULLY ADHEARED WEATHERBOND 60 MIL FLEECEBACK TPO WHITE 5)PROVIDE STANDING SEAM METAL ROOF WHERE NOTED.SEE EXTERIOR ELEVATIONS A-601 FOR EXTERIOR FINISH SCHEDULE 6)WALKWAY PADS ARE SHOWN SCHEMATICALLY,AND SHOULD BE PROVIDED AT ZONING PERMIT:PLN#1160 ALL EQUIPMENT INSTALLATIONS AND ALL AREAS REQUIRING REGULAR DESIGN REVIEW:PLN#1161 MAINTENANCE. A PERMIT/BID SET 05.10.24 7)MAINTAIN 114"PER FOOT MINIMUM SLOPE ON ROOF UON, ROOF PLAN A-131 SDH Architect T T 3 4 5 T SDH Architect I I I 3261 NW CELILO LN BEND,OR 97703 206.369.8881 Li I I I �HEa 1 EXPRESS CAR WASH WET RABBIT LLC 3213 W.WHEELER ST#750 � SEATTLE,WA 98199 206-284-8200 E I I I I O G G ELei C y I I I I I I I I I I I I I D 9729 FLGISTERED ARCHITECT PLAN NORTH SCOTr DAVID HARRIS STATE OF WASHINGTON o r 2' a' s' SCALE:114"=141 SHEET NOTES WET RABBIT- ARLINGTON-204 TH 1)SEE DETAIL E91A-502 FOR ROOF PIPENENT PENETRATIONS 7530 204TH ST NE E 2)ALL REGLET CAP FLASHING OUTSIDE AND INSIDE CORNERS SHALL BE ARLINGTON,VIA 98223 SOLDIERED MITERED ONE-PIECE PRE-FAB CORNERS. ISSUED/REVISED DATE 3)AT STEEL DECK ROOF:MECHANICALLY ATTACHED WEATHERBOND 60 MIL TPO PERMIT/BID SET 05.10.24 WHITE OVER 1/4"DENSDECK COVER BOARD OVER 7"(R-38)POLY ISO RIGID INSULATION WI STAGGER JOINTS OVER FULLY ADHERED VAPOR RETARDER OVER ROOF SHEATHING,J ON 4)AT CONCRETE ROOF:FULLY ADHEARED WEATHERBOND 60 MIL FLEECEBACK TPO WHITE 5)PROVIDE STANDING SEAM METAL ROOF WHERE NOTED.SEE EXTERIOR ELEVATIONS A-601 FOR EXTERIOR FINISH SCHEDULE 6)WALKWAY PADS ARE SHOWN SCHEMATICALLY,AND SHOULD BE PROVIDED AT ZONING PERMIT:PLN#1160 ALL EQUIPMENT INSTALLATIONS AND ALL AREAS REQUIRING REGULAR DESIGN REVIEW:PLN#1161 MAINTENANCE. A PERMIT/BID SET 05.10.24 7)MAINTAIN 1/4"PER FOOT MINIMUM SLOPE ON ROOF UON, TOWER ROOF PLAN A-132 R 1 SDH Architect T T 4 5 6 SDH Architect 3261 NW CELILO LN BEND,OR 97703 206.369.8881 A -ER u T t T r7 D IF7 a I t EXPRESS CAR WASH WET RABBIT LLC CAR W EL 3213 W. SEAT WHEELER ST#750 101 I TLE,WA 98199 206-284-8200 o a II F \\ B — - -� s� /Be is? ® ® B9 a 341 ® Be L_J s2 sa sa t 0 t • _ ss ss s7 Be STO ROOM ELECTRICAL 4441 ROOM#1 I 107 106 � ELECTRICAL � 102 ® I CUSTOMER SERVICE MANAGER'S OFFICE ES ROOM#2® EQUIPMENT ROOM RESTROOM 109 2 LOIL ® ❑❑ O J 2 F a T Em� Fr— D 9729 FLGISTERED PLAN NORTH ARCHITECT SCOTr DAVID HARRIS STATE OF WASHINGTON o r 2' a' a' SCALE:114"=1'-6' KEY NOTES SHEET SYMBOLS WET RABBIT- ARLINGTON-204 TH 7530 1, EQUIPMENT PROVIDED AND INSTALLED BY OTHERS-SHEET FOR REFERENCE ONLY ARLING4ON,VIA e 2. SEE SHEET A-136 FOR EQUIPMENT SCHEDULES ARLINGTON,WA98223 ISSUED/REVISED DATE PERMIT/BID SET 05.10.24 ZONING PERMIT:PLN#1160 DESIGN REVIEW:PLN#1161 A PERMIT/BID SET 05.10.24 EQUIPMENT FLOOR PLAN-REFERENCE ONLY A-135 SDH Architect Wash Bay Equipment Schedule SDH Architect Wash Bay Equipment Schedule 3261NWCELILOLN Description Supplied By Installed By Plumbed By Electrical By Comments BEND,OR97703 Description Tag Equipment Equipment plumbed By Electrical By Comments Motor Control Center #1 Laguna Electrician n/a Electrician 206.369.8881 � Furn. By Installed By Air Distribution Panel#1 MacNeil CW Installer Plumber Electrician -ER Correlator Motor City WW CW Installer n/a n/a HFI Booster Pump#1 Owner CW Installer Plumber Electrician Conveyor(125') Motor City WW CW Installer CW Installer Electrician HFI Chem Panel#1 Owner CW Installer Plumber Electrician Auto Roller up Tire Switch MacNeil CW Installer n/a Electrician Magnum Pump Station(15hp)#1 MacNeil CW Installer Plumber Electrician Magnum Wheel#1 Remote Menu Station PBS4000 MacNeil CW Installer n/a Electrician Magnum Pump Station(25hp) MacNeil CW Installer Plumber Electrician Petit Side TSS Customer Instruction Sign Owner CW Installer n/a Electrician Magnum Pump Station(15hp)#2 MacNeil CW Installer Plumber Electrician Magnum Wheel#1 E-STOP MacNeil Electrician n/a Electrician Water Distribution Panel MacNeil CW Installer Plumber Electrician EXPRESS CAR WASH Photo Eyes(double) IR110-2 MacNeil CW Installer n/a Electrician Air Distribution Panel#2 MacNeil CW Installer Plumber Electrician HFI Chem Panel#3 Owner CW Installer Plumber Electrician WET RABBIT LLC Tire Switch Laguna CW Installer n/a Electrician 3213 W.WHEELER ST#750 Tire Chemical Applicator#1 CTA MacNeil CW Installer CW Installer n/a HFI Booster Pump#2 Owner CW Installer Plumber Electrician SEATTLE,WA 98199 Versa Arch-Pre-Soak Rear Manifold MacNeil CW Installer CW Installer n/a HFI Chem Panel#2 Owner CW Installer Plumber Electrician 206-284-8200 Rear Bumper Spray MacNeil CW Installer CW Installer n/a Hydraulic Power Unit(10hp.) Owner CW Installer CW Installer Electrician wREu"µT Versa Arch-Pre-Soak Front Manifold MacNeil CW Installer CW Installer n/a Central Vacuum Vacutec CW Installer CW Installer Electrician 50 HP Tire Chemical Applicator#2 CTA MacNeil CW Installer CW Installer n/a Motor Control Center #2 Laguna Electrician n/a Electrician Front Bumper Spray MacNeil CW Installer CW Installer n/a Lighting Control Panel Laguna Electrician n/a Electrician Front&Rear Applicator MacNeil CW Installer CW Installer n/a Air Distribution Panel#3 MacNeil CW Installer Plumber Electrician Dryers and Gloss Boss Reach Arch with LED Light Bar MacNeil CW Installer n/a Electrician Gloss Boss Accu Pumps Laguna CW Installer CW Installer Electrician F Volcano Lava Foamer MacNeil CW Installer CW Installer n/a Main Switch Gear Electrician Electrician n/a Electrician 460vac Top Brush#1 RS1000 MacNeil CW Installer CW Installer Electrician Step Down Transformer Electrician Electrician n/a Electrician 460vac Wheel Boss MW2000 MacNeil CW Installer CW Installer Electrician Double Check RP Valve Plumber Plumber Plumber n/a 2.5" Top Brush#2 RS1000 MacNeil CW Installer CW Installer Electrician Future Booster Pump Plumber Plumber Plumber n/a Magnum Wheel Blaster#1 WB600 MacNeil CW Installer CW Installer n/a Compressors MacNeil CW Installer Plumber Electrician Petit Accutrac 360 PT 360 Petit CW Installer CW Installer Electrician Refrigerated Air Dryer Owner CW Installer Plumber Electrician Tire Chemical Applicator#3 CTA MacNeil CW Installer CW Installer n/a Velocity Reclaim System MacNeil CW Installer Plumber Electrician Versa Arch MacNeil CW Installer n/a n/a Eye Wash Owner CW Installer Plumber n/a Lava Foamer MacNeil CW Installer CW Installer n/a Sink Owner CW Installer Plumber n/a LED Light Bar MacNeil CW Installer n/a Electrician Bay and Lot HP Pumping Station Owner CW Installer Plumber Electrician Magnum Wheel Blaster#2 WB600 MacNeil CW Installer CW Installer n/a On Demand Hot Water Heaters Plumber Plumber Plumber n/a 3x199,000 btu Banana Wrap Foamer MacNeil CW Installer CW Installer n/a Petit Accutrac 360 Control Panel MacNeil Electrician n/a Electrician Underbody Wash Owner CW Installer CW Installer n/a House Panel 120v/208v Electrician Electrician n/a Electrician 120-208vac Warning Horn Owner Electrician n/a Electrician Low Voltage Electrician Electrician n/a Electrician Internet,Cameras ETC Low Side Rocker Washer-30"core RS400 MacNeil CW Installer CW Installer Electrician With Quad Pack Option Chemical Storage Owner Owner n/a n/a Wrap Around RS701 MacNeil CW Installer CW Installer Electrician Secondary Spill Containment Owner CW Installer n/a n/a High Side Van Washer RS301 MacNeil CW Installer CW Installer Electrician staggered with RS701 Spill Kits Owner Owner n/a n/a Versa Fresh Water Rinse with Rain Bar RW111 W-1 MacNeil CW Installer CW Installer n/a Versa Arch High End Foaming Wax MacNeil CW Installer CW Installer n/a LED Light Bar MacNeil CW Installer n/a Electrician Versa Arch Sealer Wax MacNeil CW Installer CW Installer n/a Mirror Rinse MacNeil CW Installer CW Installer n/a Drying Agent Arch MacNeil CW Installer CW Installer n/a Drying Agent Rain Bar MacNeil CW Installer CW Installer n/a Dryer Arch#1 (80hp.8 x 10hp) Peco CW Installer n/a Electrician Dryer Arch#2(40hp.4 x 10hp) Peco CW Installer n/a Electrician Dryer Arch#3(40hp.4 x 10hp) Peco CW Installer n/a Electrician Dryer Arch#4(40hp.4 x 10hp) Peco CW Installer n/a Electrician Dryer Arch#5(40hp.4 x 10hp) Peco CW Installer n/a Electrician Gloss Boss MT2500 MacNeil CW Installer CW Installer Electrician Anti-collision Loop Laguna CW Installer n/a Electrician Exit Wait/Go Sign TSS CW Installer n/a Electrician 9729 FLGISTERED ARCHITECT SCOTT DAVID HARRIS STATE OF WASHINGTON KEY NOTES SHEET SYMBOLS WET RABBIT- ARLINGTON-204 TH 1. EQUIPMENT PROVIDED AND INSTALLED BY OTHERS-SHEET FOR REFERENCE ONLY ALING4ON,VIA R ARLINGTON,WA 98223 ISSUED/REVISED DATE PERMIT/BID SET 05.10.24 ZONING PERMIT:PLN#1160 DESIGN REVIEW:PLN#1161 A PERMIT/BID SET 05.10.24 EQUIPMENT SCHEDULES- REFERENCE ONLY A-136 lo 32'-2"AFF_ BEYOND TOP 0 1 ER 2 T 4 A•308 5 6 12 12 — a 6 _1 SDH Architect x PT-3 PARAPET CAP PARAPET CAP SDH Architect MT-2 TOP2COURSES MT-2 A7 p3 PREFABRICATED A7 3261 NW CE 703 LN A-307 A307 METAL AWNING A-306 A-306 BEND,OR 9703 � BEYOND 206.369.8881 18'4'AF TOP OF 16'-3"AFHEa TOP OF G 10' "AF BOTJAFFi 10'-0 TOP 3213 W.WHEELER ST#750 SEATTLE,WA 98199 206-284-8200 / \ FIE D / FIEL \ // IELD - / - \� \ wxsG�,�,T / \ 0'- 11 0" \ FINISHED FLOOR E1 SOUTH ELEVATION SCALE:114"=1'-0' 0 1' 2' 4' 8' 32'-2"AFF A3 TOP OF-TOWER A308 6 5 SIM 4 T 2 T 11 12 6� 4L12 I I I I TOP 2COURSES PREFABRICATED MU-2 E METALAWNING PARAPET CAP PREFABRICATED PREFABRICATED PREFABRICATED �PREFABRICATED ® A5 METALAWNING A7 METALAWNING F MT-2 METALAWNING Al METALAWNING A3 A-305 � MT- A-305 MT- MT- A-305 / MT-3 A•305 -0 18,_4„ TOP 0 F MU- FIE D I I I I 10'-8" BOTTO A P 10'-2 o TOP 0 M 1 M 1 I I F0"S AH ED FLOOR C1 NORTH ELEVATION SCALE 1i4"=l'-0" 0 1' 2' 4' 8' 32'-2"AFF A3 32'-2'AFF A5 Ek TOP OF TOWER A-308 TOP OF TOWER A-308 9729 C,, B SIM A A B SHEET SYMBOLS FLGISTERED ARCHITECT 12 12 12 12 6� a 6 6� a 6 scow onwD HARRIs It MATERIAL AND FINISH INDICATOR,REFER TO STATE D WASH ARRIS SCHEDULES ON A-601 I bi PT- PT-3 TOP 2COURSES I PREFABRICATED PARAPET CAP I WET RABBIT- TOP2COURSES A7 METALAWNING © Al MT-2 ARLINGTON-204 TH M -2 PARAPET CAP A-306 18'-4"AFF MT-2 18'-4"AFF 7530 204TH ST NE e TOP OF TUNNEL TOP OF TUNNEL ARLINGTON,WA 98223 16'-3"AFF ISSUED/REVISED DATE TOP OF MECHANICAL M 1 PERMIT/BID SET 05.10.24 ELD _ I 10'-8"AFF BOTTOM OF CANOPY 10'-O"AFF TOP OF STOREFRONT ZONING PERMIT:PLN#1160 FIE D FIE D FIEL \ \ DESIGN REVIEW:PLN#1161 MU- MU- PERMIT/BID SET 05.10.24 0'-0"AFF FINISHED FLOOR EXTERIOR ELEVATION Al EAST ELEVATION A7 WEST ELEVATION SCALE:114"=1'-0' 1' SCALE:1/4"=1'-0" ��O r) 0 2' 4' 8' 0 1' 2' 4' 8' SIDH Architect H 1 2 3 5 5 5 SDH Architect 3261 NW CELILO LN BEND,OR 97703 206.369.8881 I I I I EXPRESS CAR WASH I I I G WET RABBIT LLC 3213 W.WHEELER ST#750 SEATTLE,WA 98199 206-284-8200 o I wx—T �g o� ow 0 r w U U uJ N N E1 BUILDING SECTION SCALE:114"=1'-0" E 0 1' 2' 4' 8' D 5 T 2 3 4 �6� I I I I A 308 I SIM Ek 9729 FLGISTERED ARCHITECT I I I ,.. SCOTT DAVID HARRIS STATE OF WASHINGTON II �N I I I o o W WET RABBIT- II ARLINGTON-204 TH ow o� 7530 204TH ST NE e W ARLINGTON,WA 98223 y U II ISSUED/REVISED DATE a z PERMIT/BID SET 05.10.24 a JZONING PERMIT:PLN#1160 DESIGN REVIEW:PLN#1161 PERMIT/BID SET 05.10.24 Al BUILDING SECTION SCALE 1�4"=1'-0" 0 1' 2' 4' 8' BUILDING SECTION A-301 SIDH Architect H C B A SDH Architect 4) 3261 NW CELILO LN BEND,OR 97703 - Sim 206.369.8881 I � � —Ea G EXPRESS CAR WASH WET RABBIT LLC 3213 W.WHEELER ST#750 SEATTLE,WA 98199 206-284-8200 —S—T U w I L J L J L J E1 BUILDING SECTION SCALE:114"=IW 0 1' 2' 4' 8' T B A I I I SIM OPP 9729 FL ED CHITS ARCHITECT SCOTT DAVID HARRIS STATE OF WASHINGTON WET RABBIT- ARLINGTON-204 TH 7530 204TH ST NE U ARLINGTON,WA 98223 � ISSUED I REVISED DATE PERMIT/BID SET 05.10.24 Lin ZONING PERMIT:PLN#1160 L J DESIGN REVIEW:PLN#1161 PERMIT/BID SET 05.10.24 Al BUILDING SECTION SCALE:114^=r-o° BUILDING SECTION 0 1' 2' 4' 8' A-302 SDH Architect SDH Architect 3261 NW CELILO LN BEND,OR 97703 206.369.8881 EXPRESS CAR WASH RI RI RI RI WET RABBIT LLC 3213 W.WHEELER ST#750 SEATTLE,WA 98199 206-284-8200 w"S—T E5 E I F A-501 -5 60 MIL TPO MEMBRANE, 60 MIL TPO MEMBRANE, 60 MIL TPO MEMBRANE, 60 MIL TPO MEMBRANE, I P AFF ALL WRAP UP PARAPET 894 AFF ALL WRAP UP PARAPET 18'4 AFF ALL WRAP UP PARAPET 18'-4 AFF ALL WRAP UP PARAPET 18'0O FFMU CONCRETE DECK, 18'0O FFMU CONCRETE DECK, 18'0O FFMU CONCRETE DECK, TO0O FFMU CONCRETE DECK, SEE STRUCTURAL SEE STRUCTURAL SEE STRUCTURAL SEE STRUCTURAL BOTTOM OF CONCRETE DECK J4 BOTTOM OF CONCRETE DECK BOTTOM OF CONCRETE DECKJ%BOTTOM OF CONCRETE DECK ' 15'-10"AFF 15'-10"AFF 15'-10"AFF71 15'-10"AFF 8"CMU 8"CMU 8"CMU <. 8"CMU PREFABRICATED PREFABRICATED AWNING BY OTHERS EXTRUTECH EXTRUTECH AWNING BY OTHERS EXTRUTECH EXTRUTECH PT-3 PANEL,FLOOR PANEL,FLOOR PT 3 PANEL,FLOOR PANEL,FLOOR ` TO CEILING TO CEILING TO CEILING TO CEILING LIQUID APPLIED LIQUID APPLIED BOTTOM OF AW AIRIMOISTURE BARRIER BOTTOM OF AW I r AIRIMOISTURE BARRIER 10'-8"AFF 24"FROM ALL 10'-8"AFF 24"FROM ALL OPENINGS,ALL SIDES OPENINGS,ALL SIDES SIM TUNNEL TUNNEL SIM TUNNEL TUNNEL -�s4rt 112"THERMAL BREAK 112"THERMAL BREAK 112"THERMAL BREAK 112"THERMAL BREAK 71 SIM SIM CONCRETE SLAB CONCRETE SLAB CONCRETE SLAB CONCRETE SLAB TOP OF STEM WALL VAPOR RETARDER TOP OF STEM WALL . VAPOR RETARDER VAPOR RETARDER VAPOR RETARDER V-4"AFF V-4"AFF TOP OF STEM WALL TOP OF STEM WALL _ FREE DRAINAGE PER — — FREE DRAINAGE PER 0'-8"AFF FREE DRAINAGE PER O'-8"AFF FREE DRAINAGE PER GEOTECH TiTI II— GEOTECH GEOTECH GEOTECH J4 TOP SEE SLAB PLAN FINISHED FLOOR 71 SEE TOP SLAB PLAN FINISHED FLOOR — SEE SLAB PLAN FINISHEDTOP OF FLOOR e — — — — — - SEE TOP SLAB PLAN FINISHED FLOOR D —I III—III II-III III II_I=11�111— III r-1 III=111JI1— II -III—III— 9729 — I II�IIH11- II III —FRENCH DRAIN,SEE CIVIL — —I IFRENCH DRAIN,SEE CIVIL — 1,=u lu—lil— — — FRENCH DRAIN,SEE CIVIL 01 �— — — �— — FRENCH DRAIN,SEE CIVIL !ll II 0 Fum II III II _ _ _ _ _ CH.,_Ci1'111�11—IIIIII— IIIIII—TomTOP OF FOOTING — Jll—I ii T III TOP OF FOOTING — u1=1T TOP OF FOOTING TAT TI —I T S II-0 TOP OF FOOTING —1 Ti scow DAVID HARRIS SEE STRUCTURAL — T SEE STRUCTURAL Y SEE STRUCTURAL i SEE STRUCTURAL II STATE OF WASHINGTON �I�I� I I I - ��.I-III I �•.��I I I �� e.I-II I HU Il a TI II 1= FI MITI-T_I F II 1=1TI WET RABBIT- A1 WALL SECTION A3 WALL SECTION A5 WALL SECTION ARLINHSTNE 04 TH - � A7 WALL SECTION 7530 204TH ST NE ARLINGTON,WA 98223 0 6" 1' 2' 4' 0 6" 1' 2' 4' 0 6" 1' 2' 4' 0 6" 1' 2' 4' SCALE:112"=1'-0" SCALE:112"=V-0" SCALE:112"=1'-0" SCALE:112"=1'-0" ISSUED I REVISED DATE PERMIT/BID SET 05.10.24 ZONING PERMIT:PLN#1160 DESIGN REVIEW:PLN#1161 A PERMIT/BID SET 05.10.24 WALL SECTION A-305 SDH Architect SDH Architect 3261 NW CELILO LN BEND,OR 97703 206.369.8881 EXPRESS CAR WASH RI RI RI RI WET RABBIT LLC 3213 W.WHEELER ST#750 SEATTLE,WA 98199 206-284-8200 —SDI,µ. E5 E I F A-501 60 MIL TPO MEMBRANE, 5 60 MIL TPO MEMBRANE, WRAP UP PARAPET,THIS WRAP UP PARAPET,THIS 60 MIL TPO MEMBRANE, TOP OF WALL SIDE 18 pFF ALL SIDE TOP OF WALL WRAP UP PARAPET IP$AFF 18'-4"AFF 18'0O AFF CONCRETE DECK, 18'00 AFF TOP OF CMU CONCRETE DECK, 60 MIL OTETPO MEMBRANE SEE STRUCTURAL 18'-0"AFF SEE STRUCTURAL 114"PROTECTION BOARD Ag N TOP OF WALL R-38 RIGID INSULATION _ 16'-4"AFF FULLY ADHERED VAPOR RETARDER TOPDECKING PER STRUCTURAL BOTTOM OF CONCRETE DECK 6504TAFFOF CONCRETE DECK 16'0�AFFMU JOISTS PER STRUCTURAL VARIES TOP OF DECK _ 8"CMU VARIES 81,CMU TOP OF DECK_ . IT-2"AFF jb TOP OF DECK EXTRUTECH Y 14'-6"AFF EXTRUTECH PANEL,FLOOR PANEL,FLOOR ` TO CEILING TO CEILING 8'CMU B"CMU TUNNEL EQUIPIELEC OFFICE EQUIPIELEC TUNNEL EQUIPIELEC D - 112"THERMAL BREAK 112"THERMAL BREAK 112"THERMAL BREAK R-10 d RIGID INSULATION (CONDITIONED SPACES ONLY CONCRETE SLAB CONCRETESLAB CONCRETE SLAB - CONCRETE SLAB VAPOR RETARDER VAPOR RETARDER VAPOR RETARDER VAPOR RETARDER jk TOP OF STEM WALL. FREE DRAINAGE PER jk TOP OF STEM WALL. ft FREE DRAINAGE PER U-8"AFF FREE DRAINAGE PER GEOTECH 0'-8"AFF FREE DRAINAGE PER GEOTECH TOP OF FINISHED FLOOR_ TOP OF FINISHED FLOOR SEE SLAB FINISHED SH D FLOOR GEOTECH H GEOTECH — — — _ �'(338.03 PER CIVIL) _ _ TOP OF FINISHED FLOOR SEE SLAB PLAN _ SEE SLAB PLAN _ I—III III II s �OP OF FINISHED FLOOR _ i D —I T III Iluluu III—II T I— SEE SLAB PLAN 11 I II II_ � �� — — uT ITT I— 11 III I�� III �� TI hull III TI 9729 FRENCH DRAIN,SEE CIVIL — — — u-1I Id0 II III —T�— FRENCH DRAIN,SEE CIVIL 11 I II I 1j I II 1j I II— — FLGIS7ERED u IT ^ �-_�nr�r�m �1� �� I III—III II II II � — — ARCHITECT III-11 11111�-1�1 — li II I— TI — jj�1j III III �I IIII III 0 II— III II II III III II TOP OF FOOTING —I T P F FOOTIN � J JII�l � J I i TOP OF FOOTING = Q TOP DF FOOTING Ti ,iA — Ti SCOTT DAVID HARRIS SEE STRUCTURAL SEE STRUCT — — SEE STRUCTURAL uTl II— SEE STRUCTURAL II STATE OF WASHINGTON —jLI—III III III711—jLll� l III �� ". � II II�II II • - � T IFII— lill�l�ll li IF11 �� '• I Il I II— �II— 1j �II�II 1j I L I _ _ _—III— IFIII�IIIJT IFII 1=111— lll� WET RABBIT- Al WALL SECTION A3 WALL SECTION A5 WALL SECTION ARLINHSTNE 04 TH - A7 WALL SECTION 7530 204TH ST NE ARLINGTON,WA 98223 0 6" 1' 2' 4' 0 6" 1' 2' 4, 0 6" 1' 2' 4' 0 6" 1' 2' 4- SCALE:112"=l'-0" SCALE:11P"=1'•0" SCALE:112"=1'-0" SCALE:112"=V-0" ISSUED I REVISED DATE PERMIT/BID SET 05.10.24 ZONING PERMIT:PLN#1160 DESIGN REVIEW:PLN#1161 A PERMIT/BID SET 05.10.24 WALL SECTION A-306 SDH Architect SDH Architect 3261 NW CELLO LN BEND,OR 97703 206.369.8881 c OW WET-RABBIT RI RI RI EXPRESS CAR WASH WET RABBIT Li 3213 W.WHEELER ST#750 SEATTLE,WA 98199 206-284-8200 w"S—T I I I E E5 E -5 A-501 18'-0 AFF ALL 18'-4 AFFALL 18'-4 AFF ALL_ TOP OF CMU 60 MIL TPO MEMBRANE TOP OF CMU 60 MIL TPO MEMBRANE TOP OF CMU 60 MIL TPO MEMBRANE 18'-0"AFF 114"PROTECTION BOARD 18'-O"AFF 114"PROTECTION BOARD 18'-0"AFF 114"PROTECTION BOARD R-38 RIGID INSULATION R-38 RIGID INSULATION rAg R-38 RIGID INSULATION Ei-5 1 '2?^ FULLY ADHERED VAPOR RETARDER FULLY ADHERED VAPOR RETARDER FULLY ADHERED VAPOR RETARDER DECKING PER STRUCTURAL DECKING PER STRUCTURAL DECKING PER STRUCTURAL BOTTOM OF CONCRETE DECK JOISTS PER STRUCTURAL JOISTS PER STRUCTURAL 1, 15'-4"AFF JOISTS PER STRUCTURAL TOP OFFDECK TOP 0 FDECK 10 OF DECK PREFABRICATED PREFABRICATED AWNING BY OTHERS AWNING BY OTHERS E 3 518"METAL STUDS WITH 3 518"METAL STUDS WITH BATT INSULATION BATE INSULATION 8'CMU f6 BOTTOM OF AW G 8"CMU gIll,BOTTOM OF AW 8"CMU 10'-8"AFF 10'-8"AFF TOP OF STOREFRONT 10'-O"AFF OFFICE OFFICE I OFFICE 3 518'METAL STUDS WITH BATT INSULATION -5 518"GYP BD,TAPE,SAND 518'GYP BD,TAPE,SAND 518"GYP BD,TAPE,SAND SMOOTH,PAINT SMOOTH,PAINT SMOOTH,PAINT I D I R-10 d RIGID INSULATION R-10 d RIGID INSULATION R-10 a RIGID INSULATION (CONDITIONED SPACES ONLY (CONDITIONED SPACES ONLY (CONDITIONED SPACES ONLY CONCRETE SLAB CONCRETE SLAB CONCRETE SLAB BOTTOM OF STOREFRONT BOTTOM OF STOREFRONT _ VAPOR RETARDER 2'-0"AFF 2'-0"AFF VAPOR RETARDER VAPOR RETARDER FREE DRAINAGE PER FREE DRAINAGE PER rs', FREE DRAINAGE PER GEOTECH GEOTECH GEOTECH TOP OF FINISHED FLOOR_ , TOP OF FINISHED FLOOR_ jk TOP OF FINISHED FLOOR_ Y 0-0'(338.03 PER CIVIL) Y 0'-0"(338.03 PER CIVIL) Y O'-0"(338 03 PER CIVIL) OP OF FINISHED FLOC� TOP OF FINISHED FLOOR — OP OF FINISHED FLOOR c SEE SLB P ALAN 11 II III SEE SLAB PLAN _ I� I� SEE SLAB PLAN T I— 11 I 11 llI L 9729 1 ��T� I�ii�li 1= AR FLGMTEREDFill CHITECT ��I III II �� II—¶IIIII III—III— II TIIIII II I II i- TI u l u a III— u l ° TI I I— I ' 1jI� IIi IIII " ° 1lj �I— T P F FOOTIN J _ J�i dk TFP QF FOOTIN �T�I�� l I� � —_ �T P QF FOOTIN IJii� JiT J i SCOTT DAVID HARRIS SEESTRUCT IIIW T IPII II III YSEE STRUCT II IPIII—III II IPIIIII II IPII YSEE STRUCT Tit IIIII II IIIII STATE OF WASHINGTCN '�= ' =�� ii'=_m�---_��ri�ii I-1ll�11�11— T T II— —li �I,-11�1—QII li I II—III-7i � II—I-7i � II—I— III—II �I�II�III 7T TI�II�III 7T I— — I III—I I 1j I— � II—I— � Ili"— I I—III—III 1j TI—III—III — = 1=iTi— WET RABBIT- A3 A5 ARLINHSTNE 04 TH WALL SECTION WALL SECTION A7 WALL SECTION 7530 204TH S NE ARLINGTON,WA 98223 0 6" 1' 2' 4' 0 6" 1' 2' 4' 0 6" 1' 2' 4' SCALE:11P"=1'-0" SCALE:112"=1'-0" SCALE:112"=V-0" ISSUED I REVISED DATE PERMIT/BID SET 05.10.24 ZONING PERMIT:PLN#1160 DESIGN REVIEW:PLN#1161 A PERMIT/BID SET 05.10.24 WALL SECTION A-307 SDH Architect SDH Architect 3261 NW CELILO LN BEND,OR 97703 206.369.8881 2X BIRD BLOCKING WITH 2X BIRD BLOCKING WITH 2X BIRD BLOCKING WITH 2"DIA LOUVERED VENTS T DIA LOUVERED VENTS T DIA LOUVERED VENTS @ 6"O.C. @ 6"O.C. RI RI RI RI EXPRESS CAR WASH 254 AFFMU 28-0 AFFMU 25 4 AFFTEEL STEEL BEAM,SEE STRUCTURAL 25 4 AFFMU / WET RABBIT LLC 3213 W.WHEELER ST#750 CEMENT PLASTER SYSTEM SEATTLE,WA98199 206-284-8200 2"RIGID INSULATION H 5 A501 AIRIMOISTURE BARRIER H wxsD,µ. 314"SHEATHING 3 W METAL STUDS WITH BATT INSULATION METAL FLASHING 60 MIL TPO ROOFING CONCRETE DECK, CONCRETE DECK, CONCRETE DECK, CONCRETE DECK, SEE STRUCTURAL SEE STRUCTURAL SEE STRUCTURAL SEE STRUCTURAL BOTTOM OF CONCRETE DECK 15'-10"AFF jh TTO BOTTOM OF CONCRETE DECK % BOTTOM OF CONCRETE DECK `' B'-4"AFF F CONCRETE DECK VARIES 0 VARIES 81,CMU B"CMU B"CMU `* _6,TOP OF DECK PREFABRICATED EXTRUTECH EXTRUTECH Y 14'-6"AFF EXTRUTECH AWNING BY OTHERS PANEL,FLOOR PANEL,FLOOR PANEL,FLOOR PT-3 TO CEILING TO CEILING TO CEILING BOTTOM OF AW ` 10'-8"AFF SIM TUNNEL TUNNEL EQUIPIELEC TUNNEL I D 12"THERMAL BREAK LCONREE " L BREAK 112"THERMAL BREAK SIM r� CONCRETE SLAB LAB CONCRETESLAB VAPOR RETARDER TOP OF STEM WALL . TARDER VAPOR RETARDER 0'-16"AFF TOP OF STEM WALL TOP OF STEM WALL U-8"AFF FREE DRAINAGE PER DRAINAGE PER O'-8"AFF FREE DRAINAGE PER GEOTECH TECH GEOTECH TOP SEE SLAB PLAN D FLOOR TOP SD FLOOR TOP SD FLOOR I I I 111—II _ _ _ _ _ IIIII II — I III III s.� III —III III III II— �ll _ _ =1Tu11�� =_i FRENCH DRAIN,SEE CIVIL — T 11 I I T u1— FRENCH DRAIN,SEE CIVIL � I— — � I— — � I— — — _ 97�9 FLGIS7ERED ' �--�nr'�r�m= � L— �lj IIII--11 11 III 11=III ^ _ -• I—I �- III—III II I lu III�� ARCHITECT -11 I I1�-1�1 III IICI II— III III H L—I��II— TOP OF FOOTING —I TOP OF FOOTING J4 TOP OF FOOTING ° °MITI SCOTT DAVID HARRIS SEE STRUCTURAL BUT SEE STRUCTURAL I— SEE STRUCTURAL _ u111�11— sTAreorwnsHiHc7oH —III I— 7i I— I T II 1=1I1=1I I T I I— I I—u I—I a TI I I—I—I WET RABBIT- A1 WALL SECTION A3 WALL SECTION A5 WALL SECTION ARLINHSTNE 04 TH � A7 WALL SECTION 7530 204TH ST NE ARLINGTON,WA 98223 0 8' 1' 2' 4' 0 6" 1' 2' 4' 0 6" 1' 2' 4' 0 6" 1' 2' 4' SCALE:112"=1'-0" SCALE:112"=V-0" SCALE:1!2"=1'-0" SCALE-12'=1'0" ISSUED I REVISED DATE PERMIT/BID SET 05.10.24 ZONING PERMIT:PLN#1160 DESIGN REVIEW:PLN#1161 A PERMIT/BID SET 05.10.24 WALL SECTION A-308 DESIGN ARSITECT ACC ACCESSIBLE AMB AMBULATORY ACCESSIBLE SDH Arch " CH COAT HOOK WC-1 WATER CLOSET SEE PLUMBING DR DIAPER RECEPTACLE LAV-1 LAVATORY SEE PLUMBING DV DIAPERVENDOR GB-1 GRAB BARS BOBRICK B-9806 SERIES,MBLKINCLUDE FUS FOLDING UTILITY SHELF GB GRAB BAR CONCEALED ANCHOR DEVICES SDH Architect HD HAND DRYER HD HAND DRYER AERATOR-AUTOMATIC HAND DRYER WALL TILE PER FIN ISH SCHEDULE 3261NWCELILOLN LAV LAVATORY ZINC DIE CAST(XL-GR) BEND,OR97703 MH MOPIBROOM HOLDER TPD TOILET PAPER DISPENSOR BOBRICK:B-540 MBLK MATTE BLACK DI9'9" 7-0" 206.369.8881 MIR MIRROR SO SOAP DISPENSOR BOBRICK:B-2012 MBLK MATTE BLACK MIS MIRROR WITH SHELF MIR MIRROR BOBRICK:& CLEAR290 MBLK MATTE BLACK PTO PAPER TOWEL DISPENSER PTDM'R PAPER TOWEL DISPENSER AND WASTE RECEPTACLE SCD SEAT COVER DISPENSER SCDITPD SEAT COVER DISPENSER AND TOILET PAPER DISPENSER r SCDIfPDISNR SEAT COVER DISPENSER,TOILET PAPER DISPENSER AND SANITARY NAPKIN RECEPTACLE / DATA RACK!PROVIDED I SD SOAP DISPENSER BY OWNER,INSTALLED G SNR SANITARY NAPKIN RECEPTACLE / BY GC I %lv� SNV SANITARY NAPKINANDTAMPONVENDOR LOCKERS BY 4'-0" 5-0„ L J 2'-6"TPD TOILET PAPER DISPENSER OWNER,INSTALLED CLEAR CLEAR n/ �� WET RABBIT LLC PH TOILET HOLDER i WASTE RECEPTACLE BY GC 4 / `� d Q SEALED CONCRETE SLAB 3213W.WHEELERST#750 T n 3' Q Q a 206-284 8200 SEATTLE,WA 98199 TOILET ROOM TOILET ROOM I ABBREVIATION LEGEND ACCESORIES 07 1 I o �- / H11 BASE AT TILE �,� T H1 SCALE NTS H3 SCALE:NTS CUSTOMER SEWCE 1 MANAGERS OOICE RaTR� SCALE:1112"=1'-0" \ / _ 4 D 1 A-001 B MOUNTING HEIGHTS TYPICAL \ 11E' \ — / �I \ C r UNLESS OTHERWISE NOTED MIN ® SAFE BY OWNER, > — INSTALLED BY GC�I MIN -JI U o -- G d ti K 0 LINE OF MIN CLEARANCE o a o Y o o o t3 W � o - - - z o m REFRIGERATOR BY OWNER, MIN ACCESSIBLE o w o jt2� z ¢ z p o w m - ¢ INSTALLED BY GC 4 SIGNAGE,SEE o o A1eIA-601 29 2' M INIM UM I.MINIMUMi 1112" o G ?E o < ? — — — J — — — J 6'MAX NSULATE DRAIN AND SUPPLY PIPING F o _ PLASTIC LAMINATE e z � � CASEWORK o � Et-=E o BASE AND FINISH FINISH FLOOR FLOORING AS SCHEDULED MOUNTING HEIGHT FOR TOILET ACCESSORIES AND PLUMBING FIXTURES E� ENLARGED RESTROOMIBREAK PLAN E� ACCESSIBLE LAVATORY SECTION SCALE:NTS SCALE:112"=1'-0" SCALE:1112"=1'-0" 8'-0"AFF FINISHED CEILING 1W 1'4" 24X30MIRROR MIN MIN HAND DRYER 3-11 MIN 3,-0„ MAX LINE OF MIN CLEARANCE GRAB BAR TOILET PAPER DISPENSER 8'MINIMUM ACCESSIBLE SINK 11'MINIMUM 1112 GRAB BARI 2--l' L=)l o FE ACCESSIBLE SINK o / o z 6. / INSULATE DRAIN AND SUPPLY PIPING LLI o / lEaL 9729 �0'-'AFF FARCHI ECTD FINI HED FLOOR N 7"-9" BASE AND FINISH - III FLOORING AS SIM SIM SIM SCHEDULED SCOTT DAVID HARRIS O O O STATE OF WASHINGTON O �H ESTROOM ELEVATIONS �BAS�ENETAT SINK SCALE:112"=1'-0" V 10'-0" 10'-0" WET RABBIT- FINISHED CEILING FINISHED CEILING 2'-1" ARLINGTON-204 TH 3'-0" 3'-0" II. BACKSPLASH WHERE f OCCURS 7530 204TH ST NE ARLINGTON,WA 98223 — — / \ \ _ ISSUED/REVISED DATE F 4 1 PERMIT/BID SET 05.10.24 REFRIGERABYOTHERSTOR DATA RACK -lk BY OTHERS WALL,WHERE OCCURS / — / P-LAM KNEE BRACE, o o / MAX SPACING @6'-0° ZONING PERMIT:PLN#1160 DESIGN REVIEW:PLN#1161 / PERMITIBID SET 05.10.24 *0'-O"AFF — 0'-O"AFF FINISHED FLOOR *FINISHED FLOOR 7" Q ENLARGED RESTROOM BREAK ELEVATION (SINK OFFICE ELEVATION � COUNTER PLANS AND AAlo nHH ELEVATIONS I SCALE:11P"=1W „� SCALE:112"=1'-0" ~I I SCALE:1 V2"=1'-0" A-401 TPO ROOFING OVER WATERPROOF UNDERLAYMENT SHEATHING OVER METAL MEMBRANE DECK,SEE STRUCTURAL 24 GA PRE-FINISHED META CAP SHEATHING A FLASHING OVER EXTERIOR GRADE RIDGE CAP W/VENT PLYWOOD AND WOOD BLOCKING F MT-2 FASTENERSAT WATERPROOF 20"OC MAXIMUM UNDERIAYMEM SDH = MEMBRANE 24 GA PRE-FINISHED METAL FLASHING METAL PANEL,JOINTS ZEE CLOSURE AT 4'-0'O.C. MT- SDH Architect 3261 NW CELILO LN 4 BEND,OR 97703 GUTTER 206.369.8881 ANGLED SPACER "Ea EXPOSED STRUCTURE, AS RED. PAINT VARIES UFI PT- BOTTOM 0 CANOPY 5, 2X10 FASCIA® PAINT PT-3 EXPRESS CAR WASH PAY STATION CANOPY METAL ROOFING EAVE �!MEOFING RIDGEHJ WET RABBIT LLC SCALE:1112"=1'-0" SCALE:3"=1'-0" 3213 W.WHEELER ST#750 SEATTLE,WA 98199 206-284-8200 2 X TREATED NAILER 24GA PRE-FINISHED METAL CAP RI RI R FLASHING OVER EXTERIOR RI 112"ROUND X 6"G AL IRON °"s°""T GRADE PLYWOOD AND WOOD ANCHOR BOLT AT 48"OC BLOCKING OVER CMU WALL INTEGRAL COLOR 3 COAT TRANSITION FLASHING-LAP DRAIN STUCCO OVER METAL OVER ROOFING MEMBRANE -------> I LATH OVER DRAINAGE MAT OVER AIR WEATHER = I BARRIER OVER EXTERIOR F ROOFING MEMBRANE,CONFIGURATION I SHEATHING SHEET METAL PER MANUFACTURER-LAP SCUPPER = DRIP FLASHING FLANGES i AIRIWATERBARRIER-LAP SHEET METAL SCUPPER, OVER SST DRIP EDGE 3'MIN FRT WOOD NAILERS II O FASTEN TO WOOD NAILERS, AIR BARRIERNAPOR RETARDER,WHERE CMU WALL CONDUCTOR HEAD SLOPE TO DRAIN 1:48 OCCURS SST DRIP EDGE-EXTEND V DEBRIS SCREEN PAST OPENING EACH SIDE CONTINUOUS CASING BEAD ACROSS OPENING DRIP WRAP ROOFING MEMBRANE UP - OVER CMU UNDER PARAPET CAP ACKER ROD BACKER ROD AND SEALANT AND SEALANT SECALA"T ND DEFLECTION HM DOOR FRAME, JOINT RECEPTER SHIM AS HM DOOR FRAME F CMU EXTERIOR WALL ALUM REQUIRED GYP,WALL PARTITION STOREFRONT HM DOOR LEAF PER FLOOR PLAN HEAD MULLION THRU-WALL SCUPPER �slc T CORNICE DETAIL AT CMU 1) STOREFRONT HEAD AT CMU DOOR HEAD AT PLASTER E11 HOLLOW METAL HEAD/JAMB AT CMU SCALE:3"=1'-0" SCALE:3"=1'-0" (A) SCALE:T=1'-0" SCALE:T=V-0" INTEGRAL COLOR COAT PLASTER OVER METAL LATH OVER DRAINAGE MAT OVER AIRANEATHER BARRIER GRID O`�TMCEERBARRRIIIERLA LAPPED INTERIOR o ALUM STOREFRONT I CLOSURE.BOTTOM CLOSURE EXTERIOR OVERFLOW AT HIGH END o w o JAMB MULLION LAPPED OVER RECEIVER DRAIN EXTENSION TO OFSUMP LL o CMU WALL ° TOP OF INSULATION ROOFING AND LEAD n o DIMENSION POINT RI BBLLOPAING FAMED OP AND BOTTOM FLASHING CLAMPED INTO 9 r o SUMP FLOOR OF LASHING DRAIN > LL ~m 5 a NiORECEIVERSSCREW FENANTOVER. COVER BOARD o M ¢z o z z a o ALUM STOREFRONT WITH HEMMED EDGE COUNTERFLASHING � � o J WITH HEMMED EDGE a o o Q W o o SYSTEM BACKER ROD AND SEALANT,TYP 1Q'PLYWOOD IN LIEU VERTICAL MULLION OF112"GVPSUMSHEATHING OA AS SUBSTRATEIBLOCKING CMU WALL FOR FIASHINGS RAIN SU CEIVER PER 1 �) ROOFING DRAIN MANUFACTURER UNDERDECK CLAMPING DIMENSION POINT WALL PARTITION PER M RING = � p � D" D D � FLOOR PLAN 5�1 DRAIN PIPING ATTACHED TO e P g, Q h STRUCTURE e D' T, o U ALUM STOREFRONT a SYSTEM 318"BENT 9729 FLGISTERED O HORIZONTAL MULLION Q STEEL PLATE �� ARCHITECT SCOTT On ID HARRIS ROOF DRAIN STOREFRONT DOOR AT SLAB STOREFRONT MULLIONS C STOREFRONT JAMB AT CMU EXTERIOR WALL BASE ROLLING DOOR HEAD STATE OF WASHINGTON C I SCALE:1112"=1'-0" V SCALE:T=1'-0" V SCALE:3"=V-0" t✓ SCALE:3"=1'-0" SCALE:T=V-0" SCALE:3"=V-0" RI 5 RI STOREFRONT SYSTEM CLEARANCE RAIL BY WET RABBIT- MANUFACTURER ARLINGTON-204 TH DOWNSPOUT,TYP STANDPIPE CONNECTED TO SINK COUNTERFLASHING INTERIOR 7530 204TH ST NE e STORM DRAIN CONNECTED ECIVIL IXW00DSILL,PAINT INTO JOINT.SEALANT OVER. 2" SECTIONAL ARLINGTON,WA 98223 DRAWINGS TO MATCH WALL SILL RECEPTOR SHEET METAL COUNTERFLASHING MTL DOOR ISSUED IREVISED DATE 4"CONCRETE SIDEWALK,2% WITH HEMMED EDGE PERMIT/BID SET 05.10.24 SLOPE TO DRAIN AWAY FROM DIMENSION — DIMENSION POINT BUILDING — CANT ROOFING MEMBRANE UP STOREFRONT OVER BLOCKING ALUM STOREFRONT SYSTEM SYSTEM _ DOOR SWEEP STOREFRONT DOOR 12 BLOCKING 5 X 5 HSS, DOOR SEE STRUCTURAL ZONING PERMIT:PLN#1160 DESIGN REVIEW:PLN#1161 A \,\ \//\//\/ EAK METAL PERMIT/BID SET 05.10.24 RIGID PEFORATED DRAINAGE PIPE CMU WALL EXTERIOR DETAILS THRU SLAB DOWNSPOUT STOREFRONT JAMB STOREFRONT HEAD r� STOREFRONT SILL ROOFING AT PARPET ROLLING DOORJAMB n M I SCALE:V V—_O" Y1J SCALE:3"=1'-0" I1J SCALE:3'V 0" ~t SCALE:3"=1W „`l SCALE:3"=1'-0" „I I SCALE:T V-0" n-501 DOORSCHEDULE GENERAL NOTES HARDWARE NOTES MANUFACTURERS LIST:AR=ADAMS RITE;VON=VON DUPRIN;IV=IVES;ZR=ZERO;SCH=SCHLAGE PROJECTION FACTORS DOOR DATA FRAME DATA HARDWARE 1.ALL LOCKSETS AND LATCH SETS SHALL BE HW#1-HM EXTERIOR INTERIOR DOOR-RESTROOM DOOR NUMBER DESCRIPTION SIZE FIRE REMARKS SINGLE ACTION LEVER HANDLES CENTERED ELEVATION STOREFRONT TYPE AREA "A" B" PROJECTION FACTOR(AIB) MATERIAL TYPE FINISH MATERIAL FINISH RATING GROUP AT MIN 34",MAX 48"AFF OTY DESCRIPTION CATALOG# FINISH MANU CITY D IPTION CATALOG# FINISH MANU NORTH 101A ROLLING DOOR-WASH TUNNEL ENTRANCE 14'-VX11'-8" STEEL B PT-1 STEEL PT-1 - 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7 THAT THE SWEEP PERIOD FROM AN OPENING CITY DESCRIPTION CATALOG# FINISH MANU W3 87.3 3.0 10.00 0.30 POSITION OF 70 DEGREES TAKES THE DOOR SEA HINGES TA27144.5 X4.5 US26D MK 107E STOREFRONT DOOR-CUSTOMER SERVICE T-O"XT•0" GLASSIMTL A ST•1 ALUM ST•1 7 AT LEAST 3 SECONDS TO MOVE TO A PONIT 3 109 HM DOOR-ELECTRICAL ROOM INTERIOR T-0"XT-V MTL C PT-1 MTL -- - 3 INCHES FROM THE LATCH,MEASURED TO THE EA STOREROOM LOCKSET ML2057-PIET 25M CT6R 630 CR TOTAL NORTH STOREFRONT: 544.3 110 HIM DOOR-PENTHOUSE LOUVERED T-0"X7'•0" MTL F PT-1 MTL PT-1 - 1 PAINT DOOR AND FRAME TO MATCH ADJACENT WALLS,PT•1 LANDING EDGE OF THE DOOR. HW#3-HMINTERIOR 1EA CORE 40006 626 CR CITY DESCRIPTION CATALOG# FINISH MANU SEA WLENCERSALL STOP 408 630 RW TOTAL WESTISOUTHIEAST STOREFRONT.254.26 7.DOOR CLOSERS TO BE INSTALLED IO 3EA BUTT HINGE 5BB14.5 X4.5 NRP 630 IV SEA SILENCERS 608 RW OW WET-RABBIT NONPUBLIC SIDE OF DOORS IF INTERIOR. EXPRESS CAR WASH 1EA LOCKSET ND10RHO 625 SCH 8.PROVIDE SIGN ABOVE MAIN EXIT 9GGR 1EA LEVER RHODES 625 SCH WET RABBIT LLC THATREADS,-THIS DOOR TO REMAIN 1EA CORE - 626 BEST 3213 W.WHEELER ST#750 1EA SURFACE CLOSER 1461 689 LCN SEATTLE,WA98199 2EA KICK PLATE 12"X 28" 630 IV 206-284-8200 9.SEE ASIA-601 FOR DOOR SIGNAGE 1EA FLOOR STOP 1211DOME 626 TRIMCO HM EXTERIOR-NOT USED HW#7-SINGLE STOREFRONT-EXTERIOR wNSULTµi QTY DE ION CATALOG# FINISH MANU CITY DESCRIPTION CATALOG# FINISH MANU SEA BUTT HINGE---_ 5BB1 4.5 X 4.5 NRP 630 IV SEA HINGE 5BB14.5X4.5NRP 630 IV 2EA PULLS RM221 630 RW SEA PANIC HARDWARE 981 626 VON 2EA CORE 626 BEST 1EA RIM CYLINDER 20.0571CX 626 SCH 1EA CYLINDER 14 626 CR SEA MORTISE CYLINDER 20.0611CX 626 SCH 1EA EXIT DEVICE(ACTIVE LEAF) ED5200 CT6R 630 CR 1EA FSIC CORE 23.030 626 SCH 1EA EXIT DEVICE(INACTIVE LEAF) ED5200 630 CR SEA SURFACE CLOSER 4111SCUSH 689 LCN 2EA SURFACE CLOSER 1461 689 LCN 1EA KICK PLATE 8400 10"X 2"LDW B-CS 630 IV 1EA RAIN DRIP 142A ZER 1EA GASKETING 488SBKPSA BK ZER 1EA DOOR SWEEP 39A A ZER SEA DOOR SWEEP 39A A ZER 1EA THRESHOLD 655A A R 1EA THRESHOLD 655A A ZER DOOR LEGEND FINISH SCHEDULES SEE SEE SEE SEE SEE SEE CODE DESCRIPTION MANUFACTURER COLOR LOCATION SCHEDULE SEE SCHEDULE SCHEDULE SCHEDULE SCHEDULE SCHEDULE MATERIALS STOREFRONT SCHEDULE METAL TO CMU•1 SMOOTH CMU MUTUAL 8X8X16 GROUND FACE- FIELD SYSTEM MATERIALS WINTER SKY MATCH It SIM STOREFRONT CMU•2 SPLIT FACE CMU MUTUAL METAL METAL METAL EXTRUTECH MATERIALS 8X8XS6 SPLIT FACE-NATURAL WAINSCOTT e \ / \ \ \ \ LH / o CP•1 CEMENT PLASTER NIA CEMENT PLASTER-PAINT PT-1 TOWER TEMEPERED 24"G h h h LOUVERED N "U-PANEL" TAYLOR VERSA SPAN LASS DOOR MT-1 CHARCOAL GREY STANDING SEAM METAL w40 / q„nP ��LL / S1 ��LL / ��LL / o METAL ��LL 'o / "' / SIM c' / "o / MI METAL TRIM PAC-CLAD OR SIM. CHARCOAL GREY METAL TRIM o SIM o 0 0 MT a METAL PANEL PAG GLAD OR SIM. GHARG04 GREY FLUSH WALL METAL PANEL AO TYPE AOg E B (DEXTTYPE C OD TYPED O TYPE E TYPE F O TYPE G ST•1 STOREFRONT KAWNEER OR SIM DK BRONZE ANNODIZED STOREFRONT EXTERI EXTERIOR OR EXTERIOR EXTERIOR EXTERIOR INTERIOR EXTERIOR-LOUVERED INTERIOR-EXTRUTECH STOREFRONT DOD U-0.6 MAX ROLLING DOORS:U-0.34 MAX(R4.75) OPAQUE DOORS: U-0.37 OPAQUE DOORS: U-0.37 SHGC0.35 ACT-1 ACT CEILING USG P2400-WHITE CUSTOMERSERVICEIOFFICE WINDOWLEGEND CT-1 CERAMIC TILE DALTILE3"X6" ARCTICWHITE RESTROOM WALLS D PNL-1 TUNNNELWALL SYSTEME KPANELOIC P1600•WHITE TUNNELWALLHEIGH -FULL ROPPE-700 SERIES RESTROOMICUSTOMER RB-1 RUBBER BASE STANDARD 100-BLACK SERVICE/OFFICE 7 E7 A-5 SEALED RESTROOMICUSTOMER 6'-8" 10'-T F-O" 10'-8' 13'4" SC-1 CONCRETE SCOEFIELD OR EQ CLEAR SERVICEIOFFICE ml 3'-8" 3'-9" 4'-0" 4'-0" 3'-3" 3'S" 3'-9" 3'-0" 3'-0" 3'4" 3'4" UNFINISHED EQUIPMENTTUNNEUUFC-1 NIA BROOM FINISH\\ CONCRETE ELECTRICAL TEMP \\ /� /� \\ TEMP\\ �\ PLASTIC BLACK 1595.60 MATTE O1 PLAM-1 LAMINATE WILSONART FINISH ALL CABINET FACES SS-1 SOLID SURFACE WILSONART D354SL DESIGNER WHITE ALL COUNTERS rQ5 PAINT 51 51 /\ PT-1 PAINT BENJAMIN 2109-60"PORTLAND GRAY" PENTHOUSE TOWER TEMP TEMP TEMP TEMP TEMP EMP TEMP MOORE 9729 BENJAMIN FLGISTERED N PT-2 PAINT 2111-70"CALM" PARAPET COPING ARCHITECT MOORE PT-3 PAINT BENJAMIN 2119-30 BABY SEAL UNDERSIDE OF CANOPIES SCOTT DAVID HARRIS STOREFRONT ��STOREFRONT ��STOREFRONT ��STOREFRONT ��STOREFRONT @ CARWASH TUNNEL STATE OF WASHINGTON VYI YYJ VYY VYJ SOUTHANESTEASTFACING:SHGC0.40,U-0.34 YY` SOLTHANESTIEASTFACING:SHGC0.40,U•0.34 SOUTHMIESTIEASTFACING:SHGC0.40,U•0.34 NORTH FACING: SHGC0.40,UA.34 NORTH FACING: SINGLEPANE•NOTUSEDATOCCUPIEDSPACE PTd PAINT BENJAMIN PM-28"LINENWHITE"SEMI ALL INTERIOR WALLS CEILINGS, MOORE GLOSS UON PT-5 PAINT BENJAMIN HC-156 VAN DEUSEN BLUE RESTROOM MOORE O WALL MOUNTED SIGNAGE WALLTYPEVARIES WET RABBIT- TO BE LOCATED ON LATCH ARLINGTON-204 TH SIDE OF DOOR CLEAR 7530 204TH ST NE ("^ DOOR-SWING.SEEA-001 01 112' SI2„ T CONTINUOUSSEALANT,TYP ARLINGTON,VIA98223 e o ISSUED I REVISED DATE METAL FRAME PERMITIBIDSET 05.10.24 'IX0'OR o \ SIGN ROUTE' DOOR QOFSIGN SIGN O HEAD DETAIL 06 a O� o,•,�, D WALL TYPE VARIES L / SIM DOUBLE METAL STUDS C RESTROOMPLAOUE SEEAS-DIA-401FOR 4 NTS TEXT REQUIREMENTS In / 6 112" 112" UPPERCASE CKAISACTERS / CONTINUOUS SEALANT,TYP RAISED1132' ZONING PERMIT:PLN#1160 HEIGHTOFLETIERING MEN I� / DESIGN REVIEW:PLN#1161 %'MINTOTM4N u v r� METAL FRAME PERMITIBIDSET 05.10.24 CORRESPONDING DOOR GRADE IIBRAILE ACCESSIBLE INTERNATIONAL SYMBOL BO JAMB DETAIL A ENTRY DOOR SIGNAGE INTERIOR SIDE OF DOORS D SIGNVIEW E RESTROOM SIGNAGE F EXTT SIGNAGE G OF ACCESSIBILITY 6"=1'-0" FOR LOCATION OF SIGNS FOR LOCATION OF SIGNS NOT TO SCALE DOOR SIGNAGE SEE SHEETA401 SEE SHEETA-001 HEAD AND JAMB DETAILS SCHEDULES „I SCALE:112"4-0" r11 SCALE:3'=1'-0" A-601 DE-NA—TEC7 LBAND, E OR CONDUIT THRU ROOF SDH Arch " TL DRAW TYPROOFING MEMBRANE, XIBLE BOOTCONFIGURATION PER SDH Architect MANUFACTURER FING3261 NW CELILO LN BRANE, BEND,OR 97703 METAL FLASHING FIGURATION206.369.8881 SLEEVE WD BLOCKIN UFACTURER o mea EXPRESS CAR WA5H FASTEN THRU-PIPES STRUCTURE(OR STRUCTURAL WET RABBIT LLC SECURELY TO SUB-MEMBER AS NECESSARY) WHEELER ST PROVIDE 212"X 3 8"FLAT 3213 W. 75 STRUCTURE STEEL BAR BRACKETS AT S , 98199 MAX 4'-0"OC,WELD TO 206-284-6-284-8200 00 �FLASHI�NGAT PIPE THRU ROOFING SIDE RAILS.LAG BOLT IN WALL. C1 C1 C7 TA-R1 Ci C1 C1 Ci Ci A5 Ci 3518"METAL STUDS @16"OC A$01 A-801 A-801 A-801 A-801 A-801 A-801 A-601 A-801 A 801 99'GYPSUM BOARD THE PARTITION-TYPE DESIGNATION OR 4 J METAL STUDS(PER ES REPORT ESR-2054), EACH SIDE 2 V METAL STUDS @ 16"OC WALL-TYPE DESIGNATION IS A THREE-UNIT z_o MAXIMUM HEIGHT20'-0" 1 METALSTUDS CODE THAT INDICATES THE CONFIGURATION, — — a FINISH MATERIALS VARY(MAXIMUM INSULATION IF NOTED CONSTRUCTION AND INSULATION OF THE o t,N WEIGHT EQUAL TO2LAYERS Y o ¢" GYPSUM BOARD EACH SIDE PLUS 9 o PARTITION AS FOLLOWS: 0 o w o INSULATION(PER THIS DETAIL,BELOW) 2'-1' 3" LD APPLIED FINISHES) _ _ �'� I � / — R'GYPSUMBOARD 211Y METAL STUDS @i6"OC CONSTRUCTION0 PARTITIONMALL MI FASTENERS: VERTICAL CONFIGURATION OF o ('�O o OPTION FORPARTIALHi GO ti o o AT PLYWOODFLOOR(MINIMUM3/4"CDX): J� OPTION FORPARTIAIAT V 3518'METALSTUDS@i6'OC PARTITIONMALL o Q 2= PROVIDE(2)NO B X 1'WOOD SCREWS AT 24" s FRAM NG,VNTH BRAC NG FRAMING,W TH BRACING NG o 0 2112"X318"FLAT STEEL _ METALSTUDS MAXIMUM OC STAGGERED FOR 1 LAYER s `2EI o INSULATION IF NOTED 6"METAL STUDS PARTITIONANALL SYMBOLOGY BAR SIDE RAILS AND 1" �o o Q ___ o o 600S137-33 @ 16"OC Og ELEVATION DIA.STEEL RUNGS LL GYPSUM BOARD EACH SIDE,16"MAXIMIM OC w Q o _ _ PUNCHED INTO RAILS 12" ti o o STAGGERED FOR 2 LAYERS GYPSUM BOARD om km O " o o ��o HRFIRE-RATED EACH SIDE E5 �� zg �LL — o CONSTRUCTPER 3518"METALSTUDS@16"OC NOINSULATION OC AND WELDED. o8 —o =o =o o ULDESGNNO.U419 tti CURB WITH INTEGRAL CAP PROVIDE GRIP TAPE. z AT CIP CONCRETE AND POST-TENSIONED o 0 0 o U METAL STUDS - I 6"METALSTUDS 16"OC FLASHING o o CONCRETE FLOOR: o Ei o Ei Ei o E1 E1 o Ei Ei @ a A-801 a A-801 AS01 A-801 A-801 a A-801 A-801 98'TYPE"X'GYPSUM BATTACONTICAL PROVIDE HILTI X-U 0.15P DIAMETER BOARD EACH SIDE POWDER-ACTUATED FASTENERS,EMBED 314" ` ` ` ` INSULATION IF NOTED PER ESR-2269.24"MAXIMUM OC STAGGERED FURRING BY MANUFACTURE FOR 1 LAYER GYPSUM BOARD EACH SIDE,16" FP FURRING AS REQUIRED BAIT THERMAL MAXIMUM OC STAGGERED FOR 2 LAYERS FOR REQUIRED INSULATION AUTOMATIC NON-FIRE RATED NON-FIRE RATED NON-FIRE RATED NON-FIRE RATED NON-FIRE RATED PARTITION FIRE PARTITION FOR FIAT FINISH INSULATION DESIGNATION HOLD OPEN ARM GYPSUM BOARD EACH SIDE FULL•HEIGHTPARTITION FULL-HEIGHT PARTITION PARTITION WITH FULL-HEIGHT PARTITION WITH PARTIAL-HEIGHT CONSTRUCT AND COVER PARTIAL-HEIGHT FINISH FINISH MATERIALS EXTRUTECH PANEL RELEASE PARTITION TO FLOOR CONNECTION MATERIALS WHERE CEILING OCCURS,EXTEND FINISH MATERIALS IT ABOVE CEILING,iYP �2 NOTE:SEE SPECIFICATION FOR STUD SPACING AND GAGE DECK AND SUPPORTING STRUCTURE SHOWN SCHEMATICALLY,SEE DETAILS FOR ACTUAL CONFIGURATION,TYP E1 FOR SEISMIC SITUATIONS E3 PARTO SCALE: �TT�IONMALL DESIGNATIONS PROADENSULATION ONLY WHERE INDICATED BYPARTTION-TYPE INDICATOR E� PART SCALE ITION-SIZE LEGEND E9 PARTITION-TYPE LEGEND SCALE TELESCOPING SAFETY POST FLUTED METAL DECK(20 GAGE MINIMUM)WITH OR WITHOUT g p CONCRETE.TYPICAL THROUGHOUT THIS DETAIL. AT SINGLE BRACE WITH BRACE)NO 10 SCREWS GLE TO TX3"X3"ANGLE(20 AT DOUBLE BRACE-FASTEN DOUBLE no GAGE MINIMUM), BRACE TO BOTH ANGLES WITH(6)NO FASTENED TO TRACK 10 SCREWS THROUGH BRACE AND +++ + + + AND BRACED PER BOTH ANGLES FOR WALLS TO10'-0"-BRACE WITH + + + DETAIL AT RIGHT c 3628137-33AT8'-0"MAXIMUMOC — — — — — o � ANDATEACHWALLEND. 20GAGEMINIMUM ROOF HATCH SPEC: El ooc.a¢N c� w=z ¢ Y E5 o tE o J ti FQ w c� ALTERNATE DIRECTION OF 1.Bilco Co wwa.bilco.com-Model SS-20(30°x36") w �W� w tioy �= w�owwl �� =a w �x� p zw DEEPLEGTRACKOR N s BRACES ALONG LENGTH OF WALL 2.Milcor Inc,wAw.milcodnc.com-Model RB1(30"x36") �E2F, §i iraw Jz C5 W SLOTTED TRACK o 0 0 0 W w o Q N W z w WHERE POSSIBLE. ? AT SINGLEBRACE-FASTEN o �r wzz w" < Gw -c5=—a Ewa a' o�' a- �c� LADDER SPEC: z � w V a o i ��a o x a METAL STUDS,CUT �_ ANGLE TO w � �� ¢w o o o R "a �� 314"SHORT FOR 314" SCREWS m FOR WALLS BASISOFDESIGN IS CUSTOM. o g w o z o -�„o 0 o x a LL m _o — a z Q ��++�_ DOUBLED ALT:O'KEEFE'S INC FIXED ALUMINUM LADDER,MODEL 500 o b w LL o a < t w w Ed o"-' DEFLECTION 4 Y w o S 5 z w o LL�' J MAXIMUM OC AND AT EACH WALL FINISH MATERIALS VARY AT DOUBLE BRACE-FASTEN(2) o o ti w 5 a o m J m w z< " -w END.ALTERNATE DIRECTION OF (MAXIMUM WEIGHT EQUAL ANGLES TO TRACK WITH(8)NO10 o � � Oz LL� awa Qo ^Q �� oo HASP AND PADLOCK BRACES ALONG LENGTH OF WALL. TO2 LAYERS GYPSUM SCREWS AT EACH ANGLE W a Y W <Q 4 o z w w � FASTEN DOUBLED STUDS w w a ti — o TOGETHER WITH NO B SCREWS AT BOARD EACH SIDE PLUS _ LL LL o w APPLIED FINISHES 9729 o i LL ) REGISTERED o a o 24"MAXIMUM OC. ARCHITECT z z z ¢ OA PARTITION PERPENDICULAR TO FLUTES OB PARTITION BELOW AND PARALLEL TO FLUTES O PARTITION BETWEEN PARALLEL TO FLUTES Op PARTITION LOCATED AT DECK EDGEIOPENING O PARTITION BRACE TO DECK c LL o Op SECTION ACROSS PARTITION O SECTION ACROSS BRACING SCOTT DAVID HARRI$ INTERSECTION OF NON-RATED METAL-STUD PARTITIONS STATE OF WASHINGTON � INTERSECTION OF NON-RATED PARTITIONS WITH FLUED METAL DECK ABOVE ,,, TOP OF PARTITION WHERE BRACED TO STRUCTURE ABOVE-SEISMIC V I SCALE:T=1'-0" C/ SCALE:3"=1W 314'CLEAR AT ONE END IN EACH DIRECTION.DO NOT EXCEPT AS INDICATED IN DETAILS C AND F,COMPONENTS o WET RABBIT- FASTEN THIS END TO THE CLOSURE ANGLE.AT OTHER END FASTEN TO STRUCTURE PER CISCA3-4 OF MECHANICAL,ELECTRICAL,PLUMBING AND FIRE LIGHT FIXTURES WEIGHING LESS THAN 10POUNDS FOUR 12 GAGE MINIMUM WIRES SPLAYED 90 ARLINGTON-204TH IN EACH DIRECTION,FASTEN TEES TO CLOSURE ANGLE. (FIGURES 2,3,4,AND 5)AS MODIFIED BY PROTECTION SHALL BE INDEPENDENTLY SUPPORTED AND SHALL BE CONNECTED TO STRUCTURE ABOVE BY(1) DEGREES(IN PLAN)FROM EACH OTHER AND ASCE 7-05,SECTION 13.5.6.2.2 BRACED FROM STRUCTUR 12 GAGE TAUT OR SLACKWIRE SECURED TO MAIN RUNNER WITHIN TOF INTERSECTION.EACH END OF EACH WIRE TO c 4 a 7530 204TH ST NE e LIGHT FIXTURES WEIGHING MORE THAN BE LOOPED AND WRAPPED AROUND ITSELF 3 PROVIDE CEILING Q ARLINGTON,WA 98223 WHERE HANGAR WIRES EXPANSION JOINTS AS SEISMIC DESIGN CATEGORY C: HANGAR WIRE AT EACH ARE MORE THAN 1:6 10 POUNDS AND LESS THAN 56 POUNDS, TIMES MINIMUM WITHIN A 3"MAX LENGTH PERIMETER MAIN TEE AND 12 GAGE MINIMUM HANGAR WIRES OUT-OF-PLUMB,PROVIDE AND AIR TERMINALS/SERVICES NECESSARY,DIVIDING PROVIDE FLEXIBLE CONNECTION ISSUED/REVISED DATE PERIMETER CROSS TEE AT 4'-0"OC EACH DIRECTION-NO COUNTER-SLOPING WEIGHING MORE THAN 20 POUNDS AND ah CEILING INTO AREAS NO TO SPRINKLER HEAD THAT PROVIDE 2112"X 318"FLAT TO N2500SF ALLOWS CEILING TO MOVE318"IN o STEEL BAR BRACKETS AT PERMIT/BID SET 05.10.24 STABILIZER BAR TO MORE THAN1:6OUT-OF-PLUMB, WIRES OO LESS THAN 56 POUNDS SHALLBE LIGHT FIXTURES AND AIR ALL HORIZONTAL DIRECTIONS MAX 4'-O'OC,WELD TO MAINTAIN PERIMETER TYPICAL CONNECTED TO STRUCTUREABO TERMINALSISERVICES WEIGHING MORE THAN SEISMIC DESIGN CATEGORY D,E, SIDE RAILS, TEE SPACING METAL-FRAMED TRAPEZE (2)12 GAGE TAUT OR SLACK WIRES 56 POUNDS AND ALL PENDANT LIGHT FIXTURES AND F:PROVIDE FLEXIBLE WIRE LOOPED AND WRAPPED AS NECESSARY TO AVOID ATTACHED AT DIAGONAL CORNERS MiAINTEE OR CROSS TEE AROUND ITSELF 3 TIMES MINIMUM OBSTRUCTIONS SHALL BE SUPPORTED DIRECTLY FROM CONNECTION TOSPRINKLERHEAD (SUSPENSION SYSTEM) AT EACH END OF HANGAR WIRE MAINTAIN HANGAR WIRE SPACING STRUCTURE ABOVE USING APPROVED THAT ALLOWS CEILING TO MOVE 1" — HEAVY DUTY WITHINA3"MAXIMUM LENGTH AND CAPACITY BELOW OBSTRUCTION HANGARS N ALL HORIZONTAL DIRECTIONS O s ACOUSTICAL CEILING PANELS--' LIGHT FIXTURES,AIR TERMINALS,AND FOR SPANS UP TO 6'-0",USE A SINGLE 20 SERVICES SHALL BE POSITIVELY GAGE 15/8"COMPRESSION STRUT 8"MAX 2 X 2 CLOSURE ANGLE, LOCATE BRACING ATI2'-0"OCEACH FASTENED TO MAIN TEE WITH(2)NO 8 ZONING PERMIT:PLN#1160 ATTACHED TO THE CEILING SYSTEM Ll MINIMUM.SEE NOTE AT TOP. COMPLY WITH ADDITIONAL PROVISIONS OFASTMC635, DIRECTION AND WITHIN 6'-TOF SCREWS AND TO STRUCTURE WITH(2)HILTI 4 DESIGN REVIEW:PLN#1161 ASTM C636,CISCA3-4,AND ASCE 7-05,SECTION 13.5.6. PERIMETER WALLS,PARTITIONS,OR X-DNI.145 CIA N4";FOR SPANS UP TO9'-0', 7° PERMITBID SET 05.10.24 EXPANSION JOINTS USE DOUBLE COMPRESSION STRUT OA PERIMETER SUPPORT OB GENERAL SUPPORT O LIGHT FIXTURE AND MECHANICAL SERVICE SUPPORT Op LATERAL BRACING FOR CEILINGS EXCEEDING 144 SIF O EXPANSION JOINT FOR CEILINGS EXCEEDING 2500 SF O SPRINKLER HEAD CLEARENCE NOT REQUIRED IN SEISMIC DESIGN CATAGORY C CONTRACTOR OPTION FOR CATEGORY C:PROVIDE ALTERNATIVE LATERAL BRACING DESIGN NOT REQUIRED IN SEISMIC DESIGN CATEGORY C FOR CEILINGS LESS THAN 144 SF BASED ON ASIDE 7 SECTION 13.3.1 AND 13.5.6.1 pO SECTION DETAILS INSTALLATION OF SUSPENDED ACCOUSTIAL CEILING SYSTEM- IBC SEISMIC CATEGORY C, D, E, F COMPLY LLOTHITH RSEISMICCATESMIC CATEGORYGORIERALLOTAPP REFERENCED ABOVE.ALL OTHERSEISMICCATEGORIESDONOTAPPLY � ROOF LADDER AND SCUTTLE AlCALE3'=1'0' t✓� SCALE:NTS ��Qo1 1 3 - 7 DBIGRMCHIIECT SDH Architect H REFERENCE SYMBOLS POWER SYMBOLS ABBREVIATIONS: ELECTRICAL GENERAL NOTES: NEW ELECTRICAL WORK 4 JUNCTION BOX 1P 1 POLE(2P,3P,4P,ETC.) MAX MAXIMUM GENERAL: MAG.S MAGNETIC STARTER 1. COORDINATE ELECTRICAL WORK WITH MECHANICAL,ARCHITECTURAL,STRUCTURAL, SDH Architect A AMPERE M/C MOMENTARY CONTACT EXISTING ELECTRICAL WORK c� JUNCTION BOX CEILING AC ABOVE COUNTER MC MECHANICAL CONTRACTOR CIVIL AND LANDSCAPE WORK SHOWN ON OTHER CONTRACT DOCUMENTS.PROVIDE 2242 NW RESERVE CAMP CT ACLG ABOVE CEILING MCB MAIN CIRCUIT BREAKER ADDITIONAL OFFSETS FOR COORDINATED INSTALLATION WHERE REQUIRED. BEND,OR 97703 MM,, ADO AUTOMATIC DOOR OPENER MCC MOTOR CONTROL CENTER ------- ENLARGED PLAN BORDER yy DUPLEX RECEPTACLE CEILING qF AMP FRAME MDC MAIN DISTRIBUTION CENTER 2 FIELD COORDINATE FINAL MECHANICAL AND EQUIPMENT LOCATIONS ALONG WITH 2O6.369.8881 CONNECTION REQUIREMENTS AND CONTROL WIRING PRIOR TO ROUGH-IN. AFF ABOVE FINISHED FLOOR MDP MAIN DISTRIBUTION PANEL AFG ABOVE FINISHED GRADE MFR MANUFACTURER 3. CONTRACTOR IS RESPONSIBLE FOR PROVIDE ALL LINE VOLTAGE CIRCUITING AND MATCHLINE all DUPLEX RECEPTACLE FLOOR AFI ARC FAULT CIRCUIT INTERRUPTER MFS MAIN FUSED DISCONNECT SW CONNECTIONS TO MECHANICAL EQUIPMENT,PACKAGED UNITS,CONTROL PANELS, -ER AHU AIR HANDLING UNIT MH MANHOLE MOTOR STARTERS,MOTOR CONTROLLERS,VARIABLE FREQUENCY DRIVES AND AL ALUMINUM MIC MICROPHONE SIMILAR EQUIPMENT.COORDINATE ADDITIONAL REQUIREMENTS WITH CONTROLS DUPLEX RECEPTACLE WALL ALT ALTERNATE MIN MINIMUM CONTRACTOR. ITEM TO BE REMOVED AMP AMPERE MISC MISCELLANEOUSL XX"=MOUNTING HEIGHT G=GROUND FAULT CIRCUIT INTERRUPTER AMP AMPLIFIER MLO MAIN LUGS ONLY 4. COORDINATE EQUIPMENT CONNECTIONS WITH MANUFACTURERS'CERTIFIED J ANNUN ANNUNCIATOR MMS MANUAL MOTOR STARTER DRAWINGS. WP=WEATHERPROOF APPROX APPROXIMATELY MOA MULTIOUTLET ASSEMBLY AREA NOT IN CONTRACT C=CONTROLLED AQ-STAT AQUASTAT MSP MOTOR STARTER PANELBOARD 5. COORDINATE ELECTRICAL,COMMUNICATIONS,AND ELECTRONIC SAFETY AND ARCH ARCHITECT,ARCHITECTURAL MSBD MAIN SWITCHBOARD SECURITY WORK PRIOR TO INSTALLATION.EQUIPMENT ACCESS TAKES PRECEDENCE AS AMP SWITCH MT MOUNT OVER CONDUIT FOR AVAILABLE SPACE. AT AMP TRIP MT.0 EMPTY CONDUIT 6. WHERE USED,THE TERM"PROVIDE-SHALL MEAN"FURNISH AND INSTALL". ® FOURPLEX RECEPTACLE FLOOR ATS AUTOMATIC TRANSFER SWITCH MTS MANUAL TRANSFER SWITCH 12mm E13� AUTO AUTOMATIC MTR MOTOR,MOTORIZED 7. PROVIDE CONDUCTORS OPERATING AT 50 VOLTS OR GREATER IN RACEWAY.PROVIDE MATCHLINEARROW WET RABBIT LLC AUX AUXILIARY N.C. NORMALLY CLOSED METAL RACEWAY WITHIN THE STRUCTURE ABOVE THE FLOOR SLAB.PROVIDE PVC AV AUDIO VISUAL NEC NATIONAL ELECTRICAL CODE 3213 W.WHEELER ST#750 FOURPLEX RECEPTACLE WALL AWG AMERICAN WIRE GAUGE NEMA NATIONAL ELECTRICAL RACEWAY BELOW THE FLOOR SLAB AND UNDERGROUND RACEWAY OUTSIDE THE STRUCTURE. SEATTLE,WA 98199 MANUFACTURER'S ASSOCIATION 206-284-8200 ❑O TRANSFORMER BAIT BATTERY N NON FUSED SAFETY DISCONNECT SWITCH 8. CONDUIT AND WIRE IS NOT PERMITTED TO BE INSTALLED BELOW FLOOR SLAB UNLESS BD BOARD NIC IC NOT IN CONTRACT INDICATED ON PLAN BY DASHED CONDUIT. 1 SECTION IDENTIFIER BLDG BUILDING NIL NIGHT LIGHT E-001 DO SAFETY DISCONNECT SWITCH(FUSED) SMS BUILDING MANAGEMENT SYSTEM N.O. NORMALLY OPEN 9. LEAVE THE SITE CLEAN AND READY FOR OCCUPANCY.REMOVE DIRT,DEBRIS,EMPTY a-rt NPF NORMAL POWER FACTOR CARTONS,TOOLS,CONDUIT AND WIRE SCRAPS AND MISCELLANEOUS SPARE C CONDUIT NTS NOT TO SCALE CEQUIPMENT AND MATERIALS USED IN THIS DIVISION OF THE WORK DURING M ETRI� 6 PANELBOARD CAB CABINET CONSTRUCTION.COMPONENTS SHALL BE FREE OF DUST,GRIT AND FOREIGN CAT CATALOG OH OVERHEAD MATERIALS AND LEFT AS NEW BEFORE FINAL ACCEPTANCE OF WORK. 1 CAN CABLE TELEVISION OL OVERLOADS DETAIL OR DRAWING IDENTIFIER ® EQUIPMENT CONNECTION.REFER TO 10. PERFORM WORK TO COMPLY WITH THE STANDARD PRACTICES FOR GOOD E N G I N E E R E-001 CB CIRCUIT BREAKER MOTOR AND EQUIPMENT SCHEDULE FOR CCTV CLOSED PUBLISHED BY NATIONAL ELECTRICAL CONTRACTORS ASSOCIATION CLOSED CIRCUIT TELEVISION PA PUBLIC ADDRESS NECA.COMPLY WITH THE LATEST ENFORCED EDITION OF THE NATIONAL ELECTRICAL aeNroN wn9sas� El REQUIREMENTS CCT CIRCUIT PB PULL BOX Qj REVISION TAG CLG CEILING PE PNEUMATICC E ELECTRIC PUSHBUTTON ( )CODE(NEC),LOCAL CODES,AMENDMENTS,AND ORDINANCES. v COMB COMBINATION PED PEDESTAL 11. PERFORM ELECTRICAL WORK UNDER THE SUPERVISION OF A LICENSED ELECTRICIAN. CMPR COMPRESSOR PF POWER FACTOR PROCURE PERMITS AND LICENSES AND PAY FEES ASSOCIATED WITH THIS WORK. AHU-XXX EQUIPMENT IDENTIFIER CONN CONNECTION PH PHASE CONST CONSTRUCTION PIV POST INDICATING VALVE 12. CONTRACTOR IS RESPONSIBLE FOR SUBMITTING ALL DOCUMENTATION REQUIRED TO CONT CONTINUATION OR CONTINUOUS PNL PANEL CITY OF ARLINGTON FOR PERMITTING.COORDINATE WITH ENGINEER FOR ANY 1� SHEET NOTE LIGHTING SYMBOLS CONVR CONVECTOR CONTRACTOR PR PAIR pp ER POLE ADDITIONAL DOCUMENTATION. CP CIRCULATING PUMP PRI PRIMARY 13. PROVIDE NEW,COMMERCIAL GRADE MATERIALS FURNISHED FOR THIS PROJECTTHAT CRT CATHODE-RAY TUBE PROJ PROJECTION ARE FREE OF DEFECTS,AND LISTED BY A NATIONALLY RECOGNIZED TESTING $D DIMMER SWITCH CT CURRENTTRANSFORMER PRV POWER ROOF VENTILATOR LABORATORY UNO. CTR CENTER PT POTENTIAL TRANSFORMER CU COPPER PPVVC POWER CHLORIDE(CONDUIT) 14. CONTRACTOR IS RESPONSIBLE FOR WIRING ELECTRICAL ITEMS SHOWN ON DRAWINGS. RACEWAY SYMBOLS $R KEYED SWITCH DCP DOMESTIC WATER CIRCULATING PUMP 15. PROVIDE 4"MINIMUM CONCRETE BASES(HOUSEKEEPING PADS)UNDER FLOOR ® OCCUPANCY SENSOR CEILING DEPT DEPARTMENT CLAN QUANTITY MOUNTED ELECTRICAL EQUIPMENT.THIS INCLUDES,BUT IS NOT LIMITED TO CONDUIT IN CEILING OR WALL DET DETAIL SWITCHBOARDS,TRANSFORMERS,AND MOTOR CONTROL CENTERS.COMPLY WITH DIA DIAMETER RCPT RECEPTACLE REQUIREMENTS FOR EQUIPMENT BASES AND FOUNDATIONS SPECIFIED IN DIVISION 03. OCCUPANCY SENSOR WALL DISC DISCONNECT READ REQUIRED 16. COORDINATE ATTACHMENTS TO STRUCTURE TO VERIFY THAT ATTACHMENT POINTS CONDUIT IN FLOOR OR BELOW GRADE DIST DISTRIBUTION RM ROOM ON EQUIPMENT AND STRUCTURE CAN ACCEPT SEISMIC,WEIGHT,AND OTHER LOADS DN DOWN RSC RIGID STEEL CONDUIT $ SINGLE POLE SWITCH DPR DAMPER RTU ROOF TOP UNIT IMPOSED. 1 OZ/1,3,5 DS SAFETY DISCONNECT SWITCH 7. MAINTAIN INDICATED FIRE AND SMOKE RATING OF WALLS,PARTITIONS,CEILINGS,AND $ THREE-WAY SWITCH G DT DOUBLE THROW SC SURFACE CONDUIT FLOORS AT ELECTRICAL PENETRATIONS.SEAL PENETRATIONS WITH FIRESTOP HOME RUN TO BRANCH CIRCUIT PANELBOARD DWG DRAWING SEC SECONDARYSHT SHEET MATERIAL.PROVIDE MATERIAL IN ACCORDANCE WITH A E 814 AND ILL 1479 3M OR $� FOUR-WAY SWITCH EC ELECTRICAL CONTRACTOR SIM SIMILAR APPROVED.COMPLY WITH REQUIREMENTS SPECIFIED INN DIVISION 07. ELEC ELECTRIC,ELECTRICAL S/N SOLID NEUTRAL 18. PROVIDE FIREBLOCKING AND DRAFT STOPPING AT ELECTRICAL PENETRATIONS IN CABLE TRAY-LADDER TYPE ps ELEV r ELEVATOR SPEC SPECIFICATION COMBUSTIBLE CONCEALED SPACES PER THE INTERNATIONAL BUILDING CODE. $ OCCUPANCY SENSOR SWITCH ELU EMERGENCY LIGHTING UNIT SPKR SPEAKER EM EMERGENCY SP SPARE 19. REFER TO TYPICAL DETAILS PROVIDED IN THIS DRAWING SET FOR EQUIPMENT EMS ENERGY MANAGEMENT SYSTEM SR SURFACE RACEWAY INSTALLATION.CONTRACTOR IS RESPONSIBLE FOR CONFORMANCE WITH DETAILS. EXIT SIGN EMT ELECTRICAL METALLIC TUBING SS STAINLESS STEEL EP ELECTRIC PNEUMATIC SSW SELECTOR SWITCH 20. LOCATIONS AND SIZES OF FLOOR,WALL,AND ROOF OPENINGS SHALL BE DIAGRAM SYMBOLS m DOUBLE-SIDED EXIT SIGN EQUIP EQUIPMENT S/S STOP/START PUSHBUTTONS COORDINATED WITH OTHER TRADES INVOLVED.INCLUDE IN THE COST OF ELECTRICAL EWC ELECTRIC WATER COOLER STA STATION WORK,CUTTING,CORING,PATCHING AND PAINTING OF EXISTING WALLS,CEILINGS, ® SINGLE-SIDED EXIT SIGN EXIST EXISTING STD STANDARD FLOORS AND ROOFS AS REQUIRED TO ACCOMMODATE WORK AS INDICATED IN THE o\ o EXH EXHAUST SURF SURFACE MOUNTED ELECTRICAL CONTRACT DOCUMENTS,UNLESS SPECIFICALLY SHOWN ON J\ CIRCUITBREAKER EXP EXPLOSION PROOF SW SWITCH ARCHITECTURAL DRAWINGS. LINEAR FIXTURE SWBD SWITCHBOARD FA FIRE ALARM SYM SYMMETRICAL 21. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE SAFEKEEPING OF THEIR OWN FABP FIRE ALARM BOOSTER POWER SYS SYSTEM PROPERTY ON THE JOB SITE.OWNER ASSUMES NO RESPONSIBILITY FOR PROTECTION iX4 LUMINAIRE OF PROPERTIES AGAINST FIRE,THEFT AND ENVIRONMENTAL CONDITIONS. FACP FIRE ALARM CONTROL PANEL GF GROUND FAULT RELAY FCU FAN COIL UNIT TEL TELEPHONE 22. CLEAN THE JOB SITE DAILY AND REMOVE FROM THE PREMISES ANY DIRT AND DEBRIS 2X2 LUMINAIRE FIXT FIXTURE TEL/DATA TELEPHONE/DATA CAUSE BY THE PERFORMANCE OF THE WORK INCLUDED IN THIS CONTRACT.BEFORE FLR FLOOR TERM TERMINAL SUBSTANTIAL COMPLETION,CLEAN EQUIPMENT,FIXTURES,EXPOSED CONDUIT AND D O METER FLUOR FLUORESCENT TL TWIST LOCK SIMILAR ITEMS. 2X4 LUMINAIRE FU FUSE TR TAMPER RESISTANT FUDS FUSED SAFETY DISCONNECT SWITCH T-STAT THERMOSTAT 23. PROVIDE EQUIPMENT THAT FITS INTO THE SPACE ALLOTTED AND ALLOWS ADEQUATE Y jj_u TRANSFORMER o TTC TELEPHONE TERMINAL CABINET ACCEPTABLE CLEARANCE FOR INSTALLATION,REPLACEMENT,ENTRY,SERVICING AND A�� ROUND CAN LUMINAIRE GA GAUGE N TELEVISION MAINTENANCE.COORDINATE WITH OTHER TRADES TO ENSURE NO CONFLICT WITH GAL GALLON TVTC TELEVISION TERMINAL CABINET REQUIRED CLEARANCES. ® PHOTOCELL GALV GALVANIZED TYP TYPICAL GROUND GC GENERAL CONTRACTOR 24. BUILDING SPACE IS LIMITED.STRONG ATTENTION TO DETAIL AND CARE MUST BE GEN GENERATOR UC UNDER COUNTER TAKEN WHEN DEVELOPING SHOP DRAWING$O ROUTING IS COORDINATED WITH C. GFI GROUND FAULT CIRCUIT INTERRUPTER UE UNDERGROUND ELECTRICAL OTHER DISCIPLINES. `�o A COMMUNICATION SYMBOLS GFP GROUND FAULT PROTECTOR UG UNDERGROUND Qf� 3 CURRENT TRANSFORMER GND GROUND UH UNIT HEATER 25. MATERIALS WITHIN PLENUMS SHALL BE NONCOMBUSTIBLE OR SHALL HAVE A FLAME �'t0.� GRS GALVANIZED RIGID STEEL(CONDUIT) UNO UNLESS NOTED OTHERWISE SPREAD INDEX OF NOT MORE THAN 25 AND A SMOKE-DEVELOPED INDEX OF NOT MORE m# DATA OUTLET GYP BD GYPSUM BOARD UT UNDERGROUND TELEPHONE THAN 50 WHEN TESTED IN ACCORDANCE WITH ASTM E 84 OR UL 723.UTIL UTILITY SPD SURGE PROTECTIVE DEVICE #INDICATES DROP COUNT EXISTING ELECTRICAL: HOA HANDS-OFF-AUTOMATIC SWITCH UV ULTRAVIOLET 20100764 HORIZ HORIZONTAL 1. WORK SHALL BE PERFORMED IN A CLEAN AND WORKMANLIKE MANNER.CARE SHALL DATA OUTLET FLOOR HP HORSEPOWER V VOLT BE EXERCISED TO MINIMIZE ANY INCONVENIENCE OR DISTURBANCE TO OTHER AREAS 70I'IAL 0 NSS TRANSIENT VOLTAGE SURGE SUPPRESSOR ® HPF HIGH POWER FACTOR VA VOLT-AMPERES OF THE BUILDING WHICH ARE TO REMAIN IN OPERATION.ISOLATE WORK AREAS BY // HT HEIGHT VDT VIDEO DISPLAY TERMINAL MEANS OF TEMPORARY PARTITIONS AND/OR TARPS TO KEEP DUST AND DIRT WITHIN 7I 0 VOICE/DATA OUTLET HTG HEATING VERT VERTICAL THE CONSTRUCTION AREA. sEn� HTR HEATER VFD VARIABLE FREQUENCY DRIVE TRANSFER SWITCH HV HIGH VOLTAGE VOL VOLUME 2. EXISTING MATERIALS THAT ARE REMOVED SHALL NOT BE REUSED IN NEW SYSTEMS, D ® VOICE/DATA OUTLET FLOOR HVAC HEATING,VENTILATING AND AIR EXCEPT WHERE INDICATED AS BEING RELOCATED. CONDITIONING W WATT XX.XKAIC X FAULT CURRENT TAG W/ WITH 3. WHERE INDICATED,CONDUIT OR PORTIONS OF CONDUIT SHALL BE REUSED.REFER TO WIRELESS ACCESS POINT IC INTERRUPTING CAPACITY WG WIRE GUARD DRAWING PLANS FOR POINTS OF CONNECTIONS. IG ISOLATED GROUND WH WATER HEATER I/ IMC INTERMEDIATE METAL CONDUIT W/O WITHOUT 4. PROVIDE TEMPORARY SUPPORT OF EXISTING ELECTRICAL SYSTEMS WHERE CLOCK/INTERCOM SPEAKER INCAND INCANDESCENT WP WEATHERPROOF REQUIRED BY DEMOLITION OR ALTERATION OF EXISTING STRUCTURE DURING IIL��I FUSED SWITCH IR INFRARED CONSTRUCTION.COORDINATE WITH GENERAL CONTRACTOR AND PROVIDE ALL I/W INTERLOCKWITH XFMR TRANSFORMER NECESSARY CONDUIT AND EQUIPMENT SUPPORTS AND HANGERS TO MAINTAIN 4 SPEAKER,ROUGH-IN ONLY.PROVIDE XFR TRANSFER INTEGRITY,SAFETY AND PROPER OPERATION OF EXISTING ELECTRICAL SYSTEMS FOR VC AND BACK BOX TO EACH J-BOX JUNCTION BOX THE DURATION OF THE WORK. I/ SINGLE POLE SINGLE THROW SWITCH LOCATION. I(V KILOVOLT @ AT GLE DEMOLITION: ( KVA KILOVOLT-AMPERE ♦ DELTA 1. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE KVAR KILOVOLT-AMPERE REACTIVE FEET DEMOLITION/INSTALLATION OF ELECTRICAL SYSTEMS AND THOSE REQUIRING WETRABBIT - KW KILOWATT INCHES ELECTRICAL CONNECTIONS TO MAINTAIN NEC REQUIRED CLEARANCES,INCLUDED BY FUSE SECURITY SYMBOLS KWH KILOWATT HOUR # PHASER NOT LIMITED TO AREAS ABOVE ACCESSIBLE CEILINGS. ARLINGTON LOC LOCATE OR LOCATION C CENTER LINE 2. COORDINATE WITH OTHER TRADES FOR PROPER DEMOLITION OF EQUIPMENT. LT LIGHT P PLATE CONSULT THE DRAWINGS OF OTHER TRADES OR CRAFTS TO AVOID CONFLICTS WITH C� CAMERA,ROUGH-IN ONLY.PROVIDE LTG LIGHTING EQUIPMENT,ETC.RESOLVE CONFLICTS PRIOR TO ROUGH-IN AND AT NO ADDITIONAL FIRE ALARM SYMBOLS 1"C BACK BOX TO EACH LOCATION. LTNG LIGHTNING COST TO THE OWNER. LV LOW VOLTAGE HORN STROBE WALL CARD READER 3. TAKE CAUTION IN DEMOLITION OF ELECTRICAL EQUIPMENT. ISSUED/REVISED DATE'Y' 4. CONTRACTOR SHALL REMOVE AND LEGALLY DISPOSE OF ALL CONDUIT AND PERMIT/BID SET 05.09.24 EQUIPMENT INDICATED ON DRAWINGS INCLUDING ALL ASSOCIATED HANGERS, HORN STROBE CEILING ® DOOR CONTACT WIREMOLD,WIRING,DEVICES,CONTROLS,AND APPURTENANCES ASSOCIATED WITH EACH PIECE OF EQUIPMENT. [i] PULL STATION UNDERCOUNTER PANIC 5. EXISTING CONTROL PATHWAYS MAY BE RE-USED.COORDINATE CONTROLS DEMO PUSHBUTTON WORK PRIOR TO DEMOLITION. s SPEAKER STROBE WALL 6. WHERE EXISTING ITEMS PENETRATE A WALL OR ROOF,CONTRACTOR SHALL PROVIDE F ES ELECTRIC STRIKE INFILL AT(E)PENETRATIONS THROUGH WALLIROOF WITH LIKE MATERIALS.PATCH 8 REPAIR TO MATCH SURROUNDING SURFACES INCLUDING PAINT. F SPEAKER STROBE CEILING 7. CONTRACTOR SHALL PROVIDE TEMPORARY SUPPORT OF EXISTING ELECTRICAL ® GLASS BREAK DETECTOR EQUIPMENT WHERE REQUIRED BY DEMOLITION OR ALTERATION OF EXISTING rllt- STROBE WALL STRUCTURE DURING CONSTRUCTION.COORDINATE WITH GC AND PROVIDE Y"' © MAGNETIC LOCK NECESSARY SUPPORTS AND HANGERS TO MAINTAIN INTEGRITY,SAFETY AND PROPER OPERATION OF EXISTING ELECTRICAL SYSTEMS. n STROBE CEILING } 8. THE OWNER HAS THE RIGHT TO RETAIN OWNERSHIP OF ANY MATERIALS BEING MOTION DETECTOR WALL REMOVED.DELIVER ITEMS TO THE OWNER'S REPRESENTATIVE AS INDICATED IN THE CONTRACT DOCUMENTS.NOTIFY OWNER IN WRITING AT LEAST 7 DAYS IN ADVANCE OF PERMIT/BID SET TBD ® MOTION DETECTOR CEILING DEMOLITION. ELECTRICAL If ADA PUSHBUTTON LEGEND AND NOTES IT REQUEST TO EXIST 119 ELECTRIC LOCK 1 E 3 d 8 e I e 9 10 II IB DBIGRMCHIIEDi SPECIFICATIONS 5. OUTLET AND DEVICE BOXES: K. TAPS FOR TRANSFORMERS 25 KVA AND LARGER:NEMA ST 20. C. CAPACITIES AND CHARACTERISTICS: 260500 COMMON WORK RESULTS FOR ELECTRICAL a. INTERIOR SURFACE-MOUNTED IN UNFINISHED AREAS:ONE-PIECE PRESSED STEEL, L. INSULATION CLASS,30 KVA AND LARGER:220 DEG C,UL-COMPONENT-RECOGNIZED INSULATION SYSTEM WITH A 1. MCC ENCLOSURE AND ASSEMBLY: ELECTRO-GALVANIZED,SIZE AND DEPTH REQUIRED BY CODE,EXCEPT 4-INCH SQUARE OR 4-INCH MAXIMUM OF 150 DEG C RISE ABOVE 40 DEG C AMBIENT TEMPERATURE. A. SCOPE OF WORK OCTAGONAL MINIMUM. a. NOMINAL SYSTEM VOLTAGE:277/480 VAC. r M.LOW-SOUND-LEVEL REQUIREMENTS:MAXIMUM SOUND LEVELS WHEN FACTORY TESTED ACCORDING TO 1. COMPLY WITH THE GENERAL CONDITIONS OF THIS CONTRACT.THE REQUIREMENTS OF THIS b. INTERIOR FLUSH-MOUNTED:SAME AS ABOVE EXCEPT PROVED PLASTER RING EXTENSION TO IEEE C57.72.91,AS FOLLOWS: b. ENCLOSURE:NEMA 250,TYPE 1. SPECIFICATION ARE IN ADDITION TO THE REQUIREMENTS OF THE GENERAL CONDITIONS. FINISHED SURFACE, 1. 75 KVA:45 DB. 2. BUS: 2. UNLESS OTHERWISE NOTED,PROVIDE DEMOLITION OF EXISTING POWER RECEPTACLES,LIGHT 5. JUNCTION AND PULL BOXES FOR INTERIOR AREAS:STEEL,SCREW COVER,CODE GAUGE AND SIZE. 262413 SWITCHBOARDS a. HORIZONTAL BUS:COPPER. FIXTURES,RACEWAYS,WIRING,VOICE/DATA OUTLETS AND VOICE/DATA CABLING.DEMOLISH FIRE LARGE JUNCTION AND PULL BOXES SHALL BE FABRICATED SHEET STEEL WITH BAKED ENAMEL FINISH ALARM DEVICES AND WIRING WHERE IN CONFLICT WITH NEW WORK. AND RETURN FLANGE WITH SCREW RETAINED COVER. A. MANUFACTURERS: b. NEUTRAL BUS:FULL SIZE. SDH Architect R 3. PROVIDE ALL LABOR AND MATERIAL NECESSARY TO ACCOMPLISH THE WORK SPECIFIED HEREIN AND C.EXECUTION 1. SQUARE D. s. MAIN DISCONNECT DEVICE: AS SHOW ON THE DRAWINGS. 1. GENERAL: 2. EATON. a. MAIN DISCONNECT:MCCB,UL 489. 4. COORDINATE WORK WITH ALL OTHER TRADES. a. COORDINATION:THE CONTRACTOR SHALL REVIEW ALL DRAWINGS,DETAILS,AND ELEVATIONS 3. GENERAL ELECTRIC. b. SPD:UL 1449,TYPE 2. 5. VISIT THE SITE AND VERIFY EXISTING CONDITIONS PRIOR TO SUBMITTING BID. PRIOR TO ROUGH-IN.WHERE EQUIPMENT IS FURNISHED BY OTHERS,THE CONTRACTOR SHALL SDH Architect REVIEW ALL DRAWINGS,DETAILS AND ELEVATIONS PRIOR TO ROUGH-IN.WHERE EQUIPMENT IS 4. SIEMENS. 7. INCLUDE VARIABLE-F MAGNETIC CCONTROLLERS, NTROL ERS,RS,AND HEAVY--DUTY CONTROLLER TAGE SOLID-STATE CONTROLLERS, AUXILIARY DEVICES AS 2242 NW RESERVE CAMP CT 6. REMOVE ALL WASTE AND RUBBISH FROM THE SITE ON A DAILY BASIS. FURNISHED BY OTHERS.THE CONTRACTOR SHALL ASCERTAIN THE PROPER VOLTAGE,LOAD AND CONNECTION REQUIREMENTS PRIOR TO ROUGH-IN. 5. APPROVED. REQUIRED FOR EQUIPMENT DOWNSTREAM OF MOTOR CONTROL CENTER. BEND,OR 97703 B. WARRANTY:WORKMANSHIP AND MATERIALS SHALL BE GUARANTEED FOR A PERIOD OF ONE YEAR FROM B. SOURCE LIMITATIONS:OBTAIN SWITCHBOARDS,OVERCURRENT PROTECTIVE DEVICES,COMPONENTS,AND 262726 WIRING DEVICES 206.369.8881 THE DATE OF FINAL ACCEPTANCE BUY THE OWNER.PROVIDE ADDITIONAL WARRANTY FOR VOICE/DATA b.MATERIALS:ALL MATERIALS OF A SPECIFIC TYPE SHALL BE PROVIDED BY THE SAME MANUFACTURER SYSTEM AS NOTED ELSEWHERE. ACCESSORIES FROM SINGLE SOURCE FROM SINGLE MANUFACTURER. THROUGHOUT THE PROJECT. A. WIRING DEVICES C.REGULATIONS. C. ELECTRICAL COMPONENTS,DEVICES,AND ACCESSORIES:LISTED AND LABELED AS DEFINED IN NFPA 70,BY A 2. RACEWAYS:INSTALL RACEWAY TYPES AND SIZES AS LISTED BELOW; QUALIFIED TESTING AGENCY,AND MARKED FOR INTENDED LOCATION AND APPLICATION. 1. COLOR OF SWITCH HANDLES:WHITE IN COLOR. -ER 1. ELECTRICAL WORK SHALL COMPLY WITH THE FOLLOWING CODES AS PRESENTLY APPLICABLE: a. ELECTRICAL METALLIC TUBING(EMT)AND RIGID METAL CONDUIT(RMC):ALL INTERIOR AREAS.MAY D. COMPLY WITH NEMA PB 2. 2. RECEPTACLE FACES:WHITE IN COLOR. a. 2020 NATIONAL ELECTRIC CODE(NEC) BE USED FOR FEEDERS WITH INTEGRAL GREEN GROUND CONDUCTOR. E. COMPLY WITH NFPA 70. B. RECEPTACLES b. LOCAL AND STATE CODES AND REGULATIONS b. FLEXIBLE METALLIC CONDUIT:RECESSED FIXTURE CONNECTIONS,INTERIOR CONCEALED EQUIPMENT CONNECTIONS,EXPANSION JOINTS AND SOUND CONTROL.NOT TO BE USED FOR F. COMPLY WITH UL 891. 1. DUPLEX RECEPTACLES:COMMERCIAL-GRADE,20 AMPERE,125-VOLT,GROUND TYPE. 2. PERMITS:OBTAIN AND PAY FOR ALL REQUIRED PERMITS. EXPOSED INSTALLATIONS WITHIN THE FINISHED AREAS OF THE BUILDING. G. FRONT-CONNECTED,FRONT-ACCESSIBLE SWITCHBOARDS: 2. DOUBLE DUPLEX RECEPTACLES:COMMERCIAL-GRADE,20-AMPERE,125-VOLT,GROUNDED TYPE. D.SUBMITTAL AND SHOP DRAWINGS:PRIOR TO INSTALLATION,SUBMIT CATALOG DATA FOR ALL EQUIPMENT c. LIQUID-TIGHT FLEXIBLE METALLIC CONDUIT:EXPOSED INSTALLATIONS IN DAMP/WET LOCATIONS. 1. MAIN DEVICES:PANEL MOUNTED. 3. GROUND FAULT INTERRUPTION RECEPTACLE:COMMERCIAL-GRADE 20-AMPERE,120-VOLT,CLASS A, G AND MATERIALS FOR REVIEW.SUBMIT SHOP DRAWINGS SHOWING COMPLETE TERMINAL-TO-TERMINAL d. MINIMUM RACEWAY SHALL BE INCH,EXCEPT FOR RACEWAYS WITH NO MORE THAN THREE#12 AWG 5-MILLIAMPERE SENSITIVITY.PROVIDE LOCKABLE WEATHERPROOF METAL COVER FOR ALL EXTERIOR WIRING FOR EACH SIGNAL AND COMMUNICATION SYSTEM. 2. BRANCH DEVICES:PANEL MOUNTED. CONDUCTORS WHICH MAY BE 1/21NCH. MOUNTED RECEPTACLES. E. OPERATIONS AND MAINTENANCE MANUALS:PROVIDE MAINTENANCE AND OPERATIONS DATA FOR ALL 3. AUXILIARY DEVICES:INDIVIDUALLY MOUNTED. [am= ELECTRICAL EQUIPMENT AND SIGNAL AND COMMUNICATIONS SYSTEMS. e. POLYVINYL CHLORIDE(TYPE PVC)RACEWAYS:EXTERIOR UNDERGROUND.PROVIDE RIGID METAL B. SWITCHES WET RABBIT LLC CONDUIT FOR ALL SWEEPS. 4. SECTIONS REAR ALIGNED. 1. SINGLE-POLE SWITCHES:COMMERCIAL-GRADE,20 AMPERE,125-VOLT. 3213 W.WHEELER ST#750 F. RECORD DRAWINGS:CORRECTIONS AND CHANGES MADE DURING THE PROGRESS OF THE WORK SHALL NEMA 250 INDOOR ENCLOSURES:STEEL H INSTALLATION: H. , ,TYPE 1. BE NEATLY RECORDED AS ACTUALLY INSTALLED FOR AS-BUILT RECORDS.SUBMIT TO THE ARCHITECT D. C.DEVICE PLATES:STAINLESS STEEL. SEATTLE,WA 98199 UPON PROJECT COMPLETION. 1. CONCEALMENT:ALL RACEWAYS SHALL BE CONCEALED IN FINISHED AREAS.WHERE EXISTING WALL I. ENCLOSURE FINISH FOR INDOOR UNITS:FACTORY-APPLIED FINISH IN MANUFACTURER'S STANDARD GRAY FINISH 2O6-284-8200 G.CERTIFICATES OF INSPECTION:SUBMIT SIGNED-OFF PERMITS FROM THE CODE ENFORCING AGENCIES TO SURFACES ARE INACCESSIBLE,SURFACE METAL RACEWAYS FOR THESE EXCEPTIONS MAY BE OVER A RUST-INHIBITING PRIMER ON TREATED METAL SURFACE. D.EXECUTION THE OWNER UPON PROJECT COMPLETION. PROVIDED WHEN APPROVED. J. BARRIERS:BETWEEN ADJACENT SWITCHBOARD SECTIONS. 1. GENERAL:INSTALL DEVICES LEVEL,PLUMB AND SQUARE WITH BUILDING LINES. 2. EXPOSED RACEWAYS.INSTALL EXPOSED RACEWAYS AS HIGH AS POSSIBLE,ABOVE DUCTWORK, C0N$pLT0 T H.PRODUCT LISTING LABELING:ALL ELECTRICAL EQUIPMENT SHALL BE LISTED AND LABELED BY PARALLEL OR AT RIGHT ANGLES TO BUILDING LINES K. INSULATION AND ISOLATION FOR MAIN BUS OF MAIN SECTION AND MAIN AND VERTICAL BUSES OF FEEDER 2. RECEPTACLE MOUNTING HEIGHT:+18 TO THE CENTERLINE OF THE BOX UNLESS OTHERWISE NOTED. UNDERWRITERS LABB .ORATORIES INC. SECTIONS. E. SWITCHES:+48 TO THE CENTERLINE OF THE BOX. I. MATERIAL AND EQUIPMENT:ALL MATERIALS AND EQUIPMENT SHALL BE NEW UNLESS NOTED OTHERWISE. 3. EXPANSION AND EARTHQUAKE JOINTS.RACEWAYS SHALL NOT BE INSTALLED IN CONCRETE SLAB OR L. UTILITY METERING COMPARTMENT:BARRIER COMPARTMENT AND SECTION COMPLYING WITH UTILITY COMPANY'S M E��'� PROTECT ALL MATERIALS AND EQUIPMENT FROM DAMAGE OF CORROSION. WALL CONSTRUCTION WHEN PASSING THROUGH ON EXPANSION OR EARTHQUAKE JOINT. REQUIREMENTS;HINGED SEALABLE DOOR;BUSES PROVISIONED FOR MOUNTING UTILITY COMPANY'S CURRENT 262816 ENCLOSED SWITCHES AND CIRCUIT BREAKERS TRANSFORMERS AND POTENTIAL TRANSFORMERS OR POTENTIAL TAPS AS REQUIRED BY UTILITY COMPANY.IF E N G I N E ER J. CUTTING AND PATCHING:PROVIDE ALL REQUIRED CUTTING AND PATCHING FOR THE ELECTRICAL WORK. 4. ROUTING:ALL RACEWAYS SHALL BE INSTALLED PARALLEL OR AT RIGHT ANGLES TO THE BUILDING SEPARATE VERTICAL SECTION IS REQUIRED FOR UTILITY METERING,MATCH AND ALIGN WITH BASIC SWITCHBOARD. A. APPROVED MANUFACTURERS:SQUARE D,GENERAL ELECTRIC,EATON,OR SIEMENS. CONSTRUCTION UNLESS PROHIBITED BY A PHYSICAL OBSTRUCTION. PROVIDE SERVICE ENTRANCE LABEL AND NECESSARY APPLICABLE SERVICE ENTRANCE FEATURES. R-N,OSk e 7 K. EXISTING CONDITIONS: B. SINGLE-PHASE MOTOR:MOTORS 1/3 HP OR LESS PROVIDE WITH TOGGLE-TYPE,20-AMP,120-VOLT RATING, 5. RACEWAY SUPPORTS:RACEWAYS SHALL BE SUPPORTED WITH HEAVY-DUTY,ONE-HOLE,PRESSED M.BUS TRANSITION AND INCOMING PULL SECTIONS:MATCHED AND ALIGNED WITH BASIC SWITCHBOARD. SPECIFICATION-GRADE DISCONNECT SWITCHES. F 1. GENERAL:SPECIFIC SCOPE OF DEMOLITION WORK AND OPERATING CONDITIONS TO BE ENCOUNTERED STEEL STRAPS ON INTERIOR SURFACES.SUPPORT PENDANT-MOUNTED RACEWAYS ON 3/8-INCH ROD SHALL BE VERIFIED BY ON-SITE REVIEW PRIOR TO SUBMITTING BIG.DEMOLITION WORK IN GENERAL IS WITH PEAR-SHAPED HANGER OR TRAPEZE-TYPE HANGER WITH 3/8-INCH ROD(MINIMUM)AND 1-5/8-INCH N. HINGED FRONT PANELS:ALLOW ACCESS TO CIRCUIT BREAKER,METERING,ACCESSORY,AND BLANK C.THREE-PHASE MOTOR:MOTORS 1/2 HP AND LARGER PROVIDE WITH AMP AND VOLTAGE RATING AS NOTED OR SHOWN ON THE DOCUMENTS BASED UPON AVAILABLE DRAWINGS OF RECORD AND MAY SQUARE PREFORMED CHANNEL AND PIPE CLAMPS.PARALLEL,SURFACE-MOUNTED RACEWAYS SHALL COMPARTMENTS. REQUIRED,SPECIFICATION-GRADE DISCONNECT SWITCHES.NEMA RATED PER ENVIRONMENT. NOT SHOW THE ACTUAL CONDITIONS AS THEY PRESENTLY EXIST. BE SUPPORTED FROM 1-5/8-INCH SQUARE PREFORMED CHANNEL AND PIPE CLAMPS.ALL FITTINGS AND p BUSES AND CONNECTIONS:THREE PHASE,FOUR WIRE UNLESS OTHERWISE INDICATED. SUPPORTS SHALL BE HOT-DIP GALVANIZED IN EXTERIOR AREAS. D.EQUIPMENT DISCONNECTS:SHALL BE FUSED OR NONFUSED AS REQUIRED BY THE EQUIPMENT 2. OWNER-RETAINED EQUIPMENT:THE OWNER MAY WISH TO RETAIN CERTAIN SPECIFIC ITEMS 1. PROVIDE PHASE BUS ARRANGEMENT A,B,C FROM FRONT TO BACK,TOP TO BOTTOM,AND LEFT TO RIGHT WHEN MANUFACTURER,RATED AT 125 PERCENT OF FULL LOAD NAMEPLATE AMPERAGE OR RATED SCHEDULED FOR DEMOLITION.THE CONTRACTOR SHALL CAREFULLY REMOVE THESE ITEMS,PROVIDE 6. INDEPENDENT SUPPORT:CONDUITS SHALL NOT BE SUPPORTED FROM THE CEILING SUSPENSION VIEWED FROM THE FRONT OF THE SWITCHBOARD. HORSEPOWER,HEAVY-DUTY TYPE. PROTECTION AND PACKAGING AS MAY BE REQUIRED TO PROTECT THE EQUIPMENT AND TURN OVER SYSTEM,DUCTS,PIPES OR OTHER SYSTEMS FOREIGN TO THE ELECTRICAL INSTALLATION.THE ENTIRE SOLD EQUIPMENT TO THE OWNER AT A PLACE DESIGNATED ON THE JOBSITE.ANY EQUIPMENT THAT ELECTRICAL INSTALLATION SHALL BE KEPT INDEPENDENT FROM ANY OTHER TRADE. 2. MATERIAL:COPPER,STANDARD SIZE. E. DISCONNECTS:PROVIDE DISCONNECTS AT ALL MOTORS AND OTHER EQUIPMENT ITEMS UNLESS THE THE OWNER DOES NOT DESIRE TO RETAIN SHALL BECOME THE PROPERTY OF THE CONTRACTOR AND EQUIPMENT HAS A SELF-CONTAINED,CODE APPROVED DISCONNECTING METHOD.EQUIPMENT BE REMOVED FROM THE SITE. 7. PULL BOXES WITH COVERS:SHALL BE PROVIDED AS SHOWN ON THE DRAWINGS OR AS REQUIRED BY 3. CONNECTIONS:BOLTED FOR MAINTENANCE. DISCONNECTS SHALL BE FUSED OR NON-FUSED AS REQUIRED BY THE EQUIPMENT MANUFACTURER. CODE.ALL PULL BOXES SHALL BE LOCATED SO AS TO BE ACCESSIBLE. 3. UNUSED CONDUIT AND WIRING:ALL UNUSED CONDUCTORS RESULTING FROM THIS PROJECT SHALL BE 4. CAPACITY:FULL CAPACITY THROUGHOUT. 262813 FUSES REMOVED.ALL UNUSED CONDUIT SHALL BE REMOVED EXCEPT WHERE LOCATED IN OR ABOVE 8. FLEXIBLE CONDUIT:SHALL BE USED ONLY FOR LIGHTING FIXTURE PIGTAILS IN ACCESSIBLE CEILINGS, EXISTING CONSTRUCTION WHICH IS NOT BEING ALTERED AND WOULD REQUIRE REMOVAL AND FLUSH-MOUNTED SPEAKER PIGTAILS IN ACCESSIBLE CEILINGS,SOUND CONTROL,MOTOR 5. BUS STUB FOR FUTURE EXTENSION:REQUIRED. A.MANUFACTURERS:BUSSMAN,FERREZ SHAWMUT. REPLACEMENT OF THE EXISTING CONSTRUCTION. CONNECTIONS AND AT BUILDING EXPANSION JOINTS AS SPECIFIED.ANY OTHER PROPOSED USE OF Q.GROUND BUS:EXTEND LENGTH OF SWITCHBOARD. B. FUSES:PROVIDE 200,000 AIC,CURRENT LIMITING,UL TIME DELAY FUSES AS FOLLOWS: FLEXIBLE CONDUIT MUST BE APPROVED PRIOR TO INSTALLATION. 4. EXISTING RACEWAYS:PROPERLY SUPPORT ALL EXISTING RACEWAYS ABOVE SUSPENDED CEILINGS R. LINE AND LOAD TERMINATIONS:ACCESSIBLE FROM FRONT ONLY OF SWITCHBOARD,SUITABLE FOR CONDUCTOR 1. FEEDERS 600 AMPS AND LESS:CLASS RK-1,LPN-RK FOR 250-VOLT,DUAL ELEMENT,CLASS RK-1, WHERE WORK IS TAKING PLACE.VERIFY EXTENT OF WORK PRIOR TO SUBMITTING BID. 9. EMPTY RACEWAYS:PROVIDE A NYLON PULL STRING IN ALL EMPTY RACEWAYS. MATERIALS AND SIZES USED. LPS-RK FOR 600 VOLTS,DUAL ELEMENT. L. CONTINUITY OF SERVICE:PERMANENTLY REROUTE OR RELOCATE EXISTING WIRING AND\OR EQUIPMENT 10.BOXES AND FITTINGS: S. FUTURE DEVICES:EQUIP COMPARTMENTS WITH MOUNTING BRACKETS,SUPPORTS,BUS CONNECTIONS,AND 2. MOTOR CIRCUIT 600 VOLTS AND BELOW:CLASS RK-1 OR CLASS J SIZED AT 125 PERCENT FLA OF WHICH IS IN CONFLICT WITH EXISTING BUILDING ALTERATIONS AND WHICH IS REQUIRED TO BE APPURTENANCES AT FULL RATING OF CIRCUIT-BREAKER COMPARTMENT. MOTOR. MAINTAINED IN USE. a. GENERAL:BOXES SHALL BE SUPPORTED SECURELY AND INDEPENDENTLY.MOUNT BOXES ON BUILDING SURFACES OR SUPPORT WITH TRAPEZE HANGER AS DESCRIBED IN RACEWAY T. MIMIC BUS:SHOW BUSSING,CONNECTIONS AND DEVICES IN SINGLE LINE FORM ON FRONT PANELS OF C.MOTOR CONTROLS E M.REMOVAL AND REPLACEMENT OF EXISTING ACCESSIBLE CEILING PANELS,LIGHTING FIXTURES AND INSTALLATION.JUNCTION BOXES SHALL NOT BE USED UNLESS THE NUMBER OF BENDS,PULLING SWITCHBOARD USING BLUE FACTORY PAINTING. SPEAKERS:REMOVE AND REINSTALL ALL NECESSARY CEILING PANELS,LIGHTING FIXTURES,SPEAKERS LENGTH,OR CIRCUIT REQUIREMENTS NECESSITATES THEIR INSTALLATION.JUNCTION OR PULL BOX 1. APPROVED MANUFACTURERS:SQUARE D,GENERAL ELECTRIC,EATON,OR SIEMENS. AND OTHER EXISTING EQUIPMENT AND EXISTING ACCESSIBLE CEILINGS AS REQUIRED TO INSTALL THE OPENINGS MUST BE ACCESSIBLE. U. INSULATED-CASE MAIN CIRCUIT BREAKER(ICCB):100 PERCENT RATED,SEALED,INSULATED-CASE POWER CIRCUIT BREAKER WITH INTERRUPTING CAPACITY RATING TO MEET AVAILABLE FAULT CURRENT.ELECTRICAL WORK. 2. MANUAL STARTERS:TOGGLE TYPE,LOCKABLE IN THE OFF POSITION,OVERLOAD PROTECTION,PILOT 1. STANDARD-FUNCTION,MICROPROCESSOR-BASED TRIP UNITS WITH INTERCHANGEABLE RATING PLUG,TRIP LIGHT AND NEMA 1 ENCLOSURE. N. ANCHORAGE AND BRACING:PROVIDE COMPLETE SEISMIC ANCHORAGE AND BRACING FOR THE LATERAL b. SOUND CONTROL:WHERE BOXES ARE MOUNTED IN A COMMON WALL,THEY SHALL WHEREVER INDICATORS,AND THE FOLLOWING FIELD-ADJUSTABLE SETTINGS: AND VERTICAL SUPPORT OF CONDUIT AND ELECTRICAL EQUIPMENT AS REQUIRED BY THE INTERNATIONAL D.MOTOR CONTROLS AND EQUIPMENT CONNECTIONS: POSSIBLE,BE OFFSET HORIZONTALLY SO THAT THEY ARE NOT MOUNTED BACK-TO-BACK.CONNECT BUILDING CODE. a. LONG TIME 12T AND 14T DELAY. OFFSET BOXES WITH FLEXIBLE CONDUIT NOT TO EXCEED 18 INCHES IN LENGTH. 1. GENERAL:PROVIDE ALL LINE VOLTAGE WIRING AND CONNECTIONS TO EQUIPMENT AND MOTORS AS O.FIRE STOPPING:PROVIDE FIRE STOPPING FOR ALL PENETRATION AND RATED WALLS,CEILING AND 260543 UNDERGROUND DUCTS AND RACEWAYS b. SHORT TIME FLAT AND 12T DELAY. SHOWN ON THE PLANS,DIAGRAMS OR SPECIFIED HEREIN.OBTAIN ALL NECESSARY ELECTRICAL AND FLOORS. PHYSICAL INFORMATION FROM THE TRADE PROVIDING THE EQUIPMENT,PRIOR TO ROUGH IN AND A. METAL CONDUIT AND FITTINGS c. LONG TIME,SHORT TIME AND INSTANTANEOUS PICKUP CURRENT. ADJUST INSTALLATION REQUIREMENTS AS NECESSARY FOR A COMPETE AND OPERABLE SYSTEM. P. INSTRUCTION:CONTRACTOR SHALL INSTRUCT THE OWNER AND THE USE AND OPERATION OF ALL d. INSTANTANEOUS OVERRIDE. SYSTEMS INSTALLED UNDER THE SCOPE OF THIS CONTRACT. 1. GALVANIZED-STEEL ELECTRICAL RIGID METAL CONDUIT(TYPE ERMC):COMPLY WITH ANSI C80.1 AND UL 6. 2. MOTOR CONTROLS,SEPARATELY MOUNTED:PROVIDE SEPARATELY MOUNTED MOTOR STARTING e. GROUND FAULT ALARM. EQUIPMENT AS SHOWN OR NOTED.COORDINATE LOCATION AND INTERLOCKING WITH TEMPERATURE Q.OWNER FURNISHED EQUIPMENT:PROVIDE COMPLETE ELECTRICAL SERVICE AND CONNECTION TO ALL B. RIGID NONMETALLIC DUCT CONTROLS CONTRACTOR.VERIFY MOTOR HORSEPOWER SIZE OR FULL-LOAD AMPERAGE PRIOR TO OWNER-FURNISHED EQUIPMENT. f. GROUND FAULT PICKUP. ORDERING OVERLOAD HEATERS AND SIZE UNITS IN ACCORDANCE WITH THE NATIONAL ELECTRIC 1. TYPE PVC,SCHEDULE 40 AND 80 PVC:COMPLY WITH NEMA TC 2 AND UL 651,WITH MATCHING FITTINGS CODE. 260519 CONDUCTORS AND CABLES COMPLYING WITH NEMA TC 3. g. GROUND FAULT DELAY I2T. A.WIRE AND CABLE: 2. LISTED AND LABELED AS DEFINED IN NFPA 70,BY A NATIONALLY RECOGNIZED TESTING LABORATORY,AND 2. ARC-FLASH REDUCTION:CIRCUIT BREAKERS RATED 1200 AMPERES AND GREATER SHALL INCLUDE AN 267173 ELECTRICAL UTILITY SERVICES MARKED FOR INTENDED LOCATION AND APPLICATION. ARC-FLASH REDUCTION SWITCH FOR MAINTENANCE. 1. BRANCH CIRCUITS:TYPE THHN OR THWN,600-VOLT INSULATION,STRANDED COPPER CONDUCTOR. A. UTILITY METERS:FURNISHED BY CITY OF MILTON. D MINIMUM CONDUCTOR SIZE: 3, SOLVENTS AND ADHESIVES:AS RECOMMENDED BY CONDUIT MANUFACTURER. 3. ACCESSORIES:CONFORM TO NEMA AS 1. B. UTILITY METER BASE:METER BASE RATED 10 AMPERES CONTINUOUS DUTY WITH 13 JAWS,IN ACCORDANCE WITH a. NEUTRAL:#12 AWG 4. PROVIDE TYPE ERMC ELBOWS FOR ALL SWEEPS. a. HANDLE LOCK:PROVISIONS FOR PADLOCKING. CITY OF MILTON REQUIREMENTS. b. GROUND:#12 AWG B. POLYMER CONCRETE HANDHOLES AND BOXES WITH POLYMER CONCRETE COVER b. GROUNDING LUG:IN EACH ENCLOSURE. C. EUSERC SIZED COMPARTMENT IN MAIN SERVICE SWITCHBOARD. c. PHASE CONDUCTORS(MORE THAN SIX IN A RACEWAY):#10 AWG 1. DESCRIPTION:MOLDED COMPOSITE,RECTANGULAR SHAPE. V. MOLDED-CASE CIRCUIT BREAKER(MCCB):COMPLY WITH UL 489,WITH INTERRUPTING CAPACITY TO MEET D. INCLUDE PROVISIONS FOR PADLOCKING AND SEALING. 2. STANDARD:COMPLY WITH SCTE 77. AVAILABLE FAULT CURRENTS. E. TRANSFORMER PAD:CAST-IN-PLACE OR PRECAST CONCRETE TRANSFORMER PAD,WITH VAULT,SIZED AS d. PHASE CONDUCTORS(SIX OR LESS IN A RACEWAY):#12 1. FIELD-CHANGEABLE AMPERE RATING CIRCUIT BREAKER:CIRCUIT BREAKERS WITH FRAME SIZES 250 AMPERES REQUIRED BY CITY OF MILTON. 2. FEEDERS:FEEDERS SHALL BE SIZED AS SHOWN ON THE DRAWINGS AND COLOR-CODED IN 3. COVER:WEATHERPROOF,SECURED BY TAMPER-RESISTANT LOCKING DEVICES AND HAVING STRUCTURAL LOAD AND LARGER HAVE INTERCHANGEABLE TRIP UNITS. L�C, ACCORDANCE WITH LIST BELOW. RATING CONSISTENT WITH ENCLOSURE. END OF ELECTRICAL SPECIFICATIONS D'Qy XA +r 2. SOLID-STATE CIRCUIT BREAKER:CIRCUIT BREAKERS WITH FRAME SIZES 400 AMPERES AND LARGER SHALL F'�, 3. COLOR CODE WIRE IN ACCORDANCE WITH THE CODING SHOWN BELOW.POWER SYSTEMS 4. COVER FINISH:NONSKID FINISH. HAVE ELECTRONIC SENSING,TIMING,AND TRIPPING CIRCUITS FOR ADJUSTING THE FOLLOWING SETTINGS FOR AUTOMATIC OPERATION. CONDUCTORS ARE IDENTIFIED AS FOLLOWS. 5. COVER LEGEND:MOLDED LETTERING,AS INDICATED FOR EACH SERVICE. e. 208Y/120V:PHASE A BLACK,PHASE BRED,PHASE C BLUE,NEUTRAL WHITE C. PRECAST MANHOLES a. LONG TIME I2T AND I4T DELAY. SHORT TIME FLAT AND I2T DELAY. p I. 480Y/277V:PHASE A BROWN,PHASE B ORANGE,PHASE C YELLOW,NEUTRAL GRAY 1. DESCRIPTION:ONE-PIECE UNITS AND UNITS WITH INTERLOCKING MATING SECTIONS,COMPLETE WITH b. -cy 2111003642��`,� . GROUND GREEN ACCESSORIES,HARDWARE,AND FEATURES. c. LONG TIME,SHORT TIME AND INSTANTANEOUS PICKUP CURRENT. h 2. COMPLY WITH ASTM C858. d. INSTANTANEOUS OVERRIDE. 1 O I h. TRAVELERS:YELLOW(FOR 3-AND 4-WAY SWITCHING) 7 3. LOADING:ASTM C857,CLASS A-16. e. ZONE SELECTIVE INTERLOCKING. senL i. CONTROLS:BLACK WITH WIRE NUMBERS ON EACH CONDUCTOR. c 4. ACCESSORIES: f. GROUND FAULT ALARM. 4. SPLICES AND TERMINATIONS:LIGHTING AND RECEPTACLE BRANCH CIRCUIT CONDUCTORS UP TO NO a. CABLE PULLING IRONS:USE GALVANIZED ROD AND HARDWARE.LOCATE OPPOSITE EACH DUCT ENTRY.10 AWG SHALL BE SPLICED WITH WING NUT TYPE CONNECTORS. g. GROUND FAULT PICKUP. FURNISH WATERTIGHT SEAL. 260526 GROUNDING AND BONDING FOR ELECTRICAL SYSTEMS h. GROUND FAULT DELAY I2T. b. CABLE RACK INSERTS:MINIMUM LOAD RATING OF 800 POUNDS. A.GENERAL:PROVIDE THROUGH THE ENTIRE ELECTRICAL SYSTEM.A SPERATE GREEN EQUIPMENT 3. ACCESSORIES:CONFORM TO NEMA AB 1. c. CABLE RACK MOUNTING CHANNEL:1-1/2 BY 3/41NCH FIBERGLASS CHANNEL FURNISH CABLE RACK ARM GROUNDING CONDUCTOR SHALL BE PROVIDED IN ALL LIGHTING AND POWER RACEWAYS. MOUNTING SLOTS ON 1-1/2 INCH CENTERS. a. HANDLE LOCK:PROVISIONS FOR PADLOCKING,WHERE INDICATED. B. BONDING:INSULATED GROUNDING BUSHINGS SHALL BE INSTALLED TO BOND ALL FEEDER CONDUITS TO a. CABLE RACKS:FIBERGLASS CHANNEL,1-1/2 BY 3/4 BY 14 INCH,WITH FASTENER TO MATCH MOUNTING b. GROUNDING LUG:IN EACH ENCLOSURE. THE SWITCHBOARD GROUND BUS OR PANEL GROUND BUS AT BOTH ENDS OF FEEDER RACEWAYS. CHANNEL. INSULATED GROUNDING BUSHINGS SHALL BE INSTALLED TO BOND ALL FEEDER CONDUITS TO THE W.INSTALL HOUSEKEEPING PADS.VERIFY SURFACES OF HOUSEKEEPING PADS ARE LEVEL WITHIN 0.3 PERCENT(118 GROUND BUS OR PANEL ENCLOSURES AT BOTH ENDS OF THE RUNS. 260553 IDENTIFICATION FOR ELECTRICAL SYSTEMS INCH IN 42 INCHES)AND ARE SUITABLE FOR SWITCHBOARD INSTALLATION. C.NEUTRAL GROUNDING:THE NEUTRAL POINT OF ALL TRANSFORMERS SHALL BE SOLIDLY GROUNDED TO A.GENERAL:LABEL ALL JUNCTION BOXES,TERMINAL CABINETS,ETC.WITH THE CIRCUIT NUMBER OR X. SET SWITCHBOARD PLUMB,SQUARE AND LEVEL. THE GROUNDING SYSTEM AND TRANSFORMER ENCLOSURE WITH CODE SIZE GROUND CONDUCTORS.THE LOW-VOLTAGE SYSTEM CONTAINED WITHIN. NEUTRAL BUS IN EACH PANELBOARD SHALL BE ISOLATED FROM THE GROUND.THE NEUTRAL SHALL BE Y. INSTALL IN ACCORDANCE WITH NEMA PB 2.1. WET RABBIT GROUNDED ONLY AT A SINGLE POINT AT THE MAIN SWITCHBOARD OR AT SEPARATELY DERIVED SYSTEM B. EQUIPMENT NAMEPLATES:SHALL BE ENGRAVED IN 1/16 INCH THICK PHENOLIC LETTERS A MINIMUM OF TRANSFORMERS. 3/161NCH HIGH.COLORING SHALL BE WHITE LE17ERS ON A BLACK BACKGROUND. Z. TIGHTEN ACCESSIBLE BUS CONNECTIONS AND MECHANICAL FASTENERS AFTER PLACING SWITCHBOARD. ARLINGTON D.RECEPTACLE GROUNDING:CONNECT THE GROUND TERMINAL OF ALL RECEPTACLES BY UTILIZING A 262213 LOW-VOLTAGE TRANSFORMERS AA.INSTALL ENGRAVED PLASTIC NAMEPLATES.. R V SEPARATE GROUNDING CONDUCTOR BETWEEN THE RECEPTACLE GROUNDING SCREW AND THE A. DESCRIPTION:FACTORY-ASSEMBLED AND-TESTED,AIR-COOLED UNITS FOR 60-HZ SERVICE. AB.INSTALL BREAKER CIRCUIT DIRECTORY. GROUNDING CONDUCTOR PROVIDED IN THE BRANCH CIRCUIT.INTEGRAL MOUNTING STRAPS WITHIN THE AC.GROUND AND BOND SWITCHBOARDS IN ACCORDANCE WITH NEC. a RECEPTACLE CONNECTED TO THE DEVICE MOUNTING STRAPS ARE NOT APPROVED AS A GROUNDING B. COMPLY WITH NFPA 70 AND LIST AND LABEL AS COMPLYING WITH UL 1561. METHOD. C. TRANSFORMERS RATED 15 KVA AND LARGER: 262416 PANELBOARDS ISSUED/REVISED DATE E. FLEXIBLE CONDUIT GROUNDING:PROVIDE A SEPARATE GROUNDING CONDUCTOR IN ALL FLEXIBLE A.APPROVED MANUFACTURERS:SQUARE D,GENERAL ELECTRIC,EATON,OR SIEMENS. PERMIT/BID SET 05.09.24 CONDUIT RUNS INCLUDING WATERTIGHT FLEXIBLE CONDUIT WITH INTEGRAL GROUNDING STRAPS. 1. COMPLY WITH 10 CFR 431(DOE 2016)EFFICIENCY LEVELS. INSTALL GROUND CONDUCTOR INSIDE CONDUIT WITH UNGROUNDED CONDUCTORS. 2. MARKED AS COMPLIANT WITH DOE 2016 EFFICIENCY LEVELS BY AN NRTL. B. 480Y/277V,COPPER BUS,BOLT-ON MOLDED CASE THERMAL MAGNETIC TYPE CIRCUIT BREAKERS HAVING F. GROUND CONNECTIONS:GROUND CONNECTIONS TO BUILDING STEEL,GROUND RODS AND CABLE TOPS A. MANUFACTURERS: A MINIMUM INTERRUPTING RATING OF 14,000 AMPERE FOR 480Y/277V PANELS. SHALL UTILIZE AN EXOTHERMIC WELDING PROCESS.CADWELD,ERICO PRODUCTS,INC.OR APPROVED C.208Y/120V,COPPER BUS,BOLT-ON MOLDED CASE THERMAL MAGNETIC TYPE CIRCUIT BREAKERS HAVING EQUAL. 1. SQUARE D. A MINIMUM INTERRUPTING RATING OF 10,000 AMPERE FOR 208Y/120V PANELS. 260533 RACEWAY AND BOXES FOR ELECTRICAL SYSTEMS 2. SIEMENS. D. MOUNTING:WHERE PANELBOARDS ARE TO BE INSTALLED AGAINST PLASTERBOARD WALLS,PROVIDE SEPARATE SUPPORT CHANNELS SECURED TO BLOCKING BETWEEN STEEL STUDS.COORDINATE A.RACEWAYS 3. GENERAL ELECTRIC. BLOCKING WORK WITH THE GYPSUM WALLBOARD CONTRACTOR.PANELS SHALL NOT BE SECURED 1. ELECTRICAL METALLIC TUBING(EMT):STEEL-SCREW TYPE. 4. EATON. DIRECTLY TO GYPSUM WALLBOARD MATERIAL. 2. RIGID METAL CONDUIT(RMC):GALVANIZED STEEL. 5. APPROVED. E. PROVIDE SHORT CIRCUIT STUDY OBTAINING AVAILABLE FAULT FROM SERVING UTILITY.PROVIDE DOCUMENTATION TO DEMONSTRATE THAT ALL SUBMITTED EQUIPMENT AND PROTECTIVE DEVICES MEET 3. FLEXIBLE METALLIC CONDUIT(FMC):GALVANIZED STEEL,SECURELY INTERLOCKED. B. PRIMARY VOLTAGE:480V,3-PHASE. OR EXCEED AVAILABLE FAULT AT POINT OF APPLICATION.PROVIDE EQUIPMENT IN COMPLIANCE WITH AVAILABLE FAULT. 4. LIQUID-TIGHT FLEXIBLE METALLIC CONDUIT(FMC):STEEL,SECURELY INTERLOCKED. C. SECONDARY VOLTAGE:208Y/120V,3-PHASE. D EFFICIENCY:NEMA TP7 F. PERFORM AN ARC-FLASH STUDY IN ACCORDANCE WITH THE NEC AND AHJ TO DETERMINE INCIDENT D. . 5. POLYVINYL CHLORIDE(TYPE PVC)RACEWAYS AND FITTINGS:SCHEDULE 40. ENERGY EXPOSURE,FLASH PROTECTION BOUNDARY,SHOCK HAZARD APPROACH LIMITS AND REQUIRED n B. FITTINGS E. BASIC IMPULSE LEVEL 10KV. PPE LEVELS.PROVIDE REQUIRED DATA FOR APPROVED ARC-FLASH WARNING LABELS ON ALL PERMIT/BID SET TBD PANELBOARDS AND DISCONNECT SWITCHES.PROVIDE WARNING LABELS ON ALL PANELBOARDS. 1. ELECTRICAL METALLIC TUBING(EMT)AND RIGID METAL CONDUIT(RMC):STEEL-SCREW TYPE.FITTINGS F. ISOLATE CORE AND COIL FROM ENCLOSURE USING VIBRATION-ABSORBING MOUNTS. G.PROVIDE NAMEPLATE FOR EACH PANELBOARD PER 260553 ELECTRICAL IDENTIFICATION. ELECTRICAL TWO INCHES AND LARGER SHALL CONTAIN DUAL SET-SCREWS ON EACH SIDE OF THE COUPLING. G. NAMEPLATE:INCLUDE TRANSFORMER CONNECTION DATA. 262419 MOTOR CONTROL CENTERS SPECIFICATION 2. PROVIDE RAIN-TIGHT COMPRESSION FITTINGS FOR RACEWAY INSTALLED IN DAMP/WET LOCATIONS. H. GROUND CORE AND COIL ASSEMBLY TO ENCLOSURE BY MEANS OF VISIBLE FLEXIBLE COPPER GROUNDING STRAP. A. NEMA COMPLIANCE:FABRICATE AND LABEL MCCS TO COMPLY WITH NEMA ICS 18. 3. FLEXIBLE METALLIC CONDUIT(FMC):STEEL,ONE-OR TWO-SCREW CLAMP TYPE. I. COIL CONDUCTORS:CONTINUOUS COPPER WINDINGS WITH TERMINATIONS BRAZED OR WELDED. 0.O B. APPROVED MANUFACTURERS:SQUARE D,GENERAL ELECTRIC,EATON,OR SIEMENS. 4. CONDUIT STRAPS:HEAVY DUTY,TWO-HOLE PRESSED STEEL. J. ENCLOSURE:VENTILATED,NEMA 250,TYPE 2. 1 E 3 d 8 e 1 B 9 10 II IB DBIGRMGHIIECi SDHI Architect CAR WASH EQUIPMENT SCHEDULE ID DESCRIPTION VOLT HP PH LOAD(A) CONDUIT SIZE WIRE EQUIP.FURN.BY EQUIP.INSTALLED.BY ELECTRICAL BY SDH Architect 2242 NW RESERVE CAMP CT 2 WHEEL TRACK 24 1" 4-#18AWG MACNEIL CW INSTALLER ELECTRICIAN BEND,OR 97703 ROTARY ENCODER 2-#18AWG 206.369.8881 2A FLOAT SENSOR 24 1" SHIELDED TWISTED PAIR MACNEIL CW INSTALLER ELECTRICIAN ANTI COLLISION SENSOR 2-#18AWG 019NER 3 AUTO ROLLER UP TIRE SWITCH 24 1" CAT-5 CABLE+4#18AWG LAGUNA CW INSTALLER ELECTRICIAN 4 PBS4000 PUSH BUTTON STATION 24 1" CAT-5 CABLE+4#18AWG LAGUNA CW INSTALLER ELECTRICIAN 5 ENTRANCE SIGN 120 3/4" 6-#16AWG TSS CW INSTALLER ELECTRICIAN G 6A E-STOP 24 3/4" 4-#16AWG OWNER CW INSTALLER ELECTRICIAN 613 E-STOP 24 3/4" 4-#16AWG OWNER CW INSTALLER ELECTRICIAN [am= 6C E-STOP 24 3/4" 4-#16AWG OWNER CW INSTALLER ELECTRICIAN WET RABBIT LLC 6D E-STOP 24 3/4" 4-#16AWG OWNER CW INSTALLER ELECTRICIAN 3213 W.WHEELER ST#750 7R PHOTO EYE RECEIVER 24 3/4" 2-#18AWG MACNEIL CW INSTALLER ELECTRICIAN SEATTLE,WA 98199 206-284-8200 7T PHOTO EYE TRANSMITTER 24 3/4" 6-#18AWG MACNEIL CW INSTALLER ELECTRICIAN 8 TIRE SWITCH 24 SUPPLIED CABLE MACNEIL CW INSTALLER ELECTRICIAN au L-T 16 LIGHTED LED LIGHT BAR 120 1 2 3/4" 2-#12 AWG+GROUND TSS CW INSTALLER ELECTRICIAN METRIC 18 RS1000 TOP BRUSH#1 MOTOR 460 1HP 3 3.2 VFD RATED CABLE MACNEIL CW INSTALLER ELECTRICIAN 19D DS MW2000-WHEEL BOSS MOTOR 460 1HP 3 2.1 VFD RATED CABLE MACNEIL CW INSTALLER ELECTRICIAN E N G I N E ER 19P PS MW2000-WHEEL BOSS MOTOR 460 1HP 3 2.1 VFD RATED CABLE MACNEIL CW INSTALLER ELECTRICIAN RErvrora,WA_ 20 RS1000 TOP BRUSH#2 MOTOR 460 1HP 3 3.2 VFD RATED CABLE MACNEIL CW INSTALLER ELECTRICIAN 24 22 ACCUTRAC 360 2x 1" 2 x 24-CONDUCTOR CABLE PETTIT CW INSTALLER ELECTRICIAN 460 1 HP X4 3 3 26 LIGHTED LED LIGHT BAR 120 1 2 3/4" SUPPLIED CABLE TSS CW INSTALLER ELECTRICIAN 31 D DS RS400 LOW SIDE WASHER MOTOR 460 1HP 3 3.2 VFD RATED CABLE MACNEIL CW INSTALLER ELECTRICIAN 31P PS RS400 LOW SIDE WASHER MOTOR 460 1HP 3 3.2 VFD RATED CABLE MACNEIL CW INSTALLER ELECTRICIAN 32D DS RS701 WRAPAROUND MOTOR 460 1HP 3 3.2 VFD RATED CABLE MACNEIL CW INSTALLER ELECTRICIAN 32P PS RS701 WRAP AROUND MOTOR 460 1HP 3 3.2 VFD RATED CABLE MACNEIL CW INSTALLER ELECTRICIAN 33D DS RS301 VAN HIGH MOTOR 460 1HP 3 3.2 VFD RATED CABLE MACNEIL CW INSTALLER ELECTRICIAN 33P PS RS301 VAN HIGH MOTOR 460 1HP 3 3.2 VFD RATED CABLE MACNEIL CW INSTALLER ELECTRICIAN 36 LIGHTED LED LIGHT BAR 120 1 4 3/4" 3-#16AWG+GROUND TSS CW INSTALLER ELECTRICIAN 41 DRYER ARCH-#1 460 15HP 3 21 1" 104C 105 STR TC FOIL MACNEIL CW INSTALLER ELECTRICIAN E 42 DRYER ARCH-#2 460 15HP X 2 3 21 ill 2 X 3-#10 AWG+GROUND MACNEIL CW INSTALLER ELECTRICIAN 43 DRYER ARCH-#3 460 15HP X 2 3 21 1" 2 X 3-#10 AWG+GROUND MACNEIL CW INSTALLER ELECTRICIAN 44 DRYER ARCH-#4 460 15HP X 2 3 21 1" 2 X 3-#10 AWG+GROUND MACNEIL CW INSTALLER ELECTRICIAN 45 DRYER ARCH-#4 460 15HP 3 21 1" 3-#10 AWG+GROUND MACNEIL CW INSTALLER ELECTRICIAN 46D MT2500 SURE SHINE MOTOR 460 1HP 3 2.1 VFD RATED CABLE MACNEIL CW INSTALLER ELECTRICIAN 46P MT2500 SURE SHINE MOTOR 460 1HP 3 2.1 VFD RATED CABLE MACNEIL CW INSTALLER ELECTRICIAN 47 ANTI-COLLISION 24 CABLE PROVIDED MACNEIL CW INSTALLER ELECTRICIAN 48 STOP/GO SIGN 120 3/4" 4-#14AWG 49 WARNING HORN 24 3/4" 2-#18AWG OWNER ELECTRICIAN ELECTRICIAN B2 AIR CONTROL PANEL#1 120 1 3/4" 18-#16AWG+NEU+GROUND OWNER CW INSTALLER ELECTRICIAN B3 HYDRA-FLEX BOOSTER PUMP#1 460 7.5HP 3 13 3/4" 2-#18AWG HYDRA-FLEX CW INSTALLER ELECTRICIAN D B4 HYDRA-FLEX PANEL#1 120 1 3/4" 2-#18AWG HYDRA-FLEX CW INSTALLER ELECTRICIAN M2000 PUMP FOR WB600#1 460 15HP 3 21 3/4" 3-#10AWG+GROUND ELECTRICIAN B5 MACNEIL CW INSTALLER LOW LEVEL SWITCH 2 2-#18AWG M350OR PUMP FOR ACCUTRAC 360 460 25HP 3 34 1" 3-#8AWG+GROUND ELECTRICIAN B6 MACNEIL CW INSTALLER LOW LEVEL SWITCH 24 2-#16AWG ELECTRICIAN 1I3 C. M350OR PUMP FOR ACCUTRAC 360 460 15HP 3 34 1" 3-#8AWG+GROUND ELECTRICIAN 'Q 'pF 1rA3yf B7 MACNEIL CW INSTALLER LOW LEVEL SWITCH 24 2-#16AWG ELECTRICIAN B8 WATER DISTRIBUTION PANEL 120 1 3/4" 6-#16AWG+NEU+GROUND OWNER CW INSTALLER ELECTRICIAN B9 AIR CONTROL PANEL#2 120 1 3/4" OWNER CW INSTALLER ELECTRICIAN B10 HYDRA-FLEX PANEL#3 120 1 3/4" 2-#18AWG HYDRA-FLEX CW INSTALLER ELECTRICIAN B11 HYDRA-FLEX BOOSTER PUMP#2 460 7.5HP 3 13 3/4" 2-#18AWG HYDRA-FLEX CW INSTALLER ELECTRICIAN SEAL c B12 HYDRA-FLEX PANEL#2 120 1 3/4" 2-#18AWG HYDRA-FLEX CW INSTALLER ELECTRICIAN HYDRAULIC POWER UNIT 460 10HP 3 13 3/4" 3-#12AWG+GROUND B13 MACNEIL CW INSTALLER ELECTRICIAN HYDRAULIC LOW LEVEL SWITCH 24 1/2" 2-#18AWG VACUUM PRODUCER#1 460 60 3 78 TBD TBD VACUTECH B14 CW INSTALLER ELECTRICIAN VACUUM TRANSDUCER LAGUNA B17 AIR CONTROL PANEL#3 120 1 3/4" 18-#16AWG+NEU+GROUND OWNER CW INSTALLER ELECTRICIAN GLOSS BOSS PANEL 120 1 3/4" 2-#12AWG+NEU+GROUND LAGUNA CW INSTALLER B18 ELECTRICIAN PNEUMATICS FOR GLOSS BOSS 120 1 3/4" 10-#16AWG+NEU+GROUND OWNER CW INSTALLER B22 POSSIBLE FUTURE BOOSTER PUMP 460 10 3 13 3/4" 3-#12AWG+GROUND OWNER CW INSTALLER ELECTRICIAN WET RABBIT- B23 AIR COMPRESSORS 460 10HPX2 3 28 3/4" 3-#8AWG+GROUND ELECTRICIAN ARLINGTON OWNER CW INSTALLER B24 REFRIGERATED AIR DRYER 120 1 3/4" 2-#12AWG+NEU+GROUND ELECTRICIAN E RECLAIM-PUMP MOTOR 460 3 60 3/4" 3-#12AWG+GROUND B25 RECLAIM-PLC CONTROLLER 120 1 20 3/4" 2-#12AWG+NEU+GROUND VELOCITY CW INSTALLER ELECTRICIAN ISSUED/REVISED DATE RECLAIM-CONTROLS 24 1/2" 6-#18AWG PERMITIBID SET 05.09.24 PREP GUN PUMP STATION 460 5HP X 2 3 6.5 1" 2 x 3-#13AWG+GROUND B28 BAY AND LOT PUMP STATION 460 7.5HP 3 11 OWNER CW INSTALLER ELECTRICIAN LOW LEVEL SWITCH 24 3/4" 4-#16AWG 208 3 30 3-#10 AWG+GROUND 3/4" B30 ACCUTRAC 360 CONTROL PANEL 120 1 2-#12 AWG+GROUND Petit CW INSTALLER ELECTRICIAN 24 3/4" 12-#18AWG+NEU+GROUND 1.SEE MACNEIL DRAWINGS FOR ADDITIONAL INFORMATION. A PERMIT/BID SET TBD ELECTRICAL SCHEDULES E0.03 MOTOR EQUIPMENT AND WIRING SCHEDULE CIRCUIT INFORMATION STARTER DISCONNECT ID DESCRIPTION LOAD(kVA) LOAD(HP) VOLT PH PANEL NO. CONDUIT&WIRE SIZE FURNISH INSTALL SIZE FUSE' FURNISH REMARKS SDH Architect x AHU-1 AIR HANDLING UNIT 0.00 kVA 1.00 HP 120 V 1 HOUSE 39 3/4"C,2#12,1#12 EGC - - 20A - DIV.26 CP-1 PUMP 0.00 kVA 0.17 HP 120 V 1 HOUSE 41 3/4"C,2#12,1#12 EGC - - 20A - DIV.26 EF-1 EXHAUST FAN 0.18 kVA 0.00 HP 120 V 1 HOUSE 43 3/4"C,2#12,1#12 EGC - - 20A - DIV.26 SDH Architect EF-2 EXHAUST FAN 0.00 kVA 0.17 HP 120 V 1 HOUSE 45 3/4"C,2#12,1#12 EGC - - 20A - DIV.26 2242 NW RESERVE CAMP CT EF-3 EXHAUST FAN 0.18 kVA 0.00 HP 120 V 1 HOUSE 47 3/4"C,2#12,1#12 EGC - - 20 A - DIV.26 BEND,OR 97703 206.369.8881 EF-4 EXHAUST FAN 0.00 kVA 0.75 HP 120 V 1 HOUSE 49 3/4"C,2#12,1#12 EGC - - 20A - DIV.26 EF-5 EXHAUST FAN 0.00 kVA 2.00 HP 120 V 1 HOUSE 51 3/4"C,2#10,1#10 EGC - - 20A - DIV.26 owxeR ERV-1 ENERGY RECOVERY VENTILATOR 0.02 kVA 0.00 HP 120 V 1 HOUSE 50 3/4"C,2#12,1#12 EGC - - 20A - DIV.26 EWH-1 ELECTRIC WATER HEATER 9.60 kVA 0.00 HP 208 V 1 HOUSE 53,55 3/4"C,2#8,1#10 EGC - - 20A - DIV.26 EWH-2 ELECTRIC WATER HEATER 9.60 kVA 0.00 HP 208 V 1 HOUSE 57,59 3/4"C,2#8,1#10 EGC - - 20A - DIV.26 FCU-1 FAN COIL UNIT 0.21 kVA 0.00 HP 208 V 1 HOUSE 42,44 3/4"C,2#12,1#12 EGC - - 30 A 15A DIV.26 ° FCU-2 FAN COIL UNIT 0.21 kVA 0.00 HP 208 V 1 HOUSE 46,48 3/4"C,2#12,1#12 EGC - - 30 A 15A DIV.26 WETRABBIT HP-1 HEAT PUMP 4.60 kVA 0.00 HP 208 V 1 HOUSE 38,40 3/4"C,2#10,1#10 EGC - - 30 A 25 A DIV.26 EXPRESS CAR WASH TWH-1 TANKLESS WATER HEATER 0.48 kVA 0.00 HP 120 V 1 HOUSE 54 3/4"C,2#12,1#12 EGC - - 20A - DIV.26 WET RABBIT LLC TWH-2 TANKLESS WATER HEATER 0.48 kVA QUO HP 120 V 1 HOUSE 56 3/4"C,2#12,1#12 EGC - - 20A - DIV.26 3213 W.WHEELER ST#750 SEATTLE,WA 98199 TWH-3 TANKLESS WATER HEATER 0.48 kVA 0.00 HP 120 V 1 HOUSE 58 3/4"C,2#12,1#12 EGC - - 30 A - DIV.26 206-284-8200 TWH-4 TANKLESS WATER HEATER 0.48 kVA 0.00 HP 120 V 1 HOUSE 60 3/4"C,2#12,1#12 EGC - - 30 A - DIV.26 RPBA PRESSURE BACKFLOW 1.44 kVA 0.00 HP 120 V 1 HOUSE 64 3/4"C,2#12,1#12 EGC - _ 20 A - DIV.26 CCx-NT COORDINATE FUSE SIZES PER MANUFACTURE'S RECOMMENDATIONS. M ETRIX E N G I N E E R S Switchboard: MSB NEW PANEL: HOUSE-208Y/120V NEW F LOCATION: MAIN ELEC RM MANFACTURER: - VOLTAGE: 480YI277V AIC RATING: 65K LOCATION: MCC MANUFACTURER: - VOLTAGE: 208YI120V AIC RATING: 22K SUPPLY FROM: UTILITY CAT.# - PHASES: 3 MAINS TYPE: MAIN CIRCUIT BREAKER SUPPLYFROM: XFMRHOUSE CAT.# - PHASES: 3 MAINS TYPE: MAIN LUGS ONLY MOUNTING: FLOOR WIRES: 4 MAINS RATING: 800A MOUNTING: SURFACE WIRES: 4 MAINS RATING: 300A NEMA RATING: TYPE 1 MCB RATING: 800A NEMA RATING: TYPE 1 NEUTRAL RATING: 100% NEUTRAL RATING: 100% BUSSING: CU BUSSING: CU CCT CIRCUIT DESCRIPTION RATING POLES A(kVA) B(kVA13SO VA) POLES RATING CIRCUIT DESCRIPTION CCT CCT CIRCUIT DESCRIPTION #OF POLES FRAME SIZE TRIP RATING LOAD REMARKS 1 REC:OFFICE 20A 1 OS4 0,10 1 20A 5-ENTRANCE SIGN 2 1 HOUSE PANEL VIA XFMR 3 175A 175A 80.62 kVA 3 REC:OFFICE COMPUTER 20A 1 0.20 1 20A 16-LIGHTED LED LIGHT BAR 4 5 REC:REFRIGERATOR 20A 1 2.40 1 20A 26-LIGHTED LED LIGHT BAR 6 2 MCC MAIN 3 600A 600A 118.38 kVA 7 REC:CUSTOMER SERVICE,RESTROOM 20A 1 072 2,40 1 20A 36-LIGHTED LED LIGHT BAR 8 3 MCC DRYER 3 600 A 600 A 327.81 kVA 9 REC:DATA RACK 20 A 1 0.18 1 20 A B13-GLOSS BOSS PANEL 10 4 B25-RECLAIM UNIT-PUMP MOTOR 3 100A 80A 49.86 kVA 11 REC:DATA RACK 20A 1 1.00 1 30A B13-REC:GLOSS BOSS 12 5 B23-AIR COMPRESSOR 3 20 A 20 A 10.80 kVA 13 REC:DATA RACK 20 A 1 0.18 0.72 1 20A B30-ACCUTRAC 360 CONTROLLER 14 6 83-HYDRA-FLEX BOOSTER PUMP#1 3 20 A 20 A 10.80 kVA 15 REC:DATA RACK 20 A 1 0.18 3 40 A B30-ACCUTRAC 360 CONTROLLER PANEL 16 17 REC:DATA RACK 20 A 1 1 18 7 B3-HYDRA-FLEX BOOSTER PUMP#2 3 20 A 20 A 10.80 kVA 19 REC:DATA RACK 20 A 1 OT8 3.60 20 8 SPACE 3 0.00 kVA 21 REC:EQUIPMENT RM 20A 1 1,08 1.00 1 20A B21-RECLEAIM-PLC CONTROLLER 22 9 SPACE 3 0.00 kVA 23 REC:EXTERIOR 20A 1 0.72 1.00 1 20A B24-REC:REFRIGERATED AIR DRYER 24 E 10 SPACE 3 0.00 kVA 25 LTG:EQUIPMENT,OFFICE,RESTROOM 20A 1 078 1.00 1 20A TUNNEL SIGNAL CIRCUIT#1 26 11 SPACE 3 0.00 kVA 27 LTG:BLDG EXTERIOR B SITE VACCUM 20A 1 0.91 1.00 1 20A TUNNEL SIGNAL CIRCUIT#2 28 29 LTG:SIGN 20A 1 1.00 1.00 1 20A TUNNEL SIGNAL CIRCUIT#3 30 12 SPACE 3 0.00 kVA 31 GATE CONTROLLER 20A 1 1.00 1.00 1 20A TUNNEL SIGNAL CIRCUIT#4 32 13 SPACE 3 0.00 kVA 33 POS 20A 1 0.20 2.08 2 25A MCC CONTROL POWER 34 14 SPACE 3 0.00 kVA 35 LTG:SITE 20A 1 1.49 2.08 - 36 15 SPD 3 30 A 30 A 0.00 kVA 37 DATA RACK 30 A 1 0.36 2,30 1 20 A HP-1 38 39 AHU-1 20 A 1 1,92 2.30 1 20 A - 40 41 CP-1 20A 1 0,53 0.11 1 20A FCU-1 42 LOAD CLASSIFICATION CONNECTED LOAD DEMAND FACTOR ESTIMATED DEMAND PANEL TOTALS 43 EF-1 20A 1 0.18 0.11 1 20A - 44 11.68 kVA 125% 14.60 kVA 45 EF-2 20 A 1 0.53 0.11 1 20 A FCU-2 46 1 4.34 kVA 100% 4.34 kVA T :111609.07 kVA 47 EFJ 20 A 1 0,18 0,11 1 20 A - 48 RECEPTACL 0.00 kVA 50% 0.00 kVA 624.45 kVA 49 EF4 20A 1 1.66 0.02 1 20A ERV-1 50 LARGEST MOTOR 49.86 kVA 125% 62.33 kVA 732.59 A 51 EF-5 50 A 1 2.88 0.00 1 20 A SPARE 52 MOTORS 491.51 kVA 100% 491.51 kVA 751.10A 53 EWH-1 40A 2 4.80 0.48 1 20A TWH-1 54 KITCHEN EQUIPMENT 0.00 kVA 100% 0.00 kVA 55 - - - 4.80 0.48 1 20A TWH-2 56 MISCELLANEOUS 51.68 kVA 100% 51.68 kVA 57 EWH-2 40A 2 4,80 048A2,030.00 1 20A TWH-3 58 NOTES: 59 - - - 1 20A TWH-4 60 61 SPARE 30A 1 0.00 0.20 1 20A 48-EXIT WAIT/GO SIGN 62 63 SPARE 20 A 1 0.00 1.441 20 A RPBA 64 65 SPARE 20A 1 1 20A SPARE 66 67 SPARE 20A 1 000 0.00 3 30A SPD 68 69 KIOSK 100A 2 2.03 0.00 70 71 - 72 TOTALLOAD: 22.33 kVA 29.62 kVA TOTAL AMPS: 185,96 A 246.65 A LOAD CLASSIFICATION CONNECTED LOAD I DEMAND FACTOR ESTIMATED DEMAND PANEL TOTALS LIGHTING 125% 1ISS kVA 125% 14.60 kVA RECEPTACLES<10kVA 1"% 4.34 kVA 100% 4.34 kVA TOTAL CONN.(kVA): 80.62 kVA RECEPTACLES>10KVA %% 0.00 kVA 50% 0.00 kVA TOTAL EST.DEMAND(IAWL 84.69 kVA LARGEST MOTOR 4.60 kVA 125% 5.75 kVA TOTAL CONN.A: 223.94 A 1N C.A MOTORS 8.32 kVA 100% 8.32 kVA TOTAL EST.DEMAND(A), 235.24 A Q.v`0 RA3fYf KITCHEN EQUIPMENT 0.00 kVA 100% 0.00 kVA MISCELLANEOUS 51.68 kVA 100% 51.68 kVA NOTES: 20100364 SEAL MCC: MAIN NEW MCC: DRYER MCC NEW LOCATION: MCC MANFACTURER: VOLTAGE: 480Y/277V AIC RATING: 22K LOCATION: MCC MANFACTURER: - VOLTAGE: 480Y/277V AIC RATING: 22K SUPPLY FROM: UTILITY CAT.# PHASES: 3 MAINS TYPE: MAIN CIRCUIT BREAKER SUPPLYFROM: MSB CAT.# - PHASES: 3 MAINS TYPE: MAIN CIRCUIT BREAKER MOUNTING: FLOOR WIRES: 4 MAINS RATING: 600A MOUNTING: FLOOR WIRES: 4 MAINS RATING: 600A NEMA RATING TYPE 1 MCB RATING: 600A NEMA RATING: TYPE 1 MCB RATING: 600A NEUTRAL RATING: 100% NEUTRAL RATING: 100% BUSSING: CU BUSSING: CU CCT CIRCUIT DESCRIPTION #OF POLES FRAME SIZE TRIP RATING LOAD REMARKS CCT CIRCUIT DESCRIPTION #OF POLES FRAME SIZE TRIP RATING LOAD REMARKS 1 19D-MW2000 D.S WHEEL BOSS MOTOR 3 30A 15A 1.74 kVA STARTER 1 33P-RS301 D.S VAN HIGH WASHER 3 30A 15A 2.58 kVA VFD 2 19P-MW2000P.S WHEEL BOSS MOTOR 3 30A 15A 1.74 kVA STARTER 2 41-DRYER MOTOR#1 3 30A 30A 17.46 kVA STARTER WET RABBIT- 3 18-RS1000#1 TOP BRUSH MOTOR 3 30A 15A 2.58 kVA VFD 3 42-DRYER MOTOR#2 3 30A 30A 17.49 kVA STARTER 4 20-RS1 000#2 TOP BRUSH MOTOR 3 30A 15A 2.58 kVA VFD 4 42-DRYER MOTOR#3 3 30A 30A 17.46 kVA STARTER ARLINGTON 5 32D-RS701 D.S WRAP AROUND 3 30 A 15A 2.58 kVA VFD 5 43-DRYER MOTOR#4 3 30 A 30 A 17.46 kVA STARTER 6 32P-RS701 P.S WRAP AROUND 3 30A 15A 2.58 kVA VFD 6 43-DRYER MOTOR#5 3 30A 30A 17.46 kVA STARTER 7 1 33D-RS301 PS VAN HIGH WASHER 3 30A 15A 2.58 kVA VFD 7 44-DRYER MOTOR#6 3 30A 30A 17.46 kVA I STARTER E 8 31D-RS400 D.S LOW SIDE WASHER 3 30A 15A 2.58 kVA VFD 8 44-DRYER MOTOR#7 3 30A 30A 17.46 kVA STARTER 9 31P-RS400 PS LOW SIDE WASHER 3 30A 15A 2.58 kVA VFD 9 44-DRYER MOTOR#8 3 30A 30A 17.46 kVA STARTER 10 B5-M2000R-PUMP STATION FOR WHEEL BLASTER#1 3 30A 30A 17.46 kVA VFD 10 44-DRYER MOTOR#9 3 30A 30A 17.46 kVA STARTER ISSUED/REVISED DATE 11 B7-M350OR-PUMP STATION FOR ACUTRAC360-SIDE 3 60A 50A 31.59kVA VFD 11 45-DRYER MOTOR#10 3 30A 30A 17.46 kVA STARTER PERMITIBID SET 05.09.24 12 B6-M350OR-PUMP STATION FOR ACUTRAC 360-TOP 3 60A 50A 31.59 kVA VFD 12 45-DRYER MOTOR#11 3 30A 30A 17.46 kVA STARTER 13 B28-PREP GUN HP PUMP 3 30A 15A 5.40 kVA STARTER 13 46D-MT2500 D.S SURE SHINE MOTOR 3 30A 15A 1.74 kVA STARTER 14 B28-LOT HP PUMP STATION 3 30A 20A 10.80 kVA STARTER 14 46P-MT2500 PS SURE SHINE MOTOR 3 30A 15A 1.74 kVA STARTER 15 SPARE 3 20A 0.00 kVA 15 B25-FUTURE BOOSTER PUMP 3 20A 20A 10.80 kVA VFD 16 SPARE 3 20A 0.00 kVA 16 B13-CONVEYOR HYDRAULIC POWER UNIT 3 20A 20A 10.80 kVA STARTER 17 SPARE 3 20A 0.00 kVA 17 B14-VACUUM PRODUCER#1 3 100A 100A 64.83 kVA VFD 18 SPARE 3 20A 0.00 kVA 18 B32-VACUUM PRODUCER#2 3 100A 80A 43.23 kVA VFD 19 SPARE 3 20 A 0.00 kVA 19 SPARE 3 30 A 0.00 kVA 20 1 SPARE 3 20 A 0.00 kVA 20 ISPARE 3 30 A 0.00 kVA LOAD CLASSIFICATION CONNECTED LOAD DEMAND FACTOR ESTIMATED DEMAND PANEL TOTALS LOAD CLASSIFICATION CONNECTED LOAD DEMAND FACTOR ESTIMATED DEMAND PANEL TOTALS LIGHTING 1125%1 0.00 kVA 125% 0.00 kVA 0.00 kVA 125% 0.00 kVA RECEPTACLES,l kVA 0 1 0.00 kVA 100% 0.00 kVA TOTAL CONN.kV 118.38 kVA 0.00 kVA 100% 0.00 kVA - 327.81 kVA RE EPT > 0.00 kVA 50% 0.00 kVA 118.38 kVA > 0.00 kVA 50% 0.00 kVA 327.81 kVA LARGEST MOTOR 0.00 kVA 125% 0.00 kVA 142.39 A LARGEST MOTOR 0.00 kVA 125% 0.00 kVA 394.29 A MOTORS 118.38 kVA 100% 118.38 kVA ! 142.39 A MOTORS 327.81 kVA 100% 327.81 kVA TOTAL E T.DEMAND 394.29 A KITCHEN EQUIPMENT 0.00 kVA 100% 0.00 kVA KITCHEN EQUIPMENT 0.00 kVA 100% 0.00 kVA PERMITIBID SET TBD MISCELLANEOUS 0.00 kVA 100% 0.00 kVA MISCELLANEOUS 0.00 kVA 100% 0.00 kVA NOTES: NOTES: ELECTRICAL 1.VERIFY TRIP RATING WITH EQUIPMENT PRIOR TO INSTALLATION. 1.VERIFY TRIP RATING WITH EQUIPMENT PRIOR TO INSTALLATION. SPECIFICATION E0.02 I_ 1 2 3 4 8 e ] B 9 10 II IB DEGIGx MCHIIECi GENERAL NOTES: 1. EQUIPMENT SHOWN IS DIAGRAMMATIC.COORDINATE EQUIPMENT LOCATION WITH ALL TRADES PRIOR TO INSTALLATION. 2. SEE SHEET E2.01 FOR LUMINAIRE SCHEDULE. x I I 3. REFER TO SHEETS EO.03 AND E0.04 FOR SCHEDULES. SDH Architect 4. CONTRACTOR SHALL PROVIDE A FULLY OPERATIONAL LIGHTING CONTROL SYSTEM. 5. CIRCUIT ALL EXTERIOR LIGHTING THROUGH LIGHTING CONTROL PANEL AND PROGRAM SCHEDULING PER OWNER REQUIREMENTS.PROVIDE INDIVIDUAL ZONING AS FOLLOWS: SOH Architect • ZONE 1-SITE POLE LIGHTS&POINT OF SALE ENTRANCE GATE 2242 NW RESERVE CAMP CT ZONE 2-EXTERIOR BUILDING MOUNTED LIGHTS BEND,OR 97703 ZONE 3-VACUUM STALLS 206.369.8881 PROVIDE ADDITIONAL ZONES AS REQUIRED BY OWNER -ER I I G I FLAG NOTES: 1� PROVIDE RECEPTACLE ON BACK SIDE OF ROOF.COORDINATE LOCATION WITH 12mm ARCHITECT AND OWNER PRIOR TO INSTALLATION. so WET RABBIT LLC CIRCUIT FOR SIGN.COORDINATE LOCATION WITH ARCHITECT AND OWNER PRIOR 3213 W.WHEELER ST#750 204TH Sad NE F � � TO INSTALLATION. SEATTLE,WA 98199 WHITE LINE PROVIDE CONDUIT AND CONDUCTORS FOR 100A,208/120V PANEL AT KIOSK. 206-284-8200 204TH ST NE �w 730 WHI ELINE tt4 N89-46'39"E 770.80'-P,SP(771.00'-M,R2) - oxw SS SS SS SS SS 55 SS SS 55 55 55 M ETRIC33.03' S 5 N T. T m T T - 3:—i—\ I SSMH E N G I N E Eo R 1 WHITE LINE — <� T RIM=131.53 N M �I1 I.... 9 IT IN E IE=113.15 R—N,wAeeG5� .wx.mam x T a 12"OUT IE=113.05 iu n AC G Z -9 48 n HOUSE/29 HO `HOU Y2�i HOUSE/2 Q 75 ` 2 ` -U ILITY/FMR R 4� " II -D - Rffff VIL o ITH�VIL - 'I � �- a I OUS 7 J a� WP.G L _r_ \ o� I -'. 1 roU 7 I LOT 1 W H Si2 HOUSE/2e Co Q o HC JSI/29 a HOUSE/27 I �� \ 12\ LOT 2 BOUNDARY LINE ADJUSTMENT �1 Hs�z ousE1/z#�`� A \ v A AFN 9805065005 Pf R \ 0 HOUSE/2r �r , .' x�w� \ \ LANE 1953 LLC R House/27 D I r HOU /27 � f \ VACANT LOT 4 HOU 27 GRASS/BLACKBERRIES a \2 .- G OU /5 `� ® HOU /27 •>5 ?.• �� A \ x� ORIGINAL LOT LINE \ O : / \\ 7@tat'D�'� 75' HOUSE/3' e. Row HOUSE/3POS .'. PARCEL B �\ G T Co TFioi,Le,RR- 3 BLA PLN 899 AFN 202203105003 VACANT LOT RP 1� GRASSBLACKBERRIES �P E 134 135 \ f 32 WET RABBIT- 1 / 93 Sp`'�© ss e I ARLINGTON PARCEL A CONC s K o<p ^ 'VDE \ POWER VAULT N� EAGLE FAMILY DENTAL BUILDING LLC ORIGINAL LOT LINE / QQp ISSUED/REVISED DATE o N r�' / JvC� v / PERMIT/BID SET 05.09.24 O / 41 00 LOT A o BLA PLN 211 e a AFN 201611305006 N m ELECTRICAL SITE PLAN 1 \ PERMIT/BID SET TBD LIE.01 SCALE:NONE ELECTRICAL SITE PLAN E1 .01 2 a0.3 0.4 0.5 0.6 0.5 0.4 0.3 0i 4 0.5 6 0.5 0.5 0.3 0.2 s 0.1 0' 11 0.1 '0.0 0.0 0.0 0.0 0.1 a s " ...... II T _ • T -T -T -T -T -T TAT -T -T -T -, n eon r WHITE LINE n+ T + + + + + + + + + + + + + + + 2 T 6 0.9 1.2 1.3 1.1 0.9 1.2 .3 1 .8 0.5 0.3 0. Oill 0.1 0.0 0.0 0.0 0.0 0.1 -T n A g F n+ + .4• + + + + 4 3 I 0.5 d��.: a 2. i�..5:.' 2.1' ..3• 2.6 <• 4' .9 1'.�a o.7 a Q.4� 0 '1 0,4 0 0.0 0.0 0.0 0.1 ACCESS T s F T e + d, j + + + + + + + + 4T + + + + 0.5 .1 r 3.3 4.6 4. 0. 0 1 .0 0.0 0.0 0.0 0.1 I S89°46'39"W I .i A. SDH Architect +. I + + + + + + + + + + I 2242 NW RESERVE CAMP CT OR 703 3"' t 2.5 4.0 6.8 9.3 8.7 8.9 5.0 3.2 1.8 0.8 0 . 206.369.8881 2 BEND, a. I 7 +�/ + 7 8.9 14. 14.1 12.8 6. 3.6 1.9 0.8 0.4 1.2 I "ER ❑ ��B I 2 �0.5 1.2 2. 6.0 12.4 7.2 1 +7. ll. +4.9 2.1 0.8 0.4 .2 I II / + + + R- + + + + II 3 0 5 1.1 2. 4. + +17 5 2.2 1.0 0.5 0.3 F II Row I I WET RABBIT LLC + + + + + + + I I I 3213 W.WHEELER ST#750 3 0.5 1.0 0.0 0. 35�41�8. +5. 2.2 1.0 0.5 3 S 6-284-,WA 98199 P li 206-284-8200 + + + + + + + + + + + + + C0"4pLT�'T 3 0.5 0.0 0 0 0. 35.9 4. .0 1.0 0.6 .3/ 0. 2 0.1 0.1 0.1 0.1 0.: � METRIX + + + + + + + + + + + + + E N G I N E E R 2 0.4 0.0 0 0 0. 15. 7 0 0. 2 0.2 0.3 0.3 0.2 0.: •EMOH.wA�s, .m,• a F CALCULATION SUMMARY + + + + + + + + + + + + + + + 2 0.3 0.0 0.0 0. 0. 30.3 14. .7 .1 0.8 .6 0. 0.5 0.5 0.5 0.4 0.: LABEL CALCTYPE UNITS AVG MAX MIN AVG/MIN MAX/MIN \ \ \\ BUILDING ENTRANCES&EXITS ILLUMINANCE FC 12.78 16.6 9.7 1.32 1.71 J + + + + + + + + \ + + + + DRIVEWAY ILLUMINANCE FC 7.44 16.1 2.9 2.57 5.55 1 �� .2 0.0 .0 0. �I 7 13. 9 .6 1.4 1�i 0 1.2 1.0 0.7 0.' Iw \ OVERALL SITE ILLUMINANCE FC 6.78 35.9 N/A N/A N/A lT \J \ Q\ \ PARKING LOT ILLUMINANCE FC 10.73 25.9 0.8 13.41 44.88 1 0.1 0.0 .0 0. .9 L 5 .5 2.6 2.4 2. \ �5 3 \ 1.7 1.1 0., + + + + + + + + + + + + \ + \ + + 1 0.1 0.0 0 0 0 0. 4. 1 7 4.6 .8 4.3 4.6 \ .7 2. \ 1.4 0.' E 1 0.1 0.0 .0 0 0 3. 4. +4. + + .4 + .3 � .1 18.6 1 + .5 8.0 \ 4. \ ,0 + \ 1 0.1 0.0 .0 0 0 9. .5 .7 .9 1 13.5 .5 10.9 5.2 �. ET-FLI 13 �.\ 1 0.1 0.0 0.0 0 0 12. 11R>13.6 .7 6. 15. 11.3 +5.4 3.2 0� \\ 1 0.2 0.0 0.0 0 0 11. 13.5 .3 3. 12. 11.5 9.8 5. 3.2 1.7 1 0.2 0.4 0.0 0 0 12. + + 7 .3 1. 9.2 t .9 cA TA.6 0.1 II RASSBLAC ERRIES + + + 4 �4�+ + + + + + + + 2 0.3 0.6 0.9 0 0 6. 35.3 14.3 5.6 � .3 9. 9.9 .9 � .8 +5.5 .5 2 2. 1.3 0.' + + + + ® 1 + R+ + + + + + + + + �,1�C. 2 0.3 0.7 1.3 0 15. 34.1 13.7 5.5 6.8 8. 7 6.7 4.3 3.3 2.2 1.5 1.0 '��OTxAsyf� I9. I + t I I + + ++ + + + + + +4.8 +4. +4. 7 7 +4.0 +2.8 +11 0 0 2 9 9 1 .7 .1 .8 0.1. 2111Do36 + + + + + + + + + + + + + + + + 1 0.3 0.8 2.1 4.5 1.2 11.7 11.6 8.5 5.8 4.2 4.2 3.8 .5 5.8 4.3 2.8 1.6 1.0 0.7 0., en N + + + + + + + + �\�46 + + + + + + + + 1 0.2 0.6 1.6 3.4 6.2 10.9 .7 11.9 � .1 c 44. 4.3 .1 5.6 .8 +5.7 4.1 2.7 1.6 0.9 0.6 0.' + I + � + 1 0.2 0.5 1.3 *9 1,7 10.2 13.7 11.2 6.8 4. 3 �1. 4 4.8 3.7 2.4 1.4 0.8 0.5 0.: \ T 0 + + + + + + + + + + + + + + + + 1 0.3 0.6 1.6 3.3 6.3 9 45.4 0 3.6 2.7 1.8 1.0 0.6 0.4 0.: � � WET RABBIT- 6' + + + + + + + + + + + + + + ARLINGTON 1RCW 0.3 0.7 1.7 'r 3.2 5 2� t7.4 1 3.5 4.5 �] 3.8 2.7 1.9 1.1 0.6 0.5 0.3 0.: + + + + + + + + + + ISSUED/REVISED DATE 2 0.3 0.7 III 1.5 6 3.5 3. _ 9 3. 3.0 2.0 1.1 0.6 0.4 0.3 0.2 0.: PERMITIBID SET 05.09.24 O O 2 0.3 0.6 1.1 1.8 2.2 2.3 2.1 2.1 2.6 3.1 3. 2.3 1.4 0.7 0.4 0.2 0.2 0.1 0.: A � PHOTOMETRICS / 1 \ PERMIT/BID SET TBD E1.02 SCALE:NONE ELECTRICAL PHOTOMETRICS PLAN E1 .02 GENERAL NOTES: LUMINAIRE SCHEDULE .11 1. BRANCH CIRCUITING INDICATED ON PLANS AND SCHEDULES IS BASED UPON CONSTRU TION LIGHT SOURCE PRODUCT EXISTING PLANS AND SITE OBSERVATION,CONTRACTOR TO FIELD VERIFY. TYPE DESCRIPTION MOUNTING MOUNTING HEIGHT LAMP LUMENS OUT CCT CRI VOLTAGE WATTS MANUFACTURER MODEL NOTE 2. SEE ARCHITECTURAL REFLECTED CEILING PLAN FOR FIXTURE ELEVATIONS. 1 a A SINGLE POLE ARM POLE 20' LED 25497 4000 K 70 120 V 160 LSI SLM-LED-24L-SIL-FT-UNV-DIM40-70CRI-SINGLE-20'-MH OR SIMILAR 3. PROVIDE UNSWITCHED CIRCUIT TO EXIT SIGNS. 4. REFER TO SHEETS E0.03 AND E0.04 FOR SCHEDULES. B DOUBLE POLE ARM POLE 20' LED 50994 4000 K 70 120 V 321 LSI SLM-LED-24L-SIL-FT-UNV-DIM-40-70CRI-D180-20'-MH OR SIMILAR 5. CONTRACTOR SHALL PROVIDE A FULLY OPERATIONAL LIGHTING CONTROL ELi EMERGENCY LIGHT WALL - LED 0 OK 0 120 V 2 DUAL-LITE ELM2-LED-W-SD-EV2DI PROVIDE WITH 90-MINUTE BATTERY BACKUP SYSTEM. EXi EXIT EMERGENCY LIGHT COMBO WALL - LED 0 OK 0 120 V 2 DUAL-LITE LHQM-LED-G-SD-120/277 PROVIDE WITH 90-MINUTE BATTERY BACKUP 6. CONTROL EXTERIOR LIGHTING THROUGH LIGHTING CONTROL PANEL. SDH Architect 2242 NW RESERVE CAMP CT L1 &LINEAR PENDANT PENDANT - LED 8000 4000 K 1 85 1 120 V 50 G&G WPX8-SO-40K-WPX-PSU-80-WPX-MNT-NM OR SIMILAR BEND,OR 97703 R 8'WET RATED LED STRIP CEILING - LED 8000 4000 K 85 120 V 50 G&G WPX8-SO-40K OR SIMILAR 206.369.8881 Ri 6"DOWNLIGHT RECESSED - LED 2000 4000K 80 120V 13 GOTHAM EV06SH-40/20-DFR-SOL-MWD-MVOLT-EZ1 FLAG NOTES: R2 6"DOWNLIGHT RECESSED - LED 2000 3000 K 80 120 V 13 GOTHAM EV06SH-40/20-DFR-SOL-MWD-MVOLT-EZ1 —ER TUNNEL LIGHTING OWNER FURNISHED,CONTRACTOR INSTALLED. S PEDESTRAIN SIDEWALK LIGHTING POLE 14' LED 7776 4000 K >77 120 V 50 PLSC PL-744M-50LED-120-3-4-III-VCL-PT40D-TXBK-PC120 OR SIMILAR s1 CANOPY LIGHT SURFACE - LED 8000 4000 K 80 120 V 103 LSI SCV-LED-I5L-SC-50 OR SIMILAR W1 WALL PACK WALL - LED 2029 4000K 80 120V 24 LITHONIA MRWLED-2-10A700/40K-SR3-120-ELCW-DDBXDORSIMILAR CONTROL GENERAL NOTES: c OCCUPANCY SENSOR ZONE IN!— �XPRESS CAR WASH AUTOMATIC ON/AUTOMATIC OFF OCCUPANCY SENSORS CONTROL LUMINAIRES IN THIS ZONE. In WET RABBIT LLC 3213 W.WHEELER ST#750 SEATTLE,WA 98199 OCCUPANCY SENSOR WITH DAYLIGHTING ZONES 206-284-8200 AUTOMATIC ON/AUTOMATIC OFF OCCUPANCY SENSORS CONTROL LUMINAIRES IN THIS ZONE. coxrvr B ALSO INCLUDES DAYLIGHT OVERRIDE CONTROLS THAT READ TO QUANTITY OF M ETRIX - DAYLIGHT IN THIS ZONE. / OPEN/CLOSED LOOP CONTROL E N G I N E E R S Z1 aervrory"."A'4'NEl OCCUPANCY SENSOR WITH PRIMARY DAYLIGHTING ZONE: OCCUPANCY SENSOR WITH SECONDARY DAYLIGHTING ZONE: OCCUPANCY SENSOR WITH TIME CLOCK ZONE �O C — TIME CLOCK OVERRIDE CONTROLS THAT III- ADJUST LIGHT FIXTURES VIA A CLOCK.SEE SEQUENCE OF OPERATIONS FOR MORE INFORMATION: MANUAL SWITCH CONTROL ZONE ELECTRICAL LIGHTING CONTROL FLOOR PLAN I \ CONTROLLED BY MANUAL ON/OFF SWITCH: E2.01 SCALE:1/4"=TO" 1 2 3 4 5 6 I I I I I I A W1 HOUSE/27 W1=HOUSE127 W1 HOUSE/27 W1=HOUSE/27 I I I I HOUSE/321 HOUSE/321 HOUSE/32a HOUSE/32a HOUSE/32a HOUSE/32a HOUSE/32a HOUSE/32a HOUSE/32a HOUSE/32a HOUSE/32a HOUSE/32a HOUSE/32a HOUSE/32a HOUSE/32a HOUSEY12. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 HOUSE/3 a HOUSE/32a HOUSE/32a HOUSE/32a HOUSE/32a HOUSE/32a HOUSE/32a HOUSE/32a HOUSE/32a HOUSE/32a HOUSE/32a HOUSE/32a HOUSE/32a HOU E/32a HOUSE/32a HOUSE 32a D100� 1 1 sEn� EL WPa Wpb EL EL \ EL HOUSE/25 HOUSE/25 HOUSE/25 HOUSE/25 B s O O ® I' ® / ® F H\O�U1 � \ ` ®/ I L1 HOUS /25 HOU HOUSE-5 HOUSE5 �tSE/25 HOUi€2 J O O — O O O SE/25 HOUSE/25 L1 ba Li L1O Ll Ll Ll Ll Ll HOUSE/25 <Ll HOUSE/25 HOUSE/25 HOUSE/25 HOUSE/25 HOUSE/25 HOUSE/25 HO USE/27 I WET RABBIT- ARLINGTON 2 HOUSE/25 H /25 HOUSE/25 HOUSE/25 HOOUS5 HOUSE/25 HOUSE/25 HOU R 0 R1 R1 OE ® HOUSE25 HOUSE/2 H HO25 w1 ®-OUSE2 EXi Ex1 EXi ISSUED/REVISED DATE HOUSE/27 W1 HOUSE/27 W1 — — PERMITIBID SET 05.09.24 HOU1E/27 W1 O USE/ O I I I I I A PERMITIBID SET TBD n ELECTRICAL LIGHTING FLOOR PLAN m ELECTRICAL LIGHTING FLOOR PLAN E2.01 SCALE:1/4"=1'0" E2.01 1 2 9 5 e - " �� DE6i0x MCHIIECi GENERAL NOTES: 1. BRANCH CIRCUITING INDICATED ON PLANS AND SCHEDULES IS BASED UPON EXISTING PLANS AND SITE OBSERVATION,CONTRACTOR TO FIELD VERIFY. 2. EQUIPMENT SHOWN IS DIAGRAMMATIC.COORDINATE EQUIPMENT LOCATION SDH Architect H WITH OWNER AND ARCHITECTURAL PRIOR TO INSTALLATION. 3. COORDINATE EXPOSED CONDUIT ROUTING WITH ARCHITECTURAL PRIOR TO INSTALLATION IN ALL SPACES EXCEPT FOR MECHANICAL,ELECTRICAL,MDF/IDF, AND STORAGE ROOMS. 4. REFER TO SHEET E0.03 FOR MOTOR AND EQUIPMENT WIRING SCHEDULE. SDH Architect 5. REFER TO SHEETS E0.03 TO E0.04 FOR PANEL SCHEDULES. 2242 NW RESERVE CAMP CT BEND,OR 97703 206.369.8881 "Ea FLAG NOTES: 1�PROVIDE LOCKABLE WEATHERPROOF ENCLOSURE. G 122M WET RABBIT LLC 3213 W.WHEELER ST#750 SEATTLE,WA 98199 206-284-8200 —U— METRIX E N G I N E ER RE— T 6 1 I I I I A E I ®® 5 I I I q 84"q 36" ® 3 NIZtlMJSII 1 a 46D 16 32D 45 47 e CAR W EL 41 as 45 101 46P 32P 42 31P ® 36 43 —— — ——— 44 n 18 26 19P 20 22 33 36" HOUSE123 84"� 6C ie•,vm,c ® HOUSE/9,11 6A HOUSE/13,15 \ HOUSE/23 ® HOUSE/17,19 Isisry � A (r CC77 3!t'! C. B HOUSFJ7 _ II _ B3 B4 B6 HOUSPl21 B10 B12 HOUSE/2 _ ® ® MCC-MAIN LCP �^,leg, �y. HOUSE/37 ® M C DRYER PANEL ® ® e ® B1 BB B8 ® HOUSE/21 / HO�1SE/1 DATA TP-1 / \ EF-5 617 RACK ❑ HOUSE/7 ®� / B11 OOM w IG&G LC L ❑ Bz ss Bs B7 B13 ELECTRICAL ERV-1 1cam ELECTRICAL \ ROOM#1 e1a lgypL. s 1OLjf� AHU-1 ® MANAGER'S OFFICE 105 ROOM#2 EQUIPMENT ROOM ® j \ 2E"L HOUSE/3 RESTROOM 109 103 ® EF-1 B23 ,MM � �u" � H-3 B28 EWH-0 \ HOUSE/7 630 TWH-4USE/7 �� HOUSE/5 HOUSE/1 \ TWH-2 TWH-1 ° nHOUSE/5 TO \ USE/3 U E/J7 \ EF-2 0 B25 CP-1 IF— _ [: I HOUSE _ HOUSE/21 HOUSE/21 / \ / Q CT CABINET UTILITY METER C / \ � SOCKET WET RABBIT- ARLINGTON ISSUED/REVISED DATE PERMIT/BID SET 05.09.24 ELECTRICAL POWER AND SYSTEM FLOOR PLAN T E3.01 SCALE:1/4"=1'0" PERMIT/BID SET TBD ELECTRICAL POWER AND SYSTEM FLOOR PLAN E3.01 1 4 3 - - �� ipxnRCHITECi GENERAL NOTES: 1. ALL EQUIPMENT IS EXISTING TO REMAIN UNLESS NOTED OTHERWISE.[FOR EXISTING ONE-LINE ONLY] 2. PROVIDE NECESSARY DEMOLITION TO FACILITATE NEW CONSTRUCTION WORK ASSOCIATED WITH THIS PROJECT.COORDINATE OUTAGES WITH OWNER MINIMUM 72 HOURS IN ADVANCE.PROVIDE DISPOSAL OF REMOVED MATERIAL. MAINTAIN CIRCUIT CONTINUITY AS REQUIRED. 3. REMOVE ABANDONED EQUIPMENT,WIRING AND RACEWAY UNLESS NOTED OTHERWISE. SDH Architect 4. REFER TO SCHEDULES ON SHEETS E-OOX TO E-OOX FOR ADDITIONAL 2242 NW RESERVE CAMP CT INFORMATION. BEND,OR 97703 206.369.8881 WET RABBIT LLC 3213 W.WHEELER ST#750 SEATTLE,WA 98199 206-284-8200 cousT METRUN E N G I N E E R PANEL RENroN,wneeasT ,.v.,..m.m e KIOSK F 208Y/120V 100A MCB 208Y/120V 30,4W 1-1/2"C,3#2,1#8G PANEL HOUSE 208Y/120V 300A MCB 208Y/120V E 30AW 2-1/2"C,4#250KCMIL,1#2G SPD PANEL PANEL MCC MCC MAIN DRYER #2 II 600A MCB 600A MCB 480Y/277V 4BOY1277V XFMR HOUSE IN 30AW 30AW 75 KVA Y 480:208Y/120V 30AW 2"C,3#2/0,1#6G (2)3"C,4#350KCMIL,1#1G TO RECLAIM UNIT TO AIR TO AIR TO HYDRA-FLEX TO HYDRA-FLEX -PUMP MOTOR COMPRESSOR COMPRESSOR BOOSTER PUMP#1 BOOSTER PUMP#2 SPD C. 80OACrCABINET _______ ___________ ___________ ___________ __________ ___________ ___________ ___________ ___________ _______ TA 211100364 l I I I I I I I I BOOR i �111A 600A -600A -80A 21A 20A 20A ,20A ,30A M CF 750 KVA UTILITY I I I I I I I I XFMR 1z.a7KV:480Y/z77v L__ _J 30,4W I I I I I N I I G MSB,800A,480Y/277V,30,4W - - - - - - - - - - - - _MAIN FLOOR - WET RABBIT- ARLINGTON #3/0 CU II SERVICE POINT TO BUILDING STEEL E TO CITY OF ARLINGTON PRIMARY UTILITY CONNECTION (2)4"C,4#600KCMIL — _ TO BUILDING WATER,FIRE,AND GAS MAIN PIPING ISSUED/REVISED DATE PERMIT/BID SET 05.09.24 ELECTRICAL ONE-LINE DIAGRAM T SCALE:NONE PERMIT/BID SET TBD E8.01 ELECTRICAL ONE-LINE DIAGRAM E8.01 5/15/24,9:39AM waenergycodes.com/print_project_summary_form.php?k=Y29tYm9fdGZ2X3BOPXNjY19zZW1pX2hIYXRIZCU3Q3BkX25Idl9idWIsZGIuZyZOZnY9c2NjX3NIbWIfaGVhdGVkJmlkPT12... rhINVELOPE COMPLIANCT SUMWIAM- Ehii" 2018 WSEC Compliance Forms for Commercial Buildings including Group R2,R3&R4 over 3 stories and all RI Administered by:©2024 NEEA,All rights reserved Project Title Wet Rabbit-Arlington-2018 WSEC For Building Department Use: Date' May 15,2024 Project Address 7530 204th St SE Project&Applicant Arlington,WA 98223 Information Applicant Name Scott Harris Applicant Phone 206-369-8881 Applicant Email SCOTT.HARRIS@SDHARCHITECT.COM For questions about this report,contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com General Occupancy All Commercial General Building Use Services,Car Wash Building Cond.Floor Area 4,814 T�ype(s) Project Cond.Floor Area 4,814 Project Scope New Building Space Conditioning Categories Semi-heated Floors Above Grade 1 Compliance Method General Prescriptive Envelope Project Description New Car Wash with semi-heated spaces. Envelope Space Conditioning WWR/SRR Fenestration Compliance Compliance Scope Category Compliance Method per Category UA Calculation Adjustment Alternates Verification Scope and Method New Building Semi-heated Prescriptive 29.02%/0% None selected No alternates selected COMPLIES Air Barrier Testing Air barrier testing included in project scope Air Barrier Comments Project Title Wet Rabbit-Arlington-2018 WSEC Date May 15,2024 Scope&Space Conditioning NEW BUILDING-SEMI-HEATED Compliance Verification COMPLIES Window-to-wall Ratio 29.02% Skylight-to-roof-ratio 0% Vertical Fenestration Alternate No alternates selected Opaque Envelope Assemblies Insulation R-Values Walls-Semi-heated Space Location in Documents Assembly ID Assembly Location Cavity Continuous Insulated Wall U-Factor Net Area(SF) (%penetration) Furring Mass wall-Commercial A-111,A-305,A-306,A-307,A-308 Yes Q U-0.104 450 Slab-on-grade Floors Location in Documents Assembly ID Assembly Location Slab Edge Under Slab F-Factor Perimeter Length(SF) Unheated slab A-111 TBD At grade level R-10 R-10 F-0.54 94 Slab Insulation Method:2 ft vertical(from top of slab downward) F-Factor Source: IF-Factor Source Description: Fenestration&Opaque Door Assemblies MEMEL Insulation R-Values Opaque Doors Location in Documents Assembly ID Assembly Location Door Insulation U-Factor Rough Opening(SF) Swinging A-101,A-201,A-601 I TBD Extcrior R-6 U-0.37 22 What percentage of this opaque door is glazing?:50%or less U-Factor Source: U-Factor Source Description: Is this assembly exterior or interior?:Exterior Is this a public entrance door?:Yes Door enclosed within a vestibule?:No vestibule Vertical Fenestration Location in Documents Assembly ID Assembly Location Shading(PF) Fenestration Fenestration Rough C SHG U-Factor Opening(SF) Fixed-Class AW or site built A-101,A-201,A-601 TBD Exterior 1 0.2<PF<0.5 SHGC-0.46 U-0.38 170 U-Factor&SHGC Source:Other Source U-Factor Source Description: https://www.waenergycodes.com/print_project_summary_form.php?k=Y29tYm9fdGZ2X3BOPXNjY19zZW 1 pX2hIYXRIZCU3Q3BkX25Id 19id WIsZGIuZyZOZnY9c2 NjX3 N I b W IfaGVhd GVkJ mI kPT12 MTU2J... 1/2 5/15/24,9:39AM waenergycodes.com/print_project_summary_form.php?k=Y29tYm9fdGZ2X3BOPXNjY19zZW1pX2hIYXRIZCU3Q3BkX25Id19idWIsZGIuZyZOZnY9c2NjX3NIbWIfaGVhdGVkJmlkPT12... Is this assembly exterior or interior?:Exterior Glazed Doors Location in Documents Assembly ID Assembly Location Shading(PF) Fenestration Fenestration Rough SHGC U-Factor Opening(SF) Swinging entrance door A-101,A-201,A-601 TBD Exterior I PF<0.2 SHGC-0.38 U-0.60 23 U-Factor&SHGC Source:Other Source U-Factor Source Description: Is this assembly exterior or interior?:Exterior Is this a public entrance door?:Yes Door enclosed within a vestibule?:No vestibule https://www.waenergycodes.com/print_project_summary_form.php?k=Y29tYm9fdGZ2X3BOPXNjY19zZW1 pX2hIYXRIZCU3Q3BkX25Idl9idWIsZGIuZyZOZnY9c2NjX3NIbWIfaGVhdGVkJmlkPT12MTU2J... 2/2 BuildingEnvelope • • of 2018 WSEC Requirements for Commercial Buildings including Group R2,R3&R4 over 3 stories&all R1 -- Administered by @2024 NEEA,All rights reserved The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Energy Code,Commercial Provisions. For questions about this report,contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com Project: Wet Rabbit-Arlington-2018 WSEC 7530 204th St SE Arlington,WA 98223 Date: 2024-05-15 Applies Code Section Component Compliance Information Required In Permit Location in Building Department Documentation Documents Notes SCOPE C103.1 Construction For a tenant space(first build-out)project, documents-General indicate if there is no envelope scope included in the project. C103.1 Construction For an alteration project,indicate if there is documents-General no envelope scope included in the project. C402.1.1.1 Low energy spaces Identify low energy spaces on plans;include calculations if applicable that demonstrate eligibility for envelope provisions exemption YES C402.1.1.2 Semi-heated spaces Identify semi-heated spaces on plans,include A-002 mechanical heating system type and calculations that demonstrate eligibility for wall insulation exemption C402.1.1.3 Greenhouse spaces Identify greenhouse spaces on plans;include non-opaque assembly information and mechanical heating system type if applicable, that demonstrates eligibility for envelope provisions exemption C402.1.2 Equipment buildings Provide building sf area,average wall and roof U-factor,installed electrical and mechanical equipment information and heating setpoint restriction,that demonstrates eligibility for envelope provisions exemption NO C402.1.2.1 Standalone elevator Provide building area,average wall and roof hoistways U-factor,installed mechanical equipment information and heating setpoint restriction, that demonstrates eligibility for envelope provisions exemption C410.2 Walk-in cooler and Identify walk-in cooler and freezer spaces on freezer spaces plans;including site assembled,site constructed and prefabricated units Identify warehouse cooler and freezer spaces on plans C101.4.1 Mixed residential& Identify spaces with different occupancy commercial building requirements on plans C503.2 Change of space Identify on plans existing unconditioned conditioning spaces changing to semi-heated or conditioned alteration space,and existing semi-heated spaces changing to conditioned space;provide calculations for existing and final level of space conditioning C505.1 Change of occupancy Identify on plans existing F,S and U- alteration occupancy spaces undergoing a change in occupancy and final occupancy type Page 119 BuildingEnvelope • • of 2018 WSEC Requirements for Commercial Buildings including Group R2,R3&R4 over 3 stories&all R1 -- Administered by @2024 NEEA,All rights reserved The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Energy Code,Commercial Provisions. For questions about this report,contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com Group R spaces permitted before July 1,2002 that are undergoing a change to a commercial occupancy shall be identified on plans Commercial(non-Group R)occupancy spaces undergoing a change to Group R shall be identified on plans ENVELOPE PROVISIONS YES C103.2 Compliance Indicate envelope thermal performance A-002,A-601 C103.6.3 documentation compliance path(prescriptive or component C402.1.3 performance)and provide WSEC envelope C402.1.4 compliance reports C402.1.5 NA If complying via component performance, demonstrate that the Proposed Total UA is equal to or less than the Allowable Total UA If complying via total building performance, provide a list of all proposed envelope component types,areas and U-values YES C303.1.1 Insulation Indicate identification mark shall be applied A-002,A-305, C303.1.2 identification to all insulation materials and insulation A-306,A-307, installed such that the mark is readily A-308,A-601 observable during inspection YES C303.1.3 Fenestration product Indicate fenestration products shall be labeled A-601 C402.4.3 rating with NFRC U-factor,SHGC,VT and leakage rating,or if products do not have an NFRC rating,indicate applicable Chapter 3 default values YES C303.1.1 General insulation Indicate installation methods,thicknesses, A-305,A-306, C402.2.1 installation densities and clearances to achieve the A-307,A-308, intended R-value of all insulation materials NA Where two or more layers of rigid insulation will be used,indicate that edge joints between layers are staggered,or exception taken YES C103.2 Roof assembly Indicate R-value(s)of cavity/continuous A-305,A-306, C402.2.1 insulation insulation on roof sections A-307,A-308, YES Indicate framing materials on roof sections A-305,A-306, A-307,A-308, YES Indicate method of framing for ceilings below A-305,A-306, vented attics and vaulted ceilings per A102.2 A-307,A-308, (std,adv) YES Provide area weighted average U-factor A-002,A-305, calculation for insulation whose thickness A-306,A-307,A-308 varies by 1 inch or less YES Indicate effective U-factors of tapered A-002,A-305, insulation entirely above deck per A102.2.6; A-306,A-307,A-308 include roof configuration and slope, maximum R-value at peak and minimum R- value at low point for all roof surfaces Page 219 BuildingEnvelope • • of 2018 WSEC Requirements for Commercial Buildings including Group R2,R3&R4 over 3 stories&all R1 -- Administered by @2024 NEEA,All rights reserved The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Energy Code,Commercial Provisions. For questions about this report,contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com YES Indicate R-values for thermal spacers and A-002,A-305, each insulation layer,and liner system(LS) A-306,A-307,A-308 method for metal building roofs C402.2.1.1 Skylight curb Indicate skylight curb insulation R-value on insulation roof section,if not included in skylight NFRC rating NA C402.2.L2 Rooftop HVAC Indicate rooftop HVAC equipment curb equipment curbs insulation R-value on roof section C103.2 Above/below grade Indicate R-value(s)of cavity/continuous C402.2.3 wall insulation insulation on wall sections C402.2.4 C303.2.1 Indicate framing materials on wall sections Indicate method of framing for wood construction per A103.2(std,int,adv) Indicate material density category,wall weight and heat capacity for qualifying mass walls For qualifying ASTM C90 masonry walls, indicate loose-fill core insulation material and percentage of cores filled including grouted cores,bond beams,vertical fills,headers and any other grouted cores Indicate method of protection of exposed exterior basement/crawlspace wall insulation YES C103.2 Opaque doors Indicate rated U-factor or R-value(non- A-601 C402.4.4 swinging)on wall sections or in door schedules-applies to doors with less than 50%glazed area YES C402.4.4 Garage doors Indicate rated U-factor for sectional and tilt- A-601 up garage doors on wall sections or in door schedules-applies to garage doors with less than 14%glazed area;all other garage doors shall comply as opaque doors C402.2.5 Floor over outdoor or Indicate R-value(s)of cavity/continuous unconditioned space insulation on floor sections insulation Indicate framing material on floor sections Indicate material density category and weight of qualifying mass floors YES C402.2.6 Slab-on-grade floor Indicate R-value of continuous insulation on A-002,A-305, C303.2.1 insulation wall section or foundation detail A-306,A-307,A-308 YES Indicate insulation extends down vertically A-002,A-305, and/or horizontally the required distance from A-306,A-307,A-308 top of slab YES Indicate method of protection of exposed A-002,A-305, exterior slab edge insulation A-306,A-307,A-308 NO Indicate R-value of continuous insulation on wall section or foundation detail Page 319 BuildingEnvelope • • of 2018 WSEC Requirements for Commercial Buildings including Group R2,R3&R4 over 3 stories&all R1 -- Administered by @2024 NEEA,All rights reserved The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Energy Code,Commercial Provisions. For questions about this report,contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com NO Indicate insulation extends down vertically from top of slab and then horizontally under the entire slab NO Indicate method of protection of exposed exterior slab edge insulation NA C402.2.8 Radiant heating Indicate insulation R-value behind radiant system insulation panels,U-bend/headers and bottom surface of radiantly heated floors(other than heated slab- on-grade) YES C402.4.1 Vertical fenestration Provide total gross sf area of all above grade A-601 C502.2.1 maximum area wall elements and rough opening sf area of all vertical fenestration elements in the building, for the prescriptive max allowed window-to- wall ratio(WWR)calculation in the WSEC envelope compliance reports;demonstrate compliance for each space conditioning category separately C402.4.1.1 Increased prescriptive Provide calculations showing that not less that C405.2.4.1 maximum vertical 50%of the total conditioned floor area is C502.2.1 fenestration area with within a daylight zone;demonstrate daylight zones and compliance for each space conditioning controls category separately Indicate in envelope plans that all lighting fixtures located within daylight zones shall be provided with daylight responsive controls per Section C405.2.4.1 Indicate that the VT of vertical fenestration is at least 1.1 times the rated SHGC or no less than VT-0.55,whichever is greater C402.4.1.3 Increased prescriptive Indicate high performance U-factors and C502.2.1 maximum vertical SHGC values in fenestration schedules fenestration area with high-performance Indicate if an area-weighted U-factor is used glazing for multiple fenestration elements within the same fenestration category per Table C402.4; provide area-weighted U-factor calculation C402.1.5 Wall/vertical Indicate if component performance with fenestration target target area adjustment will be used to account area adjustment for vertical fenestration area in excess of the prescriptive maximum allowed;include target area adjustment in WSEC envelope compliance reports C402.4.1 Skylight maximum Provide total gross sf area of roof,and rough C502.2.2 area opening sf area of all skylight elements in the building,for the prescriptive max allowed skylight-to-roof ratio(SRR)calculation in the WSEC envelope compliance reports; demonstrate compliance for each space conditioning category separately Page 419 BuildingEnvelope • • of 2018 WSEC Requirements for Commercial Buildings including Group R2,R3&R4 over 3 stories&all R1 -- Administered by @2024 NEEA,All rights reserved The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Energy Code,Commercial Provisions. For questions about this report,contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com C402.1.5.2 Roof/skylight target Indicate if component performance with area adjustment target area adjustment will be used to account for skylight area in excess of the prescriptive maximum allowed;include target area adjustment in WSEC envelope compliance reports YES C402.4 U-factors,SHGC and Indicate U-factors,SHGC and VT values in A-601 C402.4.3.4 VT for all fenestration schedules C303.1.3 fenestration YES assemblies Indicate if an area-weighted U-factor is used A-601 for multiple fenestration elements within the same fenestration category per Table C402.4; provide area-weighted U-factor calculation YES Indicate if values are NFRC or default;if A-601 default then specify frame type,glazing layers,gap width,low-e coatings,gas-fill YES C402.4.3 Permanent shading For each group of windows with similar A-601 devices orientation and overhang or permanent projection geometry,provide projection factor calculations(Equation C4-6)for north and non-north orientations C402.4.2 Single story spaces Provide list of enclosed,single story spaces requiring skylights that exceed 2,500 sf;for each space identify the space use,floor area,floor to ceiling height,whether skylights are installed,and any exception taken Provide calculations for percentage of conditioned floor area located within a toplit daylight zone;if exception is taken for spaces where the total floor area minus the sidelit zone area is less than 2,500 sf,include percentage of conditioned floor area located within a sidelit daylight zone in calculations Provide calculations for percentage of skylight area in each space over 2,500 SF,OR Provide calculations for skylight effective aperture(Equation C4-5)for each space over 2,500 SF Indicate haze factor of skylight glazing material or diffuser C410.2 Walk-in and Indicate insulation R-value in cooler and warehouse cooler and freezer wall and ceiling assemblies freezer envelope Indicate cooler and freezer door insulation R- value;indicate method of minimizing infiltration(strip doors,curtains,spring- hinged doors,etc);provide automatic door closure(or note exception taken) For transparent reach-in doors and fixed windows,indicate number of glass panes (double or triple pane);identify whether the interstitial spaces between panes is filled with inert gas or if panes are heat-reflective treated glass Page 519 Building Envelope Requirements List, pg 6 of 9 2018 WSEC Requirements for Commercial Buildings including Group R2,R3&R4 over 3 stories&all R1 -- Administered by @2024 NEEA,All rights reserved The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Energy Code,Commercial Provisions. For questions about this report,contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com ADDITIONAL EFFICIENCY CREDITS-ENHANCED ENVELOPE PERFORMANCE NO C406.10 Enhanced envelope To comply with additional efficiency credit, performance demonstrate envelope thermal performance compliance via component performance; provide WSEC envelope compliance reports that demonstrate Proposed Total UA is 15% lower than the Allowable Total UA AIR LEAKAGE YES C402.5.1.1 Air barrier Identify location and provide diagram of A-002,A-305, construction and continuous air barrier in plans and sections A-306,A-307,A-308 sealing YES Provide details for all joints,transitions in A-002,A-305, materials,penetrations in air barrier and note A-306,A-307,A-308 method of sealing(caulked,gasketed,or other approved method) NA C402.5.3 Rooms containing For room(s)located within the conditioned C402.1.3 fuel burning space space that contain non-direct vent fuel- C402.1.4 conditioning burning appliances that require outdoor air for appliances combustion,indicate method of isolation from the conditioned space;include sealing of walls,floor and ceiling of room,doorway gasketting and sealing around ductwork and piping penetrations NA Indicate walls,floor and ceiling of the room envelope are insulated to the same level required for exterior envelope,and combustion air ductwork that passes thru conditioned space is insulated to at least R-8 NA C402.5.4 Doors and access Indicate locations of all doors and access openings to shafts, openings to shafts,chutes,stairways and chutes,stairways and elevator lobbies elevator lobbies NA Indicate method of sealing of these openings (gasketing,weatherstripping,other sealing method);or exception taken NA C402.5.5 Outdoor air intakes, Indicate locations of all stairway enclosure, C403.7.8 exhausts and relief elevator shaft and building pressurization openings relief openings,outside air intakes and exhaust openings YES Note in envelope plans that all relief,outside M-2.01 air intake and exhaust openings shall be provided with dampers in accordance with Mechanical Section C403.7.8 NA C402.5.8 Recessed lighting in Indicate method of sealing between light building envelope fixture housing and wall or ceiling NA Note in envelope plans that all recessed lighting fixtures shall be IC rated and have an air leakage rating not greater than 2 cfm per ASTM E283 test;include these requirements in lighting fixture schedules NA C402.5.6 Loading dock seals Indicate weather seal at cargo and loading dock doors Page 619 Building Envelope Requirements List, pg 7 of 9 2018 WSEC Requirements for Commercial Buildings including Group R2,R3&R4 over 3 stories&all R1 -- Administered by @2024 NEEA,All rights reserved The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Energy Code,Commercial Provisions. For questions about this report,contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com NA C402.5.7 Vestibules Indicate locations and dimensions of vestibules for building entrances;also indicate vestibule information for exit-only doors in buildings where separate doors for entering and exiting are provided NA Indicate locations of all building entrances and exit-only doors provided with an air curtain in lieu of a vestibule NA Indicate exception and criteria utilized for all building entrances and exit-only doors that do not have a vestibule or air curtain NA Indicate required performance for air curtains installed per Exception 7 NA For unconditioned vestibules,indicate which envelope assembly(interior or exterior) complies with the requirements for a conditioned space YES C103.2 Building enclosure air Indicate in project documents that building A-002 C402.5.1.2C leakage test enclosure air leakage testing is required for 402.5.1.2.1 WSEC compliance R402.4.1.2 YES Provide area calculations that account for all A-002 six sides of the air barrier boundaries YES For commercial buildings,indicate that A-002 building enclosure air leakage testing shall be performed per ASTM C779(or equivalent method approved by the code official)and the target leakage rate is 0.25 cfm/ft2(1.5 L/s*m2)at 0.3 in.wg(75 Pa) NA If the building is mixed residential/ commercial and three stories or less above grade plane,indicate which building enclosure air leakage test procedure will be used for the Group R-2/R-3 areas(Section R402.4.1.2 or C402.5.1.2);if per R402.4.1.2,indicate that the target leakage rate is 5 air changes per hour at 0.2 in.wg(50 Pa) YES Include the following requirements in project A-002 documents:(1)Submit building enclosure air leakage test reports to jurisdiction and owner; (2)If initial test result exceeds 0.25 cfm/ft2 (1.5 L/s*m2),indicate that inspection and all practical corrective actions be completed and documented in the air leakage test report;(3) If initial test result exceeds 0.40 cfm/ft2(2.0 L/s*m2),indicate that corrective actions shall also include re-testing;(4)Indicate that corrective measures and retesting must be repeated until the test result is 0.40 cfm/ft2 (2.0 L/s*m2)or less;(4)Include air barrier test report in project close out documentation provided to building owner. ADDITIONAL EFFICIENCY CREDITS-REDUCED AIR INFILTRATION Page 719 Building Envelope Requirements List, pg 8 of 9 2018 WSEC Requirements for Commercial Buildings including Group R2,R3&R4 over 3 stories&all R1 -- Administered by @2024 NEEA,All rights reserved The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Energy Code,Commercial Provisions. For questions about this report,contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com NA C406.9 Reduced air To comply with additional efficiency credit, infiltration indicate in project documents that the building enclosure air leakage test results shall not exceed 0.17 cfm/ft2 at 0.3 in.wg(75 Pa); all documentation requirements per C103.2 and C402.5.1.2 apply ALTERATIONS C503.1 Roof alteration- For a roof alteration where existing ceiling C503.3.1 insulation cavities are exposed,indicate cavities are insulated to full depth at minimum nominal value of R-3.0 per inch For a roof covering replacement where insulation is installed entirely above the roof deck,indicate insulation complies with requirements for new construction per Tables C402.1.3 or C402.1.4 C503.1 Wall and floor For a wall or floor alteration(floor over alteration-insulation outdoor or unconditioned space)where existing envelope cavities are exposed, indicate cavities are insulated to full depth at minimum nominal value of R-3.0 per inch C503.3.2 Addition of vertical Where the addition of new vertical fenestration fenestration results in a window-to-wall ratio (WWR)exceeding the prescriptive maximum allowed per C402.4.1,demonstrate method of compliance(prescriptive vertical fenestration alternate,component performance with target area adjustment for the alteration area and existing-to-remain areas combined,or total building performance per C407);demonstrate for each space conditioning category separately C503.3.3 Addition of skylights Where the addition of new skylights results in a skylight-to-roof ratio(SRR)exceeding the prescriptive maximum allowed per C402.4.1, demonstrate method of compliance (component performance compliance with target area adjustment for the alteration area and existing-to-remain areas combined,or total building performance per C407), demonstrate for each space conditioning category separately NA C103.2 Change in space Indicate envelope alteration thermal C103.6.3 conditioning or performance compliance path(prescriptive or C503.2 occupancy component performance with 110% C505.1 compliance allowance);provide WSEC envelope documentation compliance reports NA C103.2 Change in space If complying via total building performance C103.6.3 conditioning or with 110%allowance,provide a list of all C503.2C occupancy proposed envelope component types,areas 505.1 compliance and U-values documentation PROJECT CLOSE OUT DOCUMENTATION Page 819 BuildingEnvelope • • of 2018 WSEC Requirements for Commercial Buildings including Group R2, R3&R4 over 3 stories&all R1 -- Administered by @2024 NEEA,All rights reserved The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Energy Code,Commercial Provisions. For questions about this report,contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com YES C103.6.3 Project close out Indicate in plans that project close out A-002 documentation documentation is required including requirements applicable calculations,WSEC envelope compliance reports,and fenestration NFRC rating certificates If"no"is selected for any question,provide explanation. Page 919 LIGHTING COMPLIANCE SUMMARY 2021 WSEC Compliance Forms for Commercial Buildings including Group R2,R3&R4 over 3 stories and all RI Administered by:©2024 NEEA,All rights reserved Project Title Wet Rabbit-Arlington-2021 WSEC For Building Department Use: Date: May 13,2024 Project&Applicant Project Address WA Information Applicant Name Benjamin Prehoda Applicant Phone 206-406-6121 Applicant Email benp@metrixeng.com For questions about this report,contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com General Occupancy All Commercial General Building Use Type Services,Car Wash Building Cond.Floor Area 4,800 New Building or Project Cond.Floor Area 4,800 General Project TypesInterior Lighting Alteration ExteriorNew Building Addition Exterior Lihtin Lihtin Scoe Floors Above Grade 1 g g g g p Lighting Scope Compliance Method General Prescriptive Lighting Project Description Interior/Exterior LPA Calculation Compliance Lighting Compliance Project Type (Interior includes both interior Luminaire Replacement Scope Compliance Method Adjustment Verification Scope &parking) and Method New Building Interior Lighting Space by space No Calculation Adjustments selected COMPLIES New Building Exterior Lighting Not applicable to exterior COMPLIES Additional Energy No lighting or electrical additional energy efficiency Efficiency(AEC) measures included in project Load Management(LDM)Measures Included No lighting or electrical load management measures included in project Measures Included Project Titl Wet Rabbit-Arlington-2021 WSEC Date ay , Lighting Power Calculation NEW BUILDING-INTERIOR LIGHTING Compliance Verification COMPLIES Compliance Method Space by space LPA Calculation Adjustment none Interior Lighting Power Allowance-Space by Space General Space Type Specific Space Type Gross Interior Area(SF) LPA(Watts/SF) Total Watts Allowed Total Proposed Watts Compliance Status (SF x LPA x 1) (LPD+Display LPD) Electrical/mechanical 1,104 0.43 475 Office Enclosed>250 sf 385 0.66 254 Vehicle maintenance 3,311 0.60 1,987 Proposed Total LPD 2,382 Totals 2,715 2,382 COMPLIES Proposed Lighting Power Density Watts or Total Watts Fixture Type Fixture ID Quantity of Wattage Limit Total Linear Watts per Linear Proposed Fixtures(#F) per Fixture Feet(LF) Foot(WpLF) (#F x WpF)or (WpF) (LF x WpLF) Individual Fixtures Recessed downhght R2 4 13 52 Recessed downlight Rl 10 1 13 1 130 Special application OFCI 32 1 50 1 1 1,600 Suspendedl Ll 12 1 50 1 600 Proposed Total LPD 2,382 Project Title Wet Rabbit-Arlington-2021 WSEC Date May 13,2024 Proposed Fixtures Deta Q&W BUILDING-INTERIOR LIGHTING Fixture Type/Application Fixture ID Location in Documents Lamp Type New or Existing-to-Remain Individual Fixtures Recessed downlight R2 E2.01 LED New Fixture Description: Are these fixtures located within a daylight zone?: Do these fixtures require specific application lighting controls?: Recessed downlight RI E2.01 LED New Fixture Description: Are these fixtures located within a daylight zone?: Do these fixtures require specific application lighting controls?: Special application OFCI E2.01 LED New Fixture Description: Are these fixtures located within a daylight zone?: Do these fixtures require specific application lighting controls?: Suspended L1 E2.01 LED New Fixture Description: Are these fixtures located within a daylight zone?: Do these fixtures require specific application lighting controls?: Project Title Wet Rabbit-Arlington-2021 WSEC May 13,2024 Lighting Power Calculation NEW BUILDING-EXTERIOR LIGHTING 710r7otnpliance Verification COMPLIES Exterior Lighting Zone ZONE 3 Base Site Allowance 400 Exterior Lighting Power Allowance Surface LPA Linear LPA Total Watts Allowed Total Exterior Surface Surface Sub-Type Area(SF) (Watts/SF) Feet(LF) (Watts/LF) (LPA x SF)or Proposed Watts Compliance Status (LPA x LF) Building grounds Landscaping 15,000 0.036 540 Building entrances and exits Pedestrian entrances&exits 20 14 280 Building entrances and exits Vehicular entrances&exits 1 1 25 1 14 350 Uncovered parking areas and drives 16,000 0.037 1 592 Base Site Allowance 400 Totals 2,162 2,146 COMPLIES Proposed Exterior Lighting Power Density Watts or Total Watts Fixture Type Fixture ID Exterior Surface Type Quantity of Wattage Limit Total Linear Watts per Linear Proposed Fixtures(#F) per Fixture Feet(LF) Foot(WpLF) (#F x WpF)or (WpF) (LF x WpLF) Individual Fixtures Canopy S 1 Uncovered parking areas and drives- 2 80 160 Pole-mounted B Building entrances and exits-Vehicular entrances&exits 1 320 320 Pole-mounted B Uncovered parking areas and drives- 1 320 320 Pole-mounted B Building grounds-Landscaping 1 320 320 Pole-mounted A Uncovered parking areas and drives- 1 160 160 Wall-mounted W 1 Building entrances and exits-Pedestrian entrances&exits 9 1 24 216 Other fixture type R Uncovered parking areas and drives- 13 50 650 Proposed Total LPD 2,146 I DESIGN A- ABBREVIATIONS: BUILDING CODE INFORMATION: MECHANICAL SHEET INDEX 0 DIAMETER,PHASE EG EXHAUST GRILLE LWT LEAVING WATER TEMPERATURE SPEC SPECIFICATION 2018 INTERNATIONAL MECHANICAL CODE M1.01 MECHANICAL LEGEND AND GENERAL NOTES EJ EXPANSION JOINT SO SQUARE 2018 INTERNATIONAL BUILDING CODE M1.02 MECHANICAL SCHEDULES A COMPRESSED AIR ELEC ELECTRIC MAT MIXED AIR TEMPERATURE SRV SAFETY RELIEF VALVE AAV AUTOMATIC AIR VENT ELEV ELEVATION MAV MANUAL AIR VENT SS STAINLESS STEEL 2021 WASHINGTON STATE ENERGY CODE M2.01 MECHANICAL FLOOR PLAN ABV ABOVE EMCS ENERGY MANAGEMENT CONTROL SYSTEM MAX MAXIMUM ST STORAGE TANK,SOUND TRAP M2.02 MECHANICAL ROOF PLAN ' R AC AIR CONDITIONING UNIT ENT ENTERING MBH THOUSANDS OF BTUH STD STANDARD AD AREA DRAIN,ACCESS DOOR EQUIP EQUIPMENT MCA MINIMUM CIRCUIT AMPACITY STM STEAM GENERAL NOTES: ADA AMERICANS WITH DISABILITIES ACT ESP EXTERNAL STATIC PRESSURE MECH MECHANICAL STR STARTER,STRUCTURAL AFF ABOVE FINISHED FLOOR ET EXPANSION TANK MED MEDIUM SUCT SUCTION GENERAL: 3. VALVES(EXCEPT CONTROL VALVES)AND STRAINERS SHALL BE DRAWING PLANS FOR POINTS OF CONNECTIONS. AFUE ANNUAL FUEL UTILIZATION EFFICIENCY ETC AND SO FORTH MERV MINIMUM EFFICIENCY REPORTING VALUE SUP SUPPLY 1. COORDINATE MECHANICAL WORK WITH ELECTRICAL, FULL SIZE OF PIPE BEFORE REDUCING SIZE TO MAKE 4. PROVIDE TEMPORARY SUPPORT OF EXISTING MECHANICAL AHJ AUTHORITY HAVING JURISDICTION EUH ELECTRIC UNIT HEATER MFR MANUFACTURER ARCHITECTURAL,STRUCTURAL,CIVIL AND LANDSCAPE WORK CONNECTIONS TO EQUIPMENT AND CONTROLS. SYSTEMS WHERE REQUIRED BY DEMOLITION OR ALTERATION SDH Architect AHU AIR HANDLING UNIT EVAP EVAPORATOR,EVAPORATIVE MIN MINIMUM TAB TESTING,ADJUSTING AND BALANCING SHOWN ON OTHER CONTRACT DOCUMENTS.PROVIDE 4. PROVIDE UNIONS AND/OR FLANGES AT EACH PIECE OF OF EXISTING STRUCTURE DURING CONSTRUCTION. 2242 NW RESERVE CAMP CT ALT ALTERNATE EW EVE WASH MISC MISCELLANEOUS TDH TOTAL DYNAMIC HEAD ADDITIONAL OFFSETS FOR COORDINATED INSTALLATION EQUIPMENT,AT EACH CONTROL VALVE,IN BYPASSES,AND IN COORDINATE WITH GENERAL CONTRACTOR AND PROVIDE ALL BEND,OR 97703 WHERE REQUIRED. LONG PIPING RUNS(100 FEET OR MORE)TO PERMIT NECESSARY PIPE,DUCT AND EQUIPMENT SUPPORTS AND ALUM ALUMINUM EWC ELECTRIC WATER COOLER MOCP MAXIMUM OVERCURRENT PROTECTION TEMP TEMPERATURE DISASSEMBLY FOR ALTERATION AND REPAIRS. HANGERS TO MAINTAIN INTEGRITY,SAFETY AND PROPER 206.369.8881 AMB AMBIENT EWH ELECTRIC WATER HEATER MPC MEDIUM PRESSURE CONDENSATE TG TRANSFER GRILLE 2. COORDINATE HVAC,PLUMBING AND FIRE PROTECTION WORK OPERATION OF EXISTING MECHANICAL SYSTEMS FOR THE PRIOR TO INSTALLATION.DUCTWORK AND EQUIPMENT 5. PROVIDE FLEXIBLE CONNECTORS PIPING SYSTEMS DURATION OF THE WORK.] APO AIR PRESSURE DROP EWT ENTERING WATER TEMPERATURE MPG MEDIUM PRESSURE GAS TOD TOP OF DUCT ACCESS TAKES PRECEDENCE OVER PIPING FOR AVAILABLE CONNECTED TO AIR HANDLING EQUIPMENT, PMENT,PUMPS,CHILLERS, APPROX APPROXIMATE EX EXHAUST MPS MEDIUM PRESSURE STEAM TOF TOP OF FOOTING SPACE. COOLING TOWERS,AND OTHER EQUIPMENT WHICH REQUIRE [DEMOLITION: ° R ARCH ARCHITECT EXT EXTERIOR,EXTERNAL MS MOP SINK TOP TOP OF PIPE 3. WHERE USED,THE TERM"PROVIDE"SHALL MEAN"FURNISH VIBRATION ISOLATION. 1. TAKE CAUTION IN DEMOLITION OF MECHANICAL EQUIPMENT. AMERICAN SOCIETY OF HEATING,REFRIGERATION MTD MOUNTED TP TOTAL PRESSURE AND INSTALL". 6. PROVIDE LINE SIZE STRAINER UPSTREAM OF EACH BACKFLOW 2 CONTRACTOR SHALL REMOVE AND LEGALLY DISPOSE OF ALL ASHRAE AND AIR-CONDITIONING ENGINEERS,INC. F FIRE SPRINKLER MU MAKEUP WATER TPRV TEMPERATURE/PRESSURE RELIEF VALVE 4. MAINTAIN A MINIMUM OF 6'-8"CLEARANCE TO UNDERSIDE OF PREVENTER,WATER PRESSURE REDUCING VALVE, PIPING,DUCTWORK,AND EQUIPMENT INDICATED ON CONTROL VALVE, ATM ATMOSPHERE °F DEGREES FAHRENHEIT MUA MAKEUP AIR UNIT TSP TOTAL STATIC PRESSURE DUCTS,PIPES,CONDUITS,SUSPENDED EQUIPMENT,ETC.,IN AUTOMATIC FLOW CONTROL VALVE, DRAWINGS INCLUDING ALL ASSOCIATED INSULATION, SOLENOID VALVE,GAS PRESSURE REGULATOR,AND PUMP. AV ACID RESISTANT(CHEMICAL)VENT FC FLEXIBLE CONNECTOR,FLUID COOLER T'STAT THERMOSTAT MECHANICAL ROOM ACCESS SPACES. PROVIDE SHUTOFF VALVE ON EACH SIDE OF STRAINER. HANGERS,VALVES,PLENUM WALLS,DAMPERS,WIREMOLD,WIRING,CONTROLS,AND APPURTENANCES ASSOCIATED WITH AW ACID RESISTANT(CHEMICAL)WASTE FCO FLOOR CLEANOUT (N) NEW TU TERMINAL UNIT 5. COORDINATE EQUIPMENT CONNECTIONS WITH MANUFACTURERS'CERTIFIED DRAWINGS.COORDINATE AND 7. VALVES,EXPANSION FITTINGS/LOOPS,AND PIPING EACH PIECE OF EQUIPMENT. ° FCU FAN COIL UNIT NA NOT APPLICABLE TYP TYPICAL SPECIALTIES SHALL BE FULL SIZE OF PIPE UNLESS NOTED B BOILER FD FLOOR DRAIN NC NOISE CRITERIA,NORMALLY CLOSED PROVIDE DUCT AND PIPING TRANSITIONS REQUIRED FOR OTHERWISE. 3. EXISTING CONTROL PATHWAYS MAYBE REUSED. OW VET*ABBIT FINAL EQUIPMENT CONNECTIONS TO FURNISHED EQUIPMENT. COORDINATE CONTROLS DEMO WORK PRIOR TO DEMOLITION. EXPRESS CAR WASF BDD BACKDRAFT DAMPER F/D FIRE DAMPER NEG NEGATIVE UH UNIT HEATER FIELD VERIFY AND COORDINATE DUCT AND PIPING HVAC/SHEET METAL: REMOVE ALL EXISTING THERMOSTATS SHOWN ON THE BF BELOW FLOOR FDC FIRE DEPARTMENT CONNECTION NO NORMALLY OPEN UNOCC UNOCCUPIED DIMENSIONS BEFORE FABRICATION. 1. DUCTWORK DIMENSIONS,AS SHOWN ON THE DRAWINGS,ARE DRAWINGS ALONG WITH ASSOCIATED WIRING AND RACEWAYS. WET RABBIT LLC BFF BELOW FINISHED FLOOR FFD FUNNEL FLOOR DRAIN NO. NUMBER UP/DN UP AND DOWN 6. PROVIDE 4"MINIMUM CONCRETE BASES(HOUSEKEEPING INTERNAL CLEAR DIMENSIONS AND DUCT SIZE SHALL BE 4, WHERE EXISTING ITEMS PENETRATE A WALL OR ROOF, 3213 W.WHEELER ST#750 BHP BRAKE HORSEPOWER FLA FULL LOAD AMPS NOM NOMINAL URN URINAL PADS)UNDER FLOOR MOUNTED MECHANICAL EQUIPMENT. INCREASED TO COMPENSATE FOR DUCT LINING THICKNESS. CONTRACTOR SHALL PROVIDE INFILL AT(E)PENETRATIONS BLDG BUILDING FLR FLOOR NP NON-POTABLE THIS INCLUDES,BUT IS NOT LIMITED TO BOILERS,CHILLERS, 2. THE ANNULAR SPACE AROUND DUCTS THAT PENETRATE THROUGH WALUROOF WITH LIKE MATERIALS.PATCH& SEATTLE,WA 98199 BLW BELOW FLEX FLEXIBLE NPCW NON-POTABLE COLD WATER V VENT,VOLTS FLUID COOLERS,COOLING TOWERS,PUMPS,EXPANSION TANKS,WATER HEATERS,AND STORAGE TANKS.COMPLY NON-FIRE RESISTANCE-RATED FLOOR ASSEMBLIES(AND ARE REPAIR TO MATCH SURROUNDING SURFACES INCLUDING 206-284-8200 BOD BOTTOM OF DUCT FO FUEL OIL,FLAT OVAL NPHW NON-POTABLE HOT WATER VAC VACUUM WITH REQUIREMENTS FOR EQUIPMENT BASES AND NOT INSTALLED IN A RATED SHAFT ENCLOSURE)SHALL BE PAINT.PROTECTED WITH AN IBC APPROVED NONCOMBUSTIBLE BOP BOTTOM OF PIPE FOG FUEL OIL GAGE NPHWC NON-POTABLE HOT WATER CIRCULATING VAV VARIABLE AIR VOLUME UNIT FOUNDATIONS SPECIFIED IN DIVISION 03. 5. CONTRACTOR SHALL PROVIDE TEMPORARY SUPPORT OF °axsuLunr MATERIAL THAT RESISTS THE FREE PASSAGE OF FLAME AND EXISTING MECHANICAL EQUIPMENT WHERE REQUIRED BY BOT BOTTOM FOP FUEL OIL PUMP NPW NON-POTABLE WATER VB VACUUM BREAKER 7. PROVIDE MISCELLANEOUS STEEL REQUIRED TO ENSURE THE PRODUCTS OF COMBUSTION. DEMOLITION OR ALTERATION OF EXISTING STRUCTURE BTU BRITISH THERMAL UNIT FOV FUEL OIL VENT NTS NOT TO SCALE VD VOLUME DAMPER PROPER INSTALLATION OF MECHANICAL SYSTEMS. 3. PROVIDE TEMPORARY COVERS OVER OPEN ENDS OF DURING CONSTRUCTION.COORDINATE WITH GC AND PROVIDE BTUH BRITISH THERMAL UNIT PER HOUR FP FIRE PROTECTION,FIRE PUMP VEL VELOCITY 8. LOCATE VALVES,WATER HAMMER ARRESTERS,CLEANOUTS, EQUIPMENT AND DUCTWORK DURING CONSTRUCTION. NECESSARY SUPPORTS AND HANGERS TO MAINTAIN M ETRIX FPM FEET PER MINUTE 02 OXYGEN VENT VENTILATION,VENTILATOR DAMPERS,CONTROLS AND SIMILAR COMPONENTS SO THAT INTEGRITY,SAFETY AND PROPER OPERATION OF EXISTING THEY ARE ACCESSIBLE.PROVIDE ACCESS DOORS FOR 4. PROVIDE MANUAL VOLUME DAMPER FOR EACH DIFFUSER, MECHANICAL SYSTEMS. E N G [ N E E R $ C CONDENSATE DRAIN PIPING FPS FEET PER SECOND OA OUTSIDE AIR VFD VARIABLE FREQUENCY DRIVE REGISTER,AND GRILLE. MECHANICAL EQUIPMENT INSTALLED BEHIND WALLS,ABOVE CA AIR COMPRESSOR FS FLOOR SINK OAT OUTSIDE AIR TEMPERATURE VTR VENT THRU ROOF INACCESSIBLE CEILINGS AND BELOW FLOORS.COORDINATE 5. PROVIDE DUCT ACCESS DOORS AT DUCT SMOKE DETECTORS, 6. THE OWNER HAS THE RIGHT TO RETAIN OWNERSHIP OF ANY RENTON-9- CAP CAPACITY F/S/D COMBINATION FIRE SMOKE DAMPER OBD OPPOSED BLADE DAMPER ACCESS DOOR LOCATIONS WITH ARCHITECT/ENGINEER. BACKDRAFT DAMPERS,MOTORIZED CONTROL DAMPERS,FIRE MATERIALS BEING REMOVED.DELIVER ITEMS TO THE OWNER'S INSTALL TAG ON CEILING GRID FRAME TO INDICATE LOCATION DAMPERS,SMOKE DAMPERS,COMBINATION FIRE/SMOKE REPRESENTATIVE AS INDICATED IN THE CONTRACT R CBV CIRCUIT BALANCING VALVE FT FEET,FINNED TUBE OC ON CENTER W WASTE,WATT,WIDTH AND TYPE OF EQUIPMENT THAT REQUIRES MAINTENANCE. DAMPERS,DUCT MOUNTED COILS,DUCT AIRFLOW STATIONS DOCUMENTS.NOTIFY OWNER IN WRITING AT LEAST 7 DAYS IN CC COOLING COIL FTR FINNED TUBE RADIATION OCC OCCUPIED W/ WITH PROVIDE 16 GA,STEEL,FLUSH TYPE ACCESS DOOR WITH AND LOUVER PLENUMS. ADVANCE OF DEMOLITION.] CD CEILING DIFFUSER FV FACE VELOCITY ORWL OVERFLOW RAIN WATER LEADER WB WET BULB CONCEALED HINGE AND SLOT SCREWDRIVER TYPE CAM TO CFH CUBIC FEET PER HOUR OSA OUTSIDE AIR WC WATER CLOSET LATCH.PROVIDE FACTORY PRIMED IN PAINTED SURFACE 6. PROVIDE THE FOLLOWING MINIMUM BRANCH DUCT SIZE DIFFUSERS,REGISTERS,AND GRILLES,UNLESS NOTED TOO USE CFM CUBIC FEET PER MINUTE G GAS OT OFF TOP WCO WALL CLEANOUT AREAS FOR FIELD PAINTING.PROVIDE STAINLESS STEEL FOR LARGER SIZE ON DRAWINGS: ALL OTHER AREAS.PROVIDE UL LISTED AND LABELED DOOR CH CHILLER,CABINET HEATER GAL GALLON OV OUTLET VELOCITY WH WATER HEATER WHERE FIRE-RESISTANCE RATING IS INDICATED ON 6.1. 6"0: 100 CFM CHWP CHILLED WATER PUMP GALV GALVANIZED WM WATER METER DRAWINGS.ACCESS DOOR SHALL BE SIZED SO THAT 6.2. 8"0": 200 CFM CHWR CHILLED WATER RETURN GC GENERAL CONTRACTOR W/O WITHOUT ADJACENT EQUIPMENT IS ACCESSIBLE.PROVIDE ACUDOR, 6.3. 10"0: 300 CFM CHWS CHILLED WATER SUPPLY GCWR GLYCOL COOLING WATER RETURN WPD WATER PRESSURE DROP ELMDOR,MILCOR,OR APPROVED. 6.4. 12"0: 450 CFM CHWS/R CHILLED WATER SUPPLY AND RETURN GCWS GLYCOL COOLING WATER SUPPLY WSEC WASHINGTON STATE ENERGY CODE 9. COORDINATE ATTACHMENTS TO STRUCTURE TO VERIFY THAT 6.5. 14"0: 600 CFM CI CAST IRON GCWS/R GLYCOL COOLING WATER SUPPLY AND RETURN WSFU WATER SUPPLY FIXTURE UNIT ATTACHMENT POINTS ON EQUIPMENT AND STRUCTURE CAN 6.6. 16"0: 750 CFM CL CENTER LINE GFU GAS FIRED UNIT WT WEIGHT ACCEPT SEISMIC,WEIGHT,AND OTHER LOADS IMPOSED. ENERGY CODE:(WASHINGTON STATE ENERGY CODE) CLG CEILING GPD GALLONS PER DAY WTD WATER TEMPERATURE DROP 10.MAINTAIN INDICATED FIRE AND SMOKE RATING OF WALLS, 1. MOTORS:COMPLY WITH MINIMUM FULL LOAD EFFICIENCIES CMU CONCRETE MASONRY UNIT GPH GALLONS PER HOUR PARTITIONS,CEILINGS,AND FLOORS AT MECHANICAL LISTED IN THE WASHINGTON STATE ENERGY CODE. PENETRATIONS.SEAL PENETRATIONS WITH FIRESTOP CO CLEANOUT GPM GALLONS PER MINUTE HVAC PIPING LINE MATERIAL.PROVIDE MATERIAL IN ACCORDANCE WITH ASTM E 2. PIPING AND DUCT INSULATION:COMPLY WITH THICKNESS AND COMB COMBUSTION,COMBINATION GPR GAS PRESSURE REGULATOR 814 AND UL 1479 3M OR APPROVED.COMPLY WITH TYPES LISTED IN THE WASHINGTON STATE ENERGY CODE. COND CONDENSATE GR GRILLE DESIGNATION SYMBOLS DUCTWORK SYMBOLS REQUIREMENTS SPECIFIED IN DIVISION MOT 3. DUCT SEALING:SEAL DUCT TRANSVERSE JOINTS AND CONN CONNECTION GRID GRILLES,REGISTERS,AND DIFFUSERS 11.PROVIDE FIREBLOCKING AND DRAFT STOPPING AT LONGITUDINAL SEAMS PER THE WASHINGTON STATE ENERGY s CONT CONTINUE,CONTROL GW GREASE WASTE -HVS- HEATING WATER SUPPLY '� NEW DUCTWORK MECHANICAL PENETRATIONS IN COMBUSTIBLE CONCEALED CODE. I��.� SPACES PER THE INTERNATIONAL BUILDING CODE. CONTR CONTRACTOR GWB GYPSUM WALLBOARD -HVR- HEATING WATER RETURN I--'-T--'--'-T--'--1 RISE OR DROP DIRECTION 4. RECORD DRAWINGS:PROVIDE PER THE WASHINGTON STATE COP COEFFICIENT OF PERFORMANCE GWH GAS WATER HEATER -LHVS- CHILLED WATER SUPPLY OF AIR FLOW 12.REFER TO TYPICAL DETAILS PROVIDED IN THIS DWG SET FOR ENERGY CODE. DUCTWORK,PIPING,AND EQUIPMENT INSTALLATION. 5. OPERATION AND MAINTENANCE MANUALS:PROVIDE PER THE CP CONDENSATE PUMP -CHVR- CHILLED WATER RETURN INTERNALLY LINED DUCT CONTRACTOR IS RESPONSIBLE FOR CONFORMANCE WITH --------- WASHINGTON STATE ENERGY CODE. CT COOLING TOWER HB HOSE BIBB 1�� may, DETAILS. CU CONDENSING UNIT,CUBIC HC HEATING COIL DUAL TEMPERATURE HEATING AND I--�� MANUAL VOLUME DAMPER 6. MAINTENANCE STAFF SYSTEMS OPERATIONAL TRAINING: OTS COOLING WATER SUPPLY 13.LOCATIONS AND SIZES OF FLOOR,WALL,AND ROOF OPENINGS PROVIDE PER THE WASHINGTON STATE ENERGY CODE. CV CHECK VALVE,CONSTANT VOLUME HD HEAD SHALL BE COORDINATED WITH OTHER TRADES INVOLVED. CW DOMESTIC COLD WATER HOR HORIZONTAL -DTR- DUAL TEMPERATURE HEATING AND BDD INCLUDE IN THE COST OF MECHANICAL WORK,CUTTING, 7. SYSTEM BALANCING:PROVIDE PER THE WASHINGTON STATE CWP CONDENSER WATER PUMP HP HEAT PUMP,HORSEPOWER COOLING WATER RETURN BACKDRAFT DAMPER CORING,PATCHING AND PAINTING OF EXISTING WALLS, ENERGY CODE. CEILINGS,FLOORS AND ROOFS AS REQUIRED TO 8. MECHANICAL SYSTEMS COMMISSIONING:PROVIDE PER THE CWR CONDENSER WATER RETURN HPC HIGH PRESSURE CONDENSATE -CVS- CONDENSER WATER SUPPLY ACCOMMODATE WORK AS INDICATED IN THE MECHANICAL WASHINGTON STATE ENERGY CODE. CWS CONDENSER WATER SUPPLY HPS HIGH PRESSURE STEAM MOTOR OPERATED DAMPER CONTRACT DOCUMENTS,UNLESS SPECIFICALLY SHOWN ON CVR- CONDENSER WATER RETURN CWS/R CONDENSER WATER SUPPLY AND RETURN HR HOUR ARCHITECTURAL DRAWINGS. 9. THIS BUILDING AND ITS ENERGY SYSTEMS HAVE BEEN -GCVS- GLYCOL COOLING WATER SUPPLY DESIGNED TO COMPLY WITH THE WASHINGTON STATE HRU HEAT RECOVERY UNIT 14.PROVIDE ELASTOMERIC FOAM MATERIAL ON MECHANICAL ENERGY CODE.CONTRACTOR IS RESPONSIBLE FOR CORRECT DB DRY BULB HT HEIGHT -GCVR- GLYCOL COOLING WATER RETURN DUCT SMOKE DETECTOR EQUIPMENT THAT PRESENT A SAFETY HAZARD.PAINT FOAM INSTALLATION OF ENERGY CONSERVATION MEASURES. DC DUCT COIL,DUST COLLECTOR HTR HEATER HU MAKEUP WATER MATERIAL WHITE. 15.THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE 10.BUILDING PRESSURE TESTING:COORDINATE PHASING COF A DOC DIRECT DIGITAL CONTROL HX HEAT EXCHANGER FIRE DAMPER BUILDING ENVELOPE LEAKAGE TESTING WITH MECHANICAL C CONDENSATE DRAIN PIPING SAFEKEEPING OF HIS OWN PROPERTY ON THE JOB SITE. DDCV DOUBLE DETECTOR CHECK VALVE HVAC HEATING,VENTILATION&AIR CONDITIONING SYSTEM SCOPES OF WORK.TEMPORARILY CAP SYSTEMS HPS- HIGH PRESSURE STEAM OWNER ASSUMES NO RESPONSIBILITY FOR PROTECTION OF REQUIRED TO FACILITATE LEAKAGE TESTING SCOPE OF WORK. DEPT DEPARTMENT HW DOMESTIC HOT WATER PROPERTIES AGAINST FIRE,E,THEFT AND ENVIRONMENTAL ° DEG DEGREE HWC DOMESTIC HOT WATER CIRCULATING -HPS- MEDIUM PRESSURE STEAM SMOKE DAMPER CONDITIONS. NON-STRUCTURAL MECHANICAL COMPONENTS: DF DRINKING FOUNTAIN HWR HEATING WATER RETURN -LPS- LOW PRESSURE STEAM 16.CLEAN THE JOB SITE DAILY AND REMOVE FROM THE PREMISES 1. THE FOLLOWING ITEMS ARE TAKEN DIRECTLY FROM THE DFU DRAINAGE FIXTURE UNIT HWS HEATING WATER SUPPLY COMBINATION FIRE/SMOKE DAMPER ANY DIRT AND DEBRIS CAUSE BY THE PERFORMANCE OF THE INTERNATIONAL BUILDING CODE AND FROM THE AMERICAN IIPC- HIGH PRESSURE CONDENSATE DH DUCT HEATER HWSIR HEATING WATER SUPPLY AND RETURN WORK INCLUDED IN THIS CONTRACT.BEFORE SUBSTANTIAL SOCIETY OF CIVIL ENGINEERS(ASCE)STANDARD 7-10.THE DI DUCTILE IRON HZ HERTZ -WC- MEDIUM PRESSURE CONDENSATE *R HORIZONTAL FIRE DAMPER COMPLETION,CLEAN EQUIPMENT,FIXTURES,EXPOSED DUCTS, CONTRACTOR SHALL REFER TO THE ABOVE FOR ADDITIONAL UPC- LOW PRESSURE CONDENSATE PIPING AND SIMILAR ITEMS. INFORMATION,EXCEPTIONS,AND FURTHER DESCRIPTIONS. DIA DIAMETER �,�q THE CONTRACTOR SHALL ADHERE TO REQUIREMENTS AND AS DIAG DIAGRAM IAQ INDOOR AIR QUALITY PC- "ER HORIZONTAL SMOKE DAMPER 17.PROVIDE EQUIPMENT THAT FITS INTO THE SPACE ALLOTTED SUCH,SHALL BE INCLUDED WITHIN BID. PUMPED CONDENSATE AND ALLOWS ADEQUATE ACCEPTABLE CLEARANCE FOR DIFF DIFFERENTIAL I.E. INVERT ELEVATION INSTALLATION,REPLACEMENT,ENTRY,SERVICING AND 2. IBC 1613.1 SCOPE:ARCHITECTURAL,MECHANICAL, DIM DIMENSION IN INCH `�� LL- REFRIGERANT LIQUID LINE SIca FIRE/SMOKE DAMPER HORIZONTAL COMBINATION MAINTENANCE.COORDINATE WITH OTHER TRADES TO ENSURE ELECTRICAL,AND NON-STRUCTURAL COMPONENTS THAT ARE DN DOWN INCL INCLUDING SL REFRIGERANT SUCTION LINE I� ,■.�.�. NO CONFLICT WITH REQUIRED CLEARANCES. PERMANENTLY ATTACHED TO STRUCTURES AND THEIR DOAS DEDICATED OUTDOOR AIR SYSTEMS INT INTERNAL G LOW PRESSURE NATURAL GAS I "� FLEXIBLE CONNECTION 18.PROVIDE OFFSETS IN PIPING WHERE PLUMBING/PIPING WALL SUPPORTS AND ATTACHMENTS SHALL BE DESIGNED AND IS LOCATED DIRECTLY ABOVE STRUCTURE.OFFSET PIPING CONSTRUCTED TO RESIST THE EFFECTS OF EARTHQUAKE DP DIFFERENTIAL PRESSURE INV INVERT -WG- MEDIUM PRESSURE NATURAL GAS MOTIONS IN ACCORDANCE WITH ASCE 7-10,EXCLUDING Uy UNDERCUT DOOR INTO CASEWORK OR SHAFT TIGHT TO WALL AND BACK INTO CHAPTER 14 AND APPENDIX 11A. DTS DUAL TEMPERATURE HEATING AND COOLING WATER IRR IRRIGATION WATER FO- FUEL OIL WALL ONCE BELOW STRUCTURE.REFER TO STRUCTURAL SUPPLY ISP INTERNAL STATIC PRESSURE ® ® DRAWINGS. 3. IBC 1705.11 CONTRACTOR RESPONSIBILITY:THE -FEW- FUEL OIL VENT SUPPLY AIR DUCT SECTION CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND DUAL TEMPERATURE HEATING AND COOLING WATER 19.BUILDING SPACE IS LIMITED.STRONG ATTENTION TO DETAIL DTR CONSTRUCTION OF S FORCE-RESISTING SYSTEM, RETURN KW KILOWATT � � RETURN OR OUTSIDE AIR DUCT SECTION AND CARE MUST BETAKEN WHEN DEVELOPING SHOP DESIGNATED SEISMICIC SYSTEM,OR SEISMIC-RESISTING SEAL DRAWING SO ROUTING IS COORDINATED WITH OTHER DTS/R DUAL TEMPERATURE HEATING AND COOLIN WATER DISCIPLINES. COMPONENT LISTED IN THE STATEMENT OF SPECIAL ° SUPPLY AND RETURN L LENGTH ® ® EXHAUST AIR DUCT SECTION INSPECTIONS. DX DIRECT EXPANSION LAT LEAVING AIR TEMPERATURE CONTROLS 20.MATERIALS WITHIN PLENUMS SHALL BE NONCOMBUSTIBLE OR q HANGERS AND SEISMIC BRACING FOR THE MECHANICAL DWG DRAWING LAV LAVATORY RECTANGULAR DUCT UP SHALL HAVE A FLAME SPREAD INDEX OF NOT MORE THAN 25 SYSTEMS SHALL BE DESIGNED AND PROVIDED BY THE W. ROOM THERMOSTAT SENSOR AND A SMOKE-DEVELOPED INDEX OF NOT MORE THAN 50 MECHANICAL CONTRACTOR.REFER TO CONTRACTOR SHOP p OF DWP DOMESTIC WATER PUMP LB POUND "THERMOSTAT" WHEN TESTED IN ACCORDANCE WITH ASTM E 84 OR UL 723. V 7v, C yl�;�;� DRAWINGS FOR LOCATIONS OF EQUIPMENT AND HUNG LBS/HR POUNDS PER HOUR Imo' RECTANGULAR DUCT DOWN Q 21.MECHANICAL EQUIPMENT,PACKAGED UNITS,CONTROL MECHANICAL SYSTEMS.THE MECHANICAL CONTRACTOR F 0 (E) EXISTING LD LINEAR DIFFUSER QS FLAT PLATE TEMPERATURE SENSOR PANELS,MOTOR STARTER,MOTOR CONTROLLERS,VARIABLE SHALL COORDINATE THE SUPPORT SYSTEMS AND DESIGN q z EA EACH,EXHAUST AIR LF LINEAR FEET ® ROOM PRESSURE SENSOR ROUND DUCT UP FREQUENCY DRIVES AND SIMILAR EQUIPMENT SHALL CARRY A LOADS FOR HUNG MECHANICAL SYSTEMS WITH THE GENERAL p 4P 40508A EAT ENTERING AIR TEMPERATURE LL REFRIGERANT LIQUID LINE SHORT CIRCUIT CURRENT RATING(SCCR)EQUAL TO OR CONTRACTOR AND OTHER TRADES THAT MAY BE IMPACTED. ECG EGGCRATE GRILLE LPC LOW PRESSURE CONDENSATE 0 ROOM HUMIDITY SENSOR ROUND DUCT DOWN GREATER THAN AVAILABLE FAULT CURRENT DELIVERED FROM [EXISTING MECHANICAL: �O1VAyF� ELECTRICAL SYSTEM.INCLUDE VISIBLE FACTORY NAMEPLATE ROOM CARBON MONOXIDE SENSOR EDH ELECTRIC DUCT HEATER LPS LOW PRESSURE STEAM ® FOR SUCH EQUIPMENT INDICATING SCCR OF EQUIPMENT IN 1. WORK SHALL BE PERFORMED IN A CLEAN AND WORKMANLIKE EER ENERGY EFFICIENCY RATIO LRA LOCKED ROTOR AMPS iFH'H'FHiFH'FH'H'FF FLEXIBLE DUCTWORK ACCORDANCE WITH UL 1995 AND UL 508A. MANNER.CARE SHALL BE EXERCISED TO MINIMIZE ANY EF EXHAUST FAN LVG LEAVING CO ROOM CARBON DIOXIDE SENSOR PIPING: INCONVENIENCE OR DISTURBANCE TO OTHER AREAS OF THE BUILDING WHICH ARE TO OF TEMPORARY PARTITIONS AND/OR REMAIN IN OPERATION.ISOLATE WORK AREAS BY MEANS EFF EFFICIENCY LVR LOUVER 1. PROVIDE AN AUTOMATIC AIR VENT AT THE HIGH POINT OF O ROOM NITROGEN DIOXIDE SENSOR WET RABBIT- EACH DROP IN THE HEATING WATER,CHILLED WATER,AND TARPS TO KEEP DUST AND DIRT WITHIN THE CONSTRUCTION DIFFUSER, REGISTER, OTHER CLOSED WATER PIPING SYSTEMS.PIPE VENT TO AREA, ARLINGTON REFERENCE SYMBOLS OCCUPANCY SENSOR NEAREST DRAIN.PIPING SHALL GRADE TO LOW POINTS. 2 EXISTING MATERIALS THAT ARE REMOVED SHALL NOT BE FD VARIABLE FREQUENCY DRIVE AND GRILLE SYMBOLS PROVIDE HOSE END DRAIN VALVES AT THE BOTTOM OF RISERS �/ �{ AND LOW POINTS. REUSED IN NEW SYSTEMS,EXCEPT WHERE INDICATED AS NEW MECHANICAL WORK / REVISION CLOUD INDICATES WHERE TR STARTER OR STARTER/DISCONNECT XCF BEING RELOCATED. © X� AIR DEVICE TAG 2. VALVES SHALL BE INSTALLED SO THAT VALVE REMAINS IN ° EXISTING MECHANICAL WORK SECTION APPEARS ®p DIRECT DIGITAL CONTROL PANEL CFM SERVICE WHEN EQUIPMENT OR PIPING ON EQUIPMENT SIDE 3. WHERE INDICATED,DUCTWORK AND PIPING OR PORTIONS OF SUPPLY DIFFUSER OF VALVE IS REMOVED. DUCTWORK AND PIPING SHALL BE REUSED.REFER TO EXISTING MECHANICAL WORK Q INDICATES REVISION&NUMBER DP DIFFERENTIAL PRESSURE TRANSMITTER ISSUED/REVISED DATE TO BE DEMOLISHED ----------- CONTROL WIRING PERMIT/BID SET 05.09.24 ------- ENLARGED PLAN BORDER FLAG NOTE RETURN OR RELIEF GRILLE $ SWITCH MATCHLINE AHU-XXX EQUIPMENT IDENTIFIER ® EXHAUST GRILLE 1 SECTION IDENTIFIER POINT OF CONNECTION SIDEWALL GRILLE(SUPPLY),LOUVER(EXHAUST OR RETURN) MX.X I�I NORTH ARROW SIDEWALL GRILLE(RETURN OR EXHAUST), t I�-'r �I LOUVER(OUTSIDE) DETAIL OR DRAWING IDENTIFIER MX.X � LINEAR GRILLE QMECHANICAL ACCESS O � ROUND DIFFUSER PERMITIBID SET 05,09.24 MECHANICAL LEGEND AND GENERAL NOTES M 1 .01 r 4 3 4 5 6 , e 5 ,4 „ ,o VRF HEAT PUMP SCHEDULE TAG AREA MANUFACTURER/MODEL ASSOCIATED HEATING COOLING SOUND DIMENSIONS WEIGHT NOTES SERVED INDOOR UNIT TOTAL [HSPF][COP] TOTAL [SEER][EER] MCA MOP VOLTAGE/ CAPACITY CAPACITY PHASE LEVEL (LxWxHT) BTU BTU AMPS AMPS V/0 ( dBA) (INANAN LBS , a HP-1 MANAGER'S OFFICE 106/CUSTOMER SERVICE 107 TRANE NTXMMX24A132AA FCU-1/FCU-2 14,000 9.5 22,000 18.1 22.1 25 208/1 51 13x38x32 137 1,2,3,4 NOTES: 1)ARI LISTED WITH ALL STANDARD FEATURES,INSTALLATION ACCESSORIES AND COMPRESSOR SHORT CYLING PROTECTION.FILTER DRIVER,REFRIGERANT LINE FILTER,LIQUID SOLENOID VALVE,AND SAFETY PRESSURE SWITCHES.INSTALL REGRIGERANT TUBING AND LENGTH IN STRICT ACCORDANCE WITH MANUFACTURER'S RECOMMENDATION. 2)REFRIGERANT SHALL BE R-41 OA. 3)MOUNT UNIT ON ROOF WITH PRESSURE-TREATED SLEEPER SUPPORTS. SDH Architect 2242 NW RESERVE CAMP CT BEND,OR 97703 VRF FAN COIL UNIT SCHEDULE 206.369.8881 TAG AREA LOCATION MOUNTING/ MANUFACTURER/MODEL ASSOCIATED FAN DIMENSIONS WEIGHT NOTES SERVED DISCHARGE OUTDOOR UNIT FLOW ESP VOLTAGE/ MCA MOP VOLTAGE/ owxea PHASE PHASE (LxWxHT) CFM IN WC V/0 AMPS AMPS V/0 INANAN LBS FCU-1 MANAGER'S OFFICE 106 FIRST FLOOR WALL TRANE NTXWST12A112A HP-1 400 0.1 208/1 1 15 208/1 37x1Gx13 29 1,2,3 FCU-2 CUSTOMER SERVICE 107 FIRSTFLOOR WALL TRANE NTXWST12A112A HP-1 400 0.1 20811 1 15 208/1 32x10x12 22 1,2,3 c NOTES: 1)REFRIGERANT SHALL BE R-410A. WETRABBIT 2)FIELD WIRE MUST BE RATED FOR AT LEAST 194°F. EXPRESS CAR WASH 3)PROVIDE CONDENSATE DRAIN PIPING SLOPED BY GRAVITY TO DISCHARGE INTO TAILPIECE OF CUSTOMER SERVICE SINK TAILPIECE. WET RABBIT LLC 3213 W.WHEELER ST#750 EXHAUST FAN SCHEDULE SEATTLE,WA98199 TAG AREA LOCATION TYPE MANUFACTURER/MODEL FAN MOTOR DRIVE DIMENSIONS WEIGHT NOTES 206-284-8200 SERVED FLOW ESP SPEED POWER SPEED VOLTAGE/PHASE TYPE (LxWxHT) CFM IN WC RPM RPM V/0 INANAN LBS EF-1 ELECTRICAL ROOM 102 FIRST FLOOR INLINE GREENHECK CSP-A200 200 0.25 825 180 W 900 11511 DIRECT 14x12x10 25 1,2 C-U—T EF-2 EQUIPMENT ROOM 103 FIRST FLOOR WALL MOUNTED COOK 14XP50D15 1000 0.25 - 1/8 HP 115/1 DIRECT 1,3 M ETRIX EF-3 ELECTRICAL ROOM 102 FIRST FLOOR INLINE GREENHECK CSP-A200 200 0.25 825 180 W 900 115/1 DIRECT 14x12x10 25 1,2 EF-4 STORAGENAC ROOM FIRST FLOOR ROOF MOUNTED GREENHECK/CUBE-160-7 3000 0.5 1214 3/4 HP 1725 460/3 DIRECT 22x22x30 84 1,4,5,7 E N G I N E E R S EF-5 STORAGENAC ROOM FIRST FLOOR WALL MOUNTED GREENHECK/AER-20 3000 0.5 1750 2HP 1200 115/1 1 DIRECT I 33x12x4 295 1,4,6,7 AlE NOTES: 1)PROVIDE BACKDRAFT DAMPER. 2)PROVIDE LINE-VOLTAGE COOLING-ONLY THERMOSTAT SET TO 85°F.COORDINATE WITH ELECTRICAL CONTRACTOR. 3)PROVIDE WITH OSHA WIRE GUARD,WALL COLLAR,GSS WALL SHUTTER,BIRD SCREEN,AND OUTSIDE AIR EXHAUST HOOD. 4)PROVIDE LINE-VOLTAGE COOLING-ONLY THERMOSTAT SET TO 90"F.COORDINATE WITH ELECTRICAL CONTRACTOR. 5)FAN SHALL OPERATE DURING THE SUMMER MONTHS. 6)FAN SHALL OPERATE DURING THE WINTER MONTHS. 7)PROVIDE WITH WALL COLLAR. ENERGY RECOVERY VENTILATOR SCHEDULE TAG AREA LOCATION MANUFACTURER/MODEL FAN ELECTRICAL DIMENSIONS WEIGHT NOTES SERVED FLOW ESP. VOLTAGE/ WATTS AMPS PHASE (LxWxHT) CFM IN WC V/0 INzINzIN LBS ERV-1 CAR WASH SUPPORT AREAS CEILING LOSSNAY/LGH-F30ORVX-E 100 0.15 120/1 155 1.17 42x42x14 75 1,2 NOTES: 1)PROVIDE BACKDRAFT DAMPERS ON EXHAUST FANS. E 2)PROVIDE EXTERIOR WALL CAP. DIFFUSER AND GRILLE SCHEDULE TAG MANUFACTURER/MODEL TYPE MATERIAL FINISH FACE FACE DUCT MOUNTING PATTERN DAMPERS ACCESSORIES NOTES NOTE 13 STYLE SIZE INLET B PRICE/SMCD MODULAR CORE SUPPLY DIFFUSER ST WHITE - 24x24 NOTE 1 NOTE 2 - NONE - - E PRICE/80F EGGCRATE GRILLE AL WHITE - 12x12 NOTE 1 NOTE 2 - NONE - - R PRICE/530RL RETURN/EXHAUST GRILLE ST WHITE - 24x12 NOTE 1 NOTE 2 - NONE - - NOTES: 1)SEE AIR DEVICE TAG FOR DUCT INLET SIZE. 2)COORDINATE BORDER TYPE(SURFACE MOUNT,SNAP IN,LAY-IN,SPLINE,DROPPED FACE,AND BEVELED DROP FACE)WITH ARCHITECTURAL CEILING PLANS. 3)SEE AIR DEVICE TAG FOR DUCT INLET SIZE. 4)DUCT SIZE SHALL MATCH LOUVER SIZE UNLESS OTHERWISE NOTED. 5)DIFFUSER SHALL BE SIZED BY MANUFACTURER REP.INC LEVELS SHALL NOT EXCEED 30 AND PRESSURE DROP SHALL NOT EXCEED 0.1". AIR-HANDLING UNIT SCHEDULE TAG AREA LOCATION MANUFACTURER/MODEL SUPPLY FAN GASFURNACE DIMENSIONS WEIGHT NOTES SERVED AIRFLOW QTY ESP MOTOR MAX VOLTAGE/ INPUT OUTPUT CONTROL EFF EAT LAT GAS GAS VOLTAGE/ FANS SPEED PHASE CAPACITY CAPACITY PRESSURE RUNOUT PHASE (LxWxHT) CFM # IN #-HP RPM V/0 MBH MBH % °F "F IN WC IN V/0 INANAN (U.S) AHU-1 EQUIPMENT ROOM TUNNEL EQUIPMENT ROOM TRANE/GZAA15PAGFONIA 2400 1 - 1 - 120/1 150 - MODULATING 80 40 85 6 4-Mar 120/1 - - - O OF W. uHi Z 8 �ONALF.� WET RABBIT- ARLINGTON ISSUED/REVISED DATE PERMIT/BID SET 05.09.24 A PERMIT/BID SET 05.09.24 MECHANICAL SCHEDULES M 1 .02 r DESIGN ARCHIDECI GENERAL NOTES: 1. GENERAL CONTRACTOR TO INSPECT EXISTING CONDITIONS PRIOR TO CONSTRUCTION. FLAG NOTES: PROVIDE 16"x8"LOUVER WITH MOTORIZED DAMPER SE H INTERLOCKED WITH ENERGY RECOVERY VENTILATOR. PROVIDE 24"x12"LOUVER WITH MOTORIZED DAMPER INTERLOCKED WITH EXHAUST FAN. PROVIDE 30"x36"LOUVER WITH MOTORIZED DAMPER SDH Architect INTERLOCKED WITH EXHAUST FAN(EF-2). 2242 NW RESERVE CAMP CT PROVIDE 30"x24"LOUVER WITH MOTORIZED DAMPER BEND,OR 97703 INTERLOCKED WITH EXHAUST FAN. 206.369.8881 PROVIDE 30"x36"LOUVER WITH MOTORIZED DAMPER INTERLOCKED WITH EXHAUST FAN. PROVIDE 36"z48"DOOR LOUVER IN VAC ROOM DOOR. Dwxea (OR EQUIVALENT SIZED LOVER WITH A MINIMUM OF 8.5 SF FREE AREA.) 7� LOCATE AIR INTAKE A MINIMUM OF 10 FT AWAY FROM ANY EXHAUST LOUVERS. S� PROVIDE POWER VENT THRU ROOF. G INTERLOCK MOTORIZED DAMPER WITH EXHAUST FAN. NETRABBIT EXPRESS CAR WASI1 WET RABBIT LLC 3213 W.WHEELER ST#750 SEATTLE,WA 98199 206-284-8200 1 T 3 4 5 6 METRIX Cl- E N G IN E ER S A I II II I I u u I I I I I I I I I I I E I I I I I I I I ----- S 18x12 ---` --- S 1gx12 600 600 { 50 D 7 1 —8.0 6 60 S 5 B 1� L —1 m �� `� EF-5 III F-7ERV-1 8"0 I 16 16z 8S1x�8 / 8 8'0 6" S16x S8 M. 6 �>16"x6"UP TO EF `max II 14"0 16"0 18"0 8"0 r8"0 FCU-1 g0 TWH S 16x8 _ S i6x8 S i6x8 S 16x8 j \ \ S 5� EF-1 O 4 150 �` 150 150 150 ''i \ \ 12z12 1 `1 EF-3 EF-2 1 1 I —12x12 C — 'TVVH-2 — — — } O ! } i 2 O i \ s 2 / 4 T 3 senL 40508 O OF W.4S 0 N 2 SlONAL EC, sfr�(z� WET RABBIT- 1 MECHANICAL- FLOOR PLAN T ARLINGTON M1.01 SCALE=1/4"=V ISSUED/REVISED DATE PERMIT/BID SET 05.09.24 A PERMIT/BID SET 05,09.24 MECHANICAL- FLOOR PLAN M2.01 r 7 DE— FLAG NOTES: 1� PROVIDE CONCENTRIC VENT TERMINATION ABOVE THE ROOF IN ACCORDANCE WITH TANKLESS WATER HEATER MANUFACTURER'S INSTRUCTIONS. MOUNT OUTDOOR HEAT PUMP UNIT ON ROOF WITH PRESSURE-TREATED SLEEPERS.ROUTE REFRIGERANT PIPING BETWEEN OUTDOOR UNIT AND INDOOR UNITS IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. SDIH Arch SDH Architect 2242 NW RESERVE CAMP CT BEND,OR 97703 206.369.8881 G OW NETUBBIT EXPRESS CAR WAS� WET RABBIT LLC 3213 W.WHEELER ST#750 SEATTLE,WA 98199 206-284-8200 CNEULTANT METRIX E N G I N E E R S 1 2 3 4 5 6� A 0 E G I � I 2 HP-1 ® EFA c senL o -�>O- - -o< "< ° O ofWF '� a o 4 N 2 PO 9 40508�0 STER �� I I I I I ss�omai.E� 511�2� WET RABBIT- ARLINGTON ISSUED/REVISED DATE (�MECHANICAL ROOF PLAN PERMITIBID SET 05.09.24 M202 SCALE=1/4"=1' PERMIT/BID SET 05.09.24 MECHANICAL ROOF PLAN M2.02 PLUMBING LINE FIRE PROTECTION LINE ABBREVIATIONS: DESIGNATION SYMBOLS DESIGNATION SYMBOLS BUILDING CODE INFORMATION: PLUMBING SHEET INDEX O DIAMETER,PHASE EG EXHAUST GRILLE LINT LEAVING WATER TEMPERATURE SPEC SPECIFICATION 2018 UNIFORM PLUMBING CODE P1.01 PLUMBING LEGEND AND GENERAL NOTES EJ EXPANSION JOINT SQ SQUARE - DOMESTIC COLD WATER(POTABLE) F FIRE SPRINKLER 20181NTERNATIONAL BUILDING CODE P1.02 PLUMBING SCHEDULES&RISER DIAGRAMS A COMPRESSED AIR ELEC ELECTRIC MAT MIXED AIR TEMPERATURE SRV SAFETY RELIEF VALVE --- DOMESTIC HOT WATER(POTABLE) FD DRY FIRE SPRINKLER P2.00 UNDERGROUND PLUMBING PLAN AAV AUTOMATIC AIR VENT ELEV ELEVATION MAV MANUAL AIR VENT SS STAINLESS STEEL ABV ABOVE EMCS ENERGY MANAGEMENT CONTROL SYSTEM MAX MAXIMUM ST STORAGE TANK,SOUND TRAP -____ DOMESTIC HOT WATER CIRCULATING P2.01 PLUMBING FLOOR PLAN a AC AIR CONDITIONING UNIT ENT ENTERING MBH THOUSANDS OF BTUH STD STANDARD -MPCV- NON POTABLE COLD WATER PIPING ELEMENTS/VALVING P2.02 PLUMBING ROOF PLAN AD AREA DRAIN,ACCESS DOOR EQUIP EQUIPMENT MCA MINIMUM CIRCUIT AMPACITY STM STEAM P3.01 GAS PIPING PLAN ADA AMERICANS WITH DISABILITIES ACT ESP EXTERNAL STATIC PRESSURE MECH MECHANICAL STIR STARTER,STRUCTURAL NPHV- NON-POTABLE HOT WATER �- VALVE AFF ABOVE FINISHED FLOOR ET EXPANSION TANK MED MEDIUM SUCT SUCTION -NPHVC- NON-POTABLE HOT WATER CIRCULATING N CHECK VALVE AFUE ANNUAL FUEL UTILIZATION EFFICIENCY ETC AND SO FORTH MERV MINIMUM EFFICIENCY REPORTING VALUE SUP SUPPLY IRR- IRRIGATION WATER AHJ AUTHORITY HAVING JURISDICTION EUH ELECTRIC UNIT HEATER MFR MANUFACTURER SANTARY SEWER ABOVEGROUND BALANCING VALVE SDH Architect AHU AIR HANDLING UNIT EVAP EVAPORATOR,EVAPORATIVE MIN MINIMUM TAB TESTING,ADJUSTING AND BALANCING I THREE WAY CONTROL VALVE 2242 NW RESERVE CAMP CT ALT ALTERNATE EW EYE WASH MISC MISCELLANEOUS TDH TOTAL DYNAMIC HEAD SANITARY SEWER UNDERGROUND TWO WAY CONTROL VALVE BEND,OR 97703 ALUM ALUMINUM EWC ELECTRIC WATER COOLER MOCP MAXIMUM OVERCURRENT PROTECTION TEMP TEMPERATURE ------- VENTPIPING 206.369.8881 AMB AMBIENT EWH ELECTRIC WATER HEATER MPC MEDIUM PRESSURE CONDENSATE TG TRANSFER GRILLE N- GREASE WASTE ABOVEGROUND SOLENOID VALVE APO AIR PRESSURE DROP EWT ENTERING WATER TEMPERATURE MPG MEDIUM PRESSURE GAS TOD TOP OF DUCT DdG PRESSURE REDUCING VALVE(PRV) N- GREASE WASTE UNDERGROUND APPROX APPROXIMATE EX EXHAUST MPS MEDIUM PRESSURE STEAM TOE TOP OF FOOTING 19Bvmea ARCH ARCHITECT EXT EXTERIOR,EXTERNAL MS MOP SINK TOP TOP OF PIPE ACID RESISTANT(CHEMICAL)WASTE TEMPERATURE/PRESSURE RELIEF VALVE AMERICAN SOCIETY OF HEATING,REFRIGERATION MTD MOUNTED TP TOTAL PRESSURE ABOVEGROUND GENERAL NOTES: ASHRAE AND AIR-CONDITIONING ENGINEERS,INC. F FIRE SPRINKLER MU MAKEUP WATER TPRV TEMPERATURE/PRESSURE RELIEF VALVE ACID RESISTANT(CHEMICAL)WASTE RELIEF/SAFETY VALVE GENERAL: WATER TUBE,PIPE,FITTINGS,JOINING MATERIALS, UNDERGROUND MF ATM ATMOSPHERE -F DEGREES FAHRENHEIT MUA MAKEUP AIR UNIT TSP TOTAL STATIC PRESSURE MANUAL AIR VENT 1. COORDINATE MECHANICAL WORK WITH ELECTRICAL, SPECIALTIES,PLUMBING EQUIPMENT,PLUMBING FIXTURES, AV ACID RESISTANT(CHEMICAL)VENT FC FLEXIBLE CONNECTOR,FLUID COOLER T'STAT THERMOSTAT AV- ACID RESISTANT(CHEMICAL)VENT PIPING AAV4 AUTOMATIC AIR VENT ARCHITECTURAL,STRUCTURAL,CIVIL AND LANDSCAPE WORK AND PLUMBING FITTINGS. AW ACID RESISTANT(CHEMICAL)WASTE FCO FLOOR CLEANOUT (N) NEW TU TERMINAL UNIT A COMPRESSED AIR (EXTEND DISCHARGE TO DRAIN) SHOWN ON OTHER CONTRACT DOCUMENTS.PROVIDE 2. PROVIDE WATER HAMMER ARRESTORS IN DOMESTIC WATER c FCU FAN COIL UNIT NA NOT APPLICABLE TYP TYPICAL FM ADDITIONAL OFFSETS FOR COORDINATED INSTALLATION PIPING IN ACCORDANCE WITH PDI-WH 2O1. B BOILER FD FLOOR DRAIN NC NOISE CRITERIA,NORMALLY CLOSED -VAC- VACUUM li FLOW METER WHERE REQUIRED. 3. PROVIDE LINE SIZE STRAINER UPSTREAM OF EACH BACKFLOW BDD BACKDRAFT DAMPER F/D FIRE DAMPER NEG NEGATIVE UH UNIT HEATER -RVL- RAIN WATER LEADER AUTOMATIC FLOW CONTROL VALVE 2. COORDINATE HVAC,PLUMBING AND FIRE PROTECTION WORK PREVENTER,WATER PRESSURE REDUCING VALVE,CONTROL EXPRESS CAR WAS� PRIOR TO INSTALLATION.DUCTWORK AND EQUIPMENT VALVE,SOLENOID VALVE AND PUMP.PROVIDE SHUTOFF BE BELOW FLOOR FDC FIRE DEPARTMENT CONNECTION NO NORMALLY OPEN UNOCC UNOCCUPIED -GRVL- OVERFLOW RAIN WATER LEADER DIRECTION OF FLOW ACCESS TAKES PRECEDENCE OVER PIPING FOR AVAILABLE VALVE ON EACH SIDE OF STRAINER. WET RABBIT LLC BFF BELOW FINISHED FLOOR FFD FUNNEL FLOOR DRAIN NO. NUMBER UP/DN UP AND DOWN R SPACE. 3213 W.WHEELER ST#750 DIRECTION OF PITCH-RISE OR DROP 4. VALVES,EXPANSION FITTINGS/LOOPS,AND PIPING BHP BRAKE HORSEPOWER FLA FULL LOAD AMPS NOM NOMINAL URN URINAL HVAC PIPING LINE STRAINER 3. WHERE USED,THE TERM"PROVIDE"SHALL MEAN"FURNISH SPECIALTIES SHALL BE FULL SIZE OF PIPE UNLESS NOTED SEATTLE,WA 98199 BLDG BUILDING FLR FLOOR NP NON-POTABLE ~ AND INSTALL". OTHERWISE. BLW BELOW FLEX FLEXIBLE NPCW NON-POTABLE COLD WATER V VENT,VOLTS DESIGNATION SYMBOLS STRAINER WITH BLOW OFF VALVE 4. MAINTAIN A MINIMUM OF 6'-B"CLEARANCE TO UNDERSIDE OF PIPING: 206-284-8200 BOD BOTTOM OF DUCT FO FUEL OIL, FLAT OVAL NPHW NON-POTABLE HOT WATER VAC VACUUM -------lI�-- UNION DUCTS,PIPES,CONDUITS,SUSPENDED EQUIPMENT,ETC.,IN 1. PROVIDE AN AUTOMATIC AIR VENT AT THE HIGH POINT OF BOP BOTTOM OF PIPE FOG FUEL OIL GAGE NPHWC NON-POTABLE HOT WATER CIRCULATING VAV VARIABLE AIR VOLUME UNIT -HVS- HEATING WATER SUPPLY MECHANICAL ROOM ACCESS SPACES. EACH DROP IN THE HEATING WATER,CHILLED WATER,AND DD"�1eTPNf BOT BOTTOM FOP FUEL OIL PUMP NPW NON-POTABLE WATER VB VACUUM BREAKER -NVR �- ANCHOR OTHER CLOSED WATER PIPING SYSTEMS.PIPE VENT TO- HEATING WATER RETURN 5. COORDINATE EQUIPMENT CONNECTIONS WITH NEAREST DRAIN.PIPING SHALL GRADE TO LOW POINTS. BTU BRITISH THERMAL UNIT FOV FUEL OIL VENT NTS NOT TO SCALE VD VOLUME DAMPER �- GUIDE MANUFACTURERS'CERTIFIED DRAWINGS.COORDINATE AND METRIX CMVS- CHILLED WATER SUPPLY PROVIDE DUCT AND PIPING TRANSITIONS REQUIRED FOR PROVIDE HOSE END DRAIN VALVES AT THE BOTTOM OF RISERS BTUH BRITISH THERMAL UNIT PER HOUR FP FIRE PROTECTION,FIRE PUMP VEL VELOCITY -CHVR- CHILLED WATER RETURN pFS FLOW SWITCH FINAL EQUIPMENT CONNECTIONS TO FURNISHED EQUIPMENT. AND LOW POINTS. FPM FEET PER MINUTE 02 OXYGEN VENT VENTILATION,VENTILATOR TT FIELD VERIFY AND COORDINATE DUCT AND PIPING 2. VALVES SHALL BE INSTALLED SO THAT VALVE REMAINS IN E N G I N E E R S C CONDENSATE DRAIN PIPING FPS FEET PER SECOND CA OUTSIDE AIR VFD VARIABLE FREQUENCY DRIVE -DTS_ DUAL TEMPERATURE HEATING AND I7 TEMPERATURE TRANSMITTER DIMENSIONS BEFORE FABRICATION. SERVICE WHEN EQUIPMENT OR PIPING ON EQUIPMENT SIDE CA AIR COMPRESSOR FS FLOOR SINK OAT OUTSIDE AIR TEMPERATURE VTR VENT THIRD ROOF COOLING WATER SUPPLY 6. PROVIDE 4"MINIMUM CONCRETE BASES(HOUSEKEEPING OF VALVE IS REMOVED. RENTON wn98os" w.w imen9�m CAP CAPACITY F/S/D COMBINATION FIRE SMOKE DAMPER OBD OPPOSED BLADE DAMPER D7R_ DUAL TEMPERATURE HEATING AND 4PT/PS PRESSURE TRANSMITTER OR PADS)UNDER FLOOR MOUNTED MECHANICAL EQUIPMENT. 3. VALVES(EXCEPT CONTROL VALVES)AND STRAINERS SHALL BE CBV CIRCUIT BALANCING VALVE FT FEET,FINNED TUBE OC ON CENTER IN WASTE,WATT,WIDTH COOLING WATER RETURN PRESSURE SWITCH THIS INCLUDES,BUT IS NOT LIMITED TO BOILERS,CHILLERS, FULL SIZE OF PIPE BEFORE REDUCING SIZE TO MAKE B CC COOLING COIL FTR FINNED TUBE RADIATION OCC OCCUPIED W/ WITH FLUID COOLERS,COOLING TOWERS,PUMPS,EXPANSION CONNECTIONS 70 EQUIPMENT AND CONTROLS. -CVS- CONDENSER WATER SUPPLY PRESSURE GAUGE TANKS,WATER HEATERS,AND STORAGE TANKS.COMPLY CD CEILING DIFFUSER FV FACE VELOCITY ORWL OVERFLOW RAIN WATER LEADER WB WET BULB I WITH REQUIREMENTS FOR EQUIPMENT BASES AND 4. PROVIDE UNIONS AND/OR FLANGES AT EACH PIECE OF -CVR- CONDENSER WATER RETURN THERMOMETER FOUNDATIONS SPECIFIED IN DIVISION 03. EQUIPMENT,AT EACH CONTROL VALVE,IN BYPASSES,AND IN CFH CUBIC FEET PER HOUR OSA OUTSIDE AIR WC WATER CLOSET Q LONG PIPING RUNS(100 FEET OR MORE)TO PERMIT CFM CUBIC FEET PER MINUTE G GAS OT OFF TOP WCO WALL CLEANOUT -GCVS- GLYCOL COOLING WATER SUPPLY AQUASTAT 7. PROVIDE MISCELLANEOUS STEEL REQUIRED TO ENSURE DISASSEMBLY FOR ALTERATION AND REPAIRS. CH CHILLER,CABINET HEATER GAL GALLON OV OUTLET VELOCITY WH WATER HEATER -GCW- GLYCOL COOLING WATER RETURN _ GAUGE WITH GAUGE COCK PROPER INSTALLATION OF MECHANICAL SYSTEMS. 5. PROVIDE FLEXIBLE CONNECTORS IN PIPING SYSTEMS CHWP CHILLED WATER PUMP GALV GALVANIZED WM WATER METER MU- MAKEUP WATER &SIPHON(STEAM) 8. LOCATE VALVES,WATER HAMMER ARRESTERS,CLEANOUTS, CONNECTED TO AIR HANDLING EQUIPMENT,PUMPS,CHILLERS, ��gg�� DAMPERS,CONTROLS AND SIMILAR COMPONENTS SO THAT COOLING TOWERS,AND OTHER EQUIPMENT WHICH REQUIRE CHWR CHILLED WATER RETURN GC GENERAL CONTRACTOR P PRESSURE,PUMP W/O WITHOUT C CONDENSATE DRAIN PIPING Cq GAS PRESSURE REGULATOR CHWS CHILLED WATER SUPPLY GCWR GLYCOL COOLING WATER RETURN PC PUMPED CONDENSATE WPD WATER PRESSURE DROP THEY ARE ACCESSIBLE.PROVIDE ACCESS DOORS FOR VIBRATION ISOLATION. -HPS- HIGH PRESSURE STEAM T TEMPERATURE/PRESSURE TEST PORT MECHANICAL EQUIPMENT INSTALLED BEHIND WALLS,ABOVE CHWS/R CHILLED WATER SUPPLY AND RETURN GCWS GLYCOL COOLING WATER SUPPLY PD PRESSURE DROP WSEC WASHINGTON STATE ENERGY CODE INACCESSIBLE CEILINGS AND BELOW FLOORS.COORDINATE 6. PROVIDE LINE SIZE STRAINER UPSTREAM OF EACH BACKFLOW CI CAST IRON GCWS/R GLYCOL COOLING WATER SUPPLY AND RETURN PERF PERFORATED WSFU WATER SUPPLY FIXTURE UNIT -MPS- MEDIUM PRESSURE STEAM �� BASKET STRAINER ACCESS DOOR LOCATIONS WITH ARCHITECT/ENGINEER. PREVENTER,WATER PRESSURE REDUCING VALVE, CL CENTER LINE GFU GAS FIRED UNIT PH PHASE WT WEIGHT -LIPS- LOW PRESSURE STEAM STEAM TRAP INSTALL TAG ON CEILING GRID FRAME TO INDICATE LOCATION AUTOMATIC FLOW CONTROL VALVE,CONTROL VALVE, AND TYPE OF EQUIPMENT THAT REQUIRES MAINTENANCE. SOLENOID VALVE,GAS PRESSURE REGULATOR,AND PUMP. CLG CEILING GPD GALLONS PER DAY PIV POST INDICATOR VALVE WTD WATER TEMPERATURE DROP -WC- HIGH PRESSURE CONDENSATE PROVIDE 16 GA,STEEL,FLUSH TYPE ACCESS DOOR WITH PROVIDE SHUTOFF VALVE ON EACH SIDE OF STRAINER. CMU CONCRETE MASONRY UNIT GPH GALLONS PER HOUR POC POINT OF CONNECTION EXPANSION JOINT CONCEALED HINGE AND SLOT SCREWDRIVER TYPE CAM 7. VALVES,EXPANSION FITTINGS/LOOPS,AND PIPING CO CLEANOUT GPM GALLONS PER MINUTE PR -MPC- MEDIUM PRESSURE CONDENSATE ``�� CONDENSATE PUMP RETURN LATCH.PROVIDE FACTORY PRIMED IN PAINTED SURFACE SPECIALTIES SHALL BE FULL SIZE OF PIPE UNLESS NOTED COMB COMBUSTION,COMBINATION GPR GAS PRESSURE REGULATOR PRESS PRESSURE -LPC- LOW PRESSURE CONDENSATE "--f VACUUM BREAKER AREAS FOR FIELD PAINTING.PROVIDE STAINLESS STEEL FOR OTHERWISE. COND CONDENSATE GR GRILLE PRV PRESSURE REDUCING VALVE REFERENCE SYMBOLS ALL OTHER AREAS.PROVIDE UL LISTED AND LABELED DOOR ENERGY CODE:(WASHINGTON STATE ENERGY CODE) PC- PUMPED CONDENSATE FLEXIBLE CONNECTOR WHERE FIRE-RESISTANCE RATING IS INDICATED ON CONN CONNECTION GRID GRILLES,REGISTERS,AND DIFFUSERS PSI POUNDS PER SQUARE INCH NEW MECHANICAL WORK LL- REFRIGERANT LIQUID LINE WATER METER DRAWINGS.ACCESS DOOR SHALL BE SIZED$O THAT 1. MOTORS:COMPLY WITH MINIMUM FULL LOAD EFFICIENCIES E CONT CONTINUE,CONTROL GW GREASE WASTE PSIG POUNDS PER SQUARE INCH GAUGE ADJACENT EQUIPMENT IS ACCESSIBLE.PROVIDE ACUDOR, LISTED IN THE WASHINGTON STATE ENERGY CODE. CONTR CONTRACTOR GWB GYPSUM WALLBOARD PSIA POUNDS PER SQUARE INCH ABSOLUTE EXISTING MECHANICAL WORK SL- REFRIGERANT SUCTION LINE ELMDOR,MILCOR,OR APPROVED. GM GAS METER 2. PIPING AND DUCT INSULATION:COMPLY WITH THICKNESS AND COP COEFFICIENT OF PERFORMANCE GWH GAS WATER HEATER PTRV PRESSURE/TEMPERATURE RELIEF VALVE EXISTING MECHANICAL WORK G LOW PRESSURE NATURAL GAS 9. COORDINATE ATTACHMENTS TO STRUCTURE TO VERIFY THAT TYPES LISTED IN THE WASHINGTON STATE ENERGY CODE. CP CONDENSATE PUMP PU PUMPT TO BE DEMOLISHED -MPG- MEDIUM PRESSURE NATURAL GAS PUMP ATTACHMENT POINTS ON EQUIPMENT AND STRUCTURE CAN 3. DUCT SEALING:SEAL DUCT TRANSVERSE JOINTS AND CT COOLING TOWER HB HOSE BIBB PVC POLYVINYL CHLORIDE -0 SPRINKLER HEAD ACCEPT SEISMIC,WEIGHT,AND OTHER LOADS IMPOSED. LONGITUDINAL SEAMS PER THE WASHINGTON STATE ENERGY CU CONDENSING UNIT,CUBIC HC HEATING COIL ------- ENLARGED PLAN BORDER PG- FUEL OIL 10.MAINTAIN INDICATED FIRE AND SMOKE RATING OF WALLS, CODE. CV CHECK VALVE,CONSTANT VOLUME HD HEAD QTY QUANTITY MATCHLINE -FDV- FUEL OIL VENT ... BACKFLOW PREVENTION DEVICE PARTITIONS,CEILINGS,AND FLOORS AT MECHANICAL (REDUCED ZONE) PENETRATIONS.SEAL PENETRATIONS WITH FIRESTOP 4. RECORD DRAWINGS:PROVIDE PER THE WASHINGTON STATE CW DOMESTIC COLD WATER HOR HORIZONTAL BACKFLOW PREVENTION DEVICE MATERIAL.PROVIDE MATERIAL IN ACCORDANCE WITH ASTM E ENERGY CODE. CWP CONDENSER WATER PUMP HP HEAT PUMP,HORSEPOWER R REFRIGERANT PIPING 1 SECTION IDENTIFIER (DOUBLE CHECK VALVE ASSEMBLY) 814 AND UL 1479 3M OR APPROVED.COMPLY WITH 5. OPERATION AND MAINTENANCE MANUALS:PROVIDE PER THE CWR CONDENSER WATER RETURN HPC HIGH PRESSURE CONDENSATE RA RETURN AIR MX.X * REQUIREMENTS SPECIFIED IN DIVISION 07. WASHINGTON STATE ENERGY CODE. WATER HAMMER ARRESTER GINS CONDENSER WATER SUPPLY HIPS HIGH PRESSURE STEAM RAF RETURN/RELIEF AIR FAN 11.PROVIDE FIREBLOCKING AND DRAFT STOPPING AT 6. MAINTENANCE STAFF SYSTEMS OPERATIONAL TRAINING: CWS/R CONDENSER WATER SUPPLY AND RETURN HR HOUR RAG RETURN AIR GRILLE a DETAIL OR DRAWING IDENTIFIER HOSE BIBB MECHANICAL PENETRATIONS IN COMBUSTIBLE CONCEALED PROVIDE PER THE WASHINGTON STATE ENERGY CODE. SPACES PER THE INTERNATIONAL BUILDING CODE. HRU HEAT RECOVERY UNIT RAH RADIANT HEATER MX.X 0 ROOF DRAIN 7. SYSTEM BALANCING:PROVIDE PER THE WASHINGTON STATE IDS DRY BULB HT HEIGHT RCP REFLECTED CEILING PLAN 12.REFER TO TYPICAL DETAILS PROVIDED IN THIS DWG SET FOR ENERGY CODE. DC DUCT COIL,DUST COLLECTOR HTR HEATER RD ROOF DRAIN REVISION CLOUD INDICATES WHERE �/ \( FLOOR DRAIN DUCTWORK,PIPING,AND EQUIPMENT INSTALLATION. �.N...`/ 8. MECHANICAL SYSTEMS COMMISSIONING:PROVIDE PER THE DDC DIRECT DIGITAL CONTROL HX HEAT EXCHANGER REF REFERENCE,RETURN/EXHAUST FAN SECTION APPEARS CONTRACTOR IS RESPONSIBLE FOR CONFORMANCE WITH FLOOR SINK WASHINGTON STATE ENERGY CODE. DETAILS. DDCV DOUBLE DETECTOR CHECK VALVE HVAC HEATING,VENTILATION&AIR CONDITIONING REG REGISTER ------------*FCO CLEAN-OUT(FLOOR) 13.LOCATIONS AND SIZES OF FLOOR,WALL,AND ROOF OPENINGS 9. THIS BUILDING AND ITS ENERGY SYSTEMS HAVE BEEN DEPT DEPARTMENT HW DOMESTIC HOT WATER REL RELIEF p1 INDICATES REVISION&NUMBER ---------4WCO CLEAN-OUT(WALL) SHALL BE COORDINATED WITH OTHER TRADES INVOLVED. DESIGNED 70 COMPLY WITH THE WASHINGTON STATE D DEG DEGREE HWC DOMESTIC HOT WATER CIRCULATING READ REQUIRED INCLUDE IN THE COST OF MECHANICAL WORK,CUTTING, ENERGY CODE.CONTRACTOR IS RESPONSIBLE FOR CORRECT OF DRINKING FOUNTAIN HWS HEATING WATER RETURN RET RETURN 1� FLAG NOTE NCO CLEAN-OUT CORING,PATCHING AND PAINTING OF EXISTING WALLS, INSTALLATION OF ENERGY CONSERVATION MEASURES. PIPE CONTINUES CEILINGS,FLOORS AND ROOFS AS REQUIRED TO 10.BUILDING PRESSURE TESTING:COORDINATE PHASING OF DFU DRAINAGE FIXTURE UNIT HWS HEATING WATER SUPPLY RE RETURN FAN ACCOMMODATE WORK AS INDICATED IN THE MECHANICAL BUILDING ENVELOPE LEAKAGE TESTING WITH MECHANICAL DH DUCT HEATER HWS/R HEATING WATER SUPPLY AND RETURN RG RETURN GRILLE AHU-XXX EQUIPMENT IDENTIFIER 3 PIPE CAP CONTRACT DOCUMENTS,UNLESS SPECIFICALLY SHOWN ON SYSTEM SCOPES OF WORK.TEMPORARILY CAP SYSTEMS AS DI DUCTILE IRON HZ HERTZ RH RELATIVE HUMIDITY,ROOF HOOD OVTR VENT THIRD ROOF ARCHITECTURAL DRAWINGS. REQUIRED TO FACILITATE LEAKAGE TESTING SCOPE OF WORK. DIA DIAMETER RHC REHEAT COIL POINT OF CONNECTION 14.PROVIDE ELASTOMERIC FOAM MATERIAL ON MECHANICAL NON-STRUCTURAL MECHANICAL COMPONENTS: ® TRENCH DRAIN DIAG DIAGRAM IAQ INDOOR AIR QUALITY R ROUGH IN AND CONNECT 1. THE FOLLOWING ITEMS ARE TAKEN DIRECTLY FROM THE DIFF DIFFERENTIAL I.E. INVERT ELEVATION RLA PIPE RISING UP MATERIAL WHITE.EQUIPMENT THAT PRESENT A SAFETY HAZARD.PAINT FOAM LA RATED LOAD AMPS NORTH ARROW INTERNATIONAL BUILDING CODE AND FROM THE AMERICAN DIM DIMENSION IN INCH RM ROOM PIPE DROPPING DOWN 15.THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE SOCIETY OF CIVIL ENGINEERS(ASCE)STANDARD 7-10.THE ON DOWN INCL INCLUDING ROD ROOF OVERFLOW DRAIN t PIPE CONNECTION SAFEKEEPING OF HIS OWN PROPERTY ON THE JOB SITE. CONTRACTOR SHALL REFER TO THE ABOVE FOR ADDITIONAL OWNER ASSUMES NO RESPONSIBILITY FOR PROTECTION OF INFORMATION,EXCEPTIONS,AND FURTHER DESCRIPTIONS. 1 •1 DOAS DEDICATED OUTDOOR AIR SYSTEMS INT INTERNAL RPBA REDUCED PRESSURE BACKFLOW ASSEMBLY MECHANICAL ACCESS t PIPE CONNECTION DOWN PROPERTIES AGAINST FIRE,THEFT AND ENVIRONMENTAL THE CONTRACTOR SHALL ADHERE TO REQUIREMENTS AND AS DP DIFFERENTIAL PRESSURE INV INVERT RPBP REDUCED PRESSURE BACKFLOW PREVENTER J CONDITIONS. SUCH,SHALL BE INCLUDED WITHIN BID. DTS DUAL TEMPERATURE HEATING AND COOLING WATER IRR IRRIGATION WATER RPM REVOLUTIONS PER MINUTE 16.CLEAN THE JOB SITE DAILY AND REMOVE FROM THE PREMISES 2. IBC 1613.1 SCOPE:ARCHITECTURAL,MECHANICAL, SUPPLY ISP INTERNAL STATIC PRESSURE RTU ROOFTOP UNIT ANY DIRT AND DEBRIS CAUSE BY THE PERFORMANCE OF THE ELECTRICAL,AND NON-STRUCTURAL COMPONENTS THAT ARE DUAL TEMPERATURE HEATING AND COOLING WATER RV RELIEF VALVE WORK INCLUDED IN THIS CONTRACT.BEFORE SUBSTANTIAL PERMANENTLY ATTACHED TO STRUCTURES AND THEIR DTR RETURN KW KILOWATT RWL RAIN WATER LEADER COMPLETION,CLEAN EQUIPMENT,FIXTURES,EXPOSED DUCTS, SUPPORTS AND ATTACHMENTS SHALL BE DESIGNED AND SEAL PIPING AND SIMILAR ITEMS. CONSTRUCTED TO RESIST THE EFFECTS OF EARTHQUAKE DTS/R DUAL TEMPERATURE HEATING AND COOLIN WATER 17.PROVIDE EQUIPMENT THAT FITS INTO THE SPACE ALLOTTED MOTIONS IN ACCORDANCE WITH ASCE 7-10,EXCLUDING D SUPPLY AND RETURN L LENGTH SA SUPPLY AIR AND ALLOWS ADEQUATE ACCEPTABLE CLEARANCE FOR CHAPTER 14 AND APPENDIX 11A. DX DIRECT EXPANSION LA7 LEAVING AIR TEMPERATURE SAD SUPPLY AIR DIFFUSER INSTALLATION,REPLACEMENT,ENTRY,SERVICING AND 3. IBC 1705.11 CONTRACTOR RESPONSIBILITY:THE DWG DRAWING LAV LAVATORY SAT SUPPLY AIR TEMPERATURE MAINTENANCE.COORDINATE WITH OTHER TRADES TO ENSURE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND f W DWP DOMESTIC WATER PUMP LB POUND SCFM STANDARD CUBIC FEET PER MINUTE NO CONFLICT WITH REQUIRED CLEARANCES. CONSTRUCTION OF A SEISMIC-FORCE-RESISTING SYSTEM, VO OR SEISMIC-RESISTING LBS/HR POUNDS PER HOUR SCH SCHEDULE 18.PROVIDE OFFSETS IN PIPING WHERE PLUMBING/PIPING WALL DESIGNATED SEISMIC SYSTEM, Q � � F (E) EXISTING LID LINEAR LISTED IN THE STATEMENT OF SPECIAL 0 LINEAR DIFFUSER SCHEM SCHEMATIC IS LOCATED DIRECTLY ABOVE STRUCTURE.OFFSET PIPING y� Z INTO CASEWORK OR SHAFT TIGHT TO WALL AND BACK INTO INSPECTIONS. , EA EACH,EXHAUST AIR LF LINEAR FEET S/D SMOKE DAMPER WALL ONCE BELOW STRUCTURE.REFER TO STRUCTURAL 4. HANGERS AND SEISMIC BRACING FOR THE MECHANICAL �0.�,'Qt.G 0508�A EAT ENTERING AIR TEMPERATURE LL REFRIGERANT LIQUID LINE SF SUPPLY FAN,SQUARE FOOT DRAWINGS. SYSTEMS SHALL BE DESIGNED AND PROVIDED BY THE 'tt`y. ECG EGGCRATE GRILLE LPC LOW PRESSURE CONDENSATE SG SUPPLY GRILLE 19.BUILDING SPACE IS LIMITED.STRONG ATTENTION 70 DETAIL MECHANICAL CONTRACTOR.REFER TO CONTRACTOR SHOP �01VgyF� EDH ELECTRIC DUCT HEATER LIPS LOW PRESSURE STEAM SL REFRIGERANT SUCTION LINE AND CARE MUST BE TAKEN WHEN DEVELOPING SHOP DRAWINGS FOR LOCATIONS OF EQUIPMENT AND HUNG MECHANICAL SYSTEMS.THE MECHANICAL CONTRACTOR DRAWING SO ROUTING IS COORDINATED WITH OTHER EER ENERGY EFFICIENCY RATIO LRA LOCKED ROTOR AMPS SHEET METAL AND AIR CONDITIONING •"I EF EXHAUST FAN LVG LEAVING SMACNA CONTRACTORS'NATIONAL ASSOCIATION,INC. DISCIPLINES. SHALL COORDINATE THE SUPPORT SYSTEMS AND DESIGN LOADS FOR HUNG MECHANICAL SYSTEMS WITH THE GENERAL EFF EFFICIENCY LVR LOUVER SP STATIC PRESSURE 20 MATERIALS HA VE A WITHIN F PLENUMS SPREAD INDEX OF NOT MORE THAN 26 R CONTRACTOR AND OTHER TRADES THAT MAY BE IMPACTED.SHALL WET RABBIT AND A SMOKE-DEVELOPED INDEX OF NOT MORE THAN 50 [DEMOLITION: WHEN TESTED IN ACCORDANCE WITH ASTM E 84 OR UL 723. 1. TAKE CAUTION IN DEMOLITION OF MECHANICAL EQUIPMENT. ARLINGTON 21.MECHANICAL EQUIPMENT,PACKAGED UNITS,CONTROL 2. CONTRACTOR SHALL REMOVE AND LEGALLY DISPOSE OF ALL PANELS,MOTOR STARTER,MOTOR CONTROLLERS,VARIABLE PIPING,DUCTWORK,AND EQUIPMENT INDICATED ON FREQUENCY DRIVES AND SIMILAR EQUIPMENT SHALL CARRY A DRAWINGS INCLUDING ALL ASSOCIATED INSULATION, B SHORT CIRCUIT CURRENT RATING(SCCR)EQUAL TO OR HANGERS,VALVES,PLENUM WALLS,DAMPERS,WIREMOLD, GREATER THAN AVAILABLE FAULT CURRENT DELIVERED FROM WIRING,CONTROLS,AND APPURTENANCES ASSOCIATED WITH ISSUED/REVISED DATE ELECTRICAL SYSTEM.INCLUDE VISIBLE FACTORY NAMEPLATE EACH PIECE OF EQUIPMENT. FOR SUCH EQUIPMENT INDICATING SCCR OF EQUIPMENT IN PERMIT/BID SET 05.09.24 ACCORDANCE WITH UL 1995 AND UL 508A. 3. EXISTING CONTROL PATHWAYS MAY BE RE-USED. PLUMBING: COORDINATE CONTROLS DEMO WORK PRIOR TO DEMOLITION. REMOVE ALL EXISTING THERMOSTATS SHOWN ON THE 1. DOMESTIC WATER TUBE,PIPE,FITTINGS,JOINING MATERIALS, DRAWINGS ALONG WITH ASSOCIATED WIRING AND RACEWAYS. SPECIALTIES,PLUMBING EQUIPMENT,PLUMBING FIXTURES, WHERE EXISTING ITEMS PENETRATE A WALL OR ROOF,4. PLUMBING FITTINGS AND ALL OTHER APPURTENANCES IN CONTACT WITH DRINKING WATER SHALL CONTRACTOR SHALL PROVIDE INFILL AT(E)PENETRATIONS LEAD-FREE THROUGH WALL/ROOF WITH LIKE MATERIALS.PATCH& EXCEPT THOSE EXPLICITLY EXEMPTED IN SECTION 387E N REPAIR TO MATCH SURROUNDING SURFACES INCLUDING THE SAFE WATER DRINKI SECTION ACT.LEAD-FREE SHALL MEAN NOT CONTAINING MORE THAN 0.2 PERCENT LEAD WHEN USEEDD PAINT. WITH RESPECT TO SOLDER AND FLUX;AND(B)NOT MORE 5. CONTRACTOR SHALL PROVIDE TEMPORARY SUPPORT OF THAN A WEIGHTED AVERAGE OF 0.25 PERCENT LEAD WHEN EXISTING MECHANICAL EQUIPMENT WHERE REQUIRED BY USED WITH RESPECT TO WETTED SURFACES OF DOMESTIC DEMOLITION OR ALTERATION OF EXISTING STRUCTURE DURING CONSTRUCTION.COORDINATE WITH GC AND PROVIDE NECESSARY SUPPORTS AND HANGERS TO MAINTAIN INTEGRITY,SAFETY AND PROPER OPERATION OF EXISTING MECHANICAL SYSTEMS. 6. THE OWNER HAS THE RIGHT TO RETAIN OWNERSHIP OF ANY MATERIALS BEING REMOVED.DELIVER ITEMS TO THE OWNER'S PERMITIBID SET 05,09.24 REPRESENTATIVE AS INDICATED IN THE CONTRACT DOCUMENTS.NOTIFY OWNER IN WRITING AT LEAST 7 DAYS IN ADVANCE OF DEMOLITION.] PLUMBING LEGEND AND GENERAL NOTES P1 .01 I_ r a R R R PIPE MATERIAL SCHEDULE PLUMBING FIXTURE SCHEDULE TAG FIXTURE MANUFACTURE/MODEL CONNECTIONS NOTES ALL SANITARY SYSTEM MATERIALS SHALL BE LSTED BY AN APPROVED LISTING AGENCY. W V CW HW TYPE MATERIAL NOTE WC-1 WATER CLOSET ADA KOHLER/K-3493-SS 4" 2' 112" - 1 UNDERGROUND SERVICE ENTRANCE PIPING COPPER,TYPE K PLASTIC WRAP UNDERGROUND WATER SUPPLY PIPING TO PREVENT CORROSION. LAVA LAVATORY ZURN/Z5314 2" 2" 112" 112" 1,2 SDIH An R S-1 CUSTOMER SERVICE SINK JUST/SLADA7617A55-J 2" 2' 1l2" 1/2" 3 ABOVE GROUND WATER DISTRIBUTION PIPING COPPER,TYPE L S-2 VENDING ROOM SINK FIAT/MSB2424 2" 2' 112" 112" 4 UNDERGROUND WASTE AND VENT PIPING CAST IRON SCH.40 UNLESS OTHERWISE NOTED ON PLANS. S-3 EQUIPMENT ROOM SINK FIAT/SF1F 2" 2" 112" 1/2" 1 5 HB-1 EXTERIOR NONFREEZE WALL HYDRANT WOODFORD/665 - - 3/4" - - ABOVEGROUND WASTE PIPING CAST IRON SCH.40 UNLESS OTHERWISE NOTED ON PLANS. SDH Architect TP-1 TRAP PRIMER PPP,INC./P-1 - - 1/2" - 6 2242 NW RESERVE CAMP CT ABOVEGROUND VENT PIPING PVC OR ASS,SOLID CORE,SCH.40 BEND,OR 97703 FD-1 FLOOR DRAIN JAY R.SMITH 12005 PER PLANS 2' - - - 206.369.8881 CONDENSATE DRAIN PIPING COPPER TUBING,TYPE M,OR CPVC FS-1 FLOOR SINK JAY R.SMITH/3100 PER PLANS 2' - - 7 NATURAL GAS PIPING STEEL PIPE,ASTM A 53;TYPE E OR S;GRADE B; o NER SCH.40 NOTES: 1)MOUNT PER ARCHITECTURAL ELEVATIONS. 2)PROVIDE WITH SLOAN SF-2350 FAUCET,BATTERY-POWERED,POLISHED CHROME FINISH,0.5 GPM.PROVIDE WITH 1/4 TURN STOPS,GRID DRAIN AND CHROME TAILPIECE. 3)PROVIDE SINK WITH SINGLE FAUCET HOLE.PROVIDE DELTA MODEL 101LF-HDF FAUCET. 4)PROVIDE WITH 830AA SERVICE SINK FAUCET,832AA HOSE BRACKET COMBO,MOP HANGER BRACKET AND STAINLESS STEEL BUMPER GUARDS. 5)PROVIDE LAUDRY TUB SINK WITH FOUR LEGS AND Al FAUCET. c 6)PROVIDE WITH STAINLESS STEEL ACCESS PANEL. 7)PROVIDE WITH 8-1/2"NICKEL BRONZE TOP,6"SUMP,ALUMINUM DOME BOTTOM STRAINER,HALF GRATE. EXPRESS CAR WASH WET RABBIT LLC TANKLESS GAS FIRED WATER HEATER SCHEDULE 3213 W.WHEELER ST#750 TAG LOCATION MANUFACTURER/MODEL FLOW TEMP INPUT EFFAFUE GAS MIN GAS CW HW COMB VENT DIMENSIONS OPERATING NOTES SEATTLE,WA 98199 RATE SETTING CAPACITY (NOTE 1) RUNOUT PRESSURE INLET OUTLET INLET OUTLET MCA MOP VOLTAGE/PHASE (LxWxHT) WEIGHT 206-284-8200 GPM F MBH % IN IN WC IN IN IN IN AMPS AMPS V/0 INANAN LBS TWH-1 EQUIPMENT ROOM 102 TAKAGI/TK-54OP-NIH 10 140 199 93 3/4 3.5 1 1 4 4 4 10 120/1 27xl9xl2 80 1 TWH-2 EQUIPMENT ROOM 102 TAKAGI/TK-54OP-NIH 10 140 199 93 3/4 3.5 1 1 4 4 4 10 120/1 27xl9xl2 80 1 cory NT TWH-3 EQUIPMENT ROOM 102 TAKAGI/TK-54OP-NIH 10 140 199 93 3/4 3.5 1 1 4 4 4 10 120/1 27xl9xl2 80 1 METR�X TWH-4 EQUIPMENT ROOM 102 TAKAGI/TK-54OP-NIH 10 140 199 93 3/4 3.5 1 1 4 4 4 10 120/1 27xl9xl2 80 1 E N G I N E E R S NOTES: RErvrorv,wnveos7 V.,.«. o- e 1)PROVIDE WITH CONDENSATE NEUTRALIZER. INSTANTANEOUS WATER HEATER SCHEDULE TAG SYSTEM LOCATION MANUFACTURER MODEL ACTIVATION TEMP RISE @ TEMP CAPACITY CW HW DIMENSIONS OPERATING NOTES SERVED FLOW 1.0 GPM SETTING INLET OUTLET MOP VOLTAGE/PHASE (LxwxHT) WEIGHT GPM F F KW IN IN AMPS V/0 INxINxIN LBS EWH-1 DOMESTIC HOT WATER VENDING 108 CHRONOMITE/M-40L 0.35 66 @ iGPM 120 9.6 1/2 112 40 240/1 10x3x7 6 - EWH-2 DOMESTIC HOT WATER EQUIPMENT ROOM 103 CHRONOMITE/M-40L 0.35 66 @ 1GPM 120 9.6 1/2 112 40 240/1 10x3x7 6 - PIPE INSULATION SCHEDULE SERVICE MATERIAL THICKNESS FIELD APPLIED JACKET VAPOR RETARDER REQUIRED MINERAL-FIBER WITH JACKET.PROVIDE DOMESTIC COLD WATER AND CONDENSATE DRAINS CLOSED-CELL ELASTOMERIC INSULATION ON ALL ALL SIZES:112" NONE YES E METAL CONDENSATE PIPES. DOMESTIC HOT WATER MINERAL-FIBER WITH JACKET. RUNOUTS:1/2";1/2"-1-1/4" NONE YES PIPE:1" DOMESTIC HOT WATER AND RECIRCULATED HOT WATER. MINERAL-FIBER WITH JACKET. RUNOUTS:1/2";1/2"-1-1/4" NONE YES OPERATING TEMPERATURE:105 TO 140 DEG F. PIPE:I";1-1/2"-6"PIPE:1-112" EXPOSED SANITARY DRAINS AND DOMESTIC WATER "LAV-GUARD"AS MANUFACTURED BY TRUEBRO N/A P-TRAP AND SUPPLY COVERS NO SUPPLIES AND STOPS FOR FIXTURES FOR THE DISABLED PUMP SCHEDULE TAG SYSTEM LOCATION MANUFACTURER/MODEL FLOW HEAD FLUID DIMENSIONS OPERATING NOTES SERVED HP RPM VOLTAGE PHASE (LxWxHT) WEIGHT GPM FT HP RPM V/ INxIN.,N LBS CP-1 DOMESTIC HOT WATER EQUIPMENT ROOM ARMSTRONG/ASTRO 220 2 4 WATER 1/6 - 120/1 6x5x8 10 - FLAG NOTES: ROUTE HOT WATER AND COLD WATER THROUGH ABBE 1071 COMPLIANT THERMOSTATIC MIXING VALVE FOR EMERGENCY SHOWERIEYEWASH. EXTEND 2-1/2"NPCW TO CAR WASH EQUIPMENT AS INDICATED ON MACNEIL MANUFACTURER'S EQUIPMENT DRAWINGS. EXTEND 1-1/4"NPHW TO CAR WASH EQUIPMENT AS INDICATED ON MACNEIL MANUFACTURER'S EQUIPMENT DRAWINGS. CP-1 NPHV 2 — 1 172 _ _ 17 _ _e _7 _ 7 4.9 _ O OF W a 5 I Q GA NPCV 3 ^ - 1 vH'i 2 08 ......... 1 I Ip �G�j 55 VAj- 1 I I EWH-1 WET RABBIT- TWH-3 TWH-2 TWH-1 BACKFLOW VALVE HB-1 HB-1 TWH-4 HB-1 S_3 EYE WASH LAV-1 TP-1 WC-1 S_i HB-1 ARLINGTON ONNECT 2-1/2"CW TO E 2-1/2"DOMESTIC WATER SERVICE FROM METER ISSUED/REVISED DATE PERMIT/BID SET 05.09.24 1 DOMESTIC WATER RISER DIAGRAM P7,02 A PERMITIBID SET 05.09.24 PLUMBING SCHEDULES& RISER DIAGRAM P1 .02 r FLAG NOTES: ROUTE TRENCH DRAIN TO MUD TANK RECLAIM SIDE OF THE CONVEYER TRENCH SDH Architect SDH Architect 2242 NW RESERVE CAMP CT BEND,OR 97703 206.369.8881 T T T Ow NETRABBIT G I I I I I I WET RABBIT LLC 3213 W.WHEELER ST#750 _ SEATTLE,WA 98199 ______ === === === _________________________________________ =�==— —�=== — —= —==�—==�=== ----- 206-284-8200 =====— --- — 1 II I II I II I I II II II II II L0N50LTANi - = u METRIX II I I II ENWA9G I N E E�R9PoS NT a F NMI 11 II I II --- II _ — ------ ---- ----- --- --------------III I II I I I -1 III I --41II I I II I II � Nn� 3"PVC TRENCH DRAIN LINETO CONVEYER TRENCH 1-112"SCH 80 PVC I 4"PVC-CON EYOR INESTRENCH I II HYDRAULIC LINESCIM DISCHARGE PROPORTIONATER DISCHARGE 2"SCHEDULE 80 PVC 1�3"PVC TREI�HDRAIN 1 6"PVC LINE TO SEPARATOR YO MUD TANK l LINE TO CONVEYER LINE TO CONVEYOR TRENCH BACKFLOW PREVENTER LINE TO CONVEYED TRENCH 3"PVC BLASTER 2"PVC DRAIN FROM DRAIN LINE TRENCH I FROM RINSCONVEYOR AMAXTRENCH END OF "V UP TANK OVERFLOW UTILITY SINK AND EYE TO CONVEYER TRENCH I CONVEYOR TRENCH V OF � TO CONVEYER WASH&SHOWER 3"PVC TRENCH DRAIN LINE aj - TRENCH TO CONVEYER TRENCH - --- L------------ —I�-- ----- —_ -----=— I --------- --- ------- -----_ �T=-- — — ------------------- __---� E g 1 =__ ___ — — — — — — -------- ------------ - • (I - ��1�FJ LJ III / / a wU II III r4uP 1 r UP / rT1 R — _ 2"PVC DRAIN FROM AIR DRYER u Lq --� III fl �� AND COMPRESSOR DRAIN i I III I I I I I III z"wuP I I roi 3"W UP TO EQUIPMENT 3"W UP TO EQUIPMENT 3"W UP TO EQUIPMENTROOM TRENCH DRAIN - -- ROOM TRENCH DRAIN ROOM TRENCH DRAIN —— 3 W UP TO TORAGE/VAT— =9 I I r ROOM TREN H DRAIN� r 2"w�P roz71 II 1 I � 4"WUPToI 2' --� �- z"VUP I T I -------- - C---�- - --- - --- -- ---J r- - - -------- --- _- ---------- ---------------L -- C -�--- --- - - - - _- - - - - - - - - - _�F - UP TO FCO-\ (� 2"V UP _ UP TO FCO I UP TO FC -L I �" CONNECT 6"PVC TRENCH � 1-1/2"SCH 80 PVC I / RE-CIRCULATION LINE I I II i/ ` CONNECT 4"W TO RECLAIM DISCHARGE TO / 70 2ND COMPARTMENT CONNECT 4"W TO 4"SANITARY SEWER MUD TANK.(I.E.=125.07) 1-1/2"SCH 80 PVC 4"SANITARY SEWER-----,,, 1 CONNECT 2"V TO u_ OF 2ND TANK/OZONE RE-CIRCULATION LINE -L2"V. (I.E.=126.28) 1-112"SCH 80 PVC TO 1ST COMPARTMENT (I.E=124.76) - UNDERFLOW LINE OF 3RD TANK/OZONE TO MUD TANK 3"SCH 80 PVC RECLAIM SUCTION LINE#1 3"SCH 80 PVC RECLAIM SUCTION LINE#2 I I I O O O I I sEX I O O O O Q 0 N 2 O O O 0 8 SS`°N�E� sfr�(Z� MUD TANK RECLAIM TANK RECLAIM TANK RECLAIM TANK OIL WATER SEPARATOR WET RABBIT- ARLINGTON ISSUED/REVISED DATE PERMITIBID SET 05.09.24 P2I UNDERGROUND PLUMBING PLAN T PERMIT/BID SET 05.09.24 UNDERGROUND PLUMBING PLAN P2.00 r e 7 a 9 ° ° DESIGN ARCHIDECI FLAG NOTES: E> FLOOR CLEANOUTS SHALL BE TRAFFIC RATED. /\ ROUTE 1-1/4"CW TO WATER HEATER(TWH-4).PROVIDE HW CIRCULATING SYSTEM TO LAVATORY AND SINK.PROVIDE CIRCULATING PUMP AND INSTALL IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS.ROUTE HOT WATER AND COLD WATER THROUGH ASSE 1071 COMPLIANT THERMOSTATIC MIXING VALVE FOR EMERGENCY SHOWER/EYEWASH.SET DISCHARGE TEMPERATURE TO 75F IN ACCORDANCE WITH ANSI Z358.1 STANDARD. SDF 3� ROUTE 2"CW TO REDUCED PRESSURE BACKFLOW PREVENTER (WATTS 909 OR EQUAL).EXTEND 1-1/4"NPCW TO TANKLESS, GAS-FIRED WATER HEATERS.EXTEND 2-1/2"NPCW TO CAR WASH EQUIPMENT AS INDICATED ON MACNEIL MANUFACTURER'S EQUIPMENT DRAWINGS. SDH Architect EXTEND 1-1/4"NPHW TO CAR WASH EQUIPMENT AS INDICATED ON 2242 NW RESERVE CAMP CT MACNEIL MANUFACTURER'S EQUIPMENT DRAWINGS. BEND,OR 97703 206.369.8881 OW NETRABBIT EXPRESS CAR WASI1 WET RABBIT LLC 3213 W.WHEELER ST#750 SEATTLE,WA 98199 206-284-8200 1 2 3 4 5 6 GGNSU— METRIX E N G IN E ER S 11111121 RENTGN,wA 9." �. F A ppp m I I o — — a K. I a I I 2"VDN � HB-1 WC-1 2"V DN HB-1 DN HB-1 TP-1 V-1 FS-1 FS-1 B - - / / _- -- -- -- -- 2'VTR ®1 2"VTR I 2"VTR \\\ � 4 1 \ H 2"WR FCO I NCV S O _1 + a:i L F O 2"V S-3 EWH-1 FD-1 FS-1 HB 1 2 TWH-4 VDN Q OFCO OFCO CP-1 OFCO / / CONNECT 2"CWTO 2"DOMESTIC WATER 2"DOMESTIC WATER /// SERVICE FROM METER SEAL SERVICE(UNDERGROUND) SEE CIVIL PLANS FOR ADDITIONAL INFORMATION I I I I I O OF W.4S N 2 O'FSFG S'rER� S70PAL ECG 5lr�2�' WET RABBIT- ARLINGTON ISSUED/REVISED DATE PERMIT/BID SET 05.09.24 PLUMBING FLOOR PLAN P2 SCALE=1/4"=1' PERMITIBIDSET 05.09.24 PLUMBING FLOOR PLAN P2.01 r FLAG NOTES: PROVIDE 4"x4"SCUPPER OPENING AT BOTTOM OF HIGH ROOF LEVEL FOR PRIMARY ROOF DRAINAGE(SERVES UP TO 18,400 SF ROOF AREA). x � PROVIDE 4"x4"SCUPPER OPENING AT 4"ABOVE BOTTOM 1 H Arch OF HIGH ROOF LEVEL FOR SECONDARY DRAINAGE (SERVES UP TO 18,400 SF ROOF AREA). PROVIDE 4"x4"SCUPPER OPENING AT BOTTOM OF LOW ROOF LEVEL TO MINIMUM 10"x6"COLLECTOR HEAD WITH MINIMUM 3"DIAMETER OR 3"x3"VERTICAL DRAIN(SERVES SDH Architect UP TO 8,800 SF ROOF AREA.CONNECT TO STORM DRAIN 2242 NW RESERVE CAMP CT PROVIDED BY CIVIL CONTRACTOR. BEND,OR 97703 PROVIDE 4"x4"SCUPPER OPENING AT 4"ABOVE BOTTOM 206.369.8881 OF LOW ROOF LEVEL FOR SECONDARY DRAINAGE(SERVES UP TO 18,400 SF ROOF AREA. G EXPRESS CAR WAS� WET RABBIT LLC 3213 W.WHEELER ST#750 SEATTLE,WA 98199 206-284-8200 METRIX E N G IN E ER S 1 T 3 4 5 6 A WALL:58 FT x 1.5 FT=87 SF WALL:60 FT x 1.5 FT=90 SF O I \I / E � I Iq LL � ROOF AREA \ � LL 1318 SIF+(90 SIF`0.5)+((120 SIF-90 SF)'0.5)+((22 FT+60 FT)`1.5FT 0.35)+(22 FT (5.5 FT-1.5 FT)'0.5)=1465 SIF u f 135 SF ROOFAREA 3 1275 SF+(87 SIF•0.5)+((116 SF-87 SF)`0.5)+((58 FT+22 FT)•1.5 FT`0.35)+(58 FT (2 FT-1.5 FT)`0.5=1389.5 SIF 3 I /I I G I I 135 SF WA 1390 SF 1465 SF w QQ ::: WALL:- F 126 SF 2"VTR WALL:47 FT x 3.5 FT=164.5 SF 2"GVTR-\ WALL:31 FT x 3.5 FT=108.5 SF Q Q WALL:16 FT x 7.5 FT=120 SF n n x 2"GVTR u n n RO FAREA " ~ /-2"VTR ROOF AREA ROOF AREA I 383 SF+(144 SF'0.5)+(qq F x K o 505 SF+(164 SF`0.5)+((188 SF-164 SF)•0.5)+((47 FT+11 FT)`4 FT`0.35)=680 SF 505 SF+(188 SF'0.5)+((228 SF-188 SF)`0.5)+((47 SF+11 SF)"4FT"0.35)+(q7 FT`(4.85 FT-4 FT)'0.5)=720 SF J u 2"GVTR-\o o 3 I fo q\ 2"VTRJ Q Q `2 VTR sEq� 3 680 SF 2"Go VTR 2320 SF 3 7SF WALL:36 FT x 4 FT=144 SIF O WALL:47 FT x 4 FT=188 SF WALL:47 FT x 4 FT=188 SF _ O Q O OF W.4$ N O 2 40508�0 "�.SS 01VA�1.�� sfr�(z� I I I I I WET RABBIT- ARLINGTON ISSUED/REVISED DATE PERMIT/BID SET 05.09.24 (�PLUMBING ROOF PLAN m 2.22 SCALE=114"=1' PERMIT/BID SET 05.09.24 PLUMBING ROOF PLAN P2.02 r GENERAL NOTES: 1. GAS METER BY PSE,GAS REGULATOR BY GENERAL CONTRACTOR.GENERAL CONTRACTOR SHALL COORDINATE ALL GAS METER INSTALLATION REQUIREMENTS WITH PSE. SDH Arch SDH Architect 2242 NW RESERVE CAMP CT BEND,OR 97703 206.369.8881 OW NETRABBIT EXPRESS CAR WAS� WET RABBIT LLC 1 2 3 4 5 6 SEATTLE,WA 98199 206-284-8200 METRIX E N G IN E ER S A — R I1ILLIAMS wA soon, u u I I I I I I I I I I I I E 3/4"MPG CAPPED FOR 3/4"MPG CAPPED FOR FUTURE TORPEDO \ ��FUTURE TORPEDO HEATER(150 MBH) 3/4"MPG 1"MPG 1"MPG \ HATER(150 MBH) 1"MPG (150 MBH) 3/4"MPG (747 MBH) (1096 MBH (1246 MBH) 150 MBH B — LLLLLT � I—� 1"MPG / \ 3/4"MPG(199 MBH) L —1 �(597 MBH) 2"GAS VTR------o———— \ GAS METER / MEDIUM PRESS RE Q 2 PSI (199 MBH) 1'3 AHU-1 TOTAL BUILDIN(b LOAD=1,246 MBH / TOTAL DEVELO ED LENGTH=200' n 2"GAS VTR q ��(TYP3) 2" SVTR \ \ O \ J \ F--H--41 I T I IC 1-r — — — — — 7TWH-2 TWH-1 SEAL c O OF W�a o 4 N 2 PO 9 40508�0 �S70NAL FSY 5lr�2�' WET RABBIT- ARLINGTON ISSUED/REVISED DATE PERMIT/BID SET 05.09.24 GAS PIPING PLAN m P3.01 SCALE=1/4"=r PERMIT/BID D SET 05.09.24 GAS PIPING PLAN P3.01 DESIGN WDF5 AND LOADING: z REINFORCED CONCRETE: F Gas+AE RE I RErIERM s REINFORCED CONCRETE MASONRY UNIT5(CI ILA): a ,# 6B8ML EDLTN6 RFBEREBlfS „ ,# INTERNATIONAL BUILDING CODE(2021 EDITION) REFEI�CE STANDARDS: REINFORCING BARS SHALL BE FREE OF GREASE,MUD,OIL,OR OTHER MATERIALS THAT REDUCE REINFORCING BOND AT THE TIME OF CONCRETE REFTIVIE STA1DNAp3: ALL HIGH STRENGTH BOLT ASSEMBLIES SHALL BE IN ACCORDANCE WITH RCEC. Cltt/STATE BUILDING CODE(XXXX EDITION) - ACI 301-16"5PECIFICATION5 FOR STRUCTURAL CONCRETE" PLACEMENT.RUST OR MILL SCALE 15 ALLOWED PROVIDED BAR WEIGHT AND DIMENSIONS CONFORM TO A5TM SPECIFICATIONS.ANY INTENDED - TM5 402-16"BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES" OATING5 SHALL BE PER PLANS OR APPROVED BY THE 5TRUCTURAL ENGINEER OF RECORD PRIOR TO PLACEMENT. ALL BOLTED CONNECTIONS NOT SPECIFIED AS SLIP CRITICAL SHALL BE INSTALLED A5 BEARING TYPE CONNECTIONS WITH THREADS EXCLUDED FROM ACI 318-Iq"BUILDING CODE REQIREMENTE FOR STRUCTURAL CONCRETE" - TM5 602-16"SPECIFICATION FOR MASONRY STRUCTURES" THE SHEAR PLANE TYPE'X' AND IN A'SNW-TIGHTENED'CONDITION A5 DEFINED PER RCSC UNLE55 NOTED OTHERWISE IN THE PW45. LIVE E-R - ACI 306R' GUIDE TIOC FOR TOLERANCES FOR CONCRETE LONSIRL'LTILN AND MATERIALS' ACI MNL-66(20)"ACI DETARING MANUAL' ( ) 20 PSF-RWF REINFORCING BARS,BOLTS,ANCHORS,DOWELS,AND METAL INSERTS SHALL BE SECURELY TIED R POSITION PRIOR TO CONCRETE PLACEMENT. - ACI 306R-16"GUIDE TO COLD WEATHER CONCRETING' 'STABBING"OR"WET STICKING"REINFORCING BARS,BOLTS,ANCHORS,DOWELS,AND METAL INSERTS 15 NOT PERMITTED. AN5I/AWS D14-18'STRUCTURAL WELDING CODE-REINFORCING STEEL" ALL BOLTED CONNECTIONS SPECIFIED AS SLIP CRITICAL OR AT MEMBERS WITH A"LFRS'DESIGNATION WHICH INCLUDES BUT IS NOT LIMITED TO- �� SNOW LOAD& - ACI BOSH-I6"GUIDE TO NOT WEATHER CONCRETING' MOMENT FRAMES,BRACED FRAMES,DRAGS,ETC.ARE REQUIRED TO BE PRE-TENSIONED HIGH-STRENGTH BOLTS INSTALLED AS SLIP CRITICAL WITH 25 PSF=P -GROUND SWOT LOAD DIMENSIONS OF REINFORCING BARS ARE TO BAR CENTERLINES,UNLESS NOTED OTHERWISE. � � A CLASS A EATING SURFACE AS DEFINED PER RCSC UNLESS NOTED OTHERWISE IN THE PLANS.(EXCEPTION:PAYING SURFACES OF WELDED JOINTS CXIIII 7E MIX S WFICATCNB, - CONCRETE MASONRY UNIT:A5TM C90 TYPE I MEDIUM WEIGHT UNIT W/MIN.3,250 P51 COMPRESSIVE STRENGTH AT 28 DAIS AT BUILDINA.ROOF: - INTERIOR SLAB ON GRADE - MORTAR:A5TM C270 TYPE 5 WHOSE PARTS ARE JOINED INITIALLY BY ERECTION BOLT5 NEED ONLY BE PREPARED SUCH THAT THEY ARE FREE FROM DEBRIS AND OTHER DEFECTS 25 PSF MIN P-FLAT ROOF SNOW LOAD REINFORCING BAR SPACING SHOWN AHN THE PLANS ARE MAXIMUM ON CENTER DIMENSIONS. THAT WOULD PREVENT SOLID FIT-UP OF THE PARTS TO BE JOINED.) ( )` - MIN.28 DAY STRENGTH:3,000 psi - GROUT:ADEN C476 W/MIN.2,500 P51 COMPRE551VE STRENGTH AT 28 DAYS 1 O=Ce-EXPOSURE FACTOR - MAX AGGREGATE 51ZE:3/4'DIA. - REINFORCING BARS:SEE'REINFORCING STEEL'SECTION OF STRUCTURAL NOTES I.00=Cl-THERMAL FACTOR - EXP05URE CLA55:FO/50/CO DETAILING(BENDS,WOKS,SPLAYS,ETC.)SHALL BE IN ACCORDANCE WITH ACI 318 AND ACI MNL-66. TYPICAL HOLE SIZES FOR STEEL-TO-STEEL CONNECTIONS MAY HAVE A MAXIMUM HOLE DIAMETER OVER THE NOMINAL BOLT DIAMETER OF 1/10' I.00=Is-SNOW IMPORTANCE FACTOR - MAX WATER/CEMENT RATIO:0.45 TOTAL MASONRY A55ENBLY STRENGTH,Eon=2,500 P51 H I.OR=Cs-SLOPE FACTOR REINFORCING BARS SHALL BE CONTINWUS THRU COLD JOINTS,UNLESS NOTED OTHERWISE TYPICAL HOLE SIZES FOR STEEL TO CONCRETE/CMU CONNECTIONS MAY HAVE A MAXIMUM HOLE DIAMETER PER TABLE 14-2 OF THE A15c AIR CONTENT(./U.5%):<38 SEE SNOW DRIFT DIAGRAM ON SHEET 5-140 LON5IRULTION MANUAL AT COLUMN 845E PLIES.AT CONDITIONS OTHER THAN COLUMN fl45EPLATES,THE MAXIMUM HOLE DIAMETER OVER THE RECOMMENDED SLUMP:3'(OR: W/ADMIXTURES) CORNER BARS SHALL BE PROVIDED AT ALL CORNERS L WALL,GRADE BEAM,AND FOOTING INTERSECTIONS.CORNER BARS SHALL LAP WITH f�l.ION OF THE MA NOMINAL BOLT DIAMETER SHALL BE BIC YJ•D OESIGIA - %MAX SHRINKAGE AT 28 DA75:0.04 TYPICAL WALL REINFORCING AS SHOWN IN THE PLAN.ALL LAP SPLICES SHALL BE PER THE'TYPICAL REINFORCEMENT DEVELOPMENT AND SPLICE VERIFICATION O THE MASONRY ASSEMBLY STRENGTH,fry MAY BE COMPLETED USING EITHER OF THE BELOW METHODS. 9B MPH=V-BA51C DESIGN WIND SPEED - NORMAL WEIGHT CONCRETE SCHEDULE',UNLESS NOTED OTHERWISE I. UNIT STRENGTH METHOD,WITH THE BELOW ADDITIONAL REQUIREMENTS PROVIDE HOT-DIPPED GALVANIZED'TYPICAL HIGH STRENGTH BOLTS'PER THE MATERIALS SECTION W/GALVANIZED HARDENED WASHERS AND a.5/B'MAX MASONRY BED JOINT 11-RISK CATEGORY - FOOTINGS AND FOUNDATION WALLS: b.A LETTERS 15 PROVIDED BY THE MASONRY UNIT SUPPLIER CERTIFYING THE UNIT PROVIDED MEET5 ALL REQUIREMENT5 L15TED IN THE GALVANIZED HEX NUTS AT CONNECTIONS FOR ALL GALVANIZED MEMBERS. C-EXPOSURE CATEGORY ALL OPENINGS IN CONCRETE SLABS,WALLS,ETC.MUST HAVE A(2)#5 MIN.UNLESS NOTED OTHERWISE TRIM BARS ALL AROUND THE OPENING.TRIM Loo TOPOORAPHIC FACTOR - MIN.28 DAY STRENGTH:4,500 psi BARS MUST EXTEND A MINIMUM OF 2'-0 PAST EVERY CORNER. MATERIALS SECTION PROVIDE WASHERS FOR ALL BOLTS AS REQUIRED PER RCSC.AS A MINIMUM PROVIDE STANDARD CUT WASHERS UNDER ALL NUTS. SDH Architect -CI - MAX AGGREGATE 51ZE:3/4'DIA c.A LETTERS 15 PROVIDED BY THE GROUT SUPPLIER CERTIFYING THE GROUT PROVIDED MEET5 ALL REQUIREMENTS LISTED IN THE E 0.18=GC-INTERNAL PRESSURE COEFFICIENT - EXPOSURE CLA55:F2/50/W0/CI MATERIALS SECTION 6B8LY � 3261 NW CELILO LN PI - MAX WATER/CEMENT RATIO:0.45 STRAIGHT DEVELOPMENT AND LAP SPLICES O REINFORCING BARS SHALL CONFORM TO THE"TYPICAL REINFORCEMENT DEVELOPMENT AND SPLICE p PRISM STRENGTH METHOD PRI02 TO AND DURING CONSTRUCTION PER ASTM CI532 AND ASTM CI314 AT A LEVEL"2'O DUALITY ASSURANCE SEBMK DE'.,IOA SCHEDULE',UNLESS NOTED OTHERWISE NO TACK WELDING OR REINFORCING BARS 15 PERMITTED. ALL WELDING PROCEDURES,ELECTRODE5 AND WELDER QUALIFICATION5 SHALL CONFORM EO THE REQUIREMENTS IN AW5 DLI OR SET BY THE BEND,OR 97703 AIR CONTENT(./-1.5%):6% PER EMS 602 206.369.8881 1.M8=Es-MAPPED SPECTRAL RE5PON5E COEFFICIENT(SHORT PERIOD) GOVERNING LOCAL JURISDICTION,WHICHEVER 15 MORE STRINGENT,FOR ARC WELDING IN BUILDING CONSTRUCTION. 0371=5I-MAPPED SPECTRAL RESPONSE COEFFICIENT(1-SECOND PERIOD) - MAXIMUM DESIGN SLUMP:3'(CR B"W/ADMIXTURES) VERTICAL WALL REINFORCEMENT LAP SPLICES SHALL BE SPLICED AT OR NEAR FLOOR LINES.STAGGER SPLICES 50 THAT NO TWO ADJACENT BARS 0751= DESIGN SPECTRAL RESPONSE COEFFICIENT SHORT PERIOD - %MAX SHRINKAGE AT 28 DA75:0.05 ARE SPLICED IN THE SAME LOCATION. CONCRETE MASONRY UNITS SHALL BE PLACED IN RUNNING BOND COJSTRUGTION,HAVE ALL VERTICAL CELLS ALIGNED,AND BE A MINIMUM O 4 ALL FIELD AND SHOP WELDING SHALL BE PERFORMED BY QUALIFIED WELDERS IN ACCORDANCE WITH AW5 DIA OR THE GOVERNING JURISDICTION S ( ) - NORMAL WEIGHT CONCRETE INCHES TALL,UNLESS NOTED OTHERWISE REQUIREMENTS,WHICHEVER 15 MORE STRINGENT. 0.477= -MAPPED SPECTRAL RESPONSE COEFFICIENT(I-SECOND PERIOD) SPLICE TOP BARS AT CENTER LINE OF SPAN AND BOTTO'I BARS Ai THE SUPPORT IN SPANDRELS,BEAMS,GRADE BEAMS,ETC,UNLESS NOTED F-505 C SOIL SITE TEGOR BASEMEN WALLS,RETAINING WALLS,GRADE BEAMS t ilE BEAMS: CONCRETE MASONRY UNITS SHALL BE CLEAN AND FREE OF SUBSTANCES THAT MAT IMPAIR BOND. avmFx D=SEISMIC DESIGN CATEGORY OTHERWISE ALL WELD ELECTRODES SHALL CONFORf1 WITH THE SPECIFIED TENSILE STRE4GTH5 IN THE'MATERIALS'SECTION ABOVE.ELECTRODES MUST BE KEPT 11=RI5K CATEGORY - MIN.28 DAY STRENGTH:4,5DO psi DRY AT ALL TIMES. 100=Ie-SEISMIC IMPORTANCE FACTOR - MAX AGGREGATE SIZE:3/4'DIA. DOWELS BETWEEN FOOTINGS AND WALLS OR COLUMN5 SHALL BE THE SAME GRADE,SIZE,AND SPACING OR NUMBER AS THE VERTICAL REINFORCING ALL CELLS IN CONCRETE MASONRY UNITS SHALL BE GROUTED SOLID,UNLESS NOTED OTHERWISE BEARING WALL SYSTEM.SPECIAL REINFORCED NA50NRY 514EAR WALLS=VERTICAL SEISMIC FORCE RE515TING 575TEM - EXP05URE CLA55:F2/50/K49/CI BARS,UNLESS NOTED OTHERWISE. WELDING OR TACKING OF NIGH-5TRENGTH BOLTS 15 NOT PERMITTED. MAX WATER/CEMENT RATIO:OAS IF SPECIFIED,'PARTIAL GROUTING'SPECIFIES THAT ONLY CELLS W/REINFORCEMENT ARE TO BE GROPED CONCRETE DIAPHRAGM FOR ROOFS t FLOORS=HORIZONTAL SEISMIC FORCE RESISTING SYSTEM - AIR CONTENT ./-15%:6% 50=R,RESPO45E MODIFICATION COEFFICIENT ( ) WELDED WIRE FABRIC(WWF)SHALL BE PROVIDED IN FLAT SHEETS AND SHALL BE SUPPORTED ON CONTINUDUS SLAB BOL5TER5 AND LAPPED THE BUTT WELDS ARE TO BE A COMPLETE MOUNT PENETRATION(GP)WELD,UNLESS NOTED OTHERWISE.ALL EXPOSED BUTT WELDS SHALL BE GROUND MAXIMUM DESIGN SLUMP:3' OR B'W/ADMIXTURES MORTAR MIX SHALL CONFORM TO ASTM C780 FOR FIELD TESTING AND HAVE BED JOINTS THAT W NOT EXCEED 5/8" 0.150=Cam,5E15MIC RESPONSE COEFFICIENT ( ) GREATER OF ONE AND ONE-HALF MESH SPACES OR 6'. SMOOTH. DOW ALEERRT LATERAL FORCE PROCEDURE=SEISMIC ARALY515 PROCEDURE - %MAX SHRINKAGE AT 28 DAYS:0.05 GROUT SHALL HAVE SUFFICIENT WATER TO ACHIEVE A SLUMP W 8'-II"AND TO FLOW INTO ALL CELLS OF NA50NRY CONSTRUCTION WITHOUT 57.2 KIPS(I.OE)=SEISMIC DESIGN BASE SHEAR(EAST/WEST DIRECTION) - NORMAL WEIGHT CONCRETE REINFORCING BARS SHALL BE BENT COLD,AND NO METHOD OF FABRICATION SHALL BE USED WHICH WOULD BE INJURIOUS TO THE MATERIAL. SEGREGATION. ALL FULL PENETRATION WELDS SHALL BE ULTRASONIC TESTED IN ACCORDANCE WITH AWS D1.1. G U S KIPS(1.0E)-SEISMIC DESIGN BASE SHEAR(NORTH/SOUTH DIRECTION) HEATING OF BARS FOR BENDING IS NOT PERMITTED. MIA.2 ON METAL DECK: UNLE55 A LARGER SIZE 15 SPECIFIED,MINIMUM WELD 51ZE SHALL BE 3/16"OR AS NOTED IN SECTION J1b OF A15C 360,WNICNEVER 15 LARGER. - MIN.28 DAY 5TRENGTH:3,000 psi FIELD BENDING OF REINFORCING BARS PRIOR TO CONCRETE PLACEMENT AND REINFORCING BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE IS GRO1T SHALL BE PLACED IN LIFTS NOT EXCEEDING 5'-4"IN HEIGHT.GROUT SHALL BE HELD I I/2'BELOW TOP OF UNITS AT GRDUE FOUR JOINTS. 20 P5F 1OM05' - MAX AGGREGATE SIZE:3/4.DIA. NOT PERMITTED UNLE55 APPROVED BY THE STRUCTURAL ENGINEER OF RECORD. FIELD WELDS HAVE BEEN INDICATED WHERE THEY ARE EXPECTED TO OCCUR AND ARE INTENDED ONLY TO AID THE CONTRACTOR IN DETERMINATION 20 PSF-STORAGE ABOVE CEILING(LIVE LOAD) - EXPOSURE CLA55:FO/50/CO FOR LIFTS OVER 5'-4"IN HEIGHT,THE CONTRACTOR SHALL SUBMIT A GROUTING PROCEDURE PLAN FOR THE STRUCTURAL ENGINEER OF RECORD TO OF FIELD V5 SHOP WELDING.THE CONTRACTOR SHALL DETERMINE THE ACTUAL FIELD WELDING AS NEEDED FOR THE CONSTRUCTION SEQUENCE AND - MIAX WATER/CEMENT RATIO:0.45 CUTTING OF REINFORCING WHICH CONFLICTS WITH EMBEDDED OBJECTS 15 NOT PERMITTED. REVIEW PRIOR TO CONSTRUCTION. INCLUDE ALL ASSOCIATED COSTS WITHIN THEIR BASE BID. AIR CONTENT(./-Is%):<3% WET RABBIT LLC THE INTERNATIONAL BUILDING CODE IBC AND 5TANDARD5 SHALL GOVERN ALL MATERIALS AND WORKMANSHIP. CONTROL JOINT AND EXPANSION JOINT LOCATIONS SHALL BE APPROVED BY THE STRUCTURAL ENGINEER OF RECORD PRIOR TO CONSTRUCTION. ( ) - MAXIMUM DE51GN SLUMP:3'(OR B'W/ADMIXTURES) MECHANICAL SPLICE COUPLERS SHALL HAVE A CURRENT IOC-E5R APPROVAL REPORT AND SHALL BE CAPABLE OF DEVELOPING 12T OF THE SPLICED UNLE55 NOTED OTHERWISE AS INDICATED IN THE PLANS. SEE'SPECIAL INSPECTIONS"SECTION FOR OTHER REQUIREMENTS REGARDING SPECIAL INSPECTIONS FOR WELDING O STRUCTURAL STEEL ELEMENTS. 3213 W.WHEELER ST#750 ALL TEMPORARY SHORING OR BRACING 15 THE RESPONSIBILITY OF THE CONTRACTOR.THE DRAWINGS REFLECT THE FINAL FINISHED CONDITION OF - %MAX SHRINKAGE AT 28 DAY5:0.05 EAR'S YIELD 5TRENGTH.SUBMIT MECHANICAL SPLICE COUPLERS TO THE STRUCTURAL ENGINEER OF RECORD FOR REVIEW PRIOR TO PLACEMENT. LIGHT WEIGHT CONCRETE,DRY UNIT WEIGHT:115 POF TUE STRUCTURE CONTRACTOR IS TO PROVIDE SUPPORTS FOR REINFORCING BARS TO MAINTAIN SPECIFIED CONCRETE COVER.SUPPORTS MUST WNFORIM TO THE CONTRACTOR SHALL REFERENCE THE'ttPICAL REINFORCED MASONRY WALL CONSTRUCTION'DETAIL FOR ADDITIONAL INFORMATION. STEEL-ROOF AND FlIbR DECK: 9 9 ryATERRM REQUIREMENTS IN CB51 MSP,CHAPTER 3'BAR 5UPPORT5'. Rl STANDARD& 206-284-8200 THESE DRAWINGS ARE NOT INTENDED TO SHOW EACH AND EVERY CONDITION BUT TO INDICATE THE GENERAL CONSTRUCTION.WHERE CONDITIONS ARE CONTRACTOR 5HALL PROVIDE TEMPORARY BRACING FOR NA50NRY WALLS,AS REQUIRED,UNTIL CONNECTIONS TO FLOOR AND/OR ROOF DIAPHRAGMS . AN51/5DI-RD-2017'STANDARD FOR STEEL ROOF DECK' NOT SPECIFICALLY DETAILED,51MILAR CONDITIONS SHALL BE USED AT THE D15CRETIOJ AND APPROVAL OF THE ARCHITECT AND ENGINEER. - FORELAND CEMENT:ASTM C150 TYPE/11 CR ASTM CSg5 TYPE IL ARE COMPLETED AND WALL HAS REACHED DESIGN STRENGTH. - AN51/5D1-C-2017'STANDARD FOR CONP051TE STEEL FLOOR DECK-5LAB5" - FL7 ASN T POZZOAN 1 ASTM C618 CLA55 C YBDNG OFA EINFOR IN MIXING WATER:ASTM CI602 WELDING E REINFORCING BARS,WHERE APPROVED BY THE STRUCTURAL ENGINEER OF RECORD,SHALL BE PERFORMED LIFIE LOW HYDROGEN - A151 D1.3-16('STR 'SPECIFICATION FOR THE 5HEEr T COLD-FORMED STEEL STRUCTURAL MEMBERS" THE CONTRACTOR IS RESPONSIBLE FOR ALL JL93 51TE SAFETY A5 WELL AS ALL MEANS,METHODS,AND SEQUENCES OF CONSTRUCTION TO SAFELY - AGGREGATES ELECTRODES AND PREHEATED IN ACCORDANCE WITH AN5I/AW5 D1.4.WELDERS AND WELDING PROOEDURES SHALL BE QUALIFIED IN ACCORDANCE WITH �S1EB.A EMBEID®ME6 - AW5 DI 3-IB'STRUCTURAL WELDING CODE-SHEET STEEL' corvsuLrANr PERFORM THE WORK.AVE HAS NO EXPERT15E IN NOR HAS BEEN RETAINED TO PROVIDE REVIEW OF THE CONTRACTOR5'SAFETY PRECAUTIONS A5 NORMAL WEIGHT AGGREGATE SHALL CONFORM TO A5TM C33 AN51/AW5 DIA.MATERIALS SHALL CONFORM TO THE REQUIREMENTS SHOWN IN THE'MATERIALS'SECTION ABOVE. ALL REINFORCING STEEL AND EMBEDDED ITEM5 SHALL BE IN GROUTED CELLS AND SECURELY INSTALLED PRIOR TO GROUTING THE MASONRY THEY RELATE TO THE CONSTRUCTION OF TH15 PROJECT. ASSEMBLY. MATERIAL& LIGHT WEIGHT AGGREGATE SHALL CONFORM TO ASTM C330 . STEEL DECK:A5TM A653 55 GRADE 50(Fy=50 ksi) - AIR ENTR REINFORCEMENT SHALL Wr BE WELDED UNTIL A CHEMICAL E A LCUL SUFFICIENT TO DETERMINE THE CARBON EQUIVALENT IS PERFORMED.THE - WELDING ELECTRODES:E60UO(GO ksi MIN. IF ANY ERROR OR OMI551ON APPEARS IN THESE DRAWINGS,SPECIFICATIONS,OR OTHER WCUMENTS,THE CONTRACTOR SHALL NOTIFY TUE OWNER REINFORCING BARS AND EMBEDDED ITEMS SHALL BE FREE OF GREASE,MUD,OIL,OR OTHER MATERIALS THAT REDUCE REINFORCING BOND AT THE AIR ENTRAINMENT ADMIXTURES:ASTM ODIF CARBON EQUIVALENT OF REINFORCING STEEL BARS SMALL BE CALCULATED FROM THE CHEMICAL COMPOSITION AS SHOWN IN EHE MILL TEST REPORT. ) AND STRUCTURAL ENGINEER OF RECORD IN WRITING O SUCH OMISSION OR ERROR BEFORE PRWEEDING WITH THE WORK OR ACCEPT FULL TIME OF CONCRETE PLACEMENT.RUST OR MILL SCALE IS ALLOWED PROVIDED BAR WEIGHT AND DIMENSIONS CONFORM TO ASTM SPECIFICATIONS.ANT WATER REDUCING AND SETTING TIME MODIFICATION ADMIXTURES:ASTM C494 IF MILL TEST REPORTS ARE NOT AVAILABLE,A CHEMICAL ANALYENT SHALL BE MADE OF BARS REPRESENTATIVE OF THE BARS TO BE WELDED.THE OKK SPB3FCA IEU RE5PON51BILITY FOR THE CAST TO RECTIFY SAME.VERIFY AND COORDINATE OPENINGS IN FLOORS,WALLS,AND ROOF WITH ARCHITECTURAL, INTENDED COATINGS SHALL BE PER PLANS OR APPROVED 8Y THE STRUCTURAL LNGINEEft W RECORD PRIOR TO PLACEMENT. MECHANICAL,AND ELECTRICAL DRAWINGS. - OTHER D PLOWABLE CONCRETE ADMIXTURES:ASTM C1017 CAP.BOE EQUIVALENT TEST)SHALL NOT EXCEED ON RREQUIREMENTS MEETING ASTM ING. DEEMED TO MEET THE WELDABILITY REQUIREMENTS MAY - OTHER ADMIXTURES NOT SPECIFIED MUST BE SUBMITTED TO THE ENGINEER OF RECORD FOR REVIEW. BE USED IN LIEU OF TESTING.SPECIAL INSPECTION IS REWIRED FOR ALL FIELD WELDING. REFER TO FRAMING PLANS AND"TYPICAL METAL DECK PROPERTIES"DETAIL FOR ROOF DECK SPECIFICATIONS AND MINIMUM SECTION PROPERTIES. ALL REINFORCING BARS SHALL BE DEVELOPED AND LAPPED PER THE'MASONRY REINFORCEMENT DEVELOPMENT/LAP SPLICE SCHEDULE'IN THE THE ARCHITECTURAL DRAWINGS SHALL BE REFERENCED FOR WALLS,FINISHES AND DIMENSIONS.DIMENSIONS PROVIDED ON THE STRUCTURAL MN 9PFLRICATION RBI `SEBW REOUREI�& 5TRWTURAL PLANE. ALTERNATE DECK T7PE5 FROM THE DECK SPECIFICATIONS IN THE DETAILS PREVIOUSLY LISTED MUST BE SUBMITTED TO THE STRUCTURAL ENGINEER DRAWINGS ARE FOR REFERENCE ONLY AND SHALL BE VERIFIED BY THE ARCHITECTURAL DRAWINGS. WHERE AIR CONTENT 15 SPECIFIED IN THE ABOVE CONCRETE MIX SPECIFICATION5 FOR A STRUCTURAL ELEMENT,PROVIDE AIR ENTRAINING ADMIXTURE ALL REINFORCING BARS IN MOMENT FRAMES t SHEAR WALLS(INCLUDING COUPLING BEAMS 4 WALL PIER5 WITHIN A SHEAR WALL)SHALL CONFORM TO OF RECORD FOR REVIEW.ALTERNATE DECK TYPES MUST HAVE A CURRENT IOC FOR OR IAPMO-UE5 EVALUATION REPORT. TO ACHIEVE THE AIR CONTENT PERCENTAGE SPECIFIED.THE TOTAL AIR CONTENT SPECIFIED I5 TO INCLUDE AIR ENTRAINMENT ONLY.ENTRAPPED AIR A5TM A706 GRADE 60 REINFORCING STEEL. PROVIDE HORIZONTAL BOND BEAMS WITH(2)#5 CONTINUOUS BARS AT A MAXIMUM SPACING OF 32"OC,UNLESS NOTED OTHERWISE IN STRUCTURAL F WHERE'ENGINEER APPROVED ALTERNATE'I5 SPECIFIED HEREIN,AN ALTERNATE PRODUCT OF EQUAL OR GREATER STRENGTH AND 51MILAR IN PLANE.PROVIDE BOND BEAMS AT ALL FLOOR t RWF LINES AND AT THE TOP OF THE WALL.ALL BOND BEAMS SHALL BE CONTINUOUS IN 50LID DECK FASTBEWG, IS NOT PERMITTED To 15 USED IN THE TOTAL AIR CONTENT SPECIFIED.AIR CONTENT SPECIFIED IS BASED ON A51 DIAMETER AGGREGATE.IF 3/8' NATURE,DURABILITY,AND FORM MAY BE SU8111TTED WITH ADEQUATE TECHNICAL DOCUMENTATION TO THE STRUCTURAL ENGINEER OF RECORD(EOM) DIAMETER AGGREGATE IS USED,INCREASE AIR CONTENT BY 1.5%.TESTING SHALL WNFORIM TO ASTM C231 AND ASTM C173.THE AVERAGE O ALL ALTERNATIVELY,ASTM Ab15 GRADE 60 REINFORCING STEEL IS PERMITTED IF A MILL CERTFILATE IS SUBMITTED TO TUE STRUCTURAL ENGINEER OF GROUTED WALLS. REFER TO'ttPICAL METAL DECK FASTENING"DETAIL FOR RWF DECK ATTACHMENT TO STRUCTURE AND SIDELAP CONNECTION REQUIREMENTS. FOR REVIEW.NO ALTERNATE PRODUCTS MAY BE USED PRIOR TO THE APPROVAL OF THE EOR.ALTERNATE PRODUCTS THAT ARE SUBMITTED TE5T5 SHALL MEET OR EXCEED THE SPECIFIED VALUE.TESTING 15 TO BE PERFORMED AT TEE POINT OF DELIVERY. RECORD FOR APPROVAL PRIOR TO FABRICATION THAT PROVIDES DOCUMENTATION SHOWING ALL OF THE BELOW REQUIREMENTS ARE SATISFIED. WITHOUT ADEQUATE DOCUMENTATION OR THAT SIGNIFICANTLY DEVIATE FROM THE DESIGN INTENT OF THE ORIGINALLY SPECIFIED PRODUCT WILL BE PROVIDE BENT BARS PER TYPICAL DETAILS TO MATCH AND LAP HORIZONTAL BOND BEAM REINFORCING AT CORNERS AND WALL INTER5ECTION5 TO ALTERNATE FASTENING METHODS FOR DECK CONNECTION TO SUPPORT STRUCTURE AND 51DELAF CONNECTIONS MAY BE SUBMITTED TO THE I. THELD STRENGTH Fy BASED ON MILL SERE DOES NOT EXCEED`L YIELDD Fy B7 MORE THAN UST 1.PSI REJECTED. CALCIUM CHLORIDE MAY NOT BE USED. 2.THE RATIO O THE ACTUAL TENSILE 5TRENGTH TO THE ACTUAL YIELD 5TRENGTH IS AT LEAST 1.25 MAINTAIN BOND BEAM CONTINUITY,UNLE55 NOTED OTHERWISE STRUCTURAL ENGINEER OF RECORD FOR REVIEW PRIOR TO CONSTRUCTION. 3.RIE MINIMUM ELONGATION IN 6 INCHES SHALL BE AT LEAST GB✓�ROOF DEC.(DUD CQ��) IS DRAWINGS ARE NOT TO BE SCALED. ALL CONCRETE MIX DESIGN 5UBMITTAL5 SHALL INCLUDE PORTLAND CEMENT MILL TE5T5 WITH CERTIFICATES OF COMPLIANCE. a.14 PERCENT FOR BAR 5HZE5#3 THRU#6 ALL HORIZONTAL BARS SHALL BE PLACED IN BOND BEAM LL HICKN BEAM UNITS.BOND BEAM/LINTEL BEAM UNITS SHALL NOT HAVE TAPERED L 12 PERCENT FOR BAR SIZES#7 THRU#HI WALLS WE EO EXTENSIVE THICKNESS OF SHELL.THE SHELL 1HILKNE55 SHALL NOT EXCEED-I/2'. FABRICATION AND INSTALLATION W DECK SHALL COMPLY WITH THE REQUIREMENTS IN AN5I/SDI-RD OR ANSI/SDI-O. SUB5TITUTI IK: MINIMUM TOTAL CEMENTITIOU5 CONTENT SHALL HAVE 5-1/2 SACKS(517 LB)MINIMUM OF CEMENT PER CUBIC YARD. < 10 PERCENT FOR BAR 51ZE5 14 AND#16 13228 NE 20TH ST, SUITE 100 GENERAL CONTRACTOR REQUESTED CHANGES OR SUBSTITUTIONS SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER PROVIDE A MIN.B'DEEP LINTEL W/(2)#5 CONTINUOUS BARS(BOTTOM)OVER ALL WALL OPENINGS,U.N.O.ALL LINTEL REINFORCING 5HALL EXTEND ALL RWF DECK SHALL BE 3-5PAN CONTINUOUS MINIMUM.IN AREAS WHERE 3-5PAN CONDITIONS ARE NOT POSSIBLE,THE CONTRACTOR SHALL BELLEVUE, WA 98005 OF RECORD.THE GENERAL CONTRACTOR SHALL ALLOW 10 WORKING DAY5 MINIMUM FOR THE STRUCTURAL ENGINEER OF RECORD TO COMPLETE THEIR THE USE OF FLY A5H OR POZZOLANS CONFORMING TO THE ASTM LISTED ABOVE SHALL CONFORM TO ACI TABLE 26.42.2(b)AND SECTION 26A.22. PRESTRESSED CONCRETE NOLLOW LORE PLANKS: 2'-O'PAST THE OPENING.SEE-TYPICAL REINFORCED MASONRY WALL CONSTRUCTION'DETAIL IN PLANS FOR ADDITIONAL INFORMATION. PROVIDE HEAVIER GAUGE DECK AS REQUIRED TO PROVIDE THE EQUIVALENT LOADING OF THE DECK UNDER A 3-SPAN CONDITION. 425 614-0949/INFO@AU-ENG.COM REVIEW.A RESPONSE FROM THE ARCHITECT AND/OR THE STRUCTURAL ENGINEER OF RECORD I5 REQUIRED PRIOR TO THE FABRICATION AND/OR THE MAXIMUM PERCENT OF FLY ASH/OTHER POZZOLA%SHALL BE 25%OF THE TOTAL CEMENTITIOU5 CONTENT UNLESS REVIEWED AND APPROVED JOB NO:24034 CONSTRUCTION OF THE REQUESTED CHANGES OR 5UB5TITUTIONS.CHANGES SHOWN IN SHOP DRAWING5 ONLY WILL NOT SATISFY THI5 REQUIREMENT. OTPERN15E BY THE ENGINEER OF RECORD. ROOF AREA LOWINI MINIMUM VERTICAL REINFORCEMENT SHALL BE(I)#5 AT 32'OC.,UNLESS NOTED OTHERWISE ALL STEEL ROOF DECK SHALL HAVE A MINIMUM G60 ZINC GALVANIZED PROTECTIVE COATING PER A5TM A653. THE CONTRACTOR WILL BE RESPONSIBLE FOR ANY ADDITIONAL ENGINEERING EFFORT AND ASSOCIATED FEES REQUIRED FOR REVIEW AND APPROVAL OF THE REQUESTED CHANGES AND SUBSTITUTIONS. THE WATER/CEMENT RATIO SHALL BE BASED ON THE TOTAL CEMENTITIDU5 MATERIAL,INCLUDING CEMENT AND POZZOAN5 SUCH AS FLY A5H. ' RWF LIVE LOAD:20 PSF IN ADDITION,PLACE(2)#5 VERTICAL BARS FULL HEIGHT,(1)EACH FACE IN CELL,AT WALL INTERSECTIONS,CORNERS,WALL OPENINGS,AND EACH ALL DECK WELDING SHALL BE IN ACCORDANCE WITH AW5 D13. RWF SUPERIMPOSED DEAD LOAD:20 P5F SIDE OF CONTROL JOINTS,UNLE55 NOTED OTHERWISE SILO DRAWINGS: SPECIFIED SHRINKAGE LIMITS SHALL BE VERIFIED IN ACCORDANCE WITH TESTING THAT 15 IN ACCORDANCE WITH A5TM CH57. . TOTAL DEAD AND SUPERIMPOSED LIVE LOAD:40 P5F ALL DECK ENDS 514ALL BE LAPPED A MINIMUM OF 2"AND CENTERED OVER SUPPORTS. ALL SHOP DRAWINGS SHALL BE REVIEWED t APPROVED BY THE GENERAL CONTRACTOR PRIOR TO BEING SUBMITTED TO THE ARCHITECT AND . SNOW DRIFT PER SHEET 5-140 DOWELS BETWEEN FOOTINGS AND WALLS OR COLUMNS SHALL BE THE SAME GRADE,SIZE,AND SPACING OR NUMBER AS THE VERTICAL REINFORCING 5TRUCTURAL ENGINEER OF RECORD.SWOP DRAWINGS APPROVED BY THE GENERAL CONTRACTOR SHALL INCLUDE A REVIEW STAMP FROM THE MIX PROPORTIONS SHALL MEET OR EXCEED ALL REQUIREMENTS SPECIFIED.THE MORE STRINGENT OF THE REQUIREMENTS SHALL GOVERN. BARS,UNLESS NOTED OTHERWISE.ALL DOWELS SHALL LAP W/VERTICAL REINFORCEMENT PER THE LENGTHS SPECIFIED IN THE'MASONRY ALL DECK ENDS SHALL HAVE A MINIMUM 2"OF BEARING. GENERAL CONTRACTOR INDICATING THE SHOP DRAWING5 ARE CORRECT 4 COMPLETE. REINFORCEMENT DEVELOPMENT C LAP SPLICE SCHEDULE" GB6GLL RBRIRB'®BS, SLAB TYPES,SIZES AND WEIGHTS NOTED AS MANUFACTURED B7 CONCRETE TECHNOLOGY CORPORATION. STEEL RWF DECK SHALL NOT BE USED TO SUPPORT LOADS FROM PLUMBING,NVAC DUCTS,LIGHT FIXTURES,ARCHITECTURAL ELEMENTS OR THE STRUCTURAL ENGINEER OF RECORD'S SHOP DRAWING REVIEW 15 ONLY FOR GENERAL COMPLIANCE WITH THE STRUCTURAL DRAWINGS AND DOES PERFORM CONCRETE WORK,INCLUDING HANDLING,PLACING,AND CONSTRUCTING IN ACCORDANCE WITH ACI 301,INCLUDING ACI 117,UNLESS MORE CONDUITS,PIPES AND 5LEEVE5 SHALL NOT BE PLACED IN MASONRY CONSTRUCTION UNLE55 SPECIFICALLY APPROVED BY STRUCTURAL ENGINEER OF EQUIPMENT OF AY KIND,UNLESS SPECIFICALLY NOTED OR APPROVED BT THE STRUCTURAL ENGINEER OF RECORD.LIGHT WEIGHT SUSPENDED NOT INDICATE THE SHOP DRAWINGS ARE CORRECT OR COMPLETE.THI5 I5 THE SOLE RESPONSIBILITY OF THE GENERAL CONTRACTOR. STRINGENT REQUIREMENTS ARE SPECIFIED. 5LAB5 TO HAVE LOAD CARRYING CAPACITY IN ACCORDANCE WITH MANUFACTURERS PUBLISHED LOAD TABLES. RECORD.IF EMBEDMENT 15 APPROVED THE CONDUIT,PIPE OR SLEEVE SHALL BE COMPATIBLE WITH THE MACONRY(ALUMINUM NOT ALLOWED),5HALL ACOUSTICAL CEILINGS WITH A TOTAL WEIGHT OF 65 L85 PER ATTACHMENT MAY BE HUNG FROM THE ROOF DECK.THE HANGERS MU5T BE SPACED NO BE NO CLOSER THAN THREE DIAMETERS(OF THE LARGEST DIAMETER MEMBER)ON CENTER,SHALL BE A MINIMUM OF I-I/2"CLEAR OF ANT CLOSER THAN 4 FT O C.AND STAGGERED TO DISTRIBUTE THE LOAD5 OVER MULTIPLE DECK FLUTES. WHERE EXISTING CONDITIONS REQUIRE FIELD VERIFICATION,THE GEENERAL CONTRACTOR I5 RESPONSIBLE FOR PROVIDING ALL NECESSARY FIELD INSTALL AND SECURE EMBEDMENTS SUCH AS ANCHOR ROD5 AND EMBEDMENT PLATES WITHIN THE SPECIFIED TOLERANCES PRIOR TO CONCRETE SHOP DRAWINGS SHALL SHOW ALL OPENINGS B"DIA.OR GREATER WHICH ARE TO BE CUT IN PLANK. REINFORCING AND SHALL NOT DISPLACE MORE THAN 2%OF THE NET CELL CRO55 SECTION.PIPE5 SHALL NOT CONTAIN LIQUIDS,GAS OR VAPORS AT VERIFICATION INFORMATION AND VERIFYING IT HAS BEEN ACCURATELY INCORPORATED IYO THE SHOP DRAINGS PRIOR TO APPROVING THE SHOP PLACEMENT. TEMPERATURE OVER 150 DEGREES,BE SUBJECT TO FREEZING OR AT PRESSURES OVER 55 P51. OPENINGS SHOWN IN THE CONTRACT DOCUMENTS SHALL BE REFLECTED IN THE 5UB NTAL.DECK OPENINGS LE55 THAN 6"DO NOT REQUIRE E DRAWINGS.SHOP DRAWINGS THAT CONTAIN @VERIFY IN FIELD'NOTES OR INCOMPLETE EX15TING BUILDING INFORMATION TO ADEQUATELY DETAIL THE HOLLOW-CORE MANUFACTURER SHALL BE APOI-CERTIFIED PLANT. REINFORCEMENT.FOR LARGER OPENINGS REFER TO STRUCTURAL PLANS AND DETAILS FOR DECK SUPPORT. CONNECTIONS EO THE BUILDING STRUCTURE ARE WN51DERED INCOMPLETE AND WILL BE REJECTED. CONCRETE SHALL BE PROPERLY CONSOLIDATED PER THE LATEST EDITION OF ACI 309 U51NG INTERIOR MECHANICAL VIBRATION,EXCEPT AT CONCRETE &FATHER caornab ANY CHANGE5 OR DEVIATIONS FROM THE CONSTRUCTION DOCUMENTS CONTAINED WITHIN THE SWOP DRAWING5 SHALL BE CLOUDED AND NOTED A5 SLABS ON GRADE LE55 THAN 5'THICK.DO NOT OVER-VIBRATE CONCRETE. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. CONCRETE MASONRY CONSTRUCTION THE AMBIENT TEMPERATURE HAS FALLEN EO OR I5 EXPECTED TO FALL BELOW 40 deg F DURING THE STEEL ROOF DECK SUPPLIER SHALL PROVIDE ALL NECE55ARY ACCESSORIES SUCH AS RIDGE AND VALLEY PLATES,SADDLES,COVER PLATES,ETC. SUCH.THE STRUCTURAL ENGINEER OF RECORD'S SHOP DRAWING APPROVAL SHALL NOT BE CON51DERED AN APPROVAL OF ANY DE51GN DEVIATIONS SEE"DEFERRED SUBMTTALS"SECTION OF THE STRUCTURAL NOTES FOR ADDITIONAL INFORMATION REGARDING REQUIRED SUBMITTALS CONSTRUCTION PERIOD,IMPLEMENT COLD WEATHER PROCEDURES THAT COMPLY WITH TM5 602 SECTION I.BC. UNLE55 SPECIFICALLY NOTED A5 SUCH.SHOP DRAWINGS DO NOT SUPERSEDE OR REPLACE THE CONSTRUCTION DOCUMENTS. PROTECT AND CURE ALL CONCRETE SURFACES,EXCEPT FOOTINGS,FOR A MINIMUM OF 7 DAY5 AFTER PLACEMENT IN ANY APPROVED MANNER IN ACCORDANCE WITH ACI 301. POST INSTALLED ANGC7R5: CONCRETE MA50NRY CONSTRUCTION THE AMBIENT TEMPERATURE HA5 EXCEEDED TO OR 15 EXPECTED TO EXCEED 100 deg F OR 90 deg F W/WINDS THE SHOP DRAWINGS SHALL BE SUBMITTED t REVIEWED BY THE ARCHITECT t STRUCTURAL ENGINEER OF RECORD BEFORE PROCEEDING WITH OVER 6 MPH DURING THE CONSTRUCTION PERIOD,IMPLEMENT HOT WEATHER PROCEDURES THAT COMPLY WITH TM5 602 SECTION IBD. FABRICATION.THE GENERAL CONTRACTOR SHALL ALLOW 1O WORKING DAYS MINIMUM FOR THE STRUCTURAL ENGINEER OF RECORD TO COMPLETE CONCRETE WALLS INTERSECTION CONCRETE PILASTERS SHALL BE CAST MONOLITHICALLY WITH PILASTERS UNLE55 NOTED OTHERWISE. R6EtBYE STANAROS, THEIR REVIEW.THE STRUCTURAL ENGINEER OF RECORD WILL REVIEW ONE SUBMITTAL FOR EACH LISTED SHOP DRAWING.SHOP DRAWINGS THAT . ACI 318-I9"WILDING CODE REQUIREMENT5 FOR STRUCTURAL CONCRETE' QA I.TIT ASEXIIII REQUIRE MULTIPLE REVIEWS BY THE STRUCTURAL ENGINEER OF RECORD DUE TO ERRORS t INCOMPLETENE55 WILL BE AT THE EXPENSE OF THE PROVIDE BEVELED 2x4 KEYWAYS IN CONSTRUCTION JOINTS UNLESS DETAILED OTHERWISE.THOROUGHLY CLEAN AND REMOVE DEBRIS IN CONSTRUCTION . TM5 402-I6'BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES' ALL REINFORCED MASONRY WALLS SHALL BE TESTED/INSPECTED IN CONFORMANCE WITH THE REFERENCED TM5 402 AND TM5 602 CODES AND THE GENERAL CONTRACTOR. JOINT PRIOR TO PLACING NEW CONCRETE. PROJECT SPECIFICATIONS.SEE'SPECIAL INSPECTIONS"SECTION OF THE STRUCTURAL GENERAL NOTES FOR SPECIAL INSPECTION REQUIREMENTS FOR MATERALS, CONCRETE MASONRY CONSTRUCTION. L15T OF REGIRRED SHOP DRAYlICfi' WHERE EXISTING CONCRETE ABUTS NEW CONCRETE,ROUGHEN THE EXISTING SURFACE TO A FULL AMPLITUDE OF 1/4 INCH. SEE THE BELOW L15T OF ICG IAPMO EVALUATION REPORTS FOR THE ANCHORS SPECIFIED PER PLAN.NO ANCHOR SUBSTITUTIONS FROM THE ANCHORS CONCRETE MIX DESIGN(5) SPECIFIED ON PLAN ARE PERMITTED WITHOUT PRIOR APPROVAL FROM THE STRUCTURAL ENGINEER OF RECORD. STRUCTURAL STEEL: NON-SHRINK GROUT AT BASE PLATES PROJECTING CORNERS OF SLABS,BEAMS,WALLS,COLUMNS,ETCH SHALL BE FORMED WITH A 3/4"CHAMFER,UNLE55 NOTED OTHERWISE. WERIENCE STANDARDS: REINFORCING STEEL FOR CONCRETE t MASONRY CONSTRUCTION ADHE5IVE ANCHOR5: - AN5I/AISC III-I6"CODE O STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES' STRUCTURAL STEEL CONCRETE SUPPLIER SHALL COORDINATE EXPECTED WATER VAPOR TRANSMISSION RATES DURING CURING OF THE CONCRETE WITH CONTRACTOR AND . TO CONCRETE: METAL DECKING ARCHITECT TO ALLOW FOR FLOORING/ROOFING TO BE INSTALLED. . DEWALT PUREHO.(ICC ESR-32%,E5R-329B LABC) - AN5I/AI5C 360-Ib"SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS' NA50NRY MORTAR MIX DE5HGN(5)AND MATERIAL CERTIFICATE(5) . HILTI HIT HY-200-R V3(ICG E5R-4868,E5R-4B68 LABL) - 2014 RLSC'SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-5TRENGTH BOLTS MASONRY GROUT MIX DE51GN(5)AND MATERIAL CERTIFICATE(5) FOR ALL AUGER CAST PILING,PROVIDE NOT LESS THAN 9 SACKS OF CEMENT PER CUBIC YARD OF GROUT. . GROUTED MASONRY: - AWS DI.I-15'STRUCTURAL WELDING CODE-STEEL" MASONRY UNIT MATERIAL CERTIFICATE 5 . DEWALT ACH00.GOLD(ICC E5R-3200,E5R-3200 LABC) - AN5I/A15C BAI-16'SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS" () ELECTRICAL CONDUIT PLACED IN CONCRETE EHALL BE RIGID STEEL OR FLEXIBLE PLASTIC CONDUIT,NO ALUMINUM 15 ALLOWED.FOR CONDUIT PLACED . HILTI HIT HY-270(ICC E5R-4143,E5R-4143 LABC) - AWS DI8-16"STRUCTURAL WELDING CODE-SEISMIC SUPPLEMENT' DEFEWW SUBMITTAL IN 5LA05 THE MAXIMUM OUT5IDE DIAMETER SHALL NOT EXCEED 1/6 TIMES SLAB T41CKJNE55 AND IT SHALL BE LOCATED IN THE MIDDLE THIRD. . UNGROUTED NA50NRY: MULTIPLE CONDUITS PLACED IN THE SLAB SHALL HAVE A MIN.CLEAR SPACING OF 3 x DIAMETER.NO MORE THAN ONE LATER OF CONDUIT MAY BE . DEWALT AC100+GOLD W/SCREEN TUBE(ICC E5R-3200,E5R-3200 LABC) FNTBDALS' DEFERRED SUBMITTALS ARE TNWE PORTIONS W THE DE51GN WHICH HAVE NOT BEEN PERMITTED UNDER THE BASE BUILDING APPLICATION. USED,ANCHOR CONDUIT EO A MINIMUM OF tW @ 1V O.L.PERPENDICULAR TO CONDUIT AND EXTENDING 12'MINIMUM BEYOND.FOR CONDUIT PLACED IN . HILTI HIT HY-270 W/SCREEN TUBE(IOC E5R-4143,E5R-4143 LABC) - W t WT SHAPES:ASTM A992(Fy=50 ksi). D THE CONTRACTOR 15 50LELY RESPONSIBLE TO HIRE A SPECIALIZED ENGINEER FOR THE ENGINEERING DE51GN OF ALL DEFERRED SUBMITTAL ITEMS CONCRETE OVER METAL DECKING,CONDUIT MAY RUN IN THE VALLEY OF THE DECK(LUTES ONLY WITH A MINIMUM OF I"COVER ABOVE AND NO MORE . UNREINFORCED MASONRY: - 5QUARE OR RECTANGULAR STRUCTURAL TUBE(H55):A5TM A5X0 GRADE C(Fy=50 ks1) THI5 INCLUDES BUT IS NOT LIMITED TO THE ATTACHMENT TO THE PRIMARY STRUCTURE 4 COMPATIBILITY IN TERMS OF DERECTION,DRIFT,AND THAN ONE CONDUIT PER DECK FLUTE.CONDUIT SHALL NOT BE LOCATED IN FODTING5,BEAMS OR GIRDERS WITHOUT PRIOR APPROVAL OF THE . DEWALT ACH00.GOLD W/SCREEN TUBE(ICC E5R-4105,E5R-4105 LABC) - ROUND 5TRUCTURAL TUBE(H55):A5TM A500 GRADE C(Fy=46 ksi) MATERIAL)WITH THE PRIMARY STRUCTURAL SYSTEM.ALL NECE55ARY ANCHORAGE,BRACING,TIES,AND CONNECTION M TERIAL SHALL BE ENGINEER. HILTI HIT HY-270 W/SCREEN TUBE(ICC E5R-4144,E5R-4144 LABC) - PIPE MEMBERS:ASTM A53 GRADE B(Fy-35 ksi) FURN15HED AND INSTALLED BY THE CONTRACTOR. - PLATES,CHANNELS,ANGLES,4 RODS:ASTM A36 TM=36 ksi) AL ORK ING 5HALL FOLLOW THE RECOMMENDATION5 PROVIDED IN ACI 347.FORMWORK SHALL CONFORM TO ACI 301 SECTION 2. MECHANICAL ANCHORS - PLATES(NOTED AS GRADE EO ON DRAWINGS):ASTM A572(Fy=50 ksi) TO COKRETE. - ALL STAINLESS STEEL:TYPE 316E(Fy=30 ksi). ALL DRAEFLERREDE SU�BMHTTi&ALS SHALL COMPLY WITH THE FOLLOWING REQUIREMENTS: RE91ORING FOR EARLY REMOVAL OF ORIGINAL 5UPPORT5 15 NOT PERMITTED. . DEWALT PoWER-STUD.SD2(ICC E5R-2502,E5R-2502 LABC) - MILD STEEL WELDING ELECTRODES:E70XX(70 ksi MIN.),UNLE55 NOTED OTHERWISE 1. DESIGN SHALL COMPLY WITH THE CODE,DESIGN CRITERIA t REFERENCE STANDARDS LISTED WITHIN THESE GENERAL HOPES. . DEWALT 5LREW-BOLT.(ICE E5R-359,E5R-3Mq LABC)) - STAINLESS STEEL WELDING ELECTRODES:E3H6(70 ksi MIN.)W/GMAC PROCESS,UNLE55 NOTED OTHERWISE 2.SUBMITTAL DOCUMENTS SHALL INCLUDE: ALL SHORING 5HALL BE THE RESPONSIBILITY OF THE CONTRACTOR.FORMWORK SUPPORT5 AND SHORING SHALL BE DESIGNED TO PROVIDE FINISHED . HILTI KWIK BOLT TZ2(KB-TZ2)(ICC E5R-4266,E5R-4266 LABC) - ttPICAL HIGH STRENGTH BOLTS:A5TM F3125 GRADE A325,UNLE55 NOTED OTHERWISE a.CALCULATIONS SIGNED t SEALED BY A WASHINGTON STATE PROFESSIONAL ENGINEER THAT 5HOW5 THE DESIGN I5 IN COMPLIANCE WITH CONCRETE SURFACES AT ALL FACES. . HILTI KWIK HU5-EZ(KH-EZ)(ICC ESR-3027,ESR-3027 LABC) - AT CONNECTIONS SPECIFIED AS"SLIP CRITICAL'OR AT STRUCTURAL MEMBERS LABELED W/'LFRS'ON THE PLANS PROVIDE A5TM F3H25 GRADE THE CODE. . GROUTED MASONRY: A325-5C BOLTS INSTALLED PER CRITERIA FOR SLIP CRITICAL CONNECTIONS W/LIA55 A FAYING SURFACES. b.DRAWINGS SIGNED 4 SEALED BY A WASHINGTON STATE PROFE55IONAL ENGINEER,WHICH CONTAIN5: WEATHER cammaN4: . DEWALT POWER-STUD.SDI(ICC ESR-2966,E5R-2966 LABC) - ANCHOR BOT5 OR ANCHORS RODS:A5TM1 FH554 GRADE 36(Fy-36 ksi) i. MEMBERS(SIZE,MATERIAL,LOCATION,AND CONFIGURATION) CONCRETE PLACED WHEN THE AMBIENT AIR TEMPERATURE HAS FALLEN TO OR 15 EXPECTED TO FALL BELOW 40 deg F DURING THE PROTECTION . DEWALT SCREW-BOLT.(IOU E5R-4042,E5R-4042 LABC) •FURNISH ANCHOR RODS WITH MATCHING DOUBLE HEAVY HEX N05 AT THE END EMBEDDED IN CONCRETE ii.CONNECTION DETAILS TO THE PRIMARY STRUCTURE PERIOD,IMPLEMENT COLD WEATHER PROCEDURES THAT COMPLY WITH ACI 3H8-265.4 AND THE PROVISIONS IN ACI 306R. . HILTI KWIK BOLT TZ2(KB-TZ2)(ICC E5R-456H,E5R-456H LABC) •WELDED HEADED STUDS(OOHS)3/4'OR 7/e"A5TM A1X8-NELSON 53L OR ENGINEER APPROVED ALTERNATE iU DETAIL5 SHOWING THE DEFERRED SUBMITTAL ASSEMBLY 15 COMPATIBLE WITH THE PRIMARY STRUCTURAL SYSTEM(DEFLECTION,DRIFT, . HILTI KWIK HU5-EZ(KH-EZ)(ICC E5R-3056,ESR-3056 LABC) •WELDED HEADED STUDS(WHS)H/2"OR 5/8 A5TM AIM-NELSON H4L OR ENGINEER APPROVED ALTERNATE MATERIALS,ETC.) CONCRETE PLACED WHEN THE AMBIENT AIR TEMPERATURE EXCEEDS BO deg F OR THE RATE OF EVAPORATION I5 GREATER THAN 02 PSF PER HOUR, •DOWEL BAR ANCHORS:A5TM A496 NELSON EVL OR ENGINEER APPROVED ALTERNATE iv.MAGNITUDE,LOCATION,AND TYPE(DEAD,LIVE,WIND,ETC.)OF ALL LOADS BEING INP05ED ON THE PRIMARY 5TRUCTURAL 5Y5TEM.ALL IMPLEMENT HOT WEATHER PROCEDURES THAT COMPLY WITH ACI 318 26.5.5 AND THE PROVISIONS IN ACI 305R. WIRRAL.IffiNRRB'IENS: LOAD5 SHALL BE PROVIDED AS 0 UNFACTORED LOADS. MANUFACTURER'S RECOMMENDATIONS AND ICC/IAPMO EVALUATION REPORT,NOTED ABOVE,SHALL BE FOLLOWED DURING THE PREPARATION AND SPECIAL MATERAL RMIIRIII FOR LATERAL FORCE RESWM 6WREMIS(LFRS)N SDC D,E,AID F. c.PRODUCT DATA 4 SYSTEM TECHNICAL INFORMATION. CONCRETE TESDNG AND ACCEPTANCE INSTALLATION OF ALL GROUTED BOLTS,RODS,REINFORCING BARS,AND MECHANICAL ANCHORS. ALL MEMBERS WITH A'LFRS'DESIGNATION WHICH INCLUDE5 BUT 15 NOT LIMITED TO-MOMENT FRAMES,BRACED FRAMES,DRAGS,ETC.SHALL 3.SEE ADDITIONAL REQUIREMENTS SPECIFIC TO INDIVIDUAL DEFERRED SUBMITTALS WITHIN THE APPLICABLE SECTION WITHIN THESE GENERAL THE CONCRETE PRODUCTION FACILITY SHALL SUBMIT FOR ENGINEER APPROVAL THE CONCRETE MIX DESIGN PRIOR TO PLACEMENT WHICH INCLUDES 5AT15FY THE FOLLOWING REQUIREMENTS FROM AN5I/AI5C 341 SECT.A3. NOTES. STRENGTH TEST RECORDS NOT MORE THAN 24 MONTHS OD AND CON515TING OF AT LEAST 30 CONSECUTIVE TE5T5 OR TWO GROUPS OF MASONRY IN5TALLATION,UNLE55 NOTED OTHERWISE:INSTALLATION SHALL BE IN GROUTED CELLS ONLY.IF EMBEDMENT MUST BE PROVIDED IN AN - ALL HOT ROLLED STEEL MEMBERS CONFORMING TO AN5I/A15C 360 SECT.A3.Ic WITH FLANGES 1-1/2'THICK OR GREATER SHALL HAVE A MINIMUM CONSECUTIVE TESTS TOTALING AT LEAST 30 TESTS. UN-GROUTED CELL,NEW GROUT SHALL BE ADDED AT THAT CELL EXTENDING TO THE HORIZONTAL BOND BEAM BELOW.ONE EMBEDDED ITEM ONLY CHAFFY V-NOTCH(CVN)TOUGHNESS OF 20 R-Ib AT 70 deg F,TESTED IN THE ALTERNATE LORE LOCATION A5 DE5CRIBED IN A5TM Ab REVB4 PIDCEyURE PER GROUTED CELL 15 ALLOWED AND NO EMBEDDED ITEMS ARE ALLOWED WITHIN B'OF A FREE EWE. SUPPLEMENTARY REQUIREMENT 530. ALL DEFERRED SUBMITTALS SHALL FOLLOW THE BELOW REVIEW PROCEDURE IN ORDER.DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED OBTAIN SAMPLES IN ACCORDANCE WITH ACI 301 SECTION 1.6.4.2 OBTAIN AT LEAST ONE COMPOSITE SAMPLE FOR EACH 100 CUBIC YARDS OR FRACTION - PLATES WITH A THICKNESS 2'OR GREATER SHALL HAVE A MINIMUM CHANEY V-NOTCH(CVN)TOUGHNESS OF 20 fl-Ib AT 70 deg F,MEASURED AT #FALL PRIOR TO THE APPROVAL OF ALL REVIEWERS LISTED BELOW. THEREOF,OF EACH CONCRETE MIXTURE PLACED IN ONE DAY. INSTALLATION OF ADHE51VE ANCHOR5 HORIZONTALLY OR UPWARD INCLINED TO SUPPORT SUSTAINED TEK5ION LOADS SHALL BE PERFORMED BY ANY LOCATION PERMITTED BY A5TM A673,FREQUENCY P,WHERE THE PLATE 15 USED FOR THE BUILT-UP MEMBERS,STEEL CORES W BUCKLING c 1. DEFERRED 5UBMITTAL5 5HALL BE REVIEWED BY THE GENERAL CONTRACTOR TO ENSURE THE SUBMITTAL COMPLIES WITH ALL REQUIREMENT5 PERSONNEL CERTIFIED BY AN APPLICABLE CERTIFICATION PROGRAM RESTRAINED BRACES,AND CONNECTION PLATES WHERE INELASTIC STRAIN UNDER SEISMIC LOADING 15 EXPECTED. LISTED ABOVE.THE DEFERRED SUBMITTAL SHALL INCLUDE A REVIEW STAMP FROM THE GENERAL CONTRACTOR INDICATING THEIR REVIEW HAS MOLD AND CURE A MINIMUM OF FOUR CYLINDERS FROM EACH SAMPLE IN ACCORDANCE WITH A5TN C31.TEST ONE CYLINDER AE 7 DA75 AND TEST BEEN COMPLETED. TWO CYLINDERS AT 20 DAY5.HOD ONE CYLINDER IN RESERVE FOR TESTING AS DIRECTED BY THE ENGINEER. NO REINFORCING STEEL SHALL BE CUT TO INSTALL ANCHORS.DEFECTIVE OR ABANDONED HOLES SHALL BE FILLED WITH NON-SHRINK GROUT THAT AS GENERAL R 12MIS ERM A MINIMUM CONFRE551VE 5TRENGTH THAT MATCHES THE ADJACENT CONCRETE/NA50NRY GROUT COMPRESSIVE 5TRENGTH. DESIGN,FABRICATION,AND ERECTION OF STRUCTURAL AND M15CELLANEOU5 STEEL 5HALL CONFORM TO THE 5PECIFICATION5 AND 5TANDARD5 OF 2.GENERAL CONTRACTOR TO PROVIDE OW 10 ELE t STRUCTURAL ENGINEER OF RECORD WITH DEFERRED SUBMITTAL DOCUMENTS FOR REVIEW. QA /� a.GENERAL CONTRACTOR TO ALLOW 10 WORKING DAYS MINIMUM FOR THE STRUCTURAL ENGINEER O RECORD TO CONDUCT THEIR REVIEW OF A 5TRENGTH TEST SHALL BE THE AVERAGE E THE STRENGTHS I AT LEAST TWO 6 X 12 INCH CYLINDERS MADE FROM THE SAME SAMPLE OF AN5I/AISC 303 AND AN5I/AISC 360. \� F WASyX EACH DEFERRED SUBMITTAL CONCRETE AND TESTED AT THE TEST AGE DESIGNATED.IF 4 X B IN CYLINDERS ARE USED,ADDITIONAL CYLINDERS MUST BE CURED FOR TESTING REECHO NBPELTION REDURBBLT& .�`..0 'vC b.STRUCTURAL ENGINEER OF RECORD'S REVIEW 15 ONLY TO CHECK GENERAL CONFORMANCE WITH THE DE51GN CONCEPT AND TO CHECK OF 3 CYLINDERS AT THE TEST AGE DESIGNATED. WHERE SPECIAL INSPECTIONS ARE REQUIRED PER THE ANCHOR ICC/IAPMO EVALUATION REPORT,INSPECTIONS SHOULD BE AS FOLLOWS: PROVIDE ONE COAT OF APPROVED SHOP PAINT MINIMUM TO ALL STEEL EXCEPT STEEL THAT 15 HOT DIPPED GALVANIZED,SPRAY FIREPROOFED,OR ,R Ip THAT THE IMPOSED LOADS ON THE PRIMARY STRUCTURAL SYSTEM(PROVIDED IN THE DEFERRED SUBMITTAL)ARE WITHIN THE LOAD5 TO BE EMBEDDED IN CONCRETE. Z THE PRIMARY STRUCTURAL SYSTEM WA5 DE51GNED FOR. 5TRENGTH LEVEL OF AN INDIVIDUAL CLA55 OF CONCRETE 5HALL BE CON51DERED 5AT15FACTORY IF BOTH W THE FOLLOWING REQUIREMENT5 ARE 1)FOR ALL ANCHORS PRIOR TO CONCEALMENT,VERIFY.ANCHOR TYPE,ANCHOR DIMENSIONS,ANCHOR SPACING AND EWE D15TAWE c.THE STRUCTURAL ENGINEER OF RECORD WILL REVIEW INE SUBMITTAL FOR EACH DEFERRED SUBMITTAL.DEFERRED 5UBMITTAL5 THAT MET: ALL STEEL EXPOSED TO WEATHER 5HALL BE HOT DIPPED GALVANIZED,UNLE55 NOTED OTHERWISE. REQUIRE MULTIPLE REVIEWS BY THE STRUCTURAL ENGINEERING OF RECORD WE TO ERRORS 1 INC011PLETENE55 WILL BE AT THE - EVERY ARITHMETIC AVERAGE OF AN7 THREE CONSECUTIVE 5TRENGTH TESTS EQUALS OR EXCEEDS Ac 2)FOR EACH ANCHOR TYPE AND SIZE,THE INSPECTOR 5HALL BE ONSITE TO CONTINWUSLY INSPECT A MINIMUM O(10)ANCHORS INSTALLED B7 m,n EXPENSE OF THE GENERAL CONTRACTOR. - W 5TRENGTH TEST FALLS BELOW Pc BY MORE THAN 500 P51. EACH INSTALLER FOR CONFORMANCE WITH THE APPLICABLE ILC/IAPMO EVALUATION REPoRE. pH l RS'EDESIGN�ATION,ESISTING SYSTEM(LFRS)INCLUDES ALL STRUCTURAL STEEL FRAMING MEMBERS CALLED WT IN ELEVATIONS AND PLANS WITH F3s,n/RgL E�'�V\ 3.GENERAL CONTRACTOR L PROVIDE THE LOCAL JURISDICTION BUILDING OFFICIALS WITH DEFERRED SUBMITTAL DOCUMENTS FOR REVIEW IF CpCRETE SPEGFR'D CLEAR COVER FOR RENFORGNG STEEL B AS ROIIA'N IF THE TOTAL NUMBER OF ANCHORS INSTALLED BY EACH INSTALLER I5 LE55 THAN(10)THEN ALL ANCHOR5 INSTALLED BY EACH INSTALLER /ONAL E REQUIRED BY THE LWAL JURISDICTION. - FOOTINGS AND OTHER UNFORMED SURFACES CAST AGAINST EARTH.3' SHALL BE INSPECTED FOR CONFORMANCE WITH THE APPLICABLE ICC/IAPMO EVALUATION REPORT OPENINGS THRU BEAMS AND COLUMNS SHALL NOT BE PERMITTED UNLESS APPROVED BY THE STRUCTURAL ENGINEER PRIOR TO CONSTRUCTION. LIST OP REWIRED DEFERRED SIB rrr&% - FORMED SURFACES IN DIRECT CONTACT WITH EARTH OR WEATHER:2'FOR#6-.18,1-1/2'FOR UP TO#5 BAR 05/09/2024 THE BELOW L15T 15 NOT ALL-INCLU51VE AND ONLY INCLUDES DEFERRED 5UBMITTAL5 THAT INTERACT WITH ELEMENTS WITHIN THE SLOPE OF WORK - SLABS,WALLS,AND JOISTS NOT EXPOSED EO EARTH OR WEATHER:1-1/2'FOR#14-#16,3/4"FOR UP EO.11 BAR PROVIDED ALL ANCHORS ARE INSTALLED CORRECTLY PER MANUFACTURER'S INSTRUCTIONS,PROVIDE PERIODIC INSPECTION ON A MINIMUM OF 10 ALL STRUCTURAL TUBES AND PIPES 5HALL BE CAPPED W/MIN.1/4'PLATES AT END5. . THESE STRUCTURAL DRAWINGS.SEE OTHER DISCIPLINES FOR ADDITIONAL REQUIRED DEFERRED 5UBMITTAL5. - BEAMS,COLUMNS,PEDESTALS,AND TENSION TIES NOT EXPOSED TO EARTH OR WEATHER: -I/2' NSEN ICES SHOULD OCCUR OWEOASWEEKEAHANRANDOMRTINEE WHILEN ANCHOR NSTALLAATIONF 15HONGONG NAY NON-WMPLIANCEHISSUESLSHALL FOR MEMBERS AND CONNECTIONS THAT ARE PART OF THE LATERAL FORCE RESISTING SYSTEM(LFRS)DISCONTINUITIES CREATED BY ERRORS, PRECAST ICATED C PANELS WET RABBIT- PRE-FABRICATED CANOPIES NCII-SWtlIK GRDI/T Fpt NEIRRIG PLA7E5, RESET THE INSPECTION REQUIREMENTS TO THE BEGINNING OF THIS SECTION.ALL NON-COMPLIANT ANCHORS 5HALL BE BROUGHT TO THE FABRICATION OR ERECTION OPERATIONS,SUCH AS TACK WELDS,ERECTION AIDS,AIR ARC GOUGING AND THERMAL CUTTING 5HALL BE REPAIRED AS /� LJ METAL PLATE CONNECTED WOOD TRUSSES NON-SHRINK GROUT FOR BASE PLATES SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF q,000 PSI. ATTENTION OF THE ENGINEER OF RECORD FOR REVIEW AND SHALL BE BROUGHT INTO COMPLIANCE EITHER THRU TESTING OR REINSTALLATION REQUIRED BY THE STRUCTURAL ENGINEER OF RECORD. ARLINGTON-204 TH SOUS AND FOUNDATIONS(PRESUMPTIVEA ALL OTHER NON-SHRINK GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 5,000 P5H. 3)FREQUENCY OF TESTING EXCEEDING THE REQUIREMENTS LISTED IN ITEM 2 SHALL BE PER THE ICCAAPMO EVALUATION REPORT REQUIREMENTS. CONTRACTOR 5HALL DESIGN AND SUPPLY ALL ADDITIONAL MISCELLANEOUS METALS THAT ARE INDICATED IN THE ARCHITECTURAL DRAWINGS OR ALL SOIL CRITERIA MUST BE VERIFIED IN THE FIELD TO BE CLA55 OF MATERIAL#4(EXCLUDING UNIFIED`AIL CLASSIFICATIONS 5M-5C t SC)OR t CBC SECTION 1901.3.4 OR IMOAE OF THE CBC. THOSE METALS WHICH ARE FOUND TO BE NECE55ARY TO SUPPORT THE ARCHITECTURAL FINISHES OR OTHER BUILDING SYSTEMS.ALL FRAMING AND BETTER PER IBC TABLE H806.2. GROUT 5HALL BE AN APPROVED CEMENTITIDU5 MATERIAL WITH NATURAL AGGREGATES AND INSTALLED PER THE MANUFACTURES DIRECTIONS.IF A CONNECTIONS DESIGNED BY THE CONTRACTOR SHALL NOT RESULT IN ECCENTRIC LOAD5 BEING APPLIED EO THE PRIMARY STRUCTURE OR LATERAL 7530 204TH ST NE PLOWABLE GROUT MIX 15 NOT ADEQUATE FOR COVERAGE,NON-SHRINK EPDXY MAY BE USED. 4)THE SPECIAL INSPECTOR 5HALL PROVIDE DOCUMENTATION AT THE END OF ANCHOR IN5TALLATION5 STATING THE MINIMUM NUMBER OF ANCHOR5 LOAD5 BEING APPLIED TO THE BOTTOM FLANGE OF STEEL BEAMS.SUBMIT CALCULATIONS STAMPED BY A STRUCTURAL ENGINEER LICENSED IN THE ARLINGTON,WA 98223 # WERE INSPECTED. 5TTE OF THE PROJECT ALONG WITH SHOP DRAWINGS NOTING THE LOADING IMPOSED ON THE PRIMARY STRUCTURE. SOILS AND FOUNDATIONS: RMNFOMW STEEL.: REFERENCE STAIDIII POWDER ACTUATED FASTENERS: TEMPORARY BRACING OF STRUCTURAL STEEL ELEMENTS I5 THE RESPONSIBILITY OF THE CONTRACTOR.STRUCTURAL STABILITY SHALL BE ISSUED/REVISED DATE GEOTECHNICAL REPORT:NO.2760,01,FILED BY ZIPPERGEO GEOPROFE55IONAL CON5ULTANT5,DATED 03/25/24 - ACI 301-I6'SPECIFICATIONS FOR STRUCTURAL CONCRETE",SECTION 3 MANUFACTURERS RECOMMENDATION5 AND ICG REPORTS 5HALL BE FOLLOWED DURING THE PREPARATIONS AND INSTALLATION OF ALL PAP5.ALL MAINTAINED AT ALL TIMES DURING THE ERECTION PROCESS. ACI MNL-66(20)'ACI DETAILING MANUAL' REINFORCEMENT IN CONCRETE MUST BE LOCATED PRIOR TO INSTALLATION TO PREVENT DAMAGE DURING INSTALLATION.WASHERS ARE REQUIRED THE CONTRACTOR 15 RESPONSIBLE FOR CONTACTING THE STRUCTURAL ENGINEER W RECORD FOR ANY FIELD MODIFICATIONS OF ANCHOR BOLTS/ 2,000 l a A LOT& - CR51 M5P-H8,29TH EDITION'MANUAL OF STANDARD PRACTICE' WHEN PAPS ARE USED WITH WOOD MEMBER5. PERMITIBID SET 05.09.24 2,000 PSF=ALLOWABLE VERTICAL SOIL BEARING PRESSURE ROOS,COLUMN BASE PLATES,AND STRUCTURAL FRAMING MEMBERS PRIOR TO FIELD MODIFICATIONS TAKING PLACE. 300 PSF/FT=PASSIVE EARTH PRESSURE - AN5I/AW5 DBUILD'STRUCTURAL WELDING CODE-REINFORCING STEEL" 35 P5F/FT=ACTIVE EARTH PRESSURE(UNRESTRAINED) - ACI 17-10'BUILDING CODE RETIREMENTS FOR STRUCTURAL CGNCRETE° ITT X-U(P APS A ALNATED D PER PLA 55 P5F/FT=AT-REST EARTH PRESSURE(RESTRAINED) - ACI II]-10'SPECIFICATION FOR TOLERANCES FOR CONCRETE CONSTRUCTION AND MATERIALS' WHERE ATE PAPS ARE SPECIFIED PER PLAN 0.157'DIAM.HILTI X-U##PAPS(E5R-2269,LARR 25675)SHALL BE USED OR ENGINEER APPROVED 12nH=SEISMIC LATERAL PRE55URE ALTERNATE. 035=ALLOWABLE SOIL FRICTION COEFFICIENT STAND RD NON-WELDED REINFORCING BARS:A5TM A05 GRADE 60 DEFORMED BARS AT CONCRETE SUBSTRATES,X-U PAPS 5HALL BE INSTALLED IN THE FOLLOWING MANNER UNO.1-1/4'MINIMUM RAF EMBEDMENT.4'MINIMUM SPACING GENERAL ABBREVIAtIONS: ALL SOIL CRITERIA MUST BE VERIFIED IN THE FIELD.ALL DATA LISTED WAS A55UMED PER THE INFORMATION PROVIDED. - WELDED REINFORCING BARS.A5TM A706 GRADE 60 DEFORMED BARS BETWEEN PAT'5.3'MINIMUM CONCRETE EWE DISTANCE.MINIMUM CONCRETE 5U85TRATE TNICKNE55 EQUAL TO 3X THE EMBEDMENT DEPTH OF THE AB,A.B. ANCHOR BOLT CJ,C.J. CONTRACTUAL JOINT EJ,E.J. EXPANSION JOINT GRD GRADE LVL MICROLLAM BEAM PT,P.T. PRESSURE TREATED TBG TONGUE AND GROOVE WELDING ELECTRODES EO REINFORCING BARS:E80XX(eo kv MIN.) FASTENER. ABV. ABOVE CL CENTER LINE EMBED. EMBEDMENT GWB GYPSUM WALL MAR. MA50NRY P/T P05T TENSIONED THR'D THREAD(ED) THE CONTRACTOR 15 TO REVIEW THE GEOTECHNICAL REPORT BEFORE BEGINNING CONSTRUCTION AND I5 TO BE FAMILIAR WITH ALL RECOMMENDATIONS - EPDX7-WATED REINFORCING BARS:A5TM AM GRADE 60 DEFORMED BARS ADD'L ADDITIONAL CLR CLEAR EL,ELEV. ELEVATION BOARD MAT'L MATERIAL QTY QUANTITY TJ TRU55 JOIST NOTED WITHIN THE REPORT. - SMOOTH WELDED WIRE FABRIC(WWF):ASTM AH064(Fy=65 WC) AE CONCRETE METAL DECK SUBSTRATES,X-U PAPS 5HALL BE INSTALLED A5 SPECIFIED PER PLAN. - BAR SUPPORTS:CR51 MSP,CHAPTER 3'BAR SUPPORTS' ADJ. ADJACENT CMU CONIC.MASONRY UNIT EN,E.N. EWE NAIL HDR HEADER MB MACHINE BOLT REF. REFERENCE MACMILLAN ALL FOOTING DIMENSIONS ARE MINIMUM5. - TIE WIRE:I6 GA.OR HEAVIER,BLACK ANNEALED AT STRUCTURAL STEEL SUBSTRATES,X-U PAPS SHALL BE INSTALLED IN THE FOLLOWING MANNER UNO.AT STEEL SUBSTRATES WITH A THICKNESS ALT. ALTERNATE COL. COLUMN ENG ENGINEER HF,H.F. HEM-FIR (A307) REINF. REINFORCEMENT TMPRY TEMPORARY LE55 THAN 1/2'PROVIDE FULL EMBED OF RAF ro STEEL(POINT OF FASTENER ro PENETRATE THROUGH STEEL BASE MATERIAL).AT STEEL APPRX. APPROXIMATE CONC. CONCRETE EQ EQUAL HGR HANGER MD MID-DEPTH REQ'D REQUIRED TN,T.N. TOE NAIL ALL FOUNDATIONS SHALL REST ON EITHER COMPACTED STRUCTURAL FILL OR COMPETENT NATIVE 501L A5 NOTED IN THE GEOTECHNICAL REPORT. 5UB5TRATED WITH A TNICKNE55 GREATER THAN OR EQUAL TO 1/2'PROVIDE MIN I/2"POINT PENETRATION OF PAT TO STEEL.I"MINIMUM SPACING ARCH ARCHITECTURAL CONN. CONNECT(ION) E5,E.5. EACH SIDE HORZ. HORIZONTAL MIFF MOMENT RESISTING RO,R.O. ROUGH OPENING T O. TOP OF BETWEEN PAPS,v2'MINIMUM 5rEEL EDGE DISTANCE. @ AT CONST. CONSTRUCTION EXIST EXISTING HSB HIGH 5TRENGTH BOLT ALL EXTERIOR FOUNDATIONS SHALL BEAR NOT LET THAN THE MINIMUM SPECIFIED DENGINCE BELOW ADJACENT GRADE AS NOTED IN THE FRAME SCND SCHEDULE TRANS. TRANSVERSE GEOTECHNICAL REPORE oR Derpas w1EHN EHE sTRucruRaL PLANS.carrrACT EHE ENGINEER of RECORD FOR ANr DIseREPANaes BETWEEN THE HLT X-P(POSER ALTWTED FM''TBIBt), BOLT. BOTTOM COAT. CONTINUOUS EXT. EXTERIOR (A325 LINO) MFR MANUFACTURER SNIT SHEET TYP. TYPICAL ZONING PERMIT:PLN#1160 GEOTECHNICAL REPORT AND THE STRUCTURAL PLANS. WHERE X-P PAPS ARE SPECIFIED PER PLAN Pile DIAM.HILTI X-P##G3(GAS DRIVEN)OR 0.118'DIAM.HILTI X-P##B3(ELELTRI-MECHANICALLY BF,B.F. BRACED FRAME CT5K COUNTER51NK FEE FINISH FLOOR ELEV. HT HEIGHT MTL METAL 5HTG SHEATHING UNO UNLESS OTHERWISE DESIGN REVIEW:PLN#1161 DRIVEN)PAPS(E5R-1752,LARR 25662)5HALL BE USED OR ENGINEER APPROVED ALTERNATE BEL. BELOW d PENNY(NAILS) FAB. FABRICATION IF, LF. INSIDE FACE (N) NEW MEMBER SIM. SIMILAR NOTED A ALL SLABS ON GRADE SHALL BE PLACED ON A PREPARED BASE COURSE AS NOTED N THE GEOTECHNILAL REPORT THE BASE COURSE 5HALL BLDG BUILDING DET. DETAIL FND FOUNDATION INT. INTERIOR NIS,N.S. NEAR SIDE SKW 5KEW(ED) VERT. VERTICAL PERMITIBID SET 05.09.24 CONSIST OF CRUSHED AGGREGATE COMPACTED TO THE RECOMMENDATIONS OF THE GEOTECHNICAL ENGINEER.REFER TO THE PLANS AND DETAILS AT CONCRETE SUBSTRATES,X-P PAPS SHALL BE INSTALLED IN THE FOLLOWING MANNER LINO.SAW PAF EMBEDMENT.4'MINIMUM SPACING BETWEEN BLKG BLOCKING DBL DOUBLE FIN. FINI5H(ED) JST JOIST NITS NOT TO SCALE SOG SLAB ON GRADE VEY VERIFY FOR OTHER REQUIREMENTS.REFER TO THE ARCHITECT AND GEOTELHNICAL ENGINEER FOR VAPOR BARRIER AND UNDER-SLAB DRAINAGE PAF'5.3'MINIMUM CONCRETE EWE DISTANCE.MINIMUM CONCRETE SUBSTRATE THICKNESS EQUAL TO 3X THE EMBEDMENT DEPTH OF THE FASTENER. BN,B.N. BOUNDARY NAIL DF,D.F. DOUGLAS FIR FLG FLANGE JT JOINT OC,O.C. ON CENTER 5PG SPACING W/ WITH REQUIREMENTS. GENERAL NOTES& AT coNCREre METAL DecK suesTRAEEs,x-P PAPS SHALL BE INSTALLED as sPEQF1Eo PER PLAN. BNDRY BOUNDARY 0,DIA. DIAMETER FLR FLOOR K KIPS(I L POUNDS) 014 O.F. OUTSIDE FACE 5Q. SQUARE WHS WELDED HEADED ABBREVIATIONS sueGRpDE woos pRE DesIGNED rswMING A'bRANED WND1noN,SEE c1wL AND MEcuANIcpL OftawNGs FOR suBGRADE DRAINAGE SYSTEM. BM BEAM DIAG. DIAGONAL FN,F.N. FACE NAIL CAT. LATERAL Oa OVER HANG 55 SELECT STRUCTURAL STUD 5UBGRADE WALLS SHALL ATTAIN THEIR DESIGN 5TRENGTH PRIOR TO PLACING SACKFUL.THE CONTRACTOR 5HALL PROVIDE TEMPORARY BRACES FOR AT STRUCTURAL STEEL SUBSTRATES,X-P PAPS SHALL BE INSTALLED IN THE FOLLOWING MANNER UNO.AT STEEL SUBSTRATES WITH A THICKNESS B.O. BOTTOM OF DIAPH. DIAPHRAGM FO,F.O. FACE OF LOUR LEDGER OPN'G OPENING STD STANDARD HIP WORK POINT WALL5 IF BACKFILL I5 PLACED BEFORE WALLS AND SLABS ACHIEVE THEIR DE51GN STRENGTH OR IF WALL RELIES ON UPPER SLAB FOR SUPPORT. LE55 THAN OR EQUAL TO 3/8'PROVIDE FULL EMBED.OF PAT TO STEEL(POINT OF FASTENER TO PENETRATE THROUGH STEEL BASE MATERIAL).AT BRDG BRIDGE(ING) do DITTO(DO OVER) FRM'G FRAMING LF LINEAL FEET ORNT ORIENTATE(ION) STGR STAGGER W5 WESTERN SERIES 5TEEE 5UBSTRATE5 WITH A THICKNESS GREATER THAN 3/B'X-P PAP5 ARE NOT PERMITTED FOR INSTALLATION.I'MINIMUM 5PACBG BETWEEN BRG BEARING D DEPTH F5,F.S. FAR SIDE LLH LONG LEG HORIZ. PAR PARALLEL STIFF. STIFFENER HITS WELDED THREADED PAPS.v2'MNIMUM STEEL EDGE DISTANCE B/W BETWEEN DWG DRAWING FTG FOOTING LLV LONG LEG VERTICAL P/C PRECAST CONCRETE STIR. STIRRUP STUD CAM CAMBER(ED) DWL DOWEL GA GAGE LS LAG SCREW PERP. PERPENDICULAR STL STEEL WWF WELDED WIRE FABRIC CANT. CANTILEVER(ED) (E) EXISTING MEMBER GALV. GALVANIZED L5L TIMBER STRAND PL PLATE STRUC. STRUCTURE(AL) X-5TG EXTRA STRONG — CG CENTER OF GRAVITY EA. EACH GB,G.B. GRADE BEAM BEAM PLYWD PLYWOOD SYM. SYMETRICAL XX-5TG DOUBLE EXTRA w 00 CIP CAST IN PLACE EF,E.F. EACH FACE GLB GLU-LAM.BEAM LT WT LIGHT WEIGHT PSL PARALLAM BEAM T TOP STRONG z 4 , a a a a LIGHT GAUGE STEEL FRAMING: METAL PLATE CDMJECTED NOOD TRUSSES: RETFRBHLE STANWRI REFER CE STA4DW& - AI51 5100-Ib(20)'NORTH AMERICAN SPECIFICATION FOR THE DE51GN OF COLD-FORMED STEEL-STRUCTURAL MEMBERS' AN51/TPI 1-14"NATIONAL DE51GN STANDARD FOR METAL PLATE CONNECTED WOOD TRU55 CONSTRUCTION" - A151 5240-20'NORTH AMERICAN STANDARD FOR COLD-FORMED STEEL STRUCTURAL FRAMING' TPI D53-89'RECOMMENDED DESIGN SPECIFICATION FOR TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES' A151 5400-20'NORTH AMERICAN STANDARD FOR SEISMIC DE51GN OF COLD-FORMED STEEL STRUCTURAL SYSTEMS' 55MA'PRODUCT TECHNICAL GUIDE' LOAI ISHUIRF IMM /\ AWS D1.3-18"STRUCTURAL WELDING CODE-SHEET STEEL' ROOF AND FLOOR TRU55E5 SHALL BE DESIGNED BY THE MANUFACTURER FOR THE SPANS AND CONDITIONS SHOWN ON THE DRAWINGS AND THE LOADS LISTED BELOW. MATBtlAL& STRUCTURAL SECTIONS ROOF AREA LOADING. 54,68,A7 115 MIL THICKNE55(GAUGE 16,14,12,10):A5TM A653,55 GRADE 50 CLA55 I(Fy=50 ksi,F,=65 ksi) - TOP CHORD SNOW LOAD:25 P5F IB,27,33,43 MIL THICKNESS(GAUGE 25,22,20,20,IB):ASTM A653,55 GRADE 33(Fy=33 ksi,F,=45 ksi) - TOP CHORD DEAD LOAD:15P5F SELF-DRILLING 5HEET METAL SCREW5:A5TM C1513 4 SAE JIB W/CORROSION RE515TANT COATING - BOTTOM CHORD DEAD LOAD:5 PSF APPROVED SHEET METAL SCREWS - TOTAL DEAD AND LIVE LOAD:40 PST SDH Arch - HILTI KWIK-FLEX(ICC E5R-21I LARR 250T5)OR ENGINEER APPROVED ALTERNATE ALL LOADING SPECIFIED ARE SERVILE LEVEL.DEAD LOAD DOES NOT INCLUDE THE TRUSS SELF-WEIGHT.SEE PLANS AND DETAILS FOR ADDITIONAL ITW BUILDEX TEK(ICC E5R-II LARK 23766)OR ENGINEER APPROVED ALTERNATE LOADING REQUIREMENTS SUCH AS TRANSMISSION OF IN-PLANE LATERAL WIND OR SEISMIC FORCES,SNOW DRIFT,WIND PRESSURES,AND MECHANICAL TYR.FASTENERS TO STEEL SEE'POWDER ACTUATED FASTENERS'SECTION OF NOTES UNITS. TYP.FASTENERS TO CONCRETE:SEE'POWDER ACTUATED FASTENERS'SECTION OF NOTES WELDING ELECTRODES:E60XX.(ON ksi MIN.) Q38tAlL R=NR C43EM FRN7NG REIIIIIII ALL TRU55 TOP CHORDS SHALL BE DOUGLAS FIR(DF)LUMBER,UNLE55 NOTED OTHERWISE. SDH Architect DEPTH,GAUGE,AND SECTION PROPERTIES OF STUDS,JOISTS,TRACKS,ETC.SHALL MEET OR EXCEED THE THICKNE55 AND SECTION PROPERTIES AS ALL TRUSSES SHALL BE DESIGNED FOR A DEFLECTIONS TO NOT EXCEED 3261 NW CELILO LN LISTED IN THE 55MA.SEE ICC E5R-3%4P FOR ADDITIONAL MATERIAL INFORMATION. - ROOF TOTAL LOAD OF L/240, 60 ALL STUDS AND TRACKS SHALL BE GALVANIZED PER A5TM AGEE,G60 COATING UNLESS NOTED OTHERWISE. - ROOF LIVE LOAD U BEND,OR 97703 FLOOR TOTAL LOADD OFF V240 FLOOR LIVE LOAD OF V480. 206.369.8881 ALL TRACKS,BRIDGING,STRAP',ETC.ARE TO 8E FORMED FROM STEEL OF THE SAME THICKNE55 A5 THE STUDS OR JOISTS TO WHICH THEY ARE ATTACHED,UNLE55 NOTED OTHERWISE ALL TRU55E5 TO BE DESIGNED FOR A 300 LB POINT LOAD ANYWHERE ALONG THE TOP CHORD.TH15 POINT LOAD DOES NOT NEED TO BE APPLIED ALL FRAMING COMPONENTS SHALL BE SQUARE CUT FOR ATTACHMENT TO PERPENDICULAR MEMBERS,OR AS REQUIRED FOR AN ANGULAR FIT AGAINST CONCURRENTLY WITH THE SPECIFIED UNIFORM LIVE LOAD. Gwlaex ABUTTING MEMBERS.ALL FIELD CUTTING SHALL BE DONE BY SAWING OR 514EARING. SEE ARCHITECTURAL DRAWINGS FOR DIMEN516N DETAILS AND TRU55 PROFILES NOT SHOWN WITHIN THE STRUCTURAL DRAWINGS. 5TUD5 5HALL BE INSTALLED IN A MANNER WHICH WILL A55URE THAT ENDS OF THE 5TUD5 ARE P051TIONED AGAINST THE INSIDE TRACK WEB PRIOR CONTRACTOR TO COORDINATE MECHANICAL 5T5TEM5 WITHIN OR SUPPORTED BY TRUSSES WITH MANUFACTURER PRIOR TO FABRICATION OF TRUSSES. TO STUD AND TRACK ATTACHMENT.STUDS SHALL SECURELY BE FASTENED TO BOTH FLANGES OF THE TOP AND BOTTOM TRACK AS NOTED IN THE PROVIDE ADDITIONAL TRUSSES AS REQUIRED TO SUPPORT ALL CONCENTRATED LOADS OR ADDITIONAL LIVE LOADS. STRUCTURAL DETAILS. ALL COLLECTOR TRU55E5/TRU55 BLOCKING SHALL BE DESIGN FOR A MINIMUM LATERAL FORCE OF 350 ELF,UNLESS NOTED OT4ERWI5E IN THE ALL BEARING/SHEAR WALL SILL TRACKS ARE TO BEAR FULLY ON THE TOP OF FOUNDATION WALLS AND/OR SLABS.THE TOPS OF ALL FOUNDATION STRUCTURAL PLANS. WALL5/SLABS SHALL BE SMOOTH AND LEVEL.SMOOTH AND LEVEL 15 APPLICABLE WHEN THE MAXIMUM DEVIATION FROM GRADE 15♦/-VB'AND THE DEPRESSION BETWEEN THE HIGH SPOTS 15 NOT GREATER THAN 1/8"ALONG A 10 FOOT STRAIGHT EWE. TRU55 DESIGNER SHALL PROVIDE ALL HANGERS,TRUSS TO TRU55 CONNECTIONS,AND ATTACHMENTS TO STRUCTURE,UNLE55 NOTED OTHERWISE IN G THE STRUCTURAL PLANS. ALL BEARING/514EAR WALL SILL TRACKS 54ALL HAVE LOAD BEARING CHINS OR GROUT PROVIDED BETWEEN THE UNDER51DE OF THE 51LL TRACK AND THE TOP OF THE CONCRETE WALL/SLAB AT LOCATIONS WHERE A GAP LARGER THAN 1/4'OCCURS.SHIMS.SHALL BE LOCATED DIRECTLY BENEATH PROVIDE ALL WEB AND CHORD BRACING AS REWIRED BY THE TRU55 FABRICATOR. THE STUDS W/FULL BEARING ON THE WALL/SLAB.SHIN PRODUCT DATA 15 TO BE SUBMITTED TO THE STRUCTURAL ENGINEER OF RECORD FOR la� REVIEW PRIOR TO INSTALLATION. REVIEW WILL NOT COVER INTERNAL FORCES OR CONNECTIONS WITHIN THE TRU55-ONLY THE MANUFACTURER CAN DETERMINE THE ADEQUACY OF ABUTTING LENGTHS OF TRACK SHALL BE SPLICED TOGETHER USING A PIECE OF STUD OF THE SAME WIDTH AND THICKNESS AND(4)#10 SCREWS PER THESE PORTIONS OF THE TRUSS. WET RABBIT LLC FLANGE ON EACH SIDE OF THE SPLICE,UNLESS NOTEDEDOTHOTHERWISE. TRU55 SUBMITTALS SHALL ADDRESS AS A MINIMUM ALL ITEMS NOTED IN SECTION 2303.4 OF THE IBC, 3213 W.WHEELER ST#750 PROVIDE DOUBLE STUDS AT ALL JAMBS,CORNERS,INTERSECTIONS AND BEAN BEARING,UNLE55 NOTED OTHERWISE. SEE'DEFERRED 5UBMITTAL5'SECTION OF THE STRUCTURAL NOTES FOR ADDITIONAL INFORMATION REGARDING REQUIRED SUBMITTALS SEATTLE,WA 98199 206-284-8200 BUILT-UP MEMBER CONNECTIONS,UNLE55 NOTED OTHERWISE: WOOD STRUCTURAL SHEATHING W/WOOD FRAMING: BACK-TO-BACK STUDS/JOISTS:(2)#10 SCREWS AT 12'O.L. RgEFAS 5TANDII 9 BOXED HEADERS W/STUD AND TRACK MEMBERS:AG SCREW AT b'O.C.THRU EACH FLANGE APA PD5-12'PANEL DE51GN SPECIFICATION' APA FORM E30-I9"ENGINEERED WOOD CONSTRUCTION GUIDE' CON—Ixr PROVIDE WALL BRIDGING PER'TYP.WALL BLOCKING/BRACINW DETAIL,'ALT.WALL BLWKING/BRACIIAW DETAIL,OR MANUFACTURER'S SPECIFICATIONS AN51/ANC ND5-S'NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION' WHERE WALL 15 NOT SHEATHED CONTINUOUSLY ON BOTH SIDES AND AS SHOWN IN DRAWINGS.PROVIDE WALL BRIDGING PER MANUFACTURER'S AN 51/AWC 5DPW5-21'SPECIAL DESIGN PROVISIOJS FOR WIND AND SEISMIC' SPECIFICATIONS FOR WALLS DURING THE CONSTRUCTION PROCE55 WHERE THEY ARE NOT SHEATHED PRIOR TO RE515TING LOAD5 MATERUIS SEE"TYP.STUD/JOIST PUNLHOUTS'DETAIL FOR PUNLHOUT REQUIREMENTS. ROOF SHEATHING MIN.THICKNE55:R/32' JOISTS SHALL BE LOCATED DIRECTLY OVER STUDS,TYPICAL. - MIN.SPAN RATING:32/16 PLYWOOD GRADE:C-D NO SPLICES ARE PERMITTED IN STUDS/JOISTS,UNLE55 APPROVED BY THE STRUCTURAL ENGINEER OF RECORD. - EXPOSURE CQ✓NFLTION Roal"I' BN'b fiB6:AL R�IR®'BRS, F SCREWS SNAIL BE SELF-TAPPING/SELF-DRILLING PAN HEAD,HEX HEAD,OR WAFER HEAD SHEET METAL SCREWS,UNLE55 NOTED OTHERWISE. ALL WOOD STRUCTURAL SHEATHING MUST BE APA RATED PLYWOOD AND CONFORM TO THE REQUIREMENTS SPECIFIED IN THE"MATERIALS'SECTION ALL 5CRF4 CONNECTIONS SHALL BE MADE FROM THE LIGHTER MATERIAL INTO THE HEAVIER MATERIAL UNLE55 NOTED OTHERWISE. ABOVE.APA RATED PLYWOOD SCREWS THAT ARE REMOVED SHALL BE REPLACED BY A SCREW WITH A LARGER DIAMETER WNERE THE REPLACEMENT 15 MADE INTO AN EX15TING ALL PLYWOOD 5HEAT41NG SHALL BE PLACED WITH THE FACE GRAIN PERPENDICULAR TO SUPPORTS W/PANEL ENDS STAGGERED ON ALTERNATING HOLE SUPPORTS,UNLE55 NOTED OTHERWISE WALL PANELS ARE PERMITTED TO BE INSTALLED W/FACE GRAIN PARALLEL TO STUDS,PROVIDE BLOCKING UNDER CONTINUOUS PANEL EDGES WHERE NOTED ON PLANS. REPLACE ALL SCREWS THAT STRIP OUT MATERIAL. ALL PANELS SHALL BE INSTALLED WITH 1/8'SPACING AT END JOINTS AND US'SPACING AT EWE JOINT5 MINIMUM,UNLE55 NOTED OTHERWISE IN STRUCTURAL PLANS OR BY PANEL MANUFACTURER. 13228 HE 20TH ST, SUITE 100 SCREWS SHALL HAVE A MINIMUM CENTER TO CENTER SPACING DINEN51ON OF 36 AND A MINIMUM D15TANCE FROM CENTER OF SCREW TO THE EWE OF ALL END.bINiS SHALL OCCUR OVER SUPPORTS,UNLESS NOTED OTHERWISE BELLEVUE, WA 98005 ANY CONNECTING ELEMENT OF 1Ed,WHERE'd'I5 THE SCREW DIAMETER. 425 614-0949/INFO@AU-ENG.COM #8 SCREW(d=0.164')---MIN.SPACING:I/2'6 MIN EDGE:I5/ ITINIITUN DIMENSION OF ANY PLYWOOD SHEET SHALL BE A MINIMUM 24 INCHES WIDE.IF A PANELS 15 LE55 THAN 24 INCH WIDE ALL EDGES SHALL BE JOB NO:24034 #10 SCREW(d=OIgT)---MIN.SPACING:5/8"6 MIN EDGE:5/Ib' #12 SCREW(d-0216')---MIN.SPACING:3/4"4 MIN EDGE:3/6° BALKED W/MIN.2x4 BLOCKING. ALL 5CRF45#8 AND LARGER SHALL HAVE A MINIMUM HEAD 517E OF 0.211Z, EXP05URE DURABILITY CLA551FICATION'EXTERIOR'SHALL BE REQUIRED FOR ALL DECKS,EXP05ED SURFACE WALK-WAYS,ETC;AND'EXPOSURE 1'15 REQUIRED FOR INTERIOR USE. MINIMUM SCREW 51ZE TO BE#B-IS(#2 POINT)OR#10-16(#2 POINT)FOR 54 MIL(I6 GA)OR LE55,LAD. ALL SUPPORTED PANEL JOINTS SHALL OCCUR APPROXIMATELY ALONG THE CENTERLINE OF SUPPORT FRAMING AND HAVE A MINIMUM OF 1/2 INCH OF MINIMUM SCREW 517E TO BE#10-16(#3 POINT)OR#12-14(#2 OR#3 POINT)FOR MATERIAL HEAVIER THAN 54 MIL(16 GA),U.N.O. BEARING. PENETRATION OF SCREW SHALL NOT BE LE55 THAN 3 IXFWED THREADS PROJECTION THROUGH THE LAST MATERIAL JOINED. WHERE SHEATHING 15 INSTALLED OVER TONGUE AND GROOVE WOOD DECKING,LAY PLYWOOD WITH THE FACE GRAIN PERPENDICULAR TO THE SPAN OF () THE TONGUE AND GROOVE DECKING,REFER TO THE 5TRUCTURAL PLANS FOR SPECIAL NAILING REQUIREMENTS, SCREWS FOR SHEATHING CONNECTIONS SHALL BE OF THE PROPER SIZE AND TYPE FOR A POSITIVE SHEATHING TO METAL CONNECTION.A MAXIMUM NK RI 51411 CGNIFLNON MUM ISIr& ATTACHMENT SPACING OF 12'SHALL BE USED FOR SHEATHING TO METAL CONNECTION,UNLE55 NOTED OTHERWISE. IOd COMMON(0148'DIA.WITH 1 1/2'MIN.EMBEDMENT INTO SUBSTRATE)AT 0 OC,AT SUPPORTED PANEL EDGES AND 12'O.L.AT INTERMEDIATE e THE SCREW MANUFACTURER SHALL PROVIDE VERIFICATION OF THE FASTENERS RESISTANCE TO HYDROGEN EMBRITTLEMENT. SUPPORTS UNLE55 NOTED OTHERWISE ON DRAWINGS ARE REWIRED, ALL FA5TENER5 514ALL HAVE A MINIMUM 3/8 INCH EDGE D15TANCE FROM PANEL EDGE5. LIGHT GAUGE FRAMING SHALL NOT BE WELDED UNLE55 SPECIFIED BY THE STRUCTURAL PLANS OR DETAILS.ALL SPECIFIED WELDING,SHALL BE PERFORMED By WELDERS EXPERIENCED IN LIGHT GAUGE STRUCTURAL STEEL FRAMING WORK.ALL WELDS OF GALVANIZED STEEL SHALL BE TOUCHED UP WITH ZINC-RICH PAINT.ALL WELDS OF CARBON SHEET STEEL SHALL BE TOUCHED UP WITH PAINT. NDOD SETTLEMENT/SHRINKAGE N91"E5: ALL CLIP ANGLES OR FLAT PLATES USED FOR ATTACHMENTS SHALL BE 33 MIL(20 GA.)MIN.,UNLE55 NOTED OTHERWISE. DUE TO CRO55 GRAIN WOOD SHRINKAGE,TH15 BUILDING 15 EXPECTED TO SETTLE APPROXIMATELY 1/4 INCH TO 3/8 INCH PER STORY. AL l MEP SYSTEMS INCLUDING DUCTWORK,PIPES,AND OTHER ELEMENTS THE RUN CONTINUOUSLY BETWEEN LEVELS SHALL BE INSTALLED/DE51GNED 5NMPLE L16Hf GNNE FRNI STNKTIIRAI SE m DESWNCTM 60M2-51 IN SUCH A MANNER TO ACCOMMODATE SHRINKAGE IN THE WOOD FRAMING. 600'-MEMBER DEPTH IN 1/100 INCH(0) 'S'-STYLE OF MEMBER(S=STUD/-"5T,T=TRACK,U=CHANNEL,F=FURRING CHANNEL) ALL INTERIOR AND EXTERIOR SHEATHING AND FINI514I SHALL BE INSTALLED SUCH THAT NO DAMAGE WILL OCCUR. '1I-MEMBER FLANGE WIDTH IN 1/100 INCH(1625'-1-5/6") '54'-MINIMUM STEEL THICKNE55 IN MILS(54 MILS.=0.054',OLD DESIGNATION OF 16 GA.) SHRINKAGE 15 PRIMARILY EXPECTED IN THE DEPTH OF THE FLOOR JOISTS AND HORIZONTAL WALL PLATES. CONIDITIONAL STRUCTURAL LUMBER: SPECIAL INSPECTIONS: RI STMOARM GENII&IMIR1310 , AN51/AWL ND5-I6"NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION" ALL SPECIAL INSPECTIONS SHALL MEET THE REQUIREMENTS OF THE IBC,CHAPTER 17. AN51/AWL 5DPW5-21"SPECIAL DESIGN PROVISIONS FOR WIND AND SEISMIC' ALL INSPECTIONS A5 REQUIRED BY SECTION 110 OF THE IBC ARE REQUIRED.INSPECTIONS SPECIFIED IN THESE NOTES ARE IN ADDITION TO THESE MSS. INSPECTIONS. SILL PLATES IN CONTACT W/CONCRETE:P.T.DOUGLAS FIR-LARCH(D.F.)#2 OR BETTER CITY INSPECTION 15 NOT A SUBSTITUTE FOR SPECIAL INSPECTION. 00N.ALL STRUCTURAL LUMBER ANY WORK WHICH HAS BEEN COVERED BUT NOT PROPERLY INSPECTED BY THE SPECIAL INSPECTOR AND/OR THE CITY INSPECTOR 15 SUBJECT TO ALL STRUCTURAL LUMBER DIMENSIONS NOTED WITHIN THE STRUCTURAL PLANS ARE NOMINAL DIMENSIONS,UNLESS NOTED OTHERWISE. REMOVAL OR EXPOSURE. G ALL LUMBER SHALL HAVE A MAXIMUM MOISTURE CONTENT OF IN PERCENT AT THE TIME OF INSTALLATION. WHERE SPECIFICALLY REQUIRED,CONTINUOUS INSPECTION 15 REQUIRED DURING THE PERFORMANCE OF THE WORK.THIS MAY BE A REQUIREMENT OF THE THE CONTRACTOR SHALL CONSULT WITH THE 5TRUCTURAL ENGINEER OF RECORD REGARDING ANT NOTCHING/DRILLING OF FRAMING MEMBERS THAT 15 BUILDING CODE/LOCAL JURISDICTION OR THE MANUFACTURER. SECTION/DETAIL NUMBER NOT SPECIFICALLY DETAILED IN THE STRUCTURAL PLANS PRIOR TO ANY MODIFICATION. THE SPECIAL INSPECTOR MUST BE CERTIFIED TO PERFORM THE TYPES OF INSPECTION SPECIFIED AND SHALL DEMONSTRATE COMPETENCE TO THE PROVIDE FULL DEPTH BLOCKING/BRIDGING BETWEEN ALL JOISTS AND RAFTERS OVER SUPPORTS. SATISFACTION OF THE BUILDING OFFICIAL. STRUCTURAL WALLS: I6 SECTION/DETAIL CUT A-321 CQ#113CTION RFC THE CONTRACTOR 15 RESPONSIBLE FOR CONTACTING AND INFORMING THE SPECIAL INSPECTOR OR CITY INSPECTOR AT LEA5T ONE WORKING DAY / CMU WALLS ABOVE AND BELOW SHEET NUMBER MILD STEEL PLATE WASHERS ARE REQUIRED AT ALL BOLTS AND NUTS BEARING ON WOOD EXCEPT THAT 1/4'X 3'X 3"PLATE WASHERS SHALL BE BEFORE THE WORK 15 TO BE PERFORMED UNLE55 OTHER CONDITIONS ARE AGREED UPON. THE PLAN LEVEL PROVIDED AT 51LL PLATES IN 4'WIDE WALLS AND WASHERS AT 6'WIDE WALLS.PLATE WASHER MUST BE LOCATED SUCH THAT GAP TO REOIIIR@8fis OF TIE SPECAL INBPECTQt, ELEVATION NUMBER PLYWOOD SHEATHING DOES NOT EXCEED 1/2', CAST IN PLACE HEADED BOLTS FOR SILL PLATES ARE TO BE TIED INTO THE REINFORCING SO THAT ML-I THE SPECIAL INSPECTOR MUST WORK UNDER THE SUPERVISION OF A LICENSED CIVIL ENGINEER OF THE GOVERNING LOCAL JURISDICTION. MASONRY LINTEL PER THEY EXTEND PERPENDICULAR FROM SURFACE,DO NOT'WEi SET'OR'STAB'BOLTS INTO PREVIOUSLY PLACED CONCRETE. / I6 ELEVATION CUT DETAIL AND SCHEDULE ALL NAILING 5LIALL MEET THE REQUIREMENTS OF THE'MINIMUM WOOD NAILING SCHEDULE"IN THE CONSTRUCTION DOCUMENTS,UNLESS NOTED THE SPECIAL INSPECTOR MUST PERSONALLY BE FAMILIAR WITH THE DRAWINGS AND MUST PER50NALLT OBSERVE ALL OF THE WORK REPORTED ON, A-321 SHEET NUMBER OTHERWISE.ALL NAILS ARE TO BE'COMMON(IOd NAIL DIAMETER TO BE 0148",16d DIAMETER TO BE 0162'). THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE BUILDING DEPARTMENT AND ENGINEER.ANY DISCREPANCIES SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE CONTRACTOR FOR CORRECTION;THEN,IF NOT CORRECTED,TO THE BUILDING DEPARTMENT AND MASONRY JAMBIS)PER ALL BOLTS SHALL BE A5TM A307 AND BE PROVIDED WITH STANDARD CUT WA5HER5 UNDER BOLT HEAD AND NUT.BOLT HOLES SHALL BE 1/32'TO 1/16' ENGINEER. DETAIL AND SCHEDULE DETAIL NUMBER LARGER THAN THE NOMINAL BOLT DIAMETER. _ &121 THE FINAL REPORT SHALL BE SIGNED BY A LICENSED CIVIL ENGINEER OF THE GOVERNING LOC13L JURISDICTION AND SHALL STATE THAT THE WORK MJ-I ! PLAN CALLOUT AND SECTION CUTS ALL LAG AND WOOD SCREWS O BE THREADED FULL LENGTH OF THE PORTION EMBEDDED INTO THE WOOD UNLE55 A PILOT HOLY ALLOWED OTHERWISE WAS IN CONFORMANCE WITH THE APPROVED DRAWINGS AND SPECIFICATIONS AND THE APPLICABLE WORKMANSHIP PROVISIONS OF IBC, SHEET NUMBER WHEN THEY SHALL BE'FULL BODIED'LAGS ABOVE THE THREADS.FOR LAG SCREWS OVER 3/3"DIAMETER PROVIDE A PILOT HOLE APPROXIMATELY 65 PERCENT THE DIAMETER OF THE LAG AT THE ROOT OF THE THREADED PORTION.ALL LAG AND WOOD SCREWS MUST BE'TURNED FOR INSTALLATION S W*X SPAN N9PELTIBNS REQNiFIk DO NOT HAMMER INTO PLACE.PROVIDE A STANDARD CUT WASHER UNDER THE HEADS OF LAG SCREWS. ALL BOLTS/NUTS SHALL BE COUNTERSUNK INTO THE FACE OF HAILERS,UNLE55 NOTED OTHERWISE. PERIODIC/CONTINUOUS INSPECTIONS: sFu G - ALL CONCRETE WHERE THE COMPRESSIVE STRENGTH(fc)IS GREATER THAN 2,500 P51 EXCEPT AT SLAB ON GRADES. ALL FRAMING CONNECTORS NOTED ARE PER 5IMP50N STRONG TIE COMPANY INC.OR ENGINEER APPROVED ALTERNATE.FOLLOW ALL MANUFACTURER'S NORTH ARROW REQUIREMENTS AND RECOMMENDATIONS. - ALL REINFORCED MASONRY CONSTRUCTION REWIRES LEVEL'2'QUALITY ASSURANCE INSPECTIONS PER TITS 402/6N-16. QpV D P PIMMATNE TIWATMBIf(Pr)REDRRB'W& PERIWIG INSPECTIONS: PLAN NORTH \�\ F WAS ALL LUMBER SPECIFIED ON PLAN AS P.T.AND ALL LUMBER ADJACENT TO OR WITHIN I INCH OF CONCRETE/MASONRY OR WITHIN 6 INCHES OF EARTH - PLACEMENT OF ALL BOLTS,REINFORCING,EMBEDS,OR POST TEN5IGN CABLES IN CONCRETE. SHALL BE TREATED WITH AN APPROVED PRESERVATIVE. 0 DRAWING REVISION NUMBER ti o - ALL SHEATHED DIAPHRAGMS INCLUDING SHEARS WALLS,FLOORS,AND ROOFS. M " Z ALL TREATED WOO)SHALL BE STAMPED WITH A QUALITY CONTROL AGENCY MARK B7 THE AMERICAN WOOD PRESERVERS ASSOCIATION(AWPA)OR AN I CI I U PLAN SYMBOLS ENGINEER APPROVED ALTERNATE - ALL MECHANICAL P05T-IN5TALLED ANCHORS(SEE Po5T-INSTALLED ANCHORS SECTION FOR TEST FREWENCY) CURRENT REVISION CLOUD �113 ALL PR WNERIE PT EATEDETRATI LUMBER TO SHALLACONFRETEDZONETO AWP CUIPRE41 PRESERVATIVE SERVATIVE TREATED LUMBER SH UMBERLL BE FIELD TRCUT,DRILLED TO O RM MODIHITHFIED AWPA ALL WELDING OF STEEL EXCEPT WELDING PERFORMED IN AN AISC APPROVED SHOP.. rj-Q02 SCALE: N.T.S. FSS ONAL �G\� M4. - THAT 501L CONDITIONS ARE SUBSTANTIALLY IN CONFORMANCE WITH 501L INVESTIGATION REPORT. S BOLTS,SCREWS,LAGS AND NAILS PLACED IN PRESERVATIVE TREATED TIMBER SHALL BE HOT DIPPED ZINC-COATED GALVANIZED STEEL OR 5TAINLE55 - THAT SOIL EXCAVATIONS EXTEND TO DEPTH AND BEARING STRATA. 05/09/2024 STEEL.ALL CONNECTORS IN CONTACT WITH PRESERVATIVE TREATED LUMBER SHALL HAVE AS A MINIMUM ZINC COATED GALVANIZED STEEL PER ASTI FOOTING STEP A653 TYPE G155 OR EGUIVALENT CONTINUOUS INSPECTIONS WET RABBIT- F7RE RETNIDINT iRFA1ED(FIT)URBNt RM1Rfi'BNS, - ANY SPECIAL GRADING,EXCAVATION AND FILLING. ALL FIRE RETARDANT TREATED(FRT)LUMBER SHALL BE BY D-BLA7E(E5R-2645)OR AN ENGINEER APPROVED ALTERNATE.THE STRUCTURAL DESIGN LENGTH OF SPAN AND DIRECTION ARLINGTON-204 TH ACCOMMODATES THE FOLLOWING STRENGTH REDUCTION FACTORS: DISCLAIMER: OF FRAMING MEMBER COMPRESSION PARALLEL TO GRAIN STRENGTH REDUCTION FACTOR,Fc:OA25 - SHEAR STRENGTH REDUCTION FACTOR,Fv:I< THESE DOCUMENTS AND THE DESIGN ARE SPECIFIC TO TH15 PROJECT CULT AND MAY NOT BE REUSED IN ANY WAY WITHOUT WRITTEN APPROVAL OF TENSION STRENGTH REDUCTION FACTOR,FL 0.574 AUE.IT 15 OUR INTENT THAT THIS DESIGN MEETS THE NORMAL STANDARD OF CARE WITHIN TH15 INDUSTRY.NO OTHER WARRANTY 15 PROVIDED OR FRAMING EXTENT AND SPAN INDICATOR 7530 204TH ST NE MODULUS OF ELA5TICIT7 REDUCTION FACTOR:E:1.00 IMPLIED. ARLINGTON,WA 98223 e BENDING STRENGTH REDUCTION FACTOR,Fb:0.972 STRUCTURAL WALLS: EXTENT OF FRAMING FASTENERS/CONNECTIONS REDUCTION FACTOR:0900 MEMBERS ISSUED/REVISED DATE ALL FRY LUMBER SHALL BE LABELED AS SPECIFIED IN IBC SECTION 2303.24 AND SHALL BEAR THE IDENTIFICATION MARK OF AN APPROVED AGENCY IN ACCORDANCE WITH IBC SECTION 1703.5, INDICATES EXTERIOR PERMITIBID SET 05.09.24 ALL FASTENERS INSTALLED IN FRT DUMBER 514ALL BE HOT-DIPPED GALVANIZED OR 5TAINLE55 STEEL. EDGE OF FOOTING WALL FOOTING PER SCHEDULE WALL A OCCURS PER PLAN INDICATES INTERIOR EDGE OF FOOTING � U � GRID LINES COLUMN ElEXTERIOR SPREAD FOOTING PER SCHEDULE ZONING PERMIT:PLN#1160 DESIGN REVIEW:PLN#1161 INDICATES STEP IN ELEVATION PERMITIBID SET 05.09.24 GENERAL NOTES, (CONTINUED) 3 CONCRETE - PLAN SYMBOLS 4 GENERAL - PLAN SYMBOLS 5-002 SCALE: N.T.S. 5-002 SCALE: N.T.S. S-002 1 2 6 < 5 6 ] 6 " 10 11 14 DESIGNA- C-I C-2 PAY STATION FRAMING PER 5-130 1455 5x5x5/I6" ' SDH Arch - " COLUMN,TYP r — ------------------ ---- PLAN NOTES:—— — — A) GENERAL. I. SEE STRUCTURAL GENERAL NOTES,ABBREVIATIONS AND SPECIAL INSPECTIONS SECTION FOR ADDITIONAL C-A - - - - - - - INFORMATION. SDH Architect 2.ALL DIMENSIONS SHOWN ON THESE STRUCTURAL PLANS 3261 NW CELLO LN ARE FOR GENERAL REFERENCE ONLY.THE CONTRACTOR BEND,OR 97703 15 RESPONSIBLE FOR VERIFYING ALL DIMEN51ON5 AND 206.369.8881 ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER IMMEDIATELY. a�ER 3.SEE NEG.SUBMITTAL FOR TRENCH DRAIN SPECIFIC DETAILING. 4.CMU WALL SHALL BE GROUTED SOLID.REINFORCE W/#5 AT 32'O.C.VERTICALLY,(1)#5 BARS AT 48"O.C. C-B - - - - - - - HORIZONTALLY.SEE 18/5-520 FOR ADDITIONAL REQUIREMENTS. c S.SEE 4/5-520 FOR ALL CMU CORNERS AND TEES. 5-511 TYP 6.SEE 2/5-520 FOR TYPICAL CAST IN PLACE ANCHORS la� 3'-0"x 3'-0"x 12"DP FOOTING AND 3/5-520 FOR P05T-INSTALLED ANCHORS IN CMU. WET RABBIT LLC W/(4)its TOP AND BOT EA.WAY 7.SEE 7/5-520 FOR TYPICAL MASONRY JAMBS. 3213 W.WHEELER ST#750 6.SEE q/5-510 FOR TYPICAL STEPPED FOOTING. SEATTLE,WA 98199 206-284-8200 q.SEE 12/5-510 FOR TYPICAL FOOTING CORNER REINFORCING CON- PAY STATION FOUNDATION PLAN SCALE: I14"=1'-0" PLAN NORTH 4UE 13228 NE 20TH ST, SUITE 100 BELLEVUE, WA g8005 425 OX-0g4q/INFO@AU-ENG.COM JOB NO:24034 37'-3' 78'-B' Ib'-8' E REINFORCED CMU � � SHEARWALL W/#5 I REINFORCED CMU SHEARWALL-(4)#5, EXTEND TO VERT.@ 16'O.C.AND TYPICAL CMU TYPICAL CMU W/#5 VERT.@ 24"O.C.AND TOP OF WALL #5 HORIZ.@ 10 O.C. SHEARWALL PER REINFORCED CMU SHEARWALL CONT x 12"DP FTGL SHEARWALL PER REINFORCED CMU SHEARWALL #5 HORIZ.@ 24"O.C. ' PLAN NOTE 4 W/45 VERT.@ 24"O.C.AND W/(4)#4 CONT.BOT 3 PLAN NOTE 4 W/45 VERT.@ 24"O.C.AND (4)#5 MJ2 tt5 HORIZ.@ 24'O.C. 5-511 tt5 HORIZ.@ 24'O.C. — 3 ———————————————————— --------- — -- ------ ----------- ----------------- ------------------------------- --------- ------ --- ---- ---------------- ------ 5-511 REINFORCED CMU SHEARWALL MJ2 MJ2 - MJ2,EXTEND TO TOP ' W/tt5 VERT.@ 16"O.C.AND MJ2 SLAB PER 5-III MJ2 MJ2 OF WALL S MJ2 5 I #5 HORIZ.@ 16,O.C. (2)#5,EXTEND TO REINFORCED CMU SHEARWALL 5 I MJ2 TOP OF WALL W/#5 VERT.@ 32"O.C.AND ' #5 HORIZ.@ 32"O.C. I FLOOR TRENCH 4 STEP FOOTING DOWN TO DETAILS PER 5-111 MJ2,EXTEND TO TOP I OF WALL STEP FOOTING DOWN TO I CONT x 12" 5-511 CLEAR ADJACENT PIT.EXACT GENERAL SLOPES AND PITS PER SLAB EDGE,TYP,V.LF. CLEAR ADJACENT PIT.EXACT I DP FTG o LOCATION PER CONTRACTOR 5-111,REFER TO ARCH FOR EXACT i W/(4)44 LOCATIONS AND SLOPES LOCATION PER CONTRACTOR CONT.BOT 4 5-511 I I ' I 2_bu 5 MJ2 2'-6" S CONT x 12"DP FTG s /II MJ2- REINFORCED CMU SHEARWALL REINFORCED CMU SHEARWALL CONT x 12"OP FTG W/tt5 VERT.@ 24'O.C.AND 5 I 3 ------------- -- MJ2-- ------- ----------------- ----------------- ---- MJI------------- W/(4)#4 CONT.BOT�--------------------5 511----------------MJI---------()—TOP OF WALL -----------(4)#6,EXTEND TO tt5 HORIZ. 24"O.C. Al#5 VERT.@ I6'O.C.AND #5 HORIZ.@ 16'O.C. (4)#6 2 tt5, EXTEND TO 5-511 L TOP OF WALL -----J sEu � 1 1 i B - ll -- p D ----- --------------------------- — -------� —————— ————————————————————— ———————————————————————————— ——————————————————— ———————— ———— ---- -. --, ��oWIASH� (4)#5 MJ2 I TYPICAL CMU I I - TYPICAL CMU TYPICAL CMU CONC.PAD PER 5-III REINFORCED CMU SHEARWALL I REINFORCED CMU SHEARWALL SHEARWALL PER I I 2 ------------- SHEARWALL PER----FLOOR TRENCH-- --------------------------------------- SHEARWALL PER-------- — w/tt5 VERT.R I6"O.C.AND #5,EXTEND TO I W/#5 VERT.@ 32"O.C.AND I I 5-511 CONC.PAD PER S-III I (4) � PLAN NOTE 4 PLAN NOTE 4 PLAN NOTE 4 tt5 HORIZ.@ 32'O.C. w , 2-6' tt5 HORIZ.@ 32'O.C. CONT x 12"DP FTG I _______ i TOP OF WALL W/(4)#4 CONT.BOT� I ROOF ACCE55 LADDER r , r , CONT x 12'DP FTG I 3 �S`s/QNA �G\ SLAB PER 5-111 I ��III PER ARCH ------------------------�---------------------------------------- —————————————j L---------- — — W/(4)#4 CONT.BOT 5-5II J CONT x 12'DP FTG I W/(4)#4 CONT.BOT I n SLAB PER 5-111 I 05/09/2024 ----------- — I I U SHEARWALL C(4) x 12" T FTG l FLOOR TRENCH MJ2 — — 16"O.C.AND W/(4)44 CONT.BOT MJ2 — MJI -------MJI #5 NORIZ.@ 24"O.C. �— I 2'-6" WET RABBIT- 2'-6' W/tt5 VERT.@ 1 L-- ---- — -------J L-------- ------ ---------------------------- ---------------------------------- �- ARLINGTON-204TH ----- -------------- --- 7530 204TH ST NE 6 MJ1 4)#6 - MJI 3 MJI MJI (4)#6 ARLINGTON,WA98223 CONT CONC. FOORINGS AT CMU S-5u ISSUED/REVISED DATE REINFORCED CMU SHEARWALL WALLS,TYP. REINFORCED CMU SHEARWALL 1 1 W/tt5 VERT.@ 32'O.C.AND TYPICAL CMU TYPICAL CMU W/#5 VERT.@ 32"O.C.AND #5 HORIZ.@ 32"O.C. SHEARWALL PER SHEARWALL PER tt5 HORIZ.@ 32"O.C. PERMITIBID SET 05.09.24 PLAN NOTE 4 PLAN NOTE 4 NOTE: SPECIAL INSPECTION APPLIES TO THIS PROJECT PER THE GENERAL NOTES. IF THE SPECIAL INSPECTIONS LISTED ARE NOT PROVIDED, TESTING OR REWORK WILL BE REQUIRED FOR FINAL SIGN OFF. ZONING PERMIT:PLN#1160 ttOEE DESIGN REVIEW:PLN#1161 ^ FOUNDATION PLAN THESE DRAWINGS ARE BASED ON LIMITED AMOUNT of INFORMATION FOR AN EXIX1 STING BUILDING.CONTRACTOR MUST PERMITIBID SET 05.09.24 FIELD VERIFY CONDITIONS AND NOTIFY ARCHITECT AND SCALE; 114"=11-0" ENGINEER IF CONDITIONS ARE OTHER THAN AS SHOWN PRIOR FOUNDATION PLAN TO MODIFICATION. PLAN NORTH NOTE1 ALL DIMENSIONS SHOWN ON THESE STRUCTURAL PLANS ARE FOR GENERAL REFERENCE ONLY.THE CONTRACTOR 15 RESPONSIBLE FOR VERIFYING ALL DIMENSIONS AND ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER IMMEDIATELY. S-110 1 2 6 < 5 6 7 B 8 10 11DESIGNA- 10 NOTE: SPECIAL INSPECTION APPLIES TO T14I5 PROJECT PER THE GENERAL NOTES. IF THE SPECIAL INSPECTIONS L15TED ARE NOT PROVIDED, TESTING OR REWORK WILL BE REQUIRED FOR FINAL SIGN OFF. SDI PLAN NOTES: A) GENERAL" SDH Architect I. SEE STRUCTURAL GENERAL NOTES,ABBREVIATIONS AND 3261 NW CELLO LN SPECIAL INSPECTIONS SECTION FOR ADDITIONAL INFORMATION. BEND,OR 97703 206.369.8881 2.ALL DIMENSIONS SHOWN ON THESE STRUCTURAL PLANS ARE FOR GENERAL REFERENCE ONLY.THE CONTRACTOR 15 RESPONSIBLE FOR VERIFYING ALL DIMENSIONS AND ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER IMMEDIATELY. 3.SEE 6/5-510 FOR TYPICAL REINFORCEMENT DEVELOPMENT AND SPLICE SCHEDULE,SEE 3/5-510 FOR TYPICAL REINFORCEMENT BENDING SCHEDULE. c A.FIBER REINFORCED CONCRETE SLABS SHALL BE REINFORCED AT A MINIMUM DOSAGE OF 6 LES/CUBIC YARD. WET RABBIT LLC 3213 W.WHEELER ST#750 SEATTLE,WA 98199 206-284-8200 CON- 4UE 13228 HE 20TH ST, SUITE 100 BELLEVUE, WA 98005 425 614-0949/INFO@AU-ENG.COM JOB NO:24034 37'-3' 78'-B' Ib'-8' ` 1 1 1 I I I 1 1 1 I I I A - F------------------------------- ----------------- ———————————————————————————————————————————————————————————————————————————————————————————— —————————— ————————————————————— ------, I I I I 6"SLAB ON GRADE W/FIBER MESH REINFORCEMENT PER CONTROL JOINTS PER I PLAN NOTES,SLAB SLOPE SLOPE PER ARCH 5/5-510,MAX 1.51 10 PER ARCH RATIO.CONTRACTOR o 5-511 TO LAYOUT,TYP. 1 57 SLOPE 5-511 I TYP.AT STEP DN � I I SLOPE PER ARCH CONTROL JOINTS PER i 1 5/5-510,MAX L5:1 RATIO.CONTRACTOR TO LAYOUT,TYP. L-- 0 0 c 1 5-510 AT CONC.PAD 5-510 AT CONC.PAD r --- :. ----------------------------------------------------------------------------- pAVIDPR —————————————— ——— s- 4"SLAB ON GRADE W/---_ ti� ci 4' SLAB ON GRADE W/ #4 BARS AT I6'O.C. II II EACH WAY AT C.L. 5-510 5-510 ttq BARS AT I6"O.C. 4, EACH WAY AT C.L. --------------------------------- ----- v �' `ROOF ACCESS LADDER r------------------------------------------ —, r------ —� ONAL PERARCH L—————————————————————————————————————————— ——————————————————————————————————J L-—————— ————— —J CONTROL JOINTS PER CONTROL JOINTS PER 05/09/2024 5/5-510,MAX 1.5:1 5/5-510,MAX 1.5:1 RATIO.CONTRACTOR RATIO.CONTRACTOR TO LAYOUT TYP. TO LAYOUT,TYP. WET RABBIT- L---------------------- ------------ -------J L--------- �- ----------------------------------------------------------------------------- -------------J ARLINGTON-204TH -------------- 7530 204TH ST NE e CONT CONC. FOORINGS AT CMU ISSUED/REVISED DATE WALL5 PER 5-110 PERMITIBID SET 05.09.24 NOTE: SPECIAL INSPECTION APPLIES TO THIS PROJECT PER THE GENERAL NOTES. IF THE SPECIAL INSPECTIONS LISTED ARE NOT PROVIDED, TESTING OR REWORK WILL BE REQUIRED FOR FINAL 510 OFF. ZONING PERMIT:PLN#1160 ttOEE DESIGN REVIEW:PLN#1161 n THESE DRAWINGS ARE BASED ON A LIMITED AMOUNT OF n LJ-1 PLAN INFORMATION FOR AN EXISTING BUILDING.CONTRACTOR MUST PERMITIBID SET 05.09.24 FIELD VERIFY CONDITIONS AND NOTIFY ARCHITECT AND SCALE 114°=11_0° ENGINEER IF CONDITIONS ARE OTHER THAN AS SHOWN PRIOR SLAB PLAN TO MODIFICATION. PLAN NORTH NOTEl ALL DIMENSIONS SHOWN ON THESE STRUCTURAL PLANS ARE FOR GENERAL REFERENCE ONLY.THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL DIMENSIONS AND ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER IMMEDIATELY. S-1 2 0 1 2 6 < 5 6 ] B " 10 11DESIGNA- 1" C-I C'2 15' ,V.I.F. OTE: -4' SPECIAL INSPECTION APPLIES TO T14I5 PROJECT PER H55 POST PER PLAN THE GENERAL NOTES. IF THE SPECIAL INSPECTIONS H55 3x3xl/4, TYP. L15TED ARE NOT PROVIDED, TESTING OR REWORK T TYPWILL BE REQUIRED FOR FINAL 510 OFF.x I I I 51530 PLAN NOTES: H556s5X5/16 A) OPALe SDH Architect I. SEE STRUCTURAL GENERAL NOTES,ABBREVIATIONS AND 3261 NW CELLO LN SPECIAL INSPECTIONS SECTION FOR ADDITIONAL INFORMATION. BEND,OR 97703 206.369.8881 2.ALL DIMENSIONS SHOWN ON THESE STRUCTURAL PLANS > ARE FOR GENERAL REFERENCE ONLY.THE CONTRACTOR 15 RESPONSIBLE FOR VERIFYING ALL DIMEN51ON5 AND awNen m m m m ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER t", IMMEDIATELY. 3.SEE GENERAL NOTES AND PLAN FOR CONCRETE PLANK X5/Ib —— CRITERIA. c S I530 —— S 530 I I I I——— 5 1530 A.CNUFOR LINTELS NOTES THUS ML-X,SEE DETAIL 8/5-520 �— I FOR LINTEL SCHEDULE. ——————— ———————— —— —L ——�\ — 5.ROOF DECK SHALL BE 20 GA.1 1/2"TYPE B METAL II y_\ DECK,U.N.O.,SEE 6/5-530 4 7/5-530 FOR ADDITIONAL REQUIREMENTS WET RABBIT LLC 5-530 5-530 TYP TYP AT CORNER 6.MASONRY JAMBS PER 5-110. 3213 W.WHEELER ST#750 METAL DECKING PER SEATTLE,WA 98199 PLAN NOTE 5 206-284-8200 CON— PAT STATION ROOF PLAN SCALE: I/4"=1'-0" PLAN NORTH 4UE 13228 NE 20TH ST, SUITE 100 BELLEVUE, WA 98005 425 614-0949/INFO@AU-ENG.COM JOB NO:24034 IT � 2'-8' 37'-3' 78'-8' I1 b'-B' e i i i PRE-FABRICATED 1 �1 CANOPY BY OTHERS,TYP. i i i 1 1 1 I 5-521 A - -— ML4 ML4 ML4 MILI4 ML4 u LIGNT GAUGE BEARING WALL ABOVE PER 5-140 i 1 i o i 1 PRECAST HOLLOW CORE 1 aPANELS BY OTHERS,MIN,p,> 6"THICK,TYP '^ JAMB STUD PER 1 1 2'TOPPING SLAB, REINFORCE W/ bx6-W29xW29 WELDED FIBER MESH AT CENTER i 1 OF SLAB TYPICAL SLAB INTERFACE, EXACT PANEL WIDTH AND JOINT LOCATION PER MFR. i i 1 2 b 2 5-521 5-511 5-521 6 8 II PI 5-521 5-521 5-521 su EI NO ML2 ML2 ppVID p,Q i E 8 q WASy/N 4 _ 5-521 5-521 5-521 0 5-530 5-530 y o -Q' AT STEEL EAM AT TAL DECK pl CONC.PLANK LOWER ROOF L4x4x1/2 1 --- ---N ---- ---N ---- ---- — —_ --- ---- ---- ---- ---- ---- ---- ---- ---- ---- —4—E— -- ---- ---- ---- ---- ---- ---- ---- — -- ---- ---- --- --� ———— — ACCESS— i 4 i m1n c„ ti X x — � � cv 5-521 Fs.y/RAL EF1''\V\� o 0 0 0 o WI0xl2 0 0 00 0 0 0 0 o S/ F,C� 3 3 3 3 3 3 ONAL --- --- ———— ———— ———— ---- ---- -- --- --- -- — ---- ---- ---- ———— ---- ---- ---- ———— ---- — -- ---- ---- ---- ---- ---- ---- ---- — -- ---- ---- --- 05/09/2024 L x112 ROOF 9 5-530 DECK PER _ 5-530 PLAN NOTE 5. WET RABBIT- ML2 Mu Ar STEEL ANGLE ARLINGTON-204 TH ML2 MLI MLI MLI 7530 204TH ST NE 3 L3x3xl/4'WALL 5-521 �PAT ARLINGTON,WA 98223 ANCHORS,TYP STEEL BEAM LOWER ROOF LINE ISSUED/REVISED DATE PERMITIBID SET 05.09.24 NOTE: SPECIAL INSPECTION APPLIES TO THIS PROJECT PER THE GENERAL NOTES. IF THE SPECIAL INSPECTIONS LISTED ARE NOT PROVIDED, TESTING OR REWORK WILL BE REQUIRED FOR FINAL 510 OFF. ZONING PERMIT:PLN#1160 ttOEE DESIGN REVIEW:PLN#1161 ^ LOVV ROOF PLAN THESE DRAWINGS ARE BASED ON A LIMITED AMOUNT OF INFORMATION FOR AN EXISTING BUILDING.CONTRACTOR MUST PERMITIBID SET 05.09.24 FIELD VERIFY CONDITIONS AND NOTIFY ARCHITECT AND SCALE; I/4"=I1_0" ENGINEER IF CONDITIONS ARE OTHER THAN AS SHOWN PRIOR LOW ROOF PLAN TO MODIFICATION. PLAN NORTH NOTEl ALL DIMENSIONS SHOWN ON THESE STRUCTURAL PLANS ARE FOR GENERAL REFERENCE ONLY.THE CONTRACTOR 15 RESPONSIBLE FOR VERIFYING ALL DIMENSIONS AND ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER IMMEDIATELY. S-1 3 0 1 2 6 < 5 6 ] 6 " 10 11DESIGNA- 10 NOTE: SPECIAL INSPECTION APPLIES TO T14I5 PROJECT PER THE GENERAL NOTES. IF THE SPECIAL INSPECTIONS L15TED ARE NOT PROVIDED, TESTING OR REWORK WILL BE REQUIRED FOR FINAL SIGN OFF. SDI PLAN NOTES: A) GENERAL' SDH Architect I. SEE STRUCTURAL GENERAL NOTES,ABBREVIATIONS AND 3261 NW CELLO LN 2'-8' 37'-3 I/8' tt 7B'-8' I6'-8' s 6'-B' SPECIAL INSPECTIONS SECTION FOR ADDITIONAL BEND,OR 97703 INFORMATION. 2.ALL DIMENSIONS SHOWN ON THESE STRUCTURAL PLANS 206.369.8881 ARE FOR GENERAL REFERENCE ONLY.THE CONTRACTOR 15 e a - ANY DIS CREPANCIES IBLE FOR EPANCIES MUST YING ALL DIMENSIONS BE AND BE BROUGHT TO THE owNen ATTENTION OF THE ARCHITECT AND ENGINEER IMMEDIATELY. 378 SLIDING SNOW \ 3.SEE 6/5-540 FOR MINIMUM WOOD NAILING SCHEDULE. PSF 25 ZONE:70 PSF 1 PSF i R X 52.3 25 PSF / \I PSF I� WET RABBIT LLC 3213 W.WHEELER- / \ SEATTLE,WA 98199 #750 206-284-8200 e — - , 25 PSF - - CON— SLIDING 5i_4n SLIDING SNOW 37.6 25 _ ZONE:36 P5F W4, PSF P5F 12- - SNON DRIFT PLAN UE SCALE: 1/8"=1'-0" PLAN NORTH 13228 HE 20TN ST, SUITE 100 BELLEVUE, WA g8005 425 6I4-Og4q/INFO@AU-ENG.COM JOB NO:24034 TYPICAL CMU SHEARWALL PER I 2 3 PRE-FABRICATED CANOPY 5-110,PLAN NOTE 4 4 5 6 BY OTHERS,TYP. 37'-3' 78'-B' Ib'-8' e UPPER ROOF LINE 1 1 1 i i i 3 5-540 A - -— JACK TRUSSES VERT.BARS PER @ 24'O.C.,TYP 5-IIO I VERT.BARS PER 5/3"APA RATED PLYWOOD. 5-I10 FASTEN W/IOd AT b"O.C. Gi PANEL EDGESFIELD UNBLOCKED G`SS Q 3 0 1 1 BOX BEAM BI � 5-540 PER 5/5-550 JAMB STUD PER 5-112,TYP i 1 i i I6 5-550 1 LIGHT GAUGE BEARING 4 WALL BELOW PER I6/5-550 411 5-540 I �J I � � I VERT.BARS c I I PER 5-110 I seu BLI ppV D pR N/N i 1 VERT.BAR55 ERO i 5 540 i \��pF W4S co � y z 1 i mrn REINFORCED CMU SHEARWALL TYPICAL CMUF n/Rg W/tt5 VERT.@ Z.@ 32"O.C. SHEARWALL PER L tt5 HORIZ. O.C.AND 5-110,PLAN NOTE 4 SS/ONAI ECG 05/09/2024 WET RABBIT- ARLINGTON-204 TH 7530 204TH ST NE 1 1 1 i i i LOWER ROOF SEE 5-130 ISSUED/REVISED DATE PERMITIBID SET 05.09.24 NOTE: SPECIAL INSPECTION APPLIES TO THIS PROJECT PER THE GENERAL NOTES. IF THE SPECIAL INSPECTIONS LISTED ARE NOT PROVIDED, TESTING OR REWORK WILL BE REQUIRED FOR FINAL 510 OFF. ZONING PERMIT:PLN#1160 II /1x�1'I I R00C PLN ttOEE DESIGN REVIEW:PLN#1161 1 A THESE DRAWINGS ARE BASED ON A LIMITED AMOUNT OF ^ �1 f1 INFORMATION FOR AN EXISTING BUILDING.CONTRACTOR MUST PERMITIBID SET 05.09.24 FIELD VERIFY CONDITIONS AND NOTIFY ARCHITECT AND SCALE I/4"=I1_0" ENGINEER IF CONDITIONS ARE OTHER THAN AS SHOWN PRIOR HIGH ROOF PLAN TO MODIFICATION. PLAN NORTH NOTEl ALL DIMENSIONS SHOWN ON THESE STRUCTURAL PLANS ARE FOR GENERAL REFERENCE ONLY.THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL DIMENSIONS AND ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER IMMEDIATELY. S-140 1 2 ] < 5 6 ] B B 10 11 10 5/8'0 x 2'-6'PLAIN REBAR TO MATCH ALTERNATE RNA DIAMOND DOWELS REBAR BENDING SCHEDULE SPACING OF SLAB REINFORCEMENT W/ 4"x4-I/2"x4-I/2"@ 24"O.C.MAX,LOCATE W/IN TYPICAL STRAIGHT (Ld) AND HOOKED (Ldh) REINFORCEMENT DEVELOPMENT LENGTH SCHEDULE ro'=FINISHED INSIDE BEND DIAMETER "� 6 ONE END GREASED OR WRAPPED IN g"C.L.OF SLAB DEPTH B MOVE REBAR AS \II BUILDING PAPER NEEDED,HOLD 12"FROM PERP.JOINTS /\ BAR SIZES STANDARD HOOKS STIRRUP/TIE HOOKS 4 I L_ SLAB ON GRADE 8 BAR SIZE: tt3 tt4 tt5 ttb #7 tie ttq tt10 ttll 4dy OR I tt3,tt4,tt5 6dy 4dy REINFORCEMENT PER PLAN 112"PRE-FORMED EXPANSION JOINT MATERIAL BAR DIAMETER,dy: dy=0.375 in dy=0.500 in dy=Ob25 in dy=0.625 in dy=0.875 in dy=L000 in dy=1.128 in dy=L270 in dy=L410 in ttb,tt7,tt8 6dy 6dy MIN STD. 80° HOOK STD. q0°HOOK MAXIMUM BAR OFFSET DEVLOPMENT TYPE CATEGORY DESCRIPTION N.W.CONCRETE TOP OTHER TOP OTHER TOP OTHER TOP OTHER TOP OTHER TOP OTHER TOP OTHER TOP OTHER TOP OTHER #q,410,411 Bdy N/A /'C(p51) SDH Architect x 3,000 13" 12" 18" 14" 22" A" 26" 20" 41" 31" 54n 42n 66" 51" 81" 63" 17" 75" y MIN COVER>=1-1/2" q 500 12" 12" 14" 12" 18" 14" 21" 17" 35" 27" 44" 34" 54" 42" 66" ' =INSIDE BEND DIAMETER III=III=III=III=III=III=III=III= = =III=III=III=III=III=III=III=III 51" 7q" 61" b'=BAR DIAMETER I MIN CLEAR g 000 tt3,#q,#5:bd OR 3"MIN GRAVEL OVER VAPOR BARRIER SPACING>=3" 12" 12" 14" 12" 17" 13n "1 I0 33" 26" 42" "1 "1 40" 63" W 75" W y COMPACTED SUBSOIL PER 3,000 13 12 17 2 n 4 n �n 53 86 66" 147" E125'58 q6 6q" 53" z CONT.WHERE �, 8 GEOTEC14NICAL REPORT,TYPGEOTECHNICAL REPO YP 12 12' 13" 12' I6" 14" 23' 38' 30" 47" 36' 44' # # y RT TSTRAIGHT 113' o REO'D ,�,�o CONSTRUCTION JOINT SDH Architect u u 22u a 32u n " 33" 6gu u u " 146u 3261 NW CELILO LN MIN COVER)=3/4" 4500 12" 12" IB" 14" 26" 20" 35" 27" 57" 44' 70" 54" 85" 71" 120" 12" _- -- --- ------ SLAB ON GRADE B I/8" BEND,OR 97703 2 MIN CLEAR 5,000 12' 12' 1T 13' 25' Iq' 34' 26' 54' 42 6T 51' 81" 75' REINFORCEMENT PER PLAN PLASTIC ZIP STRIP 0 SAWCUTSPACING>=2' 114" 87" R 206.369.8881 312" 12' Ibn 12" 23" 3" 31" 24„ 4q" 38" 61" 47„ 74" 68" 101v 80" \�v i Ii 3,� 9" II' 14" 17" 20" 22" 25" 28" 3N dy dy a dy o E dy w 4,500 7" q" 12" 14" 16" I8" 21' 23' 26' R, =III=III=III=III=III=III=III=111_II 11=III=III=III=III=III=III=III=1 HOOKED STANDARD ALL OTHERS �, b' 8' 10" 12" 14'�' 16, IS"' 20' 22' ° GEOTECHNICALCOMPACTEDR SR IL TIYPI III III-III,�f_LI"II PERVEL OVER VAPOR ICAL IRBARRIER STIRRUP W/ 180' HOOK STIRRUP/TIE W/ 135 HOOK STIRRUP/TIE W/q0 HOOK BEAM/COLUMN CROSSTIE W/q0 HOOK GEorecR vAPOREPORr, rP g G MAX BAR SIZE: #3 THRU 95 SHRINKAGE/CONTROL JOINT TYPICAL REINFORCEMENT LAP SPLICE (L,) DEVELOPMENT LENGTH SCHEDULE BAR 51ZE: #3 #4 #5 #6 #7 #8 #q 1110 #11 12� BAR DIAMETER,dy: dy=037S in dy=0.500 in dy=0.625 in dy=0.625 in dy=0.673 in dy=1.000 in dy=1.128 in dy=1.270 in dy=1.410 in 3 REINFORCEMENT BENDING SCHEDULE 5 TYP SLAB ON GRADE JOINTS WET RABBIT LLC N.W.CONCRETE 3213 W.WHEELER ST#750 LAP CLASS CATEGORY DESCRIPTION f,� TOP OTHER TOP OTHER TOP OTHER TOP OTHER TOP OTHER TOP OTHER TOP OTHER TOP OTHER TOP OTHER rJ-510 SCALE: N.T.S. 5-510 SCALE: N.T.S. SEATTLE,WA 98199 3,000 206-284-8200 17" 16" 24" Iq" 29" 23" 34" 26" 56" 43" 71" 55" 86" 67" 106" 82" 127" q8" MIN COVER>=1-112" 4 500 16" Ibn Iq" Ibn 24" Iqn 28" 23" 46" 36" 58" 45" 71" 55" 86" 67" 103" 80" NOTES" MIN CLEAR I. CMU WALL 15 NOT SHOWN FOR CLARITY CON- SPACING 16" 16" Iq" 16" 23" 17" 26" 21" 43" 34u 55" 42" 68" 52" 82" 64" g8" 76° STD.NUT STD.NUT SPACING)-3' 6 000 12' 80" WTASVIER IV WASHER STEEL PL AT WELDED 2. SEE FOUNDATION PLAN FOR LOCATION OF FOOTING STEPS 12" 12" 16" 23u IB" 31" 24" 4q" 38" 61" 47" 74" 57" 88" 68" 104° CLASS B HEADED STUDS CONC.WALL BEYOND PER PLAN 3,000 17" 16, 2q, 23' 42' 33' 56" 43' 11 11 112' 16, 136' 104' 163" 125' Iq0" 147" MIN COVER>=3/4" o a z 4,500 I6" 16, 24' Iq" 34' 26" 46" 36" 75' 58" ql" 71" 111, 85" 133' 103' 156, 120" a D, TOP OF CONCRETE 'D' 'D' F 2 6,000 16" 1C 21" 16" SO' 24" 41" 32" 64" 50" &0' 62" IqV 75" I�5" Bq" 30 4 m O BOLTED ANCHOR 36 (PER AW5 DILI),UNO REINFORCEMENT PER PLAN AND DETAILSUSE THE SAME SIZE AND NUMBER 5 b 6' CONCRETE PAD MIN CLEAR 5,000 ASTM F1554 GR.36 TYPE B WELDED HEAD SPACING>=2" ANCHOR ROD,UNO HEADED STUD tt4 @ A O.C. CLEAN SURFACE PRIOR WI WI W2 EA.WAY GENERAL NOTES: ADJUSTMFNfS TO SPECIFIED STRAIGNf DEVELOPMENT AND LAP SPLICE LENGTHS: ~J m TYP TYP TYP THE FOOTING REINFORCEMENT #4 �@ 12"O.C. TO CONC.POUR I. ALL DEVELOPMENT AND LAP SPLICE LENGTHS SPECIFIED IN SCHEDULES ARE FOR REINFORCING STEEL I. LIGHTWEIGHT CONCRETE MULTIPLY THE LENGTHS SPECIFIED IN THE SCHEDULE BY 1.33 a a a __._._._._._._._._._._._ _._._._._._._._._._._._ AROUND PERIMETER WITH A F =60,000 si. 2 EPDXY-COATED REINFORCMENT: '� rt' I'-b' 6'MAX. y p o o HEAVY . OF PAD,SEE NOTE 2 UE 2 "TOP'-HORIZONTAL BARS PLACED SUCH THAT MORE THAN 12"OF FRESH CONCRETE I5 CAST BELOW THE BAR. 21. "TOP'BARS:MULTIPLY THE LENGTHS SPECIFIED IN THE SCHEDULE BY 13 ij z HEAVY HEX HEAD 3"MIN 3 'OTHER' -ALL VERTICAL BARS AND HORIZONTAL BARS THAT DO NOT MEET THE"TOPM COVER DESIGNATION. PER 32.2. 2COMBINATIONS BARS:MULTIPLY THE LENGTHS SPECIFIED IN THE SCHEDULE BY L5 ¢,,., STD. HEX NUTo- 4. UNLESS NOTED OTHERWISE,ALL HOOKED BARS SHALL EXTEND TO THE FAR FACE OF EFFECTS DUE TO CONCRETE WEIGHT AND EPDXY COATING ARE CUMULATIVE o s WASHER N _ 13228 HE 20TH ST, SUITE 100 "NOTE 5.2" L,/L,,SHALL BE MULTIPLIED BY EACH FACTOR TO FIND THE CORRECT VALUE a ANCHOR BOLT ANCHOR BOLT WELDED HEADED STUD _ BELLEVUE, WA g8005 5. ALL HOOKED BAR LENGTHS SPECIFIED IN SCHEDULE ARE FOR REINFORCING WITH: a (TYP ASSEMBLY (ACT.ASSEMBLY) e REINFO CEMENT PER 425 614-Og4q/INFO@AU-ENG.COM 5.1. SIDE COVER)=2-I/2', AD.Il5TT OM TO SPECIFIED HOOK DEVELOPMENT LENGTHS: — — a - °a - JOB N0:24034 ANCHOR BOLT DIMENSIONS PLAN AND DETAILS ° 5.2. COVER BEYOND>=2" I. LIGHTWEIGHT CONCRETE:MULTIPLY THE LENGTHS SPECIFIED IN THE SCHEDULE BY 1.33 '— — —1 — I. EMBEDMENT DISTANCE DOES NOT 2. EPDXY-COATED REINFORCEENL MULTIPLY THE LENGTHS SPECIFIED IN THE SCHEDULE BY L2 III- 3. 51DE COVER(2-1/2":MULTIPLY THE LENGTHS SPECIFIED IN THE SCHEDULE BY 0.7 BOLT MIN NUT/HEAD MIN HEAD INCLUDE HEIGHT OF CURBS -111 ' LAP SPLICE NOTES �- CONCRETE SLAB 1. ALL SPLICES SHALL BE WIRED IN CONTACT AND STACKED VERTICALLY. DIAMETER'D'DIAMETER MI'DIAMETER W2' 2. PROVIDE 3'OF COVER AT BOTTOM ° 2. SMALLER BAR LAP LENGTH SHALLAND SIDES OF ANCHOR BOLTS I BE USED WHEN SPLICING DIFFERENT SIZED BARS. I/2" I'llI" 41II a 3. LAP LENGTHS SPECIFICALLY DETAILED IN DRAWINGS SHALL GOVERN IN LIEU OF LAP LENGTHS SCHEDULED. 1-1/I6" 1-1/4' USE THE SAME 51ZE AND NUMBER AS III 3/4" 1-114" 1-1/4' y-o THE FOOTING REINFORCEMENT — e I" 1-5/8' 1-1/8" 1-13/I6' -6 N/A I' " 1'-0' I'-0" SLOPE FOR NEXT STEP 6 REINFORCEMENT DEVELOPMENT t SPLICE SCHEDULE 8 TYP CAST IN PLACE ANCHORS q TYP STEPPED FOOTING 10 TYP EQUIPMENT PAD ON S.O.G. 5-510 SCALE: N.T.S. 5-510 SCALE: N.T.S. 5-510 SCALE: N.T.S. Ill, 5-510 SCALE: N.T.S. NOTES: 1, SEE DETAIL 6/5-510 FOR REINFORCEMENT DEVELOPMENT AND LAP SPLICE SCHEDULE LAP SPLICE PER SCHEDULE,TYP LAP SPLICE PER TYP TRANSVERSE SCHEDULE,TYP REINFORCEMENT G TRENCH DRAIN SYSTEM WHERE OCCURS 24' 24' PER ARCH/MEP ttq Zr@ 14"O.C. AROUND PERIMETER OF 0 4" 6" SLAB ON GRADE PER TRENCH DRAIN. PLAN.SLOPE AS REO'D BY ARCH I I I I I I o a VA I I I I I I n/n/ TYP CONT.BARS IN — —— — — —— � FOOTING,TERMINATE W/STD.HOOKS (3)CONT ttq BARS EXTEND TO AR SIDE OF FTG,TYR CONT. — —— — — —— — ARS IN FOOTING TERMINATE W/HOOKS THAT LAP W/PERP.REINFORCEMENT sEu AS SHOWN END CONDITION NTERSECTION CORNER \Q�opV�IAS D pNo z II TRENCH DRAIN SECTION 12 TYP FTG CORNER REINFORCING 173 5-510 SCALE: 3/4"=1'-0" Ill 5-510 SCALE: N.T.5. FSS/ONAL �G\� 05/09/2024 WET RABBIT- ARLINGTON-204 TH 7530 204TH ST NE e ARLINGTON,WA 98223 ISSUED/REVISED DATE PERMITIBID SET 05.09.24 ZONING PERMIT:PLN#1160 DESIGN REVIEW:PLN#1161 A PERMITIBID SET 05.09.24 CONCRETE DETAILS S-510 1 2 0 1 5 6 7 B 0 10 11 10 DESIGNA- 5/8"STEEL PL CMU PER PLAN CMU PER PLAN 4 1/2"0 TYPE B PER AW5 DI.I i O ( ) u THICKEN WALL COLUMN ANCHORAGE a WELDED HEADED STUDS.MIN 4' TO PIT WALL N55 COLUMN C.L. PER SECTION A-A = � qn EFFECTIVE EMBEDMENT.SPECIAL VERTICAL BARS FROM w VERTICAL BARS FROM WHERE OCCURS CMU,ALTERNATING VARIES PER MACNIEL PER PLAN INSPECTION REQUIRED.SEE 8/5-510 CMU,ALTERNATING a a FOR ADDITIONAL REQUIREMENTS 3,� x NOOKS HOOKS SLAB ON GRADE BEYOND 'a w w " � JOINT PER ARCH SLAB ON GRADE A A 1/4 °' - c" ____ F] ____ ______ PER PLAN,TYP 3 tt3 TIES AT�' cv JOINT PER ARCH e 2" CONC SLAB ON GRADE ~ R 2"O.C. SECTION A-A SLAB ON GRADE AND _________ SLAB REBAR T ' AND REINF PER 5-111,TYP �` MACNIEL b 1 1/2"CLR REINFORCING PER 5-III, EXT.CONC BY OTHER -————— ••"; �� BEND INTO PIT ANGLES PER B B - PIT SLAB PER 10/5-511 a WALL (8)45 VERTICAL BARS a.. a v" ° SDH Architect EQUALLY SPACED ° a - a -° ° ° d ————- --_ --a ° ° - ii ° �, • ° FOUNDATION AND "f a \ \�\ \ \•�°\ w CONT ttq,TYP 3261 W CELLO LN AROUND PERIMETER, _.� - ,. REINFORCING PER 3/5-511 a a \ \, TERMINATE BARS W/ a /\\/\\/\/\\ \\/\/\\\/// BEND,OR97703 °" EQ El STANDARD NOOK / / /' ��/%�///�/�//•/%/ ° 4 6"CONC.WALL ,� a ° /\/ 206.369.8881 tt4 uuTo ttq BARS @MIN 12" ° 43 TIES AT 6' < �° \/OVA/�� MATCHSPACING a \ \ \ O.0 EA WAY,TYP SECTION B-B O.C. Duman 2"CLR. ��\ / ,a _ - - - \ ��, a�d - - "mu TYP PER PLAN REINFORCEMENT EA.WAY w �// - - �i j "- i� - "V� a /A - ,a a i^e A/ PER PLAN "a - a i �/ - - .p V� // - "a _• - / - ,A "\` / NOTE:TRENCH CONFIGURATION VARIES ALONG THE FOOTING REINFORCEMENT FOOTING REINFORCEMENT LENGTH.EXACT CONFIGURATIONS ARE PER MACNIEL ° �� S�AA�VA�A�'�AA�AA�A��AA�AA�AAnV��AI AAA PER PLAN PER PLAN PER PLAN CONT.tt4 @ 12"O C PER PLAN CONT.tt4 @ 12"O C PER PLAN ca� TYP EXTERIOR SPREAD FTG 2 TYP INT. FOOTING AT CMU 3 TYP EXT. FOOTING AT CMU 4 TYP FOOTING AT PIT 5 GENERIC PIT STEP REINFORCING 3WET 213W.WHEELER 3213 W.WHEELER ST#750 5-511 SCALE: 3/4' -1'-0' 5-511 SCALE: 1' =1'-0' S-511 SCALE: IN =1'-0' 5-511 SCALE: IN =1'-0' 5-511 SCALE: 3/4' =1'-0' SEATTLE,WA 98199 206-284-8200 VARIES PER MACNIEL CON— SLAB ON GRADE PER PLAN,TYP ANGLES PER SLAB REBAR TO MACNIEL BEND INTO PIT WALL F TOPPING SLAB PER PLAN EQ EQ CONT#4,TYP BASE SLAB UE ` --'a°°- rr SLOPE PER 6"CONC.WALL P'0"o°O O °.�/ O Q ry MACNIEL ttq BARS @MIN 12" 13228 NE 20TN ST, SUITE 100 O.0 EA WAY,TYP BELLEVUE, WA g8005 ttq"TO 425 614-Og4g/INFO@AU-ENG.COM MATCH SLAB JOB NO:24034 PRECAST CONCRETE PLANK BY OTHERS,TYP. SPACING a _ @O BENDS,BTYP FILL JOINT WITH NON-SHRINK GROUT n _ u BACKER ROD tt4 LONG.@ MIN 12",TYP e NM TRENCH CONFIGURATION VARIES ALONG THE LENGTH.EXACT CONFIGURATIONS ARE PER MACNIEL CONCRETE PLANK 6 PANEL INTERFACE 10 GENERIC PIT REINFORCING 5-511 SCALE: IN =1'-0' 5-511 SCALE: 3/4' =1'-O' \Q�opV�ID pNo z FSS ONAL �G\�� 05/09/2024 WET RABBIT- ARLINGTON-204 TH 7530 204TH ST NE 6 ARLINGTON,WA 98223 ISSUED/REVISED DATE PERMITIBID SET 05.09.24 ZONING PERMIT:PLN#1160 DESIGN REVIEW:PLN#1161 A PERMITIBID SET 05.09.24 CONCRETE DETAILS S-511 1 2 6 < 6 6 ] DESIGNA- 6 B 10 11 10 LAP SPLICE LAP SPLICE PER STACK BOND JOINT PER SCHEDULE SCHEDULE TYP JOINT EXTEND BOLTS IN L�ANCHOR LOCATIONS ARE LIMITED CMU WALL d TYP CONT.VERTICAL CONTROL JOINT.SEE PLAN WALL TO CLR DIST TO ONE PER MASONRY CELL WITH POST-INSTALLED ANCHOR /� REINFORCEMENT PER FOR APPROXIMATE LOCATION.COORDINATE W/ SHOWN,TYP A MINIMUM SPACING OF 8'O.C. INSTALLATION 15 NOT PERMITTED 4"EDGE w '; = .'. PLAN 8 SCHEDULE ARCHITECTURAL PLANS.CAULKING OF WALL IN THE HATCHED AREAS SHOWN DISTANCE �o I I CONTROL JOINT PER ARCH J TYP HORZ.REINF (2)ADDED BARS AT SDH Arc `^N To MATCH TYP VERT. ti CMU WALL PER a TYP VERT.REINF. REINF.SIZE ♦ PLAN d SCHEDULE (3)BARS AT CORNER e - SEE DETAIL 8/5-510 To MATCH TYP VERT. TYP HORZ.REINF.,ALT. REINF.51ZE BEND DIRECTION INTO WALL HORIZONTAL REINF.TO BE MIN(2)BARS ON EA.SIDE OF CONTROL I'MIN GROUNT FOR BALANCE OF CONTINUOUS TNRU CONTROL JOINT JOINT,BAR SIZE TO MATCH TYP VERT. o AROUND BOLT INFORMATION TYPICAL CORNER TYPICAL INTERSECTION REINF BAR SIZE,U.N.O. CMU WALL 4"EDGE BOLT PER PLAN CONT.MORTAR DISTANCE SINGLE LAYER REINFORCING CONTROL JOINT TYPE I DIAMETER d SCHEDULE BED JOINT,TYP • SDH Architect ROOF ELEVATIONS,FLOOR ELEVATIONS, LINTEL5 +2' _ LAP SPLICE PER LAP SPLICE PER STACK BOND JOINT 3/8" 0, x x SCHEDULE,TYP SCHEDULE,TYP 3261 NW CELLO LN JOINT SEE DETAIL 7/5-510 w o CONT BEND,OR 97703 CMU WALL d TYP CONT.VERTICAL CONTROL JOINT.SEE PLAN a REINFORCEMENT 206.369.8881 FOR BALANCE OF a m m AT TOP OF WALL =\ .-; REINFORCEMENT PER FOR APPROXIMATE LOCATION.COORDINATE W/ INFORMATION -~+ 3o w PLAN 8 SCHEDULE ARCHITECTURAL PLANS.CAULKING OF WALL E o CONTROL JOINT PER ARCH ttq X 2'-0'TRIM ¢ EQ EQ' 2 BARS TO MATCH awNen m s c z SHADED AREA — f O (2)BARS TO MATCH REINF.STEEL @ w z a DENOTES m TYP VERT.REINF.51ZE ?- TYP VERT.REINF.SIZE EA.ANCHOR E MIN SOLID 2 3/4' TYP g0°STD.HOOK • • SHADED AREA GROUTED CELLS DENOTES MIN SOLID AT ANCHOR BOLTS NOTES: RY 5TD.HOOK5 AT END OF HORZ.REINF._/ MIN(2)BARS ON EA.SIDE OF CONTROL GROUTED CELLS AT I. SEE DETAIL ENT DEVELOPMENT FOR ENTMAS 4 LA WHERE APPLICABLE PER MAIN DETAIL JOINT,BAR 51ZE TO MATCH TYP VERT. ANCHOR BOLT . REINFORCEMENT DEVELOPMENT 8 LAP REINF.BAR SIZE,U.N.O. HEAD JOINT,TYP (E)CMU WALL OR CMU WALL SPLICE SCHEDULE TYPICAL CORNER TYPICAL INTERSECTION CONTROL JOINT TYPE 2 ANCHOR BOLT IN FACE SHELL: ANCHOR BOLT TO TOP OF CMU: PER PLAN d SCHEDULE DOUBLE LAYER REINFORCING M AT ALL OTHER LOCATIONS mil IN. POST—INSTALLED I TYP MASONRY CONTROL JOINTS 2 TYPICAL ANCHOR BOLT IN CMU 3 ANCHOR IN CMU REQUIRMENTS 4 TYP CNU CORNER BAR DETAILS 3WET RABBIT LLC 213 W.WHEELER ST#750 5-520 SCALE: 1"=1'-0" 5-520 SCALE: 1 1/2"44 S-520 SCALE: 1 I/2"44 5-520 SCALE: 3/4" = I'-0" SEATTLE,WA 98199 206-284-8200 MASONRY LINTEL SCHEDULE CON— MASONRY JAMB SCHEDULE PLAN TAG NON.THICKNESS DEPTH HORZ.REINF. VERT.REINF. NOTES: PLAN TAG TOTAL tt VERT.BARS SIZE OF VERT.BARS WIDTH OF JAMB MLI 8" I6" 2 44 TOP+BOT tt4 AT 16"O.C. I. SEE DETAIL E0 FOR MASONRY NJ] 2 #5 8" ML2 8" 24" 2 44 TOP+BOT ttq AT 16'O.C. REINFORCEMENTNT DEVELOPMENT d LAP SPLICE SCHEDULE MJ2 4 45 16" ML3 8" 32" 2 tt5 TOP+BOT ttq AT 12"O.C. ML4 8" 40" 2 ttb TOP+BOT #4 AT 8"O.C. CHORD BARS TOP OF WALL, ROOF LINE PER DETAILS WHERE OCCURS r CMU WALL PER PLAN d SCHEDULE ABOVE LINTEL _____ WIDTH OF JAMB CONT.OF CMU WALL PER PLAN EXTEND VERT.REINF.BAR ABOVE C.L. PER TABLE 8 SCHEDULE PER PLAN OF LINTEL IN GROUTED CELL PER UE — —————— —— N • • • "MASONRY REINFORCEMENT SPLICE AND DEVELOPMENT SCHEDULE" 4 0 13228 HE 20TH ST, SUITE 100 HORZ.REINF. BELLEVUE, WA g8005 • PER SCHEDULE 425 614-Og4g/INFO@AU-ENG.COM VERT.REINF.PER SCHEDULE JOB No:24034 ALL CELLS WAN WIDTH OF TOTAL(#)OF VERTICAL JAMB BARS PER PLAN. W/180'HOOK AT BOTTOM JAMB TO BE(ROOTED SOLID AROUND HORIZONTAL LINTEL PROVIDE DOWEL AT EA.BAR TO LAP AND MATCH AT FOUNDATION.BARS TO EXTEND FULL HEIGHT o REINFORCEMENT,ALT.HOOK TO FLOOR OR ROOF FRAMING ABOVE = DIRECTIONS i SHADED AREA DENOTES MIN E5-. — SOILD GROUTED CELLS AT I.TYP HORIZONTAL BOND BEAM REINFORCEMENT NOT SHOWN FOR CLARITY ANCHOR BOLT MIN LAP PER MIN LAP MIN LAP PER 2.MINIMUM REINFORCEMENT COVER REQUIREMENTS: USE LINTEL BLOCKS AT SCHEDULE AT STEP PER SCHEDULE SCHEDULE AT STEP 2.1 tt5 BARS OR SMALLER EXPOSED TO EARTH/WEATHER= -I/2" BOTTOM.DO NOT USE 2.2 BAR5 LARGER THAN tt5 BARS WHEN EXP05ED TO EARTH/WEATHER:2' - BOND BEAM BLOCKS. e 2.3 ALL BARS NOT EXPOSED TO EARTH/WEATHER:I-1/2" THICKNESS HORZ.REINF. PER SCHEDULE 6 TYPICAL CMU CHORD BAR SPLICE 7 TYPICAL MASONRY JAMB 8 TYPICAL MASONRY LINTEL 5-520 SCALE: I/2" = I'-0" 5-520 SCALE: I"=1'-0" 5-520 SCALE: 1"=1'-0" KEYNOTES, I. CONTINUOUS VERTICAL CONTROL JOINT.SEE PLAN FOR APPROXIMATE LOCATION.COORDINATE WITH ARCHITECTURAL PLANS.CAULKING of WALL CONTROL JOINT PER ARCH, TYPICAL STRAIGHT(Ld) AND HOOKED(Ldh)REINFORCEMENT DEVELOPMENT LENGTH&LAP SPLICE SCHEDULE NOTE 5,TYPICAL 2. TYPICAL VERTICAL WALL REINFORCEMENT PER PLAN AND CMU COMPRESSIVE STRENGTH,f'm=2,500 PSI: BAR SIZE tt3 tt4 tt5 itb tt7 SCHEDULE. 0 3.HORIZONTAL MASONRY LINTEL REINFORCEMENT PER REINFORCEMENT REINFORCEMENT DEVELOPMENT NOMINAL CMU 6 T.O.PARAPET SCHEDULE,TYP U.N.O.:(2)US AS SHOWN PLACEMENT DIAGRAM OR LAP TYPE BLOCK WIDTH d,=0.375 in db=0.500 in d,=0.625 in db=0.750 in d,=0.875 in I N TE 6 5-520 5-520 ___ 4.PROVIDE HOOKED DOWELS INTO FOOTING TO MATCH AND - - - NOTE 7 NOTE 7 LAP VERTICAL REINFORCEMENT.ALTERNATE THE HOOK ' INTO THE FOOTING DEVELOPMENT 10" 12" 12" I6" 30" 42, ———— ___ R F LEDGER LINE ——— —— ————1_ __ 5.(2)#5 HORIZONTAL MIN AT ROOF AND FLOOR LINES, OR LAP SLICE 12' 12' 12' 13' 24' 33' ———— —————— 'I U.N.O.ON PLANS.EXTEND CONT.THROUGH CONTROL SINGLE CURTAIN —— JOINTS. VERTICAL d NOTE g _ ___ HORIZONTAL b' 12" 13" - - - NOTE 5 6.TYP HORIZONTAL WALL REINFORCEMENT PER PLAN AND REINFORCEMENT NOTE 6 SCHEDULE. STRAIGHT NOTE 2 T.O.ROOF DEVELOPMENT 8' 12" 12" 14" 32" 46" 7. TYP PERIMETER REINFORCEMENT,U.N.O.:(2)tt5 BARS WITH STD 10" 12" 12" 12" 21" 31" HOOKS \ / MI 5 IGHr VLE, ur NOTE g ` NOTE g 8.PROVIDE STANDARD 180'HOOK AROUND END VERTICAL 12" 12" 12" 12" 15" 22° \ / eee ue �e,TYP BAR5,STAGGER HOOK DIRECTIONS. OPEN 6" - - - - - / \ NOTE 6 g.TYP VERTICAL REINFORCEMENT AROUND OPENING(5), / \ U.N.O.:MJI-(2)#5-8" STRAIGHT 8' 12" 20" 31' 44" 64" DEVELOPMENT 10.TYP SILL REINFORCEMENT AT OPENING(5),U.N.O:(2)#5 sEu OR LAP SLICE 10' 12" 20" 31' 44" 60" MIN DOUBLE CURTAIN 12' 12" 20" 31" 44" 60" ��ll VERTICAL 2 REINFORCEMENT - - - - - \ NOTE 3 1—IME A. T V OSTRAIGHT NOTE 3 \ \ 8 / ' NOTE 5 A TYP HORIZONTAL BOND BEAM REINFORCEMENT NOT �C�X p WAS8' 12" 14" 23" 35" 53" NOTE SHOWN FOR CLARITY.CONTINUE TNRU MASONRY DEVELOPMENT \\ 5-520 .O.FLOOR LINTEL BEAMS,U.N.O.WITH STD 10" 12" 14" 23" 35" qgn TYP Ho0K5 NOTE 8,TYPICAL RE OCCURS B. PROVIDE MIN OF 5/8"MORTAR COVER OVER TIES AT 12" 12" 14" 23" 35" 41" tTY' / \ / 7 uEXPOSED FACES. mna TYPICAL / \ 7 // \V // 5-520 6' - - - - - C. COORDINATE THIS DETAIL WITH MASONRY LINTEL, 9S ONAL t,V \5- / TYP 1 JAMB,WALL SCHEDULES,AND PLAN NOTES. /STRAIGHT 8 14" 2g" 31' 44" 64" OPEN \TYP/ OPEN 5-520 NOTE 6,TYP DEVELOPMENT / \ / TYPE 2 NOTE 7 D. STANDARD WALL REINFORCEMENT SHALL CONTINUE 05/09/2024 OR LAP SLICE 10' 12" 20" 31' 44" boll / \ NOTE F TNRU MASONRY LINTEL BEAMS,U.N.O. DOUBLE CURTAIN 12' 12" 20" 31' 44" 60" / NOTE 10 \ OftN / \ E. ALL LINTELS AND 2'-0"MIN WIDTH OF ADJACENT WET RABBIT- HORIZONTAL 2 / \ /\ NOTE 8,TYPICAL \\ WALLS SHALL BE GROUTED SOLID TO THE DEPTH REINFORCEMENT b' - - - - - / \ / NOTE 4 SPECIFIED IN THE MASONRY LINTEL SCHEDULE, ARLINGTON-204 TH STRAIGHT 10" 12" 14" / V / U.N.O. 8' 12" 23' 47" - - / v DEVELOPMENT / \ F HERE HORIZONTAL END w1THSTD -- -- --- ---- --- -- ------ -- / -- — w 7530 204TH ST NE 23" 35" 4q" T———�— T———————————————.T __ FINISH FLOOR AL REINFORCEMENT CANNOT EXTEND HOOKS i i / \ / \ NOTE 7 STANDARD HOCK. THE OPENING,PROVIDE g 6 2" 2" 4" 23" 35" 4g" / ARLINGTON,WA 98223 G. MASONRY CONSTRUCTION REQUIRES SPECIAL ISSUED/REVISED DATE GENERAL NOTES: NOTE 7 NOTE 8,TYPICAL NOTE 7 2'-8° NOTE 7 INSPECTION AS OUTLINED IN THE"SPECIAL 1.ALL DEVELOPMENT AND LAP SPLICE LENGTHS SPECIFIED IN SCHEDULE ARE FOR REINFORCING STEEL WITH: FROM AN OPENING ° ———— ———— INSPECTION'SECTION OF THE STRUCTURAL GENERAL 1.1 Fy=60,000 PSI _ NOTES PERMITIBID SET 05.09.24 L2 MIN COVER FOR ALL BARS:2" 1.3 MIN CLEAR SPACING BETWEEN REINFORCEMENT OF THE LARGER OF I'OR I x BAR DIAfB)ETER(d - H. H.ALL PARALLEL TRANSITIONS FROM MASONRY TO 2.UNLESS NOTED OTHERWISE,ALL HOOKED BARS SHALL IXTEND TO THE FAR FACE W/MIN COVER BEYONDPER'NOTES 1.2 THRU 1.3" CONCRETE WALLS SHALL BE TREATED AS MASONRY —= CONTROL JOINTS W/CONT.TOP OF WALL LAP SPLICE NOTES: i REINFORCEMENT. 1.ALL SPLICES SHALL BE WIRED IN CONTACT AND STACKED VERTICALLY. E„ Q „Ell I/ �/� p/� / �� J. SEE DETAIL ENT DEVELOPMENT FOR TYPICAL MASONRY 2.LAPL EN BAR LAP LENGTH SHALL BE USED WHEN SPLICING DIFFERENT SIZED BARS. TYP SECTION REINFORCEMENT DEVELOPMENT d SPLICE SCHEDULE 3.LAP LENGTHS SPECIFICALLY DETAILED IN DRAWINGS SHALL GOVERN IN LIEU OF LAP LENGTHS SCHEDULED. ff] HORIZONTAL � 4.STAGGER HORIZONTAL REINFORCEMENT LAP SPLICES A MINIMUM OF 60 BAR DIAMETERS,U.N.O. HORIZONTAL REINFORCEMENT PER SCHEDULE PER SCHEDULE PER SCHEDULE EXAMPLE: ADJUSTMENTS TO SPECIFIED STRAIGHT DEVELOPMENT AND LAP SPLICE LENGTHS: EXAMPLE:MJ2 PLAN MJI I.1.E Y-COATED REINFORCMENT: JAMB TYPE PER TYPICAL MASONRY JAMB DETAIL EPDXY-COATED REINFORCMENT: VERTICAL VERTICAL I.I. MULTIPLY THE LENGTHS SPECIFIED IN THE SCHEDULE BY 1.5 REIREINFORCEMENT NFORCEMENT fT REINFORCEMENT ZONING PERMIT:PLN#1160 ADJUSTMENTS TO SPECIFIED HOOK DEVELOPMENT LENGTHS: DESIGN REVIEW:PLN#1161 A I.I.PDX MULTIPLY THE LENGTHS SPECIFIED IN THE SCHEDULE BY 1.5 DIAGRAM I DIAGRAM 2 PERMITIBID SET 05.09.24 CMU DETAILS 16 NASONRY REINFORCEMENT DEVELOPMENT AND LAP SPLICE SCHEDULE 18 TYPICAL SPECIAL MASONRY NALL CONSTRUCTION S-520 SCALE: N.T.S. 5-520 SCALE: 3/4"=1'4' 5-520 DESIGNA- EXTEND VERTICAL BAR FULL HEIGHT OR DEVELOPMENT LENGTH AT DOUBLE STORY THROUGH 2 1/2"0 HOLE IN PLANK. GROUT AS REQUIRED EXTEND VERTICAL BAR FULL HE16HT OR COORD.PER MFR,FILL HOLE WITH DEVELOPMENT LENGTH AT DOUBLE NON-SHRINK GROUT TOPPING SLAB PER STORY THROUGH 2 1/2"0 HOLE IN PLANK. GROUT AS REQUIRED CWRD.PER MFR,FILL HOLE WITH TOPPING SLAB PER PLAN CMU PER PLAN CMU PER PLAN PLAN 2 1/2" ADD(2)R5 AT CELL ABOVE AND NON-SHRINK GROUT CONC.PLANK PER PLAN BELOW PLANK CONC.PLANK PER PLAN ADD(2)1tS AT CELL ABOVE AND BY OTHERS BY OTHERS BELOW PLANK METAL DECK PER PLAN H PROVIDE FACE SHELL AS REQUIRED d 2 I/2' PROVIDE FACE SHELL AS REQUIRED 1 5-530 (2)#4 T� — — BEARING PAD PER MFR BEARING PAD PER MFR. b"O.C. 2'0 WHERE OCCURS 6'O.C. 2'0 I O d I • b —°— BEARING LINE VARIES BEARING LINE VARIES SDH Architect • SLOPE PER ARCH • SLOPE PER ARCH METAL ROOF DECK PER PLAN 3261 NW CELLO LN EMBED I'-0"INTO PLANK WALL ANCHORS PER PLAN BEND,OR 97703 DAM AND FILL CELL CMU WALL PER PLAN CMU WALL PER PLAN WHERE OCCURS 206.369.8881 L3x3x1/4 CONT.BETWEEN BEAMS W/5/8,STD WITH NON-SHRINK 20 14 L3x3x1/4 CONT.BETWEEN BEAMS HEX BOLTS W/MIN 5'EMBED @ 48"O.C. GROUT 7t 4 HOOK @ 48"O.C. 20 p 4 HOOKS @ 48'O.0 20 5/8"STD HEX BOLTS W/MIN 5"EMBED @ • • • EACH PERPENDICULAR WALL ANCHORS,WHERE OCCURS,MAX.48'O.C. CMU WALL AT CONCRETE PLANK CMU WALL AT CONCRETE PLANK WET RABBIT LLC PLANK PERPENDICULAR 2 PLANK PARALLEL 3 METAL DECK EDGE TO CI'1U 4 METAL DECK END TO CMU 3213 W.WHEELER ST#750 5-521 SCALE: I' = I'-0' 5-521 SCALE: I' = I'-0' S-521 SCALE: 1'=1'-0' 5-521 SCALE: 1'=11-0' SEATTLE,WA 98199 206-284-8200 CON- O Oa O O (2)tt6 12� HOOKS IN(I)CELL •� •, •.♦ (2)1t6 12� HOOKS IN(I)CELL 48 TOPPING SLAB AND 48 TOPPING SLAB AND REINFORCEMENT PER SECTION A-A REINFORCEMENT PER SECTION A-A PLAN PLAN B 6 r - q KIPS PER GROUTED GROUTED CELL n °. 21 KIPS PER GROUTED GROUTED CELL CELL(ASD) PER MAIN DETAIL iUE IF )`I � 6 I DAM AND FILL CELL , DAM AND FILL CELL I I .} d 13228 NE 20TN 5T, SUITE 100 t . WITH NON-SHRINK WITH NON-SHRINK �" BELLEVUE, WA g8005 GROUT • • JOB NO:24034 • _ 42 42 R6 HOOK bb HOOKS 42 SECTION B-B SECTION B-B 6 CMU WALL AT CONCRETE PLANK GRID 2 8 CMU WALL AT CONCRETE PLANK GRID 3 5-521 SCALE: I' = V-0' 5-521 SCALE: I' = V-0' (2)#6 12 HOOKS IN(1)CELL O O°•' °•« �° 48 TOPPING SLAB AND REINFORCEMENT PER SECTION A-A PLAN 8 Iq KIPS PER GROUTED GROUTED CELL ———— CELL(ASD) PER MAIN DETAIL 74 — � I II b12 I al 11 I r- A — DAM AND FILL CELL 'MIN WITH NON-SHRINK GROUT 42 G6 HOOK5_]47 SECTION B-B \p�O�pwD pNo z II Cmu WALL AT CONCRETE PLANK GRID 5 3 5-521 SCALE: I' = I'-0' FSS ONAL �G\� 05/09/2024 WET RABBIT- ARLINGTON-204 TH 7530 204TH ST NE " ARLINGTON,WA 98223 ISSUED/REVISED DATE PERMITIBID SET 05.09.24 ZONING PERMIT:PLN#1160 DESIGN REVIEW:PLN#1161 PERMITIBID SET 05.09.24 CMU DETAILS S-521 1 2 ] < 5 6 7DESIGNA- 6 0 10 11 10 1/4'CAP PL 3/16, (2)3/8"0 A307 THRU BOLTS I �� COL C.L�I I F 'I I CAP PL,TYP � NOTE:CANOPY H55 MEMBERS - HSS BEAM PER PLAN ———————— ANGLE PER PLAN I NOT SHOWN FOR CLARITY sl _______________ I I/2"MIN — L 3/I6" I I _ I ANGLE TO ANGLE TYPE I: 1 H55 BEAM PER L TO SDH Architect 1 I PLAN 55 BEAM 3261 NW CELILO LN PL TO BEAM SECTION A-A I/4 3 1/4" _ BEND,OR 97703 I/4 ANGLE PER 8/5-530,CONT. FOR 2 BAYS MIN,TYP 206.369.8881 I/4 CAP PL TO A A I/4 H55 COL avmen H55 COLUMN PER 1 1 F PLAN BEAM PER PLAN 1/4'x 4 1/2'x 5'SHEAR TAB '_�CFS TRACK PER 3/16 BEAM OTHER SIDE WHERE OCCURS H55 PER PLAN 8/5-530,TYP STUD INTERSECTION PER ANGLE TO ANGLE TYPE 2: HSS PER PLAN q/5-550 4 YP PL I/4 TO H55 BEAM CANOPY EYEBROW la� I TYPICAL ANGLE CONNECTIONS 2 NSS BEAM TO HSS COLUMN 3 NSS BEAM TO HSS BEAM 4 ANGLE TO WIDE FLANGE BEAM 5 AT PAY STATION CORNER 3WET RABBIT LLC 213 W.WHEELER ST#750 5-530 SCALE: 1 1/2"=1'-0" 5-530 SCALE: 1"=1'-0" S-530 SCALE: 1 1/2"44 5-530 SCALE: 1 1/2"=1'-0" 5-530 SCALE: 3/4"=1'-0" SEATTLE,WA 98199 206-284-8200 C.L.OF PLATE, corvsuiu"r CMU WALL C.L.OF SHEAR TAB PER PLAN BEAM PER MAIN DETAIL CMU WALL PER PLAN SUPPORT SUPPORT SUPPORT C.L.OF PLATE, (CONNECTION CONNECTION CONNECTION SHEAR TAB PER MAIN 1/2"MIN. DETAIL C.L.OF SHEAR TAB I I/2"MIN 1/4 HE TAB = : 1/4 SHEAR TAB SHEAR TAB PER 51DELAP 6 36'WIDE DECK SHEET SIDE LAP 1/4 TO PLATE - (4)3/8'0 HILT(KWIK I/4 TO PLATE MAIN DETAIL a '` 1/4'x 6"x 4" — HU5-EZ W/3.25'MIN. CONNECTION CONNECTION I/4"x 4"x 4" ANGLE PER MAIN TYPICAL FASTENER PATTERN DIAGRAM: suEAR rAe EFFECTIVE EMBED,SEE suEAR rAe (2)3/8-0 A307 DETAIL 3/5-520 FOR DETAIL MINIMUM METAL DECK THRU BOLTS ADDITIONAL (2)3/8"0 A307 (q)3/8"0 HILT(KWIK PROPERTIES PER TABLE ROOF DIAPHRAGM SCHEDULE - - REQUIREMENTS,SPECIAL THRU BOLTS HU5-EZ W/1.625"MIN. SUPPORT _ = INSPECTION REO'D. _ UE O O EFFECTIVE EMBED.,SEE CONCRETE METAL DECK PROPERTIES (GAGE)TYPE ATTACHMENT SUPPORT CONNECTION SIDE-LAP — DETAIL 3/5-520 FOR CONNECTION ADDITIIXJAL PATTERN - O - REQUIREMENTS,SPECIAL 13228 NE 20TN ST, SUITE 100 (GAGE)TYPE THICKNESS Se. 5"- Fr _ _ BELLEVUE, WA g8005 INSPECTION REQ'D. (IN.) (IN'/FT.) (IN3/FT.) (KSI) (20 GAGE)PLB-36 36/4 (4)5/8'VISIBLE DIAMETER PUNCHLOK II CONN. - _ 8"x 16"x 3/8'THICK A O 425 614-Oj B N0:pgO9q ENG.COM ARC SPOT WELD(NOTE 5) (V5C2)AT 24"O.C. ' = A — 5„ PLATE ANGLE =' I/2' 9" I/2' 8"x 15 I/2"x I/4" (20 GAGE)PLB-36 0.0359 0,230 0.237 50 2 I/2 1 1/2' I I/2" PER PLAN THICK PLATE BEAM PER (20 GAGE)PLB-36 AC 0.0359 0.223 0.230 50 PLAN METAL DECK NOTES: SECTION A-A I. METAL DECK SHEETS SHALL BE CONTINUOUS OVER 3 OR MORE SPANS UNO PER PLAN. �� SECTION A-A 2. THE DIMENSION FROM THE FIRST AND LAST SIDE-LAP CONNECTION WITHIN EACH SPAN 15 TO BE NO 1 CMU WALL BEYOND AND METAL ROOD MORE THAN ONE-HALF OF THE SPECIFIED SPACING IN THE ROOF DIAPHRAGM SCHEDULE ABOVE. DECK NOT SHOWN FOR CLARITY. NOTE 3. DECK MUST BEAR ON SUPPORTS A MINIMUM OF 2" CMU WALL BEYOND AND METAL ROOF 4. METAL DECK FASTENING REQUIREMENTS TO LEDGERS,BLOCKING AND DRAG MEMBERS PER PLAN, DECK NOT SHOWN FOR CLARITY 5. SUPPORT WELDS AT INTERLOCKING EIDELAPS MAY BE 3/5'X 1 1/4"ARC SEAM WELDS IN LIEU OF ARC e SPOT WELDS WIDE FLANGE BEAM 6 METAL DECK PROPERTIES 7 METAL DECK FASTENING 8 TO CMU CONNECTION q ANGLE TO CMU CONNECTION 5-530 SCALE: 3/4" = 1'-0" 5-530 SCALE: 3/4" = 1'-0' 5-530 SCALE: 1"=1'-0" 5-530 SCALE: 1"=1'-0" 3505162-43 METAL STUD BRACE AT EA. H55 350T125-43 TRACK EA END OF STUD,FASTEN SEAUWATERPROOF W/(2)1 8 SCREWS PER ARCH " FASTEN STUD TO BRACE METAL DECK PER PLAN w/(3)u8 SCREWS, uss PER PLAN REQUIRED LIGHT GAUGE ANGLE AND COPE FLANGES AS STEEL PER FASTENING PER � 11/5-530 11/5-530 I a FASTEN STUD TO ANGLE WITH(2)#8 SCREWS 455 PER PLAN L TO 3505162-43 METAL FASTEN BRACE /4„ TMPSP BEAM ANGLE PER STUDS AT I6"O.C. TO H55 W/(3) /4" TO H55 BEAM 11/5-530 L TO H55 #8 SCREWS BEAM,TYP L3x3xl/4 x CONT HSS PER PLAN PER ARCH L TO HSS BEAM, TYP \Q�opV�ID pNo z II EYEBROW AT PAY STATION CANOPY 12 EGDE OF EYEBROW �111 S-530 SCALE: 1"=1'-0" 5-530 SCALE: 1 1/2"=1'-0" S/ONAL E� 05/09/2024 WET RABBIT- ARLINGTON-204 TH 7530 204TH ST NE ARLINGTON,WA 98223 ISSUED/REVISED DATE PERMITIBID SET 05.09.24 ZONING PERMIT:PLN#1160 DESIGN REVIEW:PLN#1161 A PERMITIBID SET 05.09.24 STEEL DETAILS S-530 1 2 6 a 5 6 ] 6 " 10 11 10 DESIGNA- BLKG TO TOP PL W/SIMPSON A35 CLIPS AT 48'O.C.,SEE SHEAR WALL SCHEDULE FOR CLIP REQUIREMENTS AT SHEAR WALLS,MIN. GIRDER TRUSS (1)CLIPS PER TRUSS BLKG PER MAIN CONT.DEL PT 2x TOP PLATE TO MATCH CMU HIP TRUSSES DETIAL /\ WIDTH PER MAIN DETIAL MINIMUM WOOD NAILING SCHEDULE SHEATHING PER PLAN CONNECTION(G) BUILDING ELEMENT DESCRIPTION FASTENING(a)(OW NOTES SHEATHING EDGE ROOF: NAILING PER PLAN HANGER PER 1 H TRUSS MFR BLOCKING BETWEEN CEILING JOISTS, CONT.FULL-HEIGHT 2x Ia RAFTERS,OR TRUSSES TO TOP PLATE (3)16d-TOE NAIL - BLOCKING 1 112' OR OTHER FRAMING BELOW 2 1/2' 2 112' SECTION A-A BLOCKING BETWEEN RAFTERS OR PROVIDE(2) VENT "" " NTS lb TRUSSES NOT AT THE WALL TOP (2)16d-TOE NAIL EA.END HOLES PER BLOCK MAX. 7 1 1/2 — _ GIRDER TRU55 . . . PLATE,TO RAFTER OR TRU55 PER PLAN SDH Architect 3261 NW CELLO LN Ic FLAT BLOCKING TO TRUSS 16d AT 16"O.C.-FACE NAIL - AND WEB FILLER TRUSS PER PLAN 2Xb MIN BEND,OR 97703 BOTTOM CHORD AT, 206.369.8881 2 CEILING JOISTS TO TOP PLATE (3)Ibd-TOE NAIL - WALL ANCHOR L3 X 3 X I/4 5 COLLAR TIE TO RAFTER (3)IOd-FACE NAIL - FASCIA PER W/(3)3/4"0 THRU BOLTS awNen ARCH @ 48"O.C.AT TRUSS 6 RAFTER TO ROOF TRUSS OR TOP PLATE (3)16d-TOE NAIL SEE FRAMING DETAILS FOR REQUIRED NI TIE AT NON-WALL ANCHOR A A ADDITIONAL SIMPSON HARDWARE ROOF RAFTER TO RIDGE VALLEY OR (2)I6d-END NAIL MAX OVERHANG TRUSSES PER 4/5-540 SIM 7 HIP RAFTERS OR ROOF RAFTER TO OR - PER ARCH 2"RIDGE BEAM (3)16d-TOE NAIL 5/3"0 ANCHOR BOLT W/7" WALL: EMBED INTO CMU.@ MAX 46" QC.,5EE 2/5-520 FOR e 8 STUD TO STUD AT NON-SHEARSEE SHEAR WALL SCHEDULE AND DETAILS ADDITIONAL REQUIREMENTS WALLS Ibd AT 24"O.C.-FACE NAIL HIP TRU55 HANGER PER 10 BUILT-UP HEADER(2"TO 2"HEADER) N/A FOR FASTENING AT SHEAR WALLS PER PLAN TRU55 MFR -11 CONTINUOUS HEADER TO STUD (4)Ibd-TOE NAIL - 3 TRUSS AT CMI I U 4 HIP TRUSS CONNECTION WET RABBIT LC 3213 W.WHEEELER ST#750 12 TOP PLATE TO TOP PLATE-TYPICAL 16d AT 16"O.C.-FACE NAIL - 5-540 SCALE:1 1/2" = 1'-0" 5-540 SCALE:1 112" = 1'-0" SEATTLE,WA 98199 206-284-8200 13 TOP PLATE TO TOP PLATE-LAP SPLICE N/A - 14 SILL PLATE TO JOIST,RIM JOIST,OR 16d AT 16"O.C.-FACE NAIL SEE SHEAR WALL SCHEDULE AND DETAILS CON- BLOCKING AT NON-SHEAR WALLS FOR FASTENING AT SHEAR WALLS 16a STUD TO TOP PLATE (2)I6d-FACE NAIL - (2)Ibd-FACE NAIL 16b STUD TO SILL PLATE OR - (4)Ibd-TOE NAIL 17 TOP PLATES, LAPS AT CORNERS AND INTER5ECTIONS (p)Ibd-FACE NAIL - F FLOOR: 21 JOIST OR BLOCKING TO SILL PLATE, (3)I6d-TOE NAIL - TOP PLATE,OR GIRDER 22 RIM JOIST OR BLOCKING TO WALL TOPUE Ibd AT 6"O.C.-TOE NAIL - PLATE,SILL PLATE,OR FRAMING BELOW 4 28 JOIST TO RIM JOIST (3)16d-END NAIL - 13228 HE 20TH ST, SUITE 100 BELLEVUE, WA g8005 2q BRIDGING OR BLOCKING TO JOIST, (2)16d-TOE NAIL EA.END - 425 614-Og4q/INFO@AU-ENG.COM RAFTER,OR TRU55 JOB NO:24034 NOTES: a. ALL NAILS SPECIFIED ARE COMMON NAILS;6d-2"x 0.113',Bd-2 1/2"x 0.131',10d-3"x 0.148", 16d-3 1/2'x 0.162 b. NAILING PER SCHEDULE ABOVE 15 TO BE USED WHERE NAILING 15 NOT SPECIFIED ON PLANS OR DETAILS.NAILING PER DETAILS AND PLANS SUPERCEDES THE MINIMUM NAILING SCHEDULE c. FOR CONDITIONS NOT SPECIFIED IN THE TABLE,REFERENCE IBC TABLE 2304.10.1 d. HD GALVANIZED OR STAINLESS STEEL NAILS SHALL BE USED WHEN NAILING TO PRESSURE TREATED MEMBERS. 6 MINIMUM WOOD NAILING SCHEDULE 5-540 SCALE: N.T.S. \Q�opV�ID X z FSS ONAL �G\�� 05/09/2024 WET RABBIT- ARLINGTON-204 TH 7530 204TH ST NE ARLINGTON,WA 98223 ISSUED/REVISED DATE PERMITIBID SET 05.09.24 ZONING PERMIT:PLN#1160 DESIGN REVIEW:PLN#1161 A PERMITIBID SET 05.09.24 WOOD DETAILS S-540 1 2 6 < 6 ] B " 14 11 IS DESIGN A- TRACK PER MAIN DETAIL (4)tt8 SCREWS JAMB STUD CLIP TO JAMB W/(3)46 SCREWS FASTEN STRAPPING TO BLOCKING(AND SHEATHING 43 MIL x 1 1/4"x 11/4"x STUD STUD TO JAMB PER SCHEDULE WHERE OCCURS)WITH tt8 SCREWS @ 6"O.C. DEPTH MINUS I/2'WITH(2)48 04 JAMB STUD LONG STUD TO MAT SCREWS TO CHANNEL AND(2)48 MATCH JAMB STUD PER XX MIL(XX ksi)x I-I/2"CLIP W/ PER SCHEDULE SCHEDULE BOTTOM TRACK (2)0,118-0 HILTI X-P G3 PAPS W/ SCREWS TO STUD GA MAX. WHERE OCCURS MIN 3/4"EMBED.,MIN 3"CONC. SOLID STUD BLOCKING AT MAX 4'-0"O.C.AND 3 tt10 SCREWS TYP. � EDGE DISTANCE. EA.51DE OF SPLICE i a f ' AT OPENING/END OF WALL.FIT BLOCKING O GAP WALL STUD TIGHT BETWEEN STUDS. �® (1)tt8 SCREW EA. p�' f PER I ST 1)0 <® BOTTOM TRACK " DETAIL A: �® ® SIDE HEADER TO ' i® METAL WALL STUD WHERE SUSHI CANNOT �.. STUD SCREW EA.\ 0 BE INSTALLED XXX5150-XX AT SPLICE, I/8'MAX GAP BTWN 3/4" NESTED STUD+TRACK SIDE OF JAMB ' SHEATHING PER ARCH.OR PER DEPTH AND THICKNESS HEADER 4 JAMB �\ TYP PER SCHEDULE /� Fp DETAIL WHERE IT OCCURS ATTACH TO U-CHANNEL tn TO MATCH RIM TRACK �' o w w SDH Architect w/(2)410 SELF DRILLING SCREW(MAX)U.N.O.ON SHEATHING PER ARCH.OR PER 3261 NW CELLO LN DETAIL DETAIL WHERE IT OCCURS / \ `vd' BEND,OR 97703 FASTEN STRAPPING TO EACH STUD .j METAL STUD,B'MAX DEPTH \ \ ,.".j. p 206.369.8881 W/(1)tt8 SCREW(MIN)SCREW CONTINUOUS 1500050-54,COLD ROLLED tic4' U-CHANNEL BRIDGING •HORZ.BLKGBRACING 15 REQUIRED UNLESS CLIP OPTIONS: WALL 15 SHEATHED ON EACH SIDE.IF WALL 15 SIMPSON STRONG-TIE MSUBH3.25 BRIDGING •HORZ.BLKG/BRACING 15 REQUIRED UNLESS z REQUIRED ON THE SIDE WITH SHEATHING.. 'P SC. '•! SHEATHED ON ONE SIDE,THE STRAP IS CONNECTOR FOR METAL STUDS 68MIL 4 q7 MIL WALL I5 SHEATHED ON EACH SIDE. o NFOp tt8 SCREWS @ 6'O.C., :4. /F r SIMPSON STRONG-TIE 5UBH3.25 BRIDGING •IF WALL IS SHEATHED ON EACH SIDE, a TYP EA.SIDE HORIZ.BLOCKING SHALL BE PROVIDED @ 4'-0" E CONNECTOR FOR METAL STUDS 33MIL TO 54MIL HORIZ.U-CHANNELS AS SPECIFIED SHALL BE O.C.VERTICALLY. w (E)REINF.CONCRETE SLAB AT INTERIOR WALLS USE SIMPSON STRONG-TIE PLACED @ 4'-0'O.C.VERTICALLY. d 43 MIL CLIP X STUD WIDTH-1/2" •15 AP LIE/STRAPPING IS REQUIRED IF LOAD DBC2.5 BRIDGING CONNECTOR FOR METAL •BLOCKING/STRAPPING 15 REQUIRED IF LOAD OR PT CONCRETE SLAB 5 APPLIED BEFORE SHEATHING IS ATTACHED. NOTES: W/(3)tt8 SCREWS EA LEG G CONT.I-I/2'x20GA FLAT STRAPPING OVER •BLOCKING IS REQUIRED AT ALL PANEL EDGES IN STUDS 20EQ,30MIL AND 33MIL 15 APPLIED BEFORE SHEATHING 15 ATTACHED. I.TOP AND BOTTOM TRACK SPLICES SHALL BE STAGGERED 48"MIN. BLOCKING AS SHOWN.REQUIRED ON ALL SHEAR WALLS SEE DETAIL A WHERE BRIDGING CLIP CANNOT .ALTERNATIVE WALL BLOCKING(SHOWN IN THIS SIDES WITHOUT SHEATHING BE INSTALLED. DETAIL)SHALL daBE USED IN SHEAR WALLS JAMB BASE CLIP TYP WALL BLOCKING/BRACING 2 ALT. WALL BLOCKING/BRACING 3 TYPICAL TRACK SPLICE 4 NESTED STUD+TRACK TO JAMB 5 TO REINFORCED CONCRETE SLAB 3WET RABBIT LLC 213 W.WHEELER ST#750 S-550 SCALE: NTS 5-550 SCALE: NTS S-550 SCALE:1 1/2" = I'-0" 5-550 SCALE: N.T.S. 5-550 SCALE: II/2"=1'-0" SEATTLE,WA 98199 206-284-8200 corvsuiu"r BOX BEAM SCHEDULE C.L. TOP OR BOT. TAG STUD TRACK OF STUD p� TYP PUNCHOIT PER BI (1)6005200-54 (1)60OT300-54 EWE PANEL 7t8 SCREWS @ 12'O.C. PLYWOOD SHEATHING, "STUD PUNCHOUTS' FASTENING,TYP. WHERE OCCURS DETAIL 1.SEE DETAIL /5-550 FOR BOX BEAM TO JAMB STUD CONN. tt10 @ 6"O.C., TYP. EQ. EQ, TYP PUNCHOUT PER "STUD PUNCNOUTS'DETAIL BOX BEAM SECTION SILL TRACK u C- ax MEMBER SIZES PER SCHEDULE Q� 10"MIN 10'MIN 13228 NE 20TN ST, SUITE 100 9 FROM EDGE OF BEARING FROM EDGE OF BEARING BELLEVUE, WA g8005 JAMB STUD SCHEDULE 425 614-Og4q/INFO@AU-ENG.COM JOB NO:24034 MAX = z E JOIST BEARING TAG STUD TRACK N 10'MIN SUPPORT FROM EDGE OF BEARING Cl (I)6005137-54 (I)600TI50-54 I. SEE DETAIL 5/5-550 FOR JAMB STUD BASE CONN.SEE L —p JOIST BEARING PUNCHOUT IN JOIST DETAIL 16/5-540 51M FOR JAMB STUD TOP CONN. SUPPORT STUD PUNCH OUT SCHEDULE PLAN VIEW STUD DEPTH'D' PUNCHOUT WIDTH TYP STUD PUNCNOUTS PUNCHOUT IN JOIST tt10 @ 6''w' TYROC.TYP. -I/2''V>2-1/2" JAMB STUD SECTION 'D'C=2-112" 3/4" MEMBER SIZES PER SCHEDULE TYPICAL EYEBRON 6 TYP STUD/JOIST PUNCHOUTS 8 BOX BEAN I$ JAMB STUD SCHEDULE q STUDS AT INTERSECTION 5-550 SCALE: NTS 5-550 SCALE: 1112"4-0" 5-550 SCALE: N.T.S. NOTE: 1.WALLS TO BE BLOCKED PER DETAIL 1/5-550 OR 2/5-550. 2.STUD PUNCHOUTS PER DETAIL 6/5-550. 3.SEE 3/5-550 FOR TYPICAL TRACK SPLICE. SHEATHING EDGE o NAILING PER PLAN TRUSSES AND SHEATHING PER PLAN CONT.FULL-HEIGHT 2x BLOCKING BLKG TO TOP TRACK W/SIMPSON A35 CLIPS AT 48"QC., INSTALL U51NG tt8 SCREWS THRU TOP TRACK,MIN.(1)CLIPS PER TRU55 BLKG PROVIDE(2)2"0 VENT HOLES PER BLOCK MAX. FASCIA PER ARCH SIMPSON HI TIE AT EA.TRUSS, ADD ADDT'L STUDS BELOW TO ALIGN AT EA.TIE, INSTALL PER sEu c MFR.REQUIREMENTS XXXT150-54 TRACK W/410 SCREWS EACH IE TO EA.STUD,III MAX OVERHANG BEINGSTHE HALL STUD DEPTH, \�\OpFp WD yN PER PLAN (WOOD LEDGER AT SIM) z S, FSS ONAL �G\�� 05/09/2024 WET RABBIT- ARLINGTON-204 TH WALL STUD PER PLAN (JAMB STUD AT SIN) 7530 204TH ST NE 6 ARLINGTON,WA 98223 ISSUED/REVISED DATE PERMITIBID SET 05.09.24 (1)0.118"0 HILTI X-P G3 PAPS @ 12"O.C.SPACING W/MIN 5/8" EMBED. CONT.XXXT125-33 W/tt8 CONCRETE TOPPING SLAB OVER SCREW EA.SIDE TO EA.STUD CONCRETE HOLLOW-CORE PLANKS WHERE XXX=DEPTH OF STUD N� a �' •'O•Q.0ea ZONING PERMIT:PLN#1160 DESIGN REVIEW:PLN#1161 A PERMITIBID SET 05.09.24 LIGHT GAUGE DETAILS LIGHT GAUGE 16 BRG. HALL SECTION 5-550 SCALE: 1 1/2"44 S-550 i SPECIAL INSPECTION AND TESTING AGREEMENT Community and Economic Development City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551 In accordance with International Building Code Chapter 17,where application is made for construction as described in this section,the Owner or the License Design Professional responsible for,and acting as the owner's agent shall employ one or more Special Inspectors to provide inspections during construction. Property Address: 7530 204th St SE Lot#: Parcel ID No.: 31051400100600 & 3105140( Subdivision: New Carwash Project Description: Primary Contact: ❑ Owner ❑ Architect ❑ Engineer ❑ Contractor Owner Name: Wet Rabbit LLC Office No.: 206-284-8200 Email Address: chris@wetrabbitexpress.com Cell No.: Mailing Address: 3213 W. Wheeler St #7 City: Seattle State: WA Zip:98199 Architect Name: SDH Architect, LLC Office No.: 206-369-8881 Email Address: scott.harris@sdharchitect.com Cell No.: Mailing Address: 3261 NW Celilo Ln City: Bend State: OR Zip: 97703 Professional License Number: 9729 Expiration Date: 10/15/2025 Engineer Name: Shalini D. Prochazka Office No.: 425-614-0949 Email Address: shalinip@au-eng.com Cell No.: Mailing Address: 13228 NE 20th St, Suit( City: Bellevue State: WA Zip: 98005 Professional License Number: 50173 Expiration Date: 08/30/2025 Contractor Name: TBD - Bidding Office No.: Email Address: Cell No.: Mailing Address: City: State: Zip: L&I Contractor License Number: Expiration Date: Before a permit can be issued: The owner, Architect or Engineer of record acting as the owner's agent, shall complete this agreement, including the required acknowledgements, and attach structural tests and inspections schedules.A pre-construction conference with the parties involved may be required to review the special inspection requirements and procedures. Page 1 of 4-REV03.2022 SPECIAL INSPECTION AND TESTING SHALL MEET THE MINIMUM REQUIREMENTS OF 2018 IBC. THE FOLLOWING CONDITIONS ARE ALSO APPLICABLE. 1. Duties and Responsibilities of Special Inspector a. Observe Work: The Special Inspector shall observe the work for conformance with City of Arlington approved (stamped) design drawings and specifications and applicable workmanship provisions of the IBC The Architect/ Engineer-reviewed shop drawings and/or project drawings may be used only as an aid to inspection. b. Report Non-Conforming Items: The Special Inspector shall bring non-conforming items to the attention of the Contractor and note all such items in the daily report. If any item is not resolved in a timely manner or is about to be incorporated in the work, the Special Inspector shall immediately notify the City of Arlington by telephone or in person, and notify the project Architect or Engineer. c. Furnish Daily Reports: Each Special Inspector shall complete and sign an inspection report for each day's inspections to remain at the iob site with the contractor for review by the City of Arlington. d. Furnish Weekly Reports: The Special Inspector or agency shall furnish weekly reports of tests and inspections directly to the City of Arlington,project Architect/Engineer,and others as designated.These reports must include the following: i. Description of daily inspections and test made,with applicable locations. ii. Listing of all non-conforming items. iii. Report on how non-conforming items were resolved or unresolved,as applicable. iv. Itemize all changes authorized by the Architect/Engineer of Record and City of Arlington if not included in non-conformance items. e. Furnish Final Report: The Special Inspector or inspection agency shall submit a final signed report to the City of Arlington stating that all items requiring special inspection and testing were fulfilled and reported,and to the best of his/her knowledge,in conformance with the approved design drawings,specifications,approved change orders and the applicable workmanship provisions of the IBC. Items not in conformance, unresolved items or any discrepancies in inspection coverage (i.e., missed inspections, periodic inspections when inspection was required, etc.) shall be specifically itemized in this report. 2. Contractor Responsibilities a. Notify the Special Inspector: The Contractor is responsible for notifying the Special Inspector or agency regarding individual inspection items on the summary schedule and as noted on the City of Arlington approved plan as specified by the Architect and or Engineer of record. b. Provide Access to Approved Plans: The Contractor is responsible for providing the Special Inspector access to approved plans at the job site. c. Retain Special Inspection Records: The Contractor is also responsible for retaining at the job site all Special Inspection records submitted by the Special Inspector and providing these records for review by City of Arlington,upon request. 3. City of Arlington a. Approve Special Inspector: The City of Arlington shall approve all Special Inspectors prior to performing any inspection. b. Monitor Special Inspection: Work requiring special inspection and the performance of Special Inspectors shall be monitored by the City of Arlington. His/ Her approval must be obtained prior to placement of concrete or similar activities in addition to that of the Special Inspector. Page 2 of 4- REV03.2022 4. Owner Responsibilities a. Funding: The project owner or the Architect or Engineer of record acting as the owner's agent shall fund the Special Inspection Services. S. Architect or Engineer of Record Responsibilities a. Drawings: The Architect or Engineer of record shall include special inspection requirements on the design drawings and specifications. b. Schedule Inspections: Provide a summary schedule of required inspections which would outline frequency of inspections for items which may require multiple inspections which may include but are not limited to concrete and grout testing, compaction, testing of backfill and or road beds as recommended by the geo-tech engineer, and structural welding as work progresses. 6. Indicate items requiring special inspection,structural testing,or structural observations by checking the appropriate box. ❑ STRUCTURAL STEEL ......................................................................... (IBC 1705.2.1 & 1705.12.1) ❑ STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL ....... (IBC 1705.2.2) ❑ CONCRETE CONSTRUCTION ............................................................. (IBC 1705.3) ❑ MASONRY CONSTRUCTION ............................................................... (IBC 1705.4) ❑ WOOD CONSTRUCTION ..................................................................... (IBC 1705.5, 1705.11.1 &1705.12.2) ❑ SOILS CONSTRUCTION ....................................................................... (IBC 1705.6) ❑ DRIVEN DEEP FOUNDATIONS .......................................................... (IBC 1705.7) ❑ CAST-IN-PLACE DEEP FOUNDATIONS ............................................. (IBC 1705.8) ❑ HELICAL PILE FOUNDATIONS .......................................................... (IBC 1705.9) ❑ SPRAYED FIRE-RESISTANT MATERIALS ......................................... (IBC 1705.14) ❑ MASTIC AND INTUMESCENT FIRE-RESISTANT COATINGS ........... (IBC 1705.15) ❑ EXTERIOR INSULATION AND FINISH SYSTEMS (EIFS) .................. (IBC 1705.16) ❑ FIRE-RESISTANT PENETRATIONS AND JOINTS ............................. (IBC 1705.17) Only required for high-rise buildings or those assigned to Risk Category III or IV per IBC Table 1604.5. ❑ SMOKE CONTROL ............................................................................... (IBC 1705.18) ❑ ARCHITECTURAL COMPONENTS ..................................................... (IBC 1705.12.5) Only required for buildings located within Seismic Design Category D,E, or F ❑ PLUMBING, MECHANICAL&ELECTRICAL COMPONENTS ............. (IBC 1705.12.6) Only required for buildings located within Seismic Design Category C, D,E, or F ❑ SEISMICALLY ISOLATED SYSTEMS ................................................... (IBC 1705.12.8) Material alternatives or unusual design applications ❑ SPECIAL CASES .................................................................................... (IBC 1705.1.1) ❑ MISCELLANEOUS AREA These inspections may be recommended by the Architect/Engineer and are to be approved by the Building department. Page 3 of 4- REV03.2022 Acknowledgements I HAVE READ AND AGREE TO COMPLY WITH THE TERMS AND CONDITIONS OF THIS AGREEMENT. (Attach more sheets for signatures if necessary) Owner Name:WR Arlington LLC Date:5/15/24 Signature: % fKaw Contractor Name:TBD - Bidding Date: Signature: ❑ Submit written statement of responsibility in accordance with IBC Section 1704.4. Special Inspect r Name:TBD - Bidding Date: Signature: ❑ Submit WABO certification for special inspection agency and inspectors, (or) ❑ Submit Special Inspection agency documentation for Building Official approval. Names of Special Inspectors Scope of Work. Submit copies of inspector certifications provided for each discipline. Inspector Name: Scope of Work: Inspector Name: Scope of Work: Inspector Name: Scope of Work: Inspector Name: Scope of Work: Inspector Name: Scope of Work: Inspector Name: Scope of Work: Architect/Engineer of Record Shalini D. Prochazka Date:5/13/2024 Signature: QAW �C.�� Structural Observer TBD - Bidding Date: Signature: ❑ Statement of Special Inspections completed and submitted in accordance with IBC Section 1704.3. ❑ Structural Observations required in accordance with IBC Section 1704.5. SAVE PRINT Page 4 of 4- REV03.2022 13228 NE 20th St., Suite 100 Bellevue,WA 98005 JAU E Phone(425) 614-0949 Fax(425) 614-0950 STRUCTURAL CALCULATIONS FOR: Wet Rabbit Car Wash - Arlington Street Address: 7530 204th St. NE City: Arlington State: Washington Zip Code: 98223 Client: SDH Architects, LLC 2242 NW Reserve Camp Ct. Bend, OR 97703 By Project Engineer: Jordan Neyland Principal In Charge: Alex Habliston, S.E. Signing Principal: Shalini Prochazka, S.E. � QPVI® �,�� OF W AS AUE JOB #: 24034 o Date: 5/9/2024 50173 /oNA��\� 05/09/2024 Sheet: Page Index Topic Pages Starting Calculations: Design Summary A- 3 4 A- 4 Snow Load 716 A- 5 4 A- 10 Main Building MSLFRS A- 1 1 4 A- 13 Pay Station Canopy MSFRS A- 14 4 A- 14 MWLFRS 716 A- 15 4 A- 20 Wind_C&C Wall&Parap 7_16 A- 21 4 A- 21 Wind_C&C HIGH ROOF A- 22 4 A- 23 Wind_C&C LOW ROOF A- 24 4 A- 25 Wind_C&C CANOPY A- 26 4 A- 27 Wood Design Calculations: Wood Trusses Layout B- 1 4 B- 1 Truss Sill Uplift Anchors B- 2 4 B- 3 Truss Loading B- 4 4 B- 4 Metal Stud Design Calculations: High Roof Wall C- 1 4 C- 3 Penthouse Door Header C- 4 4 C- 8 Eyebrow Stud Design C- 9 4 C- 13 Steel Design Calculations: STEEL DECK CHECK D- 1 4 D- 1 Beam Schedule Diagram D- 2 4 D- 2 Beam Type A D- 3 4 D- 8 Beam Type B D- 9 4 D- 10 Beam Type C D- 11 4 D- 17 Beam Type D D- 18 4 D- 21 Pay Station Canopy DECK CHECK D- 22 4 D- 23 Eyebrow HSS D- 24 4 D- 25 Eyebrow Angle D- 26 4 D- 27 Beam PS-1 D- 28 4 D- 30 Beam PS-2 D- 31 4 D- 32 Beam PS-3 D- 33 4 D- 35 Beam PS-4 D- 36 4 D- 38 Beam PS-5 D- 39 4 D- 43 Column Design D- 44 4 D- 45 Lateral Design Calculations: SW Layout E- 1 4 E- 2 Tunnel Diaphragm Chord Force E- 3 4 E- 5 Wall Distribution E- 6 4 E- 10 UPPER E SW E- 11 4 E- 12 ESW1 E- 13 4 E- 14 E SW 2 E- 15 4 E- 16 MID E SW E- 17 4 E- 18 MID W SW E- 19 4 E- 20 W SW 1 E- 21 4 E- 22 W SW 2 E- 23 4 E- 24 S SW 1 E- 25 4 E- 26 S SW 2 E- 27 4 E- 28 S SW 3 E- 29 4 E- 30 S SW 4 E- 31 4 E- 32 UPPER MID SW E- 33 4 E- 34 MID SW 1 E- 35 4 E- 36 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: A- 1 AU E Address: 7530 204th St.NE,Arlington,WA 98223 Date: 5/9/2024 Client: SDH Architects,LLC Job No.: 24034 Calculation: Page Index Topic Pages MID SW 2 E- 37 4 E- 38 MID SW 3 E- 39 4 E- 40 MID SW 4 E- 41 4 E- 42 UPPER N SW E- 43 4 E- 44 NSW 1 E- 45 4 E- 46 NSW 2 E- 47 4 E- 48 NSW 3 E- 49 4 E- 50 NSW 4 E- 51 4 E- 52 NSW 5 E- 53 4 E- 54 NSW 6 E- 55 4 E- 56 DRAG AT GRID 2 E- 57 4 E- 57 DRAG AT GRID 3 E- 58 4 E- 58 DRAG AT GRID 5 E- 59 4 E- 59 Ledger Angle+Diapgragm Anchor E- 60 4 E- 60 CMU Design Calculations: Lintel A F- 4 4 F- 9 Lintel B F- 10 4 F- 15 Lintel C F- 16 4 F- 21 Lintel D F- 22 4 F- 27 Lintel E F- 28 4 F- 33 Lintel F F- 34 4 F- 39 Lintel G F- 40 4 F- 45 Lintel H F- 46 4 F- 51 Lintel J F- 52 4 F- 57 Lintel K F- 58 4 F- 63 Lintel L F- 64 4 F- 69 Lintel M F- 70 4 F- 75 Lintel N F- 76 4 F- 76 Concrete Design Calculations: Eccentric Wall Ftg. 1 G- 2 4 G- 5 Eccentric Wall Ftg.2 G- 6 4 G- 9 Eccentric Wall Ftg.3 G- 10 4 G- 13 Eccentric Wall Ftg.4 G- 14 4 G- 17 Eccentric Wall Ftg.5 G- 18 4 G- 21 Eccentric Wall Ftg.6 G- 22 4 G- 25 Eccentric Wall Ftg.7 G- 26 4 G- 29 Eccentric Wall Ftg.8 G- 30 4 G- 33 Pay Station Footing Brg.Design G- 34 4 G- 38 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: A-2 Address: 7530 204th St.NE,Arlington,WA 98223 Date: 5/9/2024 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Design Summary Code Summary Building Code: 2021 International Building Code Local Building Code: N/A Supplemental Code: 2016 ASCE 7 Risk Category: II Standard-Occupancy Building Seismic Design Parameters: Ss: 1.038 SDS: 0.751 SMS: 1.126 Fa: 1.08 Ie: 1.00 SI: 0.371 SDI: 0.477 SMi: 0.716 Fv: 1.93 Note: N/A Site Class: F Seismic Design Category: D Structural Height'hp: 28.5 ft Wind Design Parameters: Building Dimensions&Site Parameters: Basic Windspeed'V': 98 mph Mean Roof Height'h': 28.50 ft. ASD Windspeed'V.d: 76 mph (Larger)Length: 142 ft. Exposure Category: C Width: 35 ft. Topographic Factor,Kt: 1.00 Site Elevation above Sea Level,zg: 130 ft Gust Effect Factor'G': 0.85 Pay Station Canopy Wind Design Parameters: Enclosure Classification: Enclosed Buildings Enclosure Classification: Open Buildings (Gcpi): 0.18 & -0.18 (GCpi): 0.00 & 0.00 Snow Design Parameters: Ground Snow Load'Pg: 17 psf Live Loads: Mark: Live Loads: Description: - 20 psf -Roof LL - 20 psf -LL For Storage Above Ceiling Dead Loads: -Penthouse Roofs -Wash Tunnel Roof Structure= 4.30 psf-Total Structure= 75.00 psf-Total -Wood Trusses at 24"O.C. 2.50 psf -Hollow Core Concrete Plank(6') 50.00 psf -Sheathing 1.80 psf -2"Topping Slab 25.00 psf -XKXXXXXX 0.00 psf Ceiling&MEP= 1.50 psf-Total Ceiling&MEP= 5.00 psf-Total -MEP 1.50 psf -MEP, misc.finishes 5.00 psf -XXXXXXXX 0.00 psf Roof Finish= 2.00 psf-Total Finish= 0.00 psf-Total -Metal panel roof finsih 2.00 psf -XXX X XX 0.00 psf Special= 0.00 psf-Total Special= 0.00 psf-Total Misc.= 1.50 psf-Total Misc.= 0.00 psf-Total Design DL= 15.0 psf Design DL= 80.0 psf t tal Max DL= 9.3 psf Total Max DL= 80.0 psf Total SDL= 5.0 psf Total SDL= 5.0 psf 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: A-3 Address: 7530 204th St.NE,Arlington,WA 98223 Date: 5/9/2024 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Design Summary Dead Loads Cont.: -Pay Station -Metal Stud Infill Wall Structure= 7.00 psf-Total Structure= 5.80 psf-Total -HSS Steel beams 1.50 psf -6"metal studs at 16"O.C. 1.50 psf -20 GA.Mtl Deck 2.50 psf -Sheathing 1.80 psf -Insulation/Waterproofing 3.00 psf -Fiber cement panel finish 2.50 psf Ceiling&MEP= 0.00 psf-Total Misc= 1.50 psf-Total -XXXXXXXX 0.00 psf -MEP 1.50 psf -XXXXXXXX 0.00 Psf Design DL= 10.00 psf Floor Finish= 0.00 psf-Total Total Max DL= 7.30 psf -XXXXXXXX 0.00 psf Total SDL= 1.50 psf Special= 0.00 psf-Total -XXXXXXXX 0.00 psf -8"CMU wall -XXXXXXXX 0.00 psf Structure= 80.00 psf-Total -XXXXXXXX 0.00 psf -8"Nominal CMU, Grouted solid 80.00 psf -XXXXXXXX 0.00 psf Misc.= 1.50 psf-Total Design DL= 10.0 psf Misc= 0.00 psf-Total Total Max DL= 8.5 psf Total SDL= 1.5 psf Design DL= 80.00 psf Total Max DL= 80.00 psf -Equipment Room Roof Total SDL= 0.00 psf Structure= 5.00 psf-Total -Wide flange beams @ 8'O.C. 2.50 psf -20 GA.Mtl Deck 2.50 psf -XXXXXXXX 0.00 psf Ceiling&MEP= 10.00 psf-Total Misc.Equipment 10.00 psf -XXXXXXXX 0.00 Psf Finish= 0.00 psf-Total -XXXXXXXX 0.00 psf Special= 0.00 psf-Total Misc.= 0.00 psf-Total Design DL= 15.0 psf Total Max DL= 15.0 psf Total SDL= 10.0 psf 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: A-4 AU E Address: 7530 204th St.NE,Arlington,WA 98223 Date: 5/9/2024 Client: SDH Architects,LLC Job No.: 24034 Calculation: Snow Load 716 Design Criteria&Base Snow Load: Source:ASCE 7-16 Chaper 7 Risk Category: Il Ground Snow Load,pg: 17 psf Surface Roughness Category: C Exposure: Partially Exposed Exposure Factor,Ce: 1.00 Building Thermal Condition: All Structures unless noted otherwhise Thermal Factor,Ct: 1.00 Importance Factor,I,: 1.00 Flat Roof Snow Load,pf: 11.90 psf Min.Low-Slope Roof Snow Load,pm: 17.00 psf(Do not use for determining drift loads,sliding,unbalanced,or partial loads) Roof Slope Factor,C,: 1.00 Sloped Roof(Balanced)Snow Load,ps: 11.9 psf Rain on Snow Surcharge: 5 psf Sloped Roof Snow Load,ps+Rain on Snow Surcharge: 16.9 psf(Do not usefor determining drift loads,sliding,unbalanced,orpartialloads) Jurisdiction Min.Flat Roof Snow Load,pmin: 25.00 psf(Do not use for determining drift loads,sliding,unbalanced,or partial loads) Design Base Snow Load: 25.00 psf Snow Drift Loading on Lower Roofs,Parapets,or Roof Projections: -Wash Tunnel Roof at High Roof(Grid 4) Source:ASCE 7-16 Chaper 7 Horizontal Dimension of Lower Roof- 119 ft Snow Density,y: 16.21 pcf Horizontal Dimension of Upper Roof- 24 ft Base Snow Height,hb: 0.734 ft Roof Elevation Change: 11.63 ft Height above Base Snow,he: 10.89 ft Drift at Para et/Roof Projection? Yes he/hb: 14.84 Drift Must Be Considered Leeward Drift: i Windward Drift: Roof Length Upwind of the Drift,1.: 24 ft Roof Length Upwind of the Drift,1.: 119 ft Leeward Drift Height,ha: 1.327 ft Design Windward Drift Height,ha: 2.491 ft Design Leeward Drift Height,ha: N/A ft Design Drift: W rd Windward LNwerd Leeward Drift W�ndwe•d D"ilt _ Step Step Design Drift Height,ha: 2.491 ft.(hd<=hc) t- -- Max Intensity of Drift Surcharge,pa: 40.38 psf 5nnw Design Drift Width,w: 9.964 ft FIGURE 7.7-1 Drifts Formed at Windward and Leeward Steps Sloped Roof(Balanced)Snow Load,ps: 11.90 psf L su 1 to D'oxa to imna Balenwd Brow Lob � .ouoo.ee a sxo„ FIGURE 7.7-2 Configuration of Snowdrifts on Lower Roofs FIGuae 7.7a omnawanon mrnranacnny snowarxra / 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: A-5 AU E Address: 7530 204th St.NE,Arlington,WA 98223 Date: 5/9/2024 Client: SDH Architects,LLC Job No.: 24034 Calculation: Snow Load 716 Snow Drift Loading on Lower Roofs,Parapets,or Roof Projections: -Electrical RoomRoof at High Roof(Grid B) Source:ASCE 7-16 Chaper 7 Horizontal Dimension of Lower Roof.- 11.33 ft Snow Density,y: 16.21 pcf Horizontal Dimension of Upper Roof. 23.33 ft Base Snow Height,hb: 0.734 ft Roof Elevation Change: 11.63 ft Height above Base Snow,hD: 10.89 ft Drift at Parapet/Roof Projection? Yes he/hb: 14.84 Drift Must Be Considered Leeward Drift: Windward Drift: Roof Length Upwind of the Drift,1.: 23.33 ft Roof Length Upwind of the Drift,1,,: 11.33 ft Leeward Drift Height,hd: 1.301 ft Design Windward Drift Height,hd: 0.87 ft Design Leeward Drift Height,hd: N/A ft Design Drift: Wind♦ — WMdwwd Leeward Leeward Dri t Design Drift Height,hd: 0.87 ft.(hd<=hc) Windward Drift / Step st.p Max Intensity of Drift Surcharge,pd: 14.11 psf Snow' Design Drift Width,w: 3.482 ft FIGURE 7.7-1 Drifts Formed at Windward and Leeward Steps Sloped Roof(Balanced)Snow Load,ps: 11.90 psf 00, Dai l D,LOW M1 Dua to Drlltlrq Ay 4 n. It T. Bel.rpW Siva LOW R I_ w �. I' unnmaa.uamuoo.roorwaww FIGURE 7.7-2 Configuration of Snowdrifts on Lower Roofs Roues 1—CW+4wW.a.r tnrneewy erwwew m ta.wr a.a Snow Drift Loading on Lower Roofs,Parapets,or Roof Projections: -Manager's Office Wall(Grid 3)E Dir Source:ASCE 7-16 Chaper 7 Horizontal Dimension of Lower Roof. 37.5 ft Snow Density,y: 16.21 pcf Horizontal Dimension of Upper Roof: 96.02 ft Base Snow Height,hb: 0.734 ft Roof Elevation Change: 2.333 ft Height above Base Snow,h,: 1.599 ft Drift at Parapet/Roof Projection? Yes he/hb: 2.178 Drift Must Be Considered Leeward Drift: Windward Drift: Roof Length Upwind of the Drift,1,: 96.02 ft Roof Length Upwind of the Drift,1,: 37.5 ft Leeward Drift Height,hd: 2.988 ft Design Windward Drift Height,hd: 1.336 ft Design Leeward Drift Height,hd: N/A ft Design Drift: Wind Wmdwa•d Leeward Leeward Drift Design Drift Height,hd: 1.336 ft.(hd<=hc) W�a'd°i°— f s1eD sreD — Max Intensity of Drift Surcharge,pd: 21.65 psf Snow Design Drift Wldth,w: 5.343 ft FIGURE 7.7-1 Drifts Formed at Windward and Leeward Steps Sloped Roof(Balanced)Snow Load,ps: 11.90 psf suron..s.Lo.e T Dua to Drlflnq M1 ^51 ny FT R w FIGURE 7.7-2 Configuration of Snowdrifts on Lower Roofs wnnaw.�ae.mup.ramrcraiw. fwuae 7.7a o.rslsw+f..a ssa...ae en.aalld M t011lf n..l 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: A-6 Address: 7530 204th St.NE,Arlington,WA 98223 Date: 5/9/2024 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Snow Load 716 Snow Drift Loading on Lower Roofs,Parapets,or Roof Projections: -Manager's Office Wall(Grid 3) W Dir Source:ASCE 7-16 Chaper 7 Horizontal Dimension of Lower Roof: 96.02 ft Snow Density,y: 16.21 pcf Horizontal Dimension of Upper Roof. 37.5 ft Base Snow Height,hb: 0.734 ft Roof Elevation Change: 2.333 ft Height above Base Snow,h.: 1.599 ft Drift at Parapet/Roof Projection? Yes he/hb: 2.178 Drift Must Be Considered Leeward Drift: Windward Drift: Roof Length Upwind of the Drift,1.: 37.5 ft Roof Length Upwind of the Drift,1.: 96.02 ft Leeward Drift Height,hd: 1.781 ft Design Windward Drift Height,hd: 2.241 ft Design Leeward Drift Height,hd: N/A ft Design Drift: Wind Wndward Leeward Leeward Dri t Design Drift Height,hd: 1.599 ft.(hd>hc) Windward Dnn / Step step Max Intensity of Drift Surcharge,pd: 25.92 psf Snow Design Drift Width,w: 12.57 ft FIGURE 7.7-1 Drifts Formed at Windward and Leeward Steps Sloped Roof(Balanced)Snow Load,ps: 11.90 psf 00, LoW Dai l D,ll 0. Ah 4 h° It a T. BelarrcW Srww LOW R I_ w �r I— uaamaawuwmuponneanaawri FIGURE 7.7-2 Configuration of Snowdrifts on Lower Roofs wouaa�.�a oarersaWea or tarateare srr.wraab .1 r.oa.r Rool Snow Drift Loading on Lower Roofs,Parapets,or Roof Projections: -Tunnel Drift at Mechanical(Grid B)S Dir. Source:ASCE 7-16 Chaper 7 Horizontal Dimension of Lower Roof. 23.5 ft Snow Density,y: 16.21 pcf Horizontal Dimension of Upper Roof: 11.42 ft Base Snow Height,hb: 0.734 ft Roof Elevation Change: 2 ft Height above Base Snow,h,: 1.266 ft Drift at Parapet/Roof Projection? Yes he/hb: 1.724 Drift Must Be Considered Leeward Drift: Windward Drift: Roof Length Upwind of the Drift,1,,: 11.42 ft Roof Length Upwind of the Drift,l,,: 23.5 ft Leeward Drift Height,hd: 1.161 ft Design Windward Drift Height,hd: 0.981 ft Design Leeward Drift Height,hd: N/A ft Design Drift: Wind Wmdwa•d Laawafd Leswa d DO Design Drift Height,hd: 0.981 ft.(hd<=hc) wr°="d�""-- f step at.p Max Intensity of Drift Surcharge,pd: 15.9 psf Snow Design Drift Width,w: 3.923 ft FIGURE 7.7-1 Drifts Formed at Windward and Leeward Steps Sloped Roof(Balanced)Snow Load,ps: 11.90 psf 4 Bu'S,.mhnga Load I , a Dnmrq n ^g A BalarwW 8—LOW w u.aMa aa.L.e.m u�.emr..r ane..r FIGURE 7.7.2 Configuration of Snowdrift on Lower Roofs Iwwte 7.7a oanawrcaaue...ars enoealld ."Roof 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: A-7 Address: 7530 204th St.NE,Arlington,WA 98223 Date: 5/9/2024 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Snow Load 716 Snow Drift Loading on Lower Roofs,Parapets,or Roof Projections: -Mechanical Room Drift at Tunnel(Grid B)NDir. Source:ASCE 7-16 Chaper 7 Horizontal Dimension of Lower Roof.- 11.42 ft Snow Density,y: 16.21 pcf Horizontal Dimension of Upper Roof. 23.5 ft Base Snow Height,hb: 0.734 ft Roof Elevation Change: 2 ft Height above Base Snow,h.: 1.266 ft Drift at Parapet/Roof Projection? Yes he/hb: 1.724 Drift Must Be Considered Leeward Drift: Windward Drift: Roof Length Upwind of the Drift,1.: 23.5 ft Roof Length Upwind of the Drift,1.: 11.42 ft Leeward Drift Height,hd: 1.308 ft Design Windward Drift Height,hd: 0.87 ft Design Leeward Drift Height,hd: N/A ft Design Drift: Wind Windward Leeward Leeward Dri't Design Drift Height,hd: 0.87 ft.(hd<=hc) Windward Dnn / Step step Max Intensity of Drift Surcharge,pd: 14.11 psf Snow Design Drift Width,w: 3.482 ft FIGURE 7.7-1 Drifts Formed at Windward and Leeward Steps Sloped Roof(Balanced)Snow Load,p,: 11.90 psf 00, Su 170 D,LOW DuoO to Dr 0. llaq Ah 4 h° It w T. Belarrced Srww LOW R I_ w �r I- unliumaawuamuw.romnaawa FIGURE 7.7-2 Configuration of Snowdrifts on Lower Roofs —E nrerewWWenaaM.ro.ewre amwBYb ettower— Snow Drift Loading on Lower Roofs,Parapets,or Roof Projections: -Mechanical Room Drift at Bldg Edge(Grid C) Source:ASCE 7-16 Chaper 7 Horizontal Dimension of Lower Roof. 11.42 ft Snow Density,y: 16.21 pcf Horizontal Dimension of Upper Roof: 0 ft Base Snow Height,hb: 0.734 ft Roof Elevation Change: 3.667 ft Height above Base Snow,h,: 2.933 ft Drift at Parapet/Roof Projection? Yes he/hb: 3.995 Drift Must Be Considered Leeward Drift: Windward Dri t: Roof Length Upwind of the Drift,1,,: 0 ft Roof Length Upwind of the Drift,1,,: 11.42 ft Leeward Drift Height,hd: 0 ft Design Windward Drift Height,hd: 0.87 ft Design Leeward Drift Height,hd: N/A ft Design Drift: Wind Wmdwa•d Leeward Leeward Drift Design Drift Height,hd: 0.87 ft.(lid<=hc) wr°='d�""-- f step sreD — Max Intensity of Drift Surcharge,pd: 14.11 psf Snow Design Drift Wldth,w: 3.482 ft FIGURE 7.7-1 Drifts Formed at Windward and Leeward Steps Sloped Roof(Balanced)Snow Load,ps: 11.90 psf 4 e-h.rse Load I A BolorwW Snow LOW w u.e�aww tee.w,uww am..r aw.w FIGURE 7.7.2 Configuration of Snowdrift on Lower Roofs Iwwte 7.7a owne.rcwaue...ars enwwalld ."Roof 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: A-8 Address: 7530 204th St.NE,Arlington,WA 98223 Date: 5/9/2024 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Snow Load 716 Snow Drift Loading on Lower Roofs,Parapets,or Roof Projections: -Tunnel Drift at Bldg Edge(Grid A) Source:ASCE 7-16 Chaper 7 Horizontal Dimension of Lower Roof: 23.5 ft Snow Density,y: 16.21 pcf Horizontal Dimension of Upper Roof. 11.42 ft Base Snow Height,hb: 0.734 ft Roof Elevation Change: 1.583 ft Height above Base Snow,hc: 0.849 ft Drift at Parapet/Roof Projection? Yes he/hb: 1.157 Drift Must Be Considered Leeward Drift: Windward Drift: Roof Length Upwind of the Drift,1.: 11.42 ft Roof Length Upwind of the Drift,1,,: 23.5 ft Leeward Drift Height,hd: 1.161 ft Design Windward Drift Height,hd: 0.981 ft Design Leeward Drift Height,hd: N/A ft Design Drift: Wind t♦ — Wkdwwd Leeward Leeward Drill Windward Drift Design Drift Height,hd: 0.849 ft.(hd>hc) p Step slap Max Intensity of Drift Surcharge,pd: 13.77 psf Snow Design Drift Width,w: 4.53 ft FIGURE 7.7-1 Drifts Formed at Windward and Leeward Steps Sloped Roof(Balanced)Snow Load,p,: 11.90 psf 00, SO O 170 D,LOW 0. Duo ro DrllLoa Ah 4 A. It T e BelarpW Siww LOW R I_ IN �r I' unliumaawuamuoo.romnaawa FIGURE 7.7-2 Configuration of Snowdrifts on Lower Roofs Flotilla pnegwWraawwaeewg Briawdtlb a—,— Snow Drift Loading on Lower Roofs,Parapets,or Roof Projections: -Tunnel Drift at Bldg Edge(Grid 1) Source:ASCE 7-16 Chaper 7 Horizontal Dimension of Lower Roof. 119 ft Snow Density,y: 16.21 pcf Horizontal Dimension of Upper Roof: 0 ft Base Snow Height,hb: 0.734 ft Roof Elevation Change: 1.729 ft Height above Base Snow,hp: 0.995 ft Drift at Parapet/Roof Projection? Yes hc/hb: 1.355 Drift Must Be Considered Leeward Drift: Windward Dri t: Roof Length Upwind of the Drift,1,: 0 ft Roof Length Upwind of the Drift,1,: 119 ft Leeward Drift Height,hd: 0 ft Design Windward Drift Height,hd: 2.491 ft Design Leeward Drift Height,hd: N/A ft Design Drift: Wind Wmdwa•d Leeward Leeward Drift Design Drift Height,hd: 0.995 ft.(hd>hc) "�a'd°i°— f slap srap — Max Intensity of Drift Surcharge,pd: 16.13 psf Snow Design Drift Wldth,w: 7.96 ft FIGURE 7.7-1 Drifts Formed at Windward and Leeward Steps Sloped Roof(Balanced)Snow Load,p,: 11.90 psf 4 Load e�mh.rse La I ow a oeoa n ^g A BOIwwW Snow LOW w wee aww r.e.m uF,w am..r aw.w FIGURE 7.7.2 Configuration of Snowdrift on Lower Roofs Frouae 7.7a owne.rcaare...ars enwwalld M la.r.r pool 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: A-9 Address: 7530 204th St.NE,Arlington,WA 98223 Date: 5/9/2024 AU E Client: SDH Architects,LLC Job No.: 24034 Snow Drift Loading on Lower Roofs,Parapets,or Roof Projections: -Drift on Pay Station Eyebrow(E/W) Source:ASCE 7-16 Chaper 7 Horizontal Dimension of Lower Roof- 23.58 ft Snow Density,y: 16.21 pcf Horizontal Dimension of Upper Roof- 0 ft Base Snow Height,hb: 0.734 ft Roof Elevation Change: 1 ft Height above Base Snow,It.: 0.266 ft Drift at Para et/Roof Projection? Yes he/hb: 0.362 Drift Must Be Considered Leeward Drift: J Windward Drift: Roof Length Upwind of the Drift,1.: 0 ft Roof Length Upwind of the Drift,1.: 23.58 ft Leeward Drift Height,ha: 0 ft Design Windward Drift Height,ha: 0.983 ft Design Leeward Drift Height,ha: N/A ft Design Drift: wiad 64 Windward L«ware Leeward odrt Design Drift Height,ha: 0.266 ft.(hd>hc) Wind—nd°nM step step Max Intensity of Drift Surcharge,pd: 4.31 psf Snow, Design Drift Width,w: 2.127 ft FIGURE 7.7.1 Drifts Formed at Windward and Leeward Steps Sloped Roof(Balanced)Snow Load,pa: 11.90 psf 00, soti 1,Dr LIN ou �( .m onmRa M1 ne I^a B.I.naee anew LOW h FT i I iR w tasann saw Lm.m Yppr Bea nd anaa FIGURE 7.7-2 Configuration of Snowdrift on Lower Roofs iwi11RE].]d COiea.Ybn M Laepalae BnswBab a Laver anal Snow Drift Loading on Lower Roofs,Parapets,or Roof Projections: -Drift on Pay Station Eyebrow(NIS) Source:ASCE 7-16 Chaper 7 Horizontal Dimension of Lower Roof. 14.83 ft Snow Density,y: 16.21 pcf Horizontal Dimension of Upper Roof. 0 ft Base Snow Height,hb: 0.734 ft Roof Elevation Change: 1 ft Height above Base Snow,hd: 0.266 ft Drift at Parapet/Roof Projection? Yes he/hb: 0.362 Drift Must Be Considered Leeward Drift: Windward Drift: Roof Length Upwind of the Drift,1.: 0 ft Roof Length Upwind of the Drift,1.: 14.83 ft Leeward Drift Height,hd: 0 ft Design Windward Drift Height,hd: 0.87 ft Design Leeward Drift Height,hd: N/A ft Design Drift: wind Windward Leewaro Leeward Dri't Design Drift Height,hd: 0.266 ft.(hd>hc) w'ndward Dr1k step step Max Intensity of Drift Surcharge,pd: 4.31 psf snow Design Drift Width,w: 2.127 ft FIGURE 7.7-1 Drifts Formed at Windward and Leeward Steps Sloped Roof(Balanced)Snow Load,pa: 11.90 psf 00, 9amnarga Loae TI Su: Orll'z. h hq 1aa h. nFp. T. B.II I anew LOW M '+ w uw.aasaa.wa.a�o�real m saa.a FIGURE 7.7.2 Config—tion of Snowdrifts on Lower Roofs RiURE 7.7.3 C.Mq-of Mxpaeng amawwa m Lo.w Rom 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: A- 10 AU E Address: 7530 204th St.NE,Arlington,WA 98223 Date: 5/9/2024 Client: SDH Architects,LLC Job No.: 24034 Snow Drift Loading on Lower Roofs,Parapets,or Roof Projections: -Drift on NIS Office Wall(Grid 4), W DIR. Source:ASCE 7-16 Chaper 7 Horizontal Dimension of Lower Roof- 36 ft Snow Density,y: 16.21 pcf Horizontal Dimension of Upper Roof- 0 ft Base Snow Height,hb: 0.734 ft Roof Elevation Change: 3 ft Height above Base Snow,It.: 2.266 ft Drift at Para et/Roof Projection? Yes he/hb: 3.087 Drift Must Be Considered Leeward Drift: J Windward Drift: Roof Length Upwind of the Drift,1.: 0 ft Roof Length Upwind of the Drift,1.: 36 ft Leeward Drift Height,ha: 0 ft Design Windward Drift Height,ha: 1.302 ft Design Leeward Drift Height,ha: N/A ft Design Drift: wind 64 'windward L«ward Lear]ard DHR Design Drift Height,ha: 1.302 ft.(hd<=hc) Windward°nM step gt� Max Intensity of Drift Surcharge,pa: 21.11 psf Sow Design Drift Width,w: 5.21 ft FIGURE 7.7.1 Drifts Formed at Windward and leeward Steps Sloped Roof(Balanced)Snow Load,ps: 11.90 psf 00, soti f ft pu �( a 1,m Dnums M1 ne I^a Bels,M Sim Loop h w uxam ea.�.e.m uon.Bml Anne FIGURE 7.7-2 Configuration of Snowdrift on Lower Hoofs iai11RE].]d CMIa.Ybn M MepCae BMwBYb a Lo+vr R001 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: A- 11 AU E Address: 7530 204th St.NE,Arlington,WA 98223 Date: 5/9/2024 Client: SDH Architects,LLC Job No.: 24034 Calculation: Main Building MSLFRS General Design Parameters: I IBC 2018 JASCE 7-16 Chapter 12:Seismic Design Requirements for Building Structures Risk Category: II Standard-Occupancy Building h : 28.5 ft Vertical Seismic Loading: Ss: 1.038 SDs: 0.751 Ie: 1.00 SDC: D Evert: 0.15 *W SI: 0.371 SDI: 0.477 1 Site Class: D Building Seismic Force Resistin System: *Reference ASCE 7-16 Table 12.2-1 Seismic Force Resisting System: AT Special Reinforced Masonry Shear Walls Response Modification Factor,R: 5.00 Overstrength Factor,S2o: 2.50 Deflection Amplifcation Factor,Cd: 3.50 Building Fundamental Period: Seismic Force Resisting System Type: All other structural Systems Approx.Period Parameter,Ct: 0.02 Note: N/A Approx.Period Parameter,x: 0.75 Building Structural Height,h.: 28.5 ft Building Approx.Fundamental Period,Ta: 0.247 sec User Input Building Fundamental Period,Tuner input: - sec Use Approx.Fundamental period as permited by Section 12.8.2 of ASCE 7 Coeff.for Upper Limit on Calculated Period,Cu: 1.4 Upper Limit Building Fundamental Period,Ta,fimib 0.3454 sec Building Fundamental Period,T: 0.2467 sec Building Seismic Response Coefficients: Ts: 0.636 sec C,: 0.15 Eq. 12.8-2 C,,.: 0.39 Eq. 12.8-3 (Assumed T<= TL) C,,min: 0.033 Eq. 12.8-5 Cs,miu: N/A Eq. 12.8-6 s„ Seismic Response Coefficient,V: 0.150 *W s c =S r c„, sprr, S =- • r 4d L IMd.r1Y(1 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: A- 11 AU E Address: 7530 204th St.NE,Arlington,WA 98223 Date: 5/9/2024 Client: SDH Architects,LLC Job No.: 24034 Calculation: Main Building MSLFRS Wp,i,: 15 psf Wt,,,,,,el: 80 psf Wcm-u: 80.00 psf Tributary Height of CMU At Gridlines: Conc. Md.Deck Wmech: 15 psf WCFs: 10.00 psf Grid A: 10.6 ft 0 ft Grid B: 8.8 ft 7.667 ft W is WMechl +W3(part.) +W2(part.) Grid C(High Parapet): 0.0 ft 11.86 ft 25.52 plf+ 142.5 plf+ 92.08 plf= 260.09 plf Grid C(Low Parapet): 0.0 ft 9.416 ft Grid 1: 11.0 ft 0 ft W2:WMe62 +W3(part.) +W2(part.) Grid 2: 0.0 ft 11.86 ft 25.52 plf+ 113.1 plf+ 92.08 plf= 230.7 plf Grid 3: 0.0 ft 11.86 ft Grid 5: 0.0 ft 9.416 ft W3: Wtunnel +W2(part.) +Wl Grid 6: 11.0 ft 0 ft 280.3 plf+ 105.9 plf+ 127.5 plf+ 513.6 plf Penthouse Grid A: 7.0 ft 0 ft Penthouse Grid B: 7.0 ft 0 ft W4: Pent Penthouse Grid 4: 7.0 ft 0 ft 220.7 plf Penthouse Grid 6: 7.0 ft 0 ft W5: Wtunnel +W4 +W5 +D Pent 1704 plf+ 131.6 plf+ 131.6 plf+ 147.13 plf = 2114 plf Cs: 0.150 Cs*Wtunnel: 12.01 psf W&WMechl +WMech2 +W6 +W7 +W8 Cs*Wmech: 2.252 psf 82.39 plf+ 214.7 plf 142.5 plf 142.48 plf+ 113.1 plf= 695.1 plf Cs*Wpent: 2.252 psf Cs*WCh,1U: 12.01 psf OCs*WCFs: 1.50 psf 4 Y �./ Q 23.33 ft Q V 141.83 ft I ' - I OBI. I I� w1 A - I � 2 I wa. 3.33 ft sEcr --------------------f------------------------------------------------- I--� ----- 2 I I I 0 3 W. ' w_ 11.33 ft _________________ t ______------------------------------- __J____I SECT 36.6 ft 95.33 ft 1 2.667 ft i4 N N/S LATERAL 7.25 ft (Section 1) wl. 260.1 plf w2. 230.698 plf W6 Collector: 4.757 k W7: 15.75 k W8: 11.00 k (Section 2) 4.757 k W4: 220.7 plf W3: 513.635 plf W4: 13.83 k W7 Collector: 34.83 k W8 Collector: 31.66 k W5: 2.662 k 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: A- 12 AU E Address: 7530 204th St.NE,Arlington,WA 98223 Date: 5/9/2024 Client: SDH Architects,LLC Job No.: 24034 Calculation: Main Building MSLFRS E/W LATERAL ws: 2114 plf w6: 695.1 plf WI: 24.7 k W2: 28.6 k W3: 3.939 k Lateral Summary: N/S Base Shear: 114.5 k Item: Load to Item E/W Base Shear: 57.2 k W 1 24.66 k W2 28.6 k W3 3.939 k W4 13.83 k W5 2.662 k W7 50.59 k W8 42.66 k W6 Collector 4.757 k W7 Collector 34.83 k W8 Collector 31.66 k 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 / Project: Wet Rabbit Car Wash-Arlington Pg.No: A- 13 AU E Address: 7530 204th St.NE,Arlington,WA 98223 Date: 5/9/2024 Client: SDH Architects,LLC Job No.: 24034 Calculation: Pay Station Canopy MSFRS General Design Parameters: I IBC 2018 JASCE 7-16 Chapter 12:Seismic Design Requirements for Building Structures Risk Category: II Standard-Occupancy Building hn: 11 ft Vertical Seismic Loading: Ss: 1.038 SDs: 0.751 Ie: 1.00 SDC: D Evert: 0.15 *W SI: 0.371 SDI: 0.477 Site Class: D Building Seismic Force Resistin System: *Reference ASCE 7-16 Table 12.2-1 Seismic Force Resisting System: Hl.Steel Systems Not Specifically Detailed for Seismic Resistance,Excluding Cantilever Column Systems Response Modification Factor,R: 3.00 Overstrength Factor,920: 3.00 Deflection Amplifcation Factor,Cd: 3.00 Building Fundamental Period: Seismic Force Resisting System Type: All other structural Systems Approx.Period Parameter,Ct: 0.02 Note: N/A Approx.Period Parameter,x: 0.75 Building Structural Height,hn: 11 ft Building Approx.Fundamental Period,Ta: 0.121 sec User Input Building Fundamental Period,Tu,,input: - sec Use Approx.Fundamental period as permited by Section 12.8.2 of ASCE 7 Coeff.for Upper Limit on Calculated Period,C.: 1.4 Upper Limit Building Fundamental Period,T,,Iimir 0.16912 sec Building Fundamental Period,T: 0.1208 sec Building Seismic Response Coefficients: Ts: 0.636 sec C,: 0.25 Eq. 12.8-2 C,,.: 1.32 Eq. 12.8-3 (Assumed T<= TL) C,,min: 0.033 Eq. 12.8-5 C,,min: N/A Eq. 12.8-6 SM Seismic Response Coefficient,V: 0.250 *W a t y„ r 14 r, Mtid.T luc I 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: A- 14 Address: 7530 204th St.NE,Arlington,WA 98223 Date: 5/9/2024 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: MWLFRS 7 16 ASCE 7-16 Chapter 27-Directional Procedure for Enclosed and Partially Enclosed Buildings Building Geometry and Site Characteristics: Design Criteria&Velocity Pressure: Mean RoofHeight'h': 28.5 ft BasicWindspeed'V': 98 mph (1-at'ger)Length: 142 ft Exposure Category: C Width: 35 ft Gust Effect Factor,G: 0.85 Roof Area: 4970 ft2 Velocity Pressure Coefficient,KZ: 0.97 a: 9.5 [Table26.11-1] Building Type: Enclosed Buildings zg: 900 [Table 26.11-1] Ground Elev.above Sea Level,zg: 130 ft Topographic Factor,Kzt: 1.00 Wind Directionality Factor,Kd: 0.85 Ground Elevation Factor,Ke: 1.00 Velocity Pressure,qz=qh: 20.21 psf Determination of Topographic Factor,Kzt i V --- Sri Speed♦P x(l'poiedi �(i)oN�wiN) trl p14ied) -- x(DoNnioq Y/2 M 4N ESCARPMENT 2-D RIDGE OR 3-D AXISYMMETRICAL HILL Terrain Type: Flat Terrain Direction: Upwind of Crest Lb: 2043.20 ft Dist. Upwind of Crest to Half Ht of Hill or Escarp. H: 361.77 ft Ht. of Hill orExcarp.Relative to the upwind terrain x: 7603.09 ft Dist. (Upwind or Downwind)from the crest to the building site z: 28.50 ft Ht above Local Ground Level h: 28.50 ft Mean Ht above Local Ground Level H/Lh: 0.18 x/Lh: 3.72 z/Lh: 0.01 Kl/(H/Lh): N/A Kl: N/A µ: N/A K2: N/A Y: N/A K3: N/A Kz1: 1.00 Equation 26.8-1 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: A- 15 AL! Address: 7530 204th St.NE,Arlington,WA 98223 Date: 5/9/2024 Client: SDH Architects,LLC Job No.: 24034 Calculation: MWLFRS 716 Wind Direction'Y' "Length" Wind Direction'X' Building' Y 3 � Plan View Elevation View External Pressure Coefficients,C or C": Wind Direction'X': Wind Direction 'Y': Roof Angle: 0- 10 degrees Roof Angle: 0- 10 degrees LB: 4.06 (Length/Width) LB: 0.25 (Width/Length) h/L: 0.20 (Height/Length) h/L: 0.81 (Height/Width) Wall Pressure Coefficients,C Wall Pressure Coefficients,C CP Use w/ CP Use w/ Windward Wall: 0.8 qz Windward Wall: 0.8 qz Leeward Wall: -0.2 qh Leeward Wall: -0.5 qh Sidewall: -0.7 qh Sidewall: -0.7 qh Sloped Roof Pressure Coefficients,C Sloped Roof Pressure Coefficients,C CPI Cp2 Use w/ CpI Cp2 Use w/ Windward,0>10°: N/A N/A qh Windward,0>10°: N/A N/A qh Leeward,0>10°: N/A N/A qh Leeward,0>10°: N/A N/A qI, Flat or Parallel to Ridge Roof Pressure Coeff,C Flat or Parallel to Ridge Roof Pressure Coeff,C CpI Cp2 Use w/ Cpi Cp2 Use w/ 0 to h/2: -0.9 -0.18 qh 0 to h/2: -1.15 -0.18 qI, h/2 to h: -0.9 -0.18 qh h/2 to h: -0.78 -0.18 qh h to 2h: -0.5 -0.18 qh h to 2h: -0.62 -0.18 qh >2h -0.3 -0.18 qh >2h -0.55 -0.18 qh 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: A- 16 AU Address: 7530 204th St.NE,Arlington,WA 98223 Date: 5/9/2024 Client: SDH Architects,LLC Job No.: 24034 Calculation: MWLFRS 716 Internal Pressure Coefficients,GC Pi GCpi: 0.18 or -0.18 Wind Pressure on Walls: Terrain Exposure Parameters: a: 9.5 z : 900 ft Wind Direction'X': Wind Direction 'Y': Windward GCp: 0.68 Windward GCp: 0.68 Leeward GCp: -0.17 Leeward GCp: -0.43 Sidewall GCp: -0.60 Sidewall GCp: -0.6 Int.Pressure GCpi: 0.18 or -0.18 Int.Pressure GCpi: 0.18 or -0.18 Windward (LRFD) (ASD) Windward (LRFD) (ASD) Height(ft) Kz Px(psf) P(psf) P(psf) Height(ft) Kz Px(psf) P(psf) P(psf) 0 0.85 12.01 16.00 9.60 0 0.85 12.01 20.60 12.36 5 0.85 12.01 16.00 9.60 5 0.85 12.01 20.60 12.36 10 0.85 12.01 16.00 9.60 10 0.85 12.01 20.60 12.36 15 0.85 12.01 16.00 9.60 15 0.85 12.01 20.60 12.36 20 0.90 12.76 16.19 9.72 20 0.90 12.76 21.35 12.81 29 0.97 13.74 17.18 10.31 29 0.97 13.74 22.33 13.40 Px,Leeward: -3.4 psf Py,Leeward: -8.6 psf Sidewall: -12 psf Sidewall: -12 psf Internal Pxi: 3.638 psf or -3.64 psf Internal P 3.638 psf or -3.64 psf Wind Pressure on Parapets: Parapet Height above Grade: 18 ft Windward Pararpet Leeward Pararpet Windward GCp,,: 1.5 (LRFD) (ASD) (LRFD) (ASD) Leeward GCp,,: -1.0 P(psf) P(psf) P(psf) P(psf) Parapet,Kz: 0.882 27.52 16.51 -18.35 -11.01 qp: 18.35 psf 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: A- 17 AU Address: 7530 204th St.NE,Arlington,WA 98223 Date: 5/9/2024 Client: SDH Architects,LLC Job No.: 24034 Calculation: MWLFRS 716 Wind Pressure on Roofs: Wind Direction'X': Wind Direction'Y': Windward Forces Sloped Roof w/0>10° Windward Forces Sloped Roof w/0>10° Cp Cp N/A or N/A N/A or N/A Pressure,P(LRFD) Pressure,P(ASD) Pressure,P(LRFD) Pressure,P(ASD) N/A psf or N/A psf N/A psf or N/A psf N/A psf or N/A psf N/A psf or N/A psf Vert.Comp: N/A psf or N/A psf N/A psf or N/A psf Vert.Comp: N/A psf or N/A psf N/A psf or N/A psf Horz.Comp: N/A psf or N/A psf N/A psf or N/A psf Horz.Comp: N/A psf or N/A psf N/A psf or N/A psf Leeward Forces Sloped Roof w/0> 10° Leeward Forces Sloped Roof w/0> 10° Cp: N/A Cp: N/A Pressure,P(LRFD) Pressure,P(ASD) Pressure,P(LRFD) Pressure,P(ASD) N/A psf N/A psf N/A psf N/A psf Vert.Comp: N/A psf N/A psf Vert.Comp: N/A psf N/A psf Horz.Comp: N/A psf N/A psf Horz.Comp: N/A psf N/A psf Flat Roof or Parallel to Ridge Forces: Flat Roof or Parallel to Ridge Forces: Location: CR Location: Cp 0 to h/2: -0.9 or -0.18 0 to h/2: -1.15 or -0.18 h/2 to h: -0.9 or -0.18 h/2 to h: -0.78 or -0.18 h to 2h: -0.5 or -0.18 h to 2h: -0.62 or -0.18 >2h -0.3 or -0.18 >2h -0.55 or -0.18 Pressure,P(LRFD) Pressure,P(ASD) Pressure,P(LRFD) Pressure,P(ASD) 0 to h/2: -15.5 psf or -3.1 psf -9.3 psf or -1.9 psf 0 to h/2: -19.7 psf or -3.1 psf -11.8 psf or -1.9 psf h/2 to h: -15.5 psf or -3.1 psf -9.3 psf or -1.9 psf h/2 to h: -13.3 psf or -3.1 psf -8.0 psf or -1.9 psf h to 2h: -8.6 psf or -3.1 psf -5.2 psf or -1.9 psf h to 2h: -10.7 psf or -3.1 psf -6.4 psf or -1.9 psf >2h -8.0 psf or -3.1 psf -4.8 psf or -1.9 psf >2h -9.4 psf or -3.1 psf -5.6 psf or -1.9 psf 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: A- 18 AU Address: 7530 204th St.NE,Arlington,WA 98223 Date: 5/9/2024 Client: SDH Architects,LLC Job No.: 24034 Calculation: MWLFRS 716 N Wind: Tributary Height of Wind At Gridlines: Conc. Mtl.Deck Int.Press. WW Press. LW Press. Grid A: 10.6 ft 0 ft Low CNW Wallls: 3.38 psf 12.76 psf 7.97 psf Grid B: 8.8 ft 1.917 ft Penthouse: 3.64 psf 13.74 psf 8.59 psf Grid C(High Parapet): 0.0 ft 11.86 ft Grid C(Low Parapet): 0.0 ft 9.416 ft WIN: 151.3257 plf (WW Pressure on Grid C Wall) Grid 1: 11.0 ft 0 ft Grid 2: 0.0 ft 11.86 ft W2N: 120.1101 plf (WW Pressure on Grid C Wall) Grid 3: 0.0 ft 11.86 ft Grid 5: 0.0 ft 9.416 ft w3N: 84.62292 plf (LW Pressure on Grid A Wall) Grid 6: 11.0 ft 0 ft Penthouse Grid A: 3.5 ft 0 ft w4N: 78.16835 plf (Combined Pressure From Penthouse) Penthouse Grid B: 3.5 ft 0 ft Penthouse Grid 4: 3.5 ft 0 ft Penthouse Grid 6: 3.5 ft 0 ft 0 23.33 ftO O (D 5 141.8 ft I O wi i- ---- I 3 13 j 23.33 ft D --tunnelD D --------------------- -------------- -------------- --I-- -- ---- I O wz B I----- I I 1 3 Dmechl 3 Dmechz 3 i 11.33 ft 1-- ----------------- --------------- W3 -- _____ ____JI I SECT 36.6 ft 95.33 ft 0 2.667 ft �► 7.25 ft (Section 1) w1N: 151.3 plf w2N: 120.1 plf W6 Collector: 2.768 k W7: 8.493 k W8: 5.73 k (Section 2) 2.767999 k w4N: 78.2 plf (ON: 84.62 plf W4: 4.128 k W7 Collector: 5.993 k W8 Collector: 6.225 k W5: 0.59 k / 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 / Project: Wet Rabbit Car Wash-Arlington Pg.No: A- 19 AU E Address: 7530 204th St.NE,Arlington,WA 98223 Date: 5/9/2024 Client: SDH Architects,LLC Job No.: 24034 Calculation: MWLFRS 716 S Wind: Tributary Height of Wind At Gridlines: Conc. Mtl.Deck Int.Press. WW Press. LW Press. Grid A: 10.6 ft 0 ft Low CMU Wallls: 3.38 psf 12.76 psf 7.97 psf Grid B: 8.8 ft 1.917 ft Penthouse: 3.64 psf 13.74 psf 8.59 psf Grid C(High Parapet): 0.0 ft 11.86 ft Grid C(Low Parapet): 0.0 ft 9.416 ft w1s: 94.57856 plf (lW Pressure on Grid C Wall) Grid 1: 11.0 ft 0 ft Grid 2: 0.0 ft 11.86 ft w2S: 75.0688 plf (LW Pressure on Grid C Wall) Grid 3: 0.0 ft 11.86 ft Grid 5: 0.0 ft 9.416 ft W3S: 135.3967 plf (WW Pressure on Grid A Wall) Grid 6: 11.0 ft 0 ft Penthouse Grid A: 3.5 ft 0 ft w4S: 78.16835 plf (Combined Pressure From Penthouse) Penthouse Grid B: 3.5 ft 0 ft Penthouse Grid 4: 3.5 ft 0 ft Penthouse Grid 6: 3.5 ft 0 ft 0 O (D Q I 23.33 ft 5 O 141.8 ft I Owi I I------- I I j I 3.33 ft _____________________ 04UHH4_____________________ pept----- __k___ I I O I wz I � -�----- I ' 1 3 3 3 11.33 ft ------ --- ---------------------W3----- ---------J----t- mecKt-------- -- � i i No I SECT 36.6 ft 95.33 ft 1 2.667 ft ;A-► 7.25 ft (Section 1) w1S: 94.58 plf w2S: 75.07 plf W6 Collector: 1.73 k W7: 5.308 k W8: 3.58 k (Section 2) 1.729999 k w4S: 78.2 plf (OS: 135.4 plf 0 M.M. W4: 4.089 k W7 Collector: 9.271 k W8 Collector: 8.829 k W5: 0.774 k 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: iU E Address: 7530 204th St.NE,Arlington,WA 98223 Date: 5/9/2024 Client: SDH Architects,LLC Job No.: 24034 Calculation: MWLFRS 716 Tributary Height of Wind At Gridlines: Cone. Mtl.Deck E Wind: Grid A: 10.6 ft 0 ft Int.Press. WW Press. LW Press. Grid B: 8.8 ft 1.917 ft Low CMU Wallls: 3.38 psf 12.76 psf 7.97 psf Grid C(High Parapet): 0.0 ft 11.86 ft Penthouse: 3.64 psf 13.74 psf 8.59 psf Grid C(Low Parapet): 0.0 ft 9.416 ft Grid 1: 11.0 ft 0 ft wls: 227.1942 plf (WW Pressure on Grid 1 Wall+LW Pressure on Grid 6 Wall) Grid 2: 0.0 ft 11.86 ft Grid 3: 0.0 ft 11.86 ft wZs: 78.16835 plf (Combined Pressure From Penthouse) Grid 5: 0.0 ft 9.416 ft Grid 6: 11.0 ft 0 ft w33: 226.3945 plf (WW Pressure on Grid 1 Wall+LW Pressure on Grid 6 Wall) Penthouse Grid A: 3.5 ft 0 ft Penthouse Grid B: 3.5 ft 0 ft Penthouse Grid 4: 3.5 ft 0 ft Penthouse Grid 6: 3.5 ft 0 ft w2S: 78.17 plf w1S: 227.2 plf 3S: 226.4 plf WI: 2.651 k W2: 3.094 k W3: 0.443 k Total Penthouse Wind @ top of High Walls: 4.4 k 29.25 ft I I 4 5 I I I I I 8ft I I I I I I 3.50 ft 1111111111111111 fill 3.50 ft 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: A-20 Address: 7530 204th St.NE,Arlington,WA 98223 Date: 5/9/2024 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Wind C&C Wall&Parap 7_16 ASCE 7-16 Chapter 30-Enclosed or Partially Enclosed Buildings:Walls and Parapets For Any Building Height Building Geometry and Site Characteristics: Design Criteria&Velocity Pressure: Height'h': 28.5 ft Basic Windspeed'V': 98 mph (1-gee)Length: 142 ft Component Exposure Category: C Width: 35 ft Velocity Pressure Coefficient,KZ: 0.97 Roof Area: 4970 ft2 a: 9.5 [Table 26.11-1] Zg: 900 [Table 26.11-1] Building Type: Enclosed Buildings Topographic Factor,Kz,: 1.00 Ground Elev.above Sea Level,zg: 130 ft Wind Directionality Factor,Kd: 0.85 Ground Elevation Factor,Ke: 1.00 Velocity Pressure,qz: 20.21 psf Building Parameters and Wall Wind Zone Designation: Internal Pressure Coefficients,GC is GCpi: 0.18 or -0.18 S � s 9 © • ' O ss Roof Angle: <=10 Degrees Zone 5 Extent,aWall: 3.5 ft Walls:External Pressure Coefficients,GC Pe. Zone Area(ft) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 4&5(+) 0.90 0.90 0.85 0.79 0.76 0.74 0.73 0.71 0.70 0.69 0.69 0.68 0.67 0.67 0.65 0.65 0.63 4(-) -0.99 -0.99 -0.94 -0.88 -0.85 -0.83 -0.82 -0.80 -0.79 -0.78 -0.78 -0.77 -0.76 -0.76 -0.74 -0.74 -0.72 5(-) -1.26 -1.26 -1.16 -1.04 -0.98 -0.94 -0.91 -0.89 -0.86 -0.85 -0.83 -0.82 -0.80 -0.79 -0.77 -0.75 -0.72 *GCpf is Reduced by 10%due to Roof Slope Walls:External Wind Loads,P(psf)in(LRFD) Zone Area(ft) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 4&5(+) 21.8 21.8 20.9 19.6 19.0 18.6 18.3 18.1 17.8 17.6 17.5 17.3 17.2 17.1 16.9 16.7 16.4 4(-) -23.6 -23.6 -22.7 -21.4 -20.8 -20.4 -20.1 -19.9 -19.7 -19.5 -19.3 -19.2 -19.0 -18.9 -18.7 -18.5 -18.2 5(-) -29.1 -29.1 -27.2 -24.6 -23.5 -22.7 -22.1 -21.5 -21.1 -20.7 -20.4 -20.1 -19.9 -19.6 -19.2 -18.8 -18.2 Walls:External Wind Loads,P( sf)in(ASD) Zone Area(ft) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 4&5(+) 13.1 13.1 12.5 11.7 11.4 11.2 11.0 10.8 10.7 10.6 10.5 10.4 10.3 10.3 10.1 10.0 9.8 4(-) -14.2 -14.2 -13.6 -12.8 -12.5 -12.3 -12.1 -11.9 -11.8 -11.7 -11.6 -11.5 -11.4 -11.3 -11.2 -11.1 -10.9 5(-) -17.5 -17.5 -16.3 -14.8 -14.1 -13.6 -13.2 -12.9 -12.7 -12.4 -12.3 -12.1 -11.9 -11.8 -11.5 -11.3 -10.9 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: A-21 Address: 7530 204th St.NE,Arlington,WA 98223 Date: 5/9/2024 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Wind C&C HIGH ROOF ASCE 7-16 Chapter 30-Enclosed or Partially Enclosed Buildings:Roofs For Any Building Height Building Geometry and Site Characteristics: Design Criteria&Velocity Pressure: Height'h': 28.5 ft Basic Windspeed'V': 98 mph (Larger)Length: 142 ft Component Exposure Category: C Width: 35 ft Velocity Pressure Coefficient,KZ: 0.97 Roof Area: 4970 ft2 a: 9.5 [Table 26.11-1] Zg: 900 [Table 26.11-1] Building Type: Enclosed Buildings Topographic Factor,Kz1: 1.00 Ground Elev.above Sea Level,zg: 130 ft Wind Directionality Factor,Kd: 0.85 Ground Elevation Factor,Ke: 1.00 Velocity Pressure,LL: 20.21 psf Building Parameters and Wind Zone Extents: Roof Loading Zone Diagram: Roof Type and Angle: Hip Roof:201<0<270 degrees Roof Slope: 25.5 degrees Parapet Height above Roof: 3.5 ft Flat Roof Zone Type: Zone Extent,0.6*h: N/A ft ' (D OS) m Zone Extent,0.2*h: N/A ft i a a i . . i Zone Extent,ar°°f: 3.5 Internal Pressure Coefficients,GC Pi ' PLAN Typical Roof GCpi: 0.18 or -0.18 a Overhang Internal Pressure: Yes Hip Roof: 71<0<201;20°<0<271; 271<0<451 Overhang Roof GC is 0.18 or -0.18 Roofs:External Pressure Coefficients,GC f: Zone Area(ft) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 All Zones(+) 0.70 0.70 0.58 0.42 0.35 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 1 (-) -1.40 -1.40 -1.22 -0.98 -0.87 -0.80 -0.80 -0.80 -0.80 -0.80 -0.80 -0.80 -0.80 -0.80 -0.80 -0.80 -0.80 2r(-) -2.00 -2.00 -1.77 -1.46 -1.33 -1.23 -1.16 -1.10 -1.04 -1.00 -1.00 -1.00 -1.00 -1.00 -1.00 -1.00 -1.00 2e(-) -2.00 -2.00 -1.77 -1.46 -1.33 -1.23 -1.16 -1.10 -1.04 -1.00 -1.00 -1.00 -1.00 -1.00 -1.00 -1.00 -1.00 3(-) -2.00 -2.00 -1.77 -1.46 -1.33 -1.23 -1.16 -1.10 -1.04 -1.00 -1.00 -1.00 -1.00 -1.00 -1.00 -1.00 -1.00 Roofs w/Overhangs:External Pressure Coefficients,GCpf: Zone Area(ft) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 All Zones(+) 0.70 0.70 0.58 0.42 0.35 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 1 (-) -1.90 -1.90 -1.87 -1.83 -1.81 -1.80 -1.80 -1.80 -1.80 -1.80 -1.80 -1.80 -1.80 -1.80 -1.80 -1.80 -1.80 2r(-) -2.50 -2.50 -2.38 -2.23 -2.16 -2.12 -2.08 -2.05 -2.02 -2.00 -2.00 -2.00 -2.00 -2.00 -2.00 -2.00 -2.00 2e(-) -2.50 -2.50 -2.38 -2.23 -2.16 -2.12 -2.08 -2.05 -2.02 -2.00 -2.00 -2.00 -2.00 -2.00 -2.00 -2.00 -2.00 3(-) -3.10 -3.10 -2.73 -2.24 -2.02 -1.50 -1.50 -1.50 -1.50 -1.50 -1.50 -1.50 -1.50 -1.50 -1.50 -1.50 -1.50 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: A-22 Address: 7530 204th St.NE,Arlington,WA 98223 Date: 5/9/2024 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Wind C&C HIGH ROOF Roofs:External Wind Loads,P(psf)in(LRFD) Zone Area(ft) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 All Zones(+) 17.8 17.8 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 1 (-) -31.9 -31.9 -28.3 -23.5 -21.3 -19.8 -19.8 -19.8 -19.8 -19.8 -19.8 -19.8 -19.8 -19.8 -19.8 -19.8 -19.8 2r(-) -44.1 -44.1 -39.4 -33.2 -30.5 -28.5 -27.0 -25.8 -24.8 -23.8 -23.8 -23.8 -23.8 -23.8 -23.8 -23.8 -23.8 2e(-) -44.1 -44.1 -39.4 -33.2 -30.5 -28.5 -27.0 -25.8 -24.8 -23.8 -23.8 -23.8 -23.8 -23.8 -23.8 -23.8 -23.8 3(-) -44.1 -44.1 -39.4 -33.2 -30.5 -28.5 -27.0 -25.8 -24.8 -23.8 -23.8 -23.8 -23.8 -23.8 -23.8 -23.8 -23.8 Roofs:External Wind Loads,P(psf)in(ASD) Zone Area(ft) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 All Zones(+) 10.7 10.7 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 1(-) -19.2 -19.2 -17.0 -14.1 -12.8 -11.9 -11.9 -11.9 -11.9 -11.9 -11.9 -11.9 -11.9 -11.9 -11.9 -11.9 -11.9 2r(-) -26.4 -26.4 -23.6 -19.9 -18.3 -17.1 -16.2 -15.5 -14.9 -14.3 -14.3 -14.3 -14.3 -14.3 -14.3 -14.3 -14.3 2e(-) -26.4 -26.4 -23.6 -19.9 -18.3 -17.1 -16.2 -15.5 -14.9 -14.3 -14.3 -14.3 -14.3 -14.3 -14.3 -14.3 -14.3 3(-) -26.4 -26.4 -23.6 -19.9 -18.3 -17.1 -16.2 -15.5 -14.9 -14.3 -14.3 -14.3 -14.3 -14.3 -14.3 -14.3 -14.3 Overhangs:External Wind Loads,P(psf)in(LRFD) Zone Area(ft) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 All Zones(+) 17.8 17.8 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 1 (-) -42.0 -42.0 -41.4 -40.6 -40.3 -40.0 -40.0 -40.0 -40.0 -40.0 -40.0 -40.0 -40.0 -40.0 -40.0 -40.0 -40.0 2r(-) -54.2 -54.2 -51.8 -48.7 -47.4 -46.4 -45.6 -45.0 -44.5 -44.1 -44.1 -44.1 -44.1 -44.1 -44.1 -44.1 -44.1 2e(-) -54.2 -54.2 -51.8 -48.7 -47.4 -46.4 -45.6 -45.0 -44.5 -44.1 -44.1 -44.1 -44.1 -44.1 -44.1 -44.1 -44.1 3(-) -66.3 -66.3 -58.8 -48.9 -44.5 -34.0 -34.0 -34.0 -34.0 -34.0 -34.0 -34.0 -34.0 -34.0 -34.0 -34.0 -34.0 Overhangs:External Wind Loads,P(psf)in(ASD) Zone Area(ft) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 All Zones(+) 10.7 10.7 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 1 (-) -25.2 -25.2 -24.9 -24.4 -24.2 -24.0 -24.0 -24.0 -24.0 -24.0 -24.0 -24.0 -24.0 -24.0 -24.0 -24.0 -24.0 2r(-) -32.5 -32.5 -31.1 -29.2 -28.4 -27.8 -27.4 -27.0 -26.7 -26.4 -26.4 -26.4 -26.4 -26.4 -26.4 -26.4 -26.4 2e(-) -32.5 -32.5 -31.1 -29.2 -28.4 -27.8 -27.4 -27.0 -26.7 -26.4 -26.4 -26.4 -26.4 -26.4 -26.4 -26.4 -26.4 3(-) -39.8 -39.8 -35.3 -29.4 -26.7 -20.4 -20.4 -20.4 -20.4 -20.4 -20.4 -20.4 -20.4 -20.4 -20.4 -20.4 -20.4 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: A-23 Address: 7530 204th St.NE,Arlington,WA 98223 Date: 5/9/2024 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Wind C&C LOW ROOF ASCE 7-16 Chapter 30-Enclosed or Partially Enclosed Buildings:Roofs For Any Building Height Building Geometry and Site Characteristics: Design Criteria&Velocity Pressure: Height'h': 28.5 ft Basic Windspeed'V': 98 mph (Larger)Length: 142 ft Component Exposure Category: C Width: 35 ft Velocity Pressure Coefficient,KZ: 0.97 Roof Area: 4970 ft2 a: 9.5 [Table 26.11-1] Zg: 900 [Table26.11-1] Building Type: Enclosed Buildings Topographic Factor,Kz1: 1.00 Ground Elev.above Sea Level,zg: 130 ft Wind Directionality Factor,Kd: 0.85 Ground Elevation Factor,Ke: 1.00 Velocity Pressure,LL: 20.21 psf Building Parameters and Wind Zone Extents: Roof Loading Zone Diagram: Roof Type and Angle: Gable(Flat)Roof:0<70 -----C) Roof Slope: 0 degrees Parapet Height above Roof: 3.5 ft Flat Roof Zone Type: Type 2 Zone Extent,0.6*h: 17.1 ft Zone Extent,0.2*h: 5.7 ft Zone Extent,aroof: N/A ft -------------- Internal Pressure Coefficients,GC Pi O O Typical Roof GCpi: 0.18 or -0.18 Overhang Internal Pressure: No Type 2:Gable(Flat)Roof:0<70 Overhang Roof GC is 0.00 or 0.00 Roofs:External Pressure Coefficients,GC f: Zone Area(ft) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 1 & 1'(+) 0.30 0.30 0.27 0.23 0.21 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 2&3(+) 1.00 1.00 0.95 0.88 0.85 0.82 0.81 0.79 0.78 0.77 0.76 0.75 0.75 0.74 0.73 0.72 0.70 10 -1.70 -1.70 -1.58 -1.41 -1.34 -1.29 -1.25 -1.22 -1.19 -1.16 -1.14 -1.12 -1.11 -1.09 -1.06 -1.04 -1.00 1'(-) -0.90 -0.90 -0.90 -0.90 -0.90 -0.90 -0.85 -0.81 -0.78 -0.75 -0.72 -0.70 -0.68 -0.66 -0.63 -0.60 -0.55 2(-) -2.30 -2.30 -2.14 -1.93 -1.84 -1.77 -1.72 -1.68 -1.64 -1.61 -1.58 -1.56 -1.54 -1.52 -1.48 -1.45 -1.40 3(-) -2.30 -2.30 -2.14 -1.93 -1.84 -1.77 -1.72 -1.68 -1.64 -1.61 -1.58 -1.56 -1.54 -1.52 -1.48 -1.45 -1.40 Roofs w/Overhangs:External Pressure Coefficients,GCpf- Zone Area(ft) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 1 & 1'(+) 0.30 0.30 0.27 0.23 0.21 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 2&3(+) 1.00 1.00 0.95 0.88 0.85 0.82 0.81 0.79 0.78 0.77 0.76 0.75 0.75 0.74 0.73 0.72 0.70 10 -1.70 -1.70 -1.67 -1.63 -1.61 -1.60 -1.52 -1.45 -1.39 -1.34 -1.30 -1.26 -1.22 -1.19 -1.13 -1.08 -1.00 1'(-) -1.70 -1.70 -1.67 -1.63 -1.61 -1.60 -1.52 -1.45 -1.39 -1.34 -1.30 -1.26 -1.22 -1.19 -1.13 -1.08 -1.00 2(-) -2.30 -2.30 -2.09 -1.81 -1.68 -1.59 -1.53 -1.47 -1.42 -1.38 -1.34 -1.31 -1.28 -1.26 -1.21 -1.17 -1.10 3(-) -2.30 -2.30 -2.09 -1.81 -1.68 -1.59 -1.53 -1.47 -1.42 -1.38 -1.34 -1.31 -1.28 -1.26 -1.21 -1.17 -1.10 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: A-24 Address: 7530 204th St.NE,Arlington,WA 98223 Date: 5/9/2024 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Wind C&C LOW ROOF Roofs:External Wind Loads,P(psf)in(LRFD) Zone Area(ft) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 1 & 1'(+) 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 2&3(+) 23.8 23.8 22.8 21.4 20.7 20.3 19.9 19.7 19.4 19.2 19.0 18.9 18.7 18.6 18.3 18.1 17.8 1 (-) -38.0 -38.0 -35.5 -32.2 -30.7 -29.7 -28.9 -28.2 -27.6 -27.2 -26.7 -26.4 -26.0 -25.7 -25.1 -24.7 -23.8 1'(-) -21.8 -21.8 -21.8 -21.8 -21.8 -21.8 -20.8 -20.0 -19.4 -18.8 -18.3 -17.8 -17.4 -17.0 -16.3 -16.0 -16.0 2(-) -50.1 -50.1 -46.9 -42.6 -40.8 -39.4 -38.4 -37.5 -36.8 -36.2 -35.6 -35.2 -34.7 -34.3 -33.6 -33.0 -31.9 3(-) -50.1 -50.1 -46.9 -42.6 -40.8 -39.4 -38.4 -37.5 -36.8 -36.2 -35.6 -35.2 -34.7 -34.3 -33.6 -33.0 -31.9 Roofs:External Wind Loads,P(psf)in(ASD) Zone Area(ft) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 1 & 1'(+) 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 2&3(+) 14.3 14.3 13.7 12.8 12.4 12.2 12.0 11.8 11.6 11.5 11.4 11.3 11.2 11.1 11.0 10.9 10.7 1 (-) -22.8 -22.8 -21.3 -19.3 -18.4 -17.8 -17.3 -16.9 -16.6 -16.3 -16.0 -15.8 -15.6 -15.4 -15.1 -14.8 -14.3 1'(-) -13.1 -13.1 -13.1 -13.1 -13.1 -13.1 -12.5 -12.0 -11.6 -11.3 -11.0 -10.7 -10.4 -10.2 -9.8 -9.6 -9.6 2(-) -30.1 -30.1 -28.1 -25.6 -24.5 -23.7 -23.0 -22.5 -22.1 -21.7 -21.4 -21.1 -20.8 -20.6 -20.2 -19.8 -19.2 3(-) -30.1 -30.1 -28.1 -25.6 -24.5 -23.7 -23.0 -22.5 -22.1 -21.7 -21.4 -21.1 -20.8 -20.6 -20.2 -19.8 -19.2 Overhangs:External Wind Loads,P(psf)in(LRFD) Zone Area(ft) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 1 & 1'(+) 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 2&3(+) 20.2 20.2 19.1 17.7 17.1 16.6 16.3 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 1 (-) -34.4 -34.4 -33.8 -32.9 -32.6 -32.3 -30.7 -29.3 -28.1 -27.1 -26.2 -25.4 -24.7 -24.1 -22.9 -21.9 -20.2 1'(-) -34.4 -34.4 -33.8 -32.9 -32.6 -32.3 -30.7 -29.3 -28.1 -27.1 -26.2 -25.4 -24.7 -24.1 -22.9 -21.9 -20.2 2(-) -46.5 -46.5 -42.2 -36.5 -34.0 -32.2 -30.8 -29.7 -28.7 -27.9 -27.2 -26.5 -25.9 -25.4 -24.4 -23.6 -22.2 3(-) -46.5 -46.5 -42.2 -36.5 -34.0 -32.2 -30.8 -29.7 -28.7 -27.9 -27.2 -26.5 -25.9 -25.4 -24.4 -23.6 -22.2 Overhangs:External Wind Loads,P(psf)in(ASD) Zone Area(ft) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 1 & 1'(+) 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 2&3(+) 12.1 12.1 11.5 10.6 10.3 10.0 9.8 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 1(-) -20.6 -20.6 -20.3 -19.8 -19.6 -19.4 -18.4 -17.6 -16.9 -16.3 -15.7 -15.3 -14.8 -14.4 -13.7 -13.1 -12.1 1'(-) -20.6 -20.6 -20.3 -19.8 -19.6 -19.4 -18.4 -17.6 -16.9 -16.3 -15.7 -15.3 -14.8 -14.4 -13.7 -13.1 -12.1 2(-) -27.9 -27.9 -25.3 -21.9 -20.4 -19.3 -18.5 -17.8 -17.2 -16.7 -16.3 -15.9 -15.6 -15.2 -14.7 -14.2 -13.3 3(-) -27.9 -27.9 -25.3 -21.9 -20.4 -19.3 -18.5 -17.8 -17.2 -16.7 -16.3 -15.9 -15.6 -15.2 -14.7 -14.2 -13.3 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: A-25 Address: 7530 204th St.NE,Arlington,WA 98223 Date: 5/9/2024 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Wind C&C CANOPY ASCE 7-16 Chapter 30-Enclosed or Partially Enclosed Buildings:Roofs For Any Building Height Building Geometry and Site Characteristics: Design Criteria&Velocity Pressure: Height'h': 12 ft Basic Windspeed'V': 98 mph (Larger)Length: 23.58 ft Component Exposure Category: C Width: 15 ft Velocity Pressure Coefficient,KZ: 0.85 Roof Area: 354 ft2 a: 9.5 [Table26.11-1] Zg: 900 [Table26.11a] Building Type: Open Buildings Topographic Factor,Kz1: 1.00 Ground Elev.above Sea Level,zg: 130 ft Wind Directionality Factor,Kd: 0.85 Ground Elevation Factor,Ke: 1.00 Velocity Pressure,qz: 17.66 psf Building Parameters and Wind Zone Extents: Roof Loading Zone Diagram: Roof Type and Angle: Gable(Flat)Roof:0<70 ----� Roof Slope: 0 degrees Parapet Height above Roof: 3.5 ft Flat Roof Zone Type: Type 2 Zone Extent,0.6*h: 7.2 ft 0 Q O Zone Extent,0.2*h: 2.4 ft Zone Extent,aroof: N/A ft771 Internal Pressure Coefficients,GC Pi ......... Typical Roof GCpi: 0 or 0.00 j Overhang Internal Pressure: Yes Type 2:Gable(Flat)Roof.-0<70 Overhang Roof GC is 0.00 or 0.00 Roofs:External Pressure Coefficients,GC f: Zone Area(ft) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 1 & 1'(+) 0.30 0.30 0.27 0.23 0.21 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 2&3(+) 1.00 1.00 0.95 0.88 0.85 0.82 0.81 0.79 0.78 0.77 0.76 0.75 0.75 0.74 0.73 0.72 0.70 10 -1.70 -1.70 -1.58 -1.41 -1.34 -1.29 -1.25 -1.22 -1.19 -1.16 -1.14 -1.12 -1.11 -1.09 -1.06 -1.04 -1.00 1'(-) -0.90 -0.90 -0.90 -0.90 -0.90 -0.90 -0.85 -0.81 -0.78 -0.75 -0.72 -0.70 -0.68 -0.66 -0.63 -0.60 -0.55 2(-) -2.30 -2.30 -2.14 -1.93 -1.84 -1.77 -1.72 -1.68 -1.64 -1.61 -1.58 -1.56 -1.54 -1.52 -1.48 -1.45 -1.40 3(-) -2.30 -2.30 -2.14 -1.93 -1.84 -1.77 -1.72 -1.68 -1.64 -1.61 -1.58 -1.56 -1.54 -1.52 -1.48 -1.45 -1.40 Roofs w/Overhangs:External Pressure Coefficients,GCpf- Zone Area(ft) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 1 & 1'(+) 0.30 0.30 0.27 0.23 0.21 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 2&3(+) 1.00 1.00 0.95 0.88 0.85 0.82 0.81 0.79 0.78 0.77 0.76 0.75 0.75 0.74 0.73 0.72 0.70 10 -1.70 -1.70 -1.67 -1.63 -1.61 -1.60 -1.52 -1.45 -1.39 -1.34 -1.30 -1.26 -1.22 -1.19 -1.13 -1.08 -1.00 1'(-) -1.70 -1.70 -1.67 -1.63 -1.61 -1.60 -1.52 -1.45 -1.39 -1.34 -1.30 -1.26 -1.22 -1.19 -1.13 -1.08 -1.00 2(-) -2.30 -2.30 -2.09 -1.81 -1.68 -1.59 -1.53 -1.47 -1.42 -1.38 -1.34 -1.31 -1.28 -1.26 -1.21 -1.17 -1.10 3(-) -2.30 -2.30 -2.09 -1.81 -1.68 -1.59 -1.53 -1.47 -1.42 -1.38 -1.34 -1.31 -1.28 -1.26 -1.21 -1.17 -1.10 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: A-26 Address: 7530 204th St.NE,Arlington,WA 98223 Date: 5/9/2024 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Wind C&C CANOPY Roofs:External Wind Loads,P(psf)in(LRFD) Zone Area(ft) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 1 & 1'(+) 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 2&3(+) 17.7 17.7 16.7 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 1 (-) -30.0 -30.0 -27.8 -24.9 -23.7 -22.7 -22.0 -21.5 -21.0 -20.6 -20.2 -19.8 -19.5 -19.3 -18.8 -18.4 -17.7 1'(-) -16.0 -16.0 -16.0 -16.0 -16.0 -16.0 -16.0 -16.0 -16.0 -16.0 -16.0 -16.0 -16.0 -16.0 -16.0 -16.0 -16.0 2(-) -40.6 -40.6 -37.8 -34.1 -32.4 -31.3 -30.4 -29.6 -29.0 -28.4 -28.0 -27.5 -27.1 -26.8 -26.2 -25.6 -24.7 3(-) -40.6 -40.6 -37.8 -34.1 -32.4 -31.3 -30.4 -29.6 -29.0 -28.4 -28.0 -27.5 -27.1 -26.8 -26.2 -25.6 -24.7 Roofs:External Wind Loads,P(psf)in(ASD) Zone Area(ft) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 1 & 1'(+) 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 2&3(+) 10.6 10.6 10.0 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 1 (-) -18.0 -18.0 -16.7 -15.0 -14.2 -13.6 -13.2 -12.9 -12.6 -12.3 -12.1 -11.9 -11.7 -11.6 -11.3 -11.0 -10.6 11(-) -9.6 -9.6 -9.6 -9.6 -9.6 -9.6 -9.6 -9.6 -9.6 -9.6 -9.6 -9.6 -9.6 -9.6 -9.6 -9.6 -9.6 2(-) -24.4 -24.4 -22.7 -20.4 -19.5 -18.8 -18.2 -17.8 -17.4 -17.1 -16.8 -16.5 -16.3 -16.1 -15.7 -15.4 -14.8 3(-) -24.4 -24.4 -22.7 -20.4 -19.5 -18.8 -18.2 -17.8 -17.4 -17.1 -16.8 -16.5 -16.3 -16.1 -15.7 -15.4 -14.8 Overhangs:External Wind Loads,P(psf)in(LRFD) Zone Area(ft) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 1 & 1'(+) 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 2&3(+) 17.7 17.7 16.7 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 1 (-) -30.0 -30.0 -29.5 -28.8 -28.5 -28.3 -26.8 -25.6 -24.6 -23.7 -22.9 -22.2 -21.6 -21.0 -20.0 -19.1 -17.7 1'(-) -30.0 -30.0 -29.5 -28.8 -28.5 -28.3 -26.8 -25.6 -24.6 -23.7 -22.9 -22.2 -21.6 -21.0 -20.0 -19.1 -17.7 2(-) -40.6 -40.6 -36.9 -31.9 -29.7 -28.1 -26.9 -25.9 -25.1 -24.4 -23.7 -23.2 -22.7 -22.2 -21.4 -20.6 -19.4 3(-) -40.6 -40.6 -36.9 -31.9 -29.7 -28.1 -26.9 -25.9 -25.1 -24.4 -23.7 -23.2 -22.7 -22.2 -21.4 -20.6 -19.4 Overhangs:External Wind Loads,P(psf)in(ASD) Zone Area(ft) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 1 & 1'(+) 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 2&3(+) 10.6 10.6 10.0 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 1(-) -18.0 -18.0 -17.7 -17.3 -17.1 -17.0 -16.1 -15.3 -14.7 -14.2 -13.7 -13.3 -13.0 -12.6 -12.0 -11.5 -10.6 1'(-) -18.0 -18.0 -17.7 -17.3 -17.1 -17.0 -16.1 -15.3 -14.7 -14.2 -13.7 -13.3 -13.0 -12.6 -12.0 -11.5 -10.6 2(-) -24.4 -24.4 -22.1 -19.1 -17.8 -16.9 -16.2 -15.6 -15.1 -14.6 -14.2 -13.9 -13.6 -13.3 -12.8 -12.4 -11.7 3(-) -24.4 -24.4 -22.1 -19.1 -17.8 -16.9 -16.2 -15.6 -15.1 -14.6 -14.2 -13.9 -13.6 -13.3 -12.8 -12.4 -11.7 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: A-27 Address: 7530 204th St.NE,Arlington,WA 98223 Date: 5/9/2024 AU E Client: SDH Architects,LLC Job No.: 24034 PENTHOUSE ROOF DESIGN Calculation: Wood Trusses Layout 4 5 6 PCwT at 24"O.C. I I I U X PCWT at 24"O.C. 3 40 PCWT at 24"O.C. I I B Pcw�r a.24• o.c. 11 ft 3.667t 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: B- I AU E Address: 7530 204th ST NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects LLC Job No.: 24034 Calculation: Truss Sill Uplift Anchors Roof DL: 15 psf Trusses Spaced at: 24 in O.C. Wind Uplift: -28.3 psf(LOW) DL Deflection: LI: 11 ft. M1�: 32.7 k-in. E: 29000 ksi w W: 180 plf V.�: 0.99 k Ix: 0.01 in.4 RI L RZ R1=R2: 0.99 k 4T�ta Y(@ center) 204.47 in. L/ 1 WL- Deflection: LI: 11 ft. M.�: -61.6 k-in. E: 29000 ksi W w: -340 plf V,1 : -1.87 k Ix: 0.01 in.4 RI L R2 R1=R2: -1.87 k AmAx((,center) -385.8 in. L/ 0 Max Uplift @ Tie: -0.53 k(0.6D+0.6W) LEDGER ANCHOR SIMPSON H1 TIE 34 1 Y16' / r e � Fasteners Allowable Uplift load e Connector 33 mil(20 pa.) e (� Model Material (160) No. Thickness To To To (lb.) aIM ° and(pa) Ratters/Truss Top Track Stud Ra a, DF/SP SPF/HF ° HI 43(18) (6)IldxIW M$To (1)010 H1 H1 Tie Capacity: 600 Is Required uplift Capacity: 526.7 lbs Unity: 0.878 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: B-2 JAAU E Address: 7530 204th ST NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects LLC Job No.: 24034 Calculation: Truss Sill Uplift Anchors Ledger Anchor Design: Anchor bolt Spacing: 48 in O.C. Ledger worst-case Trib L: 11 ft Roof DL: 15 psf X 11 ft = 165 plf - 5 Anchors Along Wall Wind Uplift: -28.3 psf(LOW) X 11 ft = -311 plf - 5 Anchors Along Wall 0.35 k uplift per anchor Uplift Along Ledger: -87.8 plf Worst-Case Later load along Ledger(E/W): 5.15 k - 5 Anchors Along Wall = 1.03 k Shear per Anchor Worst-Case Later load along Ledger(N/S): 3.433 k - 5 Anchors Along Wall = 0.687 k Shear per Anchor Cast-In Anchorage to CMU: Allowable Stress Design(ASD) Required Loads Per Indivdual Anchor Bolt: Req.Shear,V: 1030 lbs 0.656 OK e,� Ip=Dist to Top of Hook-0. Req.Tension,T: 351.1 lbs 0.072 OK — Top of Hook Unity: 0.507 OK Hex-Bolt t_-Bolt Anchor Properties: Anchor Bolt Diam,db: 0.375 in Masonry,fm: 2500 psi Anchor Cross-Sect.Area,Ab: 0.334 in' Anchor Material: A307 Grade A or F1554 Gr.36 Anchor Embed.length,In: 5.00 in Anchor Yield Strength,Fy: 36 ksi Min.Anchor Embed.length,lb—min: 2.00 in OK Type of Anchor: Hex Head Bent-Bar,eb: N/A in (If applicable) Allowble Shear Strengthh: Vau.W: 1571 lb per anchor [TMS 402-16 Section 8.1.3.3.2] 1)Masonry Breakout,Bvb: 1571 lb la=Edge of masonry to center of Anchor Edge Distance,Ibe: 4.00 in bolt in direction of load Area of Masonry Breakout,Apv: 25.13 inZ 2)Masonry Crushing,Bvc: 3118 lb 3)Anchor bolt Pryout,Bvpry: 9817 lb Im 4)Anchor Yielding,Bvs: 4329 lb Allowble Tension Strength: Ta11eV4,: 4909 lb per anchor [TMS 402-16 Section 8.1.3.3.1] 1)Masonry Breakout,Bab: 4909 lb Z A„=Area 1, Tension Fong Max Area of Masonry Breakout,Apt_msx: 78.54 in of circle Breakout Cone Area Overlap,Apt—Overlap• 0.00 in (Apt Max-(Ap,oV 1./2) b &�Fa nloaEf£Area of Masonry Breakout,Apt: 78.54 inZ luremp. 2)Anchor Yielding,Bas: 7214 lb 3)Pull-Out of Bent Bolt,Ban: N/A lb 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: B-3 Address: 7530 204th ST NE Arlington,WA 98223 Date: 5/9/24 AU E Client: SDH Architects LLC Job No.: 24034 Calculation: Truss Loading Trusses Spaces @: 24 in O.C. Hip Trusses: Overhang Dist.Load(w2): Distributed Load(w): DL: 55 plf DL: 82.5 plf SL: 91.67 plf SL: 137.5 plf WL: 79.93 plf(LOW) WL: 88 plf(LOW) or -206 plf(LOW) or -156 plf(LOW) LLr 73.33 plf LLr 110 plf W2 DIb 15.5 ft R2 D DL: 852.5 lb S SL: 1421 lb W WL: 909.3 lb LLLOADS TO CMU I LOADS TO GTor -1608 lb LL LLr 1137lb Girder Truss: Point Load from(2)HT: Overhang Dist.Load(w2): DL: 1705 lb Distributed Load(w): DL: 55 plf SL: 2841.7 lb DL: 232.5 plf SL: 91.67 plf WL: 1818.7 plf(LOW) SL: 387.5 plf WL: 79.93 plf(LOW) or -3217 plf(LOW) WL: 248 plf(LOW) or -206 plf(LOW) LLr 2273.3 lb or -439 plf(LOW) LLr 73.33 plf LLr 310 plf W W2 ft 31 ft R2 DL: 2789 lb DL: 2789 lb SL: 4648 lb SL: 4648 lb WL: 3027 lb WL: 3027 lb or -5512lb or -5512lb LLr 3718 lb LOADS TO CMU LLr 3718 lb 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: B-4 eA8UE Address: 7530 204th ST NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects LLC Job No.: 24034 LIGHT GAUGE DESIGN - Penthouse Wall Above Tunnel Calculation: High Roof Wall 3.25 ft DL: 15 psf LLr: 20 psf SL(Base): 25 psf 22 ft WL(+): 16 psf(LOW) WL(-): -19.8 psf(LOW) WL,overhang(-): 16 psf(LOW) WL,overhang(+): -38.5 psf(LOW) Dist.Load Max.Intensity: DL: 82.5 plf LLr: 110 plf SL(Base): 137.5 plf WL(+): 140 plf(LOW) WL(-): -234 plf(LOW) For Axial Wall Load: 1) D: 82.5 plf 2) D+L: 82.5 plf 3a) D+Lr: 192.5 plf 3b) D+S: 220 plf 4a) D+0.75L+0.75Lr: 165 plf 4b) D+0.75L+0.75S: 185.6 plf 5) D+0.6W: 166.5 plf 6a) D+0.75(0.6W)+0.75L+0.75Lr: 228 plf 6b) D+0.75(0.6W)+0.75L+0.755: 248.6 plf <<<CONTROLS 7) 0.6D+0.6W: -90.9 plf 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Milton Pg.No: C- I AU E Address: 1200 Meridian Ave E Milton,WA 98354 Date: 5/9/24 Client: SDH Architects LLC Job No.: 22402 Calculation: High Roof Wall Add.Axial Wall Load: 248.6 plf(D+0.75(0.6W)+0.75L+0.75S) Max R2 xodz.: 0.12 k Lz Reactions Stud wall assembly weight: 10 psf(LOD) Max R1 Horiz=V1: 0.12 k RZ Non-Seismic Seismic xz Non-Seismic Pressure"w 1": 17.6 psf[ASD]-> 23.47 plf R1 vert.: 0.46 k 117.3 lbs 16.6 lbs Non-Seismic Parapet Pressure"w 2": 0 psf[ASD]-> 0 plf V2: 0.00 k PL Non-Seismic Point Load: 0 k[ASD]at 0 ft above base V3: 0.12 k L. Seismic Fp: 0.25 *W[ASD] Mmnx 1: 3.52 k-in Seismic Fp: 2.49 psf[ASD]-> 3.321 plf x1: 5.00 ft x R ' � 117.3 lbs 16.6 lbs Seismic Point Load: 0 k[ASD]at 0 ft above base MMAX 2: 0.00 k-in Main Span/Cantilever: Stud span(main span)"11": 10 ft. Unbraced Lengths: Mmax: 3.520 k-in. Stud span(cantilever)"12": 0 ft. Lx: 10.00 ft. Kx: 1.0 (at base) Paxial: 0.465 kips Allowable Deflection: L/ 240 Ly: 4.00 ft. Ky: 1.0 Vmax: 0.117 kips Lt: 4.00 ft. Kt: 1.0 Try: 600S137-43(33ksi) at 16 in.O.C.Spacing Punchouts?: Yes Member Properties: Member Dimesions hole spacing: 24 in Fy: 33 ksi 13: 0.8900 Member depth: 6.000 in. hole depth: 2.5 in Fu: 45 ksi xo: -0.7960 in Member flange: 1.375 in. hole length: 4.5 in E: 29500 ksi ro: 2.4060 in Stiffiner Lip length: 0.375 in. Min end length 10 in G: 11300 ksi J: 0.000280 in Member mil: 43 m: 0.3 ksi Cw: 0.6330 in Design Mil: 0.0451 in. Ag: 0.413 in` Ixe: 1.976 in Corner Radii: 0.0712 in. KxLx/rx: 53.96 rx: 2.224 in. hmid-line: 5.9549 in. KyLy/ry: 104.6 ry: 0.459 in. bmid-fine: 1.3299 in. rz: in. "mid-line: 0.352 in. Bending Capacity: 11.170 k-in. JAII.wable Moment braced at: 2.775 ft.max User Input Mallow: N.A. k-in. (Per CFS) Mal: 12.56 k-in. (Per SFIA) Mad: 11.17 k-in. (Per SFIA) Ma,48: 11.38 k-in. (Per CFS) Axial Capacity: 2.584 Kips E2)Yielding&Global Buckling: Pne/Wc= 4.507 kips Pne 8.112 kips lc: 1.113 We= 1.8 Fn: 19.64 E2.1)Check Flexural Buckling E2.2) Check Torsional&Flexural-Torsional Buckling Fere: 26.623 ksi Fere: 26.623 ksi Gt 34.78 ksi (TeX 100.01 ksi E3)Local Buckling Interacting with Yielding and Global Buckling Pn1/Wc= 2.584 kips Pn1= 4.65 kips Fn: 19.64 Wc= 1.8 E3.1)Effective Width Method Effective Areaweb: Partially Effective Eff.lengthweb: 1.859 in. wweb: 5.767 in. rweb: - lweb: - fweb: - ksi Fcrl web: - ksi kweb: - Cpneh: 1.6337 in. rpnch: 0.569081489 1pReh: 1.499386968 fpnch: 19.64 ksi 'crlpneh: 8.737 ksi khole: 0.43 Effective Areaflange: Fully Effective Eff.lengthflg: 1.142 in. wf1g: 1.142 in. w/t: 25.33 Sflg: 49.60 b1 flg: 0.571 in. b2 fig: 0.571 in. b flg: 1.142 in. rflg: 1.000 lflg: 0.362 fflg: 19.64 ksi Fcr1 flg: 150.0 ksi kflg: 3.609 la sti. 0.00001 in.4 Is sti£ 0.00007 in.4 n flg: 0.454 D/w: 0.328 ds stif: 0.259 in. d's stif: 0.259 in. RI flg: 1 Effective Areastifrener: Fully Effective Eff.lengthstif. 0.259 in. wstif: 0.259 in. rstif: 1.000 lstif. 0.237 fstif: 19.64 ksi Fer1 stir: 348.4 ksi kstif: 0.43 Total Stud Effective Area: 0.2367 in.2 E4)Distortional Buckling Pnd/Wc= 3.567 kips Pnd= 6.421 kips Wc= 1.8 Id: 1.657 Perd: 4.964 kips P y: 13.63 kips Ford: 12.02 ksi Kffe: - Kfwe: - Kf. - Kffg: - Kfµg: - L: 12.64 Lord: 12.64 Lm: 120 A f. 0.075873985 Jf: 5.14428E-05 Ixf. 0.000564935 Iyf: 0.014395903 Ixyf 0.001472425 Cif: 0 Xof: 0.525643894 hxf. -0.80425611 iyf/yof: -0.03691889 tr_ho1e: 0.03894 in. Kffe: 0.073227992 Kfwe: 0.05318682 Kf: 0 Kffg: 0.003010298 Kfwg: 0.00750703 L: 13.58 Lord: 13.58 Lm: 120 Af. 0.065517651 Jf: 3.31223E-05 Ixf{ 0.000485592 I : 0.012430951 Ix ye. 0.001271448 Cwf: 0 Xof: 0.525643894 hxe. -0.80425611 /yof: -0.03691889 Shear Capacity: 1.240 Kips Vag: 1.415 kips Vanes 1.24 kips Member Capacity Check: Member Deflection Check: Governing Lateral Load: Seismic lexural unity: 0.315 OK Flexural+Axial Unity: 0.495 OK Main Span Deflec. : 0.091 in. L/ 1325 OK Axial Unity: 0.18 OK Flexural+Shear Unity: 0.329 OK Cant.Deflec. : 0.000 in. 2L/ OK Shear Unity: 0.095 OK Deflection Reduction Factor: N/A *Ref.2015 IBC Table 1604.3,Note f 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Milton Pg.No: C-2 AU E Address: 1200 Meridian Ave E Milton,WA 98354 Date: 5/9/24 Client: SDH Architects LLC Job No.: 22402 Calculation: High Roof Wall Connection to Structure Below: Track to Stud Connection: Bottom Track Connection to Wall Stud (AISI S211-07 Reaffirmed 2012) IMax Reaction at Stud: 117.3 lb Track Condition: Typical Condition Try: 600T125-43(33ksi) Stud Size: 600S137-43(33ksi) Design Thickness: 0.0451 in. Fy: 33 ksi Stud Properties: Fu: 45 ksi Fy: 33 ksi Stud Bearing Length'N': 1.25 in. Stud Web(Flat Portion)'h': 5.7674 Stud Dimesions Pnst: 727 lbs Member depth: 6.000 in. n: 1.7 Design Mil: 0.0451 in. Pallow: 427 lbs Corner Radii: 0.0712 in. Unity: 0.27 OK PAF&Light Gauge Steel Connection: Bottom Track Connection to Structure Load at Stud: 117.3 lb Stud Spacing: 16 in o.c. Conn.Spacing: 12 in o.c. Shear Load: 88.0 lb[ASD] Use: 0.118"Dia.Hilti X-P G3 PAF w/3/4"Embed.into 2,000 psi Concrete Tension Load: 0.0 lb[ASD] Load Type: Non-Seismic Thickness: 43 mil Fy: 33 ksi Fu: 45 ksi mf: 0.75 Design Thick: 0.0451 in. d: 0.118 dw: 0.268 d/t: 2.616 C: 3 Effective Shear Tallow: 80 lbs Vallow: 120 lbs Fasteners#: ( I) Tallow(pullover): 272 lbs Vattow(bea,ing): 215.5 Ibs Shear Load: 88 lb per fastener Vallow(bearing-deformation)- 187.6 lbs VALLow: 120 lbs 0.733 OK Effective Tension Min. Spacing= 4 in. Fasteners#: ( 1) Min.Edge.Dist.= 3 in. Tension Load: 0 lb per fastener Min.Substrate Thickness= 2.25 in. TALLow: 80 lbs 0 OK Unity Check: 0.733 + 0 = 0.733 OK Flat Track Header Design: TOP Track Check Span= 1.333 ft. Allow.ALL=L/ 360 Allow.ATL=L/240 ASD Loading: Track: 600T150-54(50ksi) w_LL-vert.: 137.5 plf Indivdual Track Properties: Vert w TL-vert.: 82.5 plf Ixe: 2.130 in Iye: 0.091 in Ma_vert.: 0.22 k-in. Mn_x/Q: 18.27 k-in. Mny/92: 1.099 k-in. I I I Y Va vert.: 0.055 k VnA2: 2.73 k w_horz.: 70.4 plf Flexure: 0.211 OK Horiz. Ma_horz.: 0.188 k-in. Shear: 0.027 OK Va_horz.: 0.047 k Flexural+Shear Unity: 0.212 OK Horizontal ALL-Horn.= 0.00 in-> L/ 200822 OK Vertical ALL-Vert.= 0.00 in-> L/ 4378 OK Deflection ATL-xorz.= 0.00 in-> L/ 200822 OK Deflection ATL-very.= 0.002 in-> L/ 7296 OK Defl.Unity: ACombined= 0.002 in-> L/ 7292 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Milton Pg.No: C-3 AU E Address: 1200 Meridian Ave E Milton,WA 98354 Date: 5/9/24 Client: SDH Architects LLC Job No.: 22402 1` Calculation: Penthouse Door Header Opening Dimension&Loading: Loading Stud wall assembly weight: 10 psf Load Type: Wind Zone: 4 Roof DL: 15 psf Out of Plane Pressure"w 1": 16.00 psf Roof LL: 20 psf Seismic Fp: 0.25 *W[LRFD] Roof Trib. : 5.5 ft Seismic Fp: 0.17 *W[ASD] Seismic Fp: 1.74 psf[ASD] Opening and Framing Geometry (E)Structure Header 10 ft Opening 3 7.25 ft Sit] 0 ft IF V (E)Structure 3.33 ft 16 in max to wall stud 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Milton Pg.No: C-4 AU E Address: 1200 Meridian Ave E Milton,WA 98354 Date: 5/9/24 Client: SDH Architects LLC Job No.: 22402 Calculation: Penthouse Door Header Header Member Design: Nested Stud+Track Design: Span: 3.33 ft. Allow.ALL:L/240 Allow.ATL:L/240 ASD Loading: Stud: 600S200-54(50ksi) Track: 600T300-54(50ksi) w_LL-vert.: 110 plf Indivdual Stud Properties: Indivdual Track Properties: ,x Vert w-TL-vert.: 220 plf Ixe: 3.139 in4 Ixe: 3.108 in4 Ma_vert.: 3.659 k-in. Iye: 0.235 in4 Iye: 0.051 in4 - Va vert.: 0.366 k Mn_x/Q: 26.31 k-in. Mn_x/52: 21.61 k-in. ' w_horz.: 80 plf Mn_y/Q: 6.13 k-in. Mny/52: 1.76 k-in. Horiz. Ma_horz.: 1.331 k-in. Vn Al 1.95 k Vn/S2: 2.73 k Va_horz.: 0.133 k Load Distribution: Flexure: 0.516 OK Flexure: 0.401 OK Ixe % I Iye % Shear: 0.158 OK Shear: 0.034 OK Track 3.108 50% 0.051 18% Flex.+Shear Unity: 0.54 OK Flex.+Shear Unity: 0.403 OK Stud 3.139 50% 10.235 82% Horizontal ALL-Horz.: 0.001 in-> L/ 33271 OK Vertical ALL v,,.: 0.02 in-> L/ 2061 OK Deflection ATL-H.,z.: 0.001 in-> L/ 33271 OK Deflection ATL-Ve,.: 0.039 in-> L/ 1030 OK Jamb Member Design: Built-Up Jamb Stud Design Option: 2 Loading at Jamb Stud: Non-Seismic Seismic Mmax: 5.596 k-in. Vbase: 0.187 kips Vbase: 0.020 kips ALL: 0.059 in. (at base) Paxial: 0.400 kips Vtop: 0.150 kips Vtop: 0.016 kips Member 1:(Stud) Member 2:(Stud) Member 3:(Track) Member 4:(Track) 600SI37-54(33ksi) - 600T150-54(33ksi) - Ixe 2.49 in4 Ixe 0.00 in4 Ixe 2.30 in4 Ixe 0.00 in4 Area 0.51 in Area 0.000 in Area 0.51 in Area 0.00 in kh,i, : 52.03% kho i, : 0.00% kho i, : 47.97% kho i, : 0.00% M/52: 15.05 k-in. 0.193 OK M„/52: 0.00 k-in. - - M„/52: 13.64 k-in. 0.197 OK M/W: 0.00 k-in. - - V/S2: 1.89 k 0.051 OK V/S2: 0.00 k - - V/S2: 2.73 k 0.033 OK V„/W: 0.00 k - - kAxW.: 100.00% kAxial. 0.00% PdQ: 4.75 k 0.084 OK Pn/f2: 0.00 k - - Flex+Axial Unity: 0.278 OK Flex+Axial Unity: - - Flex.+Shear Unity: 0.20 OK Flex.+Shear Unity: - - Flex.+Shear Unity: 0.2 OK I Flex.+Shear Unity: - - Deflection: I Comb.Ixe: 4.79 in4 Max.ALL: 0.059 in-> L/ 2020 OK Allow.ALL:L 240 Jamb Stud x x x x Y x x x Types: Option 1: Option 2: Option 3: Option 4: 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Milton Pg.No: C-5 AU E Address: 1200 Meridian Ave E Milton,WA 98354 Date: 5/9/24 Client: SDH Architects LLC Job No.: 22402 Calculation: Penthouse Door Header Header to Jamb Connection Design: Induced Loading to Stud Clip: Vert.Shear Load: 366.3 lb x x Direct Tension: 0 lb Vert.Mu: 251.8 lb-in x x Force Couple: 3.333 in x x Total Tension: 75.55 lb at top screw group(Includes Direct Tension/#of screw rows) Design of Stud Flanges for Strong-Axis Bending Loading: Stud Clip Dimension&Properties: Ecc.X= 0.69in. Try: 600SI37-54(33ksi) Mxreq. 0.252 k-in. Clip Length'b': 6 in. Fy: 33 ksi. Ix_x: 1.0188 in Ecc.y= 0.00 in. Stud Thick: 54 mil nB= 1.67 SX: 0.3396 in yreq. 0.00 k-in. Design Thick: 0.0566 in. E: 29500 ksi. Mx yidd: 11.2068 k-in. Stud Depth: 6 in. zpx: 0.5094 in M„x: 16.8102 k-in. Capacity Check: Zpy: 0.0048 in Iy_y: 0.00009 in Mnx/92B: 20.13 k-in. 0.01 OK Design Mil: 0.0566 in. Sy: 0.0032 in Mny/S2B: 0.095 k-in. 0 OK Corner Radii: 0.0849 in. My_idd: 0.1057 k-in. 0.01 OK MY: 0.1586 k-in. Screw&Light Gauge Steel Connection: Connection of Header Track Member to Stud Clip for Vertical Loading Allowable Screw Capacities to CFS: Shear Load: 366.3 lb Shear of #8 Screw in 54 mils(33ksi)= 344 lbs Tension Load: 0 lb Tension of #8 Screw in 54 mils(33ksi)= 118 lbs Effective Shear Fasteners#: (4) Effective Tension Fasteners#: ( ) total Shear Load: 91.58 lb per fastener Tension Load: 0 lb per fastener VALLow: 344 lbs 0.266 OK TALLOW: 118 lbs 0 OK Unity Check: 0.266 + 0 = 0.266 OK Screw&Light Gauge Steel Connection: Connection of Stud Clip to Jamb for Vertical Loading Allowable Screw Capacities to CFS: Shear Load: 366.3 lb Shear of #8 Screw in 54 mils(33ksi)= 344 lbs Tension Load: 75.55 lb Tension of #8 Screw in 54 mils(33ksi)= 118 lbs #of Rows of Screws: 2 rows #of Rows of Screws: 2 rows Effective Shear Fasteners#: (2) per row Effective Tension Fasteners#: (1 ) per row Effective Shear Fasteners#: (4) total Effective Tension Fasteners#: (2) total Shear Load: 91.58 lb per fastener Tension Load: 37.77 lb per fastener VALLow: 344 lbs 0.266 OK TALLOW: 118 lbs 0.32 OK Unity Check: 0.266 + 0.32 = 0.586 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Milton Pg.No: C-6 AU E Address: 1200 Meridian Ave E Milton,WA 98354 Date: 5/9/24 Client: SDH Architects LLC Job No.: 22402 Calculation: Penthouse Door Header Header to Jamb Connection Design(Continued Induced Loading to Angle Clip for Resisting Lateral Loading Horz.Shear Load: 133.2 lb x x x *Clip occurs on bottom of header Direct Tension Load: 0 lb x x x Design of Angle Clip Loading: Clip Dimension&Properties: Ecc.x: 0.75 in. Clip Leg to Header: 1.5 in Fy: 33 ksi. Ix_x: 0.6253 in Mx-req.: 0.05 k-in. Clip Leg to Jamb: 1.5 in S2B: 1.67 Sx: 0.2274 in Force Couple: 3.167 in Clip Length'b': 5.5 in. E: 29500 ksi. Mx y6ld: 7.5035 k-in. Tens./Comp.: 15.77 lb Clip Thick: 43 mil zpx: 0.3411 in M„x: 11.2553 k-in. Ecc.y: 0.75 in. Design Thick: 0.0451 in. zpy: 0.0014 in My-req.: 0.012 k-in. Iy_y: 0.00002 in Capacity Check: Sy: 0.0009 in Mnx/92B: 13.48 k-in. 0.00 OK My,,e1ld: 0.0308 k-in. Mny/nB: 0.028 k-in. 0.428 OK M„y: 0.0461 k-in. 0.43 OK Screw&Light Gauge Steel Connection: Connection of Angle Clip to Header Track Member Allowable Screw Capacities to CFS: Shear Load: 133.2 lb Shear of #8 Screw in 43 mils(33ksi)= 244 lbs Tension Load: 0 lb Tension of #8 Screw in 43 mils(33ksi)= 94 lbs Effective Shear Fasteners#: (3) Effective Tension Fasteners#: ( ) total Shear Load: 44.4 lb per fastener Tension Load: 0 lb per fastener VALLow: 244 lbs 0.182 OK TALLOW: 94 lbs 0 OK Unity Check: 0.182 + 0 = 0.182 OK Screw&Light Gauge Steel Connection: Connection of Angle Clip to Jamb Stud Member Allowable Screw Capacities to CFS: Shear Load: 133.2 lb Shear of #8 Screw in 43 mils(33ksi)= 244 lbs Tension Load: 15.77 lb Tension of #8 Screw in 43 mils(33ksi)= 94 lbs Effective Shear Fasteners#: (3) total Effective Tension Fasteners#: (1 ) total Shear Load: 44.4 lb per fastener Tension Load: 15.77 lb per fastener VALLow: 244 lbs 0.182 OK TALLOW: 94 lbs 0.168 OK Unity Check: 0.182 + 0.168 = 0.35 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Milton Pg.No: C-7 Address: 1200 Meridian Ave E Milton,WA 98354 Date: 5/9/24 AU E Client: SDH Architects LLC Job No.: 22402 Calculation: Penthouse Door Header Jamb Base/Top Connection Design. Track to Stud Connection: Bottom Track to Jamb Stud (AISI S211-07 Reaffirmed 2012) Max Reaction at Stud: 186.5 lb Track Condition: Opening Condition Try: 600T125-43(33ksi) Jamb Stud Size: 600S137-54(33ksi) Design Thickness: 0.0451 in. Fy: 33 ksi Stud Properties: Fu: 45 ksi Fy: 33 ksi Stud Bearing Length'N': 1.25 in. Stud Web(Flat Portion)'h': 5.717 Stud Dimesions 1/2*Pnst: 890 lbs Member depth: 6.000 in. n: 1.7 Design Mil: 0.0566 in. Pallow: 524 lbs Corner Radii: 0.0849 in. Unity: 0.36 OK Design of Base Angle Clip IAngle Clip from Jamb to Structure Analysis(If Req'd) Loading: Clip Dimension&Properties: Ecc.x: 0.75 in. Clip Leg to Struct: 1.5 in Fy: 33 ksi. IX_x: 0.6253 in Mx-,,,.: 0.07 k-in. Clip Leg to Jamb: 1.5 in 52B: 1.67 Sx: 0.2274 in Force Couple: 3.167 in Clip Length'b': 5.5 in. E: 29500 ksi. Mx-,e1ld: 7.5035 k-in. Tens./Comp.: 22.09 lb Clip Thick: 43 mil Zpx: 0.3411 in M„,: 11.2553 k-in. Ecc.y: 0.75 in. Design Thick: 0.0451 in. Zpy: 0.0014 in My-req.: 0.02 k-in. Iy_y: 0.00002 in Capacity Check: Sy: 0.0009 in Mnx/S21l: 13.48 k-in. 0.01 OK My-,e1ld: 0.0308 k-in. Mny/52B: 0.028 k-in. 0.6 OK Mny: 0.0461 k-in. 0.60 OK Screw&Light Gauge Steel Connection: Connection of Angle Clip to Jamb(If Req'd) Allowable Screw Capacities to CFS: Shear Load: 186.5 lb Shear of #8 Screw in 43 mils(33ksi)= 244 lbs Tension Load: 22.09 lb Tension of #8 Screw in 43 mils(33ksi)= 94 lbs Effective Shear Fasteners#: (2) Effective Tension Fasteners#: (1 ) Shear Load: 93.27 lb per fastener Tension Load: 22.09 lb per fastener VALLow: 244 lbs 0.382 OK TALLOW: 94 lbs 0.235 OK Unity Check: 0.382 + 0.235 = 0.617 OK PAF&Light Gauge Steel Connection: Bottom Track to Structure at Jamb/Jamb Base Clip to Structure Shear Load: 186.5 lb[ASD] Use: 0.118"Dia.Hilti X-P G3 PAF w/3/4"Embed.into 2,000 psi Concrete Tension Load: 0 lb[ASD] Load Type: Non-Seismic Thickness: 43 mil Fy: 33 ksi Fu: 45 ksi mf: 0.75 Design Thick: 0.0451 in. d: 0.118 dw: 0.268 d/t: 2.616 C: 3 Effective Shear Tallow: 80 lbs Vallow: 120 lbs Fasteners#: (2) Tallow(pullover): 272 lbs Vallow(bearing): 215.5 lbs Shear Load: 93.27 lb per fastener Vallow(bearing-deformation): 187.6 lbs VALLOW: 120 lbs 0.777 OK Effective Tension Min.Spacing= 4 in. Fasteners#: (1 ) Min.Edge.Dist.= 3 in. Tension Load: 0 lb per fastener Min.Substrate Thickness= 2.25 in. TALLOW: 80 lbs 0 OK Unity Check: 0.777 + 0 = 0.777 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Milton Pg.No: C-8 AU E Address: 1200 Meridian Ave E Milton,WA 98354 Date: 5/9/24 Client: SDH Architects LLC Job No.: 22402 Eyebrow Metal Studs Calculation: Eyebrow Stud Design DL S.W US Stud R1 Wind(+): 21.9 psf 4 0,US Stud (1.OW) brace 1.167 ft Studs spacing: 4 No 1.333 ft O.C. I 0.75 ft 1.833 ft 1.167 ft 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Milton Pg.No: C-9 Address: 1200 Meridian Ave E Milton,WA 98354 Date: 5/9/24 AU E Client: SDH Architects LLC Job No.: 22402 Calculation: Eyebrow Stud Design 2.955 lbs 0 lbs Add.Axial Wall Load: 0 plf(LOD) Max Rt Hori,.: 0.00 k R, x Stud wall assembly weight: 10 psf(LOD) Max R2Horiz:V1: 0.02 k Non-Seismic Pressure"w 1": 21.9 psf[ASD]-> 29.2 plf R2 ve,l.: 0.03 k L, Non-Seismic Parapet Pressure"w 2": 0 psf[ASD]-> 0 plf V2: 0.00 k w 17.03 lbs 0 lbs Non-Seismic Point Load: 0 k[ASD]at 0 ft above base V3: 0.02 k10.9 Seismic Fp: 0.00 *W[ASD] MMAx 1: 0.00 k-in x2 Non-Seismic Seismic Seismic Fp: 0.00 psf[ASD]-> 0 PH xt: 0.58 ft Lz Reactions Seismic Point Load: 0 k[ASD]at 0 ft above base MMAX_2: 0.05 k-in Main Span/Cantilever: Stud span(main span)"l 1": 1.167 ft. Unbraced Lengths: Mmax: 0.049 k-in. Stud span(cantilever)"12": 0.75 ft. Lx: 1.17 ft. Kx: 1.0 (at base) Paxial: 0.026 kips Allowable Deflection: L/ 240 Ly: 4.00 ft. Ky: 1.0 Vmax: 0.024 kips Lt: 4.00 ft. Kt: 1.0 Try: 350S162-43(33ksi) at 16 in.O.C.Spacing Punchouts?: Yes Member Properties: Member Dimesions hole spacing: 24 in Fy: 33 ksi l3: 0.5750 Member depth: 3.500 in. hole depth: 1.75 in Fu: 45 ksi xo: -1.3120 in Member flange: 1.625 in. a hole length: 4.5 in E: 29500 ksi ro: 2.0140 in Stiffiner Lip length: 0.500 in. Min end length 10 in G: 11300 ksi J: 0.000227 in Member mil: 43 m: 0.3 ksi Cw: 0.3500 in Design Mil: 0.0451 in. Ag: 0.334 in` Ixe: 0.64 in Corner Radii: 0.0712 in. KXLx/rx: 10 rx: 1.4 in. hmid-line 3.4549 in. KyLy/ry: 78.43 ry: 0.612 in. bmid_line: 1.5799 in. rz: in. dmid-line 0.477 in. Bending Capacity: 6.680 k-in. Allowable Moment braced at: 3.55 ft.max User Input Mallow: N.A. k-in. (Per CFS) Mat: 7.18 k-in. (Per SFIA) Mad: 6.68 k-in. (Per SFIA) Ma,4a: 6.85 k-in. (Per CFS) Axial Capacity: 3.087 Kips E2)Yielding&Global Buckling: Pne/WC= 4.097 kips Pne 7.374 kips 1c: 0.98 Wc= 1.8 Fn: 22.08 E2.1)Check Flexural Buckling E2.2) Check Torsional&Flexural-Torsional Buckling Fere: 47.331 ksi Fcre: 34.366 ksi Gt 34.54 ksi Gez 2911.53 ksi E3)Local Buckling Interacting with Yielding and Global Buckling Pnl/Wc= 3.0874623 kips Pn1= 5.557 kips Fn: 22.08 WC= 1.8 E3.1)Effective Width Method Effective Areaµ,eb: Partially Effective Ef£lengthweb: 1.443 in. wweb: 3.267 in. rweb: - lweb: - fweb: - ksi F,1 web: - ksi kweb: - Cpnch: 0.7587 in. rpwh: 0.950909236 1pnch: 0.73823031 fp h: 22.08 ksi F,1pneh: 40.51 ksi khole: 0.43 Effective Areaflange: Fully Effective Ef£lengthflg: 1.392 in. wttg: 1.392 in. w/t: 30.87 Sflg: 46.79 bt flg: 0.696 in. b2 flg: 0.696 in. b flg: 1.392 in. rflg: 1.000 lflg: 0.478 fflg: 22.08 ksi Ferl flg: 96.6 ksi kflg: 3.455 1a s,, 0.00006 in.4 IS Sri,. 0.00021 in.4 n flg: 0.417 D/w: 0.359 ds Stif: 0.384 in. d's Stif: 0.384 in. Rt flg: 1 Effective Area,iffene<: Fully Effective Ef£lengthstif: 0.384 in. wstif: 0.384 in. rstif: 1.000 lstif: 0.373 fstif: 22.08 ksi Ferl sti,. 158.4 ksi kstif: 0.43 Total Stud Effective Area: 0.2517 in.2 E4)Distortional Buckling Pnd/Wc= 5.012 kips Pnd= 9.022 kips W,= 1.8 Id: 0.891 Perd: 13.87 kips Py: 11.02 kips Fora: 41.54 ksi Kffe: - Kfµ,e - Kf: - Kffg: - Kfµg: - L: 14.91 Lerd: 14.91 Lm: 48 Af: 0.092786485 Jf. 6.29095E-05 Ixf. 0.0013635 Iyf: 0.025139927 IXyf: 0.003118339 Cwf: 0 Xof: 0.606626002 hXf: -0.973273998 lyf/yof: -0.055401 tr_hole: 0.04001 in. Kffe: 0.118447513 Kfwe: 0.098880761 Kf. 0 Kffg: 0.004104642 Kfwg: 0.00112704 L: 15.82 Lend: 15.82 Lm: 48 Af: 0.082317405 Jf. 4.39276E-05 Ix¢ 0.001207375 I : 0.022303394 IX : 0.002766498 Cwf: 0 Xof: 0.606626002 hxf: -0.973273998 /yof: -0.055401 Shear Capacity: 0.631 Kips Va : 1.74 kips Vanes 0.631 kips Member Capacity Check: Member Deflection Check: Governing Lateral Load: Supporting Glazing lexural unity: 0.007 OK Flexural+Axial Unity: 0.016 OK Main Span Deflec. : 0.000 in. L/ 214870 OK Axial Unity: 0.008 OK Flexural+Shear Unity: 0.039 OK Cant.Deflec. : 0.000 in. 2L/ 135724 OK Shear Unity: 0.038 OK Deflection Reduction Factor: N/A *Ref.2015 IBC Table 1604.3,Note f 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Milton Pg.No: C- 10 Address: 1200 Meridian Ave E Milton,WA 98354 Date: 5/9/24 AU E Client: SDH Architects LLC Job No.: 22402 Calculation: Eyebrow Stud Design Connection to Structure Below: Track to Stud Connection: Top Track Connection to Eyebrow Stud (AISI 5211-07 Reaffirmed 2012) Max Reaction at Stud: 2.955 lb Track Condition: Typical Condition Try: 350T125-43(33ksi) Stud Size: 350SI62-43(33ksi) Design Thickness: 0.0451 in. Fy: 33 ksi Stud Properties: Fu: 45 ksi Fy: 33 ksi Stud Bearing Length'N': 1.25 in. Stud Web(Flat Portion)'h': 3.2674 Stud Dimesions Pnst: 776 lbs Member depth: 3.500 in. 91: 1.7 Design Mil: 0.0451 in. Pallow: 456 lbs Corner Radii: 0.0712 in. Unity: 0.01 OK Track to Stud Connection: Bottom Track Connection to Eyebrow Stud (AISI 5211-07 Reaffirmed 2012) Max Reaction at Stud: 17.03 lb Track Condition: Typical Condition Try: 350T125-43(33ksi) Stud Size: 350S162-43(33ksi) Design Thickness: 0.0451 in. Fy: 33 ksi Stud Properties: Fu: 45 ksi Fy: 33 ksi Stud Bearing Length'N': 1.25 in. Stud Web(Flat Portion)'h': 3.2674 Stud Dimesions Pnst: 776 lbs Member depth: 3.500 in. 92: 1.7 Design Mil: 0.0451 in. Pallow: 456 lbs Corner Radii: 0.0712 in. Unity: 0.04 OK Screw&Light Gauge Steel Connection: Eyebrow Stud to Top and Bot Track Allowable Screw Capacities to CFS: Shear Load: 2.955 lb Shear of #8 Screw in 33 mils(33ksi)= 164 lbs Tension Load: 0 lb Tension of #8 Screw in 43 mils(33ksi)= 94 lbs Pull-Over of #8 Screw in 33 mils(33ksi)= 195 lbs Effective Shear Fasteners#: (2) Effective Tension Fasteners#: ( 1 ) Shear Load: 1.477 lb per fastener Tension Load: 0 lb per fastener VALLow: 164 lbs 0.009 OK TALLOW: 94 lbs 0 OK Unity Check: 0.009 + 0 = 0.009 OK A13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Milton Pg.No: C- 11 AU Address: 1200 Meridian Ave E Milton,WA 98354 Date: 5/9/24 Client: SDH Architects LLC Job No.: 22402 Calculation: Eyebrow Stud Design DL S.W US Stud Rl US Stud brace 1.167 ft 45 ° I 0.75 ft 1.833 ft 1.167 ft RI from Eyebrow: 2.955 lb x 3 / cosine( 45 ) = 16.87 lbs axial load in brace (brace is spaced @ 36"O.C.,not 16") Screw&Light Gauge Steel Connection: Brace to Eyebrow Stud Allowable Screw Capacities to CFS: Shear Load: 16.87 lb Shear of #10 Screw in 33 mils(33ksi)= 177 lbs Tension Load: 0 lb Tension of #10 Screw in 43 mils(33ksi)= 109 lbs Pull-Over of #10 Screw in 33 mils(33ksi)= 265 lbs Effective Shear Fasteners#: (3) Effective Tension Fasteners#: ( 1 ) Shear Load: 5.625 lb per fastener Tension Load: 0 lb per fastener VALLOW: 177 lbs 0.032 OK TALLOW: 109 lbs 0 OK Unity Check: 0.032 + 0 = 0.032 OK 24.Beam Overhanging One Support-Uniformly Distributed Load Deflection: Ll: 1.167 ft. Ml(btw Rl andR2): 0.015 k-in. E: 29000 ksi L2: 0.75 ft. M2(AtR2): 0.074 k-in. Ix: 0 in.4 ��► c, w ��►cz w: 21.9 psf Mml : 0.074 k-in. At x 1: 1 ft Rl=V1: 0.0075 klf Axt(b—up,m): #Div/O! in. AL R, WR2 Rz V 3: 0.034 klf L/ #DlviO! F triuted load along V2: 0.016 klf Atx2: 0.75 ft V3: 0.018 klf Ax 2(f ,b-g): #DiviO! in. Vim: 0.018 klf 2L/ #DrviO! 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 / Project: Wet Rabbit Car Wash-Milton Pg.No: C- 12 AU E Address: 1200 Meridian Ave E Milton,WA 98354 Date: 5/9/24 Client: SDH Architects LLC Job No.: 22402 Calculation: Eyebrow Stud Design Worst-Case Eyebrow Track Flat Track Header Design: Span= 3 ft. Allow.ALL=L/ 360 Allow.ATL=L/240 ASD Loading: Track: 350T125-43(33ksi) w_LL-vert.: 7.292 plf Indivdual Track Properties: x Vert w—TL-vert.: 7.292 plf Ixe: 0.460 in Iye: 0.038 in �. Ma_vert.: 0.098 k-in. Mn_x/n: 4.61 k-in. Mny/n: 0.521 k-in. I y Va_vert.: 0.011 k Vn/92: 1.74 k w_horz.: 7.496 plf Flexure: 0.211 OK Horiz. Ma_horz.: 0.101 k-in. Shear: 0.009 OK Va_horz.: 0.011 k Flexural+Shear Unity: 0.211 OK Horizontal ALL-Ho,.= 0.00 in-> L/ 35761 OK Vertical ALL-ve,= 0.01 in-> L/ 3076 OK Deflection ATUHorz.= 0.00 in-> L/ 35761 OK Deflection ATL-Vert.= 0.012 in-> L/ 3076 OK Defl.Unity: Acombined= 0.012 in-> L/ 3064 OK ***Track is OK to span 3 ft between Braces Stud Brace to HSS Steel Fastners Fastener Connection Design: JAII Loads are(ASD) Req.Shear: 16.87 lbs USE: #8-16 Stainless steel screws Req.Tens.: 0 lbs tapped into A36 Steel Effective Shear Fasteners#: (3) Shear Load= 5.625 lb per fastener VALLow: 210 lbs 0.03 OK Effective Tension Fasteners#: ( 1 ) Tension Load= 0 lb per fastener TALLOW• 210 lbs 0.00 OK Unity Check: 0.03 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 / Project: Wet Rabbit Car Wash-Milton Pg.No: C- 13 Address: 1200 Meridian Ave E Milton,WA 98354 Date: 5/9/24 AU E Client: SDH Architects LLC Job No.: 22402 STEEL DESIGN - Mechanical Room Roof Calculation: STEEL DECK CHECK Type PLBT""-36 or HSB®-36 Allowable Uniform Loads(psf) DECK SPAN(ft-in.) SPAN GAGE CRITERIA r-W' W-V 4'-0^ W-0' 5'-0^ V-Cr 6'4" r-0" r-0^ 8'-0^ 8'-0^ 9'-0^ 9'4" 1W-0^W-V 1Y-0^ Stress 300 300 235 2 1 89 77 6 52 38 31 28 V380 N• N• N• 12 74 59 40 28 24 20 15 12 22 U240 H• H• H N• • • •H • 4 42 35 30 23 18 L/180 ••• N• N N• •N ••• N • •N •N •N 30 23 Stress 300 30 5 132 112 97 59 53 47 39 33 LLI V360 ••• 1 113 89 71 4 40 33 28 24 18 14 co 20 U240 ••• • • H• •N ••• •N t 59 50 43 37 27 21 W U7 ••• H N• N• • ••• ••• N N •N •N •N •N 37 28 M ITU 103 92 82 73 66 55 46 0 U240 ••• N H• 58 •94 149 H • 16 94 79 66 56 48 36 28 V180 • H• H• • ••• •H •H •H •H 84 48 37 Stress 300 300 300 300 194 167 146 128 113 101 91 82 68 57 1 U360 ... •.. H• 241 18 145 117 95 78 65 55 47 40 30 23 V240 H H• • ••• •N •H 143 118 98 83 70 60 45 35 U180 ♦•• ♦�� H N• •N •N •N ••• ••• •00 •N •N 8o 60 46 Footnotes for Allowable Uniform Load Tables 1 Stress=Allowable uniform bad based on maximum allowable flexural stress In deck. 2.U360.L240 or U180=Uniform load which produces selected deflection in deck. 3-The symbol N•I load based on deflection exceeds aloweble'4110lbiniMMW on stress. 4 Nominal uniform loads governed by stress may be determined by multiplying the allowable values in the table by Dr,=1 67 -RFD loads may be determined by multiplying nominal loads by mb=0.95. Loading on Deck: Max.Intensity Snow Load: 61 psf (See Snow Drift Diagram) LL: 0 psf LLR: 20 psf WL+: 16 psf WL-: -31 psf ASD Load Combos: -Equipment Room Roof D: 17.5 psf Structure= 2.50 psf-Total D+Lr: 37.5 psf .0 240 ffA D+S: 78.5 psf CONTROLS -16 GA.Mtl Deck 2.50 psf D+0.75L+0.75Lr: 32.5 psf -XKXKXXXX 0.00 Psf D+0.75L+0.75S: 63.25 psf Ceiling&MEP= 12.00 psf-Total D+0.75(0.6W)+0.75L+0.75Lr: 39.7 psf Misc.Equipment 12.00 psf D+0.75(0.6W)+0.75L+0.75S: 70.45 psf -XKXKXXXX 0.00 psf Finish= 1.50 psf-Total - 1.50 psf Special= 0.00 psf-Total Misc.= 1.50 psf-Total Design DL= 17.5 psf Total Max DL= 17.5 psf Total SDL= 15.0 psf USE: 20 GA. METAL DECK w/MAX 7'-6" SPANS 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D- I Address: 7530 204th St.NE Arlington,WA 98223 Date: 5/9/24 AUE Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam Schedule Diagram eam Type A earn Twe A eam Type A eam Tvne A earn Type A eam Tvne A earn Type A eam Type A eam Type A eam Type A eam Type A Beam Type D Beam Type B I Beam Type C eam Type A earn Type A eam Type A earn Type A 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: D-2 AUE 7530 204th St.NE Arlington,WA 98223 Date: 5/9/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Beam Type A Induced Loading Derivation: �( 1 ..... I 7.5 ft 7.5 ft ' Beam L: 10.67 ft � I I � I I � I I l J l SL Drift Dia SNOW DRIFT SURCHARGE Load Summary: DL: 20 psf 14.1 psf 14.1 psf LLr: 20 psf ---- SL(Base): 25 psf WL+: 16 psf 3.5 ft 3.5 ft WL-: -29 psf BEAM 0Rsic Load Cases111- 10.67 ft CMU WALL w 0 BLC Oescr...J Category { D DL 2 LLr RLL 3 SL(base) SL 4 SL(drift) OL1 5 WL+ WL+Y 6 WL- WL-Y ©' Load Combinations Combinations I Design 1❑�► Description ISolveI PDelta SRSS BLC Factor I BLC I Factor BLC I Factor BLC I Factor 1 ASD:D 0 1 1 2 ASD:D+LLr ❑O 1 1 2 1 3 ASD:D+S 0 1 1 3 1 - 1 4 ASD:D+0.75L+0.75LLr ❑v 1 1 2 0.75 5 ASD:D+0.75L+0.75S 2 1 1 3 0.75 6 ASD:D+0.6W ❑v 1 1 5 0.6 7 ASD:D+0.75(0.6W)+0.75L+0.75S 10 1 1 5 0.45 3 0.75 a ASD:0.6D+0.6W ❑v 1 1 0.6 1 6 1 0.6 9 LRFD: 1.4D 10 1 1.4 10 LRFD:12D+1.6L+0.5LLr ❑v 1 1.2 2 0.5 11 LRFD:I.2D+1.6LLr+L 10 1 1.2 2 1.6 12 LRFD:12D+1.6S+L ❑v 1 1.2 3 1.6 4 1.6 13 LRFD:I.2D+1.6LLr+0.5W 10 1 1.2 2 1.6 5 0.5 14 LRFD:12D+1.6S+0.5W ❑v 1 1.2 3 1.6 4 1.6 5 0.5 15 LRFD:I.2D+1.0W+1.0L+0.5LLr ❑p 1 1.2 5 1 2 0.5 16 LRFD:I.2D+1.OW+L+0.5S ❑v 1 1.2 5 1 3 0.5 17 LRFD:0.9D+1.OW ❑� 1 0.9 6 1 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-3 AAU Address: 7530 204th St.NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam Type A Beam Loads: DL: 20 psf x 7.5 ft = 150 plf LL,: 20 psf x 7.5 ft = 150 plf SL(Base): 25 psf x 7.5 ft = 187.5 plf Beams Spaced at: 7.5 ft O.C. WL+: 16 psf x 7.5 ft = 120 plf WL-: -29 psf x 7.5 ft = -217.5 plf -1501b.,It DL: . . . . . . . . ... . . . . . . . . . . . . . . . . . . . . . . . 1 E-7 0 1:,ft LLr: -18 7.51 b4t N2 SL(base): .. .. ....... .. .. ....... .. .. ....... Ili rJ2 -105.751b)lt -1 05.75lb/ft SL(drift): -1201b1l N 2 WL+: N2 N 2 WL-: 12 1 ft 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-4 Address: 7530 204th St.NE Arlington,WA 98223 Date: 5/9/24 AU Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam Type A Member. MI Shape: W10X12 Material: A992 Length: 10.667 ft I Joint: N1 A k J Joint: N2 LC 3:ASD:D+S Code Check: No Cak: Report Based On 97 Sections 1.985 at 0 ft fa ksi V - k _ Worst Loading Case: D+S -1.985 at 10.667 ft 5.521 at 5.333 ft M k-in fc ksi -60.19 at 5.333 ft ft ksi D in -5.521 at 5.333 ft -0.083 at 5.333 It AlSC 15th (360-16): ASD Code Check Direct Analysis Method -P-Delta analysis requirHd fur all Al Sc, 360-16 Load Combinations- Max Defl Ratio U1545 v Induced Loading: Try: W10xl2 Design Method: ASD x____ ___X Pte„sion: 0.0 k Material Properties: 1 S2 b: 1.67 S2_t,yield: 1.67 S2_v,x : 1.50 Pcompression: 0.0 k ASTM Designation: A992 92 e: 1.67 S2 t,rupt. : 2.00 t2 v,y: 1.67 y. Strong Axis Mx 60.2 k-in E: 29000 ksi Member Analysis: JAxial Unbraced Lengths: Strong Axis VY 2.0 k G: 11200 ksi Strong-Axis Unbraced Length,Lb-x: 2.67 ft Kx: 1.00 Weak-Axis MY: 0.0 k-in FY: 50 ksi Weak Axis Unbraced Length,Lb-y: 1.00 ft KY: 1.00 Weak-Axis Vx: 0.0 k Fn: 65 ksi Torsional Unbraced Length,Lt: 1.00 ft Kt: 1.00 RY: 1.1 Flexural Unbraced Length Span: 10.7 ft Rt: 1.1 Comp.Flange Unbraced Length,Leo,, : 2.667 ft Member Check: Deflection Check: Transient: L/ 360 D+Transient: L/ 240 Shear Unity: 0.05 OK ATransient,x-x: 0.05 in-> L/ 2667 OK Flexure Unity: 0.16 OK OD+Transient,x-x: 0.08 in-> L/ 1542 OK USE W 1 OX 12 Tension+Flexure: 0.16 OK �Transient,y-y: 0.00 in-> L/ 10000 OK Comp.+Flexure: 0.16 OK OD+Transient,y-y: 0.00 in-> L/ 10000 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-5 AUE Address: 7530 204th St.NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam Type A Member Design per AISC 360-Specificication for Steel Buildings Section Pro erites: Self-Weight: 12 plf Compression Limiting Slenderness: A: 3.54 in bf/2tf: 9.43 rts: 0.983 in kf: 9.43 4f: 13.49 Non-slender Flange [Table B4.la Case 1] d: 9.87 in h/tw: 46.6 Iy: 2.18 in X,: 46.6 a,,,: 35.88 Slender Web [Table B4.1 a Case 5] tW: 0.19 in ho: 9.66 in Zy: 1.74 in Flexural Limiting Slenderness: bf: 3.96 in Ix: 53.8 in Sy: 1.1 in a f: 9.43 kpf: 9.152 X f: 24.08 Noncompact Flange [Tabl.B4.11,Ca 101 tf: 0.21 in Zx: 12.6 in ry: 0.785 in X,: 46.6 X w: 90.55 ,: 137.3 Compact Web [Table B4.11,Case 151 h: 8.85 in Sx: 10.9 in CW: 50.9 in kdes: 0.51 in rx: 3.9 in J: 0.055 in Strong-Axis Flexural Capacity: Weak-Axis Flexural Capacity: Compression Capacity: LP: 2.77 ft [Eq.F2-5] Yielding[sect.F6.rl: Le-x/rx: 8.205 Lr: 8.05 ft [Eq.F2-6] Mp: 87 k-in [Eq.F2-11 Lc-y/ry: 15.29[Gevemsl Yielding[sect.F2.11: Flange Local Buckling rsect.F6.21: Lc-t: 12 in MP: 630 k-in [Eq.F2-1] b)Ma: 86.1 k-in [Eq.F6-2] Flexural Buckling[sect.E31: Lateral Torsional Buckling rsect.F2.21: Fe,: 225 ksi [Eq.F64] Fe: 1225 ksi,[Eq.E34] Cb: 1.00 c)Mn: N/A k-in [Eq.F6-3] Fcr,NS 49.15 ksi,[Eq.E3-2&E3-3] a)Mn: 630 k-in [Sect.F2.2.a] Mn_y/52: 52 k-in Torsional&Flexural Torsional Buckling rsect.E41: b)Ma: N/A k-in [Eq.F2-2] Tension Capacity: I Fe,NS(FTB): 1818 ksi,[Eq.E4-2] Fe,: 275.8 ksi [Eq.F24] Yielding[sect.D2.al: Fcr,NS(FTB) 49.43 ksi,[Eq.E3-2&E3-31 c)Mn: N/A k-in [Eq.F2-31 Pn: 177 k Slender Elements Adjustments rsect.E7.11: Nonco=act or Slender Flange rF3.21: Rupture rsect.n2.bl: C1 b: 0.22 [Table E7.11 a)Mn: 625.4 k-in [Sect.F3-1] Anet: 6.00 in C2 b: 1.485 [Eq.E7-4] b)Mn: N/A k-in [Sect.F3-21 U: 1.00 Fe1,b: 225.7 ksi,[Eq.E7-5] Pa: 390 k be: 3.96 in Mn x/52: 374 k-in Pn/f2: 106 k C1h: 0.18 [Table E7.11 Strong-Axis Shear Capacity: Weak-Axis Shear Capacity: C2 h: 1.308 (Eq.E74) k,: 5.34 [Sect.G2.11 k,: 1.2 [Sect.G7] Fe1,h: 50.72 ksi,[Eq.E7-5] AW: 1.875 in AW: 1.663 in he: 7.33 in h/t,: 46.6 bt/2tf: 9.43 Ac: 3.251 in2,[Sect.Ezl] C5,1: 1.00 [Sect.G2.1] C5,2: 1.00 [Sect.612.11 Fc, s: 49.15 ksi,[Eq.E3-2&E3-3] Va: 56.26 k[Eq.G2-1] Va: 49.9 k[Eq.G2-1] Pn: 159.8 k,[Eq.E3-1,E7-1] Vn x/n: 37.51 k I Vn y/n: 29.88 k Pn/n: 95.69 k Load Summary: Load to Ea.End of Beam: 1.985 k T.O.W.Anchor Tension: 1.19 k (See Wall Anchor Design on pp.F-62) 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-6 AUE Address: 7530 204th St.NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam Type A Single Plate Shear Tab Design Loading: Design Method: ASD w Vu: 1.99 k S2 b: 1.67 �e' ' L ' Mu: 4.96 k-in 92 vy: 1.50 S2_vr: 2.00 • Le� 92 v-bs: 2.00 s, 'L' Plate Geometry&Properties: Plate Width,'w': 4 in Bolt Diameter: 3/8 in Plate Length,'L': 6 in #of Bolts: 2 Plate Thickness,'tp': 0.25 dim Bolt Spacing,V: 3 in Eccentricity,V: 2.5 in Edge Dist.,'Leh': 1.5 in Plate Fy: 36 ksi Edge Dist.,'L,': 1.5 in Plate Fu: 58 ksi Plate:Shear Yielding Plate:Shear Rupture Block Shear Rupture A9,: 1.5 in Any,: 1.281 in Ub,: 1.00 Rn: 32.4 k Rn: 44.59 k Rn: 50.98 k S2_vy: 1.50 92_vr: 2.00 S2 v-bs: 2.00 Rn/S2: 21.6 k Rn/i2: 22.29 k Rn/S2: 25.49 k Unity: 0.092 OK Unity: 0.089 OK Unity: 0.078 OK Plate:Flexural Capacity Lbd/t 2: 240 Yielding: Lateral Torsional Buckling: Zx: 2.25 in Cb= 1.00 Sx: 1.5 in a)Mn: 78 k-in Mn=Mp: 81.0 k-in b M : N/A k-in Min.Mn: 77.7 k-in S2 b: 1.67 Mn/92: 46.5 k-in Unity: 0.107 OK Out of Plane Weld Connection Design: Design Method: ASD Y+ Required Strength(At Center oeld Group2 RIGHT HAND Location of Stress f W Y(+) Vy= -1.985 k (Down) RULE APPLIES (k/in): Vert Mx= 4.963 k-in Y+ Y __ d XH Vx= 0.000 k Axial Stress,fz= 1.025 -0.63 Horiz My= N/A Vert.Stress,f�,= -0.33 -0.33 Y_ _ Torsion,Mz= 0.000 k-in Horiz.Stress,fx= 0 0 Axial,Nz= 1.190 k (Tens.) fCeS1��ant= 1.08 0.71 Weld Design: Weld Dimensions: Weld Metal Nominal Stress,F.w: 70 ksi d: 6 in. Weld Safety Factor,K2: 2.00 Min.effect.Throat,(E)Tin.: 0.051 in. Weld Group Properties: Weld Type: Fillet J=I,: 18 in.3 LWeid: 6 in. Fillet weld Leg: 0.2500 in. Note:n/a Ix: 18 in.' yTnp: 3.0 in. Sx_Top: 6 in.2 Effective Throat,(E): 0.177 in. yBob -3.0 in. S.Bob -6 in.2 A1low.Weld Stress,0.6Fnw/52w: 21 ksi Iy: 0 in.3 xTop: 0.0 in. Sy Top: 0 1n.2 Required Weld Stress: 6.10 ksi 0.29 OK xB,: 0.0 in. S Bot: 0 in.2 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-7 Address: 7530 204th St.NE Arlington,WA 98223 Date: 5/9/24 AUE Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam Type A K ANCHOR LOADS n wik Bob TZ2 {t A—hor N[6] Vx Pb] W[Ib] IQMIK— 1 108 0 -500 2 108 0 -800 KWIK HUS EZ- P * 3 492 0 -500 KWIK HUS EZ- 4 4W 0 -500 CRC m W ANCHOR DESIGN 1 KWIKHUSEZ- C Tens KWIK HUS EZ- Ci h Overall 5� c ssa,s ---- KWIKHUS EZ- * V O TYPE r cen.c� Shear CKWIK HLI&EZ(KH-EQ Se�z �! Ocemll 554 v"(3 y41 v— Combination .37 Anchor Item M i'c depth 18 H-KEZ pth h . Ebedment Em _ef �MESSAGES 3 25 In S R-The anchor calcuI.—is based on a rigid anchor plate acarxnPibrt 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-8 Address: 7530 204th St.NE Arlington,WA 98223 Date: 5/9/24 AUE Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam Type B Induced Loading Derivation: Unfactored Strong-Axis Induced Forces Unfactored Weak-Axis Induced Forces Member Properties: BLC Dist.Loads Line Loads Point Load BLC Dist.Loads Line Loads Point Load Span,Ll: 2.5 ft DL: 20 psf 60 plf 0.0 k DL: 0 psf 0 plf 0.0 k E: 2g000 ksi DLadd: - psf 0 plf 0.0 k DLadd: - psf 0 plf 0.0 k Iz: 1.19 in.' DLsw: - psf 7 plf - k DLsw: - psf 0 plf - k Iz: 1.19 in.4 LL: 0 psf 0 plf 0.0 k LL: 0 psf 0 plf 0.0 k Member Analysis: Conservative Design Max LL,: 20 psf 60 plf 0.0 k LL,: 0 psf 0 plf 0.0 k Analysis Location,x: 0 ft SLbase: 25 psf 75 plf 0.0 k SLbase: 0 psf 0 plf 0.0 k Wind Deflection Reduction: No SLd ift: - psf 0 plf 0.0 k SL&ft: - psf 0 plf 0.0 k a b WL+: 16 psf 48 plf 0.0 k WL+: 0 psf 0 plf 0.0 k W WL_: -29 psf -87 plf 0.0 k WL_: 0 psf 0 plf 0.0 k "'ri 1 14 Vert.Trib.Width: 3 ft Horz.Trib.Width: 0 ft Rl Loading Loading x R2 Properties PL Loc.,a: 0 ft. Properties Lat.PL Loc.,a: 0 ft Vert.PL Loc.,b: 2.5 ft. Lat PL Load Loc.,b: 2.5 ft Strong Axis Induced Forces and Deflections ASD Design Load Combinations: Line Loads Point Load Mmax Vmax RI R2 Transient AD+Transient 1) D 67 plf 0.0 k 1 k-in 0.08 k 0.08 k 0.08 k - 0.00 in 2) D+L 67 plf 0.0 k I k-in 0.08 k 0.08 k 0.08 k 0.00 in 0.00 in 3a) D+Lr 127 plf 0.0 k 1 k-in 0.16 k 0.16 k 0.16 k 0.00 in 0.00 in 3b) D+S 142 plf 0.0 k 1 k-in 0.18 k 0.18 k 0.18 k 0.00 in 0.00 in 4a) D+0.75L+0.75Lr 111.6 plf 0.0 k 1 k-in 0.14 k 0.14 k 0.14 k - - 4b) D+0.75L+0.75S 122.9 plf 0.0 k 1 k-in 0.15 k 0.15 k 0.15 k - 5) D+0.6W 95.4 plf 0.0 k I k-in 0.12 k 0.12 k 0.12 k 0.00 in 0.00 in 6a) D+0.75(0.6W)+0.75L+0.75Lr 133.2 plf 0.0 k 1 k-in 0.17 k 0.17 k 0.17 k - 6b) D+0.75(0.6W)+0.75L+0.75S 144.5 plf 0.0 k 1 k-in 0.18 k 0.18 k 0.18 k - - 7) 0.6D+0.6W -12.2 plf 0.0 k 0 k-in -0.02 k -0.02 k -0.02 k 0.00 in 0.00 in Weak Axis Induced Forces and Deflections ASD Design Load Combinations: Line Loads Point Load Mmax Vmax RI R2 ATransient AD+Transient 1) D 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - 0.00 in 2) D+L 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in 3a) D+Lr 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in 3b) D+S 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in 4a) D+0.75L+0.75Lr 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - - 4b) D+0.75L+0.755 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - - 5) D+0.6W 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in 6a) D+0.75(0.6W)+0.75L+0.75Lr 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - - 6b) D+0.75(0.6W)+0.75L+0.755 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - - 7) 0.6D+0.6W 0 plf 1 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in Design Method: ASD 'z Induced Loading: Try: I L4x4x1/4 LLV 92 b: 1.67 S2 t,yield: 1.67 52 c: 1.67 x-- t'---x Material Properties: n v: 1.67 52 t,rupt. : 2.00 Ptension: 0 k ASTM Designation: A36 Member Analysis: JAxial Unbraced Lengths: z. y PeomPression: 0 k E: 29000 ksi Major Principal-Axis Unbraced Length,Lb-,: 8 ft Kx: 1.00 Strong Axis Mx: 1.4 k-in G: 11200 ksi Minor Principal-Axis Unbraced Length,Lb_Z: 8 ft KY: 1.00 Strong Axis Vy: 0.2 k Fy: 36 ksi Flexural Unbraced Length/Conditions. Weak-Axis My. 0.0 k-in Fa: 58 ksi Laterally Unbraced Length,Lcomp: 8 ft Weak-Axis Vx: 0.0 k Ry: 1.5 Flexure Condition: Laterally Unrestrained/Biaxial Bending Rt: 1.2 Lateral Torsional Buckling Condition: Short Leg in Compression Span: 2.5 ft Leg Local Buckling Condition: Toe in Compression Member Check Deflection Check: Transient: L/ 360 D+Transient: L/ 240 Shear Unity: 0.01 OK ATransient,x-x: 0.00 in-> L/ 15706 OK Flexure Unity: 0.06 OK OD+Transient,x-x: 0.00 in-> L/ 8319 OK USE L4x4x1/4 Tension+Flexure: 0.06 OK ATransient,y-y: 0.00 in-> L/ 10000 OK Comp.+Flexure: 0.06 OK OD+Transient,y-y: 0.00 in-> L/ 10000 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-9 AUE Address: 7530 204th St.NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam Type B Member Design per AISC 360-Specificication for Steel Buildings Section Pro erites: Self Weight: 6.6 plf Compression Limiting Slenderness: A: 1.93 in Ix: 3 in Iy: 3 in XSL: 16.0 ?,,,SL: 12.77 Slender Leg Long Leg: 4 in SX: 1.03 in Sy: 1.03 in ALL: 16.0 4,LL: 12.77 Slender Leg [Table B4.Ia Case 3] Short Leg: 4 in rX: 1.25 in ry: 1.25 in Flexural Limiting Slenderness: t: 0.25 in ZX: 1.82 in Zy: 1.82 in XSL: 16.0 �,,SL: 15.33 4,SL: 25.83 Noncompact Leg [Table H4.16 Case 12] b/t(LL): 16 J: 0.04 in4 Iz: 1.19 in XLL: 16.0 kp,LL: 15.33 4,LL: 25.83 Noncompact Leg b/t(SL): 16 CW: 0.051 in Sz: 0.778 in Ow: 0 ro: 2.22 in rz: 0.783 in y bar: 1.08 in x bar: 1.08 in H: 0.63 yp: 0.241 in xp: 0.241 in IW: 4.82 in rW: 1.58 in Flexural Capacity: Tension Capacity: Compression Capacity: Flexure Laterally Unrestrained/Biaxial Bending Yielding[AISC Sect.Mal: Le-µ,/rµ,: 60.75 Condition: Pn: 69.48 k Le-z/rz: 122.6[Gore I Yielding[AISC Sect.FI0.1I: Rupture[AISC Sect.DIN: Flexural Buckling[Sect.E31: Principal Axis M,,,z: 42.01 k-in [AISC Eq.FIO-11 A et: 1.93 in Fe: 19.0 ksi,[Eq.E34] Geometric Axis Ma,X: 44.5 k-in [AISC Eq.F10-1] U: 1.00 Fcr,NS• 16.3 ksi,[Eq.E3-2&E3-3] Geometric Axis M,,,y: 44.5 k-in [AISC Eq.F10-1] Pn: 111.9 k Torsional&Flexural Torsional Buckling rsect.E41: Lateral Torsional Buckling rAISC Sea.F10.21: Pn/52: 41.6 k b/t Check: 20.15 [Sect.E4] Cb: 1.00 Strong-Axis Shear Capacity: Note: Sect.E4 Analysis Not Req'd Condition: Short Leg in Compression k,: 1.2 [AISC Sect.G2.1] Slender Elements Adjustments[Sea.ET II: ow: 0 [AISCTab[e C-FIO.1] Aµ,=bt: 1 in2(Vert.Leg) CI,SL: 0.22 [Table E7.1] Me,: 128 k-in b/t(LL): 16 c2,SL: 1.485 [Eq.E7-4] a)M.: 38.47 k-in [AISC Eq.Flo-21 C,2: 1.00 [AISC Sect.G2.11 Fe1,SL: 50.62 ksi,[Eq.E-5] b)Mn: N/A k-in [AISC Eq.F10-3] Vn: 21.6 k [AISC Eq.G2-1] be,SL: 4.00 in Leg Local Buckling rAISC sect.FI0.31: Vn_x/S2: 12.93 k CI,LL: 0.22 [Table E7.1] Condition: Toe in Compression Weak-Axis Shear Capacity: c2,LL: 1.485 (Eq.E74) Se: 0.778 in kv: 1.2 [AISC Sect.G2.11 FeI,LL: 50.62 ksi,[Eq.E7-5] b)M.: 40.9 k-in [AISC Eq.FIO-6] AW=bt: 1 in (Horz.Leg) be,LL: 4.00 in Fcr: 80.43 ksi b/t(SL): 16 Ae: 1.93 in2,[Sect.E7.1] c)M.: 62.57 k-in [AISC Eq.F10-7] Cv2: 1.00 [AISC Sect.G2.1] Fcr,S: 16.32 ksi,[Eq.E3-2&E3-3] Vn: 21.6 k[AISC Eq.G2-1] PH: 31.49 k,[Eq.E3-1,E7-1] Mn,z/92: 23.0 k-in Vny/52: 12.93 k Pn/92: 18.86 k Mn,x/S2: 24.49 k-in Mn,y/n: 24.49 k-in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 / Project: Wet Rabbit Car Wash-Arlington Pg.No: D- 10 AUE Address: 7530 204th St.NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam Type C Induced Loading Derivation: 6 ft J A a� c. E~ 4.08 ft � Beam Type C Pa 2.5ft E 10.67ft r� Beam Type C 4.08 ft 3ft Load Summary: DL: 20 psf LLr: 20 psf SL(Base): 25 psf SNOW DRIFT SURCHARGE WL+: 16 psf / WL-: -29 psf EM 2.0424 458 14.1 psf , ------ ----- .9psf 3.5 ft 3.5 ft Beam Type C 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D- 11 Address: 7530 204th St.NE Arlington,WA 98223 Date: 5/9/24 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam Type C Q Basic Load Cases 0 o BLC Desa.. Category 1 F--D--7 DL 2 LLr RILL 3 SL(base) SL 4 SL(drift) 011 5 WL+ WL+Y 6 WL- WL-Y Combinations I Design 41 Q Description Solve PDetta SRSS T BLC Factor BLC Fades BLC Factor BLC Factor 1 ASD:D O 1 1 2 ASD:D�LLr 1 1 2 1 3 ASD:D*S 0 1 1 3 1 4 1 4 ASD:D«0.75L-0.75LLr 1 1 2 0.75 5 ASD:0+0.75LW.75S 1 1 3 0.75 - 6 ASD:0•0.6W 1 1 5 0.6 7 ASD:DW.75(0.6W)-0.75L-0.75S 1 1 5 0.45 3 0.75 8 ASD:0.6DI0.6W 0 1 0.6 6 0.6 9 LRFD:1.4D 0 1 1.4 10 LRFD:I2D•1.6L+0.5LLr 0 1 12 2 0.5 11 LRFD:I.2D+1.6LLr+L 0 1 12 2 1.6 12 LRFD:I.2DI1.6S•L 0 1 12 3 1.6 4 1.6 13 LRFDAM. 1.61-1-r0.5W 0 1 12 1 2 1.6 51 .5 14 LRFD:12D-1.6SI0.5W 0 1 12 1 3 1.6 4 1.6 5 0.5 15 LRFD:I.2D+1.OW`1.OL-0.5LLr 0 1 1.2 5 1 2 1 .5 16 LRFD:1.2Da1.OW*L•0.5S 0 1 1.2 5 1 3 0.5 17 LRFD:0.9D,1.OW 0 1 0.9 6 1 Beam Loads: Trib.width of beam: 3.292 ft Dist.Loads: Point Loads: DL: 20 psf x 3.292 ft = 65.83 plf DL: 0.08 k LLr: 20 psf x 3.292 ft = 65.83 plf LLr: 0.08 k SL(Base): 25 psf x 3.292 ft = 82.29 plf SL(Base): 0.09 k SL(Drift): 2.9 psf x 3.292 ft = 9.669 plf SL(Drift): 0.0 k WL+: 16 psf x 3.292 ft = 52.67 plf WL+: 0.06 k WL-: -29 psf x 3.292 ft = -95.5 plf WL-: -0.11 k -83.31b DL: -65.81blft 1 2 -83.31b -65.81b1ft LLr: 1 N A A LLMZE= 2 -93.81 b -82.31bM SL: 1 2 -601b -52.71b1ft WL+: 1 2 2 WL 95.511:111 1091b 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D- 12 Address: 7530 204th St.NE Arlington,WA 98223 Date: 5/9/24 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam Type C Member M1 Shape: L4X4X8 Material: A992 Length: 6 ft I Joint NI A k J Joint N2 LC 3:ASD:D+S Code Check: No Cak Report Based On 97 Sections 0.562 at 0 It fa ksi V k -0.562 at 6 It 5.981 at 3 It M k-in fc A99ML ksi Nqqw -11.707 at 3 It D in ft ksi -2.503 at 3 ft -0.047 at 3 ft RISC 15th(360-16):ASD Code Check Direct Analysis Method -P-Delta analysis required for all AISC 360-16 Load Combinations- Max Deft Ratio U1542 yi iz Induced Loading: Try: I L4x4xl/2 LLV Design Method: ASD x-- --x Ptension: 0 k Material Properties: 52 b: 1.67 Q t,yield: 1.67 S2 c: 1.67 Pcompression: 0k ASTMDesignation: A36 92 v: 1.67 Q t,rupt. : 2.00 z•� �Y Strong Axis Mx: 11.7 k-in E: 29000 ksi Member Analysis: JAxial Unbraced Lengths: Strong Axis Vy. 0.6 k G: 11200 ksi Major Principal-Axis Unbraced Length,Lb-,,,: 3 ft Kx: 1.00 Weak-Axis My, 0.0 k-in Fy: 36 ksi Minor Principal-Axis Unbraced Length,Lb-,: 3 ft KY: 1.00 Weak-Axis Vx: 0.0 k F,,: 58 ksi Flexural Unbraced Length/Conditions: Ry: 1.5 Laterally Unbraced Length,Leomp: 8 ft Rt: 1.2 Flexure Condition: Laterally Unrestrained/Biaxial Bending Lateral Torsional Buckling Condition: Short Leg in Compression Span: 6 ft Leg Local Buckling Condition: Toe in Compression Member Check Deflection Check: Transient: L/ 360 D+Transient: L/ 240 Shear Unity: 0.02 OK OTransient,x-x: 0.03 in-> L/ 2667 OK Flexure Unity: 0.27 OK AD+Transient,x-x: 0.05 in-> L/ 1532 OK USE L4x4x1/2 Tension+Flexure: 0.27 OK ATransient,y-y: 0.00 in-> L/ 10000 OK Comp.+Flexure: 0.27 OK OD+Transient,y-y: 0.00 in-> L/ 10000 OK AEAU 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D- 13 Address: 7530 204th St.NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam Type C Member Design per AISC 360-Specificication for Steel Buildings Section Pro erites: Self Weight: 12.8 plf Compression Limiting Slenderness: A: 3.75 in Ix: 5.52 in Iy: 5.52 in kSL: 8.0 4,SL: 12.77 Non-slender Leg Long Leg: 4 in SX: 1.96 in SY: 1.96 in XLL: 8.0 4,LL: 12.77 Non-slender Leg [Table B4.1a Case 31 Short Leg: 4 in rX: 1.21 in ry: 1.21 in Flexural Limiting Slenderness: t: 0.5 in ZX: 3.5 in ZY: 3.5 in ESL: 8.0 k,SL: 15.33 4,SL: 25.83 Compact Leg [Table B4.16 Case 12] b/t(LL): 8 J: 0.32 in Iz: 2.25 in )ILL: 8.0 4,LL: 15.33 4,LL: 25.83 Compact Leg b/t(SL): 8 Cµ,: 0.366 in Sz: 1.35 in V: 0 rc: 2.16 in rz: 0.776 in y bar: 1.18 in x bar: 1.18 in H: 0.63 yp: 0.469 in xp: 0.469 in Iµ,: 8.79 in rv: 1.531 in Flexural Capacity: Tension Capacity: Compression Capacity: Flexure Laterally Unrestrained/Biaxial Bending Yielding[AISC sect.Mal: Lc-W/rw: 23.51 Condition: Pn: 135 k Le-)rz: 46.39[G.-I Yielding rAlsc sect F1o.n: Ru12ture rAISC sect.DIM: Flexural Buckling[Sect.E31: Principal Axis Mn,z: 72.9 k-in [AISC Eq.F10-11 Anet: 3.75 in Fe: 133.0 ksi,[Eq.E3-41 Geometric Axis Ma,X: 84.67 k-in [AISC Eq.F10-1] U: 1.00 Fcr,NS: 32.1 ksi,[Eq.E3-2&E3-3] Geometric Axis M,,,Y: 84.67 k-in [AISC Eq.F10-1] Pn: 217.5 k Torsional&Flexural Torsional Buckling[Sect.E41: Lateral Torsional Buckling[AISC sect.F10.21: Pn/S2: 80.84 k b/t Check: 20.15 [Sect.E4] Cb: 1.00 Strong-Axis Shear Capacity: Note: Sect.E4 Analysis Not Req'd Condition: Short Leg in Compression k,: 1.2 [AISC Sect.G2.I] Slender Elements Adjustments[Sect.E7.I1: 0µ: 0 [AISCTablcC-Flo.l] Ate,=bt: 2 in (Vert.Leg) C1,SL: 0.22 [Table ET I] Me,: 494 k-in b/t(LL): 8 C2 SL: 1.485 [Eq.E74] a)M.: 72.9 k-in [AISC Eq.F10-2] Cv2: 1.00 [AISC Sect.G2.I] FeI,SL: 202.5 ksi,[Eq.E7-51 b)Mn: N/A k-in [AISC Eq.F10-3] Vn: 43.2 k [AISC Eq.G2-1] be,SL: 4.00 in Leg Local Buckling rAISC Sect.F10.31: Vn x/S2: 25.87 k C1,LL 0.22 [Table E7.1] Condition: Toe in Compression Weak-Axis Shear Capacity: c2,LL: 1.485 (Eq.E74) Se: 1.35 in kv: 1.2 [AISC Sect.G2.I] Fcl,LL: 202.5 ksi,[Eq.E7-51 b)M.: N/A k-in [AISC Eq.F10-6] AW=bt: 2 in (Horz.Leg) be,LL: 4.00 in Fcr: 321.7 ksi b/t(SL): 8 Ae: 3.75 in2,[Sect.E7.1] c)M.: 434.3 k-in [AISC Eq.F10-7] Cv2: 1.00 [AISC Sect.G2.I] Fcr,s: 32.14 ksi,[Eq.E3-2&E3-3] Vn: 43.2 k[AISC Eq.G2-11 Pa: 120.5 k,[Eq.E3-1,E7-1] Mn,z/92: 43.7 k-in Vn_y/92: 25.87 k Pn/52: 72.18 k Mn,x/f2: 50.7 k-in Mn,y/52: 50.7 k-in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 / Project: Wet Rabbit Car Wash-Arlington Pg.No: D- 14 AU E Address: 7530 204th St.NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam Type C ANGLE-TO-CMU SHEAR TAB DESIGN: Single Plate Shear Tab Design Loading: Design Method: ASD w Vu: 0.56 k S2 b: 1.67 e 'L ' Mu: 1.41 k-in S2_vy: 1.50 • LP S2_vr: 2.00 n v-bs: 2.00 s, L' Plate Geometry&Properties: Plate Width,'w': 4 in Bolt Diameter: 3/8 in Plate Length,'L': 4 in #of Bolts: 2 Plate Thickness,'tp': 0.25 in Bolt Spacing,V: 2 in Eccentricity,V: 2.5 in Edge Dist.,'Leh: 1.5 in Plate Fy: 36 ksi Edge Dist.,'Lei,': 1 in Plate Fu: 58 ksi Plate:Shear Yielding Plate:Shear Rupture Block Shear Rupture Ag,: 1 in Anv: 0.781 in Ubs: 1.00 Rn: 21.6 k R,,: 27.19 k R,,: 40.18 k 52_vy: 1.50 52 yr: 2.00 f2_v-bs: 2.00 Rn/Q: 14.4 k Rn/92: 13.59 k Rn/Q: 20.09 k Unity: 0.039 OK Unity: 0.041 OK Unity: 0.028 OK Plate:Flexural Capacity Design of Weld: Led/t2: 160 Lw Sw: 5.33 in3/in Yielding: Lateral Torsional Buckling: Zx: 1 in Cb= 1.00 fv: 0.07 k/in Sx: 0.667 in a)M.: 35 k-in fb: 0.26 Win M.=Mp: 36.0 k-in b M : N/A k-in fr: 0.27 k/in Min.M : 35.2 k-in 52 b: 1.67 Fillet Size: 1/4 in Mn/K2: 21.06 k-in Weld Strength: 3.71 k/in Unity: 0.067 OK Unity: 0.07 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D- 15 AU E Address: 7530 204th St.NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam Type C C.L.OF SHEAR TAB Anchorage Design: j j� 3.4 in \ Angle for Roof Access Hatch: �T4.5 X PXIX �<. in 9 in — — — C.L.of shear tab Mz X X BASE PLATE X X Induced Moment @ Center of Anchor Group: M2: 1.897 k-in q ANCHOR A T 'alculate a♦ 120- Kwik BoltTZ2 ANCHOR LOADS n Anchor N Fib] Vx[lb] Vy[lb] 1 0 -87 -53 2 O 87 I 3KWIK HUS Q-KWIK HUS EZ- 4 O� CRC ANCHOR DESIGN KWIK HUS EZ- Tension KWIK HUS EZ- * L� O,��II ° 55316 �" 17 KWIMHeUS Q- * � IV 3. 26 4 5 � Trp� Sh— F—K HUSEZ IKII-E n 12°i6 Overall sire 3/8 V We) 10 Cornbination 12-- .37$R a ehnr item- 18°/p 418058 KH-EZ 3/8"x2 1/8" Embedment depth h_ef MESSAGES 1.625 in _ •Camp ive sbeaa perpendicular to wall on plaster/lanek/nan load- _ beanng layer is?-. psi...psm).User 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D- 16 Address: 7530 204th St.NE Arlington,WA 98223 Date: 5/9/24 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam Type C ANGLE-TO-WIDE FLANGE SHEAR TAB DESIGN: Single Plate Shear Tab Design Loading: Design Method: ASD w Vu: 0.56 k S2 b: 1.67 e 'L ' Mu: 1.83 k-in S2_vy: 1.50 • LP S2_vr: 2.00 n v-bs: 2.00 s, L' Plate Geometry&Properties: Plate Width,'w': 4.5 in Bolt Diameter: 3/8 in Plate Length,'L': 5 in #of Bolts: 2 Plate Thickness,'tp': 0.25 in Bolt Spacing,V: 2 in Eccentricity,V: 3.25 in Edge Dist.,'Leh: 1.25 in Plate Fy: 36 ksi Edge Dist.,'Lei,': 1.5 in Plate Fu: 58 ksi Plate:Shear Yielding Plate:Shear Rupture Block Shear Rupture Ag,: 1.25 in Anv: 1.031 in Ubs: 1.00 Rn: 27 k R,,: 35.89 k R,,: 41.95 k 52_vy: 1.50 52 yr: 2.00 f2_v-bs: 2.00 Rn/S2: 18 k Rn/92: 17.94 k Rn/S2: 20.98 k Unity: 0.031 OK Unity: 0.031 OK Unity: 0.027 OK Plate:Flexural Capacity Design of Weld: Led/t2: 260 Lw: 10.00 in/in Sw: 8.33 in3/in Yielding: Lateral Torsional Buckling: Zx: 1.563 in Cb= 1.00 fv: 0.06 k/in Sx: 1.042 in a)M.: 54 k-in f6: 0.22 k/in M.=Mp: 56.3 k-in b M : N/A k-in fr: 0.23 k/in Min.M : 53.7 k-in 52 b: 1.67 Fillet Size: 1/4 in Mn/K2: 32.14 k-in Weld Strength: 3.71 k/in Unity: 0.057 OK Unity: 0.06 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D- 17 Address: 7530 204th St.NE Arlington,WA 98223 Date: 5/9/24 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam Type D Induced Loading Derivation: SECTION VIEW: SNOW DRIFT SURCHARGE 14.1_PSI � 14.1 psf 3.5 ft � Beam L: 10.67 ft �-1�5t Beam Type C I I =CMUALL I I 4.08 ft I 4.08 ft PLAN VIEW: 10.67 ft Beam TypJA Trib area of Beam EQ Type D 7.5 ft EQ Beam T I r Load Summary: - DL: 20 psf LLr: 20 psf ID Basic eam Type B 0 o BLC Desa.. Category SL(Base): 25 psf , D DL psf 2 LLr RLL WL+: 16 I) 3 SL(base) SL WL-: -29 psf 4 sL(a n> 011 5 WL+ WL+Y 6 WL- WL-Y ©' Load Combinations Combinations I Design ❑T Description Solve PDelta SRSS BLC Factor BLC Factor BLC Factor BLC Factor 1 ASD:D ❑O 1 1 2 ASD:D+LLr 1 1 2 1 3 ASD:D+S ❑v 1 1 3 1 4 1 4 ASD:D+0.75L+0.75LLr 1 1 2 0.75 5 ASD:D+0.75L+0.75S ❑v 1 1 3 0.75 6 ASD:D+0.6W R 1 1 5 0.6 7 ASD:D+0.75(0.6W)+0.75L+0.755 10 1 1 5 0.45 3 0.75 8 ASD:O.6D+0.6W 0 1 0.6 6 0.6 9 LRFD: 1.4D 1 1.4 10 LRFD:I.2D+1.6L+0.5LLr ❑v 1 1.2 2 0.5 11 LRFD:I.2D+1.6LLr+L 1 1.2 2 1.6 12 LRFD:I.2D+1.6S+L ❑v 1 1.2 3 1.6 4 1.6 13 LRFD:I.2D+1.6LLr+0.5W 1 1.2 2 1.6 5 0.5 14 LRFD:I.2D+1.6S+0.5W ❑v 1 1.2 3 1.6 4 1.6 5 0.5 15 LRFD:I.2D+1.OW+1.OL+0.5LLr ❑� 1 1.2 5 1 2 0.5 16 LRFD:12D+1.OW+L+0.5S ❑� 1 1.2 5 1 3 0.5 17 LRFD:0.9D+1.OW 1 1 0.9 5 1 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: D- 18 AUE 7530 204th St.NE Arlington,WA 98223 Date: 5/9/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Beam Type D Beam Loads: Beams Trib L: 3.75 ft O.C. Dist.Loads: Point Loads: DL: 20 psf X 3.75 ft = 75 plf DL: 0.24 k LLr: 20 psf x 3.75 ft = 75 plf LL,: 0.30 k SL(Base): 25 psf X 3.75 ft = 93.75 plf SL(Base): 0.38 k WL+: 16 psf X 3.75 ft = 60 plf SL(Drift): 0.04 k WL-: -29 psf x 3.75 ft = -108.8 plf WL+: 0.24 k WL-: -0.44 k 52.88 -0.24k -0.24k DL: -751b/ft I 2 -0.24k -0.24k -751b/ft LLr: � nnnn nnnnn -0.38k -0.38k 2 -93.751b/ft SL(base): -0.04k -0.04k 2 -52.881 b.+ft -52.881bM SL(drift): Olb 01 i 2 -024k -024k WL+: -601blft 2 2 WL 108.81b/ft 0.44k 0.44k 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D- 19 Address: 7530 204th St.NE Arlington,WA 98223 Date: 5/9/24 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam Type D Member: M1 Shape: W10X12 Material: A992 Length: 10.667 ft I Joint: N1 A k J Joint: N2 LC 3:ASD:D+S Code Check: No Calc Report Based On 97 Sections 1.652at0ft fa ksi V k t Loading Case: D+S -1.653 at 10.667 ft 5.726 at 5.333 ft M kan fc Addibbihiii, ksi Nqqw -62.422 at 5.333 ft ft NqW wr ksi D in -5.726 at 5.333 ft -0.084 at 5.333 ft RISC 15th (360-16): ASD Code Check Direct Analysis Method -P-Delta analysis required for all Al SC 360-16 Load Combinations- Max Detl Ratio U1522 Induced Loading: Try: W10xl2 Design Method: ASD x____ ___X Pte„sion: 0.0 k Material Properties: 1 S2 b: 1.67 S2_t,yield: 1.67 52 v,x : 1.50 Pcompression: 0.0 k ASTM Designation: A992 92 c: 1.67 f2 t,rupt. : 2.00 S2 v,y: 1.67 y. Strong Axis Mx 62.4 k-in E: 29000 ksi Member Analysis: JAxial Unbraced Lengths: Strong Axis VY: 1.7 k G: 11200 ksi Strong-Axis Unbraced Length,Lb-x: 2.67 ft Kx: 1.00 Weak-Axis MY: 0.0 k-in FY: 50 ksi Weak Axis Unbraced Length,Lb-y: 1.00 ft KY: 1.00 Weak-Axis Vx: 0.0 k Fn: 65 ksi Torsional Unbraced Length,Lt: 1.00 ft Kt: 1.00 RY: 1.1 Flexural Unbraced Length Span: 10.7 ft Rt: 1.1 Comp.Flange Unbraced Length,Leo,, : 2.667 ft Member Check: Deflection Check: Transient: L/ 360 D+Transient: L/ 240 Shear Unity: 0.04 OK ATransient,x-X: 0.05 in-> L/ 2510 OK Flexure Unity: 0.17 OK OD+Transient,x-x: 0.08 in-> L/ 1524 OK USE W 1 OX 12 Tension+Flexure: 0.17 OK �Transient,y-y: 0.00 in-> L/ 10000 OK Comp.+Flexure: 0.17 OK OD+Transient,y-y: 0.00 in-> L/ 10000 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-20 AUE Address: 7530 204th St.NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam Type D Member Design per AISC 360-Specificication for Steel Buildings Section Pro erites: Self-Weight: 12 plf Compression Limiting Slenderness: A: 3.54 in bf/2tf: 9.43 rts: 0.983 in kf: 9.43 4f: 13.49 Non-slender Flange [Table B4.la Case 1] d: 9.87 in h/tw: 46.6 Iy: 2.18 in X,: 46.6 a,,,: 35.88 Slender Web [Table B4.1 a Case 5] tW: 0.19 in ho: 9.66 in Zy: 1.74 in Flexural Limiting Slenderness: bf: 3.96 in Ix: 53.8 in Sy: 1.1 in a f: 9.43 kpf: 9.152 X f: 24.08 Noncompact Flange [Tabl.B4.11,Ca 101 tf: 0.21 in Zx: 12.6 in ry: 0.785 in X,: 46.6 X w: 90.55 ,: 137.3 Compact Web [Table B4.11,Case 151 h: 8.85 in Sx: 10.9 in CW: 50.9 in kdes: 0.51 in rx: 3.9 in J: 0.055 in Strong-Axis Flexural Capacity: Weak-Axis Flexural Capacity: Compression Capacity: LP: 2.77 ft [Eq.F2-5] Yielding[sect.F6.rl: Le-x/rx: 8.205 Lr: 8.05 ft [Eq.F2-6] Mp: 87 k-in [Eq.F2-11 Lc-y/ry: 15.29[Gevemsl Yielding[sect.F2.11: Flange Local Buckling rsect.F6.21: Lc-t: 12 in MP: 630 k-in [Eq.F2-1] b)Ma: 86.1 k-in [Eq.F6-2] Flexural Buckling[sect.E31: Lateral Torsional Buckling rsect.F2.21: Fe,: 225 ksi [Eq.F64] Fe: 1225 ksi,[Eq.E34] Cb: 1.00 c)Mn: N/A k-in [Eq.F6-3] Fcr,NS 49.15 ksi,[Eq.E3-2&E3-3] a)Mn: 630 k-in [Sect.F2.2.a] Mn_y/52: 52 k-in Torsional&Flexural Torsional Buckling rsect.E41: b)Ma: N/A k-in [Eq.F2-2] Tension Capacity: I Fe,NS(FTB): 1818 ksi,[Eq.E4-2] Fe,: 275.8 ksi [Eq.F24] Yielding[sect.D2.al: Fcr,NS(FTB) 49.43 ksi,[Eq.E3-2&E3-31 c)Mn: N/A k-in [Eq.F2-31 Pn: 177 k Slender Elements Adjustments rsect.E7.11: Nonco=act or Slender Flange rF3.21: Rupture rsect.n2.bl: C1 b: 0.22 [Table E7.11 a)Mn: 625.4 k-in [Sect.F3-1] Anet: 6.00 in C2 b: 1.485 [Eq.E7-4] b)Mn: N/A k-in [Sect.F3-21 U: 1.00 Fe1,b: 225.7 ksi,[Eq.E7-5] Pa: 390 k be: 3.96 in Mn x/52: 374 k-in Pn/f2: 106 k C1h: 0.18 [Table E7.11 Strong-Axis Shear Capacity: Weak-Axis Shear Capacity: C2 h: 1.308 (Eq.E74) k,: 5.34 [Sect.G2.11 k,: 1.2 [Sect.G7] Fe1,h: 50.72 ksi,[Eq.E7-5] AW: 1.875 in AW: 1.663 in he: 7.33 in h/t,: 46.6 bt/2tf: 9.43 Ac: 3.251 in2,[Sect.Ezl] C5,1: 1.00 [Sect.G2.1] C5,2: 1.00 [Sect.612.11 Fc, s: 49.15 ksi,[Eq.E3-2&E3-3] Va: 56.26 k[Eq.G2-1] Va: 49.9 k[Eq.G2-1] Pn: 159.8 k,[Eq.E3-1,E7-1] Vn x/n: 37.51 k Vn y/n: 29.88 k Pn/n: 95.69 k 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-21 AUE Address: 7530 204th St.NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Pay Station Canopy Design Calculation: Pay Station Canopy DECK CHECK O 3ft 3'-0" PROVIDE TPO ROOF: AECHANICALLY ATTACHED 3'-0" WEATHERBOND 60 M L TPO WHITE OVER 114' DENSDECK COVER B ARD OVER_r(R-M) VERSICO POLY ISO R D NSULATION TO SLOPE 8.833 ft FOR CRICKETS Angle FQ FQ e idirridi 3ft Beam PS-4 3ft 7.667 ft 7.667 ft 2.25 ft 3 ft Beam PS-1 Beam PS-2 Beam PS-5 Beam PS-3 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-22 Address: 7530 204th St.NE Arlington,WA 98223 Date: 5/9/24 AUE Client: SDH Architects,LLC Job No.: 24034 Calculation: Pay Station Canopy DECK CHECK Loading on Deck: Max.Intensity Snow Load: 16.34 psf (See Snow Drift Diagram) LL: 0 psf LLR: 20 psf WL+: 16 psf ASD Load Combos: WL-: -16 psf D: 10.0 psf -Canopy/Eyebrows D+Lr: 30.0 psf Structure= 7.00 psf-Total D+S: 26.3 psf vaa Steelbeams @ 74 n n 4,50 ffA D+0.75L+0.75Lr: 25 psf -16 GA.Mtl Deck 2.50 psf D+0.75L+0.75S: 22.26 psf -Insulation/Waterproofing 3.00 psf D+0.75(0.6W)+0.75L+0.75Lr: 32.2 psf CONTROLS Ceiling&MEP= 0.00 psf-Total D+0.75(0.6W)+0.75L+0.75S: 29.46 psf -XXXXXXXX 0.00 psf -XXXXXXXX 0.00 psf Floor Finish= 0.00 psf-Total -XXXXXXXX 0.00 psf Special= 0.00 psf-Total -XXXXXXXX 0.00 psf -XXXXXXXX 0.00 psf -XXXXXXXX 0.00 psf -XXXXXXXX 0.00 psf Misc.= 1.50 psf-Total Design DL= 10.0 psf Total Max DL= 8.5 psf Total SDL= 1.5 psf Type PLBTM-36 or HSBO-36 Allowable Uniform Loads(paf) DECK SPAN(Ran.) SPAN GAGE CRITERIA r4" 3*4r e-0" ir4r s4" r-r y-y r r T4" v4" y4" y4" y4r w4"iv-v 1r4" Stress 300 300 220 141 116 96 83 72 63 55 49 43 39 35 29 24 U360 287 121 62 47 36 28 23 18 15 13 11 9 e 6 4 22 U240 ... ... 182 93 70 54 42 34 28 23 19 16 14 12 9 7 U180 ... ... ♦.. 124 93 72 56 45 37 30 25 21 18 15 12 9 5•> 184 152 128 109 94 .82 64 57 51 46 36 32 W 20 WCU ... ... 150 77 58 44 35 28 23 t_ 16 13 11 10 7 8 J U240 ... ... 225 115 86 67 52 42 34 23 20 17 14 11 8 /n U180 •.• •.• 4N 153 115 89 70 45 37 31 26 22 19 14 11 Z Stress 300 300 300 251 208 174 149 12 112 87 78 70 63 52 44 z U360 4N tw 207 106 79 61 39 31 26 22 18 15 13 10 8 U240 159 119 92 7 39 32 27 23 20 15 11 U180 212 159 1 77 52 31 26 20 15 Stress 300 300 300 300 264 189 3 1 125 99 88 80 86 55 c U360 251 133 100 61 33 23 17 13 10 1 6 U240 .« ... ... 200 73 59 49 34 25 19 14 U180 287 121 97 79 46 33 25 19 20 GA.Deck Max Span: 7.667 ft OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-23 Address: 7530 204th St.NE Arlington,WA 98223 Date: 5/9/24 AUE Client: SDH Architects,LLC Job No.: 24034 Calculation: Eyebrow HSS Induced Loading Derivation Condidion 1: DL Deflection: w L I: 3 ft. Mm,�: 2.43 k-in. E: 29o00 ksi DL: 15 psf 45 plf VmaX: 0.14 k IX: 3.02 in.4 LLr: 20 psf RI L Rt: 0.14 k A (@ free mod): 0.009 in. SL(Base) 25 psf 2L/ 8009 SL(Drift): 4.31 psf WL+: 16 psf LLr Deflection: WL-: -18.7 psf w LI: 3 ft. MmaX: 3.24 k-in. E: Moo ksi w: 60 plf Vm�: 0.18 k Ix: 3.02 in a RI L Rt: 0.18 k AMAx(@ free end): 0.012 in. HSS Spacing: 3 ft O.C. 4 10 2L/ 6007 SL(Base) Deflection: w Li: 3 ft. Mma�: 4.05 k-in. E: 29o00 ksi w: 75 plf VmaX: 0.23 k IX: 3.02 in.4 Rt L RI: 0.23 k A�(@ free end): 0.015 in. ' 10 2L/4805 SL(Drift) Deflection: a w Ll: 3 ft. Mt aX: 0.53 k-in. E: 29000 ksi ~� a: 0.87 ft VmaX• 0.01 k 1X: 3.02 in.4 Rt L w: 12.93 plf Rl: 0.01 k AMAx(@ free endp 0.003 in. 10 2L/27874 WL+ Deflection: w LI: 3 ft. Mm�: 2.59 k-in. E: Moo ksi w: 48 plf Vm�: 0.14 k IX: 3.02 in.4 Rt L Rl: 0.14 k AMAx(@ free end)• 0.01 in. 2L/ 7509 WL- Deflection: w L I: 3 ft. MmaX -3.03 k-in. E: 29000 ksi w: -56.1 plf VmaX: -0.17 k IX: 3.02 in.4 Rt L Rl: -0.17 k AMAx(@ tree end): -0.01 in. 2L/ -6424 Y Induced Loading: Try: HSS3x3xl/4 Design Method: ASD x-- -� -x Ptension: 0.0 k Material Properties: 92_b: 1.67 S2 t,yield: 1.67 52_T: 1.67 Pcompression: 0.0 k ASTM Designation: A500 Gr.C(Rest.) S2 v: 1.67 S2 t,rupt. : 2.00 92 c: 1.67 Y Strong Axis Mx: 7.0 k-in E: 29000 ksi Member Analysis: Axial Unbraced Lengths: Strong Axis VY. 0.4 k G: 11200 ksi Strong-Axis Unbraced Length,Lb_X: 3 ft KX: 1.00 Weak-Axis My: 0.0 k-in FY: 50 ksi Weak Axis Unbraced Length,Lb-y: 3 ft Ky: 1.00 Weak-Axis VX: 0.0 k Fa: 62 ksi Flexural Unbraced Lengths: Torsion,T: 0.0 k-in RY: 1.3 Comp.Flange Unbraced Length,Leomp,X-X: 3 ft Span: 3 ft Rt: 1.2 Comp.Flange Unbraced Length,LeOmp,Y_Y: 3 ft Member Check: Shear Unity: 0.02 OK Deflection Check: Transient: L/ 360 Flexure Unity: 0.09 OK D+Transient: L/ 240 Tension+Flexure: 0.09 OK OTransient,x-x: 0.02 in-> 2L/ 1025 OK USE HSS3x3x1/4 Compression+Flexure: 0.09 OK OD+Transient,x-x: 0.03 in-> 2L/ 678 OK Tens.+Shear+Flexure+Torsion: 0.09 OK ATransient,y-y: 0.00 in-> 2L/ 5000 OK Comp.+Shear+Flexure+Torsion: 0.09 OK OD+Transient,y-y: 0.00 in-> 2L/ 5000 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-24 AL! Address: 7530 204th St.NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Eyebrow HSS Member Design per AISC 360-Specificication for Steel Buildings Section Pro erites: Self-Weight: 8.81 Pif T Compression Limiting Slenderness: A: 2.44 in b,flat: 2.302 in Iy: 3.02 in Xf: 9.88 Xf: 33.72 Non-slender Flange [Table B4.la Case 6] b: 3.00 in h,flat: 2.302 in ZY: 2.48 in : 9.88 X ,,: 33.72 Non-slender Web [TableB4.laCase6] h: 3.00 in Ix: 3.02 in SY: 2.01 in Flexural Limiting Slenderness: tdes: 0.23 in Zx: 2.48 in ry: 1.11 in a.t;x_x: 9.88 Compact Flange b/t 9.88 S : 2.01 3 J: 5.08 4 apf: 26.97 Xf: 33.72 [Table B4.16 Case 17] des• x in In �;y_y: 9.88 Compact Flange h/td,,: 9.88 rx: 1.11 in C: 3.52 in a 9.88 Compact Web[Table B4.lb Case 19] ,,a . 9.88 ": 58.28 137.3 Compact Web Compression Capacity: Strong-Axis Flexural Capacity: J Weak-Axis Flexural Capacity: Le-x/rx: 32.432[Go-sl Yielding[AISC Sect.F7.I1: Yielding rAISC Sect.F7.11: Lc-y/ry: 32.432[G.-,.s] MP: 124 k-in [AISC Eq.177-11 MP: 124 k-in [AISC Eq.F7-11 Flexural Buckling rsect.E31: Flange Local Buckling[AISC Sect.F7.21: Flange Local Buckling[AISC Sect.F7.21: Fe: 272.11 ksi,[Eq.E34] b)Mn: N/A k-in [AISC Eq.177-2] b)Mn: N/A k-in [AISC Eq.F7-2] Fcr,NS 46.30 ksi,[Eq.E3-2&E3-3] bex: N/A In [AISC Eq.F74] bex: N/A In [AISC Eq.F74] Slender Elements Adjustments[sect.EZII: Sex: N/A in Scx: N/A in Cl b: 0.20 [Table E7.1] c)Mn: N/A k-in [AISC Eq.177-31 C)Mn: N/A k-in [AISC Eq.177-3] C2 b: 1.382 [Eq.E74] Web Local BAckhnR[AISC Sect.F7.31: Web Local Buckling[AISC Sect.F7.31: Fel,b: 1112.1 ksi,[Eq.E7-5] b)Mn: N/A k-in [AISC Eq.F7-5] b)Mn: N/A k-in [AISC Eq.F7-51 be: 2.30 in Lateral Torsional Buckling[AISC Sect.F7.41: Lateral Torsional Buckling[AISC Sect.F7.41: Clh: 0.20 [Table ET I] Cb: 1.00 Cb: 1.00 C2 h: 1.382 [Eq.E74] LP: 9.901 ft [AISC Eq.177-12] LP: 9.901 ft [AISC Eq.177-12] Fel h: 1112.1 ksi,[Eq.E7-5] L, 268.5 ft [AISC Eq.F7-13] L, 268.5 ft [AISC Eq.F7-13] he: 2.30 in b,C)Mn: N/A k-in [AISC Eq.177-0&F7-11] b,c)Mn: N/A k-in [AISC Eq.F7-0&F7-11] Ac: 2.44 in2,[Sect.E7.1] Mn_x/Q: 74 k-in Mny/f2: 74 k-in Ft.,s: N/A ksi,[Eq.E3-2&E3-3] Strong-Axis Shear Capacity: Weak-Axis Shear Capacity: Pn: 112.97 k,[Eq.E3-1,E7-1] k,,. 5 [AISC Sect.G2.1] k„. 5 [AISC Sect.G2.1] Pn/52: 67.646 k Aµ,: 1.398 in A,,,: 1.398 in Tension Capacity: IC 2: 1.00 [AISC Sect.G2.I] C 2: 1.00 [AISC Sect.G2.11 Yielding rAISC sect.D2.al: Vn: 41.94 k[AISC Eq.G2-1] Vn: 41.94 k[AISC Eq.G2-I] Pn: 122 k Vn_x/ft 25.11 k Vn_y/S2: 25.11 k Rupture[AISC Sect.D2.bl: Torsion Capacity: Anet: 2.44 in U: 1.00 Fa: 30 ksi Pn: 151.28 k Tn: 105.6 k-in Pn/S2: 73.054 k r Tn/S2: 63.23 k-in ***SEE WELD TO Beam PS-5 ON PP. D-42 / 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-25 AU E Address: 7530 204th St.NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Eyebrow Angle Eyebrow Angle I '♦ ® ♦ I I t J Eyebrow HSS 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-26 Address: 7530 204th St.NE Arlington,WA 98223 Date: 5/9/24 AUE Client: SDH Architects,LLC Job No.: 24034 Calculation: Eyebrow Angle Induced Loading Derivation: Unfactored Strong-Axis Induced Forces Unfactored Weak-Axis Induced Forces Member Properties: BLC Dist.Loads Line Loads Point Load BLC Dist.Loads Line Loads Point Load Span,Ll: 3 ft DL: 10 psf 15 plf 0.0 k DL: 0 psf 0 plf 0.0 k E: 2900o ksi DLadd: - psf 0 plf 0.0 k DLadd: - psf 0 plf 0.0 k Iz: 0.49 in.4 DLsw: - psf 5 plf - k DLsw: - psf 0 plf - k Iz: 0.49 in.4 LL: 0 psf 0 plf 0.0 k LL: 0 psf 0 plf 0.0 k Member Analysis: Conservative Design Max LL,: 20 psf 30 plf 0.0 k LL,: 0 psf 0 plf 0.0 k Analysis Location,x: 0 ft SLbase: 25 psf 38 plf 0.0 k SLbase: 0 psf 0 plf 0.0 k Wind Deflection Reduction: No SLd ift: - psf 0 plf 0.0 k SL&ft: - psf 0 plf 0.0 k a b WL+: 16 psf 24 plf 0.0 k WL+: 0 psf 0 plf 0.0 k W WL_: -19 psf -28 plf 0.0 k WL_: 0 psf 0 plf 0.0 k Vert.Trib.Width: 1.5 ft Horz.Trib.Width: 0 ft Rl Loading Loading x R2 Properties PL Loc.,a: 0 ft. Properties Lat.PL Loc.,a: 0 ft Vert.PL Loc.,b: 3 ft. Lat PL Load Loc.,b: 3 ft Strong Axis Induced Forces and Deflections ASD Design Load Combinations: Line Loads Point Load Mmax Vmax RI R2 61'ransient AD+Transient 1) D 20 plf 0.0 k 0 k-in 0.03 k 0.03 k 0.03 k - 0.00 in 2) D+L 20 plf 0.0 k 0 k-in 0.03 k 0.03 k 0.03 k 0.00 in 0.00 in 3a) D+Lr 50 plf 0.0 k 1 k-in 0.07 k 0.07 k 0.07 k 0.00 in 0.01 in 3b) D+S 57 plf 0.0 k 1 k-in 0.09 k 0.09 k 0.09 k 0.00 in 0.01 in 4a) D+0.75L+0.75Lr 42.4 plf 0.0 k 1 k-in 0.06 k 0.06 k 0.06 k - - 4b) D+0.75L+0.755 48.03 plf 0.0 k 1 k-in 0.07 k 0.07 k 0.07 k - 5) D+0.6W 34.3 plf 0.0 k 0 k-in 0.05 k 0.05 k 0.05 k 0.00 in 0.00 in 6a) D+0.75(0.6W)+0.75L+0.75Lr 53.2 plf 0.0 k 1 k-in 0.08 k 0.08 k 0.08 k - - 6b) D+0.75(0.6W)+0.75L+0.75S 58.83 plf 0.0 k 1 k-in 0.09 k 0.09 k 0.09 k - - 7) 0.6D+0.6W -4.89 plf 0.0 k 0 k-in -0.01 k -0.01 k -0.01 k 0.00 in 0.00 in Weak Axis Induced Forces and Deflections ASD Design Load Combinations: Line Loads Point Load Mmax Vmax RI R2 6Transient AD+Transient 1) D 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - 0.00 in 2) D+L 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in 3a) D+Lr 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in 3b) D+S 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in 4a) D+0.75L+0.75Lr 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - - 4b) D+0.75L+0.755 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - - 5) D+0.6W 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in 6a) D+0.75(0.6W)+0.75L+0.75Lr 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - - 6b) D+0.75(0.6W)+0.75L+0.755 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - - 7) 0.6D+0.6W 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in Design Method: ASD I 'z Induced Loading: Try: L3x3x1/4 LLV 92 b: 1.67 n t,yield: 1.67 52 c: 1.67 x-- t'---x Material Properties: n v: 1.67 52 t,rupt. : 2.00 Ptension: 0 k ASTM Designation: A36 Member Analysis: JAxial Unbraced Lengths: z. y PeomPression: 0 k E: 29000 ksi Major Principal-Axis Unbraced Length,Lb-,: 8 ft Kx: 1.00 Strong Axis Mx: 0.8 k-in G: 11200 ksi Minor Principal-Axis Unbraced Length,Lb_Z: 8 ft KY: 1.00 Strong Axis Vy: 0.1 k Fy: 36 ksi Flexural Unbraced Length/Conditions. Weak-Axis My. 0.0 k-in Fa: 58 ksi Laterally Unbraced Length,Lcomp: 8 ft Weak-Axis Vx: 0.0 k Ry: 1.5 Flexure Condition: Laterally Unrestrained/Biaxial Bending Rt: 1.2 Lateral Torsional Buckling Condition: Short Leg in Compression Span: 3 ft Leg Local Buckling Condition: Toe in Compression Member Check Deflection Check: Transient: L/ 360 D+Transient: L/ 240 Shear Unity: 0.01 OK ATransient,x-x: 0.00 in-> L/ 7485 OK Flexure Unity: 0.06 OK OD+Transient,x-x: 0.01 in L/ 4890 OK USE L3x3x1/4 Tension+Flexure: 0.06 OK �Transient,y-y: 0.00 in-> L/ 10000 OK Comp.+Flexure: 0.06 OK OD+Transient,y-y: 0.00 in-> L/ 10000 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-27 AUE Address: 7530 204th St.NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam PS-1 Beam PS-5 Beam PS-1 Beam Trib.Width: 6.833 ft DL: 15 psf x 6.833 ft = 102.5 plf LLr: 20 psf x 6.833 ft = 136.7 plf SL: 25 psf x 6.833 ft = 170.8 plf SECTION VIEW: SL(Drift): 4.31 psf x 2.127 ft = 4.584 plf WL+: 16 psf x 6.833 ft = 109.3 plf 2.127 ft 1 WL-: -18.7 psf x 6.833 ft = -128 plf Snow Drift 4.31 psf 1 HSS 3x3xl/4 Eyebrow Beams I I aft I Eyebrow Studs Beam PS-1 Beam PS-2 I I 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-28 AUE Address: 7530 204th St.NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam PS-1 Induced Loading Derivation: Unfactored Strong-Axis Induced Forces Unfactored Weak-Axis Induced Forces Member Properties: BLC7 Dist.Loads Line Loads Point Load BLC I Dist.Loads Line Loads Point Load Span,Lt: 8.833 ft DL: 15 psf 103 plf 0.0 k DL: 0 psf 0 plf 0.0 k E: 2g000 ksi DLadd: - psf 0 plf 0.0 k DLadd: - psf 0 plf 0.0 k lx: 19.3 in.4 DLsw: - psf 13 plf - k DLsw: - psf 0 plf - k IY: 14.6 in.4 LL: 0 psf 0 plf 0.0 k LL: 0 psf 0 plf 0.0 k Member Analysis: Conservative Design Max LL,: 20 psf 137 plf 0.0 k LL,: 0 psf 0 plf 0.0 k Analysis Location,x: 0 ft SLbase: 25 psf 171 plf 0.0 k SLbase: 0 psf 0 plf 0.0 k Wind Deflection Reduction: No SLd ift: 0 psf 5 plf 0.0 k SL&ft: - psf 0 plf 0.0 k WL+: 16 psf 109 plf 0.0 k WL+: 0 psf 0 plf 0.0 k a b w -19 psf -128 plf 0.0 k WL_: 0 psf 0 plf 0.0 k Vert.Trib.Width: 6.833 ft Horz.Trib.Width: 0 ft Rt4R2 Loading Loading x Properties PL Loc.,a: 0 ft. Properties Lat.PL Loc.,a: 0 ft Vert.PL Loc.,b: 8.833 ft. Lat PL Load Loc.,b: 8.833 ft Strong Axis Induced Forces and Deflections ASD Design Load Combinations: Line Loads Point Load Mmax Vmax RI R2 Transient �D+Transient 1) D 116 plf 0.0 k 14 k-in 0.51 k 0.51 k 0.51 k - 0.03 in 2) D+L 116 plf 0.0 k 14 k-in 0.51 k 0.51 k 0.51 k 0.00 in 0.03 in 3a) D+Lr 252 plf 0.0 k 30 k-in 1.11 k 1.11 k 1.11 k 0.03 in 0.06 in 3b) D+S 291 plf 0.0 k 34 k-in 1.29 k 1.29 k 1.29 k 0.04 in 0.07 in 4a) D+0.75L+0.75Lr 218.3 plf 0.0 k 26 k-in 0.96 k 0.96 k 0.96 k - - 4b) D+0.75L+0.75S 243.9 plf 0.0 k 29 k-in 1.08 k 1.08 k 1.08 k - - 5) D+0.6W 181.4 plf 0.0 k 21 k-in 0.80 k 0.80 k 0.80 k 0.02 in 0.04 in 6a) D+0.75(0.6W)+0.75L+0.75Lr 267.5 plf 0.0 k 31 k-in 1.18 k 1.18 k 1.18 k - - 6b) D+0.75(0.6W)+0.75L+0.75S 293.1 plf 0.0 k 34 k-in L29 k 1.29 k 1.29 k - 7) 0.6D+0.6W -7.22 plf 0.0 k -1 k-in 1 -0.03 k -0.03 k -0.03 k -0.02 in 0.00 in Weak Axis Induced Forces and Deflections ASD Design Load Combinations: Line Loads Point Load Mmax Vmax Rl R2 �Transicnt 6D+Transient 1) D 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - 0.00 in 2) D+L 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in 3a) D+Lr 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in 3b) D+S 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in 4a) D+0.75L+0.75Lr 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - - 4b) D+0.75L+0.75S 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - - 5) D+0.6W 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in 6a) D+0.75(0.6W)+0.75L+0.75Lr 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - - 6b) D+0.75(0.6W)+0.75L+0.75S 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - - 7) 0.6D+0.6W 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in Induced Loading: y Try: HSS6x5x3/16 Design Method: ASD Ptension: 0.0 k Material Properties: 52 b: 1.67 52 t,yield: 1.67 52_T: 1.67 x-- - -x Pcompression: 0.0 k ASTM Designation: A500 Gr.C(Rest.) 52 v: 1.67 n t,rupt. : 2.00 52_c: 1.67 Strong Axis Mx 34.3 k-in E: 29000 ksi Member Analysis: Axial Unbraced Lengths: y Strong Axis VY: 1.3 k G: 11200 ksi Strong-Axis Unbraced Length,Lb_.: 10 ft Kx: 1.00 Weak-Axis MY: 0.0 k-in F Y: 50 ksi Weak Axis Unbraced Length,Lb_y: 10 ft KY: 1.00 Weak-Axis Vx: 0.0 k Fn: 62 ksi Flexural Unbraced Lengths: Torsion,T: 0.0 k-in Ry: 1.3 Comp.Flange Unbraced Length,Lcomp,X_X: 10 ft Span: 8.833 ft R,: 1.2 Comp.Flange Unbraced Length,Le. 10 ft Member Check: Shear Unity: 0.03 OK Deflection Check: Transient: L/ 360 Flexure Unity: 0.15 OK D+Transient: L/ 240 Tension+Flexure: 0.15 OK OTransient,x-x: 0.04 in-> L/ 2469 OK USE HSS6x5x3/16 Compression+Flexure: 0.15 OK 6D+Transient,x-x: 0.07 in-> L/ 1487 OK Tens.+Shear+Flexure+Torsion: 0.15 OK I ktansient,y-y: 0.00 in-> L/ 10000 OK Comp.+Shear Flexure+Torsion: 0.15 OK OD+Transient, _ : 0.00 in-> L/ 10000 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-29 A Address: 7530 204th St.NE Arlington,WA 98223 Date: 5/9/24 U E Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam PS-1 Member Design per AISC 360-Specificication for Steel Buildings Section Pro erites: Self-Weight: 13.25 plf I Compression Limiting Slenderness: A: 3.63 in b,flab 4.472 in Iy: 14.6 in kf: 25.7 4f: 33.72 Non-slender Flange [Table B4.la Case 6] b: 5.00 in h,flar 5.481 in Zy: 6.73 in 31.5 a,r,,,: 33.72 Non-slender Web [Table B4.laCase 6] h: 6.00 in Ix: 19.3 in Sy: 5.84 in Flexural Limiting Slenderness: tdes: 0.17 in Zx: 7.62 in ry: 2.01 in kf,x-x: 25.7 Compact Flange b/t 25.7 S : 6.44 3 J: 26.3 4 31.5 Xpf• 26.97 4f: 33.72 Noncom act Flange[Table B4.1b Case 17] des• x 1n 1n �t,y-y� P S h/td,,: 31.5 rx: 2.31 in C: 9.76 in ),,,,,X_x: 31.5 Compact Web[Table B4.1bCase 19] k . 25 7 ": 58.28 137.3 Compact Web Compression Capacity: Strong-Axis Flexural Capacity: Weak-Axis Flexural Capacity: Lc_x/rx: 51.95 Yielding rAISC Sect.F7.n: Yielding rAISC Sect.Fzn: Lc_y/ry: 59.7[Governs] MP: 381 k-in [AISC Eq.F7-11 MP: 336.5 k-in [AISC Eq.F7-1] Flexural Buckling rsect.E31: Flange Local Buckling rAISC Sect.F7.21: Flange Local Buckling rAISC Sect.Ez21: Fe; 80.3 ksi,[Eq.E3-4] b)M.: N/A k-in [AISC Eq.F7-2] b)M.: 306.7 k-in [AISC Eq.F7-2] Fcr,NS 3 8.5 3 ksi,[Eq.E3-2&E3-3] bex; N/A In [AISC Eq.F74] bex: 5.71 In [AISC Eq.F74] Slender Elements Adjustments rsect.E7.11: Se%: N/A in Sex: 5.796 in Cl,b: 0.20 [Table E7.11 C)M.: N/A k-in [AISC Eq.F7-31 C)Mn: N/A k-in [AISC Eq.177-31 C2 b: 1.382 [Eq.E7-4] Web Local Buckling[AISC Sect.F7.31: Web Local Buckling[AISC Sect.F7.31: Fel,b: 164.4 ksi,[Eq.E7-5] b)M.: N/A k-in [AISC Eq.F7-5] b)M.: N/A k-in [AISC Eq.F7-5] be: 4.47 in Lateral Torsional Buckling[AISC Sect.Fz41: Lateral Torsional Buckling[AISC Sect.F7.41: C1h: 0.20 [Table ET11 Cb: 1.00 Cb: 1.00 C2 h: 1.382 [Eq.E7-4] LP: 16.19 ft [AISC Eq.F7-12] LP: 21.07 ft [AISC Eq.F7-12] Fe1,h: 109.4 ksi,[Eq.E7-5] Lr 421.1 ft [AISC Eq.F7-13] Lr 533.7 ft [AISC Eq.F7-13] he: 5.48 in b,c)M.: N/A k-in [AISC Eq.F7-0&F7-11] b,c)M.: N/A k-in [AISC Eq.Fvo&F7-11] Ac: 3.63 in2,[Sect.E7.1] Mn x/Q: 228 k-in Mny/f2: 184 k-in Fer,s: N/A ksi,[Eq.E3-2&E3-3] Strong-Axis Shear Capacity: Weak-Axis Shear Capacity: P 139.9 k,[Eq.E3-1,E7-1] k,, 5 [AISC Sect.G4.1] k,, 5 [AISC Sect.G2.1] Pn/52: 83.75 k A,,,: 2.088 in A,,,: 1.74 in Tension Capacity: I C 2: 1.00 [AISC Sect.G2.21 C 2: 1.00 [AISC Sect.G2.11 Yielding[AISC Sect.Mal: Vn: 62.64 k[AISC Eq.G4-1] Vn: 52.2 k[AISC Eq.G2-1] P : 181.5 k Vn_x/S2: 37.51 k Vn_y/S2: 31.26 k Rupture rAISC Sect.D2.bl: Torsion Capacity: A ct: 3.63 in U: 1.00 Fr: 30 ksi Po: 225.1 k Tn: 292.8 k-in Pn/S2: 108.7 k Tn/S2: 175.3 k-in / 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-30 AUE Address: 7530 204th St.NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam PS-2 Induced Loading Derivation: Unfactored Strong-Axis Induced Forces Unfactored Weak-Axis Induced Forces Member Properties: BLC Dist.Loads Line Loads Point Load BLC Dist.Loads Line Loads Point Load Span,Lt: 8.833 ft DL: 15 psf 115 plf 0.0 k DL: 0 psf 0 plf 0.0 k E: 2g000 ksi DLadd: - psf 0 plf 0.0 k DLadd: - psf 0 plf 0.0 k Ix: 19.3 in.4 DLsw: - psf 13 plf - k DLsw: - psf 0 plf - k Iy: 14.6 in.4 LL: 0 psf 0 plf 0.0 k LL: 0 psf 0 plf 0.0 k Member Analysis: Conservative Design Max LL,: 20 psf 153 plf 0.0 k LL,: 0 psf 0 plf 0.0 k Analysis Location,x: 0 ft SLbase: 25 psf 192 plf 0.0 k SLbase: 0 psf 0 plf 0.0 k Wind Deflection Reduction: No SLd ift: - psf 0 plf 0.0 k SL&ft: - psf 0 plf 0.0 k WL+: 16 psf 123 plf 0.0 k WL+: 0 psf 0 plf 0.0 k a W b W : -19 psf -143 plf 0.0 k WL_: 0 psf 0 plf 0.0 k Loading Vert.Trib.Width: 7.667 ft Loading Horz.Trib.Width: 0 ft Properties Rt RZ Properties PL Loc.,a: 0 ft. Lat.PL Loc.,a: 0 ft x Vert.PL Loc.,b: 8.833 ft. Lat PL Load Loc.,b: 8.833 ft Strong Axis Induced Forces and Deflections ASD Design Load Combinations: Line Loads Point Load Mmax Vmax RI R2 Transient AD+Transient 1) D 128 plf 0.0 k 15 k-in 0.57 k 0.57 k 0.57 k - 0.03 in 2) D+L 128 plf 0.0 k 15 k-in 0.57 k 0.57 k 0.57 k 0.00 in 0.03 in 3a) D+Lr 282 plf 0.0 k 33 k-in 1.24 k 1.24 k 1.24 k 0.04 in 0.07 in 3b) D+S 320 plf 0.0 k 37 k-in 1.41 k 1.41 k 1.41 k 0.05 in 0.08 in 4a) D+0.75L+0.75Lr 243.3 plf 0.0 k 28 k-in 1.07 k 1.07 k 1.07 k - - 4b) D+0.75L+0.755 272 plf 0.0 k 32 k-in 1.20 k 1.20 k 1.20 k 5) D+0.6W 201.9 plf 0.0 k 24 k-in 0.89 k 0.89 k 0.89 k 0.02 in 0.05 in 6a) D+0.75(0.6W)+0.75L+0.75Lr 298.5 plf 0.0 k 35 k-in 1.32 k 1.32 k 1.32 k - 6b) D+0.75(0.6W)+0.75L+0.75S 327.2 plf 0.0 k 38 k-in 1.45 k 1.45 k 1.45 k - - 7) 0.6D+0.6W -9.07 plf 0.0 k -1 k-in 1 -0.04 k -0.04 k -0.04 k -0.02 in 0.00 in Weak Axis Induced Forces and Deflections ASD Design Load Combinations: Line Loads Point Load Mmax Vmax RI R2 Transient AD+Transient 1) D 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - 0.00 in 2) D+L 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in 3a) D+Lr 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in 3b) D+S 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in 4a) D+0.75L+0.75Lr 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - - 4b) D+0.75L+0.755 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - - 5) D+0.6W 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in 6a) D+0.75(0.6W)+0.75L+0.75Lr 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - - 6b) D+0.75(0.6W)+0.75L+0.755 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - - 7) 0.6D+0.6W 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in Induced Loading: y Try: HSS6x5x3/16 Design Method: ASD Ptension: 0.0 k Material Properties: 52 b: 1.67 S2 t,yield: 1.67 52_T: 1.67 x- x hcompression: 0.0 k ASTMDesignation: A500 Gr.C(Rest.) 92 v: 1.67 S2 t,rupt. : 2.00 52 c: 1.67 Strong Axis Mx: 38.3 k-in E: 29000 ksi Member Analysis, Axial Unbraced Lengths: y Strong Axis Vy 1.4 k G: 11200 ksi Strong-Axis Unbraced Length,Lb-x: 10 ft Kx: 1.00 Weak-Axis My: 0.0 k-in Fy: 50 ksi Weak Axis Unbraced Length,Lb_y: 10 ft Ky: 1.00 Weak-Axis Vx: 0.0 k Fa: 62 ksi Flexural Unbraced Lengths: Torsion,T: 0.0 k-in Ry: 1.3 Comp.Flange Unbraced Length,LeOmp,x-x: 10 ft Span: 8.833 ft Rt: 1.2 Comp.Flange Unbraced Length,Leompy_y: 10 ft Member Check: Shear Unity: 0.04 OK Deflection Check: Transient: L/ 360 Flexure Unity: 0.17 OK D+Transient: L/ 240 Tension+Flexure: 0.17 OK ATransient,x-x: 0.05 in-> L/ 2260 OK Compression+Flexure: 0.17 OK 0 0.08 in-> L/ 1354 OK USE HSS6x5x3/16 h D+Transient,x-x: Tens.+Shear+Flexure+Torsion: 0.17 OK OTransient,y-y: 0.00 in-> L/ 10000 OK Comp.+Shear+Flexure+Torsion: 0.17 OK OD+Transient,y-y: 0.00 in-> L/ 10000 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-31 Address: 7530 204th St.NE Arlington,WA 98223 Date: 5/9/24 AUE Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam PS-2 Member Design per AISC 360-Specificication for Steel Buildings Section Pro erites: Self-Weight: 13.25 plf I Compression Limiting Slenderness: A: 3.63 in b,flab 4.472 in Iy: 14.6 in kf: 25.7 4f: 33.72 Non-slender Flange [Table B4.la Case 6] b: 5.00 in h,flar 5.481 in Zy: 6.73 in 31.5 a,r,,,: 33.72 Non-slender Web [Table B4.laCase 6] h: 6.00 in Ix: 19.3 in Sy: 5.84 in Flexural Limiting Slenderness: tdes: 0.17 in Zx: 7.62 in ry: 2.01 in kf,x-x: 25.7 Compact Flange b/t 25.7 S : 6.44 3 J: 26.3 4 31.5 Xpf• 26.97 4f: 33.72 Noncom act Flange[Table B4.1b Case 17] des• x 1n 1n �t,y-y� P S h/td,,: 31.5 rx: 2.31 in C: 9.76 in ),,,,,X_x: 31.5 Compact Web[Table B4.1bCase 19] k . 25 7 ": 58.28 137.3 Compact Web Compression Capacity: Strong-Axis Flexural Capacity: Weak-Axis Flexural Capacity: Lc_x/rx: 51.95 Yielding rAISC Sect.F7.n: Yielding rAISC Sect.Fzn: Lc_y/ry: 59.7[Governs] MP: 381 k-in [AISC Eq.F7-11 MP: 336.5 k-in [AISC Eq.F7-1] Flexural Buckling rsect.E31: Flange Local Buckling rAISC Sect.F7.21: Flange Local Buckling rAISC Sect.Ez21: Fe; 80.3 ksi,[Eq.E3-4] b)M.: N/A k-in [AISC Eq.F7-2] b)M.: 306.7 k-in [AISC Eq.F7-2] Fcr,NS 3 8.5 3 ksi,[Eq.E3-2&E3-3] bex; N/A In [AISC Eq.F74] bex: 5.71 In [AISC Eq.F74] Slender Elements Adjustments rsect.E7.11: Se%: N/A in Sex: 5.796 in Cl,b: 0.20 [Table E7.11 C)M.: N/A k-in [AISC Eq.F7-31 C)Mn: N/A k-in [AISC Eq.177-31 C2 b: 1.382 [Eq.E7-4] Web Local Buckling[AISC Sect.F7.31: Web Local Buckling[AISC Sect.F7.31: Fel,b: 164.4 ksi,[Eq.E7-5] b)M.: N/A k-in [AISC Eq.F7-5] b)M.: N/A k-in [AISC Eq.F7-5] be: 4.47 in Lateral Torsional Buckling[AISC Sect.Fz41: Lateral Torsional Buckling[AISC Sect.F7.41: C1h: 0.20 [Table ET11 Cb: 1.00 Cb: 1.00 C2 h: 1.382 [Eq.E7-4] LP: 16.19 ft [AISC Eq.F7-12] LP: 21.07 ft [AISC Eq.F7-12] Fe1,h: 109.4 ksi,[Eq.E7-5] Lr 421.1 ft [AISC Eq.F7-13] Lr 533.7 ft [AISC Eq.F7-13] he: 5.48 in b,c)M.: N/A k-in [AISC Eq.F7-0&F7-11] b,c)M.: N/A k-in [AISC Eq.Fvo&F7-11] Ac: 3.63 in2,[Sect.E7.1] Mn x/Q: 228 k-in Mny/f2: 184 k-in Fer,s: N/A ksi,[Eq.E3-2&E3-3] Strong-Axis Shear Capacity: Weak-Axis Shear Capacity: P 139.9 k,[Eq.E3-1,E7-1] k,, 5 [AISC Sect.G4.1] k,, 5 [AISC Sect.G2.1] Pn/52: 83.75 k A,,,: 2.088 in A,,,: 1.74 in Tension Capacity: I C 2: 1.00 [AISC Sect.G2.21 C 2: 1.00 [AISC Sect.G2.11 Yielding[AISC Sect.Mal: Vn: 62.64 k[AISC Eq.G4-1] Vn: 52.2 k[AISC Eq.G2-1] P : 181.5 k Vn_x/S2: 37.51 k Vn_y/S2: 31.26 k Rupture rAISC Sect.D2.bl: Torsion Capacity: A ct: 3.63 in U: 1.00 Fr: 30 ksi Po: 225.1 k Tn: 292.8 k-in Pn/S2: 108.7 k Tn/S2: 175.3 k-in / 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-32 AUE Address: 7530 204th St.NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam PS-3 Beam PS-5 UMM Beam PS-3 Beam Trib.Width: 4.958 ft DL: 15 psf x 4.958 ft = 74.38 plf Section View: LLr: 20 psf x 4.958 ft = 99.17 plf SL: 25 psf x 4.958 ft = 124 plf SL(Drift): 0 psf x 4.958 ft = 0 plf WL+: 16 psf x 4.958 ft = 79.33 plf WL-: -18.7 psf x 4.958 ft = -92.7 plf HSS 3x3xl/4 Eyebrow Beams I Y I 7.667 ft 2.25 ft I I I Beam PS-4 Beam PS-2 Beam PS-3 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-33 Address: 7530 204th St.NE Arlington,WA 98223 Date: 5/9/24 AUE Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam PS-3 Induced Loading Derivation: Unfactored Strong-Axis Induced Forces Unfactored Weak-Axis Induced Forces Member Properties: BLC7 Dist.Loads Line Loads Point Load BLC I Dist.Loads Line Loads Point Load Span,Lt: 8.833 ft DL: 15 psf 74 plf 0.0 k DL: 0 psf 0 plf 0.0 k E: 2g000 ksi DLadd: - psf 0 plf 0.0 k DLadd: - psf 0 plf 0.0 k Ix: 19.3 in.4 DLsw: - psf 13 plf - k DLsw: - psf 0 plf - k IY: 14.6 in.4 LL: 0 psf 0 plf 0.0 k LL: 0 psf 0 plf 0.0 k Member Analysis: Conservative Design Max LL,: 20 psf 99 plf 0.0 k LL,: 0 psf 0 plf 0.0 k Analysis Location,x: 0 ft SLbase: 25 psf 124 plf 0.0 k SLbase: 0 psf 0 plf 0.0 k Wind Deflection Reduction: No SLd ift: 0 psf 0 plf 0.0 k SL&ft: - psf 0 plf 0.0 k WL+: 16 psf 79 plf 0.0 k WL+: 0 psf 0 plf 0.0 k a b w -19 psf -93 plf 0.0 k WL_: 0 psf 0 plf 0.0 k Vert.Trib.Width: 4.958 ft Horz.Trib.Width: 0 ft Rt4R2 Loading Loading x Properties PL Loc.,a: 0 ft. Properties Lat.PL Loc.,a: 0 ft Vert.PL Loc.,b: 8.833 ft. Lat PL Load Loc.,b: 8.833 ft Strong Axis Induced Forces and Deflections ASD Design Load Combinations: Line Loads Point Load Mmax Vmax RI R2 ATransient AD+Transient 1) D 88 plf 0.0 k 10 k-in 0.39 k 0.39 k 0.39 k - 0.02 in 2) D+L 88 plf 0.0 k 10 k-in 0.39 k 0.39 k 0.39 k 0.00 in 0.02 in 3a) D+Lr 187 plf 0.0 k 22 k-in 0.82 k 0.82 k 0.82 k 0.02 in 0.05 in 3b) D+S 212 plf 0.0 k 25 k-in 0.93 k 0.93 k 0.93 k 0.03 in 0.05 in 4a) D+0.75L+0.75Lr 162 plf 0.0 k 19 k-in 0.72 k 0.72 k 0.72 k - - 4b) D+0.75L+0.75S 180.6 plf 0.0 k 21 k-in 0.80 k 0.80 k 0.80 k - - 5) D+0.6W 135.2 plf 0.0 k 16 k-in 0.60 k 0.60 k 0.60 k 0.01 in 0.03 in 6a) D+0.75(0.6W)+0.75L+0.75Lr 197.7 plf 0.0 k 23 k-in 0.87 k 0.87 k 0.87 k - - 6b) D+0.75(0.6W)+0.75L+0.75S 216.3 plf 0.0 k 25 k-in 0.96 k 0.96 k 0.96 k - 7) 0.6D+0.6W -3.06 if 0.0 k 0 k-in -0.01 k -0.01 k -0.01 k -0.01 in 0.00 in Weak Axis Induced Forces and Deflections ASD Design Load Combinations: Line Loads Point Load Mmax Vmax Rl R2 ATra„sicw AD+Transient 1) D 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - 0.00 in 2) D+L 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in 3a) D+Lr 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in 3b) D+S 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in 4a) D+0.75L+0.75Lr 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - - 4b) D+0.75L+0.75S 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - - 5) D+0.6W 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in 6a) D+0.75(0.6W)+0.75L+0.75Lr 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - - 6b) D+0.75(0.6W)+0.75L+0.75S 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - - 7) 0.6D+0.6W 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in Induced Loading: y Try: HSS6x5x3/16 Design Method: ASD Ptension: 0.0 k Material Properties: 52 b: 1.67 52 t,yield: 1.67 52_T: 1.67 x-- - -x Pcompression: 0.0 k ASTM Designation: A500 Gr.C(Rest.) 52 v: 1.67 n t,rupt. : 2.00 52_c: 1.67 Strong Axis Mx 25.3 k-in E: 29000 ksi Member Analysis: Axial Unbraced Lengths: y Strong Axis VY: 1.0 k G: 11200 ksi Strong-Axis Unbraced Length,Lb_x: 10 ft Kx: 1.00 Weak-Axis MY: 0.0 k-in F Y: 50 ksi Weak Axis Unbraced Length,Lb_y: 10 ft KY: 1.00 Weak-Axis Vx: 0.0 k Fn: 62 ksi Flexural Unbraced Lengths: Torsion,T: 0.0 k-in Ry: 1.3 Comp.Flange Unbraced Length,Lcomp,X_X: 10 ft Span: 8.833 ft R,: 1.2 Comp.Flange Unbraced Length,Le. 10 ft Member Check: Shear Unity: 0.03 OK Deflection Check: Transient: L/ 360 Flexure Unity: 0.11 OK D+Transient: L/ 240 Tension+Flexure: 0.11 OK ATransient,x-x: 0.03 in-> L/ 3494 OK USE HSS6x5x3/16 Compression+Flexure: 0.11 OK AD+Transient,x-x: 0.05 in-> L/ 2047 OK Tens.+Shear+Flexure+Torsion: 0.11 OK I ATransient,y-y: 0.00 in-> L/ 10000 OK Comp.+Shear Flexure+Torsion: 0.11 OK AD+Transient, _ : 0.00 in-> L/ 10000 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-34 A Address: 7530 204th St.NE Arlington,WA 98223 Date: 5/9/24 U E Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam PS-3 Member Design per AISC 360-Specificication for Steel Buildings Section Pro erites: Self-Weight: 13.25 plf I Compression Limiting Slenderness: A: 3.63 in b,flab 4.472 in Iy: 14.6 in kf: 25.7 4f: 33.72 Non-slender Flange [Table B4.la Case 6] b: 5.00 in h,flar 5.481 in Zy: 6.73 in 31.5 a,r,,,: 33.72 Non-slender Web [Table B4.laCase 6] h: 6.00 in Ix: 19.3 in Sy: 5.84 in Flexural Limiting Slenderness: tdes: 0.17 in Zx: 7.62 in ry: 2.01 in kf,x-x: 25.7 Compact Flange b/t 25.7 S : 6.44 3 J: 26.3 4 31.5 Xpf• 26.97 4f: 33.72 Noncom act Flange[Table B4.1b Case 17] des• x 1n 1n �t,y-y� P S h/td,,: 31.5 rx: 2.31 in C: 9.76 in ),,,,,X_x: 31.5 Compact Web[Table B4.1bCase 19] k . 25 7 ": 58.28 137.3 Compact Web Compression Capacity: Strong-Axis Flexural Capacity: Weak-Axis Flexural Capacity: Lc_x/rx: 51.95 Yielding rAISC Sect.F7.n: Yielding rAISC Sect.Fzn: Lc_y/ry: 59.7[Governs] MP: 381 k-in [AISC Eq.F7-11 MP: 336.5 k-in [AISC Eq.F7-1] Flexural Buckling rsect.E31: Flange Local Buckling rAISC Sect.F7.21: Flange Local Buckling rAISC Sect.Ez21: Fe; 80.3 ksi,[Eq.E3-4] b)M.: N/A k-in [AISC Eq.F7-2] b)M.: 306.7 k-in [AISC Eq.F7-2] Fcr,NS 3 8.5 3 ksi,[Eq.E3-2&E3-3] bex; N/A In [AISC Eq.F74] bex: 5.71 In [AISC Eq.F74] Slender Elements Adjustments rsect.E7.11: Se%: N/A in Sex: 5.796 in Cl,b: 0.20 [Table E7.11 C)M.: N/A k-in [AISC Eq.F7-31 C)Mn: N/A k-in [AISC Eq.177-31 C2 b: 1.382 [Eq.E7-4] Web Local Buckling[AISC Sect.F7.31: Web Local Buckling[AISC Sect.F7.31: Fel,b: 164.4 ksi,[Eq.E7-5] b)M.: N/A k-in [AISC Eq.F7-5] b)M.: N/A k-in [AISC Eq.F7-5] be: 4.47 in Lateral Torsional Buckling[AISC Sect.Fz41: Lateral Torsional Buckling[AISC Sect.F7.41: C1h: 0.20 [Table ET11 Cb: 1.00 Cb: 1.00 C2 h: 1.382 [Eq.E7-4] LP: 16.19 ft [AISC Eq.F7-12] LP: 21.07 ft [AISC Eq.F7-12] Fe1,h: 109.4 ksi,[Eq.E7-5] Lr 421.1 ft [AISC Eq.F7-13] Lr 533.7 ft [AISC Eq.F7-13] he: 5.48 in b,c)M.: N/A k-in [AISC Eq.F7-0&F7-11] b,c)M.: N/A k-in [AISC Eq.Fvo&F7-11] Ac: 3.63 in2,[Sect.E7.1] Mn x/Q: 228 k-in Mny/f2: 184 k-in Fer,s: N/A ksi,[Eq.E3-2&E3-3] Strong-Axis Shear Capacity: Weak-Axis Shear Capacity: P 139.9 k,[Eq.E3-1,E7-1] k,, 5 [AISC Sect.G4.1] k,, 5 [AISC Sect.G2.1] Pn/52: 83.75 k A,,,: 2.088 in A,,,: 1.74 in Tension Capacity: I C 2: 1.00 [AISC Sect.G2.21 C 2: 1.00 [AISC Sect.G2.11 Yielding[AISC Sect.Mal: Vn: 62.64 k[AISC Eq.G4-1] Vn: 52.2 k[AISC Eq.G2-1] P : 181.5 k Vn_x/S2: 37.51 k Vn_y/S2: 31.26 k Rupture rAISC Sect.D2.bl: Torsion Capacity: A ct: 3.63 in U: 1.00 Fr: 30 ksi Po: 225.1 k Tn: 292.8 k-in Pn/S2: 108.7 k Tn/S2: 175.3 k-in / 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-35 AUE Address: 7530 204th St.NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam PS-4 Beam PS-5 UMM �I--------------------------------- Beam PS-4 Beam Trib.Width: 4.125 ft DL: 15 psf X 4.125 ft = 61.88 plf Section View: LLr: 20 psf x 4.125 ft = 82.5 plf SL: 25 psf X 4.125 ft = 103.1 plf SL(Drift): 4.31 psf X 2.127 ft = 4.584 plf WL+: 16 psf X 4.125 ft = 66 plf WL-: -18.7 psf X 4.125 ft = -77.1 plf Snow Drift Beam PS-4 2.127 ft I • 4.31 psf HSS 3x3x1/4 Eyebrow Beams 0 I Eyebrow Studs Beam PS-3 2.25 ft 1014- 3 ft 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-36 Address: 7530 204th St.NE Arlington,WA 98223 Date: 5/9/24 AUE Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam PS-4 Induced Loading Derivation: Unfactored Strong-Axis Induced Forces Unfactored Weak-Axis Induced Forces Member Properties: BLC7 Dist.Loads Line Loads Point Load BLC I Dist.Loads Line Loads Point Load Span,Lt: 8.833 ft DL: 15 psf 62 plf 0.0 k DL: 0 psf 0 plf 0.0 k E: 2g000 ksi DLadd: - psf 0 plf 0.0 k DLadd: - psf 0 plf 0.0 k Ix: 19.3 in.4 DLsw: - psf 13 plf - k DLsw: - psf 0 plf - k IY: 14.6 in.4 LL: 0 psf 0 plf 0.0 k LL: 0 psf 0 plf 0.0 k Member Analysis: Conservative Design Max LL,: 20 psf 83 plf 0.0 k LL,: 0 psf 0 plf 0.0 k Analysis Location,x: 0 ft SLbase: 25 psf 103 plf 0.0 k SLbase: 0 psf 0 plf 0.0 k Wind Deflection Reduction: No SLd ift: 0 psf 5 plf 0.0 k SL&ft: - psf 0 plf 0.0 k WL+: 16 psf 66 plf 0.0 k WL+: 0 psf 0 plf 0.0 k a b w -19 psf -77 plf 0.0 k WL_: 0 psf 0 plf 0.0 k Vert.Trib.Width: 4.125 ft Horz.Trib.Width: 0 ft Rt4R2 Loading Loading x Properties PL Loc.,a: 0 ft. Properties Lat.PL Loc.,a: 0 ft Vert.PL Loc.,b: 8.833 ft. Lat PL Load Loc.,b: 8.833 ft Strong Axis Induced Forces and Deflections ASD Design Load Combinations: Line Loads Point Load Mmax Vmax RI R2 ATransient AD+Transient 1) D 75 plf 0.0 k 9 k-in 0.33 k 0.33 k 0.33 k - 0.02 in 2) D+L 75 plf 0.0 k 9 k-in 0.33 k 0.33 k 0.33 k 0.00 in 0.02 in 3a) D+Lr 158 plf 0.0 k 18 k-in 0.70 k 0.70 k 0.70 k 0.02 in 0.04 in 3b) D+S 183 plf 0.0 k 21 k-in 0.81 k 0.81 k 0.81 k 0.03 in 0.04 in 4a) D+0.75L+0.75Lr 137 plf 0.0 k 16 k-in 0.61 k 0.61 k 0.61 k - - 4b) D+0.75L+0.75S 152.5 plf 0.0 k 18 k-in 0.67 k 0.67 k 0.67 k - - 5) D+0.6W 114.7 plf 0.0 k 13 k-in 0.51 k 0.51 k 0.51 k 0.01 in 0.03 in 6a) D+0.75(0.6W)+0.75L+0.75Lr 166.7 plf 0.0 k 20 k-in 0.74 k 0.74 k 0.74 k - - 6b) D+0.75(0.6W)+0.75L+0.75S 182.2 plf 0.0 k 21 k-in 0.80 k 0.80 k 0.80 k - 7) 0.6D+0.6W -1.21 plf 0.0 k 0 k-in -0.01 k -0.01 k -0.01 k -0.01 in 0.00 in Weak Axis Induced Forces and Deflections ASD Design Load Combinations: Line Loads Point Load Mmax Vmax Rl R2 AT,a sicw AD+Transient 1) D 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - 0.00 in 2) D+L 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in 3a) D+Lr 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in 3b) D+S 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in 4a) D+0.75L+0.75Lr 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - - 4b) D+0.75L+0.75S 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - - 5) D+0.6W 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in 6a) D+0.75(0.6W)+0.75L+0.75Lr 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - - 6b) D+0.75(0.6W)+0.75L+0.75S 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - - 7) 0.6D+0.6W 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in Induced Loading: y, Try: HSS6x5x3/16 Design Method: ASD Ptension: 0.0 k Material Properties: 52 b: 1.67 52 t,yield: 1.67 52_T: 1.67 x-- - -x Pcompression: 0.0 k ASTM Designation: A500 Gr.C(Rest.) 52 v: 1.67 n t,rupt. : 2.00 52_c: 1.67 Strong Axis Mx 21.4 k-in E: 29000 ksi Member Analysis: Axial Unbraced Lengths: y Strong Axis VY: 0.8 k G: 11200 ksi Strong-Axis Unbraced Length,Lb_x: 10 ft Kx: 1.00 Weak-Axis MY: 0.0 k-in F Y: 50 ksi Weak Axis Unbraced Length,Lb_y: 10 ft KY: 1.00 Weak-Axis Vx: 0.0 k Fo: 62 ksi Flexural Unbraced Lengths: Torsion,T: 0.0 k-in Ry: 1.3 Comp.Flange Unbraced Length,Lcomp,X_X: 10 ft Span: 8.833 ft R,: 1.2 Comp.Flange Unbraced Length,Le. 10 ft Member Check: Shear Unity: 0.02 OK Deflection Check: Transient: L/ 360 Flexure Unity: 0.09 OK D+Transient: L/ 240 Tension+Flexure: 0.09 OK ATransient,x-x: 0.03 in-> L/ 4021 OK USE HSS6x5x3/16 Compression+Flexure: 0.09 OK AD+Transient,x-x: 0.04 in-> L/ 2369 OK Tens.+Shear+Flexure+Torsion: 0.09 OK I ATransient,y-y: 0.00 in-> L/ 10000 OK Comp.+Shear Flexure+Torsion: 0.09 OK AD+Transient, _ : 0.00 in-> L/ 10000 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-37 A Address: 7530 204th St.NE Arlington,WA 98223 Date: 5/9/24 U E Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam PS-4 Member Design per AISC 360-Specificication for Steel Buildings Section Pro erites: Self-Weight: 13.25 plf I Compression Limiting Slenderness: A: 3.63 in b,flab 4.472 in Iy: 14.6 in kf: 25.7 4f: 33.72 Non-slender Flange [Table B4.la Case 6] b: 5.00 in h,flar 5.481 in Zy: 6.73 in 31.5 a,r,,,: 33.72 Non-slender Web [Table B4.laCase 6] h: 6.00 in Ix: 19.3 in Sy: 5.84 in Flexural Limiting Slenderness: tdes: 0.17 in Zx: 7.62 in ry: 2.01 in kf,x-x: 25.7 Compact Flange b/t 25.7 S : 6.44 3 J: 26.3 4 31.5 Xpf• 26.97 4f: 33.72 Noncom act Flange[Table B4.1b Case 17] des• x 1n 1n �t,y-y� P S h/td,,: 31.5 rx: 2.31 in C: 9.76 in ),,,,,X_x: 31.5 Compact Web[Table B4.1bCase 19] k . 25 7 ": 58.28 137.3 Compact Web Compression Capacity: Strong-Axis Flexural Capacity: Weak-Axis Flexural Capacity: Lc_x/rx: 51.95 Yielding rAISC Sect.F7.n: Yielding rAISC Sect.Fzn: Lc_y/ry: 59.7[Governs] MP: 381 k-in [AISC Eq.F7-11 MP: 336.5 k-in [AISC Eq.F7-1] Flexural Buckling rsect.E31: Flange Local Buckling rAISC Sect.F7.21: Flange Local Buckling rAISC Sect.Ez21: Fe; 80.3 ksi,[Eq.E3-4] b)M.: N/A k-in [AISC Eq.F7-2] b)M.: 306.7 k-in [AISC Eq.F7-2] Fcr,NS 3 8.5 3 ksi,[Eq.E3-2&E3-3] bex; N/A In [AISC Eq.F74] bex: 5.71 In [AISC Eq.F74] Slender Elements Adjustments rsect.E7.11: Se%: N/A in Sex: 5.796 in Cl,b: 0.20 [Table E7.11 C)M.: N/A k-in [AISC Eq.F7-31 C)Mn: N/A k-in [AISC Eq.177-31 C2 b: 1.382 [Eq.E7-4] Web Local Buckling[AISC Sect.F7.31: Web Local Buckling[AISC Sect.F7.31: Fel,b: 164.4 ksi,[Eq.E7-5] b)M.: N/A k-in [AISC Eq.F7-5] b)M.: N/A k-in [AISC Eq.F7-5] be: 4.47 in Lateral Torsional Buckling[AISC Sect.Fz41: Lateral Torsional Buckling[AISC Sect.F7.41: C1h: 0.20 [Table ET11 Cb: 1.00 Cb: 1.00 C2 h: 1.382 [Eq.E7-4] LP: 16.19 ft [AISC Eq.F7-12] LP: 21.07 ft [AISC Eq.F7-12] Fe1,h: 109.4 ksi,[Eq.E7-5] Lr 421.1 ft [AISC Eq.F7-13] Lr 533.7 ft [AISC Eq.F7-13] he: 5.48 in b,c)M.: N/A k-in [AISC Eq.F7-0&F7-11] b,c)M.: N/A k-in [AISC Eq.Fvo&F7-11] Ac: 3.63 in2,[Sect.E7.1] Mn x/Q: 228 k-in Mny/f2: 184 k-in Fer,s: N/A ksi,[Eq.E3-2&E3-3] Strong-Axis Shear Capacity: Weak-Axis Shear Capacity: P 139.9 k,[Eq.E3-1,E7-1] k,, 5 [AISC Sect.G4.1] k,, 5 [AISC Sect.G2.1] Pn/52: 83.75 k A,,,: 2.088 in A,,,: 1.74 in Tension Capacity: I C 2: 1.00 [AISC Sect.G2.21 C 2: 1.00 [AISC Sect.G2.11 Yielding[AISC Sect.Mal: Vn: 62.64 k[AISC Eq.G4-1] Vn: 52.2 k[AISC Eq.G2-1] P : 181.5 k Vn_x/S2: 37.51 k Vn_y/S2: 31.26 k Rupture rAISC Sect.D2.bl: Torsion Capacity: A ct: 3.63 in U: 1.00 Fr: 30 ksi Po: 225.1 k Tn: 292.8 k-in Pn/S2: 108.7 k Tn/S2: 175.3 k-in / 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-38 AUE Address: 7530 204th St.NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam PS-5 Induced Loading Derivation: Elevation View: Beam PS-1 Beam PS-2 Beam PS-3 Beam PS-4 DL: 0.51 k DL: 0.57 k DL: 0.39 k DL: 0.33 k LLr: 0.60 k LLr: 0.68 k LLr: 0.31 k LLr: 0.36 k SLbase: 0.75 k SLbase: 0.85 k SLbase: 0.55 k SLbase: 0.46 k SLdrift: 0.02 k SLdrift: 0 k SLdrift: 0 k SLdrift: 0.021 k WL(+): 0.483 k WL(+): 0.54 k WL(+): 0.35 k WL(+): 0.292 k WL(-): -0.56 k WL(-): -0.63 k WL(-): -0.41 k WL(-): -0.34 k w J� .104 10. 3.00 ft 7.67 ft 7.67 ft 2.25 ft 3.00 ft Section View: 2.13 ft 4.31 ps: w distributed loads: "► Basic Lcad Cases DL: 15.00 psf X 3.00 ft = 45.00 plf BLC Descr... Category X LLr: 20.00 psf X 3.00 ft = 60.00 plf D DL SL(Base): 25.00 psf X 3.00 ft = 75.00 plf 2 LLr RLL SL(base) SL SL(Drift): 4.31 psf X 2.13 ft = 4.59 plf SL(drift) OLD WL+: 16.00 psf X 3.00 ft = 48.00 plf 5 WL+ WL+Y WL-: -18.70 psf X 3.00 ft = -56.10 plf 6 WL- WL-Y C ombinations I Design 14 ❑► Description Solve Posits SRSS BLC Factor BLC Factor BLC Factor BLC Factor 1 ASD:D ❑O 1 1 2 ASD:D-LLr ❑O 1 1 2 1 3 ASD:D+S 10 1 1 3 1 4 1 4 ASD:Di0.75L.0.75LLr ❑� 1 1 2 0.75 It 5 ASD:Di0.75L.0.755 ❑� 1 1 3 0.75 1 6 ASD:D+0.6W 10 1 1 5 0.6 7 ASD:Dt0.75(0.6W)«0.75Lt0.75S 10 1 1 5 0.45 3 0.75 8 ASD:0.6DM.6W 10 1 0.6 6 0.6 9 LRFD:1.4D ❑ 1 1.4 10 LRFD:1.2oN.6L-0.5LLr ❑ 1 1.2 2 0.5 11 LRFD:I.2D+1.6LLr+L ❑ 1 1.2 2 1.6 12 LRFD:12D+1.6S*L ❑ 1 1.2 3 1.6 4 1.6 13 LRFD:12D+1.61-1-r+0.5W ❑ 1 1.2 2 1.6 5 0.5 14 LRFD:I.2D+1.6S+0.5W ❑ 1 1.2 3 1.6 4 1.6 5 0.5 15 LRFD:I.2D+1.OW+1.OL+0.5LLr ❑ 1 1.2 5 1 2 0.5 16 LRFD:I.2D+1.OW+L+0.5S ❑ 1 1.2 5 1 3 0.5 7 LRFD:0.9D+1.OW ❑ 1 1 0.9 6 1 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-39 6A�UE Address: 7530 204th St.NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam PS-5 -0.57k -0.63k -0.451, -0.4k DL -451b1ft ril 2 3 N4 -0.6k -0.68k -6p1 e,ry -0.36k LLr -0?Sk 2 3 N4 -0.85k LULL -0.55k -0.46k SL(Base): IV1 < 3 N4 -0.02k -0.02K -4.591 blft SL(Drift): N1 2 3 N4 -0.483k -0.54k -481t, -0.35k -0.29k WL+: "N12 i N4 WL-: N4 56.11DAt I 0.34k 0.41 k 0.56k 0.6k Member M1,LC T.ASD9t0.75(0.6Wit0.75L-0.755 Lw 1.509 Member M7,LC 7:ASD9t0.75(0.5Wit0.75Lt0.75S t1a a].] i 4239 6 e2 ]1.9 O10 � te.o LL -011 -156 -1 2J -1.rd E3.6 - -2.6e 83 -86.627 o ].Jse arts 1.- 9dMemb-Locationtae ts.sos ts.eca ]t z]] ]J (n) .5e 1113 a T.J56 a.Tts I.oTa a a t6 .1-1.- Tt 2a.ee Membe,Lmation(In Y1 Induced Loading: Try: HSS6x5x5/16 Design Method: ASD x-- -x Ptension: 0.0 k Material Properties: 52-b: 1.67 n t,yield: 1.67 52-T: 1.67 1 - 1 Peompression: 0.0 k ASTM Designation: A500 Gr.C(Rest.) S2_v: 1.67 92 t,rupt. : 2.00 92 c: 1.67 Y Strong Axis Mx: 86.6 k-in E: 29000 ksi Member Analysis: Axial Unbraced Lengths: Strong Axis Vy: 1.9 k G: 11200 ksi Strong-Axis Unbraced Length,Lb-x: 10 ft Kx: 1.00 Weak-Axis My: 0.0 k-in Fy: 50 ksi Weak Axis Unbraced Length,Lb-y: 10 ft Ky: 1.00 Weak-Axis Vx: 0.0 k Fo: 62 ksi Flexural Unbraced Lengths: Torsion,T: 0.0 k-in Ry: 1.3 Comp.Flange Unbraced Length,Leomp,x-x: 10 ft BS: 15.333 ft Cant.: 5.25 ft Rt: 1.2 Comp.Flange Unbraced Length,Lcomp.y-y: 10 ft Member Check: I Shear Unity: 0.03 OK Deflection Check: Transient: L/ 360 Flexure Unity: 0.24 OK Main Span: D+Transient: L/ 240 Tension+Flexure: 0.24 OK ATransient,x-x: 0.26 in-> L/ 716 OK Compression+Flexure: 0.24 OK 0.42 in-> L/ 438 OK USE HSS6x5x5/16 1� D+Transient,x-x: Tens.+Shear+Flexure+Torsion: 0.24 OK Cantilever: Comp.+Shear+Flexure+Torsion: 0.24 OK kransient,x-x: 0.00 in-> 2L/ 10000 OK AD+Transient,x-x: 0.00 in-> 2L/ 10000 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-40 AU E Address: 7530 204th St.NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam PS-5 Member Design per AISC 360-Specificication for Steel Buildings Section Pro erites: Self-Weight: 21.21 plf I Compression Limiting Slenderness: A: 5.85 in b,flar 4.132 in Iy: 22.3 in kf: 14.2 4f: 33.72 Non-slender Flange [Table B4.la Case 6] b: 5.00 in h,flar 5.122 in ZY: 10.5 in 17.6 �,r,,,: 33.72 Non-slender Web [Table B4.laCase 6] h: 6.00 in Ix: 29.6 in SY: 8.91 in' Flexural Limiting Slenderness: tdes: 0.29 in Zx: 11.9 in ry: 1.95 in 4,x-x: 14.2 Compact Flange b/tdes: 14.2 Sx: 9.85 in J: 41.4 in ),.fy_y: 17.6 )Vf' 26.97 A f: 33.72 Compact Flange[TableB4.tbCasel7] h/td,,: 17.6 rx: 2.25 in C: 15.6 in )1,,X_X: 17.6 Compact Web[Table B4.lb Case 19] X, _ : 14.2 58.28 137.3 Compact Web Compression Capacity: Strong-Axis Flexural Capacity: J Weak-Axis Flexural Capacity: Le_x/rx: 53.33 Yielding rAISC Sect.F7.I1: Yielding rAISC Sect.Fzn: Lc_y/ry: 61.54[G.-s] MP: 595 k-in [AISC Eq.F7-11 MP: 525 k-in [AISC Eq.F7-11 Flexural Buckling rsect.E31: Flange Local Buckling rAISC Sect.F7.21: Flange Local Buckling rAISC Sect.F7.21: Fe: 75.58 ksi,[Eq.E34] b)Mn: N/A k-in [AISC Eq.177-2] b)Mn: N/A k-in [AISC Eq.177-2] Fcr,NS• 37.91 ksi,[Eq.E3-2&E3-3] b,: N/A In [AISC Eq.F74] b,: N/A In [AISC Eq.F74] Slender Elements Adjustments[Sect.E7.11: Sex: N/A in SeX: N/A in cI b: 0.20 [Tab]e E7.1] C)Mn: N/A k-in [AISC Eq.177-31 C)Mn: N/A k-in [AISC Eq.177-31 C2 b: 1.382 [Eq.E74] Web Local Buckling[AISC Sect.F7.31: Web Local Buckling[AISC Sect.F7.31: Fel,b: 538.4 ksi,[Eq.E7-5] b)Mn: N/A k-in [AISC Eq.F7-5] b)Mn: N/A k-in [AISC Eq.F7-51 be: 4.13 in Lateral Torsional Buckling[AISC Sect.F7.41: Lateral Torsional Buckling[AISC Sect.F7.41: CIh: 0.20 [Table ET11 Cb: 1.00 Cb: 1.00 C2 h: 1.382 [Eq.E74] LP: 16.02 ft [AISC Eq.177-12] LP: 20.95 ft [AISC Eq.177-12] Fel,h: 350.4 ksi,[Eq.E7-5] Lr. 425.5 ft [AISC Eq.F7-13] Lr. 542.7 ft [AISC Eq.F7-13] he: 5.12 in b,c)Mn: N/A k-in [AISC Eq.F7-0&F7-11] b,c)Mn: N/A k-in [AISC Eq.Fvo&F7-11] Ac: 5.85 in2,[See,.E7.1] Mn_x/S2: 356 k-in Mny/f2: 314 k-in Fcr,s: N/A ksi,[Eq.E3-2&E3-3] Strong-Axis Shear Capacity: Weak-Axis Shear Capacity: Pn: 221.8 k,[Eq.E3-1,E7-1] k 5 [AISC Sect.G2.1] k 5 [AISC Sect.G2.1] Pn/S2: 132.8 k A,,,: 3.492 in A,,,: 2.91 in Tension Capacity: I C 2: 1.00 [AISC Sect.G2.11 C 2: 1.00 [AISC Sect.G2.11 Yielding rAISC Sect.Mal: Vn: 104.8 k[AISC Eq.G2-1] Vn: 87.3 k[AISC Eq.G2-1] Pn: 292.5 k Vn_x/92: 62.73 k Vn_y/S2: 52.28 k Rupture rAISC Sect.D2.bl: Torsion Capacity: Anet: 5.85 in U: 1.00 Fr: 30 ksi Pn: 362.7 k Tn: 468 k-in Pn/S2: 175.1 k Tn/S2: 280.2 k-in / 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-41 AU E Address: 7530 204th St.NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam PS-5 CONNECTION DESIGN: Worst-Case HSS to HSS: I I I/4'CAP tt I I P w I I 40 X I I 80 X I I 100 x I I♦ ♦ TBEAn 64 X I I♦ ♦ 5r4TtlN A-A ♦ A A ♦ ♦ ♦ ♦ Mx- --------- I BEM OTHER SIDE HHERE LYCURS�—— ———————— HSS PER PUN H55 PER PUN V4 IL V4 TO H56 BEAR L 3 ft NSS 13EAN TO NSS 13EAT1 5-530 SCALE: I 1/2-4-0- Out of Plane Weld Connection Design: Design Method: ASD Required Strength(At Center of Weld Group): Weld Stress: Weld Dimensions: Vy: 0.448 k Axial Stress,fz= 0.584 k/in. b: 3 in. Y�+� Vert Mx,: 7.013 k-in Vert.Stress,fvy= 0.037 k/in. d: 3 in. I d x_(+_) Axial Tension,Nz: 0.000 k frBBa�tant= 0.586 k/in. I Weld Design: ♦I* Weld Metal Nominal Stress,F µ,: 70 ksi lb Weld Safety Factor,52: 2.00 Min.effect.Throat,(E)E i,,.: 0.028 in. Weld Group Properties: Weld Type: Fillet J=I,: 36 in.3 LWE,id: 12 in. Fillet weld Leg: 0.2500 in. Note: n/a IX: 18 in.3 yTop: 1.5 in. Sx—Top: 12 in.z Effective Throat,(E): 0.177 in. yBob -1.5 in. S.Bob -12 in.z Allow.Weld Stress,0.6Fnw/52w: 21 ksi Iy: 18 in.3 RTop: 1.5 in. Sy Top: 12 in.2 Required Weld Stress: 3.31 ksi 0.158 OK RBot: -1.5 in. S Bot: -12 in.2 Out of Plane Weld Connection Design: Design Method: ASD Required Strength(At Center of Weld Group)_ Weld Stress: Weld Dimensions: Vert Vy: 0.448 k Axial Stress,fz= 0.584 Win. b: 3 in. Y�+� MX,: 7.013 k-in Vert.Stress,fvy= 0.037 k/in. d: 3 in. I IL x_(+_) Axial Tension,NZ: 0.000 k freBu�tant= 0.586 k/in. I Weld Design: Weld Metal Nominal Stress,F W: 70 ksi Ib Weld Safety Factor,n: 2.00 Min.effect.Throat,(E)min.: 0.028 in. Weld Group Properties: Weld Type: Flare Bevel J=I,: 36 in.3 LWBid: 12 in. Exterior Radius,r: 0.5000 in. Note:r=2*t IX: 18 in.3 yToP• 1.5 in. SX Top: 12 in.2 Effective Throat,(E): 0.156 in. yBo,: -1.5 in. S.Bor -12 in.2 Allow.Weld Stress,0.6Fnw/52w: 21 ksi Iy: 18 in.3 XTop: 1.5 in. Sy Top: 12 in.Z Required Weld Stress: 3.75 ksi 0.178 OK XBot: -1.5 in. S M: -12 in.2 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-42 AU Address: 7530 204th St.NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam PS-5 I I WELD DESIGN: I I♦♦ I I ♦ ♦♦ I I I I_ I Eyebrow beam Beam PS-5 Worst-Case N/S Beam Worst Case N/S Beam Connection: Out of Plane Weld Connection Design: Design Method: ASD Required Strength(At Center of Weld Group Weld Stress: Weld Dimensions: Vert Vy: 1.445 k Axial Stress,fz= 0 k/in. b: 5.00 in. y�+� Mx_x: 0.000 k-in Vert.Stress,fv,= 0.066 k/in. d: 6.00 in. I d x_t+_t Axial Tension,NZ: 0.000 k f,..1tant= 0.066 k/in. I Weld Design: 44-► Weld Metal Nominal Stress,F,,,: 70 ksi lb Weld Safety Factor,52: 2.00 Min.effect.Throat,(E),,,i,,.: 0.003 in. Weld Group Properties: Weld Type: Fillet J=Iz: 221.8 in.3 LWe,d: 22 in. Fillet weld Leg: 0.2500 in. Note:n/a Ix: 126 in.3 yToP: 3.0 in. Sx ToP: 42 in.Z Effective Throat,(E): 0.177 in. yBo,: -3.0 in. Sx Bot: -42 in.2 A1low.Weld Stress,0.6Fnw/nw: 21 ksi Iy: 95.83 in. xToP: 2.5 in. Sy Top: 38 in.2 Required Weld Stress: 0.37 ksi 0.018 OK XBot: -2.5 in. S Bol: -38 in•2 Eyebrow Weld to Canopy Frame Out of Plane Weld Connection Design: Design Method: ASD Required Strength(At Center of Weld Group)- Vert Weld Stress: Weld Dimensions: Vy: 0.448 k Axial Stress,fz= 0.584 Win. b: 3 in. Y�+ MX_ : 7.013 k-in Vert.Stress,fvy= 0.037 k/in. d: 3 in. I d XH Axial Tension,NZ: 0.000 k fresu�tant= 0.586 k/in. Weld Design: Weld Metal Nominal Stress,F W: 70 ksi lb Weld Safety Factor,n: 2.00 Min.effect.Throat,(E)mi. : 0.028 in. Weld Group Properties: Weld Type: Fillet J=I,: 36 in.3 Lweia: 12 in. Fillet weld Leg: 0.2500 in. Note:n/a Ix: 18 in.3 yT,,P• 1.5 in. Sx T,: 12 in.2 Effective Throat,(E): 0.177 in. yBot: -1.5 in. Sx Bot: -12 in•2 A1low.Weld Stress,0.6Fnw/52w: 21 ksi Iy: 18 in.3 xToP: 1.5 in. Sy_ToP: 12 in.2 Required Weld Stress: 3.31 ksi 0.158 OK XBot: -1.5 in. S Bot: -12 in.2 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-43 AU E Address: 7530 204th St.NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Column Design Induced Loading Derivation: 3.00 ft 15.33ft 5.25ft 3.00 ft I I - - - - - - - - - - - 8.83ft 7.42 ft 3.00 ft 12.92 ft DL: 15.0 psf LLr: 20.0 psf SL(Base) 25.0 psf Trib Area of Column SL(Drift): 4.3 psf WL+: 16.0 psf WL-: -24.9 psf EH,Roof -� Cs: 0.25 Ex,Roof: 0.36 k 10.00 ft *Column is assumed to be fixed @ base,pinned @ top YI Induced Loading: Try: HSS5x5x5/16 Design ethod: ASD x-- -- --x Pte lion: 1.4 k Material Properties: Q-b: 1.67 n t,yield: 1.67 52-T: 1.67 Peompression: 3.1 k ASTM Designation: A500 Gr.C(Rect.) n v: 1.67 52 t,rupt. : 2.00 92 c: 1.67 Y Strong Axis MX, 3.6 k-in E: 29000 ksi Member Analysis: I Axial Unbraced Lengths: Strong Axis Vy, 0.4 k G: 11200 ksi Strong-Axis Unbraced Length,Lb_X: 10 ft KX: 1.00 Weak-Axis My, 0.0 k-in Fy: 50 ksi Weak Axis Unbraced Length,Lb_y: 10 ft KY: 1.00 Weak-Axis VX 0.0 k Fa: 62 ksi Flexural Unbraced Len tgths: Torsion,T: 0.0 k-in Ry: 1.3 Comp.Flange Unbraced Length,LCOmp,x_x: 10 ft Span: 10.00 ft Rt: 1.2 Comp.Flange Unbraced Length,LC,, 10 ft Member Check: Shear Unity: 0.01 OK Deflection Check: Transient: L/ 360 Flexure Unity: 0.01 OK Main Span: D+Transient: L/ 240 Tension+Flexure: 0.02 OK �Transient,x-X: 0.38 in-> 2L/ 639 OK Compression+Flexure: 0.03 OK 6D+Transient,x-X: 0.38 in-> 2L/ 639 OK USE HSSSXSXS/16 Tens.+Shear+Flexure+Torsion: 0.02 OK �Transient,x-X: 0.00 in-> 2L/ 10000 OK omp.+Shear+Flexure+Torsion: 0.04 OK AD+Transient,x_x, 0.00 in-> 2L/ 10000 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-44 AUE Address: 7530 204th St.NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Column Design Member Design per AISC 360-Specificication for Steel Buildings Section Pro erites: Self-Weight: 19.08 Of T Compression Limiting Slenderness: A: 5.26 in b,flab 4.132 in Iy: 19 in Xf: 14.2 4f: 33.72 Non-slender Flange [Table B4.la Case 6] b: 5.00 in h,flar 4.132 in ZY: 9.16 in a 14.2 X,,,: 33.72 Non-slender Web [Table B4.laCase 6] h: 5.00 in Ix: 19 in SY: 7.62 in Flexural Limiting Slenderness: tdes: 0.29 in Zx: 9.16 in ry: 1.9 in Xex-x: 14.2 Compact Flange b/td,,: 14.2 Sx: 7.62 in J: 31.2 in a,IY-Y'. 14.2 Xpf' 26.97 4f: 33.72 Compact Flange[Table B4.1b Case 17] h/tdes: 14.2 rx: 1.9 in C: 12.8 in kw,x_x: 14.2 Compact Web[Table B4.lb C..191 a,,,,,_ : 14.2 58.28 137.3 Compact Web Compression Capacity: Strong-Axis Flexural Capacity: Weak-Axis Flexural Capacity: Le_x/rx: 63.2 [G-c-I Yielding rAISC Sect.F7.I1: Yielding rAISC sect.FL 11: Lc_Vry: 63.2 [G--1 MP: 458 k-in [AISC Eq.F7-11 MP: 458 k-in [AISC Eq.F7-11 Flexural Buckling rsect.E31: Flange Local Buckling rAISC sect.F7.21: Flange Local Buckling rAISC sect.Fz21: Fe: 71.8 ksi,[Eq.E34] b)Mn: N/A k-in [AISC Eq.F7-2] b)Mn: N/A k-in [AISC Eq.F7-2] Fcr,NS 3 7.3 5 ksi,[Eq.E3-2&E3-3] bex: N/A in [AISC Eq.F74] b,: N/A In [AISC Eq.F74] Slender Elements Adjustments rsect.E7.11: Sex: N/A in Scx: N/A in Cl b: 0.20 [Table E7.11 c)Mn: N/A k-in [AISC Eq.F7-31 c)Mn: N/A k-in [AISC Eq.F7-31 C2 b: 1.38 [Eq.E7-4] Web Local Buckling rAISC Sect.F7.31: Web Local Buckling rAISC Sect.F7.31: Fe1 b: 538 ksi,[Eq.E7-5] b)Mn: N/A k-in [AISC Eq.F7-5] b)Mn: N/A k-in [AISC Eq.F7-5] be: 4.13 in Lateral Torsional Buckling rAISC Sect.F7.41: Lateral Torsional Buckling rAISC Sect.F7.41: Clh: 0.20 [Table ET11 Cb: 1.00 Cb: 1.00 C2 h: 1.38 [Eq.E7-4] Lp: 16.7 ft [AISC Eq.F7-12] LP: 16.7 ft [AISC Eq.F7-12] Fe1 h: 538 ksi,[Eq.E7-5] Lr: 441.1 ft [AISC Eq.F7-13] Lr 441.1 ft [AISC Eq.F7-13] he: 4.13 in b,c)Mn: N/A k-in [AISC Eq.F7-0&F74 1] b,c)Mn: N/A k-in [AISC Eq.F7-0&F741] Ac: 5.26 in2,[Sect.E7.1] Mn_x/n: 274 k-in Mny/92: 274 k-in Fcr,S; N/A ksi,[Eq.E3-2&E3-3] Strong-Axis Shear Capacity: Weak-Axis Shear Capacity: Pn: 196 k,[Eq.E3-1,E7-1] k,,. 5 [AISC Sect.G2.1] k,,. 5 [AISC Sect.G2.1] Pn/n: 118 k A,,,: 2.91 in A,,,: 2.91 in' Tension Capacity: I Cv2: 1.00 [AISC Sect.G2.11 C,2: 1.00 [AISC Sect.G2.11 Yielding rAISC Sect.Mal: Vn: 87.3 k[AISC Eq.G24] Vn: 87.3 k[AISC Eq.G2-I] Pn: 263 k Vn_x/92: 52.28 k Vn_y/92: 52.28 k Rupture rAISC Sect.D2.bl: Torsion Capacity: Anct: 5.26 in U: 1.00 Fcr: 30 ksi Pn: 326 k Tn: 384 k-in Pn/n: 157 k Tn/92: 229.9 k-in Column Weld to Beam PS-5&Embedded PL: Out of Plane Weld Connection Design: Design Method: ASD Required Strength(At Center of Weld Group): Weld Stress: Weld Dimensions: VY: 0.359 k Axial Stress,fz= 0.108 Win. b: 5.00 in. Y1+1 Vert Mx-x: 3.592 k-in Vert.Stress,f y= 0.018 k/in. d: 5.00 in. d xt+1 Axial Tension,Nz: 0.000 k fresultant= 0.109 k/in. -T Weld Design: Weld Metal Nominal Stress,Fn,,,: 70 ksi Ib Weld Safety Factor,922: 2.00 Min.effect.Throat,(E)rnin.: 0.005 in. Weld Group Properties: Weld Type: Flare Bevel J=Iz: 166.67 in.3 L'weld: 20 in. Exterior Radius,r: 0.2500 in. Note:r=2*t Ix: 83.333 in.' yTnP: 2.5 in. Sx Tep: 33 in.2 Effective Throat,(E): 0.078 in. yBct: -2.5 in. Sx Bct: -33 in.2 Allow.Weld Stress,0.6Fnw/52w: 21 ksi Iy: 83.333 in.3 xTep: 2.5 in. Sy Tep: 33 in.2 Required Weld Stress: 1.40 ksi 0.067 OK xBot: -2.5 in. S Be,: -33 in.2 / 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-45 AUE Address: 7530 204th St.NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 LATERAL DESIGN Calculation: SW Layout LLr: 20 psf SL: 25 psf PH Weight: 15 psf LLStorage: 20 psf WL+: 16 psf PH Tunnel: 85 psf WL-: -20 psf PH Mech: 20 psf LL: 20 psf NSW6 N SW 5 NSW4 NSW3 NSW2 NSWI UPPER N Sw"t ESW2 ------ wSwi f)1 1 44 E SW 1 AM SW I Nut)SW 2 NflD SW 3 OD SW 4 I JPPE I MID S ---------- NUD W SW E ft 8.0 ft 8.0 ft i 1 J? S Sw I S SW2 S SW 3 S SW4 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-1 Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 A E Client: SDH Architects,LLC Job No.: 24034 Calculation: SW Layout Clear Parapet Wall SW Name: Span,HI: Height,HZ Length,L NSW1 10.00ft Oft 6ft NSW2 loft Oft 6ft NSW3 15.83ft 2.5ft 38ft NSW4 15.83ft 2.5ft 6ft NSW 5 15.83 ft 2.5 ft 13.583 ft NSW6 15.83ft 2.5ft 5ft MID SW 1 15.33 ft 3 ft 10.667 ft MID SW 2 15.33 ft 3 ft 34.583 ft MID SW 3 15.33 ft 3 ft 44 ft MID SW 4 15.33 ft 0 ft 35.333 ft SSW1 14.17ft 4.17ft 8ft SSW2 14.17ft 4.17ft 19.667ft SSW3 14.17ft 2.17ft 57.667ft SSW4 14.17ft 2.17ft 8.83ft SSW2 11.67ft Oft 4ft E SW 1 11.67 ft 0 ft 7.3333 ft MID ESW 14.17ft 2.167ft 12ft MID W SW 14.17 ft 4.167 ft 12 ft WSW1 15.33 ft 3ft 4ft WSW 2 15.33 ft 3 ft 5.3333 ft UPPER E SW 13.67 ft 0.00 ft 23.33 ft UPPER MID SW 9.50 ft 0.00 ft 23.33 ft UPPER N SW 1 13.67 ft 0.00 ft 23.33 ft e4A8U13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-2 EAddress: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 TUNNEL DIAPHRAGM CHORD FORCES & T.O.W. FORCES DESIGN Calculation: Tunnel Diaphragm Chord Force Depth of Diaphragm: 22 ft N/S LATERAL: 1p: 0.9 Fy: 60 ksi (Section 2) 4.913 k(EQ) w4: 220.7 plf w3: 513.6 plf _ 1 _ _ i�R� �J �i�►i I ft 36.58 ft 95.33 ft 7.25'ft -531.21bM I 1 2 3 4 Mm�: 431.3 k-ft = 5175.7 k-in Member M7,LC 1:1 499 2 431.312 416 3328 249 6 [ 1664 832 0 zA -83 2 1664 -249 6 243.365 332 8 0 14 183 28 366 42 549 56 732 70 915 85 098 99 281 113,4" 127 647 141.8: Member Location(ft) A = !- (Eq. 4.6.4) Off, «'here d is taken as 0.8 diaphragm and 0 =0.9 AS,Iq,a: 0.36 in` Use: (2) #5 Bars AS per bar: 0.31 in` Total A,: 0.614 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-3 Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Tunnel Diaphragm Chord Force Depth of Diaphragm: 22 ft E/W LATERAL: q): 0.9 Fy: 60 ksi w5 2114 plf -22201 b/ft Al 2 Member MI,LC 1:1 a 0 Mwr 16 5 1111111111111111111111IIIIIIIIIIIIIIIIIIIII,IIIIIIIIIIIIIIIIIIIII,IIIIIIIIIIIIIIIIIIIII,111111111111111111111,11111111111111, 1111111111111111 � -62.5 11111111111111111111111111111111111111111111111111111111111111111111111111111111111111� �� 1111111111111111111111111111111111111111111111 -132 1afi.s -171.91 165 e 22 as 6-6 e.e 11 152 15e 1"!_6 11 2z Member L—aWn(tt) Mmax: 134.3 k-ft = 1611.7 k-in (Eq. 4.6.4) Od.1, Wher and 0 =0.9 As Req'd: 0.11 in` Use: (2) #5 Bars AS per bar: 0.31 in` Total A6: 0.614 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-4 Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Tunnel Diaphragm Chord Force Per ASCE 7-16 Section 12.11.2.1,Anchorage of structural walls to supporting construction shall be designed to resist the following: SDS: 0.751 Ka, = 1.0 + Lf Lf: o 100 1e: 1 Fp = 0.4 x$Dsk,I W, Ka: 1 CMU Wall Weight: 80.00 psf Fy: 60000 psi Grid Trib Height of CMU Wp Fp: A 10.61 ft 849.1 plf 254.97 plf B 8.817 ft 705.3 plf 211.79 plf 1 10.96 ft 876.8 plf 263.28 plf 6 11.86 ft 949 plf 284.96 plf T.O.W.FORCES ALONG EA GRID: GRID A: Use: (5) bars @ 48 in O.C. As: 0.3068 in Tallow: 16567 lbs Embedment L: 19 in Tensile Strength of 5 bars @ 48 in O.C.: 4141.7 lbs GRID B: Use: (5) bars @ 48 in O.C. As: 0.3068 in Tallow: 16567 lbs Embedment L: 19 in Tensile Strength of 5 bars @ 48 in O.C.: 4141.7 lbs GRID 1: Use: (5) bars @ 48 in O.C. Embedment into Plank min: 12 in As: 0.3068 in2 Tallow: 16567 lbs Embedment L: 19 in Ratio of Embedment to la: 0.6316 Tensile Strength of 5 bars @ 48 in O.C.: 2615.8 lbs GRID 7: Embedment into Plank min: 12 in Use: (5) bars @ 48 in O.C. As: 0.3068 in Tallow: 16567 lbs Embedment L: 19 in Ratio of Embedment to la: 0.6316 Tensile Strength of 5 bars @ 48 in O.C.: 2615.8 lbs 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-5 ?A8UE Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Wall Distribution Q23.33 ft Q I � I 5.15 k(EQ) 4.46 k AL 2.662 k(EQ) 9.50 ft 0.778 k(W) IF AL 4.17 ft IF 11.67 ft 7.333 ft 4 ft ESW1 ESW2 h_clear span 11.67 ft h_Mar span 11.67 ft h_parapet O ft h_parapet 0 ft h Wall: 11.67 ft h_wall: 11.67 ft d_Wall: 7.333 ft d wall: 4 ft Mwajl: 0.88 Uwau: 3.356 Rp wall: 1.136 Rp wall: 0.298 Net R: 1.434 %of shear: Actual Shear E SW 1 0.792 V, 2.11 k(EQ) V. 0.62 k(W) E SW 2 0.208 V. 0.55 k(EQ) V. 0.16 k(W) 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-6 AU E Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/2024 Client: SDH Architects,LLC Job No.: 24034 Calculation: Wall Distribution E ELEVATION: Q r 4 13.97 k(EQ) 4.147 k(W) � C SW1 . . . WSW2 ' WSW1 WSW2 h_c,e.span 15.3 ft h Ilea span: 15.33 ft h_parapet 3 ft b_Pa,apet• 3 ft h_wall: 18.3 ft h_wall: 18.33 ft d wall: 4 ft d_wall: 5.333 ft AFwall: 11 Uwau: 5.093 RF wall: 0.09 RF wall: 0.196 Net R: 0.29 %of shear: Actual Shear W SW 1 0.316 V. 4.42 k(EQ) V. 1.31 k(W) W SW 2 0.684 V. 9.55 k(EQ) V. 2.84 k(W) 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-7 AU E Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/2024 Client: SDH Architects,LLC Job No.: 24034 Calculation: Wall Distribution NORTH ELEVATION 2.2k()X,) i i UPPER N SW 24.7 k 2.66( _ N SW1 NSW2 " " " NSW3 " " Itl " " NSW5 NSW1 NSW2 NSW3 NSW4 NSW5 NSW6 tear span: 10 ft h_ctear span: 10 ft h_ctear span: 15.83 ft h_ctear span: 15.83 ft tear span: 15.83 h_clear span: 15.83 parapet: 0 ft h_parapet: 0 ft h—parapet: 2.5 ft h—Parapet: 2.5 ft —Parapet: 2.5 h—parapet 2.5 h watt: 10 ft h_wa11: loft h_wa11: 18.33 ft h_wa11: 18.33 ft h_wa11: 18.33 ft h_wa11: 18.33 ft d wall: E ft d wall: E ft d wall: 38 ft d wall: 6 ft d wall: 13.58 ft d wall: 5 ft AFwe,,: 0.963 OFwa11: 0.963 OFwen: 0.156 OFwa11: 3.769 AFwau: 0.651 AFwau: 6.03 RF watt: 1.038 RF wall: 1.0385 RF wall: 6.412 RF wall: 0.265 RF wall: 1.537 RF wall: 0.166 Net R: 10.46 (,,)3 AF=Afixed=0.1 +0.3d Rigidity of Fixed Pier RFOfixed F %of shear: Actual Shear Vhigh roof: 2.45 k(EQ) NSW 1 0.099 Vlow roof: 0.26 k(W) Vhigh roof: 2.45 k(EQ) NSW 2 0.099 Vlow roof: 0.26 k(W) Vhigh roof: 15.12 k(EQ) NSW 3 0.613 Vlow roof: 1.63 k(W) Vhigh roof: 0.63 k(EQ) NSW 4 0.025 Vlow roof: 0.07 k(W) Vhigh roof: 3.62 k(EQ) N SW 5 0.147 Vtow roof: 0.39 k(W) Vhigh roof: 0.39 k(EQ) NSW 6 0.016 Vlow roof: 0.04 k(W) 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-8 AU E Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/2024 Client: SDH Architects,LLC Job No.: 24034 Calculation: Wall Distribution i 29.16 K( � i 2.23 k(Vi) - 3.10 UPPER MID SW MID SW 1 MID SW 2 MID SW 3 - MID SW 4 I 611 MID SW 1 MID SW 2 MID SW 3 MID SW 4 Aear span: 16.083 ft h_ciear span: 16.08 ft h_ciear span: 16.08 ft h_clear 1,ao: 16.08 ft 1_puapet: 2 ft b_pmpet: 2 ft b_pmpet: 2 ft h_parapet 2 ft h wall: 18.083 ft h_wall: 18.08 ft h_wall: 18.08 ft h wail: 18.08 ft d wain 10.667 ft d wall: 34.58 ft d wall: 52.42 ft d wall: 45.42 ft OFwaii: 0.9958 OFwan: 0.171 OFwan: 0.108 OFwaii: 0.126 RF wall: 1.0042 RF wall: 5.842 RF wall: 9.293 RF wall: 7.952 Net R: 24.09 3 AF=Afixed=0.1(h) +0.3h Rigidity of Fixed Pier RF= 1 =I A fixed Ap %of shear: Actual Shear Vhigh root: 1.216 k(EQ MID SW 1 0.042 Viow roof-. 0.13 k(W) Vhigh root: 7.072 k(EQ MID SW 2 0.243 Viow roof-. 0.754 k(W) Vhigh roof: 11.25 k(EQ MID SW 3 0.386 Viow roof-. 1.199 k(W) Vhigh roof: 9.626 k(EQ MID SW 4 0.33 Viow roof-. 1.026 k(W) 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-9 AU E Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/2024 Client: SDH Architects,LLC Job No.: 24034 SOUTH ELEVATION: ii ii ii 0.4 k(W) S SW 1 S SW 2 S SW 3 SSW1 SSW2 SSW3 SSW4 h_c,e .Sp.: 14.17 ft h_c,e.span: 14.17 ft h_c,e.span: 14.2 ft h_clear span: 14.17 ft h_p.pet: 4.167 ft hparaper 4.167 ft hparaper 2.17 ft h par P t: 2.167 ft h wau: 18.33 ft It w,,,i: 18.33 ft It w,,,i: 16.3 ft h waii: 16.33 ft d wau: 8 ft d wau: 19.67 ft d wau: 57.7 ft d wau: 8.833 ft ffwau: 1.891 OFwau: 0.361 OFwau: 0.09 AFwau: 1.187 RF wan: 0.529 RF%11: 2.773 RF wain 11.5 RF wau: 0.843 Net R: 15.61 (h)a h AF=A fixed=0.1 a +033 d Rigidity of Fixed Pier RF=A fixed A F %of shear: Actual Shear Vlow roof: 0.152 k(EQ) S S W 1 0.034 Vlow roof: 0.015 k(W) Vlow roof: 0.8 k(EQ) S SW 2 0.178 Viow roof: 0.079 k(W) Vlow roof: 3.305 k(EQ) S SW 3 0.734 Vlow roof: 0.327 k(W) Vlow roof: 0.243 k(EQ) S SW 4 0.054 Vlow roof: 0.024 k(W) 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-10 906 Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/2024 Client: SDH Architects,LLC Job No.: 24034 N/S WALLS DESIGN SHEETS Calculation: UPPER E SW Wall Dimensions/Properties: Unfactored Axial Induced Forces Unfactored In-Plane Lateral Induced Forces Nom.Block Thickenss: 8 in. BLC Dist.Loads Line Loads BLC In-Plane Lateral Load at Location Actual Block Width,'w': 7.625 in DL: 0 psf 88 plf WLLoc.1: 0.00 k at 0.00 ft above base Block Weight: Normal Weight DLadd: - psf 0 plf WLLoc.2: 0.78 k at 4.17 ft above base Grouted Cell Spacing: Fully DLsw: 80 psf 1093 plf WLLoc.3: 4.46 k at 13.67 ft(rooj) DLomu: 80 psf LL: 0 psf 0 plf WL'tot,d: 5.24 k at wall base Add.DLWaII: 0 psf LLr: 0 psf 117 plf Eh,Loc.1: 0.00 k at 0.00 ft above base Total DLWaIt: 80 psf SLbase: 0 psf 146 plf Eh,Loc.2: 2.66 k at 4.17 ft above base Wall Clear Span,Hl: 13.67 ft SLdrift: - psf 0 plf Eh,Loc.s: 5.15 k at 13.67 ft(roof) Wall Parapet Height,H2: 0.00 ft WL(+): 0 psf 93 plf Cs: 0.15 *W Total Wall Height,H: 13.67 ft WL_: 0 psf -116 plf Eh,wau: 3.83 k at 6.83 ft('H'/2) Wall Length,L,d,: 23.33 ft SDS: 0.75 Ie: 1.00 Multiplier: 1.5 Shear Wall Type: Special Reinforced Ev: - psf 13 plf Eh,tolal: 17.46 k at wall base Gross Shear Area,A,,,: 2135 in E,,Wall: - psf 164.1 plf Wall Le tll.i'or'tl: Dist.btwn Boundaries,'d': 23.00 ft r Dist toBountlarv"0' Material Properti7eTF Bond Bearn Masonry fm: 2500 psi Em: 2250 ksi " v ______ Top of Wall Reinforcement,fy: 60 ksi Es: 29000 ksi Bond seam Restraint �=► Reinforcement,Fs: 32 ksi n: 12.89 Boundary Wall Reinforcement Steel: H Reinforcement.Typ. �► Wall Reinforcement Layout: Single Curtain Main Wall ( 1 ) #5 Vertical Bars at 32 in o.c. As,,: 0.31 in2 z � Renlocelment Reinforcement: ( 1 ) #5 Horiz.Bars at 48 in o.c. AS h: 0.31 in2 emtl rn Boundary Reinf. (2) #5 Vertical Bars As,t: 0.62 in ELEVATION Recant Min.Reinforcement Requirements: Min.As,cocal: 0.183 in /ft Max Spacing: 48 in OK Min.Total Reinforcement Provided.As,total: 0.194 in /ft OK Min.Vertical Min.As,v: 0.064 in /ft Min.As,bo,,,,da,},: 0.20 in /ft Reinforcement Provided A • 0.116 ' 2 OK Min.Boundary/Flexural provided.A 0.62 ' /ft 2 OK s,v to /ft Reinforcement s,bund oary to Max Spacing: 48 in OK As,max - in2/ft OK Min.Horizontal Reinforcement Min.Ash: 0.064 in /ft Min.As,bond beam: 0.20 in /ft Min.Bond Beam Provided As,h: 0.078 in 2/ft OK Reinforcement Provided.As,boun 0.31 in 2/ft OK Shear Wall Analysis for Axial+In-Plane Loading of Critical Section at Base of Wall ASD Load Combinations P: V: f,: M/Vd: Fv,m: Fps: Fv,m�: I F,: jUnity Check 1) D: 27.55 k 0.00 k 0.00 psi 0.00 53 psi 13.55 psi 150 psi 67 psi 0.00 OK 5) D+0.6W: 28.86 k 3.14 k 1.47 psi 0.53 42 psi 13.55 psi 131.1 psi 55 psi 0.03 OK 6a)D+0.75(0.6w)+0.75L+0.75L,: 30.57 k 2.36 k 1.10 psi 0.53 42 psi 13.55 psi 131.1 psi 55 psi 0.02 OK cb)D+0.75(0.6W)+0.75L+0.25s: 31.08 k 2.36 k 1.10 psi 0.53 42 psi 13.55 psi 131.1 psi 56 psi 0.02 OK 7) 0.6D+0.6W: 14.91 k 3.14 k 1.47 psi 0.53 40 psi 13.55 psi 131.1 psi 54 psi 0.03 OK 8a) D+0.7Ev+0.7Et 30.45 k 12.22 k 5.73 psi 0.40 45 psi 13.55 psi 139.9 psi 58 psi 0.10 OK ) 0.6D-0.7Ev+0.7Eh: 13.64 k 12.22 k 5.73 psi 0.40 43 psi 13.55 psi 139.9 psi 56 psi 0.10 OK Inlcude Vertical Loads for Shear Design: Yes Shear Wall Analysis for Axial+In-Plane Loading Flexure of Critical Section at Base of Wall ASD Load Combinations Mo: I p I pn I k I j I fb: I Fb: jUnity jCheckj fs: I Fs: Unity Check 1) D: 0 k-ft 0.0003 0.0038 0.0834 0.972 0 psi 1125 psi 0.00 OK 0 psi 32000 psi 0.00 OK 5) D+0.6W: 38.5 k-ft 0.0003 0.0038 0.0834 0.972 20 psi 1125 psi 0.02 OK 2777 psi 32000 psi 0.09 OK 6a)D+0.75(0.6W)+0.75L+0.75L,: 28.87 k-ft 0.0003 0.0038 0.0834 0.972 15 psi 1125 psi 0.01 OK 2083 psi 32000 psi 0.07 OK eat D+0.75(0.64)+0.75L+0.75s: 28.87 k-ft 0.0003 0.0038 0.0834 0.972 15 psi 1125 psi 0.01 OK 2083 psi 32000 psi 0.07 OK 7) 0.6D+0.6W: 38.5 k-ft 0.0003 0.0038 0.0834 0.972 20 psi 1125 psi 0.02 OK 2777 psi 32000 psi 0.09 OK 8a) D+0.7E,+0.7Et 75.35 k-ft 0.0003 0.0038 0.0834 0.972 38 psi 1125 psi 0.03 OK 5435 psi 32000 psi 0.17 OK ) 0.6D-0.7E,+0.7Eh: 75.35 k-ft 0.0003 0.0038 0.0834 0.972 38 psi 1125 psi 0.03 OK 5435 psi 32000 psi 0.17 OK USE: 8 in.thick CMU wall Vertical Reinforcement: (1)#5 Bars at 32 in o.c. at centerline of wall Horizontal Reinforcement: (1)#5 Bars at 48 in o.c. at centerline of wall Boundary Element Reinforcement: 2 #5 Bars at end of wall 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-11 JAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: UPPER E SW Shear Wall Analysis for Axial Stresses ASD Load Combinations P: I fa I Fa JUnity JCheck 1) D: 27.55 k 12.9 psi 447.8 psi 0.03 OK 5) D+0.6W: 28.86 k 13.5 psi 447.8 psi 0.03 OK 6a)D+0.75t0.6W>+0.75L+0.75L,: 30.57 k 14.3 psi 447.8 psi 0.03 OK 6b)D+0.75(0.6W)+0.75L+0.75S: 31.08 k 14.6 psi 447.8 psi 0.03 OK 7) 0.6D+0.6W: 14.91 k 7.0 psi 447.8 psi 0.02 OK 8a) D+0.7E,+0.7Et 30.45 k 14.3 psi 447.8 psi 0.03 OK ) 0.6D-0.7E,+0.7Eh: 13.64 k 6.4 psi 447.8 psi 0.01 OK Shear Wall Boundary Element Analysis for Axial+In-Plane Loading Moments of Critical Section at Base of Wall ASD Load Combinations: Mo: Boundary Force P: P at Boundary Net Tension Tallow: Unity Check 1) D: 0 k-ft 0.00 k 1.181 klf 13.78 k 0.00 k 19.84 k 0.00 OK 5) D+0.6W: 38.5 k-ft 1.67 k 1.237 klf 14.43 k 0.00 k 19.84 k 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75L.: 28.87 k-ft 1.26 k 1.31 klf 15.29 k 0.00 k 19.84 k 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 28.87 k-ft 1.26 k 1.332 klf 15.54 k 0.00 k 19.84 k 0.00 OK 7) 0.6D+0.6W: 38.5 k-ft 1.67 k 0.639 klf 7.453 k 0.00 k 19.84 k 0.00 OK 8a) D+0.7E,+0.7Et 75.35 k-ft 3.28 k 1.305 klf 15.22 k 0.00 k 19.84 k 0.00 OK 10a) 0.6D-0.7E,+0.7Eh: 75.35 k-ft 3.28 k 0.584 klf 6.818 k 0.00 k 19.84 k 0.00 OK Shear Wall Analysis for Axial+In-Plane Loading Shear Friction along the Base of Wall ASD Load Combinations: I M/Vd: I µ V: P: Any,: fv: I A,,: I Ff: JUnity Check 1) D: 0.00 1.0 0.00 klf 1.18 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 53.56 psi 0.00 OK 5) D+0.6W: 0.53 1.0 0.13 klf 1.24 klf 91.5 in /ft 1.5 psi/ft 0.116 in /ft 52.23 psi 0.03 OK 6a) D+0.75(0.6W)+0.75L+0.75Lr: 0.53 1.0 0.10 klf 1.31 klf 91.5 in /ft 1.1 psi/ft 0.116 in /ft 53.02 psi 0.02 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 0.53 1.0 0.10 klf 1.33 klf 91.5 in /ft 1.1 psi/ft 0.116 in /ft 53.25 psi 0.02 OK 7) 0.6D+0.6W: 0.53 1.0 0.13 klf 0.64 klf 91.5 in /ft 1.5 psi/ft 0.116 in /ft 45.85 psi 0.03 OK 8a) D+0.7Ev+0.7Et 0.40 1.0 0.35 klf 1.30 klf 91.5 in /ft 3.8 psi/ft 0.116 in /ft 54.92 psi 0.07 OK 10a) 0.6D-0.7E,+0.7Eh: 0.40 1.0 0.35 klf 0.58 klf 91.5 in /ft 3.8 psi/ft 0.116 in /ft 47.04 psi 0.08 OK Include Vertical Loads for Shear Friction Design: Yes 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-12 eA US Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: E SW 1 Wall Dimensions/Properties: Unfactored Axial Induced Forces Unfactored In-Plane Lateral Induced Forces Nom.Block Thickenss: 8 in. BLC 7 Dist.Loads Line Loads BLC In-Plane Lateral Load at Location Actual Block Width,'w': 7.625 in DL: 0 psf 88 plf WLLoc.1: 0.00 k at 0.00 ft above base Block Weight: Normal Weight DLadd: - psf 0 plf WLLoc.2: 0.00 k at 0.00 ft above base Grouted Cell Spacing: Fully DLsw: 80 psf 933 plf WLLoc.s: 0.62 k at 11.67 ft(rooj) DLomu: 80 psf LL: 0 psf 0 plf WLtot,d: 0.62 k at wall base Add.DLWall: 0 psf LLr: 0 psf 117 plf Eh,Loc.1: 0.00 k at 0.00 ft above base Total DLµ,alt: 80 psf SLbase: 0 psf 146 plf Eh,Loc.2: 0.00 k at 0.00 ft above base Wall Clear Span,Hl: 11.67 ft SLdrift: - psf 0 plf Eh,Loc.s: 2.11 k at 11.67 ft(roof) Wall Parapet Height,H2: 0.00 ft WL(+): 0 psf 93 plf Cs: 0.15 *W Total Wall Height,H: 11.67 ft WL_: 0 psf -116 plf Eh,wau: 1.03 k at 5.83 ft('H'/2) Wall Length,L,d,: 7.33 ft SDS: 0.75 Ie: 1.00 Multiplier: 1.5 Shear Wall Type: Special Reinforced Ev: - psf 13 plf Eh,tolal: 4.70 k at wall base Gross Shear Area,A,,,: 671 in E,,Wall: - psf 140.1 plf Wall Le tll.i'or'd' Dist.btwn Boundaries,'d': 7.00 ft r Dist toBountlarv"0' Material Properties: Bond Bearn Masonry fm: 2500 psi Em: 2250 ksi " v Top of Wall Reinforcement,f,: 60 ksi Es: 29000 ksi Bond Beam Restraint �=► Reinforcement,Fs: 32 ksi n: 12.89 Boundary Wall Reinforcement Steel: Reinforcement.Typ. �► Wall Reinforcement Layout: Single Curtain H Main Wall ( 1 ) #5 Vertical Bars at 24 in o.c. As,,: 0.31 in 2 rl z � Renlocelment Reinforcement: ( 1 ) #5 Horiz.Bars at 24 in o.c. AS h: 0.31 in ema rn Boundary Reinf. (2) #5 Vertical Bars As,t: 0.62 in ELEVATION Recant Min.Reinforcement Requirements: Min.As,cocal: 0.183 in /ft Max Spacing: 29.33 in OK Min.Total Reinforcement Provided.As,tocat: 0.31 in /ft OK Min.Vertical Min.As,v: 0.064 in /ft Min.As,bo,,,,dary: 0.20 in /ft Reinforcement Provided A • 0.155 ' 2 OK Min.Boundary/Flexural provided.A 0.62 ' 2 OK s,v to /ft Reinforcement s,boundary In /ft Max Spacing: 29.33 in OK As,max - in2/ft OK Min.Horizontal Reinforcement Min.Ash: 0.064 in /ft Min.As,bond beam: 0.20 in /ft Min.Bond Beam Provided As,h: 0.155 in 2/ft OK Reinforcement Provided.As,boun 0.31 in 2/ft OK Shear Wall Analysis for Axial+In-Plane Loading of Critical Section at Base of Wall ASD Load Combinations P: V: f,: M/Vd: Fv,m: F,,s: Fv,ma F,: jUnity Check 1) D: 7.49 k 0.00 k 0.00 psi 0.00 53 psi 27.1 psi 150 psi 80 psi 0.00 OK 5) D+0.6W: 7.90 k 0.37 k 0.55 psi 1.00 31 psi 27.1 psi 100 psi 58 psi 0.01 OK 6a)D+0.75(0.6w)+0.75L+0.75L,: 8.44 k 0.28 k 0.41 psi 1.00 31 psi 27.1 psi 100 psi 58 psi 0.01 OK 66)D+0.75(0.6W)+0.75L+0.25s: 8.60 k 0.28 k 0.41 psi 1.00 31 psi 27.1 psi 100 psi 58 psi 0.01 OK 7) 0.6D+0.6W: 3.98 k 0.37 k 0.55 psi 1.00 30 psi 27.1 psi 100 psi 57 psi 0.01 OK 8a) D+0.7Ev+0.7Et 8.27 k 3.29 k 4.91 psi 1.00 31 psi 27.1 psi 100 psi 58 psi 0.08 OK ) 0.6D-0.7Ev+0.7Eh: 3.70 k 3.29 k 4.91 psi 1.00 30 psi 27.1 psi 100 psi 57 psi 0.09 OK Inlcude Vertical Loads for Shear Design: Yes Shear Wall Analysis for Axial+In-Plane Loading Flexure of Critical Section at Base of Wall ASD Load Combinations Mo: I p I pn I k I j I fb: I Fb: jUnity jCheckj fs: I Fs: Unity Check 1) D: 0 k-ft 0.0010 0.0125 0.1460 0.951 0 psi 1125 psi 0.00 OK 0 psi 32000 psi 0.00 OK 5) D+0.6W: 4.314 k-ft 0.0010 0.0125 0.1460 0.951 14 psi 1125 psi 0.01 OK 3822 psi 32000 psi 0.12 OK 6a)D+0.75(0.6W)+0.75L+0.75L,: 3.235 k-ft 0.0010 0.0125 0.1460 0.951 10 psi 1125 psi 0.01 OK 2866 psi 32000 psi 0.09 OK 6a)D+0.75(0.64)+0.75L+0.75s: 3.235 k-ft 0.0010 0.0125 0.1460 0.951 10 psi 1125 psi 0.01 OK 2866 psi 32000 psi 0.09 OK 7) 0.6D+0.6W: 4.314 k-ft 0.0010 0.0125 0.1460 0.951 14 psi 1125 psi 0.01 OK 3822 psi 32000 psi 0.12 OK 8a) D+0.7E,+0.7Et 21.42 k-ft 0.0010 0.0125 0.1460 0.951 69 psi 1125 psi 0.06 OK 10623 psi 32000 psi 0.33 OK ) 0.6D-0.7E,+0.7Eh: 21.42 k-ft 0.0010 0.0125 0.1460 0.951 69 psi 1125 psi 0.06 OK 10623 psi 32000 psi 0.33 OK USE: 8 in.thick CMU wall Vertical Reinforcement: (1)#5 Bars at 24 in o.c. at centerline of wall Horizontal Reinforcement: (1)#5 Bars at 24 in o.c. at centerline of wall Boundary Element Reinforcement: 2 #5 Bars at end of wall *Boundary elements include OT load from top wall 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 / Project: Wet Rabbit Car Wash-Arlington Pg.No: E-13 JAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: E SW 1 Shear Wall Analysis for Axial Stresses ASD Load Combinations P: I fa I Fa JUnity JCheck 1) D: 7.486 k 11.2 psi 495.9 psi 0.02 OK 5) D+0.6W: 7.897 k 11.8 psi 495.9 psi 0.02 OK 6a)D+0.75t0.6W>+0.75L+0.75L,: 8.436 k 12.6 psi 495.9 psi 0.03 OK 6b)D+0.75(0.6W)+0.75L+0.75S: 8.596 k 12.8 psi 495.9 psi 0.03 OK 7) 0.6D+0.6W: 3.98 k 5.9 psi 495.9 psi 0.01 OK 8a) D+0.7E�,+0.7Et 8.273 k 12.3 psi 495.9 psi 0.02 OK ) 0.6D-0.7E�,+0.7Eh: 3.70 k 5.5 psi 495.9 psi 0.01 OK Shear Wall Boundary Element Analysis for Axial+In-Plane Loading Moments of Critical Section at Base of Wall ASD Load Combinations: Mo: Boundary Force P: P at Boundary Net Tension Tallow: Unity Check 1) D: 0 k-ft 0.00 k 1.021 klf 3.743 k 0.00 k 19.84 k 0.00 OK 5) D+0.6W: 4.314 k-ft 0.62 k 1.077 klf 3.948 k 0.00 k 19.84 k 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75L.: 3.235 k-ft 0.46 k 1.15 klf 4.218 k 0.00 k 19.84 k 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75s: 3.235 k-ft 0.46 k 1.172 klf 4.298 k 0.00 k 19.84 k 0.00 OK 7) 0.6D+0.6W: 4.314 k-ft 0.62 k 0.543 klf 1.99 k 0.00 k 19.84 k 0.00 OK 8a) D+0.7E,+0.7Et 21.42 k-ft 3.06 k 1.128 klf 4.136 k 0.00 k 19.84 k 0.00 OK 10a) 0.6D-0.7E,+0.7Eh: 21.42 k-ft 3.06 k 0.505 klf 1.852 k 1.21 k 19.84 k 0.06 OK Shear Wall Analysis for Axial+In-Plane Loading Shear Friction along the Base of Wall ASD Load Combinations: I M/Vd: I µ V: P: Any,: fv: I A,,: I Ff: JUnity Check 1) D: 0.00 1.0 0.00 klf 1.02 klf 91.5 in /ft 0.0 psi/ft 0.155 in /ft 65.36 psi 0.00 OK 5) D+0.6W: 1.00 1.0 0.05 klf 1.08 klf 91.5 in /ft 0.6 psi/ft 0.155 in /ft 28.79 psi 0.02 OK 6a) D+0.75(0.6W)+0.75L+0.75Lr: 1.00 1.0 0.04 klf 1.15 klf 91.5 in /ft 0.4 psi/ft 0.155 in /ft 29.31 psi 0.01 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 1.00 1.0 0.04 klf 1.17 klf 91.5 in /ft 0.4 psi/ft 0.155 in /ft 29.47 psi 0.01 OK 7) 0.6D+0.6W: 1.00 1.0 0.05 klf 0.54 klf 91.5 in /ft 0.6 psi/ft 0.155 in /ft 25 psi 0.02 OK 8a) D+0.7Ev+0.7Et 1.00 1.0 0.30 klf 1.13 klf 91.5 in /ft 3.3 psi/ft 0.155 in /ft 29.15 psi 0.11 OK 10a) 0.6D-0.7E,+0.7Eh: 1.00 1.0 0.30 klf 0.51 klf 91.5 in /ft 3.3 psi/ft 0.155 in /ft 24.73 psi 0.13 OK Include Vertical Loads for Shear Friction Design: Yes 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-14 eA US Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: E SW 2 Wall Dimensions/Properties: Unfactored Axial Induced Forces Unfactored In-Plane Lateral Induced Forces Nom.Block Thickenss: 8 in. BLC 7 Dist.Loads Line Loads BLC In-Plane Lateral Load at Location Actual Block Width,'w': 7.625 in DL: 0 psf 88 plf WLLoc.1: 0.00 k at 0.00 ft above base Block Weight: Normal Weight DLadd: - psf 0 plf WLLoc.2: 0.00 k at 0.00 ft above base Grouted Cell Spacing: Fully DLsw: 80 psf 933 plf WLLoc.3: 0.16 k at 11.67 ft(rooj) DLomu: 80 psf LL: 0 psf 0 plf WL'tot,d: 0.16 k at wall base Add.DLWall: 0 psf LLr: 0 psf 117 plf Eh,Loc.1: 0.00 k at 0.00 ft above base Total DLµ,alt: 80 psf SLbase: 0 psf 146 plf Eh,Loc.2: 0.00 k at 0.00 ft above base Wall Clear Span,Hl: 11.67 ft SLdrift: - psf 0 plf Eh,Loc.3: 0.55 k at 11.67 ft(roof) Wall Parapet Height,H2: 0.00 ft WLI+I: 0 psf 93 plf Cs: 0.15 *W Total Wall Height,H: 11.67 ft WL_: 0 psf -116 plf Eh,wau: 0.56 k at 5.83 ft('H'/2) Wall Length,L,d,: 4.00 ft SDS: 0.75 Ie: 1.00 Multiplier: 1.5 Shear Wall Type: Special Reinforced Ev: - psf 13 plf Eh,tolal: 1.67 k at wall base Gross Shear Area,A,,,: 366 in E,,Wall: - psf 140.1 plf Wall Le tll.i'or'd' Dist.btwn Boundaries,'d': 3.67 ft r Dist toBountlarv"0' Material Properties: Bond Bearn Masonry fm: 2500 psi Em: 2250 ksi " v Top of Wall Reinforcement,f,: 60 ksi Es: 29000 ksi Bond Beam Restraint �=► Reinforcement,Fs: 32 ksi n: 12.89 Boundary Wall Reinforcement Steel: Reinforcement.Typ. �► Wall Reinforcement Layout: Single Curtain H Main Wall ( 1 ) #5 Vertical Bars at 16 in o.c. As,,: 0.31 in 2 rl z � Renlocelment Reinforcement: ( 1 ) #5 Horiz.Bars at 16 in o.c. AS h: 0.31 in ema rn Boundary Reinf. (2) #5 Vertical Bars As,t: 0.62 in ELEVATION Recant Min.Reinforcement Requirements: Min.As,cocal: 0.183 in /ft Max Spacing: 16 in OK Min.Total Reinforcement Provided.As,tocat: 0.465 in /ft OK Min.Vertical Min.As,v: 0.078 in /ft Min.As,bo,,,,dary: 0.20 in /ft Reinforcement Provided A • 0.233 ' 2 OK Min.Boundary/Flexural provided.A 0.62 ' /ft 2 OK s,v to /ft Reinforcement s,bund oary In Max Spacing: 16 in OK As,max - in2/ft OK Min.Horizontal Reinforcement Min.Ash: 0.064 in /ft Min.As,bond beam: 0.20 in /ft Min.Bond Beam Provided As,h: 0.233 in 2/ft OK Reinforcement Provided.As,boun 0.31 in 2/ft OK Shear Wall Analysis for Axial+In-Plane Loading of Critical Section at Base of Wall ASD Load Combinations P: V: f,: M/Vd: Fv,m: F,,s: Fv,ma F,: jUnity Check 1) D: 4.08 k 0.00 k 0.00 psi 0.00 53 psi 40.66 psi 150 psi 93 psi 0.00 OK 5) D+0.6W: 4.31 k 0.10 k 0.26 psi 1.00 31 psi 40.66 psi 100 psi 72 psi 0.00 OK 6a)D+0.7510.6w1+0.75L+0.75L,: 4.60 k 0.07 k 0.20 psi 1.00 31 psi 40.66 psi 100 psi 72 psi 0.00 OK 6b)D+0.75(0.6w)+0.75L+0.75s: 4.69 k 0.07 k 0.20 psi 1.00 31 psi 40.66 psi 100 psi 72 psi 0.00 OK 7) 0.6D+0.6W: 2.17 k 0.10 k 0.26 psi 1.00 30 psi 40.66 psi 100 psi 70 psi 0.00 OK 8a) D+0.7Ev+0.7Et 4.51 k 1.17 k 3.19 psi 1.00 31 psi 40.66 psi 100 psi 72 psi 0.04 OK ) 0.6D-0.7Ev+0.7Eh: 2.02 k 1.17 k 3.19 psi 1.00 30 psi 40.66 psi 100 psi 70 psi 0.05 OK Inlcude Vertical Loads for Shear Design: Yes Shear Wall Analysis for Axial+In-Plane Loading Flexure of Critical Section at Base of Wall ASD Load Combinations Mo: I p I pn I k I j I fb: I Fb: jUnity jCheckj fs: I Fs: Unity Check 1) D: 0 k-ft 0.0018 0.0238 0.1957 0.935 0 psi 1125 psi 0.00 OK 0 psi 32000 psi 0.00 OK 5) D+0.6W: 1.131 k-ft 0.0018 0.0238 0.1957 0.935 10 psi 1125 psi 0.01 OK 3309 psi 32000 psi 0.10 OK 6a)D+0.75(0.6W)+0.75L+0.75L,: 0.848 k-ft 0.0018 0.0238 0.1957 0.935 8 psi 1125 psi 0.01 OK 2482 psi 32000 psi 0.08 OK 6b)D+0.75(0.64)+0.75L+0.75s: 0.848 k-ft 0.0018 0.0238 0.1957 0.935 8 psi 1125 psi 0.01 OK 2482 psi 32000 psi 0.08 OK 7) 0.6D+0.6W: 1.131 k-ft 0.0018 0.0238 0.1957 0.935 10 psi 1125 psi 0.01 OK 3309 psi 32000 psi 0.10 OK 8a) D+0.7E,+0.7Et 6.804 k-ft 0.0018 0.0238 0.1957 0.935 60 psi 1125 psi 0.05 OK 8637 psi 32000 psi 0.27 OK ) 0.6D-0.7E,+0.7Eh: 6.804 k-ft 0.0018 0.0238 0.1957 0.935 60 psi 1125 psi 0.05 OK 8637 psi 32000 psi 0.27 OK USE: 8 in.thick CMU wall Vertical Reinforcement: (1)#5 Bars at 16 in o.c. at centerline of wall Horizontal Reinforcement: (1)#5 Bars at 16 in o.c. at centerline of wall Boundary Element Reinforcement: 2 #5 Bars at end of wall *Boundary elements include OT load from top wall 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-15 JAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: E SW 2 Shear Wall Analysis for Axial Stresses ASD Load Combinations P: I fa I Fa JUnity JCheck 1) D: 4.083 k 11.2 psi 495.9 psi 0.02 OK 5) D+0.6W: 4.307 k 11.8 psi 495.9 psi 0.02 OK 6a)D+0.75t0.6W>+0.75L+0.75L,: 4.601 k 12.6 psi 495.9 psi 0.03 OK 6b)D+0.75(0.6W)+0.75L+0.75s: 4.689 k 12.8 psi 495.9 psi 0.03 OK 7) 0.6D+0.6W: 2.17 k 5.9 psi 495.9 psi 0.01 OK 8a) D+0.7E,+0.7Et 4.512 k 12.3 psi 495.9 psi 0.02 OK ) 0.6D-0.7E,+0.7Eh: 2.02 k 5.5 psi 495.9 psi 0.01 OK Shear Wall Boundary Element Analysis for Axial+In-Plane Loading Moments of Critical Section at Base of Wall ASD Load Combinations: Mo: Boundary Force P: P at Boundary Net Tension Tallow: Unity Check 1) D: 0 k-ft 0.00 k 1.021 klf 2.042 k 0.00 k 19.84 k 0.00 OK 5) D+0.6W: 1.131 k-ft 0.31 k 1.077 klf 2.154 k 0.00 k 19.84 k 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75L.: 0.848 k-ft 0.23 k 1.15 klf 2.301 k 0.00 k 19.84 k 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 0.848 k-ft 0.23 k 1.172 klf 2.344 k 0.00 k 19.84 k 0.00 OK 7) 0.6D+0.6W: 1.131 k-ft 0.31 k 0.543 klf 1.086 k 0.00 k 19.84 k 0.00 OK 8a) D+0.7E,+0.7Et 6.804 k-ft 1.86 k 1.128 klf 2.256 k 0.00 k 19.84 k 0.00 OK 10a) 0.6D-0.7E,+0.7Eh: 6.804 k-ft 1.86 k 0.505 klf 1.01 k 0.85 k 19.84 k 0.04 OK Shear Wall Analysis for Axial+In-Plane Loading Shear Friction along the Base of Wall ASD Load Combinations: I M/Vd: I µ V: P: Any,: fv: I A,,: I Ff: JUnity Check 1) D: 0.00 1.0 0.00 klf 1.02 klf 91.5 in /ft 0.0 psi/ft 0.233 in /ft 92.47 psi 0.00 OK 5) D+0.6W: 1.00 1.0 0.02 klf 1.08 klf 91.5 in /ft 0.3 psi/ft 0.233 in /ft 39.36 psi 0.01 OK 6a) D+0.75(0.6W)+0.75L+0.75Lr: 1.00 1.0 0.02 klf 1.15 klf 91.5 in /ft 0.2 psi/ft 0.233 in /ft 39.88 psi 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 1.00 1.0 0.02 klf 1.17 klf 91.5 in /ft 0.2 psi/ft 0.233 in /ft 40.04 psi 0.00 OK 7) 0.6D+0.6W: 1.00 1.0 0.02 klf 0.54 klf 91.5 in /ft 0.3 psi/ft 0.233 in /ft 35.57 psi 0.01 OK 8a) D+0.7Ev+0.7E1 1.00 1.0 0.19 klf 1.13 klf 91.5 in /ft 2.1 psi/ft 0.233 in /ft 39.73 psi 0.05 OK 10a) 0.6D-0.7E,+0.7Eh: 1.00 1.0 0.19 klf 0.51 klf 91.5 in /ft 2.1 psi/ft 0.233 in /ft 35.3 psi 0.06 OK Include Vertical Loads for Shear Friction Design: Yes 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-16 eA US Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: MID E SW Wall Dimensions/Properties: Unfactored Axial Induced Forces Unfactored In-Plane Lateral Induced Forces Nom.Block Thickenss: 8 in. BLC 7 Dist.Loads Line Loads BLC In-Plane Lateral Load at Location Actual Block Width,'w': 7.625 in DL: 0 psf 80 plf WLLoc.1: 0.00 k at 0.00 ft above base Block Weight: Normal Weight DLadd: - psf 0 plf WLLoc.2: 0.00 k at 0.00 ft above base Grouted Cell Spacing: Fully DLsw: 80 psf 1307 plf WLLoc.3: 12.47 k at 14.17 ft(rooj) DLomu: 80 psf LL: 0 psf 0 plf WL'tot,d: 12.47 k at wall base Add.DLWall: 0 psf LLr: 0 psf 80 plf Eh,Loc.1: 0.00 k at 0.00 ft above base Total DLµ,alt: 80 psf SLbase: 0 psf 100 plf Eh,Loc.2: 0.00 k at 0.00 ft above base Wall Clear Span,Hl: 14.17 ft SLdrift: - psf 0 plf Eh,Loc.3: 43.07 k at 14.17 ft(roof) Wall Parapet Height,H2: 2.17 ft WLI+I: 0 psf 64 plf Cs: 0.15 *W Total Wall Height,H: 16.33 ft WL_: 0 psf -80 plf Eh,wall: 2.35 k at 8.17 ft('H'/2) Wall Length,L,d,: 12.00 ft SDS: 0.75 Ie: 1.00 Multiplier: 1.5 Shear Wall Type: Special Reinforced Ev: - psf 12 plf Eh,tolal: 68.13 k at wall base Gross Shear Area,A,,,: 1098 in E,,Wall: - psf 196.2 plf Wall Le M.i'or'tl: Dist.btwn Boundaries,'d': 11.33 ft r Dist to Bountlarv"B Material Properties: Bond Sea. Masonry fm: 2500 psi Em: 2250 ksi " v Top of Wall Reinforcement,f,: 60 ksi Es: 29000 ksi Bond seam Restraint �=► Reinforcement,Fs: 32 ksi n: 12.89 Boundary Wall Reinforcement Steel: Reinforcement.Typ. �► Wall Reinforcement Layout: Single Curtain H Main Wall ( 1 ) #5 Vertical Bars at 16 in o.c. As,,: 0.31 in 2 rl z � Renlocelment Reinforcement: ( 1 ) #5 Horiz.Bars at 32 in o.c. AS h: 0.31 in emtl m Boundary Reinf. (4) #6 Vertical Bars As,t: 1.76 in ELEVATION Recant Min.Reinforcement Requirements: Min.As,cocal: 0.183 in /ft Max Spacing: 48 in OK Min.Total Reinforcement Provided.As,total: 0.349 in /ft OK Min.Vertical Min.As,v: 0.064 in /ft Min.As,bo,,,,dary: 0.20 in /ft Reinforcement Provided A • 0.233 ' 2 OK Min.Boundary/Flexural provided.A 1.76 ' /ft 2 OK s,v to /ft Reinforcement s,bund oary In Max Spacing: 48 in OK As,max - in2/ft OK Min.Horizontal Reinforcement Min.Ash: 0.064 in /ft Min.As,bond beam: 0.20 in /ft Min.Bond Beam Provided As,h: 0.116 in 2/ft OK Reinforcement Provided.As,boun 0.31 in 2/ft OK Shear Wall Analysis for Axial+In-Plane Loading of Critical Section at Base of Wall ASD Load Combinations P: V: f,: M/Vd: Fv,m: F,,s: Fv,ma F,: jUnity Check 1) D: 16.64 k 0.00 k 0.00 psi 0.00 54 psi 20.33 psi 150 psi 74 psi 0.00 OK S) D+0.6W: 17.10 k 7.48 k 6.81 psi 1.00 32 psi 20.33 psi 100 psi 52 psi 0.13 OK 6a)D+0.7510.6w1+0.75L+0.75L,: 17.71 k 5.61 k 5.11 psi 1.00 32 psi 20.33 psi 100 psi 52 psi 0.10 OK cb)D+0.75(0.6W)+0.75L+0.25s: 17.89 k 5.61 k 5.11 psi 1.00 32 psi 20.33 psi 100 psi 53 psi 0.10 OK 7) 0.6D+0.6W: 9.41 k 7.48 k 6.81 psi 1.00 30 psi 20.33 psi 100 psi 51 psi 0.13 OK 8a) D+0.7Ev+0.7Et 18.39 k 47.69 k 43.44 psi 1.00 32 psi 20.33 psi 100 psi 53 psi 0.83 OK ) 0.6D-0.7Ev+0.7Eh: 8.24 k 47.69 k 43.44 psi 1.00 30 psi 20.33 psi 100 psi 50 psi 0.86 OK Inlcude Vertical Loads for Shear Design: Yes Shear Wall Analysis for Axial+In-Plane Loading Flexure of Critical Section at Base of Wall ASD Load Combinations Mo: I p I pn I k I j I fb: I Fb: jUnity jCheckj fs: I Fs: Unity Check 1) D: 0 k-ft 0.0017 0.0219 0.1884 0.937 0 psi 1125 psi 0.00 OK 0 psi 32000 psi 0.00 OK S) D+0.6W: 106 k-ft 0.0017 0.0219 0.1884 0.937 102 psi 1125 psi 0.09 OK 5668 psi 32000 psi 0.18 OK 6a)D+0.75(0.6W)+0.75L+0.75L,: 79.47 k-ft 0.0017 0.0219 0.1884 0.937 77 psi 1125 psi 0.07 OK 4251 psi 32000 psi 0.13 OK eat D+0.75(0.64)+0.75L+0.75s: 79.47 k-ft 0.0017 0.0219 0.1884 0.937 77 psi 1125 psi 0.07 OK 4251 psi 32000 psi 0.13 OK 7) 0.6D+0.6W: 106 k-ft 0.0017 0.0219 0.1884 0.937 102 psi 1125 psi 0.09 OK 5668 psi 32000 psi 0.18 OK 8a) D+0.7E,+0.7Et 440.5 k-ft 0.0017 0.0219 0.1884 0.937 425 psi 1125 psi 0.38 OK 23566 psi 32000 psi 0.74 OK ) 0.6D-0.7E,+0.7Eh: 440.5 k-ft 0.0017 0.0219 0.1884 0.937 425 psi 1125 psi 0.38 OK 23566 psi 32000 psi 0.74 OK USE: 8 in.thick CMU wall Vertical Reinforcement: (1)#5 Bars at 16 in o.c. at centerline of wall Horizontal Reinforcement: (1)#5 Bars at 32 in o.c. at centerline of wall Boundary Element Reinforcement: 4 #6 Bars at end of wall 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-17 JAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: MID E SW Shear Wall Analysis for Axial Stresses ASD Load Combinations P: I fa I Fa JUnity JCheck 1) D: 16.64 k 15.2 psi 434.6 psi 0.03 OK 5) D+0.6W: 17.1 k 15.6 psi 434.6 psi 0.04 OK 6a)D+0.75t0.6W>+0.75L+0.75L,: 17.71 k 16.1 psi 434.6 psi 0.04 OK 6b)D+0.75(0.6W)+0.75L+0.75S: 17.89 k 16.3 psi 434.6 psi 0.04 OK 7) 0.6D+0.6W: 9.41 k 8.6 psi 434.6 psi 0.02 OK 8a) D+0.7E�,+0.7Et 18.39 k 16.7 psi 434.6 psi 0.04 OK ) 0.6D-0.7E�,+0.7Eh: 8.24 k 7.5 psi 434.6 psi 0.02 OK Shear Wall Boundary Element Analysis for Axial+In-Plane Loading Moments of Critical Section at Base of Wall ASD Load Combinations: Mo: Boundary Force P: P at Boundary Net Tension Tallow: Unity Check 1) D: 0 k-ft 0.00 k 1.387 klf 8.32 k 0.00 k 56.32 k 0.00 OK 5) D+0.6W: 106 k-ft 9.35 k 1.425 klf 8.55 k 0.80 k 56.32 k 0.01 OK 6a) D+0.75(0.6W)+0.75L+0.75L.: 79.47 k-ft 7.01 k 1.475 klf 8.853 k 0.00 k 56.32 k 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75s: 79.47 k-ft 7.01 k 1.49 klf 8.943 k 0.00 k 56.32 k 0.00 OK 7) 0.6D+0.6W: 106 k-ft 9.35 k 0.784 klf 4.705 k 4.64 k 56.32 k 0.08 OK 8a) D+0.7E,+0.7Et 440.5 k-ft 38.87 k 1.532 klf 9.194 k 29.68 k 56.32 k 0.53 OK 10a) 0.6D-0.7E,+0.7Eh: 440.5 k-ft 38.87 k 0.686 klf 4.118 k 34.75 k 56.32 k 0.62 OK Shear Wall Analysis for Axial+In-Plane Loading Shear Friction along the Base of Wall ASD Load Combinations: I M/Vd: I µ V: P: Any,: fv: I A,,: I Ff: JUnity Check 1) D: 0.00 1.0 0.00 klf 1.39 klf 91.5 in /ft 0.0 psi/ft 0.233 in /ft 96.47 psi 0.00 OK 5) D+0.6W: 1.00 1.0 0.62 klf 1.43 klf 91.5 in /ft 6.8 psi/ft 0.233 in /ft 41.83 psi 0.16 OK 6a) D+0.75(0.6W)+0.75L+0.75Lr: 1.00 1.0 0.47 klf 1.48 klf 91.5 in /ft 5.1 psi/ft 0.233 in /ft 42.19 psi 0.12 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 1.00 1.0 0.47 klf 1.49 klf 91.5 in /ft 5.1 psi/ft 0.233 in /ft 42.3 psi 0.12 OK 7) 0.6D+0.6W: 1.00 1.0 0.62 klf 0.78 klf 91.5 in /ft 6.8 psi/ft 0.233 in /ft 37.28 psi 0.18 OK 8a) D+0.7Ev+0.7Et 1.00 1.0 2.65 klf 1.53 klf 91.5 in /ft 29.0 psi/ft 0.233 in /ft 42.6 psi 0.68 OK 10a) 0.6D-0.7E,+0.7Eh: 1.00 1.0 2.65 klf 0.69 klf 91.5 in /ft 29.0 psi/ft 0.233 in /ft 36.59 psi 0.79 OK Include Vertical Loads for Shear Friction Design: Yes 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-18 eA US Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: MID W SW Wall Dimensions/Properties: Unfactored Axial Induced Forces Unfactored In-Plane Lateral Induced Forces Nom.Block Thickenss: 8 in. BLC 7 Dist.Loads Line Loads BLC In-Plane Lateral Load at Location Actual Block Width,'w': 7.625 in DL: 0 psf 160 plf WLLoc.1: 0.00 k at 0.00 ft above base Block Weight: Normal Weight DLadd: - psf 0 plf WLLoc.2: 0.00 k at 0.00 ft above base Grouted Cell Spacing: Fully DLsw: 80 psf 1467 plf WLLoc.s: 14.65 k at 14.17 ft(rooj) DLcmu: 80 psf LL: 0 psf 0 plf WLtotal: 14.65 k at wall base Add.DLWaII: 0 psf LLr: 0 psf 160 plf Eh,Loc.1: 0.00 k at 0.00 ft above base Total DLWaII: 80 psf SLbase: 0 psf 200 plf Eh,Loc.2: 0.00 k at 0.00 ft above base Wall Clear Span,Hl: 14.17 ft SLdrift: - psf 0 plf Eh,Loc.s: 51.16 k at 14.17 ft(roof) Wall Parapet Height,H2: 4.17 ft WLI+I: 0 psf 128 plf Cs: 0.15 *W Total Wall Height,H: 18.33 ft WL_: 0 psf -159 plf Eh,wall: 2.64 k at 9.17 ft('H'/2) Wall Length,L,d,: 12.00 ft SDS: 0.75 Ie: 1.00 Multiplier: 1.5 Shear Wall Type: Special Reinforced Ev: - psf 24 plf Eh,total: 80.70 k at wall base Gross Shear Area,A,,,: 1098 in E,,wall: - psf 220.2 plf wau Le UI,i'or'd' Dist.btwn Boundaries,'d': 11.33 ft r Dist toBountlarv"0' Material Properties: Bond Sea. Masonry fm: 2500 psi Em: 2250 ksi " v ______ Top of Wall Reinforcement,fy: 60 ksi Es: 29000 ksi send Beam Restraint �=► Reinforcement,Fs: 32 ksi n: 12.89 Boundary Wall Reinforcement Steel: Reinforcement.Typ. �► Wall Reinforcement Layout: Single Curtain H Main Wall ( 1 ) #5 Vertical Bars at 16 in o.c. As,,: 0.31 in 2 Wz � Renlocelment Reinforcement: ( 1 ) #5 Horiz.Bars at 24 in o.c. AS h: 0.31 in ema m Boundary Reinf. (4) #6 Vertical Bars As,t: 1.76 in ELEVATION Recant Min.Reinforcement Requirements: Min.As,total: 0.183 in /ft Max Spacing: 48 in OK Min.Total Reinforcement Provided.As,total: 0.388 in /ft OK Min.Vertical Min.As,v: 0.064 in /ft Min.As,bo,,,,dary: 0.20 in /ft Reinforcement Provided A • 0.233 ' 2 OK Min.Boundary/Flexural provided.A 1.76 ' /ft 2 OK s,v to /ft Reinforcement s,bund oary In Max Spacing: 48 in OK As,max - in2/ft OK Min.Horizontal Reinforcement Min.Ash: 0.064 in /ft Min.As,bond beam: 0.20 in /ft Min.Bond Beam Provided As,h: 0.155 in 2/ft OK Reinforcement Provided.As,boun 0.31 in 2/ft OK Shear Wall Analysis for Axial+In-Plane Loading of Critical Section at Base of Wall ASD Load Combinations P: V: f,: M/Vd: Fv,m: F,,s: Fv,ma F,: jUnity Check 1) D: 19.52 k 0.00 k 0.00 psi 0.00 54 psi 27.1 psi 150 psi 82 psi 0.00 OK 5) D+0.6W: 20.44 k 8.79 k 8.00 psi 1.00 33 psi 27.1 psi 100 psi 60 psi 0.13 OK 6a)D+0.7510.6w1+0.75L+0.75L,: 21.65 k 6.59 k 6.00 psi 1.00 33 psi 27.1 psi 100 psi 60 psi 0.10 OK 66)D+0.75(0.6W)+0.75L+0.25s: 22.01 k 6.59 k 6.00 psi 1.00 33 psi 27.1 psi 100 psi 60 psi 0.10 OK 7) 0.6D+0.6W: 10.57 k 8.79 k 8.00 psi 1.00 31 psi 27.1 psi 100 psi 58 psi 0.14 OK 8a) D+0.7Ev+0.7EI 21.57 k 56.49 k 51.45 psi 1.00 33 psi 27.1 psi 100 psi 60 psi 0.86 OK ) 0.6D-0.7Ev+0.7Eh: 9.66 k 56.49 k 51.45 psi 1.00 30 psi 27.1 psi 100 psi 57 psi 0.90 OK Inlcude Vertical Loads for Shear Design: Yes Shear Wall Analysis for Axial+In-Plane Loading Flexure of Critical Section at Base of Wall ASD Load Combinations Mo: I p I pn I k I j I fb: I Fb: jUnity jCheckj fs: I Fs: Unity Check 1) D: 0 k-ft 0.0017 0.0219 0.1884 0.937 0 psi 1125 psi 0.00 OK 0 psi 32000 psi 0.00 OK 5) D+0.6W: 124.5 k-ft 0.0017 0.0219 0.1884 0.937 120 psi 1125 psi 0.11 OK 6661 psi 32000 psi 0.21 OK 6a)D+0.75(0.6W)+0.75L+0.75L,: 93.38 k-ft 0.0017 0.0219 0.1884 0.937 90 psi 1125 psi 0.08 OK 4995 psi 32000 psi 0.16 OK eat D+0.75(0.64)+0.75L+0.75s: 93.38 k-ft 0.0017 0.0219 0.1884 0.937 90 psi 1125 psi 0.08 OK 4995 psi 32000 psi 0.16 OK 7) 0.6D+0.6W: 124.5 k-ft 0.0017 0.0219 0.1884 0.937 120 psi 1125 psi 0.11 OK 6661 psi 32000 psi 0.21 OK 8a) D+0.7E,+0.7EI 524.3 k-ft 0.0017 0.0219 0.1884 0.937 505 psi 1125 psi 0.45 OK 28045 psi 32000 psi 0.88 OK ) 0.6D-0.7E,+0.7Eh: 524.3 k-ft 0.0017 0.0219 0.1884 0.937 505 psi 1125 psi 0.45 OK 28045 psi 32000 psi 0.88 OK USE: 8 in.thick CMU wall Vertical Reinforcement: (1)#5 Bars at 16 in o.c. at centerline of wall Horizontal Reinforcement: (1)#5 Bars at 24 in o.c. at centerline of wall Boundary Element Reinforcement: 4 #6 Bars at end of wall 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-19 JAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: MID W SW Shear Wall Analysis for Axial Stresses ASD Load Combinations P: I fa I Fa JUnity JCheck 1) D: 19.52 k 17.8 psi 434.6 psi 0.04 OK 5) D+0.6W: 20.44 k 18.6 psi 434.6 psi 0.04 OK 6a)D+0.75t0.6W>+0.75L+0.75L,: 21.65 k 19.7 psi 434.6 psi 0.05 OK 6b)D+0.75(0.6W)+0.75L+0.75S: 22.01 k 20.0 psi 434.6 psi 0.05 OK 7) 0.6D+0.6W: 10.57 k 9.6 psi 434.6 psi 0.02 OK 8a) D+0.7E,+0.7Et 21.57 k 19.6 psi 434.6 psi 0.05 OK ) 0.6D-0.7E,+0.7Eh: 9.66 k 8.8 psi 434.6 psi 0.02 OK Shear Wall Boundary Element Analysis for Axial+In-Plane Loading Moments of Critical Section at Base of Wall ASD Load Combinations: Mo: Boundary Force P: P at Boundary Net Tension Tallow: Unity Check 1) D: 0 k-ft 0.00 k 1.627 klf 9.76 k 0.00 k 56.32 k 0.00 OK 5) D+0.6W: 124.5 k-ft 10.99 k 1.703 klf 10.22 k 0.77 k 56.32 k 0.01 OK 6a) D+0.75(0.6W)+0.75L+0.75L.: 93.38 k-ft 8.24 k 1.804 klf 10.83 k 0.00 k 56.32 k 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 93.38 k-ft 8.24 k 1.834 klf 11.01 k 0.00 k 56.32 k 0.00 OK 7) 0.6D+0.6W: 124.5 k-ft 10.99 k 0.88 klf 5.283 k 5.70 k 56.32 k 0.10 OK 8a) D+0.7E,+0.7Et 524.3 k-ft 46.26 k 1.798 klf 10.79 k 35.47 k 56.32 k 0.63 OK 10a) 0.6D-0.7E,+0.7Eh: 524.3 k-ft 46.26 k 0.805 klf 4.83 k 41.43 k 56.32 k 0.74 OK Shear Wall Analysis for Axial+In-Plane Loading Shear Friction along the Base of Wall ASD Load Combinations: I M/Vd: I µ V: P: Any,: fv: I A,,: I Ff: JUnity Check 1) D: 0.00 1.0 0.00 klf 1.63 klf 91.5 in /ft 0.0 psi/ft 0.233 in /ft 99.09 psi 0.00 OK 5) D+0.6W: 1.00 1.0 0.73 klf 1.70 klf 91.5 in /ft 8.0 psi/ft 0.233 in /ft 43.81 psi 0.18 OK 6a) D+0.75(0.6W)+0.75L+0.75Lr: 1.00 1.0 0.55 klf 1.80 klf 91.5 in /ft 6.0 psi/ft 0.233 in /ft 44.53 psi 0.13 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 1.00 1.0 0.55 klf 1.83 klf 91.5 in /ft 6.0 psi/ft 0.233 in /ft 44.74 psi 0.13 OK 7) 0.6D+0.6W: 1.00 1.0 0.73 klf 0.88 klf 91.5 in /ft 8.0 psi/ft 0.233 in /ft 37.97 psi 0.21 OK 8a) D+0.7Ev+0.7Et 1.00 1.0 3.14 klf 1.80 klf 91.5 in /ft 34.3 psi/ft 0.233 in /ft 44.48 psi 0.77 OK 10a) 0.6D-0.7E,+0.7Eh: 1.00 1.0 3.14 klf 0.81 klf 91.5 in /ft 34.3 psi/ft 0.233 in /ft 37.43 psi 0.92 OK Include Vertical Loads for Shear Friction Design: Yes 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-20 eA US Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: WSW 1 Wall Dimensions/Properties: Unfactored Axial Induced Forces Unfactored In-Plane Lateral Induced Forces Nom.Block Thickenss: 8 in. BLC 7 Dist.Loads Line Loads BLC In-Plane Lateral Load at Location Actual Block Width,'w': 7.625 in DL: 0 psf 0 plf WLLoc.t: 0.00 k at 0.00 ft above base Block Weight: Normal Weight DLadd: - psf 0 plf WLLoc.2: 0.00 k at 0.00 ft above base Grouted Cell Spacing: Fully DLsw: 80 psf 1467 plf WLLoc.3: 1.31 k at 15.33 ft(rooj) DLomu: 80 psf LL: 0 psf 0 plf WLtocal: 1.31 k at wall base Add.DLWall: 0 psf LLr: 0 psf 0 plf Eh,Loc.t: 0.00 k at 0.00 ft above base Total DLµ,alt: 80 psf SLbase: 0 psf 0 plf Eh,Loc.2: 0.00 k at 0.00 ft above base Wall Clear Span,Hl: 15.33 ft SLdrift: - psf 0 plf Eh,Loe.3: 4.42 k at 15.33 ft(roof) Wall Parapet Height,H2: 3.00 ft WLI+I: 0 psf 0 plf Cs: 0.15 *W Total Wall Height,H: 18.33 ft WL_: 0 psf 0 plf Eh,wall: 0.88 k at 9.17 ft('H'/2) Wall Length,L,d,: 4.00 ft SDS: 0.75 Ie: 1.00 Multiplier: 1.5 Shear Wall Type: Special Reinforced Ev: - psf 0 plf Eh,total: 7.95 k at wall base Gross Shear Area,A,,,: 366 in E,Wall: - psf 220.2 plf Wall Le tll.i'or'd' Dist.btwn Boundaries,'d': 3.67 ft r Dist toBountlarv"0' Material Properties: Bond Bearn Masonry fm: 2500 psi Em: 2250 ksi " v Top of Wall Reinforcement,fy: 60 ksi Es: 29000 ksi Bond Beam Restraint �=► Reinforcement,Fs: 32 ksi n: 12.89 Boundary Wall Reinforcement Steel: Reinforcement.Typ. �► Wall Reinforcement Layout: Single Curtain H Main Wall ( 1 ) #5 Vertical Bars at 16 in o.c. As,,: 0.31 in 2 rl z � Renlocelment Reinforcement: ( 1 ) #5 Horiz.Bars at 16 in o.c. AS h: 0.31 in ema rn Boundary Reinf. (2) #5 Vertical Bars As,t: 0.62 in ELEVATION Recant Min.Reinforcement Requirements: Min.As,total: 0.183 in /ft Max Spacing: 16 in OK Min.Total Reinforcement Provided.As,mw: 0.465 in /ft OK Min.Vertical Min.As,v: 0.078 in /ft Min.As,bo,,,,dary: 0.20 in /ft Reinforcement Provided A • 0.233 ' 2 OK Min.Boundary/Flexural provided.A 0.62 ' /ft 2 OK s,v to /ft Reinforcement s,bund oary In Max Spacing: 16 in OK As,max - in2/ft OK Min.Horizontal Reinforcement Min.Ash: 0.064 in /ft Min.As,bond beam: 0.20 in /ft Min.Bond Beam Provided As,h: 0.233 in 2/ft OK Reinforcement Provided.As,boun 0.31 in 2/ft OK Shear Wall Analysis for Axial+In-Plane Loading of Critical Section at Base of Wall ASD Load Combinations P: V: f,: M/Vd: Fv,m: F,,s: Fv,ma F,: jUnity Check 1) D: 5.87 k 0.00 k 0.00 psi 0.00 54 psi 40.66 psi 150 psi 95 psi 0.00 OK 5) D+0.6W: 5.87 k 0.79 k 2.15 psi 1.00 32 psi 40.66 psi 100 psi 73 psi 0.03 OK 6a)D+0.7510.6w1+0.75L+0.75L,: 5.87 k 0.59 k 1.61 psi 1.00 32 psi 40.66 psi 100 psi 73 psi 0.02 OK 6b)D+0.75(0.6w)+0.75L+0.75s: 5.87 k 0.59 k 1.61 psi 1.00 32 psi 40.66 psi 100 psi 73 psi 0.02 OK 7) 0.6D+0.6W: 3.52 k 0.79 k 2.15 psi 1.00 31 psi 40.66 psi 100 psi 71 psi 0.03 OK 8a) D+0.7Ev+0.7Et 6.48 k 5.57 k 15.21 psi 1.00 33 psi 40.66 psi 100 psi 73 psi 0.21 OK ) 0.6D-0.7Ev+0.7Eh: 2.90 k 5.57 k 15.21 psi 1.00 30 psi 40.66 psi 100 psi 71 psi 0.21 OK Inlcude Vertical Loads for Shear Design: Yes Shear Wall Analysis for Axial+In-Plane Loading Flexure of Critical Section at Base of Wall ASD Load Combinations Mo: p I pn I k j I fb: I Fb: jUnity jCheckj fs: I Fs: Unity Check 1) D: 0 k-ft 0.0018 0.0238 0.1957 0.935 0 psi 1125 psi 0.00 OK 0 psi 32000 psi 0.00 OK 5) D+0.6W: 12.07 k-ft 0.0018 0.0238 0.1957 0.935 107 psi 1125 psi 0.10 OK 5681 psi 32000 psi 0.18 OK 6a)D+0.75(0.6W)+0.75L+0.75L,: 9.055 k-ft 0.0018 0.0238 0.1957 0.935 80 psi 1125 psi 0.07 OK 4261 psi 32000 psi 0.13 OK 6b)D+0.75(0.64)+0.75L+0.75s: 9.055 k-ft 0.0018 0.0238 0.1957 0.935 80 psi 1125 psi 0.07 OK 4261 psi 32000 psi 0.13 OK 7) 0.6D+0.6W: 12.07 k-ft 0.0018 0.0238 0.1957 0.935 107 psi 1125 psi 0.10 OK 5681 psi 32000 psi 0.18 OK 8a) D+0.7E,+0.7Et 53.11 k-ft 0.0018 0.0238 0.1957 0.935 472 psi 1125 psi 0.42 OK 24994 psi 32000 psi 0.78 OK ) 0.6D-0.7E,+0.7Eh: 53.11 k-ft 0.0018 0.0238 0.1957 0.935 472 psi 1125 psi 0.42 OK 24994 psi 32000 psi 0.78 OK USE: 8 in.thick CMU wall Vertical Reinforcement: (1)#5 Bars at 16 in o.c. at centerline of wall Horizontal Reinforcement: (1)#5 Bars at 16 in o.c. at centerline of wall Boundary Element Reinforcement: 2 #5 Bars at end of wall 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-21 JAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: WSW 1 Shear Wall Analysis for Axial Stresses ASD Load Combinations P: I fa I Fa JUnity JCheck 1) D: 5.867 k 16.0 psi 401.9 psi 0.04 OK 5) D+0.6W: 5.867 k 16.0 psi 401.9 psi 0.04 OK 6a)D+0.75t0.6W>+0.75L+0.75L,: 5.867 k 16.0 psi 401.9 psi 0.04 OK 6b)D+0.75(0.6W)+0.75L+0.75S: 5.867 k 16.0 psi 401.9 psi 0.04 OK 7) 0.6D+0.6W: 3.52 k 9.6 psi 401.9 psi 0.02 OK 8a) D+0.7E,+0.7Et 6.483 k 17.7 psi 401.9 psi 0.04 OK ) 0.6D-0.7E,+0.7Eh: 2.90 k 7.9 psi 401.9 psi 0.02 OK Shear Wall Boundary Element Analysis for Axial+In-Plane Loading Moments of Critical Section at Base of Wall ASD Load Combinations: Mo: Boundary Force P: P at Boundary Net Tension Tallow: Unity Check 1) D: 0 k-ft 0.00 k 1.467 klf 2.933 k 0.00 k 19.84 k 0.00 OK 5) D+0.6W: 12.07 k-ft 3.29 k 1.467 klf 2.933 k 0.36 k 19.84 k 0.02 OK 6a) D+0.75(0.6W)+0.75L+0.75L.: 9.055 k-ft 2.47 k 1.467 klf 2.933 k 0.00 k 19.84 k 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 9.055 k-ft 2.47 k 1.467 klf 2.933 k 0.00 k 19.84 k 0.00 OK 7) 0.6D+0.6W: 12.07 k-ft 3.29 k 0.88 klf 1.76 k 1.53 k 19.84 k 0.08 OK 8a) D+0.7E,+0.7Et 53.11 k-ft 14.49 k 1.621 klf 3.242 k 11.24 k 19.84 k 0.57 OK 10a) 0.6D-0.7E,+0.7Eh: 53.11 k-ft 14.49 k 0.726 klf 1.452 k 13.03 k 19.84 k 0.66 OK Shear Wall Analysis for Axial+In-Plane Loading Shear Friction along the Base of Wall ASD Load Combinations: I M/Vd: I µ V: P: Any,: fv: I A,,: I Ff: JUnity Check 1) D: 0.00 1.0 0.00 klf 1.47 klf 91.5 in /ft 0.0 psi/ft 0.233 in /ft 97.34 psi 0.00 OK 5) D+0.6W: 1.00 1.0 0.20 klf 1.47 klf 91.5 in /ft 2.2 psi/ft 0.233 in /ft 42.13 psi 0.05 OK 6a) D+0.75(0.6W)+0.75L+0.75Lr: 1.00 1.0 0.15 klf 1.47 klf 91.5 in /ft 1.6 psi/ft 0.233 in /ft 42.13 psi 0.04 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 1.00 1.0 0.15 klf 1.47 klf 91.5 in /ft 1.6 psi/ft 0.233 in /ft 42.13 psi 0.04 OK 7) 0.6D+0.6W: 1.00 1.0 0.20 klf 0.88 klf 91.5 in /ft 2.2 psi/ft 0.233 in /ft 37.96 psi 0.06 OK 8a) D+0.7Ev+0.7Et 1.00 1.0 0.93 klf 1.62 klf 91.5 in /ft 10.1 psi/ft 0.233 in /ft 43.23 psi 0.23 OK 10a) 0.6D-0.7E,+0.7Eh: 1.00 1.0 0.93 klf 0.73 klf 91.5 in /ft 10.1 psi/ft 0.233 in /ft 36.87 psi 0.28 OK Include Vertical Loads for Shear Friction Design: Yes 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-22 eA US Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: W SW 2 Wall Dimensions/Properties: Unfactored Axial Induced Forces Unfactored In-Plane Lateral Induced Forces Nom.Block Thickenss: 8 in. BLC 7 Dist.Loads Line Loads BLC In-Plane Lateral Load at Location Actual Block Width,'w': 7.625 in DL: 0 psf 0 plf WLLoc.1: 0.00 k at 0.00 ft above base Block Weight: Normal Weight DLadd: - psf 0 plf WLLoc.2: 0.00 k at 0.00 ft above base Grouted Cell Spacing: Fully DLsw: 80 psf 1467 plf WLLoc.3: 2.84 k at 15.33 ft(rooj) DLomu: 80 psf LL: 0 psf 0 plf WLtot,d: 2.84 k at wall base Add.DLWall: 0 psf LLr: 0 psf 0 plf Eh,Loc.1: 0.00 k at 0.00 ft above base Total DLµ,alt: 80 psf SLbase: 0 psf 0 plf Eh,Loc.2: 0.00 k at 0.00 ft above base Wall Clear Span,Hl: 15.33 ft SLdrift: - psf 0 plf Eh,Loe.3: 9.55 k at 15.33 ft(roof) Wall Parapet Height,H2: 3.00 ft WLI+I: 0 psf 0 plf Cs: 0.15 *W Total Wall Height,H: 18.33 ft WL_: 0 psf 0 plf Eh,wall: 1.17 k at 9.17 ft('H'/2) Wall Length,L,d,: 5.33 ft SDS: 0.75 Ie: 1.00 Multiplier: 1.5 Shear Wall Type: Special Reinforced Ev: - psf 0 plf Eh,tolal: 16.09 k at wall base Gross Shear Area,A,,,: 488 in E,Wall: - psf 220.2 plf Wall Le tll.i'or'd' Dist.btwn Boundaries,'d': 4.67 ft r Dist toBountlarv"0' Material Properties: Bond Bearn Masonry fm: 2500 psi Em: 2250 ksi " v Top of Wall Reinforcement,fy: 60 ksi Es: 29000 ksi Bond Beam Restraint �=► Reinforcement,Fs: 32 ksi n: 12.89 Boundary Wall Reinforcement Steel: Reinforcement.Typ. �► Wall Reinforcement Layout: Single Curtain H Main Wall ( 1 ) #5 Vertical Bars at 16 in o.c. As,,: 0.31 in 2 Wz � Renlocelment Reinforcement: ( 1 ) #5 Horiz.Bars at 16 in o.c. AS h: 0.31 in ema rn Boundary Reinf. (4) #5 Vertical Bars As,t: 1.24 in ELEVATION Recant Min.Reinforcement Requirements: Min.As,cocal: 0.183 in /ft Max Spacing: 21.33 in OK Min.Total Reinforcement Provided.As,tocat: 0.465 in /ft OK Min.Vertical Min.As,v: 0.078 in /ft Min.As,bo,,,,dary: 0.20 in /ft Reinforcement Provided A • 0.233 ' 2 OK Min.Boundary/Flexural provided.A 1.24 ' /ft 2 OK s,v to /ft Reinforcement s,bund oary to Max Spacing: 21.33 in OK As,max - in2/ft OK Min.Horizontal Reinforcement Min.Ash: 0.064 in /ft Min.As,bond beam: 0.20 in /ft Min.Bond Beam Provided As,h: 0.233 in 2/ft OK Reinforcement Provided.As,boun 0.31 in 2/ft OK Shear Wall Analysis for Axial+In-Plane Loading of Critical Section at Base of Wall ASD Load Combinations P: V: f,: M/Vd: Fv,m: F,,s: Fv,ma F,: jUnity Check 1) D: 7.82 k 0.00 k 0.00 psi 0.00 54 psi 40.66 psi 150 psi 95 psi 0.00 OK 5) D+0.6W: 7.82 k 1.70 k 3.49 psi 1.00 32 psi 40.66 psi 100 psi 73 psi 0.05 OK 6a)D+0.7510.6w1+0.75L+0.75L,: 7.82 k 1.28 k 2.61 psi 1.00 32 psi 40.66 psi 100 psi 73 psi 0.04 OK 6b)D+0.75(0.6w)+0.75L+0.75s: 7.82 k 1.28 k 2.61 psi 1.00 32 psi 40.66 psi 100 psi 73 psi 0.04 OK 7) 0.6D+0.6W: 4.69 k 1.70 k 3.49 psi 1.00 31 psi 40.66 psi 100 psi 71 psi 0.05 OK 8a) D+0.7Ev+0.7Et 8.64 k 11.26 k 23.08 psi 1.00 33 psi 40.66 psi 100 psi 73 psi 0.32 OK ) 0.6D-0.7Ev+0.7Eh: 3.87 k 11.26 k 23.08 psi 1.00 30 psi 40.66 psi 100 psi 71 psi 0.33 OK Inlcude Vertical Loads for Shear Design: Yes Shear Wall Analysis for Axial+In-Plane Loading Flexure of Critical Section at Base of Wall ASD Load Combinations Mo: p I pn I k j I fb: I Fb: jUnity jCheckj fs: I Fs: Unity Check 1) D: 0 k-ft 0.0029 0.0374 0.2387 0.92 0 psi 1125 psi 0.00 OK 0 psi 32000 psi 0.00 OK 5) D+0.6W: 26.08 k-ft 0.0029 0.0374 0.2387 0.92 119 psi 1125 psi 0.11 OK 4897 psi 32000 psi 0.15 OK 6a)D+0.75(0.6W)+0.75L+0.75L,: 19.56 k-ft 0.0029 0.0374 0.2387 0.92 89 psi 1125 psi 0.08 OK 3673 psi 32000 psi 0.11 OK 6b)D+0.75(0.64)+0.75L+0.75s: 19.56 k-ft 0.0029 0.0374 0.2387 0.92 89 psi 1125 psi 0.08 OK 3673 psi 32000 psi 0.11 OK 7) 0.6D+0.6W: 26.08 k-ft 0.0029 0.0374 0.2387 0.92 119 psi 1125 psi 0.11 OK 4897 psi 32000 psi 0.15 OK 8a) D+0.7E,+0.7Et 110.1 k-ft 0.0029 0.0374 0.2387 0.92 503 psi 1125 psi 0.45 OK 20666 psi 32000 psi 0.65 OK ) 0.6D-0.7E,+0.7Eh: 110.1 k-ft 0.0029 0.0374 0.2387 0.92 503 psi 1125 psi 0.45 OK 20666 psi 32000 psi 0.65 OK USE: 8 in.thick CMU wall Vertical Reinforcement: (1)#5 Bars at 16 in o.c. at centerline of wall Horizontal Reinforcement: (1)#5 Bars at 16 in o.c. at centerline of wall Boundary Element Reinforcement: 4 #5 Bars at end of wall 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-23 JAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: W SW 2 Shear Wall Analysis for Axial Stresses ASD Load Combinations P: I fa I Fa JUnity JCheck 1) D: 7.822 k 16.0 psi 401.9 psi 0.04 OK 5) D+0.6W: 7.822 k 16.0 psi 401.9 psi 0.04 OK 6a)D+0.75t0.6W>+0.75L+0.75L,: 7.822 k 16.0 psi 401.9 psi 0.04 OK 6b)D+0.75(0.6W)+0.75L+0.75S: 7.822 k 16.0 psi 401.9 psi 0.04 OK 7) 0.6D+0.6W: 4.69 k 9.6 psi 401.9 psi 0.02 OK 8a) D+0.7E�,+0.7Et 8.644 k 17.7 psi 401.9 psi 0.04 OK ) 0.6D-0.7E�,+0.7Eh: 3.87 k 7.9 psi 401.9 psi 0.02 OK Shear Wall Boundary Element Analysis for Axial+In-Plane Loading Moments of Critical Section at Base of Wall ASD Load Combinations: Mo: Boundary Force P: P at Boundary Net Tension Tallow: Unity Check 1) D: 0 k-ft 0.00 k 1.467 klf 3.911 k 0.00 k 39.68 k 0.00 OK 5) D+0.6W: 26.08 k-ft 5.59 k 1.467 klf 3.911 k 1.68 k 39.68 k 0.04 OK 6a) D+0.75(0.6W)+0.75L+0.75L.: 19.56 k-ft 4.19 k 1.467 klf 3.911 k 0.28 k 39.68 k 0.01 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 19.56 k-ft 4.19 k 1.467 klf 3.911 k 0.28 k 39.68 k 0.01 OK 7) 0.6D+0.6W: 26.08 k-ft 5.59 k 0.88 klf 2.347 k 3.24 k 39.68 k 0.08 OK 8a) D+0.7E,+0.7Et 110.1 k-ft 23.59 k 1.621 klf 4.322 k 19.26 k 39.68 k 0.49 OK 10a) 0.6D-0.7E,+0.7Eh: 110.1 k-ft 23.59 k 0.726 klf 1.936 k 21.65 k 39.68 k 0.55 OK Shear Wall Analysis for Axial+In-Plane Loading Shear Friction along the Base of Wall ASD Load Combinations: I M/Vd: I µ V: P: Any,: fv: I A,,: I Ff: JUnity Check 1) D: 0.00 1.0 0.00 klf 1.47 klf 91.5 in /ft 0.0 psi/ft 0.233 in /ft 97.34 psi 0.00 OK 5) D+0.6W: 1.00 1.0 0.32 klf 1.47 klf 91.5 in /ft 3.5 psi/ft 0.233 in /ft 42.13 psi 0.08 OK 6a) D+0.75(0.6W)+0.75L+0.75Lr: 1.00 1.0 0.24 klf 1.47 klf 91.5 in /ft 2.6 psi/ft 0.233 in /ft 42.13 psi 0.06 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 1.00 1.0 0.24 klf 1.47 klf 91.5 in /ft 2.6 psi/ft 0.233 in /ft 42.13 psi 0.06 OK 7) 0.6D+0.6W: 1.00 1.0 0.32 klf 0.88 klf 91.5 in /ft 3.5 psi/ft 0.233 in /ft 37.96 psi 0.09 OK 8a) D+0.7Ev+0.7Et 1.00 1.0 1.41 klf 1.62 klf 91.5 in /ft 15.4 psi/ft 0.233 in /ft 43.23 psi 0.36 OK 10a) 0.6D-0.7E,+0.7Eh: 1.00 1.0 1.41 klf 0.73 klf 91.5 in /ft 15.4 psi/ft 0.233 in /ft 36.87 psi 0.42 OK Include Vertical Loads for Shear Friction Design: Yes 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-24 eA US Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 E/W WALLS DESIGN SHEETS Calculation: S SW 1 Wall Dimensions/Properties: Unfactored Axial Induced Forces Unfactored In-Plane Lateral Induced Forces Nom.Block Thickenss: 8 in. BLC 7 Dist.Loads Line Loads BLC In-Plane Lateral Load at Location Actual Block Width,'w': 7.625 in DL: 0 psf 108 plf WLLoc.t: 0.00 k at 0.00 ft above base Block Weight: Normal Weight DLadd: - psf 0 plf WLLoc.2: 0.00 k at 0.00 ft above base Grouted Cell Spacing: Fully DLsw: 80 psf 1467 plf WLLoc.3: 0.02 k at 14.17 ft(rooj) DLomu: 80 psf LL: 0 psf 0 plf WLtocal: 0.02 k at wall base Add.DLWall: 0 psf LLr: 0 psf 108 plf Eh,Loc.t: 0.00 k at 0.00 ft above base Total DLµ,alt: 80 psf SLbase: 0 psf 134 plf Eh,Loc.2: 0.00 k at 0.00 ft above base Wall Clear Span,Hl: 14.17 ft SLdrift: - psf 0 plf Eh,Loe.3: 0.15 k at 14.17 ft(roof) Wall Parapet Height,H2: 4.17 ft WL(+): 0 psf 86 plf Cs: 0.15 *W Total Wall Height,H: 18.33 ft WL_: 0 psf -107 plf Eh,wall: 1.76 k at 9.17 ft('H'/2) Wall Length,L,d,: 8.00 ft SDS: 0.75 Ie: 1.00 Multiplier: 1.5 Shear Wall Type: Special Reinforced Ev: - psf 16 plf Eh,total: 2.87 k at wall base Gross Shear Area,A,,,: 732 in E,Wall: - psf 220.2 plf Wall Le tll.i'or'd' Dist.btwn Boundaries,'d': 7.67 ft r Dist toBountlarv"0' Material Properties: Bond Bearn Masonry fm: 2500 psi Em: 2250 ksi " v Top of Wall Reinforcement,fy: 60 ksi Es: 29000 ksi Bond Beam Restraint �=► Reinforcement,Fs: 32 ksi n: 12.89 Boundary Wall Reinforcement Steel: Reinforcement.Typ. �► Wall Reinforcement Layout: Single Curtain H Main Wall ( 1 ) #5 Vertical Bars at 32 in o.c. As,,: 0.31 in 2 rl z � Renlocelment Reinforcement: ( 1 ) #5 Horiz.Bars at 32 in o.c. AS h: 0.31 in ema rn Boundary Reinf. (2) #5 Vertical Bars As,t: 0.62 in ELEVATION Recant Min.Reinforcement Requirements: Min.As,total: 0.183 in /ft Max Spacing: 32 in OK Min.Total Reinforcement Provided.As,totat: 0.233 in /ft OK Min.Vertical Min.As,v: 0.064 in /ft Min.As,bo,,,,dary: 0.20 in /ft Reinforcement Provided A • 0.116 ' 2 OK Min.Boundary/Flexural provided.A 0.62 ' /ft 2 OK s,v to /ft Reinforcement s,bund oary In Max Spacing: 32 in OK As,max - in2/ft OK Min.Horizontal Reinforcement Min.Ash: 0.064 in /ft Min.As,bond beam: 0.20 in /ft Min.Bond Beam Provided As,h: 0.116 in 2/ft OK Reinforcement Provided.As,boun 0.31 in 2/ft OK Shear Wall Analysis for Axial+In-Plane Loading of Critical Section at Base of Wall ASD Load Combinations P: V: f,: M/Vd: Fv,m: F,,s: Fv,ma F,: jUnity Check 1) D: 12.59 k 0.00 k 0.00 psi 0.00 54 psi 20.33 psi 150 psi 75 psi 0.00 OK 5) D+0.6W: 13.01 k 0.01 k 0.01 psi 1.00 33 psi 20.33 psi 100 psi 53 psi 0.00 OK 6a)D+0.75(0.6w)+0.75L+0.75L,: 13.55 k 0.01 k 0.01 psi 1.00 33 psi 20.33 psi 100 psi 53 psi 0.00 OK 66)D+0.75(0.6W)+0.75L+0.25s: 13.71 k 0.01 k 0.01 psi 1.00 33 psi 20.33 psi 100 psi 53 psi 0.00 OK 7) 0.6D+0.6W: 7.04 k 0.01 k 0.01 psi 1.00 31 psi 20.33 psi 100 psi 51 psi 0.00 OK 8a) D+0.7Ev+0.7Et 13.92 k 2.01 k 2.75 psi 1.00 33 psi 20.33 psi 100 psi 53 psi 0.05 OK ) 0.6D-0.7Ev+0.7Eh: 6.23 k 2.01 k 2.75 psi 1.00 30 psi 20.33 psi 100 psi 51 psi 0.05 OK Inlcude Vertical Loads for Shear Design: Yes Shear Wall Analysis for Axial+In-Plane Loading Flexure of Critical Section at Base of Wall ASD Load Combinations Mo: p I pn I k j I fb: I Fb: jUnity jCheckj fs: I Fs: Unity Check 1) D: 0 k-ft 0.0009 0.0114 0.1400 0.953 0 psi 1125 psi 0.00 OK 0 psi 32000 psi 0.00 OK S) D+0.6W: 0.128 k-ft 0.0009 0.0114 0.1400 0.953 0 psi 1125 psi 0.00 OK 28 psi 32000 psi 0.00 OK 6a)D+0.75(0.6W)+0.75L+0.75L,: 0.096 k-ft 0.0009 0.0114 0.1400 0.953 0 psi 1125 psi 0.00 OK 21 psi 32000 psi 0.00 OK eat D+0.75(0.64)+0.75L+0.75s: 0.096 k-ft 0.0009 0.0114 0.1400 0.953 0 Psi 1125 psi 0.00 OK 21 psi 32000 psi 0.00 OK 7) 0.6D+0.6W: 0.128 k-ft 0.0009 0.0114 0.1400 0.953 0 psi 1125 psi 0.00 OK 28 psi 32000 psi 0.00 OK 8a) D+0.7E,+0.7Et 12.82 k-ft 0.0009 0.0114 0.1400 0.953 36 psi 1125 psi 0.03 OK 2828 psi 32000 psi 0.09 OK ) 0.6D-0.7E,+0.7Eh: 12.82 k-ft 0.0009 0.0114 0.1400 0.953 36 psi 1125 psi 0.03 OK 2828 psi 32000 psi 0.09 OK USE: 8 in.thick CMU wall Vertical Reinforcement: (1)#5 Bars at 32 in o.c. at centerline of wall Horizontal Reinforcement: (1)#5 Bars at 32 in o.c. at centerline of wall Boundary Element Reinforcement: 2 #5 Bars at end of wall 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-25 JAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: S SW 1 Shear Wall Analysis for Axial Stresses ASD Load Combinations P: I fa I Fa JUnity JCheck 1) D: 12.59 k 17.2 psi 434.6 psi 0.04 OK 5) D+0.6W: 13.01 k 17.8 psi 434.6 psi 0.04 OK 6a)D+0.75t0.6W>+0.75L+0.75L,: 13.55 k 18.5 psi 434.6 psi 0.04 OK 6b)D+0.75(0.6W)+0.75L+0.75S: 13.71 k 18.7 psi 434.6 psi 0.04 OK 7) 0.6D+0.6W: 7.04 k 9.6 psi 434.6 psi 0.02 OK 8a) D+0.7E,+0.7Et 13.92 k 19.0 psi 434.6 psi 0.04 OK ) 0.6D-0.7E,+0.7Eh: 6.23 k 8.5 psi 434.6 psi 0.02 OK Shear Wall Boundary Element Analysis for Axial+In-Plane Loading Moments of Critical Section at Base of Wall ASD Load Combinations: Mo: Boundary Force P: P at Boundary Net Tension Tallow: Unity Check 1) D: 0 k-ft 0.00 k 1.574 klf 6.297 k 0.00 k 19.84 k 0.00 OK 5) D+0.6W: 0.128 k-ft 0.02 k 1.626 klf 6.503 k 0.00 k 19.84 k 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75L.: 0.096 k-ft 0.01 k 1.693 klf 6.774 k 0.00 k 19.84 k 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 0.096 k-ft 0.01 k 1.714 klf 6.855 k 0.00 k 19.84 k 0.00 OK 7) 0.6D+0.6W: 0.128 k-ft 0.02 k 0.88 klf 3.521 k 0.00 k 19.84 k 0.00 OK 8a) D+0.7E,+0.7Et 12.82 k-ft 1.67 k 1.74 klf 6.958 k 0.00 k 19.84 k 0.00 OK 10a) 0.6D-0.7E,+0.7Eh: 12.82 k-ft 1.67 k 0.779 klf 3.116 k 0.00 k 19.84 k 0.00 OK Shear Wall Analysis for Axial+In-Plane Loading Shear Friction along the Base of Wall ASD Load Combinations: I M/Vd: I µ V: P: Any,: fv: I A,,: I Ff: JUnity Check 1) D: 0.00 1.0 0.00 klf 1.57 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 57.86 psi 0.00 OK 5) D+0.6W: 1.00 1.0 0.00 klf 1.63 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 27.4 psi 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75Lr: 1.00 1.0 0.00 klf 1.69 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 27.89 psi 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 1.00 1.0 0.00 klf 1.71 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 28.03 psi 0.00 OK 7) 0.6D+0.6W: 1.00 1.0 0.00 klf 0.88 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 22.11 psi 0.00 OK 8a) D+0.7Ev+0.7Et 1.00 1.0 0.17 klf 1.74 klf 91.5 in /ft 1.8 psi/ft 0.116 in /ft 28.21 psi 0.06 OK 10a) 0.6D-0.7E,+0.7Eh: 1.00 1.0 0.17 klf 0.78 klf 91.5 in /ft 1.8 psi/ft 0.116 in /ft 21.39 psi 0.09 OK Include Vertical Loads for Shear Friction Design: Yes 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-26 eA US Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: S SW 2 Wall Dimensions/Properties: Unfactored Axial Induced Forces Unfactored In-Plane Lateral Induced Forces Nom.Block Thickenss: 8 in. BLC 7 Dist.Loads Line Loads BLC In-Plane Lateral Load at Location Actual Block Width,'w': 7.625 in DL: 0 psf 108 plf WLLoc.t: 0.00 k at 0.00 ft above base Block Weight: Normal Weight DLadd: - psf 0 plf WLLoc.2: 0.00 k at 0.00 ft above base Grouted Cell Spacing: Fully DLsw: 80 psf 1467 plf WLLoc.3: 0.08 k at 14.17 ft(rooj) DLomu: 80 psf LL: 0 psf 0 plf WLtocal: 0.08 k at wall base Add.DLWall: 0 psf LLr: 0 psf 108 plf Eh,Loc.t: 0.00 k at 0.00 ft above base Total DLµ,alt: 80 psf SLbase: 0 psf 134 plf Eh,Loc.2: 0.00 k at 0.00 ft above base Wall Clear Span,Hl: 14.17 ft SLdrift: - psf 0 plf Eh,Loe.3: 0.80 k at 14.17 ft(roof) Wall Parapet Height,H2: 4.17 ft WL(+): 0 psf 86 plf Cs: 0.15 *W Total Wall Height,H: 18.33 ft WL_: 0 psf -107 plf Eh,wall: 4.33 k at 9.17 ft('H'/2) Wall Length,L,d,: 19.67 ft SDS: 0.75 Ie: 1.00 Multiplier: 1.5 Shear Wall Type: Special Reinforced Ev: - psf 16 plf Eh,total: 7.70 k at wall base Gross Shear Area,A,,,: 1800 in E,Wall: - psf 220.2 plf Wall Le tll.i'or'd' Dist.btwn Boundaries,'d': 19.33 ft r Dist toBountlarv"0' Material Properties: Bond Sea. Masonry fm: 2500 psi Em: 2250 ksi " v Top of Wall Reinforcement,fy: 60 ksi Es: 29000 ksi send Beam Restraint �=► Reinforcement,Fs: 32 ksi n: 12.89 Boundary Wall Reinforcement Steel: Reinforcement.Typ. �► Wall Reinforcement Layout: Single Curtain H Main Wall ( 1 ) #5 Vertical Bars at 32 in o.c. As,,: 0.31 in 2 rl z � Renlocelment Reinforcement: ( 1 ) #5 Horiz.Bars at 48 in o.c. AS h: 0.31 in ema m Boundary Reinf. (2) #5 Vertical Bars As,t: 0.62 in ELEVATION Recant Min.Reinforcement Requirements: Min.As,total: 0.183 in /ft Max Spacing: 48 in OK Min.Total Reinforcement Provided.As,total: 0.194 in /ft OK Min.Vertical Min.As,v: 0.064 in /ft Min.As,bo,,,,dary: 0.20 in /ft Reinforcement Provided A • 0.116 ' 2 OK Min.Boundary/Flexural provided.A 0.62 ' /ft 2 OK s,v to /ft Reinforcement s,bund oary to Max Spacing: 48 in OK As,max - in2/ft OK Min.Horizontal Reinforcement Min.Ash: 0.064 in /ft Min.As,bond beam: 0.20 in /ft Min.Bond Beam Provided As,h: 0.078 in 2/ft OK Reinforcement Provided.As,boun 0.31 in 2/ft OK Shear Wall Analysis for Axial+In-Plane Loading of Critical Section at Base of Wall ASD Load Combinations P: V: f,: M/Vd: Fv,m: F,,s: Fv,ma F,: jUnity Check 1) D: 30.96 k 0.00 k 0.00 psi 0.00 54 psi 13.55 psi 150 psi 68 psi 0.00 OK 5) D+0.6W: 31.97 k 0.05 k 0.03 psi 0.73 38 psi 13.55 psi 117.8 psi 52 psi 0.00 OK 6a)D+0.75(0.6w)+0.75L+0.75L,: 33.31 k 0.04 k 0.02 psi 0.73 39 psi 13.55 psi 117.8 psi 52 psi 0.00 OK 6b)D+0.75(0.6w)+0.75L+0.75s: 33.70 k 0.04 k 0.02 psi 0.73 39 psi 13.55 psi 117.8 psi 52 psi 0.00 OK 7) 0.6D+0.6W: 17.31 k 0.05 k 0.03 psi 0.73 36 psi 13.55 psi 117.8 psi 50 psi 0.00 OK 8a) D+0.7Ev+0.7Et 34.21 k 5.39 k 2.99 psi 0.51 43 psi 13.55 psi 132.4 psi 57 psi 0.05 OK ) 0.6D-0.7Ev+0.7Eh: 15.32 k 5.39 k 2.99 psi 0.51 41 psi 13.55 psi 132.4 psi 54 psi 0.05 OK Inlcude Vertical Loads for Shear Design: Yes Shear Wall Analysis for Axial+In-Plane Loading Flexure of Critical Section at Base of Wall ASD Load Combinations Mo: I p I pn I k I j I fb: I Fb: jUnity jCheckj fs: I Fs: Unity Check 1) D: 0 k-ft 0.0004 0.0045 0.0906 0.97 0 psi 1125 psi 0.00 OK 0 psi 32000 psi 0.00 OK 5) D+0.6W: 0.672 k-ft 0.0004 0.0045 0.0906 0.97 0 psi 1125 psi 0.00 OK 58 psi 32000 psi 0.00 OK 6a)D+0.75(0.6W)+0.75L+0.75L,: 0.504 k-ft 0.0004 0.0045 0.0906 0.97 0 psi 1125 psi 0.00 OK 43 psi 32000 psi 0.00 OK 6b)D+0.75(0.64)+0.75L+0.75s: 0.504 k-ft 0.0004 0.0045 0.0906 0.97 0 psi 1125 psi 0.00 OK 43 psi 32000 psi 0.00 OK 7) 0.6D+0.6W: 0.672 k-ft 0.0004 0.0045 0.0906 0.97 0 psi 1125 psi 0.00 OK 58 psi 32000 psi 0.00 OK 8a) D+0.7E,+0.7Et 35.72 k-ft 0.0004 0.0045 0.0906 0.97 24 psi 1125 psi 0.02 OK 3073 psi 32000 psi 0.10 OK ) 0.6D-0.7E,+0.7Eh: 35.72 k-ft 0.0004 0.0045 0.0906 0.97 24 psi 1125 psi 0.02 OK 3073 psi 32000 psi 0.10 OK USE: 8 in.thick CMU wall Vertical Reinforcement: (1)#5 Bars at 32 in o.c. at centerline of wall Horizontal Reinforcement: (1)#5 Bars at 48 in o.c. at centerline of wall Boundary Element Reinforcement: 2 #5 Bars at end of wall 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-27 JAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: S SW 2 Shear Wall Analysis for Axial Stresses ASD Load Combinations P: I fa I Fa JUnity JCheck 1) D: 30.96 k 17.2 psi 434.6 psi 0.04 OK 5) D+0.6W: 31.97 k 17.8 psi 434.6 psi 0.04 OK 6a)D+0.75t0.6W>+0.75L+0.75L,: 33.31 k 18.5 psi 434.6 psi 0.04 OK 6b)D+0.75(0.6W)+0.75L+0.75S: 33.7 k 18.7 psi 434.6 psi 0.04 OK 7) 0.6D+0.6W: 17.31 k 9.6 psi 434.6 psi 0.02 OK 8a) D+0.7E�,+0.7Et 34.21 k 19.0 psi 434.6 psi 0.04 OK ) 0.6D-0.7E�,+0.7Eh: 15.32 k 8.5 psi 434.6 psi 0.02 OK Shear Wall Boundary Element Analysis for Axial+In-Plane Loading Moments of Critical Section at Base of Wall ASD Load Combinations: Mo: Boundary Force P: P at Boundary Net Tension Tallow: Unity Check 1) D: 0 k-ft 0.00 k 1.574 klf 15.48 k 0.00 k 19.84 k 0.00 OK 5) D+0.6W: 0.672 k-ft 0.03 k 1.626 klf 15.99 k 0.00 k 19.84 k 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75L.: 0.504 k-ft 0.03 k 1.693 klf 16.65 k 0.00 k 19.84 k 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 0.504 k-ft 0.03 k 1.714 klf 16.85 k 0.00 k 19.84 k 0.00 OK 7) 0.6D+0.6W: 0.672 k-ft 0.03 k 0.88 klf 8.657 k 0.00 k 19.84 k 0.00 OK 8a) D+0.7E,+0.7Et 35.72 k-ft 1.85 k 1.74 klf 17.11 k 0.00 k 19.84 k 0.00 OK 10a) 0.6D-0.7E,+0.7Eh: 35.72 k-ft 1.85 k 0.779 klf 7.661 k 0.00 k 19.84 k 0.00 OK Shear Wall Analysis for Axial+In-Plane Loading Shear Friction along the Base of Wall ASD Load Combinations: I M/Vd: I µ V: P: Any,: fv: I A,,: I Ff: JUnity Check 1) D: 0.00 1.0 0.00 klf 1.57 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 57.86 psi 0.00 OK 5) D+0.6W: 0.73 1.0 0.00 klf 1.63 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 43.98 psi 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75Lr: 0.73 1.0 0.00 klf 1.69 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 44.6 psi 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 0.73 1.0 0.00 klf 1.71 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 44.79 psi 0.00 OK 7) 0.6D+0.6W: 0.73 1.0 0.00 klf 0.88 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 37.16 psi 0.00 OK 8a) D+0.7Ev+0.7Et 0.51 1.0 0.18 klf 1.74 klf 91.5 in /ft 2.0 psi/ft 0.116 in /ft 58.76 psi 0.03 OK 10a) 0.6D-0.7E,+0.7Eh: 0.51 1.0 0.18 klf 0.78 klf 91.5 in /ft 2.0 psi/ft 0.116 in /ft 48.37 psi 0.04 OK Include Vertical Loads for Shear Friction Design: Yes 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-28 eA US Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: S SW 3 Wall Dimensions/Properties: Unfactored Axial Induced Forces Unfactored In-Plane Lateral Induced Forces Nom.Block Thickenss: 8 in. BLC 7 Dist.Loads Line Loads BLC In-Plane Lateral Load at Location Actual Block Width,'w': 7.625 in DL: 0 psf 108 plf WLLoc.1: 0.00 k at 0.00 ft above base Block Weight: Normal Weight DLadd: - psf 0 plf WLLoc.2: 0.00 k at 0.00 ft above base Grouted Cell Spacing: Fully DLsw: 80 psf 1307 plf WLLoc.3: 0.33 k at 14.17 ft(rooj) DLomu: 80 psf LL: 0 psf 0 plf WLtot,d: 0.33 k at wall base Add.DLWall: 0 psf LLr: 0 psf 108 plf Eh,Loc.1: 0.00 k at 0.00 ft above base Total DLµ,alt: 80 psf SLbase: 0 psf 134 plf Eh,Loc.2: 0.00 k at 0.00 ft above base Wall Clear Span,Hl: 14.17 ft SLdrift: - psf 0 plf Eh,Loc.3: 3.31 k at 14.17 ft(roof) Wall Parapet Height,H2: 2.17 ft WL(+): 0 psf 86 plf Cs: 0.15 *W Total Wall Height,H: 16.33 ft WL_: 0 psf -107 plf Eh,wall: 11.31 k at 8.17 ft('H'/2) Wall Length,L,d,: 57.67 ft SDS: 0.75 Ie: 1.00 Multiplier: 1.5 Shear Wall Type: Special Reinforced Ev: - psf 16 plf Eh,tolal: 21.93 k at wall base Gross Shear Area,A,,,: 5277 in E,,Wall: - psf 196.2 plf Wall Le lh.i'or'tl: Dist.btwn Boundaries,'d': 57.33 ft r Dist toBountlarv"0' Material Properties: Bond Sea. Masonry fm: 2500 psi Em: 2250 ksi " v ______ Top of Wall Reinforcement,fy: 60 ksi Es: 29000 ksi Bond seam Restraint �=► Reinforcement,Fs: 32 ksi n: 12.89 Boundary Wall Reinforcement Steel: Reinforcement.Typ. �► Wall Reinforcement Layout: Single Curtain Main Wall ( 1 ) #5 Vertical Bars at 32 in o.c. As,,: 0.31 in 2 +z � Renlocelment Reinforcement: ( 1 ) #5 Horiz.Bars at 48 in o.c. AS h: 0.31 in emtl m Boundary Reinf. (2) #5 Vertical Bars As,t: 0.62 in ELEVATION Recant Min.Reinforcement Requirements: Min.As,cocal: 0.183 in /ft Max Spacing: 48 in OK Min.Total Reinforcement Provided.As,total: 0.194 in /ft OK Min.Vertical Min.As,v: 0.064 in /ft Min.As,bo,,,,dary: 0.20 in /ft Reinforcement Provided A • 0.116 ' 2 OK Min.Boundary/Flexural provided.A 0.62 ' /ft 2 OK s,v to /ft Reinforcement s,bund oary In Max Spacing: 48 in OK As,max - in2/ft OK Min.Horizontal Reinforcement Min.Ash: 0.064 in /ft Min.As,bond beam: 0.20 in /ft Min.Bond Beam Provided As,h: 0.078 in 2/ft OK Reinforcement Provided.As,boun 0.31 in 2/ft OK Shear Wall Analysis for Axial+In-Plane Loading of Critical Section at Base of Wall ASD Load Combinations P: V: f,: M/Vd: Fv,m: I F,,s: Fv,ma F,: jUnity Check 1) D: 81.55 k 0.00 k 0.00 psi 0.00 54 psi 13.55 psi 150 psi 67 psi 0.00 OK 5) D+0.6W: 84.53 k 0.20 k 0.04 psi 0.25 49 psi 13.55 psi 150 psi 62 psi 0.00 OK 6a)D+0.75(0.6w)+0.75L+0.75L,: 88.43 k 0.15 k 0.03 psi 0.25 49 psi 13.55 psi 150 psi 62 psi 0.00 OK 6b)D+0.75(0.6w)+0.75L+0.75s: 89.59 k 0.15 k 0.03 psi 0.25 49 psi 13.55 psi 150 psi 62 psi 0.00 OK 7) 0.6D+0.6W: 45.23 k 0.20 k 0.04 psi 0.25 47 psi 13.55 psi 150 psi 60 psi 0.00 OK 8a) D+0.7Ev+0.7Et 90.12 k 15.35 k 2.91 psi 0.17 51 psi 13.55 psi 150 psi 64 psi 0.05 OK ) 0.6D-0.7Ev+0.7Eh: 40.36 k 15.35 k 2.91 psi 0.17 48 psi 13.55 psi 150 psi 62 psi 0.05 OK Inlcude Vertical Loads for Shear Design: Yes Shear Wall Analysis for Axial+In-Plane Loading Flexure of Critical Section at Base of Wall ASD Load Combinations Mo: I p I pn I k I j I fb: I Fb: jUnity jCheckj fs: I Fs: Unity Check 1) D: 0 k-ft 0.0001 0.0015 0.0537 0.982 0 psi 1125 psi 0.00 OK 0 psi 32000 psi 0.00 OK 5) D+0.6W: 2.778 k-ft 0.0001 0.0015 0.0537 0.982 0 psi 1125 psi 0.00 OK 80 psi 32000 psi 0.00 OK 6a)D+0.75(0.6W)+0.75L+0.75L,: 2.084 k-ft 0.0001 0.0015 0.0537 0.982 0 psi 1125 psi 0.00 OK 60 psi 32000 psi 0.00 OK 6b)D+0.75(0.64)+0.75L+0.75s: 2.084 k-ft 0.0001 0.0015 0.0537 0.982 0 psi 1125 psi 0.00 OK 60 psi 32000 psi 0.00 OK 7) 0.6D+0.6W: 2.778 k-ft 0.0001 0.0015 0.0537 0.982 0 psi 1125 psi 0.00 OK 80 psi 32000 psi 0.00 OK 8a) D+0.7E,+0.7Et 97.45 k-ft 0.0001 0.0015 0.0537 0.982 12 psi 1125 psi 0.01 OK 2791 psi 32000 psi 0.09 OK ) 0.6D-0.7E,+0.7Eh: 97.45 k-ft 0.0001 0.0015 0.0537 0.982 12 psi 1125 psi 0.01 OK 2791 psi 32000 psi 0.09 OK USE: 8 in.thick CMU wall Vertical Reinforcement: (1)#5 Bars at 32 in o.c. at centerline of wall Horizontal Reinforcement: (1)#5 Bars at 48 in o.c. at centerline of wall Boundary Element Reinforcement: 2 #5 Bars at end of wall 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-29 JAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: S SW 3 Shear Wall Analysis for Axial Stresses ASD Load Combinations I P: I fa I Fa JUnity JCheck 1) D: 81.55 k 15.5 psi 434.6 psi 0.04 OK 5) D+0.6W: 84.53 k 16.0 psi 434.6 psi 0.04 OK 6a)D+0.75t0.6W>+0.75L+0.75L,: 88.43 k 16.8 psi 434.6 psi 0.04 OK 6b)D+0.75(0.6W)+0.75L+0.75S: 89.59 k 17.0 psi 434.6 psi 0.04 OK 7) 0.6D+0.6W: 45.23 k 8.6 psi 434.6 psi 0.02 OK 8a) D+0.7E,+0.7Et 90.12 k 17.1 psi 434.6 psi 0.04 OK ) 0.6D-0.7E,+0.7Eh: 40.36 k 7.6 psi 434.6 psi 0.02 OK Shear Wall Boundary Element Analysis for Axial+In-Plane Loading Moments of Critical Section at Base of Wall ASD Load Combinations: Mo: Boundary Force P: P at Boundary Net Tension Tallow: Unity Check 1) D: 0 k-ft 0.00 k 1.414 klf 40.78 k 0.00 k 19.84 k 0.00 OK 5) D+0.6W: 2.778 k-ft 0.05 k 1.466 klf 42.26 k 0.00 k 19.84 k 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75L.: 2.084 k-ft 0.04 k 1.533 klf 44.22 k 0.00 k 19.84 k 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75s: 2.084 k-ft 0.04 k 1.554 klf 44.8 k 0.00 k 19.84 k 0.00 OK 7) 0.6D+0.6W: 2.778 k-ft 0.05 k 0.784 klf 22.61 k 0.00 k 19.84 k 0.00 OK 8a) D+0.7E,+0.7Et 97.45 k-ft 1.70 k 1.563 klf 45.06 k 0.00 k 19.84 k 0.00 OK 10a) 0.6D-0.7E,+0.7Eh: 97.45 k-ft 1.70 k 0.7 klf 20.18 k 0.00 k 19.84 k 0.00 OK Shear Wall Analysis for Axial+In-Plane Loading Shear Friction along the Base of Wall ASD Load Combinations: I M/Vd: I µ V: P: Any,: fv: I A,,: I Ff: JUnity Check 1) D: 0.00 1.0 0.00 klf 1.41 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 56.11 psi 0.00 OK 5) D+0.6W: 0.25 1.0 0.00 klf 1.47 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 56.68 psi 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75Lr: 0.25 1.0 0.00 klf 1.53 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 57.42 psi 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 0.25 1.0 0.00 klf 1.55 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 57.64 psi 0.00 OK 7) 0.6D+0.6W: 0.25 1.0 0.00 klf 0.78 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 49.23 psi 0.00 OK 8a) D+0.7Ev+0.7Et 0.17 1.0 0.18 klf 1.56 klf 91.5 in /ft 1.9 psi/ft 0.116 in /ft 57.74 psi 0.03 OK 10a) 0.6D-0.7E,+0.7Eh: 0.17 1.0 0.18 klf 0.70 klf 91.5 in /ft 1.9 psi/ft 0.116 in /ft 48.3 psi 0.04 OK Include Vertical Loads for Shear Friction Design: Yes 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-30 eA US Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: S SW 4 Wall Dimensions/Properties: Unfactored Axial Induced Forces Unfactored In-Plane Lateral Induced Forces Nom.Block Thickenss: 8 in. BLC 7 Dist.Loads Line Loads BLC In-Plane Lateral Load at Location Actual Block Width,'w': 7.625 in DL: 0 psf 108 plf WLLoc.t: 0.00 k at 0.00 ft above base Block Weight: Normal Weight DLadd: - psf 0 plf WLLoc.2: 0.00 k at 0.00 ft above base Grouted Cell Spacing: Fully DLsw: 80 psf 1307 plf WLLoc.3: 0.02 k at 14.17 ft(rooj) DLomu: 80 psf LL: 0 psf 0 plf WLtocal: 0.02 k at wall base Add.DLWall: 0 psf LLr: 0 psf 108 plf Eh,Loc.t: 0.00 k at 0.00 ft above base Total DLµ,alt: 80 psf SLbase: 0 psf 134 plf Eh,Loc.2: 0.00 k at 0.00 ft above base Wall Clear Span,Hl: 14.17 ft SLdrift: - psf 0 plf Eh,Loe.3: 0.24 k at 14.17 ft(roof) Wall Parapet Height,H2: 2.17 ft WL(+): 0 psf 86 plf Cs: 0.15 *W Total Wall Height,H: 16.33 ft WL_: 0 psf -107 plf Eh,wall: 1.73 k at 8.17 ft('H'/2) Wall Length,L,d,: 8.83 ft SDS: 0.75 Ie: 1.00 Multiplier: 1.5 Shear Wall Type: Special Reinforced Ev: - psf 16 plf Eh,total: 2.96 k at wall base Gross Shear Area,A,,,: 808.3 in E,Wall: - psf 196.2 plf Wall Le tll.i'or'd' Dist.btwn Boundaries,'d': 8.50 ft r Dist toBountlarv"0' Material Properties: Bond Bearn Masonry fm: 2500 psi Em: 2250 ksi " v Top of Wall Reinforcement,fy: 60 ksi Es: 29000 ksi Bond Beam Restraint �=► Reinforcement,Fs: 32 ksi n: 12.89 Boundary Wall Reinforcement Steel: Reinforcement.Typ. �► Wall Reinforcement Layout: Single Curtain H Main Wall ( 1 ) #5 Vertical Bars at 32 in o.c. As,,: 0.31 in 2 rl z � Renlocelment Reinforcement: ( 1 ) #5 Horiz.Bars at 32 in o.c. AS h: 0.31 in ema rn Boundary Reinf. (2) #5 Vertical Bars As,t: 0.62 in ELEVATION Recant Min.Reinforcement Requirements: Min.As,total: 0.183 in /ft Max Spacing: 35.33 in OK Min.Total Reinforcement Provided.As,totat: 0.233 in /ft OK Min.Vertical Min.As,v: 0.064 in /ft Min.As,bo,,,,dary: 0.20 in /ft Reinforcement Provided A • 0.116 ' 2 OK Min.Boundary/Flexural provided.A 0.62 ' /ft 2 OK s,v to /ft Reinforcement s,bund oary In Max Spacing: 35.33 in OK As,max - in2/ft OK Min.Horizontal Reinforcement Min.Ash: 0.064 in /ft Min.As,bond beam: 0.20 in /ft Min.Bond Beam Provided As,h: 0.116 in 2/ft OK Reinforcement Provided.As,boun 0.31 in 2/ft OK Shear Wall Analysis for Axial+In-Plane Loading of Critical Section at Base of Wall ASD Load Combinations P: V: f,: M/Vd: Fv,m: F,,s: Fv,ma F,: jUnity Check 1) D: 12.49 k 0.00 k 0.00 psi 0.00 54 psi 20.33 psi 150 psi 74 psi 0.00 OK 5) D+0.6W: 12.95 k 0.01 k 0.02 psi 1.00 32 psi 20.33 psi 100 psi 52 psi 0.00 OK 6a)D+0.75(0.6w)+0.75L+0.75L,: 13.55 k 0.01 k 0.01 psi 1.00 32 psi 20.33 psi 100 psi 53 psi 0.00 OK 6b)D+0.75(0.6w)+0.75L+0.75s: 13.72 k 0.01 k 0.01 psi 1.00 32 psi 20.33 psi 100 psi 53 psi 0.00 OK 7) 0.6D+0.6W: 6.93 k 0.01 k 0.02 psi 1.00 30 psi 20.33 psi 100 psi 51 psi 0.00 OK 8a) D+0.7Ev+0.7Et 13.80 k 2.07 k 2.57 psi 1.00 32 psi 20.33 psi 100 psi 53 psi 0.05 OK ) 0.6D-0.7Ev+0.7Eh: 6.18 k 2.07 k 2.57 psi 1.00 30 psi 20.33 psi 100 psi 50 psi 0.05 OK Inlcude Vertical Loads for Shear Design: Yes Shear Wall Analysis for Axial+In-Plane Loading Flexure of Critical Section at Base of Wall ASD Load Combinations Mo: I p I pn I k I j I fb: I Fb: jUnity jCheckj fs: I Fs: Unity Check 1) D: 0 k-ft 0.0008 0.0103 0.1334 0.956 0 psi 1125 psi 0.00 OK 0 psi 32000 psi 0.00 OK S) D+0.6W: 0.204 k-ft 0.0008 0.0103 0.1334 0.956 0 psi 1125 psi 0.00 OK 41 psi 32000 psi 0.00 OK 6a)D+0.75(0.6W)+0.75L+0.75L,: 0.153 k-ft 0.0008 0.0103 0.1334 0.956 0 psi 1125 psi 0.00 OK 30 psi 32000 psi 0.00 OK 6b)D+0.75(0.64)+0.75L+0.75s: 0.153 k-ft 0.0008 0.0103 0.1334 0.956 0 psi 1125 psi 0.00 OK 30 psi 32000 psi 0.00 OK 7) 0.6D+0.6W: 0.204 k-ft 0.0008 0.0103 0.1334 0.956 0 psi 1125 psi 0.00 OK 41 psi 32000 psi 0.00 OK 8a) D+0.7E,+0.7Et 12.32 k-ft 0.0008 0.0103 0.1334 0.956 29 psi 1125 psi 0.03 OK 2446 psi 32000 psi 0.08 OK ) 0.6D-0.7E,+0.7Eh: 12.32 k-ft 0.0008 0.0103 0.1334 0.956 29 psi 1125 psi 0.03 OK 2446 psi 32000 psi 0.08 OK USE: 8 in.thick CMU wall Vertical Reinforcement: (1)#5 Bars at 32 in o.c. at centerline of wall Horizontal Reinforcement: (1)#5 Bars at 32 in o.c. at centerline of wall Boundary Element Reinforcement: 2 #5 Bars at end of wall 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-31 JAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: S SW 4 Shear Wall Analysis for Axial Stresses ASD Load Combinations P: I fa I Fa JUnity JCheck 1) D: 12.49 k 15.5 psi 434.6 psi 0.04 OK 5) D+0.6W: 12.95 k 16.0 psi 434.6 psi 0.04 OK 6a)D+0.75t0.6W>+0.75L+0.75L,: 13.55 k 16.8 psi 434.6 psi 0.04 OK 6b)D+0.75(0.6W)+0.75L+0.75S: 13.72 k 17.0 psi 434.6 psi 0.04 OK 7) 0.6D+0.6W: 6.93 k 8.6 psi 434.6 psi 0.02 OK 8a) D+0.7E�,+0.7Et 13.8 k 17.1 psi 434.6 psi 0.04 OK ) 0.6D-0.7E�,+0.7Eh: 6.18 k 7.6 psi 434.6 psi 0.02 OK Shear Wall Boundary Element Analysis for Axial+In-Plane Loading Moments of Critical Section at Base of Wall ASD Load Combinations: Mo: Boundary Force P: P at Boundary Net Tension Tallow: Unity Check 1) D: 0 k-ft 0.00 k 1.414 klf 6.246 k 0.00 k 19.84 k 0.00 OK 5) D+0.6W: 0.204 k-ft 0.02 k 1.466 klf 6.474 k 0.00 k 19.84 k 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75L.: 0.153 k-ft 0.02 k 1.533 klf 6.773 k 0.00 k 19.84 k 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 0.153 k-ft 0.02 k 1.554 klf 6.862 k 0.00 k 19.84 k 0.00 OK 7) 0.6D+0.6W: 0.204 k-ft 0.02 k 0.784 klf 3.464 k 0.00 k 19.84 k 0.00 OK 8a) D+0.7E,+0.7Et 12.32 k-ft 1.45 k 1.563 klf 6.902 k 0.00 k 19.84 k 0.00 OK 10a) 0.6D-0.7E,+0.7Eh: 12.32 k-ft 1.45 k 0.7 klf 3.091 k 0.00 k 19.84 k 0.00 OK Shear Wall Analysis for Axial+In-Plane Loading Shear Friction along the Base of Wall ASD Load Combinations: I M/Vd: I µ V: P: Any,: fv: I A,,: I Ff: JUnity Check 1) D: 0.00 1.0 0.00 klf 1.41 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 56.11 psi 0.00 OK 5) D+0.6W: 1.00 1.0 0.00 klf 1.47 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 26.27 psi 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75Lr: 1.00 1.0 0.00 klf 1.53 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 26.75 psi 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 1.00 1.0 0.00 klf 1.55 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 26.89 psi 0.00 OK 7) 0.6D+0.6W: 1.00 1.0 0.00 klf 0.78 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 21.43 psi 0.00 OK 8a) D+0.7Ev+0.7Et 1.00 1.0 0.16 klf 1.56 klf 91.5 in /ft 1.7 psi/ft 0.116 in /ft 26.96 psi 0.06 OK 10a) 0.6D-0.7E,+0.7Eh: 1.00 1.0 0.16 klf 0.70 klf 91.5 in /ft 1.7 psi/ft 0.116 in /ft 20.83 psi 0.08 OK Include Vertical Loads for Shear Friction Design: Yes 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-32 eA US Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: UPPER MID SW Wall Dimensions/Properties: Unfactored Axial Induced Forces Unfactored In-Plane Lateral Induced Forces Nom.Block Thickenss: 8 in. BLC Dist.Loads Line Loads BLC In-Plane Lateral Load at Location Actual Block Width,'w': 7.625 in DL: 0 psf 88 plf WLLoc.1: 0.00 k at 0.00 ft above base Block Weight: Normal Weight DLadd: - psf 0 plf WLLoc.2: 0.00 k at 0.00 ft above base Grouted Cell Spacing: Fully DLsw: 80 psf 760 plf WLLoc.3: 2.23 k at 9.50 ft(rooj) DLomu: 80 psf LL: 0 psf 0 plf WLtot,d: 2.23 k at wall base Add.DLWall: 0 psf LLr: 0 psf 117 plf Eh,Loc.1: 0.00 k at 0.00 ft above base Total DLµ,alt: 80 psf SLbase: 0 psf 146 plf Eh,Loc.2: 0.00 k at 0.00 ft above base Wall Clear Span,Hl: 9.50 ft SLdrift: - psf 0 plf Eh,Loc.s: 1.72 k at 9.50 ft(roof) Wall Parapet Height,H2: 0.00 ft WL(+): 0 psf 93 plf Cs: 0.15 *W Total Wall Height,H: 9.50 ft WL_: 0 psf -116 plf Eh,wau: 2.66 k at 4.75 ft('H'/2) Wall Length,L,d,: 23.33 ft SDS: 0.75 Ie: 1.00 Multiplier: 1.5 Shear Wall Type: Special Reinforced Ev: - psf 13 plf Eh,tolal: 6.57 k at wall base Gross Shear Area,A,,,: 2135 in E,,Wall: - psf 114.1 plf Wall Le tll.i'or'd' Dist.btwn Boundaries,'d': 23.00 ft r Dist to Bountlarv"e' Material Properti7eTF Bond Bearn Masonry fm: 2500 psi Em: 2250 ksi " v ______ Top of Wall Reinforcement,fy: 60 ksi Es: 29000 ksi Bond Beam Restraint �=► Reinforcement,Fs: 32 ksi n: 12.89 Boundary Wall Reinforcement Steel: H Reinforcement.Typ. �► Wall Reinforcement Layout: Single Curtain Main Wall ( 1 ) #5 Vertical Bars at 32 in o.c. As,,: 0.31 in2 z � Renlocelment Reinforcement: ( 1 ) #5 Horiz.Bars at 32 in o.c. AS h: 0.31 in2 ema rn Boundary Reinf. (2) #5 Vertical Bars As,t: 0.62 in ELEVATION Recant Min.Reinforcement Requirements: Min.As,cocal: 0.183 in /ft Max Spacing: 38 in OK Min.Total Reinforcement Provided.As,tocat: 0.233 in /ft OK Min.Vertical Min.As,v: 0.064 in /ft Min.As,bo,,,,dary: 0.20 in /ft Reinforcement Provided A • 0.116 ' 2 OK Min.Boundary/Flexural provided.A 0.62 ' /ft 2 OK s,v to /ft Reinforcement s,bund oary to Max Spacing: 38 in OK As,max - in2/ft OK Min.Horizontal Reinforcement Min.Ash: 0.064 in /ft Min.As,bond beam: 0.20 in /ft Min.Bond Beam Provided As,h: 0.116 in 2/ft OK Reinforcement Provided.As,boun 0.31 in 2/ft OK Shear Wall Analysis for Axial+In-Plane Loading of Critical Section at Base of Wall ASD Load Combinations P: V: f,: M/Vd: Fv,m: F,,s: Fv,ma F,: jUnity Check 1) D: 19.78 k 0.00 k 0.00 psi 0.00 52 psi 20.33 psi 150 psi 73 psi 0.00 OK S) D+0.6W: 21.08 k 1.34 k 0.63 psi 0.41 43 psi 20.33 psi 139.1 psi 64 psi 0.01 OK 6a)D+0.75(0.6w)+0.75L+0.75L,: 22.80 k 1.00 k 0.47 psi 0.41 44 psi 20.33 psi 139.1 psi 64 psi 0.01 OK 6b)D+0.75(0.6w)+0.75L+0.75s: 23.31 k 1.00 k 0.47 psi 0.41 44 psi 20.33 psi 139.1 psi 64 psi 0.01 OK 7) 0.6D+0.6W: 10.24 k 1.34 k 0.63 psi 0.41 42 psi 20.33 psi 139.1 psi 62 psi 0.01 OK 8a) D+0.7Ev+0.7Et 21.85 k 4.60 k 2.15 psi 0.29 46 psi 20.33 psi 147.5 psi 67 psi 0.03 OK ) 0.6D-0.7E,+0.7Eh: 9.79 k 4.60 k 2.15 psi 0.29 45 psi 20.33 psi 147.5 psi 65 psi 0.03 OK Inlcude Vertical Loads for Shear Design: Yes Shear Wall Analysis for Axial+In-Plane Loading Flexure of Critical Section at Base of Wall ASD Load Combinations Mo: p I pn I k j I fb: I Fb: jUnity jCheckj fs: I Fs: Unity Check 1) D: 0 k-ft 0.0003 0.0038 0.0834 0.972 0 psi 1125 psi 0.00 OK 0 psi 32000 psi 0.00 OK 5) D+0.6W: 12.7 k-ft 0.0003 0.0038 0.0834 0.972 6 psi 1125 psi 0.01 OK 916 psi 32000 psi 0.03 OK 6a)D+0.75(0.6W)+0.75L+0.75L,: 9.528 k-ft 0.0003 0.0038 0.0834 0.972 5 psi 1125 psi 0.00 OK 687 psi 32000 psi 0.02 OK 6b)D+0.75(0.64)+0.75L+0.75s: 9.528 k-ft 0.0003 0.0038 0.0834 0.972 5 psi 1125 psi 0.00 OK 687 psi 32000 psi 0.02 OK 7) 0.6D+0.6W: 12.7 k-ft 0.0003 0.0038 0.0834 0.972 6 psi 1125 psi 0.01 OK 916 psi 32000 psi 0.03 OK 8a) D+0.7E,+0.7Et 20.27 k-ft 0.0003 0.0038 0.0834 0.972 10 psi 1125 psi 0.01 OK 1462 psi 32000 psi 0.05 OK ) 0.6D-0.7E,+0.7Eh: 20.27 k-ft 0.0003 0.0038 0.0834 0.972 10 psi 1125 psi 0.01 OK 1462 psi 32000 psi 0.05 OK USE: 8 in.thick CMU wall Vertical Reinforcement: (1)#5 Bars at 32 in o.c. at centerline of wall Horizontal Reinforcement: (1)#5 Bars at 32 in o.c. at centerline of wall Boundary Element Reinforcement: 2 #5 Bars at end of wall 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-33 JAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: UPPER MID SW Shear Wall Analysis for Axial Stresses ASD Load Combinations P: I fa I Fa JUnity JCheck 1) D: 19.78 k 9.3 psi 539.4 psi 0.02 OK 5) D+0.6W: 21.08 k 9.9 psi 539.4 psi 0.02 OK 6a)D+0.75t0.6W>+0.75L+0.75L,: 22.8 k 10.7 psi 539.4 psi 0.02 OK 6b)D+0.75(0.6W)+0.75L+0.75S: 23.31 k 10.9 psi 539.4 psi 0.02 OK 7) 0.6D+0.6W: 10.24 k 4.8 psi 539.4 psi 0.01 OK 8a) D+0.7E,+0.7Et 21.85 k 10.2 psi 539.4 psi 0.02 OK ) 0.6D-0.7E,+0.7Eh: 9.79 k 4.6 psi 539.4 psi 0.01 OK Shear Wall Boundary Element Analysis for Axial+In-Plane Loading Moments of Critical Section at Base of Wall ASD Load Combinations: Mo: Boundary Force P: P at Boundary Net Tension Tallow: Unity Check 1) D: 0 k-ft 0.00 k 0.848 klf 9.888 k 0.00 k 19.84 k 0.00 OK 5) D+0.6W: 12.7 k-ft 0.55 k 0.904 klf 10.54 k 0.00 k 19.84 k 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75L.: 9.528 k-ft 0.41 k 0.977 klf 11.4 k 0.00 k 19.84 k 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 9.528 k-ft 0.41 k 0.999 klf 11.65 k 0.00 k 19.84 k 0.00 OK 7) 0.6D+0.6W: 12.7 k-ft 0.55 k 0.439 klf 5.12 k 0.00 k 19.84 k 0.00 OK 8a) D+0.7E,+0.7Et 20.27 k-ft 0.88 k 0.937 klf 10.93 k 0.00 k 19.84 k 0.00 OK 10a) 0.6D-0.7E,+0.7Eh: 20.27 k-ft 0.88 k 0.419 klf 4.893 k 0.00 k 19.84 k 0.00 OK Shear Wall Analysis for Axial+In-Plane Loading Shear Friction along the Base of Wall ASD Load Combinations: I M/Vd: I µ V: P: Any,: fv: I A,,: I Ff: JUnity Check 1) D: 0.00 1.0 0.00 klf 0.85 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 49.92 psi 0.00 OK 5) D+0.6W: 0.41 1.0 0.06 klf 0.90 klf 91.5 in /ft 0.6 psi/ft 0.116 in /ft 50.53 psi 0.01 OK 6a) D+0.75(0.6W)+0.75L+0.75Lr: 0.41 1.0 0.04 klf 0.98 klf 91.5 in /ft 0.5 psi/ft 0.116 in /ft 51.33 psi 0.01 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 0.41 1.0 0.04 klf 1.00 klf 91.5 in /ft 0.5 psi/ft 0.116 in /ft 51.57 psi 0.01 OK 7) 0.6D+0.6W: 0.41 1.0 0.06 klf 0.44 klf 91.5 in /ft 0.6 psi/ft 0.116 in /ft 45.45 psi 0.01 OK 8a) D+0.7Ev+0.7Et 0.29 1.0 0.13 klf 0.94 klf 91.5 in /ft 1.4 psi/ft 0.116 in /ft 50.89 psi 0.03 OK 10a) 0.6D-0.7E,+0.7Eh: 0.29 1.0 0.13 klf 0.42 klf 91.5 in /ft 1.4 psi/ft 0.116 in /ft 45.24 psi 0.03 OK Include Vertical Loads for Shear Friction Design: Yes 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-34 eA US Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: MID SW 1 Wall Dimensions/Properties: Unfactored Axial Induced Forces Unfactored In-Plane Lateral Induced Forces Nom.Block Thickenss: 8 in. BLC 7 Dist.Loads Line Loads BLC In-Plane Lateral Load at Location Actual Block Width,W: 7.625 in DL: 0 psf 1099 plf WLLoc.1: 0.00 k at 0.00 ft above base Block Weight: Normal Weight DLadd: - psf 0 plf WLLoc.2: 0.00 k at 0.00 ft above base Grouted Cell Spacing: Fully DLsw: 80 psf 1467 plf WLLoc.s: 0.13 k at 15.33 ft(rooj) DLcmu: 80 psf LL: 0 psf 0 plf WLtotal: 0.13 k at wall base Add.DLWaII: 0 psf LLr: 0 psf 341 plf Eh,Loc.1: 0.00 k at 0.00 ft above base Total DLWaII: 80 psf SLbase: 0 psf 426 plf Eh,Loc.2: 0.00 k at 0.00 ft above base Wall Clear Span,Hl: 15.33 ft SLdrift: - psf 0 plf Eh,Loc.3: 1.22 k at 15.33 ft(roof) Wall Parapet Height,H2: 3.00 ft WL(+): 0 psf 273 plf Cs: 0.15 *W Total Wall Height,H: 18.33 ft WL_: 0 psf -339 plf Eh,wall: 2.35 k at 9.17 ft('H'/2) Wall Length,L,d,: 10.67 ft SDS: 0.75 Ie: 1.00 Multiplier: 1.5 Shear Wall Type: Special Reinforced Ev: - psf 165 plf Eh,total: 5.35 k at wall base Gross Shear Area,A,,,: 976 in' E,,Wall: - psf 220.2 plf Wall Le U.1'or'd' Dist.btwn Boundaries,'d': 10.33 ft r Dist toBountlarv"0' Material Properties: Bond Sea. Masonry fm: 2500 psi Em: 2250 ksi " v ______ Top of Wall Reinforcement,fy: 60 ksi Es: 29000 ksi send Beam Restraint �=► Reinforcement,Fs: 32 ksi n: 12.89 Boundary Wall Reinforcement Steel: Reinforcement.Typ. �► Wall Reinforcement Layout: Single Curtain H Main Wall ( 1 ) #5 Vertical Bars at 32 in o.c. As,,: 0.31 in 2 Wz � Renlocelment Reinforcement: ( 1 ) #5 Horiz.Bars at 32 in o.c. AS h: 0.31 in Sono m Boundary Reinf. (2) #5 Vertical Bars As,t: 0.62 in ELEVATION Recant Min.Reinforcement Requirements: Min.As,total: 0.183 in /ft Max Spacing: 42.67 in OK Min.Total Reinforcement Provided.As,total: 0.233 in /ft OK Min.Vertical Min.As,v: 0.064 in /ft Min.As,bo,,,,dary: 0.20 in /ft Reinforcement Provided A • 0.116 ' 2 OK Min.Boundary/Flexural provided.A 0.62 ' 2 OK s,v to /ft Reinforcement s,boundary In /ft Max Spacing: 42.67 in OK As,max - in2/ft OK Min.Horizontal Reinforcement Min.Ash: 0.064 in /ft Min.As,bond beam: 0.20 in /ft Min.Bond Beam Provided As,h: 0.116 in 2/ft OK Reinforcement Provided.As,boun 0.31 in 2/ft OK Shear Wall Analysis for Axial+In-Plane Loading of Critical Section at Base of Wall ASD Load Combinations P: V: f,: M/Vd: Fv,m: F,,s: Fv,ma F,: jUnity Check 1) D: 27.37 k 0.00 k 0.00 psi 0.00 57 psi 20.33 psi 150 psi 77 psi 0.00 OK 5) D+0.6W: 29.11 k 0.08 k 0.08 psi 1.00 36 psi 20.33 psi 100 psi 56 psi 0.00 OK 6a)D+0.7510.6w1+0.75L+0.75L,: 31.40 k 0.06 k 0.06 psi 1.00 36 psi 20.33 psi 100 psi 56 psi 0.00 OK 6b)D+0.75(0.6w)+0.75L+0.75s: 32.09 k 0.06 k 0.06 psi 1.00 36 psi 20.33 psi 100 psi 57 psi 0.00 OK 7) 0.6D+0.6W: 14.25 k 0.08 k 0.08 psi 1.00 32 psi 20.33 psi 100 psi 52 psi 0.00 OK 8a) D+0.7Ev+0.7EI 30.25 k 3.74 k 3.83 psi 1.00 36 psi 20.33 psi 100 psi 56 psi 0.07 OK ) 0.6D-0.7Ev+0.7Eh: 13.54 k 3.74 k 3.83 psi 1.00 32 psi 20.33 psi 100 psi 52 psi 0.07 OK Inlcude Vertical Loads for Shear Design: Yes Shear Wall Analysis for Axial+In-Plane Loading Flexure of Critical Section at Base of Wall ASD Load Combinations Mo: I p I pn I k I j I fb: I Fb: jUnity jCheckj fs: I Fs: Unity Check 1) D: 0 k-ft 0.0007 0.0085 0.1218 0.959 0 psi 1125 psi 0.00 OK 0 psi 32000 psi 0.00 OK 5) D+0.6W: 1.192 k-ft 0.0007 0.0085 0.1218 0.959 2 psi 1125 psi 0.00 OK 194 psi 32000 psi 0.01 OK 6a)D+0.75(0.6W)+0.75L+0.75L,: 0.894 k-ft 0.0007 0.0085 0.1218 0.959 2 psi 1125 psi 0.00 OK 145 psi 32000 psi 0.00 OK 6b)D+0.75(0.64)+0.75L+0.75s: 0.894 k-ft 0.0007 0.0085 0.1218 0.959 2 psi 1125 psi 0.00 OK 145 psi 32000 psi 0.00 OK 7) 0.6D+0.6W: 1.192 k-ft 0.0007 0.0085 0.1218 0.959 2 psi 1125 psi 0.00 OK 194 psi 32000 psi 0.01 OK 8a) D+0.7E,+0.7EI 28.12 k-ft 0.0007 0.0085 0.1218 0.959 49 psi 1125 psi 0.04 OK 4575 psi 32000 psi 0.14 OK ) 0.6D-0.7E,+0.7Eh: 28.12 k-ft 0.0007 0.0085 0.1218 0.959 49 psi 1125 psi 0.04 OK 4575 psi 32000 psi 0.14 OK USE: 8 in.thick CMU wall Vertical Reinforcement: (1)#5 Bars at 32 in o.c. at centerline of wall Horizontal Reinforcement: (1)#5 Bars at 32 in o.c. at centerline of wall Boundary Element Reinforcement: 2 #5 Bars at end of wall 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-35 JAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: MID SW 1 Shear Wall Analysis for Axial Stresses ASD Load Combinations P: I fa I Fa JUnity JCheck 1) D: 27.37 k 28.0 psi 401.9 psi 0.07 OK 5) D+0.6W: 29.11 k 29.8 psi 401.9 psi 0.07 OK 6a)D+0.75t0.6W>+0.75L+0.75L,: 31.4 k 32.2 psi 401.9 psi 0.08 OK 6b)D+0.75(0.6W)+0.75L+0.75S: 32.09 k 32.9 psi 401.9 psi 0.08 OK 7) 0.6D+0.6W: 14.25 k 14.6 psi 401.9 psi 0.04 OK 8a) D+0.7E�,+0.7Et 30.25 k 31.0 psi 401.9 psi 0.08 OK ) 0.6D-0.7E�,+0.7Eh: 13.54 k 13.9 psi 401.9 psi 0.03 OK Shear Wall Boundary Element Analysis for Axial+In-Plane Loading Moments of Critical Section at Base of Wall ASD Load Combinations: Mo: Boundary Force P: P at Boundary Net Tension Tallow: Unity Check 1) D: 0 k-ft 0.00 k 2.566 klf 13.68 k 0.00 k 19.84 k 0.00 OK 5) D+0.6W: 1.192 k-ft 0.12 k 2.729 klf 14.56 k 0.00 k 19.84 k 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75L.: 0.894 k-ft 0.09 k 2.944 klf 15.7 k 0.00 k 19.84 k 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 0.894 k-ft 0.09 k 3.008 klf 16.04 k 0.00 k 19.84 k 0.00 OK 7) 0.6D+0.6W: 1.192 k-ft 0.12 k 1.336 klf 7.125 k 0.00 k 19.84 k 0.00 OK 8a) D+0.7E,+0.7Et 28.12 k-ft 2.72 k 2.835 klf 15.12 k 0.00 k 19.84 k 0.00 OK 10a) 0.6D-0.7E,+0.7Eh: 28.12 k-ft 2.72 k 1.27 klf 6.772 k 0.00 k 19.84 k 0.00 OK Shear Wall Analysis for Axial+In-Plane Loading Shear Friction along the Base of Wall ASD Load Combinations: I M/Vd: I µ V: P: Any,: fv: I A,,: I Ff: JUnity Check 1) D: 0.00 1.0 0.00 klf 2.57 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 68.7 psi 0.00 OK 5) D+0.6W: 1.00 1.0 0.01 klf 2.73 klf 91.5 in /ft 0.1 psi/ft 0.116 in /ft 35.25 psi 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75Lr: 1.00 1.0 0.01 klf 2.94 klf 91.5 in /ft 0.1 psi/ft 0.116 in /ft 36.77 psi 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 1.00 1.0 0.01 klf 3.01 klf 91.5 in /ft 0.1 psi/ft 0.116 in /ft 37.22 psi 0.00 OK 7) 0.6D+0.6W: 1.00 1.0 0.01 klf 1.34 klf 91.5 in /ft 0.1 psi/ft 0.116 in /ft 25.35 psi 0.00 OK 8a) D+0.7Ev+0.7Et 1.00 1.0 0.23 klf 2.84 klf 91.5 in /ft 2.6 psi/ft 0.116 in /ft 36 psi 0.07 OK 10a) 0.6D-0.7E,+0.7Eh: 1.00 1.0 0.23 klf 1.27 klf 91.5 in /ft 2.6 psi/ft 0.116 in /ft 24.88 psi 0.10 OK Include Vertical Loads for Shear Friction Design: Yes 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-36 eA US Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: MID SW 2 Wall Dimensions/Properties: Unfactored Axial Induced Forces Unfactored In-Plane Lateral Induced Forces Nom.Block Thickenss: 8 in. BLC 7 Dist.Loads Line Loads BLC In-Plane Lateral Load at Location Actual Block Width,'w': 7.625 in DL: 0 psf 1099 plf WLLoc.t: 0.00 k at 0.00 ft above base Block Weight: Normal Weight DLadd: - psf 0 plf WLLoc.2: 0.00 k at 0.00 ft above base Grouted Cell Spacing: Fully DLsw: 80 psf 1467 plf WLLoc.s: 0.75 k at 15.33 ft(rooj) DLcmu: 80 psf LL: 0 psf 0 plf WLtocal: 0.75 k at wall base Add.DLWatt: 0 psf LLr: 0 psf 341 plf Eh,Loc.1: 0.00 k at 0.00 ft above base Total DLµ,att: 80 psf SLbase: 0 psf 426 plf Eh,Loc.2: 0.00 k at 0.00 ft above base Wall Clear Span,Hl: 15.33 ft SLdrift: - psf 0 plf Eh,Loc.3: 7.07 k at 15.33 ft(roof) Wall Parapet Height,H2: 3.00 ft WL(+): 0 psf 273 plf Cs: 0.15 *W Total Wall Height,H: 18.33 ft WL_: 0 psf -339 plf Eh,wau: 7.62 k at 9.17 ft('H'/2) Wall Length,L,d,: 34.58 ft SDS: 0.75 Ie: 1.00 Multiplier: 1.5 Shear Wall Type: Special Reinforced Ev: - psf 165 plf Eh,total: 22.03 k at wall base Gross Shear Area,A,,,: 3164 in E,,Wall: - psf 220.2 plf Wall Le tll.i'or'd' Dist.btwn Boundaries,'d': 34.25 ft r Dist to Bountlarv"e' Material Properties: Bond Sea. Masonry fm: 2500 psi Em: 2250 ksi " v ______ Top of Wall Reinforcement,fy: 60 ksi Es: 29000 ksi send Beam Restraint �=► Reinforcement,Fs: 32 ksi n: 12.89 Boundary Wall Reinforcement Steel: Reinforcement.Typ. �► Wall Reinforcement Layout: Single Curtain H Main Wall ( 1 ) #5 Vertical Bars at 32 in o.c. As,,: 0.31 in 2 rl z � Renlocelment Reinforcement: ( 1 ) #5 Horiz.Bars at 48 in o.c. AS h: 0.31 in ema m Boundary Reinf. (2) #5 Vertical Bars As,t: 0.62 in ELEVATION Recant Min.Reinforcement Requirements: Min.As,total: 0.183 in /ft Max Spacing: 48 in OK Min.Total Reinforcement Provided.As,total: 0.194 in /ft OK Min.Vertical Min.As,v: 0.064 in /ft Min.As,bo,,,,dary: 0.20 in /ft Reinforcement Provided A • 0.116 ' 2 OK Min.Boundary/Flexural provided.A 0.62 ' 2 OK s,v to /ft Reinforcement s,boundary to /ft Max Spacing: 48 in OK As,max - in2/ft OK Min.Horizontal Reinforcement Min.Ash: 0.064 in /ft Min.As,bond beam: 0.20 in /ft Min.Bond Beam Provided As,h: 0.078 in 2/ft OK Reinforcement Provided.As,boun 0.31 in 2/ft OK Shear Wall Analysis for Axial+In-Plane Loading of Critical Section at Base of Wall ASD Load Combinations P: V: f,: M/Vd: Fv,m: F,,s: Fv,ma F,: jUnity Check 1) D: 88.74 k 0.00 k 0.00 psi 0.00 57 psi 13.55 psi 150 psi 71 psi 0.00 OK 5) D+0.6W: 94.39 k 0.45 k 0.14 psi 0.45 48 psi 13.55 psi 136.8 psi 61 psi 0.00 OK 6a)D+0.75(0.6w)+0.75L+0.75L,: 101.82 k 0.34 k 0.11 psi 0.45 48 psi 13.55 psi 136.8 psi 62 psi 0.00 OK 6b)D+0.75(0.6w)+0.75L+0.75s: 104.03 k 0.34 k 0.11 psi 0.45 48 psi 13.55 psi 136.8 psi 62 psi 0.00 OK 7) 0.6D+0.6W: 46.20 k 0.45 k 0.14 psi 0.45 44 psi 13.55 psi 136.8 psi 57 psi 0.00 OK 8a) D+0.7Ev+0.7Et 98.06 k 15.42 k 4.87 psi 0.35 50 psi 13.55 psi 143 psi 64 psi 0.08 OK ) 0.6D-0.7Ev+0.7Eh: 43.92 k 15.42 k 4.87 psi 0.35 46 psi 13.55 psi 143 psi 59 psi 0.08 OK Inlcude Vertical Loads for Shear Design: Yes Shear Wall Analysis for Axial+In-Plane Loading Flexure of Critical Section at Base of Wall ASD Load Combinations Mo: I p I pn I k I j I fb: I Fb: jUnity jCheckj fs: I Fs: Unity Check 1) D: 0 k-ft 0.0002 0.0025 0.0689 0.977 0 psi 1125 psi 0.00 OK 0 psi 32000 psi 0.00 OK 5) D+0.6W: 6.934 k-ft 0.0002 0.0025 0.0689 0.977 2 psi 1125 psi 0.00 OK 334 psi 32000 psi 0.01 OK 6a)D+0.75(0.6W)+0.75L+0.75L,: 5.201 k-ft 0.0002 0.0025 0.0689 0.977 1 psi 1125 psi 0.00 OK 251 psi 32000 psi 0.01 OK 6b)D+0.75(0.64)+0.75L+0.75s: 5.201 k-ft 0.0002 0.0025 0.0689 0.977 1 psi 1125 psi 0.00 OK 251 psi 32000 psi 0.01 OK 7) 0.6D+0.6W: 6.934 k-ft 0.0002 0.0025 0.0689 0.977 2 psi 1125 psi 0.00 OK 334 psi 32000 psi 0.01 OK 8a) D+0.7E,+0.7Et 124.8 k-ft 0.0002 0.0025 0.0689 0.977 35 psi 1125 psi 0.03 OK 6014 psi 32000 psi 0.19 OK ) 0.6D-0.7E,+0.7Eh: 124.8 k-ft 0.0002 0.0025 0.0689 0.977 35 psi 1125 psi 0.03 OK 6014 psi 32000 psi 0.19 OK USE: 8 in.thick CMU wall Vertical Reinforcement: (1)#5 Bars at 32 in o.c. at centerline of wall Horizontal Reinforcement: (1)#5 Bars at 48 in o.c. at centerline of wall Boundary Element Reinforcement: 2 #5 Bars at end of wall 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-37 JAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: MID SW 2 Shear Wall Analysis for Axial Stresses ASD Load Combinations P: I fa I Fa JUnity JCheck 1) D: 88.74 k 28.0 psi 401.9 psi 0.07 OK 5) D+0.6W: 94.39 k 29.8 psi 401.9 psi 0.07 OK 6a)D+0.75t0.6W>+0.75L+0.75L,: 101.8 k 32.2 psi 401.9 psi 0.08 OK 6b)D+0.75(0.6W)+0.75L+0.75S: 104 k 32.9 psi 401.9 psi 0.08 OK 7) 0.6D+0.6W: 46.20 k 14.6 psi 401.9 psi 0.04 OK 8a) D+0.7E�,+0.7Et 98.06 k 31.0 psi 401.9 psi 0.08 OK ) 0.6D-0.7E�,+0.7Eh: 43.92 k 13.9 psi 401.9 psi 0.03 OK Shear Wall Boundary Element Analysis for Axial+In-Plane Loading Moments of Critical Section at Base of Wall ASD Load Combinations: Mo: Boundary Force P: P at Boundary Net Tension Tallow: Unity Check 1) D: 0 k-ft 0.00 k 2.566 klf 44.37 k 0.00 k 19.84 k 0.00 OK 5) D+0.6W: 6.934 k-ft 0.20 k 2.729 klf 47.2 k 0.00 k 19.84 k 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75L.: 5.201 k-ft 0.15 k 2.944 klf 50.91 k 0.00 k 19.84 k 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 5.201 k-ft 0.15 k 3.008 klf 52.01 k 0.00 k 19.84 k 0.00 OK 7) 0.6D+0.6W: 6.934 k-ft 0.20 k 1.336 klf 23.1 k 0.00 k 19.84 k 0.00 OK 8a) D+0.7E,+0.7Et 124.8 k-ft 3.64 k 2.835 klf 49.03 k 0.00 k 19.84 k 0.00 OK 10a) 0.6D-0.7E,+0.7Eh: 124.8 k-ft 3.64 k 1.27 klf 21.96 k 0.00 k 19.84 k 0.00 OK Shear Wall Analysis for Axial+In-Plane Loading Shear Friction along the Base of Wall ASD Load Combinations: I M/Vd: I µ V: P: Any,: fv: I A,,: I Ff: JUnity Check 1) D: 0.00 1.0 0.00 klf 2.57 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 68.7 psi 0.00 OK 5) D+0.6W: 0.45 1.0 0.01 klf 2.73 klf 91.5 in /ft 0.1 psi/ft 0.116 in /ft 70.49 psi 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75Lr: 0.45 1.0 0.01 klf 2.94 klf 91.5 in /ft 0.1 psi/ft 0.116 in /ft 72.83 psi 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 0.45 1.0 0.01 klf 3.01 klf 91.5 in /ft 0.1 psi/ft 0.116 in /ft 73.53 psi 0.00 OK 7) 0.6D+0.6W: 0.45 1.0 0.01 klf 1.34 klf 91.5 in /ft 0.1 psi/ft 0.116 in /ft 55.26 psi 0.00 OK 8a) D+0.7Ev+0.7Et 0.35 1.0 0.30 klf 2.84 klf 91.5 in /ft 3.2 psi/ft 0.116 in /ft 71.64 psi 0.05 OK 10a) 0.6D-0.7E,+0.7Eh: 0.35 1.0 0.30 klf 1.27 klf 91.5 in /ft 3.2 psi/ft 0.116 in /ft 54.53 psi 0.06 OK Include Vertical Loads for Shear Friction Design: Yes 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-38 eA US Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: MID SW 3 Wall Dimensions/Properties: Unfactored Axial Induced Forces Unfactored In-Plane Lateral Induced Forces Nom.Block Thickenss: 8 in. BLC 7 Dist.Loads Line Loads BLC In-Plane Lateral Load at Location Actual Block Width,'w': 7.625 in DL: 0 psf 1099 plf WLLoc.t: 0.00 k at 0.00 ft above base Block Weight: Normal Weight DLadd: - psf 0 plf WLLoc.2: 0.00 k at 0.00 ft above base Grouted Cell Spacing: Fully DLsw: 80 psf 1467 plf WLLoc.s: 1.20 k at 15.33 ft(rooj) DLcmu: 80 psf LL: 0 psf 0 plf WLtot,d: 1.20 k at wall base Add.DLWatt: 0 psf LLr: 0 psf 341 plf Eh,Loc.1: 0.00 k at 0.00 ft above base Total DLµ,att: 80 psf SLbase: 0 psf 426 plf Eh,Loc.2: 0.00 k at 0.00 ft above base Wall Clear Span,Hl: 15.33 ft SLdrift: - psf 0 plf Eh,Loc.3: 11.25 k at 15.33 ft(roof) Wall Parapet Height,H2: 3.00 ft WL(+): 0 psf 273 plf Cs: 0.15 *W Total Wall Height,H: 18.33 ft WL_: 0 psf -339 plf Eh,wau: 9.69 k at 9.17 ft('H'/2) Wall Length,L,d,: 44.00 ft SDS: 0.75 Ie: 1.00 Multiplier: 1.5 Shear Wall Type: Special Reinforced Ev: - psf 165 plf Eh,total: 31.41 k at wall base Gross Shear Area,A,,,: 4026 in E,,Wall: - psf 220.2 plf Wall Le tll.i'or'd' Dist.btwn Boundaries,'d': 43.67 ft r Dist to Bountlarv"e' Material Properties: Bond Sea. Masonry fm: 2500 psi Em: 2250 ksi " v ______ Top of Wall Reinforcement,fy: 60 ksi Es: 29000 ksi send Beam Restraint �=► Reinforcement,Fs: 32 ksi n: 12.89 Boundary Wall Reinforcement Steel: Reinforcement.Typ. �► Wall Reinforcement Layout: Single Curtain H Main Wall ( 1 ) #5 Vertical Bars at 32 in o.c. As,,: 0.31 in 2 rl z � Renlocelment Reinforcement: ( 1 ) #5 Horiz.Bars at 48 in o.c. AS h: 0.31 in ema m Boundary Reinf. (2) #5 Vertical Bars As,t: 0.62 in ELEVATION Recant Min.Reinforcement Requirements: Min.As,total: 0.183 in /ft Max Spacing: 48 in OK Min.Total Reinforcement Provided.As,total: 0.194 in /ft OK Min.Vertical Min.As,v: 0.064 in /ft Min.As,bo,,,,dary: 0.20 in /ft Reinforcement Provided A • 0.116 ' 2 OK Min.Boundary/Flexural provided.A 0.62 ' 2 OK s,v to /ft Reinforcement s,boundary In /ft Max Spacing: 48 in OK As,max - in2/ft OK Min.Horizontal Reinforcement Min.Ash: 0.064 in /ft Min.As,bond beam: 0.20 in /ft Min.Bond Beam Provided As,h: 0.078 in 2/ft OK Reinforcement Provided.As,boun 0.31 in 2/ft OK Shear Wall Analysis for Axial+In-Plane Loading of Critical Section at Base of Wall ASD Load Combinations P: V: f,: M/Vd: Fv,m: F,,s: Fv,ma F,: jUnity Check 1) D: 112.90 k 0.00 k 0.00 psi 0.00 57 psi 13.55 psi 150 psi 71 psi 0.00 OK 5) D+0.6W: 120.10 k 0.72 k 0.18 psi 0.35 50 psi 13.55 psi 143.3 psi 63 psi 0.00 OK 6a)D+0.75(0.6w)+0.75L+0.75L,: 129.54 k 0.54 k 0.13 psi 0.35 50 psi 13.55 psi 143.3 psi 64 psi 0.00 OK 6b)D+0.75(0.6w)+0.75L+0.75s: 132.35 k 0.54 k 0.13 psi 0.35 51 psi 13.55 psi 143.3 psi 64 psi 0.00 OK 7) 0.6D+0.6W: 58.78 k 0.72 k 0.18 psi 0.35 46 psi 13.55 psi 143.3 psi 60 psi 0.00 OK 8a) D+0.7Ev+0.7Et 124.76 k 21.99 k 5.46 psi 0.29 51 psi 13.55 psi 147.6 psi 65 psi 0.08 OK ) 0.6D-0.7Ev+0.7Eh: 55.87 k 21.99 k 5.46 psi 0.29 47 psi 13.55 psi 147.6 psi 61 psi 0.09 OK Inlcude Vertical Loads for Shear Design: Yes Shear Wall Analysis for Axial+In-Plane Loading Flexure of Critical Section at Base of Wall ASD Load Combinations Mo: I p I pn I k I j I fb: I Fb: jUnity jCheckj fs: I Fs: Unity Check 1) D: 0 k-ft 0.0002 0.0020 0.0613 0.98 0 psi 1125 psi 0.00 OK 0 psi 32000 psi 0.00 OK 5) D+0.6W: 11.03 k-ft 0.0002 0.0020 0.0613 0.98 2 psi 1125 psi 0.00 OK 416 psi 32000 psi 0.01 OK 6a)D+0.75(0.6W)+0.75L+0.75L,: 8.273 k-ft 0.0002 0.0020 0.0613 0.98 2 psi 1125 psi 0.00 OK 312 psi 32000 psi 0.01 OK 6b)D+0.75(0.64)+0.75L+0.75s: 8.273 k-ft 0.0002 0.0020 0.0613 0.98 2 psi 1125 psi 0.00 OK 312 psi 32000 psi 0.01 OK 7) 0.6D+0.6W: 11.03 k-ft 0.0002 0.0020 0.0613 0.98 2 psi 1125 psi 0.00 OK 416 psi 32000 psi 0.01 OK 8a) D+0.7E,+0.7Et 182.9 k-ft 0.0002 0.0020 0.0613 0.98 35 psi 1125 psi 0.03 OK 6897 psi 32000 psi 0.22 OK ) 0.6D-0.7E,+0.7Eh: 182.9 k-ft 0.0002 0.0020 0.0613 0.98 35 psi 1125 psi 0.03 OK 6897 psi 32000 psi 0.22 OK USE: 8 in.thick CMU wall Vertical Reinforcement: (1)#5 Bars at 32 in o.c. at centerline of wall Horizontal Reinforcement: (1)#5 Bars at 48 in o.c. at centerline of wall Boundary Element Reinforcement: 2 #5 Bars at end of wall 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-39 JAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: MID SW 3 Shear Wall Analysis for Axial Stresses ASD Load Combinations P: I fa I Fa JUnity JCheck 1) D: 112.9 k 28.0 psi 401.9 psi 0.07 OK 5) D+0.6W: 120.1 k 29.8 psi 401.9 psi 0.07 OK 6a)D+0.75t0.6W>+0.75L+0.75L,: 129.5 k 32.2 psi 401.9 psi 0.08 OK 6b)D+0.75(0.6W)+0.75L+0.75S: 132.4 k 32.9 psi 401.9 psi 0.08 OK 7) 0.6D+0.6W: 58.78 k 14.6 psi 401.9 psi 0.04 OK 8a) D+0.7E,+0.7Et 124.8 k 31.0 psi 401.9 psi 0.08 OK ) 0.6D-0.7E,+0.7Eh: 55.87 k 13.9 psi 401.9 psi 0.03 OK Shear Wall Boundary Element Analysis for Axial+In-Plane Loading Moments of Critical Section at Base of Wall ASD Load Combinations: Mo: Boundary Force P: P at Boundary Net Tension Tallow: Unity Check 1) D: 0 k-ft 0.00 k 2.566 klf 56.45 k 0.00 k 19.84 k 0.00 OK 5) D+0.6W: 11.03 k-ft 0.25 k 2.729 klf 60.05 k 0.00 k 19.84 k 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75L.: 8.273 k-ft 0.19 k 2.944 klf 64.77 k 0.00 k 19.84 k 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 8.273 k-ft 0.19 k 3.008 klf 66.18 k 0.00 k 19.84 k 0.00 OK 7) 0.6D+0.6W: 11.03 k-ft 0.25 k 1.336 klf 29.39 k 0.00 k 19.84 k 0.00 OK 8a) D+0.7E,+0.7Et 182.9 k-ft 4.19 k 2.835 klf 62.38 k 0.00 k 19.84 k 0.00 OK 10a) 0.6D-0.7E,+0.7Eh: 182.9 k-ft 4.19 k 1.27 klf 27.94 k 0.00 k 19.84 k 0.00 OK Shear Wall Analysis for Axial+In-Plane Loading Shear Friction along the Base of Wall ASD Load Combinations: I M/Vd: I µ V: P: Any,: fv: I A,,: I Ff: JUnity Check 1) D: 0.00 1.0 0.00 klf 2.57 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 68.7 psi 0.00 OK 5) D+0.6W: 0.35 1.0 0.02 klf 2.73 klf 91.5 in /ft 0.2 psi/ft 0.116 in /ft 70.49 psi 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75Lr: 0.35 1.0 0.01 klf 2.94 klf 91.5 in /ft 0.1 psi/ft 0.116 in /ft 72.83 psi 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 0.35 1.0 0.01 klf 3.01 klf 91.5 in /ft 0.1 psi/ft 0.116 in /ft 73.53 psi 0.00 OK 7) 0.6D+0.6W: 0.35 1.0 0.02 klf 1.34 klf 91.5 in /ft 0.2 psi/ft 0.116 in /ft 55.26 psi 0.00 OK 8a) D+0.7Ev+0.7Et 0.29 1.0 0.33 klf 2.84 klf 91.5 in /ft 3.6 psi/ft 0.116 in /ft 71.64 psi 0.05 OK 10a) 0.6D-0.7E,+0.7Eh: 0.29 1.0 0.33 klf 1.27 klf 91.5 in /ft 3.6 psi/ft 0.116 in /ft 54.53 psi 0.07 OK Include Vertical Loads for Shear Friction Design: Yes 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-40 eA US Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: MID SW 4 Wall Dimensions/Properties: Unfactored Axial Induced Forces Unfactored In-Plane Lateral Induced Forces Nom.Block Thickenss: 8 in. BLC 7 Dist.Loads Line Loads BLC In-Plane Lateral Load at Location Actual Block Width,'w': 7.625 in DL: 0 psf 1187 plf WLLoc.t: 0.00 k at 0.00 ft above base Block Weight: Normal Weight DLadd: - psf 0 plf WLLoc.2: 0.00 k at 0.00 ft above base Grouted Cell Spacing: Fully DLsw: 80 psf 1227 plf WLLoc.s: 1.03 k at 15.33 ft(rooj) DLcmu: 80 psf LL: 0 psf 233 plf WLtocal: 1.03 k at wall base Add.DLWatt: 0 psf LLr: 0 psf 224 plf Eh,Loc.1: 0.00 k at 0.00 ft above base Total DLµ,att: 80 psf SLbase: 0 psf 280 plf Eh,Loc.2: 0.00 k at 0.00 ft above base Wall Clear Span,Hl: 15.33 ft SLdrift: - psf 0 plf Eh,Loc.3: 9.63 k at 15.33 ft(roof) Wall Parapet Height,H2: 0.00 ft WL(+): 0 psf 179 plf Cs: 0.15 *W Total Wall Height,H: 15.33 ft WL_: 0 psf -223 plf Eh,wall: 6.51 k at 7.67 ft('H'/2) Wall Length,L,d,: 35.33 ft SDS: 0.75 Ie: 1.00 Multiplier: 1.5 Shear Wall Type: Special Reinforced Ev: - psf 178 plf Eh,total: 24.20 k at wall base Gross Shear Area,A,,,: 3233 in E,,Wall: - psf 184.2 plf Wall Le tll.i'or'd' Dist.btwn Boundaries,'d': 35.00 ft r Dist to Bountlarv"e' Material Properties: Bond Sea. Masonry fm: 2500 psi Em: 2250 ksi " v ______ Top of Wall Reinforcement,fy: 60 ksi Es: 29000 ksi send Beam Restraint �=► Reinforcement,Fs: 32 ksi n: 12.89 Boundary Wall Reinforcement Steel: Reinforcement.Typ. �► Wall Reinforcement Layout: Single Curtain H Main Wall ( 1 ) #5 Vertical Bars at 32 in o.c. As,,: 0.31 in 2 rl z � Renlocelment Reinforcement: ( 1 ) #5 Horiz.Bars at 48 in o.c. AS h: 0.31 in ema m Boundary Reinf. (2) #5 Vertical Bars As,t: 0.62 in ELEVATION Recant Min.Reinforcement Requirements: Min.As,total: 0.183 in /ft Max Spacing: 48 in OK Min.Total Reinforcement Provided.As,total: 0.194 in /ft OK Min.Vertical Min.As,v: 0.064 in /ft Min.As,bo,,,,dary: 0.20 in /ft Reinforcement Provided A • 0.116 ' 2 OK Min.Boundary/Flexural provided.A 0.62 ' 2 OK s,v to /ft Reinforcement s,boundary to /ft Max Spacing: 48 in OK As,max - in2/ft OK Min.Horizontal Reinforcement Min.Ash: 0.064 in /ft Min.As,bond beam: 0.20 in /ft Min.Bond Beam Provided As,h: 0.078 in 2/ft OK Reinforcement Provided.As,boun 0.31 in 2/ft OK Shear Wall Analysis for Axial+In-Plane Loading of Critical Section at Base of Wall ASD Load Combinations P: V: f,: M/Vd: Fv,m: F,,s: Fv,ma F,: jUnity Check 1) D: 85.27 k 0.00 k 0.00 psi 0.00 57 psi 13.55 psi 150 psi 70 psi 0.00 OK 5) D+0.6W: 89.07 k 0.62 k 0.19 psi 0.44 47 psi 13.55 psi 137.5 psi 61 psi 0.00 OK 6a)D+0.75(0.6w)+0.75L+0.75L,: 100.25 k 0.46 k 0.14 psi 0.44 48 psi 13.55 psi 137.5 psi 62 psi 0.00 OK 66)D+0.75(0.6W)+0.75L+0.25s: 101.73 k 0.46 k 0.14 psi 0.44 48 psi 13.55 psi 137.5 psi 62 psi 0.00 OK 7) 0.6D+0.6W: 46.43 k 0.62 k 0.19 psi 0.44 44 psi 13.55 psi 137.5 psi 58 psi 0.00 OK 8a) D+0.7Ev+0.7Et 94.23 k 16.94 k 5.24 psi 0.35 50 psi 13.55 psi 143.4 psi 63 psi 0.08 OK ) 0.6D-0.7Ev+0.7Eh: 42.20 k 16.94 k 5.24 psi 0.35 46 psi 13.55 psi 143.4 psi 59 psi 0.09 OK Inlcude Vertical Loads for Shear Design: Yes Shear Wall Analysis for Axial+In-Plane Loading Flexure of Critical Section at Base of Wall ASD Load Combinations Mo: p I pn I k j I fb: I Fb: jUnity jCheckj fs: I Fs: Unity Check 1) D: 0 k-ft 0.0002 0.0025 0.0682 0.977 0 psi 1125 psi 0.00 OK 0 psi 32000 psi 0.00 OK 5) D+0.6W: 9.438 k-ft 0.0002 0.0025 0.0682 0.977 3 psi 1125 psi 0.00 OK 445 psi 32000 psi 0.01 OK 6a)D+0.75(0.6W)+0.75L+0.75L,: 7.078 k-ft 0.0002 0.0025 0.0682 0.977 2 psi 1125 psi 0.00 OK 334 psi 32000 psi 0.01 OK eat D+0.75(0.64)+0.75L+0.75s: 7.078 k-ft 0.0002 0.0025 0.0682 0.977 2 psi 1125 psi 0.00 OK 334 psi 32000 psi 0.01 OK 7) 0.6D+0.6W: 9.438 k-ft 0.0002 0.0025 0.0682 0.977 3 psi 1125 psi 0.00 OK 445 psi 32000 psi 0.01 OK 8a) D+0.7E,+0.7Et 138.2 k-ft 0.0002 0.0025 0.0682 0.977 37 psi 1125 psi 0.03 OK 6518 psi 32000 psi 0.20 OK ) 0.6D-0.7E,+0.7Eh: 138.2 k-ft 0.0002 0.0025 0.0682 0.977 37 psi 1125 psi 0.03 OK 6518 psi 32000 psi 0.20 OK USE: 8 in.thick CMU wall Vertical Reinforcement: (1)#5 Bars at 32 in o.c. at centerline of wall Horizontal Reinforcement: (1)#5 Bars at 48 in o.c. at centerline of wall Boundary Element Reinforcement: 2 #5 Bars at end of wall 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-41 JAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: MID SW 4 Shear Wall Analysis for Axial Stresses ASD Load Combinations P: I fa I Fa JUnity JCheck 1) D: 85.27 k 26.4 psi 401.9 psi 0.07 OK 5) D+0.6W: 89.07 k 27.6 psi 401.9 psi 0.07 OK 6a)D+0.75t0.6W>+0.75L+0.75L,: 100.2 k 31.0 psi 401.9 psi 0.08 OK 6b)D+0.75(0.6W)+0.75L+0.75s: 101.7 k 31.5 psi 401.9 psi 0.08 OK 7) 0.6D+0.6W: 46.43 k 14.4 psi 401.9 psi 0.04 OK 8a) D+0.7E,+0.7Et 94.23 k 29.1 psi 401.9 psi 0.07 OK ) 0.6D-0.7E,+0.7Eh: 42.20 k 13.1 psi 401.9 psi 0.03 OK Shear Wall Boundary Element Analysis for Axial+In-Plane Loading Moments of Critical Section at Base of Wall ASD Load Combinations: Mo: Boundary Force P: P at Boundary Net Tension Tallow: Unity Check 1) D: 0 k-ft 0.00 k 2.413 klf 42.64 k 0.00 k 19.84 k 0.00 OK 5) D+0.6W: 9.438 k-ft 0.27 k 2.521 klf 44.54 k 0.00 k 19.84 k 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75L.: 7.078 k-ft 0.20 k 2.837 klf 50.12 k 0.00 k 19.84 k 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 7.078 k-ft 0.20 k 2.879 klf 50.87 k 0.00 k 19.84 k 0.00 OK 7) 0.6D+0.6W: 9.438 k-ft 0.27 k 1.314 klf 23.22 k 0.00 k 19.84 k 0.00 OK 8a) D+0.7E,+0.7Et 138.2 k-ft 3.95 k 2.667 klf 47.12 k 0.00 k 19.84 k 0.00 OK 10a) 0.6D-0.7E,+0.7Eh: 138.2 k-ft 3.95 k 1.194 klf 21.1 k 0.00 k 19.84 k 0.00 OK Shear Wall Analysis for Axial+In-Plane Loading Shear Friction along the Base of Wall ASD Load Combinations: I M/Vd: I µ V: P: Any,: fv: I A,,: I Ff: JUnity Check 1) D: 0.00 1.0 0.00 klf 2.41 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 67.03 psi 0.00 OK 5) D+0.6W: 0.44 1.0 0.02 klf 2.52 klf 91.5 in /ft 0.2 psi/ft 0.116 in /ft 68.21 psi 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75Lr: 0.44 1.0 0.01 klf 2.84 klf 91.5 in /ft 0.1 psi/ft 0.116 in /ft 71.66 psi 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 0.44 1.0 0.01 klf 2.88 klf 91.5 in /ft 0.1 psi/ft 0.116 in /ft 72.12 psi 0.00 OK 7) 0.6D+0.6W: 0.44 1.0 0.02 klf 1.31 klf 91.5 in /ft 0.2 psi/ft 0.116 in /ft 55.02 psi 0.00 OK 8a) D+0.7Ev+0.7Et 0.35 1.0 0.32 klf 2.67 klf 91.5 in /ft 3.5 psi/ft 0.116 in /ft 69.8 psi 0.05 OK 10a) 0.6D-0.7E,+0.7Eh: 0.35 1.0 0.32 klf 1.19 klf 91.5 in /ft 3.5 psi/ft 0.116 in /ft 53.71 psi 0.07 OK Include Vertical Loads for Shear Friction Design: Yes 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-42 eA US Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: UPPER N SW Wall Dimensions/Properties: Unfactored Axial Induced Forces Unfactored In-Plane Lateral Induced Forces Nom.Block Thickenss: 8 in. BLC Dist.Loads Line Loads BLC In-Plane Lateral Load at Location Actual Block Width,'w': 7.625 in DL: 0 psf 88 plf WLLoc.1: 0.00 k at 0.00 ft above base Block Weight: Normal Weight DLadd: - psf 0 plf WLLoc.2: 0.00 k at 5.83 ft above base Grouted Cell Spacing: Fully DLsw: 80 psf 1093 plf WLLoc.3: 2.23 k at 13.67 ft(rooj) DLomu: 80 psf LL: 0 psf 0 plf WLtot,d: 2.23 k at wall base Add.DLWall: 0 psf LLr: 0 psf 117 plf Eh,Loc.1: 0.00 k at 0.00 ft above base Total DLµ,alt: 80 psf SLbase: 0 psf 146 plf Eh,Loc.2: 24.66 k at 5.83 ft above base Wall Clear Span,Hi: 13.67 ft SLd,;R: - psf 0 plf Eh,Loc.s: 1.72 k at 13.67 ft(roof) Wall Parapet Height,H2: 0.00 ft WL(+): 0 psf 93 plf Cs: 0.15 *W Total Wall Height,H: 13.67 ft WL_: 0 psf -116 plf Eh,wau: 3.83 k at 6.83 ft('H'/2) Wall Length,L,d,: 23.33 ft SDS: 0.75 Ie: 1.00 Multiplier: 1.5 Shear Wall Type: Special Reinforced Ev: - psf 13 plf Eh,tolal: 45.31 k at wall base Gross Shear Area,A,,,: 2135 in E,,Wall: - psf 164.1 plf Wall Le tll.i'or'tl: Dist.btwn Boundaries,'d': 23.00 ft r Dist toBountlarv"0' Material Properti7eTF Bond Bearn Masonry fm: 2500 psi Em: 2250 ksi " v ______ Top of Wall Reinforcement,fy: 60 ksi Es: 29000 ksi Bond seam Restraint �=► Reinforcement,Fs: 32 ksi n: 12.89 Boundary Wall Reinforcement Steel: H Reinforcement.Typ. �► Wall Reinforcement Layout: Single Curtain Main Wall ( 1 ) #5 Vertical Bars at 32 in o.c. As,,: 0.31 in2 z � Renlocelment Reinforcement: ( 1 ) #5 Horiz.Bars at 48 in o.c. AS h: 0.31 in2 emtl rn Boundary Reinf. (2) #5 Vertical Bars As,t: 0.62 in ELEVATION Recant Min.Reinforcement Requirements: Min.As,cocal: 0.183 in /ft Max Spacing: 48 in OK Min.Total Reinforcement Provided.As,total: 0.194 in /ft OK Min.Vertical Min.As,v: 0.064 in /ft Min.As,bo,,,,dary: 0.20 in /ft Reinforcement Provided A • 0.116 ' 2 OK Min.Boundary/Flexural provided.A 0.62 ' /ft 2 OK s,v to /ft Reinforcement s,bund oary to Max Spacing: 48 in OK As,max - in2/ft OK Min.Horizontal Reinforcement Min.Ash: 0.064 in /ft Min.As,bond beam: 0.20 in /ft Min.Bond Beam Provided As,h: 0.078 in 2/ft OK Reinforcement Provided.As,boun 0.31 in 2/ft OK Shear Wall Analysis for Axial+In-Plane Loading of Critical Section at Base of Wall ASD Load Combinations P: V: f,: M/Vd: Fv,m: F,,s: Fv,ma F,: jUnity Check 1) D: 27.55 k 0.00 k 0.00 psi 0.00 53 psi 13.55 psi 150 psi 67 psi 0.00 OK 5) D+0.6W: 28.86 k 1.34 k 0.63 psi 0.59 40 psi 13.55 psi 127.1 psi 54 psi 0.01 OK 6a)D+0.75(0.6w)+0.75L+0.75L,: 30.57 k 1.00 k 0.47 psi 0.59 41 psi 13.55 psi 127.1 psi 54 psi 0.01 OK cb)D+0.75(0.6W)+0.75L+0.25s: 31.08 k 1.00 k 0.47 psi 0.59 41 psi 13.55 psi 127.1 psi 54 psi 0.01 OK 7) 0.6D+0.6W: 14.91 k 1.34 k 0.63 psi 0.59 39 psi 13.55 psi 127.1 psi 52 psi 0.01 OK 8a) D+0.7Ev+0.7Et 30.45 k 31.72 k 14.86 psi 0.28 47 psi 13.55 psi 148.1 psi 61 psi 0.24 OK ) 0.6D-0.7Ev+0.7Eh: 13.64 k 31.72 k 14.86 psi 0.28 46 psi 13.55 psi 148.1 psi 59 psi 0.25 OK Inlcude Vertical Loads for Shear Design: Yes Shear Wall Analysis for Axial+In-Plane Loading Flexure of Critical Section at Base of Wall ASD Load Combinations Mo: p I pn I k j I fb: I Fb: jUnity jCheckj fs: I Fs: Unity Check 1) D: 0 k-ft 0.0003 0.0038 0.0834 0.972 0 psi 1125 psi 0.00 OK 0 psi 32000 psi 0.00 OK 5) D+0.6W: 18.28 k-ft 0.0003 0.0038 0.0834 0.972 9 psi 1125 psi 0.01 OK 1318 psi 32000 psi 0.04 OK 6a)D+0.75(0.6W)+0.75L+0.75L,: 13.71 k-ft 0.0003 0.0038 0.0834 0.972 7 psi 1125 psi 0.01 OK 989 psi 32000 psi 0.03 OK eat D+0.75(0.64)+0.75L+0.75s: 13.71 k-ft 0.0003 0.0038 0.0834 0.972 7 psi 1125 psi 0.01 OK 989 psi 32000 psi 0.03 OK 7) 0.6D+0.6W: 18.28 k-ft 0.0003 0.0038 0.0834 0.972 9 psi 1125 psi 0.01 OK 1318 psi 32000 psi 0.04 OK 8a) D+0.7E,+0.7Et 135.4 k-ft 0.0003 0.0038 0.0834 0.972 69 psi 1125 psi 0.06 OK 9770 psi 32000 psi 0.31 OK ) 0.6D-0.7E,+0.7Eh: 135.4 k-ft 0.0003 0.0038 0.0834 0.972 69 psi 1125 psi 0.06 OK 9770 psi 32000 psi 0.31 OK USE: 8 in.thick CMU wall Vertical Reinforcement: (1)#5 Bars at 32 in o.c. at centerline of wall Horizontal Reinforcement: (1)#5 Bars at 48 in o.c. at centerline of wall Boundary Element Reinforcement: 2 #5 Bars at end of wall 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-43 JAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: UPPER N SW Shear Wall Analysis for Axial Stresses ASD Load Combinations P: I fa I Fa JUnity JCheck 1) D: 27.55 k 12.9 psi 447.8 psi 0.03 OK 5) D+0.6W: 28.86 k 13.5 psi 447.8 psi 0.03 OK 6a)D+0.75t0.6W>+0.75L+0.75L,: 30.57 k 14.3 psi 447.8 psi 0.03 OK 6b)D+0.75(0.6W)+0.75L+0.75S: 31.08 k 14.6 psi 447.8 psi 0.03 OK 7) 0.6D+0.6W: 14.91 k 7.0 psi 447.8 psi 0.02 OK 8a) D+0.7E,+0.7Et 30.45 k 14.3 psi 447.8 psi 0.03 OK ) 0.6D-0.7E,+0.7Eh: 13.64 k 6.4 psi 447.8 psi 0.01 OK Shear Wall Boundary Element Analysis for Axial+In-Plane Loading Moments of Critical Section at Base of Wall ASD Load Combinations: Mo: Boundary Force P: P at Boundary Net Tension Tallow: Unity Check 1) D: 0 k-ft 0.00 k 1.181 klf 13.78 k 0.00 k 19.84 k 0.00 OK 5) D+0.6W: 18.28 k-ft 0.79 k 1.237 klf 14.43 k 0.00 k 19.84 k 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75L.: 13.71 k-ft 0.60 k 1.31 klf 15.29 k 0.00 k 19.84 k 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 13.71 k-ft 0.60 k 1.332 klf 15.54 k 0.00 k 19.84 k 0.00 OK 7) 0.6D+0.6W: 18.28 k-ft 0.79 k 0.639 klf 7.453 k 0.00 k 19.84 k 0.00 OK 8a) D+0.7E,+0.7Et 135.4 k-ft 5.89 k 1.305 klf 15.22 k 0.00 k 19.84 k 0.00 OK 10a) 0.6D-0.7E,+0.7Eh: 135.4 k-ft 5.89 k 0.584 klf 6.818 k 0.00 k 19.84 k 0.00 OK Shear Wall Analysis for Axial+In-Plane Loading Shear Friction along the Base of Wall ASD Load Combinations: I M/Vd: I µ V: P: Any,: fv: I A,,: I Ff: JUnity Check 1) D: 0.00 1.0 0.00 klf 1.18 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 53.56 psi 0.00 OK 5) D+0.6W: 0.59 1.0 0.06 klf 1.24 klf 91.5 in /ft 0.6 psi/ft 0.116 in /ft 48.61 psi 0.01 OK 6a) D+0.75(0.6W)+0.75L+0.75Lr: 0.59 1.0 0.04 klf 1.31 klf 91.5 in /ft 0.5 psi/ft 0.116 in /ft 49.36 psi 0.01 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 0.59 1.0 0.04 klf 1.33 klf 91.5 in /ft 0.5 psi/ft 0.116 in /ft 49.58 psi 0.01 OK 7) 0.6D+0.6W: 0.59 1.0 0.06 klf 0.64 klf 91.5 in /ft 0.6 psi/ft 0.116 in /ft 42.5 psi 0.01 OK 8a) D+0.7Ev+0.7Et 0.28 1.0 0.91 klf 1.30 klf 91.5 in /ft 9.9 psi/ft 0.116 in /ft 54.92 psi 0.18 OK 10a) 0.6D-0.7E,+0.7Eh: 0.28 1.0 0.91 klf 0.58 klf 91.5 in /ft 9.9 psi/ft 0.116 in /ft 47.04 psi 0.21 OK Include Vertical Loads for Shear Friction Design: Yes 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-44 eA US Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: N SW 1 Wall Dimensions/Properties: Unfactored Axial Induced Forces Unfactored In-Plane Lateral Induced Forces Nom.Block Thickenss: 8 in. BLC 7 Dist.Loads Line Loads BLC In-Plane Lateral Load at Location Actual Block Width,'w': 7.625 in DL: 0 psf 1079 plf WLLoc.I: 0.00 k at 0.00 ft above base Block Weight: Normal Weight DLadd: - psf 0 plf WLLoc.2: 0.00 k at 0.00 ft above base Grouted Cell Spacing: Fully DLsw: 80 psf 800 plf WLLoc.s: 0.26 k at 10.00 ft(rooj) DLcmu: 80 psf LL: 0 psf 233 plf WLtot,d: 0.26 k at wall base Add.DLWaII: 0 psf LLr: 0 psf 117 plf Eh,Loc.I: 0.00 k at 0.00 ft above base Total DLWaII: 80 psf SLbase: 0 psf 146 plf Eh,Loc.2: 0.00 k at 0.00 ft above base Wall Clear Span,Hl: 10.00 ft SLdrift: - psf 0 plf Eh,Loc.s: 2.45 k at 10.00 ft(roof) Wall Parapet Height,H2: 0.00 ft WL(+): 0 psf 93 plf Cs: 0.15 *W Total Wall Height,H: 10.00 ft WL_: 0 psf -116 plf Eh,wall: 0.72 k at 5.00 ft('H'/2) Wall Length,L,d,: 6.00 ft SDS: 0.75 Ie: 1.00 Multiplier: 1.5 Shear Wall Type: Special Reinforced Ev: - psf 162 plf Eh,tolal: 4.76 k at wall base Gross Shear Area,A,,,: 549 in E,,Wall: - psf 120.1 plf Wall Le N.i'or'd' Dist.btwn Boundaries,'d': 5.67 ft r Dist toBountlarv"0' Material Properties: Bond Bearn Masonry fm: 2500 psi Em: 2250 ksi " v Top of Wall Reinforcement,f,: 60 ksi Es: 29000 ksi Bond Beam Restraint �=► Reinforcement,Fs: 32 ksi n: 12.89 Boundary Wall Reinforcement Steel: Reinforcement.Typ. �► Wall Reinforcement Layout: Single Curtain H Main Wall ( 1 ) #5 Vertical Bars at 24 in o.c. As,,: 0.31 in 2 rl z � Renlocelment Reinforcement: ( 1 ) #5 Horiz.Bars at 24 in o.c. AS h: 0.31 in ema rn Boundary Reinf. (2) #5 Vertical Bars As,t: 0.62 in ELEVATION Recant Min.Reinforcement Requirements: Min.As,cocal: 0.183 in /ft Max Spacing: 24 in OK Min.Total Reinforcement Provided.As,total: 0.31 in /ft OK Min.Vertical Min.As,v: 0.064 in /ft Min.As,bo,,,,dary: 0.20 in /ft Reinforcement Provided A • 0.155 ' 2 OK Min.Boundary/Flexural provided.A 0.62 ' 2 OK s,v to /ft Reinforcement s,boundary In /ft Max Spacing: 24 in OK As,max - in2/ft OK Min.Horizontal Reinforcement Min.AS h: 0.064 in /ft Min.As,bond beam: 0.20 in /ft Min.Bond Beam Provided As,h: 0.155 in 2/ft OK Reinforcement Provided.As,boun 0.31 in 2/ft OK Shear Wall Analysis for Axial+In-Plane Loading of Critical Section at Base of Wall ASD Load Combinations P: V: f,: M/Vd: Fv,m: F,,s: Fv,ma F,: jUnity Check 1) D: 11.28 k 0.00 k 0.00 psi 0.00 55 psi 27.1 psi 150 psi 82 psi 0.00 OK 5) D+0.6W: 11.61 k 0.16 k 0.29 psi 1.00 33 psi 27.1 psi 100 psi 61 psi 0.00 OK 6a)D+0.7510.6w1+0.75L+0.75L,: 13.10 k 0.12 k 0.22 psi 1.00 34 psi 27.1 psi 100 psi 61 psi 0.00 OK 6b)D+0.75(0.6w)+0.75L+0.75s: 13.23 k 0.12 k 0.22 psi 1.00 34 psi 27.1 psi 100 psi 61 psi 0.00 OK 7) 0.6D+0.6W: 6.35 k 0.16 k 0.29 psi 1.00 31 psi 27.1 psi 100 psi 58 psi 0.00 OK 8a) D+0.7Ev+0.7EI 12.46 k 3.33 k 6.06 psi 1.00 34 psi 27.1 psi 100 psi 61 psi 0.10 OK ) 0.6D-0.7Ev+0.7Eh: 5.58 k 3.33 k 6.06 psi 1.00 31 psi 27.1 psi 100 psi 58 psi 0.10 OK Inlcude Vertical Loads for Shear Design: Yes Shear Wall Analysis for Axial+In-Plane Loading Flexure of Critical Section at Base of Wall ASD Load Combinations Mo: p I pn I k j I fb: I Fb: jUnity jCheckj fs: I Fs: Unity Check 1) D: 0 k-ft 0.0012 0.0154 0.1608 0.946 0 psi 1125 psi 0.00 OK 0 psi 32000 psi 0.00 OK 5) D+0.6W: 1.587 k-ft 0.0012 0.0154 0.1608 0.946 7 psi 1125 psi 0.01 OK 477 psi 32000 psi 0.01 OK 6a)D+0.75(0.6W)+0.75L+0.75L,: 1.19 k-ft 0.0012 0.0154 0.1608 0.946 5 psi 1125 psi 0.00 OK 358 psi 32000 psi 0.01 OK 6b)D+0.75(0.64)+0.75L+0.75s: 1.19 k-ft 0.0012 0.0154 0.1608 0.946 5 psi 1125 psi 0.00 OK 358 psi 32000 psi 0.01 OK 7) 0.6D+0.6W: 1.587 k-ft 0.0012 0.0154 0.1608 0.946 7 psi 1125 psi 0.01 OK 477 psi 32000 psi 0.01 OK 8a) D+0.7E,+0.7EI 19.67 k-ft 0.0012 0.0154 0.1608 0.946 88 psi 1125 psi 0.08 OK 5915 psi 32000 psi 0.18 OK ) 0.6D-0.7E,+0.7Eh: 19.67 k-ft 0.0012 0.0154 0.1608 0.946 88 psi 1125 psi 0.08 OK 5915 psi 32000 psi 0.18 OK USE: 8 in.thick CMU wall Vertical Reinforcement: (1)#5 Bars at 24 in o.c. at centerline of wall Horizontal Reinforcement: (1)#5 Bars at 24 in o.c. at centerline of wall Boundary Element Reinforcement: 2 #5 Bars at end of wall 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-45 JAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: N SW 1 Shear Wall Analysis for Axial Stresses ASD Load Combinations P: I fa I Fa JUnity JCheck 1) D: 11.28 k 20.5 psi 530.1 psi 0.04 OK 5) D+0.6W: 11.61 k 21.1 psi 530.1 psi 0.04 OK 6a)D+0.75t0.6W>+0.75L+0.75L,: 13.1 k 23.9 psi 530.1 psi 0.05 OK 6b)D+0.75(0.6W)+0.75L+0.75S: 13.23 k 24.1 psi 530.1 psi 0.05 OK 7) 0.6D+0.6W: 6.35 k 11.6 psi 530.1 psi 0.02 OK 8a) D+0.7E,+0.7Et 12.46 k 22.7 psi 530.1 psi 0.04 OK ) 0.6D-0.7E,+0.7Eh: 5.58 k 10.2 psi 530.1 psi 0.02 OK Shear Wall Boundary Element Analysis for Axial+In-Plane Loading Moments of Critical Section at Base of Wall ASD Load Combinations: Mo: Boundary Force P: P at Boundary Net Tension Tallow: Unity Check 1) D: 0 k-ft 0.00 k 1.879 klf 5.638 k 0.00 k 19.84 k 0.00 OK 5) D+0.6W: 1.587 k-ft 0.28 k 1.935 klf 5.806 k 0.00 k 19.84 k 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75L.: 1.19 k-ft 0.21 k 2.184 klf 6.551 k 0.00 k 19.84 k 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 1.19 k-ft 0.21 k 2.206 klf 6.617 k 0.00 k 19.84 k 0.00 OK 7) 0.6D+0.6W: 1.587 k-ft 0.28 k 1.058 klf 3.174 k 0.00 k 19.84 k 0.00 OK 8a) D+0.7E,+0.7Et 19.67 k-ft 3.47 k 2.077 klf 6.23 k 0.00 k 19.84 k 0.00 OK 10a) 0.6D-0.7E,+0.7Eh: 19.67 k-ft 3.47 k 0.93 klf 2.79 k 0.68 k 19.84 k 0.03 OK Shear Wall Analysis for Axial+In-Plane Loading Shear Friction along the Base of Wall ASD Load Combinations: I M/Vd: I µ V: P: Any,: fv: I A,,: I Ff: JUnity Check 1) D: 0.00 1.0 0.00 klf 1.88 klf 91.5 in /ft 0.0 psi/ft 0.155 in /ft 74.74 psi 0.00 OK 5) D+0.6W: 1.00 1.0 0.03 klf 1.94 klf 91.5 in /ft 0.3 psi/ft 0.155 in /ft 34.89 psi 0.01 OK 6a) D+0.75(0.6W)+0.75L+0.75Lr: 1.00 1.0 0.02 klf 2.18 klf 91.5 in /ft 0.2 psi/ft 0.155 in /ft 36.65 psi 0.01 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 1.00 1.0 0.02 klf 2.21 klf 91.5 in /ft 0.2 psi/ft 0.155 in /ft 36.81 psi 0.01 OK 7) 0.6D+0.6W: 1.00 1.0 0.03 klf 1.06 klf 91.5 in /ft 0.3 psi/ft 0.155 in /ft 28.66 psi 0.01 OK 8a) D+0.7Ev+0.7Et 1.00 1.0 0.37 klf 2.08 klf 91.5 in /ft 4.0 psi/ft 0.155 in /ft 35.89 psi 0.11 OK 10a) 0.6D-0.7E,+0.7Eh: 1.00 1.0 0.37 klf 0.93 klf 91.5 in /ft 4.0 psi/ft 0.155 in /ft 27.75 psi 0.15 OK Include Vertical Loads for Shear Friction Design: Yes 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-46 eA US Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: N SW 2 Wall Dimensions/Properties: Unfactored Axial Induced Forces Unfactored In-Plane Lateral Induced Forces Nom.Block Thickenss: 8 in. BLC 7 Dist.Loads Line Loads BLC In-Plane Lateral Load at Location Actual Block Width,'w': 7.625 in DL: 0 psf 1079 plf WLLoc.I: 0.00 k at 0.00 ft above base Block Weight: Normal Weight DLadd: - psf 0 plf WLLoc.2: 0.00 k at 0.00 ft above base Grouted Cell Spacing: Fully DLsw: 80 psf 800 plf WLLoc.s: 0.26 k at 10.00 ft(rooj) DLcmu: 80 psf LL: 0 psf 233 plf WLtot,d: 0.26 k at wall base Add.DLWaII: 0 psf LLr: 0 psf 117 plf Eh,Loc.I: 0.00 k at 0.00 ft above base Total DLWaII: 80 psf SLbase: 0 psf 146 plf Eh,Loc.2: 0.00 k at 0.00 ft above base Wall Clear Span,Hl: 10.00 ft SLdrift: - psf 0 plf Eh,Loc.s: 2.45 k at 10.00 ft(roof) Wall Parapet Height,H2: 0.00 ft WL(+): 0 psf 93 plf Cs: 0.15 *W Total Wall Height,H: 10.00 ft WL_: 0 psf -116 plf Eh,wall: 0.72 k at 5.00 ft('H'/2) Wall Length,L,d,: 6.00 ft SDS: 0.75 Ie: 1.00 Multiplier: 1.5 Shear Wall Type: Special Reinforced Ev: - psf 162 plf Eh,tolal: 4.76 k at wall base Gross Shear Area,A,,,: 549 in E,,Wall: - psf 120.1 plf Wall Le N.i'or'd' Dist.btwn Boundaries,'d': 5.67 ft r Dist toBountlarv"0' Material Properties: Bond Bearn Masonry fm: 2500 psi Em: 2250 ksi " v Top of Wall Reinforcement,f,: 60 ksi Es: 29000 ksi Bond Beam Restraint �=► Reinforcement,Fs: 32 ksi n: 12.89 Boundary Wall Reinforcement Steel: Reinforcement.Typ. �► Wall Reinforcement Layout: Single Curtain H Main Wall ( 1 ) #5 Vertical Bars at 24 in o.c. As,,: 0.31 in 2 rl z � Renlocelment Reinforcement: ( 1 ) #5 Horiz.Bars at 24 in o.c. AS h: 0.31 in ema rn Boundary Reinf. (2) #5 Vertical Bars As,t: 0.62 in ELEVATION Recant Min.Reinforcement Requirements: Min.As,cocal: 0.183 in /ft Max Spacing: 24 in OK Min.Total Reinforcement Provided.As,total: 0.31 in /ft OK Min.Vertical Min.As,v: 0.064 in /ft Min.As,bo,,,,dary: 0.20 in /ft Reinforcement Provided A • 0.155 ' 2 OK Min.Boundary/Flexural provided.A 0.62 ' 2 OK s,v to /ft Reinforcement s,boundary In /ft Max Spacing: 24 in OK As,max - in2/ft OK Min.Horizontal Reinforcement Min.AS h: 0.064 in /ft Min.As,bond beam: 0.20 in /ft Min.Bond Beam Provided As,h: 0.155 in 2/ft OK Reinforcement Provided.As,boun 0.31 in 2/ft OK Shear Wall Analysis for Axial+In-Plane Loading of Critical Section at Base of Wall ASD Load Combinations P: V: f,: M/Vd: Fv,m: F,,s: Fv,ma F,: jUnity Check 1) D: 11.28 k 0.00 k 0.00 psi 0.00 55 psi 27.1 psi 150 psi 82 psi 0.00 OK 5) D+0.6W: 11.61 k 0.16 k 0.29 psi 1.00 33 psi 27.1 psi 100 psi 61 psi 0.00 OK 6a)D+0.7510.6w1+0.75L+0.75L,: 13.10 k 0.12 k 0.22 psi 1.00 34 psi 27.1 psi 100 psi 61 psi 0.00 OK 6b)D+0.75(0.6w)+0.75L+0.75s: 13.23 k 0.12 k 0.22 psi 1.00 34 psi 27.1 psi 100 psi 61 psi 0.00 OK 7) 0.6D+0.6W: 6.35 k 0.16 k 0.29 psi 1.00 31 psi 27.1 psi 100 psi 58 psi 0.00 OK 8a) D+0.7Ev+0.7EI 12.46 k 3.33 k 6.06 psi 1.00 34 psi 27.1 psi 100 psi 61 psi 0.10 OK ) 0.6D-0.7Ev+0.7Eh: 5.58 k 3.33 k 6.06 psi 1.00 31 psi 27.1 psi 100 psi 58 psi 0.10 OK Inlcude Vertical Loads for Shear Design: Yes Shear Wall Analysis for Axial+In-Plane Loading Flexure of Critical Section at Base of Wall ASD Load Combinations Mo: p I pn I k j I fb: I Fb: jUnity jCheckj fs: I Fs: Unity Check 1) D: 0 k-ft 0.0012 0.0154 0.1608 0.946 0 psi 1125 psi 0.00 OK 0 psi 32000 psi 0.00 OK 5) D+0.6W: 1.587 k-ft 0.0012 0.0154 0.1608 0.946 7 psi 1125 psi 0.01 OK 477 psi 32000 psi 0.01 OK 6a)D+0.75(0.6W)+0.75L+0.75L,: 1.19 k-ft 0.0012 0.0154 0.1608 0.946 5 psi 1125 psi 0.00 OK 358 psi 32000 psi 0.01 OK 6b)D+0.75(0.64)+0.75L+0.75s: 1.19 k-ft 0.0012 0.0154 0.1608 0.946 5 psi 1125 psi 0.00 OK 358 psi 32000 psi 0.01 OK 7) 0.6D+0.6W: 1.587 k-ft 0.0012 0.0154 0.1608 0.946 7 psi 1125 psi 0.01 OK 477 psi 32000 psi 0.01 OK 8a) D+0.7E,+0.7EI 19.67 k-ft 0.0012 0.0154 0.1608 0.946 88 psi 1125 psi 0.08 OK 5915 psi 32000 psi 0.18 OK ) 0.6D-0.7E,+0.7Eh: 19.67 k-ft 0.0012 0.0154 0.1608 0.946 88 psi 1125 psi 0.08 OK 5915 psi 32000 psi 0.18 OK USE: 8 in.thick CMU wall Vertical Reinforcement: (1)#5 Bars at 24 in o.c. at centerline of wall Horizontal Reinforcement: (1)#5 Bars at 24 in o.c. at centerline of wall Boundary Element Reinforcement: 2 #5 Bars at end of wall 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-47 JAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: N SW 2 Shear Wall Analysis for Axial Stresses ASD Load Combinations P: I fa I Fa JUnity JCheck 1) D: 11.28 k 20.5 psi 530.1 psi 0.04 OK 5) D+0.6W: 11.61 k 21.1 psi 530.1 psi 0.04 OK 6a)D+0.75t0.6W>+0.75L+0.75L,: 13.1 k 23.9 psi 530.1 psi 0.05 OK 6b)D+0.75(0.6W)+0.75L+0.75S: 13.23 k 24.1 psi 530.1 psi 0.05 OK 7) 0.6D+0.6W: 6.35 k 11.6 psi 530.1 psi 0.02 OK 8a) D+0.7E,+0.7Et 12.46 k 22.7 psi 530.1 psi 0.04 OK ) 0.6D-0.7E,+0.7Eh: 5.58 k 10.2 psi 530.1 psi 0.02 OK Shear Wall Boundary Element Analysis for Axial+In-Plane Loading Moments of Critical Section at Base of Wall ASD Load Combinations: Mo: Boundary Force P: P at Boundary Net Tension Tallow: Unity Check 1) D: 0 k-ft 0.00 k 1.879 klf 5.638 k 0.00 k 19.84 k 0.00 OK 5) D+0.6W: 1.587 k-ft 0.28 k 1.935 klf 5.806 k 0.00 k 19.84 k 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75L.: 1.19 k-ft 0.21 k 2.184 klf 6.551 k 0.00 k 19.84 k 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 1.19 k-ft 0.21 k 2.206 klf 6.617 k 0.00 k 19.84 k 0.00 OK 7) 0.6D+0.6W: 1.587 k-ft 0.28 k 1.058 klf 3.174 k 0.00 k 19.84 k 0.00 OK 8a) D+0.7E,+0.7Et 19.67 k-ft 3.47 k 2.077 klf 6.23 k 0.00 k 19.84 k 0.00 OK 10a) 0.6D-0.7E,+0.7Eh: 19.67 k-ft 3.47 k 0.93 klf 2.79 k 0.68 k 19.84 k 0.03 OK Shear Wall Analysis for Axial+In-Plane Loading Shear Friction along the Base of Wall ASD Load Combinations: I M/Vd: I µ V: P: Any,: fv: I A,,: I Ff: JUnity Check 1) D: 0.00 1.0 0.00 klf 1.88 klf 91.5 in /ft 0.0 psi/ft 0.155 in /ft 74.74 psi 0.00 OK 5) D+0.6W: 1.00 1.0 0.03 klf 1.94 klf 91.5 in /ft 0.3 psi/ft 0.155 in /ft 34.89 psi 0.01 OK 6a) D+0.75(0.6W)+0.75L+0.75Lr: 1.00 1.0 0.02 klf 2.18 klf 91.5 in /ft 0.2 psi/ft 0.155 in /ft 36.65 psi 0.01 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 1.00 1.0 0.02 klf 2.21 klf 91.5 in /ft 0.2 psi/ft 0.155 in /ft 36.81 psi 0.01 OK 7) 0.6D+0.6W: 1.00 1.0 0.03 klf 1.06 klf 91.5 in /ft 0.3 psi/ft 0.155 in /ft 28.66 psi 0.01 OK 8a) D+0.7Ev+0.7Et 1.00 1.0 0.37 klf 2.08 klf 91.5 in /ft 4.0 psi/ft 0.155 in /ft 35.89 psi 0.11 OK 10a) 0.6D-0.7E,+0.7Eh: 1.00 1.0 0.37 klf 0.93 klf 91.5 in /ft 4.0 psi/ft 0.155 in /ft 27.75 psi 0.15 OK Include Vertical Loads for Shear Friction Design: Yes 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-48 eA US Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: N SW 3 Wall Dimensions/Properties: Unfactored Axial Induced Forces Unfactored In-Plane Lateral Induced Forces Nom.Block Thickenss: 8 in. BLC 7 Dist.Loads Line Loads BLC In-Plane Lateral Load at Location Actual Block Width,'w': 7.625 in DL: 0 psf 992 plf WLLoc.t: 0.00 k at 0.00 ft above base Block Weight: Normal Weight DLadd: - psf 0 plf WLLoc.2: 0.00 k at 0.00 ft above base Grouted Cell Spacing: Fully DLsw: 80 psf 1467 plf WLLoc.s: 1.63 k at 15.83 ft(rooj) DLcmu: 80 psf LL: 0 psf 0 plf WLtot,d: 1.63 k at wall base Add.DLWatt: 0 psf LLr: 0 psf 233 plf Eh,Loc.1: 0.00 k at 0.00 ft above base Total DLµ,att: 80 psf SLbase: 0 psf 292 plf Eh,Loc.2: 0.00 k at 0.00 ft above base Wall Clear Span,Hl: 15.83 ft SLdrift: - psf 0 plf Eh,Loc.3: 15.12 k at 15.83 ft(roof) Wall Parapet Height,H2: 2.50 ft WL(+): 0 psf 187 plf Cs: 0.15 *W Total Wall Height,H: 18.33 ft WL_: 0 psf -232 plf Eh,wall: 8.37 k at 9.17 ft('H'/2) Wall Length,L,d,: 38.00 ft SDS: 0.75 Ie: 1.00 Multiplier: 1.5 Shear Wall Type: Special Reinforced Ev: - psf 149 plf Eh,total: 35.24 k at wall base Gross Shear Area,A,,,: 3477 in E,,Wall: - psf 220.2 plf Wall Le tll.i'or'd' Dist.btwn Boundaries,'d': 37.67 ft r Dist to Bountlarv"e' Material Properties: Bond Sea. Masonry fm: 2500 psi Em: 2250 ksi " v ______ Top of Wall Reinforcement,fy: 60 ksi Es: 29000 ksi send Beam Restraint �=► Reinforcement,Fs: 32 ksi n: 12.89 Boundary Wall Reinforcement Steel: Reinforcement.Typ. �► Wall Reinforcement Layout: Single Curtain H Main Wall ( 1 ) #5 Vertical Bars at 32 in o.c. As,,: 0.31 in 2 rl z � Renlocelment Reinforcement: ( 1 ) #5 Horiz.Bars at 48 in o.c. AS h: 0.31 in ema m Boundary Reinf. (2) #5 Vertical Bars As,t: 0.62 in ELEVATION Recant Min.Reinforcement Requirements: Min.As,total: 0.183 in /ft Max Spacing: 48 in OK Min.Total Reinforcement Provided.As,total: 0.194 in /ft OK Min.Vertical Min.As,v: 0.064 in /ft Min.As,bo,,,,dary: 0.20 in /ft Reinforcement Provided A • 0.116 ' 2 OK Min.Boundary/Flexural provided.A 0.62 ' 2 OK s,v to /ft Reinforcement s,boundary to /ft Max Spacing: 48 in OK As,max - in2/ft OK Min.Horizontal Reinforcement Min.Ash: 0.064 in /ft Min.As,bond beam: 0.20 in /ft Min.Bond Beam Provided As,h: 0.078 in 2/ft OK Reinforcement Provided.As,boun 0.31 in 2/ft OK Shear Wall Analysis for Axial+In-Plane Loading of Critical Section at Base of Wall ASD Load Combinations P: V: f,: M/Vd: Fv,m: F,,s: Fv,ma F,: jUnity Check 1) D: 93.42 k 0.00 k 0.00 psi 0.00 57 psi 13.55 psi 150 psi 70 psi 0.00 OK 5) D+0.6W: 97.67 k 0.98 k 0.28 psi 0.42 48 psi 13.55 psi 138.6 psi 61 psi 0.00 OK 6a)D+0.75(0.6w)+0.75L+0.75L,: 103.26 k 0.73 k 0.21 psi 0.42 48 psi 13.55 psi 138.6 psi 62 psi 0.00 OK 6b)D+0.75(0.6w)+0.75L+0.75s: 104.92 k 0.73 k 0.21 psi 0.42 48 psi 13.55 psi 138.6 psi 62 psi 0.00 OK 7) 0.6D+0.6W: 50.76 k 0.98 k 0.28 psi 0.42 44 psi 13.55 psi 138.6 psi 58 psi 0.00 OK 8a) D+0.7Ev+0.7Et 103.23 k 24.66 k 7.09 psi 0.36 50 psi 13.55 psi 142.8 psi 63 psi 0.11 OK ) 0.6D-0.7Ev+0.7Eh: 46.23 k 24.66 k 7.09 psi 0.36 46 psi 13.55 psi 142.8 psi 59 psi 0.12 OK Inlcude Vertical Loads for Shear Design: Yes Shear Wall Analysis for Axial+In-Plane Loading Flexure of Critical Section at Base of Wall ASD Load Combinations Mo: p I pn I k j I fb: I Fb: jUnity jCheckj fs: I Fs: Unity Check 1) D: 0 k-ft 0.0002 0.0023 0.0658 0.978 0 psi 1125 psi 0.00 OK 0 psi 32000 psi 0.00 OK 5) D+0.6W: 15.51 k-ft 0.0002 0.0023 0.0658 0.978 4 psi 1125 psi 0.00 OK 679 psi 32000 psi 0.02 OK 6a)D+0.75(0.6W)+0.75L+0.75L,: 11.63 k-ft 0.0002 0.0023 0.0658 0.978 3 psi 1125 psi 0.00 OK 509 psi 32000 psi 0.02 OK 6b)D+0.75(0.64)+0.75L+0.75s: 11.63 k-ft 0.0002 0.0023 0.0658 0.978 3 psi 1125 psi 0.00 OK 509 psi 32000 psi 0.02 OK 7) 0.6D+0.6W: 15.51 k-ft 0.0002 0.0023 0.0658 0.978 4 psi 1125 psi 0.00 OK 679 psi 32000 psi 0.02 OK 8a) D+0.7E,+0.7Et 221.3 k-ft 0.0002 0.0023 0.0658 0.978 53 psi 1125 psi 0.05 OK 9689 psi 32000 psi 0.30 OK ) 0.6D-0.7E,+0.7Eh: 221.3 k-ft 0.0002 0.0023 0.0658 0.978 53 psi 1125 psi 0.05 OK 9689 psi 32000 psi 0.30 OK USE: 8 in.thick CMU wall Vertical Reinforcement: (1)#5 Bars at 32 in o.c. at centerline of wall Horizontal Reinforcement: (1)#5 Bars at 48 in o.c. at centerline of wall Boundary Element Reinforcement: 2 #5 Bars at end of wall 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-49 JAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: N SW 3 Shear Wall Analysis for Axial Stresses ASD Load Combinations P: I fa I Fa JUnity JCheck 1) D: 93.42 k 26.9 psi 387.2 psi 0.07 OK 5) D+0.6W: 97.67 k 28.1 psi 387.2 psi 0.07 OK 6a)D+0.75t0.6W>+0.75L+0.75L,: 103.3 k 29.7 psi 387.2 psi 0.08 OK 6b)D+0.75(0.6W)+0.75L+0.75S: 104.9 k 30.2 psi 387.2 psi 0.08 OK 7) 0.6D+0.6W: 50.76 k 14.6 psi 387.2 psi 0.04 OK 8a) D+0.7E,+0.7Et 103.2 k 29.7 psi 387.2 psi 0.08 OK ) 0.6D-0.7E,+0.7Eh: 46.23 k 13.3 psi 387.2 psi 0.03 OK Shear Wall Boundary Element Analysis for Axial+In-Plane Loading Moments of Critical Section at Base of Wall ASD Load Combinations: Mo: Boundary Force P: P at Boundary Net Tension Tallow: Unity Check 1) D: 0 k-ft 0.00 k 2.458 klf 46.71 k 0.00 k 19.84 k 0.00 OK 5) D+0.6W: 15.51 k-ft 0.41 k 2.57 klf 48.84 k 0.00 k 19.84 k 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75L.: 11.63 k-ft 0.31 k 2.717 klf 51.63 k 0.00 k 19.84 k 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 11.63 k-ft 0.31 k 2.761 klf 52.46 k 0.00 k 19.84 k 0.00 OK 7) 0.6D+0.6W: 15.51 k-ft 0.41 k 1.336 klf 25.38 k 0.00 k 19.84 k 0.00 OK 8a) D+0.7E,+0.7Et 221.3 k-ft 5.88 k 2.717 klf 51.62 k 0.00 k 19.84 k 0.00 OK 10a) 0.6D-0.7E,+0.7Eh: 221.3 k-ft 5.88 k 1.217 klf 23.12 k 0.00 k 19.84 k 0.00 OK Shear Wall Analysis for Axial+In-Plane Loading Shear Friction along the Base of Wall ASD Load Combinations: I M/Vd: I µ V: P: Any,: fv: I A,,: I Ff: JUnity Check 1) D: 0.00 1.0 0.00 klf 2.46 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 67.52 psi 0.00 OK 5) D+0.6W: 0.42 1.0 0.03 klf 2.57 klf 91.5 in /ft 0.3 psi/ft 0.116 in /ft 68.75 psi 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75Lr: 0.42 1.0 0.02 klf 2.72 klf 91.5 in /ft 0.2 psi/ft 0.116 in /ft 70.35 psi 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 0.42 1.0 0.02 klf 2.76 klf 91.5 in /ft 0.2 psi/ft 0.116 in /ft 70.83 psi 0.00 OK 7) 0.6D+0.6W: 0.42 1.0 0.03 klf 1.34 klf 91.5 in /ft 0.3 psi/ft 0.116 in /ft 55.25 psi 0.01 OK 8a) D+0.7Ev+0.7Et 0.36 1.0 0.43 klf 2.72 klf 91.5 in /ft 4.7 psi/ft 0.116 in /ft 70.35 psi 0.07 OK 10a) 0.6D-0.7E,+0.7Eh: 0.36 1.0 0.43 klf 1.22 klf 91.5 in /ft 4.7 psi/ft 0.116 in /ft 53.95 psi 0.09 OK Include Vertical Loads for Shear Friction Design: Yes 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-50 eA US Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: N SW 4 Wall Dimensions/Properties: Unfactored Axial Induced Forces Unfactored In-Plane Lateral Induced Forces Nom.Block Thickenss: 8 in. BLC 7 Dist.Loads Line Loads BLC In-Plane Lateral Load at Location Actual Block Width,'w': 7.625 in DL: 0 psf 992 plf WLLoc.I: 0.00 k at 0.00 ft above base Block Weight: Normal Weight DLadd: - psf 0 plf WLLoc.2: 0.00 k at 0.00 ft above base Grouted Cell Spacing: Fully DLsw: 80 psf 1467 plf WLLoc.s: 0.07 k at 15.83 ft(rooj) DLcmu: 80 psf LL: 0 psf 0 plf WLtot,d: 0.07 k at wall base Add.DLWaII: 0 psf LLr: 0 psf 233 plf Eh,Loc.I: 0.00 k at 0.00 ft above base Total DLWaII: 80 psf SLbase: 0 psf 292 plf Eh,Loc.2: 0.00 k at 0.00 ft above base Wall Clear Span,Hl: 15.83 ft SLdrift: - psf 0 plf Eh,Loc.s: 0.63 k at 15.83 ft(roof) Wall Parapet Height,H2: 2.50 ft WL(+): 0 psf 187 plf Cs: 0.15 *W Total Wall Height,H: 18.33 ft WL_: 0 psf -232 plf Eh,wall: 1.32 k at 9.17 ft('H'/2) Wall Length,L,d,: 6.00 ft SDS: 0.75 Ie: 1.00 Multiplier: 1.5 Shear Wall Type: Special Reinforced Ev: - psf 149 plf Eh,tolal: 2.92 k at wall base Gross Shear Area,A,,,: 549 in E,,Wall: - psf 220.2 plf Wall Le tll.i'or'd' Dist.btwn Boundaries,'d': 5.67 ft r Dist toBountlarv"0' Material Properties: Bond Bearn Masonry fm: 2500 psi Em: 2250 ksi " v Top of Wall Reinforcement,f,: 60 ksi Es: 29000 ksi Bond Beam Restraint �=► Reinforcement,Fs: 32 ksi n: 12.89 Boundary Wall Reinforcement Steel: Reinforcement.Typ. �► Wall Reinforcement Layout: Single Curtain H Main Wall ( 1 ) #5 Vertical Bars at 24 in o.c. As,,: 0.31 in 2 rl z � Renlocelment Reinforcement: ( 1 ) #5 Horiz.Bars at 24 in o.c. AS h: 0.31 in ema rn Boundary Reinf. (2) #5 Vertical Bars As,t: 0.62 in ELEVATION Recant Min.Reinforcement Requirements: Min.As,cocal: 0.183 in /ft Max Spacing: 24 in OK Min.Total Reinforcement Provided.As,total: 0.31 in /ft OK Min.Vertical Min.As,v: 0.064 in /ft Min.As,bo,,,,dary: 0.20 in /ft Reinforcement Provided A • 0.155 ' 2 OK Min.Boundary/Flexural provided.A 0.62 ' 2 OK s,v to /ft Reinforcement s,boundary In /ft Max Spacing: 24 in OK As,max - in2/ft OK Min.Horizontal Reinforcement Min.AS h: 0.064 in /ft Min.As,bond beam: 0.20 in /ft Min.Bond Beam Provided As,h: 0.155 in 2/ft OK Reinforcement Provided.As,boun 0.31 in 2/ft OK Shear Wall Analysis for Axial+In-Plane Loading of Critical Section at Base of Wall ASD Load Combinations P: V: f,: M/Vd: Fv,m: F,,s: Fv,ma F,: jUnity Check 1) D: 14.75 k 0.00 k 0.00 psi 0.00 57 psi 27.1 psi 150 psi 84 psi 0.00 OK 5) D+0.6W: 15.42 k 0.04 k 0.07 psi 1.00 35 psi 27.1 psi 100 psi 62 psi 0.00 OK 6a)D+0.7510.6w1+0.75L+0.75L,: 16.30 k 0.03 k 0.06 psi 1.00 36 psi 27.1 psi 100 psi 63 psi 0.00 OK 6b)D+0.75(0.6w)+0.75L+0.75s: 16.57 k 0.03 k 0.06 psi 1.00 36 psi 27.1 psi 100 psi 63 psi 0.00 OK 7) 0.6D+0.6W: 8.01 k 0.04 k 0.07 psi 1.00 32 psi 27.1 psi 100 psi 59 psi 0.00 OK 8a) D+0.7Ev+0.7EI 16.30 k 2.04 k 3.72 psi 1.00 36 psi 27.1 psi 100 psi 63 psi 0.06 OK ) 0.6D-0.7Ev+0.7Eh: 7.30 k 2.04 k 3.72 psi 1.00 31 psi 27.1 psi 100 psi 59 psi 0.06 OK Inlcude Vertical Loads for Shear Design: Yes Shear Wall Analysis for Axial+In-Plane Loading Flexure of Critical Section at Base of Wall ASD Load Combinations Mo: I p I pn I k I j I fb: I Fb: jUnity jCheckj fs: I Fs: Unity Check 1) D: 0 k-ft 0.0012 0.0154 0.1608 0.946 0 psi 1125 psi 0.00 OK 0 psi 32000 psi 0.00 OK 5) D+0.6W: 0.642 k-ft 0.0012 0.0154 0.1608 0.946 3 psi 1125 psi 0.00 OK 193 psi 32000 psi 0.01 OK 6a)D+0.75(0.6W)+0.75L+0.75L,: 0.481 k-ft 0.0012 0.0154 0.1608 0.946 2 psi 1125 psi 0.00 OK 145 psi 32000 psi 0.00 OK 6b)D+0.75(0.64)+0.75L+0.75s: 0.481 k-ft 0.0012 0.0154 0.1608 0.946 2 psi 1125 psi 0.00 OK 145 psi 32000 psi 0.00 OK 7) 0.6D+0.6W: 0.642 k-ft 0.0012 0.0154 0.1608 0.946 3 psi 1125 psi 0.00 OK 193 psi 32000 psi 0.01 OK 8a) D+0.7E,+0.7EI 15.41 k-ft 0.0012 0.0154 0.1608 0.946 69 psi 1125 psi 0.06 OK 4635 psi 32000 psi 0.14 OK ) 0.6D-0.7E,+0.7Eh: 15.41 k-ft 0.0012 0.0154 0.1608 0.946 69 psi 1125 psi 0.06 OK 4635 psi 32000 psi 0.14 OK USE: 8 in.thick CMU wall Vertical Reinforcement: (1)#5 Bars at 24 in o.c. at centerline of wall Horizontal Reinforcement: (1)#5 Bars at 24 in o.c. at centerline of wall Boundary Element Reinforcement: 2 #5 Bars at end of wall 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-51 JAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: N SW 4 Shear Wall Analysis for Axial Stresses ASD Load Combinations P: I fa I Fa JUnity JCheck 1) D: 14.75 k 26.9 psi 387.2 psi 0.07 OK 5) D+0.6W: 15.42 k 28.1 psi 387.2 psi 0.07 OK 6a)D+0.75t0.6W>+0.75L+0.75L,: 16.3 k 29.7 psi 387.2 psi 0.08 OK 6b)D+0.75(0.6W)+0.75L+0.75S: 16.57 k 30.2 psi 387.2 psi 0.08 OK 7) 0.6D+0.6W: 8.01 k 14.6 psi 387.2 psi 0.04 OK 8a) D+0.7E,+0.7Et 16.3 k 29.7 psi 387.2 psi 0.08 OK ) 0.6D-0.7E,+0.7Eh: 7.30 k 13.3 psi 387.2 psi 0.03 OK Shear Wall Boundary Element Analysis for Axial+In-Plane Loading Moments of Critical Section at Base of Wall ASD Load Combinations: Mo: Boundary Force P: P at Boundary Net Tension Tallow: Unity Check 1) D: 0 k-ft 0.00 k 2.458 klf 7.375 k 0.00 k 19.84 k 0.00 OK 5) D+0.6W: 0.642 k-ft 0.11 k 2.57 klf 7.711 k 0.00 k 19.84 k 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75L.: 0.481 k-ft 0.08 k 2.717 klf 8.152 k 0.00 k 19.84 k 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 0.481 k-ft 0.08 k 2.761 klf 8.283 k 0.00 k 19.84 k 0.00 OK 7) 0.6D+0.6W: 0.642 k-ft 0.11 k 1.336 klf 4.007 k 0.00 k 19.84 k 0.00 OK 8a) D+0.7E,+0.7Et 15.41 k-ft 2.72 k 2.717 klf 8.15 k 0.00 k 19.84 k 0.00 OK 10a) 0.6D-0.7E,+0.7Eh: 15.41 k-ft 2.72 k 1.217 klf 3.65 k 0.00 k 19.84 k 0.00 OK Shear Wall Analysis for Axial+In-Plane Loading Shear Friction along the Base of Wall ASD Load Combinations: I M/Vd: I µ V: P: Any,: fv: I A,,: I Ff: JUnity Check 1) D: 0.00 1.0 0.00 klf 2.46 klf 91.5 in /ft 0.0 psi/ft 0.155 in /ft 81.07 psi 0.00 OK 5) D+0.6W: 1.00 1.0 0.01 klf 2.57 klf 91.5 in /ft 0.1 psi/ft 0.155 in /ft 39.4 psi 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75Lr: 1.00 1.0 0.01 klf 2.72 klf 91.5 in /ft 0.1 psi/ft 0.155 in /ft 40.44 psi 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 1.00 1.0 0.01 klf 2.76 klf 91.5 in /ft 0.1 psi/ft 0.155 in /ft 40.76 psi 0.00 OK 7) 0.6D+0.6W: 1.00 1.0 0.01 klf 1.34 klf 91.5 in /ft 0.1 psi/ft 0.155 in /ft 30.63 psi 0.00 OK 8a) D+0.7Ev+0.7Et 1.00 1.0 0.23 klf 2.72 klf 91.5 in /ft 2.5 psi/ft 0.155 in /ft 40.44 psi 0.06 OK 10a) 0.6D-0.7E,+0.7Eh: 1.00 1.0 0.23 klf 1.22 klf 91.5 in /ft 2.5 psi/ft 0.155 in /ft 29.78 psi 0.08 OK Include Vertical Loads for Shear Friction Design: Yes 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-52 eA US Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: N SW 5 Wall Dimensions/Properties: Unfactored Axial Induced Forces Unfactored In-Plane Lateral Induced Forces Nom.Block Thickenss: 8 in. BLC 7 Dist.Loads Line Loads BLC In-Plane Lateral Load at Location Actual Block Width,'w': 7.625 in DL: 0 psf 992 plf WLLoc.t: 0.00 k at 0.00 ft above base Block Weight: Normal Weight DLadd: - psf 0 plf WLLoc.2: 0.00 k at 0.00 ft above base Grouted Cell Spacing: Fully DLsw: 80 psf 1467 plf WLLoc.s: 0.39 k at 15.83 ft(rooj) DLcmu: 80 psf LL: 0 psf 0 plf WLtot,d: 0.39 k at wall base Add.DLWatt: 0 psf LLr: 0 psf 233 plf Eh,Loc.1: 0.00 k at 0.00 ft above base Total DLµ,att: 80 psf SLbase: 0 psf 292 plf Eh,Loc.2: 0.00 k at 0.00 ft above base Wall Clear Span,Hl: 15.83 ft SLdrift: - psf 0 plf Eh,Loc.3: 3.62 k at 15.83 ft(roof) Wall Parapet Height,H2: 2.50 ft WL(+): 0 psf 187 plf Cs: 0.15 *W Total Wall Height,H: 18.33 ft WL_: 0 psf -232 plf Eh,wall: 2.99 k at 9.17 ft('H'/2) Wall Length,L,d,: 13.58 ft SDS: 0.75 Ie: 1.00 Multiplier: 1.5 Shear Wall Type: Special Reinforced Ev: - psf 149 plf Eh,total: 9.92 k at wall base Gross Shear Area,A,,,: 1243 in E,,Wall: - psf 220.2 plf Wall Le tll.i'or'd' Dist.btwn Boundaries,'d': 13.25 ft r Dist to Bountlarv"e' Material Properties: Bond Sea. Masonry fm: 2500 psi Em: 2250 ksi " v ______ Top of Wall Reinforcement,fy: 60 ksi Es: 29000 ksi send Beam Restraint �=► Reinforcement,Fs: 32 ksi n: 12.89 Boundary Wall Reinforcement Steel: Reinforcement.Typ. �► Wall Reinforcement Layout: Single Curtain H Main Wall ( 1 ) #5 Vertical Bars at 32 in o.c. As,,: 0.31 in 2 rl z � Renlocelment Reinforcement: ( 1 ) #5 Horiz.Bars at 48 in o.c. AS h: 0.31 in ema m Boundary Reinf. (2) #5 Vertical Bars As,t: 0.62 in ELEVATION Recant Min.Reinforcement Requirements: Min.As,total: 0.183 in /ft Max Spacing: 48 in OK Min.Total Reinforcement Provided.As,total: 0.194 in /ft OK Min.Vertical Min.As,v: 0.064 in /ft Min.As,bo,,,,dary: 0.20 in /ft Reinforcement Provided A • 0.116 ' 2 OK Min.Boundary/Flexural provided.A 0.62 ' 2 OK s,v to /ft Reinforcement s,boundary In /ft Max Spacing: 48 in OK As,max - in2/ft OK Min.Horizontal Reinforcement Min.Ash: 0.064 in /ft Min.As,bond beam: 0.20 in /ft Min.Bond Beam Provided As,h: 0.078 in 2/ft OK Reinforcement Provided.As,boun 0.31 in 2/ft OK Shear Wall Analysis for Axial+In-Plane Loading of Critical Section at Base of Wall ASD Load Combinations P: V: f,: M/Vd: Fv,m: F,,s: Fv,ma F,: jUnity Check 1) D: 33.39 k 0.00 k 0.00 psi 0.00 57 psi 13.55 psi 150 psi 70 psi 0.00 OK 5) D+0.6W: 34.91 k 0.23 k 0.19 psi 1.00 35 psi 13.55 psi 100 psi 49 psi 0.00 OK 6a)D+0.75(0.6w)+0.75L+0.75L,: 36.91 k 0.18 k 0.14 psi 1.00 36 psi 13.55 psi 100 psi 49 psi 0.00 OK 6b)D+0.75(0.6w)+0.75L+0.75s: 37.50 k 0.18 k 0.14 psi 1.00 36 psi 13.55 psi 100 psi 49 psi 0.00 OK 7) 0.6D+0.6W: 18.14 k 0.23 k 0.19 psi 1.00 32 psi 13.55 psi 100 psi 45 psi 0.00 OK 8a) D+0.7Ev+0.7Et 36.90 k 6.95 k 5.59 psi 0.97 36 psi 13.55 psi 102.2 psi 50 psi 0.11 OK ) 0.6D-0.7Ev+0.7Eh: 16.53 k 6.95 k 5.59 psi 0.97 32 psi 13.55 psi 102.2 psi 46 psi 0.12 OK Inlcude Vertical Loads for Shear Design: Yes Shear Wall Analysis for Axial+In-Plane Loading Flexure of Critical Section at Base of Wall ASD Load Combinations Mo: I p I pn I k I j I fb: I Fb: jUnity jCheckj fs: I Fs: Unity Check 1) D: 0 k-ft 0.0005 0.0066 0.1084 0.964 0 psi 1125 psi 0.00 OK 0 psi 32000 psi 0.00 OK S) D+0.6W: 3.718 k-ft 0.0005 0.0066 0.1084 0.964 4 psi 1125 psi 0.00 OK 470 psi 32000 psi 0.01 OK 6a)D+0.75(0.6W)+0.75L+0.75L,: 2.788 k-ft 0.0005 0.0066 0.1084 0.964 3 psi 1125 psi 0.00 OK 352 psi 32000 psi 0.01 OK 6b)D+0.75(0.64)+0.75L+0.75s: 2.788 k-ft 0.0005 0.0066 0.1084 0.964 3 psi 1125 psi 0.00 OK 352 psi 32000 psi 0.01 OK 7) 0.6D+0.6W: 3.718 k-ft 0.0005 0.0066 0.1084 0.964 4 psi 1125 psi 0.00 OK 470 psi 32000 psi 0.01 OK 8a) D+0.7E,+0.7Et 59.36 k-ft 0.0005 0.0066 0.1084 0.964 71 psi 1125 psi 0.06 OK 7497 psi 32000 psi 0.23 OK ) 0.6D-0.7E,+0.7Eh: 59.36 k-ft 0.0005 0.0066 0.1084 0.964 71 psi 1125 psi 0.06 OK 7497 psi 32000 psi 0.23 OK USE: 8 in.thick CMU wall Vertical Reinforcement: (1)#5 Bars at 32 in o.c. at centerline of wall Horizontal Reinforcement: (1)#5 Bars at 48 in o.c. at centerline of wall Boundary Element Reinforcement: 2 #5 Bars at end of wall 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-53 JAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: N SW 5 Shear Wall Analysis for Axial Stresses ASD Load Combinations P: I fa I Fa JUnity JCheck 1) D: 33.39 k 26.9 psi 387.2 psi 0.07 OK 5) D+0.6W: 34.91 k 28.1 psi 387.2 psi 0.07 OK 6a)D+0.75t0.6W>+0.75L+0.75L,: 36.91 k 29.7 psi 387.2 psi 0.08 OK 6b)D+0.75(0.6W)+0.75L+0.75S: 37.5 k 30.2 psi 387.2 psi 0.08 OK 7) 0.6D+0.6W: 18.14 k 14.6 psi 387.2 psi 0.04 OK 8a) D+0.7E�,+0.7Et 36.9 k 29.7 psi 387.2 psi 0.08 OK ) 0.6D-0.7E�,+0.7Eh: 16.53 k 13.3 psi 387.2 psi 0.03 OK Shear Wall Boundary Element Analysis for Axial+In-Plane Loading Moments of Critical Section at Base of Wall ASD Load Combinations: Mo: Boundary Force P: P at Boundary Net Tension Tallow: Unity Check 1) D: 0 k-ft 0.00 k 2.458 klf 16.7 k 0.00 k 19.84 k 0.00 OK 5) D+0.6W: 3.718 k-ft 0.28 k 2.57 klf 17.46 k 0.00 k 19.84 k 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75L.: 2.788 k-ft 0.21 k 2.717 klf 18.46 k 0.00 k 19.84 k 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 2.788 k-ft 0.21 k 2.761 klf 18.75 k 0.00 k 19.84 k 0.00 OK 7) 0.6D+0.6W: 3.718 k-ft 0.28 k 1.336 klf 9.072 k 0.00 k 19.84 k 0.00 OK 8a) D+0.7E,+0.7Et 59.36 k-ft 4.48 k 2.717 klf 18.45 k 0.00 k 19.84 k 0.00 OK 10a) 0.6D-0.7E,+0.7Eh: 59.36 k-ft 4.48 k 1.217 klf 8.263 k 0.00 k 19.84 k 0.00 OK Shear Wall Analysis for Axial+In-Plane Loading Shear Friction along the Base of Wall ASD Load Combinations: I M/Vd: I µ V: P: Any,: fv: I A,,: I Ff: JUnity Check 1) D: 0.00 1.0 0.00 klf 2.46 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 67.52 psi 0.00 OK 5) D+0.6W: 1.00 1.0 0.02 klf 2.57 klf 91.5 in /ft 0.2 psi/ft 0.116 in /ft 34.11 psi 0.01 OK 6a) D+0.75(0.6W)+0.75L+0.75Lr: 1.00 1.0 0.01 klf 2.72 klf 91.5 in /ft 0.1 psi/ft 0.116 in /ft 35.16 psi 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 1.00 1.0 0.01 klf 2.76 klf 91.5 in /ft 0.1 psi/ft 0.116 in /ft 35.47 psi 0.00 OK 7) 0.6D+0.6W: 1.00 1.0 0.02 klf 1.34 klf 91.5 in /ft 0.2 psi/ft 0.116 in /ft 25.34 psi 0.01 OK 8a) D+0.7Ev+0.7Et 0.97 1.0 0.34 klf 2.72 klf 91.5 in /ft 3.7 psi/ft 0.116 in /ft 37.44 psi 0.10 OK 10a) 0.6D-0.7E,+0.7Eh: 0.97 1.0 0.34 klf 1.22 klf 91.5 in /ft 3.7 psi/ft 0.116 in /ft 26.41 psi 0.14 OK Include Vertical Loads for Shear Friction Design: Yes 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-54 eA US Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: N SW 6 Wall Dimensions/Properties: Unfactored Axial Induced Forces Unfactored In-Plane Lateral Induced Forces Nom.Block Thickenss: 8 in. BLC 7 Dist.Loads Line Loads BLC In-Plane Lateral Load at Location Actual Block Width,'w': 7.625 in DL: 0 psf 992 plf WLLoc.t: 0.00 k at 0.00 ft above base Block Weight: Normal Weight DLadd: - psf 0 plf WLLoc.2: 0.00 k at 0.00 ft above base Grouted Cell Spacing: Fully DLsw: 80 psf 1467 plf WLLoc.s: 0.04 k at 15.83 ft(rooj) DLcmu: 80 psf LL: 0 psf 0 plf WLtot,d: 0.04 k at wall base Add.DLWatt: 0 psf LLr: 0 psf 233 plf Eh,Loc.1: 0.00 k at 0.00 ft above base Total DLµ,att: 80 psf SLbase: 0 psf 292 plf Eh,Loc.2: 0.00 k at 0.00 ft above base Wall Clear Span,Hl: 15.83 ft SLdrift: - psf 0 plf Eh,Loc.3: 0.39 k at 15.83 ft(roof) Wall Parapet Height,H2: 2.50 ft WLI+I: 0 psf 187 plf Cs: 0.15 *W Total Wall Height,H: 18.33 ft WL_: 0 psf -232 plf Eh,wall: 1.10 k at 9.17 ft('H'/2) Wall Length,L,d,: 5.00 ft SDS: 0.75 Ie: 1.00 Multiplier: 1.5 Shear Wall Type: Special Reinforced Ev: - psf 149 plf Eh,total: 2.24 k at wall base Gross Shear Area,A,,,: 457.5 in E,,Wall: - psf 220.2 plf Wall Le tll.i'or'd' Dist.btwn Boundaries,'d': 4.67 ft r Dist toBountlarv"0' Material Properties: Bond Bearn Masonry fm: 2500 psi Em: 2250 ksi " v ______ Top of Wall Reinforcement,fy: 60 ksi Es: 29000 ksi Bond Beam Restraint �=► Reinforcement,Fs: 32 ksi n: 12.89 Boundary Wall Reinforcement Steel: Reinforcement.Typ. �► Wall Reinforcement Layout: Single Curtain H Main Wall ( 1 ) #5 Vertical Bars at 16 in o.c. As,,: 0.31 in 2 rl z � Renlocelment Reinforcement: ( 1 ) #5 Horiz.Bars at 16 in o.c. AS h: 0.31 in ema rn Boundary Reinf. (2) #5 Vertical Bars As,t: 0.62 in ELEVATION Recant Min.Reinforcement Requirements: Min.As,total: 0.183 in /ft Max Spacing: 20 in OK Min.Total Reinforcement Provided.As,totat: 0.465 in /ft OK Min.Vertical Min.As,v: 0.078 in /ft Min.As,bo,,,,dary: 0.20 in /ft Reinforcement Provided A • 0.233 ' 2 OK Min.Boundary/Flexural provided.A 0.62 ' 2 OK s,v to /ft Reinforcement s,boundary to /ft Max Spacing: 20 in OK As,max - in2/ft OK Min.Horizontal Reinforcement Min.Ash: 0.064 in /ft Min.As,bond beam: 0.20 in /ft Min.Bond Beam Provided As,h: 0.233 in 2/ft OK Reinforcement Provided.As,boun 0.31 in 2/ft OK Shear Wall Analysis for Axial+In-Plane Loading of Critical Section at Base of Wall ASD Load Combinations P: V: f,: M/Vd: Fv,m: F,,s: Fv,ma F,: jUnity Check 1) D: 12.29 k 0.00 k 0.00 psi 0.00 57 psi 40.66 psi 150 psi 97 psi 0.00 OK 5) D+0.6W: 12.85 k 0.03 k 0.06 psi 1.00 35 psi 40.66 psi 100 psi 76 psi 0.00 OK 6a)D+0.7510.6w1+0.75L+0.75L,: 13.59 k 0.02 k 0.04 psi 1.00 36 psi 40.66 psi 100 psi 76 psi 0.00 OK 6b)D+0.75(0.6w)+0.75L+0.75s: 13.81 k 0.02 k 0.04 psi 1.00 36 psi 40.66 psi 100 psi 76 psi 0.00 OK 7) 0.6D+0.6W: 6.68 k 0.03 k 0.06 psi 1.00 32 psi 40.66 psi 100 psi 72 psi 0.00 OK 8a) D+0.7Ev+0.7Et 13.58 k 1.57 k 3.42 psi 1.00 36 psi 40.66 psi 100 psi 76 psi 0.04 OK ) 0.6D-0.7Ev+0.7Eh: 6.08 k 1.57 k 3.42 psi 1.00 31 psi 40.66 psi 100 psi 72 psi 0.05 OK Inlcude Vertical Loads for Shear Design: Yes Shear Wall Analysis for Axial+In-Plane Loading Flexure of Critical Section at Base of Wall ASD Load Combinations Mo: I p I pn I k I j I fb: I Fb: jUnity jCheckj fs: I Fs: Unity Check 1) D: 0 k-ft 0.0015 0.0187 0.1757 0.941 0 psi 1125 psi 0.00 OK 0 psi 32000 psi 0.00 OK 5) D+0.6W: 0.401 k-ft 0.0015 0.0187 0.1757 0.941 2 psi 1125 psi 0.00 OK 147 psi 32000 psi 0.00 OK 6a)D+0.75(0.6W)+0.75L+0.75L,: 0.301 k-ft 0.0015 0.0187 0.1757 0.941 2 psi 1125 psi 0.00 OK 110 psi 32000 psi 0.00 OK 6b)D+0.75(0.64)+0.75L+0.75s: 0.301 k-ft 0.0015 0.0187 0.1757 0.941 2 psi 1125 psi 0.00 OK 110 psi 32000 psi 0.00 OK 7) 0.6D+0.6W: 0.401 k-ft 0.0015 0.0187 0.1757 0.941 2 psi 1125 psi 0.00 OK 147 psi 32000 psi 0.00 OK 8a) D+0.7E,+0.7Et 11.4 k-ft 0.0015 0.0187 0.1757 0.941 69 psi 1125 psi 0.06 OK 4185 psi 32000 psi 0.13 OK ) 0.6D-0.7E,+0.7Eh: 11.4 k-ft 0.0015 0.0187 0.1757 0.941 69 psi 1125 psi 0.06 OK 4185 psi 32000 psi 0.13 OK USE: 8 in.thick CMU wall Vertical Reinforcement: (1)#5 Bars at 16 in o.c. at centerline of wall Horizontal Reinforcement: (1)#5 Bars at 16 in o.c. at centerline of wall Boundary Element Reinforcement: 2 #5 Bars at end of wall 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-55 JAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: N SW 6 Shear Wall Analysis for Axial Stresses ASD Load Combinations P: I fa I Fa JUnity JCheck 1) D: 12.29 k 26.9 psi 387.2 psi 0.07 OK 5) D+0.6W: 12.85 k 28.1 psi 387.2 psi 0.07 OK 6a)D+0.75t0.6W>+0.75L+0.75L,: 13.59 k 29.7 psi 387.2 psi 0.08 OK 6b)D+0.75(0.6W)+0.75L+0.75S: 13.81 k 30.2 psi 387.2 psi 0.08 OK 7) 0.6D+0.6W: 6.68 k 14.6 psi 387.2 psi 0.04 OK 8a) D+0.7E,+0.7Et 13.58 k 29.7 psi 387.2 psi 0.08 OK ) 0.6D-0.7E,+0.7Eh: 6.08 k 13.3 psi 387.2 psi 0.03 OK Shear Wall Boundary Element Analysis for Axial+In-Plane Loading Moments of Critical Section at Base of Wall ASD Load Combinations: Mo: Boundary Force P: P at Boundary Net Tension Tallow: Unity Check 1) D: 0 k-ft 0.00 k 2.458 klf 6.146 k 0.00 k 19.84 k 0.00 OK 5) D+0.6W: 0.401 k-ft 0.09 k 2.57 klf 6.426 k 0.00 k 19.84 k 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75L.: 0.301 k-ft 0.06 k 2.717 klf 6.793 k 0.00 k 19.84 k 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 0.301 k-ft 0.06 k 2.761 klf 6.903 k 0.00 k 19.84 k 0.00 OK 7) 0.6D+0.6W: 0.401 k-ft 0.09 k 1.336 klf 3.339 k 0.00 k 19.84 k 0.00 OK 8a) D+0.7E,+0.7Et 11.4 k-ft 2.44 k 2.717 klf 6.792 k 0.00 k 19.84 k 0.00 OK 10a) 0.6D-0.7E,+0.7Eh: 11.4 k-ft 2.44 k 1.217 klf 3.042 k 0.00 k 19.84 k 0.00 OK Shear Wall Analysis for Axial+In-Plane Loading Shear Friction along the Base of Wall ASD Load Combinations: I M/Vd: I µ V: P: Any,: fv: I A,,: I Ff: JUnity Check 1) D: 0.00 1.0 0.00 klf 2.46 klf 91.5 in /ft 0.0 psi/ft 0.233 in /ft 108.2 psi 0.00 OK 5) D+0.6W: 1.00 1.0 0.01 klf 2.57 klf 91.5 in /ft 0.1 psi/ft 0.233 in /ft 49.97 psi 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75Lr: 1.00 1.0 0.00 klf 2.72 klf 91.5 in /ft 0.0 psi/ft 0.233 in /ft 51.01 psi 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 1.00 1.0 0.00 klf 2.76 klf 91.5 in /ft 0.0 psi/ft 0.233 in /ft 51.33 psi 0.00 OK 7) 0.6D+0.6W: 1.00 1.0 0.01 klf 1.34 klf 91.5 in /ft 0.1 psi/ft 0.233 in /ft 41.2 psi 0.00 OK 8a) D+0.7Ev+0.7Et 1.00 1.0 0.21 klf 2.72 klf 91.5 in /ft 2.3 psi/ft 0.233 in /ft 51.01 psi 0.04 OK 10a) 0.6D-0.7E,+0.7Eh: 1.00 1.0 0.21 klf 1.22 klf 91.5 in /ft 2.3 psi/ft 0.233 in /ft 40.35 psi 0.06 OK Include Vertical Loads for Shear Friction Design: Yes 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-56 eA US Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: DRAG AT GRID 2 Fy: 60000 psi Load to be dragged into SW: 4.91 k (See MSLFRS) Per ASCE 7-16,all drag conditions must be designed using overstrength: Q: 2.5 (See pp.A-8) 12.3 k(With overstrength) #Cells w/Drag: 1 8.598 kips PER CELL Use: (2) # 6 bars Abaz: 0.4418 in TAIiaW: 23856 lbs= 23.86 kips Tensile Strength of 2#6 bars: 47.713 k OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-57 Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: DRAG AT GRID 3 Fy: 60000 psi Load to be dragged into SW: 34.84 k (See MSLFRS) Per ASCE 7-16,all drag conditions must be designed using overstrength: Q: 2.5 (See pp.A-8) 87.1 k(With overstrength) #Cells w/Drag: 3 20.32 kips PER CELL Use: (6) # 6 bars Abaz.: 0.4418 in TAIiaW: 23856 lbs= 23.86 kips Tensile Strength of 6#6 bars: 143.14 k OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-58 Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: DRAG AT GRID 5 Fy: 60000 psi Load to be dragged into SW: 31.66 k (See MSLFRS) Per ASCE 7-16,all drag conditions must be designed using overstrength: Q: 2.5 (See pp.A-8) 79.2 k(With overstrength) #Cells w/Drag: 3 18.47 kips PER CELL Use: (6) # 6 bars Abaz.: 0.4418 in TAIiaW: 23856 lbs= 23.86 kips Tensile Strength of 6#6 bars: 143.14 k OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-59 Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Ledger Angle+Diapgragm Anchor CMU WALL Gravity Load from Metal Roof Deck T.O.W.Forces from diaphragm LEDGER ANGLE MET�LDK T\ - ANCHOR Ledger angle Connection Per ASCE 7-16 Section 12.11.2.1,Anchorage of structural walls to supporting construction shall be designed to resist the following: Fp = 0.4 x SDsk,IeWp Ka = 1.0 + Lf 100 CMU Wall Weight: 80 psf Mech.Room DL: 20 psf Trib.Wall Height: 11.86 ft Lf: 11.33 ft SDs: 0.751 Ka: 1.113 Ie: 1 Wp: 949 plf Fp: 317.3 plf Diaphragm Anchors Spaced at: 3.75 ft 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-60 AU E Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Ledger Angle+Diapgragm Anchor Design of Intermediate Angles to Distribute Subdiaphragm Load: T.O.W Load in Anchors: 1190 lbs Diaphragm Anchor Spacing: 3.75 ft O.C. Spot Weld Check: 4): 0.7 Horizontal Force: 1.19 kips USE: 0.5 Visible Dia.Arc Spot Weld of 18 Gauge PLB-36 to 36ksi Steel Deck Type: 18 Gauge Weld Dia: 0.5 in Deck Thickness: 0.0451 in Length of Subdiaphragm Chord: 4 ft Weld Spacing: 2 ft O.C. (�Pnv: 2.0537 kips/weld MIN#of welds: 2 Required Strength: 1.19 kips Total Allowable Strength: 4.1073 kips 0.2897 OK Space subdiaphragm anchors at 1/2 pts between wide flange beams, 3.75 ft O.C. Subdiaphragm Chord Force: 1190 lbs Check Typical Angle Connection Weld t�71 TYPICAL ANGLE CONNECTIONS sso sovE i vr.ra Overstrength 0: 2.5 Out of Plane Weld Connection Design: Design Method: ASD Required Strength(At Center of Weld Group): Weld Stress: Weld Dimensions: Y(+) Vy= 0.000 k Axial Stress,fz= 0.99 k/in. d: 3 in. Vert Mx- 0.000 k-in Vert.Stress,f y= 0.00 k/in. --- d x(+) Axial Tension,NZ= 2.974 k f, ulta„t= 0.99 k/in. Weld Design: I Weld Metal Nominal Stress,F.w: 70 ksi Weld Safety Factor,52: 2.00 Min.effect.Throat,(E),,,i,,.: 0.047 in. Weld Group Properties: Weld Type: Fillet J=Iz: 2.25 in.3 LWeId: 3 in. Fillet weld Leg: 0.1875 in. Note:n/a Ix: 2.25 in.3 YT,: 1.5 in. SX_T,: 2 in.2 Effective Throat,(E): 0.133 in. yBot: -1.5 in. Sx sot: -2 in.2 Allow.Weld Stress,0.6Fnw/92w: 21 ksi Iy: 0 in. xT,: 0.0 in. Sy T,: 0 in.2 Required Weld Stress: 7.48 ksi 0.356 OK xBot: 0.0 in. S Bot: 0 in.2 -> Typical Angle Connection weld OK for Subdiaphragm Chord Force 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-61 AU E Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Ledger Angle+Diapgragm Anchor Cast-In Anchor to CMU Allowable Stress Design(ASD): Ledger Cast-In Anchors into CMU wall Tension,Tu: 1190 lb (#)of Anchors Effect.for Tension: (1 ) Tension,Tu: It 90 lb per anchor Shear,Vu: 0 lb (#)of Anchors Effect.for Shear: (1 ) Shear,Vu: 0 lb per anchor Try: 3/8"Dia.Headed Anchor w/Min.5"Embed. Type of Anchor: Headed Bolt Diameter: 0.375 in Anchor Embed.,lb: 5 in Bent-Bar,eb: N/A in(If applicable) Masonry,fm: 2500 psi Anchor,fy: 36 ksi Allowable Tension Load on Anchor Bolt Allowable Shear Load on Anchor Bolt Max Area of Masonry Breakout,At: 78.54 in Anchor Edge Distance,lb,: 24 in Total Area of Breakout Cone Overlap: 0.00 in Area of Masonry Breakout,ApV: 904.8 in Eff.Area of Masonry Breakout,Apt: 78.54 1)Masonry Breakout,Bvb: 56549 lb 1)Masonry Breakout,Bab: 4908.7 lb 2)Crushing of Masonry,B,: 1427 lb 2)Pull-Out of Bent Bolt,Bap: N/A lb 3)Anchor Pry-Out,Bvpry: 9817 lb Anchor Cross-Sect.Area,Ab: 0.1104 in 3)Anchor Yielding,B.: 2385.6 lb 4)Anchor Yielding,B,S: 1431 lb Tallow: 2385.6 lb per anchor Vallow: 1427 lb per anchor Unity: 0.50 OK Unity: 0.00 OK Combined Unity: 0.50 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-62 Address: 7530 204th St NE Arlington,WA 98223 Date: 5/9/24 AU E Client: SDH Architects,LLC Job No.: 24034 CMU VERTICAL DESIGN - Lintels Calculation: Lintel Layout - - - - - - - ------ ---- - - - - _ P Parapet Height Roof Structure PH Weight: 15 psf CAN u''ll Tunnel Weight: 80 psf Mech Weight: 20 psf Structure to Lintel S Structure Jamb Jamb Height Zone Zone Openmns Height H Structwe Belo,c f W 1- Lintel D Openin?�l'tdth I Jamb W I I Lintel B 1T I T I I Lintel C \ Lintel E [Iij Lintel F�� ♦ Lintel G j Lintel H I ®^ j �_ intel M I -- 7, - I I Lintel J Lintel L Lintel N Lintel K Lintel Name: Opening H Width,O Bldg.Ht,S Parapet Ht,P PH Trib Tunnel Trib Mech.Trib Page# Lintel A 12.00 ft 12.00 ft 25.33 ft 0.00 ft 5.88 ft 0.00 ft 0.00 ft pg. 4 Lintel B 10.00 ft 13.63 ft 25.33 ft 0.00 ft 5.88 ft 11.00 ft 0.00 ft pg. 10 Lintel C 10.00 ft 13.63 ft 15.83 ft 2.50 ft 0.00 ft 11.00 ft 0.00 ft pg. 16 Lintel D. 11.67 ft 14.00 ft 15.83 ft 2.50 ft 0.00 ft 11.00 ft 0.00 ft pg. 22 Lintel E 11.67 ft 14.00 ft 15.83 ft 2.50 ft 0.00 ft 0.00 ft 0.00 ft pg. 28 Lintel F 10.00 ft 10.75 ft 15.33 ft 3.00 ft 0.00 ft 11.00 ft 5.33 ft pg. 34 Lintel G 10.00 ft 3.35 ft 15.33 ft 3.00 ft 0.00 ft 11.00 ft 5.33 ft pg. 40 Lintel H 10.00 ft 8.00 ft 14.50 ft 3.83 ft 0.00 ft 0.00 ft 0.00 ft pg. 46 Lintel J 10.00 ft 10.67 ft 14.17 ft 4.17 ft 0.00 ft 0.00 ft 5.33 ft pg. 52 Lintel K 10.00 ft 6.67 ft 14.17 ft 4.17 ft 0.00 ft 0.00 ft 5.33 ft pg. 58 Lintel L 7.83 ft 3.33 ft 14.17 ft 2.17 ft 0.00 ft 0.00 ft 5.33 ft pg. 64 Lintel M 7.83 ft 4.42 ft 14.17 ft 2.17 ft 0.00 ft 0.00 ft 5.33 ft pg. 70 Lintel N 7.83 ft 3.33 ft 14.17 ft 2.17 ft 0.00 ft 0.00 ft 5.33 ft pg. 76 1 2 3 4 5 6 8 9 10 11 12 13 14 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F- 1 Address: 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 AUE Client: SDH Architects,LLC Job No.: 24034 Calculation: Hollow Core Concrete Load 4HC6 Table of superimposed service load capacity,Ib/ft2,and cambers,in. No topping Strand Span,ft pattern 10 11 12 13 14 15 1 18 1 17 18 19 1 20 21 22 1 23 24 25 26 27 1 28 1 29 1 30 29D 258 230 208 188 171 157 145 129 114 100 88 77 88 59 52 46 40 33 66-S 0.1 02 0.2 0.2 0.2 0.2 02 0.2 0.2 0.2 02 02 0.1 0.0 -0.1 -0.2 -OA -0.5 -0.7 0.2 02 0.2 0.2 0.3 0.3 02 0.2 0.2 0.1 0.1 0.0 -0.1 -0.3 -0.5 -0.7 -0.9 -1.2 -1.5 302 271 245 223 205 187 172 155 136 120 105 93 62 73 65 57 49 42 36 31 6"slab,w/o 76S 02 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.2 0.1 0.1 0.0 -0.1 -0.3 -0.4 -0.6 topping slab 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 02 0.1 0.0 -0.1 -0.2 -0.4 -0.7 -0.9 -1.2 -1.6 -2.0 pp g 385 345 315 295 262 243 225 201 177 157 139 124 110 99 a8 78 68 eD 53 48 96S 0.3 0.3 0.3 0.4 0.4 0.4 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.4 0.3 0.3 0.1 O.0 -0.1 0.3 0.4 0.4 0.5 0.5 0.5 0.6 0.6 0.6 0.5 0.5 0.4 0.3 02 0.1 -0.1 -0.3 -0.5 -0.9 -1.3 391 351 316 288 265 245 226 210 197 195 167 149 134 119 107 95 85 76 88 81 87S 0.3 0.4 0.4 0.5 0.5 0.6 0.6 0.7 0.7 0.7 0.7 0.8 0.8 0.7 0.7 0.7 0-6 0.5 OA 0.3 OA 0.5 0.5 0.6 0.7 0.7 0.7 0.8 0.8 0.8 0.8 O.7 0.7 OA 0.5 0.3 0.2 0 -0.3 -0.6 435 391 354 324 297 274 254 236 220 203 185 168 148 133 119 107 98 Be 78 70 97-S 0.4 0.4 0.5 0.5 0.6 0.7 0.7 0.8 0.8 0.9 0.9 OA 0.9 1.0 0.9 0.9 0.9 0.8 0.7 0.6 0.5 0.6 0.6 0.7 0.8 0.8 0.9 0.9 1-0 1.0 1.0 1-0 0.9 0.9 0.8 0.7 0.5 0.3 0.1 -0.2 4HC8♦2 Table of superimposed service load capacity,Ib/ft2,and cambers,in. 2 in.normalweight topping Strand Span,ft pattern 12 13 14 1 15 16 17 18 1 19 20 1 21 22 23 24 25 28 27 28 1 29 1 30 333 300 272 248 227 210 182 158 136 113 93 75 59 46 34 65-S 0.2 0.2 0.2 0.2 0.2 0.2 0.2 02 0.2 0.2 0.1 0.1 0 -0.1 -02 02 0.2 0.2 02 0.2 0.1 0.1 0.0 -0.1 -02 -0.3 -0.5 -0.7 -0-9 -1.2 6"slab w/ 357 324 296 272 248 216 188 163 137 115 95 78 63 50 38 27 76-S 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.2 0.1 0.1 -0.0 -0.1 -0.3 topping slab 0.2 0.2 02 0.2 0.2 0.2 0.1 0.1 0.0 -0.2 -0.3 -0.5 -0.7 -0.9 -1 2 -1.5 418 304 353 319 279 245 216 105 160 137 116 98 82 68 55 43 33 96-S 0.4 0.4 0.4 0.5 0.5 0.5 0.5 0.5 0-5 0.5 0.5 0.4 02 02 0.1 0.0 -0.1 0.4 0.4 0.4 0.4 OA 0.4 0.3 0.3 02 0.1 -0.1 -0.3 -0.5 -0.7 -1.0 -1.4 -1.7 422 388 359 332 309 288 258 224 195 169 147 127 109 94 8O 67 55 87-S 0.5 0.5 0.6 0.6 0.7 0.7 0.7 0.7 0.8 0.8 0.7 0.7 0.7 0.6 0.5 0.4 0.3 0.5 0.5 0.5 0.6 0.6 0.6 0.5 0.5 OA 0.4 0.2 0.1 -0.1 -0.3 -0.5 -0.8 -1.2 473 433 400 371 346 323 288 251 219 192 168 146 127 110 95 82 70 97-S 0.5 0.6 0.7 0.7 0.8 0.8 0.9 0.9 0.9 0.9 1.0 0.9 0.9 0.9 0.8 0.7 0.6 0.6 0.6 0.7 0.7 0.7 0.7 0.7 0.7 0.6 0.6 0.5 0-4 02 0.0 -02 -0.5 -0.8 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 / Project: Wet Rabbit Car Wash-Arlington Pg.No: F-2 Address: 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 A�U E Client: SDH Architects,LLC Job No.: 24034 Calculation: Hollow Core Concrete Load Worst-Case Load Combo: DL+SL+SL(Drift) SL(Base): 25.00 psf +SL(Sliding): 70.00 psf J= 95.00 psf Plank Topping Strand Load Thickness Thickness pattern Capacity 6 0 66-S 77 psf - 10 psf = 67 psf Remaning LL NG 6 0 76-S 93 psf - 10 psf = 83 psf Remaning LL NG 6 0 96-5 124 psf - 10 psf = 114 psf Remaning LL OK 6 0 87-S 149 psf - 10 psf = 139 psf Remaning LL OK 6 0 97-S 166 psf - 10 psf = 156 psf Remaning LL OK 6 2 66-S 93 psf - 15 psf = 78 psf Remaning LL NG 6 2 76-5 115 psf - 15 psf = 100 psf Remaning LL OK 6 2 96-S 160 psf - 15 psf = 145 psf Remaning LL OK 6 2 87-S 195 psf - 15 psf = 180 psf Remaning LL OK 6 2 97-S 219 psf - 15 psf = 204 psf Remaning LL OK USE MIN 6"HOLLOW CORE PLANK Section Properties 4 ft 0 in. x 6 in. No topping 2 in. topping normaiweight concrete A 187 in.2 (f, = 300 psi) = — ! — 763 in.' 1640 in.4 4 ft 0 in. y, - 3.00 in. 4.14 in. y, = 3.00 in. 3.86 in. 1' r 2 in. S, = 254 in.3 396 in.' r — — — — — — — 6 in. S, = 254 in.3 425 in.' U wt = 195 lb/ft 295 lb/ft DL 49 lb/ft- 74 Iba'ft= >>USE 80 PSF fc' = 5000 psi V/S = 1.73 in_ f_ = 270,000 psi b�, 16.0 in_ 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-3 Address: 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 AUE Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel A Induced Loading: Wall Type: Structural Wall Penthouse Roof Tributary: 5.88 ft Sds: 0.75 z/h: 1.00 Block Thickenss: 8 in. Normal Weight CMU Tunnel Roof Tributary: 0 ft Ie: 1.00 Grout Spacing: Fully Grouted Cells Mech.Roof Tributary: 0 ft Vert.Seismic: 0.15 *W DLWa11. 80 psf Vert.Seismic: 12.02 psf[1.0 EVej Vertical Loads: Out-of-Plane Loadinja Induced Unfactored Forces into CMU Lintel DLParoof: 15 psf WLPressu<e: 17.9 psf[LOW] Vertical Out-of-Plane Tunnel Roof• DL 80 psf WLsuction•• -19.7 psf[LOW] Load Types: Loads: Loads: DLMeehRoof: 20 psf Dead Load,D: 1155 plf 0 plf LLPHRoof: 20 psf Seismic,FP: 0.30 *W[1.0E] Roof Live Load,Lr: 117.5 plf 0 plf LLTunneiRoof: 20 psf Seismic: 24.03 psf[1.OE] Base Snow Load,Sbase: 146.9 plf 0 plf LLMeehRoof: 20 psf Drifting Snow Load,Sdrift: 0 plf 0 plf SLbme: 25 psf Wind Load,W(+): 94 plf plf SL 0 if Wind Load W_: -118 if 275.8 if dri&� p > O p p WL(+): 16 psf[LOW] Horz.Earthquake Load,Eh: 0 plf 336.4 plf WL(-): -20 psf[LOW] Vert.Earthquake Load,E,:ri73.4 plf 0 plf Wall Opening Geometry: Lintel Spec to be used: ML3 Opening Height: 12 ft Structure to Structure Height: 25.33 ft Opening Lateral Trib.to Lintel: 6 ft Opening Width: 12 ft Parapet Height: 0 ft Lintel Depth: 2.667 ft Lintel Eff.Span: 12 ft Use Arching Action above Lintel: No Lateral Trib.Above Lintel: 5.333 ft Eff.Wall Height above Linte: 13.33 ft Total Lintel Lateral Trib.: 14 ft Parapet Height Roof Structure CMU Wall G4tij� ♦♦ ♦ Structure to Jamb Lintel ♦ Jamb Structure Height Zone Zone Opening Opening Might AliStructure Below Opening Width Jamb Width 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-4 UE 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel A Induced Allowable Stress Design(ASD)Forces into CMU Lintel Load Combinations: Vertical Vertical Loads Horizontal Vertical Loads Loads: Mx VY Loads: My Vx 1) D 1155 plf 249.4 k-in 6.929 k 0 plf 0 k-in 0 k 2) D+L 1155 plf 249.4 k-in 6.929 k 0 plf 0 k-in 0 k 3a) D+Lr 1272 plf 274.8 k-in 7.634 k 0 plf 0 k-in 0 k 3b) D+S 1302 plf 281.2 k-in 7.81 k 0 plf 0 k-in 0 k 4a) D+0.75L+0.75L, 1243 plf 268.5 k-in 7.458 k 0 plf 0 k-in 0 k 4b) D+0.75L+0.755 1265 plf 273.2 k-in 7.59 k 0 plf 0 k-in 0 k 5) D+0.6W 1211 plf 261.6 k-in 7.267 k 165 plf 35.74 k-in 0.993 k 6a) D+0.75(0.6W)+0.75L+0.75L, 1285 plf 277.6 k-in 7.711 k 124 plf 26.81 k-in 0.745 k 6b) D+0.75(0.6W)+0.75L+0.75S 1307 plf 282.4 k-in 7.843 k 124 plf 26.81 k-in 0.745 k 7) 0.6D+0.6W 622 plf 134.4 k-in 3.734 k 165 plf 35.74 k-in 0.993 k 8a) D+0.7E,+0.7E 1276 plf 275.7 k-in 7.657 k 236 plf 50.87 k-in 1.413 k 9a) D+0.525E+0.525E,+0.75L+0.75S 1265 plf 273.2 k-in 7.59 k 177 plf 38.15 k-in 1.06 k l0a) 0.6D-0.7E,+0.7Eh 571 plf 123.4 k-in 3.429 k 236 plf 50.87 k-in 1.413 k CMU Lintel Geometry: General Material Specificiations: Width,b: 7.625 in Masonry Compressive Strength,fm: 2500 psi Overall Depth,h: 32 in Rein£Steel Yield Strength,fs: 60000 psi Vert.Eff.Depth,d: 29 in Em: 2250000 psi Lateral Eff.Depth,d: 5.25 in Es: 29000000 psi Geometry Check: 18.89 <32 OK n: 12.89 Geometry Check: 240.6 in> 144 in OK Modulus of Rupter,f,,: 160 psi CMU Lintel Design for Vertical Flexure Forces: CMU Lintel Design for Lateral Flexure Forces: Try: (2) #5 Bars Try: (2) #5 Bars As: 0.62 in` As: 0.62 in` p: 0.00280 p: 0.00369 pn: 0.0361 pn: 0.0476 k: 0.235 k: 0.265 j: 0.922 j: 0.912 Fb: 1125 psi Fb: 1125 psi Fs: 60000 psi Fs: 60000 psi Flexure Sumary' Vert.Flexure Lateral Flexure Combined Unity Masonry Masonry Combined Masonry combined fb: Unity fs Steel Unity fb: Unity fs Steel Unity unity Steel Unity >> 359 psi 0.32 15053 psi 0.25 0 psi 0.00 0 psi 0.00 0.32 0.25 2) 359 psi 0.32 15053 psi 0.25 0 psi 0.00 0 psi 0.00 0.32 0.25 3a 395.5 psi 0.35 16584 psi 0.28 0 psi 0.00 0 psi 0.00 0.35 0.28 3b) 404.7 psi 0.36 16967 psi 0.28 0 psi 0.00 0 psi 0.00 0.36 0.28 4a) 386.4 psi 0.34 16201 psi 0.27 0 psi 0.00 0 psi 0.00 0.34 0.27 4b) 393.3 psi 0.35 16489 psi 0.27 0 psi 0.00 0 psi 0.00 0.35 0.27 5) 376.5 psi 0.33 15788 psi 0.26 336 psi 0.30 12043 psi 0.20 0.63 0.46 6a) 399.6 psi 0.36 16753 psi 0.28 252 psi 0.22 9032 psi 0.15 0.58 0.43 6b) 406.4 psi 0.36 17040 psi 0.28 252 psi 0.22 9032 psi 0.15 0.59 0.43 7) 193.5 psi 0.17 8113 psi 0.14 336 psi 0.30 12043 psi 0.20 0.47 0.34 sa) 396.8 psi 0.35 16635 psi 0.28 478.3 psi 0.43 17140 psi 0.29 0.78 0.56 9a) 393.3 psi 0.35 16489 psi 0.27 358.7 psi 0.32 12855 psi 0.21 0.67 0.49 loa) 177.7 psi 0.16 7449 psi 0.12 478.3 psi 0.43 17140 psi 0.29 0.58 0.41 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-5 AU E 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel A CMU Lintel Deflection under Vertical Forces: CMU Lintel Deflection under Horizontal Forces: S: 1301 in S: 310 in Mer: 208213 lb-in Mir: 49613 lb-in Ir,: 20821 in" Ir,: 1182 in" Icr: 4434 in" Icr: 197 in" Ieff: 20821 in" I ff- 1111 in, Deflection Limit ATL: L/ 600 Deflection Limit ATL: L/ 600 Deflection Summary: Vert.Forces Horiz.Forces Ior Comb.ATL L/ Icr Comb.ATL L/ 1) 13966 0.02 in 8398 - 0.00 in - 2) 13966 0.02 in 8398 - 0.00 in - 3a 11561 0.02 in 6310 - 0.00 in - 3b) 11090 0.02 in 5916 - 0.00 in - 4a) 12079 0.02 in 6749 - 0.00 in - 4b) 11686 0.02 in 6416 - 0.00 in - 5) 12695 0.02 in 7279 1182 0.03 in 4961 6a) 11348 0.02 in 6132 1182 0.02 in 6615 6b) 11005 0.02 in 5846 1182 0.02 in 6615 7) 20821 0.01 in 23232 1182 0.03 in 4961 8a) 11496 0.02 in 6255 1111 0.04 in 3276 9a) 11686 0.02 in 6416 1182 0.03 in 4648 loa) 20821 0.01 in 125302, 1111 0.04 in 3276 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-6 AU E Address: 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel A Masonry Shear Stresses Summary: Vertical Loading Lateral Loading fv Fvm fv F m Total Induced Unity 1) 28.4 psi 50.8 psi 0 psi - psi 28.4 psi 0.56 2) 28.4 psi 50.8 psi 0 psi - psi 28.4 psi 0.56 3a 31.3 psi 50.8 psi 0 psi - psi 31.3 psi 0.62 3b) 32.0 psi 50.8 psi 0 psi - psi 32.0 psi 0.63 4a) 30.6 psi 50.8 psi 0 psi - psi 30.6 psi 0.6 4b) 31.1 psi 50.8 psi 0 psi - psi 31.1 psi 0.61 5) 29.8 psi 50.8 psi 4.07 psi 50.8 psi 33.9 psi 0.67 6a) 31.6 psi 50.8 psi 3.05 psi 50.8 psi 34.7 psi 0.68 6b) 32.1 psi 50.8 psi 3.05 psi 50.8 psi 35.2 psi 0.69 7) 15.3 psi 50.8 psi 4.07 psi 50.8 psi 19.4 psi 0.38 8a) 31.4 psi 50.8 psi 5.79 psi 50.8 psi 37.2 psi 0.73 9a) 31.1 psi 50.8 psi 4.34 psi 50.8 psi 35.4 psi 0.7 1Oa) 14.1 psi 50.8 psi 5.79 psi 50.8 psi 19.8 psi 0.39 Vert.Reinf Of Masonry Lintel: Try: #4 Vert.Bars Spacing: 12 in o.c. A,,: 0.2 in Min A,: 0.171 in OK Max Spacing: 16 in 4Addr13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-7 AU E ess: 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel A Column Design: 16 in Column Height: 12 ft Ae: 122 in Assumed Head Joint: 3/8 in rmin: 2.02 in Column Fixity: R: 0.83 in Top: Pinned h'= 9.6 ft 7 5/8 in Bottom: Fixed I IF Bearing Area: 7 5/8 x 16 General Material Specificiations: Masonry Compressive Strength,fm: 2500 psi Reinf.Steel Yield Strength,f,: 60000 psi E,,,: 2250000 psi Es: 29000000 psi n: 12.89 Modulus of Rupter,f,: 160 psi Total Reinforcement (4) #5 Bars Vert. As,bar: 0.31 in` Bending Reinf.in X-X: (2) #5 Bars Vert. As: 0.61 in` d= 12.0 in Direction: Y-Y: (2) #5 Bars Vert. As: 0.61 in d= 6.1 in Jamb Loading: Axial: X-X Bending(in-plane): X-X Bending(out-of-plane PDL: 6.93 k MDL: 11.09 k-in MWL: 0 k-in PLL,: 0.71 k MLL: 1.128 k-in MEQ: 0 k-in PSL: 0.88 k MSL: 1.41 k-in PwL+: 0.56 k MwL+: 0.902 k-in Pam: -0.71 k MwL_: -1.13 k-in Out of plane: WL+: 17.9 psf Y-Y Bending(in-plane): Y-Y Bending(out-of-plane WL-: -19.7 psf MDL: 5.283 k-in MWL: 34.0 k-in Seismic Fp: 0.30 MLL: 0.538 k-in MEQ: 6.9 k-in MSL: 0.672 k-in MwL+: 0.43 k-in MwL_: -0.54 k-in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-8 #AU Address: 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel A Analysis Compression: Bending: X-X: Y-Y: Pmasonry: 76.2 k p: 0.003 p: 0.014 P,,,,: 42.9 k pn: 0.042 pn: 0.178 k: 0.25 k: 0.45 j: 0.917 j: 0.85 2/jk: 8.726 2/jk: 5.225 fb: 825 psi fb: 825 psi Ma,masonry: 213 k-in Ma,mmonry: 165 k-ft Ma,stea,: 162 k-in Ma,stea,: 77 k-in Combined Forces: M,./M, May Masonry Unity: 0.103 + 0.059 + 0.158 = 0.319 OK Steel Unity: 0.183 + 0.077 + 0.339 = 0.599 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-9 Address: 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel B Induced Loading: Wall Type: Structural Wall Penthouse Roof Tributary: 5.88 ft Sds: 0.75 z/h: 1.00 Block Thickenss: 8 in. Normal Weight CMU Tunnel Roof Tributary: 11 ft Ie: 1.00 Grout Spacing: Fully Grouted Cells Mech.Roof Tributary: 0 ft Vert.Seismic: 0.15 *W DLWaII. 80 psf Vert.Seismic: 12.02 psf[1.0 Evert] Vertical Loads: Out-of-Plane Loading Induced Unfactored Forces into CMU Lintel DLPHroof: 15 psf WL'pressure: 17.9 psf[LOW] Vertical Out-of-Plane Tunnel Roof• DL 80 psf WLsuction•• -19.7 psf[LOW] Load Types: Loads: Loads: DLMeehRoof: 20 psf Dead Load,D: 545 plf 0 plf LLPHRoof: 20 psf Seismic,FP: 0.30 *W[1.0E] Roof Live Load,Lr: 0 plf 0 plf LLTnnnelRoof: 20 psf Seismic: 24.03 psf[LOE] Base Snow Load,Sbaw: 0 plf 0 plf LLMechRoof: 20 psf Drifting Snow Load,Sdrift: 0 plf 0 plf SLbase: 25 psf Wind Load,W(+): 0 plf plf dri&� p SL 0 if Wind Load,W(-): 0 plf 282.4 plf WL(+): 16 psf[LOW] Horz.Earthquake Load,Eh: 0 plf 344.5 plf WL(-): -20 psf[LOW] Vert.Earthquake Load,E,:r8l.86 plf 0 plf Wall Opening Geometry: Lintel Spec to be used: ML4 Opening Height: 10 ft Structure to Structure Height: 25.33 ft Opening Lateral Trib.to Lintel: 5 ft Opening Width: 13.63 ft Parapet Height: 0 ft Lintel Depth: 3.333 ft Lintel Eff.Span: 13.63 ft Use Arching Action above Lintel: Yes Lateral Trib.Above Lintel: 6 ft Eff.Wall Height above Linte: 6.813 ft Total Lintel Lateral Trib.: 14.33 ft - - — — — - - - - — — — — — — — - - — F — — arapetHeight 1 Roof Structure CMU Wall Structure to Jamb Jamb Structure Height Zone Zone Opening Opening Height Structure Below Cd � L Opening Width Jamb Width 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F- 10 UE 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel B Induced Allowable Stress Design(ASD)Forces into CMULintel Load Combinations: Vertical Vertical Loads Horizontal Vertical Loads Loads: Mx Vy Loads: My Vx 1) D 545 plf 151.8 k-in 3.713 k 0 plf 0 k-in 0 k 2) D+L 545 plf 151.8 k-in 3.713 k 0 plf 0 k-in 0 k 3a) D+Lr 545 plf 151.8 k-in 3.713 k 0 plf 0 k-in 0 k 3b) D+S 545 plf 151.8 k-in 3.713 k 0 plf 0 k-in 0 k 4a) D+0.75L+0.75L, 545 plf 151.8 k-in 3.713 k 0 plf 0 k-in 0 k 4b) D+0.75L+0.75S 545 plf 151.8 k-in 3.713 k 0 plf 0 k-in 0 k S) D+0.6W 545 plf 151.8 k-in 3.713 k 169 plf 47.18 k-in 1.154 k 6a) D+0.75(0.6W)+0.75L+0.75L, 545 plf 151.8 k-in 3.713 k 127 plf 35.38 k-in 0.866 k 6b) D+0.75(0.6W)+0.75L+0.75S 545 plf 151.8 k-in 3.713 k 127 plf 35.38 k-in 0.866 k 7) 0.6D+0.6W 327 plf 91.06 k-in 2.228 k 169 plf 47.18 k-in 1.154 k 8a) D+0.7E,+0.7E 602 plf 167.7 k-in 4.103 k 241 plf 67.14 k-in 1.643 k 9a) D+0.525E,+0.525Eh+0.75L+0.75S 545 plf 151.8 k-in 3.713 k 181 plf 50.36 k-in 1.232 k IOa) 0.6D-0.7E,+0.7Eh 270 plf 75.1 k-in 1.837 k 241 plf 67.14 k-in 1.643 k CMU Lintel Geometry: General Material Specificiations: Width,b: 7.625 in Masonry Compressive Strength,fm: 2500 psi Overall Depth,h: 40 in Rein£Steel Yield Strength,fs: 60000 psi Vert.Eff.Depth,d: 37 in Em: 2250000 psi Lateral Eff.Depth,d: 5.25 in Es: 29000000 psi Geometry Check: 21.44 <32 OK n: 12.89 Geometry Check: 188.6 in> 164 in OK Modulus of Rupter,f,,: 160 psi CMU Lintel Design for Vertical Flexure Forces: CMU Lintel Design for Lateral Flexure Forces: Try: (2) #6 Bars Try: (2) #6 Bars A,: 0.88 in` As: 0.88 in` p: 0.00312 p: 0.00419 pn: 0.0402 pn: 0.0540 k: 0.246 k: 0.279 j: 0.918 j: 0.907 Fb: 1125 psi Fb: 1125 psi Fs: 60000 psi Fs: 60000 psi Flexure Sumary• Vert.Flexure Lateral Flexure Combined Unity Masonry Masonry Combined Masomy Combined fb: Unity fs Steel Unity fh: Unity fs Steel Unity unity Steel Unity 1) 128.7 psi 0.11 5078 psi 0.08 0 psi 0.00 0 psi 0.00 0.11 0.08 2) 128.7 psi 0.11 5078 psi 0.08 0 psi 0.00 0 psi 0.00 0.11 0.08 3a 128.7 psi 0.11 5078 psi 0.08 0 psi 0.00 0 psi 0.00 0.11 0.08 3b) 128.7 psi 0.11 5078 psi 0.08 0 psi 0.00 0 psi 0.00 0.11 0.08 4a) 128.7 psi 0.11 5078 psi 0.08 0 psi 0.00 0 psi 0.00 0.11 0.08 4b) 128.7 psi 0.11 5078 psi 0.08 0 psi 0.00 0 psi 0.00 0.11 0.08 5) 128.7 psi 0.11 5078 psi 0.08 338.1 psi 0.30 11259 psi 0.19 0.41 0.27 6a) 128.7 psi 0.11 5078 psi 0.08 253.6 psi 0.23 8444.1 psi 0.14 0.34 0.23 6b) 128.7 psi 0.11 5078 psi 0.08 253.6 psi 0.23 8444.1 psi 0.14 0.34 0.23 7) 77.2 psi 0.07 3047 psi 0.05 338.1 psi N 11259 psi 0.19 0.37 0.24 sa) 142.2 psi 0.13 5612 psi 0.09 481.2 psi 16024 psi 0.27 0.6 0.36 9a) 128.7 psi 0.11 5078 psi 0.08 360.9 psi 12018 psi 0.20 0.44 0.28 loa) 63.67 psi 0.06 2513 psi 0.04 481.2 psi 16024 psi 0.27 0.48 0.31 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F- 11 AU E 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel B CMU Lintel Deflection under Vertical Forces: CMU Lintel Deflection under Horizontal Forces: S: 2033 in S: 388 in Mer: 325333 lb-in Mir: 62017 lb-in Ir,: 40667 in" 1,,: 1478 in" Icr: 9680 in" Icr: 265 in" Ieff: 40667 in" I ff- 1221 in" Deflection Limit ATL: L/ 600 Deflection Limit ATL: L/ 600 Deflection Summary: Vert.Forces Horiz.Forces br Comb.ATL: L/ Icr Comb.ATL: L/ 1) 40667 0.00 in 35401 - 0.00 in - 2) 40667 0.00 in 35401 - 0.00 in - 3a 40667 0.00 in 35401 - 0.00 in - 3b) 40667 0.00 in 35401 - 0.00 in - 4a) 40667 0.00 in 35401 - 0.00 in - 4b) 40667 0.00 in 35401 - 0.00 in - 5) 40667 0.00 in 35401 1478 0.04 in 4138 6a) 40667 0.00 in 35401 1478 0.03 in 5518 6b) 40667 0.00 in 35401 1478 0.03 in 5518 7) 40667 0.00 in 59001 1478 0.04 in 4138 8a) 40667 0.01 in 32033 1221 0.07 in 2402 9a) 406671 0.00 in 35401 1478 0.04 in 3877 loa) 406671 0.00 in 171537, 1221 0.07 in 2402 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F- 12 AU E Address: 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel B Masonry Shear Stresses Summary: Vertical Loading Lateral Loading fv Fvm f, F� Total Induced Unity 1) 12.2 psi 55.3 psi 0 psi - psi 12.2 psi 0.22 2) 12.2 psi 55.3 psi 0 psi - psi 12.2 psi 0.22 3a 12.2 psi 55.3 psi 0 psi - psi 12.2 psi 0.22 3b) 12.2 psi 55.3 psi 0 psi - psi 12.2 psi 0.22 4a) 12.2 psi 55.3 psi 0 psi - psi 12.2 psi 0.22 4b) 12.2 psi 55.3 psi 0 psi - psi 12.2 psi 0.22 5) 12.2 psi 55.3 psi 3.78 psi 55.3 psi 16.0 psi 0.29 6a) 12.2 psi 55.3 psi 2.84 psi 55.3 psi 15.0 psi 0.27 6b) 12.2 psi 55.3 psi 2.84 psi 55.3 psi 15.0 psi 0.27 7) 7.3 psi 55.3 psi 3.78 psi 55.3 psi 11.1 psi 0.2 8a) 13.5 psi 55.3 psi 5.39 psi 55.3 psi 18.8 psi 0.34 9a) 12.2 psi 55.3 psi 4.04 psi 55.3 psi 16.2 psi 0.29 10a) 6.0 psi 55.3 psi 5.39 psi 55.3 psi 11.4 psi 0.21 Vert.Rein£Of Masonry Lintel: Try: #4 Vert.Bars Spacing: 8 in o.c. A,,: 0.3 in Min A,: 0.214 in OK Max Spacing: 20 in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F- 13 UE 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel B Column Design: 16 in Column Height: 10 ft Ae: 122 in Assumed Head Joint: 3/8 in rmin: 2.02 in Column Fixity: R: 0.88 in x-x Top: Pinned h,= 8 ft 7 5/8 in Bottom: Fixed Bearing Area: 7 5/8 x 16 General Material Specificiations: Masonry Compressive Strength,fm: 2500 psi Rein£Steel Yield Strength,fs: 60000 psi E.: 2250000 psi E5: 29000000 psi n: 12.89 Modulus of Rupter,fr: 160 psi Total Reinforcement (4) #5 Bars Vert. As,bar: 0.31 in` Bending Reinf.in X-X: (2) #5 Bars Vert. As: 0.61 in` d= 12.0 in Direction: Y-Y: (2) #5 Bars Vert. As: 0.61 in d= 6.1 in Jamb Loading: Axial: X-X Bending(in-plane): X-X Bending out-of-plane PDL: 15 k MDL: 23.92 k-in MWL: 0 k-in PLL,: 2.3 k MLL: 3.679 k-in MEQ: 0 k-in PSL: 2.87 k MSL: 4.598 k-in PwL+: 0.64 k MwL+; 1.025 k-in Pam: -0.8 k MwL_: -1.28 k-in Out of plane: WL+: 17.9 psf Y-Y Bending(in-plane): Y-Y Bending out-of-plane WL-: -19.7 psf MDL: 11.4 k-in Mµ,L: 26.0 k-in Seismic Fp: 0.30 MLL: 1.753 k-in MEQ: 4.8 k-in MSL: 2.191 k-in MwL+: 0.488 k-in MwL-: -0.61 k-in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F- 14 At! Address: 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel B Analysis Compression: Bending: X-X: Y-Y: Pmasonry: 76.2 k p: 0.003 p: 0.014 Psteel: 44 k pn: 0.042 pn: 0.178 k: 0.25 k: 0.45 j: 0.917 j: 0.85 2/jk: 8.726 2/jk: 5.225 fb: 825 psi fb: 825 psi Ma,masonry: 213 k-in Ma,masonry: 165 k-ft Ma,scee,: 162 k-in Ma,sceei: 77 k-in Combined Forces: P/P. M,./M r May Masonry Unity: 0.234 + 0.134 + 0.1657 = 0.534 OK Steel Unity: 0.405 + 0.176 + 0.3564 = 0.938 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F- 15 Address: 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel C Induced Loading: Wall Type: Structural Wall Penthouse Roof Tributary: 0 ft Sds: 0.86 z/h: 1.00 Block Thickenss: 8 in. Normal Weight CMU Tunnel Roof Tributary: 11 ft Ie: 1.00 Grout Spacing: Fully Grouted Cells Mech.Roof Tributary: 0 ft Vert.Seismic: 0.17 *W DLWaII. 80 psf Vert.Seismic: 13.76 psf[1.0 EVej Vertical Loads: Out-of-Plane Loading Induced Unfactored Forces into CMU Lintel DLPHroof: 15 psf WL'pressure: 17.9 psf[LOW] Vertical Out-of-Plane Tunnel Roof• DL 80 psf WLsuction•• -19.7 psf[LOW] Load Types: Loads: Loads: DLMeehRoof: 20 psf Dead Load,D: 1547 plf 0 plf LLPHRoof: 20 psf Seismic,Fp: 0.34 *W[1.0E] Roof Live Load,Lr: 220 plf 0 plf LLTnnnelRoof: 20 psf Seismic: 27.52 psf[LOE] Base Snow Load,Sbaw: 275 plf 0 plf LLMechRoof: 20 psf Drifting Snow Load,Sdrift: 31.26 plf 0 plf SLbase: 25 psf Wind Load,W(+): 176 plf plf SL 31.3 if Wind Load W_: -220 if 188.8 if dri&� p > O p p WL(+): 16 psf[LOW] Horz.Earthquake Load,Eh: 0 plf 263.7 plf WL(-): -20 psf[LOW] Vert.Earthquake Load,E,:r 266 plf 0 plf Wall Opening Geometry: j Lintel Spec to be used: ML4 Opening Height: 10 ft Structure to Structure Height: 15.83 ft Opening Lateral Trib.to Lintel: 5 ft Opening Width: 13.63 ft Parapet Height: 2.5 ft Lintel Depth: 3.333 ft Lintel Eff.Span: 13.63 ft Use Arching Action above Lintel: No Lateral Trib.Above Lintel: 1.25 ft Eff.Wall Height above Linte: 8.333 ft Total Lintel Lateral Trib.: 9.583 ft �arapet Height Roof Structure CMU Wall ♦ Structure to Jamb Structure Height Zone Opening Opening Height Structure Below Opening Width Jamb Width 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F- 16 UE 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel C Induced Allowable Stress Design(ASD)Forces into CMU Lintel Load Combinations: Vertical Vertical Loads Horizontal Vertical Loads Loads: Mx Vy Loads: My Vx 1) D 1547 plf 430.7 k-in 10.54 k 0 plf 0 k-in 0 k 2) D+L 1547 plf 430.7 k-in 10.54 k 0 plf 0 k-in 0 k 3a) D+Lr 1767 plf 491.9 k-in 12.04 k 0 plf 0 k-in 0 k 3b) D+S 1853 plf 516 k-in 12.62 k 0 plf 0 k-in 0 k 4a) D+0.75L+0.75L, 1712 plf 476.6 k-in 11.66 k 0 plf 0 k-in 0 k 4b) D+0.75L+0.75S 1753 plf 488.1 k-in 11.94 k 0 plf 0 k-in 0 k S) D+0.6W 1652 plf 460.1 k-in 11.26 k 113 plf 31.54 k-in 0.772 k 6a) D+0.75(0.6W)+0.75L+0.75L, 1791 plf 498.7 k-in 12.2 k 85 plf 23.66 k-in 0.579 k 6b) D+0.75(0.6W)+0.75L+0.75S 1832 plf 510.2 k-in 12.48 k 85 plf 23.66 k-in 0.579 k 7) 0.6D+0.6W 796 plf 221.7 k-in 5.423 k 113 plf 31.54 k-in 0.772 k 8a) D+0.7E,+0.7E 1733 plf 482.5 k-in 11.81 k 185 plf 51.41 k-in 1.258 k 9a) D+0.525E,+0.525Eh+0.75L+0.75S 1753 plf 488.1 k-in 11.94 k 138 plf 38.56 k-in 0.943 k l0q) 0.6D-0.7E,+0.7Eh 742 plf 206.6 k-in 5.053 k 185 plf 51.41 k-in 1.258 k CMU Lintel Geometry: General Material Specificiations: Width,b: 7.625 in Masonry Compressive Strength,fm: 2500 psi Overall Depth,h: 40 in Rein£Steel Yield Strength,fs: 60000 psi Vert.Eff.Depth,d: 37 in Em: 2250000 psi Lateral Eff.Depth,d: 5.25 in Es: 29000000 psi Geometry Check: 21.44 <32 OK n: 12.89 Geometry Check: 188.6 in> 164 in OK Modulus of Rupter,f,,: 160 psi CMU Lintel Design for Vertical Flexure Forces: CMU Lintel Design for Lateral Flexure Forces: Try: (2) #6 Bars Try: (2) #6 Bars A,: 0.88 in` As: 0.88 in` p: 0.00312 p: 0.00419 pn: 0.0402 pn: 0.0540 k: 0.246 k: 0.279 j: 0.918 j: 0.907 Fb: 1125 psi Fb: 1125 psi Fs: 60000 psi Fs: 60000 psi Flexure Sumary• Vert.Flexure Lateral Flexure Combined Unity Masonry Masonry Combined Masomy Combined fb: Unity fs Steel Unity fh: Unity fs Steel Unity Unity Steel Unity >> 365.1 psi 0.32 14410 psi 0.24 0 psi 0.00 0 psi 0.00 0.32 0.24 2) 365.1 psi 0.32 14410 psi 0.24 0 psi 0.00 0 psi 0.00 0.32 0.24 3a 417.1 psi 0.37 16460 psi 0.27 0 psi 0.00 0 psi 0.00 0.37 0.27 3b) 437.4 psi 0.39 17263 psi 0.29 0 psi 0.00 0 psi 0.00 0.39 0.29 4a) 404.1 psi 0.36 15947 psi 0.27 0 psi 0.00 0 psi 0.00 0.36 0.27 4b) 413.8 psi 0.37 16332 psi 0.27 0 psi 0.00 0 psi 0.00 0.37 0.27 5) 390.1 psi 0.35 15394 psi 0.26 226.1 psi 0.20 7528 psi 0.13 0.55 0.38 6a) 422.8 psi 0.38 16685 psi 0.28 169.6 psi 0.15 5646 psi 0.09 0.53 0.37 6b) 432.5 psi 0.38 17069 psi 0.28 169.6 psi 0.15 5646 psi 0.09 0.54 0.38 7) 187.9 psi 0.17 7416 psi 0.12 226.1 psi 0.20 7528 psi 0.13 0.37 0.25 sa) 409.1 psi 0.36 16145 psi 0.27 368.5 psi 0.33 12268 psi 0.20 0.69 0.47 9a) 413.8 psi 0.37 16332 psi 0.27 276.3 psi 0.25 9201 psi 0.15 0.61 0.43:j loa) 175.1 psi 0.16 6911 psi 0.12 368.5 psi 0.33 12268 psi 0.20 0.48 0.32 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F- 17 AU E 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel C CMU Lintel Deflection under Vertical Forces: CMU Lintel Deflection under Horizontal Forces: S: 2033 in S: 388 in Mer: 325333 lb-in Mir: 62017 lb-in Ir,: 40667 in" 1,,: 1478 in" Icr: 9680 in" Icr: 265 in" Ieff: 40667 in" I ff- 1478 in" Deflection Limit ATL: L/ 600 Deflection Limit ATL: L/ 600 Deflection Summary: Vert.Forces Horiz.Forces br Comb.ATL: L/ Icr Comb.ATL: L/ 1) 23036 0.02 in 7066 - 0.00 in - 2) 23036 0.02 in 7066 - 0.00 in - 3a 18642 0.03 in 5006 - 0.00 in - 3b) 17448 0.04 in 4467 - 0.00 in - 4a) 19534 0.03 in 5414 - 0.00 in - 4b) 18854 0.03 in 5103 - 0.00 in - 5) 20635 0.03 in 5925 1478 0.03 in 6189 6a) 18283 0.03 in 4844 1478 0.02 in 8252 6b) 17715 0.04 in 4587 1478 0.02 in 8252 7) 40667 0.01 in 24238 1478 0.03 in 6189 8a) 19176 0.03 in 5250 1478 0.04 in 3798 9a) 188541 0.03 in 5103 1478 0.03 in 5063 loa) 406671 0.01 in 126010, 1478 0.04 in 3798 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F- 18 UE 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel C Masonry Shear Stresses Summary: Vertical Loading Lateral Loading fv Fvm f, F� Total Induced Unity 1) 34.5 psi 55.3 psi 0 psi - psi 34.5 psi 0.62 2) 34.5 psi 55.3 psi 0 psi - psi 34.5 psi 0.62 3a 39.5 psi 55.3 psi 0 psi - psi 39.5 psi 0.71 3b) 41.4 psi 55.3 psi 0 psi - psi 41.4 psi 0.75 4a) 38.2 psi 55.3 psi 0 psi - psi 38.2 psi 0.69 4b) 39.2 psi 55.3 psi 0 psi - psi 39.2 psi 0.71 5) 36.9 psi 55.3 psi 2.53 psi 55.3 psi 39.4 psi 0.71 6a) 40.0 psi 55.3 psi 1.9 psi 55.3 psi 41.9 psi 0.76 6b) 40.9 psi 55.3 psi 1.9 psi 55.3 psi 42.8 psi 0.77 7) 17.8 psi 55.3 psi 2.53 psi 55.3 psi 20.3 psi 0.37 8a) 38.7 psi 55.3 psi 4.12 psi 55.3 psi 42.8 psi 0.77 9a) 39.2 psi 55.3 psi 3.09 psi 55.3 psi 42.2 psi 0.76 1Oa) 16.6 psi 55.3 psi 4.12 psi 55.3 psi 20.7 psi 0.37 Vert.Rein£Of Masonry Lintel: Try: #4 Vert.Bars Spacing: 8 in o.c. A,,: 0.3 in Min A,: 0.214 in OK Max Spacing: 20 in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F- 19 UE 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel C Column Design: 16 in Column Height: 10 ft Ae: 122 in Assumed Head Joint: 3/8 in rmin: 2.02 in Column Fixity: R: 0.88 in x-x Top: Pinned h,= 8 ft 7 5/8 in Bottom: Fixed Bearing Area: 7 5/8 x 16 General Material Specificiations: Masonry Compressive Strength,fm: 2500 psi Rein£Steel Yield Strength,fs: 60000 psi E.: 2250000 psi E5: 29000000 psi n: 12.89 Modulus of Rupter,fr: 160 psi Total Reinforcement (4) #5 Bars Vert. As,bar: 0.31 in` Bending Reinf.in X-X: (2) #5 Bars Vert. As: 0.61 in` d= 12.0 in Direction: Y-Y: (2) #5 Bars Vert. As: 0.61 in d= 6.1 in Jamb Loading: Axial: X-X Bending(in-plane): X-X Bending out-of-plane PDL: 10.5 k MDL: 16.86 k-in MWL: 0 k-in PLL,: 1.5 k MLL: 2.398 k-in MEQ: 0 k-in PSL: 1.87 k MSL: 2.998 k-in PWL+: 1.2 k MwL+; 1.918 k-in Pam: -1.5 k MwL_: -2.4 k-in Out of plane: WL+: 17.9 psf Y-Y Bending(in-plane): Y-Y Bending out-of-plane WL-: -19.7 psf MDL: 8.034 k-in Mµ,L: 26.0 k-in Seismic Fp: 0.34 MLL: 1.143 k-in MEQ: 5.5 k-in MSL: 1.428 k-in MwL+: 0.914 k-in MwL-: -1.14 k-in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-20 U Address: 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel C Analysis Compression: Bending: X-X: Y-Y: Pmasonry: 76.2 k p: 0.003 p: 0.014 Psteel: 44 k pn: 0.042 pn: 0.178 k: 0.25 k: 0.45 j: 0.917 j: 0.85 2/jk: 8.726 2/jk: 5.225 fb: 825 psi fb: 825 psi Ma,masonry: 213 k-in Ma,masonry: 165 k-ft Ma,steel: 162 k-in Ma,stee,: 77 k-in Combined Forces: P/P. M,./M r May Masonry Unity: 0.164 + 0.094 + 0.147 = 0.405 OK Steel Unity: 0.284 + 0.123 + 0.316 = 0.723 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-21 Address: 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel D Induced Loading: Wall Type: Structural Wall Penthouse Roof Tributary: 0 ft Sds: 0.86 z/h: 1.00 Block Thickenss: 8 in. Normal Weight CMU Tunnel Roof Tributary: 11 ft Ie: 1.00 Grout Spacing: Fully Grouted Cells Mech.Roof Tributary: 0 ft Vert.Seismic: 0.17 *W DLWaII. 80 psf Vert.Seismic: 13.76 psf[1.0 EVej Vertical Loads: Out-of-Plane Loading Induced Unfactored Forces into CMU Lintel DLPHroof: 15 psf WL'pressure: 17.9 psf[LOW] Vertical Out-of-Plane Tunnel Roof• DL 80 psf WLsuction•• -19.7 psf[LOW] Load Types: Loads: Loads: DLMeehRoof: 20 psf Dead Load,D: 1413 plf 0 plf LLPHRoof: 20 psf Seismic,FP: 0.34 *W[1.0E] Roof Live Load,Lr: 220 plf 0 plf LLTnnnelRoof: 20 psf Seismic: 27.52 psf[LOE] Base Snow Load,Sbaw: 275 plf 0 plf LLMechRoof: 20 psf Drifting Snow Load,Sdrift: 31.26 plf 0 plf SLbase: 25 psf Wind Load,W(+): 176 plf plf SL 31.3 if Wind Load W_: -220 if 188.8 if dri&� p > O p p WL(+): 16 psf[LOW] Horz.Earthquake Load,Eh: 0 plf 263.7 plf WL(-): -20 psf[LOW] Vert.Earthquake Load,E,:r243.1 plf 0 plf Wall Opening Geometry: Lintel Spec to be used: ML4 Opening Height: 11.67 ft Structure to Structure Height: 15.83 ft Opening Lateral Trib.to Lintel: 5.833 ft Opening Width: 14 ft Parapet Height: 2.5 ft Lintel Depth: 3.333 ft Lintel Eff.Span: 14 ft Use Arching Action above Lintel: No Lateral Trib.Above Lintel: 0.417 ft Eff.Wall Height above Linte: 6.667 ft Total Lintel Lateral Trib.: 9.583 ft �arapet Height Roof Structure U W CMall ♦ Structure to Jamb Structure Height Zone Opening Opening Height Structure Below Opening Width Jamb Width 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-22 AU E Address: 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel D Induced Allowable Stress Design(ASD)Forces into CMU Lintel Load Combinations: Vertical Vertical Loads Horizontal Vertical Loads Loads: Mx Vy Loads: My Vx 1) D 1413 plf 415.5 k-in 9.893 k 0 plf 0 k-in 0 k 2) D+L 1413 plf 415.5 k-in 9.893 k 0 plf 0 k-in 0 k 3a) D+Lr 1633 plf 480.2 k-in 11.43 k 0 plf 0 k-in 0 k 3b) D+S 1720 plf 505.6 k-in 12.04 k 0 plf 0 k-in 0 k 4a) D+0.75L+0.75L, 1578 plf 464 k-in 11.05 k 0 plf 0 k-in 0 k 4b) D+0.75L+0.75S 1620 plf 476.2 k-in 11.34 k 0 plf 0 k-in 0 k 5) D+0.6W 1519 plf 446.6 k-in 10.63 k 113 plf 33.3 k-in 0.793 k 6a) D+0.75(0.6W)+0.75L+0.75L, 1658 plf 487.3 k-in 11.6 k 85 plf 24.98 k-in 0.595 k 6b) D+0.75(0.6W)+0.75L+0.75S 1699 plf 499.4 k-in 11.89 k 85 plf 24.98 k-in 0.595 k 7) 0.6D+0.6W 716 plf 210.5 k-in 5.012 k 113 plf 33.3 k-in 0.793 k 8a) D+0.7Ev+0.7E 1583 plf 465.5 k-in 11.08 k 185 plf 54.28 k-in 1.292 k 9a) D+0.525Ev+0.525E,+0.75L+0.75S 1620 plf 476.2 k-in 11.34 k 138 plf 40.71 k-in 0.969 k IOa) 0.6D-0.7E+0.7Eh 678 plf 199.3 k-in 4.745 k 185 plf 54.28 k-in 1.292 k CMU Lintel Geometry: General Material Specificiations: Width,b: 7.625 in Masonry Compressive Strength,fm: 2500 psi Overall Depth,h: 40 in Rein£Steel Yield Strength,fs: 60000 psi Vert.Eff.Depth,d: 37 in Em: 2250000 psi Lateral Eff.Depth,d: 5.25 in Es: 29000000 psi Geometry Check: 22.03 <32 OK n: 12.89 Geometry Check: 188.6 in> 168 in OK Modulus of Rupter,f,,: 160 psi CMU Lintel Design for Vertical Flexure Forces: CMU Lintel Design for Lateral Flexure Forces: Try: (2) #6 Bars Try: (2) #6 Bars A,: 0.88 in` As: 0.88 in` p: 0.00312 p: 0.00419 pn: 0.0402 pn: 0.0540 k: 0.246 k: 0.279 j: 0.918 j: 0.907 Fb: 1125 psi Fb: 1125 psi Fs: 60000 psi Fs: 60000 psi Flexure Sumary• Vert.Flexure Lateral Flexure Combined Unity Masonry Masonry Combined Masomy Combined fb: Unity fs Steel Unity fh: Unity fs Steel Unity Unity Steel Unity >> 352.3 psi 0.31 13903 psi 0.23 0 psi 0.00 0 psi 0.00 0.31 0.23 2) 352.3 psi 0.31 13903 psi 0.23 0 psi 0.00 0 psi 0.00 0.31 0.23 3a 407.1 psi 0.36 16067 psi 0.27 0 psi 0.00 0 psi 0.00 0.36 0.27 3b) 428.6 psi 0.38 16915 psi 0.28 0 psi 0.00 0 psi 0.00 0.38 0.28 4a) 393.4 psi 0.35 15526 psi 0.26 0 psi 0.00 0 psi 0.00 0.35 0.26 4b) 403.7 psi 0.36 15931 psi 0.27 0 psi 0.00 0 psi 0.00 0.36 0.27 5) 378.6 psi 0.34 14941 psi 0.25 238.7 psi 0.21 7948 psi 0.13 0.55 0.38 6a) 413.2 psi 0.37 16305 psi 0.27 179 psi 0.16 5961 psi 0.10 0.53 0.37 6b) 423.4 psi 0.38 16710 psi 0.28 179 psi 0.16 5961 psi 0.10 0.54 0.38 7) 178.5 psi 0.16 7043 psi 0.12 238.7 psi 0.21 7948 psi 0.13 0.37 0.25 sa) 394.7 psi 0.35 15576 psi 0.26 389 psi 0.35 12953 psi 0.22 0.70 0.48 9a) 403.7 psi 0.36 15931 psi 0.27 291.8 psi 0.26 9715 psi 0.16 0.62 0.43 loa) 169 psi 0.15 6668 psi 0.11 389 psi 0.35 12953 psi 0.22 0.50 0.33 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-23 AU E 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel D CMU Lintel Deflection under Vertical Forces: CMU Lintel Deflection under Horizontal Forces: S: 2033 in S: 388 in Mer: 325333 lb-in Mir: 62017 lb-in Ir,: 40667 in" 1,,: 1478 in" Icr: 9680 in" Icr: 265 in" Ieff: 40667 in" I ff- 1478 in" Deflection Limit ATL: L/ 600 Deflection Limit ATL: L/ 600 Deflection Summary: Vert.Forces Horiz.Forces br Comb.ATL: L/ Icr Comb.ATL: L/ 1) 24552 0.02 in 7597 - 0.00 in - 2) 24552 0.02 in 7597 - 0.00 in - 3a 19316 0.03 in 5172 - 0.00 in - 3b) 17937 0.04 in 4562 - 0.00 in - 4a) 20359 0.03 in 5641 - 0.00 in - 4b) 19563 0.03 in 5282 - 0.00 in - 5) 21661 0.03 in 6236 1478 0.03 in 5705 6a) 18900 0.03 in 4986 1478 0.02 in 7607 6b) 18244 0.04 in 4697 1478 0.02 in 7607 7) 40667 0.01 in 24838 1478 0.03 in 5705 8a) 20254 0.03 in 5594 1478 0.05 in 3501 9a) 195631 0.03 in 5282 1478 0.04 in 4667 loa) 406671 0.01 in 126237, 1478 0.05 in 3501 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-24 UE 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel D Masonry Shear Stresses Summary: Vertical Loading Lateral Loading fv Fvm f, F� Total Induced Unity 1) 32.4 psi 54.1 psi 0 psi - psi 32.4 psi 0.6 2) 32.4 psi 54.1 psi 0 psi - psi 32.4 psi 0.6 3a 37.5 psi 54.1 psi 0 psi - psi 37.5 psi 0.69 3b) 39.5 psi 54.1 psi 0 psi - psi 39.5 psi 0.73 4a) 36.2 psi 54.1 psi 0 psi - psi 36.2 psi 0.67 4b) 37.2 psi 54.1 psi 0 psi - psi 37.2 psi 0.69 5) 34.9 psi 54.1 psi 2.6 psi 54.1 psi 37.5 psi 0.69 6a) 38.0 psi 54.1 psi 1.95 psi 54.1 psi 40.0 psi 0.74 6b) 39.0 psi 54.1 psi 1.95 psi 54.1 psi 40.9 psi 0.76 7) 16.4 psi 54.1 psi 2.6 psi 54.1 psi 19.0 psi 0.35 8a) 36.3 psi 54.1 psi 4.24 psi 54.1 psi 40.6 psi 0.75 9a) 37.2 psi 54.1 psi 3.18 psi 54.1 psi 40.3 psi 0.75 1Oa) 15.6 psi 54.1 psi 4.24 psi 54.1 psi 19.8 psi EO.37 Vert.Rein£Of Masonry Lintel: Try: #4 Vert.Bars Spacing: 8 in o.c. A,,: 0.3 in Min A,: 0.214 in OK Max Spacing: 20 in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-25 UE 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel D Column Design: 16 in Column Height: 11.67 ft Ae: 122 inz Assumed Head Joint: 3/8 in rmin: 2.02 in Column Fixity: R: 0.84 in Top: Pinned h'= 9.33 ft 7 5/8 in Bottom: Fixed I IF Bearing Area: 7 5/8 x 16 General Material Specificiations: Masonry Compressive Strength,fm: 2500 psi Rein£Steel Yield Strength,fs: 60000 psi E.: 2250000 psi E5: 29000000 psi n: 12.89 Modulus of Rupter,fr: 160 psi Total Reinforcement (4) #5 Bars Vert. As,bar: 0.31 in` Bending Reinf.in X-X: (2) #5 Bars Vert. As: 0.61 in` d= 12.0 in Direction: Y-Y: (2) #5 Bars Vert. As: 0.61 in d= 6.1 in Jamb Loading: Axial: X-X Bending(in-plane): X-X Bending out-of-plane PDL: 9.89 k MDL: 15.83 k-in MWL: 0 k-in PLL,: 1.54 k MLL: 2.464 k-in MEQ: 0 k-in PSL: 1.93 k MSL: 3.08 k-in PwL+: 1.23 k MwL+; 1.971 k-in Pam: -1.54 k MwL_: -2.46 k-in Out of plane: WL+: 17.9 psf Y-Y Bending(in-plane): Y-Y Bending out-of-plane WL-: -19.7 psf MDL: 7.544 k-in Mµ,L: 36.2 k-in Seismic Fp: 0.34 MLL: 1.174 k-in MEQ: 7.5 k-in MSL: 1.468 k-in MwL+: 0.939 k-in MwL-: -1.17 k-in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-26 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel D Analysis Compression: Bending: X-X: Y-Y: Pmasonry: 76.2 k p: 0.003 p: 0.014 P,,,,: 43.1 k pn: 0.042 pn: 0.178 k: 0.25 k: 0.45 j: 0.917 j: 0.85 2/jk: 8.726 2/jk: 5.225 fb: 825 psi fb: 825 psi Ma,masonry: 213 k-in Ma,masonry: 165 k-ft Ma,,,,,: 162 k-in Ma,stea,: 77 k-in Combined Forces: P/P. M,./M r May Masonry Unity: 0.156 + 0.089 + 0.181 = 0.426 OK Steel Unity: 0.276 + 0.117 + 0.389 = 0.782 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-27 Address: 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel E Induced Loading: Wall Type: Structural Wall Penthouse Roof Tributary: 0 ft Sds: 0.86 z/h: 1.00 Block Thickenss: 8 in. Normal Weight CMU Tunnel Roof Tributary: 0 ft Ie: 1.00 Grout Spacing: Fully Grouted Cells Mech.Roof Tributary: 0 ft Vert.Seismic: 0.17 *W DLWaII. 80 psf Vert.Seismic: 13.76 psf[1.0 EVej Vertical Loads: Out-of-Plane Loading Induced Unfactored Forces into CMU Lintel DLPHroof: 15 psf WL'pressure: 17.9 psf[LOW] Vertical Out-of-Plane Tunnel Roof• DL 80 psf WLsuction•• -19.7 psf[LOW] Load Types: Loads: Loads: DLMeehRoof: 20 psf Dead Load,D: 533.3 plf 0 plf LLPHRoof: 20 psf Seismic,FP: 0.34 *W[1.0E] Roof Live Load,Lr: 0 plf 0 plf LLTnnnelRoof: 20 psf Seismic: 27.52 psf[LOE] Base Snow Load,Sbaw: 0 plf 0 plf LLMechRoof: 20 psf Drifting Snow Load,Sdrift: 0 plf 0 plf SLbase: 25 psf Wind Load,W(+): 0 plf plf dri&� p SL 0 if Wind Load,W(-): 0 plf 182.2 plf WL(+): 16 psf[LOW] Horz.Earthquake Load,Eh: 0 plf 254.6 plf WL(-): -20 psf[LOW] Vert.Earthquake Load,E,:r9l.73 plf 0 plf Wall Opening Geometry: Lintel Spec to be used: ML3 Opening Height: 11.67 ft Structure to Structure Height: 15.83 ft Opening Lateral Trib.to Lintel: 5.833 ft Opening Width: 14 ft Parapet Height: 2.5 ft Lintel Depth: 2.667 ft Lintel Eff.Span: 14 ft Use Arching Action above Lintel: No Lateral Trib.Above Lintel: 0.75 ft Eff.Wall Height above Linte: 6.667 ft Total Lintel Lateral Trib.: 9.25 ft �arapet Height Roof Structure U W CMall ♦ Structure to Jamb Structure Height Zone Opening Opening Height Structure Below Opening Width Jamb Width 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-28 AU E Address: 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel E Induced Allowable Stress Design(ASD)Forces into CMU Lintel Load Combinations: Vertical Vertical Loads Horizontal Vertical Loads Loads: Mx Vy Loads: My Vx 1) D 533 plf 156.8 k-in 3.733 k 0 plf 0 k-in 0 k 2) D+L 533 plf 156.8 k-in 3.733 k 0 plf 0 k-in 0 k 3a) D+Lr 533 plf 156.8 k-in 3.733 k 0 plf 0 k-in 0 k 3b) D+S 533 plf 156.8 k-in 3.733 k 0 plf 0 k-in 0 k 4a) D+0.75L+0.75L, 533 plf 156.8 k-in 3.733 k 0 plf 0 k-in 0 k 4b) D+0.75L+0.75S 533 plf 156.8 k-in 3.733 k 0 plf 0 k-in 0 k S) D+0.6W 533 plf 156.8 k-in 3.733 k 109 plf 32.14 k-in 0.765 k 6a) D+0.75(0.6W)+0.75L+0.75L, 533 plf 156.8 k-in 3.733 k 82 plf 24.11 k-in 0.574 k 6b) D+0.75(0.6W)+0.75L+0.75S 533 plf 156.8 k-in 3.733 k 82 plf 24.11 k-in 0.574 k 7) 0.6D+0.6W 320 plf 94.08 k-in 2.24 k 109 plf 32.14 k-in 0.765 k 8a) D+0.7E,+0.7E 598 plf 175.7 k-in 4.183 k 178 plf 52.39 k-in 1.247 k 9a) D+0.525E,+0.525Eh+0.75L+0.75S 533 plf 156.8 k-in 3.733 k 134 plf 39.29 k-in 0.936 k IOa) 0.6D-0.7E,+0.7Eh 256 plf 75.2 k-in 1.791 k 178 plf 52.39 k-in 1.247 k CMU Lintel Geometry: General Material Specificiations: Width,b: 7.625 in Masonry Compressive Strength,fm: 2500 psi Overall Depth,h: 32 in Rein£Steel Yield Strength,fs: 60000 psi Vert.Eff.Depth,d: 29 in Em: 2250000 psi Lateral Eff.Depth,d: 5.25 in Es: 29000000 psi Geometry Check: 22.03 <32 OK n: 12.89 Geometry Check: 240.6 in> 168 in OK Modulus of Rupter,f,,: 160 psi CMU Lintel Design for Vertical Flexure Forces: CMU Lintel Design for Lateral Flexure Forces: Try: (2) #5 Bars Try: (2) #5 Bars A,: 0.62 in` As: 0.62 in` p: 0.00280 p: 0.00369 pn: 0.0361 pn: 0.0476 k: 0.235 k: 0.265 j: 0.922 j: 0.912 Fb: 1125 psi Fb: 1125 psi Fs: 60000 psi Fs: 60000 psi Flexure Sumary• Vert.Flexure Lateral Flexure Combined Unity Masonry Masonry Combined Masomy Combined fb: Unity fs Steel Unity fh: Unity fs Steel Unity Unity Steel Unity 1) 225.7 psi 0.20 9462 psi 0.16 0 psi 0.00 0 psi 0.00 0.20 0.16 2) 225.7 psi 0.20 9462 psi 0.16 0 psi 0.00 0 psi 0.00 0.20 0.16 3a 225.7 psi 0.20 9462 psi 0.16 0 psi 0.00 0 psi 0.00 0.20 0.16 3b) 225.7 psi 0.20 9462 psi 0.16 0 psi 0.00 0 psi 0.00 0.20 0.16 4a) 225.7 psi 0.20 9462 psi 0.16 0 psi 0.00 0 psi 0.00 0.20 0.16 4b) 225.7 psi 0.20 9462 psi 0.16 0 psi 0.00 0 psi 0.00 0.20 0.16 5) 225.7 psi 0.20 9462 psi 0.16 302.2 psi 0.27 10830 psi 0.18 0.47 0.34 6a) 225.7 psi 0.20 9462 psi 0.16 226.7 psi 0.20 8123 psi 0.14 0.40 0.29 6b) 225.7 psi 0.20 9462 psi 0.16 226.7 psi 0.20 8123 psi 0.14 0.40 0.29 7) 135.4 psi 0.12 5677 psi 0.09 302.2 psi 0.27 10830 psi 0.18 0.39 0.28 sa) 252.9 psi 0.22 10602 psi 0.18 492.5 psi 0.44 17651 psi 0.29 0.66 0.47 9a) 225.7 psi 0.20 9462 psi 0.16 369.4 psi 0.33 13238 psi 0.22 0.53 0.38 loa) 108.2 psi 0.10 4538 psi 0.08 492.5 psi 0.44 17651 psi 0.29 0.53 0.37 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-29 AU E 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel E CMU Lintel Deflection under Vertical Forces: CMU Lintel Deflection under Horizontal Forces: S: 1301 in S: 310 in Mer: 208213 lb-in Mir: 49613 lb-in Ir,: 20821 in' 1,,: 1182 in" Icr: 4434 in" Icr: 197 in' Ieff: 20821 in" I ff- 1034 in" Deflection Limit ATL: L/ 600 Deflection Limit ATL: L/ 600 Deflection Summary: Vert.Forces Horiz.Forces br Comb.ATL: L/ Icr Comb.ATL: L/ 1) 20821 0.01 in 17073 - 0.00 in - 2) 20821 0.01 in 17073 - 0.00 in 3a 20821 0.01 in 17073 - 0.00 in - 3b) 20821 0.01 in 17073 - 0.00 in - 4a) 20821 0.01 in 17073 - 0.00 in - 4b) 20821 0.01 in 17073 - 0.00 in - 5) 20821 0.01 in 17073 1182 0.04 in 4729 6a) 20821 0.01 in 17073 1182 0.03 in 6305 6b) 20821 0.01 in 17073 1182 0.03 in 6305 7) 20821 0.01 in 28455 1182 0.04 in 4729 8a) 20821 0.01 in 15238 1034 0.07 in 2537 9a) 208211 0.01 in 17073 1182 0.04 in 3868 loa) 208211 0.00 in 135598, 1034 0.07 in 2537 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-30 UE 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel E Masonry Shear Stresses Summary: Vertical Loading Lateral Loading fv Fvm f, F� Total Induced Unity 1) 15.3 psi 42.6 psi 0 psi - psi 15.3 psi 0.36 2) 15.3 psi 42.6 psi 0 psi - psi 15.3 psi 0.36 3a 15.3 psi 42.6 psi 0 psi - psi 15.3 psi 0.36 3b) 15.3 psi 42.6 psi 0 psi - psi 15.3 psi 0.36 4a) 15.3 psi 42.6 psi 0 psi - psi 15.3 psi 0.36 4b) 15.3 psi 42.6 psi 0 psi - psi 15.3 psi 0.36 5) 15.3 psi 42.6 psi 3.14 psi 42.6 psi 18.4 psi 0.43 6a) 15.3 psi 42.6 psi 2.35 psi 42.6 psi 17.7 psi 0.41 6b) 15.3 psi 42.6 psi 2.35 psi 42.6 psi 17.7 psi 0.41 7) 9.2 psi 42.6 psi 3.14 psi 42.6 psi 12.3 psi 0.29 8a) 17.1 psi 42.6 psi 5.11 psi 42.6 psi 22.3 psi 0.52 9a) 15.3 psi 42.6 psi 3.83 psi 42.6 psi 19.1 psi 0.45 IOa) 7.3 psi 42.6 psi 5.11 psi 42.6 psi 12.5 psi 0.29 Vert.Rein£Of Masonry Lintel: Try: #4 Vert.Bars Spacing: 12 in o.c. A,,: 0.2 in Min A,: 0.171 in OK Max Spacing: 16 in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-31 UE 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel E Column Design: 16 in Column Height: 11.67 ft Ae: 122 in Assumed Head Joint: 3/8 in rmin: 2.02 in Column Fixity: R: 0.84 in Top: Pinned h'= 9.33 ft 7 5/8 in x-x Bottom: Fixed Y-Y Bearing Area: 7 5/8 x 16 General Material Specificiations: Masonry Compressive Strength,fm: 2500 psi Rein£Steel Yield Strength,fs: 60000 psi E.: 2250000 psi E5: 29000000 psi n: 12.89 Modulus of Rupter,fr: 160 psi Total Reinforcement (4) #5 Bars Vert. As,bar: 0.31 in` Bending Reinf.in X-X: (2) #5 Bars Vert. As: 0.61 in` d= 12.0 in Direction: Y-Y: (2) #5 Bars Vert. As: 0.61 in d= 6.1 in Jamb Loading: Axial: X-X Bending(in-plane): X-X Bending out-of-plane PDL: 3.73 k MDL: 5.973 k-in MWL: 0 k-in PLL,: 0 k MLL: 0 k-in MEQ: 0 k-in PSL: 0 k MSL: 0 k-in PWL+: 0 k MWL+: 0 k-in PWL-: 0 k MWL_: 0 k-in Out of plane: WL+: 17.9 psf Y-Y Bending(in-plane): Y-Y Bending out-of-plane WL-: -19.7 psf MDL: 2.847 k-in Mµ,L: 36.2 k-in Seismic Fp: 0.34 MLL: 0 k-in MEQ: 7.5 k-in MSL: 0 k-in MWL+: 0 k-in MWL-: 0 k-in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-32 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel E Analysis Compression: Bending: X-X: Y-Y: Pmasonry: 76.2 k p: 0.003 p: 0.014 P,,,,: 43.1 k pn: 0.042 pn: 0.178 k: 0.25 k: 0.45 j: 0.917 j: 0.85 2/jk: 8.726 2/jk: 5.225 fb: 825 psi fb: 825 psi Ma,masonry: 213 k-in Ma,masonry: 165 k-ft Ma,,,,,: 162 k-in Ma,stea,: 77 k-in Combined Forces: P/P. M,./M r May Masonry Unity: 0.049 + 0.028 + 0.149 = 0.226 OK Steel Unity: 0.087 + 0.037 + 0.32 = 0.444 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-33 Address: 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel F Induced Loading: Wall Type: Structural Wall Penthouse Roof Tributary: 0 ft Sds: 0.86 z/h: 1.00 Block Thickenss: 8 in. Normal Weight CMU Tunnel Roof Tributary: 11 ft Ie: 1.00 Grout Spacing: Fully Grouted Cells Mech.Roof Tributary: 5.33 ft Vert.Seismic: 0.17 *W DLWaII. 80 psf Vert.Seismic: 13.76 psf[1.0 EVej Vertical Loads: Out-of-Plane Loading Induced Unfactored Forces into CMU Lintel DLPHroof: 15 psf WL'pressure: 17.9 psf[LOW] Vertical Out-of-Plane Tunnel Roof• DL 80 psf WLsuction•• -19.7 psf[LOW] Load Types: Loads: Loads: DLMeehRoof: 20 psf Dead Load,D: 1653 plf 0 plf LLPHRoof: 20 psf Seismic,FP: 0.34 *W[1.0E] Roof Live Load,Lr: 326.7 plf 0 plf LLTnnnelRoof: 20 psf Seismic: 27.52 psf[LOE] Base Snow Load,Sbaw: 408.3 plf 0 plf LLMechRoof: 20 psf Drifting Snow Load,Sdrift: 108.8 plf 0 plf SLbase: 25 psf Wind Load,W(+): 261.3 plf plf SL 109 if Wind Load W_: -327 if 177.3 if dri&� p > O p p WL(+): 16 psf[LOW] Horz.Earthquake Load,Eh: 0 plf 247.7 plf WL(-): -20 psf[LOW] Vert.Earthquake Load,E,:r284.4 plf 0 plf Wall Opening Geometry: Lintel Spec to be used: ML3 Opening Height: 10 ft Structure to Structure Height: 15.33 ft Opening Lateral Trib.to Lintel: 5 ft Opening Width: 10.75 ft Parapet Height: 3 ft Lintel Depth: 2.667 ft Lintel Eff.Span: 10.75 ft Use Arching Action above Lintel: No Lateral Trib.Above Lintel: 1.333 ft Eff.Wall Height above Linte: 8.333 ft Total Lintel Lateral Trib.: 9 ft �arapet Height Roof Structure U W CMall ♦ Structure to Jamb Structure Height Zone Opening Opening Height Structure Below Opening Width Jamb Width 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-34 UE 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel F Induced Allowable Stress Design(ASD)Forces into CMU Lintel Load Combinations: Vertical Vertical Loads Horizontal Vertical Loads Loads: Mx Vy Loads: My Vx 1) D 1653 plf 286.6 k-in 8.887 k 0 plf 0 k-in 0 k 2) D+L 1653 plf 286.6 k-in 8.887 k 0 plf 0 k-in 0 k 3a) D+Lr 1980 plf 343.2 k-in 10.64 k 0 plf 0 k-in 0 k 3b) D+S 2170 plf 376.2 k-in 11.67 k 0 plf 0 k-in 0 k 4a) D+0.75L+0.75L, 1898 plf 329.1 k-in 10.2 k 0 plf 0 k-in 0 k 4b) D+0.75L+0.75S 1960 plf 339.7 k-in 10.53 k 0 plf 0 k-in 0 k S) D+0.6W 1810 plf 313.8 k-in 9.729 k 106 plf 18.44 k-in 0.572 k 6a) D+0.75(0.6W)+0.75L+0.75L, 2016 plf 349.4 k-in 10.84 k 79.8 plf 13.83 k-in 0.429 k 6b) D+0.75(0.6W)+0.75L+0.75S 2077 plf 360.1 k-in 11.16 k 79.8 plf 13.83 k-in 0.429 k 7) 0.6D+0.6W 796 plf 138 k-in 4.279 k 106 plf 18.44 k-in 0.572 k 8a) D+0.7E,,+0.7E 1852 plf 321.1 k-in 9.957 k 173 plf 30.05 k-in 0.932 k 9a) D+0.525E+0.525E,+0.75L+0.75S 1960 plf 339.7 k-in 10.53 k 130 plf 22.54 k-in 0.699 k IOa) 0.6D-0.7E,+0.7Eh 793 plf 137.5 k-in 4.262 k 173 plf 30.05 k-in 0.932 k CMU Lintel Geometry: General Material Specificiations: Width,b: 7.625 in Masonry Compressive Strength,fm: 2500 psi Overall Depth,h: 32 in Rein£Steel Yield Strength,fs: 60000 psi Vert.Eff.Depth,d: 29 in Em: 2250000 psi Lateral Eff.Depth,d: 5.25 in Es: 29000000 psi Geometry Check: 16.92 <32 OK n: 12.89 Geometry Check: 240.6 in> 129 in OK Modulus of Rupter,f,,: 160 psi CMU Lintel Design for Vertical Flexure Forces: CMU Lintel Design for Lateral Flexure Forces: Try: (2) #5 Bars Try: (2) #5 Bars A,: 0.62 in` As: 0.62 in` p: 0.00280 p: 0.00369 pn: 0.0361 pn: 0.0476 k: 0.235 k: 0.265 j: 0.922 j: 0.912 Fb: 1125 psi Fb: 1125 psi Fs: 60000 psi Fs: 60000 psi Flexure Sumary• Vert.Flexure Lateral Flexure Combined Unity Masonry Masonry Combined Masomy Combined fb: Unity fs Steel Unity fh: Unity fs Steel Unity Unity Steel Unity 1) 412.5 psi 0.37 17295 psi 0.29 0 psi 0.00 0 psi 0.00 0.37 0.29 2) 412.5 psi 0.37 17295 psi 0.29 0 psi 0.00 0 psi 0.00 0.37 0.29 3a 494 psi 0.44 20712 psi 0.35 0 psi 0.00 0 psi 0.00 0.44 0.35 3b) 541.5 psi 0.48 22704 psi 0.38 0 psi 0.00 0 psi 0.00 0.48 0.38 4a) 473.6 psi 0.42 19858 psi 0.33 0 psi 0.00 0 psi 0.00 0.42 0.33 4b) 488.9 psi 0.43 20499 psi 0.34 0 psi 0.00 0 psi 0.00 0.43 0.34 5) 451.6 psi 0.40 18935 psi 0.32 173.4 psi 0.15 6213 psi 0.10 0.56 0.42 6a) 503 psi 0.45 21088 psi 0.35 130 psi 0.12 4660 psi 0.08 0.56 0.43 6b) 518.2 psi 0.46 21729 psi 0.36 130 psi 0.12 4660 psi 0.08 0.58 0.44 7) 198.6 psi 0.18 8327 psi 0.14 173.4 psi 0.15 6213 psi 0.10 0.33 0.24 sa) 462.2 psi 0.41 19377 psi 0.32 282.5 psi 0.25 10126 psi 0.17 0.66 0.49 9a) 488.9 psi 0.43 20499 psi 0.34 211.9 psi 0.19 7594 psi 0.13 0.62 0.47:j loa) 197.8 psi 0.18 8295 psi 0.14 282.5 psi 0.25 10126 psi 0.17 0.43 0.31 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-35 AU E 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel F CMU Lintel Deflection under Vertical Forces: CMU Lintel Deflection under Horizontal Forces: S: 1301 in S: 310 in Mer: 208213 lb-in Mir: 49613 lb-in Ir,: 20821 in' 1,,: 1182 in" Icr: 4434 in" Icr: 197 in' leg: 20821 in" I ff- 1182 in" Deflection Limit ATL: L/ 600 Deflection Limit ATL: L/ 600 Deflection Summary: Vert.Forces Horiz.Forces br Comb.ATL: L/ Icr Comb.ATL: L/ 1) 10718 0.02 in 6262 - 0.00 in - 2) 10718 0.02 in 6262 - 0.00 in - 3a 8093 0.03 in 3948 - 0.00 in - 3b) 7212 0.04 in 3210 - 0.00 in - 4a) 8586 0.03 in 4369 - 0.00 in - 4b) 8208 0.03 in 4046 - 0.00 in - 5) 9222 0.03 in 4921 1182 0.01 in 10735 6a) 7901 0.03 in 3786 1182 0.01 in 14313 6b) 7603 0.04 in 3536 1182 0.01 in 14313 7) 20821 0.01 in 25267 1182 0.01 in 10735 8a) 8902 0.03 in 4642 1182 0.02 in 6587 9a) 8208 0.03 in 4046 1182 0.01 in 8782 loa) 208211 0.01 in 125364, 1182 0.02 in 6587 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-36 UE 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel F Masonry Shear Stresses Summary: Vertical Loading Lateral Loading fv Fvm f, F� Total Induced Unity 1) 36.4 psi 55.9 psi 0 psi - psi 36.4 psi 0.65 2) 36.4 psi 55.9 psi 0 psi - psi 36.4 psi 0.65 3a 43.6 psi 55.9 psi 0 psi - psi 43.6 psi 0.78 3b) 47.8 psi 55.9 psi 0 psi - psi 47.8 psi 0.86 4a) 41.8 psi 55.9 psi 0 psi - psi 41.8 psi 0.75 4b) 43.2 psi 55.9 psi 0 psi - psi 43.2 psi 0.77 5) 39.9 psi 55.9 psi 2.34 psi 55.9 psi 42.2 psi 0.76 6a) 44.4 psi 55.9 psi 1.76 psi 55.9 psi 46.2 psi 0.83 6b) 45.8 psi 55.9 psi 1.76 psi 55.9 psi 47.5 psi 0.85 7) 17.5 psi 55.9 psi 2.34 psi 55.9 psi 19.9 psi 0.36 8a) 40.8 psi 55.9 psi 3.82 psi 55.9 psi 44.6 psi 0.8 9a) 43.2 psi 55.9 psi 2.86 psi 55.9 psi 46.0 psi 0.82 1Oa) 17.5 psi 55.9 psi 3.82 psi 55.9 psi 21.3 psi 0.38 Vert.Rein£Of Masonry Lintel: Try: #4 Vert.Bars Spacing: 12 in o.c. A,,: 0.2 in Min A,: 0.171 in OK Max Spacing: 16 in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-37 UE 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel F Column Design: 16 in Column Height: 10 ft Ae: 122 in Assumed Head Joint: 3/8 in rmin: 2.02 in Column Fixity: R: 0.88 in Top: Pinned h,= 8 ft 7 5/8 in Bottom: Fixed I IF Bearing Area: 7 5/8 x 16 General Material Specificiations: Masonry Compressive Strength,fm: 2500 psi Rein£Steel Yield Strength,fs: 60000 psi E.: 2250000 psi E5: 29000000 psi n: 12.89 Modulus of Rupter,fr: 160 psi Total Reinforcement (4) #5 Bars Vert. As,bar: 0.31 in` Bending Reinf.in X-X: (2) #5 Bars Vert. As: 0.61 in` d= 12.0 in Direction: Y-Y: (2) #5 Bars Vert. As: 0.61 in d= 6.1 in Jamb Loading: Axial: X-X Bending(in-plane): X-X Bending out-of-plane PDL: 8.89 k MDL: 14.22 k-in MWL: 0 k-in PLL,: 1.76 k MLL: 2.809 k-in MEQ: 0 k-in PSL: 2.19 k MSL: 3.512 k-in PWL+: 1.4 k MwL+; 2.247 k-in Pam: -1.76 k MwL_: -2.81 k-in Out of plane: WL+: 17.9 psf Y-Y Bending(in-plane): Y-Y Bending out-of-plane WL-: -19.7 psf MDL: 6.776 k-in Mµ,L: 21.8 k-in Seismic Fp: 0.34 MLL: 1.339 k-in MEQ: 5.5 k-in MSL: 1.674 k-in MwL+: 1.071 k-in MwL_: -1.34 k-in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-38 At! Address: 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel F Analysis Compression: Bending: X-X: Y-Y: Pmasonry: 76.2 k p: 0.003 p: 0.014 Psteel: 44 k pn: 0.042 pn: 0.178 k: 0.25 k: 0.45 j: 0.917 j: 0.85 2/jk: 8.726 2/jk: 5.225 fb: 825 psi fb: 825 psi Ma,masonry: 213 k-in Ma,masonry: 165 k-ft Ma,steel: 162 k-in Ma,stee,: 77 k-in Combined Forces: P/P. M,./M r May Masonry Unity: 0.147 + 0.084 + 0.124 = 0.355 OK Steel Unity: 0.254 + 0.11 + 0.267 = 0.631 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-39 Address: 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel G Induced Loading: Wall Type: Structural Wall Penthouse Roof Tributary: 0 ft Sds: 0.86 z/h: 1.00 Block Thickenss: 8 in. Normal Weight CMU Tunnel Roof Tributary: 11 ft Ie: 1.00 Grout Spacing: Fully Grouted Cells Mech.Roof Tributary: 5.33 ft Vert.Seismic: 0.17 *W DLWaII. 80 psf Vert.Seismic: 13.76 psf[1.0 EVej Vertical Loads: Out-of-Plane Loading Induced Unfactored Forces into CMU Lintel DLPHroof: 15 psf WL'pressure: 17.9 psf[LOW] Vertical Out-of-Plane Tunnel Roof• DL 80 psf WLsuction•• -19.7 psf[LOW] Load Types: Loads: Loads: DLMeehRoof: 20 psf Dead Load,D: 1653 plf 0 plf LLPHRoof: 20 psf Seismic,Fp: 0.34 *W[1.0E] Roof Live Load,Lr: 326.7 plf 0 plf LLTnnnelRoof: 20 psf Seismic: 27.52 psf[LOE] Base Snow Load,Sbaw: 408.3 plf 0 plf LLMechRoof: 20 psf Drifting Snow Load,Sdrift: 108.8 plf 0 plf SLbase: 25 psf Wind Load,W(+): 261.3 plf plf SL 109 if Wind Load W_: -327 if 164.2 if dri&� p > O p p WL(+): 16 psf[LOW] Horz.Earthquake Load,Eh: 0 plf 229.3 plf WL(-): -20 psf[LOW] Vert.Earthquake Load,E,:r284.4 plf 0 plf Wall Opening Geometry: j Lintel Spec to be used: ML1 Opening Height: 10 ft Structure to Structure Height: 15.33 ft Opening Lateral Trib.to Lintel: 5 ft Opening Width: 3.354 ft Parapet Height: 3 ft Lintel Depth: 1.333 ft Lintel Eff.Span: 3.354 ft Use Arching Action above Lintel: No Lateral Trib.Above Lintel: 2 ft Eff.Wall Height above Linte: 8.333 ft Total Lintel Lateral Trib.: 8.333 ft �arapet Height Roof Structure U W CMall ♦ Structure to Jamb Structure Height Zone Opening Opening Height Structure Below Opening Width Jamb Width 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-40 UE 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel G Induced Allowable Stress Design(ASD)Forces into CMU Lintel Load Combinations: Vertical Vertical Loads Horizontal Vertical Loads Loads: Mx Vy Loads: My Vx 1) D 1653 plf 27.9 k-in 2.773 k 0 plf 0 k-in 0 k 2) D+L 1653 plf 27.9 k-in 2.773 k 0 plf 0 k-in 0 k 3a) D+Lr 1980 plf 33.41 k-in 3.321 k 0 plf 0 k-in 0 k 3b) D+S 2170 plf 36.63 k-in 3.64 k 0 plf 0 k-in 0 k 4a) D+0.75L+0.75L, 1898 plf 32.04 k-in 3.184 k 0 plf 0 k-in 0 k 4b) D+0.75L+0.75S 1960 plf 33.07 k-in 3.286 k 0 plf 0 k-in 0 k 5) D+0.6W 1810 plf 30.55 k-in 3.036 k 98.5 plf 1.662 k-in 0.165 k 6a) D+0.75(0.6W)+0.75L+0.75L, 2016 plf 34.02 k-in 3.381 k 73.9 plf 1.247 k-in 0.124 k 6b) D+0.75(0.6W)+0.75L+0.75S 2077 plf 35.05 k-in 3.484 k 73.9 plf 1.247 k-in 0.124 k 7) 0.6D+0.6W 796 plf 13.43 k-in 1.335 k 98.5 plf 1.662 k-in 0.165 k 8a) D+0.7E,,+0.7E 1852 plf 31.26 k-in 3.107 k 161 plf 2.709 k-in 0.269 k 9a) D+0.525E+0.525E,+0.75L+0.75S 1960 plf 33.07 k-in 3.286 k 120 If 2.032 k-in 0.202 k IOa) 0.6D-0.7E,+0.7Eh 793 plf 13.38 k-in 1.33 k 161 plf 2.709 k-in 0.269 k CMU Lintel Geometry: General Material Specificiations: Width,b: 7.625 in Masonry Compressive Strength,fm: 2500 psi Overall Depth,h: 16 in Rein£Steel Yield Strength,fs: 60000 psi Vert.Eff.Depth,d: 13 in Em: 2250000 psi Lateral Eff.Depth,d: 5.25 in Es: 29000000 psi Geometry Check: 5.279 <32 OK n: 12.89 Geometry Check: 536.7 in> 40.3 in OK Modulus of Rupter,f,,: 160 psi CMU Lintel Design for Vertical Flexure Forces: CMU Lintel Design for Lateral Flexure Forces: Try: (2) #4 Bars Try: (2) #4 Bars A,: 0.4 in` As: 0.4 in` p: 0.00404 p: 0.00476 pn: 0.0520 pn: 0.0614 k: 0.275 k: 0.294 j: 0.908 j: 0.902 Fb: 1125 psi Fb: 1125 psi Fs: 60000 psi Fs: 60000 psi Flexure Sumary• Vert.Flexure Lateral Flexure Combined Unity Masonry Masonry Combined Masomy Combined fb: Unity fs Steel Unity fh: Unity fs Steel Unity Unity Steel Unity 1) 173.5 psi 0.15 5906 psi 0.10 0 psi 0.00 0 psi 0.00 0.15 0.10 2) 173.5 psi 0.15 5906 psi 0.10 0 psi 0.00 0 psi 0.00 0.15 0.10 3a 207.8 psi 0.18 7073 psi 0.12 0 psi 0.00 0 psi 0.00 0.18 0.12 3b) 227.8 psi 0.20 7754 psi 0.13 0 psi 0.00 0 psi 0.00 0.20 0.13 4a) 199.3 psi 0.18 6782 psi 0.11 0 psi 0.00 0 psi 0.00 0.18 0.11 4b) 205.7 psi 0.18 7000 psi 0.12 0 psi 0.00 0 psi 0.00 0.18 0.12 5) 190 psi 0.17 6467 psi 0.11 28.4 psi 0.03 877.7 psi 0.01 0.19 0.12 6a) 211.6 psi 0.19 7202 psi 0.12 21.3 psi 0.02 658.2 psi 0.01 0.21 0.13 6b) 218 psi 0.19 7421 psi 0.12 21.3 psi 0.02 658.2 psi 0.01 0.21 0.13 7) 83.55 psi 0.07 2844 psi 0.05 28.4 psi 0.03 877.7 psi 0.01 0.10 0.06 sa) 194.4 psi 0.17 6618 psi 0.11 46.29 psi 0.04 1430 psi 0.02 0.21 0.13 9a) 205.7 psi 0.18 7000 psi 0.12 34.71 psi 0.03 1073 psi 0.02 0.21 0.13 loa) 83.23 psi 0.07 2833 psi 0.05 46.29 psi 0.04 1430 psi 0.02 0.12 0.07 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-41 AU E 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel G CMU Lintel Deflection under Vertical Forces: CMU Lintel Deflection under Horizontal Forces: S: 325 in S: 155 in Mer: 52053 lb-in Mir: 24807 lb-in Ir,: 2603 in' 1,,: 591 in" Icr: 576 in" Icr: 114 in" Ieff: 2603 in" I ff- 591 in" Deflection Limit ATL: L/ 600 Deflection Limit ATL: L/ 600 Deflection Summary: Vert.Forces Horiz.Forces br Comb.ATL: L/ Icr Comb.ATL: L/ 1) 2603 0.00 in 50059 - 0.00 in - 2) 2603 0.00 in 50059 - 0.00 in 3a 2603 0.00 in 41800 - 0.00 in - 3b) 2603 0.00 in 38133 - 0.00 in - 4a) 2603 0.00 in 43599 - 0.00 in - 4b) 2603 0.00 in 42236 - 0.00 in - 5) 2603 0.00 in 45723 591 0.00 in 190831 6a) 2603 0.00 in 41055 591 0.00 in 254442 6b) 2603 0.00 in 39845 591 0.00 in 254442 7) 2603 0.00 in 103976 591 0.00 in 190831 8a) 2603 0.00 in 44680 591 0.00 in 117090 9a) 2603 0.00 in 42236 591 0.00 in 156120 loa) 2603 1 0.00 in 1104377, 591 0.00 in 117090 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-42 UE 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel G Masonry Shear Stresses Summary: Vertical Loading Lateral Loading fv Fvm f, F� Total Induced Unity 1) 22.7 psi 72.5 psi 0 psi - psi 22.7 psi 0.31 2) 22.7 psi 72.5 psi 0 psi - psi 22.7 psi 0.31 3a 27.2 psi 72.5 psi 0 psi - psi 27.2 psi 0.38 3b) 29.8 psi 72.5 psi 0 psi - psi 29.8 psi 0.41 4a) 26.1 psi 72.5 psi 0 psi - psi 26.1 psi 0.36 4b) 26.9 psi 72.5 psi 0 psi - psi 26.9 psi 0.37 5) 24.9 psi 72.5 psi 1.35 psi 72.5 psi 26.2 psi 0.36 6a) 27.7 psi 72.5 psi 1.02 psi 72.5 psi 28.7 psi 0.4 6b) 28.6 psi 72.5 psi 1.02 psi 72.5 psi 29.6 psi 0.41 7) 10.9 psi 72.5 psi 1.35 psi 72.5 psi 12.3 psi 0.17 8a) 25.5 psi 72.5 psi 2.21 psi 72.5 psi 27.7 psi 0.38 9a) 26.9 psi 72.5 psi 1.66 psi 72.5 psi 28.6 psi 0.39 IOa) 10.9 psi 72.5 psi 2.21 psi 72.5 psi 13.1 psi 0.18 Vert.Rein£Of Masonry Lintel: Try: #4 Vert.Bars Spacing: 16 in o.c. A,,: 0.15 in Min A,: 0.085 in OK Max Spacing: 8 in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-43 UE 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel G Column Design: 8 in Column Height: 10 ft Ae: 61 in' Assumed Head Joint: 3/8 in rmin: 1.99 in Column Fixity: R: 0.88 in Top: Pinned h,= 8 ft 7 5/8 in x x Bottom: Fixed Y-Y Bearing Area: 7 5/8 x 16 General Material Specificiations: Masonry Compressive Strength,fm: 2500 psi Rein£Steel Yield Strength,fs: 60000 psi E.: 2250000 psi E5: 29000000 psi n: 12.89 Modulus of Rupter,fr: 160 psi Total Reinforcement (2) #5 Bars Vert. As,bar: 0.31 in` Bending Reinf.in X-X: (2) #5 Bars Vert. As: 0.61 in` d= 4.0 in Direction: Y-Y: (1 ) #5 Bars Vert. As: 0.31 in d= 6.1 in Jamb Loading: Axial: X-X Bending(in-plane): X-X Bending out-of-plane PDL: 2.77 k MDL: 2.218 k-in MWL: 0 k-in PLL,: 0.55 k MLL: 0.438 k-in MEQ: 0 k-in PSL: 0.68 k MSL: 0.548 k-in PwL+: 0.44 k MwL+; 0.351 k-in PwL_: -0.55 k MwL_: -0.44 k-in Out of plane: WL+: 17.9 psf Y-Y Bending(in-plane): Y-Y Bending out-of-plane WL-: -19.7 psf MDL: 2.114 k-in Mµ,L: 10.9 k-in Seismic Fp: 0.34 MLL: 0.418 k-in MEQ: 2.8 k-in MSL: 0.522 k-in MwL+: 0.334 k-in MwL_: -0.42 k-in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-44 At! Address: 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel G Analysis Compression: Bending: X-X: Y-Y: Pmasomy: 38.1 k p: 0.020 p: 0.007 Psteel: 22 k pn: 0.259 pn: 0.089 k: 0.528 k: 0.341 j: 0.824 j: 0.886 2/jk: 4.596 2/jk: 6.619 fb: 825 psi fb: 825 psi Ma,masonry: 22 k-in Ma,mmonry: 14 k-ft Ma,,teel: 49 k-in Ma,stee,: 40 k-in Combined Forces: PPP. wnr K/K Masonry Unity: 0.091 + 0.127 + 0.611 = 0.83 OK Steel Unity: 0.158 + 0.057 + 0.221 = 0.437 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-45 Address: 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel H Induced Loading: Wall Type: Structural Wall Penthouse Roof Tributary: 0 ft Sds: 0.86 z/h: 1.00 Block Thickenss: 8 in. Normal Weight CMU Tunnel Roof Tributary: 0 ft Ie: 1.00 Grout Spacing: Fully Grouted Cells Mech.Roof Tributary: 0 ft Vert.Seismic: 0.17 *W DLWaII. 80 psf Vert.Seismic: 13.76 psf[1.0 EVej Vertical Loads: Out-of-Plane Loading Induced Unfactored Forces into CMU Lintel DLPHroof: 15 psf WL'pressure: 17.9 psf[LOW] Vertical Out-of-Plane Tunnel Roof• DL 80 psf WLsuction•• -19.7 psf[LOW] Load Types: Loads: Loads: DLMeehRoof: 20 psf Dead Load,D: 666.7 plf 0 plf LLPHRoof: 20 psf Seismic,Fp: 0.34 *W[1.0E] Roof Live Load,Lr: 0 plf 0 plf LLTnnnelRoof: 20 psf Seismic: 27.52 psf[LOE] Base Snow Load,Sbaw: 0 plf 0 plf LLMechRoof: 20 psf Drifting Snow Load,Sdrift: 0 plf 0 plf SLbase: 25 psf Wind Load,W(+): 0 plf 156 plf SLd,ift: 0 plf Wind Load,W(_): 0 plf plf WL(+): 16 psf[LOW] Horz.Earthquake Load,Eh: 0 plf 217.9 plf WL(-): -20 psf[LOW] Vert.Earthquake Load,E,:rl14.7 plf 0 plf Wall Opening Geometry: j Lintel Spec to be used: ML1 Opening Height: 10 ft Structure to Structure Height: 14.5 ft Opening Lateral Trib.to Lintel: 5 ft Opening Width: 8 ft Parapet Height: 3.833 ft Lintel Depth: 1.333 ft Lintel Eff.Span: 8 ft Use Arching Action above Lintel: No Lateral Trib.Above Lintel: 1.583 ft Eff.Wall Height above Linte: 8.333 ft Total Lintel Lateral Trib.: 7.917 ft �arapet Height Roof Structure U W CMall ♦ Structure to Jamb Structure Height Zone Opening Opening Height Structure Below Opening Width Jamb Width 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-46 AU E Address: 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel H Induced Allowable Stress Design(ASD)Forces into CMU Lintel Load Combinations: Vertical Vertical Loads Horizontal Vertical Loads Loads: Mx Vy Loads: My Vx 1) D 667 plf 64 k-in 2.667 k 0 plf 0 k-in 0 k 2) D+L 667 plf 64 k-in 2.667 k 0 plf 0 k-in 0 k 3a) D+Lr 667 plf 64 k-in 2.667 k 0 plf 0 k-in 0 k 3b) D+S 667 plf 64 k-in 2.667 k 0-plf 0 k-in 0 k 4a) D+0.75L+0.75L, 667 plf 64 k-in 2.667 k 0 plf 0 k-in 0 k 4b) D+0.75L+0.75S 667 plf 64 k-in 2.667 k 0 plf 0 k-in 0 k 5) D+0.6W 667 plf 64 k-in 2.667 k 93.6 plf 8.983 k-in 0.374 k 6a) D+0.75(0.6W)+0.75L+0.75L, 667 plf 64 k-in 2.667 k 70.2 plf 6.737 k-in 0.281 k 6b) D+0.75(0.6W)+0.75L+0.75S 667 plf 64 k-in 2.667 k 70.2 plf 6.737 k-in 0.281 k 7) 0.6D+0.6W 400 plf 38.4 k-in 1.6 k 93.6 plf 8.983 k-in 0.374 k 8a) D+0.7E,+0.7E 747 plf 71.71 k-in 2.988 k 153 plf 14.64 k-in 0.61 k 9a) D+0.525E,+0.525Eh+0.75L+0.75S 667 plf 64 k-in 2.667 k 114 If 10.98 k-in 0.458 k IOa) 0.6D-0.7E,+0.7Eh 320 plf 30.69 k-in 1.279 k 153 plf 14.64 k-in 0.61 k CMU Lintel Geometry: General Material Specificiations: Width,b: 7.625 in Masonry Compressive Strength,fm: 2500 psi Overall Depth,h: 16 in Rein£Steel Yield Strength,fs: 60000 psi Vert.Eff.Depth,d: 13 in Em: 2250000 psi Lateral Eff.Depth,d: 5.25 in Es: 29000000 psi Geometry Check: 12.59 <32 OK n: 12.89 Geometry Check: 536.7 in> 96 in OK Modulus of Rupter,f,,: 160 psi CMU Lintel Design for Vertical Flexure Forces: CMU Lintel Design for Lateral Flexure Forces: Try: (2) #4 Bars Try: (2) #4 Bars A,: 0.4 in` As: 0.4 in` p: 0.00404 p: 0.00476 pn: 0.0520 pn: 0.0614 k: 0.275 k: 0.294 j: 0.908 j: 0.902 Fb: 1125 psi Fb: 1125 psi Fs: 60000 psi Fs: 60000 psi Flexure Sumary• Vert.Flexure Lateral Flexure Combined Unity Masonry Masonry Combined Masomy Combined fb: Unity fs Steel Unity fh: Unity fs Steel Unity Unity Steel Unity >> 398.1 psi 0.35 13548 psi 0.23 0 psi 0.00 0 psi 0.00 0.35 0.23 2) 398.1 psi 0.35 13548 psi 0.23 0 psi 0.00 0 psi 0.00 0.35 0.23 3a 398.1 psi 0.35 13548 psi 0.23 0 psi 0.00 0 psi 0.00 0.35 0.23 3b) 398.1 psi 0.35 13548 psi 0.23 0 psi 0.00 0 psi 0.00 0.35 0.23 4a) 398.1 psi 0.35 13548 psi 0.23 0 psi 0.00 0 psi 0.00 0.35 0.23 4b) 398.1 psi 0.35 13548 psi 0.23 0 psi 0.00 0 psi 0.00 0.35 0.23 5) 398.1 psi 0.35 13548 psi 0.23 153.5 psi 0.14 4743 psi 0.08 0.49 0.30 6a) 398.1 psi 0.35 13548 psi 0.23 115.1 psi 0.10 3557 psi 0.06 0.46 0.29 6b) 398.1 psi 0.35 13548 psi 0.23 115.1 psi 0.10 3557 psi 0.06 0.46 0.29 7) 238.8 psi 0.21 8129 psi 0.14 153.5 psi 0.14 4743 psi 0.08 0.35 0.21 sa) 446 psi 0.40 15179 psi 0.25 250.1 psi 0.22 7730 psi 0.13 0.62 0.38 9a) 398.1 psi 0.35 13548 psi 0.23 187.6 psi 0.17 5798 psi 0.10 0.52 0.32 loa) 190.9 psi 0.17 6498 psi 0.11 250.1 psi 0.22 7730 psi 0.13 0.39 0.24 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-47 AU E 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel H CMU Lintel Deflection under Vertical Forces: CMU Lintel Deflection under Horizontal Forces: S: 325 in S: 155 in Mer: 52053 lb-in Mir: 24807 lb-in Ir,: 2603 in' 1,,: 591 in" Icr: 576 in" Icr: 114 in" Ieff: 2603 in" I ff- 591 in" Deflection Limit ATL: L/ 600 Deflection Limit ATL: L/ 600 Deflection Summary: Vert.Forces Horiz.Forces br Comb.ATL: L/ Icr Comb.ATL: L/ 1) 1667 0.02 in 5859 - 0.00 in - 2) 1667 0.02 in 5859 - 0.00 in 3a 1667 0.02 in 5859 - 0.00 in - 3b) 1667 0.02 in 5859 - 0.00 in - 4a) 1667 0.02 in 5859 - 0.00 in - 4b) 1667 0.02 in 5859 - 0.00 in - 5) 1667 0.02 in 5859 591 0.01 in 14805 6a) 1667 0.02 in 5859 591 0.00 in 19740 6b) 1667 0.02 in 5859 591 0.00 in 19740 7) 2603 0.01 in 15250 591 0.01 in 14805 8a) 1352 0.02 in 4241 591 0.01 in 9084 9a) 1667 0.02 in 5859 591 0.01 in 12112 loa) 2603 0.01 in 19078 591 0.01 in 9084 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-48 UE 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel H Masonry Shear Stresses Summary: Vertical Loading Lateral Loading fv Fvm fv F� Total Induced Unity 1) 21.9 psi 34.4 psi 0 psi - psi 21.9 psi 0.64 2) 21.9 psi 34.4 psi 0 psi - psi 21.9 psi 0.64 3a 21.9 psi 34.4 psi 0 psi - psi 21.9 psi 0.64 3b) 21.9 psi 34.4 psi 0 psi - psi 21.9 psi 0.64 4a) 21.9 psi 34.4 psi 0 psi - psi 21.9 psi 0.64 4b) 21.9 psi 34.4 psi 0 psi - psi 21.9 psi 0.64 5) 21.9 psi 34.4 psi 3.07 psi 34.4 psi 24.9 psi 0.73 6a) 21.9 psi 34.4 psi 2.3 psi 34.4 psi 24.2 psi 0.7 6b) 21.9 psi 34.4 psi 2.3 psi 34.4 psi 24.2 psi 0.7 7) 13.1 psi 34.4 psi 3.07 psi 34.4 psi 16.2 psi 0.47 8a) 24.5 psi 34.4 psi 5 psi 34.4 psi 29.5 psi 0.86 9a) 21.9 psi 34.4 psi 3.75 psi 34.4 psi 25.6 psi 0.74 IOa) 10.5 psi 34.4 psi 5 psi 34.4 psi 15.5 psi 0.45 Vert.Rein£Of Masonry Lintel: Try: #4 Vert.Bars Spacing: 16 in o.c. A,,: 0.15 in Min A,: 0.085 in OK Max Spacing: 8 in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-49 UE 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel H Column Design: 16 in Column Height: 10 ft Ae: 122 in Assumed Head Joint: 3/8 in rmin: 2.02 in Column Fixity: R: 0.88 in Top: Pinned h,= 8 ft 7 5/8 in U U Bottom: Fixed Bearing Area: 7 5/8 x 16 General Material Specificiations: Masonry Compressive Strength,fm: 2500 psi Rein£Steel Yield Strength,fs: 60000 psi E.: 2250000 psi E5: 29000000 psi n: 12.89 Modulus of Rupter,fr: 160 psi Total Reinforcement (4) #5 Bars Vert. As,bar: 0.31 in` Bending Reinf.in X-X: (2) #5 Bars Vert. As: 0.61 in` d= 12.0 in Direction: Y-Y: (2) #5 Bars Vert. As: 0.61 in d= 6.1 in Jamb Loading: Axial: X-X Bending(in-plane): X-X Bending out-of-plane PDL: 2.67 k MDL: 4.267 k-in MWL: 0 k-in PLL,: 0 k MLL: 0 k-in MEQ: 0 k-in PSL: 0 k MSL: 0 k-in PWL+: 0 k MWL+: 0 k-in PWL_: 0 k MWL_: 0 k-in Out of plane: WL+: 17.9 psf Y-Y Bending(in-plane): Y-Y Bending out-of-plane WL-: -19.7 psf MDL: 2.033 k-in Mµ,L: 17.7 k-in Seismic Fp: 0.34 MLL: 0 k-in MEQ: 5.5 k-in MSL: 0 k-in MWL+: 0 k-in MWL_: 0 k-in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-50 At! Address: 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel H Analysis Compression: Bending: X-X: Y-Y: Pmasonry: 76.2 k p: 0.003 p: 0.014 Psteel: 44 k pn: 0.042 pn: 0.178 k: 0.25 k: 0.45 j: 0.917 j: 0.85 2/jk: 8.726 2/jk: 5.225 fb: 825 psi fb: 825 psi Ma,masonry: 213 k-in Ma,masonry: 165 k-ft Ma,steel: 162 k-in Ma,stee,: 77 k-in Combined Forces: P/P. M,./M r May Masonry Unity: 0.035 + 0.02 + 0.077 = 0.132 OK Steel Unity: 0.061 + 0.026 + 0.165 = 0.252 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-51 Address: 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel J Induced Loading: Wall Type: Structural Wall Penthouse Roof Tributary: 0 ft Sds: 0.86 z/h: 1.00 Block Thickenss: 8 in. Normal Weight CMU Tunnel Roof Tributary: 0 ft Ie: 1.00 Grout Spacing: Fully Grouted Cells Mech.Roof Tributary: 5.33 ft Vert.Seismic: 0.17 *W DLWaII. 80 psf Vert.Seismic: 13.76 psf[1.0 EVej Vertical Loads: Out-of-Plane Loading Induced Unfactored Forces into CMU Lintel DLPHroof: 15 psf WL'pressure: 17.9 psf[LOW] Vertical Out-of-Plane Tunnel Roof• DL 80 psf WLsuction•• -19.7 psf[LOW] Load Types: Loads: Loads: DLMeehRoof: 20 psf Dead Load,D: 773.3 plf 0 plf LLPHRoof: 20 psf Seismic,FP: 0.34 *W[1.0E] Roof Live Load,Lr: 106.7 plf 0 plf LLTnnnelRoof: 20 psf Seismic: 27.52 psf[LOE] Base Snow Load,Sbaw: 133.3 plf 0 plf LLMechRoof: 20 psf Drifting Snow Load,Sdrift: 24.53 plf 0 plf SLbase: 25 psf Wind Load,W(+): 85.33 plf plf SL 24.5 if Wind Load W_: -107 if 159.2 if dri&� p > O p p WL(+): 16 psf[LOW] Horz.Earthquake Load,Eh: 0 plf 222.5 plf WL(-): -20 psf[LOW] Vert.Earthquake Load,E,:ri33 plf 0 plf Wall Opening Geometry: Lintel Spec to be used: ML2 Opening Height: 10 ft Structure to Structure Height: 14.17 ft Opening Lateral Trib.to Lintel: 5 ft Opening Width: 10.67 ft Parapet Height: 4.167 ft Lintel Depth: 2 ft Lintel Eff.Span: 10.67 ft Use Arching Action above Lintel: No Lateral Trib.Above Lintel: 1.083 ft Eff.Wall Height above Linte: 8.333 ft Total Lintel Lateral Trib.: 8.083 ft �arapet Height Roof Structure U W CMall ♦ Structure to Jamb Structure Height Zone Opening Opening Height Structure Below Opening Width Jamb Width 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-52 AU E Address: 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel J Induced Allowable Stress Design(ASD)Forces into CMU Lintel Load Combinations: Vertical Vertical Loads Horizontal Vertical Loads Loads: Mx Vy Loads: My Vx 1) D 773 plf 132 k-in 4.124 k 0 plf 0 k-in 0 k 2) D+L 773 plf 132 k-in 4.124 k 0 plf 0 k-in 0 k 3a) D+Lr 880 plf 150.2 k-in 4.693 k 0 plf 0 k-in 0 k 3b) D+S 931 plf 158.9 k-in 4.966 k 0 plf 0 k-in 0 k 4a) D+0.75L+0.75L, 853 plf 145.6 k-in 4.551 k 0 plf 0 k-in 0 k 4b) D+0.75L+0.75S 873 plf 149 k-in 4.658 k 0 plf 0 k-in 0 k 5) D+0.6W 825 plf 140.7 k-in 4.398 k 95.5 plf 16.31 k-in 0.51 k 6a) D+0.75(0.6W)+0.75L+0.75L, 892 plf 152.2 k-in 4.756 k 71.7 plf 12.23 k-in 0.382 k 6b) D+0.75(0.6W)+0.75L+0.75S 912 plf 155.6 k-in 4.863 k 71.7 plf 12.23 k-in 0.382 k 7) 0.6D+0.6W 400 plf 68.27 k-in 2.133 k 95.5 plf 16.31 k-in 0.51 k 8a) D+0.7E,+0.7E 866 plf 147.9 k-in 4.621 k 156 plf 26.58 k-in 0.83 k 9a) D+0.525E,+0.525Eh+0.75L+0.75S 873 plf 149 k-in 4.658 k 117 plf 19.93 k-in 0.623 k IOa) 0.6D-0.7E,+0.7Eh 371 plf 63.3 k-in 1.978 k 156 plf 26.58 Tin 0.83 k CMU Lintel Geometry: General Material Specificiations: Width,b: 7.625 in Masonry Compressive Strength,fm: 2500 psi Overall Depth,h: 24 in Rein£Steel Yield Strength,fs: 60000 psi Vert.Eff.Depth,d: 21 in Em: 2250000 psi Lateral Eff.Depth,d: 5.25 in Es: 29000000 psi Geometry Check: 16.79 <32 OK n: 12.89 Geometry Check: 332.2 in> 128 in OK Modulus of Rupter,f,,: 160 psi CMU Lintel Design for Vertical Flexure Forces: CMU Lintel Design for Lateral Flexure Forces: Try: (2) #4 Bars Try: (2) #4 Bars A,: 0.4 in` As: 0.4 in` p: 0.00250 p: 0.00317 pn: 0.0322 pn: 0.0409 k: 0.224 k: 0.248 j: 0.925 j: 0.917 Fb: 1125 psi Fb: 1125 psi Fs: 60000 psi Fs: 60000 psi Flexure Sumary• Vert.Flexure Lateral Flexure Combined Unity Masonry Masonry Combined Masomy Combined fb: Unity fs Steel Unity fh: Unity fs Steel Unity Unity Steel Unity >> 379.3 psi 0.34 16978 psi 0.28 0 psi 0.00 0 psi 0.00 0.34 0.28 2) 379.3 psi 0.34 16978 psi 0.28 0 psi 0.00 0 psi 0.00 0.34 0.28 3a 431.7 psi 0.38 19319 psi 0.32 0 psi 0.00 0 psi 0.00 0.38 0.32 3b) 456.8 psi 0.41 20443 psi 0.34 0 psi 0.00 0 psi 0.00 0.41 0.34 4a) 418.6 psi 0.37 18734 psi 0.31 0 psi 0.00 0 psi 0.00 0.37 0.31 4b) 428.4 psi 0.38 19173 psi 0.32 0 psi 0.00 0 psi 0.00 0.38 0.32 5) 404.5 psi 0.36 18102 psi 0.30 216.7 psi 0.19 8465 psi 0.14 0.55 0.44 6a) 437.4 psi 0.39 19577 psi 0.33 162.5 psi 0.14 6349 psi 0.11 0.53 0.43 6b) 447.2 psi 0.40 20016 psi 0.33 162.5 psi 0.14 6349 psi 0.11 0.54 0.44 7) 196.2 psi 0.17 8781 psi 0.15 216.7 psi 0.19 8465 psi 0.14 0.37 0.29 sa) 425 psi 0.38 19022 psi 0.32 353.1 psi 0.31 13796 psi 0.23 0.69 0.55 9a) 428.4 psi 0.38 19173 psi 0.32 264.8 psi 0.24 10347 psi 0.17 0.62 0.49 loa) 181.9 psi 0.16 8142 psi 0.14 353.1 psi 0.31 13796 psi 0.23 0.48 0.37 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-53 AU E 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel J CMU Lintel Deflection under Vertical Forces: CMU Lintel Deflection under Horizontal Forces: S: 732 in S: 233 in Mer: 117120 lb-in Mir: 37210 lb-in Ir,: 8784 in' 1,,: 887 in" Icr: 1621 in" Icr: 135 in" Ieff: 8784 in" I ff- 887 in" Deflection Limit ATL: L/ 600 Deflection Limit ATL: L/ 600 Deflection Summary: Vert.Forces Horiz.Forces br Comb.ATL: L/ Icr Comb.ATL: L/ 1) 6626 0.02 in 8472 - 0.00 in - 2) 6626 0.02 in 8472 - 0.00 in 3a 5018 0.02 in 5638 - 0.00 in - 3b) 4488 0.03 in 4765 - 0.00 in - 4a) 5347 0.02 in 6195 - 0.00 in - 4b) 5096 0.02 in 5770 - 0.00 in - 5) 5751 0.02 in 6896 887 0.01 in 9176 6a) 4886 0.02 in 5417 887 0.01 in 12234 6b) 4676 0.03 in 5071 887 0.01 in 12234 7) 8784 0.01 in 21713 887 0.01 in 9176 8a) 5180 0.02 in 5911 887 0.02 in 5630 9a) 5096 0.02 in 5770 887 0.02 in 7507 loa) 8784 1 0.01 in 123418, 887 0.02 in 5630 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-54 UE 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel J Masonry Shear Stresses Summary: Vertical Loading Lateral Loading fv Fvm f, F� Total Induced Unity 1) 22.5 psi 41.7 psi 0 psi - psi 22.5 psi 0.54 2) 22.5 psi 41.7 psi 0 psi - psi 22.5 psi 0.54 3a 25.6 psi 41.7 psi 0 psi - psi 25.6 psi 0.62 3b) 27.1 psi 41.7 psi 0 psi - psi 27.1 psi 0.65 4a) 24.9 psi 41.7 psi 0 psi - psi 24.9 psi 0.6 4b) 25.5 psi 41.7 psi 0 psi - psi 25.5 psi 0.61 5) 24.0 psi 41.7 psi 2.78 psi 41.7 psi 26.8 psi 0.64 6a) 26.0 psi 41.7 psi 2.09 psi 41.7 psi 28.1 psi 0.67 6b) 26.6 psi 41.7 psi 2.09 psi 41.7 psi 28.7 psi 0.69 7) 11.7 psi 41.7 psi 2.78 psi 41.7 psi 14.4 psi 0.35 8a) 25.3 psi 41.7 psi 4.54 psi 41.7 psi 29.8 psi 0.71 9a) 25.5 psi 41.7 psi 3.4 psi 41.7 psi 28.9 psi 0.69 IOa) 10.8 psi 41.7 psi 4.54 psi 41.7 psi 15.3 psi 0.37 Vert.Rein£Of Masonry Lintel: Try: #4 Vert.Bars Spacing: 16 in o.c. A,,: 0.15 in Min A,: 0.128 in OK Max Spacing: 12 in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-55 UE 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel J Column Design: 16 in Column Height: 10 ft Ae: 122 in Assumed Head Joint: 3/8 in rmin: 2.02 in Column Fixity: R: 0.88 in Top: Pinned h,= 8 ft 7 5/8 in Bottom: Fixed Bearing Area: 7 5/8 x 16 General Material Specificiations: Masonry Compressive Strength,fm: 2500 psi Rein£Steel Yield Strength,fs: 60000 psi E.: 2250000 psi E5: 29000000 psi n: 12.89 Modulus of Rupter,fr: 160 psi Total Reinforcement (4) #5 Bars Vert. As,bar: 0.31 in` Bending Reinf.in X-X: (2) #5 Bars Vert. As: 0.61 in` d= 12.0 in Direction: Y-Y: (2) #5 Bars Vert. As: 0.61 in d= 6.1 in Jamb Loading: Axial: X-X Bending(in-plane): X-X Bending out-of-plane PDL: 4.12 k MDL: 6.599 k-in MWL: 0 k-in PLL,: 0.57 k MLL: 0.91 k-in MEQ: 0 k-in PSL: 0.71 k MSL: 1.138 k-in PwL+: 0.46 k MwL+; 0.728 k-in Pam: -0.57 k MwL_: -0.91 k-in Out of plane: WL+: 17.9 psf Y-Y Bending(in-plane): Y-Y Bending out-of-plane WL-: -19.7 psf MDL: 3.145 k-in Mµ,L: 21.7 k-in Seismic Fp: 0.34 MLL: 0.434 k-in MEQ: 5.5 k-in MSL: 0.542 k-in MwL+: 0.347 k-in MwL_: -0.43 k-in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-56 At! Address: 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel J Analysis Compression: Bending: X-X: Y-Y: Pmasonry: 76.2 k p: 0.003 p: 0.014 Psteel: 44 k pn: 0.042 pn: 0.178 k: 0.25 k: 0.45 j: 0.917 j: 0.85 2/jk: 8.726 2/jk: 5.225 fb: 825 psi fb: 825 psi Ma,masonry: 213 k-in Ma,masonry: 165 k-ft Ma,steel: 162 k-in Ma,stee,: 77 k-in Combined Forces: PPP. wnr K/K Masonry Unity: 0.064 + 0.037 + 0.099 = 0.2 OK Steel Unity: 0.111 + 0.048 + 0.213 = 0.372 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-57 Address: 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel K Induced Loading: Wall Type: Structural Wall Penthouse Roof Tributary: 0 ft Sds: 0.86 z/h: 1.00 Block Thickenss: 8 in. Normal Weight CMU Tunnel Roof Tributary: 0 ft Ie: 1.00 Grout Spacing: Fully Grouted Cells Mech.Roof Tributary: 5.33 ft Vert.Seismic: 0.17 *W DLWaII. 80 psf Vert.Seismic: 13.76 psf[1.0 EVej Vertical Loads: Out-of-Plane Loading Induced Unfactored Forces into CMU Lintel DLPHroof: 15 psf WL'pressure: 17.9 psf[LOW] Vertical Out-of-Plane Tunnel Roof• DL 80 psf WLsuction•• -19.7 psf[LOW] Load Types: Loads: Loads: DLMeehRoof: 20 psf Dead Load,D: 773.3 plf 0 plf LLPHRoof: 20 psf Seismic,FP: 0.34 *W[1.0E] Roof Live Load,Lr: 106.7 plf 0 plf LLTnnnelRoof: 20 psf Seismic: 27.52 psf[LOE] Base Snow Load,Sbaw: 133.3 plf 0 plf LLMechRoof: 20 psf Drifting Snow Load,Sdrift: 24.53 plf 0 plf SLbase: 25 psf Wind Load,W(+): 85.33 plf plf SL 24.5 if Wind Load W_: -107 if 159.2 if dri&� p > O p p WL(+): 16 psf[LOW] Horz.Earthquake Load,Eh: 0 plf 222.5 plf WL(-): -20 psf[LOW] Vert.Earthquake Load,E,:ri33 plf 0 plf Wall Opening Geometry: Lintel Spec to be used: ML2 Opening Height: 10 ft Structure to Structure Height: 14.17 ft Opening Lateral Trib.to Lintel: 5 ft Opening Width: 6.667 ft Parapet Height: 4.167 ft Lintel Depth: 2 ft Lintel Eff.Span: 6.667 ft Use Arching Action above Lintel: No Lateral Trib.Above Lintel: 1.083 ft Eff.Wall Height above Linte: 8.333 ft Total Lintel Lateral Trib.: 8.083 ft �arapet Height Roof Structure CMU Wall ♦ Structure to Jamb Structure Height Zone Opening Opening Height Structure Below Opening Width Jamb Width 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-58 AU E Address: 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel K Induced Allowable Stress Design(ASD)Forces into CMU Lintel Load Combinations: Vertical Vertical Loads Horizontal Vertical Loads Loads: Mx Vy Loads: My Vx 1) D 773 plf 51.56 k-in 2.578 k 0 plf 0 k-in 0 k 2) D+L 773 plf 51.56 k-in 2.578 k 0 plf 0 k-in 0 k 3a) D+Lr 880 plf 58.67 k-in 2.933 k 0 plf 0 k-in 0 k 3b) D+S 931 plf 62.08 k-in 3.104 k 0 plf 0 k-in 0 k 4a) D+0.75L+0.75L, 853 plf 56.89 k-in 2.844 k 0 plf 0 k-in 0 k 4b) D+0.75L+0.75S 873 plf 58.22 k-in 2.911 k 0 plf 0 k-in 0 k S) D+0.6W 825 plf 54.97 k-in 2.748 k 95.5 plf 6.37 k-in 0.318 k 6a) D+0.75(0.6W)+0.75L+0.75L, 892 plf 59.45 k-in 2.972 k 71.7 plf 4.777 k-in 0.239 k 6b) D+0.75(0.6W)+0.75L+0.75S 912 plf 60.78 k-in 3.039 k 71.7 plf 4.777 k-in 0.239 k 7) 0.6D+0.6W 400 plf 26.67 k-in 1.333 k 95.5 plf 6.37 k-in 0.318 k 8a) D+0.7E,+0.7E 866 plf 57.76 k-in 2.888 k 156 plf 10.38 k-in 0.519 k 9a) D+0.525E,+0.525Eh+0.75L+0.75S 873 plf 58.22 k-in 2.911 k 117 plf 7.786 k-in 0.389 k IOa) 0.6D-0.7E,+0.7Eh 371 plf 24.73 k-in 1.236 k 156 plf 10.38 k-in 0.519 k CMU Lintel Geometry: General Material Specificiations: Width,b: 7.625 in Masonry Compressive Strength,fm: 2500 psi Overall Depth,h: 24 in Rein£Steel Yield Strength,fs: 60000 psi Vert.Eff.Depth,d: 21 in Em: 2250000 psi Lateral Eff.Depth,d: 5.25 in Es: 29000000 psi Geometry Check: 10.49 <32 OK n: 12.89 Geometry Check: 332.2 in> 80 in OK Modulus of Rupter,f,,: 160 psi CMU Lintel Design for Vertical Flexure Forces: CMU Lintel Design for Lateral Flexure Forces: Try: (2) #4 Bars Try: (2) #4 Bars A,: 0.4 in` As: 0.4 in` p: 0.00250 p: 0.00317 pn: 0.0322 pn: 0.0409 k: 0.224 k: 0.248 j: 0.925 j: 0.917 Fb: 1125 psi Fb: 1125 psi Fs: 60000 psi Fs: 60000 psi Flexure Sumary• Vert.Flexure Lateral Flexure Combined Unity Masonry Masonry Combined Masomy Combined fb: Unity fs Steel Unity fh: Unity fs Steel Unity Unity Steel Unity 1) 148.2 psi 0.13 6632 psi 0.11 0 psi 0.00 0 psi 0.00 0.13 0.11 2) 148.2 psi 0.13 6632 psi 0.11 0 psi 0.00 0 psi 0.00 0.13 0.11 3a 168.6 psi 0.15 7547 psi 0.13 0 psi 0.00 0 psi 0.00 0.15 0.13 3b) 178.4 psi 0.16 7986 psi 0.13 0 psi 0.00 0 psi 0.00 0.16 0.13 4a) 163.5 psi 0.15 7318 psi 0.12 0 psi 0.00 0 psi 0.00 0.15 0.12 4b) 167.3 psi 0.15 7489 psi 0.12 0 psi 0.00 0 psi 0.00 0.15 0.12 5) 158 psi 0.14 7071 psi 0.12 84.63 psi 0.08 3307 psi 0.06 0.22 0.17 6a) 170.9 psi 0.15 7647 psi 0.13 63.47 psi 0.06 2480 psi 0.04 0.21 0.17 6b) 174.7 psi 0.16 7819 psi 0.13 63.47 psi 0.06 2480 psi 0.04 0.21 0.17 7) 76.65 psi 0.07 3430 psi 0.06 84.63 psi 0.08 3307 psi 0.06 0.14 0.11 sa) 166 psi 0.15 7430 psi 0.12 137.9 psi 0.12 5389 psi 0.09 0.27 0.21 9a) 167.3 psi 0.15 7489 psi 0.12 103.5 psi 0.09 4042 psi 0.07 0.24 0.19 loa) 71.07 psi 0.06 3181 psi 0.05 137.9 psi 0.12 5389 psi 0.09 0.19 0.14 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-59 AU E 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel K CMU Lintel Deflection under Vertical Forces: CMU Lintel Deflection under Horizontal Forces: S: 732 in S: 233 in Mer: 117120 lb-in Mir: 37210 lb-in Ir,: 8784 in' 1,,: 887 in" Icr: 1621 in" Icr: 135 in" Ieff: 8784 in" I ff- 887 in" Deflection Limit ATL: L/ 600 Deflection Limit ATL: L/ 600 Deflection Summary: Vert.Forces Horiz.Forces Ior Comb.ATL: L/ Icr Comb.ATL: L/ 1) 8784 0.00 in 46002 - 0.00 in - 2) 8784 0.00 in 46002 - 0.00 in - 3a 8784 0.00 in 40426 - 0.00 in - 3b) 8784 0.00 in 38204 - 0.00 in - 4a) 8784 0.00 in 41690 - 0.00 in - 4b) 8784 0.00 in 40735 - 0.00 in - 5) 8784 0.00 in 43146 887 0.00 in 37583 6a) 8784 0.00 in 39894 887 0.00 in 50111 6b) 8784 0.00 in 39019 887 0.00 in 50111 7) 8784 0.00 in 88938 887 0.00 in 37583 8a) 8784 0.00 in 41059 887 0.00 in 23060 9a) 8784 0.00 in 40735 887 0.00 in 30747 loa) 8784 1 0.00 in 195918, 887 0.00 in 23060 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-60 UE 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel K Masonry Shear Stresses Summary: Vertical Loading Lateral Loading fv Fvm f, F� Total Induced Unity 1) 14.1 psi 63.5 psi 0 psi - psi 14.1 psi 0.22 2) 14.1 psi 63.5 psi 0 psi - psi 14.1 psi 0.22 3a 16.0 psi 63.5 psi 0 psi - psi 16.0 psi 0.25 3b) 17.0 psi 63.5 psi 0 psi - psi 17.0 psi 0.27 4a) 15.5 psi 63.5 psi 0 psi - psi 15.5 psi 0.24 4b) 15.9 psi 63.5 psi 0 psi - psi 15.9 psi 0.25 5) 15.0 psi 63.5 psi 1.74 psi 63.5 psi 16.8 psi 0.26 6a) 16.2 psi 63.5 psi 1.31 psi 63.5 psi 17.5 psi 0.28 6b) 16.6 psi 63.5 psi 1.31 psi 63.5 psi 17.9 psi 0.28 7) 7.3 psi 63.5 psi 1.74 psi 63.5 psi 9.0 psi 0.14 8a) 15.8 psi 63.5 psi 2.84 psi 63.5 psi 18.6 psi 0.29 9a) 15.9 psi 63.5 psi 2.13 psi 63.5 psi 18.0 psi 0.28 1Oa) 6.8 psi 63.5 psi 2.84 psi 63.5 psi 9.6 psi 0.15 Vert.Rein£Of Masonry Lintel: Try: #4 Vert.Bars Spacing: 16 in o.c. A,,: 0.15 in Min A,: 0.128 in OK Max Spacing: 12 in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-61 UE 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel K Column Design: 8 in Column Height: 10 ft Ae: 61 in' Assumed Head Joint: 3/8 in rmin: 1.99 in Column Fixity: R: 0.88 in x-x Top: Pinned h,= 8 ft 7 5/8 in v-v Bottom: Fixed Bearing Area: 7 5/8 x 16 General Material Specificiations: Masonry Compressive Strength,fm: 2500 psi Rein£Steel Yield Strength,fs: 60000 psi E.: 2250000 psi E5: 29000000 psi n: 12.89 Modulus of Rupter,fr: 160 psi Total Reinforcement (2) #5 Bars Vert. As,bar: 0.31 in` Bending Reinf.in X-X: (2) #5 Bars Vert. As: 0.61 in` d= 4.0 in Direction: Y-Y: (1 ) #5 Bars Vert. As: 0.31 in d= 6.1 in Jamb Loading: Axial: X-X Bending(in-plane): X-X Bending out-of-plane PDL: 2.58 k MDL: 2.062 k-in MWL: 0 k-in PLL,: 0.36 k MLL: 0.284 k-in MEQ: 0 k-in PSL: 0.44 k MSL: 0.356 k-in PwL+: 0.28 k MwL+; 0.228 k-in Pam: -0.36 k MwL_: -0.28 k-in Out of plane: WL+: 17.9 psf Y-Y Bending(in-plane): Y-Y Bending out-of-plane WL-: -19.7 psf MDL: 1.966 k-in Mµ,L: 15.8 k-in Seismic Fp: 0.34 MLL: 0.271 k-in MEQ: 2.8 k-in MSL: 0.339 k-in MwL+: 0.217 k-in MwL-: -0.27 k-in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-62 At! Address: 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel K Analysis Compression: Bending: X-X: Y-Y: Pmasomy: 38.1 k p: 0.020 p: 0.007 Psteel: 22 k pn: 0.259 pn: 0.089 k: 0.528 k: 0.341 j: 0.824 j: 0.886 2/jk: 4.596 2/jk: 6.619 fb: 825 psi fb: 825 psi Ma,masonry: 22 k-in Ma,mmonry: 14 k-ft Ma,,teel: 49 k-in Ma,stee,: 40 k-in Combined Forces: P//P K/M." May Masonry Unity: 0.08 + 0.111 + 0.799 = 0.99 OK Steel Unity: 0.138 + 0.05 + 0.289 = 0.477 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-63 Address: 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel L Induced Loading: Wall Type: Structural Wall Penthouse Roof Tributary: 0 ft Sds: 0.86 z/h: 1.00 Block Thickenss: 8 in. Normal Weight CMU Tunnel Roof Tributary: 0 ft Ie: 1.00 Grout Spacing: Fully Grouted Cells Mech.Roof Tributary: 5.33 ft Vert.Seismic: 0.17 *W DLWaII. 80 psf Vert.Seismic: 13.76 psf[1.0 EVej Vertical Loads: Out-of-Plane Loading Induced Unfactored Forces into CMU Lintel DLPHroof: 15 psf WL'pressure: 17.9 psf[LOW] Vertical Out-of-Plane Tunnel Roof• DL 80 psf WLsuction•• -19.7 psf[LOW] Load Types: Loads: Loads: DLMeehRoof: 20 psf Dead Load,D: 786.7 plf 0 plf LLPHRoof: 20 psf Seismic,FP: 0.34 *W[1.0E] Roof Live Load,Lr: 106.7 plf 0 plf LLTnnnelRoof: 20 psf Seismic: 27.52 psf[LOE] Base Snow Load,Sbaw: 133.3 plf 0 plf LLMechRoof: 20 psf Drifting Snow Load,Sdrift: 24.53 plf 0 plf SLbase: 25 psf Wind Load,W(+): 85.33 plf plf SL 24.5 if Wind Load W_: -107 if 152.7 if dri&� p > O p p WL(+): 16 psf[LOW] Horz.Earthquake Load,Eh: 0 plf 213.3 plf WL(-): -20 psf[LOW] Vert.Earthquake Load,E,:rl35.3 plf 0 plf Wall Opening Geometry: j Lintel Spec to be used: ML1 Opening Height: 7.833 ft Structure to Structure Height: 14.17 ft Opening Lateral Trib.to Lintel: 3.917 ft Opening Width: 3.333 ft Parapet Height: 2.167 ft Lintel Depth: 1.333 ft Lintel Eff.Span: 3.333 ft Use Arching Action above Lintel: No Lateral Trib.Above Lintel: 2.5 ft Eff.Wall Height above Linte: 8.5 ft Total Lintel Lateral Trib.: 7.75 ft �arapet Height Roof Structure U W CMall ♦ Structure to Jamb Structure Height Zone Opening Opening Height Structure Below Opening Width Jamb Width 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-64 AU E Address: 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel L Induced Allowable Stress Design(ASD)Forces into CMU Lintel Load Combinations: Vertical Vertical Loads Horizontal Vertical Loads Loads: Mx Vy Loads: My Vx 1) D 787 plf 13.11 k-in 1.311 k 0 plf 0 k-in 0 k 2) D+L 787 plf 13.11 k-in 1.311 k 0 plf 0 k-in 0 k 3a) D+Lr 893 plf 14.89 k-in 1.489 k 0 plf 0 k-in 0 k 3b) D+S 945 plf 15.74 k-in 1.574 k 0 plf 0 k-in 0 k 4a) D+0.75L+0.75L, 867 plf 14.44 k-in 1.444 k 0 plf 0 k-in 0 k 4b) D+0.75L+0.75S 887 plf 14.78 k-in 1.478 k 0 plf 0 k-in 0 k 5) D+0.6W 838 plf 13.96 k-in 1.396 k 91.6 plf 1.527 k-in 0.153 k 6a) D+0.75(0.6W)+0.75L+0.75L, 905 plf 15.08 k-in 1.508 k 68.7 plf 1.145 k-in 0.115 k 6b) D+0.75(0.6W)+0.75L+0.75S 925 plf 15.42 k-in 1.542 k 68.7 plf 1.145 k-in 0.115 k 7) 0.6D+0.6W 408 plf 6.8 k-in 0.68 k 91.6 plf 1.527 k-in 0.153 k 8a) D+0.7E,+0.7E 881 plf 14.69 k-in 1.469 k 149 plf 2.488 k-in 0.249 k 9a) D+0.525E,+0.525Eh+0.75L+0.75S 887 plf 14.78 k-in 1.478 k 112 If 1.866 k-in 0.187 k IOa) 0.6D-0.7E,+0.7Eh 377 plf 6.288 k-in 0.629 k 149 plf 2.488 k-in 0.249 k CMU Lintel Geometry: General Material Specificiations: Width,b: 7.625 in Masonry Compressive Strength,fm: 2500 psi Overall Depth,h: 16 in Rein£Steel Yield Strength,fs: 60000 psi Vert.Eff.Depth,d: 13 in Em: 2250000 psi Lateral Eff.Depth,d: 5.25 in Es: 29000000 psi Geometry Check: 5.246 <32 OK n: 12.89 Geometry Check: 536.7 in> 40 in OK Modulus of Rupter,f,,: 160 psi CMU Lintel Design for Vertical Flexure Forces: CMU Lintel Design for Lateral Flexure Forces: Try: (2) #4 Bars Try: (2) #4 Bars A,: 0.4 in` As: 0.4 in` p: 0.00404 p: 0.00476 pn: 0.0520 pn: 0.0614 k: 0.275 k: 0.294 j: 0.908 j: 0.902 Fb: 1125 psi Fb: 1125 psi Fs: 60000 psi Fs: 60000 psi Flexure Sumary• Vert.Flexure Lateral Flexure Combined Unity Masonry Masonry Combined Masomy Combined fb: Unity fs Steel Unity fh: Unity fs Steel Unity Unity Steel Unity >> 81.55 psi 0.07 2775 psi 0.05 0 psi 0.00 0 psi 0.00 0.07 0.05 2) 81.55 psi 0.07 2775 psi 0.05 0 psi 0.00 0 psi 0.00 0.07 0.05 3a 92.61 psi 0.08 3152 psi 0.05 0 psi 0.00 0 psi 0.00 0.08 0.05 3b) 97.91 psi 0.09 3332 psi 0.06 0 psi 0.00 0 psi 0.00 0.09 0.06 4a) 89.84 psi 0.08 3058 psi 0.05 0 psi 0.00 0 psi 0.00 0.08 0.05 4b) 91.92 psi 0.08 3128 psi 0.05 0 psi 0.00 0 psi 0.00 0.08 0.05 5) 86.86 psi 0.08 2956 psi 0.05 26.08 psi 0.02 806.1 psi 0.01 0.10 0.06 6a) 93.82 psi 0.08 3193 psi 0.05 19.56 psi 0.02 604.6 psi 0.01 0.10 0.06 6b) 95.9 psi 0.09 3264 psi 0.05 19.56 psi 0.02 604.6 psi 0.01 0.10 0.06 7) 42.3 psi 0.04 1439 psi 0.02 26.08 psi 0.02 806.1 psi 0.01 0.06 0.04 sa) 91.37 psi 0.08 3110 psi 0.05 42.51 psi 0.04 1314 psi 0.02 0.12 0.07 9a) 91.92 psi 0.08 3128 psi 0.05 31.88 psi 0.03 985.3 psi 0.02 0.11 0.07 loa) 39.11 psi 0.03 1331 psi 0.02 42.51 psi 0.04 1314 psi 0.02 0.07 0.04 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-65 AU E 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel L CMU Lintel Deflection under Vertical Forces: CMU Lintel Deflection under Horizontal Forces: S: 325 in S: 155 in Mer: 52053 lb-in Mir: 24807 lb-in Ir,: 2603 in' 1,,: 591 in" Icr: 576 in" Icr: 114 in" Ieff: 2603 in" I ff- 591 in" Deflection Limit ATL: L/ 600 Deflection Limit ATL: L/ 600 Deflection Summary: Vert.Forces Horiz.Forces br Comb.ATL: L/ Icr Comb.ATL: L/ 1) 2603 0.00 in 107195 - 0.00 in - 2) 2603 0.00 in 107195 - 0.00 in 3a 2603 0.00 in 94395 - 0.00 in - 3b) 2603 0.00 in 89278 - 0.00 in - 4a) 2603 0.00 in 97300 - 0.00 in - 4b) 2603 0.00 in 95105 - 0.00 in - 5) 2603 0.00 in 100644 591 0.00 in 209066 6a) 2603 0.00 in 93171 591 0.00 in 278755 6b) 2603 0.00 in 91157 591 0.00 in 278755 7) 2603 0.00 in 206682 591 0.00 in 209066 8a) 2603 0.00 in 95675 591 0.00 in 128279 9a) 2603 0.00 in 95105 591 0.00 in 171038 loa) 2603 1 0.00 in 1223508, 591 0.00 in 128279 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-66 UE 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel L Masonry Shear Stresses Summary: Vertical Loading Lateral Loading fv Fvm f, F� Total Induced Unity 1) 10.7 psi 72.7 psi 0 psi - psi 10.7 psi 0.15 2) 10.7 psi 72.7 psi 0 psi - psi 10.7 psi 0.15 3a 12.2 psi 72.7 psi 0 psi - psi 12.2 psi 0.17 3b) 12.9 psi 72.7 psi 0 psi - psi 12.9 psi 0.18 4a) 11.8 psi 72.7 psi 0 psi - psi 11.8 psi 0.16 4b) 12.1 psi 72.7 psi 0 psi - psi 12.1 psi 0.17 5) 11.4 psi 72.7 psi 1.25 psi 72.7 psi 12.7 psi 0.17 6a) 12.4 psi 72.7 psi 0.94 psi 72.7 psi 13.3 psi 0.18 6b) 12.6 psi 72.7 psi 0.94 psi 72.7 psi 13.6 psi 0.19 7) 5.6 psi 72.7 psi 1.25 psi 72.7 psi 6.8 psi 0.09 8a) 12.0 psi 72.7 psi 2.04 psi 72.7 psi 14.1 psi 0.19 9a) 12.1 psi 72.7 psi 1.53 psi 72.7 psi 13.6 psi 0.19 IOa) 5.2 psi 72.7 psi 2.04 psi 72.7 psi 7.2 psi 0.1 Vert.Rein£Of Masonry Lintel: Try: #4 Vert.Bars Spacing: 16 in o.c. A,,: 0.15 in Min A,: 0.085 in OK Max Spacing: 8 in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-67 UE 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel L Column Design: 8 in Column Height: 7.833 ft Ae: 61 in' Assumed Head Joint: 3/8 in rmin: 1.99 in Column Fixity: R: 0.93 in Top: Pinned h,= 6.27 ft 7 5/8 in Bottom: Fixed I IF Bearing Area: 7 5/8 x 16 General Material Specificiations: Masonry Compressive Strength,fm: 2500 psi Rein£Steel Yield Strength,fs: 60000 psi E.: 2250000 psi E5: 29000000 psi n: 12.89 Modulus of Rupter,fr: 160 psi Total Reinforcement (2) #5 Bars Vert. As,bar: 0.31 in` Bending Reinf.in X-X: (2) #5 Bars Vert. As: 0.61 in` d= 4.0 in Direction: Y-Y: (1 ) #5 Bars Vert. As: 0.31 in d= 6.1 in Jamb Loading: Axial: X-X Bending(in-plane): X-X Bending out-of-plane PDL: 1.31 k MDL: 1.049 k-in MWL: 0 k-in PLL,: 0.18 k MLL: 0.142 k-in MEQ: 0 k-in PSL: 0.22 k MSL: 0.178 k-in PwL+: 0.14 k MwL+; 0.114 k-in Pam: -0.18 k MwL_: -0.14 k-in Out of plane: WL+: 17.9 psf Y-Y Bending(in-plane): Y-Y Bending out-of-plane WL-: -19.7 psf MDL: 1 k-in Mµ,L: 6.6 k-in Seismic Fp: 0.34 MLL: 0.136 k-in MEQ: 1.7 k-in MSL: 0.169 k-in MwL+: 0.108 k-in MwL_: -0.14 k-in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-68 At! Address: 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel L Analysis Compression: Bending: X-X: Y-Y: Pmasomy: 38.1 k p: 0.020 p: 0.007 P,,,,: 22.5 k pn: 0.259 pn: 0.089 k: 0.528 k: 0.341 j: 0.824 j: 0.886 2/jk: 4.596 2/jk: 6.619 fb: 825 psi fb: 825 psi Ma,masonry: 22 k-in Ma,mmonry: 14 k-ft Ma,,t,,,: 49 k-in Ma,stea,: 40 k-in Combined Forces: M,./M r May Masonry Unity: 0.04 + 0.056 + 0.35 = 0.446 OK Steel Unity: 0.069 + 0.025 + 0.126 = 0.22 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-69 Address: 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel M Induced Loading: Wall Type: Structural Wall Penthouse Roof Tributary: 0 ft Sds: 0.86 z/h: 1.00 Block Thickenss: 8 in. Normal Weight CMU Tunnel Roof Tributary: 0 ft Ie: 1.00 Grout Spacing: Fully Grouted Cells Mech.Roof Tributary: 5.33 ft Vert.Seismic: 0.17 *W DLWaII. 80 psf Vert.Seismic: 13.76 psf[1.0 EVej Vertical Loads: Out-of-Plane Loading Induced Unfactored Forces into CMU Lintel DLPHroof: 15 psf WL'pressure: 17.9 psf[LOW] Vertical Out-of-Plane Tunnel Roof• DL 80 psf WLsuction•• -19.7 psf[LOW] Load Types: Loads: Loads: DLMeehRoof: 20 psf Dead Load,D: 786.7 plf 0 plf LLPHRoof: 20 psf Seismic,Fp: 0.34 *W[1.0E] Roof Live Load,Lr: 106.7 plf 0 plf LLTnnnelRoof: 20 psf Seismic: 27.52 psf[LOE] Base Snow Load,Sbaw: 133.3 plf 0 plf LLMechRoof: 20 psf Drifting Snow Load,Sdrift: 24.53 plf 0 plf SLbase: 25 psf Wind Load,W(+): 85.33 plf plf SL 24.5 if Wind Load W_: -107 if 152.7 if dri&� p > O p p WL(+): 16 psf[LOW] Horz.Earthquake Load,Eh: 0 plf 213.3 plf WL(-): -20 psf[LOW] Vert.Earthquake Load,E,:rl35.3 plf 0 plf Wall Opening Geometry: Lintel Spec to be used: ML1 Opening Height: 7.833 ft Structure to Structure Height: 14.17 ft Opening Lateral Trib.to Lintel: 3.917 ft Opening Width: 4.417 ft Parapet Height: 2.167 ft Lintel Depth: 1.333 ft Lintel Eff.Span: 4.417 ft Use Arching Action above Lintel: No Lateral Trib.Above Lintel: 2.5 ft Eff.Wall Height above Linte: 8.5 ft Total Lintel Lateral Trib.: 7.75 ft �arapet Height Roof Structure U W CMall ♦ Structure to Jamb Structure Height Zone Opening Opening Height Structure Below Opening Width Jamb Width 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-70 AU E Address: 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel M Induced Allowable Stress Design(ASD)Forces into CMU Lintel Load Combinations: Vertical Vertical Loads Horizontal Vertical Loads Loads: Mx Vy Loads: My Vx 1) D 787 plf 23.02 k-in 1.737 k 0 plf 0 k-in 0 k 2) D+L 787 plf 23.02 k-in 1.737 k 0 plf 0 k-in 0 k 3a) D+Lr 893 plf 26.14 k-in 1.973 k 0 plf 0 k-in 0 k 3b) D+S 945 plf 27.64 k-in 2.086 k 0 plf 0 k-in 0 k 4a) D+0.75L+0.75L, 867 plf 25.36 k-in 1.914 k 0 plf 0 k-in 0 k 4b) D+0.75L+0.75S 887 plf 25.94 k-in 1.958 k 0 plf 0 k-in 0 k 5) D+0.6W 838 plf 24.52 k-in 1.85 k 91.6 plf 2.68 k-in 0.202 k 6a) D+0.75(0.6W)+0.75L+0.75L, 905 plf 26.48 k-in 1.999 k 68.7 plf 2.01 k-in 0.152 k 6b) D+0.75(0.6W)+0.75L+0.75S 925 plf 27.07 k-in 2.043 k 68.7 plf 2.01 k-in 0.152 k 7) 0.6D+0.6W 408 plf 11.94 k-in 0.901 k 91.6 plf 2.68 k-in 0.202 k 8a) D+0.7E,+0.7E 881 plf 25.79 k-in 1.946 k 149 plf 4.368 k-in 0.33 k 9a) D+0.525E,+0.525Eh+0.75L+0.75S 887 plf 25.94 k-in 1.958 k 112 If 3.276 k-in 0.247 k IOa) 0.6D-0.7E,+0.7Eh 377 plf 11.04 k-in 0.833 k 149 plf 4.368 k-in 0.33 k CMU Lintel Geometry: General Material Specificiations: Width,b: 7.625 in Masonry Compressive Strength,fm: 2500 psi Overall Depth,h: 16 in Rein£Steel Yield Strength,fs: 60000 psi Vert.Eff.Depth,d: 13 in Em: 2250000 psi Lateral Eff.Depth,d: 5.25 in Es: 29000000 psi Geometry Check: 6.951 <32 OK n: 12.89 Geometry Check: 536.7 in> 53 in OK Modulus of Rupter,f,,: 160 psi CMU Lintel Design for Vertical Flexure Forces: CMU Lintel Design for Lateral Flexure Forces: Try: (2) #4 Bars Try: (2) #4 Bars A,: 0.4 in` As: 0.4 in` p: 0.00404 p: 0.00476 pn: 0.0520 pn: 0.0614 k: 0.275 k: 0.294 j: 0.908 j: 0.902 Fb: 1125 psi Fb: 1125 psi Fs: 60000 psi Fs: 60000 psi Flexure Sumary• Vert.Flexure Lateral Flexure Combined Unity Masonry Masonry Combined Masomy Combined fb: Unity fs Steel Unity fh: Unity fs Steel Unity Unity Steel Unity 1) 143.2 psi 0.13 4873 psi 0.08 0 psi 0.00 0 psi 0.00 0.13 0.08 2) 143.2 psi 0.13 4873 psi 0.08 0 psi 0.00 0 psi 0.00 0.13 0.08 3a 162.6 psi 0.14 5533 psi 0.09 0 psi 0.00 0 psi 0.00 0.14 0.09 3b) 171.9 psi 0.15 5851 psi 0.10 0 psi 0.00 0 psi 0.00 0.15 0.10 4a) 157.7 psi 0.14 5368 psi 0.09 0 psi 0.00 0 psi 0.00 0.14 0.09 4b) 161.4 psi 0.14 5492 psi 0.09 0 psi 0.00 0 psi 0.00 0.14 0.09 5) 152.5 psi 0.14 5190 psi 0.09 45.8 psi 0.04 1415 psi 0.02 0.18 0.11 6a) 164.7 psi 0.15 5606 psi 0.09 34.35 psi 0.03 1061 psi 0.02 0.18 0.11 6b) 168.4 psi 0.15 5730 psi 0.10 34.35 psi 0.03 1061 psi 0.02 0.18 0.11 7) 74.25 psi 0.07 2527 psi 0.04 45.8 psi 0.04 1415 psi 0.02 0.11 0.07 sa) 160.4 psi 0.14 5459 psi 0.09 74.64 psi 0.07 2307 psi 0.04 0.21 0.13 9a) 161.4 psi 0.14 5492 psi 0.09 55.98 psi 0.05 1730 psi 0.03 0.19 0.12 __j loa) 68.66 psi 0.06 2337 psi 0.04 74.64 psi 0.07 2307 psi 0.04 0.13 0.08 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-71 AU E 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel M CMU Lintel Deflection under Vertical Forces: CMU Lintel Deflection under Horizontal Forces: S: 325 in S: 155 in Mer: 52053 lb-in Mir: 24807 lb-in Ir,: 2603 in' 1,,: 591 in" Icr: 576 in" Icr: 114 in" Ieff: 2603 in" I ff- 591 in" Deflection Limit ATL: L/ 600 Deflection Limit ATL: L/ 600 Deflection Summary: Vert.Forces Horiz.Forces br Comb.ATL: L/ Icr Comb.ATL: L/ 1) 2603 0.00 in 46081 - 0.00 in - 2) 2603 0.00 in 46081 - 0.00 in 3a 2603 0.00 in 40579 - 0.00 in - 3b) 2603 0.00 in 38379 - 0.00 in - 4a) 2603 0.00 in 41828 - 0.00 in - 4b) 2603 0.00 in 40884 - 0.00 in - 5) 2603 0.00 in 43265 591 0.00 in 89874 6a) 2603 0.00 in 40053 591 0.00 in 119833 6b) 2603 0.00 in 39187 591 0.00 in 119833 7) 2603 0.00 in 88850 591 0.00 in 89874 8a) 2603 0.00 in 41129 591 0.00 in 55145 9a) 2603 0.00 in 40884 591 0.00 in 73527 loa) 2603 1 0.00 in 196083, 591 0.00 in 55145 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-72 UE 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel M Masonry Shear Stresses Summary: Vertical Loading Lateral Loading fv Fvm f, F� Total Induced Unity 1) 14.2 psi 63.8 psi 0 psi - psi 14.2 psi 0.22 2) 14.2 psi 63.8 psi 0 psi - psi 14.2 psi 0.22 3a 16.2 psi 63.8 psi 0 psi - psi 16.2 psi 0.25 3b) 17.1 psi 63.8 psi 0 psi - psi 17.1 psi 0.27 4a) 15.7 psi 63.8 psi 0 psi - psi 15.7 psi 0.25 4b) 16.0 psi 63.8 psi 0 psi - psi 16.0 psi 0.25 5) 15.2 psi 63.8 psi 1.66 psi 63.8 psi 16.8 psi 0.26 6a) 16.4 psi 63.8 psi 1.24 psi 63.8 psi 17.6 psi 0.28 6b) 16.7 psi 63.8 psi 1.24 psi 63.8 psi 18.0 psi 0.28 7) 7.4 psi 63.8 psi 1.66 psi 63.8 psi 9.0 psi 0.14 8a) 16.0 psi 63.8 psi 2.7 psi 63.8 psi 18.7 psi 0.29 9a) 16.0 psi 63.8 psi 2.03 psi 63.8 psi 18.1 psi 0.28 1Oa) 6.8 psi 63.8 psi 2.7 psi 63.8 psi 9.5 psi 0.15 Vert.Rein£Of Masonry Lintel: Try: #4 Vert.Bars Spacing: 16 in o.c. A,,: 0.15 in Min A,: 0.085 in OK Max Spacing: 8 in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-73 UE 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel M Column Design: 8 in Column Height: 7.833 ft Ae: 61 in' Assumed Head Joint: 3/8 in rmin: 1.99 in Column Fixity: R: 0.93 in Top: Pinned h,= 6.27 ft 7 5/8 in Bottom: Fixed I F - t Bearing Area: 7 5/8 x 16 General Material Specificiations: Masonry Compressive Strength,fm: 2500 psi Rein£Steel Yield Strength,fs: 60000 psi E.: 2250000 psi E5: 29000000 psi n: 12.89 Modulus of Rupter,fr: 160 psi Total Reinforcement (2) #5 Bars Vert. As,bar: 0.31 in` Bending Reinf.in X-X: (2) #5 Bars Vert. As: 0.61 in` d= 4.0 in Direction: Y-Y: (1 ) #5 Bars Vert. As: 0.31 in d= 6.1 in Jamb Loading: Axial: X-X Bending(in-plane): X-X Bending out-of-plane PDL: 1.74 k MDL: 1.39 k-in MWL: 0 k-in PLL,: 0.24 k MLL: 0.188 k-in MEQ: 0 k-in PSL: 0.29 k MSL: 0.236 k-in PwL+: 0.19 k MwL+; 0.151 k-in Pam: -0.24 k MwL_: -0.19 k-in Out of plane: WL+: 17.9 psf Y-Y Bending(in-plane): Y-Y Bending out-of-plane WL-: -19.7 psf MDL: 1.325 k-in Mµ,L: 7.6 k-in Seismic Fp: 0.34 MLL: 0.18 k-in MEQ: 1.7 k-in MSL: 0.225 k-in MwL+: 0.144 k-in MwL_: -0.18 k-in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-74 At! Address: 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel M Analysis Compression: Bending: X-X: Y-Y: Pmasomy: 38.1 k p: 0.020 p: 0.007 P,,,,: 22.5 k pn: 0.259 pn: 0.089 k: 0.528 k: 0.341 j: 0.824 j: 0.886 2/jk: 4.596 2/jk: 6.619 fb: 825 psi fb: 825 psi Ma,masonry: 22 k-in Ma,mmonry: 14 k-ft Ma,,t,,,: 49 k-in Ma,stea,: 40 k-in Combined Forces: P/P. M,./M r May Masonry Unity: 0.054 + 0.075 + 0.414 = 0.542 OK Steel Unity: 0.091 + 0.034 + 0.15 = 0.274 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-75 Address: 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel N Induced Loading: Wall Type: Structural Wall Penthouse Roof Tributary: 0 ft Sds: 0.86 z/h: 1.00 Block Thickenss: 8 in. Normal Weight CMU Tunnel Roof Tributary: 0 ft Ie: 1.00 Grout Spacing: Fully Grouted Cells Mech.Roof Tributary: 5.33 ft Vert.Seismic: 0.17 *W DLWaII. 80 psf Vert.Seismic: 13.76 psf[1.0 EVej Vertical Loads: Out-of-Plane Loading Induced Unfactored Forces into CMU Lintel DLPHroof: 15 psf WL'pressure: 17.9 psf[LOW] Vertical Out-of-Plane Tunnel Roof• DL 80 psf WLsuction•• -19.7 psf[LOW] Load Types: Loads: Loads: DLMeehRoof: 20 psf Dead Load,D: 786.7 plf 0 plf LLPHRoof: 20 psf Seismic,Fp: 0.34 *W[1.0E] Roof Live Load,Lr: 106.7 plf 0 plf LLTnnnelRoof: 20 psf Seismic: 27.52 psf[LOE] Base Snow Load,Sbaw: 133.3 plf 0 plf LLMechRoof: 20 psf Drifting Snow Load,Sdrift: 24.53 plf 0 plf SLbase: 25 psf Wind Load,W(+): 85.33 plf plf SL 24.5 if Wind Load W_: -107 if 152.7 if dri&� p > O p p WL(+): 16 psf[LOW] Horz.Earthquake Load,Eh: 0 plf 213.3 plf WL(-): -20 psf[LOW] Vert.Earthquake Load,E,:rl35.3 plf 0 plf Wall Opening Geometry: j Lintel Spec to be used: ML1 Opening Height: 7.833 ft Structure to Structure Height: 14.17 ft Opening Lateral Trib.to Lintel: 3.917 ft Opening Width: 3.333 ft Parapet Height: 2.167 ft Lintel Depth: 1.333 ft Lintel Eff.Span: 3.333 ft Use Arching Action above Lintel: No Lateral Trib.Above Lintel: 2.5 ft Eff.Wall Height above Linte: 8.5 ft Total Lintel Lateral Trib.: 7.75 ft �arapet Height Roof Structure U W CMall ♦ Structure to Jamb Structure Height Zone Opening Opening Height Structure Below Opening Width Jamb Width 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-76 AU E Address: 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel N Induced Allowable Stress Design(ASD)Forces into CMU Lintel Load Combinations: Vertical Vertical Loads Horizontal Vertical Loads Loads: Mx Vy Loads: My Vx 1) D 787 plf 13.11 k-in 1.311 k 0 plf 0 k-in 0 k 2) D+L 787 plf 13.11 k-in 1.311 k 0 plf 0 k-in 0 k 3a) D+Lr 893 plf 14.89 k-in 1.489 k 0 plf 0 k-in 0 k 3b) D+S 945 plf 15.74 k-in 1.574 k 0 plf 0 k-in 0 k 4a) D+0.75L+0.75L, 867 plf 14.44 k-in 1.444 k 0 plf 0 k-in 0 k 4b) D+0.75L+0.75S 887 plf 14.78 k-in 1.478 k 0 plf 0 k-in 0 k 5) D+0.6W 838 plf 13.96 k-in 1.396 k 91.6 plf 1.527 k-in 0.153 k 6a) D+0.75(0.6W)+0.75L+0.75L, 905 plf 15.08 k-in 1.508 k 68.7 plf 1.145 k-in 0.115 k 6b) D+0.75(0.6W)+0.75L+0.75S 925 plf 15.42 k-in 1.542 k 68.7 plf 1.145 k-in 0.115 k 7) 0.6D+0.6W 408 plf 6.8 k-in 0.68 k 91.6 plf 1.527 k-in 0.153 k 8a) D+0.7E,+0.7E 881 plf 14.69 k-in 1.469 k 149 plf 2.488 k-in 0.249 k 9a) D+0.525E,+0.525Eh+0.75L+0.75S 887 plf 14.78 k-in 1.478 k 112 If 1.866 k-in 0.187 k IOa) 0.6D-0.7E,+0.7Eh 377 plf 6.288 k-in 0.629 k 149 plf 2.488 k-in 0.249 k CMU Lintel Geometry: General Material Specificiations: Width,b: 7.625 in Masonry Compressive Strength,fm: 2500 psi Overall Depth,h: 16 in Rein£Steel Yield Strength,fs: 60000 psi Vert.Eff.Depth,d: 13 in Em: 2250000 psi Lateral Eff.Depth,d: 5.25 in Es: 29000000 psi Geometry Check: 5.246 <32 OK n: 12.89 Geometry Check: 536.7 in> 40 in OK Modulus of Rupter,f,,: 160 psi CMU Lintel Design for Vertical Flexure Forces: CMU Lintel Design for Lateral Flexure Forces: Try: (2) #4 Bars Try: (2) #4 Bars A,: 0.4 in` As: 0.4 in` p: 0.00404 p: 0.00476 pn: 0.0520 pn: 0.0614 k: 0.275 k: 0.294 j: 0.908 j: 0.902 Fb: 1125 psi Fb: 1125 psi Fs: 60000 psi Fs: 60000 psi Flexure Sumary• Vert.Flexure Lateral Flexure Combined Unity Masonry Masonry Combined Masomy Combined fb: Unity fs Steel Unity fh: Unity fs Steel Unity Unity Steel Unity >> 81.55 psi 0.07 2775 psi 0.05 0 psi 0.00 0 psi 0.00 0.07 0.05 2) 81.55 psi 0.07 2775 psi 0.05 0 psi 0.00 0 psi 0.00 0.07 0.05 3a 92.61 psi 0.08 3152 psi 0.05 0 psi 0.00 0 psi 0.00 0.08 0.05 3b) 97.91 psi 0.09 3332 psi 0.06 0 psi 0.00 0 psi 0.00 0.09 0.06 4a) 89.84 psi 0.08 3058 psi 0.05 0 psi 0.00 0 psi 0.00 0.08 0.05 4b) 91.92 psi 0.08 3128 psi 0.05 0 psi 0.00 0 psi 0.00 0.08 0.05 5) 86.86 psi 0.08 2956 psi 0.05 26.08 psi 0.02 806.1 psi 0.01 0.10 0.06 6a) 93.82 psi 0.08 3193 psi 0.05 19.56 psi 0.02 604.6 psi 0.01 0.10 0.06 6b) 95.9 psi 0.09 3264 psi 0.05 19.56 psi 0.02 604.6 psi 0.01 0.10 0.06 7) 42.3 psi 0.04 1439 psi 0.02 26.08 psi 0.02 806.1 psi 0.01 0.06 0.04 sa) 91.37 psi 0.08 3110 psi 0.05 42.51 psi 0.04 1314 psi 0.02 0.12 0.07 9a) 91.92 psi 0.08 3128 psi 0.05 31.88 psi 0.03 985.3 psi 0.02 0.11 0.07 loa) 39.11 psi 0.03 1331 psi 0.02 42.51 psi 0.04 1314 psi 0.02 0.07 0.04 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-77 AU E 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel N CMU Lintel Deflection under Vertical Forces: CMU Lintel Deflection under Horizontal Forces: S: 325 in S: 155 in Mer: 52053 lb-in Mir: 24807 lb-in Ir,: 2603 in' 1,,: 591 in" Icr: 576 in" Icr: 114 in" Ieff: 2603 in" I ff- 591 in" Deflection Limit ATL: L/ 600 Deflection Limit ATL: L/ 600 Deflection Summary: Vert.Forces Horiz.Forces br Comb.ATL: L/ Icr Comb.ATL: L/ 1) 2603 0.00 in 107195 - 0.00 in - 2) 2603 0.00 in 107195 - 0.00 in 3a 2603 0.00 in 94395 - 0.00 in - 3b) 2603 0.00 in 89278 - 0.00 in - 4a) 2603 0.00 in 97300 - 0.00 in - 4b) 2603 0.00 in 95105 - 0.00 in - 5) 2603 0.00 in 100644 591 0.00 in 209066 6a) 2603 0.00 in 93171 591 0.00 in 278755 6b) 2603 0.00 in 91157 591 0.00 in 278755 7) 2603 0.00 in 206682 591 0.00 in 209066 8a) 2603 0.00 in 95675 591 0.00 in 128279 9a) 2603 0.00 in 95105 591 0.00 in 171038 loa) 2603 1 0.00 in 1223508, 591 0.00 in 128279 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-78 UE 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel N Masonry Shear Stresses Summary: Vertical Loading Lateral Loading fv Fvm f, F� Total Induced Unity 1) 10.7 psi 72.7 psi 0 psi - psi 10.7 psi 0.15 2) 10.7 psi 72.7 psi 0 psi - psi 10.7 psi 0.15 3a 12.2 psi 72.7 psi 0 psi - psi 12.2 psi 0.17 3b) 12.9 psi 72.7 psi 0 psi - psi 12.9 psi 0.18 4a) 11.8 psi 72.7 psi 0 psi - psi 11.8 psi 0.16 4b) 12.1 psi 72.7 psi 0 psi - psi 12.1 psi 0.17 5) 11.4 psi 72.7 psi 1.25 psi 72.7 psi 12.7 psi 0.17 6a) 12.4 psi 72.7 psi 0.94 psi 72.7 psi 13.3 psi 0.18 6b) 12.6 psi 72.7 psi 0.94 psi 72.7 psi 13.6 psi 0.19 7) 5.6 psi 72.7 psi 1.25 psi 72.7 psi 6.8 psi 0.09 8a) 12.0 psi 72.7 psi 2.04 psi 72.7 psi 14.1 psi 0.19 9a) 12.1 psi 72.7 psi 1.53 psi 72.7 psi 13.6 psi 0.19 IOa) 5.2 psi 72.7 psi 2.04 psi 72.7 psi 7.2 psi 0.1 Vert.Rein£Of Masonry Lintel: Try: #4 Vert.Bars Spacing: 16 in o.c. A,,: 0.15 in Min A,: 0.085 in OK Max Spacing: 8 in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-79 UE 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel N Column Design: 8 in Column Height: 7.833 ft Ae: 61 in' Assumed Head Joint: 3/8 in rmin: 1.99 in Column Fixity: R: 0.93 in Top: Pinned h,= 6.27 ft 7 5/8 in Bottom: Fixed I Ft Bearing Area: 7 5/8 x 16 General Material Specificiations: Masonry Compressive Strength,fm: 2500 psi Rein£Steel Yield Strength,fs: 60000 psi E.: 2250000 psi E5: 29000000 psi n: 12.89 Modulus of Rupter,fr: 160 psi Total Reinforcement (2) #5 Bars Vert. As,bar: 0.31 in` Bending Reinf.in X-X: (2) #5 Bars Vert. As: 0.61 in` d= 4.0 in Direction: Y-Y: (1 ) #5 Bars Vert. As: 0.31 in d= 6.1 in Jamb Loading: Axial: X-X Bending(in-plane): X-X Bending out-of-plane PDL: 1.31 k MDL: 1.049 k-in MWL: 0 k-in PLL,: 0.18 k MLL: 0.142 k-in MEQ: 0 k-in PSL: 0.22 k MSL: 0.178 k-in PwL+: 0.14 k MwL+; 0.114 k-in Pam: -0.18 k MwL_: -0.14 k-in Out of plane: WL+: 17.9 psf Y-Y Bending(in-plane): Y-Y Bending out-of-plane WL-: -19.7 psf MDL: 1 k-in Mµ,L: 6.6 k-in Seismic Fp: 0.34 MLL: 0.136 k-in MEQ: 1.7 k-in MSL: 0.169 k-in MwL+: 0.108 k-in MwL_: -0.14 k-in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-80 At! Address: 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel N Analysis Compression: Bending: X-X: Y-Y: Pmasomy: 38.1 k p: 0.020 p: 0.007 P,,,,: 22.5 k pn: 0.259 pn: 0.089 k: 0.528 k: 0.341 j: 0.824 j: 0.886 2/jk: 4.596 2/jk: 6.619 fb: 825 psi fb: 825 psi Ma,masonry: 22 k-in Ma,mmonry: 14 k-ft Ma,,t,,,: 49 k-in Ma,stea,: 40 k-in Combined Forces: M,./M r May Masonry Unity: 0.04 + 0.056 + 0.35 = 0.446 OK Steel Unity: 0.069 + 0.025 + 0.126 = 0.22 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-81 Address: 7530 204th St.NE Arlingotn,WA 98223 Date: 5/9/24 AU E Client: SDH Architects,LLC Job No.: 24034 CONCRETE DESIGN CALCULATIONS - Wall Footings Calculation: FOOTING LAYOUT Eccentric Wall Ftg. 1 24 ft Eck Wall Ftg.4 7 Eccentric Wall Ftg.8 23.33 ft 1st beam Eccentric Wall Ftg.2 8.0 ft 8.0 8.0 ft; ■ 1133 ft ■ ■ Eccentric Wall Ftg.3 Ix Eccentric Wall Ftg.7 Eccentric Wall Ftg.5 Eccentric Wall Ftg.6 DL Takeoff: Wind Loading: Seismic Loading: CMU Weight: 80 psf Roof Wind: WL+: 17.8 psf SDs: 0.751 Tunnel DL: 80 psf WL-: -31.9 psf I,: 1 Mechanical DL: 20 psf Penthouse DL: 15 psf Wall Wind: WL+: 16.4 psf WL-: -18.2 psf LLr: 20 psf SL: 25 psf 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Milton Pg.No: G-1 AU E Address: 1200 Meridian Ave E Milton,WA 98354 Date: 5/9/24 IJAClient: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg. 1 I I I I I I I I DL: DLtunnel: 80 psf x 23.33 ft - 2 = 933.3 plf DLMech: 20 psf x 0 ft - 2 = 0 plf DLPent: 15 psf x 0 ft - 2 = 0 plf DLcm,u wall: 80 psf x 18.33 ft = 1467 plf E DL = 2400 plf LL: LLr: 20 psf x 23.33 ft - 2 = E LLB = 233.3 plf SL: SL: 25 psf x 23.33 ft - 2 = ESL = 291.7 plf WL+: WL+: 17.8 psf x 23.33 ft - 2 = = ESL = 207.7 plf WL-: WL-: -31.9 psf x 23.33 ft - 2 = = ESL = -372 plf SEISMIC: C&C EQ: 32 plf CONTROLS WIND: ♦ oadt.Rf ASCE 7 12.11 (Fp=0.4*SDI*I,): 24.02 plf ♦ aRf WL: 16.4 plf 15.83 ft 32 plf 5.83 ft 2 F Load to Ftg 0.13 k 4—Load to Ftg 0.253 k 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Milton Pg.No: G-2 eAA�U E Address: 1200 Meridian Ave E Milton,WA 98354 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg. 1 Unfactored Induced Forces: Footing/Column Interaction: Load Types: Axial Axial Force Indirect Direct Total 1~�� Forces: Eccentricity: Moments Moments Moments I I Dead Load,D: 2400 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Lateral Earth Pressure,H: 0 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft 1 I Live Load,L: 0 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Clockwise Roof Live Load,Lr: 233 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Moment(+) Base Snow Load,Sbase•• 292 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Drifting Snow Load,S&ft: 0 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Wind Load,W(+): 208 plf 0.0 in 0 k-in/ft 0.8 k-in/ft 0.8 k-in/ft Wind Load,W_: -372 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft SDS: 0.751 Redundancy Factor,p: 1.00 L' LZ Earthquake Load,QE: 0.00 plf 0.0 in 0.00 k-in/ft 1.52 k-in/ft 1.52 k-in/ft L Earthquake Load,E: 0.00 plf 0.00 k-in/ft 1.52 k-in/ft 1.52 k-in/ft Column Offset,e: 0.0 ft from ftg CL Vert.Earthquake Load,E,,: 360 plf 0.00 k-in/ft 0.00 k-in/ft 0.00 k-in/ft Material Properties: Footing Dimensions: Stem Wall Properties: (If applicable) Slab on Grade Above Footing Dimensions: Concrete fc: 4500 psi Wall Location,Ll: 1.50 ft Stem Wall Material: Concrete Footing Location: Edge Concrete Density: 150 pcf Wall Location,L2: 1.50 ft Stem Wall Width: 8 in Slab Thickness: 6 in Reinforcement,fy: 60 ksi (Long dim.)Length,L: 3.00 ft Stem Wall Height: 6 in to top of ftg Slab Area over Ftg: 1.5 ft2 Reinf.Epoxy Coated: No Width: 1.00 ft Stem Wall Weight: 100 psf Slab over Ftg Weight: 0.113 k Allow. Soil Bearing: 2000 psf Depth: 12 in Stem Wall Weight: 0.05 klf Slab Dist.Beyod Ftg: 11.67 ft Soil Density: 120 pcf Footing Area: 3.0 ft2 Stem Wall Reinf Type: alternating hooks Slab Area beyond Ftg: 92.89 ft2 Conc.Mod.Factor's': 1.00 Ftg Self Weight: 0.45 klf Slab Weight for Uplift: 6.967 k Comp.Zone Factor,01: 0.825 Footing Design Include Weight for Include Weight for Include Weight for Include Weight for Soil Above Footing Dimensions: Options: Bearing Pressure: Resisting OTM: Uplift Resistance: Uplift Flex.Resist.: Depth of Soil over Footing: 6 in Footing Weight: Yes Yes - - Soil Area over Ftg: 2.3 ft2 Soil over Ftg Weight: Yes Yes Yes Yes Soil over Ftg Weight: 0.14 k Slab on Grade over Ftg Weight: Yes Yes Yes Yes Footing Reinforcement Steel: Bottom Steel (4) #4 Longitudinal Bars at 8 in o.c. Cover: 3 in dbot: 8.25 in No Uplift at Top of Ftg-> (Main Reinf) (1 ) #5 Transverse Bars at 32 in o.c. Side Cover: 2 in Top Steel Not Req'd Top Steel O #5 Longitudinal Bars at - in o.c. Cover: 2 in drop: 9.063 in Top Steel Not Req'd for (Uplift Reinf.) O #5 Transverse Bars at 12 in o.c. Side Cover: 2 in Footing Thickness Flexural Capacity for Footing Length: (Long Dimension) Min Reinforcement Requirements: Downward Forces Uplift Forces Cont.Reinf: Min.AS: 0.78 in2 AS: 0.116 in As: 0 in Provided AS: 0.8 in' OK a: 0.152 in a: 0 in S": 18 in OK pt: 0.0197 pt: 0.0197 daggr gate: 0.75 in p: 0.0012 p: 0.0000 smin: 2 in OK Section IS: Tension Controlled Section IS: Tension Controlled Mn: 12 k-in M,,: 0 k-in Req'd Vert.Dowel Hook Length: 12 *do Mn: 57 k-in Mn: 0 k-in Req'd Vert.Dowel Hook Length: 7.5 in fib: 0.9 fib: 0.9 #of Vert.Curtains: ( 1) OMn: 51 k-in �Mn: 0 k-in Spec.Cover to Vert.Dowel in Stem: 4 in Unity: 0.24 OK Unity: 0.00 OK Hook Length,In rovived: 16 in OK One-Way Punching Shear Capacity:I Net Uplift Check: USE:3.00 ft long x 1.00 ft wide x 1.00 ft deep Vi1: 0.7 k Max Column Uplift: 0.00 k[LRFD] footing w/ Cone.shear strength Vc: 5.605 k Footing+Slab+Soil Weight: 6.801 k Bottom Layer Reinf.:(4)#4 cont.longitudinal Ov 0.75 Add.Resist DL: 0.0 k(J.OD) bars&#5 from SW Shear Capacity+Vn: 4.2 k Total Net Uplift: 0.00 k OK Unity: 0.17 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Milton Pg.No: G-3 Address: 1200 Meridian Ave E Milton,WA 98354 Date: 5/9/24 AU E Client: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg. 1 e. e; .P�I 'p� +I I I INN �I �'B' NN n ,B' �,B- BEARING PRESSURE BEARING PRESSURE BEARING PRESSURE Soil Pressure Case 1 Soil Pressure Case 2 Soil Pressure Case 3 Load Combinations for Allowable Stress Design(ASD)per ASCE 7-16 Section 2.4 for Soil Bearing Analysis under Footing Load Combinations: Axial Total Eccentricity Soil Pressure Soil Bearing Forces: Moments: let L/6 Dist. Case qma groin Check 1) D: 3 klf 0 k-in/ft 0 in 6 in Case 1 1051 psf 1051 psf 2) D+H+L: 3 klf 0 k-in/ft 0 in 6 in Case 1 1051 psf 1051 psf 3a) D+H+Lr: 3 klf 0 k-in/ft 0 in 6 in Case 1 1129 psf 1129 psf 3b) D+H+S: 3 klf 0 k-in/ft 0 in 6 in Case 1 1148 psf 1148 psf 4a) D+H+0.75L+0.75L,: 3 klf 0 k-in/ft 0 in 6 in Case 1 1109 psf 1109 psf 4b) D+H+0.75L+0.75S: 3 klf 0 k-in/ft 0 in 6 in Case 1 1124 psf 1124 psf 5) D+H+0.6W: 3 klf 0 k-in/ft 0 in 6 in Case 2 1118 psf 1066 psf 6a) D+H+0.75(0.6W)+0.75L+0.75L,: 3 klf 0 k-in/ft 0 in 6 in Case 2 1160 psf 1121 psf 6b) D+H+0.75(0.6W)+0.75L+0.75S: 3 klf 0 k-in/ft 0 in 6 in Case 2 1174 psf 1135 psf 7) 0.6D+0.6W: 2 klf 0 k-in/ft 0 in 6 in Case 1 556 psf 556 psf 8a) D+H+0.7E,+0.7Eh 3 klf 1 k-in/ft 0 in 6 in Case 2 1194 psf 1076 psf 9a) D+H+0.525E,+0.525Eh+0.75L+0.75S: 4 klf 1 k-in/ft 0 in 6 in Case 2 1231 psf 1142 psf 10a) 0.6D-0.7E,+0.7Eh: 2 k I 1 k-in/ft I 1 in 1 6 in I Case 2 1 606 psf 1 487 psf Load Combinations for Allowable Stress Design(ASD)per ASCE 7-16 Section 2.4 for Footing Overturning Analysis Load Combinations: Axial Overturning Eccentricity Restoring Factor of Overturning Forces: Moment let Moments: Safety Check 1) D: 3 k 0 k-in/ft 0.0 in 57 k-in/ft 100.00 2) D+H+L: 3 k 0 k-in/ft 0.0 in 57 k-in/ft 100.00 3a) D+H+Lr: 3 k 0 k-in/ft 0.0 in 61 k-in/ft 100.00 3b) D+H+S: 3 k 0 k-in/ft 0.0 in 62 k-in/ft 100.00 4a) D+H+0.75L+0.75L,: 3 k 0 k-in/ft 0.0 in 60 k-in/ft 100.00 4b) D+H+0.75L+0.75S: 3 k 0 k-in/ft 0.0 in 61 k-in/ft 100.00 5) D+H+0.6W: 3 k 0 k-in/ft 0.1 in 59 k-in/ft 125.42 OK 6a) D+H+0.75(0.6W)+0.75L+0.75L,: 3 k 0 k-in/ft 0.1 in 61 k-in/ft 174.86 6b) D+H+0.75(0.6W)+0.75L+0.75S: 3 k 0 k-in/ft 0.1 in 62 k-in/ft 177.11 7) 0.6D+0.6W: 2 k 0 k-in/ft 0.0 in 18 k-in/ft 100.00 8a) D+H+0.7E+0.7Eh 3 k l k-in/ft 0.3 in 60 k-in/ft 56.81 9a) D+H+0.525Ev+0.525Eh+0.75L+0.75S: 4 k l k-in/ft 0.2 in 63 k-in/ft 79.51 10a) 0.6D-0.7Ev+0.7Eh: 2 k 1 1 k-in/ft 1 0.6 in 1 17 k-in/ft 1 16.30 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Milton Pg.No: G-4 1200 Meridian Ave E Milton,WA 98354 Date: 5/9/24 AUE ent: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg. 1 Load Combinations for Strength Design(LRFD)per ASCE 7-16 Section 2.3 for Net Factored Pressure Acting on the Footing Load Combinations: Axial Total Eccentricity Soil Pressure Forces: Moments: let L/6 Dist. Case Amax Amin 1) 1.41): 4 klf 0 k-in/ft 0.0 in 6 in Case 1 1471 psf 1471 psf 2a) 1.2D+1.6H+1.6L+0.5L,: 4 Of 0 k-in/ft 0.0 in 6 in Case 1 1300 psf 1300 psf 2b) 1.2D+1.6H+1.6L+0.5S: 4 klf 0 k-in/ft 0.0 in 6 in Case 1 1310 psf 1310 psf 3a) 1.2D+1.6H+1.6Lr+L: 4 klf 0 k-in/ft 0.0 in 6 in Case 1 1385 psf 1385 psf 3b) 1.2D+1.6H+1.6S+L: 4 klf 0 k-in/ft 0.0 in 6 in Case 1 1417 psf 1417 psf 3c) 1.2D+1.6H+1.6Lr+0.5W: 4 klf 0 k-in/ft 0.1 in 6 in Case 2 1442 psf 1398 psf 3d) 1.2D+1.6H+1.6S+0.5W: 4 Of 0 k-in/ft 0.1 in 6 in Case 2 1473 psf 1430 psf 4a) 1.2D+1.6H+1.OW+L+0.5L,: 4 klf 1 k-in/ft 0.2 in 6 in Case 2 1412 psf 1326 psf 4b) 1.2D+1.6H+1.OW+L+0.5S: 4 klf 1 k-in/ft 0.2 in 6 in Case 2 1422 psf 1336 psf 5) 0.9D+1.OW: 2 klf 0 k-in/ft 0.0 in 6 in Case 1 822 psf 822 psf 6a) 1.2D+1.6H+E+EI,+L+0.2S: 4 klf 2 k-in/ft 0.4 in 6 in Case 2 1485 psf 1316 psf 7a) 0.9D-E,-E,l 2 klf 1 2 k-in/ft 0.6 in 6 in Case 2 910 psf 741 psf Load Combinations for Strength Design(LRFD)per ASCE 7-16 Section 2.3 for Induced Forces Acting on the Footing Length Load Combinations: Net Uplift R Dist.To R Mudoµ wud Forces Mu-lift vul 1) 1.41): 0.7 klf 0.479 ft 12 k-in/ft 0 klf 0 k-in/ft 0.7 k 2a) 1.2D+1.6H+1.6L+0.5L,: 0.6 klf 0.479 ft 11 k-in/ft 0 klf 0 k-in/ft 0.62 k 2b) 1.2D+1.6H+1.6L+0.5S: 0.6 klf 0.479 ft 11 k-in/ft 0 klf 0 k-in/ft 0.63 k 3a) 1.2D+1.6H+1.6Lr+L: 0.7 klf 0.479 ft 11 k-in/ft 0 klf 0 k-in/ft 0.66 k 3b) 1.2D+1.6H+1.6S+L: 0.7 klf 0.479 ft 12 k-in/ft 0 klf 0 k-in/ft 0.68 k 3c) 1.2D+1.6H+1.6Lr+0.5W: 0.7 klf 0.479 ft 12 k-in/ft 0 klf 0 k-in/ft 0.69 k 3d) 1.2D+1.6H+1.6S+0.5W: 0.7 klf 0.479 ft 12 k-in/ft 0 klf 0 k-in/ft 0.71 k 4a) 1.2D+1.6H+1.OW+L+0.5L,: 0.7 klf 0.479 ft 12 k-in/ft 0 klf 0 k-in/ft 0.68 k 4b) 1.2D+1.6H+1.OW+L+0.5S: 0.7 klf 0.479 ft 12 k-in/ft 0 klf 0 k-in/ft 0.68 k 5) 0.9D+1.OW: 0.4 klf 0.479 ft 7 k-in/ft 0 klf 0 k-in/ft 0.39 k 6a) 1.2D+1.6H+E+EI,+L+0.2S: 0.7 klf 0.479 ft 12 k-in/ft 0 klf 0 k-in/ft 0.71 k 7a) 0.9D-Ev-E,l 0.4 klf 0.479 ft 7 k-in/ft 0 klf 0 k-in/ft 0.44 k 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Milton Pg.No: G-5 Address: 1200 Meridian Ave E Milton,WA 98354 Date: 5/9/24 AU E Client: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.2 0 � I i � DL: DLtunnel: 80 psf x 23.33 ft 2 = 933.3 plf DLMech: 20 psf x 11.33 ft 2 = 113.3 plf DI-Pent: 15 psf x 0 ft 2 0 plf DLcm,u wall: 80 psf x 18.33 ft = 1467 plf IDL = 2513 plf LL: LL,: 20 psf x 34.67 ft 2 = I LLB = 346.7 plf SL: SL: 25 psf x 34.67 ft 2 = ESL = 433.3 plf WIL+: WIL+: 17.8 psf x 34.67 ft 2 = = ESL = 308.5 plf WL-: WL-: -31.9 psf x 34.67 ft 2 = I SL = -553 plf SEISMIC: C&C EQ: 32 plf CONTROLS WIND: t.Rf k ASCE 7 12.11 (Fp=0.4*SDI*I,): 24.02 plf WL: 16.4 plf 15.33 ft 32 plf 5.33 ft Load Ftg 0.126 k 4—Load to tg 0.245 k to F 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 1 21 Project: Wet Rabbit Car Wash-Milton Pg.No: G-6 I eAA�U E Address: 1200 Meridian Ave E Milton,WA 98354 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.2 Unfactored Induced Forces: Footing/Column Interaction: Load Types: Axial Axial Force Indirect Direct Total 1~�� Forces: Eccentricity: Moments Moments Moments I I Dead Load,D: 2513 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Lateral Earth Pressure,H: 0 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft 1 I Live Load,L: 0 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Clockwise Roof Live Load,Lr: 347 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Moment(+) Base Snow Load,Sbase•• 433 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Drifting Snow Load,S&ft: 0 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Wind Load,W(+): 309 plf 0.0 in 0 k-in/ft 0.8 k-in/ft 0.8 k-in/ft Wind Load,W_: -553 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft SDS: 0.751 Redundancy Factor,p: 1.00 L' LZ Earthquake Load,QE: 0.00 plf 0.0 in 0.00 k-in/ft 1.47 k-in/ft 1.47 k-in/ft L Earthquake Load,E: 0.00 plf 0.00 k-in/ft 1.47 k-in/ft 1.47 k-in/ft Column Offset,e: 0.0 ft from ftg CL Vert.Earthquake Load,E,,: 377 plf 0.00 k-in/ft 0.00 k-in/ft 0.00 k-in/ft Material Properties: Footing Dimensions: Stem Wall Properties: (If applicable) Slab on Grade Above Footing Dimensions: Concrete fc: 4500 psi Wall Location,Ll: 1.50 ft Stem Wall Material: Concrete Footing Location: Interior Concrete Density: 150 pcf Wall Location,L2: 1.50 ft Stem Wall Width: 8 in Slab Thickness: 6 in Reinforcement,fy: 60 ksi (Long dim.)Length,L: 3.00 ft Stem Wall Height: 6 in to top of ftg Slab Area over Ftg: 3 ft2 Reinf.Epoxy Coated: No Width: 1.00 ft Stem Wall Weight: 100 psf Slab over Ftg Weight: 0.225 k Allow. Soil Bearing: 2000 psf Depth: 12 in Stem Wall Weight: 0.05 klf Slab Dist.Beyod Ftg: 11.67 ft Soil Density: 120 pcf Footing Area: 3.0 ft2 Stem Wall Reinf Type: alternating hooks Slab Area beyond Ftg: 185.8 ft2 Conc.Mod.Factor's': 1.00 Ftg Self Weight: 0.45 klf Slab Weight for Uplift: 13.93 k Comp.Zone Factor,01: 0.825 Footing Design Include Weight for Include Weight for Include Weight for Include Weight for Soil Above Footing Dimensions: Options: Bearing Pressure: Resisting OTM: Uplift Resistance: Uplift Flex.Resist.: Depth of Soil over Footing: 6 in Footing Weight: Yes Yes - - Soil Area over Ftg: 2.3 ft2 Soil over Ftg Weight: Yes Yes Yes Yes Soil over Ftg Weight: 0.14 k Slab on Grade over Ftg Weight: Yes Yes Yes Yes Footing Reinforcement Steel: Bottom Steel (4) #4 Longitudinal Bars at 8 in o.c. Cover: 3 in dbot: 8.25 in No Uplift at Top of Ftg-> (Main Reinf) (1 ) #5 Transverse Bars at 32 in o.c. Side Cover: 2 in Top Steel Not Req'd Top Steel O #5 Longitudinal Bars at - in o.c. Cover: 2 in drop: 9.063 in Top Steel Not Req'd for (Uplift Reinf.) O #5 Transverse Bars at 12 in o.c. Side Cover: 2 in Footing Thickness Flexural Capacity for Footing Length: (Long Dimension) Min Reinforcement Requirements: Downward Forces Uplift Forces Cont.Reinf: Min.AS: 0.78 in2 AS: 0.116 in As: 0 in Provided AS: 0.8 in' OK a: 0.152 in a: 0 in S": 18 in OK pt: 0.0197 pt: 0.0197 dagg,egate: 0.75 in p: 0.0012 p: 0.0000 smin: 2 in OK Section IS: Tension Controlled Section IS: Tension Controlled Mn: 14 k-in M,,: 0 k-in Req'd Vert.Dowel Hook Length: 12 *do Mn: 57 k-in Mn: 0 k-in Req'd Vert.Dowel Hook Length: 7.5 in fib: 0.9 fib: 0.9 #of Vert.Curtains: ( 1) OMn: 51 k-in �Mn: 0 k-in Spec.Cover to Vert.Dowel in Stem: 4 in Unity: 0.26 OK Unity: 0.00 OK Hook Length,In rovived: 16 in OK One-Way Punching Shear Capacity:I Net Uplift Check: USE:3.00 ft long x 1.00 ft wide x 1.00 ft deep Vi1: 0.8 k Max Column Uplift: 0.00 k[LRFD] footing w/ Cone.shear strength Vc: 5.605 k Footing+Slab+Soil Weight: 13.07 k Bottom Layer Reinf.:(4)#4 cont.longitudinal Ov 0.75 Add.Resist DL: 0.0 k(J.OD) bars&#5 from SW Shear Capacity+Vn: 4.2 k Total Net Uplift: 0.00 k OK Unity: 0.19 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Milton Pg.No: G-7 Address: 1200 Meridian Ave E Milton,WA 98354 Date: 5/9/24 AU E Client: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.2 e. e; I I I INN 'B' N n ,B, ,B, n BEARING PRESSURE BEARING PRESSURE BEARING PRESSURE Soil Pressure Case 1 Soil Pressure Case 2 Soil Pressure Case 3 Load Combinations for Allowable Stress Design(ASD)per ASCE 7-16 Section 2.4 for Soil Bearing Analysis under Footing Load Combinations: Axial Total Eccentricity Soil Pressure Soil Bearing Forces: Moments: let L/6 Dist. Case qma groin Check 1) D: 3 klf 0 k-in/ft 0 in 6 in Case 1 1126 psf 1126 psf 2) D+H+L: 3 klf 0 k-in/ft 0 in 6 in Case 1 1126 psf 1126 psf 3a) D+H+Lr: 4 klf 0 k-in/ft 0 in 6 in Case 1 1242 psf 1242 psf 3b) D+H+S: 4 klf 0 k-in/ft 0 in 6 in Case 1 1271 psf 1271 psf 4a) D+H+0.75L+0.75L,: 4 klf 0 k-in/ft 0 in 6 in Case 1 1213 psf 1213 psf 4b) D+H+0.75L+0.75S: 4 klf 0 k-in/ft 0 in 6 in Case 1 1234 psf 1234 psf 5) D+H+0.6W: 4 klf 0 k-in/ft 0 in 6 in Case 2 1213 psf 1163 psf 6a) D+H+0.75(0.6W)+0.75L+0.75L,: 4 klf 0 k-in/ft 0 in 6 in Case 2 1278 psf 1240 psf 6b) D+H+0.75(0.6W)+0.75L+0.75S: 4 klf 0 k-in/ft 0 in 6 in Case 2 1300 psf 1262 psf 7) 0.6D+0.6W: 2 klf 0 k-in/ft 0 in 6 in Case 1 565 psf 565 psf 8a) D+H+0.7E,+0.7Eh 4 klf 1 k-in/ft 0 in 6 in Case 2 1271 psf 1157 psf 9a) D+H+0.525E,+0.525Eh+0.75L+0.75S: 4 klf 1 k-in/ft 0 in 6 in Case 2 1343 psf 1258 psf 10a) 0.6D-0.7E,+0.7Eh: 2 k I 1 k-in/ft I 1 in 1 6 in I Case 2 1 645 psf 1 530 psf Load Combinations for Allowable Stress Design(ASD)per ASCE 7-16 Section 2.4 for Footing Overturning Analysis Load Combinations: Axial Overturning Eccentricity Restoring Factor of Overturning Forces: Moment let Moments: Safety Check 1) D: 3 k 0 k-in/ft 0.0 in 61 k-in/ft 100.00 2) D+H+L: 3 k 0 k-in/ft 0.0 in 61 k-in/ft 100.00 3a) D+H+Lr: 4 k 0 k-in/ft 0.0 in 67 k-in/ft 100.00 3b) D+H+S: 4 k 0 k-in/ft 0.0 in 69 k-in/ft 100.00 4a) D+H+0.75L+0.75L,: 4 k 0 k-in/ft 0.0 in 65 k-in/ft 100.00 4b) D+H+0.75L+0.75S: 4 k 0 k-in/ft 0.0 in 67 k-in/ft 100.00 5) D+H+0.6W: 4 k 0 k-in/ft 0.1 in 64 k-in/ft 140.94 OK 6a) D+H+0.75(0.6W)+0.75L+0.75L,: 4 k 0 k-in/ft 0.1 in 68 k-in/ft 199.49 6b) D+H+0.75(0.6W)+0.75L+0.75S: 4 k 0 k-in/ft 0.1 in 69 k-in/ft 202.93 7) 0.6D+0.6W: 2 k 0 k-in/ft 0.0 in 18 k-in/ft 100.00 8a) D+H+0.7E+0.7Eh 4 k l k-in/ft 0.3 in 65 k-in/ft 62.85 9a) D+H+0.525Ev+0.525Eh+0.75L+0.75S: 4 k l k-in/ft 0.2 in 70 k-in/ft 90.08 10a) 0.6D-0.7Ev+0.7Eh: 2 k 1 1 k-in/ft 1 0.6 in 1 19 k-in/ft 1 18.15 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Milton Pg.No: G-8 1200 Meridian Ave E Milton,WA 98354 Date: 5/9/24 AUE ent: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.2 Load Combinations for Strength Design(LRFD)per ASCE 7-16 Section 2.3 for Net Factored Pressure Acting on the Footing Load Combinations: Axial Total Eccentricity Soil Pressure Forces: Moments: let L/6 Dist. Case qm� qmi„ 1) 1.41): 5 klf 0 k-in/ft 0.0 in 6 in Case 1 1577 psf 1577 psf 2a) 1.2D+1.6H+1.6L+0.5L,: 4 Of 0 k-in/ft 0.0 in 6 in Case 1 1409 psf 1409 psf 2b) 1.2D+1.6H+1.6L+0.5S: 4 klf 0 k-in/ft 0.0 in 6 in Case 1 1424 psf 1424 psf 3a) 1.2D+1.6H+1.6Lr+L: 5 klf 0 k-in/ft 0.0 in 6 in Case 1 1536 psf 1536 psf 3b) 1.2D+1.6H+1.6S+L: 5 klf 0 k-in/ft 0.0 in 6 in Case 1 1582 psf 1582 psf 3c) 1.2D+1.6H+1.6Lr+0.5W: 5 klf 0 k-in/ft 0.1 in 6 in Case 2 1609 psf 1567 psf 3d) 1.2D+1.6H+1.6S+0.5W: 5 klf 0 k-in/ft 0.1 in 6 in Case 2 1655 psf 1613 psf 4a) 1.2D+1.6H+1.OW+L+0.5L,: 5 klf 1 k-in/ft 0.2 in 6 in Case 2 1554 psf 1470 psf 4b) 1.2D+1.6H+1.OW+L+0.5S: 5 klf 1 k-in/ft 0.2 in 6 in Case 2 1568 psf 1484 psf 5) 0.9D+1.OW: 2 klf 0 k-in/ft 0.0 in 6 in Case 1 829 psf 829 psf 6a) 1.2D+1.6H+E+Ei,+L+0.2S: 5 klf 1 k-in/ft 0.3 in 6 in Case 2 1588 psf 1424 psf 7a) 0.9D-E,-E,l 3 klf I 1 k-in/ft 0.6 in 6 in Case 2 969 psf 806 psf Load Combinations for Strength Design(LRFD)per ASCE 7-16 Section 2.3 for Induced Forces Acting on the Footing Length Load Combinations: Net Uplift R Dist.To R Mudoµ wud Forces Mu lift vu, 1) 1.41): 0.8 klf 0.479 ft 13 k-in/ft 0 klf 0 k-in/ft 0.76 k 2a) 1.2D+1.6H+1.6L+0.5L,: 0.7 klf 0.479 ft 12 k-in/ft 0 klf 0 k-in/ft 0.68 k 2b) 1.2D+1.6H+1.6L+0.5S: 0.7 klf 0.479 ft 12 k-in/ft 0 klf 0 k-in/ft 0.68 k 3a) 1.2D+1.6H+1.6Lr+L: 0.7 klf 0.479 ft 13 k-in/ft 0 klf 0 k-in/ft 0.74 k 3b) 1.2D+1.6H+1.6S+L: 0.8 klf 0.479 ft 13 k-in/ft 0 klf 0 k-in/ft 0.76 k 3c) 1.2D+1.6H+1.6Lr+0.5W: 0.8 klf 0.479 ft 13 k-in/ft 0 klf 0 k-in/ft 0.77 k 3d) 1.2D+1.6H+1.6S+0.5W: 0.8 klf 0.479 ft 14 k-in/ft 0 klf 0 k-in/ft 0.79 k 4a) 1.2D+1.6H+1.OW+L+0.5L,: 0.7 klf 0.479 ft 13 k-in/ft 0 klf 0 k-in/ft 0.74 k 4b) 1.2D+1.6H+1.OW+L+0.5S: 0.8 klf 0.479 ft 13 k-in/ft 0 klf 0 k-in/ft 0.75 k 5) 0.9D+1.OW: 0.4 klf 0.479 ft 7 k-in/ft 0 klf 0 k-in/ft 0.4 k 6a) 1.2D+1.6H+E+Ei,+L+0.2S: 0.8 klf 0.479 ft 13 k-in/ft 0 klf 0 k-in/ft 0.76 k 7a) 0.9D-Ev-E,l 0.5 klf 0.479 ft 8 k-in/ft 0 klf 0 k-in/ft 0.46 k 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Milton Pg.No: G-9 Address: 1200 Meridian Ave E Milton,WA 98354 Date: 5/9/24 AU E Client: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.3 Sim OPF I I � �:. 21,.4 f, DL: DLtunnel: 80 psf x 0 ft - 2 = 0 plf DLMech: 20 psf x 11.33 ft - 2 = 113.3 plf DLPent: 15 psf x 0 ft - 2 = 0 plf DLcm,u wall: 80 psf x 16.33 ft = 1307 plf E DL = 1420 plf LL: LLr: 20 psf x 11.33 ft 2 = F LLB = 113.3 plf SL: SL: 25 psf x 11.33 ft - 2 = F SL = 141.7 plf WL+: WL+: 17.8 psf x 11.33 ft 2 = = F SL = 100.9 plf WL-: WL-: -31.9 psf x 11.33 ft - 2 = = F SL = -181 plf SEISMIC: C&C EQ: 32 plf CONTROLS WIND: ♦ oadt.Rf k ASCE 7 12.11 (Fp=0.4*SDI*I,): 24.02 plf ♦ aRf WL: 16.4 plf 14.17 ft 32 plf 4.17 ft 2 F Load to Ftg 0.116 k 4—Load to Ftg 0.227 k 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Milton Pg.No: G-10 eAA�SE Address: 1200 Meridian Ave E Milton,WA 98354 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.3 Unfactored Induced Forces: Footing/Column Interaction: Load Types: Axial Axial Force Indirect Direct Total 1~�� Forces: Eccentricity: Moments Moments Moments I I Dead Load,D: 1420 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Lateral Earth Pressure,H: 0 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft 1 I Live Load,L: 0 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Clockwise Roof Live Load,Lr: 113 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Moment(+) Base Snow Load,Sbase•• 142 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Drifting Snow Load,S&ft: 0 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Wind Load,W(+): 101 plf 0.0 in 0 k-in/ft 0.7 k-in/ft 0.7 k-in/ft Wind Load,W_: -181 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft SDS: 0.751 Redundancy Factor,p: 1.00 L' LZ Earthquake Load,QE: 0.00 plf 0.0 in 0.00 k-in/ft 1.36 k-in/ft 1.36 k-in/ft L Earthquake Load,E: 0.00 plf 0.00 k-in/ft 1.36 k-in/ft 1.36 k-in/ft Column Offset,e: 0.0 ft from ftg CL Vert.Earthquake Load,Ev: 213 plf 0.00 k-in/ft 0.00 k-in/ft 0.00 k-in/ft Material Properties: Footing Dimensions: Stem Wall Properties: (If applicable) Slab on Grade Above Footing Dimensions: Concrete fc: 4500 psi Wall Location,Ll: 1.25 ft Stem Wall Material: Concrete Footing Location: Edge Concrete Density: 150 pcf Wall Location,L2: 1.25 ft Stem Wall Width: 8 in Slab Thickness: 6 in Reinforcement,fy: 60 ksi (Long dim.)Length,L: 2.50 ft Stem Wall Height: 6 in to top of ftg Slab Area over Ftg: 1.25 ft2 Reinf.Epoxy Coated: No Width: 1.00 ft Stem Wall Weight: 100 psf Slab over Ftg Weight: 0.094 k Allow. Soil Bearing: 2000 psf Depth: 12 in Stem Wall Weight: 0.05 klf Slab Dist.Beyod Ftg: 0 ft Soil Density: 120 pcf Footing Area: 2.5 ft2 Stem Wall Reinf Type: alternating hooks Slab Area beyond Ftg: 1.25 ft2 Conc.Mod.Factor's': 1.00 Ftg Self Weight: 0.375 klf Slab Weight for Uplift: 0.094 k Comp.Zone Factor,01: 0.825 Footing Design Include Weight for Include Weight for Include Weight for Include Weight for Soil Above Footing Dimensions: Options: Bearing Pressure: Resisting OTM: Uplift Resistance: Uplift Flex.Resist.: Depth of Soil over Footing: 6 in Footing Weight: Yes Yes - - Soil Area over Ftg: 1.8 ft2 Soil over Ftg Weight: Yes Yes Yes Yes Soil over Ftg Weight: 0.11 k Slab on Grade over Ftg Weight: Yes Yes Yes Yes Footing Reinforcement Steel: Bottom Steel (4) #4 Longitudinal Bars at 6.5 in o.c. Cover: 3 in dbot: 8.25 in No Uplift at Top of Ftg-> (Main Reinf) (1 ) #5 Transverse Bars at 32 in o.c. Side Cover: 2 in Top Steel Not Req'd Top Steel O #5 Longitudinal Bars at - in o.c. Cover: 2 in drop: 9.063 in Top Steel Not Req'd for (Uplift Reinf.) O #5 Transverse Bars at 12 in o.c. Side Cover: 2 in Footing Thickness Flexural Capacity for Footing Length: (Long Dimension) Min Reinforcement Requirements: Downward Forces Uplift Forces Cont.Reinf: Min.AS: 0.65 in2 AS: 0.116 in As: 0 in Provided AS: 0.8 in' OK a: 0.152 in a: 0 in S": 18 in OK pt: 0.0197 pt: 0.0197 dagg,egate: 0.75 in p: 0.0012 p: 0.0000 smin: 2 in OK Section IS: Tension Controlled Section IS: Tension Controlled Mn: 6 k-in M,,: 0 k-in Req'd Vert.Dowel Hook Length: 12 *do Mn: 57 k-in Mn: 0 k-in Req'd Vert.Dowel Hook Length: 7.5 in fib: 0.9 fib: 0.9 #of Vert.Curtains: ( 1) OMn: 51 k-in �Mn: 0 k-in Spec.Cover to Vert.Dowel in Stem: 4 in Unity: 0.12 OK Unity: 0.00 OK Hook Length,In rovived: 13 in OK One-Way Punching Shear Capacity:I Net Uplift Check: USE:2.50 ft long x 1.00 ft wide x 1.00 ft deep Vi1: 0.3 k Max Column Uplift: 0.00 k[LRFD] footing w/ Cone.shear strength Vc: 5.605 k Footing+Slab+Soil Weight: 0.521 k Bottom Layer Reinf.:(4)#4 cont.longitudinal Ov 0.75 Add.Resist DL: 0.0 k(J.OD) bars&#5 from SW Shear Capacity+Vn: 4.2 k Total Net Uplift: 0.00 k OK Unity: 0.06 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Milton Pg.No: G-I I Address: 1200 Meridian Ave E Milton,WA 98354 Date: 5/9/24 AU E Client: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.3 e° e; .P I I I INN 'B' N n ,B, ,B, n BEARING PRESSURE BEARING PRESSURE BEARING PRESSURE Soil Pressure Case 1 Soil Pressure Case 2 Soil Pressure Case 3 Load Combinations for Allowable Stress Design(ASD)per ASCE 7-16 Section 2.4 for Soil Bearing Analysis under Footing Load Combinations: Axial Total Eccentricity Soil Pressure Soil Bearing Forces: Moments: let L/6 Dist. Case qma groin Check 1) D: 2 klf 0 k-in/ft 0 in 5 in Case 1 820 psf 820 psf 2) D+H+L: 2 klf 0 k-in/ft 0 in 5 in Case 1 820 psf 820 psf 3a) D+H+Lr: 2 klf 0 k-in/ft 0 in 5 in Case 1 865 psf 865 psf 3b) D+H+S: 2 klf 0 k-in/ft 0 in 5 in Case 1 876 psf 876 psf 4a) D+H+0.75L+0.75L,: 2 klf 0 k-in/ft 0 in 5 in Case 1 854 psf 854 psf 4b) D+H+0.75L+0.75S: 2 klf 0 k-in/ft 0 in 5 in Case 1 862 psf 862 psf 5) D+H+0.6W: 2 klf 0 k-in/ft 0 in 5 in Case 2 877 psf 810 psf 6a) D+H+0.75(0.6W)+0.75L+0.75L,: 2 klf 0 k-in/ft 0 in 5 in Case 2 897 psf 847 psf 6b) D+H+0.75(0.6W)+0.75L+0.75S: 2 klf 0 k-in/ft 0 in 5 in Case 2 905 psf 855 psf 7) 0.6D+0.6W: 1 klf 0 k-in/ft 0 in 5 in Case 1 448 psf 448 psf 8a) D+H+0.7E,+0.7Eh 2 klf 1 k-in/ft 0 in 5 in Case 2 955 psf 803 psf 9a) D+H+0.525E,+0.525Eh+0.75L+0.75S: 2 klf 1 k-in/ft 0 in 5 in Case 2 964 psf 850 psf 10a) 0.6D-0.7E,+0.7Eh: 1 k I 1 k-in/ft I 1 in 1 5 in I Case 2 1 508 psf 1 356 psf Load Combinations for Allowable Stress Design(ASD)per ASCE 7-16 Section 2.4 for Footing Overturning Analysis Load Combinations: Axial Overturning Eccentricity Restoring Factor of Overturning Forces: Moment let Moments: Safety Check 1) D: 2 k 0 k-in/ft 0.0 in 31 k-in/ft 100.00 2) D+H+L: 2 k 0 k-in/ft 0.0 in 31 k-in/ft 100.00 3a) D+H+Lr: 2 k 0 k-in/ft 0.0 in 32 k-in/ft 100.00 3b) D+H+S: 2 k 0 k-in/ft 0.0 in 33 k-in/ft 100.00 4a) D+H+0.75L+0.75L,: 2 k 0 k-in/ft 0.0 in 32 k-in/ft 100.00 4b) D+H+0.75L+0.75S: 2 k 0 k-in/ft 0.0 in 32 k-in/ft 100.00 5) D+H+0.6W: 2 k 0 k-in/ft 0.2 in 31 k-in/ft 74.93 OK 6a) D+H+0.75(0.6W)+0.75L+0.75L,: 2 k 0 k-in/ft 0.1 in 32 k-in/ft 103.48 6b) D+H+0.75(0.6W)+0.75L+0.75S: 2 k 0 k-in/ft 0.1 in 33 k-in/ft 104.49 7) 0.6D+0.6W: l k 0 k-in/ft 0.0 in 10 k-in/ft 100.00 8a) D+H+0.7E+0.7Eh 2 k 1 k-in/ft 0.4 in 32 k-in/ft 33.90 9a) D+H+0.525Ev+0.525Eh+0.75L+0.75S: 2 k 1 k-in/ft 0.3 in 33 k-in/ft 46.88 10a) 0.6D-0.7Ev+0.7Eh: ] k 1 1 k-in/ft 1 0.9 in 1 9 k-in/ft 1 9.93 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Milton Pg.No: G-12 1200 Meridian Ave E Milton,WA 98354 Date: 5/9/24 AUE ent: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.3 Load Combinations for Strength Design(LRFD)per ASCE 7-16 Section 2.3 for Net Factored Pressure Acting on the Footing Load Combinations: Axial Total Eccentricity Soil Pressure Forces: Moments: let L/6 Dist. Case qm� qmi„ 1) 1.41): 3 klf 0 k-in/ft 0.0 in 5 in Case 1 1147 psf 1147 psf 2a) 1.2D+1.6H+1.6L+0.5L,: 3 klf 0 k-in/ft 0.0 in 5 in Case 1 1006 psf 1006 psf 2b) 1.2D+1.6H+1.6L+0.5S: 3 Of 0 k-in/ft 0.0 in 5 in Case 1 1012 psf 1012 psf 3a) 1.2D+1.6H+1.6Lr+L: 3 klf 0 k-in/ft 0.0 in 5 in Case 1 1056 psf 1056 psf 3b) 1.2D+1.6H+1.6S+L: 3 klf 0 k-in/ft 0.0 in 5 in Case 1 1074 psf 1074 psf 3c) 1.2D+1.6H+1.6Lr+0.5W: 3 klf 0 k-in/ft 0.1 in 5 in Case 2 1104 psf 1048 psf 3d) 1.2D+1.6H+1.6S+0.5W: 3 klf 0 k-in/ft 0.1 in 5 in Case 2 1122 psf 1066 psf 4a) 1.2D+1.6H+1.OW+L+0.5L,: 3 klf 1 k-in/ft 0.3 in 5 in Case 2 1102 psf 991 psf 4b) 1.2D+1.6H+1.OW+L+0.5S: 3 klf 1 k-in/ft 0.3 in 5 in Case 2 1108 psf 996 psf S) 0.9D+1.OW: 2 klf 0 k-in/ft 0.0 in 5 in Case 1 665 psf 665 psf 6a) 1.2D+1.6H+E+EI,+L+0.2S: 3 klf 1 k-in/ft 0.5 in 5 in Case 2 1189 psf 971 psf 7a) 0.9D-E,-E,l 2 klf I 1 k-in/ft 0.8 in 5 in Case 2 761 psf 543 psf Load Combinations for Strength Design(LRFD)per ASCE 7-16 Section 2.3 for Induced Forces Acting on the Footing Length Load Combinations: Net Uplift R Dist.To R Mudoµ wud Forces Mu-lift vul 1) 1.41): 0.3 klf 0.229 ft 6 k-in/ft 0 klf 0 k-in/ft 0.26 k 2a) 1.2D+1.6H+1.6L+0.5L,: 0.2 klf 0.229 ft 5 k-in/ft 0 klf 0 k-in/ft 0.23 k 2b) 1.2D+1.6H+1.6L+0.5S: 0.2 klf 0.229 ft 5 k-in/ft 0 klf 0 k-in/ft 0.23 k 3a) 1.2D+1.6H+1.6Lr+L: 0.2 klf 0.229 ft 5 k-in/ft 0 klf 0 k-in/ft 0.24 k 3b) 1.2D+1.6H+1.6S+L: 0.2 klf 0.229 ft 5 k-in/ft 0 klf 0 k-in/ft 0.25 k 3c) 1.2D+1.6H+1.6Lr+0.5W: 0.3 klf 0.229 ft 6 k-in/ft 0 klf 0 k-in/ft 0.25 k 3d) 1.2D+1.6H+1.6S+0.5W: 0.3 klf 0.229 ft 6 k-in/ft 0 klf 0 k-in/ft 0.26 k 4a) 1.2D+1.6H+1.OW+L+0.5L,: 0.3 klf 0.229 ft 6 k-in/ft 0 klf 0 k-in/ft 0.25 k 4b) 1.2D+1.6H+1.OW+L+0.5S: 0.3 klf 0.229 ft 6 k-in/ft 0 klf 0 k-in/ft 0.25 k S) 0.9D+1.OW: 0.2 klf 0.229 ft 3 k-in/ft 0 klf 0 k-in/ft 0.15 k 6a) 1.2D+1.6H+E+EI,+L+0.2S: 0.3 klf 0.229 ft 6 k-in/ft 0 klf 0 k-in/ft 0.27 k 7a) 0.9D-Ev-E,l 0.2 klf 0.229 ft 4 k-in/ft 0 klf 0 k-in/ft 0.17 k 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Milton Pg.No: G-13 Address: 1200 Meridian Ave E Milton,WA 98354 Date: 5/9/24 AU E Client: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.4 —Z it DL: DLtunnel: 80 psf x 0 ft 2 0 plf DLMech: 20 psf x 0 ft 2 0 plf DI-Pent: 15 psf x 2 ft 2 15 plf DLcm,u wall: 80 psf x 18.33 ft = 1467 plf IDL = 1482 plf LL: LL,: 20 psf x 2 ft 2 = I LLB = 20 plf SL: SL: 25 psf x 2 ft 2 = ISL = 25 plf WIL+: WIL+: 17.8 psf x 2 ft 2 = = ISL = 17.8 plf WL-: WL-: -31.9 psf x 2 ft 2 = ISL = -31.9 plf SEISMIC: C&C EQ: 32 plf CONTROLS WIND: 4 ASCE 7 12.11 (Fp=0.4*SDI*I,): 24.02 plf WL: 16.4 plf 15.83 ft 32 plf 5.83 ft Load Ftg 0.13 k 4—Load to tg 0.253 k to F 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 1 21 Project: Wet Rabbit Car Wash-Milton Pg.No: G-14 1 Address: 1200 Meridian Ave E Milton,WA 98354 Date: 5/9/24 eAA�U SE Client: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.4 Unfactored Induced Forces: Footing/Column Interaction: Load Types: Axial Axial Force Indirect Direct Total 1~�� Forces: Eccentricity: Moments Moments Moments I I Dead Load,D: 1482 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Lateral Earth Pressure,H: 0 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft 1 I Live Load,L: 0 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Clockwise Roof Live Load,Lr: 20 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Moment(+) Base Snow Load,Sbase•• 25 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Drifting Snow Load,S&ft: 0 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Wind Load,W(+): 18 plf 0.0 in 0 k-in/ft 0.8 k-in/ft 0.8 k-in/ft Wind Load,W_: -32 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft SDS: 0.751 Redundancy Factor,p: 1.00 L' LZ Earthquake Load,QE: 0.00 plf 0.0 in 0.00 k-in/ft 1.52 k-in/ft 1.52 k-in/ft L Earthquake Load,E: 0.00 plf 0.00 k-in/ft 1.52 k-in/ft 1.52 k-in/ft Column Offset,e: 0.0 ft from ftg CL Vert.Earthquake Load,E,,: 222 plf 0.00 k-in/ft 0.00 k-in/ft 0.00 k-in/ft Material Properties: Footing Dimensions: Stem Wall Properties: (If applicable) Slab on Grade Above Footing Dimensions: Concrete fc: 4500 psi Wall Location,Ll: 1.25 ft Stem Wall Material: Concrete Footing Location: Edge Concrete Density: 150 pcf Wall Location,L2: 1.25 ft Stem Wall Width: 8 in Slab Thickness: 6 in Reinforcement,fy: 60 ksi (Long dim.)Length,L: 2.5 ft Stem Wall Height: 6 in to top of ftg Slab Area over Ftg: 1.25 ft2 Reinf.Epoxy Coated: No Width: 1.00 ft Stem Wall Weight: 100 psf Slab over Ftg Weight: 0.094 k Allow. Soil Bearing: 2000 psf Depth: 12 in Stem Wall Weight: 0.05 klf Slab Dist.Beyod Ftg: 0 ft Soil Density: 120 pcf Footing Area: 2.5 ft2 Stem Wall Reinf Type: alternating hooks Slab Area beyond Ftg: 1.25 ft2 Conc.Mod.Factor's': 1.00 Ftg Self Weight: 0.375 klf Slab Weight for Uplift: 0.094 k Comp.Zone Factor,01: 0.825 Footing Design Include Weight for Include Weight for Include Weight for Include Weight for Soil Above Footing Dimensions: Options: Bearing Pressure: Resisting OTM: Uplift Resistance: Uplift Flex.Resist.: Depth of Soil over Footing: 6 in Footing Weight: Yes Yes - - Soil Area over Ftg: 1.8 ft2 Soil over Ftg Weight: Yes Yes Yes Yes Soil over Ftg Weight: 0.11 k Slab on Grade over Ftg Weight: Yes Yes Yes Yes Footing Reinforcement Steel: Bottom Steel (4) #4 Longitudinal Bars at 6.5 in o.c. Cover: 3 in dbot: 8.25 in No Uplift at Top of Ftg-> (Main Reinf) (1 ) #5 Transverse Bars at 32 in o.c. Side Cover: 2 in Top Steel Not Req'd Top Steel O #5 Longitudinal Bars at - in o.c. Cover: 2 in drop: 9.063 in Top Steel Not Req'd for (Uplift Reinf.) O #5 Transverse Bars at 12 in o.c. Side Cover: 2 in Footing Thickness Flexural Capacity for Footing Length: (Long Dimension) Min Reinforcement Requirements: Downward Forces Uplift Forces Cont.Reinf: Min.AS: 0.65 in2 AS: 0.116 in As: 0 in Provided AS: 0.8 in' OK a: 0.152 in a: 0 in S": 18 in OK pt: 0.0197 pt: 0.0197 dagg,egate: 0.75 in p: 0.0012 p: 0.0000 smin: 2 in OK Section IS: Tension Controlled Section IS: Tension Controlled Mn: 6 k-in M,,: 0 k-in Req'd Vert.Dowel Hook Length: 12 *do Mn: 57 k-in Mn: 0 k-in Req'd Vert.Dowel Hook Length: 7.5 in fib: 0.9 fib: 0.9 #of Vert.Curtains: ( 1) OMn: 51 k-in �Mn: 0 k-in Spec.Cover to Vert.Dowel in Stem: 4 in Unity: 0.12 OK Unity: 0.00 OK Hook Length,In rovived: 13 in OK One-Way Punching Shear Capacity:I Net Uplift Check: USE:2.50 ft long x 1.00 ft wide x 1.00 ft deep Vi1: 0.3 k Max Column Uplift: 0.00 k[LRFD] footing w/ Cone.shear strength Vc: 5.605 k Footing+Slab+Soil Weight: 0.521 k Bottom Layer Reinf.:(4)#4 cont.longitudinal Ov 0.75 Add.Resist DL: 0.0 k(J.OD) bars&#5 from SW Shear Capacity+Vn: 4.2 k Total Net Uplift: 0.00 k OK Unity: 0.07 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Milton Pg.No: G-15 Address: 1200 Meridian Ave E Milton,WA 98354 Date: 5/9/24 AU E Client: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.4 e, e; .P�I �p I I I INN 'B' N n ,B, ,B, n BEARING PRESSURE BEARING PRESSURE BEARING PRESSURE Soil Pressure Case 1 Soil Pressure Case 2 Soil Pressure Case 3 Load Combinations for Allowable Stress Design(ASD)per ASCE 7-16 Section 2.4 for Soil Bearing Analysis under Footing Load Combinations: Axial Total Eccentricity Soil Pressure Soil Bearing Forces: Moments: let L/6 Dist. Case qma groin Check 1) D: 2 klf 0 k-in/ft 0 in 5 in Case 1 844 psf 844 psf 2) D+H+L: 2 klf 0 k-in/ft 0 in 5 in Case 1 844 psf 844 psf 3a) D+H+Lr: 2 klf 0 k-in/ft 0 in 5 in Case 1 852 psf 852 psf 3b) D+H+S: 2 klf 0 k-in/ft 0 in 5 in Case 1 854 psf 854 psf 4a) D+H+0.75L+0.75L,: 2 klf 0 k-in/ft 0 in 5 in Case 1 850 psf 850 psf 4b) D+H+0.75L+0.75S: 2 klf 0 k-in/ft 0 in 5 in Case 1 852 psf 852 psf 5) D+H+0.6W: 2 klf 0 k-in/ft 0 in 5 in Case 2 886 psf 811 psf 6a) D+H+0.75(0.6W)+0.75L+0.75L,: 2 klf 0 k-in/ft 0 in 5 in Case 2 881 psf 825 psf 6b) D+H+0.75(0.6W)+0.75L+0.75S: 2 klf 0 k-in/ft 0 in 5 in Case 2 883 psf 827 psf 7) 0.6D+0.6W: 1 klf 0 k-in/ft 0 in 5 in Case 1 499 psf 499 psf 8a) D+H+0.7E,+0.7Eh 2 klf 1 k-in/ft 0 in 5 in Case 2 992 psf 821 psf 9a) D+H+0.525E,+0.525Eh+0.75L+0.75S: 2 klf 1 k-in/ft 0 in 5 in Case 2 962 psf 835 psf 10a) 0.6D-0.7E,+0.7Eh: 1 k I 1 k-in/ft I 1 in 1 5 in I Case 2 1 529 psf 1 359 psf Load Combinations for Allowable Stress Design(ASD)per ASCE 7-16 Section 2.4 for Footing Overturning Analysis Load Combinations: Axial Overturning Eccentricity Restoring Factor of Overturning Forces: Moment let Moments: Safety Check 1) D: 2 k 0 k-in/ft 0.0 in 32 k-in/ft 100.00 2) D+H+L: 2 k 0 k-in/ft 0.0 in 32 k-in/ft 100.00 3a) D+H+Lr: 2 k 0 k-in/ft 0.0 in 32 k-in/ft 100.00 3b) D+H+S: 2 k 0 k-in/ft 0.0 in 32 k-in/ft 100.00 4a) D+H+0.75L+0.75L,: 2 k 0 k-in/ft 0.0 in 32 k-in/ft 100.00 4b) D+H+0.75L+0.75S: 2 k 0 k-in/ft 0.0 in 32 k-in/ft 100.00 5) D+H+0.6W: 2 k 0 k-in/ft 0.2 in 31 k-in/ft 67.34 OK 6a) D+H+0.75(0.6W)+0.75L+0.75L,: 2 k 0 k-in/ft 0.2 in 32 k-in/ft 90.56 6b) D+H+0.75(0.6W)+0.75L+0.75S: 2 k 0 k-in/ft 0.2 in 32 k-in/ft 90.72 7) 0.6D+0.6W: l k 0 k-in/ft 0.0 in 11 k-in/ft 100.00 8a) D+H+0.7E+0.7Eh 2 k l k-in/ft 0.5 in 33 k-in/ft 31.20 9a) D+H+0.525E,+0.525Eh+0.75L+0.75S: 2 k l k-in/ft 0.4 in 33 k-in/ft 41.47 10a) 0.6D-0.7E,+0.7Eh: l k 1 1 k-in/ft 1 1.0 in 1 10 k-in/ft 1 9.11 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Milton Pg.No: G-16 1200 Meridian Ave E Milton,WA 98354 Date: 5/9/24 AUE ent: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.4 Load Combinations for Strength Design(LRFD)per ASCE 7-16 Section 2.3 for Net Factored Pressure Acting on the Footing Load Combinations: Axial Total Eccentricity Soil Pressure Forces: Moments: let L/6 Dist. Case yma Amin 1) 1.41): 3 klf 0 k-in/ft 0.0 in 5 in Case 1 1182 psf 1182 psf 2a) 1.2D+1.6H+1.6L+0.5L,: 3 klf 0 k-in/ft 0.0 in 5 in Case 1 1017 psf 1017 psf 2b) 1.2D+1.6H+1.6L+0.5S: 3 Of 0 k-in/ft 0.0 in 5 in Case 1 1018 psf 1018 psf 3a) 1.2D+1.6H+1.6Lr+L: 3 klf 0 k-in/ft 0.0 in 5 in Case 1 1026 psf 1026 psf 3b) 1.2D+1.6H+1.6S+L: 3 klf 0 k-in/ft 0.0 in 5 in Case 1 1029 psf 1029 psf 3c) 1.2D+1.6H+1.6Lr+0.5W: 3 klf 0 k-in/ft 0.2 in 5 in Case 2 1061 psf 998 psf 3d) 1.2D+1.6H+1.6S+0.5W: 3 klf 0 k-in/ft 0.2 in 5 in Case 2 1064 psf 1001 psf 4a) 1.2D+1.6H+1.OW+L+0.5L,: 3 klf 1 k-in/ft 0.3 in 5 in Case 2 1086 psf 962 psf 4b) 1.2D+1.6H+1.OW+L+0.5S: 3 klf 1 k-in/ft 0.3 in 5 in Case 2 1087 psf 963 psf S) 0.9D+1.OW: 2 klf 0 k-in/ft 0.0 in 5 in Case 1 747 psf 747 psf 6a) 1.2D+1.6H+E+Ei,+L+0.2S: 3 klf 2 k-in/ft 0.6 in 5 in Case 2 1226 psf 982 psf 7a) 0.9D-E,-E,l 2 klf 1 2 k-in/ft 0.9 in 5 in Case 2 792 psf 549 psf Load Combinations for Strength Design(LRFD)per ASCE 7-16 Section 2.3 for Induced Forces Acting on the Footing Length Load Combinations: Net Uplift R Dist.To R Mudoµ wud Forces Mu lift vu, 1) 1.41): 0.3 klf 0.229 ft 6 k-in/ft 0 klf 0 k-in/ft 0.27 k 2a) 1.2D+1.6H+1.6L+0.5L,: 0.2 klf 0.229 ft 5 k-in/ft 0 klf 0 k-in/ft 0.23 k 2b) 1.2D+1.6H+1.6L+0.5S: 0.2 klf 0.229 ft 5 k-in/ft 0 klf 0 k-in/ft 0.23 k 3a) 1.2D+1.6H+1.6Lr+L: 0.2 klf 0.229 ft 5 k-in/ft 0 klf 0 k-in/ft 0.24 k 3b) 1.2D+1.6H+1.6S+L: 0.2 klf 0.229 ft 5 k-in/ft 0 klf 0 k-in/ft 0.24 k 3c) 1.2D+1.6H+1.6Lr+0.5W: 0.2 klf 0.229 ft 5 k-in/ft 0 klf 0 k-in/ft 0.24 k 3d) 1.2D+1.6H+1.6S+0.5W: 0.2 klf 0.229 ft 5 k-in/ft 0 klf 0 k-in/ft 0.24 k 4a) 1.2D+1.6H+1.OW+L+0.5L,: 0.2 klf 0.229 ft 5 k-in/ft 0 klf 0 k-in/ft 0.25 k 4b) 1.2D+1.6H+1.OW+L+0.5S: 0.2 klf 0.229 ft 5 k-in/ft 0 klf 0 k-in/ft 0.25 k S) 0.9D+1.OW: 0.2 klf 0.229 ft 4 k-in/ft 0 klf 0 k-in/ft 0.17 k 6a) 1.2D+1.6H+E+Ei,+L+0.2S: 0.3 klf 0.229 ft 6 k-in/ft 0 klf 0 k-in/ft 0.28 k 7a) 0.9D-Ev-E,l 0.2 klf 0.229 ft 4 k-in/ft 0 klf 0 k-in/ft 0.18 k 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Milton Pg.No: G-17 Address: 1200 Meridian Ave E Milton,WA 98354 Date: 5/9/24 AU E Client: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.5 I I I 5 I i I H I I i I I I I I I I I I I I I I I I I I I I I DL: DLtunnel: 80 psf x 0 ft - 2 = 0 plf DLMech: 20 psf x 8 ft - 2 = 80 plf DLPent: 15 psf x 0 ft - 2 = 0 plf DLcm,u wall: 80 psf x 18.33 ft = 1467 plf E DL = 1547 plf LL: LL,: 20 psf x 8 ft - 2 = E LL, = 80 plf SL: SL: 25 psf x 8 ft - 2 = ESL = 100 plf WL+: WL+: 17.8 psf x 8 ft - 2 = = ESL = 71.2 plf WL-: WL-: -31.9 psf x 8 ft - 2 = = ESL = -128 plf SEISMIC: C&C EQ: 32 plf CONTROLS WIND: ♦ oadt.Rf k ASCE 7 12.11 (Fp=0.4*SDI*I,): 24.02 plf ♦ aRf WL: 16.4 plf 14.5 ft 32 plf 14.5 ft 2 F Load to Ftg 0.119 k 4—Load to Ftg 0.232 k eAA� 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Milton Pg.No: G-18 E Address: 1200 Meridian Ave E Milton,WA 98354 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.5 Unfactored Induced Forces: Footing/Column Interaction: Load Types: Axial Axial Force Indirect Direct Total 1~�� Forces: Eccentricity: Moments Moments Moments I I Dead Load,D: 1547 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Lateral Earth Pressure,H: 0 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft 1 I Live Load,L: 0 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Clockwise Roof Live Load,Lr: 80 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Moment(+) Base Snow Load,Sbase•• 100 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Drifting Snow Load,S&ft: 0 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Wind Load,W(+): 71 plf 0.0 in 0 k-in/ft 0.7 k-in/ft 0.7 k-in/ft Wind Load,W_: -128 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft SDS: 0.751 Redundancy Factor,p: 1.00 L' LZ Earthquake Load,QE: 0.00 plf 0.0 in 0.00 k-in/ft 1.39 k-in/ft 1.39 k-in/ft L Earthquake Load,E: 0.00 plf 0.00 k-in/ft 1.39 k-in/ft 1.39 k-in/ft Column Offset,e: 0.0 ft from ftg CL Vert.Earthquake Load,Ev: 232 plf 0.00 k-in/ft 0.00 k-in/ft 0.00 k-in/ft Material Properties: Footing Dimensions: Stem Wall Properties: (If applicable) Slab on Grade Above Footing Dimensions: Concrete fc: 4500 psi Wall Location,Ll: 1.25 ft Stem Wall Material: Concrete Footing Location: Edge Concrete Density: 150 pcf Wall Location,L2: 1.25 ft Stem Wall Width: 8 in Slab Thickness: 6 in Reinforcement,fy: 60 ksi (Long dim.)Length,L: 2.50 ft Stem Wall Height: 6 in to top of ftg Slab Area over Ftg: 1.25 ft2 Reinf.Epoxy Coated: No Width: 1.00 ft Stem Wall Weight: 100 psf Slab over Ftg Weight: 0.094 k Allow. Soil Bearing: 2000 psf Depth: 12 in Stem Wall Weight: 0.05 klf Slab Dist.Beyod Ftg: 0 ft Soil Density: 120 pcf Footing Area: 2.5 ft2 Stem Wall Reinf Type: alternating hooks Slab Area beyond Ftg: 1.25 ft2 Conc.Mod.Factor's': 1.00 Ftg Self Weight: 0.375 klf Slab Weight for Uplift: 0.094 k Comp.Zone Factor,01: 0.825 Footing Design Include Weight for Include Weight for Include Weight for Include Weight for Soil Above Footing Dimensions: Options: Bearing Pressure: Resisting OTM: Uplift Resistance: Uplift Flex.Resist.: Depth of Soil over Footing: 6 in Footing Weight: Yes Yes - - Soil Area over Ftg: 1.8 ft2 Soil over Ftg Weight: Yes Yes Yes Yes Soil over Ftg Weight: 0.11 k Slab on Grade over Ftg Weight: Yes Yes Yes Yes Footing Reinforcement Steel: Bottom Steel (4) #4 Longitudinal Bars at 6.5 in o.c. Cover: 3 in dbot: 8.25 in No Uplift at Top of Ftg-> (Main Reinf) (1 ) #5 Transverse Bars at 32 in o.c. Side Cover: 2 in Top Steel Not Req'd Top Steel O #5 Longitudinal Bars at - in o.c. Cover: 2 in drop: 9.063 in Top Steel Not Req'd for (Uplift Reinf.) O #5 Transverse Bars at 12 in o.c. Side Cover: 2 in Footing Thickness Flexural Capacity for Footing Length: (Long Dimension) Min Reinforcement Requirements: Downward Forces Uplift Forces Cont.Reinf: Min.AS: 0.65 in2 AS: 0.116 in As: 0 in Provided AS: 0.8 in' OK a: 0.152 in a: 0 in S": 18 in OK pt: 0.0197 pt: 0.0197 dagg,egate: 0.75 in p: 0.0012 p: 0.0000 smin: 2 in OK Section IS: Tension Controlled Section IS: Tension Controlled Mn: 6 k-in M,,: 0 k-in Req'd Vert.Dowel Hook Length: 12 *do Mn: 57 k-in Mn: 0 k-in Req'd Vert.Dowel Hook Length: 7.5 in fib: 0.9 fib: 0.9 #of Vert.Curtains: ( 1) OMn: 51 k-in �Mn: 0 k-in Spec.Cover to Vert.Dowel in Stem: 4 in Unity: 0.12 OK Unity: 0.00 OK Hook Length,In rovived: 13 in OK One-Way Punching Shear Capacity:I Net Uplift Check: USE:2.50 ft long x 1.00 ft wide x 1.00 ft deep Vi1: 0.3 k Max Column Uplift: 0.00 k[LRFD] footing w/ Cone.shear strength Vc: 5.605 k Footing+Slab+Soil Weight: 0.521 k Bottom Layer Reinf.:(4)#4 cont.longitudinal Ov 0.75 Add.Resist DL: 0.0 k(J.OD) bars&#5 from SW Shear Capacity+Vn: 4.2 k Total Net Uplift: 0.00 k OK Unity: 0.07 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Milton Pg.No: G-19 Address: 1200 Meridian Ave E Milton,WA 98354 Date: 5/9/24 AU E Client: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.5 e, e; .P�I �p I I I INN 'B' N n ,B, ,B, n BEARING PRESSURE BEARING PRESSURE BEARING PRESSURE Soil Pressure Case 1 Soil Pressure Case 2 Soil Pressure Case 3 Load Combinations for Allowable Stress Design(ASD)per ASCE 7-16 Section 2.4 for Soil Bearing Analysis under Footing Load Combinations: Axial Total Eccentricity Soil Pressure Soil Bearing Forces: Moments: let L/6 Dist. Case qma groin Check 1) D: 2 klf 0 k-in/ft 0 in 5 in Case 1 870 psf 870 psf 2) D+H+L: 2 klf 0 k-in/ft 0 in 5 in Case 1 870 psf 870 psf 3a) D+H+Lr: 2 klf 0 k-in/ft 0 in 5 in Case 1 902 psf 902 psf 3b) D+H+S: 2 klf 0 k-in/ft 0 in 5 in Case 1 910 psf 910 psf 4a) D+H+0.75L+0.75L,: 2 klf 0 k-in/ft 0 in 5 in Case 1 894 psf 894 psf 4b) D+H+0.75L+0.75S: 2 klf 0 k-in/ft 0 in 5 in Case 1 900 psf 900 psf 5) D+H+0.6W: 2 klf 0 k-in/ft 0 in 5 in Case 2 921 psf 853 psf 6a) D+H+0.75(0.6W)+0.75L+0.75L,: 2 klf 0 k-in/ft 0 in 5 in Case 2 933 psf 881 psf 6b) D+H+0.75(0.6W)+0.75L+0.75S: 2 klf 0 k-in/ft 0 in 5 in Case 2 939 psf 887 psf 7) 0.6D+0.6W: 1 klf 0 k-in/ft 0 in 5 in Case 1 491 psf 491 psf 8a) D+H+0.7E,+0.7Eh 2 klf 1 k-in/ft 0 in 5 in Case 2 1013 psf 857 psf 9a) D+H+0.525E,+0.525Eh+0.75L+0.75S: 2 klf 1 k-in/ft 0 in 5 in Case 2 1007 psf 890 psf 10a) 0.6D-0.7E,+0.7Eh: 1 k I 1 k-in/ft I 1 in 1 5 in I Case 2 1 535 psf 1 379 psf Load Combinations for Allowable Stress Design(ASD)per ASCE 7-16 Section 2.4 for Footing Overturning Analysis Load Combinations: Axial Overturning Eccentricity Restoring Factor of Overturning Forces: Moment let Moments: Safety Check 1) D: 2 k 0 k-in/ft 0.0 in 33 k-in/ft 100.00 2) D+H+L: 2 k 0 k-in/ft 0.0 in 33 k-in/ft 100.00 3a) D+H+Lr: 2 k 0 k-in/ft 0.0 in 34 k-in/ft 100.00 3b) D+H+S: 2 k 0 k-in/ft 0.0 in 34 k-in/ft 100.00 4a) D+H+0.75L+0.75L,: 2 k 0 k-in/ft 0.0 in 34 k-in/ft 100.00 4b) D+H+0.75L+0.75S: 2 k 0 k-in/ft 0.0 in 34 k-in/ft 100.00 5) D+H+0.6W: 2 k 0 k-in/ft 0.2 in 33 k-in/ft 76.99 OK 6a) D+H+0.75(0.6W)+0.75L+0.75L,: 2 k 0 k-in/ft 0.1 in 34 k-in/ft 105.20 6b) D+H+0.75(0.6W)+0.75L+0.75S: 2 k 0 k-in/ft 0.1 in 34 k-in/ft 105.90 7) 0.6D+0.6W: l k 0 k-in/ft 0.0 in 11 k-in/ft 100.00 8a) D+H+0.7E+0.7Eh 2 k l k-in/ft 0.4 in 34 k-in/ft 35.24 9a) D+H+0.525E,+0.525Eh+0.75L+0.75S: 2 k l k-in/ft 0.3 in 35 k-in/ft 47.94 10a) 0.6D-0.7E,+0.7Eh: l k 1 1 k-in/ft 1 0.9 in 1 10 k-in/ft 1 10.26 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Milton Pg.No: G-20 1200 Meridian Ave E Milton,WA 98354 Date: 5/9/24 AUE ent: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.5 Load Combinations for Strength Design(LRFD)per ASCE 7-16 Section 2.3 for Net Factored Pressure Acting on the Footing Load Combinations: Axial Total Eccentricity Soil Pressure Forces: Moments: let L/6 Dist. Case qm� qmi„ 1) 1.41): 3 klf 0 k-in/ft 0.0 in 5 in Case 1 1218 psf 1218 psf 2a) 1.2D+1.6H+1.6L+0.5L,: 3 klf 0 k-in/ft 0.0 in 5 in Case 1 1060 psf 1060 psf 2b) 1.2D+1.6H+1.6L+0.5S: 3 Of 0 k-in/ft 0.0 in 5 in Case 1 1064 psf 1064 psf 3a) 1.2D+1.6H+1.6Lr+L: 3 klf 0 k-in/ft 0.0 in 5 in Case 1 1095 psf 1095 psf 3b) 1.2D+1.6H+1.6S+L: 3 klf 0 k-in/ft 0.0 in 5 in Case 1 1108 psf 1108 psf 3c) 1.2D+1.6H+1.6Lr+0.5W: 3 klf 0 k-in/ft 0.1 in 5 in Case 2 1138 psf 1081 psf 3d) 1.2D+1.6H+1.6S+0.5W: 3 klf 0 k-in/ft 0.1 in 5 in Case 2 1151 psf 1094 psf 4a) 1.2D+1.6H+1.OW+L+0.5L,: 3 klf 1 k-in/ft 0.3 in 5 in Case 2 1146 psf 1032 psf 4b) 1.2D+1.6H+1.OW+L+0.5S: 3 klf 1 k-in/ft 0.3 in 5 in Case 2 1150 psf 1036 psf 5) 0.9D+1.OW: 2 klf 0 k-in/ft 0.0 in 5 in Case 1 732 psf 732 psf 6a) 1.2D+1.6H+E+Ei,+L+0.2S: 3 klf 1 k-in/ft 0.5 in 5 in Case 2 1256 psf 1034 psf 7a) 0.9D-E,-E,l 2 klf I 1 k-in/ft 0.8 in 5 in Case 2 802 psf 579 psf Load Combinations for Strength Design(LRFD)per ASCE 7-16 Section 2.3 for Induced Forces Acting on the Footing Length Load Combinations: Net Uplift R Dist.To R Mudoµ wud Forces Mu lift vu, 1) 1.41): 0.3 klf 0.229 ft 6 k-in/ft 0 klf 0 k-in/ft 0.28 k 2a) 1.2D+1.6H+1.6L+0.5L,: 0.2 klf 0.229 ft 5 k-in/ft 0 klf 0 k-in/ft 0.24 k 2b) 1.2D+1.6H+1.6L+0.5S: 0.2 klf 0.229 ft 5 k-in/ft 0 klf 0 k-in/ft 0.24 k 3a) 1.2D+1.6H+1.6Lr+L: 0.3 klf 0.229 ft 6 k-in/ft 0 klf 0 k-in/ft 0.25 k 3b) 1.2D+1.6H+1.6S+L: 0.3 klf 0.229 ft 6 k-in/ft 0 klf 0 k-in/ft 0.25 k 3c) 1.2D+1.6H+1.6Lr+0.5W: 0.3 klf 0.229 ft 6 k-in/ft 0 klf 0 k-in/ft 0.26 k 3d) 1.2D+1.6H+1.6S+0.5W: 0.3 klf 0.229 ft 6 k-in/ft 0 klf 0 k-in/ft 0.26 k 4a) 1.2D+1.6H+1.OW+L+0.5L,: 0.3 klf 0.229 ft 6 k-in/ft 0 klf 0 k-in/ft 0.26 k 4b) 1.2D+1.6H+1.OW+L+0.5S: 0.3 klf 0.229 ft 6 k-in/ft 0 klf 0 k-in/ft 0.26 k 5) 0.9D+1.OW: 0.2 klf 0.229 ft 4 k-in/ft 0 klf 0 k-in/ft 0.17 k 6a) 1.2D+1.6H+E+Ei,+L+0.2S: 0.3 klf 0.229 ft 6 k-in/ft 0 klf 0 k-in/ft 0.29 k 7a) 0.9D-Ev-E,l 0.2 klf 0.229 ft 4 k-in/ft 0 klf 0 k-in/ft 0.18 k 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Milton Pg.No: G-21 Address: 1200 Meridian Ave E Milton,WA 98354 Date: 5/9/24 AU E Client: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.6 I T 5 T IF i 1 1 1 1 l ) DL: DLtunnel: 80 psf x 0 ft - 2 = 0 plf DLMech: 20 psf x 16 ft - 2 = 160 plf DI-Pent: 15 psf x 0 ft - 2 = 0 plf DLcm,u wall: 80 psf x 18.33 ft = 1467 plf E DL = 1627 plf LL: LL,: 20 psf x 16 ft - 2 = E LL, = 160 plf SL: SL: 25 psf x 16 ft - 2 = ESL = 200 plf WL+: WL+: 17.8 psf x 16 ft - 2 = = ESL = 142.4 plf WL-: WL-: -31.9 psf x 16 ft - 2 = = ESL = -255 plf SEISMIC: C&C EQ: 32 plf CONTROLS WIND: ♦ oadt.Rf k ASCE 7 12.11 (Fp=0.4*SDs*I,): 24.02 plf ♦ aRf WL: 16.4 plf 14.5 ft 32 plf 14.5 ft 2 F Load to Ftg 0.119 k 4—Load to Ftg 0.232 k eAA� 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Milton Pg.No: G-22 E Address: 1200 Meridian Ave E Milton,WA 98354 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.6 Unfactored Induced Forces: Footing/Column Interaction: Load Types: Axial Axial Force Indirect Direct Total 1~�� Forces: Eccentricity: Moments Moments Moments I I Dead Load,D: 1627 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Lateral Earth Pressure,H: 0 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft 1 I Live Load,L: 0 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Clockwise Roof Live Load,Lr: 160 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Moment(+) Base Snow Load,Sbase•• 200 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Drifting Snow Load,S&ft: 0 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Wind Load,W(+): 142 plf 0.0 in 0 k-in/ft 0.7 k-in/ft 0.7 k-in/ft Wind Load,W_: -255 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft SDS: 0.751 Redundancy Factor,p: 1.00 L' LZ Earthquake Load,QE: 0.00 plf 0.0 in 0.00 k-in/ft 1.39 k-in/ft 1.39 k-in/ft L Earthquake Load,E: 0.00 plf 0.00 k-in/ft 1.39 k-in/ft 1.39 k-in/ft Column Offset,e: 0.0 ft from ftg CL Vert.Earthquake Load,E,,: 244 plf 0.00 k-in/ft 0.00 k-in/ft 0.00 k-in/ft Material Properties: Footing Dimensions: Stem Wall Properties: (If applicable) Slab on Grade Above Footing Dimensions: Concrete fc: 4500 psi Wall Location,Ll: 1.25 ft Stem Wall Material: Concrete Footing Location: Interior Concrete Density: 150 pcf Wall Location,L2: 1.25 ft Stem Wall Width: 8 in Slab Thickness: 6 in Reinforcement,fy: 60 ksi (Long dim.)Length,L: 2.50 ft Stem Wall Height: 6 in to top of ftg Slab Area over Ftg: 2.5 ft2 Reinf.Epoxy Coated: No Width: 1.00 ft Stem Wall Weight: 100 psf Slab over Ftg Weight: 0.188 k Allow. Soil Bearing: 2000 psf Depth: 12 in Stem Wall Weight: 0.05 klf Slab Dist.Beyod Ftg: 0 ft Soil Density: 120 pcf Footing Area: 2.5 ft2 Stem Wall Reinf Type: alternating hooks Slab Area beyond Ftg: 2.5 ft2 Conc.Mod.Factor's': 1.00 Ftg Self Weight: 0.375 klf Slab Weight for Uplift: 0.188 k Comp.Zone Factor,01: 0.825 Footing Design Include Weight for Include Weight for Include Weight for Include Weight for Soil Above Footing Dimensions: Options: Bearing Pressure: Resisting OTM: Uplift Resistance: Uplift Flex.Resist.: Depth of Soil over Footing: 6 in Footing Weight: Yes Yes - - Soil Area over Ftg: 1.8 ft2 Soil over Ftg Weight: Yes Yes Yes Yes Soil over Ftg Weight: 0.11 k Slab on Grade over Ftg Weight: Yes Yes Yes Yes Footing Reinforcement Steel: Bottom Steel (4) #4 Longitudinal Bars at 6.5 in o.c. Cover: 3 in dbot: 8.25 in No Uplift at Top of Ftg-> (Main Reinf) (1 ) #5 Transverse Bars at 32 in o.c. Side Cover: 2 in Top Steel Not Req'd Top Steel O #5 Longitudinal Bars at - in o.c. Cover: 2 in drop: 9.063 in Top Steel Not Req'd for (Uplift Reinf.) O #5 Transverse Bars at 12 in o.c. Side Cover: 2 in Footing Thickness Flexural Capacity for Footing Length: (Long Dimension) Min Reinforcement Requirements: Downward Forces Uplift Forces Cont.Reinf: Min.AS: 0.65 in2 AS: 0.116 in As: 0 in Provided AS: 0.8 in' OK a: 0.152 in a: 0 in S": 18 in OK pt: 0.0197 pt: 0.0197 dagg,egate: 0.75 in p: 0.0012 p: 0.0000 smin: 2 in OK Section IS: Tension Controlled Section IS: Tension Controlled Mn: 7 k-in M,,: 0 k-in Req'd Vert.Dowel Hook Length: 12 *do Mn: 57 k-in Mn: 0 k-in Req'd Vert.Dowel Hook Length: 7.5 in fib: 0.9 fib: 0.9 #of Vert.Curtains: ( 1) OMn: 51 k-in �Mn: 0 k-in Spec.Cover to Vert.Dowel in Stem: 4 in Unity: 0.13 OK Unity: 0.00 OK Hook Length,In rovived: 13 in OK One-Way Punching Shear Capacity:I Net Uplift Check: USE:2.50 ft long x 1.00 ft wide x 1.00 ft deep Vi1: 0.3 k Max Column Uplift: 0.00 k[LRFD] footing w/ Cone.shear strength Vc: 5.605 k Footing+Slab+Soil Weight: 0.605 k Bottom Layer Reinf.:(4)#4 cont.longitudinal Ov 0.75 Add.Resist DL: 0.0 k(J.OD) bars&#5 from SW Shear Capacity+Vn: 4.2 k Total Net Uplift: 0.00 k OK Unity: 0.07 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Milton Pg.No: G-23 Address: 1200 Meridian Ave E Milton,WA 98354 Date: 5/9/24 AU E Client: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.6 e. e; I I I INN 'B' N n ,B, ,B, n BEARING PRESSURE BEARING PRESSURE BEARING PRESSURE Soil Pressure Case 1 Soil Pressure Case 2 Soil Pressure Case 3 Load Combinations for Allowable Stress Design(ASD)per ASCE 7-16 Section 2.4 for Soil Bearing Analysis under Footing Load Combinations: Axial Total Eccentricity Soil Pressure Soil Bearing Forces: Moments: let L/6 Dist. Case qma groin Check 1) D: 2 klf 0 k-in/ft 0 in 5 in Case 1 940 psf 940 psf 2) D+H+L: 2 klf 0 k-in/ft 0 in 5 in Case 1 940 psf 940 psf 3a) D+H+Lr: 3 klf 0 k-in/ft 0 in 5 in Case 1 1004 psf 1004 psf 3b) D+H+S: 3 klf 0 k-in/ft 0 in 5 in Case 1 1020 psf 1020 psf 4a) D+H+0.75L+0.75L,: 2 klf 0 k-in/ft 0 in 5 in Case 1 988 psf 988 psf 4b) D+H+0.75L+0.75S: 2 klf 0 k-in/ft 0 in 5 in Case 1 1000 psf 1000 psf 5) D+H+0.6W: 2 klf 0 k-in/ft 0 in 5 in Case 2 1008 psf 940 psf 6a) D+H+0.75(0.6W)+0.75L+0.75L,: 3 klf 0 k-in/ft 0 in 5 in Case 2 1039 psf 988 psf 6b) D+H+0.75(0.6W)+0.75L+0.75S: 3 klf 0 k-in/ft 0 in 5 in Case 2 1051 psf 1000 psf 7) 0.6D+0.6W: 1 klf 0 k-in/ft 0 in 5 in Case 1 503 psf 503 psf 8a) D+H+0.7E,+0.7Eh 3 klf 1 k-in/ft 0 in 5 in Case 2 1086 psf 930 psf 9a) D+H+0.525E,+0.525Eh+0.75L+0.75S: 3 klf 1 k-in/ft 0 in 5 in Case 2 1109 psf 992 psf 10a) 0.6D-0.7E,+0.7Eh: 1 k I 1 k-in/ft I 1 in 1 5 in I Case 2 1 573 psf 1 417 psf Load Combinations for Allowable Stress Design(ASD)per ASCE 7-16 Section 2.4 for Footing Overturning Analysis Load Combinations: Axial Overturning Eccentricity Restoring Factor of Overturning Forces: Moment let Moments: Safety Check 1) D: 2 k 0 k-in/ft 0.0 in 35 k-in/ft 100.00 2) D+H+L: 2 k 0 k-in/ft 0.0 in 35 k-in/ft 100.00 3a) D+H+Lr: 3 k 0 k-in/ft 0.0 in 38 k-in/ft 100.00 3b) D+H+S: 3 k 0 k-in/ft 0.0 in 38 k-in/ft 100.00 4a) D+H+0.75L+0.75L,: 2 k 0 k-in/ft 0.0 in 37 k-in/ft 100.00 4b) D+H+0.75L+0.75S: 2 k 0 k-in/ft 0.0 in 37 k-in/ft 100.00 5) D+H+0.6W: 2 k 0 k-in/ft 0.2 in 36 k-in/ft 84.59 OK 6a) D+H+0.75(0.6W)+0.75L+0.75L,: 3 k 0 k-in/ft 0.1 in 38 k-in/ft 117.63 6b) D+H+0.75(0.6W)+0.75L+0.75S: 3 k 0 k-in/ft 0.1 in 38 k-in/ft 119.03 7) 0.6D+0.6W: 1 k 0 k-in/ft 0.0 in 11 k-in/ft 100.00 8a) D+H+0.7E+0.7Eh 3 k l k-in/ft 0.4 in 37 k-in/ft 38.06 9a) D+H+0.525Ev+0.525Eh+0.75L+0.75S: 3 k l k-in/ft 0.3 in 39 k-in/ft 53.18 10a) 0.6D-0.7Ev+0.7Eh: 1 k 1 1 k-in/ft 1 0.8 in 1 11 k-in/ft 11.17 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Milton Pg.No: G-24 1200 Meridian Ave E Milton,WA 98354 Date: 5/9/24 AUE ent: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.6 Load Combinations for Strength Design(LRFD)per ASCE 7-16 Section 2.3 for Net Factored Pressure Acting on the Footing Load Combinations: Axial Total Eccentricity Soil Pressure Forces: Moments: let L/6 Dist. Case qm� qmi„ 1) 1.41): 3 klf 0 k-in/ft 0.0 in 5 in Case 1 1316 psf 1316 psf 2a) 1.2D+1.6H+1.6L+0.5L,: 3 klf 0 k-in/ft 0.0 in 5 in Case 1 1160 psf 1160 psf 2b) 1.2D+1.6H+1.6L+0.5S: 3 Of 0 k-in/ft 0.0 in 5 in Case 1 1168 psf 1168 psf 3a) 1.2D+1.6H+1.6Lr+L: 3 klf 0 k-in/ft 0.0 in 5 in Case 1 1230 psf 1230 psf 3b) 1.2D+1.6H+1.6S+L: 3 klf 0 k-in/ft 0.0 in 5 in Case 1 1256 psf 1256 psf 3c) 1.2D+1.6H+1.6Lr+0.5W: 3 klf 0 k-in/ft 0.1 in 5 in Case 2 1287 psf 1230 psf 3d) 1.2D+1.6H+1.6S+0.5W: 3 klf 0 k-in/ft 0.1 in 5 in Case 2 1313 psf 1256 psf 4a) 1.2D+1.6H+1.OW+L+0.5L,: 3 klf 1 k-in/ft 0.2 in 5 in Case 2 1274 psf 1159 psf 4b) 1.2D+1.6H+1.OW+L+0.5S: 3 klf 1 k-in/ft 0.2 in 5 in Case 2 1282 psf 1167 psf S) 0.9D+1.OW: 2 klf 0 k-in/ft 0.0 in 5 in Case 1 744 psf 744 psf 6a) 1.2D+1.6H+E+Ei,+L+0.2S: 3 klf 1 k-in/ft 0.4 in 5 in Case 2 1353 psf 1130 psf 7a) 0.9D-E,-E,l 2 klf I 1 k-in/ft 0.7 in 5 in Case 2 859 psf 637 psf Load Combinations for Strength Design(LRFD)per ASCE 7-16 Section 2.3 for Induced Forces Acting on the Footing Length Load Combinations: Net Uplift R Dist.To R Mudoµ wud Forces Mu lift vu, 1) 1.41): 0.3 klf 0.229 ft 7 k-in/ft 0 klf 0 k-in/ft 0.3 k 2a) 1.2D+1.6H+1.6L+0.5L,: 0.3 klf 0.229 ft 6 k-in/ft 0 klf 0 k-in/ft 0.27 k 2b) 1.2D+1.6H+1.6L+0.5S: 0.3 klf 0.229 ft 6 k-in/ft 0 klf 0 k-in/ft 0.27 k 3a) 1.2D+1.6H+1.6Lr+L: 0.3 klf 0.229 ft 6 k-in/ft 0 klf 0 k-in/ft 0.28 k 3b) 1.2D+1.6H+1.6S+L: 0.3 klf 0.229 ft 6 k-in/ft 0 klf 0 k-in/ft 0.29 k 3c) 1.2D+1.6H+1.6Lr+0.5W: 0.3 klf 0.229 ft 6 k-in/ft 0 klf 0 k-in/ft 0.29 k 3d) 1.2D+1.6H+1.6S+0.5W: 0.3 klf 0.229 ft 7 k-in/ft 0 klf 0 k-in/ft 0.3 k 4a) 1.2D+1.6H+1.OW+L+0.5L,: 0.3 klf 0.229 ft 6 k-in/ft 0 klf 0 k-in/ft 0.29 k 4b) 1.2D+1.6H+1.OW+L+0.5S: 0.3 klf 0.229 ft 6 k-in/ft 0 klf 0 k-in/ft 0.29 k S) 0.9D+1.OW: 0.2 klf 0.229 ft 4 k-in/ft 0 klf 0 k-in/ft 0.17 k 6a) 1.2D+1.6H+E+Ei,+L+0.2S: 0.3 klf 0.229 ft 7 k-in/ft 0 klf 0 k-in/ft 0.31 k 7a) 0.9D-Ev-E,l 0.2 klf 0.229 ft 4 k-in/ft 0 klf 0 k-in/ft 1 0.2 k 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Milton Pg.No: G-25 Address: 1200 Meridian Ave E Milton,WA 98354 Date: 5/9/24 AUE Client: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.7 n n s n IYI DL: DLtunnel: 80 psf x 0 ft - 2 = 0 plf DLMech: 20 psf x 8 ft - 2 = 80 plf DLPent: 15 psf x 0 ft - 2 = 0 plf DLcm,u wall: 80 psf x 16.33 ft = 1307 plf E DL = 1387 plf LL: LLr: 20 psf x 8 ft - 2 = E LLB = 80 plf SL: SL: 25 psf x 8 ft - 2 = ESL = 100 plf WL+: WL+: 17.8 psf x 8 ft - 2 = = ESL = 71.2 plf WL-: WL-: -31.9 psf x 8 ft - 2 = = ESL = -128 plf SEISMIC: C&C EQ: 32 plf CONTROLS WIND: ♦ ASCE 7 12.11 (Fp=0.4*SDI*I,): 24.02 plf ♦ aRf WL: 16.4 plf 14.5 ft 32 plf 14.5 ft 2 F Load to Ftg 0.119 k 4—Load to Ftg 0.232 k eAA� 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Milton Pg.No: G-26 E Address: 1200 Meridian Ave E Milton,WA 98354 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.7 Unfactored Induced Forces: Footing/Column Interaction: Load Types: Axial Axial Force Indirect Direct Total 1~�� Forces: Eccentricity: Moments Moments Moments I I Dead Load,D: 1387 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Lateral Earth Pressure,H: 0 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft 1 I Live Load,L: 0 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Clockwise Roof Live Load,Lr: 80 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Moment(+) Base Snow Load,Sbase•• 100 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Drifting Snow Load,S&ft: 0 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Wind Load,W(+): 71 plf 0.0 in 0 k-in/ft 0.7 k-in/ft 0.7 k-in/ft Wind Load,W_: -128 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft SDS: 0.751 Redundancy Factor,p: 1.00 L' LZ Earthquake Load,QE: 0.00 plf 0.0 in 0.00 k-in/ft 1.39 k-in/ft 1.39 k-in/ft L Earthquake Load,E: 0.00 plf 0.00 k-in/ft 1.39 k-in/ft 1.39 k-in/ft Column Offset,e: 0.0 ft from ftg CL Vert.Earthquake Load,E,,: 208 plf 0.00 k-in/ft 0.00 k-in/ft 0.00 k-in/ft Material Properties: Footing Dimensions: Stem Wall Properties: (If applicable) Slab on Grade Above Footing Dimensions: Concrete fc: 4500 psi Wall Location,Ll: 1.25 ft Stem Wall Material: Concrete Footing Location: Edge Concrete Density: 150 pcf Wall Location,L2: 1.25 ft Stem Wall Width: 8 in Slab Thickness: 6 in Reinforcement,fy: 60 ksi (Long dim.)Length,L: 2.50 ft Stem Wall Height: 6 in to top of ftg Slab Area over Ftg: 1.25 ft2 Reinf.Epoxy Coated: No Width: 1.00 ft Stem Wall Weight: 100 psf Slab over Ftg Weight: 0.094 k Allow. Soil Bearing: 2000 psf Depth: 12 in Stem Wall Weight: 0.05 klf Slab Dist.Beyod Ftg: 0 ft Soil Density: 120 pcf Footing Area: 2.5 ft2 Stem Wall Reinf Type: alternating hooks Slab Area beyond Ftg: 1.25 ft2 Conc.Mod.Factor's': 1.00 Ftg Self Weight: 0.375 klf Slab Weight for Uplift: 0.094 k Comp.Zone Factor,01: 0.825 Footing Design Include Weight for Include Weight for Include Weight for Include Weight for Soil Above Footing Dimensions: Options: Bearing Pressure: Resisting OTM: Uplift Resistance: Uplift Flex.Resist.: Depth of Soil over Footing: 6 in Footing Weight: Yes Yes - - Soil Area over Ftg: 1.8 ft2 Soil over Ftg Weight: Yes Yes Yes Yes Soil over Ftg Weight: 0.11 k Slab on Grade over Ftg Weight: Yes Yes Yes Yes Footing Reinforcement Steel: Bottom Steel (4) #4 Longitudinal Bars at 6.5 in o.c. Cover: 3 in dbot: 8.25 in No Uplift at Top of Ftg-> (Main Reinf) (1 ) #5 Transverse Bars at 32 in o.c. Side Cover: 2 in Top Steel Not Req'd Top Steel O #5 Longitudinal Bars at - in o.c. Cover: 2 in drop: 9.063 in Top Steel Not Req'd for (Uplift Reinf.) O #5 Transverse Bars at 12 in o.c. Side Cover: 2 in Footing Thickness Flexural Capacity for Footing Length: (Long Dimension) Min Reinforcement Requirements: Downward Forces Uplift Forces Cont.Reinf: Min.AS: 0.65 in2 AS: 0.116 in As: 0 in Provided AS: 0.8 in' OK a: 0.152 in a: 0 in S": 18 in OK pt: 0.0197 pt: 0.0197 dagg,egate: 0.75 in p: 0.0012 p: 0.0000 smin: 2 in OK Section IS: Tension Controlled Section IS: Tension Controlled Mn: 6 k-in M,,: 0 k-in Req'd Vert.Dowel Hook Length: 12 *do Mn: 57 k-in Mn: 0 k-in Req'd Vert.Dowel Hook Length: 7.5 in fib: 0.9 fib: 0.9 #of Vert.Curtains: ( 1) OMn: 51 k-in �Mn: 0 k-in Spec.Cover to Vert.Dowel in Stem: 4 in Unity: 0.11 OK Unity: 0.00 OK Hook Length,In rovived: 13 in OK One-Way Punching Shear Capacity:I Net Uplift Check: USE:2.50 ft long x 1.00 ft wide x 1.00 ft deep Vi1: 0.3 k Max Column Uplift: 0.00 k[LRFD] footing w/ Cone.shear strength Vc: 5.605 k Footing+Slab+Soil Weight: 0.521 k Bottom Layer Reinf.:(4)#4 cont.longitudinal Ov 0.75 Add.Resist DL: 0.0 k(J.OD) bars&#5 from SW Shear Capacity+Vn: 4.2 k Total Net Uplift: 0.00 k OK Unity: 0.06 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Milton Pg.No: G-27 Address: 1200 Meridian Ave E Milton,WA 98354 Date: 5/9/24 AU E Client: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.7 e° e; .P I I I INN 'B' N n ,B, ,B, n BEARING PRESSURE BEARING PRESSURE BEARING PRESSURE Soil Pressure Case 1 Soil Pressure Case 2 Soil Pressure Case 3 Load Combinations for Allowable Stress Design(ASD)per ASCE 7-16 Section 2.4 for Soil Bearing Analysis under Footing Load Combinations: Axial Total Eccentricity Soil Pressure Soil Bearing Forces: Moments: let L/6 Dist. Case qma groin Check 1) D: 2 klf 0 k-in/ft 0 in 5 in Case 1 806 psf 806 psf 2) D+H+L: 2 klf 0 k-in/ft 0 in 5 in Case 1 806 psf 806 psf 3a) D+H+Lr: 2 klf 0 k-in/ft 0 in 5 in Case 1 838 psf 838 psf 3b) D+H+S: 2 klf 0 k-in/ft 0 in 5 in Case 1 846 psf 846 psf 4a) D+H+0.75L+0.75L,: 2 klf 0 k-in/ft 0 in 5 in Case 1 830 psf 830 psf 4b) D+H+0.75L+0.75S: 2 klf 0 k-in/ft 0 in 5 in Case 1 836 psf 836 psf 5) D+H+0.6W: 2 klf 0 k-in/ft 0 in 5 in Case 2 857 psf 789 psf 6a) D+H+0.75(0.6W)+0.75L+0.75L,: 2 klf 0 k-in/ft 0 in 5 in Case 2 869 psf 817 psf 6b) D+H+0.75(0.6W)+0.75L+0.75S: 2 klf 0 k-in/ft 0 in 5 in Case 2 875 psf 823 psf 7) 0.6D+0.6W: 1 klf 0 k-in/ft 0 in 5 in Case 1 453 psf 453 psf 8a) D+H+0.7E,+0.7Eh 2 klf 1 k-in/ft 0 in 5 in Case 2 942 psf 787 psf 9a) D+H+0.525E,+0.525Eh+0.75L+0.75S: 2 klf 1 k-in/ft 0 in 5 in Case 2 938 psf 821 psf 10a) 0.6D-0.7E,+0.7Eh: 1 k I 1 k-in/ft I 1 in 1 5 in I Case 2 1 503 psf 1 347 psf Load Combinations for Allowable Stress Design(ASD)per ASCE 7-16 Section 2.4 for Footing Overturning Analysis Load Combinations: Axial Overturning Eccentricity Restoring Factor of Overturning Forces: Moment let Moments: Safety Check 1) D: 2 k 0 k-in/ft 0.0 in 30 k-in/ft 100.00 2) D+H+L: 2 k 0 k-in/ft 0.0 in 30 k-in/ft 100.00 3a) D+H+Lr: 2 k 0 k-in/ft 0.0 in 31 k-in/ft 100.00 3b) D+H+S: 2 k 0 k-in/ft 0.0 in 32 k-in/ft 100.00 4a) D+H+0.75L+0.75L,: 2 k 0 k-in/ft 0.0 in 31 k-in/ft 100.00 4b) D+H+0.75L+0.75S: 2 k 0 k-in/ft 0.0 in 31 k-in/ft 100.00 5) D+H+0.6W: 2 k 0 k-in/ft 0.2 in 31 k-in/ft 71.41 OK 6a) D+H+0.75(0.6W)+0.75L+0.75L,: 2 k 0 k-in/ft 0.2 in 31 k-in/ft 97.74 6b) D+H+0.75(0.6W)+0.75L+0.75S: 2 k 0 k-in/ft 0.2 in 32 k-in/ft 98.44 7) 0.6D+0.6W: l k 0 k-in/ft 0.0 in 10 k-in/ft 100.00 8a) D+H+0.7E+0.7Eh 2 k 1 k-in/ft 0.5 in 32 k-in/ft 32.54 9a) D+H+0.525Ev+0.525Eh+0.75L+0.75S: 2 k 1 k-in/ft 0.3 in 32 k-in/ft 44.41 10a) 0.6D-0.7Ev+0.7Eh: ] k 1 1 k-in/ft 1 0.9 in 1 9 k-in/ft 1 9.55 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Milton Pg.No: G-28 1200 Meridian Ave E Milton,WA 98354 Date: 5/9/24 AUE ent: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.7 Load Combinations for Strength Design(LRFD)per ASCE 7-16 Section 2.3 for Net Factored Pressure Acting on the Footing Load Combinations: Axial Total Eccentricity Soil Pressure Forces: Moments: let L/6 Dist. Case yma Amin 1) 1.41): 3 klf 0 k-in/ft 0.0 in 5 in Case 1 1129 psf 1129 psf 2a) 1.2D+1.6H+1.6L+0.5L,: 2 klf 0 k-in/ft 0.0 in 5 in Case 1 983 psf 983 psf 2b) 1.2D+1.6H+1.6L+0.5S: 2 klf 0 k-in/ft 0.0 in 5 in Case 1 987 psf 987 psf 3a) 1.2D+1.6H+1.6Lr+L: 3 klf 0 k-in/ft 0.0 in 5 in Case 1 1019 psf 1019 psf 3b) 1.2D+1.6H+1.6S+L: 3 klf 0 k-in/ft 0.0 in 5 in Case 1 1031 psf 1031 psf 3c) 1.2D+1.6H+1.6Lr+0.5W: 3 klf 0 k-in/ft 0.1 in 5 in Case 2 1061 psf 1004 psf 3d) 1.2D+1.6H+1.6S+0.5W: 3 klf 0 k-in/ft 0.1 in 5 in Case 2 1074 psf 1017 psf 4a) 1.2D+1.6H+1.OW+L+0.5L,: 3 klf 1 k-in/ft 0.3 in 5 in Case 2 1069 psf 955 psf 4b) 1.2D+1.6H+1.OW+L+0.5S: 3 klf 1 k-in/ft 0.3 in 5 in Case 2 1073 psf 959 psf S) 0.9D+1.OW: 2 klf 0 k-in/ft 0.0 in 5 in Case 1 675 psf 675 psf 6a) 1.2D+1.6H+E+EI,+L+0.2S: 3 klf 1 k-in/ft 0.5 in 5 in Case 2 1170 psf 947 psf 7a) 0.9D-E,-E,l 2 klf I 1 k-in/ft 0.9 in 5 in Case 2 754 psf 531 psf Load Combinations for Strength Design(LRFD)per ASCE 7-16 Section 2.3 for Induced Forces Acting on the Footing Length Load Combinations: Net Uplift R Dist.To R Mudoµ wud Forces Mu-lift vul 1) 1.41): 0.3 klf 0.229 ft 6 k-in/ft 0 klf 0 k-in/ft 0.26 k 2a) 1.2D+1.6H+1.6L+0.5L,: 0.2 klf 0.229 ft 5 k-in/ft 0 klf 0 k-in/ft 0.23 k 2b) 1.2D+1.6H+1.6L+0.5S: 0.2 klf 0.229 ft 5 k-in/ft 0 klf 0 k-in/ft 0.23 k 3a) 1.2D+1.6H+1.6Lr+L: 0.2 klf 0.229 ft 5 k-in/ft 0 klf 0 k-in/ft 0.23 k 3b) 1.2D+1.6H+1.6S+L: 0.2 klf 0.229 ft 5 k-in/ft 0 klf 0 k-in/ft 0.24 k 3c) 1.2D+1.6H+1.6Lr+0.5W: 0.2 klf 0.229 ft 5 k-in/ft 0 klf 0 k-in/ft 0.24 k 3d) 1.2D+1.6H+1.6S+0.5W: 0.2 klf 0.229 ft 5 k-in/ft 0 klf 0 k-in/ft 0.25 k 4a) 1.2D+1.6H+1.OW+L+0.5L,: 0.2 klf 0.229 ft 5 k-in/ft 0 klf 0 k-in/ft 0.24 k 4b) 1.2D+1.6H+1.OW+L+0.5S: 0.2 klf 0.229 ft 5 k-in/ft 0 klf 0 k-in/ft 0.25 k S) 0.9D+1.OW: 0.2 klf 0.229 ft 3 k-in/ft 0 klf 0 k-in/ft 0.15 k 6a) 1.2D+1.6H+E+EI,+L+0.2S: 0.3 klf 0.229 ft 6 k-in/ft 0 klf 0 k-in/ft 0.27 k 7a) 0.9D-Ev-E,l 0.2 klf 0.229 ft 4 k-in/ft 0 klf 0 k-in/ft 0.17 k 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Milton Pg.No: G-29 Address: 1200 Meridian Ave E Milton,WA 98354 Date: 5/9/24 AU E Client: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.8 I Ir si Frn; J DL: DLtunnel: 80 psf x 0 ft 2 = 0 plf DLMech: 20 psf x 0 ft 2 0 plf DI-Pent: 15 psf x 11.67 ft 2 87.5 plf DLcm,u wall: 80 psf x 25.33 ft = 2027 plf IDL = 2114 plf LL: LL,: 20 psf x 11.67 ft 2 = I LLB = 116.7 plf SL: SL: 25 psf x 11.67 ft 2 = ESL = 145.8 plf WIL+: WIL+: 17.8 psf x 11.67 ft 2 = = ESL = 103.8 plf WL-: VVT-: -31.9 psf x 11.67 ft 2 = ESL = -186 plf SEISMIC: C&C EQ: 32 plf CONTROLS WIND: 4— Lo t.Rf k ASCE 7 12.11 (Fp=0.4*SDI*I,): 24.02 plf WL: 16.4 plf 15.83 ft 32 plf 5.83 ft Load Ftg 0.13 k 4—Load to tg 0.253 k to F 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 1 21 Project: Wet Rabbit Car Wash-Milton Pg.No: G-30 I eAA�U SE Address: 1200 Meridian Ave E Milton,WA 98354 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.8 Unfactored Induced Forces: Footing/Column Interaction: Load Types: Axial Axial Force Indirect Direct Total 1~�� Forces: Eccentricity: Moments Moments Moments I I Dead Load,D: 2114 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Lateral Earth Pressure,H: 0 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft 1 I Live Load,L: 0 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Clockwise Roof Live Load,Lr: 117 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Moment(+) Base Snow Load,Sbase•• 146 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Drifting Snow Load,S&ft: 0 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Wind Load,W(+): 104 plf 0.0 in 0 k-in/ft 0.8 k-in/ft 0.8 k-in/ft Wind Load,W_: -186 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft SDS: 0.751 Redundancy Factor,p: 1.00 L' LZ Earthquake Load,QE: 0.00 plf 0.0 in 0.00 k-in/ft 1.52 k-in/ft 1.52 k-in/ft L Earthquake Load,E: 0.00 plf 0.00 k-in/ft 1.52 k-in/ft 1.52 k-in/ft Column Offset,e: 0.0 ft from ftg CL Vert.Earthquake Load,E,,: 317 plf 0.00 k-in/ft 0.00 k-in/ft 0.00 k-in/ft Material Properties: Footing Dimensions: Stem Wall Properties: (If applicable) Slab on Grade Above Footing Dimensions: Concrete fc: 4500 psi Wall Location,Ll: 1.25 ft Stem Wall Material: Concrete Footing Location: Edge Concrete Density: 150 pcf Wall Location,L2: 1.25 ft Stem Wall Width: 8 in Slab Thickness: 6 in Reinforcement,fy: 60 ksi (Long dim.)Length,L: 2.50 ft Stem Wall Height: 6 in to top of ftg Slab Area over Ftg: 1.25 ft2 Reinf.Epoxy Coated: No Width: 1.00 ft Stem Wall Weight: 100 psf Slab over Ftg Weight: 0.094 k Allow. Soil Bearing: 2000 psf Depth: 12 in Stem Wall Weight: 0.05 klf Slab Dist.Beyod Ftg: 0 ft Soil Density: 120 pcf Footing Area: 2.5 ft2 Stem Wall Reinf Type: alternating hooks Slab Area beyond Ftg: 1.25 ft2 Conc.Mod.Factor's': 1.00 Ftg Self Weight: 0.375 klf Slab Weight for Uplift: 0.094 k Comp.Zone Factor,01: 0.825 Footing Design Include Weight for Include Weight for Include Weight for Include Weight for Soil Above Footing Dimensions: Options: Bearing Pressure: Resisting OTM: Uplift Resistance: Uplift Flex.Resist.: Depth of Soil over Footing: 6 in Footing Weight: Yes Yes - - Soil Area over Ftg: 1.8 ft2 Soil over Ftg Weight: Yes Yes Yes Yes Soil over Ftg Weight: 0.11 k Slab on Grade over Ftg Weight: Yes Yes Yes Yes Footing Reinforcement Steel: Bottom Steel (4) #4 Longitudinal Bars at 6.5 in o.c. Cover: 3 in dbot: 8.25 in No Uplift at Top of Ftg-> (Main Reinf) (1 ) #5 Transverse Bars at 32 in o.c. Side Cover: 2 in Top Steel Not Req'd Top Steel O #5 Longitudinal Bars at - in o.c. Cover: 2 in drop: 9.063 in Top Steel Not Req'd for (Uplift Reinf.) O #5 Transverse Bars at 12 in o.c. Side Cover: 2 in Footing Thickness Flexural Capacity for Footing Length: (Long Dimension) Min Reinforcement Requirements: Downward Forces Uplift Forces Cont.Reinf: Min.AS: 0.65 in2 AS: 0.116 in As: 0 in Provided AS: 0.8 in' OK a: 0.152 in a: 0 in S": 18 in OK pt: 0.0197 pt: 0.0197 dagg,egate: 0.75 in p: 0.0012 p: 0.0000 smin: 2 in OK Section IS: Tension Controlled Section IS: Tension Controlled Mn: 8 k-in M,,: 0 k-in Req'd Vert.Dowel Hook Length: 12 *do Mn: 57 k-in Mn: 0 k-in Req'd Vert.Dowel Hook Length: 7.5 in fib: 0.9 fib: 0.9 #of Vert.Curtains: ( 1) OMn: 51 k-in �Mn: 0 k-in Spec.Cover to Vert.Dowel in Stem: 4 in Unity: 0.15 OK Unity: 0.00 OK Hook Length,In rovived: 13 in OK One-Way Punching Shear Capacity:I Net Uplift Check: USE:2.50 ft long x 1.00 ft wide x 1.00 ft deep Vi1: 0.4 k Max Column Uplift: 0.00 k[LRFD] footing w/ Cone.shear strength Vc: 5.605 k Footing+Slab+Soil Weight: 0.521 k Bottom Layer Reinf.:(4)#4 cont.longitudinal Ov 0.75 Add.Resist DL: 0.0 k(J.OD) bars&#5 from SW Shear Capacity+Vn: 4.2 k Total Net Uplift: 0.00 k OK Unity: 0.09 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Milton Pg.No: G-31 Address: 1200 Meridian Ave E Milton,WA 98354 Date: 5/9/24 AU E Client: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.8 e. e; p I �p� ,PY I I I INN 'B' N n ,B, ,B, n BEARING PRESSURE BEARING PRESSURE BEARING PRESSURE Soil Pressure Case 1 Soil Pressure Case 2 Soil Pressure Case 3 Load Combinations for Allowable Stress Design(ASD)per ASCE 7-16 Section 2.4 for Soil Bearing Analysis under Footing Load Combinations: Axial Total Eccentricity Soil Pressure Soil Bearing Forces: Moments: let L/6 Dist. Case qma groin Check 1) D: 3 klf 0 k-in/ft 0 in 5 in Case 1 1097 psf 1097 psf 2) D+H+L: 3 klf 0 k-in/ft 0 in 5 in Case 1 1097 psf 1097 psf 3a) D+H+Lr: 3 klf 0 k-in/ft 0 in 5 in Case 1 1144 psf 1144 psf 3b) D+H+S: 3 klf 0 k-in/ft 0 in 5 in Case 1 1156 psf 1156 psf 4a) D+H+0.75L+0.75L,: 3 klf 0 k-in/ft 0 in 5 in Case 1 1132 psf 1132 psf 4b) D+H+0.75L+0.75S: 3 klf 0 k-in/ft 0 in 5 in Case 1 1141 psf 1141 psf 5) D+H+0.6W: 3 klf 0 k-in/ft 0 in 5 in Case 2 1159 psf 1085 psf 6a) D+H+0.75(0.6W)+0.75L+0.75L,: 3 klf 0 k-in/ft 0 in 5 in Case 2 1179 psf 1123 psf 6b) D+H+0.75(0.6W)+0.75L+0.75S: 3 klf 0 k-in/ft 0 in 5 in Case 2 1188 psf 1132 psf 7) 0.6D+0.6W: 2 klf 0 k-in/ft 0 in 5 in Case 1 614 psf 614 psf 8a) D+H+0.7E,+0.7Eh 3 klf 1 k-in/ft 0 in 5 in Case 2 1271 psf 1101 psf 9a) D+H+0.525E,+0.525Eh+0.75L+0.75S: 3 klf 1 k-in/ft 0 in 5 in Case 2 1271 psf 1144 psf 10a) 0.6D-0.7E,+0.7Eh: 1 k I 1 k-in/ft I 1 in 1 5 in I Case 2 1 655 psf 1 484 psf Load Combinations for Allowable Stress Design(ASD)per ASCE 7-16 Section 2.4 for Footing Overturning Analysis Load Combinations: Axial Overturning Eccentricity Restoring Factor of Overturning Forces: Moment let Moments: Safety Check 1) D: 3 k 0 k-in/ft 0.0 in 41 k-in/ft 100.00 2) D+H+L: 3 k 0 k-in/ft 0.0 in 41 k-in/ft 100.00 3a) D+H+Lr: 3 k 0 k-in/ft 0.0 in 43 k-in/ft 100.00 3b) D+H+S: 3 k 0 k-in/ft 0.0 in 43 k-in/ft 100.00 4a) D+H+0.75L+0.75L,: 3 k 0 k-in/ft 0.0 in 42 k-in/ft 100.00 4b) D+H+0.75L+0.75S: 3 k 0 k-in/ft 0.0 in 43 k-in/ft 100.00 5) D+H+0.6W: 3 k 0 k-in/ft 0.2 in 42 k-in/ft 89.23 OK 6a) D+H+0.75(0.6W)+0.75L+0.75L,: 3 k 0 k-in/ft 0.1 in 43 k-in/ft 122.31 6b) D+H+0.75(0.6W)+0.75L+0.75S: 3 k 0 k-in/ft 0.1 in 43 k-in/ft 123.25 7) 0.6D+0.6W: 2 k 0 k-in/ft 0.0 in 14 k-in/ft 100.00 8a) D+H+0.7E+0.7Eh 3 k l k-in/ft 0.4 in 44 k-in/ft 41.00 9a) D+H+0.525Ev+0.525Eh+0.75L+0.75S: 3 k l k-in/ft 0.3 in 45 k-in/ft 55.94 10a) 0.6D-0.7Ev+0.7Eh: 1 k 1 1 k-in/ft 1 0.7 in 1 12 k-in/ft 1 11.69 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Milton Pg.No: G-32 1200 Meridian Ave E Milton,WA 98354 Date: 5/9/24 AUE ent: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.8 Load Combinations for Strength Design(LRFD)per ASCE 7-16 Section 2.3 for Net Factored Pressure Acting on the Footing Load Combinations: Axial Total Eccentricity Soil Pressure Forces: Moments: let L/6 Dist. Case qm� qmi„ 1) 1.41): 4 klf 0 k-in/ft 0.0 in 5 in Case 1 1536 psf 1536 psf 2a) 1.2D+1.6H+1.6L+0.5L,: 3 klf 0 k-in/ft 0.0 in 5 in Case 1 1340 psf 1340 psf 2b) 1.2D+1.6H+1.6L+0.5S: 3 Of 0 k-in/ft 0.0 in 5 in Case 1 1346 psf 1346 psf 3a) 1.2D+1.6H+1.6Lr+L: 3 klf 0 k-in/ft 0.0 in 5 in Case 1 1391 psf 1391 psf 3b) 1.2D+1.6H+1.6S+L: 4 klf 0 k-in/ft 0.0 in 5 in Case 1 1410 psf 1410 psf 3c) 1.2D+1.6H+1.6Lr+0.5W: 4 klf 0 k-in/ft 0.1 in 5 in Case 2 1443 psf 1381 psf 3d) 1.2D+1.6H+1.6S+0.5W: 4 Of 0 k-in/ft 0.1 in 5 in Case 2 1462 psf 1400 psf 4a) 1.2D+1.6H+1.OW+L+0.5L,: 3 klf 1 k-in/ft 0.2 in 5 in Case 2 1444 psf 1319 psf 4b) 1.2D+1.6H+1.OW+L+0.5S: 3 klf 1 k-in/ft 0.2 in 5 in Case 2 1450 psf 1325 psf 5) 0.9D+1.OW: 2 klf 0 k-in/ft 0.0 in 5 in Case 1 913 psf 913 psf 6a) 1.2D+1.6H+E+Ei,+L+0.2S: 4 klf 2 k-in/ft 0.4 in 5 in Case 2 1577 psf 1334 psf 7a) 0.9D-E,-E,l 2 klf 1 2 k-in/ft 0.7 in 5 in Case 2 982 psf 739 psf Load Combinations for Strength Design(LRFD)per ASCE 7-16 Section 2.3 for Induced Forces Acting on the Footing Length Load Combinations: Net Uplift R Dist.To R Mudoµ wud Forces Mu lift vu, 1) 1.41): 0.4 klf 0.229 ft 8 k-in/ft 0 klf 0 k-in/ft 0.35 k 2a) 1.2D+1.6H+1.6L+0.5L,: 0.3 klf 0.229 ft 7 k-in/ft 0 klf 0 k-in/ft 0.31 k 2b) 1.2D+1.6H+1.6L+0.5S: 0.3 klf 0.229 ft 7 k-in/ft 0 klf 0 k-in/ft 0.31 k 3a) 1.2D+1.6H+1.6Lr+L: 0.3 klf 0.229 ft 7 k-in/ft 0 klf 0 k-in/ft 0.32 k 3b) 1.2D+1.6H+1.6S+L: 0.3 klf 0.229 ft 7 k-in/ft 0 klf 0 k-in/ft 0.32 k 3c) 1.2D+1.6H+1.6Lr+0.5W: 0.3 klf 0.229 ft 7 k-in/ft 0 klf 0 k-in/ft 0.33 k 3d) 1.2D+1.6H+1.6S+0.5W: 0.3 klf 0.229 ft 7 k-in/ft 0 klf 0 k-in/ft 0.34 k 4a) 1.2D+1.6H+1.OW+L+0.5L,: 0.3 klf 0.229 ft 7 k-in/ft 0 klf 0 k-in/ft 0.33 k 4b) 1.2D+1.6H+1.OW+L+0.5S: 0.3 klf 0.229 ft 7 k-in/ft 0 klf 0 k-in/ft 0.33 k 5) 0.9D+1.OW: 0.2 klf 0.229 ft 5 k-in/ft 0 klf 0 k-in/ft 0.21 k 6a) 1.2D+1.6H+E+Ei,+L+0.2S: 0.4 klf 0.229 ft 8 k-in/ft 0 klf 0 k-in/ft 0.36 k 7a) 0.9D-Ev-E,l 0.2 klf 0.229 ft 5 k-in/ft 0 klf 0 k-in/ft 1 0.23 k 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Milton Pg.No: G-33 Address: 1200 Meridian Ave E Milton,WA 98354 Date: 5/9/24 AU E Client: SDH Architects,LLC Job No.: 22402 Pay Station Footing Design Calculation: Pay Station Ftg Design Pay Station Unit Weight: 15 psf (assumed) 3.00 ft 15.33 ft 5.25 ft 3.00 ft 8.83ft � - - - - - - - - - - - - - - I I I I I 7.42 ft I I 3.00 ft 12.92 ft Worst-Case Column Trib.Area: 95.8 ft2 DL: 10.0 psf LL: 20.0 psf SL: 25.0 psf WL+: 16.0 psf WL-: -16.0 psf eAA� 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Milton Pg.No: G-34 E Address: 1200 Meridian Ave E Milton,WA 98354 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 22402 Calculation: Pay Station Ftg Design Unfactored Induced Forces: Footing/Column Interaction: Load Types: Axial Axial Force Indirect Direct Total I e Forces: Eccentrics Moments Moments Moments I I Dead Load,D: 1.0 k 0.0 in 0.0 k-in 0.0 k-in 0.0 k-in Lateral Earth Pressure,H: 0.0 k 0.0 in 0.0 k-in 0.0 k-in 0.0 k-in 1 I Live Load,L: 0.0 k 0.0 in 0.0 k-in 0.0 k-in 0.0 k-in Clockwise I Roof Live Load,Lr: 1.9 k 0.0 in 0.0 k-in 0.0 k-in 0.0 k-in Moment(+) Base Snow Load,Sba •se• 2.4 k 0.0 in 0.0 k-in 0.0 k-in 0.0 k-in Drifting Snow Load,Sdrift: 0.0 k 0.0 in 0.0 k-in 0.0 k-in 0.0 k-in Wind Load,W(+): 1.5 k 0.0 in 0.0 k-in 0.0 k-in 0.0 k-in Wind Load,W_: -1.5 k 0.0 in 0.0 k-in 0.0 k-in 0.0 k-in SDS: 0.751 Redundancy Factor,p: 1.00 L' LZ Earthquake Load,QE: 0.00 k 0.0 in 0.00 k-in 43.11 k-in 43.11 k-in L Earthquake Load,E: 0.00 k 0.00 k-in 43.11 k-in 43.11 k-in Column Offset,e: 0.0 ft from ftg CL Vert.Earthquake Load,E,,: 0.14 k 0.00 k-in 0.00 k-in 0.00 k-in Material Properties: Footing Dimensions: Slab on Grade Above Footing Dimensions: Column Properties: Concrete fc: 4500 psi Col.Location,Ll: 1.75 ft Footing Location: Interior Column Type: Steel w/Baseplate Concrete Density: 150 pcf Col.Location,L2: 1.75 ft Slab Thickness: 0 in Column Dim: 5 in along ftg length Reinforcement,fy: 60 ksi (Long dim.)Length,L: 3.50 ft Slab Area over Ftg: 12.25 ftg Column Width: 5 in along ftg width Reinf.Epoxy Coated: No Width: 3.50 ft Slab over Ftg Weight: 0 k Base PL Dim: 12 in along ftg length Allow. Soil Bearing: 3000 psf Depth: 16 in Slab Dist.Beyod Ftg: 0 ft Base PL Dim: 12 in along ftg width Soil Density: 120 pcf Footing Area: 12.3 ftg Slab Area beyond Ftg: 12.25 ftg mlengtb: 3.5 in mwidth: 3.5 Conc.Mod.Factor'X': 1.00 Ftg Self Weight: 2.45 k Slab Weight for Uplift: 0 k Comp.Zone Factor,(il: 0.825 Footing Design Include Weight for Include Weight for Include Weight for Include Weight for Soil Above Footing Dimensions: Options: Bearing Pressure: Resisting OTM: Uplift Resistance: Uplift Flex.Resist.: Depth of Soil over Footing: 0 in Footing Weight: Yes Yes - - Soil Area over Ftg: 0.0 ft2 Soil over Ftg Weight: Yes Yes Yes Yes Soil over Ftg Weight: 0 k Slab on Grade over Ftg Weight: Yes Yes Yes Yes Footing Reinforcement Steel: Bottom Steel (4) #5 Bars 1 to Length at 9.5 in o.c. Cover: 3 in dbot: 12.06 in No Uplift at Top of Ftg-> (Main Reinf) (4) #5 Bars 11 to Length at 9.5 in o.c. Side Cover: 2 in Top Steel Not Req'd Top Steel (4) #5 Bars to 1 Length at 9.5 in o.c. Cover: 2 in dtep: 13.06 in Top Steel Not Req'd for (Uplift Reinf) (4) #5 Bars 11 to Length at 9.5 in o.c. Side Cover: 2 in Footing Thickness Flexural Capacity for Footing Len the (Long Dimension) Flexural Capacity for Footing Width: (Short Dimension) Downward Forces Uplift Forces Downward Forces Uplift Forces As: 1.24 in As: 1.24 in A,: 1.24 in As: 1.24 in a: 0.463 in a: 0.463 in a: 0.463 in a: 0.463 in pt: 0.0197 pt: 0.0197 pt: 0.0197 pt: 0.0197 p: 0.0024 p: 0.0023 p: 0.0024 p: 0.0023 Section IS: Tension Controlled Section IS: Tension Controlled Section Is: Tension Controlled Section Is: Tension Controlled Mn: 44 k-in Mn: 0 k-in Mn: 44 k-in Mn: 0 k-in Mn: 880 k-in Mn: 955 k-in Mn: 880 k-in Mn: 955 k-in �b: 0.9 +b: 0.9 +b: 0.9 +b: 0.9 +Mn: 792 k-in +Mn: 859 k-in +Mn: 792 k-in +Mn: 859 k-in Unity: 0.06 OK Unity: 0.00 OK Unity: 0.06 OK Unity: 0.00 OK Net Uplift Check: USE:3.50 ft long x 3.50 ft wide x 1.33 ft deep Min Reinforcement Requirements: Max Column Uplift: 0.00 k[LRFD] footing w/ Reinf.11 to Min.As: 1.21 in Footing+Slab+Soil Weight: 2.205 k Length Provided As: 1.24 in' OK Add.Resist DL: 0.0 k I.OD) Bottom Layer Reinf.:(4)#5 bars each way 1( Reinf. to Min.As: 1.21 in 2 Total Net Uplift: 0.00 k OK Length Provided As: 1.24 in OK smax: 18 in OK daggregate• 0.75 in smin: 2.125 in OK Design Section As: Reinforced Concrete 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Milton Pg.No: G-35 Address: 1200 Meridian Ave E Milton,WA 98354 Date: 5/9/24 AU E Client: SDH Architects,LLC Job No.: 22402 Calculation: Pay Station Ftg Design Ftg Length One-Way Punching Shear Capacity: Two Way Punching Shear Capacity: Check Flexural Steel Development Length: V I: 1.5 k Viz: 6 k Reinf. 11 to Length,1pr"wwd: 14.75 in Conc.shear strength Vc: 36.64 k Critical Section Length,bl: 21 in Reinf. 1 to Length,1pr"vivad: 14.75 in �v 0.75 Critical Section Length,b2: 21 in Bottom Layer Reinf. Shear Capacity OVn: 27.5 k Perimeter of Critical Section,b": 82 in Reinf. 11 to Length,Id: 13.09 in OK Unity: 0.05 OK Conc.shear strength"V,l" : 266.2 k Reinf.1 to Length,Id: 13.09 in OK Ftg Width One-Way Punching Shear Capacity: Conc.shear strength"V,2" : 399.3 k Top Layer Reinf, Vn1: 1.461 k 8: 1.00 Reinf. to Length,Id: 0 in OK Conc.shear strength Vc: 36.64 k Conc.shear strength"Vc3" : 523.5 Reinf.1 to Length,Id: 0 in OK Ov 0.75 as: 40 Shear Capacity OVn: 27.5 k Ov 0.75 Unity: 0.05 OK Shear Capacity OVn: 199.7 k Unity: 0.03 OK I-e� e' + + i 1 II I 14 'B' BEARING PRESSURE BEARING PRESSURE BEARING PRESSURE Soil Pressure Case 1 Soil Pressure Case 2 Soil Pressure Case 3 Load Combinations for Allowable Stress Design(ASD)per ASCE 7-16 Section 2.4 for Soil Bearing Analysis under Footing Load Combinations: Axial Total Eccentricity Soil Pressure Soil Bearing Forces: Moments: le, L/6 Dist. Case gmax Amin Check 1) D: 3 k 0 k-in 0.0 in 7 in Case 1 278 psf 278 psf 2) D+H+L: 3 k 0 k-in 0.0 in 7 in Case 1 278 psf 278 psf 3a) D+H+Lr: 5 k 0 k-in 0.0 in 7 in Case 1 435 psf 435 psf 3b) D+H+S: 6 k 0 k-in 0.0 in 7 in Case 1 474 psf 474 psf 4a) D+H+0.75L+0.75Lr: 5 k 0 k-in 0.0 in 7 in Case 1 396 psf 396 psf 4b) D+H+0.75L+0.75S: 5 k 0 k-in 0.0 in 7 in Case 1 425 psf 425 psf 5) D+H+0.6W: 4 k 0 k-in 0.0 in 7 in Case 1 353 psf 353 psf OK 6a) D+H+0.75(0.6W)+0.75L+0.75Lr: 6 k 0 k-in 0.0 in 7 in Case 1 452 psf 452 psf 6b) D+H+0.75(0.6W)+0.75L+0.75S: 6 k 0 k-in 0.0 in 7 in Case 1 481 psf 481 psf 7) 0.6D+0.6W: 1 k 0 k-in 0.0 in 7 in Case 1 92 psf 92 psf 8a) D+H+0.7E+0.7Eh 4 k 30 k-in 8.6 in 7 in Case 3 647 psf 0 psf 9a) D+H+0.525E+0.525Eh+0.75L+0.75S: 5 k 23 k-in 4.3 in 7 in Case 2 695 psf 167 psf 10a) 0.6D-0.7E+0.7E,: 2 k 1 30 k-in 1 15.5 in 1 7 in I Case 3 1 811 psf 1 0 psf Load Combinations for Allowable Stress Desi (ASD)per ASCE 7-16 Section 2.4 for Foot in Overturnin Y,Analysis Load Combinations: Axial Overturning Eccentricity Restoring Factor of Overturning Forces: Moment le, Moments: Safety Check 1) D: 3 k 0 k-in 0.0 in 72 k-in 100.00 2) D+H+L: 3 k 0 k-in 0.0 in 72 k-in 100.00 3a) D+H+Lr: 5 k 0 k-in 0.0 in 112 k-in 100.00 3b) D+H+S: 6 k 0 k-in 0.0 in 122 k-in 100.00 4a) D+H+0.75L+0.75Lr: 5 k 0 k-in 0.0 in 102 k-in 100.00 4b) D+H+0.75L+0.75S: 5 k 0 k-in 0.0 in 109 k-in 100.00 5) D+H+0.6W: 4 k 0 k-in 0.0 in 91 k-in 100.00 OK 6a) D+H+0.75(0.6W)+0.75L+0.75Lr: 6 k 0 k-in 0.0 in 116 k-in 100.00 6b) D+H+0.75(0.6W)+0.75L+0.75S: 6 k 0 k-in 0.0 in 124 k-in 100.00 7) 0.6D+0.6W: 3 k 0 k-in 0.0 in 33 k-in 100.00 8a) D+H+0.7Ev+0.7Et, 4 k 30 k-in 8.6 in 65 k-in 2.14 9a) D+H+0.525E+0.525Eh+0.75L+0.75S: 5 k 23 k-in 4.3 in 99 k-in 4.36 10a) 0.6D-0.7E,+0.7Et,: 3 k 1 30 k-in 1 8.8 in 1 38 k-in 1 1.3 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Milton Pg.No: G-36 AU E Address: 1200 Meridian Ave E Milton,WA 98354 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 22402 Calculation: Pay Station Ftg Design Load Combinations for Strength Design(LRFD)per ASCE 7-16 Section 2.3 for Net Factored Pressure Acting on the Footing Load Combinations: Axial Total Eccentricity Soil Pressure Forces: Moments: le, L/6 Dist. Case gmax gmin 1) IAD: 5 k 0 k-in 0.0 in 7 in Case 1 389 psf 389 psf 2a) 1.2D+1.6H+1.6L+0.5Lr: 5 k 0 k-in 0.0 in 7 in Case 1 412 psf 412 psf 2b) 1.2D+1.6H+1.6L+0.5S: 5 k 0 k-in 0.0 in 7 in Case 1 432 psf 432 psf 3a) 1.2D+1.6H+1.6Lr+L: 7 k 0 k-in 0.0 in 7 in Case 1 584 psf 584 psf 3b) 1.2D+1.6H+1.6S+L: 8 k 0 k-in 0.0 in 7 in Case 1 647 psf 647 psf 3c) 1.2D+1.6H+1.6Lr+0.5W: 8 k 0 k-in 0.0 in 7 in Case 1 647 psf 647 psf 3d) 1.2D+1.6H+1.6S+0.5W: 9 k 0 k-in 0.0 in 7 in Case 1 709 psf 709 psf 4a) 1.2D+1.6H+1.OW+L+0.5Lr: 7 k 0 k-in 0.0 in 7 in Case 1 537 psf 537 psf 4b) 1.2D+1.6H+1.OW+L+0.5S: 7 k 0 k-in 0.0 in 7 in Case 1 557 psf 557 psf 5) 0.9D+1.OW: 2 k 0 k-in 0.0 in 7 in Case 1 125 psf 125 psf 6a) 1.2D+1.6H+E+Eh+L+0.2S: 5 k 43 k-in 9.1 in 7 in Case 3 909 psf 0 psf 7a) 0.9D-E,-Eh 3 k 43 k-in 14.7 in 7 in Case 3 1069 psf 0 psf Load Combinations for Strength Design(LRFD)per ASCE 7-16 Section 2.3 for Induced Forces Acting on the Footing Length Load Combinations: Net Uplift R Dist.To R Mudownwud Forces Mu lift Vul Vu2 1) I AD: 0.5 k 0.391 ft 16 k-in 0 k 0 k-in 0.532 k 1.3 k 2a) 1.2D+1.6H+1.6L+0.5Lr: 0.6 k 0.391 ft 17 k-in 0 k 0 k-in 0.563 k 2.1 k 2b) 1.2D+1.6H+1.6L+0.5S: 0.6 k 0.391 ft 18 k-in 0 k 0 k-in 0.59 k 2.3 k 3a) 1.2D+1.6H+1.6Lr+L: 0.8 k 0.391 ft 24 k-in 0 k 0 k-in 0.799 k 4.2 k 3b) 1.2D+1.6H+1.6S+L: 0.9 k 0.391 ft 26 k-in 0 k 0 k-in 0.884 k 5.0 k 3c) 1.2D+1.6H+1.6Lr+0.5W: 0.9 k 0.391 ft 26 k-in 0 k 0 k-in 0.884 k 5.0 k 3d) 1.2D+1.6H+1.6S+0.5W: 1.0 k 0.391 ft 29 k-in 0 k 0 k-in 0.97 k 5.7 k 4a) 1.2D+1.6H+1.OW+L+0.5Lr: 0.7 k 0.391 ft 22 k-in 0 k 0 k-in 0.734 k 3.6 k 4b) 1.2D+1.6H+1.OW+L+0.5S: 0.8 k 0.391 ft 23 k-in 0 k 0 k-in 0.761 k 3.9 k 5) 0.9D+1.OW: 0.2 k 0.391 ft 5 k-in 0 k 0 k-in 0.171 k -0.7 k 6a) 1.2D+1.6H+E+Eh+L+0.2S: 1.2 k 0.391 ft 37 k-in 0 k 0 k-in 1.243 k 1.8 k 7a) 0.9D-Ev-Eh 1.5 k 0.391 ft 44 k-in 0 k 0 k-in 1.461 k 0.7 k Load Combinations for Strength Design(LRFD)per ASCE 7-16 Section 2.3 for Induced Forces Acting on the Footing Width Load Combinations: Net Uplift R Dist.To R Mudownwud Forces Mu lift Vul Vu2 1) I AD: 0.5 k 0.391 ft 16 k-in 0 k 0 k-in 0.5 k 1.3 k 2a) 1.2D+1.6H+1.6L+0.5Lr: 0.6 k 0.391 ft 17 k-in 0 k 0 k-in 0.6 k 2.1 k 2b) 1.2D+1.6H+1.6L+0.5S: 0.6 k 0.391 ft 18 k-in 0 k 0 k-in 0.6 k 2.3 k 3a) 1.2D+1.6H+1.6Lr+L: 0.8 k 0.391 ft 24 k-in 0 k 0 k-in 0.8 k 4.2 k 3b) 1.2D+1.6H+1.6S+L: 0.9 k 0.391 ft 26 k-in 0 k 0 k-in 0.9 k 5.0 k 3c) 1.2D+1.6H+1.6Lr+0.5W: 0.9 k 0.391 ft 26 k-in 0 k 0 k-in 0.9 k 5.0 k 3d) 1.2D+1.6H+1.6S+0.5W: 1.0 k 0.391 ft 29 k-in 0 k 0 k-in 1.0 k 5.7 k 4a) 1.2D+1.6H+1.OW+L+0.5Lr: 0.7 k 0.391 ft 22 k-in 0 k 0 k-in 0.7 k 3.6 k 4b) 1.2D+1.6H+1.OW+L+0.5S: 0.8 k 0.391 ft 23 k-in 0 k 0 k-in 0.8 k 3.9 k 5) 0.9D+1.OW: 0.2 k 0.391 ft 5 k-in 0 k 0 k-in 0.2 k -0.7 k 6a) 1.2D+1.6H+E+Eh+L+0.2S: 1.2 k 0.391 ft 37 k-in 0 k 0 k-in 1.2 k 1.8 k 7a) 0.9D-Ev-Eh 1.5 k 0.391 ft 44 k-in 0 k 0 k-in 1.5 k 0.7 k 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Milton Pg.No: G-37 AU E Address: 1200 Meridian Ave E Milton,WA 98354 Date: 5/9/24 Client: SDH Architects,LLC Job No.: 22402 Calculation: Pay Station Ftg Design Plain Concrete Checks for when Reinforcement is not Developed Past Critical Section Applicable: No 1-Way Shear Design-Plain Concrete(ACI 318-19 Section 14.5.5.1): Footing Length JAII loads are(LRFD) Factored Design Forces&Dimensions: Nominal Section Strength: Factored Shear Force,V.: 0.42 kips/ft. Ve_(a): 15.0 kips/ft. [ACI Tabie14.5.5.1(a)] Footing Properties: Shear strength reduction factor,O,,: 0.60 [ACI Table 21.2.1] Footing depth,h: 16 in Shear Design Strength,OvVn: 9.0 kips/ft. Conc.Cast Against Soil? Yes ACI 14.5.1.7 Design Check: Design Slab Depth,hdesig : 14 in. Factored Shear Force,V.: 0.4 kips Conc.comp.strength,Vc: 4500 psi Shear Design Strength,OvVn: 9.0 kips Factor for Ltw Conc,X: 1.00 ACI Table 19.2.4.2 0.046 OK I-Way Shear Design-Plain Concrete(ACI 318-19 Section 14.5.5.1): Footing Width JAII loads are(LRFD) Factored Design Forces&Dimensions: Nominal Section Strength: Factored Shear Force,V,,: 0.42 kips/ft. Ve_(a): 15.0 kips/ft. [ACI Tabie14.5.5.1(a)] Footing Properties: Shear strength reduction factor,0,: 0.60 [ACI Table 21.2.1] Footing depth,h: 16 in Shear Design Strength,OvVn: 9.0 kips/ft. Conc.Cast Against Soil? Yes ACI 14.5.1.7 Design Check: Design Slab Depth,hd,,i,,: 14 in. Factored Shear Force,V,,: 0.4 kips Conc.comp.strength,Vc: 4500 psi Shear Design Strength,�vVn: 9.0 kips Factor for Ltw Conc,X: 1.00 ACI Table 19.2.4.2 0.046 OK 2-Way"Punching"Shear Design-Plain Concrete(ACI 318-14 Section 14.5.5.1): JAII loads are(LRFD) Factored Design Forces&Dimensions: Nominal Section Strength: Factored Force,P.: 5.7 kips Perimeter of Punchout Block,bo: 82.3 in.[ACI 22.6.41 Ratio of Conc.load, 8: 71.57 [ACI Table 22.6.5.2] Vc-(b): 105.9 kips[ACI Table 14.5.5.1(b)] Ve_(e): 206.0 kips[ACI Table 14.5.5.1(c)] Slab Properties: Contr.Shear strength by concrete,Ve: 105.9 kips Slab depth,h: 16 in Shear strength reduction factor,0,: 0.60 [ACI Table 21.2.1] Conc.Cast Against Soil? Yes ACI 14.5.1.7 Shear Design Strength,0 Vn: 63.5 kips Design Slab Depth,hdesig : 14 in. Design Check: Conc.comp.strength,Vc: 4500 psi Factored Shear Force,V,,: 5.7 kips Factor for Ltw Conc,X: 1.00 [ACI Table 19.2.4.2] Shear Design Strength,�V,,: 63.5 kips 0.09 OK Flexural Design-Plain Concrete(ACI 318-19 Section 14.5.2.1): Footing Length JAII loads are(LRFD) Factored Design Forces&Dimensions: Nominal Section Stren tgth: Factored Moment,M.: 43.72 k-in/eff.Width Mn_(Tensions Face): 460.2 k-in/eff.Width Footing Properties: Mn-(Compression Face): 5248 k-in/eff.Width Slab depth,h: 16 in Moment strength reduction factor,of: 0.6 [ACI Table 21.2.1] Conc.Cast Against Soil? Yes ACI 14.5.1.7 Moment Design Strength,OfMn: 276.1 k-in/eff.Width Design Slab Depth,hdeS1p: 14 in. Effective Slab Width,b: 42 in. Design Check: Elastic Sect.Modulus,Sm: 1372 in Factored Moment,Mn: 43.7 k-in/eff.Width Conc.comp.strength,Vc: 4500 psi Moment Design Strength,�fMn: 276.1 k-in/eff.Width Factor for Ltw Conc,X: 1.00 ACI Table 19.2.4.2 0.16 OK Flexural Design-Plain Concrete(ACI 318-19 Section 14.5.2.1): Footing Width JAII loads are(LRFD) Factored Design Forces&Dimensions: Nominal Section Strength: Factored Moment,M.: 43.72 k-in/eff.Width M,L(Tensions Face): 460.2 k-in/eff.Width Footing Properties: M_(C",,,p,ession Face): 5248 k-in/eff.Width Slab depth,h: 16 in Moment strength reduction factor,of: 0.6 [ACI Table 21.2.1] Conc.Cast Against Soil? Yes ACI 14.5.1.7 Moment Design Strength,$fMn: 276.1 k-in/eff.Width Design Slab Depth,hde51p: 14 in. Effective Slab Width,b: 42 in. Design Check: Elastic Sect.Modulus,S.: 1372 in Factored Moment,M.: 43.7 k-in/eff.Width Conc.comp.strength,Vc: 4500 psi Moment Design Strength,$fMn: 276.1 k-in/eff.Width Factor for Ltw Conc,X: 1.00 ACI Table 19.2.4.2 0.16 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Milton Pg.No: G-38 Address: 1200 Meridian Ave E Milton,WA 98354 Date: 5/9/24 AU E Client: SDH Architects,LLC Job No.: 22402 GEOTECHNICAL ENGINEERING REPORT ARLINGTON COMMERCIAL DEVELOPMENT 7530 204T" STREET NE ARLINGTON, WASHINGTON ZGA Project No. 2760.01 March 28, 2024 Prepared for: WET RABBIT, LLC vT I.L .�1 Prepared by: ZipperGeo Geoprofessional Consultants 19019 36th Avenue W., Suite E Lynnwood, WA 98036 Zipp Geo Geoprofessional Consultants ZGA Project No. 2760.01 March 28, 2024 Wet Rabbit, LLC 3213 West Wheeler Street, #750 Seattle, Washington 98199 Attention: Mr. Chris McClure Subject: Geotechnical Engineering Report Arlington Commercial Development 7530 204t"Street NE Arlington, Washington 98223 Parcel Numbers 310514-001-006-00 and 310514-001-010-00 Dear Mr. McClure, In accordance with your request and written authorization,Zipper Geo Associates, LLC(ZGA) has completed the subsurface evaluation and geotechnical engineering report for the above-referenced project. This report presents the findings of the subsurface evaluation and geotechnical recommendations for the project design and construction.Our services have been completed in general accordance with our Proposal for Geotechnical Services (Proposal No. P23120) dated September 22, 2023. Written authorization to proceed was provided by you on September 22, 2023. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report,or if we may be of further service, please contact us. Sincerely, Zipper Geo Associates, LLC 0Cf W ashA. co O�oR wA ti G,P 4 atAm—A - c ,n s• x 2 � t�� 3128124 •off 38384 3128124 hied o�o RIN At, .LAMES P. (3EORllIS James P. Georgis, L.E.G. Robert A. Ross, P.E. Principal Principal 19019 36t"Avenue West, Suite E Lynnwood, WA 98036 (425) 582-9928 TABLE OF CONTENTS Page 1.0 INTRODUCTION .....................................................................................................................1 1.1 Site Description........................................................................................................................ 1 1.2 Project Understanding.............................................................................................................2 2.0 SUBSURFACE CONDITIONS.....................................................................................................2 2.1 Published Geologic Information..............................................................................................2 2.2 Soil Conditions.........................................................................................................................2 2.3 Groundwater Conditions.........................................................................................................3 3.0 CONCLUSIONS AND RECOMMENDATIONS..............................................................................4 3.1 General ....................................................................................................................................4 3.2 Seismic Design Considerations................................................................................................5 3.3 Site Preparation.......................................................................................................................7 3.4 Structural Fill............................................................................................................................9 3.5 Utility Trenching and Backfilling............................................................................................11 3.6 Temporary Shoring................................................................................................................12 3.7 Temporary and Permanent Slopes........................................................................................12 3.8 Corrosion Considerations ......................................................................................................13 3.9 Shallow Foundations..............................................................................................................13 3.10 On-Grade Concrete Floor Slabs.............................................................................................14 3.11 Mat Foundation Option.........................................................................................................15 3.12 Backfilled Walls......................................................................................................................17 3.13 Drainage Considerations........................................................................................................17 3.14 Infiltration Considerations.....................................................................................................18 3.15 Pavements.............................................................................................................................20 4.0 CLOSURE..............................................................................................................................21 FIGURES Figure 1—Site and Exploration Plan APPENDICES Appendix A—Subsurface Exploration Procedures and Logs Appendix B—Laboratory Testing Procedures and Results GEOTECHNICAL ENGINEERING REPORT ARLINGTON COMMERCIAL DEVELOPMENT 7530 204T" STREET NE ARLINGTON, WASHINGTON Project No. 2760.01 March 28, 2024 1.0 INTRODUCTION This report presents the surface and subsurface conditions encountered at the site and our geotechnical engineering recommendations for the proposed Arlington Commercial Development. Our scope of services included reviewing readily available geologic data, a site reconnaissance, subsurface evaluation, laboratory testing, geotechnical engineering analysis, and preparation of this report. The project description,site conditions, and our geotechnical conclusions and recommendations are presented in the text of this report. Supporting data including detailed exploration logs and field exploration procedures and the results of laboratory testing are presented as appendices. 1.1 Site Description The site is comprised of two adjoining Snohomish County tax parcels. Tax Parcel 310514-001-006-00 is a developed site with a property address of 7530 204th Street NE in Arlington, Washington. According to Snohomish County Assessor's records, the developed parcel encompasses 0.86 acres of relatively level land with an unoccupied commercial building formerly occupied by Arlington Family Medicine located in the southeastern portion of the parcel. The building is a 3,520 square foot, one-story, wood-framed structure reportedly build in 1984.Asphalt surfaced drive lanes and parking are found to the north,west, and south of the commercial building.The development is services by underground utilities and includes a stormwater system. Vegetation includes ornamental plantings in parking lot islands and around the building, a row of large trees along the west and south property lines which appear to serve as a wind block, and a lawn south of the building. Asphalt pavements near the west and south rows of trees exhibit moderate root damage. Tax Parcel 310514-001-010-00 is a relatively level, undeveloped site located east of and adjoining the southern portion of the above discussed developed parcel's east property line. The parcel is irregular in shape and according to Snohomish County Assessor's records encompasses 0.81 acres. It appears that some underground utilities may be located near the east property line. Vegetation within the undeveloped parcel primarily consists of well-developed tall grasses with dense blackberry brush along its west and north property lines. A roughly "L" shaped drainage ditch is located along the northern portion of the developed parcels east property line and along the entire north property line of the undeveloped parcel. Running water of about 3 to 4 inches deep was observed in the drainage ditch during our site reconnaissance. The enclosed Site and Exploration Plan, Figure 1, includes an aerial photograph of the subject parcels. Page 1 Arlington Commercial Development ZipperGeo ZGA Project No. 2760.01 March 28, 2024 Geoprofessional Consultants 1.2 Project Understanding We understand that Wet Rabbit, LLC intends to redevelop the currently vacant developed parcel (310514- 001-006-00) with a new Wet Rabbit-branded car wash facility. We understand that redevelopment will generally include demolition of the existing structure, minor regrading, construction of a new drive-thru car wash tunnel in the west-central west side of the site, and reconfiguration and repaving of the parking lot and drive lanes. We understand that development of the currently undeveloped parcel (310514-001- 010-00) may include a one-story Quick Service Restaurant (QSR) or similar commercial development. Lightly loaded shallow foundations with slab-on-grade floors are anticipated. We understand that stormwater management design will be completed in accordance with the 2014 Washington State Department of Ecology (Ecology) Stormwater Management Manual for Western Washington (Stormwater Manual).We understand that a below grade infiltration gallery is planned in the east-central portion of the western developed parcel with a bottom of facility elevation of about 122.5 feet. We understand that a stormwater infiltration pond is planned in the western portion of the eastern undeveloped parcel with a bottom of pond elevation of about 124 feet. 2.0 SUBSURFACE CONDITIONS 2.1 Published Geologic Information We assessed the geologic setting of site and the surrounding vicinity by reviewing the Geologic Map of the Arlington West Quadrangle, Snohomish County, Washington (US Geological Survey, Map MF-1740, 1985). The published geologic mapping shows the site is underlain by Vashon Recessional Outwash, Marysville Sand Member. The Marysville Sand Member is described as mostly well-drained, stratified to massive outwash sand, with some fine gravel, and some areas of silt and clay. The sediments were deposited by melt water flowing south from the stagnating and receding Vashon glacier. The outwash is reported to have a maximum thickness of about 140 feet. Subsurface conditions disclosed by the explorations advanced for this evaluation are consistent with the published mapping. 2.2 Soil Conditions The subsurface evaluation completed by ZGA for this project included four borings (13-1 through 13-4) and one cone penetrometer test (CPT-01). CPT-01 was completed near the center of the proposed car wash development(currently developed western parcel) and extended to a depth of about 60 feet below grade. The CPT exploration included seismic shear wave velocity measurements. Borings B-1 and B-2 were completed in the north and south portions of the western parcel's existing parking lot, respectively, and extended about 36% feet below grade. Borings B-3 and B-4 were completed in the undeveloped eastern parcel and extended about 31%to 36% feet below grade. Groundwater monitoring wells were installed in borings B-1 through B-3 to evaluate changes in groundwater levels through the wet season. The enclosed Site and Exploration Plan, Figure 1, presents the approximate locations of our subsurface explorations completed for this project. Soil samples recovered from the borings were visually classified in general accordance with the Explanation of Exploration Logs enclosed in Appendix A. Detailed, descriptive logs of the subsurface explorations and the procedures utilized in the subsurface exploration program are also presented in Page 2 Arlington Commercial Development ZipperGeo ZGA Project No. 2760.01 March 28, 2024 Geoprofessional Consultants Appendix A. In general, our explorations disclosed asphalt pavement and topsoil over recessional glacial outwash deposits interpreted as the Marysville Sand Member.Generalized descriptions of subsurface soil conditions observed at the exploration locations are presented below. 2.2.1 Pavement Section Borings B-1 and B-2 were completed in the parking lot of the western parcel and encountered about 2 inches of asphalt.The thickness of the pavement at the CPT location could not be accurately determined due to the small diameter of the conical probe used to complete the exploration. 2.2.2 Topsoil Borings B-3 and B-4 were completed in the undeveloped eastern parcel and encountered about 3 to 4 inches of topsoil. In general,the topsoil consisted of loose, brown sand with silt and abundant fine roots. 2.2.3 Glacial Recessional Outwash Soil interpreted as glacial recessional outwash deposits of the Marysville Sand Member were encountered below the pavement in the western parcel and below the topsoil in the eastern undeveloped parcel.The glacial outwash deposits extended to the maximum depth explored of 36%feet in the borings and 60 feet in the CPT. In general, the upper 5 to 7%2 feet of the outwash consists of loose to medium dense sand with variable silt and silt with variable sand content.Soil mottling was observed in some of the samples collected in this depth range. From about 5 to 7% feet down to about 15 to 17% feet, the outwash generally consists of medium dense to very dense gravelly sand to sandy gravel with trace to some silt. From about 15 to 17% feet to the maximum depth explored at 60 feet below grade, the outwash generally consists of loose to medium dense sand with trace to some silt. 2.3 Groundwater Conditions Groundwater was observed in borings B-1 through B-3 about 25 to 30 feet below grade at the time of drilling. Groundwater monitoring wells were installed in borings B-1 through B-3. Groundwater monitoring well readings are typically more accurate than groundwater depth estimates completed at the time of drilling and are presented in the table below. Groundwater Monitoring Well Data Boring Approx.Surface Date of Groundwater Approx.Depth to Approx.Groundwater Number Elevation (ft) Measurement Groundwater(ft) Elevation(ft) 10/17/23 25.41 102.21 10/19/23 25.81 101.81 11/13/23 25.23 102.39 B-1 127.62 12/19/23 24.73 102.89 01/24/24 12.98 114.64 02/16/24 11.91 115.71 03/26/24 10.64 116.98 Page 3 Arlington Commercial Development ZipperGeo ZGA Project No. 2760.01 March 28, 2024 Geoprofessional Consultants Groundwater Monitoring Well Data Boring Approx.Surface Date of Groundwater Approx.Depth to Approx.Groundwater Number Elevation (ft) Measurement Groundwater(ft) Elevation(ft) 10/17/23 27.37 102.42 10/19/23 27.18 102.61 11/13/23 27.41 102.38 B-2 129.79 12/19/23 23.91 105.88 01/24/24 16.50 113.29 02/16/24 14.41 115.38 03/26/24 13.37 116.42 10/17/23 28.62 103.38 10/19/23 28.83 103.17 11/13/23 28.65 103.35 B-3 132.00 12/19/23 24.70 107.30 01/24/24 17.05 114.95 02/16/24 15.61 116.39 03/26/24 14.75 117.25 Ground surface elevations at the exploration locations are based on survey data provided by PacLand. Groundwater levels, flow rates and soil moisture conditions should be expected to vary throughout the year. Fluctuations of the groundwater levels will likely occur due to seasonal variations in the amount of rainfall, runoff and other factors not evident at the time the explorations were performed. Therefore, groundwater levels during construction or at other times in the life of the development should be expected to vary. 3.0 CONCLUSIONS AND RECOMMENDATIONS 3.1 General Based on the results of our subsurface explorations, laboratory testing, and geotechnical engineering analyses, we conclude that the proposed development is feasible from a geotechnical standpoint, contingent on proper design and construction practices. The explorations completed for our evaluation encountered soils susceptible to seismic induced liquefaction settlements.This condition requires special design considerations, as discussed below. The liquefaction potential of the development was evaluated in accordance with the 2018 International Building Code (IBC). Based on our analysis, we estimate total seismic settlements of approximately 3 to 3% inches could occur during the design earthquake. We estimate differential seismic settlements of approximately 1% to 1% inches over a horizontal distance of 40 feet. In our experience, these levels of total and differential seismic settlement are typically considered expectable for most structures from a collapse prevention perspective, but should be evaluated by the owner relative to risk management and the project structural engineer relative to 2018 IBC design requirements and the specific building design being considered. If these levels of potential seismic settlement are not considered acceptable for conventional spread footings, we recommend that a mat foundation be considered. Due to the presence Page 4 Arlington Commercial Development ZipperGeo ZGA Project No. 2760.01 March 28, 2024 Geoprofessional Consultants of about 10 to 15 feet of dense to very dense gravelly soils above the potential zone of liquefaction,ground improvement methods, such as stone columns, are not recommended for liquefaction mitigation at this site. This report includes geotechnical design recommendations for both conventional spread and mat foundation options. Geotechnical engineering recommendations for foundation systems and other earthwork related phases of the project are outlined below. The recommendations contained in this report are based upon the results of field and laboratory testing(which are presented in Appendices A and B), engineering analyses, and our current understanding of the proposed project. ASTM and Washington State Department of Transportation (WSDOT) specification codes cited herein respectively refer to the current manual published by the American Society for Testing & Materials and the current edition of the Standard Specifications for Road, Bridge, and Municipal Construction, (M41-10). 3.2 Seismic Design Considerations The seismic performance of the proposed development was evaluated relative to seismic hazards resulting from ground shaking associated with a design seismic event with a 2,475-year return period determined in accordance with the 2018 International Building Code (IBC). Conformance to the above criteria for seismic excitation does not constitute any kind of guarantee or assurance that significant structural damage or ground failure will not occur if a maximum level earthquake occurs.The primary goal of the IBC seismic design procedure is to protect life and not to avoid all damage, since such design may be economically prohibitive. Following a major earthquake, a building may be damaged beyond repair, yet not collapse. 3.2.1 Ground Fault Rupture Based on review of the United States Geological Survey Quaternary Fault and Fold Database of the United States there are no mapped Quaternary faults within 10 miles of the site. It is our opinion that the risk of ground surface rupture at the site is low. 3.2.2 Landsliding Based on the relatively level topography of the site and surrounding vicinity, it is our opinion that the risk of earthquake-induced landsliding is low. 3.2.3 Liquefaction Liquefaction is a phenomenon wherein saturated cohesionless soils build up excess pore water pressures during earthquake loading. Liquefaction typically occurs in loose soils, but may occur in denser soils if the ground shaking is sufficiently strong. ZGA completed a liquefaction analysis in general accordance with the 2018 IBC and ASCE 7-16. Specifically, our analysis used the following primary seismic ground motion parameters. • A Maximum Considered Earthquake Geometric Mean (MCEG) Peak Ground Acceleration of 0.441g, based on Figure 22-9 of ASCE 7-16. Page 5 Arlington Commercial Development ZipperGeo ZGA Project No. 2760.01 March 28, 2024 Geoprofessional Consultants • A Modified Peak Ground Acceleration (PGQ of 0.511g based on Site Class D, per Section 11.8.3 of ASCE 7-16 (Site Class modification to MCEG without regard to liquefaction in accordance with Sections 11.4.8 and 20.3.1 of ASCE 7-16). • A Geometric Mean Magnitude of 6.8 based on 2014 USGS National Seismic Hazard Mapping Project deaggregation data for a seismic event with a 2% probability of exceedance in 50 years (2,475 year return period). Our liquefaction analysis was completed using the computer program CLiq (Version 3.5.2.10) developed by GeoLogismiki. Our analysis was based on CPT-1 completed to a depth of about 60 feet below existing grade. The approximate exploration location is shown on the enclosed Site and Exploration Plans, Figure 1. Our analysis indicates the potential for liquefaction below the groundwater table,which was modeled at a median depth of 20 feet below grade in our analysis. 3.2.3.1 Liquefaction Settlement Based on our analyses, we estimate a total seismic settlement of approximately 3 to 3% inches. We estimate a differential seismic settlement of approximately 1%to 1% inches over a horizontal distance of 40 feet. If these levels of seismic induced liquefaction settlement are not acceptable for conventional spread footings,we recommend that a mat foundation be considered as discussed in subsequent sections of this report. 3.2.3.2 Lateral Spread Lateral spreading is a phenomenon in which soil deposits which underlie a site can experience significant lateral displacements associated with the reduction in soil strength caused by soil liquefaction. This phenomenon tends to occur most commonly at sites where the soil deposits can flow toward a "free- face", such as a water body. Given the relatively level nature of the site and lack of a free-face condition, it is our opinion that the potential for distress at the site from lateral spreading is low. 3.2.4 IBC Seismic Design Parameters Per the 2018 IBC seismic design procedures and ASCE 7-16,the presence of liquefiable soils requires a Site Class definition of F. However, through reference to Sections 11.4.8 and 20.3.1 of ASCE 7-16, the 2018 IBC allows site coefficients Fa and F" to be determined assuming that liquefaction does not occur for structures with fundamental periods of vibration less than 0.5 seconds. Based on the results of the field evaluation, Site Class D may be used to determine the values of Fa and F" in accordance with Sections 11.4.8 and 20.3.1 of ASCE 7-16. If exceptions for Site Class D presented in Section 11.4.8 of ASCE 7-16 do not apply, a ground motion hazard analysis may be required. IBC Seismic Design Criteria Parameter Value 2018 International Building Code Site Classification(I13C)1 Site Class F 2,3 Site Latitude/Longitude 48.1803/-122.1283 Spectral Short-Period Acceleration,Ss 1.038g Page 6 Arlington Commercial Development ZipperGeo ZGA Project No. 2760.01 March 28, 2024 Geoprofessional Consultants IBC Seismic Design Criteria Parameter Value Spectral 1-Second Acceleration,Si 0.371g Site Coefficient for a Short Period,FA 1.085 Site Coefficient for a 1-Second Period, Fv See ASCE Section 11.4.8 Spectral Acceleration for a 0.2-Second Period,SMs 1.126g Spectral Acceleration for a 1-Second Period,SMi See ASCE Section 11.4.8 Design Short-Period Spectral Acceleration,Sos 0.751g Design 1-Second Spectral Acceleration,Soi See ASCE Section 11.4.8 1. IBC Site Class is based on the average characteristics of the upper 100 feet of the subsurface profile. 2. The explorations completed for this study extended to a maximum depth of about 60 feet below grade. ZGA therefore determined the Site Class assuming that medium dense to dense glacial outwash soils with an average n value greater than 15 extend to 100 feet as suggested by published geologic maps for the project area. 3. Per the 2018 International Building Code and ASCE 7-16, Chapter 20, any profile containing soils vulnerable to potential failure or collapse under seismic loading such as liquefiable soils. 3.3 Site Preparation 3.3.1 Existing Structure Removal The western parcel is currently developed with an unoccupied commercial building with associated asphalt pavement and concrete flatwork. After the building is removed, we recommend that any remaining foundation elements or other below grade structures, if encountered, be demolished and removed from the proposed development areas. We recommend that the resulting excavation be backfilled with compacted structural fill. 3.3.2 Existing Utility Removal We recommend that all underground utilities within the prosed building pad be completely removed. Utility pipes outside the building envelope could be abandoned in place, provided they are fully grouted with controlled density fill (CDF) and the trench backfill is density tested to verify that it meets the compaction levels presented in the project specifications. Localized excavations made for removal of utilities or existing unsuitable trench backfill should be backfilled with structural fill as outlined in the following section of this report. 3.3.3 Erosion Control Measures Stripped surfaces and soil stockpiles are typically a source of runoff sediments. We recommend that silt fences, berms, and/or swales be installed around the downslope side of stripped areas and stockpiles in order to capture runoff water and sediment. If earthwork occurs during wet weather, we recommend that all stripped surfaces be covered with straw to reduce runoff erosion, whereas soil stockpiles should be protected with anchored plastic sheeting. Page 7 Arlington Commercial Development ZipperGeo ZGA Project No. 2760.01 March 28, 2024 Geoprofessional Consultants 3.3.4 Temporary Drainage Stripping, excavation,grading,and subgrade preparation should be performed in a manner and sequence that will provide drainage at all times and provide proper control of erosion. The upper 5 to 7% feet of the site soils have a moderate fines (silt and clay) content and are therefore susceptible to disturbance and erosion when wet. The site should be graded to prevent water from ponding in construction areas and/or flowing into and/or over excavations. Exposed grades should be crowned, sloped, and smooth- drum rolled at the end of each day to facilitate drainage if inclement weather is forecasted. Accumulated water must be removed from subgrades and work areas immediately and prior to performing further work in the area. Equipment access may be limited, and the amount of soil rendered unfit for use as structural fill may be greatly increased if drainage efforts are not accomplished in a timely manner. 3.3.5 Clearing and Stripping Vegetation in the western developed parcel includes ornamental plantings in parking lot islands and around the building, a row of large trees along the west and south property lines which appear to serve as a wind block, and a lawn south of the building. Asphalt pavements near the west and south rows of trees exhibit moderate root damage. We anticipate that clearing and stripping depths on the order of 6 to 12 inches may be required in landscaped areas. Deeper excavations may be needed to remove tree roots along the south and west sides of the site. Vegetation within the undeveloped eastern parcel primarily consists of well-developed tall grasses with dense blackberry brush along its west and north property lines. Based on borings B-3 and B-4,we anticipate topsoil stripping depths on the order of 4 to 6 inches in the eastern parcel. Any excavations that extend below finish grades should be backfilled with structural fill as outlined subsequently in this report. 3.3.6 Subgrade Preparation and Protection Once site preparation is complete, all areas that do not require over-excavation and are at design subgrade elevation or areas that will receive new structural fill should be compacted to a firm and unyielding condition, and to achieve the recommended compaction level within the upper 12 inches of exposed subgrade soil presented in Section 3.5.6 of this report. Some moisture conditioning of site soils may be required to achieve a moisture content appropriate for compaction. This is generally within ±2 percent of the soil's optimum moisture content determined in accordance with ASTM D 1557 test procedure. Our laboratory testing indicates that, at the time our explorations were completed, in-situ moisture contents collected from the upper 5 feet of the site range from about 5 to 29 percent. As a result, we expect that moisture conditioning of site soils during construction will be required to achieve suitable moisture contents(plus or minus two percent of optimum)for compaction. Earthwork should be completed during drier periods of the year when soil moisture content can be controlled by aeration and drying if possible. If earthwork or construction activities take place during extended periods of wet weather, it will be difficult to achieve a firm, non-yielding surface and recommended compaction levels. In the event the exposed subgrade becomes unstable, yielding, or unable to be compacted due to high moisture conditions, we recommend that the materials be removed to a sufficient depth in order to develop stable subgrade soils that can be compacted to the minimum Page 8 Arlington Commercial Development ZipperGeo ZGA Project No. 2760.01 March 28, 2024 Geoprofessional Consultants recommended levels.The severity of construction problems will be dependent,in part,on the precautions that are taken by the contractor to protect the subgrade soils. Once compacted, subgrades should be evaluated through density testing and proof rolling with a loaded dump truck or heavy rubber-tired construction equipment weighing at least 20 tons to assess the subgrade adequacy and to detect soft and/or yielding soils. In the event that compaction fails to meet the specified criteria, the upper 12 inches of subgrade should be scarified, and moisture conditioned as necessary to obtain the specified compaction level. Those soils which are soft, yielding, or unable to be compacted to the specified criteria should be over-excavated and replaced with suitable material as recommended in the Structural Fill section of this report. To protect stable subgrades in the wet season, we recommend using crushed rock. The thickness of the protective layer should be determined at the time of construction and be based on the moisture condition of the soil and the amount of anticipated traffic. 3.3.7 Freezing Conditions If earthwork takes place during freezing conditions, all exposed subgrades should be allowed to thaw and then be compacted prior to placing subsequent lifts of structural fill or pouring foundations. Alternatively, the frozen material could be stripped from the subgrade to expose unfrozen soil prior to placing subsequent lifts of fill or foundation components. The frozen soil should not be reused as structural fill until allowed to thaw and adjusted to the proper moisture content, which may not be possible during winter months. 3.4 Structural Fill Structural fill includes any material placed below foundations, floor slabs, and pavement sections, within utility trenches, and behind retaining walls. Prior to the placement of structural fill,all surfaces to receive fill should be prepared as previously recommended in the Site Preparation section of this report. 3.4.1 Laboratory Testing Representative samples of on-site and imported soils to be used as structural fill should be submitted for laboratory testing at least four days in advance of its intended use and required density testing in order to complete the necessary Proctor tests. 3.4.2 Re-Use of Site Soils as Structural Fill It is our opinion that the soils encountered on the site are adequate for reuse as structural fill from a compositional standpoint provided it is placed and compacted in accordance with the recommendations presented in this report. Our laboratory testing indicates that, at the time our explorations were completed, in-situ moisture contents collected from the upper 5 feet of the site range from about 5 to 29 percent. As a result, we expect that some moisture conditioning during construction of site soils will be required to achieve suitable moisture contents (plus or minus two percent of optimum) for compaction. Drying of over-optimum moisture soils may be achieved by scarifying or windrowing surficial materials during extended periods of dry weather. If encountered, soils which are dry of optimum may be Page 9 Arlington Commercial Development ZipperGeo ZGA Project No. 2760.01 March 28, 2024 Geoprofessional Consultants moistened through the application of water and thorough blending to facilitate a uniform moisture distribution in the soil prior to compaction. We recommend that site soils used as structural fill have less than 4 percent organics by weight, have no woody debris greater than %-inch in diameter, and contain no other deleterious materials. We recommend that all pieces of organic material greater than %-inch in diameter be picked out of the fill before it is placed and compacted. Deleterious debris includes waste building materials, organics, trash, and asphalt and, if encountered, it should be removed from the soil prior to its reuse as structural fill. 3.4.3 Imported Structural Fill If additional material is required for grading and fills, the appropriate type of imported structural fill will depend on the weather conditions. During extended periods of dry weather, we recommend imported fill meet the requirements of Common Borrow, Options 1 or 2 as specified in Section 9-03.14(3) of the 2023 Washington State Department of Transportation, Standard Specifications for Road, Bridge, and Municipal Construction (WSDOT Standard Specifications). The on-site soils would generally be classified as Common Borrow. During wet weather, higher-quality (lower fines content) structural fill might be required, as Common Borrow may contain sufficient fines to be moisture sensitive. During wet weather we recommend that imported structural fill meet the requirements of Gravel Borrow as specified in Section 9-03.14(1) of the 2023 WSDOT Standard Specifications. 3.4.4 Moisture Content The suitability of soil for use as structural fill will depend on the prevailing weather at the time of construction,the moisture content of the soil, and the fines content(that portion passing the U.S. No. 200 sieve) of the soil. As the amount of fines increases, the soil becomes increasingly sensitive to small changes in moisture content. Soils containing more than about 5 percent fines (such as most of the on- site soils encountered in the upper 2 feet of the site)cannot be consistently compacted to the appropriate levels when the moisture content is more than approximately 2 percent above or below the optimum moisture content (per ASTM D1557). Optimum moisture content is that moisture content which results in the greatest compacted dry density with a specified compactive effort. The moisture content of fill at the time of placement should be within plus or minus 2 percent of optimum moisture content for compaction as determined by the ASTM D1557 test method. 3.4.5 Fill Placement We recommend that structural fill be placed in horizontal lifts not exceeding 8 inches in loose thickness and each lift of fill be compacted using compaction equipment suitable for the soil type and lift thickness to the minimum levels recommended below based on the maximum laboratory dry density as determined by the ASTM D1557 Modified Proctor Compaction Test. 3.4.6 Compaction Criteria Our recommendations for soil compaction are summarized in the following table. We recommend that a geotechnical engineer be present during grading so that an adequate number of density tests may be conducted as structural fill placement occurs. Page 10 Arlington Commercial Development ZipperGeo ZGA Project No. 2760.01 March 28, 2024 Geoprofessional Consultants RECOMMENDED SOIL COMPACTION LEVELS Location Minimum Percent Compaction* All fill below building floor slabs and foundations 95 Upper 2 feet of fill below exterior slabs and pavements 95 Pavement and exterior slab fill below two feet 92 Upper two feet of utility trench backfill 95 Utility trenches below two feet 92 Landscape areas 90 * ASTM D1557 Modified Proctor Maximum Dry Density 3.5 Utility Trenching and Backfilling We recommend that utility trenching conforms to all applicable federal, state, and local regulations, such as OSHA and WISHA, for open excavations. Trench excavation safety guidelines are presented in WAC Chapter 296-155 and WISHA RCW Chapter 49.17. 3.5.1 Trench Dewatering Groundwater was encountered in borings B-1 through B-3 at depths of about 25 to 30 feet below existing grade at the time of our evaluation. As such, significant construction dewatering associated with utility installations is not anticipated. However, some excavations for utilities and underground structures may encounter zones of perched groundwater that may develop above lower permeability layers in the site outwash soils.The amount of perched groundwater seepage that may be encountered in site excavations will likely be a function of the time of year,the size of the excavation,the excavation depth,and how long the excavation remains open. The type and extent of dewatering measures needed, if any, will be a function of the groundwater conditions at the time of construction. Temporary systems could include pumped sumps, wellpoints, or pumped wells. If dewatering becomes necessary,the appropriate type of dewatering system and means of water disposal should be determined by the contractor based on the conditions encountered. 3.5.2 Utility Subgrade Preparation We recommend that all utility subgrades be firm and unyielding and free of soils that are loose,disturbed, or pumping. Soils that pump or yield should be removed and replaced. All structural fill used to replace over-excavated soils should be compacted as recommended in the Structural Fill section of this report. 3.5.3 Bedding and Initial Backfill We recommend that a minimum of 4 inches of bedding material be placed above and below all utilities or in general accordance with the utility manufacturer's recommendations and local ordinances. We recommend that pipe bedding consist of Gravel Backfill for Pipe Zone Bedding as specified in Section 9- 03.12(3) of the 2023 WSDOT Standard Specifications. All trenches should be wide enough to allow for compaction around the haunches of the pipe, or material such as pea gravel should be used below the Page 11 Arlington Commercial Development ZipperGeo ZGA Project No. 2760.01 March 28, 2024 Geoprofessional Consultants spring line of the pipes to eliminate the need for mechanical compaction in this portion of the trenches. If water is encountered in the excavations, it should be removed prior to fill placement. 3.5.4 Trench Backfill Materials, placement and compaction of utility trench backfill should be in accordance with the recommendations presented in the Structural Fill section of this report. In our opinion, the initial lift thickness should not exceed 1 foot unless recommended by the manufacturer to protect utilities from damage by compacting equipment. Light, hand operated compaction equipment may be utilized directly above utilities if damage resulting from heavier compaction equipment is of concern. 3.6 Temporary Shoring We recommend that temporary shoring systems be used where excavations will be located adjacent to existing foundations, property lines, roadways or utilities, or where ground loss could damage existing facilities. A trench box is one type of support system which might be used. The zone between the trench box and the excavation face should be backfilled as necessary to limit ground movements. As an alternative, braced or unbraced shoring of various types could be considered. 3.7 Temporary and Permanent Slopes Temporary excavation slope stability is a function of many factors, including: • The presence and abundance of groundwater; • The type and density of the various soil strata; • The depth of cut; • Surcharge loadings adjacent to the excavation; and • The length of time the excavation remains open. It is exceedingly difficult under the variable circumstances to pre-establish a safe and "maintenance-free" temporary cut slope angle. For planning purposes, temporary cuts in loose soils on the order of 1.5H:1V and temporary cuts in medium dense to very dense soils on the order of 1H:1V could be considered. These planning level temporary cut slope inclinations assume a drained condition. Flatter slopes may be needed if groundwater seepage is present. However, it should be the responsibility of the contractor to maintain safe temporary slope configurations since the contractor is continuously at the job site, able to observe the nature and condition of the cut slopes,and able to monitor the subsurface materials and groundwater conditions encountered. Unsupported vertical slopes or cuts deeper than 4 feet are not recommended. The cuts should be adequately sloped, shored, or supported to prevent injury to personnel from local sloughing and spalling.The excavation should conform to applicable Federal,State, and Local regulations. According to Chapter 296-155 of the Washington Administrative Code(WAC),the contractor should make a determination of excavation side slopes based on classification of soils encountered at the time of excavation. Temporary cuts may need to be constructed at flatter angles based upon the soil moisture, soil density, and groundwater conditions at the time of construction. Adjustments to the slope angles should be determined by the contractor at that time. Page 12 Arlington Commercial Development ZipperGeo ZGA Project No. 2760.01 March 28, 2024 Geoprofessional Consultants We recommend that all permanent cut or fill slopes constructed in native or properly compacted fill soils be designed at a 2H:1V(Horizontal:Vertical) inclination or flatter. All permanent cut and fill slopes should be adequately protected from erosion both temporarily and permanently. 3.8 Corrosion Considerations Soils in the vicinity of the project site are considered to be very slightly corrosive to concrete and are not typically associated with high sulfate contents. As such, the relative degree of sulfate attack would be considered negligible and ASTM Type 1/11 Portland cement is suitable for all concrete below and at grade. 3.9 Shallow Foundations Based on our analyses, it is geotechnically feasible to support the proposed buildings on conventional shallow footings provided that foundation subgrades are properly prepared. We anticipate that foundation subgrade soils will generally consist of loose to medium dense sand with variable silt content. Our analyses indicate the potential for liquefaction induced settlement due to ground vibrations associated with the 2018 IBC design seismic event with a return period of 2,475 years. The foundation recommendations presented below assume that the levels of potential seismic settlement presented in Seismic Design Considerations section of this report (total seismic settlement of approximately 3 to 3% inches and differential seismic settlement of approximately 1%to 1% inches over a horizontal distance of 40 feet) are considered acceptable and meet the Life Safety and Collapse Performance objectives of the 2018 1 BC. If these conditions and levels of seismic settlement are not acceptable for the planned building, we recommend that the mat foundation option presented in this report be utilized to mitigate potential seismic settlements. However, if a mat foundation is utilized for the building, the spread foundation recommendations presented below may be used for ancillary structures determined by the structural engineer and owner to be less sensitive to potential seismic settlements. 3.9.1 Foundation Subgrade Preparation We recommend that the subgrade exposed at the bottom of foundation excavations be compacted to a firm and non-yielding condition and to at least 95 percent of the modified Proctor maximum dry density determined in accordance with ASTM D 1557. If the exposed subgrade cannot be compacted to the required density,we recommend that it be removed to a depth of 12 inches and be replaced with WSDOT Standard Specification Section 9-03.9(3),Crushed Surfacing Base Course compacted to at least 95 percent of the modified Proctor maximum dry density. We recommend that the over-excavation extend outside the limits of the footings a distance equal to the depth of over-excavation. 3.9.2 Allowable Bearing Pressure Continuous and isolated column footings bearing on compacted glacial outwash or structural fill placed and compacted in accordance with this report may be designed for a maximum allowable, net, bearing capacity of 2,000 psf. A one-third increase of the bearing pressure may be used for short-term transient Page 13 Arlington Commercial Development ZipperGeo ZGA Project No. 2760.01 March 28, 2024 Geoprofessional Consultants loads such as wind and seismic forces. The above-recommended allowable bearing pressure includes a 3.0 factor of safety. 3.9.3 Shallow Foundation Depth and Width For frost protection, the bottom of all exterior footings should bear at least 18 inches below the lowest adjacent outside grade,whereas the bottoms of interior footings should bear at least 12 inches below the surrounding slab surface level. We recommend that all continuous wall and isolated column footings be at least 12 and 24 inches wide, respectively. 3.9.4 Lateral Resistance Resistance to lateral loads can be calculated assuming an allowable passive resistance of 300 pcf equivalent fluid pressure (triangular distribution) and an allowable base friction coefficient of 0.35. The allowable passive resistance and friction coefficient include a 1.5 factor of safety. We recommend that passive resistance be neglected in the upper 18 inches of embedment. 3.9.5 Estimated Settlement Assuming the foundation subgrade soils, and structural fill compaction are completed in accordance with recommendations presented herein,we estimate that total and differential static settlements will be less than 1 inch and % inch over 40 feet, respectively. 3.10 On-Grade Concrete Floor Slabs Our analyses indicate the potential for liquefaction induced settlement due to ground vibrations associated with the 2018 IBC design seismic event with a return period of 2,475 years. The on-grade concrete floor slab recommendations presented below assume that the levels of potential seismic settlement presented in Seismic Design Considerations section of this report (total seismic settlement of approximately 3 to 3% inches and differential seismic settlement of approximately 1%to 1% inches over a horizontal distance of 40 feet) are considered acceptable. If these levels of seismic settlement are not acceptable,we recommend that the mat foundation option presented in this report be utilized to mitigate potential seismic settlements. 3.10.1 Subgrade Preparation After excavation to subgrade elevation,the base of the excavation is frequently disturbed or altered due to utility excavations, construction traffic, desiccation, or rainfall. As a result,the slab-on-grade subgrade may become unsuitable for floor slab support. We recommend that the slab subgrade be compacted to a firm and non-yielding condition and to at least 95 percent of the modified Proctor maximum dry density determined in accordance with ASTM D 1557. At the time of slab base placement, the subgrade should be evaluated by ZGA to verify a firm and non-yielding condition and adequate compaction. 3.10.2 Slab Base To provide a capillary break and uniform slab bearing surface, we recommend the on-grade slabs be underlain by a 4-inch thick layer of compacted clean crushed rock. In our opinion, the WSDOT Standard Specifications for Road, Bridge,and Municipal Construction does not include a material well suited for this Page 14 Arlington Commercial Development ZipperGeo ZGA Project No. 2760.01 March 28, 2024 Geoprofessional Consultants application below slabs. As such, we recommend that the capillary break conform to the graduation requirements for Type 21 or 22 Crushed Gravel as presented in the 2023 City of Seattle Standard Specifications for Road, Bridge, and Municipal Construction, Section 9-03.14, Mineral Aggregate Chart. Alternative capillary break materials should be submitted to the geotechnical engineer for review and approval before use. 3.10.3 Vapor Barrier Where potential slab moisture is a concern or where moisture sensitive floor coverings are planned, we recommend using a 15-mil, puncture-resistant proprietary product such as Stego Wrap, or an approved equivalent that is classified as a Class A vapor retarder in accordance with ASTM E 1745. Overlap lengths and the appropriate tape used to seal the laps should be in accordance with the vapor retarder manufacturer's recommendations. When conditions warrant the use of a vapor retarder, the slab designer and slab contractor should refer to ACI 302 and ACI 360 for procedures and cautions regarding the use and placement of a vapor retarder/barrier. 3.11 Mat Foundation Option Our analyses indicate the potential for liquefaction induced settlement due to ground vibrations associated with the IBC design seismic event with a return period of 2,475 years. As discussed in the Seismic Design Considerations section of this report, we estimate a total seismic settlement of approximately 3 to 3% inches and a differential seismic settlement of approximately 1%to 1% inches over a horizontal distance of 40 feet for the 2018 IBC design earthquake.A mat foundation could be considered to mitigate this seismic settlement risk. Geotechnical recommendations for a mat foundation are presented below. 3.11.1 Subgrade Preparation After excavation to subgrade elevation,the base of the excavation is frequently disturbed or altered due to utility excavations, construction traffic, desiccation, or rainfall. As a result, the foundation subgrade may become unsuitable. We recommend that the upper foot of mat foundation subgrade be compacted to a firm and non-yielding condition and to at least 95 percent of the modified Proctor maximum dry density determined in accordance with ASTM D 1557. At the time of slab base placement, the subgrade should be evaluated by ZGA to verify a firm and non-yielding condition and adequate compaction. 3.11.2 Mat Foundation Base To provide a capillary break and uniform slab bearing surface, we recommend the on-grade slabs be underlain by a 6-inch thick layer of compacted clean crushed rock. In our opinion, the WSDOT Standard Specifications for Road, Bridge,and Municipal Construction does not include a material well suited for this application below slabs. As such, we recommend that the capillary break conform to the graduation requirements for Type 21 or 22 Crushed Gravel as presented in the 2023 City of Seattle Standard Specifications for Road, Bridge, and Municipal Construction, Section 9-03.14, Mineral Aggregate Chart. Alternative capillary break materials should be submitted to the geotechnical engineer for review and approval before use. Page 15 Arlington Commercial Development ZipperGeo ZGA Project No. 2760.01 March 28, 2024 Geoprofessional Consultants 3.11.3 Modulus of Subgrade Reaction For mat foundation design supported on 6 inches of compacted structural fill as described above, we recommend a vertical modulus of subgrade reaction of 200 pounds per cubic inch (pci) be used. This vertical modulus is for a 1-foot by 1-foot loaded area. 3.11.4 Allowable Bearing Pressure and Static Settlement The soil bearing capacities for mat foundations supported on granular soils are typically very large due to large foundation widths and are therefore typically controlled by allowable settlement. Based on a mat foundation width of about 40 feet, length of about 50 to 70 feet,and embedment depth of about 1.5 feet, we recommend an allowable, net soil bearing capacity of 3,000 psf to limit total static settlement to less than 1 inch and differential static settlement to less than % inch. A one-third increase of the bearing pressure may be used for short-term transient loads such as wind and seismic forces. Based on previous projects utilizing a mat foundation to support a structure of this size,we anticipate that actual loads would be substantially less than the allowable load of 3,000 psf.As such,total and differential static settlements are anticipated to be small. Settlements would occur elastically as loads are applied. 3.11.5 Mat Foundation Depth For frost protection, we recommend that the bottom of the mat foundation around the perimeter of the building bear at least 18 inches below the adjacent outside grade. 3.11.6 Lateral Resistance Resistance to lateral loads can be calculated assuming an allowable passive resistance of 300 pcf equivalent fluid pressure (triangular distribution) and an allowable base friction coefficient of 0.35. The allowable passive resistance and friction coefficient include a 1.5 factor of safety. We recommend that passive resistance be neglected in the upper 18 inches of embedment. 3.11.7 Vapor Barrier Where potential slab moisture is a concern or where moisture sensitive floor coverings are planned, we recommend using a 15-mil, puncture-resistant proprietary product such as Stego Wrap, or an approved equivalent that is classified as a Class A vapor retarder in accordance with ASTM E 1745. Overlap lengths and the appropriate tape used to seal the laps should be in accordance with the vapor retarder manufacturer's recommendations. When conditions warrant the use of a vapor retarder, the slab designer and slab contractor should refer to ACI 302 and ACI 360 for procedures and cautions regarding the use and placement of a vapor retarder/barrier. 3.11.8 Estimated Seismic Settlements As discussed in the Seismic Considerations section of this report, our analyses indicate the potential for liquefaction induced settlement during the 2018 IBC design earthquake. Based on our analyses, we estimate a total seismic settlement of the soils beneath the slab of approximately 2% to 3 inches and a differential seismic settlement of approximately 1%to 1% inches over a horizontal distance of 40 feet. Page 16 Arlington Commercial Development ZipperGeo ZGA Project No. 2760.01 March 28, 2024 Geoprofessional Consultants 3.12 Backfilled Walls We anticipate that the development may include some backfilled, cast-in-place (CIP), concrete, building foundation and/or landscape retaining walls. For recommended bearing capacities and lateral resistance parameters, refer to Shallow Foundations(Section 3.9) of this report. Please refer to Section 3.13.3 of this report for wall drainage recommendations. Additional recommendations for CIP retaining walls are provided below. 3.12.1 Lateral Earth Pressures The lateral soil pressures acting on backfilled retaining walls will depend on the nature and density of the soil behind the wall, and the ability of the wall to yield in response to the earth loads. Yielding walls (i.e., walls that are free to translate or rotate)that are able to displace laterally at least 0.001H,where H is the height of the wall, may be designed for active earth pressures. Non-yielding walls (i.e.,walls that are not free to translate or rotate)should be designed for at-rest earth pressures. Non-yielding walls include walls that are braced to another wall or structure, and wall corners. For backfilled walls, assuming they are backfilled and drained in accordance with Section 3.12.3 of this report, we recommend that yielding walls supporting horizontal backfill be designed using an equivalent fluid density of 35 pcf(active earth pressure). Non-yielding walls should be designed using an equivalent fluid density of 55 pcf (at-rest earth pressure). Surcharge pressures due to sloping backfill, adjacent footings,vehicles, construction equipment,etc. must be added to these lateral earth pressure values. For traffic loads, we recommend using an equivalent two-foot soil surcharge of 250 psf. For retaining walls over 6 feet tall with level backfill conditions,we recommend that a uniformly distributed seismic pressure of 12H psf, where H is the height of the wall, be applied to the walls if required by code. The above equivalent fluid pressures are based on the assumption of no buildup of hydrostatic pressure behind the wall. If groundwater is allowed to saturate the backfill soils, hydrostatic pressures will act against a retaining wall. 3.13 Drainage Considerations 3.13.1 Surface Drainage Final site grades should be sloped to carry surface water away from buildings and other drainage-sensitive areas. Additionally, site grades should be designed such that concentrated runoff on softscape surfaces is avoided. Any surface runoff directed towards softscaped slopes should be collected at the top of the slope and routed to the bottom of the slope and discharged in a manner that prevents erosion. 3.13.2 Building Perimeter Foundation Drains and Wall Drains We recommend that the building be provided with a footing drain system to reduce the risk of future moisture problems. The footing drains should consist of a minimum 4-inch diameter, Schedule 40, rigid, perforated PVC pipe placed at the base of the heel of the footing with the perforations facing down. The pipe should be surrounded by a minimum of 6 inches of clean free-draining granular material conforming to 2023 WSDOT Standard Specification 9-03.12(4), Gravel Backfill for Drains. A non-woven filter fabric such as Mirafi 140N, or equivalent, should envelope the free-draining granular material. At appropriate Page 17 Arlington Commercial Development ZipperGeo ZGA Project No. 2760.01 March 28, 2024 Geoprofessional Consultants intervals such that water backup does not occur,the drainpipe should be connected to a tightline system leading to a suitable discharge.Cleanouts should be provided forfuture maintenance.The tightline system must be separate from the roof drain system. Roof drains should be connected to a separate solid wall PVC tightline system and routed to a suitable discharge location. 3.13.2 Backfilled Retaining Wall Drains Adequate drainage measures must be installed to collect and direct subsurface water away from subgrade walls. All backfilled walls should include a drainage aggregate zone extending 1% feet from the back of wall for the full height of the wall. The drainage aggregate should consist of material meeting the requirements of 2023 WSDOT 9-03.12(2) Gravel Backfill for Walls. A minimum 4-inch diameter, Schedule 40, rigid, perforated PVC pipe should be provided at the base of backfilled walls with the perforations facing down to collect and direct subsurface water to an appropriate discharge point. The pipe should be surrounded by a minimum of 6 inches of clean free-draining granular material conforming to 2023 WSDOT Standard Specification 9-03.12(4),Gravel Backfill for Drains. A non-woven filter fabric such as Mirafi 140N, or equivalent, should envelope the free-draining granular material. At appropriate intervals such that water backup does not occur,the drainpipe should be connected to a tightline system leading to a suitable discharge. Cleanouts should be provided for future maintenance. The tightline system must be separate from the roof drain system. 3.14 Infiltration Considerations We understand that stormwater management design will be completed in accordance with the 2014 Washington State Department of Ecology Stormwater Management Manual for Western Washington (2014 DOE Manual). We understand that a below grade infiltration gallery is planned in the east-central portion of the western developed parcel with a bottom of facility elevation of about 122.5 feet. We understand that a stormwater infiltration pond is planned in the western portion of the eastern undeveloped parcel with a bottom of pond elevation of about 124 feet. Based on the results of our subsurface exploration and analysis, shallow stormwater infiltration systems appear geotechnically feasible. The following sections provide geotechnical design recommendations regarding stormwater infiltration into the recessional glacial recessional outwash deposits encountered on site. 3.14.1 Design Infiltration Rates Soil conditions observed in the site explorations are consistent with normally consolidated glacial recessional outwash deposits of the Marysville Sand Member and generally consist of the following. • Loose to medium dense sand with variable silt and silt with variable sand content in the upper 5 to 7%2 feet.Soil mottling was observed in some of the samples collected in this depth range. • From about 5 to 7%feet down to about 15 to 17%feet, the outwash generally consists of medium dense to very dense gravelly sand to sandy gravel with trace to some silt. • From about 15 to 17% feet to the maximum depth explored at 60 feet below grade, the outwash generally consists of loose to medium dense sand with trace to some silt. Page 18 Arlington Commercial Development ZipperGeo ZGA Project No. 2760.01 March 28, 2024 Geoprofessional Consultants Volume 3, Section 3.3.6 of the 2014 DOE Manual includes provisions for the determination of initial and design saturated hydraulic conductivities for receptor soils based on 1) Large-Scale Pilot Infiltration Tests, 2) Small-Scale Pilot Infiltration Tests, and 3) by means of the Soil Grain Size Analyses Method. We completed our evaluation of the design infiltration rate using the Soil Grain Size Analysis Method based on test results of soil samples collected in ZGA's explorations.Grain size analysis test results are presented in Appendix B of this report. The Design Infiltration Rates presented in the table below include the following correction factors in accordance with Volume 3, Section 3.3.6 of the 2014 DOE Manual. • Site Variability and number of locations tested (CFv) =0.5 • Test Method (CFt) = 0.4 • Degree of influent control to prevent siltation and bio-buildup (CFm) =0.9 Summary of Grain Size Analysis Tests Relative to Stormwater Infiltration Sample Initial(unfactored) Sample Design Infiltration Exploration Depth Soil Formation Saturated Hydraulic Number Rate'(in/hr) (ft) Conductivity(in/hr) B-1 S-3 7% Marysville Sand Member 20.2 3.6 B-1 S-4 10 Marysville Sand Member 37.1 6.7 B-1 S-5 10 Marysville Sand Member 19.3 3.5 B-2 S-2 5 Marysville Sand Member 3.8 0.7 B-2 S-3 7/ Marysville Sand Member 12.5 2.3 B-2 S-4 10 Marysville Sand Member 15.6 2.8 B-2 S-5 15 Marysville Sand Member 14.7 2.6 B-3 S-2 5 Marysville Sand Member 39.9 7.2 B-3 S-3 7/ Marysville Sand Member 2.0 0.4 B-3 S-4 10 Marysville Sand Member 4.4 0.8 B-3 S-5 15 Marysville Sand Member 4.5 0.8 B-4 S-2 5 Marysville Sand Member 11.9 2.2 B-4 S-3 7/ Marysville Sand Member 8.3 1.5 B-4 S-5 15 Marysville Sand Member 28.4 5.1 1. Includes Correction Factors: CFv=0.5,CFt=0.4,and CFm=0.9 Based on our subsurface explorations, laboratory testing, and the calculated infiltration rates presented in the table above, we recommend a design infiltration rate of 2.6 inches per hour for a stormwater gallery located in the east-central portion of the western parcel with a bottom of gallery elevation of 122.5 feet. For an infiltration pond located in the western portion of the eastern parcel with a bottom of pond elevation of 124 feet, we recommend a design infiltration rate of 1.5 inches per hour.The design infiltration rate for the Page 19 Arlington Commercial Development ZipperGeo ZGA Project No. 2760.01 March 28, 2024 Geoprofessional Consultants pond may be increased to 2.6 inches per hour if the bottom of the pond is lowered to an elevation less than 120.5 feet. 3.14.2 Seasonal High Groundwater ZGA monitored groundwater levels on a roughly monthly basis in observation wells installed in borings 13- 1 through B-3 between 17 October 2023 and 26 March 2024. Based on our measurements, we recommend a seasonal high groundwater elevation of 117.5 feet. 3.14.3 Infiltration System Overflow Considerations The design of infiltration system is based on a number of design parameters with variable uncertainties. Therefore, we recommend that infiltration systems include an overflow when permitted by code to reduce the potential for water in the system from rising above the top of the system storage aggregate or the bottom of the base course for the parking lot pavement section during periods of unusually high or intense precipitation. 3.14.4 Water Quality Treatment Characteristics of Receptor Soils Soil requirements for water quality treatment considerations are presented under Site Suitability Criteria (SSC)4 and 6 in Volume 3,Section 3.3.7 of the 2014 DOE Manual. Laboratory test results relative to water quality treatment characteristics are summarized below. Analytical laboratory test results are presented in Appendix 8 of this report. 3.14.4.1 Organic Content SSC-6 requires a minimum organic content of 1 percent for treatment facilities. Organic content tests completed on three samples collected from borings B-1, B-2, and B-4 (at depths of about 5, 7%, and 10 feet below grade) had organic contents ranging from 1.1 to 1.6 percent by weight with an average of about 1.4 percent by weight. 3.14.4.2 Cation Exchange Capacity SSC-6 requires a minimum Cation Exchange Capacity (CEC) of 5 milliequivalents/100grams dry soil for treatment facilities. CEC tests completed on three samples collected from borings B-1, B-2, and B-4 (at depths of about 5, 7%, and 10 feet below grade) had CEC values ranging from 5.8 to 6.5 milliequivalents/100grams dry soil with an average of about 6.2 milliequivalents/100grams dry soil. It should be noted that SSC-6 states that lower CEC(less than 5 milliequivalents/100grams dry soil) may be considered if it is based on a soil loading capacity determination for the target pollutants that is accepted by the local jurisdiction. 3.15 Pavements 3.15.1 Asphalt Pavements The following pavement sections represent our minimum recommendations for an average level of performance during a 20-year design life; therefore, an average level of maintenance will likely be required. A 20-year pavement life typically assumes that an overlay will be placed after about 12 years. Page 20 Arlington Commercial Development ZipperGeo ZGA Project No. 2760.01 March 28, 2024 Geoprofessional Consultants Thicker asphalt, base, and subbase courses would offer better long-term performance, but would cost more initially. Conversely, thinner courses would be more susceptible to "alligator" cracking and other failure modes. As such, pavement design can be considered a compromise between a high initial cost and low maintenance costs versus a low initial cost and higher maintenance costs. The native subgrade soils are anticipated to consist of a mixture of sand with varying portions of silt. Based on our experience with similar soils, we have estimated a California Bearing Ration (CBR) value of 15 percent for this project. No traffic loading was provided for this project. We have assumed relatively low traffic volumes. We recommend that the upper 12 inches of pavement subgrades be prepared in accordance with the recommendations presented in the Subgrade Preparation section of this report. We recommend that the crushed aggregate base course conform to Section 9-03.9(3) of the WSDOT Standard Specifications. All base material should be compacted to at least 95 percent of the maximum dry density determined in accordance with ASTM: D 1557. 3.15.1.1 Asphalt Pavement Recommendations For light duty pavements(parking stall areas),we recommend 2%inches of asphalt concrete over 4 inches of crushed rock base course. For heavy duty pavements (main access roads, truck delivery routes, etc.), we recommend 3%inches of asphalt concrete over 6 inches of crushed rock base course. We recommend that the asphalt concrete conform to Section 9-02.1(4) for PG 58-22 or PG 64-22, Performance Graded Asphalt Binder as presented in the 2022 WSDOT Standard Specifications. We also recommend that the gradation of the asphalt aggregate conform to the aggregate gradation control points for%-inch mixes as presented in Section 9-03.8(6), HMA Proportions of Materials. We recommend that asphalt be compacted to a minimum of 92 percent and a maximum of 96 percent of the theoretical maximum density. 3.15.2 Concrete Pavements Concrete pavement design recommendations are based on an assumed modulus of rupture of 600 psi and a minimum compressive strength of 4,000 psi for the concrete. For light duty pavements,we recommend 5 inches of concrete over 4 inches of crushed aggregate base. For heavy duty pavements,we recommend 6 inches of concrete over 4 inches of crushed aggregate base. We recommend that concrete pavements be lightly reinforced with 6x6-W2.OxW2.0 welded wire fabric or equivalent to control cracking and have relatively closely spaced control joints on the order of 10 to 12 feet. We recommend that contraction joints be cut before the development of tensile stresses in the concrete. We recommend that the contraction joints be cut to a minimum depth of one inch. We further recommend that loading dock and trash enclosure pavements be reinforced with#4 bars at 15 inches each direction. 4.0 CLOSURE The analysis and recommendations presented in this report are based, in part, on the explorations completed for this study. The number, location, and depth of the explorations were completed within the constraints of budget and site access so as to yield the information for our environmental scope and Page 21 Arlington Commercial Development ZipperGeo ZGA Project No. 2760.01 March 28, 2024 Geoprofessional Consultants to formulate our geotechnical recommendations. Project plans were in the preliminary stage at the time this report was prepared. We therefore recommend that ZGA be provided an opportunity to review the final plans and specifications when they become available in order to assess that the recommendations and design considerations presented in this report have been properly interpreted and implemented into the project design. The performance of earthwork, structural fill,foundations, and pavements depend greatly on proper site preparation and construction procedures. We recommend that Zipper Geo Associates, LLC be retained to provide geotechnical engineering services during the earthwork-related construction phases of the project. If variations in subsurface conditions are observed at that time,a qualified geotechnical engineer could provide additional geotechnical recommendations to the contractor and design team in a timely manner as the project construction progresses. This report has been prepared for the exclusive use of Wet Rabbit, LLC, and their agents, for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, either express or implied, are intended or made. Site safety and excavation support are the responsibility of others. In the event that changes in the nature, design, or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless Zipper Geo Associates, LLC reviews the changes and either verifies or modifies the conclusions of this report in writing. Page 22 \So W -mow LEGEND "_ Q RIM=3038 � 129 WHITE LINE o �B-1 BORING NUMBER AND 12"IN EIE-11 .8 204TH ST NEB 3w a APPROXIMATE LOCATION. 12"OUT E W IE=111.98 7�o +LINE" 4 I N89°4639"E 770.80'-P,SP(771.00'-M,R2) 11 40.60'-R3) _ N CPT-1 CPT NUMBER AND 330.03' -SS R SS_ YELLOW LINE o EXTRUDED CURB ¢ S SS SS SS SS SS SS SS ASS- APPROXIMATE LOCATION. T T T 3 b SITE BENCHMARK SSMH N m WHITE LINE 1?9 -� N MAG NAIL&WASHER RIM=131.53 N I v p EL=129.56 12"IN E IE=113.15 A 12"OUT IE=113.05 ry ACCESS ij S89°46'39"W 91.7T 3 IC \ z Oti Q TELEPHONE 18"CPP IE=126.55 .9 13 VAULT ` \ 'ARLINGTON PLAZA" / I MONUMENT SIGN CURVE RADIUS DELTA ANGLE ARC LENGTH j/�2 �127 Q �f C1 2217.00' 2°36'32" 100.95' ST.STA.923+86.66-Ri 7.77' WB 18 C2 25.00' 87°22'U7" 38.12' MONUMENTSIGN ��// 10.0'PUD EASEMENT C3 500:00: 90'51'4 618 3 PER AFN 830414/1147C4 500.00' 70°51'40" 618.38'75' DRAINAGE ROW DITCH 21 20.0'DRAINAGE EASEMENT \PER AFN 8909205003 FOUND REBAR&CAP LOT 1 w I I I OD p / "AXIS 45502 NUMBERS" 3 OTHER \ U O ®� PARCEL I L� LSNUMBERS" a p 33,033 SF a ¢ O, o 0 o e \,y°\��B DRAINAGE LOT 2 \ I�I I �\ DITCH BOUNDARY LINE ADJUSTMENT \ ; AFN 9805065005 CO \ / r.� NC \ WALL \ \ a 13 ¢ 16.1' N 14.0' ( 7So LANE 1953 LLC \ 8.4' \ \WHEEL _ I CONC WALL - I \�\\\ / ROW L STOP(TYP) - VARIES I CPT-1 BUILDING cl V/BLACK E \ \\\ IV \ / P N #7530 3 I GRASS/BLACKBERRIES �' 0" \ T; �2\\\ ry�G� ti° E I 91 CS.STA.921+96.68-Ri /I 1 0' \ .Ig � FF=130.46 j P " 25.1' 12.8' 10.3' " m X \\ DRAINAGE p' rj ACONC WALL"-' DITCH / / SSMH / 0 SS RIM=130.14 ®B-4 6'.PVCOU NIE�24.34 PARCEL II I I I 75' r 30' 33,085 SF ROW ®B-L / ' ' 131 I U�9 PARCEL B vS 18"CMP IE=129.95 BLA PLN 899 / AFN 20 2203 1 05003 J589°a6'39"W 117.70'-C,118.1a'-R I 132 - - - -133 -134- \ VACANT LOT / GRASS/BLACKBERRIES �Q / ��'�O=!�, ••O FOUND REBAR&CAP °LS 12716" 1 1 \ B-3 �'eL 23 VIP I DOWN 1.0' � ® 1UNABLE TO FIND 35� \ NEXT SSMH NORTH 50 0 25 50 _13 l 132 �7B F4j 9 POSSIBLY PAVED OVER FOUND REBAR"LS&CAP I 6 -137 C,\ 3g6 S14p F 1 S�� O / SCALE IN FEET "LS 12716" a.a'w �y °Nc wqC �9846, " E7 :a�J�Ci? / Proposed Arlington Commercial Development F NOF POWER VAULT O � / Q� o�v 7530 204th Street NE L FOUND REBAR&CAP " �^/\I`� Q/ "AXIS 45502&3OTHER Arlington,Washington JR'd I h / LS NUMBERS"00, 0.3,SW PARCEL A � � �� SITE AND EXPLORATION PLAN Ico LOT A I M1 ... BLA PLN 21 ] Date:March 2024 Job No. 2760.01 Zipper Geo Associates,LLC FIGURE 19019 36th Ave.W.,Suite E REFERENCE:ALTA/NSPS LAND TITLE SURVEY FOR LEAN GOAT VENTURES, LLC, PREPARED BY HARMSEN, REVISED NOVEMBER 14, 2023. Lynnwood,WA SHT.1 of 1 APPENDIX A SUBSURFACE EXPLORATION PROCEDURES AND LOGS APPENDIX A SUBSURFACE EXPLORATION PROCEDURES AND LOGS Subsurface Exploration Description Our subsurface evaluation for this project included advancing four borings(13-1 through B-4)and one cone penetrometer test(CPT-1),completed in October 2023.The approximate locations of the explorations are presented on the Site and Exploration Plan, Figure 1. Exploration locations and ground surface elevations were provided to ZGA by Pacland based on a site-specific survey completed by Hamsen. Soil Borings The borings were advanced using a track-mounted drill rig operated by a local drilling company(Holocene Drill, Inc.)working under subcontract to ZGA. The borings were advanced using hollow stem auger drilling methods. A geologist from our firm continuously observed the borings, logged the subsurface conditions encountered, and obtained representative soil samples. All samples were stored in moisture-tight containers and transported to our laboratory for further evaluation and testing. Samples were obtained by means of the Standard Penetration Test at 2.5-to 5-foot intervals throughout the drilling operation. The Standard Penetration Test (ASTM D 1586) procedure consists of driving a standard 2-inch outside diameter steel split spoon sampler 18 inches into the soil with a 140-pound hammer free falling 30 inches. The number of blows required to drive the sampler through each 6-inch interval is recorded, and the total number of blows struck during the final 12 inches is recorded as the Standard Penetration Resistance, or "blow count"(N value). If a total of 50 blows are struck within any 6-inch interval,the driving was stopped, and the blow count is recorded as 50 blows for the actual penetration distance. The resulting Standard Penetration Resistance values indicate the relative density of granular soils and the relative consistency of cohesive soils. The enclosed boring logs describes the vertical sequence of soils and materials encountered in the borings, based primarily upon our field classifications. Where a soil contact was observed to be gradational, our logs indicate the average contact depth. Where a soil type changed between sample intervals,we inferred the contact depth. Our logs also graphically indicate the blow count, sample type, sample number, and approximate depth of each soil sample obtained from the borings. If groundwater was encountered,the approximate groundwater depth, and date of observation, are depicted on the logs. Groundwater monitoring well installations are also graphically indicated on the logs. Cone Penetrometer Test (CPT) One electric cone penetrometer probe was completed using a truck-mounted probe rig operated by an independent firm (In-Situ Engineering, Inc.)working under subcontract to ZGA. An engineer from our firm continuously observed the probes while electronic monitoring equipment in the probe rig automatically logged the subsurface conditions. After the probe was completed, the probe hole was backfilled with a bentonite slurry. Throughout the probing operation, soil and groundwater properties were measured at 5-centimeter depth intervals by means of the Cone Penetration Test (CPT) in general accordance with ASTM D3441. This testing procedure involves pushing a standard 1.5-inch diameter steel cone penetrometer into the soil with hydraulic rams. A cone penetrometer consists of a conical tip,a cylindrical sleeve,and a pressure transducer. As the penetrometer is pushed downward, the tip resistance, sleeve friction, and porewater pressure are measured electronically and plotted as a function of depth. Through interpretation, the resulting graphs can reveal soil types and groundwater levels, as well as the relative density of granular soils and the relative consistency of cohesive soils. The CPT exploration completed for this project also included measurements of soil shear wave velocity. The enclosed CPT graph presents the vertical plots of several soil properties and groundwater pressures measured by the cone penetrometer at each probe location. These graphs also depict the Standard Penetration Resistance (N60) corresponding to each test interval, based on published conversion charts. EXPLANATION OF EXPLORATION LOGS SOIL DESCRIPTION: Soil descriptions presented on the borings logs are based on visual observations. Soil descriptions include density (coarse- grained soils) or consistency (fine-grained soils), moisture, color, major soil type, and grain size modifiers and should not be interpreted to suggest laboratory or field testing unless indicated on the logs. Soil descriptions include the following: Density/consistency, moisture, color,grain size modifier (adjective implying 31-49 percent), major soil type (CAPITALIZED implying 50+ percent), minor grain size modifier(some implying 6-12 percent, with implying 13-30 percent, and trace implying 0-5 percent), descriptive modifiers (i.e. roots, fill debris, cemented, etc.), and interpreted general geologic description. Descriptions may also include comments describing geologic properties such as dilatancy,toughness,structure,plasticity,and angularity of coarse-grained particles. Additional information regarding geologic properties is presented in the report text as applicable. DENSITY/CONSISTENCY: Soil density/consistency in borings is related to the blow count number in blows per foot using the sampling method indicated on the logs.Soil density/consistency in test pits is related to a"Field Test"as described below. Soil consistency in test pits or borings may be augmented by field Torvane or Pocket Penetrometer testing. Coarse-Grained Soils Density SPT Field Test Descriptor #blows/ft Very Loose 0-4 Easily penetrated with'/z-inch steel rod pushed by hand. Loose 5—10 Difficult to penetrate with'/2-inch steel rod pushed by hand. ..................................................................................................................:.......................................................................................................................................................................................................................................................................................................... Medium 11 —30 Easily penetrated a foot with'/,inch steel rod driven with 5-lb hammer. Dense Dense 31 —50 Difficult to penetrate a foot with''/,inch steel rod driven with 5-lb hammer. Very Dense >50 Penetrated only a few inches with''/2-inch steel rod driven with 5-lb hammer. Fine-Grained Soils Torvane Pocket Penetrometer Consistency SPT Undrained Unconfined Field Test Descriptor (#blows/ft) shear Compressive strength(tsf) Strength (tsf) Very Soft 0-2 <0.125 <0.25 Easily penetrates several inches by thumb. ......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... Soft 3-4 0.125—0.25 0.25—0.5 Easily penetrates one inch by thumb. ......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... Medium Stiff 5-8 0.25—0.5 1 0.5—1.0 Penetrated over inch by thumb with moderate effort. ......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... Stiff 9—15 0.5—1.0 1.0—2.0 Indented by thumb but penetrated only with great effort. ....................................................................:.......................................................,................................................................:.........................................................................:..................................................................................................................................................................................................................................................................................................... Very Stiff 16—30 1.0—2.0 2.0—4.0 Readily indented by thumbnail. ........................................................................................................................................................................................................................................................................................................................ .... .. ....................................................................................................................................................... ................................................................................... Hard >30 >2.0 >4.0 Indented by thumbnail with difficult effort. MOISTURE Descriptor Field Test Dry Absence of moisture,dusty,dry to the touch. ..................................................................................................................................................................................................................................................:.................................................................................................................................................................................................................................................. Damp : Too low to achieve compaction ..................................................................................................................................................................................................................................................e.................................................................................................................................................................................................................................................. Moist Appears near optimum moisture content for compaction ..................................................................................................................................................................................................................................................:.................................................................................................................................................................................................................................................. Wet Too wet to achieve compaction ..................................................................................................................................................................................................................................................:.................................................................................................................................................................................................................................................. Saturated Below the groundwater table,visible free moisture. MAJOR SOIL TYPE: Coarse-grained soils with over 50%of the material retained on the U.S.No.200 sieve. Coarse-grained soils include boulders, cobbles,gravels and sands. Fine-grained soils with over 50%of the material passing the U.S.No.200 sieve. Fine-grained soils include silts and clays. GRAIN SIZE Descriptor Sieve Size Grain Size Boulder >12" >12" ...............................................................................................................................................................[.....................................................................................................................................................................€............................................................................................................................................................... Cobble 3—12" 3—12" ...............................................................................................................................................................[.....................................................................................................................................................................€............................................................................................................................................................... Gravel 3"—#4 3"—0.19" ...............................................................................................................................................................:.....................................................................................................................................................................:............................................................................................................................................................... Sand >#4—#200 <0.19"—>0.0029" ..............................................................................................................................................................:....................................................................................................................................................................:...............................................................<........................................................................................... Silt/Clay Passing#200 0.0029" GRAIN SIZE MODIFIERS Descriptor Approximate Percentage Trace 0-5 ............................................................................................................................................................._..................................................................................................................................................................... Some 6—12 ...............................................................................................................................................................:.................................................................................................................................................................... With 13—30 ,sandy,gravelly).............................................................................3.1..._..50................................................................... Adjective(silty,clayey Boring Location: See Site and Exploration Plan Drilling Company: Holocene Bore Hole Dia.:8-inch Top Elevation: 127.62 Feet Drilling Method: Hollow Stem Auger Hammer Type: Automatic B-1 Date Drilled: 10/12/2023 Drill Rig: Diedrich D-50 Logged by KRN SOIL DESCRIPTION PENETRATION RESISTANCE(blows/foot) U) U E J Standard Penetration Test o The stratification lines represent the approximate boundaries o Hammer Weight and Drop: U N between soil types. The transition may be gradual. Refer to E Q report text and appendices for additional information. A co ° ° U 0 20 40 60 m Approximately 2-inches of asphalt over moist,brown,SAND with gravel to gravelly SAND,trace silt.(Marysville Sand + I IIIIIIIII IIIIIIIII Member) h l l II IIIIIIIII IIIII Very loose, moist,brown and mottled gray,silty SAND to S-1 12" rrrrrr r/1�I 11 I f-I I T��7777..7.. 3 SILT,some sand.No odors,no staining, PID<1 ppmv. `'III L LLLLLLL i IIIIIIIII Illllllil IIIIIIIII iillii111 111111ii1 Iiillilii 5 Dense,moist,gray, mottled,SILT,some sand,some roots.No S 2 T 1$„ 0I 44 cec odors,no staining, PID<1 ppmv. 11 h hhl I I I-I + oRG Grades to SAND,some gravel. . IIIIII II1I11iil Iiillilii IIII II IIIIIIIII IIIIIIII S-3 12" T T r r F- II I I I I T—1-1 T 7 7 7�._.. 38 GSA Dense,moist,brown to gray,gravelly SAND,some silt. I I� r I�1 1 1 1 11 I I� 11 I I I 1111LLL L L L L j L LLL LLALL L A I I IIIIIIIII IIIIIIIII IIIIIIIII II111Iiil Iiillilii 10 Dense,moist,brown to gray,gravelly SAND,some silt.No S-4 T 9„ 1 1 34 GSA odors,no staining, PID<1 ppmv. 11 r hh I i III IIIIIIIII IIII IIII r rrrri-rr rl—I I i t_f_I 17—f77�f�t�I� IIIIIIII IIIIIIIII IIIIIII . ' IIIIIIII IIIIIIIII IIIII T T r r T-r r r IIIIIIII IIIIIIIII IIIII -L LLLLLL .LLLLLLLJJ J JJJ1 1.1. IIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII 15 IIIIIIII IIIIIIIII IIIIIIIII Dense,moist,brown to golden brown,gravelly SAND,some S 5 T 9„ 43 GSA silt. No odors,no staining,PID<1 ppmv. 11 I 1� t1 �� -4-444-4++ IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIII IIIIIIIII IIIIIIIII •: •:: TTrrrrrrr rrl I I I I-i 1 7--1-1r-T7r-f7 IIIIIIIII IIIIIIIII Till IIII �:•' 1111LLLLL L.LI I 1 I I_I I L�JJJJLJ.1. IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII 20 Medium dense,moist,golden brown,SAND,trace to some T silt. No odors,no staining,PID<1 ppmv. S-8 11 18° :`;= *T-� 11 : +++-L L� LLLLLLI—I� ��4L L 44 IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII r rl—I :' IIIIIIIII IIIIIIIII IIIIIIIII ' IIIIIIIII IIIIIIIII IIII TTTTT-T-_rr F-7 I I I i—I 1 rI,I.,I.7I7I777 7 ':•' IIIIIIIII IIIIIIIII IIIIIIIII "''" IIIIIIIII IIIIIIIII LLLIIIIII ':•' IIIIIIIII IIIIIIIII IIIIIIIII : IIIIIIIII IIIIIIIII IIIIIIII 25 — ii111ii11 1111ii1 1ii11iiii SAMPLE LEGEND GROUNDWATER LEGEND %Fines(<0.075 mm) I2-inch O.D.split spoon sample ❑ Clean Sand O %Water(Moisture)Content 3-inch I.D.Shelby tube sample ® Bentonite Plastic Limit Liquid Limit Grout/Concrete Natural Water Content ® Screened Casing Arlington Commercial Development TESTING KEY ❑ Blank Casing 7530 204th Street NE GSA=Grain Size Analysis V Groundwater level at Arlington, WA time of drilling(ATD)or 200W=200 Wash Analysis N on date of Date: March 2024 Project No.: 2760.01 Consol.=Consolidation Test N measurement. Z i p pe rG eo BORING B�1 Att.=Atterberq Limits Geoprofessional Consultants LOG. 19019 36th Ave.W,Suite E Lynnwood,WA Page 1 of 2 Boring Location: See Site and Exploration Plan Drilling Company: Holocene Bore Hole Dia.:8-inch Top Elevation: 127.62 Feet Drilling Method: Hollow Stem Auger Hammer Type: Automatic B-1 Date Drilled: 10/12/2023 Drill Rig: Diedrich D-50 Logged by KRN SOIL DESCRIPTION PENETRATION RESISTANCE(blows/foot) rn U E J Standard Penetration Test o The stratification lines represent the approximate boundaries o Hammer Weight and Drop: U N between soil types. The transition may be gradual. Refer to £Q report text and appendices for additional information. in U ° ° U 0 20 40 60 m 25 S-7 18 16 •I -7T-T TTTTTri_ _ Medium dense,saturated,golden brown,SAND,trace to IL.._I J J_�... some silt. No odors,no staining, PID<1 ppmv. — l TTTTTTTTT — it IIIIIIIII IIIIIIIII �i.iii"L" — II IIIIIIIII IIIIIIIII — IIII - I IIIIIIIII IIIIIIIII — I IIIIIIIII IIIIIIIII 30 Loose,saturated,golden brown,SAND,trace to some silt. -11T777777 TTTTTTTT7 ' i ... - .. .. IIIIIIIII IIIIIIIII Boring completed at approximately 31.5 feet.Groundwater I I .-. . -.. I ILI JI JI JI I I I T T.T I I LI LI LILI. was encountered at approximately 25 feet below ground surface at time of drilling• gY g Ecology Well Tag ID BPX 514. Illlllill IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII 35 IIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII ri->-rl-m7 -7-1-I-777777 TTTTTTT T T IIIIIIIII IIIIIIIII IIIIIIIII L. III. _II _iJJJ1L Ll LLL.T- IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII LLLLLLIJJ JJJJ J-11-11.1 11..1 L L L L L..L... IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII 40 11 Hiii l HI IIII liillliii iillliill iillllil liillliii iillliill IIIIIIIII liillliii rr1 1 1-I-4-I I 77TTrt�7 7 7 Y r-rTTrrrr L.L1 I I_L_L_1 I JJ.J J J J 1 J -L L L L.L.L. IIIIIIIII IIIIIIII IIIIII IIIIIIIII IIIIIIII IIIIII -4- I--I- -I---4-4-44.1-4 +T F F IIIIIIIII IIIIIIIII IIIIIIIII 45 IIIIIIIII IIIIIIIII IIIIIIIII III IIIIIIII III rrrrl-�r-1-1 -1-1-1rtrt7rtrtrt TrttTTrtrrfi IIIIIIIII IIIIIIIII liillliii l l l l l l .-1�T T�I�1 7 -T-1 I r r r.r.r. IIII i iillll iii L.LII JJJJJJIJ LLLL.L.L. IIII I IIIII � I '.. '.. IIIIII IIII I III I '.. '.. IIIIII t-4-1-4-...1-...1-... ... ... III 50 SAMPLE LEGEND GROUNDWATER LEGEND O %Fines(<0.075 mm) I2-inch O.D.split spoon sample ❑ Clean Sand O %Water(Moisture)Content 3-inch I.D.Shelby tube sample ® Bentonite Plastic Limit Liquid Limit Grout/Concrete Natural Water Content ® Screened Casing Arlington Commercial Development TESTING KEY ❑ Blank Casing 7530 204th Street NE GSA=Grain Size Analysis V Groundwater level at Arlington, WA time of drilling(ATD)or 200W=200 Wash Analysis N on date of Date: March 2024 Project No.: 2760.01 Consol.=Consolidation Test N measurement. Att.=Atterberq Limits Z i p pe rG eo BORING B_� Geoprofessional Consultants LOG. 19019 36th Ave.W,Suite E Lynnwood,WA Page 2 of 2 Boring Location: See Site and Exploration Plan Drilling Company: Holocene Bore Hole Dia.:8-inch Top Elevation: 129.79 Feet Drilling Method: Hollow Stem Auger Hammer Type: Automatic B-2 Date Drilled: 10/12/2023 Drill Rig: Diedrich D-50 Logged by: KRN SOIL DESCRIPTION PENETRATION RESISTANCE (blows/foot) iu U) L C Standard Penetration Test 01 S The stratification lines represent the approximate boundaries z 0 o v 0 2 o 0 Hammer Weight and Drop: a) between soil types. The transition may be gradual. Refer to s Q N M report text and appendices for additional information. to ° O 0 0 20 40 60 m -0- Approximately 2-inches of asphalt over moist,brown SAND, 1 with gravel to gravelly SAND,trace silt.(Marysville Sand Member) IT 1711-11 Loose,moist,dark brown,silty SAND to sandy SILT,some T - fine roots.No odors,no staining,PID<1 ppmv. S-1 11 181 �� I I ( $ Grades to brown,decreasing roots,trace fine gravel. Medium dense,moist,brown,silty SAND,trace gravel,trace s-z 18 Q 1z GSA roots.No odors,no staining,PID<1 ppmv. — — Very dense,moist,light brown to brown,gravelly SAND,with O . GSA silt.No odors,no staining,PID<1 ppmv. s-3 1s ss cec 1 � I I ORG 10 Very dense,moist,brown to dark brown,GRAVEL,with sand S-4 I 18 ( I 63 GSA and silt.No odors,no staining,PID<1 ppmv. 1 M r( J_W 15 I I I � Dense,moist,brown, GRAVEL,with sand and silt.No odors, S-5 18" O 1 11 1 34 GSA no staining,PID<1 ppmv. ( ( L 1LI�+-tII ,. it i I I �IIIII III ( �� III I 20 Medium dense,moist,golden brown,SAND with trace to S-6 18" l 13 some silt.No odors,no staining,PID<1 ppmv. 25 SAMPLE LEGEND GROUNDWATER LEGEND 0 %Fines(<0.075 mm) I2-inch O.D.split spoon sample ❑ Clean Sand O %Water(Moisture)Content 3-inch I.D.Shelby tube sample ® Bentonite Plastic Limit i e d Liquid Limit Grout/Concrete Natural Water Content ® Screened Casing Arlington Commercial Development TESTING KEY ❑ Blank Casing 7530 204th Street NE GSA=Grain Size Analysis V Groundwater level at Arlington, WA time of drilling(ATD)or 20oW=200 Wash Analysis N on date of Date: March 2024 Project No.: 2760.01 Consol.=Consolidation Test N measurement. ZipperGeo BORING Att.=Atterberq Limits B-2 Geoprofessional Consultants LOG` 19019 36th Ave.W,Suite E Lynnwood,WA Page 1 of 2 Boring Location: See Site and Exploration Plan Drilling Company: Holocene Bore Hole Dia.:8-inch Top Elevation: 129.79 Feet Drilling Method: Hollow Stem Auger Hammer Type: Automatic B-2 Date Drilled: 10/12/2023 Drill Rig: Diedrich D-50 Logged by: KRN SOIL DESCRIPTION PENETRATION RESISTANCE (blows/foot) iu U) L C j Standard Penetration Test of S The stratification lines represent the approximate boundaries z 0 o 0 2 o 0 Hammer Weight and Drop: a) between soil types. The transition may be gradual. Refer to E Q N M report text and appendices for additional information. to ° O 0 0 20 40 60 m 25 Medium dense,wet to saturated,golden brown,SAND with trace to some silt.No odors,no staining,PID<1 ppmv. s-7 F18" ( tt 30 Medium dense,saturated,golden brown,SAND,trace to some silt.No odors,no staining,PID<1 ppmv. s-a is I I tv I T --t 35 = HHH zo Medium dense,saturated,golden brown,SAND,trace to . .. some silt.No odors,no staining,PID<1 ppmv. s-s 18 Boring completed at approximately 36.5 feet.Groundwater — was encountered at approximately 30 feet below ground III surface at time of drilling.Ecology Well Tag ID BPX 515. t 40 iii �lllllll �lll i � lli 45 it Lii -L 1 41 50 SAMPLE LEGEND GROUNDWATER LEGEND 0 %Fines(<0.075 mm) I2-inch O.D.split spoon sample ❑ Clean Sand O %Water(Moisture)Content 3-inch I.D.Shelby tube sample ® Bentonite Plastic Limit i e d Liquid Limit Grout/Concrete Natural Water Content ® Screened Casing Arlington Commercial Development TESTING KEY ❑ Blank Casing 7530 204th Street NE GSA=Grain Size Analysis VGroundwater level at Arlington, WA time of drilling(ATD)or 20oW=200 Wash Analysis N on date of Date: March 2024 Project No.: 2760.01 Consol.=Consolidation Test N measurement. ZipperGeo BORING Att.=Atterberq Limits B-2 Geoprofessional Consultants LOB'`V 19019 36th Ave.W,Suite E Lynnwood,WA Page 2 of 2 Boring Location: See Site and Exploration Plan Drilling Company: Holocene Bore Hole Dia.:8-inch Top Elevation: 132.00 Feet Drilling Method: Hollow Stem Auger Hammer Tvpe: Automatic B-3 Date Drilled: 10/12/2023 Drill Rig: Diedrich D-50 Logged by: KRN SOIL DESCRIPTION PENETRATION RESISTANCE (blows/foot) iu U) L C Standard Penetration Test o� S The stratification lines represent the approximate boundaries z 0 o 0 2 o 0 Hammer Weight and Drop: a) between soil types. The transition may be gradual. Refer to E Q N M report text and appendices for additional information. to ° O 0 0 20 40 60 m -0- Grass over approximately 3 inches of moist,brown,SAND 1 with silt,abundant grass roots.(Marysville Sand member) 11-M - U T " Loose,moist,brown,SAND with silt to silty SAND,some fine - roots.No odors,no staining,PID<1 ppmv. S-t 1811 , ( s II . 5 I I Medium dense,moist,dark brown,SAND with gravel,some s-z to �— z� GSA silt.No odors,no staining,PID<1 ppmv. — — Dense,moist to wet,brown,sandy SILT,trace gravel.No S-3 s �� as 'SA odors,no staining,PID<1 ppmv. - H�j IL� II 10 Dense,moist to wet,brown,silty SAND,with gravel.No odors, s-a I tz° L.. ( ( I as GSA no staining,PID<1 ppmv. 1 T� r( Grades to gravelly SAND,some silt. 15 Very dense,wet,brown,silty SAND some gravel.No odors, s-5 I s^ 1 82 GSA no staining,PID<1 ppmv. 1 - Q � � IIII 1II11I � IL_ 111I1III IIIII Ali... 20 Very dense,wet,brown, SAND with silt,decreasing fines to S-s T t$„ 111 + 1 some silt.No odors,no staining,PID<1 ppmv. 11 .tfl iI �1 I 125- SAMPLE LEGEND GROUNDWATER LEGEND Q %Fines(<0.075 mm) I2-inch O.D.split spoon sample ❑ Clean Sand O %Water(Moisture)Content 3-inch I.D.Shelby tube sample ® Bentonite Plastic Limit i e d Liquid Limit Grout/Concrete Natural Water Content ® Screened Casing Arlington Commercial Development TESTING KEY ❑ Blank Casing 7530 204th Street NE GSA=Grain Size Analysis V Groundwater level at Arlington, WA time of drilling(ATD)or 20oW=200 Wash Analysis N on date of Date: March 2024 Project No.: 2760.01 Consol.=Consolidation Test N measurement. ZipperGeo BORING Att.=Atterberq Limits B-3 Geoprofessional Consultants LOG` 19019 36th Ave.W,Suite E Lynnwood,WA Page 1 of 2 Boring Location: See Site and Exploration Plan Drilling Company: Holocene Bore Hole Dia.:8-inch Top Elevation: 132.00 Feet Drilling Method: Hollow Stem Auger Hammer Tvpe: Automatic B-3 Date Drilled: 10/12/2023 Drill Rig: Diedrich D-50 Logged by: KRN SOIL DESCRIPTION PENETRATION RESISTANCE (blows/foot) iu U) L C Standard Penetration Test of S The stratification lines represent the approximate boundaries z 0 o 0 2 o 0 Hammer Weight and Drop: a) between soil types. The transition may be gradual. Refer to E Q N M report text and appendices for additional information. to ° O 0 0 20 40 60 m 25 — Medium dense,wet, brown,SAND,trace to some silt.No odors,no staining,PID<1 ppmv. S-7 F18- 22 _ : i � I7 IIII IIII 30 Medium dense,saturated,brown,SAND,trace to some silt. s-8 18 .:: � zz No odors,no staining,PID<1 ppmv. - IN Itt4I IIH+ l 1 �j1+I 1-11 35 Medium dense,saturated,brown,SAND,trace to some silt. 1� No odors,no staining,PID<1 ppmv. Ifltj .::•.::•.::•:,. I I III I Boring completed at approximately 36.5 feet.Groundwater — was encountered at approximately 30 feet below ground L I III surface at time of drilling.Ecology Well Tag ID BPX 516. 40 IIIIIII iii �111llll �lll i � lli 45 it Lii -L 1 41 JO SAMPLE LEGEND GROUNDWATER LEGEND 0 %Fines(<0.075 mm) I2-inch O.D.split spoon sample ❑ Clean Sand O %Water(Moisture)Content 3-inch I.D.Shelby tube sample ® Bentonite Plastic Limit i e d Liquid Limit Grout/Concrete Natural Water Content ® Screened Casing Arlington Commercial Development TESTING KEY ❑ Blank Casing 7530 204th Street NE GSA=Grain Size Analysis V Groundwater level at Arlington, WA time of drilling(ATD)or 20oW=200 Wash Analysis N on date of Date: March 2024 Project No.: 2760.01 Consol.=Consolidation Test N measurement. ZipperGeo BORING Att.=Atterberq Limits B-3 Geoprofessional Consultants LOB'`V 19019 36th Ave.W,Suite E Lynnwood,WA Page 2 of 2 Boring Location: See Site and Exploration Plan Drilling Company: Holocene Bore Hole Dia.:8-inch Top Elevation: 130.61 Feet Drilling Method: Hollow Stem Auger Hammer Type: Automatic B-4 Date Drilled: 10/12/2023 Drill Rig: Diedrich D-50 Logged by: KRN SOIL DESCRIPTION PENETRATION RESISTANCE (blows/foot) iu U) L C Standard Penetration Test o� S The stratification lines represent the approximate boundaries z 0 o 0 2 o 0 Hammer Weight and Drop: a) between soil types. The transition may be gradual. Refer to E Q N M report text and appendices for additional information. to ° O 0 0 20 40 60 m -0— Grass over approximately 4 inches of moist,brown,SAND with silt,abundant roots.(Marysville Sand Member) I Loose,moist,brown,SAND,with to some gravel,some silt, 1T _ "s-1 � 18^ s trace roots.No odors,no staining,PID<1 ppmv. III .... I I TTT III illII 5 thill I I Loose,moist,brown,SAND,with silt,trace gravel. No odors, s-z 1a" ILI 10 GSA no staining,PID<1 ppmv. — Dense,moist,dark brown,silty SAND,trace gravel. No odors, S-3 18^ I 41 GSA no staining,PID<1 ppmv. 10 Dense,moist,light brown,gravelly SAND,some silt.No odors, I GSA CEC no staining,PID<1 ppmv. s-a I s I+ ( ( L... I a� ORG 1 ORG i 15 Dense,moist,light brown,gravelly SAND to sandy GRAVEL. S-s 12^ I 35 No odors,no staining,PID<1 ppmv. II i L it Il � I L Il . � � � � i 20 �i Medium dense,moist,light brown,SAND with gravel,trace T s-s 1z^ z� silt.No odors,no staining,PID<1 ppmv. I Q j �_ im fi 25 SAMPLE LEGEND GROUNDWATER LEGEND 0 %Fines(<0.075 mm) I2-inch O.D.split spoon sample ❑ Clean Sand O %Water(Moisture)Content 3-inch I.D.Shelby tube sample ® Bentonite Plastic Limit i e d Liquid Limit Grout/Concrete Natural Water Content ® Screened Casing Arlington Commercial Development TESTING KEY ❑ Blank Casing 7530 204th Street NE GSA=Grain Size Analysis VGroundwater level at Arlington, WA time of drilling(ATD)or 20oW=200 Wash Analysis N on date of Date: March 2024 Project No.: 2760.01 Consol.=Consolidation Test N measurement. ZipperGeo BORING Att.=Atterberq Limits B-4 Geoprofessional Consultants LOG` 19019 36th Ave.W,Suite E Lynnwood,WA Page 1 of 2 Boring Location: See Site and Exploration Plan Drilling Company: Holocene Bore Hole Dia.:8-inch Top Elevation: 130.61 Feet Drilling Method: Hollow Stem Auger Hammer Type: Automatic B-4 Date Drilled: 10/12/2023 Drill Rig: Diedrich D-50 Logged by: KRN SOIL DESCRIPTION PENETRATION RESISTANCE (blows/foot) iu U) L C Standard Penetration Test of S The stratification lines represent the approximate boundaries z 0 o 0 2 o 0 Hammer Weight and Drop: a) between soil types. The transition may be gradual. Refer to E Q N M report text and appendices for additional information. to ° O 0 0 20 40 60 m 25 Medium dense,moist,light brown,SAND with gravel,trace silt.No odors,no staining,PID<1 ppmv. s-� �z° - to IIIII ' I O IIIIIII I7 IIIIII ) III 30 Medium dense,moist to wet,light brown,SAND with gravel, s_$ T 1$1, 24 trace silt.No odors,no staining,PID<1 ppmv. 1 i Boring completed at approximately 31.5 feet.Groundwater 4 l 1 --tI I+ was not encountered at time of drilling.Borehole backfilled with bentonite. 35 O ( LIB 40 IIII111 II11II1II llII �III i �.........III ICI' III wl 45 I `+ 1 4 ilII 1 I IIIIII� III 41 50 SAMPLE LEGEND GROUNDWATER LEGEND 0 %Fines(<0.075 mm) I2-inch O.D.split spoon sample ❑ Clean Sand O %Water(Moisture)Content 3-inch I.D.Shelby tube sample ® Bentonite Plastic Limit i e d Liquid Limit Grout/Concrete Natural Water Content ® Screened Casing Arlington Commercial Development TESTING KEY ❑ Blank Casing 7530 204th Street NE GSA=Grain Size Analysis VGroundwater level at Arlington, WA time of drilling(ATD)or 20oW=200 Wash Analysis N on date of Date: March 2024 Project No.: 2760.01 Consol.=Consolidation Test N measurement. ZipperGeo BORING Att.=Atterberq Limits B-4 Geoprofessional Consultants LOB'`V 19019 36th Ave.W,Suite E Lynnwood,WA Page 2 of 2 CPT-01 CPT CONTRACTOR: In Situ Engineering OPERATOR:Forinash CUSTOMER:Zippergeo CONE ID:DDG1369 LOCATION:Arlington TEST DATE: 10/17/2023 9:30:24 AM JOB NUMBER:2760.01 PREDRILL:Oft BACKFILL:20%Slurry&Bentonite Chips SURFACE PATCH:Cold Patch Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) N (psi) (RC 1983) (blows/ft) 0 0 600 0 9 0 9 -10 15 0 12 0 120 10 ............... . 1 t f t ----T 1 t t .... ........... ................. t t 1 t t . . . . . . . . . . . 20 ... ....... ..................... ..... .......... .... ....... ..........I.-.---. ............. ..... ..................... 30 . . . . . . . . . . . . ------------ -1 -1 -T -T r- --- ---------T---- ------------------------------------- Depth ............................ 40 ............... ............................... ..... .................... .... ........................ ..........------- .......................... ---- —-----------............... 50 ---- --------------- .......... . . . . . . . . . . 60 ---------- ................. -------------------- 70 TOTAL DEPTH:60.203 ft 1 sensitive fine grained 04 silty clay to clay 07 silty sand to sandy silt E10 gravelly sand to sand 02 organic material 0 5 clayey silt to silty clay 28 sand to silty sand 11 very stiff fine grained 03 clay 0 6 sandy silt to clayey silt 9 sand 0 12 sand to clayey sand *SBT/SPT CORRELATION: UBC-1 983 HOLE NUMBER: CPT-01 Depth 3.12ft I I I I Arrival 7.27mS Ref* - - -- --- - - - -------F-------+--------- Velocity. Depth 9.68ft I I I Arrival 17.66mS Ref 3.1 2ft -- -- - - --------------F-------------+------------- Velocity 577.77ft/S Depth 16.08ft I I I I Arrival 22.97mS Ref 9.68ft --+--- - - - --------------F-------------}------------- Velocity 11 81.03ft/S Depth 22.47ft I I I I Arrival 28.59mS Ref 16.08ft ------ Velocity 1127.77ft/S ------- ---- - - - - -- Depth 28.87ft I I I I Arrival 35.39mS Ref 22.47ft ______ Velocity 936.85ft/S Depth 35.43ft I I I I Arrival 42.42mS Ref 28.87ft - - - -- - + - - - -- ------ Velocity 930.45ft/S Depth 41.83ft I I I I Arrival 49.14mS Ref 35.43ft ______ Velocity 950.28ft/S Depth 48.39ft I I I I Arrival 55.43mS Ref 41.83ft ------ Velocity 1041.82ft/S Depth 54.79ft I I Arrival 61.17mS Ref 48.39ft ------ Velocity 1112.91ft/S Depth 60.20ft I Arrival 66.05mS Ref 54.79ft ----- - -- - ------ Velocity 1107.69ft/S 0 20 40 60 80 100 120 140 160 Time(mS) Hammer to Rod String Distance(ft):2.49 =Not Determined COMMENT: APPENDIX B LABORATORY TESTING PROCEDURES AND RESULTS LABORATORY TESTING PROCEDURES A series of laboratory tests were performed during the course of this study to evaluate the index and geotechnical engineering properties of the subsurface soils. Descriptions of the types of tests performed are given below. Visual Classification Samples recovered from the exploration locations were visually classified in the field during the exploration program. Representative portions of the samples were carefully packaged in moisture tight containers and transported to our laboratory where the field classifications were verified or modified as required. Visual classification was generally done in accordance with ASTM D2488. Visual soil classification includes evaluation of color, relative moisture content, soil type based upon grain size, and accessory soil types included in the sample. Soil classifications are presented on the exploration logs in Appendix A. Moisture Content Determinations Moisture content determinations were performed on representative samples obtained from the explorations to aid in identification and correlation of soil types. The determinations were made in general accordance with the test procedures described in ASTM D2216. Moisture contents are presented on the exploration logs in Appendix A. Grain Size Analysis A grain size analysis presents the range in diameter of soil particles that comprise a particular sample. Grain size analyses were performed on representative samples in general accordance with ASTM: D6913. The results of the grain size determinations for the samples were used in classification of the soils and are presented in this appendix. Cation Exchange Capacity Cation exchange capacity tests were completed on representative samples collected from prospective infiltration receptor soils by an independent analytical laboratory in accordance with the Washington State Department of Ecology SW-846 9081 test method. Test results are presented in this appendix. Organic Content Tests Organic content tests were completed on representative samples collected from prospective infiltration receptor soils by an independent analytical laboratory in accordance with ASTM D2974 test method.Test results are presented in this appendix. GRAIN SIZE ANALYSIS Test Results Summary ASTM D6913 SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 11/2" 3/4" 3/8" 4 10 20 40 60 140 200 100 90 = 80 W ?� 70 Im W 60 Z M 1.— 50 Z W tU W 40 W a 30 20 10 0 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS Coarse Fine Coarse Medium Fine Silt Clay BOULDERS COBBLES GRAVEL SAND FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture (%) Fines(%) Description Gravelly SAND, B-1 S-3 7.5 5.6 10.1 some silt PROJECT NO: 2760.01 PROJECT NAME: Zipper Geo Associates,LLC Geotechnical and Environmental Consultants DATE OF TESTING: 10/16/2023 Arlington Commercial Development GRAIN SIZE ANALYSIS Test Results Summary ASTM D6913 SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 11/2" 3/4" 3/8" 4 10 20 40 60 140 200 100 90 = 80 W ?� 70 Im 60 W Z M 50 Z W tU W 40 W a 30 20 10 0 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS LGRAVEL Fine Coarse Medium Fine Silt Clay BOULDERS COBBLES SAND FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture (%) Fines(%) Description Gravelly SAND, B-1 S-4 10 6.8 7.9 some silt PROJECT NO:2760.01 PROJECT NAME: Zipper Geo Associates, LLC Geotechnical and Environmental Consultants DATE OF TESTING: 10/16/2023 Arlington Commercial Development GRAIN SIZE ANALYSIS Test Results Summary ASTM D6913 SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 11/2" 3/4" 3/8" 4 10 20 40 60 140 200 100 90 = 80 W ?� 70 m 60 W Z 50 Z W tU W 40 W a 30 20 10 0 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS LGRAVEL Fine Coarse Medium Fine Silt Clay BOULDERS COBBLES SAND FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture (%) Fines(%) Description Gravelly SAND, B-1 S-5 15 6.1 9.1 some silt PROJECT NO:2760.01 PROJECT NAME: Zipper Geo Associates, LLC Geotechnical and Environmental Consultants DATE OF TESTING: 10/16/2023 Arlington Commercial Development GRAIN SIZE ANALYSIS Test Results Summary ASTM D6913 SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 11/2" 3/4" 3/8" 4 10 20 40 60 140 200 100 90 = 80 W ?� 70 m 60 W Z M 50 Z W tU W 40 W a 30 20 10 0 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS LGRAVEL Fine Coarse Medium Fine Silt Clay BOULDERS COBBLES SAND FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture (%) Fines(%) Description Silty SAND, B-2 S-2 5 16.3 48.1 trace grave PROJECT NO:2760.01 PROJECT NAME: Zipper Geo Associates, LLC Geotechnical and Environmental Consultants DATE OF TESTING: 10/16/2023 Arlington Commerical Development GRAIN SIZE ANALYSIS Test Results Summary ASTM D6913 SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 11/2" 3/4" 3/8" 4 10 20 40 60 140 200 100 90 = 80 W ?� 70 Im 60 W Z M 50 Z W tU W 40 W a 30 20 10 0 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS LGRAVEL Fine Coarse Medium Fine Silt Clay BOULDERS COBBLES SAND FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture (%) Fines(%) Description Gravelly SAND, B-2 S-3 7.5 6.2 17.5 with silt PROJECT NO:2760.01 PROJECT NAME: Zipper Geo Associates, LLC Geotechnical and Environmental Consultants DATE OF TESTING: 10/16/2023 Arlington Commercial Development GRAIN SIZE ANALYSIS Test Results Summary ASTM D6913 SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 11/2" 3/4,, 3/8" 4 10 20 40 60 140 200 100 90 = 80 C9 W 70 Im 60 W Z LL 50 Z W U W 40 LU 30 20 10 0 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS Coarse Fine Coarse Medium Fine Silt Clay BOULDERS COBBLES GRAVEL SAND FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture(%) Fines(%) Description GRAVEL, with B-2 S-4 10 5.2 15.3 sand and silt PROJECT NO: 2760.01 PROJECT NAME: Zipper Geo Associates,LLC Geotechnical and Environmental Consultants DATE OF TESTING: 10/16/2023 Arlington Commercial Development GRAIN SIZE ANALYSIS Test Results Summary ASTM D6913 SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 1112" 3/4" 3/8" 4 10 20 40 60 140 200 100 90 = 80 W ?� 70 Im LU 60 Z M 1.— 50 Z W tU IW 40 W Ilk a 30 20 10 0 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS Coarse Fine Coarse Medium Fine Silt Clay BOULDERS COBBLES GRAVEL SAND FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture(%) Fines(%) Description GRAVEL, with B-2 S-5 15 5.1 13.3 sand and silt PROJECT NO:2760.01 PROJECT NAME: Zipper Geo Associates,LLC Geotechnical and Environmental Consultants DATE OF TESTING: 10/16/2023 Arlington Commercial Development GRAIN SIZE ANALYSIS Test Results Summary ASTM D6913 SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 11/2" 3/4" 3/8" 4 10 20 40 60 140 200 100 90 = 80 W ?� 70 m 60 W Z 50 Z W tU W 40 W a 30 20 10 0 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS LGRAVEL Fine Coarse Medium Fine Silt Clay BOULDERS COBBLES SAND FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture (%) Fines(%) Description SAND, with B-3 S-2 5 5.4 6.8 gravel, some silt PROJECT NO:2760.01 PROJECT NAME: Zipper Geo Associates, LLC Geotechnical and Environmental Consultants DATE OF TESTING: 10/16/2023 Arlington Commercial Development GRAIN SIZE ANALYSIS Test Results Summary ASTM D6913 SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 11/2" 3/4" 3/8" 4 10 20 40 60 140 200 100 90 = 80 W ?� 70 Im 60 LU Z 1.— 50 Z LU tU Ili 40 W a 30 20 10 0 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS Coarse Fine Coarse Medium Fine Silt Clay BOULDERS COBBLES GRAVEL SAND FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture(%) Fines(%) Description Sandy SILT, B-3 S-3 7.5 26.1 61.4 trace gravel PROJECT NO: 2760.01 PROJECT NAME: Zipper Geo Associates,LLC Geotechnical and Environmental Consultants DATE OF TESTING: 10/16/2023 Arlington Commercial Development GRAIN SIZE ANALYSIS Test Results Summary ASTM D6913 SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 11/2" 3/4" 3/8" 4 10 20 40 60 140 200 100 90 = 80 C9 W 70 Im 60 W Z M 50 Z W U W 40 LU 30 20 10 0 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS Coarse Fine Coarse Medium Fine Silt Clay BOULDERS COBBLES GRAVEL SAND FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture (%) Fines(%) Description B 3 S-4 10 17.6 35.9 Silty SAND, with gravel PROJECT NO:2760.01 PROJECT NAME: Zipper Geo Associates,LLC Geotechnical and Environmental Consultants DATE OF TESTING: 10/16/2023 Arlington Commercial Development GRAIN SIZE ANALYSIS Test Results Summary ASTM D6913 SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 11/2" 3/4" 3/8" 4 10 20 40 60 140 200 100 90 = 80 W ?� 70 m 60 W Z 50 Z W tU W 40 W a 30 20 10 0 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS LGRAVEL Fine Coarse Medium Fine Silt Clay BOULDERS COBBLES SAND FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture (%) Fines(%) Description Silty SAND, B-3 S-5 15 21.4 43.5 some gravel PROJECT NO:2760.01 PROJECT NAME: Zipper Geo Associates, LLC Geotechnical and Environmental Consultants DATE OF TESTING: 10/16/2023 Arlington Commerical Development GRAIN SIZE ANALYSIS Test Results Summary ASTM D6913 SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 11/2" 3/4" 3/8" 4 10 20 40 60 140 200 100 90 = 80 W ?� 70 Im 60 W Z 50 Z W tU W 40 W a 30 20 10 0 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS LGRAVEL Fine Coarse Medium Fine Silt Clay BOULDERS COBBLES SAND FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture (%) Fines(%) Description SAND, with silt, B-4 S-2 5 14.7 23.8 trace gravel PROJECT NO:2760.01 PROJECT NAME: Zipper Geo Associates, LLC Geotechnical and Environmental Consultants DATE OF TESTING: 10/16/2023 Arlington Commercial Development GRAIN SIZE ANALYSIS Test Results Summary ASTM D6913 SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 11/2" 3/4" 3/8" 4 10 20 40 60 140 200 100 90 = 80 W ?� 70 m 60 W Z M 50 Z W tU W 40 W a 30 20 10 0 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS LGRAVEL Fine Coarse Medium Fine Silt Clay BOULDERS COBBLES SAND FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture (%) Fines(%) Description Silty SAND, B-4 S-3 7.5 18.5 30.6 trace gravel PROJECT NO:2760.01 PROJECT NAME: Zipper Geo Associates, LLC Geotechnical and Environmental Consultants DATE OF TESTING: 10/16/2023 Arlington Commercial Development GRAIN SIZE ANALYSIS Test Results Summary ASTM D6913 SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 11/2" 3/4" 3/8" 4 10 20 40 60 140 200 100 90 = 80 W ?� 70 Im 60 W Z 50 Z W tU Ili 40 W a 30 20 10 0 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS Coarse Fine Coarse Medium Fine Silt Clay BOULDERS COBBLES GRAVEL SAND FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture(%) Fines(%) Description Gravelly SAND, B-4 S-5 15 6.1 7.4 some silt PROJECT NO: 2760.01 PROJECT NAME: Zipper Geo Associates,LLC Geotechnical and Environmental Consultants DATE OF TESTING: 10/16/2023 Arlington Commercial Development AWEST Am Test Inc. L A e o R A T o R I E S Professional 13600 NE 126TH PL Analytical Suite C Services Kirkland, WA 98034 (425) 885-1664 Oct 25 2023 ZIPPER GEO ASSOCIATES, LLC 19019 36TH AVENUE W SUITE E LYNNWOOD, WA 98036 Attention: JAMES GEORGIS Dear JAMES GEORGIS: Enclosed please find the analytical data for your ARLINGTON COMMERCIAL DEVELOPMENT project. The following is a cross correlation of client and laboratory identifications for your convenience. CLIENT ID MATRIX AMTEST ID TEST B-1 S-2 5' Soil 23-AO18155 CONV B-2 S-3 7.5' Soil 23-AO18156 CONV B-4 S-4 10' Soil 23-AO18157 CONV Your samples were received on Monday, October 16, 2023. At the time of receipt, the samples were logged in and properly maintained prior to the subsequent analysis. The analytical procedures used at AmTest are well documented and are typically derived from the protocols of the EPA, USDA, FDA or the Army Corps of Engineers. Following the analytical data you will find the Quality Control (QC) results. Please note that the detection limits that are listed in the body of the report refer to the Practical Quantitation Limits (PQL's), as opposed to the Method Detection Limits (MDL's). If you should have any questions pertaining to the data package, please feel free to contact me. Sincerely, Aaron Young Vice President Project#: 2760.01 BACT = Bacteriological MET = Metals NUT=Nutrients MIN=Minerals CONV = Conventionals ORG = Organics DEM=Demand P.1 Am Test Inc. Professional 13600 NE 126TH PL Analytical Suite C Services Kirkland, WA 98034 1"EST (425) 885-1664 L A B O R A r o R i E s www.amtestlab.com ANALYSIS REPORT ZIPPER GEO ASSOCIATES, LLC Date Received: 10/16/23 19019 36TH AVENUE W Date Reported: 10/25/23 LYNNWOOD, WA 98036 Attention: JAMES GEORGIS Project Name: ARLINGTON COMMERCIAL DEVELOPMENT Project #: 2760.01 All results reported on an as received basis. AMTEST Identification Number 23-AO18155 Client Identification B-1 S-2 5' Sampling Date 10/16/23 Conventionals PARAMETER RESULT UNITS Q D.L. METHOD ANALYST DATE Cation Exchange Capacity 15.8 meq/100g 1 10.5 SW-846 9081 1 CM 10/19/23 AMTEST Identification Number 23-AO18156 Client Identification B-2 S-3 7.5' Sampling Date 10/16/23 Conventionals PARAMETER IRESULT UNITS Q D.L. METHOD JANALYST DATE (Cation Exchange Capacity 16.3 meq/100g 1 10.5 SW-846 9081 1CM 10/19/23 P.2 ZIPPER GEO ASSOCIATES, LLC Project Name: ARLINGTON COMMERCIAL DEVELOPMENT AmTest I D: 23-AO18157 AMTEST Identification Number 23-AO18157 Client Identification B-4 S-4 10' Sampling Date 10/16/23 Conventionals PARAMETER RESULT UNITS Q D.L. METHOD ANALYST DATE Cation Exchange Capacity 16.5 meq/100g 1 10.5 SW-846 9081 ICM 10/19/23 Aar n Young Vice President P.3 Am Test Inc. Professional 13600 NE 126th PL Analytical Suite C Services Kirkland, WA, 98034 EST (425) 885-1664 L A B O R A r o R I E s www.amtestlab.com QC Summary for sample numbers: 23-A018155 to 23-A018157 DUPLICATES SAMPLE# ANALYTE UNITS SAMPLE VALUE DUP VALUE RPD 23-A017935 Cation Exchange Capacity meq/100g 2.7 2.9 7.1 23-A018157 Cation Exchange Capacity meq/100g 6.5 5.1 24. STANDARD REFERENCE MATERIALS ANALYTE UNITS TRUE VALUE MEASURED VALUE RECOVERY Cation Exchange Capacity meq/100g 2.0 2.0 100. % Cation Exchange Capacity meq/100g 2.0 2.0 100. % BLANKS ANALYTE UNITS IRESULT Cation Exchange Capacity meq/100g < 0.1 Cation Exchange Capacity meq/100g < 0.1 PA \ C z \ , � . EXPLORATION $ r ` 2 \ \ DESIGNATION \ � \ \ \ U = a a �Po�H G) k3� ° (feet) \ \ BOTTOM DEPTH : 2 ° ° Aw m CD - \ = ma7uRE - a Q c¥mT(%) / \ o�Ae ( \ ® ® ' c¥mT(%) cD CD 0 CD \ { SPECIFIC GRAVITY o � a g = s D / C-40 CD 7 < n � \ } \ \ \ m 0 _ / ] \ _ \ 03 CD m CD - � CD -0 � c CD o) < 0 m 2 22cn � ] Q %G�vL CD g. a ° 7 \ cn CD %SAND C) ) %BNB e e e ASTM SOIL $ _ _ = CLASSIFICATION \ % CD = 0 0 0 ( ( NJm 0 \ \ \ e N C k \ \ \ y D . a cn e § 0 2 \ 0 0 q I") 2 > £ t t § a - _ » » 7 / \ t e \ ] o m 0 - t 0z \ m m � Community & Economic Development 18204 59th Avenue NE,Arlington, WA 98223 360-403-3551 • W Today's Date Staff Requesting Refund Reason for Refund w May 16, 2024 Choose an item. ❑X Duplicate Payment A El Charged in Error Hannah Hardwick Date Charge Was Made Transaction Number Bars Number T ® Building Plan Review Mr♦ O 006.345.83.00.02 99 May 16, 2024 XBP Conf: 173183265 El Other: Customer Name Customer Address Chris McClure 3213 W Wheeler St Seattle,Wa, #750 Description: Refund Permit Include Proof ofP y a ment Amount: $9779.08 Number: 5996 Approved By: Date: 18204 59th Avenue NE REVIEW COMMENT FORM Arlington,WA 98223 360-403-3551 Project Name: Wet Rabbit-Arlington Permit No.:BLD5996 Review Date: Contact: Scott Harris Phone No.: 206-369-8881 Review Phase: 1 Report Date: 7/12/2024 Reviewing Dept.: CED Engineer Project#: Plan Stamp Date: 05/10/2024 —W—[-Req Dwg.or Add'1 Ref. Comment Response/Resolution City Spec.Ref. Approved 1. AL General Awning does not match what was approved during design review.Please see attached and revise the plans. 2. KO FYI All roofs to have gutters/scuppers with downspouts directly piped to infiltration system,including all awnings and pay station.Sheet flow from any roof surface not allowed. 3. SB FYI A sewer discharge agreement is required. 4. GT FYI install the RPBA at meter location inside Hot box as premise isolation,RPBA shall not be installed inside. S. 6. 7. 8. 9. 10. 11. 12. Page 1 of 1 18204 59th Avenue NE REVIEW COMMENT FORM Arlington,WA98223 360-403-3551 Project Name: Wet Rabbit-Arlington Permit No.:BLD5996 Review Date: Contact: Scott Harris Phone No.: 206-369-8881 Review Phase: 1 Report Date: 7/12/2024 Reviewing Dept.: CED Engineer Project#: Plan Stamp Date:05/10/2024 T��-r Dwg.or Add'l Ref. Comment Response/Resolution City Sp ec.Ref. Approved 1. AL General Awning does not match what was approved during Please see updated sheets reflecting the updates design review.Please see attached and revise the to match the approved planning department plans. package. 2. KO FYI All roofs to have gutters/scuppers with downspouts All roofs drain to downspouts and directly directly piped to infiltration system,including all piped to infiltration system. awnings and pay station.Sheet flow from any roof surface not allowed. 3. SB FYI A sewer discharge agreement is required. One will be provided. 4. GT FYI install the RPBA at meter location inside Hot box as The domestic water RPBA will be placed inside premise isolation,RPBA shall not be installed inside. the building in a room where there is no chemical storage per civil permit: 3732 5. 6. 7. 8. 9. 10. 11. 12. Pagel of 1 ABBREVIATIONS REFERENCE SYMBOLS PROJECT DIRECTORY DRAWING INDEX AC ASR ACCESSIBLE NCRER: ID NSIDE -- WET RABBIT - ARLINGTON GENERAL ACC ACCESSIBLE INFO INCLUDE,NcwDiNc SECTION A42 GENERAL INFORMATION 8 EGRESS PUN ACP AccusrDucEBIRCPANEL NFD INFORMATION W ARLINGT NLLC A-005 SITE PUN MST ACOU TIDAL L INSUL INSULATE,INSULATION A-005 SITE PLAN AD ADDENDUM INT INTERIOR' AT AXXX 7530 204TH ST SE A-007 SITE DETAILS ADDM ADDENDUM MiD INDIRECTWASTE NWN SHEET NUMBER ADI ADJUSTABLE PHONE:(206)284821XI ARCHITECTURAL SDH Architect AFF ABOVE FINISHED FLOOR JAN JANITOR BUILDING SECTION INDICATOR H mu MRHANDLINGUNR jr JNNT E A4 III SLAB PLAN ALT ALTERNATE A•1I FLOOR PLAN MUM ALUMINUM NIT KITCHEN SECTION ARLINGTON WASHINGTON 98223 EMAIL:CHRIS@WETRABBITEXPRESS.COM A.,12 TOWER PLAN ANDD ANODIZED I A-191 REFLECTEDLANN CEILING PLAN APPROX APARTMENTS L LONG YJ AIR APARTMENT LAM LAUINUE,WAINATEG AX)OL am h135 f9IPM",�roo" "-,:EFfRENCf-6NH' SDHArchitect ARCH AUTOMACT,ARCHITECNR& LAV LAVATORY Y SHEET NUMBER AV AUTO DIOVISUAL LT LLAGVHf WALL SECTION INDICATOR A136 EQUHhffNTS611EBULE RETEREHBEOI&Y 3261NWCELILOLN AWP ACOUSrlrxWALL PANEI{S) LTG LN3HTNG TACOMA,WA 98409 BEND,OR97703 BB BULLETIN BOARD MAS NASONRY -DETAIL PHONE:(253)531.2144 A--30''2 BUILOINGSECTIONS 206.369.8881 BD BOARD MATL MATERIAL xx CONTACT:JIM MORTENSEN A-M WALL SECTIONS BLDG BUILDING MAX MAXIMUM ELMS BLOCIGNG MECH MECHANCAL EMAIL:JMORTENSEN@SAYBR.COM A-0 WALL SECTIONS Bo BOTTOM OF MED MEDIUM SHEET NUMBER A-M7 WALL SECTIONS —ER BOT BOTTOM AEMB MEMBRANE A-308 WALL SECTIONS BRG BEARING M 7 MEZZANINE ARCHITECT: A401 ENLARGED RESTROOM PUN BRZ RRONnE MGT MANAGEMENT SECTION DETAIL INDICATOR SDH BENT RASENENT MFR MANUFACTURER A-0601 DOER&WNDOW SCHEDULES BUR BUILT UP ROOFING MI MANHOLE 3261 WOCELILOWC MIN MINIMUM,MINUTE DETAIL CAB CABINET MISC MISCEILWEOUS *SHEETNUMBER ETAIL •-� BEND,OR97703 CB CEMENT.EN NO MORONRYOPENING PHONE:206.369.8881 STRUCTURAL CENT CATCHSCFMENTRIOUS MS SOPSINK / 1 S-120 GENE PLANOTESBABBREVIATIONS ° DER CERAMIC MITI) MOUNTED CONTACT: S•002 GENERAL NOTES B ABBREVIATIONS(CONIT.) WETIZABBIT CG CORNERQUARD MTL METAL EMAIL:SCOT.HARRIS@SDHARCHITECT.COM S-110 FOUNDATION PLAN ClC COAT CASTIRROJ "�L ` SCOPE OF WORK �1 LOW ROOF PLAN EXPRESS CAR WASH WORK UNDER SEPARATE PERMIT ICP CANT NaFUAAE NIC Nm�CONTACT CIVIL: S•140 HIGH ROOF PLAN WET RABBIT LLC DETAIL INDICATOR PAID S-510 CONCRETE DETAILS CL CERTNRUNE No NUMBER WORK INCLUDES CONSTRUCTION OFA4,8145F SINGLE LEVEL CARWASH3213 OLD CEILING NOS NOMINAL BUILDING,INCLUDING ALL RELATED SITE IMPROVEMENTS. A TENANT IDENTIFICATION SIGNAGE fi814GREENW00DAVEN S•511 CONCREAEOETAILS SEAT WHEELERST#750 OLD CLOSET NTS NOTTOSGIE SEATTLE,WA 98199 CM CLEAR ELEVATION ELEVATION PHONE:SEATTLE,WA 2-951 5521 STEEL DETAILS CUR CONCRETE MASONRY UNIT oc ON CENTER S•521 STEEL DETAILS 206-284-8200 Do CLEAN OUT,CASED OPENING ON OVERHEAD SHEETNUMBER PHONE:T.TRAVISCH A.XpI S 540 W000 DETAILS COL COLUMN oG OUTSIDE DIAMETERSHEET NUMBER CONTACT:TRAVISCHESHIRE S•550 LIGHT GAGE FRAMING DETAILS COMO COMMUNICATION OPP OPENING EMAIL:TCHESHIRE PACLAND.COM wND CONCRETE oPP aPPosrrE EXTERIOR ELEVATION INDICATOR INTERIOR ELEVATION INDICATOR @ MECHANICAL CONN CONNECTION,CONNECT ORD OVERR.OWROOFORAIN CONSTR CONSTRUCTION OTS OPEN TO STRUCTURE M1.01 MECHANICAL LEGEND AND GENERAL NOTES CoNT CWNUOUS,CONTINUE ABOVE STRUCTURAL: M1.02 MECHANICAL SCHEDULES CORR CORRIDOR oft MATCH LINE AUE M2.01 MECHANICAL FLOOR PLAN OFT CARPET PBD PARTICLEBOARD SEE XXIA-XXX 13228 NE 20TH ST,SUITE 100 M2.02 MECHANICAL ROOF PUN DSWX CASEWORK PRCST PRECAST CTR CENTER ED PLANTER DRAIN GENERAL NOTES BELLEVUE.WA96005 PLUMBING DI CUBIC PERP PERPENDICULAR MATCHUNE INDICATOR PHONE:(425)502.5078 P1.01 PLUMBING LEGEND AND GENERAL NOTES PIA, PLAsncIAMINATE P1.02 PLUMBING SCHEDULESBRISERDAGRAMS D GEEP,DEPTH PIAs PLASTER CONTACT:ALEXHABLSTON P2.00 UNDERGROUND PLUMBING PLAN F DBL DOABLE PLvwo PLYWOOD XX X.X 1.00NOTSCALETHEDRAWINGS. EMAIL:ALEXH@AU•ENG.COM P2.01 PLUMBING FLOOR PLAN DEMO DEMOLISH,DEMOLITION PNL PANEL NEW COLUMN GRID GET DETAIL PL PROPERTYUNE P2.02 PLUMBING ROOF PLAN DF DRIMONGFQUNTAIN PIT PAIR INDICATED AND GRID LINES 2.VERIFY FIELD CONDITIONS PRIOR TO COMMENCEMENT OF EACH PORTION OFTHE MECHANICAL PLUMBING ELECTRICAL ENGINEER: P3.01 GAS PIPING PUN DM DIAMETER PRKG PARKING DING DIAGONAL,NAGRAM PROP PROPERTY WORK. METRIX ENGINEERS ELECTRICAL DIM DIMENSION PT PAINT,POINT PHONE:206-920-924D E0.01 ELECTRICAL LEGEND AND NOTES DM DINOE,DIVISION PTN PARTITION EL 100.00' E0.02 ELECTRICAL SCHEDULES IN PF DAMPPRaoF,DAAEPROOFINc 3.THE CONTRACT DOCUMENTS ARE COMPLEMENTARY,AND WHAT IS REQUIRED BY ONE CONTACT:SCOT MILLER E0.03 ELECTRICAL SCHEDULES ON DOWN R RADIUS,RISER SPOT ELEVATION INDICATOR SHALL BE BINDING IF REQUIRED BY ALL.THE CONTRACTOR SHALL COORDINATE ALL DR DOOR,DRESS NO ROOM RC REFLECTED CEILING PLAN ENIAIL:SCOTM@METRIXENG.COM E0.04 ELECTRICAL SCHEDULES DS DOYMSPOUTI NOR ROOF DRAIN,ROAD PORTIONS OF THE WORK AS DESCRIBED IN THE CONTRACT DOCUMENTS.NOTIFY THE E1.01 ELECTRICAL SITE PLAN DW DISHWASHER REF REFER TO,REFERENCE ARCHITECT FOR RESOLUTION OF ALL DISCREPANCIES PRIOR TO CONSTRUCTION. E1.02 ELECTRICAL PHOTOMETRIC PUN ONG DRAWING REF REFRIGERATOR E2.01 ELECTRICAL LIGHTING PLAN ONE DRAWER NONE REINFORCED, DATUM INDICATOR E3.01 ELECTRICAL POWER AND SYSTEM PLAN READ REQUIRED 4.DIMENSIONS ARE TO THE STRUCTURAL GRID OR TO FINISH SURFACES,UNLESS E8.01 ELECTRICAL ONE LINE DIAGRAM E EAST REV REVISED,REVISION EIFS EXTERIOR INSULATION AND RFG ROOFING ROOM NAME OTHERWISE INDICATED. FINISHEYSTEM RM ROOM 2022 ROOM NAME AND NUMBER EJ EXPANSIONJOINT RO ROUGH OPENING EL ELEVATION ROW RIGHTOFWAY 5.DOORS AND CASED OPENINGS INDICATED NEARBY WALL INTERSECTIONS,SHALL BE E'. ELECTRIC.ELECTRICAL NT RIGHT --- STRUCTURAL GRID LOCATED SO THAT THE EDGE OF THE FINISH OPENING IS SIX INCHES FROM THE FACE ELEV ELEVATOR ENCL ENCLOSE,ENCLOSURE S SOUTH OF THE NEARBY WALL UNLESS OTHERWISE INDICATED,ALL OTHER DOORS AND CASED EP ELECTRIC PANEL SAM SELF ADHERING MEMBRANE OPENINGS SHALL BE CENTERED BETWEEN ADJACENT WALL INTERSECTIONS. E GO EQUAL SC SOLID CORE EQUIP EQUIPMENT SCHED SCHEDULE Esc& ESCALATOR ED STORM DRAIN 6.ALL ANGLED WALLS ARE 45°,90°OR 135°JOIN. EXH EXHAUST SECT SEcnON EXP EXPANSION,EXPOSED SOL SINGLE EXIST EXISTING BHT SHEET 7.ALL WOOD BACKERS AND NAILER$SHALL BE FIRE RETARDANT. SHTHG SHEATHING FA FIREALARM SIM SIMILAR FCIC FURNISHED BY CONTRACTOR SPEC SPECIFICATION INSTAUJEDBYCORTRACTOR SPKIR SPRINKLER FCIO FURNISHED BYCONTRX70 TV SPAR SPEAKER INSTALLED BY OWNER SO SQUARE ED FLOOR DRAIN Ss SERVICE SINK ROC FIRE DEPARTMENT SST STAINLESSSTEEL CONNECTION STC SDUNDTRANSMISSON CLAM RO N FOUNDATION STD STANDARD RE FIREEXTINGUISHER � STO E PROPERTY INFORMATION FEC FIRE EXTINGUISHER STRUCT STRUCTURAL CABINET FUSP SUSPENDED FH FIRE HYIXUM FIG FIG ROSECPBINET RE T TREAD PER ALTA COMMITMENT FOR TITLE INSURANCE BY FIRST AMERICAN FIN FINISH,FINISHED TSG TONGUE AND GROOVE TITLE INSURANCE COMPANY,COMMITMENT NO.NCS•1193299-WAl REX FLEXIBLE TEL TELEPHONE RR FLOOR ROOFING TEMP TEMPERATURE,TEMPORARY DATED SEPTEMBER 21,2023. ° FLUOR FLUORESCENT TER( THICK,TERRAllO SS Fo FACE NISHEDBYOW ERI ING THITMPD TEMPERED PARCEL I:A PORTION OF THE NORTHWEST QUARTER OF THE FOIc FURNISHED TO TOP OF NORTHEAST QUARTER OF SECTION 14,TOWNSHIP 31 NORTH,RANGE 5 FOIO FURNISHED BY OWNER TSTAT THERMOSTAT INSTADBDBYOWNER Tv TELEVISION EAST,W.M.,IN SNOHOMISH COUNTY,WASHINGTON,DESCRIBED AS FP FIRE PROTECTION,FIREPROOF TYP TYPICAL FOLLOWS: FR FRAME,FIRE RATED LONG UNDERGROUND FRMG FRAMING UNRN UNFINISHED FREE FIREPROOF,FIREPROOFING UON UNLESSOnIERMSENOTFD FS LO COMMENCING AT A POINT 198 FEET FAST OF THE NORTHWEST CORNER FRT F R N OF THE NORTHEAST QUARTER OF SAID SECTION 14;THENCE SOUTH FT FOOT A SINK TIREATED VERT VERTICAL 320 FEET;THENCE EAST 132 FEET;THENCE NORTH 320 FEET;THENCE FIG FOOTING VEST VESTIBULE FlR FUTURE VIF VERIFY IN FIELD WEST 132 FEET TO THE POINT OF BEGINNING; FVC FIRE HOSE VALVE CABINET VNR VENEER FIND FABRICW&LCDVERNG VR YVWC VINYYLLWALUCOVERING EXCEPT PORTION CONVEYED TO THE STATE OF WASHINGTON BY DEED RETARDER GA FWP FABRCWRAPPEDPANRIs) RECORDED IN VOLUME 568 OF DEEDS,PAGE 6,UNDER RECORDING NO. BA GALE W/ win�i'wDe 1148158; BALM GALVANIZED W/o WITHOUT GEN GENERAL,GENERATOR WC WATER CLOSET,WALLCOVERING cFac REINFORCER wo WOOD ALSO EXCEPT THAT PORTION THEREOF LYING WITHIN THE BOUNDARIES REINFORCER CONCRETE WH WALL HYDRANT OFRG REINFORCER OF 204TH STREET NORTHEAST(KENT•KANGLEY ROAD); REINFORCED GYPSUM WP WEATHERPROOF,WATERPROOF, 9729 GFRP GIASS,FIBER WATERPROOFING,WORK POINT h�GISTERED REINFORCED RASTIC WE WATER RESETANM ALSO EXCEPT THAT PORTION CONVEYED TO THE CITY OF ARLINGTON wr WEIGHT ARCP,lcccr GIL Gass WWF WEL EUWTREFABRC FOR STREET PURPOSES BY DEED RECORDED SEPTEMBER 29,1993 rir PED GYPPSSUMBOARo UNDER RECORDING NO.9309290556. SC0rT0AVH)HM RIS I %EMIT TMMSFORMER SCOTT DAVID HARRI$ NET HIGH EBIBB PARCEL II: ER HC HOLLOWCORE NINE HARDBOARD PARCEL B,CITY OF ARLINGTON DUSKIN BOUNDARY LINE ADJUSTMENT HOW HARDWARE CITY FILE NUMBER PLN#899,RECORDED MARCH 10,2022 AS NHARDWOOD M o HOLLLOWMETAL RECORDING NO.202203105003,IN SNOHOMISH COUNTY,WASHINGTON. NO HOLD OPEN H R HOUR SITUATE IN THE COUNTY OF SNOHOMISH,STATE OF WASHINGTON. WET RABBIT- NTV HAC EATING,VENTILATION ARLINGTON-204 TH ANDAIR•CONDRKMING 7530 2D4TH ST NE E ARLINGTON,WA 98223 ISSUED I REVISED DATE PERMIT/BID SET 05.10.24 PERMIT COMMENTS 1 08.02.24 ZONING PERMIT:PLN#1160 DESIGN REVIEW:PLN#1161 PERMIT COMMENTS 1 07.25.24 GENERAL INFORMATION A-001 aarn u�: s4 X 1 2 3 4 5 6 SDH Architect SDH Architect I I 3261 NVV CELILO LN BEND,OR 97703 206.369.8881 A — — OMER I I I I I WET RABBIT LLC E � SEATTLE,WA 98199 206-284-8200 I I I I I f / BFEn — L_—J — [F— r--� GENACROOM I \ pT+�' � _ EC7(�ICAL /'� � /� � STORA ��_ 1 / TRAVEL DISTANCE M#1 1 107 11Y6 I / 105 ` ROOM#2 / / 2 / �USTOMER SERVICE MANNER'S OF/FIEF L EQUIPMENT ROOM TACTILE EXIT SIGN �.. RESTROOM EXIT WIDTH:32" EXIT WIDTH:46" I I I EXIT WIDTH:UtT WIDTH:46" 0 BFOL c 9779 hiGISTERED ARCHItECT PLAN NORTH SCOTT DAVID HARRIS STATE OF WASHINGTON 0 1' 2' 4' 6' SCALE: BUILDING CODE INFORMATION ENERGY COMPLIANCE WET RABBIT- ARLINGTON-204 TH JURISDICTION: ARLINGTON,WA ALLOWABLE AREAS AND HEIGHTS OCCPUPIED OFFICE 105,106,107•BOCCUPANCY 1. AIR LEAKAGE TESTING IS REQUIRED FOR WSEC COMPLIANCE. COMMERCIAL ENERGY EFFICIENCY 7530 204TH ST NE e NOTE:AREAS REFERENCED ARE FOR CODE ANALYSIS ONLY AREA; 348 SF 2. AIR LEAKAGE TESTING SHALL BE PERFORMED PER ASTM C779 AND TARGET LEAKAGE RATE IS 0.25 CFWFT2 OPAQUE(TABLE C402.1.3): ARLINGTON,WA 98223 BUILDING AREA: 5,058 SF SINGLE LEVEL BUILDING HEIGHT(SECTION 504.2): OCCUPANT LOAD(TABLE1004.12): B 1OCC1150SF=3OCC AT0.3 IN.WG(75P9). ROOF INSULATION(ABOVE DECK): R-Md ALLOWABLE: 40'(2 STORY) EXIT WIDTH REQUIRED: 0.2 X 3 OCC=0.6" 3. GC TO SUBMITAIR ENCLOSURE LEAKAGE TEST REPORT TO JURISDICTION AND OWNER; WALLS(ABOVE GRADE)CIVIL: R•9.5 a MIN(8'CMU OF R 1.1+T BATT R•9.3)=11=10A d @ OCCUPIED SPACES ISSUED I REVISED DATE PROVIDED: 32'•'Y(1 STORY) TOTAL EXIT WIDTH PROVIDED: 64' 3.1. IF TEST RESULTS EXCEED 0.25 CFMIFT2,INDICATE THAT INSPECTION AND ALL PRACTICAL NOTE;METAL CLIPS AT 24 IN,ON CENTER HORIZONTALLY AND 16 IN.VERTICALLY APPLICABLE CODES: CORRECTIVE ACTIONS BE COMPLETED AND DOCUMENTED IN THE AIR LEAKAGE TEST REPORT. PERMITBIDSET 05.10.24 EXITS REQUIRED(SECTION 10062.1): 1 (ALSO,WHERE ALLOWED BY SECTION C402,1.3,FOR ASSEMBLIES WITH A RATIO PERMIT COMMENTS 1 08.02.24 BUILDING CODE; 2018 INTERNATIONAL BUILDING CODE(IBC) BUILDING HEIGHT(SECTION 505.2): EXITS PROVIDED: 1 3.2. FINITALTESTRESULTEXCEED0.40CFhUFT2,INDICATETHATCORRECTNEACTIONSSHALLALSO OF METAL PENETRATION AREA/MASS WALL AREA OF<0.0004 OR<0.04%OF THE TOTAL ALLOWABLE AREA: 9,000 SF INCLUDE RE-TESTING MASS WALL AREA ELECTRICAL CODE: 2018 NATIONAL ELECTRICAL CODE OCCPUPIED OFFICE 102,104,108,109-S OCCUPANCY ) 3.3. INDICATE PROVIDED AREA 5,058 SF SLAB ON GRADE(24"BELOW): R•10 MECHANICAL CODE: 2018 INTERNATIONAL MECHANICAL CODE(IMC) AREA; 1,009 SF RESULT IS 0.40 CFINFT2 OR LESS OPAQUE DOORS; U-0.37 PLUMBING CODE: 2018 UNIFORM PLUMBING CODE(UPC) FIRE-RESISTANCE RATING REQUIREMENTS OCCUPANT LOAD(TABLE 1004.12): S 10CC1300SF=4 OCC 3.4. INDICATE AIR BARRIER TEST REPORT IN PROJECT CLOSE OUT DOCUMENTATION PROVIDED TO STOREFRONT DOORS: U-0.6 MAX FIRE CODE: 2018 INTERNATIONAL FIRE CODE(IFC) BUILDING FIRE RESISTANCE REQUIREMENTS(TABLE 601): EXIT WIDTH REQUIRED: 0.2X4000=0.8" BUILDING OWNER. ENERGY CODE: 2018 WASHINGTON STATE ENERGY CODE(WSEC) STRUCTURAL FRAME NR TOTAL EXIT WIDTH PROVIDED: 3T 4. PROJECT CLOSE OUT DOCUMENTATION IS REQUIRED INCLUDING ALL APPLICABLE CALCULATIONS,WSEC ROLLING DOORS: R-4.75 FUEL GAS CODE: 2018 INTERNATIONAL FUEL GAS CODE IFGC BEARING WALLS•EXTERIOR NR EXITS REQUIRED(SECTION 10062.1): 1 ENVELOPE COMPLIANCE REPORTS AND FENESTRATION NFRC RATING CERTIFICATES. ( ) EXITS 1 FENESTRATION(TABLEC402.4); ACCESSIBILITY CODE: ICCAl17.1-2009 BEARINGWALLS-INTERIOR NR EXTERIOR NON-BEARING WALL(X>30') NR[TABLE 602) TOTAL OCCUPANT LOAD: 7OCCUPAMS NORTH FACING SHGC0.58,U-0,38 SOUTHMESTIEAST FACING: SHGC 0.48,U-0.3B INTERIOR NON-BEARING WALLS NR ZONING PERMIT:PLN#1160 FLOOR NR PLUMBING ER(IBC2TURE CALCULATIONS: DESIGN REVIEW:PLN#1161 OCCUPANCY GROUP: B ROOF NR PERIITIESR1 CONSTRUCTION TYPE: V•B FACILITIESREQUIRED FOR LEOCCUPANY: WIC;11250CCMALE 8 FEMALE PERMIT COMMENTS 1 07.2524 SEISMIC DESIGN CATEGORY: D FIRE EXTINGUISHERS LAV:1140DOC MALE BFEMALE SPRINKLERED: NO REQUIRED: PROVIDE NOT LESS THAN 2-A IBC SECTION 2902.2 SEPARATE FACILITIES PROVIDED: 10-B(MAX3,000SF) WHERE PLUMBING FIXTURES ARE REQUIRED,SEPARATE FACILITIES SHALL FIRE ALARM SYSTEM: NO MAX SEPARATION: 75 EXITING BE PROVIDED FOR EACH SEX. EGRESS PLAN SECTION 1017.2-EXIT ACCESS TRAVEL DISTANCE EXCEPTION:SEPARATE FACILITIES SHALL NOT BE REQUIRED IN ALLOWABLE EXIT NOT SPRINKLERED)B COMPANY: 200 FEET STRUCTURES WITH A TOTAL OCCUPANT LOAD OF 15 OR FEWER MAXIMUM COMMON PATH OF EGRESS: 75 FEET FACILITIES PROVIDED:1 UNISEX RESTROOM EXITS REQUIRED IBC 1015.1: 1 MIN A-002 . src«wort�rr• Ar� �Xl H Architect E E E E E E E E E E E E ■ I EST E E E E E E E E E E E— �r —F— —E-- —E— E E_ E E E E E E —E E E E E E E — E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E � �— � —� �- —F— E E f E E E E E E E F E E E E E E E E F E E E E E E E E E E E E E E E E E E E E E E E E — F— --E —E_---� E E E E E\ ` SDH Architect E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E __� \ ` 3261 NW CELILO LN E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E I'i F E E E E E \ BEND,OR 97703 E ii I ii E E E F E E V� 206.369.8881 F E E E E —ER I E E E /�A WASHE E E C �� E E E E E E E E �E F E E E E E F E I FFE TUNNEL=129.50 - 129.94 E E E I E E EOW WETRABBIT E F E E I I ET RABBIT LLC E 213 W.WHEELER ST#750 E E I SEATTLE,WA 98199 E E E E E E E 206-284-8200 ` E I E E !! 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T P 128.08 B 29.94 1 .59EDGE 126.60EDGE 126.67EDGE 128.68 DGE 129.93T P11 WASH 129.50TOP �� I I I 128.09 B 129.08 BTM WET RABBIT LLC 129.50 TOP -�; 129.08 BTM 129.39TOP I I SEATTLE,WA98199 CAR WASH BAY TU�NNEL 127.55 BTM 101 206-284-8200 129.43 TOP 129.51 TOP \29.52 TOP 129.56 TOP .62 TOP 129.66 TOP \121.86 TOP 129.71 TOP 129.71 TOP 29.94 TOP 126.92 BTM 126.92 BTM 126.93 BTM 127.13 BTM CONTROL 127.74 8TM 127.99 BTM 127.99 BTM 127.00 BTM 27.01 BTM 28.10 BTM 129.50 TOP CONTROLJOINT JOINT CONTROL NTROL 129.08 BTM I I CONTROL OINT J01 T JOINT (C4� JOINT (CJ)TYP (�)TYp I JOINT I I (CJ)TYP. (CJ) X-T (�I TYP. MAX SPACING FOR CONTROL JOINTS,TYP 1 Ti FINISHED FLOOR) 12. 1 .50 129.94 129. 9 50 130.34 TO OF STEM 130.34 TOP OF STEM 130.34TOP OF STEM 129.97 129.97 130.34 TOP OF STEM 130.34 TOP OF STEM 129.6 - - - 129.97 .91 30.50 130.34 TOP OF BM � - -- - J 129.97 // 129.97R CONTROL 12 itpNIROL CONTROL CONTROL 129.97 129.97 129.97 129.97 130.34 TOP OFSTE _ JOINT 129.97 338.80 129.97 JOINT JOINT JOINT STORAGENAC ROOM 130.47 ELECTRICAL CJ TYR TYP, CJ TYP. CJ TYP. 104 O _ ->+ (CJ) 1 ) ( 1 (� ROOM#1 `\ ELECTRICAL 102 CUSTOMER SERVICE MANAGER'S OFFICE ES ROOM#2 EQUIPMENT ROOM 9. m 1 FINISHEDFLOOR TROC M 109 103 129.94 129.94 129.94 129.94 129.94 129.94 u T 129,71 FINISHED FLOOR) ® - - 129.97 29,97 FE 129.97 129.97 129.91 129.97 129.87 21 12. ) 12. � 129.9 129.97 129.97 - 129,97 � 129 7 � � 129.97 I I I I I I 0 c 9779 hiGISTEREARCHITECTI PLAN NORTH SCOTT DAVID HARRIS STATE OF WASHINGTON 0 V 2' 4' 8' SCALE:114`l'4T KEY NOTES WET RABBIT- ARLINGTON-204 TH 1. CONTROL JOINT EVERY 2PBOTHDIRECTIONS-SEE STRUCTURALDRAWINGS 7530 204TH ST ISE Z SLAB ELEVATIONS:a-0"AFF=129.71'SEE CIVIL DRAWINGS ARLINGTON,WA 98223 ISSUED I REVISED DATE PERMIT/BID SET 05.10.24 PERM COMMENTS 1 08.02.24 ZONING PERMIT:PLN#1160 DESIGN REVIEW:PLN#1161 A PERMIT COMMENTS 1 07.25.24 SLAB PLAN A-110 1 4 a 4 r e e to n to oeswxu"w«�c. C1 1 2 3 A-201 4 5HDOWNSPOUT SDH Architect e 2-0" 37'-9" 76.8- 161-F DOWNSPOUT DH Architect 1 3261 NW CELILO LN 5'•' 14'-0" 13'•T 13'-0' 6'-0 16 4' 13'-0' 8'-0 13'a' BEND,OR 97703 R.O. R.O. R.0. R.O. R.O. 206.369.8881 A — — — 4 1018 26-1. WS 1 W5 I Q O § OM ER D 10 - 31'•1' EXTRUTECH PANELS ON ALL u EXTRUTECH PANELS ON ALL INSIDE TUNNEL WALLS EXTRUTECHPARTITIONSBY INSIDE TUNNEL WALLS TXTRUTECHPARTITIONS91Y CONTRACTOR,INSTALLED BY R,INSTALLE o AlI I 1 Oh- WETRABBIT 101A WET RABBIT LLC CAR WASH BAY TUNNEL 101C SEATTLE,WA 98199 3213 W.WHEELER T#750 CONVEYOR,SEE EOUIPMENTITRENCH PLANS- �S 101 206-284-8200 A7 1 EXTRUTECH PARTITIONS BY FLOOR:® EXTRUTECH PARTITIONS Y CONTRACTOR,INSTALLED BY 1 WALL' CONTRACTOR,INSTALLE BY BASE: CONTRACTOR CONTRACTOR 31'P EXTRUTECH PANELS ON ALL @ EXTRUTECH 3'•4' 1'.6' INSIDE TUNNEL WALLS Y4' ill, 17-v PANELS ON ALL INSIDE F 10'-0' 1U-8 101E WALL R.O. 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SEE A-110SLAB PLAN FOR ELEVATION HEIGHTS AT SLOPED SLABS SEEA-801 ARLINGTON,WA 98223 ISSUED/REVISED DATE XXX DOOR INDICATOR,SEEA-601 PERMITBIDSET 05.10.24 PERMIT COMMENTS 1 08.02.24 OWINDOW TYPE INDICATOR,SEEA-601 WALL MOUNTED FIRE EXTINGUISHER-FINAL LOCATION DETERMINED BY LOCAL FIRE OFFICIAL MOUNT WITH VALVE 48'AFF ZONING PERMIT:PLN#1160 DESIGN REVIEW:PLN#1161 PERMIT COMMENTS 1 07.25.24 FLOOR PLAN A-111 f a a o o - • • ,6 i, I a smn u,ar�t: oXl X 1 2 3 a 5 6 SDH Architect SDH Architect I I 3261 NW CELILO LN BEND,OR 11113 206.369.8881 -1 -ER 7 b OW WETRABBIT I I I I EXPRESS CAR WASH WET RABBIT LLC 3213 W.WHEELER ST#750 SEATTLE,WA 98199 M d \ 110 206-284-8200 I I I I I I I F B — I r i r a Cl — I I I I I I I I I I I I 0 BFOL c 9779 'LGISTERED ARCHItECT PLAN NORTH SCOTT DAVID HARRIS STATE OF WASHINGTON 0 1' 2' 4' 6' SCALE:114"=1'A" KEY NOTES SHEET SYMBOLS WET RABBIT- ARLINGTON-204 TH 1. CONTROL JOINT EVERY 20'BOTH DIRECTIONS-SEE STRUCTURAL DRAWINGS INTERIOR PARTITION TYPE INDICATOR, 7530 204TH ST NE 2. SEE A-110SLAB PLAN FOR ELEVATION HEIGHTS AT SLOPED SLABS SEEA-801 ARLINGTON,WA 98223 ISSUED I REVISED DATE XXX DOOR INDICATOR,SEEA-601 PERMITBIDSET 05.10.24 OWINDOW TYPE INDICATOR,SEEA-601 WALL MOUNTED FIRE EXTINGUISHER-FINAL LOCATION DETERMINED BY LOCAL FIRE OFFICIAL MOUNT WITH VALVE 48'AFF ZONING PERMIT:PLN#1160 DESIGN REVIEW:PLN#1161 PERMIT COMMENTS 1 07.25.24 TOWER PLAN A-112 r 1 2 3 4 05 O6 SDH Architect DOWNSPOUT WN U 26'4' i6'4' SDH Architect 3261 NW CELILO LN N BEND,OR 97703 206.369.6881 MER I� — — — WETIUBBIT -PRESS CAR WASH I� II FILING: WET RABBIT LC y m I I 3213 W.WHEELER ST#750 WCONCR SEATTLE,WA 98199 206-284-8200 II I � II I I I I 1'4Y START POINT 4'-T 4'-0" 13'5" 184T 16-V Ill T4" T " o Iff la o o _ CEILING:® CEILIN :10'4YA F o CEILING:7.0'AFF CEILING UNFINISHED CEILING:UNFINISHED ING:UNFINISHED - P: N P: LED LIGHT STRIP LDOWNUGHT. ED LIGHT STRIP I 5'-2" 8'-1" 5'-IT 2T-9' TYP T4" DOWNSPOUT DOWNSPOUT DOWNLIGHT,TYP I I I 9129 hiGISTERED ARCHITECT PLAN NORTH SCOTT DAVID HARRIS STATE OF WASHINGTON 0 1' 2' 4' B' SCALE:114"-l'.T GENERAL RCP NOTES SHEET SYMBOLS WET RABBIT- ARLINGTON-204 TH 1.LIGHTING,ELECTRICAL EQUIPMENT,HVAC EQUIPMENT AND SPRINKLERS ARE TO SCONCE,SEE ELECTRICAL 7530 204TH ST NE BE MOUNTED AT POINTS IN ACP AS NOTED IN GRAPHIC BELOW UNLESS G ARLINGTON,WA 98223 OTHERWISE DIMENSIONED ON REFLECTED CEILING PLAN. 0 DOWNLIGHT,SEE ELECTRICAL ISSUED I REVISED DATE + + + + ——— COLOR CHANGE LED STRIP MOUNTED ON STRUCTURE PERMITBIDSET 05.10.24 —11 Q, Q, Q.Q. Q, Q. 0 WALL PACK,SEE ELECTRICAL PERM I T COMMENTS 1 08.02.24 2.NEWACP CEILING SYSTEMS TOBE INSTALLED PER AIIA-001, 3.NEW GYP BD CEILING TO BE INSTALLED PER A11A 801, ® EDGE LIT EXIT LIGHT 4.UNLESS OTHERWISE NOTED,MULTIPLE SWITCHES IN A SINGLE LOCATION$HALL LINEAR LED,MOUNTED ON STRUCTURE BE GANGED IN A SINGLE BOX AND COVERED WITH A SINGLE COVER PLATE. 5.CENTER ACP GRID WITHIN EACH ROOM UNLESS OTHERWISE NOTED. ZONING PERMIT:PLN#1160 6 . �M�� -��*� *� ��" "�NPIM",.E DESIGN REVIEW:PLN#1161 7.SEEA-601 FOR FINISH LEGEND PERMIT COMMENTS 1 07.25.24 CEILING PLAN A-121 x 1 2 3 4 5 6 SDH Architect SDH Architect 261 NW CELILO LN BEND,OR 97703 t SLOPE DN SLOPE ON 206.369.8881 I I G E N T / I I \ \ / WET RABBIT LLC 3213 W.WHEELER ST#750 o $ 60 MIL WEATNERBOND SEATTLE,WA98199 o FLEECEBACKTPO-FULLY 0 206-284-8200 y ADHEARED / \ $ casuvr+r SCUPPER ON SCUPPER DN / �Q S4 / \ 1r-o^ HVACUNR,SEE MECHANICAL 85^ GUTTER DOWNSPOUT ROMA80VE w 0 o 60 MILLWEATERBOND,MECHANICALLY ATTACHED OVER R-38 POLY-ISO 60 MILLWEATERBOND,MECHANICALLY INSULATION OVER 114'DENSDECK SCUPPER D OVER R•38 POLY-ISO INSULATION OVE SCUPPER ON � I c SLOPE ON� < SLOPE DN SLOPE ON� 0 Z4' 24" I I I I I I 0 9719 GTE RED gHl;H1I L<�T PLAN NORTH SCOTT CAVlo HARr,IS STATE OF WASHINGTON 0 1' 2' 4' 8' SCALE:114"=l'-T SHEET NOTES WET RABBIT- ARLINGTON-204 TH 1)SEE DETAIL E91A502 FOR ROOF PIPENENT PENETRATIONS 7530 204TH ST NE a 2)ALL REGLET CAP FLASHING OUTSIDE AND INSIDE CORNERS SHALL BE ARLINGTON,WA 98223 SOLDIERED MITERED ONE-PIECE PRE-FAB CORNERS. ISSUED/REVISED DATE 3)AT STEEL DECK ROOF:MECHANICALLY ATTACHED WEATHERBOND 60 MIL TPO PERMIT/BIDSET 05.10.24 WHITE OVER 114"DENSDECK COVER BOARD OVER 7"(R-38)POLY ISO RIGID PERMIT COMMENTS 08.02.24 INSULATION WI STAGGER JOINTS OVER FULLY ADHERED VAPOR RETARDER OVER ROOF SHEATHING,UON 4)AT CONCRETE ROOF:FULLY ADHEARED WEATHERBOND 60 MIL FLEECEBACK TPOWHITE 5)PROVIDE STANDING SEAM METAL ROOF WHERE NOTED.SEE EXTERIOR ELEVATIONS A-601 FOR EXTERIOR FINISH SCHEDULE 6)WALKWAY PADS ARE SHOWN SCHEMATICALLY,AND SHOULD BE PROVIDED AT ZONING PERMIT:PLN#1160 ALL EQUIPMENT INSTALLATIONS AND ALL AREAS REQUIRING REGULAR DESIGN REVIEW:PLN 91161 MAINTENANCE. PERMIT COMMENTS 1 07.25.24 7)MAINTAIN 114'PER FOOT MINIMUM SLOPE ON ROOF UON. ROOF PLAN A-131 " a smn worFt: nXl X 1 2 3 4 5 6 SDH Architect SDH Architect 1 3261 NW CELILO LN O: BEND,OR 97703 206.369.8.888181 I I I I I TRABBIT T-V 3-0 WET RABBIT LLC 3213 W.WHEELER ST#750 I SEATTLE,WA 98199 206-284-8200 - E cawrun I I I I I F I j I 1, I I I I I I I I 0 BFOL c 9779 hiGISTERED ARCHITECT PLAN NORTH SCOTT DAVID HARRIS STATE OF WASHINGTON 0 1' 2' 4' B' SCALE:114"-l'A" SHEET NOTES WET RABBIT- ARLINGTON-204 TH 1)SEE DETAIL EVAa2 FOR ROOF PIPEIVENT PENETRATIONS 7530 204TH ST NE e 2)ALL REGLET CAP FLASHING OUTSIDE AND INSIDE CORNERS SHALL BE ARLINGTON,WA 98223 SOLDIERED MITERED ONE-PIECE PRE-FAB CORNERS. ISSUED I REVISED DATE 3)AT STEEL DECK ROOF:MECHANICALLY ATTACHED WEATHERBOND 60 MIL TPO PERMITBIDSET 05.10.24 WHITE OVER 114"DENSDECK COVER BOARD OVER 7"(R-M)POLY ISO RIGID INSULATION WI STAGGER JOINTS OVER FULLY ADHERED VAPOR RETARDER OVER ROOF SHEATHING,JOIN 4)AT CONCRETE ROOF:FULLY ADHEARED WEATHERBOND 60 MIL FLEECEBACK TPOWHITE 5)PROVIDE STANDING SEAM METAL ROOF WHERE NOTED.SEE EXTERIOR ELEVATIONS A-601 FOR EXTERIOR FINISH SCHEDULE 6)WALKWAY PADS ARE SHOWN SCHEMATICALLY,AND SHOULD BE PROADED AT ZONING PERMIT:PLN#1160 ALL EQUIPMENT INSTALLATIONS AND ALL AREAS REQUIRING REGULAR DESIGN REVIEW:PLN#1161 MAINTENANCE. PERMIT COMMENTS 1 07.25.24 7)MAINTAIN 114'PER FOOT MINIMUM SLOPE ON ROOF JOIN. 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SCOTT CAv'fi HARCiiS STATE OF N/ASRINGTO`. m WET RABBIT- 1 I I ARLINGTON-204 TH a I I I I 7530 204TH ST NE ARLINGTON,WA 98223 ISSUED/REVISED DATE � I PERMIT/BID SET 05.10.24 PERMIT COMMENTS 1 08.02.24 ZONING PERMIT:PLN#1160 L J DESIGN REVIEW:PLN 91161 PERMIT COMMENTS 1 07.25.24 Al BUILDING SECTION SCALE:114•=1'-0 BUILDING SECTION 0 1' 2' 4' 8' A-302 x SDH Architect SDH Architect 3261 NW CELILO LN BEND,OR 97703 206.369.8881 ° RI RI RI RIRABBIT WET RABBIT LLC 3213 W.WHEELER ST#750 SEATTLE,WA 98199 206-284-8200 rauw*urt rES I I I TOP OF WALL 60 MIL TPO MEMBRANE, TOP OF WALL 60 MIL TPO MEMBRANE, TOP OF WALL 60 MIL TPO MEMBRANE, TOP OF WALL 60 MIL TPO MEMBRANE, 18'4"AFF WRAP UP PARAPET 18'-4"AFF WRAP UP PARAPET 18'4"AFF WRAP UP PARAPET 18'-0"AFF WRAP UP PARAPET 18'0 AFFMU CONCRETE DECK, 18'-0 AFFMU CONCRETE DECK, 18 DOF CMU CONCRETE DECK, 18'0 A CMU ` ^' CONCRETE DECK, SEE STRUCTURAL SEE STRUCTURAL SEE STRUCTURAL SEE STRUCTURAL - BOTTOM OF CONCRETE DECK BOTTOM OF CONCRETE DECK BOTTOM OF CONCRETE DECK BOTTOM OF CONCRETE DECK 15'-10"AFF 15'-10"AFF 15'-10"AFF 15'-10"VA TOP OF CANOPY 8"CMU TOP OF CANOPY 8'CMU TOP OF CANOPY B'CMU 8'CMU 14'-0"AFF � 14'-0"AFF � 14'-0"AFF a:? EXTRUTECH EXTRUTECH EXTRUTECH EXTRUTECH PANEL,FLOOR PANEL,FLOOR PANEL,FLOOR PANEL,FLOOR e TO CEILING TO CEILING TO CEILING TO CEILING CANOPY B2TM OF CANOPY BTM OF CANOPY 12'-D"AFF ,+` 126"AFF 12'-D"AFF ` LIQUID APPLIED LIQUID APPLIED AIRIMOISTURE BARRIER AIRIMOISTURE BARRIER 24"FROM ALL 24"FROM ALL s;4 OPENINGS,ALL SIDES OPENINGS,ALL SIDES SIM TUNNEL TUNNEL SIM TUNNEL TUNNEL 112"THERMAL BREAK 112"THERMAL BREAK 112"THERMAL BREAK 112"THERMAL BREAK SIM SIM \\C CONCRETE SLAB CONCRETE SLAB CONCRETE SLAB CONCRETE SLAB TOP OF STEM WALL. TOP OF STEM WALL a r^. l'-4"AFF VAPOR RETARDER 1'-4"AFF VAPOR RETARDER VAPOR RETARDER VAPOR RETARDER TOP OF STEM WALL. _ v TOP OF STEM WALL _ j FREE DRAINAGE PER _ _i l_ FREE DRAINAGE PER IV O'-8"AFF FREE DRAINAGE PER IV O'-8"AFF FREE DRAINAGE PER GEOTECH ~ _ID GEOTECH GEOTECH GEOTECH TOP OF SEE SLAB PLAND FLOOR — — SEE SLAB TOP OF FINISHED FLOOR — - SEE SLAB TOP OF FINISHED FLOOR — — SEE SLAB TOP OF FINISHED FLOOR - - - - - - - l - - - - - L —I - - - - - - T ll - - - - - - _ _ ID— _ v2, FRENCH DRAIN,SEE CIVIL — — — — — — — — — FRENCH DRAIN,SEE CIVIL — — — — — — — FRENCH DRAIN,SEE CIVIL — [Q — — — — — FRENCH DRAIN,SEE CIVILIoI TOP OF FOOTING TOP OF FOOTING — —ID _ID — TOP OF FOOTING ID —ID ID— TOP OF FOOTING —(II ID — sc0rr cal 0 harm„ SEESTRUCTURAL Y SEE STRUCTURAL Y SEE STRUCTURAL Y SEE STRUCTURAL — saiEorva=_hNCTo". WET RABBIT- A1 WALL SECTION A3 WALL SECTION A5 WALL SECTION ARL -204 TH A7WALL SECTION 7530 20NGTON 04TH ST NE ° ARLINGTON,WA 98223 0 6" 1' 2' 4' 0 6" 1' 2' 4' 0 6" 1' 2' 4' 0 6" 1' 2' 4' SCALE:112'=1'-0" SCALE:11 4-1)" SCALE:II7=1'-0" SCALE:117=1'-0' ISSUED I REVISED DATE PERMIT/BID SET 05.10.24 PERMIT COMMENTS 1 08.02.24 ZONING PERMIT:PLN#1160 DESIGN REVIEW:PLN 91161 A PERMIT COMMENTS 1 07.25.24 WALL SECTION A-305 OESIfi1 MO,HFLT H SDH Architect SDH Architect 3261 NW CELILO LN BEND,OR 97703 206.369.8881 ° RI RI RI RI WET RABBIT LLC 3213 W.WHEELER ST#750 SEATTLE,WA 98199 206-284-8200 rauw*urt rES I I I I 60 MIL TPO MEMBRANE, 60 MIL TPO MEMBRANE, WRAP UP PARAPET,THIS TOP OF WALL SIDE TOP OF WALL WRAP UP PARAPET,THIS TOP OF WALL WRAP 60 MIL UP PARR PARAPET 18'-4"AFF 18'-4"AFF 18'-4"AFF 18'0 A FMU CONCRETE DECK, 18'-0"A CMU TOP OF CMU CONCRETE DECK, 60 MIL TPO MEMBRANE SEE STRUCTURAL �18'-0"AFF SEE STRUCTURAL 114'PROTECTION BOARD p TOP OF WALL R-3B RIGID INSULATION " 16'-4"AFF FULLY ADHERED VAPOR RETARDER ' DECKING PER STRUCTURAL BOTTOM ONC DE ,,x BCI�AF OF CONCRETE DECK 16'-0 A FMU JOISTS PER STRUCTURAL OF OF DECK TOP OF CANOPY _ k 8"CMU VARIES 81CMU cv P 0 Ir 140'2 AFFECK_ , 14'-0"AFF •��': TOP OF DECK EXTRUTECH Y 14'$"AFF EXTRUTECH PANEL,FLOOR '^4' ''`^ PANEL,FLOOR u e CANOPY ;. TO CEILING TO CEILING 12'-O"AFF 8"CMU `' 8"CMU r TUNNEL EQUIPIELEC OFFICE EQUIPIELEC '? t TUNNEL s EQUIPIELEC 4yy 112"THERMAL BREAK W"THERMAL BREAK 112"THERMAL BREAK .- 2n R-10 d RIGID INSULATION w• ?" (CONDITIONED SPACES ONLY CONCRETE SLAB ri CONCRETESLAB ' CONCRETE SLAB °a: ,'+r CONCRETE SLAB VAPOR RETARDER VAPOR RETARDER VAPOR RETARDER VAPOR RETARDER TOP OF STEM WALL. FREE DRAINAGE PER TOP OF STEM WALL. FREE IV 0'-B"AFF FREE DRAINAGE PER r " GEOTECH 0'$"AFF FREE DRAINAGE PER GEOTECH DRAINAGE PER TOP OF FINISHED FLOOR_ TOP OF FINISHEDFLOOR D FLOOR TOP OF FINISH GEOTECH 0"(338.03 PER CIVIL) _' TOP OF FINISHED FLOOR GEOTECH SEE SLAB PLAN 4, 'E SEE SLAB PLAN — — — _ — — — SEE SLAB PLAN — -- — — — — — — OP OF FINISHED FL IR SEE SLAB PLAN —i —ID— — - — — — — —ID= i I ID— —i ID- - - - - — - - — I _ - - -i — fir, - - - - - - - sns _ _ _ _ _ — — " — — — _ _ FRENCH DRAIN,SEE CIVIL — I — — — — f;,.ccsTeaep FRENCH DRAIN,SEE CIVIL — — — — — — — — ' �— — _ID — ID — — — — - - - - - I - - — — — � Akcf,ccccT jk TOP OF FOOTING dk TOP OF FOOTI — — — — — TOP OF FOOTING -- — — TOP OF FOOTING ID _ SCOTT 0AV'U NAnNS SEE STRUCTURAL Y SEE STRUCT SEE STRUCTURAL SEE STRUCTURAL sTATeoFwASM Nc.o,. WET RABBIT- A1 WALL SECTION A3 WALL SECTION A5 WALL SECTION ARL -204 TH A7WALL SECTION 7530 20NGTON 04TH ST NE ° ARLINGTON,WA 98223 0 6" V Z 4' 0 6" T 2' 4' 0 6" 1' 2' 4' 0 6" 1' 2' 4' SCALE:112'=1'-0" SCALE:IIY=-1'-0" SCALE:112'=1'•0" SCALE:112"=1'•0' ISSUED I REVISED DATE PERMIT/BID SET 05.10.24 PERMIT COMMENTS 1 08.02.24 ZONING PERMIT:PLN#1160 DESIGN REVIEW:PLN#1161 PERMIT COMMENTS 1 07.25.24 WALL SECTION A-306 OESIfN MOrfrFLT H SDH Architect SDH Architect 3261 NW CELILO LN BEND,OR 97703 206.369.8881 ° RI RI RI RIRABBIT WET RABBIT LLC 3213 W.WHEELER ST#750 SEATTLE,WA 98199 206-284-8200 I I I I 18'-4 AFF ALL 18'-0OFFVV 1894 AFF ALL_ 60 MIL TPO MEMBRANE TOP OF CMU 60 MIL TPO MEMBRANE TOP OF CMU 60 MIL TPO MEMBRANE TOP OF CMU 60 MIL TPO MEMBRANE 114'PROTECTION BOARD 18'-0"AFF 114'PROTECTION BOARD -0"AFF 114"PROTECTION BOARD 18'-0"AFF rt; 114"PROTECTION BOARD OF ALL R-38 RIGID INSULATION R-38 RIGID INSULATION R-38 RIGID INSULATION R-38 RIGID INSULATION TOP W 16'-4"AFF FULLY ADHERED VAPOR RETARDER TOP OF DECK FULLY ADHERED VAPOR RETARDER FULLY ADHERED VAPOR RETARDER FULLY ADHERED VAPOR RETARDER TOP OF CMU DECKING PER STRUCTURAL 14'-2"AFF DECKING PER STRUCTURAL TOP OF DECK DECKING PER STRUCTURAL BOTTOM OF CONCRETE DECK DECKING PER STRUCTURAL i6'-0"AFF JOISTS PER STRUCTURAL JOISTS PER STRUCTURAL '-"AF JOISTS PER STRUCTURAL Y 15'-0" F JOISTS PER STRUCTURAL eik TO OF D K TOPES DECK TOP OF CANOPY ;OP OFFCANOPY 14'-6"AFF VARIES �� TOP OF CANOPY `, TOP OF CANOPY 14'-O"AFF 14'-0"AFF E B2M0 CANOPY BTM CANOPY BTM OF 2-0"AFFANOPY 3518"METALSTUDSWITH B2-0"AFFTM OF CANOPY 3518"METAL STUDS WITH BATT INSULATION RATT INSULATION 8"CMU 8"CMU 8'CMU 8'CMU P OF TOREF N 10' F EOUIPIELEC OFFICE OFFICE OFFICE 3 5/8"METAL STUDS WITH BATT INSULATION 51F GYP BD,TAPE,SAND 518"GYP BD,TAPE,SAND 518"GYP BD,TAPE,SAND PAIN SMOOTH,PAINT SMOOTH, T SMOOTH,PAINT I z+ 112"THERMAL BREAK R-10 d RIGID INSULATION R-10 d RIGID INSULATION R-10 d RIGID INSULATION (CONDITIONED SPACES ONLY (CONDITIONED SPACES ONLY (CONDITIONED SPACES ONLY CONCRETE SLAB CONCRETE SLAB CONCRETE SLAB CONCRETE SLAB BOTTOM OF STOREFRONT BOTTOM OF STOREFRONT I ;^ VAPOR RETARDER n, ? VAPOR RETARDER 2'-0"AFF t( VAPOR RETARDER 2'-0"AFF VAPOR RETARDER FREE DRAINAGE PER FREE DRAINAGE PER FREE DRAINAGE PER FREE DRAINAGE PER GEOTECH GEOTECH GEOTECH GEOTECH TOP OF FINISHED FLOOR STOP OF FINISHED FLOOR �T-O-P OF FINISHED FLOOR_ TOP OF FINISHED FLOOR _ SEE SLAB PLAN _ _ �0'-0"(338.03 PER CIVIL) _ _ _ _ _ _ _ Y U'-0"(338.03 PER CIVIL) — — — — — OP OF FINISHED FLOOR "r — — — OP OF FINISHED FLOOR SEE SLAB HED - _—— m " ��T T FINISHED FLOOR SEE SLAB —IDL- v7>y — — — _ Y PLAN — _ ID —[II Y SEE SLAB PLAN —ID FRENCH DRAIN,SEE CIVIL — — I — — — — — - - TOP OF FOOTING ID— —I �ID— �QF FOOT! III — — �PT0 0F FOOTI — — — — FOOTI —ID —ID" L III SCOTT CAVU hAnNS SEE STRUCTURAL — — SEE STRUCT V SEE STRUCT V SEE STRUCT �— — — — SIAiE OF rNA<hINGTO". WET RABBIT- A1 WALL SECTION A3 WALL SECTION A5 WALL SECTION ARL -204 TH A7WALL SECTION 7530 20NGTON 04TH ST NE " ARLINGTON,WA 98223 0 6" 1' 2' 4' 0 6" 1' 2' 4' 0 6" 1' 2' 4' 0 6" 1' 2' 4' SCALE:104-1)" SCALE:104-1)" SCALE:II7=1'-0' SCALE:117=1'-0' ISSUED/REVISED DATE PERMIT/BID SET 05.10.24 PERMIT COMMENTS 1 08.02.24 ZONING PERMIT:PLN#1160 DESIGN REVIEW:PLN 91161 A PERMIT COMMENTS 1 07.25.24 WALL SECTION A-307 • m aa�F u+arrer• 'h SDH Architect x SDH Architect 3261 NW CELILO LN BEND,OR 97703 206.369.8881 0-1 2X BIRD BLOCKING WITH 2X BIRD BLOCKING WITH 2X BIRD BLOCKING WITH T DIA LOUVERED VENTS 2'DIA LOUVERED VENTS 2'DIA LOUVERED VENTS 6"O.C. @ 6"O.C. 6 ° RI RI RI RI VW WETRABBIT EXPRE55 CAR WASH TOP OF CMU TOP OF CMU i TOP OF STEEL tih TOP OF CMU `* 25'-4"AFF 25'-4"AFF ' WET RABBIT LLC 25'�"AFF , �= STEEL BEAM,SEE STRUCTURAL 25'-4"AFF 3213 W.WHEELER ST#750 CEMENT PLASTER SYSTEM ' SEATTLE,WA 98199 is 206-284-8200 v{ t 2"RIGID INSULATION .yf Lo"SLL AIRIMOISTURE BARRIER „ > , 314'SHEATHING fiyu STUDS WfTH BATT INSULATION F i�. 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EXPOSED STRUCTURE, PAINT 4" V BOTTOM ® BOM OF CANOPY S CONTINUOUS LED 2X10FASCIA PAINT LIGHT,SEE ELECTRICAL 3-0, -LED TRANSFORMER,WHERE OCCURS RABBIT H5 EYEBROW CANOPY H9 METAL ROOFING EAVE H11 METAL ROOFING RIDGE WET RABBIT LLC SCALE:11/2'4-0' SCALE:3'=1'-0' SCALE:3'=1'-0" 3213 W.WHEELER ST#750 SEATTLE,WA 98199 206-284-8200 2 X TREATED NAILER 24GA PRE-FINISHED METAL CAP RI RI RI FLASHING OVER EXTERIOR RI IT ROUND XGGALIRON 0 GRADE PLYWOOD AND WOOD ANCHOR BOLT AT 4B'OC g BLOCKING OVER CMU WALL INTEGRAL COLOR 3 COAT TRANSITION FLASHING-LAP DRAIN STUCCO OVER METAL OVER ROOFING MEMBRANE I LATH OVER DRAINAGE MAT OVER AIRWEATHER BARRIER OVER EXTERIOR ROOFING MEMBRANE,CONFIGURATION i SHEATHING SHEET METAL PER MANUFACTURER-LAP SCUPPER DRIP FLASHING FLANGES i AIR OVERSWATER BARRIERTIPEDGE SHEET METAL SCUPPER, OVER SST DRIP EDGE 3'MIN FRT WOOD NAILERS 0 FASTEN TO WOOD NAILERS, AIR BARRIERNAPOR RETARDER,WHERE CMU WALL CONDUCTOR HEAD SLOPE TO DRAIN 1:48 OCCURS SST DRIP EDGE-EXTEND V DEBRIS SCREEN PAST OPENING EACH SIDE CONTINUOUSCASINGBEAD ACROSS OPENINGtj DaiP s h WRAP ROOFING MEMBRANE UP - . � —BACKER ROD 1 OVER CMU UNDER PARAPET CAP_ AND SEALANT BACKER ROD `BACKER IND AND SEALANT sEUANT. r DEFLECTION HIM DOOR FRAME, JOINT / RECEPTER SHIM AS CMU EXTERIOR WALL ROOF STRUCTURE REQUIRED HM DOOR FRAME e ALUM GYP,WALL PARTITION STOREFRONT HM DOOR LEAF PER FLOOR PLAN HEAD MULLION E1 THRU-WALL SCUPPER E5 PARAPET CORNICE DETAIL AT CMU E7 STOREFRONT HEAD AT CMU E9 DOOR HEAD AT PLASTER E11 HOLLOW METAL HEADIJAMB AT CMU SCALE:3'4.0" SCALE:3"=1'-0" SCALE:3'=1'-0 SCALE:3'=V SCALE:T=V# INTEGRAL COLOR 3COAT PLASTER DO METAL LATH OVER DRAINAGE MAT OVER ARAYEATHERBARRIER RI AlkWEATHER BARRIER LAPPED AwMsroREFRONT I OVER CONTINUOUS BOTTOM INTERIOR EXTERIOR CLOSURE.BOTTOM CLOSURE OVERFLOW AT HIGH END o JAMB MULLION APPEDOVTRRECEIVTA DRAIN EXTENSION TO OF SUMP a z MU WALL TOP OF INSULATION m y RECEIVER FAMED INTO ROOFING AND LEAD i o DIMENSION POINT _ s ,y � BLCNINGTOP AND BOTTOM SUMP FLOOR OF FLASHING CLAMPED INTO z 9 $ RI SCREW COUNTERFLASHING COVER BOARD DRAIN o o NroRECEIVLH.sEAANTovER, i ALUM STOREFRONT WITH HEEMLCWN ERF ASHING N a SYSTEM BACKER ROD ANDoc WITH XEMMEO EDGE SEALANT,TYP 117 PLYWOOD IN UEU AO VERITICAL MULLION OF 1/PCVPSUM SHEATHING AS SUBSTRATEBLUCMNG CMU WALL FORFVSHINGS 00 RAINSU DEIVERPER 117 ROOFING DRAIN MANUFACTURER UNDERDECK CLAMPING �DIMENS ION POI NT WALL PARTITION PER RING ,� D FLOOR PLAN M .D.p DRAIN PIPING ATTACHEDTO STRUCTURE P' `> ' ;o. t ALUM STOREFRONT Q d SYSTEM 3/8"BENT 9728 F�GISTEREO O HORIZONTAL MULLION Q STEEL PLATE v°+ ARCHITECT SCOTT DAVIO HARfiS ROOF DRAIN STOREFRONT DOOR AT SLAB STOREFRONT MULLIONS STOREFRONT JAMB AT CMU p EXTERIOR WALL BASE ROLLING DOOR HEAD SCOTTWA$HINGTON C1 SCALE:111P4-7 �3 SCALE:T=1'-V C5 SCALE:3"=1'-V �� SCALE:T=V.? 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DIMENSION POINT _ CANT ROOFING MEMBRANE UP STOREFRONT OVER BLOCKING ALUM STOREFRONT SYSTEM SYSTEM STOREFRONT DOOR 1 5 X 5 HSS, �/ / // /� DOOR BLocKINc PER DOOR \��\//\/\�////\//� ZONING PERMIT:PUN#1 160 \ \ \ \ DESIGN REVIEW:PLN#1161 61 EAK METAL PERMIT COMMENTS 1 07.25.24 RIGIDPEFORATED DRAINAGE PIPE A EXTERIOR DETAILS THRU SLAB DOWNSPOUT g STOREFRONT JAMB STOREFRONT HEAD 7 STOREFRONT SILL ROOFING AT PARPET �ROL3DOORJAMB n Al SCALE:1"=1'•0' A3 SCALE:3"=1'-0" A5 SCALE:3'=V-V A r SCALE:3"=1 0 A� SCALE:3=1-0 A /'�-501 DOORSCHEDULE GENERAL NOTES HARDWARE NOTES MANUFACTURERS UST:AR=ADAMS RITE:VON=VONDUPRIN;IV=IVES;ZR=ZERO;SIGH=SCHLAGE PROJECTION FACTORS DOOR DATA FRAME DATA HARDWARE 1.ALL LOCKSETS AND LATCH SETS SHALL BE HW#1-HIM EXTERIOR -INTERIOR DOOR-RESTROOM DOOR NUMBER DESCRIPTION SIZE RRE REMARKS SINGLE ACTION LEVER HANDLES CENTERED ELEVATION STOREFRONT TYPE AREA 'A" 'B" PROJECTION FACTOR(AB) MATERIAL I TYPE FINISH MATERIAL FINISH RATING GROUP AT MIN 34",MAX 48-AFF CITY DESCRIPTION CATALOG# FINISH MANU QTY D IPTION CATALOG# FINISH MANU NORTH IDIA ROLLING DOOR-WASH TUNNEL ENTRANCE 14'-0"X11'-0" PTA STEEL PT-1 - NIA PAINT DOOR AND FRAME TO MATCH ADJACENT WALLS,PT•1 3EA BUTT HINGE 581314.5 X 4 5 NRP 630 IV3EA HINGES TA2714 4.5 X 4.5 US26D MK W5 109.0 3.0 8.00 0.375 101B ROLLING DOOR-WASH TUNNEL 14-0"X98' ALUM H PT•1 STEEL PT-1 - NIA PAINT DOOR AND FRAME TO MATCH ADJACENT WALLS,PT•1 2.STAMP'DO NOT DUPLICATE'ON ALL KEYS. 1EA LOCKSET ND50BD 625 SCH 1EA PRIVACY ML2065-PIET25M-M19VN-CT6R 630 CR W5 109.0 3.0 8.00 0.375 1EA LEVER RHODES 625 SCH 1EA CORE 8000-6 626 CR W5 109.0 3.0 8.00 0.375 SDHI Architect x 101C ROLLING DOOR-WASH TUNNEL EXIT 12'-0"X11'-0" PT-1 STEEL PT-1 - NIA PAINT DOOR AND FRAME TO MATCH ADJACENT WALLS,PT•1 3.ALL STOREFRONT ENTRANCE DOORS 1EA CORE - 626 BEST 1EA CLOSER 8501 fi89 NR W5 109.0 3.0 8.00 0.375 SHALL BE PROVIDED WITH PIVOTS BY DOOR 1EA DEADBOLT D241 WITHUMTURN 626 FALCON 1EA WALLSTOP 630 RW W4 66.3 3.0 8.00 0.375 101E EXTRUTECH DOOR-TUNNEL BAFFELINTERIOR 3'-mw EXTRUTECH G MANUF EXTRUTECH 3 EXTRUTECH DOOR•HARDWAREBYG 544 C MANUFACTURER UNLESS OTHERWISE NOTED, 1EA HOLDER 270CS1 625 HAGER 3EA SILENCERS 608 RW STOREFRONT DOORS 42 3.0 10.00 0.30 1EA LATCH PROTECTOR 322 ROCKWOOD '3 • I CENTWALLS,PT•1 4.MAXIMUM FORCE TO OPEN INTERIOR AND 1EA SURFACE CLOSER 4111SCUSH fi89 LCN 102B HIM DOOR-ELECTRICAL ROOM INTERIOR T-M'-V MTL G PT-1 MTL - - 3 EXTERIOR DOORS SHALL NOT EXCEED 5 LBS WEST SDH Architect 103A EXTRUTECH DOOR-EQUIPMENT ROOM INTERIOR 3-0'X7'4Y IEXTRUTECH G MANUF EXTRUTECH - - 3 EXTRUTECH DOOR-HARDWARE BYG PER 2018 IBC 1008.1.3. 2EA KICK PLATE 12"X28" 630 IV NIA 3261NWCELILOLN C 1EA RAIN DRIP 142A AA ZER BEND,OR97703 103E EXTRUTECH DOOR-EQUIPMENT ROOM INTERIOR 3'41"X7'4P EXTRUTECH G MANUF EXTRUTECH - - 3 EXTRUTECH DOOR-HARDWARE BY GC 5.EGRESS DOORS SHALL BE OPERABLE 1EA DOOR SWEEP 39A A ZER SOUTH 2O6.369.8881 103C HIM DOOR-EQUIPMENT ROOM EXTERIOR 4'-0'X7'-0' MTL C PT-1 MTL 1 PAINT DOOR AND FRAME TO MATCH ADJACENT WALLS,PT•1 FROM EGRESS SIDE WITHOUT THE USE OF IEA THRESHOLD 655A A ZER W1 58.66 3.0 10.00 0.30 104A HMDOOR•VACROOM 4'4YX8'-0" MTL C PT-1 MTL PT-1 1 KEY OR SPECIAL KNOWLEDGE OR EFFORT SEA SILENCER SR64 GRY IVW2 66.3 3.0 10.00 0.30 PER IBC 1010.1.9.4 STOREFRONT DOORS 42 3.0 10.00 0.30 104B HIMDOORSTORAGEROOM INTERIOR T-ml-Y MTL C PT-1 MTL - - 3 HW#2•NOTUSED o EA 105 HIM DOOR-RESTROOM 3'-0'X7'-0 MTL I C PT-1 MTL PT-1 1 6.DOOR CLOSERS SHALL BE ADJUSTED SO HW#6•INTERIOR DOOR•OFFICE EAST 106 HIM DOOR-MANAGER OFFICE 3'-0'XT-0 MTL E PT-1 MTL PT-1 g THAT THE SWEEP PERIOD FROM AN OPENING QTY DESCRIPTION CATALOG# FINISH MANU W3 87.3 3.0 10.00 0.30 POSITION OF 70 DEGREES TAKES THE DOOR 3EA HINGES TA27144.5X4.5 US26D MK 107A STOREFRONT DDOR-CUSTOMER SERVICE 3'-0'XT.T GLASSIMTL A ST-1 ALUM ST-1 7 AT LEAST 3 SECONDS TO MOVE TO A PONIT 3 107B STOREFRONT DOOR-CUSTOMER SERVICE 3'-ml-' GLASS/MTL A ST-1 ALUM ST-1 7 INCHES FROM THE LATCH,MEASURED TO THE 1EA STOREROOM LOCKSET ML2057-PIET 25M CT6R 630 CR TOTAL NORTH STOREFRONT: 544.3 109 HIM DOOR-ELECTRICAL ROOM INTERIOR 3'-0'X7'-0" MTL C PT-1 MTL - - 3 LANDING EDGE OF THE DOOR. HW#3-HMINTERIOR 1EA CORE W-6 626 CR 0 1EA WALLSTOP 409 630 RW TOTAL WESTISOUTHIEASTSTOREFRONT:254.26 QTY DESCRIPTION CATALOG# FINISH MANU 110 HIMDOOR•PENTHOUSE LOUVERED 3'O'X7'4P MTL F PT•1 MTL PT•1 - 1 PAINT DOORAND FRAME TO MATCH ADJACENT WALLS,PT4 7.DOOR CLOSERS TO BE INSTALLED ON 3EA BUTT HINGE 5BB14.5 X 4.5 NRP 630 N 3EA SILENCERS 608 RWOW WETRABBIT NON-PUBLIC SIDE OF DOORS IF INTERIOR. tEA LOCKSET ND10RH0 625 SCH 8.PR19VIDE SIGN ABOVE MAIN EXIT DOOR tEA LEVER RHODES 625 SCH WET RABBIT LLC T1 AT REABG,'T'116 DOOR TO REMAIN 1EA CORE - 626 BEST 3213 W.WHEELER ST#750 1EA SURFACE CLOSER 1461 689 LCN SEATTLE,WA 98199 2EA KICK PLATE 12"X 28' 630 N 206-284-8200 9.SEE AIIA-601 FOR DOOR SIGNAGE 1EA FLOOR STOP 1211DOME 626 TRIMCO HM EXTERIOR-NOT USED HW#7-SINGLE STOREFRONT•EXTERIOR CITY DE ION CATALOG# FINISH MANU OTY DESCRIPTION CATALOG# FINISH MANU SEA BUTT HING 5BB14.5X4.5NRP 630 IV 3EA HINGE 5BB14.5X4.5NRP 630 N 2EA PULLS RM221 630 RW 1EA PANIC HARDWARE 98 L NL•07 626 VON 2EA CORE 626 BEST 1EA RIM CYLINDER 200571CX 626 SCH 1EA CYLINDER 4 626 CR 1EA MORTISE CYLINDER 20-D611CX 626 SCH 1EA EXIT DEVICE(ACTIVE LEAF) ED5200 R 630 CR 1EA FSIC CORE 23-030 626 SCH 1EA EXIT DEVICE(INACTIVE LEAF) ED52DD 630 CR 1EA SURFACE CLOSER 4111 SCUSH 689 LCN 2EA SURFACE CLOSER 1461 689 LCN TA KICK PLATE 8400ITX2"LDWB•CS 630 N 1EA RAIN DRIP 142A ZER 1EA GASKETING 4BBSBKPSA BK ZER 1EA DOOR SWEEP 39A A ZER 1EA DOOR SWEEP 39A A ZER 1EA THRESHOLD 655A A R 1EA THRESHOLD 655A A ZER DOOR LEGEND FINISH SCHEDULES SEE SEE SEE SEE SEE SEE CODE DESCRIPTION MANUFACTURER I CCLOR I LOCATION SEE. SCHEDULE SCHEDULE SCHEDULE SCHEDULE SCHEDULE SCHEDULE STOREFRONT SCHEDULE SCHEDULE MATERIALS � MUTUAL BXBXi6 GROUND FACE- METAL TO CMU-1 SMOOTH CMU FIELD SYSTEM * (MATCH SIM MATERIALS WINTER SKY STOREFRONT CMU•2 SPLIT FACE CMU MUTUAL8XBX18 SPLIT FACE•NATURAL WAINSCOTT e \ METAL / \ METAL \ METAL \ \ EXTRUTECH 0 MATERIALS iy •1 PANT TOWER TEMPERED W W W 24" 3 H TAYLOR VERSA /� GLASS DOOR N LOUVERED N MT-1 "U•PANEL' SPAN CHARCOAL GREY STANDING SEAM METAL TYP h �+ METAL W §$ F' SIM " "�' MT-2 METALTRIM PAC-CLAD OR SIM. CHARCO GREY TALTRIM 5 SIM N MT-3 METAL PANEL PAC-CLAD OR SIM. 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AT SINGLE BRACE-FASTEN gL L zo c> �c 4 ��za ��< s �� ¢� �$o �c� LADDER SPEC: y `�' w W, N QQ g i z x METAL STUDS,CUT �_ ANGLE TO TRACK WITH(8)NO 10 3 z c`K o i z Y FOR WALLS T015'-0'•BRACE WITH w R 314'SHORT FOR 314' ' SCREWS BASIS OF DESIGN IS CUSTOM. a D o w _ �^ o 5 S m F �"W W N w —< € o DOUBLED 362S13133AT8'-0" DEFLECTION ALT:O'KEEFES INC FIXED ALUMINUM LADDER,MODEL 500 �n x 8— z z s w W In �' o o N w 3 MAXIMUM OCAND AT EACH WALL FINISH MATERIALS VARY AT DOUBLE BRACE-FASTEN(2) _ m W w m 11 END.ALTERNATE DIRECTION OF (MAXIMUM WEIGHT EQUAL ANGLES TO TRACK WITH(8)NO 10 O x i z y o a HASP AND PADLOCK LL LL z �„� � �z 4 �< � �� ,g� BRACES ALONG LENGTH OF WALL. TO 2 LAYERS GYPSUM SCREWS AT EACH ANGLE a cis <�? x ��.1 W o FASTEN DOUBLED STUDS BOARD EACH SIDE PLUS w TOGETHER WITH NOB SCREWS AT APPLIED FINISHES) 9Tri F�GISTERED $R ~ =o 24"MAXIMUM OC. ANCMI cECT U i 0 z J G O z 4� LL LLo AO PARTITION PERPENDICULAR TO FLUTES O PARTITION BELOW AND PARALLEL TO FLUTES O PARTITION BETWEEN PARALLEL TO FLUTES Op PARTITION LOCATED AT DECK EDGEIOPENING(D PARTITION BRACE TO DECK O SECTION ACROSS PARTITION O SECTION ACROSS BRACING '.TT DAVID RABBIS INTERSECTION OF NON-RATED METAL-STUD PARTITIONS OF WpSHINOTON INTERSECTION OF NON-RATED PARTITIONS WITH FLUED METAL DECK ABOVE ('7 TOP OF PARTITION WHERE BRACED TO STRUCTURE ABOVE-SEISMIC C 1 SCALE:3"=1'0" C f SCALE:T=1'-0" 314"CLEAR AT ONE END IN EACH DIRECTION.DO NOT EXCEPT AS INDICATED IN DETAILS C AND F,COMPONENTS C) WET RABBIT- FASTEN THIS END TO THE CLOSURE ANGLE.AT OTHER END FASTEN TO STRUCTURE PER CISCA 34 OF MECHANICAL,ELECTRICAL,PLUMBING AND FIRE LIGHT FIXTURES WEIGHING LESS THAN 10 POUNDS FOUR 12 GAGE MINIMUM WIRES SPLAYED 90 IN EACH DIRECTION,FASTEN TEES TO CLOSURE ANGLE. (FIGURES2.3.4.AND 5)AS MODIFIED BY PROTECTION SHALL BE INDEPENDENTLY SUPPORTED AND SHALL BE CONNECTED TO STRUCTURE ABOVE BY(1) DEGREES(IN PLAN)FROM EACH OTHER AND ARLINGTON-204 TH ASCE 7415.SECTION 13.5.6.2.2 BRACED FROM STRUCTU 12 GAGE TAUT OR SLACK WIRE SECURED TO MAIN RUNNER WITHIN 2"OF 4S= INTERSECTION.EACH END OF EACH WIRE TO T� 7530 204TH ST NE a WHERE HANGAR WIRES LIGHT FIXTURES WEIGHING4ABLTERMIUNA AN BE LOOPED AND WRAPPED AROUND ITSELF 3 PROVIDE CEILING ° a ARLINGTON,WA 98223 HANGAR WIRE AT EACH ARE MORE THAN 1:6 10 POUNDS AND LESS THANDS, TIMES MINIMUM WITHIN A 3"MAX LENGTH EXPANSION JOINTS AS SEISMIC DESIGN CATEGORY C: PERIMETER MAIN TEE AND 12 GAGE MINIMUM HANGAR WIRES OUT-OF-PLUMB,PROVIDE AND AIR TERMINALSISERVI NECESSARY,DIVIDING PROVIDE FLEXIBLE CONNECTION ISSUED I REVISED DATE PERIMETER CROSS TEE AT4'4YOCEACHDIRECTION•NO COUNTER-SLOPING WEIGHING MORE THAN 20 A� CEILING INTOARFASNO TOSPRINKLERHEADTHAT PROVIDE21I2'X318'FLAT STABILIZERBARTO MORE THANI:6OUT-0E-PLUMD, WIRES OO IESSTHAN56PWNDSSHA GREATS 2500SF ALLOWS CEILING TO MOVE318'IN o SIEELBARBRACKET6AT PERMITIBIDSET 05.10.24 MAINTAIN PERIMETER CONNECTED TO STRUCTURLIGHT FIXTURES AND AIR ALL HORIZONTAL DIRECTIONS MAX 4'•0"OC,WEIR TO TYPICAL TERMINALS SERVICES WEIGHING MORE THAN SEISMIC DESIGN CATEGORY D,E. SIDE RAILS. TEE SPACING METAL-FRAMED TRAPEZE (2)12 GAGE TAUT OR SLAC56 POUNDS AND ALL PENDANT LIGHT FIXTURES AND F:PROVIDE FLEXIBLE WIRE LOOPED AND WRAPPED AS NECESSARY TO AVOID ATTACHED AT DIAGONAL C MAIN TEE OR CROSS TEE AROUND ITSELF 3 TIMES MINIMUM OBSTRUCTIONS SHALL BE SUPPORTED DIRECTLY FROM CONNECTION TO SPRINKLER HEAD(SUSPENSION SYSTEM) AT EACH END OF HANGAR WIRE MAINTAIN HANGAR WIRE SPACING STRUCTURE ABOVE USING APPROVED THAT ALLOWS CEILING TO MOVE 1"HEAVYDUTY WITHINA3'MMWMUMLENGTH AND CAPACITY BELOW OBSTRUCTION HANGARS N ALL HORIZONTAL DIRECTIONS ❑ACOUSTICAL CEILING PANEL LIGHT FIXTURES,AIR TERM FOR SPANS UP TO6'-0",USE A SINGLE 20 SERVICES SHALL BE POSIT GAGE 1518'COMPRESSION STRUT As 8"MAX 2X2CLOSUREANGLE, LOCATE BRACING ATI2'4POCEACH FASTENED TO MAIN TEE WITH(2)NO 8 ZONING PERMIT:PLN#1160 ATTACHED TO THE CEILING SYSTEM MINIMUM.SEE NOTE ATTOP. COMPLY WITH ADDITIONAL PROVISIONS OF ASTM C635, DIRECTION AND WITHIN 6'•0"OF SCREWS AND TO STRUCTURE WITH(2)HILTI § DESIGN R EVI EW:PLN#1161 ASTM C636,CISCA 3-4,AND ASCE 7-05,SECTION 13.5.6. PERIMETER WALLS,PARTITIONS,OR X•DNI.145DIAX314';FOR SPANS UPTOT-O", 7' k PERMITCOMMENT31 07.25.24 EXPANSION JOINTS USE DOUBLE COMPRESSION STRUT O PERIMETER SUPPORT GENERAL SUPPORT LIGHT FIXTURE AND MECHANICAL SERVICE SUPPORT O LATERAL BRACING FOR CEILINGS EXCEEDING 144 SF E EXPANSION JOINT FOR CEILINGS EXCEEDING 2500SF O SPRINKLER HEAD CLEARENCE (D (DNOT REQUIRED IN SEISMIC DESIGN CATAGORY C CONTRACTOR OPTION FOR CATEGORY C:PROVIDE ALTERNATIVE LATERAL BRACING DESIGN NOT REQUIRED IN SEISMIC DESIGN CATEGORY C FOR CEILINGS LESS THAN 144 SF BASED ON ASCE 7 SECTION 13.3.1 AND 13.5.6.1 O SECTION DETAILS INSTALLATION OF SUSPENDED ACCOUSTIAL CEILING SYSTEM- IBC SEISMIC CATEGORY C, D, E, F COMPLY LLOITH SEISMICSMICCATEGORIES00 DETAILS YEFERENCED C9 ROOF LADDER AND SCUTTLE ABOVE.ALL OTHER SEISMIC CATEGORIESDONOTAPPLY J r11 e:a=ao SCALE NTS A�I�O� DESIGN CQM AND LOACIM , � $ < s CABAL Reamol PI e ' REINFORCED CONCRETE MASONRY UNITS(CMU)- s ,ry GHBtAL BCLTMR lUmma TS: „ ,ry INTERNATIONAL BUILDING CODE(2M EDITION) REFERME STAI�ARD& REINFORCING BARS STALL BE FREE OF GREASE,MUD,OIL,ON OTHER MATERIALS THAT REDUCE REINFORCING BOND AT THE TIME OF CONCRETE RBA STABARM ALL HIGH STRENGTH BOLT ASSEMBLIES SEVLl BE IN ACCORDANCE WITH RC5C. CITY/STATE BUILDING CODE(X)00(EDITI N) . KI 30I-I6'5PECIFIATIO S FOR STRUCTURAL CONCRETE' PLACEMENT.RUST OR MILL SCALE 15 ALLOWED PROVIDED BAR WEIGHT AND DIMENSIONS CONFORM TO ASm SPECIFICATIONS.ANY INTENDED _ TEAS 402-I6'BUILDING CODE REQUIREMENT5 FO2 MASONRY 5TRLCNRW COATINGS SHALL BE PER PLANS OR APPROVED BY THE STRUCTURAL ENGINEER OF RECORD PRIOR TO PLACEMENT. ALL BOLTED CONNECTIONS NOT SPECIFIED AS SLIP CRITICAL SHALL BE INSTALLED AS BEARING TYPE CONNECTIONS WITH THREADS EXCLUDED FR07 KI 318-19'BUILDING LODE RBAlRFM1EM5 FOR STRUCTURAL CONLREfE' . TM5 602-G'SPECIFICATION FOR MASONRY 5TRUCn1RW THE SIM PLANE(TYPE'X')AND IN A'SNUG-TIGHTENED'CONDITION AS DEFINED PER RC5L UNLE55 NOTED OMERW15E IN THE PUNS. LIVE LOAD& . ACI vHD'5pECIFIGTION FOR?OLERANCE5 FOR CONCRETE CONSTRUCTION AND MATERIALS' . KI MNL-66(27)KI DETAILING MANUAL' DO P5F-ROOF - KI 306R-N'GUIDE TO COLD WEATHER CONCRETING' R TABBININ6 BARS,BUL15,G'REINF CINN BAND METAL INSERTS SHALE.BE AND META LIED IN F IS NOT PRION TO CONCRETE FMACEMENT. _ A�YPH5 UL4-B STRUCTURAL WEDING CODE-REINFORCING STEEL' I\ - KI 305R-H'GUIDE TO HOT WEATHER CONCRETING' 'STABBING'ON'WET 511[KING'REINFORCING 8AR5,BOLTS,ANOgRS,DOJE15,AND METAL INSERTS 5 NOT PERMITTED. Ali BOLTED E,BRACED SPECIFIED AS SLIP CRITICAL OR IR D TO B S WITH E'1ONED HIGN-5ATION WNICx INCLUDES BUT A NOT UNITED TO I IN g1O11O1D5G M70MENE FWV75,BRACED FRAMES,DRAGS,ETC.ARE REQUIRED TO BE ORE-iENSIWED HIGH-STRENGTH BOLTS INSTALLED A5 SLIP LRRICAL WITH MeA PSF F -GROUND 5"LOAD DIMENSIONS OF REINFORCING BARS ARE TO BAR CENTERLINE5,LWLE55 NOTED OTHERWISE. MIlTs"9' A ClA%A FATNG SURFACE AS DEFINED PEA RCSL UNLESS NOTED OTHERWISE IN THE PUNS.(EXCEPTION:EATING SURFACES O WELDED JOINQ A� (2rNOtkTE MIX SPKFYAIKNS, - CONCRETE MASONRY EMIT:ASm CFO T'PE MEDAM WEIGHT UNIT W MIN.3,250 PSI COMPRESSIVE STRENGTH Ai 2B DA75 e 25 BUIg ROOF: - INTERIOR SLAB ON GRADE � MORTAR:A5m C270 TYPE S WHOSE PARTS ARE JOINED INITIALLY B7 ERECTIN BOLT5 NEED ONLY BE PREPARED SUCH THAT NET ARE FREE FROM DMR15 AND OTHER DEFECTS �N1 25 P5F(MIN P-FLAT ROOF SNOW LOAD REINFORCING BAR SPACING SHOWN HAN THE PLANS ARE MAXIMUM ON CENTER DIMENSIONS. TAT WOULD PREVENT SOLID FIT-UP OF THE PARTS TO BE JOINED.) )' ( � MIN.�DAT STRENGTH:3,OW pN GROUT:ASm C4/6 W MIN.2,500 P51 OOHRRESSIVE SIRFNGIH AT ib DA75 I.B'4-E;Am FACTOR - MAX AGGREGATE SIZE:314'DIAL DETAILING BENDS,NOOKS,SEATS,ETC.)SHALL BE IN ACCORDANCE WITH ACI 31D AND KI MNL-66. . REINFORCING BARS:SEE'REINFORCING.STEEL'SECTION OF STRUCTURAL NOTE5 IAA• -TIFRMAL fAL'fQt ( TYPICAL HOLE SIZES FOR STEEL-TO-STEEL CONNECTIONS MAY HAVE A MAXIMUM HOLE DIAMETER OVER THE NOMINAL BOLT DIAMETER OF Vill'. IRO.C-SNLW IMPORTANCE FACTON - �RTER/CEMENT RAi 0.45 REINFORCING BARS SWILL BE CONTINUOUS TRU COLD JOINTS,ME55 NOTED O-MMW15E TOTAL MASONRY ASSEMBLY STRENGTH,Ton-2,500 P51 H IAA•[s-SLOPE FACTOR TYPICAL IIOIE SAES fON STEEL TO CINCRETE/CMU CONNECTIONS MAT RAVE A MAXIHAM HOLE DIAMETER PER TABLE 44-2 OF THE RISC - AIR CONTENT(+/-1.5A).<3s SEE SNOT DRIFT gAGRN'1 ON S14EEf 5-140 CO IKAL B LT MANUAL AT AJEL B 045E EATS.AT CONDITIONS OfIER TAN fALUTU BASEEATS,THE MANMUI HOE DIAMETER OVER THE RECOMMENDED SLAP:3'AY B'W ADIIXTRQ) CORNER BARS SHALL RC FROV SH AT ALL CORNERS L WALL,GRADE BEAM,AND FOOTING YRCAEREIN O COWER BARS SHALL LAP WITH f�Al S' NOIMIIlAL Bq.T DIAMETER SHALL BE VAC'. IW 0�6 � i MAX SHRINKAGE AT�DAYS:0.09 TYPICAL HALL REINFORCING AS SHOWN IN THE PLAN.ALL LAP SPLIQ SHALL BE PER NNE'TYPCAL REMFORCEMMFM OEVELOMENT AND SPLICE VEUFKATION O THE MASONRY ASSEBL7 STREKaiH,f'MMMU�MAT BE COMPLETED USING EITHER O THE BELOW METHODS. %MEN-V-BASK DESIGN WIND SPEED - NORMAL WEGRE CONLAEtE SCHEDULE',MLE55 NOTED OTHERWISE 1.EMIT 51RMTH MET",WITH THE BELOW ADDRIGNY REQUIREMENTS PROADE NOT-DIPPED GALVANIZED IYM&HIGH STRENGTH BOLTS'PER THE MATERIAL5 SECTION W GALVANIZED HARDENED WASHERS AND a.5V MAX MASONRY BED JOINT II•RISK GTEGONT - FOOTINGS AND FOlNDp710N WALLS b.A LEITER5 6 PROVIDED BY THE MASONRY UNIT 5UPMJER CERTIFYING THE UNIT PROVIDED MEETS ALL RCQUIREMENT5 LISTED IN 114E GALVANIZED HIX NITS AT CONNECTIONS FOR ALL GALVANIZED MEMBES. C.EXPOSURE CATEGORY ALL OENINGS IN CONCRETE SLABS,WALLS,ETC.MUST HAVE A(2)S5 MIN.UNLESS NOTED OTERWISE TRIM BARS ALL AROIND T14E OENING.TRIM MIN.2B DAY STRENGTH:4'Dl pN A LE TEES SECTION SDH Architect ILO •Krt-TOPOGRARRL FAC7ON � MA%AGGREGATE SIZE:3/4'DIA BARS MUST EXtEND A MINIMUM 07-6'PAST EVERT CORNER. c.A IFTES IS PROVIDED B7 THE GROUT SUPPLIER CERTIFYING THE GROUT PROVIDED MEETS ALL REWIREIENTS LISTED IN THE PROVIDE WASHES FOR ALL BOLTS AS REWIRED PER RCSL.AS A MINIMUM PROVIDE STANDARD CUT WASHERS UNDER ALL N1T5. f 0.5-GC-INTEU'UL PRESSURE COEFFIOFNT G�vn�� pi EXPOSURE LV55:FL/50/WI/CI STRAGHT,UNLESS NOT AND LAP SPLICES A REINFORCING BARS SHALL CONFORM TO THE'EDPKA1 REIWORCEMENT DEVBDRIEM ANO SPLICE MATERWS SERMON ALL HE I�Ar R®IIRBBIIB SBDY�� - MAD(WATER/CLIENT RATIO O.K SCHEDULE',I1NLE55 NOTED OTHERWISE NO TACK WELDING OR RENFORCING BARS 15 PFRMIT7ED. 2.PRISM STRENGTH METHOD PRQt TO AND QURING CONSTRUCTION PER ASm CI532 AID ASm CBN AT A LEVEL 7'O DUALITY ASSURANCE y,LL WELDING PPOCEDURES,ELECTRODQ AND WELDER WALIFILATIONS SWILL CONFORM TO THE REWIRETIINTS IN AWS DI.I ON SET BT THE BEND,OR 97703 - AIR CONTENT(`/-1.5X):6X PER T 5 b@ 206.369.$$$1 I.WB•5#-MAPPED SPECTRAL RESPONSE COEFIOIEM(SHORT PERIOD) GOVERNING IDCAL JRISDIRION,WHICHEVER IS MIORE STRINGENT,FOR ARC WBDING IN BUILDING CONSTRUCTGN. 0371• -MAPPED SPECTRAL RESPONSE COFTIOENT(1-SECOND PERIOD) . MAXIMUM DE5IGN SLUMP:3-(ON 0 W ADMIXTURES) VERTICAL NAIL REINFORCEMENT OAP 5PLICES SHALL BE SPLICED AT OR NEAR FLOOR LINE5.STAGGER SPLICES 50 THAT NO TWO AD.14CM BVS SU . #MIAX SHRINKAGE AT 2B DAY5:0.05 CONCRETE MIASONRT UNRs SHALL BE PEALED IN REAMING BAUD CONSTRUCSION,NAVE ALL VERTICAL CELLS ALIGNED,PND BE A MINIMUM O 4 0.751• DE51GN SPECTRAL RESPONSE COEFFICIENT(SHORT PERIOD ARE SPLICED IN THE SAME 1OCA71oN. ALL IEME AND SILO WELDING MOAN BE PERFORMED BY QUALIFIED WELDERS IN ACCORDANCE WITH AW5 DI.I ON TE CAJERNING JIRISDICTION - N0RML4L WEAR CONCRETE INCHES TALL,IRL56 NOTED OTHERWSE REWIREMFMS,HHILHEVEA IS MIORE STRINGENT. 0.411. -MAPPED 5PEC7RAL REPONSE COEFFICIENT(I-SECOND PERIOD) SPLICE TOP BARS AT CENTER LINE OF SPAN AND BOTTOM BARS AT THE SUPPORT IN SPANDRELS,BFNM5,GRADE BEAMS,ETC.,UNLE55 NOTED F•SE SOIL SITE CV55 BASEMENT WALLS,RETAINING WALLS,GRADE BENTS 1 TE BBMS: MERW15E CONCRETE MAF.ONRT UNITS SWd1 BE CLEAN Am FREE O SLBSTAIWCS THAT MAY IMPAIR BOND. ALL WELD ELECTRODES SHALL CONFORM WITN THE SPECIFIED TENSILE STRENNGTHS IN THE'MATERIALS'SECTION ABOVE.ELECTRODES MUST BE KEPT °Yi'ER D•SEISMIC DESIGN CATEGORY - MIN.20 DAY STRENGTH:4,500 0 DRY AT ALL TIMES. II•RI5K CATEGORY - MAX AGGREGATE SITE:3/4'DIA. ALL CELLS IN CONCRETE MASONRY UNITS 5 1%1 BE GROTED SOLID,ALE55 NOTED OTHERWISE IRO.Ie-SEISMIC IMPORTANCE FACTOR DOWELS BETWEEN fOTINGS AND MALLS OR COLUMNS SHALL BE THE SPPIE GRADE,SIZE,AND SPACING ON MA'BER AS 111E VERTICAL REINFORCING BEARING WALL SYSTEM:SPECIAL RENFORCED MASONRY SHEAR WALLS.VERTICAL 5E5MK FORCE RESISTING SYSTEM - EXPOSURE CUSS:F2/50/WO/C BARS,UNLESS NOTED OTHERWISE. WELDING OR TACKING OF NIGH-STRENGTN BOLTS 5 NOT PERMITTED. - MAX WATER/CEMENT RATIO,015 IF SPKIflED,'PARTIAL GRO/TNG'SPECIFIS THAT ONLY CELLS W REINFORCEMENT ARE TO BE GROUTED CONCRETE DIAPHRAGM FOR ROF5/FLOORS-HORIZONTAL SEISMIC FORCE RESI5TING SYSTEM - AIR CONTENT(+/-1.5A):6S WELDED WIRE FABRIC(WWF)SHALL BE PROVIDED IN FLAT SHEETS AND SHALL BE SUNGRTED ON CONTINUOUS SLAB BOLSTERS AND UPPED THE BUTT WEDS ARE TO BE A COMPLETE JOINT PENETRATION(CJP)WELD,MLE56 NOTED OTHERWISE.ALL EXPOSED BUTT WELD5 SHALL BE GROUND 5.0-R,RESPOSE MODIFICATION COEFFICIENT - MAXIMUM DE51GN SLUMP:3-(OR e W ADMIXTURES) GREATER OF ONE AND ONE-HALF MESH 5PACE5 OR 6'. MORTAR MIX SHALL CONFORM TO A5m CIZO FOR FIELD TESTING AND HAVE BED JOINTS THAT W NOT EXCEED 5/B' `JUOTH 0.E0- SEISMIC RESPONSE COEFFICIENT - f MA%SHRIWAGE AT 2B DA75,0.05 572 U)-S FORCE PROCEDURE•SEISMIC ANALYSIS PROCEDURE . NO MALL WEIGHT CONCRETE REINFORCING BARS SHALL BE BENT COLD,AND NO METHOD OF FABRICATION SHALL BE LIED WHO WOAD BE IN.AURIC5 70 THE MATERIAL. GROUT SHALL RAVE SUFFICIENT WATER TO ACHIEVE ASLUMP O B'-II'ANm TO FUM MTO ALL CELLS O MIA,ONRY CONSTRUCTION WITNOR ALL RAJ PENETRATION WELDS SWILL BE ULTRASONIC TESTED IN ACCORDANCE WITH AS DI L 572 KIPS PALE)-SESOI DESIGN BASE SHEAR(EAST/515T DIRECTION) SEGREGATION. s 1145 KIPS(LOE)=5FJ5MIC DE51GN BASE SHEAR(NORTH/SOUTH DIRECTION) HEATING OF BARS FOR BENDING I5 NOT PERMITTED. SiN,2 ON METAL DECK: GROUT SHALL BE PLACED IN LIFTS NOT EXCEEDING V-e IN HEIGHT.GRO T SHALL BE HELD I W BELOW TOP OF UNITS AT GROUT POUR JONTS. A WGFR SIZE 5 SPECIFIED,MINIMUM WEIR SIZE SHALL BE 3A6'ON AS NOTED IN SECTION Jffi O RISC 3G0,WHILHIEVER 5 URGER. SROAL IOlga - MIN.�DAT STRENGTH:3,OW psi FIELD BENDING O REINFORCING&ARS PRIOR TO CONCRETE PLACEIMENT AND REINFOKING BARS PARTIALLY EIBEODED IN HARDENED CONCRETE IS 20 ESE-STORAGE ABOVE CEILING(LIVE LOAD) - MAX AGGREGATE SIZE:3/4'DIA NOT PERMITTED UNLESS APPROVED BY T14E STRUCTURAL ENGINEER OF RECORD. FOR LIFTS OVER II IN HEIGHT,THE CONTRACTOR SHALL SUBMIT A GRANTING PROCEDURE PIN!FOR TIE STRUCTURAL ENGINEER OF RECORD TO FIELD WELDS HAVE BEEN INDICATED WHERE THET ARE EXPECTED TO OCCUR MID ARE INTENDED ONLY TO AID THE CONTRACTOR IN DETERMINATION - DCP09M CLASS:FO/50/CO O FIELD V5 5HW WELDING.THE CONTRACTOR SHALL DETERMINE THE ACTUAL FIELD WELDING AS NEEDED FOR THE CONSTRUCTION SEQUENCE AND .. - MAX WATER/CEMENT RATIO 0.45 CUTTING OF REINFORCING WHICH CONFLICTS WITH EMBEDDED OBJECTS 15 NOT PERMITTED. REVIEW PRIOR TO CONSTRICTION. INCLUDE ALL ASSOCIATED CO5t5 WITHIN THEIR BASE BID. - AIR CONTENT(+/-1.59):<3f WET RABBIT LLC THE INTERNATIONPL BUILDING CODE(IK)AIm STANDARDS SWNL GOVERN ALL MATERIALS Plm WORKMWNOHIP. ME(lANIW.SPLICE CQUPUER5 SHALL HAVE A CURRENT ICC-E5R APPROVAL REPORT AND SHALL BE CAPABLE OF DEVELOPING 125%OF THE SPLICED CONTROL JOINT AND EXPANSION JOINT LOCATIONS SMI BE APPROVED BT THE STRUCTURAL MINEER O RECORD PRIOR TO CONSTRUCTION. SEE'SPACIAL INSPECTIONS'SECTION FOR OTHER REQUIREMENTS REGARDING SPECIAL IN5PECMON5 FOR WELDING OF STRUCTURAL STEEL ELEMENTS. MIAXIMUS DEIIGN SLUMP:3'(ON B'W ADMIXTURES) UNLESS NOTED OTHERWISE AS INDICATED IN THE PLANS 3213 W.WHEELER ST#750 ALL TEMPORARY SNORING ON BRACING IS THE RESPQHSBILITT O T14E CON7R/CTON.THE DRAWINGS REELER THE FlNA FINISHED CONDITION O - i MAX SHRINKAGE AT�DAT"'"O.g EAR'S YIELD STRENGTH.BUBM17 MECHANICAL SPLICE LWPLERS 70 THE STRUCTURAL ENGINEER O RECORD F'ON REVIEW PRIOR 10 PVLBMENT. THE STRUCTURE. . LIGHT WEIGHT CONCRETE,DRY UNIT WEIGHT:IB PCF CONTRACTOR SHALL REFERENCE TflE'TYPICAL REINFORCED MASO EY WALL GONSTRICTION'DETAIL FOR ADDTINAL INFORMATION. STEEL ROOF AND FLOOR DECK- SEATTLE,WA 98199 CONTRACTOR IS TO PROVIDE SUPPRTS FOR RENFORCING BARS TO MAINTAIN SPECIFIED GANCRETE COVER.SUPPORTS MUST CONFORM TO THE STANUAROS: 206-2$4-$ZOO MATBUNB REQUIREMENTS IN CR51 M5P,CHAPTER 3'BAR SUPPORTS'. 7NSE DRAWINGS ARE NOT INTENDED TO SNOW EACH AND EVERT CONDITION BUT TO INDICATE THE GENERAL CONSTRUCTION.WHERE CONDITIONS ARE CONTRACTOR SHALL PRO✓IDE TEMPORARY BRACING FOR MASORY WALLS,AS REQUIRED,U TEL CONECTINS TO FLOOR AND/OR ROOF DIARIRAGMY AN51/SDI-RD-Z017'STANDARD FOR STEEL ROOF DECK' POR7IAND CEMENT:ASm CI50 TYPE/II ON ASm C5Y TYPE IL NOT SPECIFICALLY DETAILED,SIMILAR CONDITIONS SHALL BE USED AT THE DISCRETIN AND APPROVAL OF THE ARCHITECT AND ENGINEER. ARE CO PLETED AND WALL HA5 REACHED DESIGN STRENGTH. - ASI/5DI-C_2O7 STANDARD FOR COMPOSITE STEEL FLO R DECK-SUBS' - PLY ASH OR POIIALPNS:ASm OIB CASS C NED@Y - MIXING WATER,/sm C1 02 WELDING O REINFORCING BARS,WHERE APPROVED BT THE STRUCTURAL ENGINEER O RECORD,SHALL BE PERFORMED USING LOW HTDROGQN - ANSI S13-16(20TR SPECIFICATION FOR THE WEET T CAD-FORMMED STEEL STRUCTURAL MEMBERS• THE CONTRACTOR 15 AUE R45I NO FOR ALL JOB SITE SAFETY rU`WELL AS ALL MEANS,MVIEW OF AND SEWECES O CONSTRUCTION E SAFELY . AGGREGATES ELECTRODES AND PREHEATED IN ACCORDANCE WITH AN51/AW5 DIA WELDERS AND WELDING PROCEDURES STALL BE QUALIFIED IN ACCORDANCE WITH RBA STEEL E BEEDDED IIEfB' - PYS DI3-IB 51itIUCMRAL WELDING CODE-SHEET STEEL' orvsuM.AUr PERFOR7 THE IIORK.NNE NA5 NO ED(PERTISE IN NOR HA5 BEET RETAINED TO PROVIDE REVIEW O THE CONTRKTQS'SAFETY PREYNITIONS AS . NORMAL WEIGHT AGGREGATE SHALL CONFORM TO A57M C33 AN5VAW5 DIA MATERIALS SHALL CONFORM 70 114E REQUIREMENTS SHOWN IN T14E'MATEM&SECTION ABOVE. ALL REINFORCING STEEL AND EMBEDDED REB STALL BE IN GRQUTID CELLS AND SECURELY INSTALLED RtIOR TO GROfTNG THE MASONRY THEY RELATE TO THE CONSTRUCTION OF TH15 PROJECT. - LIGRT WEIGHT AGGREGATE SHALL CONFORM?TO ASm CM ASSEMBLY. MATERAlb KfIXNRBS REINFORCEMENT SHALL HOT BE WELDED UNTIL A CHEMICAL ANALYSIS SUFFICIENT TO DETERMINE THE CARBON EQUIVALENT 5 PERFORMED.THE . STEEL DECK:A5TM 90 SS GRADE SO(Fy-50 W) IF PNY ERROR ON g15510N AWEPRS IN THESE DRAWINGS,SPKIfKATIOS,OR OMER DOCUMENTS,THE CONTRACTON STALL NOTIFY THE OWNER REINFORCING BARS AND EMBEDDED ITEMS SHALL BE FREE OF GREASE,MUD,OIL,OR OTHER MATERIA 5 THAT REDUCE REINFORCING BOND AT THE - WELDING ELECTRODES.SOKK 60 W MIN. AIR ENTRAINMENT ADMIXTURES:ASm LNA CARBON EQUIVALENT O REINFORCING 5'TEEL&RS SHALL BE CALCUU7ED FROM THE CHEMICAL COMPOSITION AS SHOWN IN THE MILL TEST REPORT. ( ) AND STRUCTURAL ENGINEER O RECORD IN WRITING E SUCH OMISSION ON ERROR BEFORE LOORS,MI S,A THE WORK ON ACCEPT FULL TIME O CONCRETE PLACEMENT.RUST N MILL SLUE IS ALdED TRUCTUR BAR WEER AND DIME PRIG CTO PLAC ME ASm SPECIFICATIONS.ANT . WTER REDUCING AND ONCRET TIME MODIFICATION CHAT RF5:ASiMI TAW IF MILL TEST REPORTS ARE HA AVAILABLE,A C5.REIN ANA1INT SHALL BE MADE A7 BARS REPRESENTATIVE O THE BARS TO BE WELDED.THE OFL1C SPE Tg6G RESFYASIBILIT7 FON THE COST TO RECTIFY SAME.VERIFY AID COORDINATE OPENINGS IN FILVR",WALLS,AND ROO WITH ARCUITECNRAL, INTENDED COATINGS SHALL BE PER PINS ON APPRNED B7 111E STRUCTRAL ENGINEER O RECORD PRNR 70 PLACETMENi. MECANIAL,Alm ELECTRICAL DRAWINGS. PRODUCING PLOWABLE T WKIE ADIUST BE,ASm CIO7 CARBON EIN UEUEOF ESTI SHALL IAL EXCEED ON REINFORCEMENTS MEETING ASm A706 DEFIED 10 MEET THE WELDPHILIT7 REWIREMENTS MAT REFER TO FRAMING PLANS AND'TYPICAL METAL DECK PROPERTIES'DETAIL FOR ROOF DECK SPECIFICATIONS AND MINIMUM SECTION PROPERTIES. - OTHER ADMIXMRS NOT SPECIFIED MUST BE SIBMRTED TO THE ENGINEER O RECORD FOR REVIEW. BE USED IN UEU O TESTING.SPECIAL INSPECTION Is REWIRED FOfR ALL FIELD WELDING. DILL RENFORCING BARS$HALL BE DEVELOPED AND LAPPED PFIR THE'MASONRY REINFORCEMENT DEVEDPMIENE 1 LAP$PEKE SCHEDULE'IN THE THE ARCHITECTURAL DRAWINGS SHALL BE REFERENCED FOR WALLS,FlNI5HE5 AND DIMENSIONS.DIMENSIONS PROVIDED ON THE STRUCTURAL NIX SPBDFl01TIO1 ITS, BOOMIC Rom& STRUCTURAL PIAN5. ALTERNATE DECK TYPES FROM THE DECK SPECIFICATIONS IN THE DETAILS PREVIOUSLY LISTED MUST BE SUBMITTED TO THE STRUCTRAL ENGINEER DRAWINGS ARE FOR REFERENCE ONLY AND SHALL BE VERIFIED B7 THE ARCHRECDRAL DAWINGS. WHERE AIR CONTENT 5 SPECIFIED IN THE ABOVE CONCRETE MIX 5PKIFICATION5 FOR A STRUCTURAL ELEMENT,PROVIDE AIR ENTRAINING ADMIXTURE ALL REINFORCING BARS IN MOMENT FRAMES 4 SHEAR WALLS(INCLUDING COUPLING BEAMS t WALL PEERS WITHIN A SHEAR WALL)SH A L CONFORM TO OF RECORD FOR REVIEW.ALTERNATE DECK TYPES MUST HAVE A CURRENT ICU E5R OR IAPMD-UE5 EVALUATION REPORT. TO ACHIEVE THE AIR CONTENT PERCENTAGE SPECIFIED.THE TOTAL AIR CONTENT SPECIFIED I5 TO INCLUDE AIR ENTRAINMENT ONLY.ENTRAPPED AIR ASm A106 GRADE 60 REINFORCING STEEL. PROVIDE HORIZO TAL BOO BENS WITH(2)#5 CQRINUO S BARS AT A MAXIMUM SPACING OF 32'O.C.,LW E55 NOTED OTIEFZ W15E IN 5TRUC URAL r NATURE,DURAER AWR?/ED ALTERNATE'IS SPECIFIED HEREIN,UA ALTERNATE PRODUCT O TION ON GREATER STRFN ENH AND SIMILAR IN 15 NOT PERMITTED TO BE USED IN THE TOTAL AIR CONTENT SPECIFIED.AIR CONTEXT SPECIFIED I5 BASED ON 3/4'DAMETER AGGREGATE.IF 30 MIS.PROVIDE BOND BEAMS AT ALL FLOOR t ROOF UNE5 AND AT 114E TOP OF THE MALL.ALL BOND BFM5 SHALL BE COMM1L15 N SOLID DBTC FASTBMG: NATURE,WRABUTf,AND FORM MAT BE SUBMITTED WITH ADEQATE TFA#NIAL DOCUMENTATION TO THE STRUCTURAL ENGINEER O RECORD(EAR) DIAMETER AGGREGATE 15 USED,INCREASE AIR CONTENT BT I.5f.TESTING SHALL CONFOM TO A5m CDI AND ASm CI73.THE AVERAGE OF ALL ALTERNATIVELY,ASm MI5 GRADE 60 REINFORCING STEEL 5 PERMITTED IF A MILL CERTIFICATE I5 SUBMITTED TO THE 5TRULTIRAL ENGINEER OF GROUTED WALLS. REFER TO'TYPIAL METAL DECK FASTENING'DETAL FOR ROOF DECK ATTACHMENT TO STRUCTURE AND 51DELAP CQRECTION REQUIREMENTS. FOR REVIEW.NO ALTERNATE PRODUCTS MAT BE USED PRIOR TO THE APPROVAL OF THE FOR.ALTERNATE PRODUCTS THAT ARE SUBMITTED TESTS 5141.E MEET OR EXCEED THE SPECIFIED VALUE.TESTING IS TO BE PERFORMED AT THE POINT OF DELIVERY. RECORD FOR APPROVAL PRIOR TO FABRICATION THAT PROVIDES DOCIMENEATION SNOWING ALL OF THE BELOW REQUIREMENTS ARE SATISFIED. WITHOUT ADEQUATE DOCAIINTATION OR THAT SIGNIFKA N LT DEVIATE FROM THE DESIGN INTIXr OF THE ORIGINALLY SPECIFIED PRODCT WILL BE PROVIDE BENT BARS PER TYPICAL DETAILS TO MATCH AND LAP HORIZONTAL BOND BEAM REINFORCING AT CONERS AND WALL INTER5KT10N5 TO ALTERNATE FASTENING MMHODS FOR DECK CONNECTION TO SUPPORT STRUCTURE AND 51DRAP CONNECTIONS MAY BE SUBMITTED TO THE I.YIELD STRENGTH Fy BASED ON MILL TEST DOES NOT EXCEED SPECIFIED Fy B7 MORE TAM 18,000 P51 STRUCTURAL ENGINEER O RCORD FOR REVIEW PRIOR TO CONSTRUCTION. REJECTED. MAINTAIN BOND BEAM CONTINUITY,MLE56 NOTED OTHERWISE CALCIUM CHLORIDE MAT NOT BE USED. 2.THE RATIO O THE ACTUAL TENSILE STRENGTH TO THE ACTUAL YIELD STRENGTH IS AT LEAPT 175 DRAWINGS AR:NOT TO BE 5LED. 3.THE MINIMUM EONGGATION IN B INCHES SHALL BE AT LEAST ALL HORIZONTAL BUS SHALL BE PLACED IN BOND BEAM OR LINTEL BEAM UNITS.BOND BEAM/UMEL BEAM EMITS SHALL NOT HAVE TAPERED ALL CONCRETE MIX DESIGN SUBMMITTALS SHALL INCLUDE PORTLA ND CEMENT MILL TE5T5 WITH CERTIFICATES OF COMPLIANCE. a.N PERCENT FOR BAR SIZES#3 THRU#6 HALLS DUE TO EXTENSIVE THUN55 OF SHEL.THE SHELL THICKNESS 5 4AU NOT EXCEED I-W. GBEFAL R�DBIN AL ADONOR�) b.12 PERCENT FOR BAR SIZES#7 T14RU NI FPBRKATICN PND INSTALLATION O DECK SHALL COMPLY WITH THE RCiUIRE1ENT5 IN PN51/SDI-RD ON AN51/SDI-C. 13228 NE 20TH ST,SUITE IDG ' MINIMUM TOTAL CEMENTRIOUS CONSENT SHALL HAVE 5-V2 SACKS(517 EB)MINIMUM OF CEMENT PER C ERC YARD. c.D PERCENT FOR BAR SIZES I4 AND#IB GENERAL CONTRACTOR REQUESTED CKW5 OR 51A%TRVTION5 5WULL BE SUBMITTED IN WRITING 10114E ARCHITECT AND STRUCTURAL EU41HER PROVIDE A MIN.K'DEEP LINTEL W(1)#5 CONi1NXA15 BARS(BORd'1)OVER ALL WAIL O'E#NGS,U.N.O.ALL LINTEL REINFORCING SHVl EXTEm ALL ROOF DECK SHA L BE 3-SPAN CONTINUOUS MINIMUM.IN AREAS WHERE 3-SPAN CNOTINS ARE NOT POSSIBLE,THE CONTRACTOR SHAL BELLEVUE,WA 9BOOM OF RECORD.THE GENERAL CONTRACTOR SHALL ALLOW 10 WORKING DAT5 MINIMUM FOR THE 5TRKTRAL ENGINEER O RECORD TO COMPLETE THEIR THE USE OF FLY ASH OR POIIOUNS CONFORMING TO THE A5m LISTED ABOVE SHALL CONFORM TO ACI TABLE 26.4.23(b)AND SECTION 26.42.2. PRESTRF55ED CONCRETE HOLLOW CORE PLAN K5- 2'-0'PAST THE ONENNG.5EE'TYPICAL REINFORCED MASONRY RAIL COSTRUCIO`DETAIL IN PLANS FOR ADDITIOAL INFORMATION. PROVIDE HEAVIER GAUGE DECK AS REWIRED TO PROVIDE THE EWIVALENT LOADING OF THE DECK UNDER A 3-SPAN CNDITION. 425 614-0949/INFO@AU-ENG.COM REVIEW.A RE5POSE FROM THE ARCHITECT AND/OR THE STRUCTURAL ENGINEER OF RECORD E5 REWIRED PRIOR TO 114E FABRICATION AND/OR THE MAXIMUM PERCOM OF FLY ASH/OTHER POIIALAB SWLLL BE 25S OF THE TOTAL CEMENTITIOU5 CONTENT UNLE55 REVIEWED AND APPROVED JOB NO:24034 CONSTRUCTION O THE REQUESTED OVNG5 OR SUBSTIMIONS.CH4NG5 SH OWN IN SHOP DRAWINGS ONLY WILL NOT 5ATI5FT THI5 REQUIREMME4E. OTHERWISE BY THE ENGINEER OF RECORD. ROOF AREA MINIMUM VERTILAI.REINFORCEMENT SVWL BE(I)#5 AT 32'O.C.,UN.E56 NOTED ONIE78WBE ALL STEEL ROOF DECK SHALL HAVE A MINIMUM G60 ZINC GALVANIZED PROTECTIVE COATING PER ASm F(,53. WE CONTRACTOR WILL BE RESEMBLE FOR ANT ADDITINAL ENGINEERING EFFORT AND ASSOCIATED FEES REWIRED FOR REVIEW AND APPROVAL . ROOF UVE LOAD:20 ESF OF THE REQUESTED CANG5 AND 5LB5TMUTGN5. THE WATER/CEMENT RATIO SHALL BE BASED ON THE TOTAL CEIENTITIWS MATERIAL,INCLUDING CEMENT AND POIIALAN5 SUCH AS FLY ASH. RXXF SUPERIMPOSED DEAD LOAD:20 FEE SI E OF CON POKE INT S5 LE55 NO BARS FULL HEIGHT,(I)FXII FACE IN[81,AT NAl1 INTERSFLTGHS,CORNERS,WAIT OPENINGS,AND FAOI ALL DECK WELDING SHALL BE IN ACCORDANCE WI714 AWS DI3. - TOTAL DEAD AND 5WERIMP05ED LIVE LOAD:40 P5F SIDE O CONTRCL JOINTS,UNLESS NOTED OTHERWISE ALL 5 "DRAWINGS- SPECIFIED SHRINKAGE LIMITS SH411 BE VERIFIED IN ACCORDANCE WfIH TOTING THAT IS IN ACCORDANCE WITH ASm CI57. - TOW DRIFT PER SHEET 5-bb ALL DECK ENDS SHALL BE LAPPED A MINIMUM OF Y AND CENTERED OVER 511PPRT5. ALL SHIN DRAWINGS SHALL EC REVIEWED/APPROVED B7 THE GENERAL CONTRACTOR RACT TO BELL I SUBMITTED i0 THE AMP FROM AND BARS,S BETWEEN ED OTH5 ANU WALLS ON COSHES SLAl1 BE THE SANE GRADE,SIZE,AND SPACING T MSPECI AS THE VERTICAL REINFORCING SiRCTURAL ETFHNE7R O RECORD.SHOP DRAWINGS APPRNED 07 TINE GENERAL CONTRACTOR SHALL INCLUDE A REVIEW STAMP FRM THE MIX PROPORTIONS SHALL MEET ON EXCEED ALL REQUIREMENTS SPECIFIED.THE MIORE STRINGENT O THE REWIREMENTS SHALL GOVERN. ENS,UNLESS NOTID OTHFRNSE.ALL DOIELS 5HA01 RAP W VERTICAL REIWORCEMENT PER THE LFNGTS SPECIFIED IN THE'MASONRY ALL DEIX F1U/5 SHALL RAVE A MINIMUM Y O BEARING. GENERAL C NTRACTOR INDICATING THE SHOP DRAWINGS ARE CORRECT t COMPLETE. REINFORCEMENT DEVELOPMENT 1 LAP SPLICE SCEDULE' 6H6A1 RENIIPBEIIB SUB TTPS,SIZES AND WEIGHTS NOTED 15 MPNUFACTURED BT CONCRETE TEGHNgDGT CORPORATION. STEEL RNF DECK SHALL NOt BE USED TO SUPPORT LOADS FROM PLUHBING,HVK DICTS,LIGHT FIXIURS,ARCHMNEL7URAL EEMMENTS ON THE STRUCTURAL ENGINEER O RECORD5 SHW DRAWING REVIEW I5 ONLY FOR GENERIC COMPLIANCE WE14 THE 5NIX TURAL DRAWINGS AND DOES PERFORM COCRETE WORK,INCLUDING HANDLING,PLACING,AND CONSTRUCTING IN ACCORDANCE WITH KI 301,INCLUDING KI MIT,UNLESS MORE CONDUIT5I PIPES AND SLEEVES SHAM NOT BE PLACED IN MASONRY COSTRUCTION UNLE55 5PECIfIMAOLY APPROVED BY STRUCTURAL ENGINEER OF EQUIPMFM OF ANT KIND,MLE56 SPECIFICALLY NOTED OR APPROVED BT THE STRUCTURAL ENGINEER OF RECORD.LIGHT WEIGHT SUSPENDED NOT INDICATE THE SHOP DRAWINGS ARE CORRECT OR COMPLETE.THIS I5 THE SOLE RESPOFABLRT OF THE GENERAL CONTRACTOR. STRINGENT REQUIREMENTS ARE 5PECIFIED. SIRES i0 HAVE LOAD CARRYING GPACILT IN ACCORDANCE WITH MANUFACTURERS PUBLSHED IDAD TABLES. RECORD.IF EMBEDMENT I5 APPROVED TIE CONDUIT,PIPE OR SLEEVE SHALL BE COMPATIBLE W17M THE MASONRY(ALUMINUM NOT ALLWED),SWILL KOUSTKAL CEILINGS WITH A TOTAL WEIGHT OF 65 LB5 PER ATTACHM ENT MAY BE HUNG FROM THE ROOF DECK.114E HANGERS MUST BE SPACED N0 BE NO U05 R THAN THREE DIAMMETERS(OF THE LARGEST DIAMETER MEMBER)ON CEMER,SHALL BE A MINIMUM OF I-V2'CLEAR OF ANT CL05ER THAN 4 FT O.C.AND STAGGERED TO DISTRIBUTE THE LOADS OVER MULTIPLE DECK FUUT5. WHERE EXISTING CONDEED6 REQUIRE FIELD VERIFICATION,THE GENERAL CONTRACTOR I5 RFSNNSBLE FOR PROVIDING ALL NMESARY FIELD INSTALL AND SECURE EBEDMEMS SUCH AS ANCHOR RODS AND EBEDIMEM PUTS WITHIN THE SPECIFIED TOLERANCES PRIOR TO CONCRETE SHHOP DRAWINGS SHALL 54OW ALL OPENINGS V DIA.OR GREATER WHICH ARE TO BE CUT IN PUNK. REINFORCING AND SHALL NOT D15P ACE MIORE TIM 2A OF THE NET CELL CRO55 SECTION.PIPES SHALL NOT CONTAIN LIQUIDS,GAS OR VAPORS AT e VERFICATION INFORMATION AND MEETING IT HAS BEEN ACCURATELY INCORPORATED INTO THE SHOP DRAINGS PRIOR i0 APPROVING THE SHOP PLACEMENT. TEMPERATURE OVER 150 DEGREES,BE SUBELT TO FREEZING OR AT PRESSURES OVER 55 P.X. OElINGS SII4N IN THE CONTRACT DOCUMENTS SHW1 BE REFLECTED IN THE SUBM1TAU.DECK OENINGS L55 THAN 6'DU NOT REWIRE DRAWINGS.SHOP DRAWINGS THAT CONTAIN OVERIFY IN FIELD NOTES OR INCOMPLETE EXISTING BUILDING INFORMATION TO ADEQUATELY DETAIL THE HOLLOW-CORE MANUFACTURER SHALL BE A PCI-CERTIFIED PLANT. REINFORCEMENT.FOR URGER OPENINGS REFER TO 5TR11RURAL PLANS AND DETAILS FOR DECK SUPPORT. CNNECTIONS TO 114E BUILDING STRUCTURE ARE CONSIDERED INCOMPLETE AND WILL BE REJECTED. CONCRETE SNAIL BE PR PERLY COSOLIDATED PER THE LATEST EDITION OF AC 309 USING INTERIR MECHANICAL VIBRATION,EXCEPT AT CNCRETE INSTALL PER MANUFACTARERS RECOMMENDATIONS. WEATHER cmanas ANY CANGE5 OR DEVIATIONS FROM THE CONSTRUCTION DOCUMENTS CNTAINED WITHIN THE SHOP DRAWINGS SNAIL BE CLOUDED AHD NOTED AS SLAM ON GRADE L55 THAN 5'THICK.DO NOT OVER-VIBRATE CONCRETE. CONCRETE MASORY CONSTRUCTION THE AMBIENT TEMPERATURE WAS FALLEN TO OR 5 EXPECTED TO FALL BELOW 40 deg F WRING TIE STEEL ROOF DECK SUPPLIER STALL PROVIDE ALL NECESSARY ACCESSORIES 5"AS RIDGE AND VALLEY PLA15,SADDLES,CWFR PUTS,ETC. SUCH.THE STRUCTURAL EGINEER OF RECORS SHOP DRAWING APPROVAL SHALL NOT BE CONSIDERED AN APPROVAL OF ANT DESIGN DEVIATIONS SEE'DEFERRED 51"ITTALV SECTION OF THE STRUCTRAL NOTES FOR ADDITIONAL INFORMATION REGARDING REWIRED SUBMITTALS CONSTRUCTI N PERIOD,IMIPLIEMENT COLD WEATHER PROCEDURES TWAT COMPLY WIN TEAS 6m SECTION IBC. LWLE56 SPFCIMUT NOTED AS 5".SHOP DRAWINGS W NOT SUPERSEDE OR REPLACE THE CONSTRUCTION DOCUMENTS. PROTECT AND CURE ALL CONCRETE SURFACES,EXCEPT FOOTINGS,FOR A MINIMUM OF T DAYS AFTER PLACEMENT IN ANY APPROVED MANNER IN ACCORDANCE NTH ACI 3OI. 4A05T INSTAT l m ANYINORS: CONCRETE MASONRY CONSTRICTION THE AMBIENT TEMPERATURE NAB EXCEEDED TO OR 5 EXPECTED TO DUED W deg F QR FO deg F W MR" 114E SHOP DRAWINGS SHALL BE SUBMITTED t REVIEWED B7 THE ARCHITECT t STRUCTURAL ENGINEER OF RECORD BEFORE PROCEEDING WITH OVER B MPH WRING THE COSTRUCTIN PERIOD,IMPLEMENT HOT WEATHER PROCEDURES THAT COMPLY WITH TM 5 602 SECTION IAD. FABRICATION.THE GENERAL CONTRACTOR%LALL ALLOW D WORKING DAYS MINIMUM FOR TIE STRUCTURAL ENGINEER OF RECORD TO COMPLETE CONCRETE WALL5 INTE SECTION CONCRETE PIU5TE5 SHALL BE CAST MONOLITHKALLT WITH PIASTERS,UNLE°Li NOTED OTHERWISE. REFS RE CE STANDARD& THEIR REVIEW.THE STRUCTURAL ENGINEER OF RECORD WILL REVIEW ONE SUBMITTAL FOR EACH UNTED SHOP DRAWING.SHOP DRAWINGS THAT - KI 3IB-19'BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE' QUALITY ASIXRAl1OD REUIRE MULTIPLE REVIEWS B7 THE STRUCTURAL ENGINEER OF RECORD WE TO ERROS t INCOMPLETENESS WILL BE AT THE EXPENSE OF THE PROVIDE BEVELED 2,4 KEYWAYS IN COSTRUCTION JOINTS UNLE55 DETAILED OTHERWISE.TW OMEY CLEAN AND REMOVE DEBRIS IN CONSTRUCTION . TM5 402-16'BUILDING CODE REWIR51DM FOR MA5ONRT 5TRUCTURES' ALL REINFORCED MSO EY WALLS SHALL BE TEETED/IN5PECTED IN CONFORMANCE WITH THE REFERENCED TM5 402 AND TM5 602 CODES AND THE GENERAL CONTRACTOR. JOINT PRIOR TO PLACING NEW CONCRETE. PROJECT SPECIFICATIONS.SEE SPECIAL INSPECTIOIV SECTION OF THE 5TRULTURAL GENERAL NOTES FOR SPECIAL INSPECTION REQUIREMENT5 FOR MATBRUL4 CONCRETE MASONRY GOSTRUCTION. UST O R82M 9GP LRAWNSE, WHERE EXISTING CONCRETE ABUTS NEW CONCRETE,RWGMEN THE EXIST 4.SURFACE TO A FULL AMPLITUDE OF V4 INCH. SEE THE BBAW LI5T OF ICU IAPTD EVALUATION REPORTS FOR THE ANCHORS SPECIFIED PER PLAN.NO ANCHOR 5UB5TITUMON5 FROM THE AICIRS CONCRETE MIX D51GN(5) SPECIFIED ON PLAN ARE PERMITTED WITHOUT PRIOR APPROVAL FROM THE STRUCTURAL ENGINEER OF RECORD. STRUCTURAL STEEL- ' NON-5HRIW GROUT AT BASE RATES PROJE171M CORNER9.OF SLABS,BEAMS,HALLS,COLUN5,ETCH SHALL BE FORMED WITH A 3/4'CAMFER,UNLE56 NOTED OTHERWISE. REFE7RBXE S7AIDAImG - RERF Wl%STEEL FOR CONCRETE 4 MASONRY CASTRLCTION AD4E5 VE ANCHORS, - AN51/RISC ND RDS,DE O STANDARD PR/CTIOE FON STEEL BUILDINGS AND BRIWE`i' STRUCTURW.STEEL CONCRETE 5UPPLIER SHALL COORDINATE EXPECTED WATER VAPOR TRANSMISSION RATES DURING CURING O THE COCRETE WITH CONTRACTOR AND - TO CONCRETE, MEAL DECKING ARCHITECT TO ALIDH FOR FLOOWNWROOFING 70 BE INSTALLED. - DEWAT PUREIION(KC ESR-32%ESR-329B LABC) - ANSI/AISC 360-I6'SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS' METAL D CKING R MIX DFSIQN(5)AND MATERIAL CERTIFIGTE(5) HILT HR HT-200-R M(ICU ESR-4B6B,ESR-4868 LABL) - 2014 RC5C'SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS - MASOR7 GRAY MIX DFSIGN(5)AND MATERIAL CERIFICATE(5) FON ALL ALYGFR UST PILING,PROVIDE NOT L55 nHA!9 SACKS O CLIENT PER CUBE YARD O GROINS. GROUITED MASI . AWES D.I-15'STRUCTURAL WEDING CODE-STEEL' MV50NRY UNIT MATERIAL CERTIFKATE(5) . DBMT ACIOO+GOLD(IOC E5R-32W,E5R-3200 ABC) ANSI/A15C 341-16 SEISMIC PROVISIOS FOR STRUCTURAL STEEL BUILDINGS' ELECTRICAL CONDUIT PEALED IN CONCRETE SHALL BE RIGID STEEL OR FLEXIBLE PLASTIC CONDUIT,NO ALUMINUM 15 ALLOWED.FOR CONDUIT PLACED . HILT HIT HY-270(ICC E5R-4143,5RdIA LABC) ' AWS DIbN 5TRUC7URL WELDING CODE-SEISMIC SUPREIENT' � � - IN 5LPB5 THE MUM"OJT51DE DIAMETER SHALL NOT EXCEED 1/6 TIMES SLAB THICKNESS AND IT SHALL BE LOCATED IN THE MIDDLE THIRD. MULTIPLE CONWIT5 PULED IN THE 5LIB 5H4LL.HAVE A MIN.CLEAR SPACING OF 3 X DIAMETER.NO M ORE THAN ONE LAYER OF CONDUIT MAT BE . DOHALT ACN10+GOLD W SCREEN TUBE(ICC ESR-3100,E5R-3Z00 UK) MAT9MLS DEFERRED SUBMITTALS ARE TYSE PORTIONS OF THE DESIGN WECN HAVE NOT BEE!PERMITTED AN V THE 045E BUILDING APPLICATION. USED,ANCHOR CONDUIT TO A MINIMUM O#4 @ 12'O.L.PERPENDICULAR TO CONDUIT AND EMENDING 1Y MINIMUM BEYOND.FOR CAHDUIT PLACED IN - W 4 Wt SHAPES,A5m A992(FY-50 LW). - xlLn uR NT-TIC W SCREE!TUBE(LLC ESR-4143,E5R-4143 UBC) THE CONIR/CTOR IS SOLELY RESPONSIBLE TO HIRE A SPECIALIZED EKNEER FOR THE ENGINEERING DEW OF ALL DEFERRED SUBMITTAL ITEMS. ATE OVER MEAL DECKING,CONDUIT MAY RIM IN 114E VALLEY O THE DECK FLUTES ONLY W11H A MINIMUM O I'COVER 08OVE AND NO H10RE - UREINFORCED MASONRY: SNARE ON RERANQULM STRUCTURAL TUBE(MSS):ASm A`00 GRADE C(fy.50 kei) THIS INCLUDQ BUT 15 NOT LIMITED TO THE ATTAC MENT TO THE PRIMARY STRUCTURE t COMPATUNUTT IN TERMS OF(DEELEMON,DRIFT,AND i1WN ONE CONDUIT PER DECK FLUTE.CONDUIT SNNl NOT BE LOCATED IN FOOTINGS,BEAS OR GIRDERS WITHOUT PRIOR APPROVAL OF THE . DEAALT ACDO+GOLD W SCREEN TUBE PCC ESR-4105,M-4105 UBC) - ROAD STRUCTURAL TUBE(H55):A5m A500 GRADE C(FY-46 W) ENGINEER. - WILTI HIT HT-270 W SCREEN TUBE(ICC ESR-4144,E5R-4144 UBL) - PPE MEBERS:ASm A53 GRADE B(FY-35 W) MATERIAL)WITH NNE PRIMARY STRUCTURAL SYSTEM.ALL NECESSARY ANCGRACE,BALING,TES,AND CONNECTION MATERIK SHALL BE . PUTS,CHNMELS,AGUES,#RODS:A5m A36(Fy•36 W) FURN1514ED AND IN5TALLED B7 THE CONTRACTOR. FQdt1OBC#mow" MECiVMONC ETE: . EAiES(NOSED AS GRADE 50 ON(FY-CAS):ASm Mn(Fy.50 k4) ALL FOUimRK AND SHORNG SVWl FgJOW THE RB'LMIENDATNAS PROVIDED IN ACI 341.FORMYmRK SHALL CONFORM TO ACI 3O SECTION 2, - TO CONCRETE: ALL STANLESS STEEL:TYPE 3NL(FY=30 lai). SHALL CO'PL7 WITH THE FOLLOWING REQUIREMENTS, RESIGWNG FOR EARLY REMOVAL O ORIGINAL SUPPORTS I5 NOT PERMITTED. - DEAALT POWER-STUDN 502 PCC E5R-2502,ESR-2502 LABC) - MILD STEEL WEDING RJ5CW DE`x EM(70 kkg MIND,UNLESS NOTED GMM15E I.DE50 SHALL COMPLY WITH TIE CODE,DESIGN CRITERIA 4 REFERENCE STANDARDS UNTED WITHIN THESE GENERAL NOTES. . DEAALT SCREWHBOLT+(MCC ESR-38B9,MR-3M IFBC)) - STAINLESS STEEL WELDING ELECTRWB,EN(10 W MIN.)W GMAC PROCESS,UNL55 NOTED OTHERWISE - TYPICAL HIGH STRENGTH BOLTS:ASm F3D5 GRADE AXIS,WIE56 NOTED OTHERWISE 2.BUBIICALC LA:UEOS SHALL EALEDE: ALL SNORING STALL BE THE RESPONSIBILITY O THE CQNRACTON.FOR'YNORK SIRPORTS AND SHORING SHALL BE DESIGNED TO PROVIW FINISHED HILT KWIK BOLT 1T2(K9-1Z2)(MCC-3027, 6,-300 L6 LAEC) AT WWECT06 SPECIFIED A5'SLIP CRITICAL'OR AT STRUCTURAL MUSES LABELED W'LFRS'ON THE PLANS PROVIDE A5m F3125 GRADE a.WECUUTKNS SIGNED 1 SEALED BY A WASNINGTON STATE PR7FESSIOAL ENGINEER TEAT SNOS TIE DQIfiN IS IN COMPLIANCE WRTU CONCRETE SURFACQ AT ALL EKES. - HILT KWIC ASONR(KH-Q)(MCC ESR-3027,ESR-3027 IABC) TIE CODE. - GROlfED MASONRY: A325-SC BOLTS INSTALLED PER CRITERIA FOR SUP CRfrIYi1L CONNECTIONS W CLA55 A EATING SURFACE. b.DRAWINGS SIGNED t SEALED BY A WSHINGTON STATE PROQSIONAL MINEFR,W O CONTAINS: WEATHER M10"aft - DEALT POWER-STUD+SDI(ICC E5R-2966,E5R-2%6 LAW) ANCHOR BOLTS OR ANCHORS RODS:A5m FEW GRADE 36(Fy-36 kd) I.MEMBERS(SIZE,MATERIAL,LOCATION,AND CONFIGURATION) CONCRETE PLACED MEN THE AMBIENT AIR TEPEPATURE HAS FALLEN TO OR I5 EXPECTED LO FALL BELOW 40 deg F DURING THE PROSELTION . DEALT SCREW-BOLT+(ICC EB R-4042,E5R-40C UBC) FURNISH ANC OR RODS WITH MATCHING DOBLE 14FAVY RD NUTS AT THE END EMBEDDED IN CONCRETE I.CONECTION DETAILS TO THE PRIMARY STRUCTURE PERIA,IMPLEMENT COLD WEATHER PROCEDURES THAT COMPLY WITN KI 38-26.5.4 AND THE PROV15M IN KI 306R. . RILT KWIK BOLT TZ2(KB-TZ2)(ICC E5R-4561,E5R-4r61 LABC) 'WELDED HEADED 5TUD5(WI5)3/4'OR T/B':A5m AIOB-NEL50N 53L Ot ENGINEER APPROVED ALTERNATE III.DETALS SNOWING THE DEFERRED SUBMITTAL ASSEMBLY 5 COPAIIBLE WITH THE PRIMARY STRUCTURAL SYSTEM(DEFLECTION,DRIFT, - HILT KWIK HU5-EZ(KH-Q)(ICC ESR-3056,ESR-3056 UBC) 'WELDED HEADED STUDS(OBIS)V2'OR 5A5 A5m AIM-NELSON ME OR ENGINEER APPROVED ALTERNATE MATERIALS,FTC.) CONCRETE PLACED MEN THE AMBIENT AIR TEPERATURE EXCEEDS W deg F OR THE RATE OF EVAPORATION 15 GREATER TIM 0.2 P5F PER HOUR, DWELL BAR ASm A496 DLL ON I APPROVED AL TE iv.MAGNITUDE,LOCATION,AND TYPE(DEAD,LIVE,WAD,ETC.)O ALL LOADS BEING IMPo5ED ON THE PRIMARY STRUCTURAL SYSTEM.ALL IMPLEMENT NOT WEATHER FROLEDURFS THAT COMPLY WITH ACI 3B 26.5.5 AND THE PROJISIONQ IN KI 305 R. GENERAL RBQU111111 : LOADS SHALL BE PROVIDED AS 1.0 UNFACTORED LOADS. MANUFALTURER5 RECO MENDATIOS AND IGCAAPMO EVALUATION REPORT,NOTED ABOVE,SHALL BE FOLLOWED DURING THE PREPARATION AND SIMAL MATERAL REIVIRE EATS FOR LATERAL TORCE 11151 G 5MTE B(IFIB)N SDC D,4 ME FG c PR DUCT DATA t SYSTEM TEOWKAL INFORMATION. CQIO@IE TBIIG NO AO�TA4M INSTALLATION OF ALL GROUTED BOLTS,RODS,REINFORCING BARS,AND MECHANICAL ANCHORS. ALL MEBERS WITH A'LEAS'DESIGNATION WHICH INCLUDES BIM I5 NOT LIMITED TO-MOMENT FRAMES,BRACED FRAMES,DRAGS,ETC.SHALL 3.SEE ADDTIONAL REQUIRE EATS SPECIFIC TO INDIVIDUAL DEFERRED SUBMITTALS WITHIN THE APRJGABLE SECTION WITHIN THESE GENERAL THE CONCRETE PRODUCTION FACILITY SHALL SUBMIT FOR ENGINEER APPROVAL THE CONCRETE MIX DESIGN PRIOR TO PLACEMENT WHICH INCLUDES 5ATI5FY THE Fg1OWING REQUIREMENTS FROM AKIN/A5C 34 5KT.A3. NOTES. STRENGTH TEST RECORDS NOT MORE THAN 24 MIONTS OD AND CONSISTING OF AT LEAST 30 CONSECUTIVE TEEM OR TWO GROUPS OF MASONRY INSTALLATION,UNLESS NOTE)OTHERWISE:INSTALLATION SHALL BE IN GROUTED CELLS ONLY.IF EMBEDMENT MUST BE PROVIDED IN AN - ALL HOT ROLLED 5TM MEMBERS CONFORMING TO ANSI/AISC 360 SECT.A3.I WITH FLANGES I-&THICK OR GREATER SHALL HAVE A MINIMUM CONSECUTIVE T5T5 TOTALING AT LEAST 30 TOTS. LN-GROUrED CELL,NEW GRgR SHALL BE ADDED AT THAT CELL EXTENDING TO THE HORIZONTAL BOND BEAM BELOW.ORE EMBEDDED ITEM ONLY CH PY V-NOTCN(CVN)TO GHNESS OF 20 H-Ib AT 70 deg F,TESTED IN THE ALTERNATE CORE IDGTGN A5 DESCRIBED IN A5m M REhB4 PROCEDURE, PER GROUTED CEL I5 ALLOWED AND NO EMBEDDED ITEMS ARE ALLOWED WITHIN B'OF A FREE EDGE. SUPPLEMENTARY REQUIREMENT 530. ALL DEFERRED 5UBMTTALS SHAD.FOLLOW THE BEOW REVIEW PROCEDRE IN ORDER.DEFERRED 5UBMRTK ITEM5 SHALL NOS BE INSTALLED OBTAIN SAMPLES IN ACCORDANCE WITH ACI 301 SECTION 1.4.42.OBTAIN AT LEAST ONE COMPOSITE SA PLE FOR EACH KID CUBIC YARDS OR FRACTION - RATES WITH A THICKNESS 2-OR GREATER SHALL HAVE A MINIMUM CHARPr V-NOTCH(CVN)TO G I EW OF 27 X-Hb AT TO deg F,MEAA`RED AT , PRIOR TO THE APPROVAL O ALL REVIEWERS LISTED BELOW. THEREOF,OF EACH CONCRETE MIXTURE PUKED IN ONE DAY. INSTALLATION OF ADHESIVE ANCHORS HORIZONTALLY OR UPWARD INLUNE7 TO SUPPORT SUSTAINED TENSION UMDS SHALL.BE PERFORMED B7 ANY LOCATION PERMITTED BT A5m A673,FREQUENCY P,k44ERE THE PLATE 5 USED FOR THE BUILT-UP MEMBES,STEEL CORES OF BUCKLING 1.DEFERRED 5UBVIITAS SHALL BE REVIEWED B7 WE GENERAL CONTRACTOR TO ESRE THE 5UBMgTTAL COMPLIQ WITH ALL REQUIREMENTS PERSONNEL CERTIFIED BY AN APPLICABLE CERTIFIATION PROGRAM RESTRAINED BRCS,AND CONNECTION PLATES WHERE INELASTIC STRAIN UNDER SEISMIC LOADING 15 EXKLTED. LISTED ABOVE TE DEFERRED SUBMITTAL SHALL INCLUDE A REVIEW STAMP FROM THE GENERAL CONTRACTOR INDICATING TER REVIEW K45 MOLD AND CURE A MINIMUM O FOR CYLINDERS FROM EACH SAMPLE IN ACCORDANCE WITH ASm CN.TEST ONE C7UNDER AT 7 DAYS AND TEST BEEN COMPLETED TWO CMUNDER5 AT 2B DAYS.HIOLD ONE CYLINDER IN RSERVE FOR TESTING AS DIRECTED BY THE E GINEER. NO REINFORCING STEEL SHALL BE CUT TO INSTALL ANCHORS.DEFECTIVE OR ABANDONED HOLES SHALL BE FILLED WITH NON-514RI W GROUT THAT AS GBEtAL RFL IRIEME - 2.GENEAL CONTRCTOR TO PROVIDE ARCHITECT t 5TRUCTURAL ENGINEER O RECORD WITH DEFERRED 5U1311I DOCUMENTS FOR REVIEW. A MINIMUM COMPRESSIVE STRENGTH THAT MATCHS THE ADJACENT CONCRETE/14SOR7 GRANT COMPRESSIVE STRENGTH. DESIGN,FABRIATION,AND ERECTION OF STRUCTURAL AND MISCELLANEOUS 5TEEL SHALL COFem TO THE 5PFCLFIATHOS AND STANDARDS O ,pI ID p a.GENERAL CONTRACTOR TO ALLOW 10 WOKING DAYS MINIMUM FOR TE STRUCTURAL ENGINEER OF RECORD TO CONgKT THEIR REVIEW OF A STRENGTH TEST SHA L BE THE AVERAGE OF THE STRENGTHS OF AT LEAST TWO 6 X 12 INCH C7UNDI MADE FROM THE SAME 5AMMPLE O AN51/AI5C 303 AND AN511 A15C 360. \�� F WASH EACH DEFERED RE7ITiAL O TENA ��EAT TI DQIGNATED�7ED.IF 4 X B IN CYLINDES ARE USED,ADDITIONAL CYLINDERS MUST BE OURED FOR TESTING sw SPELL IN"S REME S REWIRED PER THE ANCHOR ILVIAPMO EVALVAiIW REPORT,INSPK71O5 SHIOM BE AS FOJOWS: V`-"�//'EE��ANC` b.5TRUCMRAL EFREER O RECORD'.REVIEW 15 ONLY TO CHECK GENERAL CONFORMANCE WITH THE DE.A`GN CONCEPT AND TO CFLK PROVIDE ONE COAT O APPROVED SHOP PANT MINIMUM TO ALL STEEL EXCEPT STEEL TAT I5 HOT DIPPED GALVANNTD,SPRAY FlRE-R OFED,OR �! p TAT THE IMPOSED LOADS ON TIE PRIMARY STRUCTURAL SYSTEM(PROVIDED IN THE DFIFERRED SUBMIfTTAI)ARE WITHIN THE LAD' STRENGTH LEVEL O AN INDIVIDUAL CIA55 O CONCRETE 5 4AL BE CONSIDERED SATISFACTORY IF BOTH O THE FOLLOWING REQUIREMENTS ARE 1)FOR ALL ANGERS PRIOR TO CONCEALMENT,VERIFY,ANCHOR TYPE,ANCHOR DIMENSIONS,ANCHOR SPACING AND EDGE DISTANCE iO BE EI'BEDDED IN CIMCRETE. THE PRIMARY'STRUCTURAL ST57EM WAS DQKNED FOR. MET: ALL STEEL EXPOSED TO WEATHER SHALL BE HOT DIPPED GALVANIZED,UNLESS NOTED OTHERWISE. c.THE STRULNRAL ENGINEER O RECORD WILL REVIEW ONE SUBMITTAL FOR EACH DEFERRED SUBMITTAL DEFERRED SUBMIT7AL5 THAT A 'r REQUIRE MULTIPLE REVIEWS BY THE STRUC U AL ENGINEERING O RECORD DUE TO ERRORS 4 INCO PLETE NES5 WILL BE AT THE EVERT EN T H TES AVERAGE L ANY BY HI CONSECUTIVE 51RENGTH T5T5 FDUMS ON IXCFfD5 Mc 2)FON EACII ANCHOR TYPE AND SIZE,NNE WE APP SHALL IG ONBKE TO LUATION REPO INSPECT A MINIMUM O(10)ANCHIORS INSTALLED BT O� mm �Rv EXPESE O THE GENERAL CONTRACTQt - NO STRENGTH TQT FALLS BEIW f'c B7 MGRE THAN 500 PB. E/CH INSTALLER FOR[ONFQRMARE WITH THE PPPLICABLE IOUTAPMO EVALUATION REPORT. THE UTERK FORCE RE55TING SYSTEM(lERS)INCLDF5 ALL STRICfIRAL STEEL FRAMING MEBERS CALLED Qlr IN ELEVATIRS Am PUNS WITH Ff ORAL G\ 3.GENERAL CONTRACTOR TO PROVIDE WE LOCAL J RISDICTION BUILDING OFFICIALS WITH DEFERRED 5UBMRTA DtoGumENTS FOR REVIEW IF A VIES'DESIGNATION. S/ANAL E'� REQUIRED NT.THE LOCAL LR9DICTON CONCRETE 51WRID CLEAR COVER FOR RBFDRCRt6 STD B AS FO1O N If THE TOTAL NUBER O ANCHORS INSTALLED BY EACH INSTALLER IS LE55 TAN(10)THEN ALL ANCHORS INSTALLED BY EACH INSTALLER FOOTINGS AND OTHER UNFORMED 5URFAC5 CAST AGAINST EARTH:3' SHALL BE IN5PECTED FOR CONFORMANCE WITH THE APPLICABLE ICCAIAPMO EVALUATION REPORT OPENNG5 TIRU BEAMS AND COLUMNS SH ALL NOS BE PERMITTED UNL55 APPROVED B7 THE STRUCTURAL ENGINEER PRIOR TO CQNSIRUCTION. 8/O6/ZO24 LST OF EQ1RlB 0�SLIBME TiVS . FORMED SURFACES IN DIRECT CONTACT WITH EARTH OR WEATHER:Y FOR#6-NB,1-1/2'FOR UP TO#5 BAR THE BELOW LIST MS HOT ALL-INCLUSIVE AND O L7 INCLUDES DEFERRED 5UBI41TALS THAT INTERACT WITH ELEMENTS WITN THE SCOPE O WORD . SLABS,WALLS,AND JOISTS NOT EXPOSED TO EARTH OR WEATHER:I-W FOR#14-#B,3/4'FOR UP TO NI BAR PROVIDED ALL ANCHORS ARE INSTALLED CORRECTLY PER MANUFKTURER'5 INSTRUCTIONS,PROVIDE PERIODIC INSPECTION ON A MINIMUM O ICI ALL STRUCTURAL TUBS AND PPS SHALL BE CAPPED W MIN.I/V EATS AT ENDS. O THSE STRUCTURAL DRAWINGS.SEE OTHER DISCIPLINS FOR ADDITIOAL REQUIRED DETERRED SUBMITTALS. - BEAM S,COLUMNS,PEDESTALS,Alm TFN:AON TIES NOT EXPOSED TO EARTH OR WEATHER:I-W PERCENT O THE NEXT 1000 ANCHORS BY FACIE INSTALLER AND A MINIMUM O 5 PERCENT O T14E REMNNING ANCHM BY EACH INSTALLER. WET RABBIT- . PRECAST CONCRETE PANELS INSPECTIONS SHHOU D OCHR ONCE A WEEK AT A RANDOM TIME WHILE ANCHOR INSTALLATION I5 ONGONG.ANY NON-COMPLIANCE ISSUES SH A L FOR M M35 AND CO NEC IOS THAT ARE PART O THE LATERAL FORE RENSTNG SYSTEM(LFRS)DISCONTINUITIES CREATED BT ERRORS, - PRE-FABRICATED CA OPIS NLM.SRNC amUT FOR MOM PLATES, ROES WE INSPECTION REQUIREMENTS TO THE BEGINNING O TA15 SECTION.ALL NOWCOIPLIANT ANGERS SHALL BE BROUWT TO THE FABRICATION OR ERECTION OPERATIONS,SUCH A5 TACK WEDS,ERECTION AIDS,AIR ARC GOUGING AND THERMAL CUTTING SWILL BE REPAIRED AS ARLI N GTO N-ZO4 T H METAL PLATE CONNECTED WOOD TRUSSES NON-SHRINK GROUT FOR BASE PRATES 5WUi HAVE A MINIMUM COMPRESSIVE STRENGTH O 9,00D FS. ATTENTION O THE ENGINEER O RECORD FOR REVIEW AD SHALL BE BROUGHT INTO CO PLANCE EITHER TROT TOTING OR REN5TALLATM REWIRED BY THE STRUCTRAL ENGINEER O ROOM SOILS AND FOUNDRTION5(PRESUMM), ALL OTHER NON-SHRMNK GROUT SWLLL WAVE A MINIMUM COMPRESSIVE 5TRENGN O 5,000 F51. 3)FREQUENCY O TESTING EXCEEDING THE REQUIREMENTS LISTED IN REM 2 SHALL BE PER THE ICC/I kPMIO EVALUATION REPORT REQUIREMENTS. CONTRACTOR SHALL DESIGN AND SUPPLY ALL ADDITIONAL MSCELLAHEDUS METALS TAT ARE INDICATED IN THE ARCHITECTURAL DRAWINGS OR ALL 501E CRITERIA MU5T BE VERIFIED IN THE FIELD TO BE CLA56 O MATERIAL#4(EXCLUDING UNIFIED SOIL CVS5IFICATION5 5M-5C/SO OR /CEIC SECTION M.3A OR MEOA.5 O THE CBC. T405E METALS WHICH ARE FOUND TO BE NKES`SW TO SUPPORT THE ARHITECTURAL FINII OR OTHER BUILDING ST5TEI5.AL FRAMING AND 7530 204TH ST NE BETTER PER IBC TABLE IBW2. GROVE%KEE BE AN APPROVED CEMENTTIOS MATERIAL WITH NATURAL AGGREGATES AND INSTALLED PER THE MANUFACTURES DIRECTIONS.IF A CONNECTIONS DESIGNED BY THE CONTRACTOR SHALL NOT RESULT IN KCQRRK LOADS BEM APPLIED TO TIE PRIMARY STRUCTURE OR LATERK FLOWABLE GROUT MIX I5 HOT ADEQUATE FOR COVERAGE,NON-SHRINK EPDXY MAY BE USED. 4)THE SPECIAL INSPECTOR SHALL PROVIDE DOCUMENTATION AT THE END O ANC OR INSTALLATIONS STATING THE MINIMA NUMBER O ANCORS LOADS BEING APPLIED TO T14E BOTTOM FUNGE O STEEL BEAMS.SUBMIT CALCULATIONS STAMPED BY A STRUCTURAL ENGINEER LICENSED IN THE ARLINGTON,WA 98223 e WERE INSPECTED. STATE O THE PROJECT ALONG WITH SHOP DWAWING5 NOTING THE LOADING IHP05ED ON THE PRIMARY 51RCTURE. SOILS AND FOUNDATIOK- REINFORr_IW_:STEEL. R STADARD& POWDER ACTUATED FASTENERS. TEMPORARY BRACING OF STRUCTURAL STEEL[E MENT5 15 THE RESPOSIBILITY OF THE COTRACTOR.STRCURAL STMILM%KEE BE ISSUED/REVISED DATE GEOTECHNICAL REPORT:NO.ZP60.01,FILED BY ZIPPERGEO GEOPROFE55IONAL CONSULTANTS,DATED OJ/2B/24 - KI 301-16'SPECIFICATIONS FOR 5TRUCTURAL CONCRETE',SECTION 3 MANUFACTURERS RKOMMENDATIGN5 AND TLC REPORTS SHALL BE FOLLOWED WRING 114E PREPARATIONS AND INSTALLATION O ALL PAP5.ALL MAINTAINED AT ALL TIMES WRING THE ERECTION PROCESS. - KI MN.ib(20)'NCI DETAWNG MANUAL' REINFORCEMENT IN CONCRETE MUST BE LOCATED PRIOR TO INSTALLATION i0 PREVENT DAMAGE WRING INSTALLATION.WASHERS ARE REWIRED THE CONTRACTOR I5 RESPOSIB E FOR CONTACTING THE 5TRULTURAL ENGINEER O RECORD FOR ANT FIELD MODIFFATKI5 O ANCHOR BOLTS/ PERMIT/BID SET 05.09.24 2,000 SOIL VN11E5G . CR51 M5P-IBA 2RV EDITION'MANUAL O STANDARD PRACTICE' WIZEN PAP5 ARE USED WITH WOOD MEMBERS. BCD F F- -LAWN LE VERTICAL 5 JR BEARING PRESSURE - ANSVAWS DIA-B'STRUCTURAL WELDING CODE-REINFORCING STEEL' RODS,COLLI'IN BASE PLATS,AMID STRUCTRAL FRMING MEMBERS RiIOR TO FIELD MOgFKATGNS TWIG PLACE 3C0 PSF/FT•PASSIVE EARTH PRESSURE WLTI XMU(POSER ACTUATED FASTBEtp CITY COMMENTS 08.02.24 55 P5F/FT-ACTIVE EARTH PRESSURE(UNRESTRAINED) . KI 3IB ID-5 L FICA CLUE OR TOLMENTS TOR CONCREM CONCRETE' WHERE X-U PAPS ARE SPECIFIED PER PUN 0.157-DIAM.14LTI X-U NN PA5 ESR-226%URR 25675)SHALL BE U51D OR ENGINEER APPROVED 55 PSF/Fi=AT-ROT EARTH PRESSURE(RQiRAINED) KI IR-B'SPECIFICATION FOR iOIIRANCES FON CONCRETE CONSTRUL'TION AND MATEIRIAIS' 12N1-SEISMIC LATERAL PRESSURE ALTERNATE. 0.35=AILWABLE SOIL FRICTION COEFICIENT STANDARD NON-WELDED REINFORCING BARS:ASm MI5 GRADE 60 DEFORMED BARS AT CONCRETE 5U65TRAT5,X-U PAF'5 SHALL BE INSTALLED IN TIE FOLLOWING MANNER UNO.1-114'MINIMUM PAF E BEMENT.4'MINIM"SPACING GENERAL ABBREVIATIONS: ALL SOIL CRITERIA MST BE VERIFIED IN THE FlED.ALL DATA LISTED HAS AF`JAMED PER THE IWORMATION PROVIDED. . wODED REINFORCING BARS:ram A7O GRADE 60 DEFORMED BUS BETWEEN PAPS.3'MINIMUM CONCRETE EDGE DISTANCE.MINIMUM CONCRETE SUBSTRATE THICKNESS EQUAL TO 3X THE EM BEDNENT DEPTH O THE AB,A.B. ANCHOR BOLT CJ,C.J. CONTRACTUAL JOINT FJ,E.J. EXPAN510N JOINT CARD GRADE LVL MICROLLAM BEAM PT,P.T. PRESSURE TREATED TILG TONGUE AND GROOVE wEDING RJCTRQDE5 ED REINFORCING BARS:EBOXI(Bo kH MIN.) FASTENER. ABV. ABOVE CL CENTER LINE EMBED. EIMBEDMENT GWB GYPSUM WALL MAS. MASONRY P/T POST TENSIONED THR'D THREADED) THE CONTRACTOR I5 TO REVIEW THE GBY ECMKAL REPORT BEFORE BEGINNING CONSTRUCTION AND I5 TO BE FAMILIAR WITH ALL RECOMMENDATIONS EPDXT-COATED REINFORCING BARS'A5m A775 GRADE 60 DEFORMED BARS ADD'L ADDITIONAL CUR CLEAR EL,ELEV. ELEVATION BOARD MAT'L MATERIAL EDiY QUANTITY TJ TRUSS JOIST NOTED WITHIN THE REPORT. SMOOTH WELDED WIRE FABRIC(WHF),A5TI A1064(FY=65 W) AT CONCRETE METAL DECK SUBSTRATES,X-U PAF'5 SHALL BE INSTALLED AS SPECIFIED PER PLAN. - BAR SUPPORTS,CR51 M R CHAPTER 3'BAR SUPPORTS• ADJ. ADJACENT CMU CANC.MASONRY UNIT EN,E.N. EDGE NAIL HEIR HEADER MB MACHINE BOLT REF. REFERENCE MACMILLAN ALL FLUTING DIMENSIONS AR:MINIMUMS. . TIE WIRE:W GA.OR HEAVIER,BLACK ANNEALED AT STRUCTURAL STEEL SUBSTRATES,X-U PAPS SHA L BE INSTALLED IN T14E FOLLOWING MANNER LIND.AT STEEL SUBSTRATES WITH A THICKNESS ALT. ALTERNATE CO.. COLUMN ENG ENGINEER HF,H.F. HEM-FIR (A307) REINF. REINFORCEMENT TMPRY TEMPORARY LE55 THAN 1/2'PROVIDE FU L EMBED O PA TO STEEL(POINT O FASTENER TO PENETRATE T ROUGN STEEL B45E MATERIAL).AT STEEL APPRX. APPROXIMATE COW. CONCRETE EO EQUAL 14GR HANGER MD MID-DEPTH REVD REWIRED TN,T.N. TOE NAIL ALL FOUNDATIONS SHALL REST ON ETHER COIMPACTED STRUCTAAL FILL OR COMPETENT NATIVE SOIL AS NOTED IN THE GEOTIE I%REPORT. 51B5TRAT5 WITH A THICKNESS GREATER THAN OR EQUAL TO 1/2'PROVIDE MIN 1/2'POINT PENETRATION OF FAF TO STEEL.I'MINIMUM SPACING ARCH ARCHITECTURAL CONN. CONNECTION) E5,E.S. EACH SIDE HORZ. HORIZONTAL MRF MOMENT RESISTING RO,R.O. ROUGH OPENING T.O. TOP OF BETWEEN FAF'5.1/2'MINIMUM STEEL EDGGE DISTANCE. @ AT CONST. CONSTRUCTION EXIST EXISTING H58 HIGH STRENGTH BOLT FRAME SCHD SCHEDULE TRANS. TRANSVERSE ALL EXTERIOR FOUNDATIONS ET LLL W11MI NmT ST THAN THE LANS.C SPECIFIED OSTAKE BELOW ORD F R GRADE AS NOTED IN THE ZONING PERMIT:PLN#1160 GFOTMNICAL REPORT OR DETAILS UCTU TIE sTRucnRAL RAMS.rAxrAc7 iNE EIGIHEER O RECORD FOR ANT DISOREPAWJQ BETMIEEN THE ME X-P(POEt K11A1®FD PBEt), BAT. BOTTOM CONK. CONTINUOUS EXT. EXTERIOR HEIG14 UNO) MFR MANUFACTURER SHT SHEET UNO TYPICAL GFDTECHNKAL REPORT Am 111E STRUCTURAL PUNS. WHERE X-P PK'S ARE SPECIFIED PER PLAN 0.118'DRAM.HILTI%-P IN G3(GAS CRNEN)OR 0.118'DAM.HILTI%-P##B3(EI.ECTRI-MECHANICALLY BF,B.F. BRACED FRAME CTSK COUNTERSINK FFE FINISH FLOOR ELEV. HT HEIGHT MTL METAL SHTG SHEATHING UNO UNLESS OTHERWISE DESIGN REVIEW:PLN#1161 DRIVEN)PAP5(QR-TI52,LARR 25W2)5NALL BE USED OR ENGINEER APPROVED ALTERNATE. BEL. BELOW d PENNY(NAILS) FAB. FABRICATION IF,I.F. IN51DE FACE (N) NEW MEMBER SIN. SIMILAR NOTED A ALL SLABS ON GRADE SHALL BE PLACED ON A PREPARED BABE COURSE AS NOTED IN THE GaTTEIGHILGAL REPORT.THE BASE COURSE SHALL BLOB BUILDING DEN. DETAIL FND FOUNDATION INT. INTERIOR N5,N.S. NEAR SIDE SKW SKEWED) VERT. VERTICAL PERMITIBID SET 05.09.24 CM15T O CRU5HED AGGREGATE COMPACTED TO THE RECOMMENDATIOS O THE GEOTECINICAL ENGINEER.REFER TO THE PIJMS AND DETAILS AT CONCRETE SUBSTRATES,X-P PAV5 SHALL BE INSTALLED IN THE FOLLOWING MIANNER HMO.5W PA EBEDMENT.4-MINIMUM SPACING BETWEEN BLKG BLOCKING DBL DOUBLE FIN. FINISHED) JST J015T NT5 NOT TO SCALE 50G SWAB ON GRADE VFY VERIFY FOR OTHER REQUIREMENTS.REFER TO T14E ARHITECT AND GEGTECNIGL MINEER FOR VAPOR BARRIER AND UNDER-SLAB DRAINAGE PAP5.3'MINIMUM CONCRETE EDGE DISTANCE.MINIMM CONCRETE SUBSTRATE THICKNESS EQUAL TO 3X THE EMBEDMENT DEPTH O THE FASTENER. BN,B.N. BOUNDARY NAIL DF,D.F. DOUGLAS FIR FLEA FLANGE JT JOINT OC,O.C. ON CENTER SPL SPACING W/ WITH GENERAL NOTES& REQUIRE EATS. A7 CONCRETE MCTAL DECK BUBSTRATES,X-P PAPS SHALL BE INSTALLED AS SPECIFIED PER PLAN. BNDRY BOUNDARY 0,DNA. DIAMETER FLR FIDOR K KIPS(I,000 POUNDS) OF,O.F. OUTSIDE FACE 50. SOIARE WHS WELDED HEADED pggREV1AT10NS SUBGRADE WALLS ARE DE5IGNED ASSUMING A'DRAINED CONDITIN,SEE CIVIL AND MKHANCAL DRAWINGS FOR SUBGIRADE DRAMACE SYSTEM. BM BEAM DIAL. DIAGONAL FN,F.N. FACE NAIL LAT. LATERAL OH O✓ER HANG 55 SELECT STRUCTURAL STUD 5UBGRAM WALLS 5WUi ATTAIN THEIR DESIGN STRENGTH PRIOR TO PACING BACKFILL.THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACES FOR AT STRUCTURAL STEEL FAUBETRAT5,X-P PAP5 SHALL BE INSTALLED IN THE FOLLOWING MEANER UNO.AT STEEL SUB5TRA75 WITH A TWUN55 B.O. BOTTOM OF DIAPH. DIAP14RAGM FO,F.O. FACE OF LDGR LEDGER OPN'G OPENING 5TD STANDARD WP WORK POINT WALL5 IF BAIXFILL I5 PLACID BEFORE WALLS AND SLAB5 ACHIEVE THEIR DESIGN 5TRD4114 OR IF H ALL REDS ON UPPER SUS FOR SUPPORT. LESS THAN OR EQUAL TO EIN PROVIDE FULL EMBED.O PAF TO STEEL(POINT O FASTENER TO PENETRATE THROUGH STEEL BASE MATERIAL).AT BRDG BRIDGE(ING) do DITTO(DO OVER) FRMYG FRAMING LF LINEAL FEET ORNT ORIENTATE(ION) STGR STAGGER WS WESTERN SERIES STEEL 5UB5TRAT5 WITH A THICKNESS GREATER TIM WW X-P PAF'5 ARE NOT PERMITTED FOR INSTALLATION.I'MINIMUM SPACING BETWEEN BRG BEARING D DEPTH F5,F.S. FAR SIDE LL 14 LONG LEG HORIZ. PAR PARALLEL STIFF. STIFFENER WTS WELDED THREADED PAP5.V2'MINIMUMI STEEL EDGE DISTANCE. B/W BETWEEN DWG DRAWING FTC, FOOTING LLV LONG LEG VERTICAL. P/C PRECAST CONCRETE STIR. STIRRUP STUD CAM CAMBER(ED) DWL DOWEL GA GAGE LS LAG SCREW PERP. PERPENDICULAR 5TL STEEL WWF WELDED WIRE FABRIC CANT. CANTILEVER(ED) (E) EXISTING MEMBER GALV. GALVANIZED LSL TIMBER STRAND PL PLATE 5TRUC. 5TRUCTURE(AL) X-5TG EXTRA STRONG CG CENTER OF GRAVITY EA. EACH GB,G.B. GRADE BEAM BEAM PLTWD PLYWOOD SYM. SYMETRICAL XX-STG DOUBLE EXTRA 00 CIP CAST IN PLACE EF,E.F. EACH FACE GLB GLU-LAM.BEAM LT WT LIGHT WEIGHT PSL PARALLAM BEAM T TOP STRONG LIGHT GAUGE STEEL FRA PL M% ' METAL ATE CDRN 1121156E5,MIED WOOD < s s r REFERENCE SrA1QERCi i✓>EFERBCE STAIRA DS, - AI5I 5100-4(20)'NORTH MERIGW SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL-STRUCTURAL MEPBERS' - AN51/IPI 1-14'NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRU55 CONSTRUCTION' - AI51 5240-20'NORTH AM5RIAH STANDARD FOR COD-FORMED STEEL STRUCTURAL FRAMING' - TPI D5B-M'RECOMMENDED DE51GN SPECIFICATION FOR TE PORART BRACING OF METAL PLATE CONNECTED WOOD TRUSSES' AI51 5400-20'NORTH AMERICAN STANDARD FOR SEISMIC DE51GN OF COD-FORIED STEEL STRUCTURAL SYSTEMS' 5"'PRODUCT TECHNICAL GUIDE' LLADNG AN5 D3-B'STRUCTURAL WELD%CODE-SWEET STEEL' RODF AND FLOOR TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER FOR THE`FANS AND CONDITIONS SHOWN ON THE DRAWINGS AND THE LOADS 6, U5TED BELOW. MATERKS M4M - STRUCTURAL SECTIONS W AREA LQARI& III - 54,6B,47,118 MIL THICKNESS(GAUGE V,U,Q,10),A5TM A13,55 GRADE 50 CLA55 I(Fy•50 W,Fu•65 Id) - TOP CHORD SNOW LOAD:25 P5F 16,27,33,43 MIL THICKNESS(GAUGE 25,22,2),20,16):A5TM M53,55 GRADE 33(Fy•33 Id,Fu•6 w) TOP CHORD DEAD LOAD:15P5F NG SHEET METAL SCREWS:ASTM CMB 4 SAE JTB W CORROS ION COATING - BOTTOMCHORD DEAD,DAD:5 P5F EEP - APPROVED SH METAL SCREWS TOTAL DEAD AND LIVE LOAD,40 P5F SDH Architect - HOLM KWIK-UILDEX TE (MCC ESR-2M6,LARK 253766 OR ENGINEER E APPROVED ALTERNATE ALL LOADING SPECIFIED ARE SERVICE LEVEL.DEAD LOAD DOES NOT INCLUDE THE TRU55 SELF-WEIGHT.5EE PLANS AND DETAILS FOR ADDITIONAL - ITN BFASTE FASTENERS (MCC E EL:SE,LARK BOAC)UA ENGINEER APPROVED ALTERNATE LOADING REQUIREMENTS RICH AS TRA S M155IO N OF IN-PLANE LATERAL WIND OR SEISMIC FORCES,.AVOW DRIFT,WIND PRESSURES,AND MECHANICAL - TTP.FASTENERS TO STEEL:SEE SEE 'POW ACTUATED FASTENERS'SECTION IO NOTES UNITS. - ttP.FASTENERS TO CONCRETE:SEE'POWDER ACTUATED FASTNESS SECTION OF NOTES WELDING ELECTR,7DF5:E60D(60 W MIN.) Galm FALwArBNB HEAL FRNNG R82MRBIW& ALL TRU55 TOP CHORDS SHALL BE DOUGL S FIR(DF)LUMBER,UNLESS NOTED OTHERWISE. SDH Architect DEPTH,GAUGE,AND SECTION PROPERTIES OF STUDS,JOISTS,TRACKS,ETC.SHALL MEET OR EXCEED THE THION55 AND SECTION PROPERTIES AS ALL TRUSSES SHALL BE DESIGNED FOR A DEFLECTIONS TO NOT EXCEED 3261 NW CELILO LN SS LISTED IN THE MA.SEE ICC ESR-3064P FOR ADDITIONAL MATERIAL INFORMATION. - ROOF TOTAL LOAD OF L/240, 97703 ALL STUN AND TRACKS°.AWL BE GALVANZED PER ASTM N53,G60 COATING UNLESS NOTED OTHERWISE. - ROOF LIVE LOAD D LF L/ BEND, .8 81 - F100R TOTAL LOAD O LR40 FLOOR LIVE Law OF U460. 206.369.8881 ALL TRACKS,BRIDGING,STRAPS ETC.ARE TO BE FOULED FROM STEEL OF THE SAME THICKNESS AS THE STUDS QE JX5T5 TO WHICH THEY ARE ATTACHED,UN755 NOTED OTHERWI5E ALL TRUSSES TO BE DESIGNED FOR A 300 LB POINT LOAD ANYWHERE RANG THE TOP CHORD.THI5 PANT LOAD DOES NOT NEED TO BE APPLIED ALL FRAMING COMPONENTS 5HALL BE SQUARE CUT FOR ATTACHMENT TO PERPENDICULAR MEMBERS,OR AS REQUIRED FOR AN ANGULAR FIT AGAINST LONCURRENTLT WITH THE SPECIFIED UNIFORM LIVE LOAD. c.. ABUTTING MEMBERS.ALL FIELD CUTTING WALL BE DONE BY SAWING OR SHEARING. SEE ARCHITECTURAL DRAWING5 FOR DIMM51ON DETAILS AND TRU55 PROFILES NOT SHOWN WITHIN THE 5TRUCURAL DRAWINGS. STUDS SHALL BE INSTALLED IN A MANNER WHEN WILL A55URE THAT ENDS OF THE STUDS ARE P051TIONED AGAINST THE INSIDE TRACK WEB PRIOR CONTRACTOR TO COORDINATE MECHANICAL SYSTEMS WITHIN OR SUPPORTED BY TRUSSES WITH MANUFACTURER PRIOR TO FABRICATION OF TRUSSES. TO STUD AND TRACK ATTACHMENT.STUDS SHALL 5ECURELT BE FASTENED TO BOTH FLANGES OF THE TOP AND BOTTOM TRACK AS NOTED IN THE PROVIDE ADDITIONAL TRUSSES AS REQUIRED To SUPPORT ALL CONCENTRATED LOADS OR ADDITIONAL LIVE LOADS. 5TRUCIURAL DETAILS, ALL BEARING/SHEAR W41 SILL TRACKS ARE TO BEAR FULLY ON THE TOP OF FOUNDATION WAW SUBS.S AND/OR THE TOMS OF ALL FOUNDATION ALL COLLE TRUSSES/TRU55 BLOCKING SHALL BE DESIGN FOR A MINI"LATERAL FORCE OF 350 ELF,UNLESS NOTED OTHERWISE IN THE WALLS/SUB5 SHALL BE SMOOTH AND LEVEL.SMOOTH AND LEVEL 15 APPLICABLE WHEN THE MAXIMUM DEVIATION FROM GRADE 15+/-IN AND THE STRUCTURAL P . DEPRE55KW BETWEEN THE HIGH SPOTS 15 HOT GREATER THAN IN ALONG A R FOOT 5TRAIQR EDGE. TRU55 DESIGNER 5HAI.L PROVIDE ALL HANGERS,TRL55 TO TRL55 CONNECTIONS,AND ATTACHMENTS TO 5TRWtURE,UNLE55 NOTED 0DIER1,I5E IN s ALL BEARING/SHEAR PALL SILL TRACKS SHALL HAVE LOAD BEARING SHIMS ORGROIfT PROVIDED BETWEEN THE UNDERSIDE OF THE SILL TRACK AND THE 5TRUCURAL RAN5. THE TOP OF THE CONCRETE WALL/5U8 AT LOCATIONS WHERE A GAP LARGER THAN V4'OCCURS.SHIMS.SHALL BE LOCATED DIRECTLY BB0114 PROVIDE ALL WEB AND CHORD BRACING AS REQUIRED BT THE TRU55 FABRICATOR. THE STUDS W FULL BEARING ON THE WALL/ROB.SHIM PRODUCT DATA 15 TO BE SUBMITTED TO THE STRUCTURAL ENGINEER OF RECORD FOR REVIEW PRIOR TO INSTALLATION. REVIEW WILL HOT COVER INTERNAL FORCES OR CONNECTIONS WITHIN THE TRUSS-ONLY THE MANUFACTURER CAN DETERMINE THE ADEQUACY OF ABUTTING LENGTHS OD TRACK SHALL BE SPLICED TOGETHER USING A PIECE OFSTUD OFTHE SAME WIDEN AND THICKNESS AND(4)p10 SORES THESE PORTIONS OF THE TRUSS.PER WET RABBIT LL FLANGE ON EACH RDE OF THE SPLICE,UNLE55 NOTED OTHERWISE. TRW SUBMITTALS SWAN ADDRESS/S A MINIMUM ALL ITEM NOTED IN SECTION MA OF THE 15C. 3213 W.WHEELER ST#750 PROVIDE DOUBLE STUDS AT ALL 4AB5,CORNERS,INTERSECTION''AND BEM BEARING,UNLESS NOTED OTHERWISE. SEE'DEFERRED SUBMITTALS'SECTION OF THE 5TRUMRAL NOTES FOR ADDITIONAL INFORMATION REGARDING REWIRED SUBMITTALS SEATTLE,WA 98199 206-284-8200 BUILT-UP MEMBER CONNECTIONS,UNLESS NOTED OTHERWISE: WOOD 5TRUCTIIRAL 51IEATHIHG W/WOOD FRAMING, - BACK-TO-BACK STUDS/JOISTS:(2)ILO SCREWS AT 12'O.C. RL3W43U STMOARS, - B9ED HEADERS W STUD AND TRACK MEMBERS:CIO SCREW AT 0 O.C.THRU EACH FLANGE - APA PIYr12 TANEL DESIGN SPECIFICATION' - APA FORM E30-I9'ENGINEERED WOOD CONSTRUCTION GUIDE' CONSULTANT PROVIDE WALL BRIDGING PER'MP.WALL BLOMWVBRACING'DETAIL,'ALT.WALL BLOLKIWA30 W DETAIL,OR MANUFACTURERS 5PFLIFVAT06 - AN51/AWC ND545'NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION' WHERE WALL 15 HOT 5 4EATWED CONTINUDUSLT ON BOTH ROES AND A5 SHOWN IN DRAWINGS.PROVIDE WALL BRIDGING PER MANUFACTURERS - AN51/AWL SDPH5-21'SPECIAL DESIGN PROV1505 FOR WIND AND SEISMIC SPECIFICATIONS FOR WALLS DURING THE CONSTRUCTION PROCESS WHERE THEY ARE NOT SHEATHED PRIOR TO RESISTING LOADS +LAT9TAS SEE'TTP.STUD/J UST PUNCHOUTS'DETAIL FOR POW"REQUIREMENTS. RODF 514EA114ING - MIN.IMICKW55:IRM' JD15T5 SHALL BE LOCATED DIRECRT OVER STUDS,TYPICAL. MIN.SPAN RATING:wA6 PLYWOOD GRADE:C-D NO SPLICES ARE PERMITTED IN STUD5/JOISTS,UNLE55 APPROVED BY THE STRUCTURAL ENGINEER OF RECORD, EO'OSURE:I C311LIM 11=1R1E'IN15 ' GENERAL RISQUIRE1' 5CREW5 SHAM BE SELF-TAPPING/5EF-DRIWNG PANHEAD,HEX HEAD,OR WAFER HEM SHEET METAL SORBS EW,UNLESS NOTED OTHI5E. ALL WOOD STRUCTURAL SHEATHING MUST BE APA RATE)PLYWOOD AND CONFORM TO THE REQIIRETIENTS SPECIFIED IN THE'MATERIALS'SECTION ALL SCREW CONNECTIONS SRA L BE MADE FROM 114E LIGHTER ENTERAL INTO 114E HEAVIER MATERIAL UNLESS NOTED OTHERWISE. ABOVE.APA RATED PLYWOOD SCREWS THAT ARE RMOVED SHALL.BE REPLACED BY A SCREW WITH A URGER DIAMETER WHERE THE REPLAOBw 15 MADE INTO AN EXISTING ALL PLYWOOD SHEATHING BALL BE PLACED WITH THE FACE GRAIN PERPENDICULAR TO SUPPORTS W PALL ENDS STAGGERED ON ALTERNATING HOLE SUPPORTS,UNLE55 NOTED OTHERWISE.DUAL.PANELS ARE PERMITTED TO BE INSTALLED W FACE GRAN PARALLEL TO STUDS,POVIDE BLOCKING ORDER CONTINUOUS PANEL EDGES WHERE NOTED ON PLANS. I 4UE REPLACE ALL SCREWS THAT STRIP OUT MATERIAL. ALL PANELS SHALL BE INSTALLED WITH IN SPACING AT END JOINTS AND IN SPACING AT EDGE JOINTS MINIMUM,UNLESS NOTED OTHERWISE IN STRUCTURAL PLANS OR BY PANEL MANUFACTURER. 13228 HE 20TH ST,SUITE 100 SCREWS SHALL HAVE A MINIMUM CENTER TO CENTER SPACING DIMENSION OF M AND A MINIMUM DISTANCE FROM CENTER OF SCREW TO THE EDGE 6 ALL END JOINS SHALL OCCUR OAR SUPPORTS,UNLESS NOTED OTHERWISE. BELLEVUE,WA 9WO5 ANY CANECTI%ELEMENT OF 1.5d,WHERE'd'15 THE SCREW DIAMETER 425 614-09O /NO: dB SCREW(d•0.164')---MIN.SPACING:IVY 4 MIN EDGE:I/4' MINIMUM DIMENSION OF ANY PLYWOOD SHEET SHALL BE A MINIMUM 24 INC4E5 WIDE.IF A PANELS 15 LE55 THAN 24 INCH WIDE ALL EDGES SHALL BE JOB N0:24034 IIO SCREW!(d•O.MO)---MIN.SPACING:YB't MIN EWE:5A6' 1N2 SCREW(d.0216)---Z.SPACING:3/4'4 MIN EDGE:39' BACKED W MIN.2t4 BLOCKNG. ALL SCREWS K8 AND URGER SHAIl HAVE A MINIMUM HEAD 51ZE OF O.NP. EXPOSURE DURABILITY CA551FIATION'EXTERIOR'SHALL BEREQUIRED FOR ALL DECKS,EXPOSED SURFACE WALK-NAY5,ETC;AND'EXPOSURE 1'15 REQUIRED FOR INTERIOR USE. MINIMUM SCREW SIZE TO BE IB-B(02 POINT)OR HO-N(K2 POINT)FOR 54 MIL(16 GA)OR LEY,U.N.O. ALL SUPPORTED PANEL JOINT5 SHALL OCCUR APPROXIMATELY ALONG THE CENTERLINE OF SUPPORT FRMIW AND HAVE A MINIMUM OF 1/2 INCH OF MINIMUM SCREW 512E TO BE N0-16(I3 POINT)OR N2-14(02 OR 43 POINT)FOR MATERIAL HUVIER THAN 54 MIL(I6 GA),U.N.O. BEARING. PENETRATION OF SCREW SMALL NOT BE LE55 THAN 3 ED THREADS PROJECTION THROW E WT AL JOINED. N 114 MATERIINED. WHERE 5NFATHING 15 INSTALLED OVER TONGUE AND GROOVE WOOD DECKING,LAY PLYWOOD WI1H THE FACE GRAIN PERPENDICULAR TO THE SPAN OF ()EXPOS THE TONGUE AND GROOVE DECKING.REFER TO THE STRUCTURAL PUNS FOR SPECIAL NAILING REQUIREMENT5. SCREYM FOR SHEATHING CONNECTIONS MAIL BE OF THE PROPER SIZE AND TYPE FOR A POSITIVE SHEATHING TO METAL CONNECTION.CTION.A MAXIMUM +Nl ROOF 510711E CONNECTION RIS MPROM ATTACHMENT SPACING OF IY BALL BE U5ED FOR SHEATHING To METAL CONNECTION,UNLESS NOTED OTHERWISE. Od COMMON(0.145'DIA.WITH 1 1/2'MIN.EMBEDMENT INTO SUBSTRATE)AT 6'O.C.AT SUPPORTED PANEL EDGES AND 12'O.C.AT INTERMEDIATE E THE SCREW MANUFACTURER BALL PROVIDE VERIFICATION OF THE FASTENERS RESISTANCE TO HYDROGEN BMBRITTLEIENT. SUPPORTS UNLE55 NOTED UMERW15E ON DRAWINGS ARE REQUIRED. LIGHT GAUGE FRAMING 514ALL NOT BE WELDED UN.E55 5PECIFIED BY THE STRUCTURAL PLUGS OR DETAILS.ALL SPECIFIED WELDING,BALL BE ALL FASTENERS SHALL HAVE A MINIMUM 3/15 INGI EDGE DISTANCE FROM PANEL EWES. PERFORMED BY WBDER5 EXPERIENCED IN LIGHT GAUGE STRUCTURAL STEEL FRAMING WORK.ALL WEDS OF GALVANQED STEEL SHALL BE TOKHED UP WITH ZIN-RICH PAINT.ALL HEADS OF CARBON 54M STEEL SHALL BE TOUCHED UP WITH PAINT. WOOD SETTLEMW/SHRINKAGE NOTES, ALL CIJP ANGLES OR FLAT PLATES USED FOR ATTACHMENTS SHALL BE 33 MIL(20 GA.)MIN.,UNLESS NOTED OTHERWISE. DUE TO CROP GRAIN WOOD SHRINKAGE,THIS BUILD W 15 EXPECTED TO SETTLE APPROXIMATELY 114 INCH TO 3/6 INCH PER STORY. ALL MEP SYSTEM INCLUDING DUCTWORK,PIPES,AND OTHER ELEIE05 THE RUN CONTINUaBLY BETWEEN LEVELS SHALL BE INSTALLED/DE50ED SAMPLE SENT GAUGE FTRAIM STR:CM AL SE.TIOL DffA"TROb 60WR2-M IN SUN A MANNER TO ACCOMMODATE SHRINKAGE IN THE WOOD FRAMING. '600-MEBER DEPTH IN 1/100 INCH(0) '5'-STYLE OF MEMBER(5•STUD/JOIST,T•TRACK,U•CAN#a,F•FURRING CHANNEL) ALL INTERIOR AND EXTERIOR 514CA1141%AND FINISHES SHALL BE INSTALLED RCN THAT NO DAMAGE WILL OCCUR. 116V-MEBER FLANGE WIDTH IN 1/100 INCH(L625'•1-SR') A.-MINIMUM STEEL THICKNE55 IN MILS(54 MIIL5..0.054',OD DeAGNATI N OF 16 GA.) SHRINKAGE 15 PRIWIL7 EXPECTED IN THE DEPTH OF THE FLOOR JOISTS AND HORIZONTAL WALL PLATES. SPEGAL INSPECTIGI5, RACE STNQV66 G66NN-RBOIPBBITS: ANSI/AWC NM-B'NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION' ALL SPECIAL INSPECTIONS,SHALL MEET THE REQUIREMENTS OF THE IBC,CHAPTER 17. AN51/ANC 50PW5-21'SPECIAL DESIGN PROVISIONS FOR WIND AND 5DSMI' ALL INSPECT NINS AS REQUIRED BY SECTION IIO OF THE IBC ARE REQUIRED.INSPECTIONS SPEGFIED IN THESE NOTES ARE IN ADDITION TO THESE MATS INSPEiTION5. SILL PLATES IN CONTACT W CONCRETE:P.T.DOUGLAS FIR-LARCH(D.F.)02 OR BETTER CITY INSPECTION 6 NOT A SUBSTITUTE FOR SPECIAL INSPECTION. GENERAL R112111111PIRM ALL STRUCTURAL IDEBBR DIMENSIONS NOTE)WITHIN THE STRUCTURAL PUNM ARE NOMINAL DIMENSIONM,UNLESS NOTED OTHERWISE. ANY WORK WHICH HAS BEEN COVERED BUT NOT PROPERLY INSPECTED BY THE SPECIAL INSPECTOR AND/OR THE CITY INSPECTOR 15 SUBJECT TO REMOVAL OR EXPOSURE. ALL LUBER SHALL HAVE A MAXIMUM MOISTURE CONTENT OF N PERCENT AT THE TIME OF INSTALLATION, WHERE SPECIFICALLY REQUIRED,CONTINUOS INSPECTION 15 REQUIRED WRING THE PERFORMANCE OF THE WORK.THIS MAY BE A REDUIREtlW OF THE THE CONTRACTOR SHALL CONSULT WIN THE STRUCTURAL ENGINEER OF RECORD REGARDING ANY NOTCHING/DRILLING OF FRAMING MEMBERS THAT 15 BUILDING CODE/LOCAL JURISDICTION OR THE MANUFACTURER. SECTION/DETAIL NUMBER NOT SPECIFICALLY DETAILED IN 114E STRUCTURAL PLANS PRIOR TO ART MODIFICATION. THE SPECIAL INSPECTOR MUST BE CERTIFIED TO PERFORM THE TYPES OF INSPECTION SPECIFIED AND SHALL DEMONSTRATE COMPETENCE TO THE PROVIDE FULL DEPTH BIDCKI%/BRIDGING BETWEEN ALL JOISTS AND RAFTERS OVER 5UPPORTS. SATISFACTION OF THE BUILDING OFFICIAL. STRUCTURAL WALLS: 6 SECTION/DETAIL CUT A-321 CMBTIGN wry, THE CONTRACTOR 15 RESPOYIBLE FOR CONTACTING AND INFORMING THE SPECIAL INSPECTOR OR CITY INSPECTOR AT LEAST ONE WORKING DAY CMU WALLS ABOVE AND BELOW 514EET NUMBER MILD STEEL PLATE WASHERS ARE REQUIRED AT ALL BOLTS AND OUTS BEARING ON WOOD EXCEPT THAT 1/4'X 3'X 3'PLATE W-3455 SHALL BE BEFORE THE WORK 15 TO BE PERFORMED UNLESS OTHER CONDITIONS ARE AGREED UPON, THE PLAN LEVEL PROVIDED AT SILL PLATES IN 4'WIDE HALLS AND V4'I3 X4-IVY WASHERS AT 6'WIDE WALLS.PLATE WASHER MUST BE LOCATED SUCH THAT GAP TO RFO1NlT'>�S W TIE Sl'KNL INSPECTOR, ELEVATION NUMBER PLYWOOD SHEATHING DOES HOT EXCEED 12'. CAST IN PLACE HEADED BOLT5 FOR SILL PLATES ARE TO BE TIED INTO THE REINFORCING 50 THAT THEY EXTEND PERPENDICULAR FROM SURFACE,W NOT'WET SET OR'STAB'BOLTS INTO PREVIOUSL7 PLACED CONCRETE. ML-I THE SPECIAL INSPECTOR M RK ST WO UNDER THE 5WEIZV1510N OF A LICENSED CIVIL ENGINEER OF THE GOVERNING LOCAL JURISDICTION. MASONRY LINTEL PER 41SHEET ALL HAILING SHALL Mf2T THE REQUIREMENTSREQUIREMENTSOD THE'MINIMUM WOOD WALING SCHEDULE'IN THE CON5IRUCTILN DOCUMENTS,UNLESS NOTED THESPECIAL INSPECTOR M15T PERSONALLY BE FAMILIAR WITH THE DRAWINGS AND MUST PER50NILLY OBSERVE ALL OFTHE WORK REPORTEDON. DETAIL AND SCHEDULE NUMBER ELEVATION CUT OHERRWISE.ALL NAILS ARE TO BE'TA7M10N'(IOd NAIL DIAMETER TO BE 0.I4B',ILd DIAMETER TO BE O.KY). THE SPECIAL INSPECTOR SVWL FURNISH INSPECTION REPORTS TO THE GILDING DEPARTMENT AND ENGINEER.ANT DISCREPANCIES SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE CONTRACTOR FOR CORRECTION,THEN,IF HOT CORRECTED,TO THE BUILDING DEPARTMENT AND MASONRY JAMB(5)PER DETAIL NUMBER ALL BOLTS SHALL BE ASTM AW7 AND BE PROW CED WITH STANDARD CUT WASHERS UNDER BOLT HEAD AND NUT.BOLT HOLES MALL BE V3Y TO VW' ENGINEER. DETAIL AND SCHEDULE LARGER THAN THE NOMINAL BOLT DIAMETER. THE FINAL REPORT E WITH BE SIGNED BY A LICENSED CIVIL ENGINEER OF THE GOVERNING LOCAL WORKMANSHIP AND VISION STATE THAT THE WORK MJ-I I A-321 PLAN CALLOUT AND SECTION CUTS ALL NAG AND WOOD SCREWS TO OBE LAGS AB FULL LENGTH DS THE PORTION B45 OVER INTO THE TER PROVIDE SPECIFICALLY HOLE ALLOWED OTHERWISE WAS IN CONFORMANCE WITH THE APPROVED DRAWINGS AND SPECIFlUTIOM AND THE APPLICABLE WORICMANHIP PROVISIONS OF IBC. SHEET NUMBER WHEN THEY SHALL BE'FULL BODIED'LAGS ABOVE THE THREADS.FOR UG SCREWS OVER 3/8'DIAMETER PROAOE A PLOP HOLE APPROXIMATELY 65 PERCENT THE DIAMETER OF THE LAG AT THE ROOT OF THE THREADED PORTION.ALL LAG AND WOOD SCREWS MUST BE`TURNED FOR INSTALLATION SPLTCFTD SPKEA.wSOVIO11 R wjD W NOT AMR INTO PLACE.PROVIDE A STANDARD CUT WASHER UNDER THE HEADS Of LAG SCREWS. I _J ALL BOLTS/NUTS STALL BE COUNTERSUNK INTO THE FACE OF NAILER5,UNLESS NOTED OTHERWISE. PERIODIC/COATIN 015 I115PELTIO45: F - ALL CONCRETE WHERE THE COMPRESSIVE STRENGTH(Pc)15 GREATER THAN 2,500 P51 EXCEPT AT SLAB ON GRADES. ALL FRAMING CONNECTORS NOTED ARE PER SIMPSON STRONG TIE COMPANY INC.OR ENGINEER APPROVED ALTERNATE.FOLLOW ALL MANUFACTURERS NORTH ARROW REOAREIENT5 AND RECOMMENDATIONS. - ALL REINFORCED MASONRY CONSTRUCTION REQUIRES LEVEL`Y QUALITY A55URAWE INSPECTION5 PER TM5 42/602-16. ppV I D Pq PR ATNE TRFATI ON�)AS P.T. LUMBER ADJACENT TO OR WITHIN I INCH OF CONCRETE/MASONRY OR WITHIN 6 INCHES OF EARTH PERIODIC OF ALL ITS,RENFO LING,BWD5,OR POST TE145ION CABLES IN CONCRETE. PLAN NORTH �Of WASHjNc `.AWL BE TREATED WITH AN APPROVED PRESERVATIVE. IL DRAWING REV15ION NUMBER y �o - ALL SHEATHED DIAPHRAGM INCLUDING WEARS WALLS,FLOORS,AND ROOFS. ALL TREATED HOW SWd1 BE STAMPED WITH A OUAIJTY CONTROL AGENCY MARK BY THE AMERIAN HOW PRESERVERS ASSOCIATION(ABA)OR AN I CM U - PLAN SYMBOLS B41REER APPROVED ALTERNATE. . ALL MECHANICAL P05TANSTALLED ANCHORS(SEE POST-1N5TALLED ANCHORS SECTION FOR TEST FREQUENCY) CURRENT REVISION CLOUD �O SOI7U � ALL PRESERVATIVE TREATED LUMBER SHALL CONFORM TO APA UI.WHERE PRESERVATIVE TREATED LUMBER 15 FIELD CUT,DRILLED OR MODIFIED IN - ALL WELDING OF STEEL EXCEPT WELDING PERFORMED IN AN AI5C APPROVED SHOP.. S-OOZ SCALE: N.T.S. �fS3,�kAL A FANNER WHERE PENETRATION TO 114E TREATED ZONE OCCURS,PRESERVATIVE TREATED LUMBER SHALL BE FIELD TREATED TO CONFORM WITH AWPA /ONAL M4. - THAT SO IONS IL CONDIT ARE SUBSTANTIALLY IN CONFORMANCE WITH 501L INVESTIGATION REPORT. T 8/06/2024 BOLTS,SCREE,LAGS AND NAILS PLACED IN PRESERVATIVE TREATED TIMBER SHALL BE HOT DIPPED ZINC-COATED GALVANIZED STEEL OR STAINLESS - THAT 501L EXCAVATIONS EXTEND TO DEPTH AND BEARING STRATA. STEEL.ALL CONNECTORS IN CONTACT WITH PRESERVATIVE TREATED UI BER 5NA1 HAVE AS A MINIMUM ZINC COATED GALVANIZED STEEL PER ASTM FOOTING STEP A53 TYPE 6185 OR EQUIVALENT. CONTINIDUS INSPECTIONS WET RABBIT- FM RETAMWT TREATED(FRT)LUMBER OR OM - ANY SPECIAL GRADING,EXCAVATION AND FIWNG. ALL FIRE RETARDANT TREATED(FRT)LUMBER SHALL BE BY D-BLAZE(ESR-266)OR AN ENGINEER APPROVED ALTERNATE.THE 5TRUCHIRAL DESIGN ARLINGTON-204 TH ACCOIMMATE5 THE FOLLOWING STRENGTH REDUCTION FACTORS LENGTH OF SPAN AND DIRECTION - COMPRE55ION PARALLEL TO GRAIN STRENGTH REDUCTION FACTOR,Fc:OA25 DISCLAIMER. OF FRAMING MEMBER SHEAR STRENGTH REDACTION FACTOR,Fv:Q%5 THESE DOCUMENTS AND THE DESIGN ARE SPECIFIC TO TH15 PROJECT ONLY AND MAY HOT BE RW5ED IN ANT WAY WITHOUT WRITTEN APPROVAL OF 7530 204TH ST NE - TENSION STRENGTH REDUCTION FACTOR,FL:0.574 AVE.IT 15 OUR INTENT THAT T915 DESIGN MEETS THE NORMAL STANDARD OF CARE WITHIN THIS INDUSTRY.NO OTHER WARRANTY 15 PROVIDED OR FRAMING EXTENT AND SPAN INDICATOR MODULUS OF BLASTIGTT REDUCTION FACTOR:E:1.00 IMPLIED. ARLINGTON,WA 98223 e - BENDING STRENGTH REDUCTION FACTOR,Po:0.4n STRUCTURAL WALLS: EXTENT OF FRAMING - FASTENERS/CONNECTIONS REDUN TNN FACTOR:OA00 MEMBERS ISSUED I REVISED DATE ALL FRT UMER SHALL BE LABELED AS SPECIFIED IN IBC SECTION 23031A AND BALL BEAR THE IDENTIFICATION MARK OF AN APPROVED AGENCY IN ACCORDANCE WITH IBC SECTION 1703.5. INDICATES EXTERIOR PERMIT/BID SET 05.09.24 ALL FASTENERS INSTALLED IN FRT LUMBER SHALL BE HOT-DIPPED GALVANIZED OR 5TAINLE55 STEEL. EDGE OF FOOTING CITY COMMENTS 08.02.24 WALL FOOTING PER SCHEDULE ---WALL AS OCCURS PER PLAN INDICATES INTERIOR EWE OF FOOTING J GRID LINES COLUMN EXTERIOR SPREAD FOOTING PER SCHEDULE ZONING PERMIT:PLN#1160 Er R� DESIGN REVIEW:PLN#1161 ngIM INDICATES STEP IN ELEVATION PERMITIBID SET 05.09.24 GENERAL NOTES, (CONTINUED) 3 CONCRETE - PLAN SYMBOLS 4 GENERAL - PLAN SYMBOLS 5-002 SCALE: N.T.S. O02 SCALE: N.T.S. S-002 7 DESIGNAKHRECT PAY STATION FRAMING PER 5-130 H55 5x5x5/I(,' " COLUMN,TYP ------------------ �——— — ————— � PLAN NOTES: i 1.A)SEE STRUCTURAL GENERAL NOTES,ABBREVIATIONS AND I SPECIAL INSPECTIONS SECTION FOR ADDITIONAL C-A - - - - - - - INFORMATION. T � SDH Architect I 2.ALL DIMENSIONS SHOWN ON THESE STRUCTURAL PLANS 3261 NW CELILO LN I I ARE FOR GENERAL REFERENCE ONLY.THE CONTRACTOR BEND,OR 97703 I 15 RESPONSIBLE FOR VERIFYING ALL DIMENSIONS AND 206.369.8881 I ANY DISCREPANCIES MUST BE BROUGHT TO THE i ( ATTENTION OF THE ARCHITECT AND ENGINEER IMMEDIATELY. o I I c_ I 3.SEE MFG.SUBMITTAL FOR TRENCH DRAIN SPECIFIC I I DETAILING. I ' I 4.CMU WALL SHALL BE GROUTED SOLID.REINFORCE W/#5 AT 32'O.C.VERTICALLY,(1)#5 BARS AT 45'O.C. - - - - - � I I HORIZONTALLY.SEE I5/5-520 FOR ADDITIONAL REQUIREMENTS. 5-511 5.SEE 4/5-520 FOR ALL CMU CORNERS AND TEES. 6.SEE 2/5-520 FOR TYPICAL CAST IN PLACE ANCHORS 3'-0'z 3'-0'x 12'DP FOOTING AND 3/5-520 FOR P05T-INSTALLED ANCHORS IN CMU, WET RABBIT LLC W/(4)#5 TOP AND BOT EA. 7.SEE 7/5-520 FOR TYPICAL MASONRY JAMBS. 3213 W.WHEELER ST#750 WAY B.SEE 1/5-510 FOR TYPICAL STEPPED FOOTING. SEATTLE,WA 98199 206-284-8200 9.SEE 12/5-510 FOR TYPICAL FOOTING CORNER REINFORCING PAY STATION FOUNDATION PLAN SCALE: 1/4"44 PLAN NORTH AUE 13228 NE 20TH ST,SUITE 100 BELLEVUE,WA 90005 425 614-OW/INFO@AU-ENG.COM JOB NO:24034 L 212'-bT' 37'-3' E REINFORCED CMU � REINFORCED CMU SHFARWALL (4)45,EXTEND TO W#5 VERT.@ I6'AO C.AND TYPICAL CMU TYPICAL CMU W/#5 VERT.@ 24'D.C.AND T� WALL >5 FIORIZ.@ 16,O.C. 5HEARWALL PER REINFORCED CMU 514EARNALL CONT x 12"DP FTG SHEARWALL PER REINFORCED CMU 544EARWALL #5 HORIZ.@ 24'O.C. ' PLAN NOTE 4 W/#5 VERT.@ 24'O.C.D W/(4)44 CONT.BOT 3 PLAN NOTE 4 W/#5 VERT.P 24'O.C.AND MJ2,EXTEND TO TOP ' (4) #5 HORIZ.@ 24'O.C. 5-511 #5 HORIZ.@ 24'O.C. OF WALL 3 5 ———————————————————— ————————— —— __-----___ _________ ___ _____— ----------- ----______------- _----------------------------__ _-------- ----- --_ _—— ------ 5-511 REINFORCED CMU SHEARWAI.L MJ2 r7.12 ' W/#5 VERT.@ 16'O.C.AND -�m MJ2 SLAB PER S-III (2)>5,EXTEND TO I REINFORCED CMU SHFARWALL 5 MJ2 S Wi FIORIZ.@ Ib'O.C. GENERAL SLOPES AND PITS PER SLAB EDGE,TYP V.I.F. W/#5 VERT.@ 32'O.C.AND MJ2 L 5-------- LOCATIONS AND SLOPESOF MJ2,EXTEND TO TOP I. 4 0.. L---------------------- ---------------L------------------------------------------- -------------------------------------------------------------WALL-------------------L—J 4 STEP fCOTING DOWN TO 1 1 11 1 1 4 5-511 CLEAR ADJACENT PIT.EXACT I I I 5-511 LOCATION PER CONTRACTOR ' CONT z 12' DP FIG ------------------------------------------- --- ---------------------------------------------------------------------------------------------------- ——————————————— W/(4)#4 FL�R TRENCH I STEP FOOTING DOWN TO I CONT.BOT I DETAILS PER 5-111 I CLEAR ADJACENT PIT.EXACT I LOCATION PER CONTRACTOR I I I 5 —Mn i CONT x 12'DP FTG i g I W/(4)#4 CONT.BOT u 5 MJ2 I REINFORCED CMU SFIEARWALL CONT x 12'DP FTG W/1#55 VERT.@ 24'NO.L AND EARWALL 5 W/45 VERT.@ 16'O.C.AND ' w/(4)4W CONT.BOT 2 45 HORIZ.@ 24'O.C. 3 #5 HORIZ.P Ib'O.C. MJ2 (4)#6 5-511 (2)#5,EXTEND TO (4)46,EXTEND TO 5-511 L TOP OF WALL TLP OF WALL c , MJI MJI () ------------------------- ------- ___-�_- -----1 -------,-------------- ---------------------------- ------------------- ------- ----- ---- ---- BOA VID pA �----- � � : .. :. . :.. . . _, I \CAN of WASq�N 4 MJ2 I TYPICAL CMU:/ I I - TYPICAL CMU TYPICAL CMU CONC.PAD PER 5-III REINFORCED CMU SHEARWALL ( ��o REINFORCED CMU SHEARWALL I 2 FLOOR TRENCH I SHFARWALL PER 5-511 SHEARWALL PER SHEARWALL PER I W/#5 VERT.@ Ib'D.C.AND (4)#5,EXTEND TO 12�, W/45 VERT.P 32'O.C.AND PLAN NOTE 4 I I CONC.PAD PER 5 III PLAN NOTE 4 PLAN NOTE 4 #5 HORIZ.@ 32'O.C. I TOP OF WALL �O 4 #5 HORIZ.P 32'O.C. CONT x 12'DP FTG I ' --------------------------------------- — I W/(4)#4 CONT.80T� I I ROOF ACCESS LADDER r------------------------------------- , r------------- , I S G _ \x 12'DP FTC, 11 ONAL ----------------E ----------- J W/(4)M CONT.BOT 5-511 Y SLAB PER 5-III I PER ARCH L-------------------------------------- CONT x 12'DP FTG 3 / E i IN-CONT �4)#4 CONT.BOT � I n -------------------- — — 8/06/2024 SLAB PER 5-111 i I REINFORCED CMU SHEARWALL CONT x 12'DP FTG f FLOOR TRENGN MJ2 r-6'I I W/45 VERT.@ I6'o.C.D W/(4)#4 CONT.BOT I z'-b' WET RABBIT- MJz — — I 45 Haz1z.@ 24'o.c. ---__ _____________ --- ---------____J ARLINGTON-204 TH ----- ------------ ------- — -------J L-------- ------ ---------------------------- ----------------------------------- �— I - - 7530 204TH ST NE " MJI (4)#b MJI Mil MJI (4)#b ARLINGTON,WA 98223 CONT REINFORCED CMU SHEARWALL FOORINGS AT CMU 5 511 i ISSUED/REVISED DATE WALLS,TYP. REINFORCED CMU SHEARWALL I I W/45 VERT.@ 32'O.C.AND TYPICAL CMU TYPICAL CMU I W/45 VERT.@ 32'O.C.AND ' I I I PERMIT/BID SET 05.09.24 #5 HT @ 3 O.C. 5H � � �4 PLAN�ER #5 HORIZ.@ 32'O.C.PLAN CITY COMMENTS 08.02.24 NOTE: SPECIAL INSPECTION APPLIES TO T1415 PROJECT PER THE GENERAL NOTES. IF THE SPECIAL INSPECTIONS LISTED ARE NOT PROVIDED, TESTING OR REWORK WILL BE REQUIRED FOR FINAL SIGN OFF. ZONING PERMIT:PLN#1160 Nom DESIGN REVIEW:PLN#1161 FOUNDATION PLAN THESE DRAWINGS ARE BASED ON A LIMITED AMOUNT OF INFORMATION FOR AN EXISTING BUILDING.CONTRACTOR MUST PERMITIBID SET 05.09.24 FIELD VERIFY CONDITIONS AND NOTIFY ARCHITECT AND SCALE: 114'=1'-O' ENGINEER IF CONDITIONS ARE OTHER THAN AS SHOWN PRIOR FOUNDATION PLAN PLAN NORTH TO MODIFICATION, NOM, ALL DIMENSIONS SHOWN ON THESE STRUCTURAL PLANS ARE FOR GENERAL REFERENCE ONLY.THE CONTRACTOR 15 RESPONSIBLE FOR VERIFYING ALL DIMENSIONS AND ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER IMMEDIATELY. S-110 NOTE: ry SPECIAL INSPECTION APPLIES TO T14I5 PROJECT PER THE GENERAL NOTES. IF THE SPECIAL INSPECTIONS LISTED ARE NOT PROVIDED, TESTING OR REWORK WILL BE REQUIRED FOR FINAL SIGN OFF. SDH PLAN NOTE5: A) GENERAL' SDH Architect I. SEE STRUCTURAL GENERAL NOTES,ABBREVIATIONS AND 3261 NW CELILO LN SPECIAL INSPECTIONS SECTION FOR ADDITIONAL INFORMATION. BEND,OR 97703 206.369.8881 2.ALL DIMENSIONS SHOWN ON THESE STRUCTURAL PLANS ARE FOR GENERAL REFERENCE ONLY.THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL DIMENSIONS AND ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER IMMEDIATELY. 3.SEE 6/5-510 FOR TYPICAL REINFORCEMENT DEVELOPMENT AND SPLICE SCHEDULE,SEE 3/5-510 FOR TYPICAL REINFORCEMENT BENDING SCHEDULE. 4.FIBER REINFORCED CONCRETE SLABS SHALL BE REINFORCE)AT A MINIMUM DOSAGE OF b LBS/CUBIC YARD. WET RABBIT LLC 3213 W.WHEELER ST#750 SEATTLE,WA 98199 206-284-8200 AUE 13228 NE 20TH ST,SUITE 100 BELLEVUE,WA 9000r 425 6I4-OW/INFOPAU-ENG.COM JOB NO:24034 3T W I, 76'-M L I6'-H' S 0-8' L 1 Il l A - r --—————————————————— ----- ——————— ——————————————————— -----� CONTROL JOINTS PER �---------- - b"5LA13 ON GRADE W/FIBER 5/5-510,MAX 1.5:1 5-51 P NOT 5 E TO LAYOUT,TYR PER ARCH �� ° ' 5- DN I 5 n S 511 TYP.AT STEP I I SLOPE PER ARCH I I CONTROL 10,MAX P.5ER:1 I RATIO.CONTRACTOR I I TO LAYOUT,TYP. L ------------------------------ ------------------t------- ---------------------------------------------------------------t------------ ------1------J I lo -------------------------------- to ". i 5-510 AT CONIC.PAD 5-510 AT CONC.PAD r ---- ------------- -- ----------------------------------------------------- -------------- ---- -, \��opWl�Hro I I ,'.':, 6'SLAB ON GRADE W/FIBER MESH yr� fo I I b REINFORCEMENT PER PLAN NOTES, II II b'SLAB ON GRADE W/FIBER MESH SL 777777777777777/777777/7-77 REINFORCEMENT PER PLAN NOTES, I AB SLIX'E PER ARCH 5-510 5-510 1 �o w � I SLAB SLOPE PER ARCH Y I I PER AARCH ACCESS LADDER �s3 ONAL �G\ CONTROL JOINTS PER I I 1 5/5-510,MAX I.5:1 I I i CONTROL JOINTS PER 8/06/2024 I RATIO.CONTRACTOR I I I RATIO.51CONTRACTOR I ' I TO LAYOUT,TYR I I TO LAYOUT,TYP. WET RABBIT- ------- ------------ ------------ -------- --------- �- ARLINGTON-204TH ----------------------------------------------------------------------------- -------------- --A ------------- C - - 7530 204TH ST NE ARLINGTON,WA 98223 CONT CONC. FOORINGS AT cMu ISSUED/REVISED DATE WALLS PER 5-110 PERMIT/BID SET 05.09.24 CITY COMMENTS 08.02.24 NOTE: SPECIAL INSPECTION APPLIES TO T14I5 PROJECT PER THE GENERAL NOTES. IF THE SPECIAL INSPECTIONS LISTED ARE NOT PROVIDED, TESTING OR REWORK WILL BE REQUIRED FOR FINAL SIGN OFF. ZONING PERMIT:PLN#1160 fum DESIGN REVIEW:PLN#1161 SLAB PLAN THESE DRAWINGS ARE BASED ON A LIMITED AMOUNT OF INFORMATION FOR AN EXISTING BUILDING.CONTRACTOR MUST PERMIT/BID SET 05.09.24 FIELD VERIFY CONDITIONS AND NOTIFY ARCHITECT AND SCALE: 114'=1'-0" ENGINEER IF CONDITIONS ARE OTHER THAN AS SHOWN PRIOR SLAB PLAN PLAN NORTH TO MODIFICATION, NOTE: ALL DIMENSIONS SHIXNN IXJ THESE STRUCTURAL PLANS ARE FOR GENERAL REFERENCE ONLY.THE CONTRACTOR 15 RESPONSIBLE FOR VERIFYING ALL DIMENSIONS AND ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER IMMEDIATELY. S-1„0 c-I y 15'-4',V.I.F. SPECIAL INSPECTION APPLIES TO T14I5 PROJECT PER H55 P057 PER PLAN THE GENERAL NOTES. If THE SPECIAL INSPECTIONS H55 3x3x1/4, TYP. II LISTED ARE NOT PROVIDED, TESTING OR REWORK TIP sip WILL BE REQUIRED FOR FINAL SIGN OFF. SDH 5 1530 I I I I I I S I530 PLAN NOTES: C-Af I H556x5X5/16 A) GEMMAL' SDH Architect 1. SEE STRUCTURAL GENERAL NOTES,ABBREVIATIONS AND 3261 NW CELILO LN SPECIAL IN SECTION FOR ADDITIONAL BEND,OR 97703 INFORMATION. 2.ALL DIMENSIONS SHOWN ON THESE STRUCTURAL PLANS 206.369.8881 > I ARE FOR GENERAL REFERENCE ONLY.THE CONTRACTOR i�Sx I ZANY DREPANCIE5 M515LE FOR UST BE BRORIFTING UGHT TO THE L DIMENSIONS AND #H566A/16 ATTENTION OFTHE ARCHITECT AND ENGINEER Y. I 3.SEE GENERAL NOTES AND PLAN FOR CONCRETE PLANK -- CRITERIA. — 5 530 I ITYP 51- 4 FOR LINTEL SCHEDULE,US ML-X,SEE DETAIL 8/5-520 -- ------ 5.ROOF DECK SHALL BE 20 GA.11/2'TYPE B METALDREGU�REMENT55EE b/5-530 4 7/5-530 FOR ADDITIONALWET RABBIT LLC 5-530 TYP AT CORNER 6.MASONRY JAM65 PER 5-110. 3213 W.WHEELER ST#750 METAL DECKING PER SEATTLE,WA 98199 PLAN NOTE 5 206-284-8200 PAT STATION ROOF PLAN SCALE: 1/4"=1'-O" PLAN NORTH AUE 13228 NE 20TH ST,SUITE 100 BELLEVUE,WA 90005 425 614-OW/INFOPAU-ENG.COM JOB NO:24034 I 2 V-B' 37'-3' 78'-0' Ib'-8' V-8' CONTINUOUS METAL DECKING PER H55 3x3x1/4'AT 48'D.C.,TYP. 16 EYEBROW PLAN NOTE 5, TYP 5-530 CANOPY ?YP. a 12 5-530 5-`'� 5-521 AT STEEL BENT TYP. A - L4 ML4 4 � I LIGHT GAUGE BEARING WALL ABOVE PER 5-140 i 1 i H55 3-1/4 AT 48' .C.,TYP. 1 PRECAST HOLLOW CORE PANELS BY OTHERS,MIN .•�,' 6'THICK,TYP � 1 JAMB STUD PER F 2'TOPPING SLAB, 8/5-550,TYP IOxl2,OWNER TO REINFORCE W/ ERIFY LOCATION 6x6-W2.%W2.9 WELDED 1 FIBER ME5H AT CENTER 1 1 OF SLAB TYPICAL SLAB INTERFACE, S(ACT PANEL WIDTH AND JOINT LOCATION PER MFR. i 11 1 1 5 521 I I I I b 1 2 I 5-511 1 1 I 5-521 I b B 11 I I I 5-521 5-521 5-521 I 1 I B - 1 ML3 ML2 ML2 I I I pAV I D PR 10 I ' I 4 b 5 530 5-530 5-530 I 5-521 ' S-521 AL 15-521 v A STEEL—— AT —— LOWERROOF L4z4xl/2 --- ---- ----1 --- -- AT —DECK— ---- ---- -- — — -- --- ————--- -- --- --- —I --- — --M CONC.PLANK — -- ——— ---- ———— ---- ———— ---- -- -- ACCESS— — ---- — — L — 1 — -- 4 'O6 --- \ N g� n h ' �., 5-521 --- 5 3 8 WI002 _-- ---- ——— ———— --- — — —_ —_-- --_ _ --- ---- —_— _———— 5530 I ASS/ �G 3 3C7NAt. -- --- ---- ---- ---- 19 8/06/2024 i METAL ROOF 5-530 s 530 5-530 1n °�PER s. WET RABBIT- ---\ i ARLINGTON-204 TH A STE L C MLI MLI 7530 204TH ST NE ANCHOR WALL 3 g ARLINGTON,WA 98223 Ilk" ANCHORS,TYP 5-521 `�'SA AT STEEL BEAM LOWER ROOF LINE ISSUED/REVISED DATE LI55 3x3x1/4'AT 413'o.c.,TYP. H 3x3xt/4'AT 4a'O.C.,TYP. I PERMIT/BID SET 05.09.24 CITY COMMENTS 08.02.24 NOTE: SPECIAL INSPECTION APPLIES TO T14I5 PROJECT PER THE GENERAL NOTES. IF THE SPECIAL INSPECTIONS LISTED ARE NOT PROVIDED, TESTING OR REWORK WILL BE REQUIRED FOR FINAL SIGN OFF. ZONING PERMIT:PLN#1160 Nom DESIGN REVIEW:PLN#1161 LOW ROOF PLAN THESE DRAWINGS ARE BASED ON A LIMITED AMOUNT OF INFORMATION FOR AN EXISTING BUILDING.CONTRACTOR MUST PERMITIBID SET 05.09.24 FIELD VERIFY CONDITIONS AND NOTIFY ARCHITECT AND SCALE: 1/4'=1'-O' ENGINEER IF CONDITIONS ARE OTHER THAN AS SHOWN PRIOR LOW ROOF PLAN PLAN NORTH TO MODIFICATION, NOTE+ ALL DIMENSIONS SHOWN IXA THESE STRUCTURAL PLANS ARE FOR GENERAL REFERENCE ONLY.THE CONTRACTOR 15 RESPONSIBLE FOR VERIFYING ALL DIMENSIONS AND ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER IMMEDIATELY. S-130 NOTE: SPECIAL INSPECTION APPLIES TO T14I5 PROJECT PER THE GENERAL NOTES. IF THE SPECIAL INSPECTIONS LISTED ARE NOT PROVIDED, TESTING OR REWORK WILL BE REQUIRED FOR FINAL SIGN OFF. SDH PLAN NOTES: A) SDH Architect 1. SEE STRUCTURAL GENERAL NOTES,ABBREVIATIONS AND 3261 NW CELILO LN SPECIAL INSPECTIONS SECTION FOR ADDITIONAL 37'-3 1/5' 78'-B' I6'-8' 6'-8' INFORMATION. BEND,OR 97703 206.369.8881 2.ALL DIMENSIONS SHOWN ON THESE STRUCTURAL PLANS y� ARE FOR GENERAL REFERENCE IXJLY.THE CONTRACTOR ZANY DI REPANCIES MUST BE BROUGHT TO THE DIM 5ANU om,E" ATTENTION OF THE ARCHITECT AND ENGINEER IMMEDIATELY. 37.8 I SLIDING SNOW 3.SEE 6/5-540 FOR MINIMUM WOOD NAILING SCHEDULE. PSF �' ZONE:70 PSF 181_01 PSF I \ I 52.3 I 25 PSF / WET RABBIT LLC P2F 3213 W.WHEELER SEATTLE,WA 98199 #750 206-284-8200 33.6 25 P5F CON- PSF 51_4 1 'v SLIDING 5NOW 37.8 25 ZONE:36 F5F ' P5F SNON DRIFT PLAN UE SCALE: I/8"=1'-0" PLAN NORTH 13228 NE 2OTH ST,SUITE 100 BELLEVUE,WA 9BO05 425 614-OW/INFO®AU-ENG.COM JOB NO:24034 TYPICAL CMU SHEARWALL PER I 2 3 S-I151 PLAN NOTE 4 4 5 6 V-8' 37'-3' _ 78'-8' 16'-B' 6'-8. e I I CONTINUOUS EYEBROW I CANOPY UPPER LINE VERT.84R5 PER I ®24'O.C.,TYP 5-110 1 �EROT.3425 P R 5/8'APA RATED PLYWOOD. FASTEN W/IOJ AT 6'O.C. Gi i PANEL EDGES,12'O.C.IN 1 �y FIELD.UNBLOCKED 7b. I s ° 1 BOX BEAM BI I I 5 540j PER 5-112, 8/5-550 1 JAMB STUD PER I TYP I I 16 5-%0 Jyh LIGHT GAUGE BEARING 4 WALL PER I6/5-550� I a�Q 5-540 I I 1 I I I I VERT.BARS c I PER 5-110 19 I 1 - - - - - - - - VERT.BA6 PER I 5 I \<�of'WAS5-110 �fo v `� C REINFORCED CMU 5HEARWALL W/#5 VERT.B 32'O.C.AND -I151 ALLL PER FJS�RAL z5 HORIZ.®32'O.C. PLAN E 4 ONAL � 8/06/2024 I I WET RABBIT- ARLINGTON-204 TH - - - - - - - - 7530 204TH ST NE ARLINGTON,WA 98223 SEE 5-130 LOWER 1300E I ISSUED/REVISED DATE S -I PERMITIBID SET 05.09.24 CITY COMMENTS 08.02.24 NOTE: SPECIAL INSPECTION APPLIES TO THIS PROJECT PER THE GENERAL NOTES. IF THE SPECIAL INSPECTIONS LISTED ARE NOT PROVIDED, TESTING OR REWORK WILL BE REQUIRED FOR FINAL SIGN OFF. ZONING PERMIT:PLN#1160 Nom DESIGN REVIEW:PLN#1161 HIGH ROOF PLAN THESE DRAWINGS ARE BASED ON A LIMITED AMOUNT OF INFORMATION FOR AN EXISTING BUILDING.CONTRACTOR MUST PERMITIBID SET 05.09.24 FIELD VERIFY CONDITIONS AND NOTIFY ARCHITECT AND SCALE: 1/4'=1'-O' ENGINEER IF CONDITIONS ARE OTHER THAN AS SHOWN PRIOR HIGH ROOF PLAN PLAN NORTH TO MODIFICATION, NOTE, ALL DIMENSIONS SHOWN IXJ THESE STRUCTURAL PLANS ARE FOR GENERAL REFERENCE ONLY.THE CONTRACTOR 15 RESPONSIBLE FOR VERIFYING ALL DIMENSIONS AND ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER IMMEDIATELY. S-140 DESIGN ARDNITEOT REBAR BENDING SCHEDULE 5/B'm■r-6'PLAN REBPR TO MATCH ALTER4AT5 PHA DIAMOND DOWELS SPACING OF SLAB REINFORCEMENT W/ I/4'z4-I/2'z4-I/2"P 24'O.C.MAX,LOCATE W/IN TYPICAL STRAIGHT L AND HOOKED L REINFORCEMENT DEVELOPMENT LENGTH SCHEDULE D'=FINISHED INSIDE BEND DIAMETER — 6 ONE END GREASED OR WRAPPED IN B'C.L.OF SLAB DEP1H t MOVE=1 AS ( d) ( dh� � BUILDING PAPER BAR SIZES STANDARD HOOKS STIRRUP/TIE HOOKS I L �I NEEDED,HOLD 12'FROM PERP.JOINTS �\ BAR 51ZE: 93 #4 #5 #6 #7 #B #9 #10 #11 4db OR L I SLAB ON GRADE t #3,44,#5 6db 4db REINFORCEMENT PER PLAN �,/-1/2`PRE-FORMED EXPANSION JOINT MATERIAL BAR DIAMETER,dti: =0.375 in c!b=0.500 in Sib=0.625 in Sib=0.625 in db=0.875 in crp=I.000 in cJb=1,128 in db=1.270 in Sib=1.410 in #7,#8 6db 6db 2-I/2"MIN 5TD. 180'HOOK 5TD. 90'HOOK MAXIMUM BAR OFFSET N.W.CONCRETE , DEVLOPMENT TYPE CATEGORY DESCRIPTION Pc(psi) TOP OTHER TOP OTHER TOP OTHER TOP OTHER TOP OTHER TOP OTHER TOP OTHER TOP OTHER TOP OTHER #9,#10,#II 6db N/A 3,000 13' 12' IB' 14' 22' Ill #1 26' 20' 43' 33' 54' 42' 66' 51, BI' 63, Dill 75' 4,#18 IOdb WA 1 H Architect MIN COVER)=I-I/2' 4,500 12' 12' 14' 12' 18, 14' 21' 17, 35. 2T W 34' 54' 42' 66' 51' 79' 61, 'D'-IN51DE BEND DIAMETER ITS--i —IT( 11I— IIT11�--T(1�--1TI I�-1--I I�--11I I11 I I MIN CLEAR 12' 17' 13' 20' 16' 'db'-BAR DIAMETER 5,� 12' 12' 14' 33' 26' 42' 32' 52. 40' 63' 4`? 75, 58' #3,#4,i15:6db Oe12 ' COMPACTED SUBSOIL PER GRAVEL OVER VAPOR BARRIER SPACING)=3' #b,#7, PER GEOTECHNICAL REPORT,TYP 6,000 12' 12' 13' 12' 16' 12' 19' 14' 30' 23' 30 30' 47' 36' 58' 44' 69' 53' z �+T•WHERE GEOTECHNICAL REPORT,TYP STRAIGHT �= RECID a. Sp CONSTRUCTION JOINT SDH Architect 3,000 13' 12' 22' 17' 32' 25' 43' 33' b9' 53' Bb' 66' 104' 80' 125' 96' 146' 113' 3261 NW CELLO LN MIN COVER>=3/4' 4,500 12' 12' IB' 14' 26' 20' 35' 27' 57' 44' 70' 54' 85' 65' 102' 79' 120' 92' __----- ___ SLAB ON GRADE< I/B� " BEND,OR 97703 IREINFORCEMENT PER PLAN PLASTIC'ZIP STRIP OR SAWCUT206.369.8881 MIN CLEAR SPACING 2' S'� 12' 12' 17' 13' 25' 19' 34' 26' 54' 42' 6T 51' 81' 62' 91' 75• 114' 87'6,000 12' 12' I6' 12' 23' 18' 31' 24' 49' W 11' 47' 74' 57' 08' W 104' 80' `v3,000 9' II' 14' 17' 20' 22' 25' 2B' 31, d E OWNER 4,500 7' 9' 12' 14' 16, 15, 21' 23' 26' '^ Il HOOKED STANDARD ALL OTHERS LI ILBARRIER mw — m 5,ow 7' Oil II' 13, 15, 17' 20' 22' 24' GRAVEL OVER VA ' 6,000 6' 8' 10^ 12' 14' Io 10 20" 22' COMPACTED SUBSOIL PER PER GEOTEGHNIGALLRREPORT,TYP STIRRUP W/ 180'HOOK STIRRUP/TIE W/ 135'HOOK 5TIRRUP/TIE W/90'HOOK BEAM/COLUMN GRO55TIE W/90'HOOK GEOTECHNICAL REPORT,TYP MAX BAR SIZE: #3 THRU#5 5HRINKAGE/CONTROL JOINT TYPICAL REINFORCEMENT LAP SPLICE(Lj DEVELOPMENT LENGTH SCHEDULE BAR SIZE: #3 #4 #5 46 #7 #8 #9 410 #11 BAR DIAMETER,db: db-0.375 in db=0.500 in db-0.125 in db-0.6251n db=D.875 in db=1.D001n db=1.I28 in db=1.270 in db=L410 In 3 REINFORCEMENT BENDING SCHEDULE 5 TYP SLAB ON GRADE JOINTS WET W.WHEEL ELC N.W CONCRETE 3213 W.WHEELER ST#750 LAP CUSS CATEGORY DESCRIPTION i,C(PH) TOP OTHER TOP OTHER TOP OTHER TOP OTHER TOP OTHER TOP OTHER TOP OTHER TOP OTHER TOP OTHER 5-510 $CAI.E: N.T.S. 5-510 SCALE: N.T.S. SEATTLE,WA 98199 206-284-8200 3,000 17' 16' 24' 19' 29' 23' 34' 26' 56' 43' 71' 55' 86' 67' 106' 82' 127' 98' MIN COVER)-1-1/2' 4,500 10 16, 19, 16, 24' 11 2B' 23' 46' 36' 58' 45' 71' 55' 86' 67' 103, 80" I �5 or+suiuxr MIN CLEAR 5,000 I6' 16, I9' I6' 23' 17' 26' 21' 43' 34' 55' 42' 68' 52' 82' 64' 98' 76' STD.NUT 5TD.NUT I. CMU WALL 15 NOT SHOWN FOR CLARITY SPACING)=3' 2. SEE FOUNDATION PLAN FOR LOCATION OF FOOTING STEPS 6,000 12' 12' 10 12' 23' 10 31' 24' 49' 3B' 61' 47' 74' 57' BB' W104' 80' SAS' Ste' STEEL PL WELDED CLASS 9 WASHER �`ER HEADED STUDS CONC,WALL BEYOND PER PLAN 3,000 17' I6' 29' 23' 42' 33' 56' 43' 90' 69' 112' BO 136' 104' 113' 125' 190' 147' N MIN COVER>=3/4' ~ 4,` I6' I6' 24' 19' 34' 26' 46' 36' 75' 5B' 91' 71' III' 85' 133' 103' 156' I20" ,D, TW OF CONCRETE 2 MIN CLEAR 5,000 Ib' I6' 23' 17' 33' 25' 45' 34' 71' 55' W 67' 106' BI' 127' 98' 149' 114' e z A5TM F1554 GR.36 AS TM F1554 GR.36 TYPE B WELDED SPACING)=2' — ANCHOR ROD,UNO HEADED ANCHOR HEADED 5TUD REINFORCEMENT PER PLAN AND DETAILS r 6,000 16' 16' 21' 16' 30' 24' 41" 32' 64' 50' BO' 62' 97' 75' 115' B9' 136' 104' E w BOLT,UNO (PER AW5 1)1.1),UNO 1". 6' CONCRETE PAD USE THE SAME SIZE AND NUMBER #4 E 12'O.C. i z 'WI' 'WI' 'W2, FA.WAY CLEAN SURFACE PRIOR GENERAL NOTES, ADJUSTMENTS TO SPECIFIED STRAIGHT IDEVFIOPMENT AND LAP SPLICE LENGTHS, TYP TYP TYP THE FOOT NG REINFORCEMENT #4 F-P 12'O.C. TO CONC.POI R 1. ALL DEVELOPMENT AND LAP SPLICE LENGTHS SPECIFIED IN SCHEDULES ARE FOR REINFORCING STEEL I. LIGHTWEIGHT CONCRETE:MULTIPLY THE LENGTHS SPECIFIED IN THE SCHEDULE BY 1.33 a __-.-.-.-.-.-.-.--.-._ .-HEAVY .-.-._._.-..._ AROUND SEE 2 6'MAX, u E WITH A F =60,000 I. 2. EPDXY-COATED REINFORCMENT: 2. 'TOP'-HORIZONTAL BARS PLACED SUCH THAT MORE THAN 12'OF FRESH CONCRETE 15 CAST BELOW THE BAR. 2.1. 'TOP'BARS:MULTIPLY THE LENGTHS SPECIFIED IN THE SCHEDULE BY 1.3 S STD. HEAVY HEA HEAD 3 MIN 3. 'OTHER'-ALL VERTICAL BARS AND HORIZONTAL BARS THAT DO HQI MEET THE'TOP"BAR DESIGNATION. 2.2. 'OTHER'BARS:MULTIPLY THE LENGTHS SPECIFIED IN THE SCHEDULE B7 1.5 ER HEX NUT " 4 4. UNLESS NOTED OTHERWISE,ALL HOOKED BARS SHALL EXTEND TO THE FAR FACE W/MIN COVER BEYOND PER 3. COMBINATIONS OF EFFECTS DUE TO CONCRETE WEIGHT AND EPDXY COATING ARE CUMULATIVE. o 13228 HE HSAT, E 100 'NOTE 5.2' Ld/L,b SHALL BE MULTIPLIED BY EACH FACTOR TO FIND THE CORRECT VALUE a k ANCHOR BOLT ANCHOR BOLT WELDED HEADED STUD 5. ALL HOOKED BAR LFNGT45 SPECIFIED IN SCHEDULE ARE FOR REINFORCING WITH: a (TYP ASSEMBLY) (ACT.ASSEMBLY) 4_., = REINF CEMENT PER '^ 425 614-0 FOP RNG.COM 5.1. SIDE COVER>=2-1/2', ADIAISTTIDITS TO SPECIFIED HOOK DEVaDPMBIT LHIGM — 4 -� PLAN D DETAILS -.�4•:. ' 24034 5.2. COVER BEYOND)-2' I. LIGHTWEIGHT CONCRETE:MULTIPLY THE LENGTHS SPECIFIED IN THE SCHEDULE BY 1.33 ANCHOR BOLT DIMENSIONS t :, �: a ' _ 2. EPDXY-COATED REINFORCMENT:MULTIPLY THE LENGTHS SPECIFIED IN THE SCHEDULE BY 1.2 I. EMBEDMENT DISTANCE DOES NOT - LAP SPL 3. 51DE COVER<2-1/2':MULTIPLY THE LENGTHS SPECIFIED IN THE SCHEDULE BY 0.7 BOLT MIN NUT/HEAD MIN HEAD INCLUDE HEIGHT OF CURBS �NOTES, CONCRETE SLAB I. ALL SPLICES SHALL BE WIRED IN CONTACT AND STACKED VERTICALLY. DIAMETER'DI DIAMETER'WI'DIAMETER'W 2. PROVIDE 3'OF COVER AT BOTTOM IL 2. SMALLER BAR LAP LENGTH SHALL BE USED WHEN SPLICING DIFFERENT SIZED BARS. AND SIDES OF ANCHOR BOLTS I .4 e 3. LAP LENGTHS SPECIFICALLY DETAILED IN DRAWINGS SHALL GOVERN IN LIEU OF LAP LENGTHS SCHEDULED. 1/2' 7/8' I' 5/8' 1-1/16, 1-114' USE THE SAME 512E AND NUMBER AS '.4 3/4' 1-114, 1-1/4' THE FOOTING REINFORCEMENT 7/8' 1-7/I6' 1-3A, E I' -5/0 I-5/8' I'-b' I'-d 1-1/8' 1-13/I6' WA /J SLOPE FORD `` NEXT STEP 6 REINFORCEMENT DEVELOPMENT SPLICE SCHEDULE 8 TYP CAST IN PLACE ANCHORS q TYP STEPPED FOOTING 10 TYP EQUIPMENT PAD ON S.O.G. 5-510 SCALE: N.T.S. 5-510 SCALE: N.T.S. 5-510 SCALE: N.T.5. 5-510 SCALE: N.T.S. NmIrm I. SEE DETAIL 6/5-510 FOR REINFORCEMENT DEVELOPMENT AND LAP SPLICE SCHEDULE LAP SPLICE PER SCHEDULE,TYP LAP SPLICE PER TYP TRANSVERSE SCHEDULE,TYP REINFORCEMENT ° TRENCH DRAIN SYSTEM WHERE OCCURS 24' 24' PER ARCH/MEP #4 ZrP 14'O.C. SLAB ON GRADE PER AROUND PERIMETER OF 6" q' 6' TRENCH DRAIN. PLAN.SLOPE AS REOD BY ARCH I I I I I I I I I I I I I I I "\//�-o TYP CONT.BARS IN — —— — —— — FOOTING,TERMINATE W/STD.HOOKS TYP(3) IN FOOT —/ CONT 44 BARS EXTEND O A RSSIDE OF FTG — —— — Jt— TERMINATE W/HOOKS THAT LAP W/PERP.REINFORCEMENT ,. AS SHOWN END CONDITION INTERSECTION CORNER V10 WAs p co II TRENCH DRAIN SECTION 12 TYP FTG CORNER REINFORCING �� 5-510 SCALE: 3/4'=114 S-510 SCALE: N.T.5. ASS/ONAL��G\ 8/0 3/2024 WET RABBIT- ARLINGTON-204 TH 7530 204TH ST NE d ARLINGTON,WA 98223 ISSUED/REVISED DATE PERMIT/BID SET 05.09.24 CITY COMMENTS 08.02.24 ZONING PERMIT:PLN#1160 DESIGN REVIEW:PLN#1161 PERMITIBID SET 05.09.24 CONCRETE DETAILS S-510 5/8'STEEL PL CMU PER PLAN - CMU PER PLAN COLUMN ANCHORAGE (4)1/2'0 TYPE B(PER AWS DI.I) z - THICKEN WALL PER SECTION A-A_ WELDED HEADED STUDS.MIN 4' TO PIT WALL 4' a VERTICAL BARS FROM H55 COLUMN C.L. Z EFFECTIVE EMBEDMENT.SPECIAL VERTICAL BARS FROM WHERE OCCURS 'I, CMU ALTERNATING VARIES PER MACNIEL +� PER PLAN INSPECTION REQUIRED.SEE 8/5-510 �a' �' ..� CMU,ALTERNATING LL FOR ADDITIONAL REQUIREMENTS LL HOOKS ' v HOOKS SLAB ON GRADE BEYOND 'h S a z a N JOINT PER ARCH SLAB ON GRADE A Ar A I/4 '" —_--- ----------- PER PLAN,TYP 3 #3 TIES AT "e` JOINT PER ARCH — 2')O.G. SECTION A-A SLAB ON GRADE AND CONC SLAB ON GRADE L .."I - SLAB REBAR TO SDH Architect AND REINF PER 5-III,TYP S -- ANGLES PER o I I/2'LLR REINFORCING PER S-III, EXT.CONL BY OTHER ', r————— -`'I;,� �——————— d� _ IEL .. BEND INTO PIT —— / PIT SLAB PER 10/5-511 WALL (8)#5 VERTICAL B4RS a.. a .......; EQUALLY SPACED - . - ° ° . FOUNDATION AND "I - ° `p� `• � � � � SDH Architect W CONT#4,TYP 3261 NW CELILO LN AROUND PERIMETER, -- _ --- ° ` REINFORCING PER 3/5-511 ` "f � \ \\ \ d 4'I 9 a BEND,OR 97703 TERMINATE BARS W/ - -.� _ ° - _ •n \ 6'CONC.WALL N V \ ° /% /a` / / > z ° 206.369.8881 STANDARD HOOK E #4"TO #4 BARS IN MIN 12' !t3 TIES AT 6' a a T\ MAT ING O.0 EA WAY,TYP SPAC wN oen SECTION B-B O.C. a= \ of 2'CLR. \. - TIP a ° e a4 °, PER PLAN REINFORCEMENT EA.WAY PER PLAN NOTE,TRENCH CONFIGURATION VARIES ALONG THE / `/��- / i FOOTING REINFORCEMENT �\ \ \,\ \\�\ \ �\ \ LENGTH.EXACT CONFIGURATION ARE PER MACNIEL FOOTING REINFORCEMENT ;\ \\ \r\5\\:�\\\�\ \�\Y\�\\ \� ER PLAN PER PLAN P PER PLAN CONT.#4 @ 12'O.C. PER FLAN CONT.#4 @ 12'O.C. PER PLAN EXRR[55 CAR WASH I TYP EXTERIOR SPREAD FTG 2 TYP INT. FOOTING AT CMU 3 TYP EXT. FOOTING AT CMU 4 TYP FOOTING AT PIT 5 GENERIC PIT STEP REINFORCING 3WET RABBIT 213W.WHEELC 3213 W.WHEELER ST#750 5-511 SCALE: 3/4' =1'-O' 5-511 SCALE: IN =1'-0' 5-511 SCALE: IN =1'-0' 5-511 SCALE: IN =1'-0' 5-511 SCALE: 3/4" =1'-0" SEATTLE,WA 98199 206-284-8200 VARIES PER MACNIEL CON— SLAB ON GRADE PER PLAN,TYP 'LE5 PER SLAB RE13AR TO MACNIEL BEND INTO PIT WALL J F TOPPING 5LAB PER PLAN EG 2 1/2' CONT#4,TIP E BASE SLAB SLOPE PER 6'COW.WALL .O e^ 'O 01 l O O O. > MACNIEL O.0 EA WAY,TYP I�IT 1t4 BARS IN MIN 12' 13228 NE 20TN 5T,SUITE 100 I BELLEVUE,WA%005 #4LJT0 - 425 614-OW/INFO@AU-ENG.COM PRECAST CONCRETE MATCH SLAB JOB NO:24034 CONT#4 PLANK BY OTHERS,TYP. SPACING 4 - @ BENDS,TYP FILL JOINT WITH NON-SHRINK GROUT oe V BACKER ROD 1t4 LONG.@MIN 12',TYP E NOM TRENCH CONFIGURATION VARIES ALONG THE LENGTH.EXACT CONFIGURATIONS ARE PER MACNIEL CONCRETE PLANK 6 PANEL INTERFACE 10 GENERIC PIT REINFORCING 5-511 SCALE: 1' =1'-0' 5-511 SCALE: 3/4" =1'-O" WID pco ASS/0 p ��'\� 8/06/2024 WET RABBIT- ARLINGTON-204 TH 7530 204TH ST NE " ARLINGTON,WA 98223 ISSUED/REVISED DATE PERMIT/BID SET 05.09.24 CITY COMMENTS 08.02.24 ZONING PERMIT:PLN#1160 DESIGN REVIEW:PLN#1161 PERMITIBID SET 05.09.24 CONCRETE DETAILS S-511 LAP SPLICE LAP SPLICE PER STACK BOND JOINT PER SCHEDULE SCHEDULE,TYP JOINT EXTEND BOLTS IN �ANCHOR LOCATIONS ARE LIMITED CMU WALL t TYP CONi.VERTICAL CONTROL JOINT.SEE PLAN WALL TO CLR DIST TO ONE PER MASONRY CELL WITH POST-INSTALLED ANCHOR 4'EWE w ".{•- �� REINFORCEMENT PER FOR APPROXIMATE LOCATION.COORDINATE W/ SHOWN,TYP A MINIMUM SPACING OF 8'O.C. INSTALLATION 15 NOT PERMITTED `- PLAN t SCHEDULE ARCHITECTURAL PLANS.CAULKING OF WALL IN THE HATCHED AREAS SHOWN DISTANCE CONTROL JOINT PER ARCH a s (2)ADDED BARS AT N TYP NIORZ.REINF. TO MATCH TYP VERT. % CMU WALL PER g _•`'. '�"..' ! PLAN t SCHEDULE a TYP VERT.REINF. REINF.SIZE (3)BARS AT CORNER SDH Architect " SEE DETAIL B/5-510 TO MATCH TYP VERT. TYP HOW.REINF.,ALT. REINF.SIZE BEND DIRECTION INTO WALL HORIZONTAL REINF.TO BE MIN(2)BARS ON FA.SIDE OF CONTROL � I'MIN GROUNT FOR BALANCE OF ., CONTINUOUS THRU CONTROL JOINT JOINT,BAR SIZE TO MATCH TYP VERT. AROUND BOLT INFORMATION „TYPICAL CORNER TYPICAL INTERSECTION REINF.BAR SIZE,U.N.O. CMU WALL 4'EWE BOLT PER PLAN CONT.MORTAR DISTANCE SINGLE LAYER REINFORCING CONTROL JOINT TYPE I DIAMETER t SCHEDULE BED JOINT,TYP SDH Architect ROOF ELEVATIONS,FLOOR ELEVATIONS,LINTELS +2' LAP SPLICE PER LAP SPLICE PER m STACK BOND JOINT 3/B� 1' — SCHEDULE TYP SCHEDULE,TYP N CONT BEND,OR 97703JOINT L CMU WALL t TYP CONT.VERTICAL CONTROL JOINT.SEE PLAN SEE DETAIL 7/5-510 a d REINFORCEMENT 206.369.8881 REINFORCEMENT PER FOR APPROXIMATE LOCATION.COORDINATE W/ Z.m- FOR BALANCE OF t Q m AT TOP OF WALL _ PLAN t SCHEDULE ARCHITECTURAL PLANS.CAULKING OF WALL INFORMATION €6€ Y CONTROL JOINT PER ARCH #4 X 2'-0'TRIM ti EQ `EQ. SHADED AREA rt—' (2)BARS TO MATCH r(2)BARS TO MATCH OWNER REINF.STEEL f i ' DENOTES . . VERT.REINF.SIZE EA.ANCHOR MIN SOLID 2 3/4' TYP STD HOOK • �". ,.'`. SHADED AREA GROUTED CELLS X xNOTES: DENOTES MIN SOLID AT ANCHOR BOLTS ) 1. SEE DETAIL I6/5-520 FOR MASONRY MIN(2)BARS ON EA.SIDE OF CONTROL GROUTED CELLS AT16 REINFORCEMENT DEVELOPMENT t LAP STD.HOOKS AT END OF MAIN REINF. ANCHOR BOLT ' WHERE APPLICABLE PER MAIN DETAIL JOINT,BAR SIZE T MATCH TYP VERT. SPLICE SCHEDULE REINF.BAR SIZE,U.N.O. HEAD JOINT,TYP (E)CMU WALL OR CMU WALL TYPICAL CORNER TYPICAL INTERSECTION CONTROL JOINT TYPE 2 ANCHOR BOLT IN FACE SHELL: ANCHOR BOLT TO TOP OF CMU: PER PLAN t SCHEDULE DOUBLE LAYER REINFORCING AT ALL OTHER LOCATIONS YIN. POST-INSTALLED EX PRESS CAR WASI WET RABBIT LLC I TYP MASONRY CONTROL JOINTS 2 TYPICAL ANCHOR BOLT IN CMU 3 ANCHOR IN CMU REQUIRMENTS 4 TYP CMU CORNER BAR DETAILS 213W.WHEELER ST#750 5-520 SCALE: 1'=I'-0' 5-520 SCALE: 1 I/2"=I'-01" 5-520 SCALE: I I/2'=1'-O' 5-520 SCALE: 3/4' = I'-0' SEATTLE,WA 98199 206-284-8200 MASONRY LINTEL SCHEDULE o"suiu"r MASONRY JAMB SCHEDULE PLAN TAG NOM.THICKNESS DEPTH HORZ.REINF. VERT.REINF. NOTES: I PLAN TAG I TOTAL S VERT.BARS SIZE OF VERT.BARS WIDTH OF JAMB MLI B' Ib' 2 M TOP+BOT 04 AT I6'O.C. I. SEE DETAIL 16/5-520 FOR MASONRY Mil 2 15 8' ML2 B" 24' 2 u4 TCP+BOT a4 AT Ib'O.C. REINFORCEMENT DEVELOPMENT t LAP SPLICE SCHEDULE MIJ2 4 b5 16, ML3 8' 32' 2 #5 TOP+BOT 04 AT 12'O.C. ML4 B' 40' 2 #6 TOP+BOT #4 AT 8'O.C. CHORD EARS TOP OF WALL, ROOF LINE PER DETAILS WHERE OCCURS ' CMU WALL PER PLAN t SCHEDULE ABOVE LINTEL ____ WIDTH OF JAMB CONT.OF CMU WALL PER PLAN -h�a,:�,,. EXTEND VERT.REINF.BAR ABOVE C.L. ——' — — PER TABLE t SCHEDULE PER PLAN ?li:PN7," OF LINTEL IN GROUTED CELL PER u E —————— MASONRY REINFORCEMENT SPLICE m F AND DEVELOPMENT SCHEDULE" F "' � 13228 NE 2OTH 5T,SUITE 100 HOW.REINF. BELLEVUE,WA 9B005 �" >r PER SCHEDULE 425 614-OW/INFOPAU-ENG.COM VERT.REINF.PER SCHEDULE JOB NO:24034 ALL CELLS WIN WIDTH OF TOTAL(><)OF VERTICAL JAMB BARS PER PLAN. ,gk ;�' W/IBO'HOOK AT BOTTOM JAMB TO BE GROUTED SOLID PROVIDE DOWEL AT EA.BAR TO LAP AND MATCH 61 "}' AROUND HORIZONTAL LINTEL AT FOUNDATION,BARS TO EXTEND FULL HEIGHT _ REINFORCEMENT,ALT.HOOK TO FLOOR OR ROOF FRAMING AffiNE o DIRECTIONS SHADED AREA DENOTES MIN SOILD GROUTED CELLS AT NOM r..'I.TYP HORIZONTAL BOND BEAM REINFORCEMENT NOT SHOWN FOR CLARITY ANCHOR BOLT MIN LAP PER MIN LAP MIN LAP PER 2.MINIMUM REINFORCEMENT COVER REQUIREMENTS: USE LINTEL BLOCKS AT SCHEDULE ATE- PER SCHEDULE SCHEDULE AT STEP 2.115 BARS OR SMALLER EXPOSED TO EARTH/WEATHER•I-I/2' BOTTOM.DO Na USE 2.2 BARS LARGER THAN 15 BARS WHEN EXPOSED TO EARTH/WEATHER:2" BOND BEAM BLOCKS. E 2.3 ALL BARS NOT EXPOSED TO EARTH/WEATHER:1-112' THKKNE55 HORZ.REINF. PER SCHEDULE 6 TYPICAL CMU CHORD BAR SPLICE 7 TYPICAL MASONRY JAMB 8 TYPICAL MASONRY LINTEL 5-520 SCALE: 1/2' = I'-0' 5-520 SCALE: 1'=1'-0' 5-520 SCALE: 1'=1'-0' KEYNOTES: 1. CONTINUOUS VERTICAL CONTROL JOINT.SEE PLAN FOR APPROXIMATE LOCATION.COORDINATE WITH ARCHITECTURAL PLANS.CAULKING OF WALL CONTROL JOINT PER ARCH. TYPICAL STRAIGHT(Ld)AND HOOKED(Ldh)REINFORCEMENT DEVELOPMENT LENGTH t LAP SPLICE SCHEDULE NOTE B,TYPICAL 2•TYPICAL VERTICAL WALL REINFORCEMENT PER PLAN AN CMU COMPRESSIVE STRENGTH,f4n=2,500 P51: BAR SIZE i13 #4 #55 1 W. f17 SCHEDULE. " 3.HORIZONTAL MASONRY LINTEL REINFORCEMENT PER REINFORCEMENT I REINFORCEMENT DEVELOPMENT NOMINAL CMU 6 T.O.PARAPET SCHEDULE,TYP U.N.O.:(2)#5 AS SHOWN PLACEMENT DIAGRAM OR LAP TYPE BLOCK WIDTH db=0.375 in =0.500 m =0.625 m db=0.750 in db=0.075 n 1 ,y E 6 51520 5-520 4.PROVIDE HOOKED DOWELS INTO FOOTING TO MATCH AND b' 12' 19' - - - I LAP INTO P VERTICAL REINFORCEMENT.ALTERNATE THE HOOK NOTE 7 T E FOOTING STRAIGHT 8 12. 14 22 41 57 —-- LEDGER LINE %• : —1_ I — 5.U.)D5 HORIZONTAL MIN AT ROOF AND FLOOR LINES, DEVELOPMENT Itl 12' 12' I6' 30' 42' __ U.N.O.ON PLANS.EXTEND CONT.THROUGH CONTROL OR NAP SLICE ——— SINGLE CURTAIN I — ——— —————— JOINTS. VERTICAL t 12' 12' 12' 13" 24' 33" NOTE 9 ___ 1 NOTE 5 6.TYP HORIZONTAL WALL REINFORCEMENT PER PLAN AND VERTICAL 4 6' 12' 13' - - - --5`�''t..�.Iµr. Hi REINFORCEMENT STRAIGHT a-�.;.... .. SCHEDULE. STRAIGHT NOTE 2 NOTE b T.O.ROOF B' 12' 12' 14' 32' 46" DEVELOPMENT WITH STD 7.TYP PERIMETER REINFORCEMENT,U.N.O.:(2)#5 BARS 10' 12' 12' 12' 21" 31' s MOCKS 22 \ // nl s�wr m NOTE 9 ::::'.' NOTE 9 - B.PROVIBARS.DSTAGGERARD IW*HOOK NIOOK DIRECTIONS.AROUND END VERTICAL 12' 12' 12' 12' 15' ' / � NOTE b G � 9.TYP VERTICAL REINFORCEMENT AROUND OPENING(5), STRAIGHT B. O' 20' 31' 44' 64' / _ U.N.O.:MJI-(2)#5-8' DEVELOPMENT 10' 12' 20' 31, 44' 60. 10.TYP SILL REINFORCEMENT AT OPENING(5),U.N.O:(2)t5 OR LAP SLICE �''t MIN DOUBLE CURTAIN 12' 12' 20' 31, 44' 60" VERTICAL 2 REINFORLEMINT ' - - - - - NOTE 3 � ;p NOTES: pAV�ID p NOTE 5 A. TYP HORIZONTAL BOND BEAM REINFORCEMENT NOT F AS STRAIGHTLl"�2'� 12' 14' 23' 35' 53' B it NOTE ^' SHOWN FOR CLARITY.CONTINUE THRU MASONRYDWITM S 1ENT� 12' 14' 73' 35' 49' TMP 5-520 ,` LINTEL BEAMS,U.N.O.T.O.FLOURFNOOKS NOTE B,TYPICAL F"Hr WHERE OCCURS B. PROVIDE MIN OF 5/8'MORTAR COVER OVER TIES AT @' 14' 23' 35' 49' / \ / / 7 EXPOSED FACES. 'Oo,�, s"m � w ICAL B // 7 / // NOTE 2 C. COORDINATE THIS DETAIL WITH MASONRY LINTEL,FWT �S ORAL 'Gam? STRAIGHT 8' 14' 29' 31' 44' 64' ?'fP S 50PEN \TYP// \OPEN/ TYP 5-520 NOTE b,TYP JAMB,WALL SCHEDULES,AND PLAN NOTES. S/ONAL E� 8/06/2024 OR LAP SLICE 10' 12' 20' 31' 44' 60. / \ \ / /. \ TYPE 2 NOTE 7 D STANDTHRU ARD NRYDUAL LINTEL BEAMS U:MALL CONTINUE DOUBLE CURTAIN 12' 12' 20' 31, 44' 10. �/ NOTE 10 NOTE F � // �� E. ALL LINTEL5 AND 2'-0'MIN WIDTH OF ADJACENT WET RABBIT- REIORIZONMAL 2 b' - - - - - / \ / \ NOTE 8,TYPICAL \\� NDTE 4 WALLLS SMALL LLTHE MASONRY BE GROUTED SOLID TO SCHEDULE,DEPTHTHE ARLINGTON-204 TH DEVELOPMENT B. 12' 23' 47' - - // \\ / / \ FINISH FLOOR U.N.O. WITH 5TD 10' 12' 14' 23' 35' 49' -- -- --- ---- --- -- T---�— ------ —T---------------�--- ------ -- --- '~ ' F. WHERE HORIZONTAL REINFORCEMENT CANNOT EXTEND 7530204TH ST NE " HOOKS / \ � NOTE 7 2'-0 MIN BEYOND THE OPENING,PROVIDE 90° ARLINGTON,WA 98223 12' 12' 14' 23' 35' 49' STANDARD HOOK. II G. MASONRY CONSTRUCTION RE9UIRE5 SPECIAL ISSUED/REVISED DATE GENERAL NOTES: NOTE 7 NOTE B,TYPICAL NOTE 7 L 2'-8' NOTE 7 INSPECTION AS OUTLINED IN THE"SPECIAL L ALL DEVELOPMENT AND TAP SPLICE LENGTHS SPECIFIED IN SCHEDULE ARE FOR REINFORCING STEEL WITH: 'r FROf1 AN OPENING INSPECTION'SECTION OF THE STRUCTURAL GENERAL PERMIT/BID SET 05.09.24 1.1 Fy=60,000 PSI ———— ———— NOTES 1.2 MIN COVER FOR ALL BARS:2' •ed 1.3 MIN CLEAR SPACING BETWEEN REINFORCEMENT OF THE LARGER OF I'OR I z BAR MAVEN(d H. H.ALL PARALLEL TRANSITIONS FROM MA50NRY TO CITY COMMENTS 08.02.24 2.UNLESS NOTED OTHERWISE,ALL HOOKED BARS SHALL EXTEND TO THE FAR FACE W/MI COVER BEYONDPER"NOTES 1.2 THRU 1.3' _ - CONCRETE WALLS SHALL BE TREATED AS MASONRY —= CONTROL JOINTS W/CONT.TOP OF WALL LAP SPLICE NOTES: REINFORCEMENT. I.ALL SPLICES SHALL BE WIRED IN CONTACT AND STACKED VERTICALLY. ,y EQ EQ 1/2'MIN CLR \/� /� /� /� /�A/� / J. SEE DETAIL E0 FOR TYPICAL MASONRY 2.SMALLER BAR TAP LENGTH SHALL BE USED WHEN SPLICINGDIFFERENT SIZED BARS. TYP SECTION REINFORCEMENTNT DE DEVELOPMENT t SPLICE SCHEDULE 3.LAP LENGTHS SPECIFICALLY DETAILED IN DRAWINGS SMALL GOVERN IN LIEU OF LAP LENGTHS SCHEDULED. HORIZONTAL —I 4.STAGGER HORIZONTAL REINFORCEMENT LAP SPLICES A MINIMUM O-60 BAR DIAMETERS,U.N.O. REINFORCEMENT MLR MLR ML# HORIZONTAL PER SCHEDULE PER SCHEDULE PER SCHEDULE pW1PL5 ADJUSTMENTS TO SPECIFIED STRAIGHT DEVELOPMENT AND LAP SPLICE LENGTHS: REINFORCEMENT EXAMPLE:MJ2 PLAN Mil I.EPDXY-COATED REINFORCMENT: VERTICAL VERTICAL I.I. MULTIPLY THE LENGTHS SPECIFIED IN THE SCHEDULE BY 1.5 REINFORCEMENT REINFORCEMENT ZONING PERMIT:PLN#1160 7\ ADJUSTMENTS TO SPECIFIED HOOK DEVELOPMENT LENGTHS: DESIGN REVIEW:PLN#1161 1.EPDXY-COATED REINFORCMENT: Rl 14 JAMB TYPE PER TYPICAL MASONRY JAMB DETAIL ^ I.I. MULTIPLY THE LENGTHS SPECIFIED IN THE SCHEDULE BY 1.5 DIAGRAM 1 DIAGRAM 2 PERMITIBID SET 05.09.24 CMU DETAILS 16 MASONRY REINFORCEMENT DEVELOPMENT AND LAP SPLICE SCHEDULE IS TYPICAL SPECIAL MASONRY WALL CONSTRUCTION 5-520 SCALE: N.T.S. 5-520 SCALE. 3/4'44 S-520 7 0 a EXTEND VERTICAL BAR FULL HEIGHT OR DEVELOPMENT LENGTH AT DOUBLE STORY THROUGH 2 I/2'm HOLE IN PLANK. GROUT AS REQUIRED EXTEND VERTICAL BAR FULL HEIGHT OR COORD.PER MFR,FILL HOLE WITH DEVELOPMENT LENGTH AT DOUBLE GROUT AS REQUIRED NON-SHRINK GROUT TOPPING SLAB PER STORY THROUGH 2 1/2"0 HOLE IN PLANK. LOORD.PER MFR,FILL HOLE WITH TOPPING SLAB PER P1AN CMU PER PLAN CMU PER PLAN ADD(2)#5 AT CELL ABOVE AND NON-SHRINK GROUT PLAN 2 I/2 BMW PLANK ADD(2)#5 AT CELL ABOVE ANDYv CONC.PLANK PER PLAN CONC.PLANK PER PLAN BY OTHERS BY OTHERS BELOW PLANK =y: PROVIDE FACE SHELL AS REQUIRED G 2 I PROVIDE FACE SHELL AS REQUIRED METAL DECK PER PLAN H e (2) _A BEARING PAD PER MFR. 4BEARING PAD PER MFR. 6"O.L. I/2 WHO OCCURS 5-530 6'O.C. I/2 d ---`--dJ— -- BEARING LINE VARIES BEARING LINE VARIES SLOPE PER ARCH SLOPE PER ARCH SDH Architect METAL ROOF DECK PER PLAN 3261 NW CELILO LN EMBED 1'_(?INTO PLANK WALL ANCHORS PER PLAN BEND,OR 97703 DAM AND FILL CELL CMU WALL PER PLAN CMU WALL PER PLAN WHERE OCCURS L3x3xl/4 CONT.BETWEEN BEAMS W/50 STD 206.369.8881 WITH NON-SHRINK 20 14 L3x3xl/4 CONT.BETWEEN BEAMS HEX BOLTS W/MIN 5'EMBED @ 48'O.C. GROAT #4 NOOK @ 48'O.L. 120 5/5'STD HEX BOLTS W/MIN 5'EMBED @ EACH PERPENDICULAR WALL ANGHOR5,WHERE °m"`" OCCURS,MAX.415'O.C. NETRABBIT CMU WALL AT CONCRETE PLANK CMU WALL AT CONCRETE PLANK WET RABBIT LLC I PLANK PERPENDICULAR 2 PLANK PARALLEL 3 METAL DECK EDGE TO CMU 4 METAL DECK END TO CMU 213W.WHEELER ST#750 5-521 SCALE: 1' = 1'-0' 5-521 SCALE: I" = I'-0' 5-521 SCALE: 1'=1'-0' S-521 SCALE: 1'=1'-0' SEATTLE,WA 98199 206-284-8200 CON- 12(2)#b 12 HOOK5 IN(I)CELL L H�KS IN(I)CELL �•�(2)ttb 48 TOPPING SLAB AND v 48 TOPPING SLAB AND REINFORCEMENT PER SECTION A-A REINFORCEMENT PER SECTION A-A F IS PLAN PLAN a 9 KIPS PER GROUTED GROUTED CELL - 21 KIPS PER GROUTED GROUTED CELL . - — ;r...,� -•.- CELL(ASD) PER MAIN DETAIL — ;f:r f- ——— CELL(ASD) PER MAIN DETAIL I• " I 4'I I•I i f ,7 'I f l 11 I If " I 6 I I f 1 F 1 t Y I 1 1 I 1 _ DAM AND FILL CELL r d 1 u DAM AND FILL CELL I_d '1 ( ';� d 13228 WE 20TH 5T,SUITE IDD LAP 42'MIN WITH NON-SHRINK - LAP 42'MIN WITH NON-SHRINK `+' _,r. BELLEVUE,WA 9BO05 COf7 GROUT ., ..:-.. .. - .. GROUT 4-0949/INFOPAU-ENG. JOB N0:24034 42 42 #6 HOGKS]42 #b ROCKS, 42 5ECTION B-B SECTION B-B 6 CMU NALL AT CONCRETE PLANK GRID 2 8 CMU NALL AT CONCRETE PLANK GRID 3 5-521 SCALE: I" = 1'-011 5-521 SCALE: 1' = 1'-& (2)#6 12 L HOOKS IN(1)CELL Oa O.�•,a, .:.ir 48 TOPPING SLAB AND REINFORCEMENT PER SECTION A-A PLAN o e 19 KIPS PER GROUTED GROUTED CELL CELL(ASO) PER MAIN DETAIL I k F 1 fill!.:. I b l I E 111 F 7 h •7 1 ( DAM AND FILL CELL • d 1 -1• LAP 42'MIN WITH NON-SHRINK GROUT 42 #b HOOKS 142 SECTION B-B \�ofV�ID pco II CMU NALL AT CONCRETE PLANK GRID 5) W173 5-521 SCALE: I' - 1'-0' Frs/o A 8/06/2024 WET RABBIT- ARLINGTON-204 TH 7530 204TH ST NE e ARLINGTON,WA 98223 ISSUED/REVISED DATE PERMIT/BID SET 05.09.24 CITY COMMENTS 08.02.24 ZONING PERMIT:PLN#1160 DESIGN REVIEW:PLN#1161 PERMITIBID SET 05.09.24 CMU DETAILS S-521 114'CAP PL 3/16 (2)3/8-0 A307 THRU BOLTS " COL C.L. F i e I Ii4 1/4'CAP PL,TYP I NOTE CANOPY C MEMBERS H55 BEAM PER PLAN " � ANGLE PER PLAN NOT SHOWN FOR CLARITY SDH Architect I/2'MIN - L 3/16 I I I ANGLE TO ANGLE TYPE I: 1 H55 BEAM PER L TO SDH Architect PLAN 55 BEAM 3261 NW PL TO BEAM 1 I 1 I/4 BEND,OR g77p0 LN 13/ p ,114' I SECTION A-A I/4' - I/4 ANGLE PER 8/5-530,CONT. FOR 2 BAYS MIN,TYP 206.369.8881 jl j114 CAP PL TO AA114 HSS COL - a --------- OwxER N55 COLUMN PR 1 1 1 PLAN BEAM PR PLANT 114'x 4 1/2'x 5'SHEAR TAB �CFS TRACK PER BEAM OTHER SIDE WHERE OCCURS H55 PER PLAN 8/5-530,TYP I STUD INTERSECTION PER H55 PER PLAN q/5-550 ANGLE TO ANGLE TYPE 2: 1 I/4 P.PL a 114 TO 455 BEAM CANOPY EYEBROW I TYPICAL ANGLE CONNECTIONS 2 HSS BEAM TO HSS COLUMN 3 NSS BEAM TO HSS BEAM 4 ANGLE TO WIDE FLANGE BEAM 5 AT PAY STATION CORNER 3WET 213W.WHEELER 3213 W.WHEELER ST#750 5-530 SCALE: 1 1/2'=1'-0' 5-530 SCALE: I"=1'-0' 5-530 SCALE: 1 1/2'=1'-0' 5-530 SCALE: 1 1/2"=1'—O' 5-530 SCALE: 3/4'=I'-0' SEATTLE,WA 98199 206-284-8200 C.L.OF PLATE, coNsuc.aNr CMU WALL C.L.OF SHEAR TAB PER PLAN BEAM PER MAIN DETAIL CMU WALL PER PLAN I/2'MIN HOLLOW ORESLAB LANK AND PLAN SUPPORT SUPPORT SUPPORT CONNECTION CONNECTION CONNECTION SHEAR TAB PER MAIN 1/2'MIN. C.L.OF PLATE, (2)3/8'0 A307 THRU BOLTS DETAIL C.L.OF SHEAR TAB I/2"MIN I/4 EAR TAB I/4 EAR TAB JA R TAB PER -- -- --- I/4 TO PLATE �' (4)3/8'0 HILTI KWIK I/4 TO PLATEDETAIL SIDELAP 36"WIDE DECK SHEET . 51DELAP I/4"z b"z 4' - HU5-Q W/3.25'MIN. - - - CONNECTION CONNECTION 114'z 4'z 4' GLE PER MAIN - t r SHEAR TAB EFFECTIVE EMBED,SEE SHEAR TABTAILTYPICAL FASTENER PATTERN DIAGRAM: (2)3/8'0 A307 DETAIL 3/5-520 FOR -MINIMUM METAL DECK THRU BOLTS ADDITIONAL (2)3/8'0 A307 - q)3/8'0 HILTI KWIKPROPERTIES PR TABLE ROOF DIAPHRAGM SCHEDULE REQUIREMENTS,SPECIAL THRU BOLTS US-FZ W/1.625'MIN. NON SHRINK GRW7 71GHT U E _ INSPECTION REdD. _ FFECTIVE EMBED.,SEE TO CANC.PLANK )6 SUPPORT SIDE-LAP - ETAIL 315-520 FOR _CONCRETE METAL DECK PROPRTIFS (GAGE)TYPE ATTACHMENT SUPPORT CONNECTION CONNECTION ADDITIONALPATTERN , ABEAM PER PLAN 13228 NE 2(GAGE)TYPE THICKNESS So 5.- FT(IN.) (IN3/FT. (IN3/FT.) (KSI) (20 GAGE)Pl$36 3y/4 (4)5/8"VISIBLE DIAMETER PUNCHLOK II CONN. _ B'z Ib'z 3/8'THICK NSPECTION REQ'D. 2 1/2' 614-OW I FC 90005 2 I/2' A L 4x4z1/4'z 6'LONG 425 614-0949/INFO@AU-ENG.COM ARC SPOT WELD(NOTE 5) (VSC2)AT 24'O.C. PLATE JOB NO:24034 (20 GAGE)PLB-36 0.0359 0.230 0.237 50 ABEAM PR I I/2' S" I I/2" _ PANGLER PLAN C I/2' 8'z 15 I/2'z I/4' (2)3/8'0 HILTI KWIK HU5-Q THICK PLATE W/1.625'MIN.EFFECTIVE (20 GAGE)PLB-36 AC 0.0359 0.223 0.230 50 PLAN CMU WALL PER PLAN - EMBED.,SEE DETAIL 3/5-520 METAL DECK NOTES: SECTION A-A FOR ADDITIONAL I. METAL DECK SHEETS SHALL BE CONTINUOUS OVER 3 OR MORE SPANS UNO PER PLAN. - SECTION A-A REQUIREMENTS,SPECIAL 2. THE DIMENSION FROM THE FIRST AND LAST 51DE-LAP CONNECTION WITHIN EACH SPAN 15 TO BE NO INSPECTION REdD. MORE THAN ONE-HALF OF THE SPECIFIED 5PACING IN THE ROOF DIAPHRAGM SCHEDULE ABOVE. DECKKu�LBEYONDFOR AND METAL ROOD - 3. DECK MUST BEAR ON SUPPORTS A MINIMUM OF 2". I.CMU WALL BEYOND AND METAL ROOFDECK NOT SHOWN FOR CLARITY 4. METAL DECK FASTENING REQUIREMENTS TO LEDGERS,BLOCKING AND DRAG MEMBERS PER PLAN. 5. SUPPORT WELDS AT INTERLOCKING 51DELAPS MAY BE 3/8"X 1 114'ARC SEAM WELDS IN LIEU OF ARC EQ 0e SPOT WELDS WIDE FLANGE BEAM BOOM WIDE FLANGE BEAM 6 METAL DECK PROPERTIES 7 METAL DECK FASTENING 8 TO CMU CONNECTION q ANGLE TO CMU CONNECTION 10 TO CMU CONNECTION 5-530 SCALE: 3/4' = I'-0' 5-530 SCALE: 3/4' = I'-0' 5-530 SCALE: I'=1'-0' 5-530 SCALE: I'=1'-0' 5-530 SCALE: 1'=1'-0' 3505162-43 METAL STUD BRACE AT EA. HSS 350T125-43 TRACK EA H55 PER 19/5-530 END OF STUD,FASTEN ER ATR EYEBROW STUD AND PER PROOF W/(2)tt8 SCREWS P ARCH ANGLE PER 16/5-530 I o FASTEN STUD TO BRACE METAL DECK PER PLAN METAL DECK PER PLAN CMU WALL PER PLAN W/(3)#8 SCREWS, N55 PER PLAN LIGHT GAUGE ANGLE AND 7 LOPE FLANGES EQIUIRED STEEL PER FASTENING PER r I I/5-530 I I/5-530 1 DECK ORIENTATION E _ � _ --------- CHANGES F FASTEN STUD TO ANGLE F WITH(2)#8 SCREWS H55 PR _ 1 I 3505162-43 METAL--, PLAN se TO ANGLE PER 4 FASTEN BRACE 1/' 1YP.PL r ANGLE PER 13/5-530,CONT. STUDS AT 16'Q.C. II/S-530 FA H55 BR(3) I/4 TO H55 BEAM L TO H55 #B SCREWS I I BEAM,TYP L3z3xl/4 x CONT 155 PER PLAN I FOR 2 BAYS MIN,TYP I I I I PER ARCH F L TO HSS L----�--- BEAM, TYP �P R 13/5-5LIGHT 30,TYP MING H55 AND WALL PLATE CMU WALL BEYOND PER PR I6/5-530 CMU WALL PER PLAN STUD INTERSECTION PER 1)0ID pA PLAN CMU WALL PER PLAN 455 3z3z1/4,TYP. 9/5-550 F \xpF WASHjgcf F yp o EYEBROW AT PAY STATION CANOPY 12 EGDE OF EYEBROW 13 CORNER EYEBROW AT GRID 2 H55 TO H55 CONNECTION PER ' 15 EYEBROW CORNER 5-530 SCALE: I'=1'-0' 5-530 SCALE: 1 1/2'-1'-0' 5-530 SCALE: 1'=1'-0' 3/5-530,TYP 4 - 5-530 SCALE: 1'=1'-0' �S ION A ORAL SL�� 8/06/2024 I 114'THICK PL,FASTEN TO CMU WITH(4)3/8'DIA.HILTI KWIK HU5 F WET RABBIT- EZ W/3 1/4+EFF.EMBED.SEE 3/5-520 FOR ADDITIONAL 13A ARLINGTON-204 TH REQUIREMENTS 5- I 3505162-43 METAL I STUD BRACE AT EA. METAL DECK PER PLAN EYEBROW STUD PER - 7530 204TH ST NE 1455 I6/5-530 ARLINGTON,WA 98223 35CTI25-43 TRACK EA SEAL/WATERPROOF METAL DECK PER PLAN END OF STUD,FASTEN(2)#10 SCREWS PER ARCH L W/ CMU PER PLAN - H55 P ISSUED/REVISED DATE R PLAN ANGLE PER I6/5-530, FASTEN STUD 70 BRACE STEEL PLATE CONT.FOR 2 BAYS I PERMIT/BID SET 05.09.24 MAIN DETAIL MIN,TYP W/(3)tt10 SCREWS, A CMU WALL PER PLAN I CITY COMMENTS 08.02.24 COPE FLANGES AS - - ANCHOR PER REQUIRED 4MAIN DETAIL a H55 PER PLAN H - LIGHT GAUGE FRAMING PER I6/5-530,TYP 1 I FASTEN STUD TO ANGLE WITH(2)#10 SCREWS H55 PER ANGLE LEDGER 3505162-43 METAL PLAN A BETWEEN HSS PER - 1 1/2' 9' I I/2' STUDS AT 16'O.C. FASTEN BRACE 3/5-521 OR 4/5-521 TO H55 W/(3) ZONING PERMIT:PLN#1160 L TO H55 #10 SCREWS ANGLE LEDGER DESIGN REVIEW:PLN#1161 BEAM,TYP L3z3x1/4 z CONT 3/5-521 OR 4/5-521 SECTION A-A PERMITIBID SET 05.09.24 PER ARCH N55 PER I9/5-530 STEEL DETAILS TYPICAL PERIMETER 16 EYEBROW TO CMU WALL IS CORNER EYEBROW AT GRID I Iq EYEBROW CORNER TYPE 2 5-530 SCALE: 1'=1'-0' 5-530 SCALE: 1'=1'-0' S-530 SCALE; 1'=1'-0' S-530 BLKG TO TOP PL W/51NP5ON AM CLIPS AT W O.C.,SEE SHEAR WALL SCHEDULE FOR CLIP REQUIREMENTS AT SHEAR WALLS,MIN. GIRDER TRUSS (1)CLIPS PER TRU55 BLKG PER MAIN CONT.DBL PT 2x TOP PLATE TO MATCH CMU HIP TRUSSES Al. WIDTH PER MAIN DETIAL MINIMUM WOOD NAILING SCHEDULE SHEATHING PER PLAN CONNECTION(tt) BUILDING ELEMENT DESCRIPTION FASTENING(a)(b)(°) NOTES SHEATHING EDGE ROOF: NAILING PER PLAN HANGER PER @ H BLOCKING BETWEEN CEILING JOISTS CONT.FULL-HEIGHT 2x TRU55 MFR la RAFTERS,OR TRUSSES TO TOP PLATE (3)16d-TOE NAIL - BLOCKING 1 1/2' 2 1/2' OR OTHER FRAMING BELOW 2 112' PROVIDE(2)2'd VENT Ib BLOCKING FS NOT A�E RAFTERS WALL TOP (2)Ibd-TOE NAIL EA.END HOLES PER BLOCK MAX. 7' I I/2'_ GIRDER TRU55 N��A-A PLATE,TO RAFTER OR TRUSS PER PLAN SDH Architect 3261 NW CELILO LN Ic FLAT BLOCKING TO TRUSS 16d AT I6'O.C.-FACE NAIL - AND WEB FILLER TRUSS PER PLAN 2X6 MIN BEND,OR 97703 2 CEILING JOISTS TO TOP PLATE (3)Ibd-TOE NAIL BOTTOM CHORD AT ANCHOR 206.369.8881 - WALL ANCHOR L3 X 3 X I/4 5 COLLAR TIE TO RAFTER (3)10d-FACE NAIL - FASCIA PER W/(3)3/4'0 THRU BOLTS owNen ARCH @ 48'O.C.AT TRU55 6 RAFTER TO ROOF TRUSS OR TOP PLATE (3)16d-TOE NAIL SEE FRAMING DETAILS FOR REQUIRED HI TIE AT NON-WALL ANCHOR A A ADDITIONAL SIMPSON HARDWARE ROOF RAFTER TO RIDGE VALLEY OR (2)16d-END NAIL MAX OVERHANG TRUSSES PER 4/5-540 SIM 1 HIP RAFTERS OR ROOF RAFTER TO OR - PER ARCH 2'RIDGE BEAM (3)16d-TOE NAIL a 5/8'0 ANCHOR BOLT W/7' WALL: EMBED INTO CMU.INMAX W SEE SHEAR WALL SCHEDULE AND DETAILS O.C.,SEE 0 FOR S STUD TO STUD AT NON-SHEAR WALLS 16d AT 24'O.C.-FACE NAIL FOR FASTENING AT SHEAR WALLS ADDITIONALL REQUIREMENTS HIP TRU55 HANGER PER PER PLAN TRU55 MFR 10 BUILT-UP HEADER(2'TO 2'HEADER) WA - II CONTINUOUS HEADER TO STUD (4)Ibd-TOE NAIL TRUSS AT CNU 4 NIP TRUSS CONNECTION WET RABBITLC 3213 W.WHEEELER ST#750 12 TOP PLATE TO TOP PLATE-TYPICAL 16d AT IV O.C.-FACE NAIL - 5-540 SCALE:1 112' = 1'-0' 5-540 SCALE:1 1/2' = I'-0' SEATTLE,WA 98199 206-284-8200 13 TOP PLATE TO TOP PLATE-LAP SPLICE WA - 14 SILL PLATE TO JOIST,RIM JOIST,OR 16d AT W O.C.-FACE NAIL SEE SHEAR WALL SCHEDULE AND DETAILS CON- BLACKING AT NON-SHEAR WALLS FOR FASTENING AT SWEAR WALLS 16a STUD TO TOP PLATE (2)16d-FACE NAIL (2)16d-FACE NAIL I6b STUD TO SILL PLATE OR - (4)16d-TOE NAIL 17 TOP PLATES,LAP5 AT CORNERS AND (2)16d-FACE NAIL - INTERSECTIONS ' FLOOR: 21 JOIST OR BLOCKING TO SILL PLATE, (3)16d-TOE NAIL - TOP PLATE OR GIRDER 22 RIM JOIST OR BLOCKING TO WALL TOP 16d AT 6'O.C.-TOE NAIL - E PLATE,SILL PLATE,OR FRAMING BELOW 28 JOIST TO RIM JOIST (3)16d-END NAIL - 13228 NE 2OT14 ST,SUITE 100 BRIDGING OR BLOCKING TO JOIST, 425 6W-0949/INFO@AU-E%.COM 29 RAFTER OR TRUSS (2)16d-TOE NAIL EA.END - BEL JOB N0:2403U NOTES: a. ALL NAILS SPECIFIED ARE COMMON NAILS;6d-2'x 0.113',ad-2 1/2'x 0.131',IOd-3'x 0.148', 16d-3 1/2'x 0.162' b. NAILING PER SCHEDULE ABOVE 15 TO BE USED WHERE NAILING 15 NOT SPECIFIED ON PLANS OR DETAILS.NAILING PER DETAILS AND PLANS 5UPERCEDE5 THE MINIMUM NAILING SCHEDULE c. FOR CONDITIONS NOT SPECIFIED IN THE TABLE,REFERENCE IBC TABLE 2304.10.1 d.HD GALVANIZED OR 5TAINLE55 STEEL NAILS SHALL BE USED WHEN NAILING TO PRESSURE TREATED MEMBERS. 6 MINIMUN HOOD NAILING SCHEDULE 5-540 SCALE: N.T.S. \~of WAD N�o win ASS/0 p ��'\� 8/0 3/2024 WET RABBIT- ARLINGTON-204 TH 7530 204TH ST NE ARLINGTON,WA 98223 ISSUED/REVISED DATE PERMIT/BID SET 05.09.24 CITY COMMENTS 08.02.24 ZONING PERMIT:PLN#1160 DESIGN REVIEW:PLN#1161 PERMITIBID SET 05.09.24 WOOD DETAILS S-540 z 1 1 1 s 7 D IS DESIGN A—TEST TRACK PER FASTEN STRAPPING TO BLOCKING(AND SHEATHING 43 MIL z 1 114,x 1 114'x STUD MAIN DETAIL ST #8 SCREWS JAMB STUD CLIP TO JAMB W/(3)NB SCREWS STUD TO JAMB PER SCHEDULE WHERE OCCURS)WITH#8 SCREWS @ 6'O.C. DEPTH MINUS 1/2'WITH(2)#6 0'-4'LONG STUD TO JAMB STUD () MATCH JAMB STUD PER i, SCREWS TO CHANNEL AND 2 7t8 XX MIL(XX ksi)z I-I/2 CLIP W/ SCREWS TO STUD 1�' PER SCHEDULE SCHEDULE WHERE OCCURS MIN 3/4'EMBED.,XMIN 3'PAFSCONC,W SOLID STUD BLOCKING AT MAX 4'-0'O.C.AND 3 #10 SCREWS TYP. EWE DISTANCE. AT OPENING/END OF WALL.FIT BLOCKING () GAP TIGHT BETWEEN STUDS. EA.SIDE OF SPLICE f ® ( 2� , WALL STUD ^ 1 H METAL WALL 5TUD DETAIL A: �® ® SDEE HEADER TO PER 16/5-%0 �� BOTTOM TRACK WHERE SUBH CANNOT STUD SCREW FA.� BE INSTALLED SHEATHING PER ARCH.OR PER XXXS]50-XX AT SPLICE, 1/8'MAX GAP HEADER E BJAMB TYP PERTED SCHEDULE TRACK SIDE OF JAMB DEPTH AND THICKNESS �� DETAIL WHERE IT OCCURS ATTACH TO U-CHANNEL o TO MATCH RIM TRACK SDH Architect w/(2)#10 SELF DRILLING �® \ « �� Fo SCREW(MAX)U.N.O.ON SHEATHING PER ARCH.OR PER El \\ + 3261 NW CELILO LN DETAIL DETAIL WHERE IT OCCURS i ` FA• BEND,OR 97703 FASTEN STRAPPING TO EACH STUD METAL STUD,8'MAX DEPTH •� 206.369.8881 W/(1)#8 SCREW(MIN)SCREW." CONTINUOUS 1500050-54,COLD ROLLED ' j' �4 `:�': -�• U-CHANNEL BRIDGING •HORZ.BLKGBRACING 15 REWIRED UNLE55 + i•,.. •' `'i CLIP OPTIONS: ' WALL 15 sHEATHSHEATHEDoN EACH SIDE.1F WALL 15 ONE SIDE,THE STRAP IS HE STRONG-TIE M5UBN3,25 BRIDGING •HOW BLKG/BRACING 15 REQUIRED UNLESS SHEATHED .. w .. .•''9 : REQUIRED ON THE SIDE WITH SHEATHING. CONNECTOR FOR METAL STUDS bBMIL E 97 MIL WALL IS SHEATHED ON EACH SIDE. #8 SCREWS @ 6'O.C.,NORIZ.BLOCKING SHALL BE PROVIDED P 4'-0' 51MP50N STRONG-TIE 5UBH3.25 BRIDGING •IF WALL 15 Na SHEATHED ON EACH SIDE, ' TYP EA.SIDE .�.o•,:��,':'•; CONNECTOR FOR METAL STUDS 33MIL TO 54MIL HORIZ.U-CHANNELS AS SPECIFIED SHALL BE O.C.VERTICALL H-1/2 Y. AT INTERIOR WALLS USE SIMPSON STRONG-TIE PLACED @ 4'-0'O.C.VERTICALLY. a 43 MIL CLIP X STUD WIDT ' (E)OR FT CONCRETE SLAB •BLOCKING/STRAPPING 15 REWIRED IF LOAD OR PT CONCRETE SLAB DTUDS BRIDGING CONNECTOR FOR METAL •BLOCKING/STRAPPING IS REWIRED IF LOAD NO S: W/ 3 11B SCREWS FA LEG IS APPLIED BEFORE SHEATHING IS ATTACHED. () CONT.1-1/2"1 FLAT STRAPPING OVER .BLOCKING 15 REWIRED AT ALL PANEL EWES IN STUDS 20EQ,30MIL AND 33MIL 15 APPLIED BEFORE SHEATHING 15 AITACNED. I.TOP AND BOTTOM TRACK SPLICES SHALL BE STAGGERED 48'MIN. BLOCKING AS SHOWN.REWIRED ON ALL SHEAR M1ALL5 SEE DETAIL A WHERE BRIDGING CLIP CANNOT •ALTERNATIVE WALL BLOCKING(SHOWN IN THIS lob WETRABBIT SIDES WITHOUT SHEATHING BE INSTALLED. DETAIL)SHALL NE BE USED IN 5HEAR WALLS JAMB BASE CLIP I TYP NALL BLOCKING/BRACING 2 ALT. NALL BLOCKING/BRACING 3 TYPICAL TRACK SPLICE 4 NESTED STUD+TRACK TO JAMB 5 TO REINFORCED CONCRETE SLAB 3WET 213W.WHEELER 3213 W.WHEELER ST#750 S-550 SCALE: NTS 5-550 SCALE: NTS 5-550 SCALE:1 1/2' = II-0' 5-550 SCALE: N.T.S. 5-550 SCALE: 1 1/2'=11-0' SEATTLE,WA 98199 206-284-8200 DDNSD:.aN, BOX BEAM SCHEDULE C.L. TOP OR BOT. TAG STUD TRACK OF STUD TYP PUIV-40UT PER BI I 6005200-54 600T300-54 EDGE PANEL 98 SCREWS @ 12'O.C. `PLYWOOD SHEATHING, `STUD PUNCHOUTS' () () FASTENING,TYP. / WHERE OCCURS DETAIL / I.SEE DETAIL 4/5 550 FOR BOX BEAM TO JAMB STUD CONN. slo @ 6'O.C., TYP. F EQ. EQ. E TYP PUNCNOUT PER 'STUD PUNCHOUTS'DETAIL G.L. BOX BEAM SECTION SILL TRACK u E MEMBER SIZES PER SCHEDULE Zl — — — — —C.L. 10'MIN 10'MIN 1322E NE 2OTH ST,SUITE 100 FROM EWE OF BEARING FROM EDGE OF BEARING BELLEVUE,WA 90005 JAMB STUD SCHEDULE 425 614-0949/INFOPAU-ENG.COM JOB NO:24034 MAX - � J015T BEARING TAG STUD TRACK 10'MIN SUPPORT FROM EDGE OF BEARING Cl (I)6005137-54 (1)600TI50-54 I. SEE DETAIL 5/5-550 FOR JAMB STUD BASE CONN.SEE JOIST BEARING—" PUNCH UT IN JOIST DETAIL 16/516/5�0 51M51M FOR JAMB STUD TOP CONN. SUPPORT STUD PUNLHWT SCHEDULE J� PAN VIEW TYP STUD PUNCHOUTS PUNCHOUT IN JOIST u10 @ 6'O.C., \`II1JI STUD DEPTH'D' PUNCNOUT WIDTH'w' TYP. 'D'>2-I/2' I-I/2' JAMB STUD SECTION 'D'<•2-1/2' 3/4' MEMBER SIZES PER SCHEDULE TYPICAL EYEBRON (o TYP STUD/JOIST PUNCHOUTS B BOX BEAM JAMB STUD SCHEDULE q STUDS AT INTERSECTION S-550 SCALE: NTS 5lw SCALE: 11/2'=114 5-550 SCALE: N.T.S. NOTE: I.WALLS TO BE BLOCKED PER DETAIL 1/5-550 OR 2/5-550. 2.STUD PUNCHOUTS PER DETAIL 6/5-550. 3.SEE 3/5-550 FOR TYPICAL TRACK SPLICE. SHEATHING EDGE D NAILING PER PLAN TRUSSES AND SHEATHING PER PLAN CONT.FULL-WEIGHT 2x BLOCKING BLKG TO TOP TRACK W/5INP50N A35 CLIPS AT 48'O.C.,INSTALL U51NG 11B SCREWS THRU TOP TRACK,MIN.(1)CLIPS PER TRUSS BLKG PROVIDE(2)2-0 VENT HOLES PER BLOCK MAX. FASCIA PER ARCH 5IMP50N HI TIE AT FA.TRUSS, ADD ADDT'L STUDS BELOW TO ALIGN AT EA.TIE,INSTALL PER MFR.REQUIREMENTS XXXTI50-54 TRACK W/*10 SCREWS EACH 51DE TO EA.STUD,'XXX' \ppV ID pA MAX NG BEING DEPTH, WOOD LEDGER AT SIM PER PLAN ( \ pf WASHiy�'o ti Ao�� 2gAL�E�'\ �4� ss/ONAL 8/06/2024 WET RABBIT- ARLINGTON-204 TH WALL STUD PER PLAN,",,, STUD AT SIM) 7530 204TH ST NE (JAMB e ARLINGTON,WA 98223 ISSUED/REVISED DATE PERMIT/BID SET 05.09.24 (1)0.1184 NILTI X-P G3 PAPS @ CITY COMMENTS 08.02.24 12'O.C.SPACING W/MIN 5/8' EMBED. CONT.XXXT125-33 W/#8 CONCRETE TOPPING SLAB OVER SCREW EA.SIDE TO EA.STUD CONCRETE HOLLOW-CORE PLANKS WHERE XXX=DEPTH OF STUD 0'.0:10 ZONING PERMIT:PLN#1160 DESIGN REVIEW:PLN#1161 PERMIT/BID SET 05.09.24 LIGHT GAUGE DETAILS LIGHT GAUGE 16 BRG. NALL SECTION c 5-550 SCALE: 1 1/2'=11-0' -550 z D 4 R 6 7 R a o ABBREVIATIONS: BUILDING CODE INFORMATION: MECHANICAL SHEET INDEX 0 DIAMETER,PHASE EG EXHAUST GRILLE LINT LEAVING WATER TEMPERATURE SPEC SPECIFICATION 2018 INTERNATIONAL MECHANICAL CODE MI-01 MECHANICAL LEGEND AND GENERAL NOTES EJ EXPANSION JOINT SQ SQUARE 2018 INTERNATIONAL BUILDING CODE M1.02 MECHANICAL SCHEDULES A COMPRESSED AIR ELEC ELECTRIC MAT MIXED AIR TEMPERATURE SRV SAFETY RELIEF VALVE AAV AUTOMATIC AIR VENT ELEV ELEVATION MAV MANUAL AIR VENT SS STAINLESS STEEL 2021 WASHINGTON STATE ENERGY CODE M2.01 MECHANICAL FLOOR PLAN ABV ABOVE EMCS ENERGY MANAGEMENT CONTROL SYSTEM MAX MAXIMUM ST STORAGE TANK,SOUND TRAP M2.02 MECHANICAL ROOF PLAN , R AC AIR CONDITIONING UNIT ENT ENTERING MBH THOUSANDS OF BTUH STD STANDARD H All AD AREA DRAIN,ACCESS DOOR EQUIP EQUIPMENT MCA MINIMUM CIRCUIT AMPACITY STM STEAM GENERAL NOTES: ADA AMERICANS WITH DISABILITIES ACT ESP EXTERNAL STATIC PRESSURE MECH MECHANICAL STIRSTARTER,STRUCTURAL AFF ABOVE FINISHED FLOOR E7 EXPANSION TANK MED MEDIUM SUCT SUCTION GENERAL: 3. VALVES(EXCEPT CONTROL VALVES)AND STRAINERS SHALL BE DRAWING PLANS FOR POINTS OF CONNECTIONS. . FULL SIZE OF BEFORE REDUCING SIZE TO MAKE PIPE AFUE ANNUAL FUEL UTILIZATION EFFICIENCY ETC AND SO FORTH MERV MINIMUM EFFICIENCY REPORTING VALUE SUP SUPPLY 1 COORDINATE MECHANICAL WORK WITH ELECTRICAL, 4. PROVIDE TEMPORARY SUPPORT OF EXISTING MECHANICAL AHJ AUTHORITY HAVING JURISDICTION EUH ELECTRIC UNIT HEATER MFR MANUFACTURER ARCHITECTURAL,STRUCTURAL,CIVIL AND LANDSCAPE WORK CONNECTIONS TO EQUIPMENT AND CONTROLS. SYSTEMS WHERE REQUIRED BY DEMOLITION OR ALTERATION SDH Architect AHU AIR HANDLING UNIT EVAP EVAPORATOR,EVAPORATIVE MIN MINIMUM TAB TESTING,ADJUSTING AND BALANCING SHOWN ON OTHER CONTRACT DOCUMENTS.PROVIDE 4. PROVIDE UNIONS AND/OR FLANGES AT EACH PIECE OF OF EXISTING STRUCTURE DURING CONSTRUCTION. 2242 NW RESERVE CAMP CT ALT ALTERNATE EW EYE WASH MISC MISCELLANEOUS TDH TOTAL DYNAMIC HEAD ADDITIONAL OFFSETS FOR COORDINATED INSTALLATION EQUIPMENT,AT EACH CONTROL VALVE,IN BYPASSES,AND IN COORDINATE WITH GENERAL CONTRACTOR AND PROVIDE ALL BEND,OR 97703 WHERE REQUIRED. LONG PIPING RUNS(100 FEET OR MORE)TO PERMIT NECESSARY PIPE,DUCT AND EQUIPMENT SUPPORTS AND ALUM ALUMINUM EWC ELECTRIC WATER COOLER MOCP MAXIMUM OVERCURRENT PROTECTION TEMP TEMPERATURE DISASSEMBLY FOR ALTERATION AND REPAIRS. HANGERS TO MAINTAIN INTEGRITY,SAFETY AND PROPER 206.369.8881 AMB AMBIENT EWH ELECTRIC WATER HEATER MPC MEDIUM PRESSURE CONDENSATE TG TRANSFER GRILLE 2. COORDINATE LLAAC,PLUMBING AND FIRE PROTECTION WORK OPERATION OF EXISTING MECHANICAL SYSTEMS FOR THE PRIOR TO INSTALLATION.DUCTWORK AND EQUIPMENT 5. PROVIDE FLEXIBLE CONNECTORS PIPING SYSTEMS DURATION OF THE WORK.] APO AIR PRESSURE DROP EW7 ENTERING WATER TEMPERATURE MPG MEDIUM PRESSURE GAS TOD TOP OF DUCT ACCESS TAKES PRECEDENCE OVER PIPING FOR AVAILABLE CONNECTED TO AIR HANDLING EQUIPMENT, PMENT,PUMPS,CHILLERS, APPROX APPROXIMATE EX EXHAUST MPS MEDIUM PRESSURE STEAM TOF TOP OF FOOTING SPACE. COOLING TOWERS,AND OTHER EQUIPMENT WHICH REQUIRE [DEMOLITION: -ER ARCH ARCHITECT EXT EXTERIOR,EXTERNAL MS MOP SINK TOP TOP OF PIPE 3. WHERE USED,THE TERM'PROVIDE"SHALL MEAN'FURNISH VIBRATION ISOLATION. 1. TAKE CAUTION IN DEMOLITION OF MECHANICAL EQUIPMENT. AMERICAN SOCIETY OF HEATING,REFRIGERATION MTD MOUNTED TP TOTAL PRESSURE AND INSTALL". 6. PROVIDE LINE SIZE STRAINER UPSTREAM OF EACH BACKFLOW 2 CONTRACTOR SHALL REMOVE AND LEGALLY DISPOSE OF ALL ' H AND AIR-CONDITIONING ENGINEERS,INC. PREVENTER,WATER PRESSURE REDUCING VALVE, F FIRE SPRINKLER MU MAKEUP WATER TPRV TEMPERATURE/PRESSURE RELIEF VALVE 4. MAINTAIN A MINIMUM OF 6'-8"CLEARANCE TO UNDERSIDE OF PIPING,DUCTWORK,AND EQUIPMENT INDICATED ON ATM ATMOSPHERE 'F DEGREES FAHRENHEIT MUA MAKEUP AIR UNIT TSP TOTAL STATIC PRESSURE AUTOMATIC FLOW CONTROL VALVE,CONTROL VALVE, DUCTS,PIPES,CONDUITS,SUSPENDED EQUIPMENT,ETC.,IN DRAWINGS INCLUDING ALL ASSOCIATED INSULATION, SOLENOID VALVE,GAS PRESSURE REGULATOR,AND PUMP. MECHANICAL ROOM ACCESS SPACES. HANGERS,VALVES,PLENUM WALLS,DAMPERS,ASSOCIATED LD, AV ACID RESISTANT(CHEMICAL)VENT FC FLEXIBLE CONNECTOR,FLUID COOLER TSTAT THERMOSTAT PROVIDE SHUTOFF VALVE ON EACH SIDE OF STRAINER. WIRING,CONTROLS,AND APPURTENANCES ASSOCIATED WITH AW ACID RESISTANT(CHEMICAL)WASTE FCO FLOOR CLEANOUT (N) NEW TU TERMINAL UNIT 5. COORDINATE EQUIPMENT CONNECTIONS WITH 7, VALVES,EXPANSION FITTINGS/LOOPS,AND PIPING EACH PIECE OF EQUIPMENT. MANUFACTURERS'CERTIFIED DRAWINGS.COORDINATE AND FCU FAN COIL UNIT NA NOT APPLICABLE TYP TYPICAL SPECIALTIES SHALL BE FULL SIZE OF PIPE UNLESS NOTED B BOILER FD FLOOR DRAIN NC NOISE CRITERIA,NORMALLY CLOSED PROVIDE DUCT AND PIPING TRANSITIONS REQUIRED FOR OTHERWISE. 3. EXISTING CONTROL PATHWAYS MAY BE RE-USED. FINAL EQUIPMENT CONNECTIONS TO FURNISHED EQUIPMENT. COORDINATE CONTROLS DEMO WORK PRIOR TO DEMOLITION. EXPRESS CAR WASH BDD BACKDRAFT DAMPER F/D FIRE DAMPER NEG NEGATIVE UH UNIT HEATER FIELD VERIFY AND COORDINATE DUCT AND PIPING HVAC/SHEET METAL: REMOVE ALL EXISTING THERMOSTATS SHOWN ON THE BF BELOW FLOOR FDC FIRE DEPARTMENT CONNECTION NO NORMALLY OPEN UNOCC UNOCCUPIED DIMENSIONS BEFORE FABRICATION. 1. DUCTWORK DIMENSIONS,AS SHOWN ON THE DRAWINGS,ARE DRAWINGS ALONG WITH ASSOCIATED WIRING AND RACEWAYS. WET RABBIT LLC SIFF BELOW FINISHED FLOOR FFD FUNNEL FLOOR DRAIN NO. NUMBER UP/DN UP AND DOWN 6. PROVIDE 4"MINIMUM CONCRETE BASES(HOUSEKEEPING INTERNAL CLEAR DIMENSIONS AND DUCT SIZE SHALL BE 4. WHERE EXISTING ITEMS PENETRATE A WALL OR ROOF, 3213 W.WHEELER ST#750 BHP BRAKE HORSEPOWER FLA FULL LOAD AMPS NOM NOMINAL URN URINAL PADS)UNDER FLOOR MOUNTED MECHANICAL EQUIPMENT. INCREASED TO COMPENSATE FOR DUCT LINING THICKNESS. CONTRACTOR SHALL PROVIDE INFILL AT(E)PENETRATIONS BLDG BUILDING FLR FLOOR NP NON-POTABLE THIS INCLUDES,BUT IS NOT LIMITED TO BOILERS,CHILLERS, 2 THE ANNULAR SPACE AROUND DUCTS THAT PENETRATE THROUGH WALL/ROOF WITH LIKE MATERIALS.PATCH& SEATTLE,WA 98199 BLW BELOW FLEX FLEXIBLE NPCW NON-POTABLE COLD WATER V VENT,VOLTS FLUID COOLERS,COOLING TOWERS,PUMPS,EXPANSION 206-284-8200 TANKS,WATER HEATERS,AND STORAGE TANKS.COMPLY NON-FIRE INSTALLED I A RATED SHAFT FT ENCLOSURE) ASSEMBLIES(AND ARE REPAIR TO MATCH SURROUNDING SURFACES INCLUDING BOD BOTTOM OF DUCT FO FUEL OIL,FLAT OVAL NPHW NON-POTABLE HOT WATER VAC VACUUM WITH REQUIREMENTS FOR EQUIPMENT BASES AND NOT INSTALLED IN A RATED SHAFT ENCLOSURE)SHALL BE PAINT. FOUNDATIONS SPECIFIED IN DIVISION 03. PROTECTED WITH AN IBC APPROVED NONCOMBUSTIBLE 5. CONTRACTOR SHALL PROVIDE TEMPORARY SUPPORT OF BOP BOTTOM OF PIPE FOG FUEL OIL GAGE NPHWC NON-POTABLE HOT WATER CIRCULATING VAV VARIABLE AIR VOLUME UNIT MATERIAL THAT RESISTS THE FREE PASSAGE OF FLAME AND ccnsm.nrvr EXISTING MECHANICAL EQUIPMENT WHERE REQUIRED BY BOT BOTTOM FOP FUEL OIL PUMP NPW NON-POTABLE WATER VB VACUUM BREAKER 7. PROVIDE MISCELLANEOUS STEEL REQUIRED TO ENSURE THE PRODUCTS OF COMBUSTION. PROPER INSTALLATION OF MECHANICAL SYSTEMS. DEMOLITION ST ALTERATION OF EXISTING STRUCTURE M ETRIX BTU BRITISH THERMAL UNIT FOV FUEL OIL VENT NTS NOT TO SCALE VD VOLUME DAMPER 3. PROVIDE TEMPORARY COVERS OVER OPEN ENDS OF DURING CONSTRUCTION.COORDINATE WITH GC AND PROVIDE BTUH BRITISH THERMAL UNIT PER HOUR FP FIRE PROTECTION,FIRE PUMP VEL VELOCITY 8. LOCATE VALVES,WATER HAMMER ARRESTERS,CLEANOUTS, EQUIPMENT AND DUCTWORK DURING CONSTRUCTION. NECESSARY SUPPORTS AND HANGERS TO MAINTAIN FPM FEET PER MINUTE 02 OXYGEN VENT VENTILATION,VENTILATOR DAMPERS,CONTROLS AND SIMILAR COMPONENTS SO THAT INTEGRITY,SAFETY AND PROPER OPERATION OF EXISTING THEY ARE ACCESSIBLE.PROVIDE ACCESS DOORS FOR 4. PROVIDE MANUAL VOLUME DAMPER FOR EACH DIFFUSER, MECHANICAL SYSTEMS. E N G I N E E R S C CONDENSATE DRAIN PIPING FPS FEET PER SECOND OA OUTSIDE AIR VFD VARIABLE FREQUENCY DRIVE MECHANICAL EQUIPMENT INSTALLED BEHIND WALLS,ABOVE REGISTER,AND GRILLE. CA AIR COMPRESSOR FS FLOOR SINK OAT OUTSIDE AIR TEMPERATURE VTR VENT THRU ROOF INACCESSIBLE CEILINGS AND BELOW FLOORS.COORDINATE 5. PROVIDE DUCT ACCESS DOORS AT DUCT SMOKE DETECTORS, 6. THE OWNER HAS THE RIGHT TO RETAIN OWNERSHIP OF ANY REnro°,wA soon .mo-..s..�m CAP CAPACITY FIS/D COMBINATION FIRE SMOKE DAMPER OBD OPPOSED BLADE DAMPER ACCESS DOOR LOCATIONS WITH ARCHITECT/ENGINEER. BACKDRAFT DAMPERS,MOTORIZED CONTROL DAMPERS,FIRE MATERIALS BEING REMOVED.DELIVER ITEMS TO THE OWNER'S CBV CIRCUIT BALANCING VALVE FT FEET,FINNED TUBE OC ON CENTER W WASTE,WATT,WIDTH INSTALL TAG ON CEILING GRID FRAME TO INDICATE LOCATION DAMPERS,SMOKE DAMPERS,COMBINATION FIREISMOKE REPRESENTATIVE AS INDICATED IN THE CONTRACT F AND TYPE OF EQUIPMENT THAT REQUIRES MAINTENANCE. DAMPERS,DUCT MOUNTED COILS,DUCT AIRFLOW STATIONS DOCUMENTS.NOTIFY OWNER IN WRITING AT LEAST 7 DAYS IN CC COOLING COIL FTR FINNED TUBE RADIATION OCC OCCUPIED WI WITH PROVIDE 16 GA,STEEL,FLUSH TYPE ACCESS DOOR WITH AND LOUVER PLENUMS. ADVANCE OF DEMOLITION.] CD CEILING DIFFUSER FV FACE VELOCITY ORWL OVERFLOW RAIN WATER LEADER WB WET BULB CONCEALED HINGE AND SLOT SCREWDRIVER TYPE CAM 6. PROVIDE THE FOLLOWING MINIMUM BRANCH DUCT SIZE TO CFH CUBIC FEET PER HOUR OSA OUTSIDE AIR WC WATER CLOSET LATCH.PROVIDE FACTORY PRIMED IN PAINTED SURFACE DIFFUSERS,REGISTERS,AND GRILLES,UNLESS NOTED TO USE CFM CUBIC FEET PER MINUTE G GAS OT OFF TOP WCO WALL CLEANOUT AREAS FOR FIELD PAINTING.PROVIDE STAINLESS STEEL FOR LARGER SIZE ON DRAWINGS: CH CHILLER,CABINET HEATER GAL GALLON OV OUTLET VELOCITY WH WATER HEATER ALL OTHER AREAS.PROVIDE UL LISTED AND LABELED DOOR WHERE FIRE-RESISTANCE RATING IS INDICATED ON 6.1. 6.0: 100 CFM CHWP CHILLED WATER PUMP GALV GALVANIZED WM WATER METER DRAWINGS.ACCESS DOOR SHALL BE SIZED SO THAT 6.2. 8.0•: 200 CFM CHWR CHILLED WATER RETURN GC GENERAL CONTRACTOR W/O WITHOUT ADJACENT EQUIPMENT IS ACCESSIBLE.PROVIDE ACUDOR, 6.3. 10"0: 300 CFM CHWS CHILLED WATER SUPPLY GCWR GLYCOL COOLING WATER RETURN WPD WATER PRESSURE DROP ELMDOR,MILCOR,OR APPROVED. 6.4. 12'0: 450 CFM CHWS/R CHILLED WATER SUPPLY AND RETURN GCWS GLYCOL COOLING WATER SUPPLY WSEC WASHINGTON STATE ENERGY CODE 9. COORDINATE ATTACHMENTS TO STRUCTURE TO VERIFY THAT 6.5. 14'0: 600 CFM CI CAST IRON GCWS/R GLYCOL COOLING WATER SUPPLY AND RETURN WSFU WATER SUPPLY FIXTURE UNIT ATTACHMENT POINTS ON EQUIPMENT AND STRUCTURE CAN 6.6. 16"0: 750 CFM CL CENTER LINE GFU GAS FIRED UNIT WT WEIGHT ACCEPT SEISMIC,WEIGHT,AND OTHER LOADS IMPOSED. ENERGY CODE:(WASHINGTON STATE ENERGY CODE) CLG CEILING GPD GALLONS PER DAY WTD WATER TEMPERATURE DROP 10.MAINTAIN INDICATED FIRE AND SMOKE RATING OF WALLS, 1. MOTORS:COMPLY WITH MINIMUM FULL LOAD EFFICIENCIES CMU CONCRETE MASONRY UNIT GPH GALLONS PER HOUR PARTITIONS,CEILINGS,AND FLOORS AT MECHANICAL LISTED IN THE WASHINGTON STATE ENERGY CODE. PENETRATIONS.SEAL PENETRATIONS WITH FIRESTOP CO CLEANOUT GPM GALLONS PER MINUTE H VAC PIPING LINE MATERIAL.PROVIDE MATERIAL IN ACCORDANCE WITH ASTM E 2. PIPING AND DUCT INSULATION:COMPLY WITH THICKNESS AND COMB COMBUSTION,COMBINATION GPR GAS PRESSURE REGULATOR DUCTWORK SYMBOLS REQUIREMENTS SPECIFIED NOVED.ON OPLY WITH TYPES LISTED IN THE WASHINGTON STATE ENERGY CODE. COND CONDENSATE GR GRILLE DESIGNATION SYMBOLS 3. DUCT SEALING:SEAL DUCT TRANSVERSE JOINTS AND CONN CONNECTION GRD GRILLES,REGISTERS,AND DIFFUSERS 11.PROVIDE FIREBLOCKING AND DRAFT STOPPING AT LONGITUDINAL SEAMS PER THE WASHINGTON STATE ENERGY -NVS- HEATING WATER SUPPLY `� NEW DUCTWORK MECHANICAL PENETRATIONS IN COMBUSTIBLE CONCEALED CODE. E CONT CONTINUE,CONTROL GW GREASE WASTE SPACES PER THE INTERNATIONAL BUILDING CODE. CONTR CONTRACTOR GINS GYPSUM WALLBOARD -HVR- HEATING WATER RETURN RISE OR DROP DIRECTION 4. RECORD DRAWINGS:PROVIDE PER THE WASHINGTON STATE COP COEFFICIENT OF PERFORMANCE GWH GAS WATER HEATER -CHVS- CHILLED WATER SUPPLY OF AIR FLOW 12.REFER TO TYPICAL DETAILS PROVIDED IN THIS DWG SET FOR ENERGY CODE. DUCTWORK,PIPING,AND EQUIPMENT INSTALLATION. 5. OPERATION AND MAINTENANCE MANUALS:PROVIDE PER THE CID CONDENSATE PUMP -CHVR- CHILLED WATER RETURN _________ INTERNALLY LINED DUCT CONTRACTOR IS RESPONSIBLE FOR CONFORMANCE WITH WASHINGTON STATE ENERGY CODE. CT COOLING TOWER HB HOSE BIBB I-� DETAILS. CU CONDENSING UNIT,CUBIC HC HEATING COIL DUAL TEMPERATURE HEATING AND .y. I MANUAL VOLUME DAMPER 6. MAINTENANCE STAFF SYSTEMS OPERATIONAL TRAINING: DTS COOLING WATER SUPPLY 1--� 13.LOCATIONS AND SIZES OF FLOOR,WALL,AND ROOF OPENINGS PROVIDE PER THE WASHINGTON STATE ENERGY CODE. CV CHECK VALVE,CONSTANT VOLUME HD HEAD SHALL BE COORDINATED WITH OTHER TRADES INVOLVED. CW DOMESTIC COLD WATER HOR HORIZONTAL _DTR_ DUAL TEMPERATURE HEATING AND BDD INCLUDE IN THE COST OF MECHANICAL WORK,CUTTING, 7. SYSTEM BALANCING:PROVIDE PER THE WASHINGTON STATE CWP CONDENSER WATER PUMP HP HEAT PUMP,HORSEPOWER COOLING WATER RETURN BACKDRAFT DAMPER CORING,PATCHING AND PAINTING OF EXISTING WALLS, ENERGY CODE. CEILINGS,FLOORS AND ROOFS AS REQUIRED TO 8, MECHANICAL SYSTEMS COMMISSIONING:PROVIDE PER THE CWR CONDENSER WATER RETURN HPC HIGH PRESSURE CONDENSATE -LVS- CONDENSER WATER SUPPLY ACCOMMODATE WORK AS INDICATED IN THE MECHANICAL WASHINGTON STATE ENERGY CODE. CW -CVR- CONDENSER WATER RETURN S CONDENSER WATER SUPPLY HPS HIGH PRESSURE STEAM MOTOR OPERATED DAMPER CONTRACT DOCUMENTS,UNLESS SPECIFICALLY SHOWN ON CWS/R CONDENSER WATER SUPPLY AND RETURN HR HOUR ARCHITECTURAL DRAWINGS. 9. THIS BUILDING AND ITS ENERGY SYSTEMS HAVE BEEN GLVS- GLYCOL COOLING WATER SUPPLY DESIGNED TO COMPLY WITH THE WASHINGTON STATE HRU HEAT RECOVERY UNff 14.PROVIDE ELASTOMERIC FOAM MATERIAL ON MECHANICAL ENERGY CODE.CONTRACTOR IS RESPONSIBLE FOR CORRECT DB DRY BULB H7 HEIGHT -GCVR- GLYCOL COOLING WATER RETURN DUCT SMOKE DETECTOR EQUIPMENT THAT PRESENT A SAFETY HAZARD.PAINT FOAM INSTALLATION OF ENERGY CONSERVATION MEASURES. DC DUCT COIL,DUST COLLECTOR HTR HEATER -NU- MAKEUP WATER MATERIAL WHITE. 15.THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE 10.BUILDING PRESSURE TESTING:COORDINATE PHASING OF DOC DIRECT DIGITAL CONTROL HX HEAT EXCHANGER FIRE DAMPER BUILDING ENVELOPE LEAKAGE TESTING WITH MECHANICAL L CONDENSATE DRAIN PIPING SAFEKEEPING OF HIS OWN PROPERTY ON THE JOB SITE. DDCV DOUBLE DETECTOR CHECK VALVE HVAC HEATING,VENTILATION&AIR CONDITIONING SYSTEM SCOPES OF WORK.TEMPORARILY CAP SYSTEMS AS OWNER ASSUMES NO RESPONSIBILITY FOR PROTECTION OF IPS- HIGH PRESSURE STEAM REQUIRED TO FACILITATE LEAKAGE TESTING SCOPE OF WORK. DE DEPARTMENT HW DOMESTIC HOT WATER PROPERTIES AGAINST FIRE,THEFT AND ENVIRONMENTAL ° DEG DEGREE HWC DOMESTIC HOT WATER CIRCULATING -NPS- MEDIUM PRESSURE STEAM SMOKE DAMPER CONDITIONS. NONSTRUCTURAL MECHANICAL COMPONENTS: OF DRINKING FOUNTAIN HWR HEATING WATER RETURN -LPS- LOW PRESSURE STEAM 16.CLEAN THE JOB SITE DAILY AND REMOVE FROM THE PREMISES 1. THE FOLLOWING ITEMS ARE TAKEN DIRECTLY FROM THE DFU DRAINAGE FIXTURE UNIT HWS HEATING WATER SUPPLY -WC- HIGH PRESSURE CONDENSATE COMBINATION FIRE/SMOKE DAMPER ANY DIRT AND DEBRIS CAUSE BY THE PERFORMANCE OF THE INTERNATIONAL BUILDING CODE AND FROM THE AMERICAN DH DUCT HEATER HWS/R HEATING WATER SUPPLY AND RETURN WORK INCLUDED IN THIS CONTRACT.BEFORE SUBSTANTIAL SOCIETY OF CIVIL ENGINEERS(ASCE)STANDARD 7-10.THE DI DUCTILE IRON HZ HERTZ -MPC- MEDIUM PRESSURE CONDENSATE HORIZONTAL FIRE DAMPER COMPLETION,CLEAN EQUIPMENT,FIXTURES,EXPOSED DUCTS, CONTRACTOR SHALL REFER TO THE ABOVE FOR ADDITIONAL PIPING AND SIMILAR ITEMS. INFORMATION,EXCEPTIONS,AND FURTHER DESCRIPTIONS. DIA DIAMETER -LPC- LOW PRESSURE CONDENSATE THE CONTRACTOR SHALL ADHERE TO REQUIREMENTS AND AS DIAG DIAGRAM IAQ INDOOR AIR QUALITY � HORIZONTAL SMOKE DAMPER 17.PROVIDE EQUIPMENT THAT FITS INTO THE SPACE ALLOTTED SUCH,SHALL BE INCLUDED WITHIN BID. PC- PUMPED CONDENSATE AND ALLOWS ADEQUATE ACCEPTABLE CLEARANCE FOR DIFF DIFFERENTIAL I.E. INVERT ELEVATION INSTALLATION,REPLACEMENT,ENTRY,SERVICING AND 2. IBC 1613.1 SCOPE:ARCHITECTURAL,MECHANICAL, LL- REFRIGERANT LIQUID LINE HORIZONTAL COMBINATION DIM DIMENSION IN INCH FIRE/SMOKE DAMPER MAINTENANCE.COORDINATE WITH OTHER TRADES TO ENSURE ELECTRICAL,AND NONSTRUCTURAL COMPONENTS THAT ARE ON DOWN INCL INCLUDING SL- REFRIGERANT SUCTION LINE NO CONFLICT WITH REQUIRED CLEARANCES. PERMANENTLY ATTACHED TO STRUCTURES AND THEIR G LOW PRESSURE NATURAL GAS I-'�� FLEXIBLE CONNECTION 18.PROVIDE OFFSETS IN PIPING WHERE PLUMBING/PIPING WALL SUPPORTS AND ATTACHMENTS SHALL BE DESIGNED AND DOAS DEDICATED OUTDOOR AIR SYSTEMS INT INTERNAL CONSTRUCTED TO RESIST THE EFFECTS OF EARTHQUAKE DP DIFFERENTIAL PRESSURE INV INVERT -WG- MEDIUM PRESSURE NATURAL GAS IS LOCATED DIRECTLY ABOVE STRUCTURE.OFFSET PIPING MOTIONS IN ACCORDANCE WITH ASCE 7-10,EXCLUDING DUAL TEMPERATURE HEATING AND COOLING WATER IRR IRRIGATION WATER UC UNDERCUT DOOR INTO CASEWORK OR SHAFT TIGHT TO WALL AND BACK INTO DTS FO- FUEL OIL WALL ONCE BELOW STRUCTURE.REFER TO STRUCTURAL CHAPTER 14 AND APPENDIX 11A. SUPPLY ISP INTERNAL STATIC PRESSURE ® ® SUPPLY AIR DUCT SECTION DRAWINGS. 3. IBC 1705.11 CONTRACTOR RESPONSIBILITY:THE F0V- FUEL OIL VENT CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND DUAL TEMPERATURE HEATING AND COOLING WATER 19.BUILDING SPACE IS LIMITED.STRONG ATTENTION TO DETAIL DTR CONSTRUCTION OF A SEIS M ORERESISTINGSYSTEM, RETURN KW KILOWATT � � BURN OR OUTSIDE AIR DUCT SECTION AND CARE MUST BE TAKEN WHEN DEVELOPING SHOP DESIGNATED SEISMIC SYSTEM,OR SEISMIC-RESISTING sou DRAWING SO ROUTING IS COORDINATED WITH OTHER DUAL TEMPERATURE HEATING AND COOLIN WATER COMPONENT LISTED IN THE STATEMENT OF SPECIAL DTSIR SUPPLY AND RETURN L LENGTH ® ® EXHAUST AIR DUCT SECTION DISCIPLINES. INSPECTIONS. c DX DIRECT EXPANSION LAT LEAVING AIR TEMPERATURE CONTROLS .�1.--��7�� 20.MATERIALS WITHIN PLENUMS SHALL BE NONCOMBUSTIBLE OR q HANGERS AND SEISMIC BRACING FOR THE MECHANICAL DWG DRAWING LAV LAVATORY I� RECTANGULAR DUCT UP SHALL HAVE A FLAME SPREAD INDEX OF NOT MORE THAN 25 SYSTEMS SHALL BE DESIGNED AND PROVIDED BY THE ROOM THERMOSTAT SENSOR AND A SMOKE-DEVELOPED INDEX OF NOT MORE THAN 50 MECHANICAL CONTRACTOR.REFER TO CONTRACTOR SHOP DWP DOMESTIC WATER PUMP LB POUND 0 "THERMOSTAT• I WHEN TESTED IN ACCORDANCE WITH ASTM E 84 OR UL 723. DRAWINGS FOR LOCATIONS OF EQUIPMENT AND HUNG LBS/HR POUNDS PER HOUR I -,._ RECTANGULAR DUCT DOWN 21.MECHANICAL EQUIPMENT,PACKAGED UNITS,CONTROL MECHANICAL SYSTEMS.THE MECHANICAL CONTRACTOR (E) EXISTING LID LINEAR DIFFUSER SO FLAT PLATE TEMPERATURE SENSOR ® PANELS,MOTOR STARTER,MOTOR CONTROLLERS,VARIABLE SHALL COORDINATE THE SUPPORT SYSTEMS AND DESIGN EA EACH,EXHAUST AIR LF LINEAR FEET C ROOM PRESSURE SENSOR ROUND DUCT UP FREQUENCY DRIVES AND SIMILAR EQUIPMENT SHALL CARRY A LOADS FOR HUNG MECHANICAL SYSTEMS WITH THE GENERAL EAT ENTERING AIR TEMPERATURE LL REFRIGERANT LIQUID LINE SHORT CIRCUIT CURRENT RATING(SCCR)EQUAL TO OR CONTRACTOR AND OTHER TRADES THAT MAY BE IMPACTED. ECG C ® ROOM HUMIDITY SENSOR 00�� ROUND DUCT DOWN GREATER THAN AVAILABLE FAULT CURRENT DELIVERED FROM [EXISTING MECHANICAL: E ® (� ROOM CARBON MONOXIDE SENSOR ELECTRICAL SYSTEM.INCLUDE VISIBLE FACTORY NAMEPLATE EDH ELECTRIC IC DUCT HEATER LIDS LOW PRESSURE STEAM GRILLE UPC LOW PRESSURE CONDENSATE FOR SUCH EQUIPMENT INDICATING SCCR OF EQUIPMENT IN 1. WORK SHALL BE PERFORMED IN A CLEAN AND WORKMANLIKE ++++HH+HHH4HH•EER ENERGY EFFICIENCY RATIO URA LOCKED ROTOR AMPS FLEXIBLE DUCTWORK ACCORDANCE WITH UL 1995 AND UL SOBA. MANNER.CARE SHALL BE EXERCISED TO MINIMIZE ANY EF EXHAUST FAN LVG LEAVING CO ROOM CARBON DIOXIDE SENSOR INCONVENIENCE OR DISTURBANCE TO OTHER AREAS OF THE PIPING: BUILDING WHICH ARE TO REMAIN IN OPERATION.ISOLATE EFF EFFICIENCY LVR LOUVER 1. PROVI TARPS TO KEEP DUST AND DIRT WITHIN THE CONSTRUCTION 0 OCCUPANCY SENSOR OTHER CLOSED WATER PIPING SYSTEMS.PIPE VENT TO DE AN AUTOMATIC AIR VENT AT THE HIGH POINT OF WORK AREAS BY MEANS OF TEMPORARY PARTITIONS AND/OR O ROOM NITROGEN DIOXIDE SENSOR EACH DROP IN THE HEATING WATER,CHILLED WATER,AND WET RABBIT REFERENCE SYMBOLS DIFFUSER, REGISTER, AREA. ARLINGTON NEAREST DRAIN.PIPING SHALL GRADE TO LOW POINTS. ®F VARIABLE FREQUENCY DRIVE AND GRILLE SYMBOLS PROVIDE HOSE END DRAIN VALVES AT THE BOTTOM OF RISERS 2. EXISTING MATERIALS THAT ARE REMOVED SHALL NOT BE AND LOW POINTS. REUSED IN NEW SYSTEMS,EXCEPT WHERE INDICATED AS NEW MECHANICAL WORK / ", REVISION CLOUD INDICATES WHERE STARTER OR STARTER/DISCONNECT T F BEING RELOCATED. t`-`.w./( ® X AIR DEVICE TAG 2. VALVES SHALL BE INSTALLED SO THAT VALVE REMAINS IN EXISTING MECHANICAL WORK SECTION APPEARS p® DIRECT DIGITAL CONTROL PANEL CFM SERVICE WHEN EQUIPMENT OR PIPING ON EQUIPMENT SIDE 3. WHERE INDICATED,DUCTWORK AND PIPING OR PORTIONS OF EXISTING MECHANICAL WORK Q INDICATES REVISION&NUMBER � DIFFERENTIAL PRESSURE TRANSMITTER SUPPLY DIFFUSER OF VALVE IS REMOVED. DUCTWORK AND PIPING SHALL BE REUSED.REFER TO ISSUED/REVISED DATE TO BE DEMOLISHED PERMITBID SET 05.09.24 ----------- CONTROL WIRING RETURN OR RELIEF GRILLE ------- ENLARGED PLAN BORDER FLAG NOTE $ SWITCH PERMIT COMMENTS 1 07.25.24 MATCHLINE AHU-XXX EQUIPMENT IDENTIFIERSIDEWALL GRILLE(SUPPLY). ® EXHAUST GRILLE i SECTION IDENTIFIER POINT OF CONNECTION LOWER(EXHAUST OR RETURN) MX.X NORTH ARROW SIDEWALL GRILLE(RETURN OR EXHAUST), 1 LOWER(OUTSIDE) DETAIL OR DRAWING IDENTIFIER _ LINEAR GRILLE MX.X MECHANICAL ACCESS O O ROUND DIFFUSER A PERMIT COMMENTS 1 07.25.24 MECHANICAL LEGEND AND GENERAL NOTES M 1 .01 VRF HEAT PUMP SCHEDULE TAG AREA MANUFACTURERIMODEL ASSOCIATED HEATING COOLING SOUND DIMENSIONS WEIGHT NOTES �! SERVED INDOOR UNIT TOTAL (HSPF][COP] TOTAL [SEER][EER] MCA MOP VOLTAGE/ CAPACITY CAPACITY PHASE LEVEL (LxWxHn BTU AMPS AMPS W0 dBA INANAT LBS , x HP-1 MANAGER 00'S OFFICE 1061 CUSTOMER SERVICE 107 TRANE NTXMMX24A132AA FCU-1/FCU-2 14,000 9.5 22,0 18.1 22.1 25 208/1 51 13x38x32 137 1.2.3.4 H Architect NOTES: 1)ARI LISTED WITH ALL STANDARD FEATURES,INSTALLATION ACCESSORIES AND COMPRESSOR SHORT CYLING PROTECTION.FILTER DRIVER,REFRIGERANT LINE FILTER,LIQUID SOLENOID VALVE,AND SAFETY PRESSURE SWITCHES.INSTALL REGRIGERANT TUBING AND LENGTH IN STRICT ACCORDANCE WITH MANUFACTURER'S RECOMMENDATION. 2)REFRIGERANT SHALL BE R410A. 3)MOUNT UNIT ON ROOF WITH PRESSURE-TREATED SLEEPER SUPPORTS. SDH Architect 2242 NW RESERVE CAMP CT BEND,OR 97703 VRF FAN COIL UNIT SCHEDULE 206.369.8881 TAG AREA LOCATION MOUNTING/ MANUFACTURER/MODEL ASSOCIATED FAN DIMENSIONS WEIGHT NOTES SERVED DISCHARGE OUTDOORUNIT FLOW ESP VOLTAGE/ MCA MOP VOLTAGE/ —s PHASE PHASE (LxWxHT) CFM N WC Vl0 PS AMPS Vl0 INANAN LBS FCU-1 MANAGER'S OFFICE 106 FIRST FLOOR WALL TRANE NTXWST1ZA112A HP-1 400 0.1 208/1 1 15 208/1 37xlOxl3 29 1.2.3 FCU-2 CUSTOMER SERVICE 107 FIRST FLOOR WALL TRANE NTXWST12A112A HP-1 400 0.1 20811 1 15 208/1 32xlOxl2 22 1,2,3 c NOTES: 1)REFRIGERANT SHALL BE R41 OA. 2)FIELD WIRE MUST BE RATED FOR AT LEAST 194°F. XPRESS CAR WASH 3)PROVIDE CONDENSATE DRAIN PIPING SLOPED BY GRAVITY TO DISCHARGE INTO TAILPIECE OF CUSTOMER SERVICE SINK TAILPIECE. WET RABBIT LLC 3213 W.WHEELER ST#750 EXHAUST FAN SCHEDULE SEATTLE,WA98199 TAG AREA LOCATION TYPE MANUFACTURER/MODEL FAN MOTOR DRIVE DIMENSIONS WEIGHT NOTES 206-284-8200 SERVED FLOW ESP SPEED POWER SPEED VOLTAGEIPHASE TYPE (LxWxHT) CFM IN WC RPM /9 INANAN LBS EF-1 ELECTRICAL ROOM 102 FIRST FLOOR INLINE GREENHECK CSP-A200 200 025 825 160 W 900 115/1 DIRECT 14xl2x10 25 1.2 ca�suLTun EF-2 EQUIPMENT ROOM 103 FIRST FLOOR WALL MOUNTED COOK 14XP50D15 1000 0.25 - 1/8 HP 115/1 DIRECT 1,3 M ETRD( EF3 ELECTRICAL ROOM 102 FIRST FLOOR INLINE GREENHECK CSP 20-A2DO 0 0.25 825 180 W NoH5/1 DIRECT 14x12x10 25 1,2 EF4 STORAGENAC ROOM FIRST FLOOR ROOF MOUNTED GREENHECK/CUBE-160-7 30DO 0.5 1214 314 HP 1725 46013 DIRECT 22x22X30 84 1,4,5,7 E N G I N E E R S EF-5 STORAGENAC ROOM FIRST FLOOR WALL MOUNTED GREENHECKIAER-20 3000 0.5 1750 2HP 12DO 11511 DIRECT 33xl2x4 295 1A6,7 xrorLLiwwn�mos�is .asssszm »..w.�reuw,re.wm s NOTES: 1)PROVIDE BACKDRAFT DAMPER. 2)PROVIDE LINE-VOLTAGE COOLING-ONLY THERMOSTAT SET TO 85°F.COORDINATE WITH ELECTRICAL CONTRACTOR. 3)PROVIDE WITH OSHA WIRE GUARD,WALL COLLAR,GSS WALL SHUTTER,BIRD SCREEN,AND OUTSIDE AIR EXHAUST HOOD. 4)PROVIDE LINE-VOLTAGE COOLING-ONLY THERMOSTAT SET TO 90°F.COORDINATE WITH ELECTRICAL CONTRACTOR. 5)FAN SHALL OPERATE DURING THE SUMMER MONTHS. 6)FAN SHALL OPERATE DURING THE WINTER MONTHS. 7)PROVIDE WITH WALL COLLAR. ENERGY RECOVERY VENTILATOR SCHEDULE TAG AREA LOCATION MANUFACTURER/MODEL FAN ELECTRICAL DIMENSIONS WEIGHT NOTES SERVED FLOW ESP. VOLTAGE/ WATTS AMPS PHASE I (LxWxHT) CFM IN WC V/0 (INANAN LBS ERV-1 CAR WASH SUPPORT AREAS CEILING LOSSNAY/LGH-F300RVX-E 100 0.15 12Wl 155 1.17 42.42.14 75 1,2 NOTES: 1)PROVIDE BACKDRAFT DAMPERS ON EXHAUST FANS. e 2)PROVIDE EXTERIOR WALL CAP. DIFFUSER AND GRILLE SCHEDULE TAG MANUFACTURER/MODEL TYPE MATERIAL FINISH FACE FACE DUCT MOUNTING PATTERN DAMPERS ACCESSORIES NOTES (NOTE 13 STYLE SIZE INLET B PRICE/SMCD MODULAR CORE SUPPLY DIFFUSER ST WHITE - 24124 NOTE 1 NOTE 2 - E PRICE 18OF EGGCRATE GRILLE AL WHITE - 12.12 NOTE 1 NOTE 2 - NONE - - R PRICE/53ORL RETURN/EXHAUST GRILLE ST WHITE - 24xl2 NOTE 1 NOTE 2 - NONE - - NOTES: 1)SEE AIR DEVICE TAG FOR DUCT INLET SIZE. 2)COORDINATE BORDER TYPE(SURFACE MOUNT,SNAP IN,LAY-IN,SPLINE,DROPPED FACE,AND BEVELED DROP FACE)WITH ARCHITECTURAL CEILING PLANS. 3)SEE AIR DEVICE TAG FOR DUCT INLET SIZE. 4)DUCT SIZE SHALL MATCH LOUVER SIZE UNLESS OTHERWISE NOTED. 5)DIFFUSER SHALL BE SIZED BY MANUFACTURER REP.NC LEVELS SHALL NOT EXCEED 30 AND PRESSURE DROP SHALL NOT EXCEED 0.1-. u AIR-HANDLING UNIT SCHEDULE TAG AREA LOCATION MANUFACTURER/MODEL SUPPLY FAN GAS FURNACE DIMENSIONS WEIGHT NOTES SERVED AIRFLOW CITY ESP MOTOR MAX VOLTAGE/ INPUT OUTPUT CONTROL EFF EAT LAT GAS GAS VOLTAGE/ FANS SPEED PHASE CAPACITY CAPACITY PRESSURE RUNOUT PHASE (LxWxHT) CFM IN ##iP M /0) (MBH) I% F IN WC IN V/0 INdNAN BS AHU-1 EQUIPMENT ROOM/TUNNEL EQUIPMENT ROOM TRANE/GZAAISPAGFONIA 2400 1 - 1 - 120/1 150 120 MODULATING 80 40 85 6 314 120I1 - - 1 NOTES: 1)AHU-1 SHALL BE ON/OFF. ssu c WET RABBIT ARLINGTON ISSUED/REVISED DATE PERMITBID SET 05.09.24 PERMIT COMMENTS 1 07.25.24 A PERMIT COMMENTS 1 07,25.24 MECHANICAL SCHEDULES M1 .02 a a a GENERAL NOTES: 1. GENERAL CONTRACTOR TO INSPECT EXISTING CONDITIONS PRIOR TO FLAG NOTES: CONSTRUCTION. �11 PROVIDE 16"x8"LOUVER WITH MOTORIZED DAMPER SDH Architect H INTERLOCKED WITH ENERGY RECOVERY VENTILATOR. PROVIDE 24"x12'LOUVER WITH MOTORIZED DAMPER INTERLOCKED WITH EXHAUST FAN. 3� PROVIDE 30"x36"LOUVER WITH MOTORIZED DAMPER SDH Architect INTERLOCKED WITH EXHAUST FAN(EF-2). 2242 NW RESERVE CAMP CT PROVIDE 30"x24"LOUVER WITH MOTORIZED DAMPER BEND,OR 97703 INTERLOCKED WITH EXHAUST FAN. 206.369.6661 PROVIDE 30"x36"LOUVER WITH MOTORIZED DAMPER INTERLOCKED WITH EXHAUST FAN. PROVIDE 36"x48'DOOR LOUVER IN VAC ROOM DOOR. owHeR (OR EQUIVALENT SIZED LOVER WITH A MINIMUM OF 8.5 SF FREE AREA.) LOCATE AIR INTAKE A MINIMUM OF 10 FT AWAY FROM ANY EXHAUST LOUVERS. PROVIDE POWER VENT THRU ROOF. G T O 70 IZ DR H AUST FAN. iRABBIT 10 LOCATE CONTROL GATE IN EQUIPMENT ROOM. —PRE55 CAR WASH WET RABBIT LLC 3213 W.WHEELER ST#750 SEATTLE,WA 98199 206-284-8200 CONSULTANT 1 2 3 4 5 6 METRIX E N G I N E E R S HH.T.,WA—N l m A I I I u I I I I I I I I I I I I S i S 18x12 600 W 600 _ B R 24x12 R 24x12 -��-- _- ---- FCU-2 25 15 R 506 6g 6600 0 7 1 �8'0 B 2� B— L 0S 1508ill S 150 S 1508 0 8�8"0 \-8"0 6'0 1D I9�16"x16"UP TO EF1 18'0 "0 i6'0 AHU-1 8"0 8'0 6"H j 1 8'0 FCU-1 60 16x8 16x8 16x8 16x8 ��\ B� EF-1 TNH-3 0 4 S� -�♦ S S� S 1� 11 \ u J 1 O EF721 lJ O l�J W EF 3 12x12 C 1 l TWH-2 TWH TWH4 u� "-,—< — T i Q A 4 2 q^y//I 7 3 sEu I WET RABBIT- I�MECHANICAL- FLOOR PLAN T ARLINGTON M7.01 SCALE=1/4"=1' ISSUED/REVISED DATE PERMIT/BID SET 05.09.24 PERMIT COMMENTS 1 07.25.24 PERMIT COMMENTS 1 07.25.24 MECHANICAL- FLOOR PLAN M2.01 t i i • FLAG NOTES: 1� PROVIDE CONCENTRIC VENT TERMINATION ABOVE THE ROOF IN ACCORDANCE WITH TANKLESS WATER HEATER MANUFACTURER'S INSTRUCTIONS. MOUNT OUTDOOR HEAT PUMP UNIT ON ROOF WITH PRESSURE-TREATED SLEEPERS.ROUTE REFRIGERANT PIPING BETWEEN OUTDOOR UNIT AND INDOOR UNITS IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. SDH - x SDH Architect 2242 NW RESERVE CAMP CT BEND,OR 97703 206.369.8881 6 RABBIT EXPRESS CAR WASH WET RABBIT LLC 3213 W.WHEELER ST#750 SEATTLE,WA 98199 206-284-8200 CONSUL— METRIX E N G I N E E R S F 1 2 3 4 5. 6 I I I I CA o I I E I I I I n I I/ I HP-7 O EFL sou c �>o I I I WET RABBIT- ARLINGTON ISSUED/REVISED DATE MECHANICAL ROOF PLAN PERMIT/BID SET 05.09.24 L!!:2?j SCALE=1/4"=V PERMIT COMMENTS 1 07.25.24 PERMIT COMMENTS 1 07.25.24 MECHANICAL ROOF PLAN M2.02 i ] 4 6 6 6ES6il PLUMBING LINE FIRE PROTECTION LINE ABBREVIATIONS: DESIGNATION SYMBOLS DESIGNATION SYMBOLS BUILDING CODE INFORMATION: PLUMBING SHEET INDEX 0 DIAMETER,PHASE EG EXHAUST GRILLE LWT LEAVING WATER TEMPERATURE SPEC SPECIFICATION 2018 UNIFORM PLUMBING CODE P1.01 PLUMBING LEGEND AND GENERAL NOTES EJ EXPANSION JOINT SO SQUARE - (POTABLE)DOMESTIC COLD WATER POTABLE i FIRE SPRINKLER 2018IN7ERNATIONAL BUILDING CODE P1.02 PLUMBING SCHEDULES 8 RISER DIAGRAMS A COMPRESSED AIR ELEC ELECTRIC MAT MIXED AIR TEMPERATURE SRV SAFETY RELIEF VALVE ---- DOMESTIC HOT WATER(POTABLE) -FD- DRY FIRE SPRINKLER AAV AUTOMATIC AIR VENT ELEV ELEVATION MAV MANUAL AIR VENT SS STAINLESS STEEL P2.00 UNDERGROUND PLUMBING PLAN ABV ABOVE EMCS ENERGY MANAGEMENT CONTROL SYSTEM MAX MAXIMUM ST STORAGE TANK,SOUND TRAP ----- DOMESTIC HOT WATER CIRCULATING P2.01 PLUMBING FLOOR PLAN AC AIR CONDITIONING UNIT ENT ENTERING MBH THOUSANDS OF BTUH STD STANDARD (POTABLE) PIPING ELEMENTSIVALVING P2.02 PLUMBING ROOF PLAN , -WCV- NON-POTABLE COLD WATER x AD AREA DRAIN,ACCESS DOOR EQUIP EQUIPMENT MCA MINIMUM CIRCUIT AMPACITV S7M STEAM P3.01 GAS PIPING PLAN ADA AMERICANS WITH DISABILITIES ACT ESP EXTERNAL STATIC PRESSURE MECH MECHANICAL STIR STARTER,STRUCTURAL -NPHV- NON-POTABLE HOT WATER VALVE AFF ABOVE FINISHED FLOOR ET EXPANSION TANK MED MEDIUM SUCT SUCTION -WHVC- NON-POTABLE HOT WATER CIRCULATING -]�F- CHECK VALVE AFUE ANNUAL FUEL UTILIZATION EFFICIENCY ETC AND SO FORTH MERV MINIMUM EFFICIENCY REPORTING VALUE SUP SUPPLY -DD2- IRRIGATION WATER AHJ AUTHORITY HAVING JURISDICTION EUH ELECTRIC UNIT HEATER MFR MANUFACTURER fib:- BALANCING VALVE SDH Architect SANITARY SEWER ABOVEGROUND AHU AIR HANDLING UNIT EVAP EVAPORATOR,EVAPORATIVE MIN MINIMUM TAB TESTING,ADJUSTING AND BALANCING THREE WAY CONTROL VALVE 2242 NW RESERVE CAMP CT ALT ALTERNATE EW EYE WASH MISC MISCELLANEOUS TDH TOTAL DYNAMIC HEAD SANITARY SEWER UNDERGROUND TWO WAY CONTROL VALVE BEND,OR 97703 ALUM ALUMINUM EWC ELECTRIC WATER COOLER MOCP MAXIMUM OVERCURRENT PROTECTION TEMP TEMPERATURE ------- VENTPIPING 206.369.8881 M GREASE WASTE ABOVEGROUND AMB AMBIENT EWH ELECTRIC WATER HEATER MPC MEDIUM PRESSURE CONDENSATE TG TRANSFER GRILLE SOLENOID VALVE � rr APO AIR PRESSURE DROP EWT ENTERING WATER TEMPERATURE MPG MEDIUM PRESSURE GAS TOD TOP OF DUCT DD0 GREASE WASTE UNDERGROUND PRESSURE REDUCING VALVE(PRV) - N- APPROX APPROXIMATE EX EXHAUST MPS MEDIUM PRESSURE STEAM TOF TOP OF FOOTING NER ARCH ARCHITECT EXT EXTERIOR,EXTERNAL MS MOP SINK TOP TOP OF PIPE �� ACID RESISTANT(CHEMICAL)WASTE TEMPERATURE/PRESSURERELIEFVALVE aGENERAL NOTES: AMERICAN SOCIETY OF HEATING,REFRIGERATION MTD MOUNTED TP TOTAL PRESSURE ABOVEGROUND ASHRAE RELIEF/SAFETY VALVE AND AIR-CONDITIONING ENGINEERS,INC. F FIRE SPRINKLER MU MAKEUP WATER TPRV TEMPERATURE/PRESSURE RELIEF VALVE � �� ACID RESISTANT(CHEMICAL)WASTE � GENERAL: WATER TUBE,PIPE,FITTINGS,JOINING MATERIALS, ATM ATMOSPHERE 'F DEGREES FAHRENHEIT MUA MAKEUP AIR UNIT TSP TOTAL STATIC PRESSURE UNDERGROUND MANUAL AIR VENT SPECIALTIES,PLUMBING EQUIPMENT,PLUMBING FIXTURES, AAV 1. COORDINATE MECHANICAL WORK WITH ELECTRICAL, AND PLUMBING FITTINGS. AV ACID RESISTANT(CHEMICAL)VENT FC FLEXIBLE CONNECTOR,FLUID COOLER TSTAT THERMOSTAT -AV- ACID RESISTANT(CHEMICAL)VENT PIPING 0 AUTOMATIC AIR VENT ARCHITECTURAL,STRUCTURAL,CIVIL AND LANDSCAPE WORK AW ACID RESISTANT(CHEMICAL)WASTE FCO FLOOR CLEANOUT (N) NEW TU TERMINAL UNIT A COMPRESSED AIR (EXTEND DISCHARGE TO DRAIN) SHOWN ON OTHER CONTRACT DOCUMENTS.PROVIDE 2. PROVIDE WATER HAMMER ARRESTORS IN DOMESTIC WATER G FCU FAN COIL UNIT NA NOT APPLICABLE TYP TYPICAL FM ADDITIONAL OFFSETS FOR COORDINATED INSTALLATION PIPING IN ACCORDANCE WITH PDI-WH 2O1. B BOILER FD FLOOR DRAIN NC NOISE CRITERIA,NORMALLY CLOSED -VAC- VACUUM FLOW METER WHERE REQUIRED. 3. PROVIDE LINE SIZE STRAINER UPSTREAM OF EACH BACKFLOW BOO BACKDRAFT DAMPER F/D FIRE DAMPER NEG NEGATIVE UH UNIT HEATER -RVL- RAIN WATER LEADER AUTOMATIC FLOW CONTROL VALVE 2. COORDINATE HVAC,PLUMBING AND FIRE PROTECTION WORK PREVENTER,WATER PRESSURE REDUCING VALVE,CONTROL EXPRESS CAR WASH PRIOR TO INSTALLATION.DUCTWORK AND EQUIPMENT VALVE,SOLENOID VALVE AND PUMP.PROVIDE SHUTOFF BF BELOW FLOOR FOG FIRE DEPARTMENT CONNECTION NO NORMALLY OPEN UNOCC UNOCCUPIED -ORVL- OVERFLOW RAIN WATER LEADER DIRECTION OF FLOW ACCESS TAKES PRECEDENCE OVER PIPING FOR AVAILABLE VALVE ON EACH SIDE OF STRAINER. WET RABBIT LLC BFF BELOW FINISHED FLOOR FFD FUNNEL FLOOR DRAIN NO. NUMBER UP/DN UP AND DOWN R SPACE. BHP BRAKE HORSEPOWER FLA FULL LOAD AMPS NOM NOMINAL URN URINAL DIRECTION OF PITCH-RISE OR DROP 4. VALVES,EXPANSION EFITTINGS/LOOPS,FULLIZEFAND PIPING SEA TW.L WHEELER ST#750 HVAC PIPING LINE STRAINER 3. WHERE USED,THE TERM'PROVIDE'SHALL MEAN'FURNISH SPECIALTIES SHALL BE FULL SIZE OF PIPE UNLESS NOTED SEATTLE,WA 98199 BLDSEW BUILDING FUR FLOOR NP NON-POTABLE AND INSTALL�S 4. MAINTAIN A MINIMUM OF 6'-8'CLEARANCE TO UNDERSIDE OF PIPING:THERWISE. SEW BELOW FLEX FLEXIBLE NPCW NON-POTABLE COLD WATER V VENT,VOLTS DESIGNATION SYMBOLS STRAINER WITH BLOW OFF VALVE 206-284-$200 BOD BOTTOM OF DUCT FO FUEL OIL, FLAT OVAL NPHW NON-POTABLE HOT WATER VAC VACUUM UNION DUCTS,PIPES,CONDUITS,SUSPENDED EQUIPMENT,ETC.,IN 1. PROVIDE AN AUTOMATIC AIR VENT AT THE HIGH POINT OF BOP BOTTOM OF PIPE FOG FUEL OIL GAGE NPHWC NON-POTABLE HOT WATER CIRCULATING VAV VARIABLE AIR VOLUME UNIT -HVS- HEATING WATER SUPPLY MECHANICAL ROOM ACCESS SPACES. EACH DROP IN THE HEATING WATER,CHILLED WATER,AND BOT BOTTOM FOP FUEL OIL PUMP NPW NON-POTABLEANCHOR OTHER CLOSED WATER PIPING SYSTEMS.PIPE VENT TO CON"TINT WATER VB VACUUM BREAKER -HVR- HEATING WATER RETURN 5. COORDINATE EQUIPMENT CONNECTIONS WITH NEAREST DRAIN.PIPING SHALL GRADE TO LOW POINTS. BTU BRITISH THERMAL UNIT FOV FUEL OIL VENT NTS NOT TO SCALE VD VOLUME DAMPER PROVIDE DUCT AND PIPING TRANSITIONS REQUIRED FOR�- GUIDE MANUFACTURERS'CERTIFIED DRAWINGS.COORDINATE AND M ETRIX -CHVS- CHILLED WATER SUPPLY PROVIDE HOSE END DRAIN VALVES AT THE BOTTOM OF RISERS BTUH BRITISH THERMAL UNIT PER HOUR FP FIRE PROTECTION,FIRE PUMP VEL VELOCITY QFS FINAL EQUIPMENT CONNECTIONS TO FURNISHED EQUIPMENT. AND LOW POINTS. FPM FEET PER MINUTE 02 OXYGEN VENT VENTILATION,VENTILATOR -CHVH- CHILLED WATER RETURN FLOW SWITCH FIELD VERIFY AND COORDINATE DUCT AND PIPING 2. VALVES SHALL BE INSTALLED SO THAT VALVE REMAINS IN C CONDENSATE DRAIN PIPING FPS FEET PER SECOND OA OUTSIDE AIR VFD VARIABLE FREQUENCY DRIVE _DTS_ DUAL TEMPERATURE HEATING AND 4n TEMPERATURE TRANSMITTER DIMENSIONS BEFORE FABRICATION. SERVICE WHEN EQUIPMENT OR PIPING ON EQUIPMENT SIDE E N G N E E R S CA AIR COMPRESSOR FS FLOOR SINK OAT OUTSIDE AIR TEMPERATURE VTR VENT THRU ROOF COOLING WATER SUPPLY 6. PROVIDE 4'MINIMUM CONCRETE BASES(HOUSEKEEPING OF VALVE IS REMOVED. GEx N wn- CAP CAPACITY F/SAD COMBINATION FIRE SMOKE DAMPER OBD OPPOSED BLADE DAMPER -VTR_ DUAL TEMPERATURE HEATING AND 4PT/PS PRESSURE TRANSMITTER OR PADS)UNDER FLOOR MOUNTED MECHANICAL EQUIPMENT. 3. VALVES(EXCEPT CONTROL VALVES)AND STRAINERS SHALL BE CBV CIRCUIT BALANCING VALVE FT FEET,FINNED TUBE OC ON CENTER W WASTE,WATT,WIDTH COOLING WATER RETURN PRESSURE SWITCH THIS INCLUDES,BUT IS NOT LIMITED TO BOILERS,CHILLERS, FULL SIZE OF PIPE BEFORE REDUCING SIZE TO MAKE F CC COOLING COIL FTR FINNED TUBE RADIATION OCC OCCUPIED W/ WITH FLUID COOLERS,COOLING TOWERS,PUMPS,EXPANSION CONNECTIONS TO EQUIPMENT AND CONTROLS. CVS- CONDENSER WATER SUPPLY PRESSURE GAUGE TANKS,WATER HEATERS,AND STORAGE TANKS.COMPLY CD CEILING DIFFUSER FV FACE VELOCITY ORWL OVERFLOW RAIN WATER LEADER WB WET BULB WITH REQUIREMENTS FOR EQUIPMENT BASES AND 4. PROVIDE UNIONS AND/OR FLANGES AT EACH PIECE OF -CVR- CONDENSER WATER RETURN THERMOMETER FOUNDATIONS SPECIFIED IN DIVISION 03. EQUIPMENT,AT EACH CONTROL VALVE,IN BYPASSES,AND IN CFH CUBIC FEET PER HOUR OSA OUTSIDE AIR WC WATER CLOSET Q AQUASTAT LONG PIPING RUNS ALTO FEET OR MORE)AI PERMIT -Gcvs- GLYCOL COOLING WATER SUPPLY CFM CUBIC FEET PER MINUTE G GAS OT OFF TOP WCO WALL CLEANOUT 7. PROVIDE MISCELLANEOUS STEEL REQUIRED TO ENSURE DISASSEMBLY FOR ALTERATION AND REPAIRS. CH CHILLER,CABINET HEATER GAL GALLON OV OUTLET VELOCITY WH WATER HEATER -6CVR- GLYCOL COOLING WATER RETURN _ GAUGE WITH GAUGE COCK PROPER INSTALLATION OF MECHANICAL SYSTEMS. 5. PROVIDE FLEXIBLE CONNECTORS IN PIPING SYSTEMS CHWP CHILLED WATER PUMP GALV GALVANIZED WM WATER METER KU- MAKEUP WATER &SIPHON(STEAM) 8. LOCATE VALVES,WATER HAMMER ARRESTERS,CLEANOUTS, CONNECTED TO AIR HANDLING EQUIPMENT,PUMPS,CHILLERS, CHWR CHILLED WATER RETURN GC GENERAL CONTRACTOR P PRESSURE,PUMP W/O WITHOUT �gg� DAMPERS,CONTROLS AND SIMILAR COMPONENTS SO THAT COOLING TOWERS,AND OTHER EQUIPMENT WHICH REQUIRE C CONDENSATE DRAIN PIPING pKl GAS PRESSURE REGULATOR THEY ARE ACCESSIBLE.PROVIDE ACCESS DOORS FOR VIBRATION ISOLATION. CHWS CHILLED WATER SUPPLY GCWR GLYCOL COOLING WATER RETURN PC PUMPED CONDENSATE WPD WATER PRESSURE DROP T HPS- HIGH PRESSURE STEAM MECHANICAL EQUIPMENT INSTALLED BEHIND WALLS,ABOVE TEMPERATUREIPRESSURETEST PORT INACCESSIBLE CEILINGS AND BELOW FLOORS.COORDINATE CHWS/R CHILLED WATER SUPPLY AND RETURN GCWS GLYCOL COOLING WATER SUPPLY PD PRESSURE DROP WSEC WASHINGTON STATE ENERGY CODE 6. PROVIDE LINE SIZE STRAINER UPSTREAM OF EACH BACKFLOW cl CAST IRON GCWS/R GLYCOL COOLING WATER SUPPLY AND RETURN PERF PERFORATED WSFU WATER SUPPLY FIXTURE UNIT -WS- MEDIUM PRESSURE STEAM �)- BASKET STRAINER ACCESS DOOR LOCATIONS WITH ARCHITECT/ENGINEER. PREVENTER,WATER PRESSURE REDUCING VALVE, CL CENTER LINE GFU GAS FIRED UNIT PH PHASE WT WEIGHT INSTALL TAG ON CEILING GRID FRAME TO INDICATE LOCATION AUTOMATIC FLOW CONTROL VALVE,CONTROL VALVE, LPS- LOW PRESSURE STEAM �- STEAM TRAP CLG CEILING GPD GALLONS PER DAY PIV POST INDICATOR VALVE WTD WATER TEMPERATURE DROP AND TYPE OF EQUIPMENT THAT REQUIRES MAINTENANCE. SOLENOID VALVE,GAS PRESSURE REGULATOR,AND PUMP. PROVIDE SHUTOFF VALVE ON EACH SIDE OF STRAINER. -iPC- HIGH PRESSURE CONDENSATE (� PROVIDE 16 GA,STEEL,FLUSH TYPE ACCESS DOOR WITH CMU CONCRETE MASONRY UNIT GPH GALLONS PER HOUR POC POINT OF CONNECTION I EXPANSION JOINT CONCEALED HINGE AND SLOT SCREWDRIVER TYPE CAM 7. VALVES,EXPANSION FITTINGS/LOOPS,AND PIPING `Y�--- CO CLEANOUT GPM GALLONS PER MINUTE PR CONDENSATE PUMP RETURN WC- MEDIUM PRESSURE CONDENSATE LATCH.PROVIDE FACTORY PRIMED IN PAINTED SURFACE SPECIALTIES SHALL BE FULL SIZE OF PIPE UNLESS NOTED COMB COMBUSTION,COMBINATION GPR GAS PRESSURE REGULATOR PRESS PRESSURE -LPC- LOW PRESSURE CONDENSATE V�� VACUUM BREAKER AREAS FOR FIELD PAINTING.PROVIDE STAINLESS STEEL FOR OTHERWISE. COND CONDENSATE GR GRILLE PRV PRESSURE REDUCING VALVE REFERENCE SYMBOLS ALL OTHER AREAS.PROVIDE UL LISTED AND LABELED DOOR ENERGY CODE:(WASHINGTON STATE ENERGY CODE) PC- PUMPED CONDENSATE FLEXIBLE CONNECTOR WHERE FIRE-RESISTANCE RATING IS INDICATED ON CONN CONNECTION GRID GRILLES,REGISTERS,AND DIFFUSERS PSI POUNDS PER SQUARE INCH NEW MECHANICAL WORK -LL- REFRIGERANT LIQUID LINE WATER METER DRAWINGS.ACCESS DOOR SHALL BE SIZED SO THAT 1. MOTORS:COMPLY WITH MINIMUM FULL LOAD EFFICIENCIES E CONT CONTINUE,CONTROL GW GREASE WASTE PSIG POUNDS PER SQUARE INCH GAUGE ADJACENT EQUIPMENT IS ACCESSIBLE.PROVIDE ACUDOR, LISTED IN THE WASHINGTON STATE ENERGY CODE. CONTR CONTRACTOR GWB GYPSUM WALLBOARD PSIA POUNDS PER SQUARE INCH ABSOLUTE EXISTING MECHANICAL WORK SL- REFRIGERANT SUCTION LINE ELMDOR,MILCOR,OR APPROVED. GM GAS METER 2. PIPING AND DUCT INSULATION:COMPLY WITH THICKNESS AND COP COEFFICIENT OF PERFORMANCE GWH GAS WATER HEATER PTRV PRESSUREITEMPERATURE RELIEF VALVE EXISTING MECHANICAL WORK G LOW PRESSURE NATURAL GAS 9. COORDINATE ATTACHMENTS TO STRUCTURE TO VERIFY THAT TYPES LISTED IN THE WASHINGTON STATE ENERGY CODE. CP CONDENSATE PUMP PU PUMP TO BE DEMOLISHED PUMP ATTACHMENT POINTS ON EQUIPMENT AND STRUCTURE CAN IPG- MEDIUM PRESSURE NATURAL GAS ACCEPT SEISMIC WEIGHT AND OTHER LOADS IMPOSED. 3. DUCT SEALING SEAL DUCT TRANSVERSE JOINTS AND CT COOLING TOWER HB HOSE BIBB PVC POLYVINYL CHLORIDE -�1� SPRINKLER HEAD , , LONGITUDINAL SEAMS PER THE WASHINGTON STATE ENERGY CU CONDENSING UNIT,CUBIC HC HEATING COIL ��- ENLARGED PLAN BORDER F'D- FUEL OIL BACKFLOW PREVENTION DEVICE 10.MAINTAIN INDICATED FIRE AND SMOKE RATING OF WALLS, CODE. cV CHECK VALVE,CONSTANT VOLUME HD HEAD OTY QUANTITY MATCHLINE -FOV- FUEL OIL VENT �{V�FDC- PARTITIONS,CEILINGS,AND FLOORS AT MECHANICAL (REDUCED ZONE) PENETRATIONS.SEAL PENETRATIONS WITH FIRESTOP 4. RECORD DRAWINGS:PROVIDE PER THE WASHINGTON STATE CW DOMESTIC COLD WATER HOR HORIZONTAL BACKFLOW PREVENTION DEVICE MATERIAL.PROVIDE MATERIAL IN ACCORDANCE WITH ASTM E ENERGY CODE. CWP CONDENSER WATER PUMP HP HEAT PUMP,HORSEPOWER R REFRIGERANT PIPING 1 SECTION IDENTIFIER (DOUBLE CHECK VALVE ASSEMBLY) 814 AND UL 1479 3M OR APPROVED.COMPLY WITH 5. OPERATION AND MAINTENANCE MANUALS:PROVIDE PER THE CWR CONDENSER WATER RETURN HPC HIGH PRESSURE CONDENSATE RA RETURN AIR MX.X * REQUIREMENTS SPECIFIED IN DIVISION 07. WASHINGTON STATE ENERGY CODE. CWS CONDENSER WATER SUPPLY HPS HIGH PRESSURE STEAM RAF RETURN/RELIEF AIR FAN WATER HAMMER ARRESTER 11.PROVIDE FIREBLOCKING AND DRAFT STOPPING AT 6. MAINTENANCE STAFF SYSTEMS OPERATIONAL TRAINING: CWSIR CONDENSER WATER SUPPLY AND RETURN HR HOUR RAG RETURN AIR GRILLE HOSE BIBB MECHANICAL PENETRATIONS IN COMBUSTIBLE CONCEALED PROVIDE PER THE WASHINGTON STATE ENERGY CODE. DETAIL OR DRAWING IDENTIFIER SPACES PER THE INTERNATIONAL BUILDING CODE. HRU HEAT RECOVERY UNIT RAH RADIANT HEATER MX X --------- ROOF DRAIN 7. SYSTEM BALANCING:PROVIDE PER THE WASHINGTON STATE DB DRY BULB HT HEIGHT RCP REFLECTED CEILING PLAN 12.REFER TO TYPICAL DETAILS PROVIDED IN THIS DWG SET FOR ENERGY CODE. �O FLOOR DRAIN DUCTWORK,PIPING,AND EQUIPMENT INSTALLATION. DC DUCT COIL,DUST COLLECTOR HTR HEATER RD ROOF DRAIN REVISION CLOUD INDICATES WHERE 8. MECHANICAL SYSTEMS COMMISSIONING:PROVIDE PER THE DOC DIRECT DIGITAL CONTROL HX HEAT EXCHANGER REF REFERENCE,RETURN/EXHAUST FAN SECTION APPEARS FLOOR SINK CONTRACTOR IS RESPONSIBLE FOR CONFORMANCE WITH DETAILS. WASHINGTON STATE ENERGY CODE. DDCV DOUBLE DETECTOR CHECK VALVE HVAC HEATING,VENTILATION&AIR CONDITIONING REG REGISTER --------*FCO CLEAN-OUT(FLOOR) 13.LOCATIONS AND SIZES OF FLOOR,WALL,AND ROOF OPENINGS 9. THIS BUILDING AND ITS ENERGY SYSTEMS HAVE BEEN DEPT DEPARTMENT HW DOMESTIC HOT WATER REL RELIEF 1Q INDICATES REVISION&NUMBER WOO CLEAN-OUT(WALL) SHALL BE COORDINATED WITH OTHER TRADES INVOLVED. DESIGNED TO COMPLY WITH THE WASHINGTON STATE DEG DEGREE HWC DOMESTIC HOT WATER CIRCULATING READ REQUIRED INCLUDE IN THE COST OF MECHANICAL WORK,CUTTING, ENERGY CODE.CONTRACTOR IS RESPONSIBLE FOR CORRECT FLAG NOTE �GO CLEAN-OUT CORING,PATCHING AND PAINTING OF EXISTING WALLS, INSTALLATION OF ENERGY CONSERVATION MEASURES. OF DRINKING FOUNTAIN HWR HEATING WATER RETURN RET RETURN PIPE CONTINUES CEILINGS,FLOORS AND ROOFS AS REQUIRED TO 10.BUILDING PRESSURE TESTING:COORDINATE PHASING OF DFU DRAINAGE FIXTURE UNIT HWS HEATING WATER SUPPLY RF RETURN FAN ACCOMMODATE WORK AS INDICATED IN THE MECHANICAL BUILDING ENVELOPE LEAKAGE TESTING WITH MECHANICAL OH DUCT HEATER HWS/R HEATING WATER SUPPLY AND RETURN RG RETURN GRILLE AHU-XXX EQUIPMENT IDENTIFIER 3 PIPE CAP CONTRACT DOCUMENTS,UNLESS SPECIFICALLY SHOWN ON SYSTEM SCOPES OF WORK.TEMPORARILY CAP SYSTEMS AS DI DUCTILE IRON HZ HERTZ RH RELATIVE HUMIDITY,ROOF HOOD *VTR VENT THRU ROOF ARCHITECTURAL DRAWINGS. REQUIRED TO FACILITATE LEAKAGE TESTING SCOPE OF WORK. DIA DIAMETER RHC REHEAT COIL POINT OF CONNECTION TRENCH DRAIN 14.PROVIDE ELASTOMERIC FOAM MATERIAL ON MECHANICAL NONSTRUCTURAL MECHANICAL COMPONENTS: ® DIAG DIAGRAM VLQ INDOOR AIR QUALITY RI&C ROUGH IN AND CONNECT EQUIPMENT THAT PRESENT A SAFETY HAZARD.PAINT FOAM 1 THE FOLLOWING ITEMS ARE TAKEN DIRECTLY FROM THE DIFF DIFFERENTIAL I.E. INVERT ELEVATION RLA RATED LOAD AMPS PIPE RISING UP MATERIAL WHITE. NORTH ARROW INTERNATIONAL BUILDING CODE AND FROM THE AMERICAN DIM DIMENSION IN INCH RM ROOM PIPE DROPPING DOWN 15.THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE SOCIETY OF CIVIL ENGINEERS(ASCE)STANDARD 7-10.THE ON DOWN INCL INCLUDING ROD ROOF OVERFLOW DRAIN PIPE CONNECTION SAFEKEEPING OF HIS OWN PROPERTY ON THE JOB SITE. CONTRACTOR SHALL REFER TO THE ABOVE FOR ADDITIONAL OWNER ASSUMES NO RESPONSIBILITY FOR PROTECTION OF INFORMATION,EXCEPTIONS,AND FURTHER DESCRIPTIONS. 1 DOAS DEDICATED OUTDOOR AIR SYSTEMS ANT INTERNAL RPBA REDUCED PRESSURE BACKFLOW ASSEMBLY MECHANICAL ACCESS --------o- PIPE CONNECTION DOWN PROPERTIES AGAINST FIRE,THEFT AND ENVIRONMENTAL THE CONTRACTOR SHALL ADHERE TO REQUIREMENTS AND AS DP DIFFERENTIAL PRESSURE INV INVERT RPBP REDUCED PRESSURE BACKFLOW PREVENTER J CONDITIONS. SUCH,SHALL BE INCLUDED WITHIN BID. DUAL TEMPERATURE HEATING AND COOLING WATER IRR IRRIGATION WATER RPM REVOLUTIONS PER MINUTE 16.CLEAN THE JOB SITE DAILY AND REMOVE FROM THE PREMISES 2. IBC 1613.1 SCOPE:ARCHITECTURAL,MECHANICAL, DTS SUPPLY ISP INTERNAL STATIC PRESSURE RTU ROOFTOP UNIT ANY DIRT AND DEBRIS CAUSE BY THE PERFORMANCE OF THE ELECTRICAL,AND NONSTRUCTURAL COMPONENTS THAT ARE DUAL TEMPERATURE HEATING AND COOLING WATER RV RELIEF VALVE WORK INCLUDED IN THIS CONTRACT.BEFORE SUBSTANTIAL PERMANENTLY ATTACHED TO STRUCTURES AND THEIR DTR RETURN KW KILOWATT RWL RAIN WATER LEADER COMPLETION,CLEAN EQUIPMENT,FIXTURES,EXPOSED DUCTS, SUPPORTS AND ATTACHMENTS SHALL BE DESIGNED AND PIPING AND SIMILAR ITEMS. CONSTRUCTED TO RESIST THE EFFECTS OF EARTHQUAKE °' DTS/R DUAL TEMPERATURE HEATING AND COOLIN WATER 17.PROVIDE EQUIPMENT THAT FITS INTO THE SPACE ALLOTTED MOTIONS IN ACCORDANCE WITH ASCE 7-10,EXCLUDING C SUPPLY AND RETURN L LENGTH SA SUPPLY AIR AND ALLOWS ADEQUATE ACCEPTABLE CLEARANCE FOR CHAPTER 14 AND APPENDIX 11A. DX DIRECT EXPANSION LAT LEAVING AIR TEMPERATURE SAD SUPPLY AIR DIFFUSER INSTALLATION,REPLACEMENT,ENTRY,SERVICING AND 3. IBC 1705.11 CONTRACTOR RESPONSIBILITY:THE O DWG DRAWING LAV LAVATORY SAT SUPPLY AIR TEMPERATURE MAINTENANCE.COORDINATE WITH OTHER TRADES TO ENSURE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND Q'�OF W� DWP DOMESTIC WATER PUMP LB POUND SCFM STANDARD CUBIC FEET PER MINUTE NO CONFLICT WITH REQUIRED CLEARANCES. CONSTRUCTION OF A SEISMIC-FORCE-RESISTING SYSTEM, AGj LBSM DESIGNATED SEISMIC SYSTEM,OR SEISMIC-RESISTING 0 EXISTING LD LINEAR DIFFUSER S R POUNDS PER HOUR SCH SCHEDULE 18.PROVIDE OFFSETS IN PIPING WHERE PLUMBING/PIPING WALL FQ, IS LOCATED DIRECTLY ABOVE STRUCTURE.OFFSET PIPING COMPONENT LISTED IN THE STATEMENT OF SPECIAL N 2 EA NTO CASEWORK OR SHAFT TIGHT TO WALL AND BACK INTO INSPECTIONS. EA EACH,EXHAUST AIR LF LINEAR FEET S(D SCHEMATIC I SMOKE DAMPER WALL ONCE BELOW STRUCTURE.REFER TO STRUCTURAL 4. HANGERS AND SEISMIC BRACING FOR THE MECHANICAL �O 'P 40808 EAT ENTERING AIR TEMPERATURE LL REFRIGERANT LIQUID LINE SF SUPPLY FAN,SQUARE FOOT DRAWINGS. SYSTEMS SHALL BE DESIGNED AND PROVIDED BY THEeC'/ ��f ECG EGGCRATE GRILLE LPC LOW PRESSURE CONDENSATE SG SUPPLY GRILLE 19.BUILDING SPACE IS LIMITED.STRONG ATTENTION TO DETAIL MECHANICAL CONTRACTOR.REFER TO CONTRACTOR SHOP S�ONpLEr EDH ELECTRIC DUCT HEATER LPS LOW PRESSURE STEAM SL REFRIGERANT SUCTION LINE AND CARE MUST BE TAKEN WHEN DEVELOPING SHOP DRAWINGS FOR LOCATIONS OF EQUIPMENT AND HUNG EER ENERGY EFFICIENCY RATIO LRA LOCKED ROTOR AMPS SHEET METAL AND AIR CONDITIONING DRAWING SO ROUTING IS COORDINATED WITH OTHER MECHANICAL SYSTEMS.THE MECHANICAL CONTRACTOR ,ZS'L`� EF EXHAUST FAN LVG LEAVING SMACNA CONTRACTORS'NATIONAL ASSOCIATION,INC. DISCIPLINES. SHALL COORDINATE THE SUPPORT SYSTEMS AND DESIGN LOADS FOR HUNG MECHANICAL SYSTEMS WITH THE GENERAL EFF EFFICIENCY LVR LOUVER SP STATIC PRESSURE 20 MATERIALS HAVE AI WITHIN PLENUMS SPREAD ALLINDE E NOT NONCOMBUSTIBLE MBUSTIIBBL E THANZOR CONTRACTOR AND OTHER TRADES THAT MAY BE IMPACTED. WET RABBIT AND A SMOKE-DEVELOPED INDEX OF NOT MORE THAN 50 [DEMOLITION: WHEN TESTED IN ACCORDANCE WITH ASTM E 84 OR UL 723. 1. TAKE CAUTION IN DEMOLITION OF MECHANICAL EQUIPMENT. ARLI NGTON 21.MECHANICAL EQUIPMENT,PACKAGED UNITS,CONTROL 2. CONTRACTOR SHALL REMOVE AND LEGALLY DISPOSE OF ALL PANELS,MOTOR STARTER,MOTOR CONTROLLERS,VARIABLE PIPING,DUCTWORK,AND EQUIPMENT INDICATED ON FREQUENCY DRIVES AND SIMILAR EQUIPMENT SHALL CARRY A DRAWINGS INCLUDING ALL ASSOCIATED INSULATION, G SHORT CIRCUIT CURRENT RATING(SCCR)EQUAL TO OR HANGERS,VALVES,PLENUM WALLS,DAMPERS,WIREMOLD, GREATER THAN AVAILABLE FAULT CURRENT DELIVERED FROM WIRING,CONTROLS,AND APPURTENANCES ASSOCIATED WITH ELECTRICAL SYSTEM.INCLUDE VISIBLE FACTORY NAMEPLATE EACH PIECE OF EQUIPMENT. ISSUED/REVISED DATE FOR SUCH EQUIPMENT INDICATING SCCR OF EQUIPMENT IN PERMIT/BID SET 05.09.24 ACCORDANCE WITH UL 1995 AND UL 508A. 3. EXISTING CONTROL PATHWAYS MAY BE RE-USED. PLUMBING: COORDINATE CONTROLS DEMO WORK PRIOR TO DEMOLITION. PERMIT COMMENTS 1 07.25.24 REMOVE ALL EXISTING THERMOSTATS SHOWN ON THE 1. DOMESTIC WATER TUBE,PIPE,FITTINGS,JOINING MATERIALS, DRAWINGS ALONG WITH ASSOCIATED WIRING AND RACEWAYS. SPECIALTIES,PLUMBING EQUIPMENT,PLUMBING FIXTURES, WHERE EXISTING ITEMS PENETRATE A WALL OR ROOF,4. PLUMBING FITTINGS AND ALL OTHER APPURTENANCES IN S CONTRACTOR SHALL PROVIDE INFILL AT(E)PENETRATIONS CONTACT WITH DRINKING WATER SHALL LEAD-FREE THROUGH WALUROOF WITH LIKE MATERIALS.PATCH& THE SAFE WATER DRINKING ACT.LEAD-FREE SHALL MEANN(A) EXCEPT THOSE EXPLICITLY EXEMPTED IN SECTION 387E REPAIR TO MATCH SURROUNDING SURFACES INCLUDING PAINT NOT CONTAINING MORE THAN 0.2 PERCENT LEAD WHEN USED WITH RESPECT TO SOLDER AND FLUX:AND(B)NOT MORE 5. CONTRACTOR SHALL PROVIDE TEMPORARY SUPPORT OF THAN A WEIGHTED AVERAGE OF 0.25 PERCENT LEAD WHEN EXISTING MECHANICAL EQUIPMENT WHERE REQUIRED BY USED WITH RESPECT TO WETTED SURFACES OF DOMESTIC DEMOLITION OR ALTERATION OF EXISTING STRUCTURE DURING CONSTRUCTION.COORDINATE WITH GC AND PROVIDE NECESSARY SUPPORTS AND HANGERS TO MAINTAIN INTEGRITY,SAFETY AND PROPER OPERATION OF EXISTING MECHANICAL SYSTEMS. 6. THE OWNER HAS THE RIGHT TO RETAIN OWNERSHIP OF ANY A MATERIALS BEING REMOVED.DELIVER ITEMS TO THE OWNER'S PERMIT COMMENTS 1 07.25.24 REPRESENTATIVE AS INDICATED IN THE CONTRACT DOCUMENTS.NOTIFY OWNER IN WRITING AT LEAST 7 DAYS IN ADVANCE OF DEMOLITION.] PLUMBING LEGEND AND GENERAL NOTES P1 .01 a a 4 , , ,a b PIPE MATERIAL SCHEDULE PLUMBING FIXTURE SCHEDULE TAG FIXTURE MANUFACTURE/MODEL CONNECTIONS NOTES ALL SANITARY SYSTEM MATERIALS SHALL BE LSTED BY AN APPROVED LISTING AGENCY. W V CW HW TYPE MATERIAL NOTE WC-1 WATER CLOSET LAVA ADA KOHLER/K-3493SS 4' 2" 12" - 1 - - LAVATORY ZURN/Z5314 2' 2' 1/2' 1/2" 1,2 UNDERGROUND SERVICE ENTRANCE PIPING COPPER,TYPE K PLASTIC WRAP UNDERGROUND WATER SUPPLY PIPING TO PREVENT CORROSION. SDH Architect N ABOVE GROUND WATER DISTRIBUTION PIPING COPPER TYPE L S-2 NOT USED UNDERGROUND WASTE AND VENT PIPING CAST IRON SCH.40 UNLESS OTHERWISE NOTED ON PLANS. HB-1 EXTERIOR NONFREEZE WALL HYDRANT WOODFORD I B65 - - 3W - - ABOVEGROUND WASTE PIPING CAST IRON SCH.40 UNLESS OTHERWISE NOTED ON PLANS. SDH Architect TP-1 TRAP PRIMER PPP,INC./P-1 - - 1/2" - 6 2242 NW RESERVE CAMP CT ABOVEGROUND VENT PIPING PVC OR ABS,SOLID CORE,SCH.40 BEND,OR 97703 FD-1 FLOOR DRAIN JAY R.SMITH/2005 PER PLANS 2' - - - 206.369.8881 CONDENSATE DRAIN PIPING COPPER TUBING,TYPE M,OR CPVC FS-1 FLOOR SINK JAY R.SMITH/3100 PER PLANS 2' - - 7 NATURAL GAS PIPING STEEL PIPE,ASTM A 53;TYPE E OR S;GRADE B; —R SCH.40 NOTES: i)MOUNT PER ARCHITECTURAL ELEVATIONS. 2)PROVIDE WITH SLOAN SF-2350 FAUCET,BATTERY-POWERED,POLISHED CHROME FINISH,0.5 GPM.PROVIDE WITH 1/4 TURN STOPS,GRID DRAIN AND CHROME TAILPIECE. 3)PROVIDE SINK WITH SINGLE FAUCET HOLE.PROVIDE DELTA MODEL 101LF-HDF FAUCET. 4)PROVIDE WITH 830AA SERVICE SINK FAUCET,832AA HOSE BRACKET COMBO,MOP HANGER BRACKET AND STAINLESS STEEL BUMPER GUARDS. 5)PROVIDE LAUDRY TUB SINK WITH FOUR LEGS AND Al FAUCET. 6)PROVIDE WITH STAINLESS STEEL ACCESS PANEL. 7)PROVIDE WITH 8-12"NICKEL BRONZE TOP,6"SUMP,ALUMINUM DOME BOTTOM STRAINER,HALF GRATE. WET RABBIT LLC TANKLESS GAS FIRED WATER HEATER SCHEDULE 3213 W.WHEELER ST#750 TAG LOCATION MANUFACTURER/MODEL FLOW TEMP INPUT EFFAFUE GAS MIN GAS CW HW COMB VENT DIMENSIONS OPERATING NOTES SEATTLE,WA98199 RATE SETTING CAPACITY (NOTE 1) RUNOUT PRESSURE INLET OUTLET INLET OUTLET MCA MOP VOLTAGEIPHASE a-VI iT) WEIGHT 206-284-8200 GPM F MBH IN IN WC IN IN IN IN AMPS AMPS to INANAN LBS TWH-1 EQUIPMENT ROOM 102 TAKAGI ITK-54OP-NIH 10 140 199 93 3/4 3.5 1 1 4 4 4 10 12011 27xl9xl2 80 1 TWH-2 EQUIPMENT ROOM 102 TAKAGI I TKSIOP-NIH 10 140 199 93 314 3.5 1 1 4 4 4 10 12011 27xl9xl2 80 1 caxsuLTaNr TWH-3 EQUIPMENT ROOM 102 TAKAGIITK54OP-NIH 10 140 199 93 314 3.5 1 1 4 4 4 10 12011 27xl9xl2 80 1 METRD( TWHA EQUIPMENT ROOM 102 TAKAGI ITK-54OP-NIH 10 140 199 93 314 3.5 1 1 4 4 4 10 12011 27xl9xl2 80 1 E N G I N E E R S wwILLWMSNVEa aRS336281] NOTES: RENTON.wnaeosT »T,w.mw�..aa.Wm 1)PROVIDE WITH CONDENSATE NEUTRALIZER. PIPE INSULATION SCHEDULE SERVICE MATERIAL THICKNESS FIELD APPLIED JACKET VAPOR RETARDER REQUIRED MINERAL-FIBER WITH JACKET.PROVIDE DOMESTIC COLD WATER AND CONDENSATE DRAINS CLOSED-CELL ELASTOMERIC INSULATION ON ALL ALL SIZES:12' NONE YES METAL CONDENSATE PIPES. DOMESTIC HOT WATER MINERAL-FIBER WITH JACKET. RUNOUTS:12";12"-1-1/4' NONE YES PIPE:1' DOMESTIC HOT WATER AND RECIRCULATED HOT WATER. MINERAL-FIBER WITH JACKET. RUNOUTS:1/2";12"-1-1/4' NONE YES OPERATING TEMPERATURE:105 TO 140 DEG F. PIPE 1";1-UT-6`PIPE:1-12" EXPOSED SANITARY DRAINS AND DOMESTIC WATER •LAV-GUARD"AS MANUFACTURED BY TRUEBRO WA P-TRAP AND SUPPLY COVERS NO SUPPLIES AND STOPS FOR FIXTURES FOR THE DISABLED PUMP SCHEDULE TAG SYSTEM LOCATION MANUFACTURER/MODEL FLOW HEAD FLUID DIMENSIONS OPERATING NOTES SERVED HP RPM VOLTAGEIPHASE (LzW�diT) WEIGHT GPM HP RPM V/0 INANxIN LBS CP-1 DOMESTIC HOT WATER EQUIPMENT ROOM ARMSTRONG/ASTRQ22B 2 4 WATER 1/6 - 120/1 6xw' 10 - FLAG NOTES: ROUTE HOT WATER AND COLD WATER THROUGH ASSE 1071 COMPLIANT THERMOSTATIC MIXING VALVE FOR EMERGENCY SHOWER/EYEWASH. EXTEND 2-12"NPCW TO CAR WASH EQUIPMENT AS INDICATED ON MACNEIL MANUFACTURER'S EQUIPMENT DRAWINGS. EXTEND 1-1/4"NPHW TO CAR WASH EQUIPMENT AS INDICATED ON COLD WATER MACNEIL MANUFACTURER'S EQUIPMENT DRAWINGS. SUPPLY CP-1 J CAP FOR FUTURE ssx BOOSTER PUMP a HOOKUP O BACKFLOW 0 OF W� PREVENTER—�\ N41V _ zs T CAP FOR FUTURE s q O(C�'~ , z BOOSTER PUMP a - ION Z \\ HOOKUP I q�40508 l`AIR GAP s IS70NAL�- I I I 1 I 1 I I PIPETODRAIN SERVICE WET RABBIT- TWH-3 TWH-2 TWH-1 BACKFLOW VALVE HB-1 HB-1 TWH-a HB-i S_3 EYE WASH LAV-1 TP-1 WC-1 8-1 HB-1 REFRIGERATOR ARLINGTON SERVICE BOX ONNECT 2-12"CW TO 2-12'DOMESTIC WATER SERVICE FROM METER ISSUED/REVISED DATE PERMITBID SET 05.09.24 727 DOMESTIC WATER ENTRANCE DETAIL DOMESTIC WATER RISER DIAGRAM Pi.02 P1.02 PERMIT/BID SET 05.09.24 PLUMBING SCHEDULES& RISER DIAGRAM P1 .02 z z s e t e s m + w FLAG NOTES: ROUTE TRENCH DRAIN TO MUD TANK RECLAIM SIDE OF THE CONVEYER TRENCH x SDH Architect 2242 NW RESERVE CAMP CT BEND,OR 97703 206.369.8881 41YIER 1 T 3 4 5 6,. 6 I I I I I I WET RABBIT I 3213 W. 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I TO CONVEYER TRENCH I I 1-1/2'SCH 80 PVC I 4'PVC-CONVEYOR I 6'PVC TRENCH HYDRAULIC LINES I RECLAIM DISCHARGE I 1�3"PVC TRENCH DRAIN PROPORTIONATER DISCHARGE 2"SCHEDULE 80 PVC 1�3'PVC TRENCH DRAIN T' I 6'PVC LINE TO SEPARATOR I TO MUD TANK I LINE TO CONVEYER LINE TO CONVEYOR TRENCH BACKFLOW PREVENTER LINE TO CONVEYERt-� FROM RINSENYAX END OF TRENCH 3"PVC BLASTER DRAIN LINE TRENCH 2"V UP TANK OVERFLOW TO CONVEYER TRENCH \ I CONVEYOR TRENCH I v UP �� TO CONVEYER 3"PVC TRENCH DRAIN LINE a - TRENCH ---- --------- TO CONVEYER TRENCH ---- E B I��T �——— � -- L---- ----- _ — ----- �——�------- i ' _______= 7PVC DRAIN FROM ---------------- L LJ / / -- III i / 4'W UP 2 V UP UTILITY SINK AND EYE LLJ - II UP III L— / _- WASH&SHOWER —- I I 2'PVC DRAIN FROM AIR DRYER �47 L-I fl T \ AND COMPRESSOR DRAIN I IIII I I I I ITTWUP UP TO EQUIPMENT 3'W UP TO EQUIPMENT 3'W UP TO EQUIPMENT / —= IIII I I ROOM TRENCH DRAIN ROOM TRENCH DRAIN ROOM TRENCH DRAIN — r 3'W UP TO STORAGE/VAC= —— __ ROOM TRENCH DRAIN �� rH e��l III — WUPTaF z. �.,� --_ 2"V UP --- -----II == _—_ -- — --®— o -- T 1 — — u CJ------- UP TO FCO� J r ,,—UP — _ L-- UP TOF ___ IF --J TO FCO CONNECT 6'PVC TRENCH 1-112'SCH 80 PVC I o / RE-CIRCULATION LINE I CONNECT 4"W RECLAIM DISCHARGE TO / TO 2ND COMPARTMENT CONNECT 4"W TO I - 4'SANITARY SEWER-----,", MUD TANK.(LE.=125.07) RE-CIRCULATION A PVC 4'SANITARY SEWER —I / CONNECT 2'V TO (I.E.=12628) OF 2ND TANKIOZONE (LIE=124-76) LL—� RE-CIRCULATION LINE 2"V. 1-112'SCH 80 PVC TO 1ST COMPARTMENT UNDERFLOW LINE OF 3RD TANKIOZONE TO MUD TANK 3"SCH 80 PVC RECLAIM SUCTION LINE#1 3"SCH 80 PVC RECLAIM SUCTION LINE#2 I I I I 0 0 I I s� I c 0 O 0 0 0 0 W'I N z I �p. L ;0�pF4'SO8�0 G15TEp' �_ 0 0 0 0 Al- - EEO /ZS 2,1 MUD TANK RECLAIM TANK RECLAIM TANK RECLAIM TANK OIL WATER SEPARATOR WET RABBIT- ARLINGTON ISSUED I REVISED DATE PERMIT/BID SET 05.09.24 PERMIT COMMENTS 1 07.25.24 PI I UNDERGROUND PLUMBING PLAN m PERMIT COMMENTS 1 07.25.24 UNDERGROUND PLUMBING PLAN P2.00 FLAG NOTES: FLOOR CLEANOUTS SHALL BE TRAFFIC RATED. ROUTE 1-1/4'CW TO WATER HEATER(TWH-4).PROVIDE HW la CIRCULATINGSYSTEM TO LAVATORY AND SINK.PROVIDE la CIRCULATING PUMP AND INSTALL IN ACCORDANCE WITH eat MANUFACTURER'S INSTRUCTIONS.ROUTE HOT WATER AND COLD WATER THROUGH ASSE 1071 COMPLIANT THERMOSTATIC MIXING VALVE FOR EMERGENCY SHOWER/EYEWASH.SET DISCHARGE TEMPERATURE TO 75F IN ACCORDANCE WITH ANSI Z358.1 STANDARD. x ROUTE 2'CW TO REDUCED PRESSURE BACKFLOW PREVENTER (WATTS 909 OR EQUAL).EXTEND 1-1/4'NPCW TO TANKLESS, GAS-FIRED WATER HEATERS.EXTEND 2-1/2'NPCW TO CAR WASH EQUIPMENT AS INDICATED ON MACNEIL MANUFACTURER'S EQUIPMENT DRAWINGS. SDH Architect F4--> EXTEND 1-1/4'NPHW TO CAR WASH EQUIPMENTAS INDICATED ON 2242 NW RESERVE CAMP CT T BEND,OR 97703 REFER TO DETAIL 1 ON SHEET P1.02 FOR DOMESTIC WATER ENTRANC 206.369.8881 DETAIL. EXTEND 1/2"COLD WATER CONNECTION TO REFRIGERATOR COL -ER WATER SERVICE BOX. D WET RABBIT LLC 3213 W.WHEELER ST#750 SEATTLE,WA 98199 206-284-8200 l' J 3' 4 1 5 6 1 DxaDL.aRT METRIX E N G I N E E R S I 17"'A RAll77 F I I I I u u a 0 I I I I I E _ / 2'VDN HS1 WC-1 TP-1 LAV-1 YV DN FS-1 FS-1 HB-1 2'V DN� H�1 2'VTR ®1 2"VTR, 1 YVTR __ _ 1 a 1 4 II J I 1 I 3 L_ _ \`\ S7 H-3 1lLY __ __ • - — Nmv - SPCV FS-1 5 1 2"VTR -- �FCO a 1 91 + T o / C — O 2"V IN TWH-2 TWH-1 FS-1 CP-1 S=3 FD-1 HB 1 2'V DN 0 Ll FS-1 OFCO O O OFCO I I CONNECT 2'CW TO 2"DOMESTIC WATER 2'DOMESTIC WATER /// SERVICE FROM METER sEu SERVICE(UNDERGROUND) c SEE C IVIL PLANS FOR ADDITONAL INFORMATION O LO�OF W� I �f A� • �'a a F o N 2 S s7orvai.Ec�' WET RABBIT- ARLINGTON D ISSUED/REVISED DATE PERMIT/BID SET 05.09.24 PERMIT COMMENTS 1 07.25.24 n PLUMBING FLOOR PLAN m P2.01 SCALE=114"=1' PERMIT COMMENTS 1 07.25.24 PLUMBING FLOOR PLAN P2.01 c1 cs FLAG NOTES: PROVIDE4-x4'SCUPPER OPENING AT BOTTOM OF HIGH ROOF LEVEL FOR PRIMARY ROOF DRAINAGE(SERVES UP TO 18,400 SF ROOF AREA). x � PROVIDE 4'x4'SCUPPER OPENING AT 4'ABOVE BOTTOM SDH Architect OF HIGH ROOF LEVEL FOR SECONDARY DRAINAGE (SERVES UP TO 18,400 SF ROOF AREA). 4 PROVIDE 4'x4'SCUPPER OPENING AT BOTTOM OF LOW 00 SF ROOF LEVEL TO MINIMUM 10-W COLLECTOR HEAD WITH MINIMUM 3'DIAMETER OR 3'x3'VERTICAL DRAIN(SERVES SDH Architect — UP TO 8,800 SF ROOF AREA.CONNECT TO STORM DRAIN PROVIDED BY CIVIL CONTRACTOR. 2242,O RESERVE CAMP CT C-A BEND,OR 97703 PROVIDE4'x4'SCUPPER OPENING AT 4'ABOVE BOTTOM 206.369.8881 OF LOW ROOF LEVEL FOR SECONDARY DRAINAGE(SERVES UP TO 18,400 SF ROOF AREA. C-B — G - WET RABBIT LLC 3213 W.WHEELER ST#750 SEATTLE,WA 98199 206-284-8200 2 PLUMBING ROOF PLAN -PAY STATION `°-INT P2.02 SCALE=1/4'=1' METRIX E N G I N E E R S _Ton,WAsaos� 1 2 3 4 5 6 I A ------------ - --—--------------------------------------- --------------------------------- - - - WALL:58 FT x 1.5 FT-87 SF T WALL:60 FT x 1.5 FT=90 SIF — I I \ I E I \ I I I w I x I ROOF AREA 1318 SF+(90 SF•0.5)+((120 SF-90 SF)`0.5)+((22 FT+60 FT)•1.5FT'0.35)+(22 FT'(5.5 FT-1.5 FT)`0.5)=1465 SF w ROOF AREA I 3 1275 SF+(87 SF'0.5)+((116 SF-87 SF)'0.5)+((58 FT+22 FT)•1.5FT'0.35)+(58 FT'(2 FT-1.5 I I I / I I I I I / I �u 1355E I ` WALL-58 i FT 2FT-446 SF- - -- —L — — - QQ WALL:36 FT x 3.5 Fr 126 SF 2-VTR I I WALL 47 FT x 3.5 FT=164.5 SF i 2'GVTR� WALL:31 FT x 3.5 FT-108.5 SF 2 1 WALL 16 FT x 7.5 FT=120 SIF I" � - LL 2-GVTR I ri I� R FAREA 2'VfR ROOF AREA i ROOF AREA LL (� 383SFs(t44-SF•0.5)+(44 SF'0.5)=477 SF LL I ILL O 505 SF+(164 SF'0.5)+((188 SF-164 SF)'0.5)+((47 FT+11 FT)'4 FT'0.35)=6805F I SMSF+(188SF•0.5)+((228SF-188SF)'0.S)+((47SF+11SF)'4FT•0.35)+(47FT-(4.85FT-4FT)•0.5)=720SF z• � I o � Q\ Li 3 3 6805E 1GVTR I 2320 sE•a WALL:36 Fix4 1=144 SF -J L WALL:47 FT x4 Fr 188 SF I WALL:47 FTx4 FT=188 SF ------------- _--------------- O _ o C - 'yam w�� 4 Q q v�i 2 POw�PG40SO8 �SS10NALB ?/25 I I I I I WET RABBIT- ARLINGTON ISSUED/REVISED DATE PERMIT/BID SET 05.09.24 PERMIT COMMENTS 1 07.25.24 PLUMBING ROOF PLAN P2Az SCALE=1/4'=1 PERMIT COMMENTS I 07.25.24 PLUMBING ROOF PLAN P2.02 a a • s a e s +a " 10 oEsir�unwnEcr GENERAL NOTES: 1. GAS METER BY PSE,GAS REGULATOR BY GENERAL CONTRACTOR.GENERAL CONTRACTOR SHALL COORDINATE ALL GAS METER INSTALLATION REQUIREMENTS WITH PSE. x SDH Architect 2242 NW RESERVE CAMP CT BEND,OR 97703 206.369.8881 ob RABBIT WET RABBIT LLC 1 2 3 4 5 g 3213 W.WHEELER ST#750 SEATTLE,WA 98199 206-284-8200 cp-INT METRIX E N G I N E E R S �ra:oN. II I II u u I I I I I I i I I I E 3/4'MPG CAPPED FOR FUTURE TORPEDO �� OR FUTURE TORPEDO HEATER(150 MBH) HEATER(150 MBH) 3/4"MPG 1"MPG 1'MPG 1'MPG (150 MBH) 3/4'MPG_ H) (1096 MBH (1246 MBH) (150 MBH)-- wG IPG IPG IPG. IPG If6 1'MPG (796 MBH) - 2'GAS VTR—�--- MPG — �(597 MBH) GAS METER 3/4-MPG(TVP4) [AHU-1 \ TOTAL BUILD NG LOAD=1 2146 MBH (199 MBH) TOTAL DEVELOPED LENGTH=20V p 2-GAS VTR —- - Y q (TYP4) • a I O Ll E _ TWH-2 H-1 TWH-0 ( c O W� O OF 0 vi q Ppw�,QFG�BOB� `SS/p1VALB� WET RABBIT- ARLINGTON p ISSUED/REVISED DATE PERMIT/BID SET 05.09.24 PERMIT COMMENTS 1 07.25.24 GAS PIPING PLAN PIPING PLAN PLAN m P3.01 SCALE=114"=1' PERMIT COMMENTS 1 07.25.24 GAS PIPING PLAN P3.01 Architect REFERENCE SYMBOLS POWER SYMBOLS ABBREVIATIONS: ELECTRICAL GENERAL NOTES: ' NEW ELECTRICAL WORK 4 JUNCTION BOX 1P 1 POLE(2P,3P,4P,ETC.) MAX MAXIMUM GENERAL: MAG.S MAGNETIC STARTER A AMPERE M/C MOMENTARY CONTACT 1. COORDINATE ELECTRICAL WORK WITH MECHANICAL,ARCHITECTURAL,STRUCTURAL, SDH Architect EXISTING ELECTRICAL WORK c JUNCTION BOX CEILING AC ABOVE COUNTER MC MECHANICAL CONTRACTOR CIVIL AND LANDSCAPE WORK SHOWN ON OTHER CONTRACT DOCUMENTS.PROVIDE 2242 NW RESERVE CAMP CT ACLG ABOVE CEILING MCB MAIN CIRCUIT BREAKER ADDITIONAL OFFSETS FOR COORDINATED INSTALLATION WHERE REQUIRED. A,I11,, BEND,OR 97703 ADO AUTOMATIC DOOR OPENER MCC MOTOR CONTROL CENTER ------- ENLARGED PLAN BORDER yy DUPLEX RECEPTACLE CEILING qF AMP FRAME MDC MAIN DISTRIBUTION CENTER 2 FIELD COORDINATE FINAL MECHANICAL AND EQUIPMENT LOCATIONS ALONG WITH 2O6.369.8881 CONNECTION REQUIREMENTS AND CONTROL WIRING PRIOR TO ROUGH-IN. AFF ABOVE FINISHED FLOOR MDP MAIN DISTRIBUTION PANEL AEG ABOVE FINISHED GRADE MFR MANUFACTURER 3. CONTRACTOR IS RESPONSIBLE FOR PROVIDE ALL LINE VOLTAGE CIRCUITING AND MATCHLINE ® DUPLEX RECEPTACLE FLOOR AFI ARC FAULT CIRCUIT INTERRUPTER MFS MAIN FUSED DISCONNECT SW CONNECTIONS TO MECHANICAL EQUIPMENT,PACKAGED UNITS,CONTROL PANELS, MNER AHU AIR HANDLING UNIT MH MANHOLE MOTOR STARTERS,MOTOR CONTROLLERS,VARIABLE FREQUENCY DRIVES AND AL ALUMINUM MIC MICROPHONE SIMILAR EQUIPMENT.COORDINATE ADDITIONAL REQUIREMENTS WITH CONTROLS DUPLEX RECEPTACLE WALL ALT ALTERNATE MIN MINIMUM CONTRACTOR. ITEM TO BE REMOVED AMP AMPERE MISC MISCELLANEOUS XX"=MOUNTING HEIGHT G=GROUND FAULT CIRCUIT INTERRUPTER AMPL AMPLIFIER MLO MAIN LUGS ONLY 4. COORDINATE EQUIPMENT CONNECTIONS WITH MANUFACTURERS'CERTIFIED J ANNUN ANNUNCIATOR MMS MANUAL MOTOR STARTER DRAWINGS. WP=WEATHERPROOF APPROX APPROXIMATELY MOA MULTIOUTLET ASSEMBLY AREA NOT IN CONTRACT C=CONTROLLED AQ-STAT AQUASTAT MSP MOTOR STARTER PANELBOARD 5. COORDINATE ELECTRICAL,COMMUNICATIONS,AND ELECTRONIC SAFETY AND ARCH ARCHITECT,ARCHITECTURAL MSBD MAIN SWITCHBOARD SECURITY WORK PRIOR TO INSTALLATION.EQUIPMENT ACCESS TAKES PRECEDENCE AS AMP SWITCH MT MOUNT OVER CONDUIT FOR AVAILABLE SPACE. AT AMP TRIP MT.0 EMPTY CONDUIT 6. WHERE USED,THE TERM"PROVIDE-SHALL MEAN"FURNISH AND INSTALL-. �� ® FOURPLEX RECEPTACLE FLOOR ATS AUTOMATIC TRANSFER SWITCH MTS MANUAL TRANSFER SWITCH AUTO AUTOMATIC MTR MOTOR,MOTORIZED 7. PROVIDE CONDUCTORS OPERATING AT 50 VOLTS OR GREATER IN RACEWAY.PROVIDE MATCHLINEARROW WET RABBIT LLC AUX AUXILIARY N.C. NORMALLY CLOSED METAL RACEWAY WITHIN THE STRUCTURE ABOVE THE FLOOR SLAB.PROVIDE PVC ffi AV AUDIOVISUAL NEC NATIONAL ELECTRICAL CODE 3213 W.WHEELER ST#750 tt FOURPLEX RECEPTACLE WALL AWG AMERICAN WIRE GAUGE NEMA NATIONAL ELECTRICAL RACEWAY BELOW THE FLOOR SLAB AND UNDERGROUND RACEWAY OUTSIDE THE STRUCTURE. SEATTLE,WA 98199 MANUFACTURER'S ASSOCIATION 206-284-8200 ID TRANSFORMER GATT BATTERY NIC NON(FUSED SAFETY DISCONNECT SWITCH 8. CONDUIT AND WIRE IS NOT PERMITTED TO BE INSTALLED BELOW FLOOR SLAB UNLESS BD BOARD NIC NOT IN CONTRACT INDICATED ON PLAN BY DASHED CONDUIT. 1 SECTION IDENTIFIER BLDG BUILDING NL NIGHT LIGHT E-001 b SAFETY DISCONNECT SWITCH(FUSED) BMS BUILDING MANAGEMENT SYSTEM N.O. NORMALLY OPEN 9. LEAVE THE SITE CLEAN AND READY FOR OCCUPANCY.REMOVE DIRT,DEBRIS,EMPTY NPF NORMAL POWER FACTOR CARTONS,TOOLS,CONDUIT AND WIRE SCRAPS AND MISCELLANEOUS SPARE C CONDUIT NTS NOT TO SCALE EQUIPMENT AND MATERIALS USED IN THIS DIVISION OF THE WORK DURING METRIC 6 C PANELBOARD CAB CABINET CONSTRUCTION.COMPONENTS SHALL BE FREE OF DUST,GRIT AND FOREIGN CAT CATALOG OH OVERHEAD MATERIALS AND LEFT AS NEW BEFORE FINAL ACCEPTANCE OF WORK. 1 CAN CIRCUIT BREAKER CABLE TELEVISION OL OVERLOADS D CBETAIL OR DRAWING IDENTIFIER ® EQUIPMENT CONNECTION.REFER TO 10. PERFORM WORK TO COMPLY WITH THE STANDARD PRACTICES FOR GOOD E N G N E E R E-001 MOTOR AND EQUIPMENT SCHEDULE FOR CCTV CLOSED PUBLISHED BY NATIONAL ELECTRICAL CONTRACTORS ASSOCIATION CLOSED CIRCUIT TELEVISION PA PUBLIC ADDRESS NECA.COMPLY WITH THE LATEST ENFORCED EDITION OF THE NATIONAL ELECTRICAL RExrox wn9xasEl REQUIREMENTS CCT CIRCUIT PB PULL BOX OR PUSHBUTTON ( ) .mam Q x 1 REVISION TAG CLG CEILING PE PNEUMATIC ELECTRIC CODE(NEC),LOCAL CODES,AMENDMENTS,AND ORDINANCES. E COMB COMBINATION PED PEDESTAL 11. PERFORM ELECTRICAL WORK UNDER THE SUPERVISION OF A LICENSED ELECTRICIAN. CMPR COMPRESSOR PF POWER FACTOR PROCURE PERMITS AND LICENSES AND PAY FEES ASSOCIATED WITH THIS WORK. AHU-XXX EQUIPMENT IDENTIFIER CONN CONNECTION PH PHASE CONST CONSTRUCTION PIV POST INDICATING VALVE 12. CONTRACTOR IS RESPONSIBLE FOR SUBMITTING ALL DOCUMENTATION REQUIRED TO CONT CONTINUATION OR CONTINUOUS PNL PANEL CITY OF ARLINGTON FOR PERMITTING.COORDINATE WITH ENGINEER FOR ANY 1� SHEET NOTE LIGHTING SYMBOLS CONVR CONVECTOR CONTRACTOR PR PAIpp RER POLE ADDITIONAL DOCUMENTATION. CP CIRCULATING PUMP PRI PRIMARY 13. PROVIDE NEW,COMMERCIAL GRADE MATERIALS FURNISHED FOR THIS PROJECTTHAT CRT CATHODE-RAY TUBE PROJ PROJECTION ARE FREE OF DEFECTS,AND LISTED BY A NATIONALLY RECOGNIZED TESTING $D DIMMER SWITCH CT CURRENTTRANSFORMER PRV POWER ROOF VENTILATOR LABORATORY UNO. CTR CENTER PT POTENTIAL TRANSFORMER RACEWAY SYMBOLS CU COPPER PVC POLYVINYL CHLORIDE(CONDUIT) 14. CONTRACTOR IS RESPONSIBLE FOR WIRING ELECTRICAL ITEMS SHOWN ON DRAWINGS. $K KEYED SWITCH PAR POWER DCP DOMESTIC WATER CIRCULATING PUMP 15. PROVIDE 4"MINIMUM CONCRETE BASES(HOUSEKEEPING PADS)UNDER FLOOR ® OCCUPANCY SENSOR CEILING DEPT DEPARTMENT CLAN QUANTITY MOUNTED ELECTRICAL EQUIPMENT.THIS INCLUDES,BUT IS NOT LIMITED TO CONDUIT IN CEILING OR WALL DET DETAIL SWITCHBOARDS,TRANSFORMERS,AND MOTOR CONTROL CENTERS.COMPLY WITH DIA DIAMETER RCPT RECEPTACLE REQUIREMENTS FOR EQUIPMENT BASES AND FOUNDATIONS SPECIFIED IN DIVISION 03. T OCCUPANCY SENSOR WALL DISC DISCONNECT READ REQUIRED 16. COORDINATE ATTACHMENTS TO STRUCTURE TO VERIFY THAT ATTACHMENT POINTS CONDUIT IN FLOOR OR BELOW GRADE DST DISTRIBUTION RM ROOM DN DOWN RSC RIGID STETOP UNIT CONDUIT ON EQUIPMENT AND STRUCTURE CAN ACCEPT SEISMIC,WEIGHT,AND OTHER LOADS $ SINGLE POLE SWITCH DPR DAMPER RTU ROOF TOP UNIT IMPOSED. 1 02/1,3,5 DS SAFETY DISCONNECT SWITCH 7. MAINTAIN INDICATED FIRE AND SMOKE RATING OF WALLS,PARTITIONS,CEILINGS,AND $9 THREE-WAY SWITCH DT DOUBLE THROW SC SURFACE CONDUIT FLOORS AT ELECTRICAL PENETRATIONS.SAL PENETRATIONS WITH FIRESTOP HOME RUN TO BRANCH CIRCUIT PANELBOARD DWG DRAWING SEC SECONDARYSHT SHEET MATERIAL.PROVIDE MATERIAL IN ACCORDANCE WITH A E 814 AND ILL 1479 3M OR $4 EC ELECTRICAL CONTRACTOR SIM SIMILAR APPROVED.COMPLY WITH REQUIREMENTS SPECIFIED INN DIVISION 07. FOUR-WAY SWITCH ELEC ELECTRIC,ELECTRICAL S/N SOLID NEUTRAL 18. PROVIDE FIREBLOCKING AND DRAFT STOPPING AT ELECTRICAL PENETRATIONS IN CABLE TRAY-LADDER TYPE ELEV ELEVATOR SPEC SPECIFICATION COMBUSTIBLE CONCEALED SPACES PER THE INTERNATIONAL BUILDING CODE. $05 OCCUPANCY SENSOR SWITCH ELU EMERGENCY LIGHTING UNIT SPKR SPEAKER EM EMERGENCY SP SPARE 19. REFER TO TYPICAL DETAILS PROVIDED IN THIS DRAWING SET FOR EQUIPMENT EMS ENERGY MANAGEMENT SYSTEM SR SURFACE RACEWAY INSTALLATION.CONTRACTOR IS RESPONSIBLE FOR CONFORMANCE WITH DETAILS. EXIT SIGN EMT ELECTRICAL METALLIC TUBING SS STAINLESS STEEL EP ELECTRIC PNEUMATIC SSW SELECTOR SWITCH 20. LOCATIONS AND SIZES OF FLOOR,WALL,AND ROOF OPENINGS SHALL BE DIAGRAM SYMBOLS Z DOUBLE-SIDED EXIT SIGN EQUIP EQUIPMENT S/S STOP/START PUSHBUTTONS COORDINATED WITH OTHER TRADES INVOLVED.INCLUDE IN THE COST OF ELECTRICAL EWC ELECTRIC WATER COOLER STA STATION WORK,CUTTING,CORING,PATCHING AND PAINTING OF EXISTING WALLS,CEILINGS, ® SINGLE-SIDED EXIT SIGN EXIST EXISTING STD STANDARD FLOORS AND ROOFS AS REQUIRED TO ACCOMMODATE WORK AS INDICATED IN THE o` EXH EXHAUST SURF SURFACE MOUNTED ELECTRICAL CONTRACT DOCUMENTS,UNLESS SPECIFICALLY SHOWN ON J\ CIRCUITBREAKER EXP EXPLOSION PROOF SW SWITCH ARCHITECTURAL DRAWINGS. LINEAR FIXTURE SWBD SWITCHBOARD o FA FIRE ALARM SYM SYMMETRICAL 21. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE SAFEKEEPING OF THEIR OWN FABP FIRE ALARM BOOSTER POWER SYS SYSTEM PROPERTY ON THE JOB SITE.OWNER ASSUMES NO RESPONSIBILITY FOR PROTECTION iX4 LUMINAIRE FACP FIRE ALARM CONTROL PANEL OF PROPERTIES AGAINST FIRE,THEFT AND ENVIRONMENTAL CONDITIONS. OGROUND FAULT RELAY FCU FAN COIL UNIT TEL TELEPHONE 22. CLEAN THE JOB SITE DAILY AND REMOVE FROM THE PREMISES ANY DIRT AND DEBRIS El 2X2 LUMINAIRE FIXT FIXTURE TELIDATA TELEPHONE/DATA CAUSE BY THE PERFORMANCE OF THE WORK INCLUDED IN THIS CONTRACT.BEFORE FLR FLOOR TERM TERMINAL SUBSTANTIAL COMPLETION,CLEAN EQUIPMENT,FIXTURES,EXPOSED CONDUIT AND D O METER ® FLUOR FLUORESCENT TL TWIST LOCK SIMILAR ITEMS. 2X4 LUMINAIRE FU FUSE TR TAMPER RESISTANT FUDS FUSED SAFETY DISCONNECT SWITCH T-STAT THERMOSTAT 23. PROVIDE EQUIPMENT THAT FITS INTO THE SPACE ALLOTTED AND ALLOWS ADEQUATE Y<J.'Lu TRANSFORMER TTC TELEPHONE TERMINAL CABINET ACCEPTABLE CLEARANCE FOR INSTALLATION,REPLACEMENT,ENTRY,SERVICING AND Q rym O ROUND CAN LUMINAIRE GA GAUGE N TELEVISION MAINTENANCE.COORDINATE WITH OTHER TRADES TO ENSURE NO CONFLICT WITH GAL GALLON TVTC TELEVISION TERMINAL CABINET REQUIRED CLEARANCES. ® PHOTOCELL GALV GALVANIZED TYP TYPICAL 1 GROUND GC GENERAL CONTRACTOR 24. BUILDING SPACE IS LIMITED.STRONG ATTENTION TO DETAIL AND CARE MUST BE GEN GENERATOR UC UNDER COUNTER TAKEN WHEN DEVELOPING SHOP DRAWING$O ROUTING IS COORDINATED WITH GFI GROUND FAULT CIRCUIT INTERRUPTER UE UNDERGROUND ELECTRICAL OTHER DISCIPLINES. �M•P� 3 COMMUNICATION SYMBOLS GFP GROUND FAULT PROTECTOR UG UNDERGROUND CURRENT TRANSFORMER GND GROUND UH UNIT HEATER 25. MATERIALS WITHIN PLENUMS SHALL BE NONCOMBUSTIBLE OR SHALL HAVE A FLAME GRS GALVANIZED RIGID STEEL(CONDUIT) UNO UNLESS NOTED OTHERWISE SPREAD INDEX OF NOT MORE THAN 25 AND A SMOKE-DEVELOPED INDEX OF NOT MORE UTLET GYP BD GYPSUM BOARD UT UNDERGROUND TELEPHONE THAN 50 WHEN TESTED IN ACCORDANCE WITH ASTM E 84 OR UL 723. �# #AINDICCATES DROP COUNT UTIL UTILITY EXISTING ELECTRICAL: ® SURGE PROTECTIVE DEVICE HOA HANDS-OFF-AUTOMATIC SWITCH UV ULTRAVIOLET p100366,4ep HORIZ HORIZONTAL 1. WORK SHALL BE PERFORMED IN A CLEAN AND WORKMANLIKE MANNER.CARE SHALL �d3llsm" ® DATA OUTLET FLOOR HP HORSEPOWER V VOLT BE EXERCISED TO MINIMIZE ANY INCONVENIENCE OR DISTURBANCE TO OTHER AREAS IQNA1,TRANSIENT VOLTAGE SURGE SUPPRESSOR ® HPF HIGH POWER FACTOR VA VOLT-AMPERES OF THE BUILDING WHICH ARE TO REMAIN IN OPERATION.ISOLATE WORK AREAS BY HT HEIGHT VDT VIDEO DISPLAY TERMINAL (>11 VERT VERTICAL MEANS OF TEMPORARY PARTITIONS AND/OR TARPS TO KEEP DUST AND DIRT WITHIN HTG HEATING V VOICE/DATA OUTLET THE CONSTRUCTION AREA. HTR HEATER VFD VARIABLE FREQUENCY DRIVE Q\ VOL VOLUME 2. EXISTING MATERIALS THAT ARE REMOVED SHALL NOT BE REUSED IN NEW SYSTEMS, TRANSFER SWITCH HV HIGH VOLTAGE D o b ® VOICE/DATA OUTLET FLOOR HVAC HEATING,VENTILATING AND AIR EXCEPT WHERE INDICATED AS BEING RELOCATED. CONDITIONING W WATT XX.XKAIC FAULT CURRENT TAG W/ WITH 3. WHERE INDICATED,CONDUIT OR PORTIONS OF CONDUIT SHALL BE REUSED.REFER TO X WIRELESS ACCESS POINT C INTERRUPTING CAPACITY WG WIRE GUARD DRAWING PLANS FOR POINTS OF CONNECTIONS. IG ISOLATED GROUND WH WATER HEATER I IMC INTERMEDIATE METAL CONDUIT W/O WITHOUT 4. PROVIDE TEMPORARY SUPPORT OF EXISTING ELECTRICAL SYSTEMS WHERE CLOCK/INTERCOM SPEAKER INCAND INCANDESCENT WP WEATHERPROOF REQUIRED BY DEMOLITION OR ALTERATION OF EXISTING STRUCTURE DURING FUSED SWITCH Y IR INFRARED CONSTRUCTION.COORDINATE WITH GENERAL CONTRACTOR AND PROVIDE ALL I/W INTERLOCKWITH XFMR TRANSFORMER NECESSARY CONDUIT AND EQUIPMENT SUPPORTS AND HANGERS TO MAINTAIN (�8 SPEAKER,ROUGH-IN ONLY.PROVIDE XFR TRANSFER INTEGRITY,SAFETY AND PROPER OPERATION OF EXISTING ELECTRICAL SYSTEMS FOR VC AND BACK BOX TO EACH J-BOX JUNCTION BOX THE DURATION OF THE WORK. SINGLE POLE SINGLE THROW SWITCH LOCATION. ANGLE DEMOLITION: / KV KILOVOLT @ AT ( KVA KILOVOLT-AMPERE ♦ DELTA 1. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE KVAR KILOVOLT-AMPERE REACTIVE FEET DEMOLITION/INSTALLATION OF ELECTRICAL SYSTEMS AND THOSE REQUIRING WETRABBIT - KW KILOWATT INCHES ELECTRICAL CONNECTIONS TO MAINTAIN NEC REQUIRED CLEARANCES,INCLUDED BY FUSE SECURITY SYMBOLS KWH KILOWATT HOUR 0 PHASE R NOT LIMITED TO AREAS ABOVE ACCESSIBLE CEILINGS. ARLINGTON LOC LOCATE OR LOCATION C CENTER LINE 2. COORDINATE WITH OTHER TRADES FOR PROPER DEMOLITION OF EQUIPMENT. CAMERA,ROUGH-IN ONLY. LT LIGHT P PLATE CONSULT THE DRAWINGS OF OTHER TRADES OR CRAFTS TO AVOID CONFLICTS WITH FIRE ALARM SYMBOLS GDP1"C BACK BOX TO EACH LOCATION.E LTG LIGHTING EQUIPMENT,ETC.RESOLVE CONFLICTS PRIOR TO ROUGH-IN AND AT NO ADDITIONAL LTNG LIGHTNING COST TO THE OWNER. LV LOW VOLTAGE HORN STROBE WALL CARD READER 3. TAKE CAUTION IN DEMOLITION OF ELECTRICAL EQUIPMENT. ISSUED/REVISED DATE 4 Yti' 4. CONTRACTOR SHALL REMOVE AND LEGALLY DISPOSE OF ALL CONDUIT AND PERMIT/BID SET 05.09.24 �,� EQUIPMENT INDICATED ON DRAWINGS INCLUDING ALL ASSOCIATED HANGERS, PERMIT COMMENTS 1 07.25.24 5- 1 HORN STROBE CEILING ® DOOR CONTACT WIREMOLD,WIRING,DEVICES,CONTROLS,AND APPURTENANCES ASSOCIATED WITH uv EACH PIECE OF EQUIPMENT. 4 PULL STATION UNDERCOUNTER PANIC 5. EXISTING CONTROL PATHWAYS MAY BE RE-USED.COORDINATE CONTROLS DEMO PUSHBUTTON WORK PRIOR TO DEMOLITION. 5 SPEAKER STROBE WALL 6. WHERE EXISTING ITEMS PENETRATE A WALL OR ROOF,CONTRACTOR SHALL PROVIDE i ELECTRIC STRIKE INFILL AT(E)PENETRATIONS THROUGH WALUROOF WITH LIKE MATERIALS.PATCH 8 ® REPAIR TO MATCH SURROUNDING SURFACES INCLUDING PAINT. SPEAKER STROBE CEILING IL.IY GLASS BREAK DETECTOR 7. CONTRACTOR SHALL PROVIDE TEMPORARY SUPPORT OF EXISTING ELECTRICAL ® EQUIPMENT WHERE REQUIRED BY DEMOLITION OR ALTERATION OF EXISTING I�y� STROBE WALL STRUCTURE DURING CONSTRUCTION.COORDINATE WITH GC AND PROVIDE TO- MAGNETIC LOCK NECESSARY SUPPORTS AND HANGERS TO MAINTAIN INTEGRITY,SAFETY AND PROPER ® OPERATION OF EXISTING ELECTRICAL SYSTEMS. F STROBE CEILING n MOTION DETECTOR WALL 8. THE OWNER HAS THE RIGHT TO RETAIN OWNERSHIP OF ANY MATERIALS BEING REMOVED.DELIVER ITEMS TO THE OWNER'S REPRESENTATIVE AS INDICATED IN THE CONTRACT DOCUMENTS.NOTIFY OWNER IN WRITING AT LEAST 7 DAYS IN ADVANCE OF PERMIT COMMENTS 1 07.25.24 ® MOTION DETECTOR CEILING DEMOLITION. ELECTRICAL 4 ADA PUSHBUTTON LEGEND AND NOTES 4 REQUEST TO EXIST CC 0.O 1 O ELECTRIC LOCK 1 E 3 d 5 e I B 9 10 II 10 DEGiGx MCHIIECi SPECIFICATIONS 5. OUTLET AND DEVICE BOXES: K. TAPS FOR TRANSFORMERS 25 KVA AND LARGER:NEMA ST 20. C. CAPACITIES AND CHARACTERISTICS: 260500 COMMON WORK RESULTS FOR ELECTRICAL a. INTERIOR SURFACE-MOUNTED IN UNFINISHED AREAS:ONE-PIECE PRESSED STEEL, L. INSULATION CLASS,30 KVA AND LARGER:220 DEG C,UL-COMPONENT-RECOGNIZED INSULATION SYSTEM WITH A 1. MCC ENCLOSURE AND ASSEMBLY: ELECTRO-GALVANIZED,SIZE AND DEPTH REQUIRED BY CODE,EXCEPT 4-INCH SQUARE OR 4-INCH MAXIMUM OF 150 DEG C RISE ABOVE 40 DEG C AMBIENT TEMPERATURE. A. SCOPE OF WORK OCTAGONAL MINIMUM. a. NOMINAL SYSTEM VOLTAGE:2771480 VAC. �\ M.LOW-SOUND-LEVEL REQUIREMENTS:MAXIMUM SOUND LEVELS WHEN FACTORY TESTED ACCORDING TO 1. COMPLY WITH THE GENERAL CONDITIONS OF THIS CONTRACT.THE REQUIREMENTS OF THIS b. INTERIOR FLUSH-MOUNTED:SAME AS ABOVE EXCEPT PROVED PLASTER RING EXTENSION TO IEEE C57.12.91,AS FOLLOWS: b. ENCLOSURE:NEMA 250,TYPE 1. SPECIFICATION ARE IN ADDITION TO THE REQUIREMENTS OF THE GENERAL CONDITIONS. FINISHED SURFACE, 1. 75 KVA:45 DB. 2. BUS: 2. UNLESS OTHERWISE NOTED,PROVIDE DEMOLITION OF EXISTING POWER RECEPTACLES,LIGHT 5. JUNCTION AND PULL BOXES FOR INTERIOR AREAS:STEEL,SCREW COVER,CODE GAUGE AND SIZE. 262413 SWITCHBOARDS a. HORIZONTAL BUS:COPPER. FIXTURES,RACEWAYS,WIRING,VOICE/DATA OUTLETS AND VOICE/DATA CABLING.DEMOLISH FIRE LARGE JUNCTION AND PULL BOXES SHALL BE FABRICATED SHEET STEEL WITH BAKED ENAMEL FINISH ALARM DEVICES AND WIRING WHERE IN CONFLICT WITH NEW WORK. AND RETURN FLANGE WITH SCREW RETAINED COVER. A. MANUFACTURERS: b. NEUTRAL BUS:FULL SIZE. SDH Architect x 3. PROVIDE ALL LABOR AND MATERIAL NECESSARY TO ACCOMPLISH THE WORK SPECIFIED HEREIN AND C.EXECUTION 1. SQUARE D. 6. MAIN DISCONNECT DEVICE: AS SHOW ON THE DRAWINGS. 1. GENERAL: 2. EATON. a. MAIN DISCONNECT:MCCB,UL 489. 4. COORDINATE WORK WITH ALL OTHER TRADES. a. COORDINATION:THE CONTRACTOR SHALL REVIEW ALL DRAWINGS,DETAILS,AND ELEVATIONS 3. GENERAL ELECTRIC. b. SPD:UL 1449,TYPE 2. 5. VISIT THE SITE AND VERIFY EXISTING CONDITIONS PRIOR TO SUBMITTING BID. PRIOR TO ROUGH-IN.WHERE EQUIPMENT IS FURNISHED BY OTHERS,THE CONTRACTOR SHALL SDH Architect REVIEW ALL DRAWINGS,DETAILS AND ELEVATIONS PRIOR TO ROUGH-IN.WHERE EQUIPMENT IS 4. SIEMENS. 7. INCLUDE MAGNETIC VARIABLE-FREQUENCY-CONTROLLERS,O AND HEAVY-DUTY CONTROLLER-MOUNS,REDUCED-VOLTAGE SOLID-STATE TED AUXILIARY DEVICES AS 2242 NW RESERVE CAMP CT 6. REMOVE ALL WASTE AND RUBBISH FROM THE SITE ON A DAILY BASIS. FURNISHED BY OTHERS.THE CONTRACTOR SHALL ASCERTAIN THE PROPER VOLTAGE,LOAD AND CONNECTION REQUIREMENTS PRIOR TO ROUGH-IN. 5. APPROVED. REQUIRED FOR EQUIPMENT DOWNSTREAM OF MOTOR CONTROL CENTER. BEND,OR 97703 B. WARRANTY:WORKMANSHIP AND MATERIALS SHALL BE GUARANTEED FOR A PERIOD OF ONE YEAR FROM B. SOURCE LIMITATIONS:OBTAIN SWITCHBOARDS,OVERCURRENT PROTECTIVE DEVICES,COMPONENTS,AND 262726 WIRING DEVICES 206.369.8881 THE DATE OF FINAL ACCEPTANCE BUY THE OWNER.PROVIDE ADDITIONAL WARRANTY FOR VOICE/DATA b.MATERIALS:ALL MATERIALS OF A SPECIFIC TYPE SHALL BE PROVIDED BY THE SAME MANUFACTURER SYSTEM AS NOTED ELSEWHERE. ACCESSORIES FROM SINGLE SOURCE FROM SINGLE MANUFACTURER. THROUGHOUT THE PROJECT. A. WIRING DEVICES C.REGULATIONS. C. ELECTRICAL COMPONENTS,DEVICES,AND ACCESSORIES:LISTED AND LABELED AS DEFINED IN NFPA 70,BY A 2. RACEWAYS:INSTALL RACEWAY TYPES AND SIZES AS LISTED BELOW; QUALIFIED TESTING AGENCY,AND MARKED FOR INTENDED LOCATION AND APPLICATION. 1. COLOR OF SWITCH HANDLES:WHITE IN COLOR. -ER 1. ELECTRICAL WORK SHALL COMPLY WITH THE FOLLOWING CODES AS PRESENTLY APPLICABLE: a. ELECTRICAL METALLIC TUBING(EMT)AND RIGID METAL CONDUIT(RMC):ALL INTERIOR AREAS.MAY D. COMPLY WITH NEMA PB 2. 2. RECEPTACLE FACES:WHITE IN COLOR. a. 2020 NATIONAL ELECTRIC CODE(NEC) BE USED FOR FEEDERS WITH INTEGRAL GREEN GROUND CONDUCTOR. E. COMPLY WITH NFPA 70. B. RECEPTACLES b. LOCAL AND STATE CODES AND REGULATIONS b. FLEXIBLE METALLIC CONDUIT:RECESSED FIXTURE CONNECTIONS,INTERIOR CONCEALED EQUIPMENT CONNECTIONS,EXPANSION JOINTS AND SOUND CONTROL.NOT TO BE USED FOR F. COMPLY WITH UL 891. 1. DUPLEX RECEPTACLES:COMMERCIAL-GRADE,20 AMPERE,125-VOLT,GROUND TYPE. 2. PERMITS:OBTAIN AND PAY FOR ALL REQUIRED PERMITS. EXPOSED INSTALLATIONS WITHIN THE FINISHED AREAS OF THE BUILDING. G.FRONT-CONNECTED,FRONT-ACCESSIBLE SWITCHBOARDS: 2. DOUBLE DUPLEX RECEPTACLES:COMMERCIAL-GRADE,20-AMPERE,125-VOLT,GROUNDED TYPE. D.SUBMITTAL AND SHOP DRAWINGS:PRIOR TO INSTALLATION,SUBMIT CATALOG DATA FOR ALL EQUIPMENT c. LIQUID-TIGHT FLEXIBLE METALLIC CONDUIT:EXPOSED INSTALLATIONS IN DAMPANET LOCATIONS. 1. MAIN DEVICES:PANEL MOUNTED. 3. GROUND FAULT INTERRUPTION RECEPTACLE:COMMERCIAL-GRADE 20-AMPERE,120-VOLT,CLASS A, G AND MATERIALS FOR REVIEW.SUBMIT SHOP DRAWINGS SHOWING COMPLETE TERMINAL-TO-TERMINAL d. MINIMUM RACEWAY SHALL BE INCH,EXCEPT FOR RACEWAYS WITH NO MORE THAN THREE#12 AWG 5-MILLIAMPERE SENSITIVITY.PROVIDE LOCKABLE WEATHERPROOF METAL COVER FOR ALL EXTERIOR WIRING FOR EACH SIGNAL AND COMMUNICATION SYSTEM. 2. BRANCH DEVICES:PANEL MOUNTED. CONDUCTORS WHICH MAY BE 1/21NCH. MOUNTED RECEPTACLES. E. OPERATIONS AND MAINTENANCE MANUALS:PROVIDE MAINTENANCE AND OPERATIONS DATA FOR ALL 3. AUXILIARY DEVICES:INDIVIDUALLY MOUNTED. ELECTRICAL EQUIPMENT AND SIGNAL AND COMMUNICATIONS SYSTEMS. e. POLYVINYL CHLORIDE(TYPE PVC)RACEWAYS:EXTERIOR UNDERGROUND.PROVIDE RIGID METAL B. SWITCHES WET RABBIT LLC CONDUIT FOR ALL SWEEPS. 4. SECTIONS REAR ALIGNED. 1. SINGLE-POLE SWITCHES:COMMERCIAL-GRADE,20 AMPERE,125-VOLT. 3213 W.WHEELER ST#750 F. RECORD DRAWINGS:CORRECTIONS AND CHANGES MADE DURING THE PROGRESS OF THE WORK SHALL NEMA 250 INSTALLATION: H. INDOOR ENCLOSURES:STEEL, ,TYPE 1. BE NEATLY RECORDED AS ACTUALLY INSTALLED FOR AS-BUILT RECORDS.SUBMIT TO THE ARCHITECT D. C.DEVICE PLATES:STAINLESS STEEL. SEATTLE,WA 98199 UPON PROJECT COMPLETION. 1. CONCEALMENT:ALL RACEWAYS SHALL BE CONCEALED IN FINISHED AREAS.WHERE EXISTING WALL I. ENCLOSURE FINISH FOR INDOOR UNITS:FACTORY-APPLIED FINISH IN MANUFACTURER'S STANDARD GRAY FINISH 2O6-284-8200 G.CERTIFICATES OF INSPECTION:SUBMIT SIGNED-OFF PERMITS FROM THE CODE ENFORCING AGENCIES TO SURFACES ARE INACCESSIBLE,SURFACE METAL RACEWAYS FOR THESE EXCEPTIONS MAY BE OVER A RUST-INHIBITING PRIMER ON TREATED METAL SURFACE. D.EXECUTION THE OWNER UPON PROJECT COMPLETION. PROVIDED WHEN APPROVED. J. BARRIERS:BETWEEN ADJACENT SWITCHBOARD SECTIONS. 1. GENERAL:INSTALL DEVICES LEVEL,PLUMB AND SQUARE WITH BUILDING LINES. H.PRODUCT LISTING OR LABELING:ALL ELECTRICAL EQUIPMENT SHALL BE LISTED AND LABELED BY 2. EXPOSED RACEWAYS.INSTALL EXPOSED RACEWAYS AS HIGH AS POSSIBLE,ABOVE DUCTWORK, K. INSULATION AND ISOLATION FOR MAIN BUS OF MAIN SECTION AND MAIN AND VERTICAL BUSES OF FEEDER 2. RECEPTACLE MOUNTING HEIGHT:+18 TO THE CENTERLINE OF THE BOX UNLESS OTHERWISE NOTED. PARALLEL OR AT RIGHT ANGLES TO BUILDING LINES. UNDERWRITERS LABORATORIES INC. SECTIONS.I. MATERIAL AND EQUIPMENT:ALL MATERIALS AND EQUIPMENT SHALL BE NEW UNLESS NOTED OTHERWISE. 3. EXPANSION AND EARTHQUAKE JOINTS.RACEWAYS SHALL NOT BE INSTALLED IN CONCRETE SLAB OR L. UTILITY METERING COMPARTMENT:BARRIER COMPARTMENT AND SECTION COMPLYING WITH UTILITY COMPANY'S E. SWITCHES:+qg TO THE CENTERLINE OF THE BOX. M ETRIX PROTECT ALL MATERIALS AND EQUIPMENT FROM DAMAGE OF CORROSION. WALL CONSTRUCTION WHEN PASSING THROUGH ON EXPANSION OR EARTHQUAKE JOINT. REQUIREMENTS;HINGED SEALABLE DOOR;BUSES PROVISIONED FOR MOUNTING UTILITY COMPANY'S CURRENT 262816 ENCLOSED SWITCHES AND CIRCUIT BREAKERS TRANSFORMERS AND POTENTIAL TRANSFORMERS OR POTENTIAL TAPS AS REQUIRED BY UTILITY COMPANY.IF E N G I N E E R J. CUTTING AND PATCHING:PROVIDE ALL REQUIRED CUTTING AND PATCHING FOR THE ELECTRICAL WORK. 4. ROUTING:ALL RACEWAYS SHALL BE INSTALLED PARALLEL OR AT RIGHT ANGLES TO THE BUILDING SEPARATE VERTICAL SECTION IS REQUIRED FOR UTILITY METERING,MATCH AND ALIGN WITH BASIC SWITCHBOARD. A. APPROVED MANUFACTURERS:SQUARE D,GENERAL ELECTRIC,EATON,OR SIEMENS. CONSTRUCTION UNLESS PROHIBITED BY A PHYSICAL OBSTRUCTION. PROVIDE SERVICE ENTRANCE LABEL AND NECESSARY APPLICABLE SERVICE ENTRANCE FEATURES. R-N,wnexG5l .mam x K. EXISTING CONDITIONS: B. SINGLE-PHASE MOTOR:MOTORS 1/3 HP OR LESS PROVIDE WITH TOGGLE-TYPE,20-AMP,120-VOLT RATING, 5. RACEWAY SUPPORTS:RACEWAYS SHALL BE SUPPORTED WITH HEAVY-DUTY,ONE-HOLE,PRESSED M.BUS TRANSITION AND INCOMING PULL SECTIONS:MATCHED AND ALIGNED WITH BASIC SWITCHBOARD. SPECIFICATION-GRADE DISCONNECT SWITCHES. F 1. GENERAL:SPECIFIC SCOPE OF DEMOLITION WORK AND OPERATING CONDITIONS TO BE ENCOUNTERED STEEL STRAPS ON INTERIOR SURFACES.SUPPORT PENDANT-MOUNTED RACEWAYS ON 3/8-INCH ROD SHALL BE VERIFIED BY ON-SITE REVIEW PRIOR TO SUBMITTING BIG.DEMOLITION WORK IN GENERAL IS WITH PEAR-SHAPED HANGER OR TRAPEZE-TYPE HANGER WITH 3/8-INCH ROD(MINIMUM)AND 1-5/8-INCH N. HINGED FRONT PANELS:ALLOW ACCESS TO CIRCUIT BREAKER,METERING,ACCESSORY,AND BLANK C.THREE-PHASE MOTOR:MOTORS 1/2 HP AND LARGER PROVIDE WITH AMP AND VOLTAGE RATING AS NOTED OR SHOWN ON THE DOCUMENTS BASED UPON AVAILABLE DRAWINGS OF RECORD AND MAY SQUARE PREFORMED CHANNEL AND PIPE CLAMPS.PARALLEL,SURFACE-MOUNTED RACEWAYS SHALL COMPARTMENTS. REQUIRED,SPECIFICATION-GRADE DISCONNECT SWITCHES.NEMA RATED PER ENVIRONMENT. NOT SHOW THE ACTUAL CONDITIONS AS THEY PRESENTLY EXIST. BE SUPPORTED FROM 1-5/8-INCH SQUARE PREFORMED CHANNEL AND PIPE CLAMPS.ALL FITTINGS AND p BUSES AND CONNECTIONS:THREE PHASE,FOUR WIRE UNLESS OTHERWISE INDICATED. SUPPORTS SHALL BE HOT-DIP GALVANIZED IN EXTERIOR AREAS. D.EQUIPMENT DISCONNECTS:SHALL BE FUSED OR NONFUSED AS REQUIRED BY THE EQUIPMENT 2. OWNER-RETAINED EQUIPMENT:THE OWNER MAY WISH TO RETAIN CERTAIN SPECIFIC ITEMS 1. PROVIDE PHASE BUS ARRANGEMENT A,B,C FROM FRONT TO BACK,TOP TO BOTTOM,AND LEFT TO RIGHT WHEN MANUFACTURER,RATED AT 125 PERCENT OF FULL LOAD NAMEPLATE AMPERAGE OR RATED SCHEDULED FOR DEMOLITION.THE CONTRACTOR SHALL CAREFULLY REMOVE THESE ITEMS,PROVIDE 6. INDEPENDENT SUPPORT:CONDUITS SHALL NOT BE SUPPORTED FROM THE CEILING SUSPENSION VIEWED FROM THE FRONT OF THE SWITCHBOARD. HORSEPOWER,HEAVY-DUTY TYPE. PROTECTION AND PACKAGING AS MAY BE REQUIRED TO PROTECT THE EQUIPMENT AND TURN OVER SYSTEM,DUCTS,PIPES OR OTHER SYSTEMS FOREIGN TO THE ELECTRICAL INSTALLATION.THE ENTIRE SOLD EQUIPMENT TO THE OWNER AT A PLACE DESIGNATED ON THE JOBSITE.ANY EQUIPMENT THAT ELECTRICAL INSTALLATION SHALL BE KEPT INDEPENDENT FROM ANY OTHER TRADE. 2. MATERIAL:COPPER,STANDARD SIZE. E. DISCONNECTS:PROVIDE DISCONNECTS AT ALL MOTORS AND OTHER EQUIPMENT ITEMS UNLESS THE THE OWNER DOES NOT DESIRE TO RETAIN SHALL BECOME THE PROPERTY OF THE CONTRACTOR AND EQUIPMENT HAS A SELF-CONTAINED,CODE APPROVED DISCONNECTING METHOD.EQUIPMENT BE REMOVED FROM THE SITE. 7. PULL BOXES WITH COVERS:SHALL BE PROVIDED AS SHOWN ON THE DRAWINGS OR AS REQUIRED BY 3. CONNECTIONS:BOLTED FOR MAINTENANCE. DISCONNECTS SHALL BE FUSED OR NON-FUSED AS REQUIRED BY THE EQUIPMENT MANUFACTURER. CODE.ALL PULL BOXES SHALL BE LOCATED SO AS TO BE ACCESSIBLE. 3. UNUSED CONDUIT AND WIRING:ALL UNUSED CONDUCTORS RESULTING FROM THIS PROJECT SHALL BE 4. CAPACITY:FULL CAPACITY THROUGHOUT. 262813 FUSES REMOVED.ALL UNUSED CONDUIT SHALL BE REMOVED EXCEPT WHERE LOCATED IN OR ABOVE 8. FLEXIBLE CONDUIT:SHALL BE USED ONLY FOR LIGHTING FIXTURE PIGTAILS IN ACCESSIBLE CEILINGS, EXISTING CONSTRUCTION WHICH IS NOT BEING ALTERED AND WOULD REQUIRE REMOVAL AND FLUSH-MOUNTED SPEAKER PIGTAILS IN ACCESSIBLE CEILINGS,SOUND CONTROL,MOTOR 5. BUS STUB FOR FUTURE EXTENSION:REQUIRED. A.MANUFACTURERS:BUSSMAN,FERREZ SHAWMUT. REPLACEMENT OF THE EXISTING CONSTRUCTION. CONNECTIONS AND AT BUILDING EXPANSION JOINTS AS SPECIFIED.ANY OTHER PROPOSED USE OF Q.GROUND BUS:EXTEND LENGTH OF SWITCHBOARD. B. FUSES:PROVIDE 200,000 AIC,CURRENT LIMITING,UL TIME DELAY FUSES AS FOLLOWS: FLEXIBLE CONDUIT MUST BE APPROVED PRIOR TO INSTALLATION. 4. EXISTING RACEWAYS:PROPERLY SUPPORT ALL EXISTING RACEWAYS ABOVE SUSPENDED CEILINGS R. LINE AND LOAD TERMINATIONS:ACCESSIBLE FROM FRONT ONLY OF SWITCHBOARD,SUITABLE FOR CONDUCTOR 1. FEEDERS 600 AMPS AND LESS:CLASS RK-1,LPN-RK FOR 250-VOLT,DUAL ELEMENT,CLASS RK-1, WHERE WORK IS TAKING PLACE.VERIFY EXTENT OF WORK PRIOR TO SUBMITTING BID. 9. EMPTY RACEWAYS:PROVIDE A NYLON PULL STRING IN ALL EMPTY RACEWAYS. MATERIALS AND SIZES USED. LPS-RK FOR 600 VOLTS,DUAL ELEMENT. L. CONTINUITY OF SERVICE:PERMANENTLY REROUTE OR RELOCATE EXISTING WIRING AND\OR EQUIPMENT 10.BOXES AND FITTINGS: S. FUTURE DEVICES:EQUIP COMPARTMENTS WITH MOUNTING BRACKETS,SUPPORTS,BUS CONNECTIONS,AND WHICH IS IN CONFLICT WITH EXISTING BUILDING ALTERATIONS AND WHICH IS REQUIRED TO BE APPURTENANCES AT FULL RATING OF CIRCUIT-BREAKER COMPARTMENT. 2. MOTOR CIRCUIT 600 VOLTS AND BELOW:CLASS RK-1 OR CLASS J SIZED AT 125 PERCENT FLA OF a. GENERAL:BOXES SHALL BE SUPPORTED SECURELY AND INDEPENDENTLY.MOUNT BOXES ON MOTOR. MAINTAINED IN USE. BUILDING SURFACES OR SUPPORT WITH TRAPEZE HANGER AS DESCRIBED IN RACEWAY T. MIMIC BUS:SHOW BUSSING,CONNECTIONS AND DEVICES IN SINGLE LINE FORM ON FRONT PANELS OF M.REMOVAL AND REPLACEMENT OF EXISTING ACCESSIBLE CEILING PANELS,LIGHTING FIXTURES AND INSTALLATION.JUNCTION BOXES SHALL NOT BE USED UNLESS THE NUMBER OF BENDS,PULLING SWITCHBOARD USING BLUE FACTORY PAINTING. C.MOTOR CONTROLS E SPEAKERS:REMOVE AND REINSTALL ALL NECESSARY CEILING PANELS,LIGHTING FIXTURES,SPEAKER LENGTH,OR CIRCUIT REQUIREMENTS NECESSITATES THEIR INSTALLATION.JUNCTION OR PULL BOX S OPENINGS MUST BE ACCESSIBLE. U. INSULATED-CASE MAIN CIRCUIT BREAKER(ICCB):100 PERCENT RATED,SEALED,INSULATED-CASE POWER CIRCUIT 1. APPROVED MANUFACTURERS:SQUARED,GENERAL ELECTRIC,EATON,OR SIEMENS. AND OTHER EXISTING EQUIPMENT AND EXISTING ACCESSIBLE CEILINGS AS REQUIRED TO INSTALL THE BREAKER WITH INTERRUPTING CAPACITY RATING TO MEET AVAILABLE FAULT CURRENT. ELECTRICAL WORK. 2. MANUAL STARTERS:TOGGLE TYPE,LOCKABLE IN THE OFF POSITION,OVERLOAD PROTECTION,PILOT 1. STANDARD-FUNCTION,MICROPROCESSOR-BASED TRIP UNITS WITH INTERCHANGEABLE RATING PLUG,TRIP LIGHT AND NEMA 1 ENCLOSURE. N. ANCHORAGE AND BRACING:PROVIDE COMPLETE SEISMIC ANCHORAGE AND BRACING FOR THE LATERAL b. SOUND CONTROL:WHERE BOXES ARE MOUNTED IN A COMMON WALL,THEY SHALL WHEREVER INDICATORS,AND THE FOLLOWING FIELD-ADJUSTABLE SETTINGS: AND VERTICAL SUPPORT OF CONDUIT AND ELECTRICAL EQUIPMENT AS REQUIRED BY THE INTERNATIONAL D.MOTOR CONTROLS AND EQUIPMENT CONNECTIONS: POSSIBLE,BE OFFSET HORIZONTALLY SO THAT THEY ARE NOT MOUNTED BACK-TO-BACK.CONNECT BUILDING CODE. LONG TIME 12T AND 14T DELAY OFFSET BOXES WITH FLEXIBLE CONDUIT NOT TO EXCEED 18 INCHES IN LENGTH. a. . 1. GENERAL:PROVIDE ALL LINE VOLTAGE WIRING AND CONNECTIONS TO EQUIPMENT AND MOTORS AS O.FIRE STOPPING:PROVIDE FIRE STOPPING FOR ALL PENETRATION AND RATED WALLS,CEILING AND 260543 UNDERGROUND DUCTS AND RACEWAYS b. SHORT TIME FLAT AND 12T DELAY. SHOWN ON THE PLANS,DIAGRAMS OR SPECIFIED HEREIN.OBTAIN ALL NECESSARY ELECTRICAL AND FLOORS. PHYSICAL INFORMATION FROM THE TRADE PROVIDING THE EQUIPMENT,PRIOR TO ROUGH IN AND A. METAL CONDUIT AND FITTINGS c. LONG TIME,SHORT TIME AND INSTANTANEOUS PICKUP CURRENT. ADJUST INSTALLATION REQUIREMENTS AS NECESSARY FOR A COMPETE AND OPERABLE SYSTEM. P. INSTRUCTION:CONTRACTOR SHALL INSTRUCT THE OWNER AND THE USE AND OPERATION OF ALL d. INSTANTANEOUS OVERRIDE. SYSTEMS INSTALLED UNDER THE SCOPE OF THIS CONTRACT. 1. GALVANIZED-STEEL ELECTRICAL RIGID METAL CONDUIT(TYPE ERMC):COMPLY WITH ANSI C80.1 AND UL 6. 2. MOTOR CONTROLS,SEPARATELY MOUNTED:PROVIDE SEPARATELY MOUNTED MOTOR STARTING e. GROUND FAULT ALARM. EQUIPMENT AS SHOWN OR NOTED.COORDINATE LOCATION AND INTERLOCKING WITH TEMPERATURE Q.OWNER FURNISHED EQUIPMENT:PROVIDE COMPLETE ELECTRICAL SERVICE AND CONNECTION TO ALL B. RIGID NONMETALLIC DUCT CONTROLS CONTRACTOR.VERIFY MOTOR HORSEPOWER SIZE OR FULL-LOAD AMPERAGE PRIOR TO OWNER-FURNISHED EQUIPMENT. f. GROUND FAULT PICKUP. ORDERING OVERLOAD HEATERS AND SIZE UNITS IN ACCORDANCE WITH THE NATIONAL ELECTRIC 1. TYPE PVC,SCHEDULE 40 AND 80 PVC:COMPLY WITH NEMA TC 2 AND UL 651,WITH MATCHING FITTINGS CODE. 260519 CONDUCTORS AND CABLES COMPLYING WITH NEMA TC 3. g. GROUND FAULT DELAY I2T. A. WIRE AND CABLE: 2. LISTED AND LABELED AS DEFINED IN NFPA 70,BY A NATIONALLY RECOGNIZED TESTING LABORATORY,AND 2. ARC-FLASH REDUCTION:CIRCUIT BREAKERS RATED 1200 AMPERES AND GREATER SHALL INCLUDE AN 267173 ELECTRICAL UTILITY SERVICES MARKED FOR INTENDED LOCATION AND APPLICATION. ARC-FLASH REDUCTION SWITCH FOR MAINTENANCE. 1. BRANCH CIRCUITS:TYPE THHN OR THWN,600-VOLT INSULATION,STRANDED COPPER CONDUCTOR. A. UTILITY METERS:FURNISHED BY CITY OF MILTON. D MINIMUM CONDUCTOR SIZE: 3, SOLVENTS AND ADHESIVES:AS RECOMMENDED BY CONDUIT MANUFACTURER. 3. ACCESSORIES:CONFORM TO NEMA AB 1. B. UTILITY METER BASE:METER BASE RATED 10 AMPERES CONTINUOUS DUTY WITH 13 JAWS,IN ACCORDANCE WITH a. NEUTRAL:#12 AWG 4. PROVIDE TYPE ERMC ELBOWS FOR ALL SWEEPS. a. HANDLE LOCK:PROVISIONS FOR PADLOCKING. CITY OF MILTON REQUIREMENTS. b. GROUND:#12 AWG B. POLYMER CONCRETE HANDHOLES AND BOXES WITH POLYMER CONCRETE COVER b. GROUNDING LUG:IN EACH ENCLOSURE. C. EUSERC SIZED COMPARTMENT IN MAIN SERVICE SWITCHBOARD. c. PHASE CONDUCTORS(MORE THAN SIX IN A RACEWAY):#10 AWG 1. DESCRIPTION:MOLDED COMPOSITE,RECTANGULAR SHAPE. V. MOLDED-CASE CIRCUIT BREAKER(MCCB):COMPLY WITH UL 489,WITH INTERRUPTING CAPACITY TO MEET D. INCLUDE PROVISIONS FOR PADLOCKING AND SEALING. 2. STANDARD:COMPLY WITH SCTE 77. AVAILABLE FAULT CURRENTS. E. TRANSFORMER PAD:CAST-IN-PLACE OR PRECAST CONCRETE TRANSFORMER PAD,WITH VAULT,SIZED AS d. PHASE CONDUCTORS(SIX OR LESS IN A RACEWAY):#12 1. FIELD-CHANGEABLE AMPERE RATING CIRCUIT BREAKER:CIRCUIT BREAKERS WITH FRAME SIZES 250 AMPERES REQUIRED BY CITY OF MILTON. COVER:WEATHERPROOF,SECURED BY 2. FEEDERS:FEEDERS SHALL BE SIZED AS SHOWN ON THE DRAWINGS AND COLOR-CODED IN 3 RATING CONSISTENT WITH ENC OSURETAMPER-RESISTANT LOCKING DEVICES AND HAVING STRUCTURAL LOAD AND LARGER HAVE INTERCHANGEABLE TRIP UNITS. END OF ELECTRICAL SPECIFICATIONS l�C•A ACCORDANCE WITH LIST BELOW. 2. SOLID-STATE CIRCUIT BREAKER:CIRCUIT BREAKERS WITH FRAME SIZES 400 AMPERES AND LARGER SHALL Q�QQ 3. COLOR CODE WIRE IN ACCORDANCE WITH THE CODING SHOWN BELOW.POWER SYSTEMS 4. COVER FINISH:NONSKID FINISH. HAVE ELECTRONIC SENSING,TIMING,AND TRIPPING CIRCUITS FOR ADJUSTING THE FOLLOWING SETTINGS FOR ! CONDUCTORS ARE IDENTIFIED AS FOLLOWS. 5. COVER LEGEND:MOLDED LETTERING,AS INDICATED FOR EACH SERVICE. AUTOMATIC OPERATION. e. 208Y/120V:PHASE A BLACK,PHASE BRED,PHASE C BLUE,NEUTRAL WHITE C. PRECAST MANHOLES a. LONG TIME I2T AND I4T DELAY. 1. DESCRIPTION:ONE-PIECE UNITS AND UNITS WITH INTERLOCKING MATING SECTIONS,COMPLETE WITH b. SHORT TIME FLAT AND 12T DELAY. 20100764 I. 480Y/2GROUND PHASE A BROWN,PHASE B ORANGE,PHASE C YELLOW,NEUTRAL GRAY ACCESSORIES,HARDWARE,AND FEATURES. �I 1 c. LONGTIME,SHORT TIME AND INSTANTANEOUS PICKUP CURRENT. -lI g. GROUND GREEN fC%L� W 2. COMPLY WITH ASTM C858. d. INSTANTANEOUS OVERRIDE. 1 vd h. TRAVELERS:YELLOW(FOR 3-AND 4-WAY SWITCHING) 3. LOADING:ASTM C857,CLASS A-16. e. ZONE SELECTIVE INTERLOCKING. i. CONTROLS:BLACK WITH WIRE NUMBERS ON EACH CONDUCTOR. c 4. ACCESSORIES: f. GROUND FAULT ALARM. 4. SPLICES AND TERMINATIONS:LIGHTING AND RECEPTACLE BRANCH CIRCUIT CONDUCTORS UP TO NO a. CABLE PULLING IRONS:USE GALVANIZED ROD AND HARDWARE.LOCATE OPPOSITE EACH DUCT ENTRY. 10 AWG SHALL BE SPLICED WITH WING NUT TYPE CONNECTORS. g. GROUND FAULT PICKUP. FURNISH WATERTIGHT SEAL. 260526 GROUNDING AND BONDING FOR ELECTRICAL SYSTEMS h. GROUND FAULT DELAY I2T. b. CABLE RACK INSERTS:MINIMUM LOAD RATING OF 800 POUNDS. A.GENERAL:PROVIDE THROUGH THE ENTIRE ELECTRICAL SYSTEM.A SPERATE GREEN EQUIPMENT 3. ACCESSORIES:CONFORM TO NEMA AB 1. c. CABLE RACK MOUNTING CHANNEL:1-1/2 BY 3/4 INCH FIBERGLASS CHANNEL.FURNISH CABLE RACK ARM GROUNDING CONDUCTOR SHALL BE PROVIDED IN ALL LIGHTING AND POWER RACEWAYS. MOUNTING SLOTS ON 1-1/2 INCH CENTERS. a. HANDLE LOCK:PROVISIONS FOR PADLOCKING,WHERE INDICATED. B. BONDING:INSULATED GROUNDING BUSHINGS SHALL BE INSTALLED TO BOND ALL FEEDER CONDUITS TO a. CABLE RACKS:FIBERGLASS CHANNEL,1-1/2 BY 3/4 BY 14 INCH,WITH FASTENER TO MATCH MOUNTING b. GROUNDING LUG:IN EACH ENCLOSURE. THE SWITCHBOARD GROUND BUS OR PANEL GROUND BUS AT BOTH ENDS OF FEEDER RACEWAYS. CHANNEL. INSULATED GROUNDING BUSHINGS SHALL BE INSTALLED TO BOND ALL FEEDER CONDUITS TO THE W.INSTALL HOUSEKEEPING PADS.VERIFY SURFACES OF HOUSEKEEPING PADS ARE LEVEL WITHIN 0.3 PERCENT(1/8 GROUND BUS OR PANEL ENCLOSURES AT BOTH ENDS OF THE RUNS. 260553 IDENTIFICATION FOR ELECTRICAL SYSTEMS INCH IN 42 INCHES)AND ARE SUITABLE FOR SWITCHBOARD INSTALLATION. C.NEUTRAL GROUNDING:THE NEUTRAL POINT OF ALL TRANSFORMERS SHALL BE SOLIDLY GROUNDED TO A.GENERAL:LABEL ALL JUNCTION BOXES,TERMINAL CABINETS,ETC.WITH THE CIRCUIT NUMBER OR X. SET SWITCHBOARD PLUMB,SQUARE AND LEVEL. THE GROUNDING SYSTEM AND TRANSFORMER ENCLOSURE WITH CODE SIZE GROUND CONDUCTORS.THE LOW-VOLTAGE SYSTEM CONTAINED WITHIN. NEUTRAL BUS IN EACH PANELBOARD SHALL BE ISOLATED FROM THE GROUND.THE NEUTRAL SHALL BE Y. INSTALL IN ACCORDANCE WITH NEMA PB 2.1. I WET RABBIT- GROUNDED ONLY AT A SINGLE POINT AT THE MAIN SWITCHBOARD OR AT SEPARATELY DERIVED SYSTEM B. EQUIPMENT NAMEPLATES:SHALL BE ENGRAVED IN 1/16 INCH THICK PHENOLIC LETTERS A MINIMUM OF TRANSFORMERS. 3/161NCH HIGH.COLORING SHALL BE WHITE LETTERS ON A BLACK BACKGROUND. Z. TIGHTEN ACCESSIBLE BUS CONNECTIONS AND MECHANICAL FASTENERS AFTER PLACING SWITCHBOARD. ARLINGTON D.RECEPTACLE GROUNDING:CONNECT THE GROUND TERMINAL OF ALL RECEPTACLES BY UTILIZING A 262213 LOW-VOLTAGE TRANSFORMERS AA.INSTALL ENGRAVED PLASTIC NAMEPLATES.. R SEPARATE GROUNDING CONDUCTOR BETWEEN THE RECEPTACLE GROUNDING SCREW AND THE A. DESCRIPTION:FACTORY-ASSEMBLED AND-TESTED,AIR-COOLED UNITS FOR 60-HZ SERVICE. AB.INSTALL BREAKER CIRCUIT DIRECTORY. GROUNDING CONDUCTOR PROVIDED IN THE BRANCH CIRCUIT.INTEGRAL MOUNTING STRAPS WITHIN THE AC.GROUND AND BOND SWITCHBOARDS IN ACCORDANCE WITH NEC. e RECEPTACLE CONNECTED TO THE DEVICE MOUNTING STRAPS ARE NOT APPROVED AS A GROUNDING B. COMPLY WITH NFPA 70 AND LIST AND LABEL AS COMPLYING WITH UL 1561. METHOD. C. TRANSFORMERS RATED 15 KVA AND LARGER: 262416 PANELBOARDS ISSUED/REVISED DATE E. FLEXIBLE CONDUIT GROUNDING:PROVIDE A SEPARATE GROUNDING CONDUCTOR IN ALL FLEXIBLE A.APPROVED MANUFACTURERS:SQUARE D,GENERAL ELECTRIC,EATON,OR SIEMENS. PERMIT/BID SET 05.09.24 CONDUIT RUNS INCLUDING WATERTIGHT FLEXIBLE CONDUIT WITH INTEGRAL GROUNDING STRAPS. 1. COMPLY WITH 10 CFR 431(DOE 2016)EFFICIENCY LEVELS. INSTALL GROUND CONDUCTOR INSIDE CONDUIT WITH UNGROUNDED CONDUCTORS. 2. MARKED AS COMPLIANT WITH DOE 2016 EFFICIENCY LEVELS BY AN NRTL. B. 480Y/277V,COPPER BUS,BOLT-ON MOLDED CASE THERMAL MAGNETIC TYPE CIRCUIT BREAKERS HAVING PERMIT COMMENTS 1 07.25.24 F. GROUND CONNECTIONS:GROUND CONNECTIONS TO BUILDING STEEL,GROUND RODS AND CABLE TOPS A. MANUFACTURERS: A MINIMUM INTERRUPTING RATING OF 14,000 AMPERE FOR 480Y/277V PANELS. SHALL UTILIZE AN EXOTHERMIC WELDING PROCESS.CADWELD,ERICO PRODUCTS,INC.OR APPROVED C.208V/120V,COPPER BUS,BOLT-ON MOLDED CASE THERMAL MAGNETIC TYPE CIRCUIT BREAKERS HAVING EQUAL. 1. SQUARE D. A MINIMUM INTERRUPTING RATING OF 10,000 AMPERE FOR 208Y/120V PANELS. 260533 RACEWAY AND BOXES FOR ELECTRICAL SYSTEMS 2. SIEMENS. D. MOUNTING:WHERE PANELBOARDS ARE TO BE INSTALLED AGAINST PLASTERBOARD WALLS,PROVIDE A.RACEWAYS 3. GENERAL ELECTRIC. SEPARATE SUPPORT CHANNELS SECURED TO BLOCKING BETWEEN STEEL STUDS.COORDINATE BLOCKING WORK WITH THE GYPSUM WALLBOARD CONTRACTOR.PANELS SHALL NOT BE SECURED 1. ELECTRICAL METALLIC TUBING(EMT):STEEL-SCREW TYPE. 4. EATON. DIRECTLY TO GYPSUM WALLBOARD MATERIAL. 2. RIGID METAL CONDUIT(RMC):GALVANIZED STEEL. 5. APPROVED. E. PROVIDE SHORT CIRCUIT STUDY OBTAINING AVAILABLE FAULT FROM SERVING UTILITY.PROVIDE DOCUMENTATION TO DEMONSTRATE THAT ALL SUBMITTED EQUIPMENT AND PROTECTIVE DEVICES MEET 3. FLEXIBLE METALLIC CONDUIT(FMC):GALVANIZED STEEL,SECURELY INTERLOCKED. B. PRIMARY VOLTAGE:480V,3-PHASE. OR EXCEED AVAILABLE FAULT AT POINT OF APPLICATION.PROVIDE EQUIPMENT IN COMPLIANCE WITH 4. LIQUID-TIGHT FLEXIBLE METALLIC CONDUIT(FMC):STEEL,SECURELY INTERLOCKED. C. SECONDARY VOLTAGE:208Y/120V,3-PHASE. AVAILABLE FAULT. D EFFICIENCY:NEMA TP1 F. PERFORM AN ARC-FLASH STUDY IN ACCORDANCE WITH THE NEC AND A TO DETERMINE INCIDENT D. . 5. POLYVINYL CHLORIDE(TYPE PVC)RACEWAYS AND FITTINGS:SCHEDULE 40. ENERGY EXPOSURE,FLASH PROTECTION BOUNDARY,SHOCK HAZARD APPROACH LIMITS AND REQUIRED n B. FITTINGS E. BASIC IMPULSE LEVEL 10KV. PPE LEVELS.PROVIDE REQUIRED DATA FOR APPROVED ARC-FLASH WARNING LABELS ON ALL PERMIT COMMENTS 1 07.25.24 PANELBOARDS AND DISCONNECT SWITCHES.PROVIDE WARNING LABELS ON ALL PANELBOARDS. 1. ELECTRICAL METALLIC TUBING(EMT)AND RIGID METAL CONDUIT(RMC):STEEL-SCREW TYPE.FITTINGS F. ISOLATE CORE AND COIL FROM ENCLOSURE USING VIBRATION-ABSORBING MOUNTS. G.PROVIDE NAMEPLATE FOR EACH PANELBOARD PER 260553 ELECTRICAL IDENTIFICATION. TWO INCHES AND LARGER SHALL CONTAIN DUAL SET-SCREWS ON EACH SIDE OF THE COUPLING. G. NAMEPLATE:INCLUDE TRANSFORMER CONNECTION DATA. 262419 MOTOR CONTROL CENTERS SPECIFICATION 2. PROVIDE RAIN-TIGHT COMPRESSION FITTINGS FOR RACEWAY INSTALLED IN DAMP/WET LOCATIONS. H. GROUND CORE AND COIL ASSEMBLY TO ENCLOSURE BY MEANS OF VISIBLE FLEXIBLE COPPER GROUNDING STRAP. A. NEMA COMPLIANCE:FABRICATE AND LABEL MCCS TO COMPLY WITH NEMA ICS 18. 3. FLEXIBLE METALLIC CONDUIT(FMC):STEEL,ONE-OR TWO-SCREW CLAMP TYPE. I. COIL CONDUCTORS:CONTINUOUS COPPER WINDINGS WITH TERMINATIONS BRAZED OR WELDED. 0.O B. APPROVED MANUFACTURERS:SQUARE D,GENERAL ELECTRIC,EATON,OR SIEMENS. 4. CONDUIT STRAPS:HEAVY DUTY,TWO-HOLE PRESSED STEEL. J. ENCLOSURE:VENTILATED,NEMA 250,TYPE 2. I 2 3 1 B B i B 9 10 II 10 DEGiGx MCHIIECi SDHI Arch SDH Architect CAR WASH EQUIPMENT SCHEDULE 2242 NW RESERVE CAMP CT BEND,OR 97703 ID DESCRIPTION VOLT HP PH LOAD(A) CONDUIT SIZE WIRE EQUIP.FURN.BY EQUIP.INSTALLED.BY ELECTRICAL BY 206.369.8881 2 PROXIMITY SWITCH(X2) 24 3/4" 4-#18AWG MACNEIL CW INSTALLER ELECTRICIAN ROTARY ENCODER 2-#18AWG -ER 2A FLOATSENSOR 24 111 SHIELDED TWISTED PAIR MACNEIL CW INSTALLER ELECTRICIAN ANTI COLLISION SENSOR 2-#18AWG 3 AUTO ROLLER UP TIRE SWITCH 24 111 CAT-5 CABLE+4#18AWG LAGUNA CW INSTALLER ELECTRICIAN 4 PBS4000 PUSH BUTTON STATION 24 111 CAT-5 CABLE+4#18AWG LAGUNA CW INSTALLER ELECTRICIAN 5A E-STOP 24 3/4" 4-#16AWG OWNER CW INSTALLER ELECTRICIAN calm 513 E-STOP 24 3/4" 4-#16AWG OWNER CW INSTALLER ELECTRICIAN 5C E-STOP 24 3/4" 4-#16AWG OWNER CW INSTALLER ELECTRICIAN WET RABBIT LC 3213 W.WHEEELER ST#750 51) E-STOP 24 3/4" 4-#16AWG OWNER CW INSTALLER ELECTRICIAN SEATTLE,WA98199 5E E-STOP 24 3/4" 4-#16AWG OWNER CW INSTALLER ELECTRICIAN 206-284-8200 5F E-STOP 24 3/4" 4-#16AWG OWNER CW INSTALLER ELECTRICIAN 6 ENTRANCE&INSTRUCTION SIGN 120 3/4" 6-#16AWG TSS CW INSTALLER ELECTRICIAN 7R PHOTO EYE RECEIVER 24 3/4" 2-#18AWG MACNEIL CW INSTALLER ELECTRICIAN ME'FRIX 7T PHOTO EYE TRANSMITTER 24 3/4" 6-#18AWG MACNEIL CW INSTALLER ELECTRICIAN E N G I N E E R 8 TIRE SWITCH 24 SUPPLIED CABLE MACNEIL CW INSTALLER ELECTRICIAN xEMox.wAxGB, m=b x 16 LED STRIP LIGHT 120 1 2 3/4" 2-#12 AWG+GROUND G&G CW INSTALLER ELECTRICIAN 17D DS MW2000-WHEEL BOSS MOTOR 460 1HP 3 2.1 VFD RATED CABLE MACNEIL CW INSTALLER ELECTRICIAN 17P PS MW2000-WHEEL BOSS MOTOR 460 1HP 3 2.1 VFD RATED CABLE MACNEIL CW INSTALLER ELECTRICIAN 18 RS1000 TOP BRUSH#1 MOTOR 460 1HP 3 3.2 VFD RATED CABLE MACNEIL CW INSTALLER ELECTRICIAN 20 RS1000 TOP BRUSH#2 MOTOR 460 1HP 3 3.2 VFD RATED CABLE MACNEIL CW INSTALLER ELECTRICIAN 24 1 2x 1" 2 x 24-CONDUCTOR CABLE 20 ACCUTRAC 360 460 1HP X 4 3 3 PETTIT CW INSTALLER ELECTRICIAN 24 1 23 LED STRIP LIGHT 120 1 2 3/4" SUPPLIED CABLE G&G CW INSTALLER ELECTRICIAN 27D DS RS400 LOW SIDE WASHER MOTOR 460 1HP 3 3.2 VFD RATED CABLE MACNEIL CW INSTALLER ELECTRICIAN 27P PS RS400 LOW SIDE WASHER MOTOR 460 1HP 3 3.2 VFD RATED CABLE MACNEIL CW INSTALLER ELECTRICIAN 28 WARNING HORN 24 3/4" 2-#18AWG OWNER ELECTRICIAN ELECTRICIAN 29D PS RS701 WRAP AROUND MOTOR 460 1HP 3 3.2 VFD RATED CABLE MACNEIL CW INSTALLER ELECTRICIAN 29P DS RS701 WRAPAROUND MOTOR 460 1HP 3 3.2 VFD RATED CABLE MACNEIL CW INSTALLER ELECTRICIAN 30D PS RS301 VAN HIGH MOTOR 460 1HP 3 3.2 VFD RATED CABLE MACNEIL CW INSTALLER ELECTRICIAN 30P DS RS301 VAN HIGH MOTOR 460 1HP 3 3.2 VFD RATED CABLE MACNEIL CW INSTALLER ELECTRICIAN 31 RS1000 TOP BRUSH#2 MOTOR 160 1HP 3 3.2 VFD RATED CABLE MACNEIL CW INSTALLER ELECTRICIAN 34 LED STRIP LIGHT 120 1 4 3/4" 3-#16AWG+GROUND TSS CW INSTALLER ELECTRICIAN 39 DRYER ARCH-#1 460 15HP 3 21 1.1 10-4C 105 STIR TC FOIL MACNEIL CW INSTALLER ELECTRICIAN 40 DRYER ARCH-#2 460 15HP X 2 3 21 1.1 2 X 3-#10 AWG+GROUND MACNEIL CW INSTALLER ELECTRICIAN 41 DRYER ARCH-#3 460 15HP X 2 3 21 1" 2 X 3-#10 AWG+GROUND MACNEIL CW INSTALLER ELECTRICIAN 42 DRYER ARCH-#4 460 15HP X 2 3 21 1" 2 X 3-#10 AWG+GROUND MACNEIL CW INSTALLER ELECTRICIAN 43 DRYER ARCH-#4 460 15HP 3 21 1" 3-#10 AWG+GROUND MACNEIL CW INSTALLER ELECTRICIAN 44D MT2500 SURE SHINE MOTOR 460 1HP 3 2.1 VFD RATED CABLE MACNEIL CW INSTALLER ELECTRICIAN 44P MT2500 SURE SHINE MOTOR 460 1HP 3 2.1 VFD RATED CABLE MACNEIL CW INSTALLER ELECTRICIAN 45 ANTI-COLLISION 24 CABLE PROVIDED MACNEIL CW INSTALLER ELECTRICIAN 46 STOP/GO SIGN 120 3/4" 4-#14AWG B2 HYDRA-FLEX BOOSTER PUMP#1 460 SHP 3 7 3/4" 3-#12AWG+GROUND HYDRA-FLEX CW INSTALLER ELECTRICIAN B4 HYDRA-FLEX PANEL#1 120 1 1 1 1 3/4" 2-#18AWG HYDRA-FLEX CW INSTALLER ELECTRICIAN B5 M2000 PUMP FOR WB600#1 460 15HP 3 21 3/4" 3-#10AWG+GROUND MACNEIL CW INSTALLER ELECTRICIAN LOW LEVEL SWITCH 2 2-#18AWG B6 M350OR PUMP FOR ACCUTRAC 360 460 25HP 3 34 111 3-#8AWG+GROUND MACNEIL CW INSTALLER ELECTRICIAN 10100364 LOW LEVEL SWITCH 24 2-#16AWG ELECTRICIAN 1101'l 67 M2000 PUMP FOR WB600#1 460 15HP 3 21 111 3-#10AWG+GROUND MACNEIL CW INSTALLER ELECTRICIAN LOW LEVEL SWITCH 24 2-#18AWG ELECTRICIAN B8 WATER DISTRIBUTION PANEL 120 1 3/4" 6-#16AWG+NEU+GROUND OWNER CW INSTALLER ELECTRICIAN B9 AIR CONTROL PANEL#2 120 1 3/4" OWNER CW INSTALLER ELECTRICIAN B10 HYDRA-FLEX PANEL#2 120 1 3/4" 2-#18AWG HYDRA-FLEX CW INSTALLER ELECTRICIAN B11 HYDRA-FLEX BOOSTER PUMP#2 460 7.5HP 3 11 3/4" 3-#12AWG+GROUND HYDRA-FLEX CW INSTALLER ELECTRICIAN B12 HYDRA-FLEX PANEL#3 120 1 3/4" 2-#18AWG HYDRA-FLEX CW INSTALLER ELECTRICIAN B13 HYDRAULIC POWER UNIT 460 10HP 3 13 3/4" 3-#12AWG+GROUND MACNEIL CW INSTALLER ELECTRICIAN HYDRAULIC LOW LEVEL SWITCH 24 1/2" 2-#18AWG B14 CENTRAL VACCUM 460 60 3 TBD TBD TBD VACUTECH CW INSTALLER ELECTRICIAN WET RABBIT- B17 PNEUMATICS FOR GLOSS BOSS 120 1 3/4" 10-#16AWG+NEU+GROUND OWNER CW INSTALLER ARLINGTON B18 GLOSS ACCUSHINE PUMP 120 1 1 1 1 3/4" 2-#12AWG+GROUND OWNER CW INSTALLER ELECTRICIAN B22 POSSIBLE FUTURE BOOSTER PUMP 460 10 3 13 3/4" 3-#12AWG+GROUND OWNER CW INSTALLER ELECTRICIAN B23 AIR COMPRESSORS 460 10HPX2 3 28 3/4" 3-#8AWG+GROUND OWNER CW INSTALLER ELECTRICIAN ISSUED/REVISED DATE B24 REFRIGERATED AIR DRYER 120 1 3/4" 2-#12AWG+NEU+GROUND ELECTRICIAN PERMITIBID SET 05.09.24 RECLAIM-PUMP MOTOR 460 3 60 3/4" 3-#12AWG+GROUND PERMIT COMMENTS 07.25.24 B25 RECLAIM-PLC CONTROLLER 120 1 20 3/4" 2-#12AWG+NEU+GROUND MACNEIL CW INSTALLER ELECTRICIAN RECLAIM-CONTROLS 24 1/2" 6-#18AWG B28A PREP GUN PUMP STATION 460 SHP X 2 3 6.5 111 2 x 3-#13AWG+GROUND OWNER CW INSTALLER ELECTRICIAN B28B BAY AND LOT PUMP STATION 460 7.5HP 3 11 OWNER CW INSTALLER ELECTRICIAN 208 3 30 3/4„ 3-#10 AWG+GROUND 120 1 3-#12 AWG+GROUND 24 3/4" 12-#18 AWG+NEU+GROUND 3/4" CAT 5 CABLE PERMIT COMMENTS 1 07.25.24 1.SEE MACNEIL DRAWINGS FOR ADDITIONAL INFORMATION. SCHEDULES E0.03 DESIGN ARGH-T I MOTOR EQUIPMENT AND WIRING SCHEDULE CIRCUIT INFORMATION STARTER DISCONNECT ID DESCRIPTION LOAD(kVA) LOAD(HP) VOLT PH PANEL NO. CONDUIT&WIRE SIZE FURNISH INSTALL SIZE FUSE' FURNISH REMARKS H AHU-1 AIR HANDLING UNIT 0.00 kVA 1.00 HP 120 V 1 HOUSE 39 3/4"C,2#12,1#12 EGC - - 20 A - DIV.26 CP-1 PUMP 0.00 kVA 0.17 HP 120 V 1 HOUSE 41 3/4"C,2#12,1#12 EGC - - 20 A - DIV.26 EF-1 EXHAUST FAN 0.18 kVA 0.00 HP 120 V 1 HOUSE 43 3/4"C,2#12,1#12 EGC - - 20 A - DIV.26 SDH Architect EF-2 EXHAUST FAN 0.00 kVA 0.17 HP 120 V 1 HOUSE 45 3/4"C,2#12,1#12 EGC - - 20 A - DIV.26 2242 NW RESERVE CAMP CT EF-3 EXHAUST FAN 0.18 kVA 0.00 HP 120 V 1 HOUSE 47 3/4"C,2#12,1#12 EGC - - 20 A - DIV.26 BEND,OR 97703 206.369.8881 EF4 EXHAUST FAN 0.00 kVA 0.75 HP 120 V 1 HOUSE 49 3/4"C,2#12,1#12 EGC - - 20 A - DIV.26 EF-5 EXHAUST FAN 0.00 kVA 2.00 HP 120 V 1 HOUSE 51 3/4"C,2#10,1#10 EGC - - 20 A - DIV.26 wMeR ERV-1 ENERGY RECOVERY VENTILATOR 0.02 kVA 0.00 HP 120 V 1 HOUSE 50 3/4"C,2#12,1#12 EGC - - 20 A - DIV.26 EWH-1 ELECTRIC WATER HEATER 9.60 kVA 0.00 HP 208 V 1 HOUSE 53,55 3/4"C,2#8,1#10 EGC - - 60 A - DIV.26 EWH-2 ELECTRIC WATER HEATER 9.60 kVA 0.00 HP 208 V 1 HOUSE 57,59 3/4"C,2#8,1#10 EGC - - 60 A - DIV.26 FCU-1 FAN COIL UNIT 0.21 kVA 0.00 HP 208 V 1 HOUSE 42,44 3/4"C,2#12,1#12 EGC - - 30 A 15 A DIV.26 c FCU-2 FAN COIL UNIT 0.21 kVA 0.00 HP 208 V 1 HOUSE 46,48 3/4"C,2#12,1#12 EGC - - 30 A 15 A DIV.26 WETRABBiT HP-1 HEAT PUMP 4.60 kVA 0.00 HP 208 V 1 HOUSE 38,40 3/4"C,2#10,1#10 EGC - - 30 A 25 A DIV.26 EXPRESS -11, WASH TWH-1 TANKLESS WATER HEATER 0.48 kVA 0.00 HP 120 V 1 HOUSE 54 3/4"C,2#12,1#12 EGC - - 20 A - DIV.26 WET RABBIT LLC TWH-2 TANKLESS WATER HEATER 0.48 kVA 0.00 HP 120 V 1 HOUSE 56 3/4"C,2#12,1#12 EGC - - 20 A - DIV.26 3213 W.WHEELER ST#750 SEATTLE,WA 98199 TWH-3 TANKLESS WATER HEATER 0.48 kVA 0.00 HP 120 V 1 HOUSE 58 3/4"C,2#12,1#12 EGC - - 20 A - DIV.26 206-284-8200 TWH4 TANKLESS WATER HEATER 0.48 kVA 0.00 HP 120 V 1 HOUSE 60 3/4"C,2#12,1#12 EGC - - 20A - DIV.26 P RE SU E AC FL W .44 V .0 H 0 1 H Ulk 64 /1C 2 12 1#2 GC 0 I ousu�TAu* COORDINATE FUSE SIZES PER MANUFACTURE'S RECOMMENDATIONS. M ETRIX E N G I N E E R S WI -E Switchboard: MSB NEW PANEL: HOUSE-208Y/120V NEW LOCATION: MAIN ELEC RM MANFACTURER: - VOLTAGE: 480YI277V AIC RATING: 65K LOCATION: MCC MANUFACTURER: - VOLTAGE: 208YI120V AIC RATING: 22K SUPPLY FROM: UTILITY CAT.# - PHASES: 3 MAINS TYPE: MAIN CIRCUIT BREAKER SUPPLY FROM: XFMR HOUSE CAT.# - PHASES: 3 MAINS TYPE: MAIN LUGS ONLY MOUNTING: FLOOR WIRES: 4 MAINS RATING: 800A MOUNTING: SURFACE WIRES: 4 MAINS RATING: 300A NEMA RATING: TYPE 1 MCB RATING: 800A NEMA RATING: TYPE 1 NEUTRAL RATING: 100% NEUTRAL RATING: 100% BUSSING: CU BUSSING: CU CCT CIRCUIT DESCRIPTION RATING POLES A(kVA) B(kVA) C(kVA) POLES RATING CIRCUIT DESCRIPTION CCT CCT CIRCUIT DESCRIPTION #OF POLES FRAME SIZE TRIP RATING LOAD REMARKS 1 REC:OFFICE 20A 1 0.54 0.10 1 20A 6-ENTRANCE SIGN 2 3 REG*OFFICE COMPUTER 1 HOUSE PANEL VIA XFMR 3 175 A 175 A 81.34 kVA 5 RE:REFRI ERAT R 20 A 1 0.50 2.40 1 20 A 23-LI HTED LED U HT BAR 6 2 MCC MAIN 3 600 A 600 A 120.96 kVA 3 MCC DRYER 3 600 A 600 A 313.40 kVA 9 REC:DATA RACK 20 A 1 3.18 0.30 1 20 A B 3- L B PANEL 0 4 B25-RECLAIM UNIT-PUMP MOTOR 3 100 A 80 A 49.86 kVA 11 REC:DATA RACK 20 A 1 0.18 1.00 1 30 A B13-REC:GLOSS BOSS 12 5 B23-AIR COMPRESSOR 3 20 A 20 A 10.80 kVA 13 0 1 0.18 0.72 i 20 30- 0 4 6 B3-HYDRA-FLEX BOOSTER PUMP#1 3 20 A 20 A 10.80 kVA 7 1 -18 7 B3-HYDRA-FLEX BOOSTER PUMP#2 3 20 A 20 A 10.80 kVA K12 SPACE 3 - - 0.00 kVA SPACE 3 - - 0.00 kVA 29 LTG:SIGN 30 E SPACE 3 - - 0.00 kVA SPACE 3 - - 0.00 kVA SPACE 3 - - 0.00 kVASPACE 3 - - 0.00 kVASPACE 3 - - 0.00 kVASPD 3 30A 30A 0.00 kVA LOAD CLASSIFICATION CONNECTED LOAD DEMAND FACTOR ESTIMATED DEMAND PANEL TOTALS LIGHTING 125% .68 kVA 25 4.60 kVA _ _ RECEPTACLES<10WA 100% TOTAL CONN.kVA: RECEPTACLES>10KVA 50% TOTAL EST.DEMAND kVA: TOTAL CONN.(A): - RS TOTAL EST.DEMAND A: lJl.f4A b� hwm-1 40 A 2 4.bU 0.48 1 20AKITCHEN EQUIPMENT 0.00 kVA Too- 0.00 kVA bb 4.110 0.48 56 ELLANE U NOTES, TOTAL LOAD: 22.33 kVA 30.14 kVA 25.39 kVA TOTAL AMPS: 185.96 A 1 250.98 A 211.39 A LOAD CLASSIFICATION CONNECTED LOAD DEMAND FACTOR ESTIMATED DEMAND PANEL TOTALS LIGHTING(125%) 11. 4. k RECEPTACLES(<10kVA 0100%) 5.06 5.06 TOTAL CONN.(kVA): 8 RECEPTACLES(110KVA 0 50%) 0.00 kVA 50. 0.00 kVA TOTAL EST.DEMAND(kVA): 85.78 kVA LARGEST MOTOR 4.60 kVA 125 5.75 kVA TOTAL CONN.(A): 226.77 A C. 1� MOTORS 8.32 kVA 100° 8.32 kVA TOTAL EST.DEMAND(A): 23828 A pF3 WA.4/�•r MISCELLARFOUS 100% NOTES: 2)100364 MCC: MAIN NEW MCC: DRYER MCC NEW LOCATION: MCC MANFACTURER: VOLTAGE: 480Y/277V AIC RATING: 22K LOCATION: MCC MANFACTURER: - VOLTAGE: 480Y/277V AIC RATING: 22K SUPPLY FROM: UTILITY CAT.# PHASES: 3 MAINS TYPE: MAIN CIRCUIT BREAKER SUPPLYFROM: MSB CAT.# - PHASES: 3 MAINS TYPE: MAIN CIRCUIT BREAKER MOUNTI NG: FLOOR WIRES: 4 MAINS RATING: 600A MOUNTING: FLOOR WIRES: 4 MAINS RATING: 600A NEMA RATING: TYPE t MCB RATING: 600A NEMA RATING: TYPE 1 MCB RATING: 600A NEUTRAL RATING: 100% NEUTRAL RATING: 100% BUSSING: CU BUSSING: CU CCT CIRCUIT DESCRIPTION #OF POLES FRAME SIZE TRIP RATING LOAD REMARKS CCT CIRCUIT DESCRIPTION #OF POLES FRAME SIZE TRIP RATING LOAD REMARKS WET RABBIT- ARLINGTON ISSUED/REVISED DATE PERMITIBID SET 05.09.24 PERMIT COMMENTS 1 07.25.24 i ...- DEWIRD F-I DIR ......F-I OIR .............. AUS RECEPTACLES(<10kVA 0100%) TOTAL CONN.(kVA): < RE EPTA LE >OKVA @ 50 TOTAL E T.DEMAND kVA: > TOTAL EST.DEMAND(A): PERMIT COMMENTS 1 07.25,24 L1. --"� Y TRIP RATING WITH EQUIPMENT PRIOR TO INSTALLATION. 1.VERIFY TRIP RATING WITH EQUIPMENT PRIOR TO INSTALLATION. SPECIFIRATION E0.02 1 3 3 5 - " �� DE6i0x MCHIIECi GENERAL NOTES: 1. EQUIPMENT SHOWN IS DIAGRAMMATIC.COORDINATE EQUIPMENT LOCATION WITH ALL TRADES PRIOR TO INSTALLATION. 2. SEE SHEET E2.01 FOR LUMINAIRE SCHEDULE. I I 3. REFER TO SHEETS EO.03 AND EO.04 FOR SCHEDULES. SDH Architect H 4. CONTRACTOR SHALL PROVIDE A FULLY OPERATIONAL LIGHTING CONTROL SYSTEM. 5. CIRCUIT ALL EXTERIOR LIGHTING THROUGH LIGHTING CONTROL PANEL AND PROGRAM SCHEDULING PER OWNER REQUIREMENTS.PROVIDE INDIVIDUAL ZONING AS FOLLOWS: SDH Architect • ZONE 1-SITE POLE LIGHTS 8 POINT OF SALE ENTRANCE GATE 2242 NW RESERVE CAMP CT ZONE 2-EXTERIOR BUILDING MOUNTED LIGHTS BEND,OR 97703 ZONE 3-VACUUM STALLS 206.369.8881 PROVIDE ADDITIONAL ZONES AS REQUIRED BY OWNER -ER I FLAG NOTES: H Z_ PROVIDE RECEPTACLE ON BACK SIDE OF ROOF.COORDINATE LOCATION WITH W W ARCHITECT AND OWNER PRIOR TO INSTALLATION. so WET RABBIT LLC CIRCUIT FOR SIGN.COORDINATE LOCATION WITH ARCHITECT AND OWNER PRIOR 3213 W.WHEELER ST#750 TO INSTALLATION. 204TH 9'7 NE F S 6-284-,00 98199 WHITE LINE MFF ON IT AND CO U TORS FOR 100A 08/120V PANEL A KI K. ZO6-284-8200 204TH ST NE O DDITIONAL(1)1"AND(1)1-1/2"CONDUIT FROM VAC ROOM TO LIGHT 3p WHI ELINE ; FUTURE. N89"46'39"E 770.80'-P,SP(771.00'-M,R2) — - - � EXTERIOR BUILDING PHOTOCELL FOR CONTROL OF EXTERIORISITE LOCATE PER MANUFACTURER RECOMMENDATIONS AND INTEGRATEMETRIX 33 .03' $' EXTRUDED c B $S INTO LIGHTING CONTROL SYSTEM.VELLOW LINE $$ $S $SSS $$ SS SS SS $$ �r—SSxt __ T 1 �—L SSMH LED STRIP LIGHTING AT TOWER,CIRCUITED TO HOUSE/35. E N G I N E E R r — <o— — S WHITE LI l O RE'NroN,Wn9eoe7 www.m•m p RIM=131.53 T 12" E IE=113.15 T d o 12"OUT IE=113.05 L S89'46'39'• 7 .. Z �(y �Nr�•:,:•:,:• � '_}III \ a 129 HOU B \ / 48 � j/ HOUSE 9UGoHO /EI H9U E/ .HOUSE/2 II 2. - 75' •U IUTYXFMR I', N N ' RDINATE R • k w , n-ii- - 7I '`' ••` \ TYPICAL LIGHT AND POLES AS SPECIFIED CO 1 W H/IIVIL o 27 II SIZE z K HOUS w _._ ••ra �I i , l HOU POLE HT. E A e La \ ( HOUSE 13'-20' 42" 21'-30' 72" 24" ROVIDE FLEXIBLE RACEWAY FROM W \I ST UP ADJACENT HAND HOLE. MOUNTING ACIONDUIT 9 ••I HOUSE/2: r"n � 31'-00' 78" 30"Z OUSE/29 �' ;TUB�\ al I HOUSE/27 �, �� 1 LOT 2 ti'''-q,�' `, �'8 \ ROUGH-IN FOR EXTERIOR SECURITY CAMERA AND MOUNTING BRACKET. Cn I ry H. —R WP0 BOUNDARY LINE ADJUSTMENT \ VERIFY FINAL ELEVATION WITH OWNER PRIOR TO INSTALLATION 1 r Hou Ez ousE/2 "''` "' \ \\ \\ AFN 9805065005 • •I _I f •,ti•^ \\ \ \ OLE GROUND LUG.TERMINATE EQUIPMENT \ _ JI FJ LL I HOUSE/27 �,Au,,,1 � �� LANE 1953 LLC GROUNDING CONDUCTOR AND FIXTURE '';�:;',; \ \ \ GROUND. 27 TERMINATE CONDUITS AT BASE OF HAND HOLE �a �;> y( w \� POLE BASE CANOPY U /27 j''' •� '� ��A \ POLE MOUNTING PLAT IR Wp,O y,,;,,•X•;j,' VACANT LOT \\�\� \ \ j NCHOR BOLTS,NUTS,AND LEVELING NUTS BY 27 G. /,',fr',,','t• -•.` GRASSIBLA k\ &" POLE MANUFACTURER.COORDINATE SIZE AND 2 ••a el ill�g3b2, \ SPACING WITH SUPPLIER. a G,q,,• `.( H U E/ \\\\ \ \ / FILL VOID BETWEEN POLE BASE AND POLE MOUNTING PLATE 1 ° HOU /27 �,r, X A ♦ Soj WITH GROUT.PROVIDE THREE WEEP HOLES 12"APART -BEVEL 2"AT 45 DEGREES •. - ..L _ _ J•I `Y ORIGINAL LOT LINE \ ll HousE a Nvn /jr i ii sir/� j S •� \� \ 20100364 fi//V / / //r // // // /ii/ a \ \ / / SACK EXPOSED PORTION� V POLE BASE WITH MATCHING GROUT TO FILL VOIDS AND COVER 6 `//!/j///�.r/r��r r.r�1'•[�7��%� � � `�"��\ \\ / FORM MARK ° 1 Row '• HOUSE/31, �HO E 3 HOUSE/3 />' %//%%/j%%7///%//%%%//%%/�//j// i�// s P. `• /i�iF s1 ` c G EC TROLLER //HOUS / p� wF. Ao sE/35. PARCEL B FADE s �-�,•` BLA PLN 899 AFN 202203 ° 105003 / ° v — — / ROUNDING ELECTRODE CONDUCTOR IN 1/2"C,IRREVERSIBLE \ ° /CONNECTION AT POLE GROUND LUG,EXOTHERMIC WELD AT \ VACANT LOT ---' GROUND ROD.SEAL BELOW GRADE. RA\ GSSIBLACKBERRIES \ ° (� v \ \ pI I� 9 / ° '--INSTALL 1/2"X 10'-0"COPPER GROUND ROD 1�135 \ \ ® =P^ / o / ° EINFORCING RODS WET RABBIT- Sg\ 132 / j� 9 S�SE'� / COPPER EQUIPMENT GROUND ° ARLINGTON CONDUCTOR ATTACH TO INTERNAL v NGHOR BOLTS LUG WELDED INTERIOR OF POLE PARCEL A v�' ss \ V `R GROUNDED CONDUCTOR SHALL BE - / SAME SIZE AND TYPE AS SUPPLY _ --- � ?� o CONDUCTOR —� DUIT(S)-REFER TO PLANS.FOR DIRECT BURIED CABLE POWER VAULT ,\ ✓��` 5 ON EAGLE FAMILY RENTAL BUILDING LLC °� APPLICATIONS PROVIDE 90°DOWN SWEEP WITH BUSHED ISSUED REVISED DATE �'m ORIGINAL LOT LINE J /// /�Q� / / ENDS AND SEALED. PERMITIBID SET 05.09.24 V SECURITY e� yo CAMERA CONDUIT v PERMIT COMMENTS 1 07.25.24 Oh, / 5 1 DIAMETER OF POLE BASE SIZED AT THE DIAMETER OF POLE BASE CANOPY PI CONCRETE POLE BASE LOT A ABOVE BEVEL. a o BLA PLN 211 a AFN 2016113050C / o0 NOTES: 1. BASIS OF DESIGN:LSI PRECAST POLE BASE. (� ELECTRICAL SITE PLAN LIGHT POLE BASE DETAIL E1.01 SCALE:NONE E1.01 SCALE:NONE PERMIT COMMENTS 1 07.25.24 ELECTRICAL SITE PLAN E1 .01 d 5 e e e IB II IB DEGiGxnRCH„ECT 12 InO.3 '0.4 '0.5 *0.6 *0.5 0.4 •0.3 4 0.5 �0.6 0.5 0.5 0.3 0.2 0.1 0{1I 0.1 0.0 0.0 0.0 0.0 0.I I T �-T T�'T -T T �-T T -T --T __T a WHITE LINE + T + + + + + + + + +0 ~ + + + + + + /\ 2 a'O�T 6 0.9 1.2 1.3 1.1 0.9 1.2 .3 1 .8 0.5 0.3 0. O�ll 0.1 0.0 0.0 0.0 0.0 0.1 �T a A � 3 I a+ + • •• + + + + + 0.5 Q• 'a 24 •2.S.* •.2.1' 3 2.6 • 4 .9 '. 1'.E 0. 7 0.4 0 '1 0.4 0 0.0 0.0 0.0 0.1 • ACCESS r a •• #L T - 3. 1 + 6. + + + + + + + + + + + + 0.3•. 2 r 3.3 4.6 4. Se946 0. 0 1 .0 0.0 0.0 0.0 0.I - I� w• . • I I / d SDH Architect +• + + + + + + + + + + +� I 2242 NW RESERVE CAMP CT 97703 3"• 0 2. 4.0 6.8 9.3 8.7 8.9 5.0 3.2 1.8 0.8 0 W.2 BEND, .8 81 a. 206.369.8881 f + 2 + +�/. 7 + +1 + + + + + +8.9 14. 14.1 12.8 6. 3.6 1.9 0.8 0.4 1.2 I owxEx / I D-�B 2 10.5 +1.2 +2. 16.0 +12.4 7.2 1 +7.' 11. +4.4 +2.1 +0.8 +0.4 .2 I II 3 +0,8 +1.1 +2. 4. + +7. +5. +2.2 +1.0 +0.5 0.3 F I ROW I I WET RABBIT LLC + + + * + + + + + I I I SEATTLE,WA 9893213 W.WHEELER T#750 3 0.5 1.0 0.0 0. u 35.4 8. .2 1.0 0.5 3 206-284-8200 3 0.5 0.0 0 0 '0. D� 35.9 .0 .0 0.6 3 0. .2 0.1 +0.1 +0.1 +0.1 t.. � � I METRIX 2 10.4 10.0 +0 0 0. + 5. + .7 0 I +0 A .2 +0.2 t.3 t.3 +0.2 t.: ! N. , I N E E Rx F # # # f f CALCULATION SUMMARY 2 10.3 +0.0 10.0 0• 0. {30.3 14• .7 .1 10.8 + .6 t. \•` U•5 U•5 U•5 "•4 "•, LABEL CALCTYPE UNITS AVG MAX MIN AVG/MIN MAX/MIN ^/ \ BUILDING ENTRANCES&EXITS ILLUMINANCE FC 12.78 16.6 9.7 1.32 1.71 2 +0.0 + 0 +0. �(I 7 3. .9 .6 1.4 1.D \ 9 0 \ 1,2 1,0 U,7 U,! DRIVEWAY ILLUMINANCE FC 7.44 6.1 2.9 2.57 5.55 Iw OVERALL SITE ILLUMINANCE FC 6.78 35.9 N/A N/A N/A \ \ PARKING LOT ILLUMINANCE FC 10.73 25.9 0.8 13.41 44.88 1 +0.1 +0.0 + .0 +0 0 9.9 4. L .5 .5 +2.6 +2.4 12. \ 9 .5 3\ +1.7 +1.1 t. 1 +0.1 10.0 0 +0 0 0. 4. + 1 7 +4.6 +4.8 +4.3 +4.6 ~\ +2\\ +1.4 t. E 1 +0.1 +0.0 I .0 +0 0 3. 4.4 + .4 + .3 +7.1 18.6 1 .5 18.0 \ \+3�0\ \t.I 1 +0.1 +0.0 .0 +0 0 4. .5 11. .4 +l 3.s .5 110.9 15.2 \ Al 1 +0.1 +0.0 0.0 +0 0 2. '31.1p,+13.6 3.7 6.1 15. +1 3 i5.4 +3.2 \ T1\ \ 1 10.2 10.0 b.0 +0 0 k11. s 7 1.3 5 3. +12. 111.5 .8 +3.2 +1.7 �. 1 10.2 10.4 10.0 +0 0 2. +13.7 3 1. .2 +]. c TA.6 'b.! D I I RASSIBLA ERRIES 2 10.3 +0.E 10.9 +0 0 6.6c 3 5.3 'E-4.3 '5.6 +7.3 .9 .9 +1.8 15.5 .5 +l. 11.3 t.' 2 10.3 +d.7 +1.3 +0 ® I 5.D B" .1R+13.7 15.5 t.8 18. 13.7 t.7 4.3 .3 +2. +1.5 +1.0 1 lb.3 10.8 +2.2 I I t 3 115.3 19.0 +12.0 +7.' 14.8 +4.2 +4. I I .7 .7 +4.0 +2.8 +1.7 t.1 t.' 21)10036+ 1 lb.3 10.8 '2.1 4.5 1.2 +11.7 +11.6 18.5 '5.8 +4.2 +4.2 +3.8 5 .8 +4.3 +2.8 11.6 1.0 t.7 t., NA 1 10.2 10.6 +1.6 .4 +6.2 +1 .9 +11.9 +7.1 91�14 a +4 ® 1 15.6 s.8 15.7 +4.1 +2.7 +1.6 t.9 t.6 10.1 B I I 1 10.2 'b.5 +1.3 +2.9 +5.7 +10.2 �3.7 +11.2 16.8 g+4.6 6 .3 +7. .4 +4.8 +3.7 +2.4 +1.4 b.8 t.5 t. a 1 10.3 t.6 +1.6 +3.3 $.3 +1 9 +4.6 +3.9 15.4 +7 .0 +3.6 +2.7 +1.8 +1.0 t.6 t.4 t. - � WET RABBIT- ARLINGTON 1Flo:" 10.3 10.7 11.7 +3.2 +5 +1.4 +7.8 15..8 +4.1 +4.5 +7. .8 +2.7 11 9 11 1 ti 6 .5 t.3 ti. 2 '0.3 10.7 .5 .6 +3.5 9 +3. +3.0 12.0 11.1 t.6 10.4 t.3 10.2 U.: ISSUED/REVISED DATE PERMIT/BID SET 05.09.24 PERMIT COMMENTS 1 07.25.24 0 2 '0.3 10.6 .1 +1.8 +2.2 +2.3 +2.1 +2.1 +2.6 +3.1 +3. +2.3 +1.4 ti.7 ti.4 b.2 1).2 ti.l ti.: PHOTOMETRICS E1.02 SCALE:NONE PERMIT COMMENTS 1 07.25.24 ELECTRICAL PHOTOMETRICS PLAN E1 .02 lo GENERAL NOTES: r LUMINAIRE SCHEDULE 1. BRANCH CIRCUITING INDICATED ON PLANS AND SCHEDULES IS BASED UPON CONSTRU CTION LIGHT SOURCE PRODUCT EXISTING PLANS AND SITE OBSERVATION,CONTRACTOR TO FIELD VERIFY. TYPE DESCRIPTION MOUNTING MOUNTING HEIGHT LAMP LUMENS OUT CCT CRI VOLTAGE WATTS MANUFACTURER MODEL NOTE 2. SEE ARCHITECTURAL REFLECTED CEILING PLAN FOR FIXTURE ELEVATIONS. 1 a A SINGLE POLE ARM POLE 20' LED 25497 4000 K 70 120 V 160 LSI SLM-LED-24L-SIL-FT-UNV-DIM40-70CRI-SINGLE-20'-MH OR SIMILAR 3. PROVIDE UNSWITCHED CIRCUIT TO EXIT SIGNS. 4. REFER TO SHEETS EO.03 AND EO.04 FOR SCHEDULES. B DOUBLE POLE ARM POLE 20' LED 50994 4000 K 70 120 V 321 LSI SLM-LED-24L-SIL-FT-UNV-DIM-40-70CRI-D180-20'-MH OR SIMILAR 5. CONTRACTOR SHALL PROVIDE A FULLY OPERATIONAL LIGHTING CONTROL ELi EMERGENCY LIGHT WALL - LED 0 OK 0 120 V 2 DUAL-LITE ELM2-LED-W-SD-EV2DI PROVIDE WITH 90-MINUTE BATTERY BACKUP SYSTEM. EXi EXIT EMERGENCY LIGHT COMBO WALL - LED 0 OK 0 120 V 2 DUAL-LITE LHQM-LED-G-SD-120/277 PROVIDE WITH 90-MINUTE BATTERY BACKUP 6. CONTROL EXTERIOR LIGHTING THROUGH LIGHTING CONTROL PANEL. SDH Architect 2242 NW RESERVE CAMP CT L1 8'LINEAR PENDANT PENDANT - LED BOoO 4000 K 85 120 V 50 G&G WP B-SO-40K-WPX- 80-80-WPX- NM-NM OR SIMILAR BEND,OR 97703 L2 *LINEAR PENDANT PENDANT - LED 4400 4000 K 80 120 V 41.2 LSI 4RSS4'-LED-11L-LF-UE-40-WHT 206.369.8881 R 8'WET RATED LED STRIP CEILING - LED 8000 4000 K 85 120 V 50 G&G WPX8-SO-40K OR SIMILAR FLAG NOTES: ER R1 6"DOWNLIGHT RECESSED - LED 2000 4000 K 80 120 V 13 GOTHAM EV06SH40/20-DFR-SOL-MWD-MVOLT-EZ1 TUNNEL LIGHTING OWNER FURNISHED,CONTRACTOR INSTALLED. R2 6"DOWNLIGHT RECESSED - LED 2000 3000 K 80 120 V 13 GOTHAM EV06SH40/20-DFR-SOL-MWD-MVOLT-EZ1 S PEDESTRAIN SIDEWALK LIGHTING POLE 14' LED 7776 4000 K >77 120 V 50 PLSC PL-744M-50LED-120-3-4-III-VCL-PT40D-TXBK-PC120 OR SIMILAR S CANOPY H SURFAC - L 0)0 4000 80 120V 103 LSI S -LE -15-SC-OORS CONTROL GENERAL NOTES: ° W1 LED TAPE LIGHT SURFACE - LED 600/FT 4000 K 85 120 V 31 G&G GPX4-JMPi-SO40K-GC-120V-GPX-MNT-NM OCCUPANCY SENSOR ZONE EXPRESS R WASH AUTOMATIC ON/AUTOMATIC OFF OCCUPANCY SENSORS CONTROL LUMINAIRES IN THIS ZONE. WET RABBIT LLC 3213 W.WHEELER ST#750 SEATTLE,WA 98199 OCCUPANCY SENSOR WITH DAYLIGHTING ZONES 206-284-8200 AUTOMATIC ON/AUTOMATIC OFF OCCUPANCY SENSORS CONTROL LUMINAIRES IN THIS ZONE. B ' I — CALSO ONTROLS THAT DAYLIGHT OVERRIDE oxsu�rn /\_ 1 CONTROLS THAT READ TO QUANTITY OF METRIX DAYLIGHT IN THIS ZONE. OPEN/CLOSED LOOP CONTROL E N G I N E E R S Elwn OCCUPANCY SENSOR WITH PRIMARY Rexrox. 980nDAYLIGHTING ZONE: r I OCCUPANCY SENSOR WITH SECONDARY DAYLIGHTING ZONE: 1 OCCUPANCY SENSOR WITH TIME CLOCK ZONE - -- - TIME CLOCK OVERRIDE CONTROLS THAT III— \ ADJUST LIGHT FIXTURES VIA A CLOCK.SEE SEQUENCE OF OPERATIONS FOR MORE INFORMATION: MANUAL SWITCH CONTROL ZONE CONTROLLED BY MANUAL ON/OFF SWITCH: ELECTRICAL LIGHTING CONTROL FLOOR PLA E2.01 SCALE:1/4"=TO" 1 2 C r4 5 6 I I I I Q HOUSE/66 W1 W1 HOUSE/66 (J A HOUSE/66 ° p JR9 HOUSE/32a HOUSE/32a HOUSE/32a HOUSE/32a HOUSE/32a HOUSE/32a HOUSE/32a HOUSE/32a HOUSE/32a HOUSE/32a HOUSE/32a HOUSE/32a HOUSE/32a HOUSE/32a HOUSE/32a HOUSE�32a 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 HOUSEE//66 F2'f OUSE/66 HOUSE/6 HOUSE/32a HOUSE/32a a HOUSE/32a HOUSE/32a HOUSE/32a HOUSE/32a HOUSE/32a HOUSE/32a HOUSE/32a HOUSE/32a HOUSE/32a HOUSE/32a HOUSE/32a HOU E/32a HOUSE/32a HOUSE 32a 31 O EI66 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1L Cr' ° �� ti11 1p EL / L EL � EL W"'$JN"'' E2OUSE/25 OUSE/25 OUSE/25 B u1' D OHOUSE/25 HOUSE/25 �OUSE/25 HOUE/25_' ® HOUSE/25 OUSE/66 T.'1 L1 Li Li 1 HOUSE/25 L1 L1 L1 L1 L1 L1 WET RABBIT- p ® ® ® HOUSE/25 L1 HOUSE/25 HOUSE/25 HOUSE/25 HOUSE/25 HOUSE/25 HOUSE/25 \� ARLINGTON HOUSE/25 HOUSE/25 HOUSE/25® HOU E/2$ (� LO — Al HOUSE125 HOU:3 OUSE125 HOUSE/2 s HOUSE/ ® \\ HOUSE/25 HOUSE/25 HOUSE/25 HOUSE/25 ISSUED I REVISED DATE CL _ PERMITIBID SET 05.09.24 G PERMIT COMMENTS 1 07.25.24 I PERMIT COMMENTS 1 07,25.24 G ELECTRICAL LIGHTING FLOOR PLAN FLOOR PLAN E2.01 1 3 3 d 5 e i e 9 10 �� 10 DEGIGx MCHIIECi GENERAL NOTES: ^ 1. BRANCH CIRCUITING INDICATED ON PLANS AND SCHEDULES IS BASED UPON EXISTING PLANS AND SITE OBSERVATION,CONTRACTOR TO FIELD VERIFY. 2. EQUIPMENT SHOWN IS DIAGRAMMATIC.COORDINATE EQUIPMENT LOCATION SDH Architect H WITH OWNER AND ARCHITECTURAL PRIOR TO INSTALLATION. 3. COORDINATE EXPOSED CONDUIT ROUTING WITH ARCHITECTURAL PRIOR TO INSTALLATION IN ALL SPACES EXCEPT FOR MECHANICAL,ELECTRICAL,MDF/IDF, AND STORAGE ROOMS. 4. REFER TO SHEET E0.03 FOR MOTOR AND EQUIPMENT WIRING SCHEDULE. SDH Architect 5. REFER TO SHEETS E0.03 TO E0.04 FOR PANEL SCHEDULES. 2242 NW RESERVE CAMP CT BEND,OR 97703 206.369.8881 —ER FLAG NOTES: 5WNERWNER TO PROVIDE AND INSTALL C�ABLEYOCATING IN TUNNEL.TO PROVIDE WIRING FOR EY OWNER. WET RABBIT LLC 3213 W.WHEELER ST#750 SEATTLE,WA 98199 206-284-8200 METRIX E N G I N E E R 1 2 3 4 5 6 I I I I I I swrc ®® 6 5F E .II36" 17 ® 27D 30® ®© 4 42 40 — — 17D G i6 29D 34 3 2B 45 CAR W EL 3 n84"fi36" HOUSE121 HOUSE/9,11 1 HOUSE/13,15 HOUSE/23 / HOUSE/17'19 B I ® eELECTRICAL u�® "" ® ® 'LrJ° ®HOSE/21 ® �IRA ® ® ❑ - ® Ajp=`� OOM G&G LCP ® m1m�4 ® ' ❑ - ELECTRICAL ® ROOM#1 123 ® ® F gRMER SERVICE 1lA9ER'S OFFICE I��.T�i1�� EQUIPMENT ROOM ® / G HOUSE/3 KtJ KOOM -- ® FTM _ HOUSE/ `\'HOUSEl7 HOUSE/7 HOUSE/5 ® HOUSE/1 ® E o ® HOUSE/63 LL - >;— HOUSE/3 U / FE 0 1 ® HOUSE/5 ®� ® MSB c 10 U — C uAbIN T^ / UTILITY METER `J SOCKET WET RABBIT- ARLINGTON ISSUED/REVISED DATE PERMIT/BID SET 05.09.24 PERMIT COMMENTS 1 07.25.24 ELECTRICAL POWER AND SYSTEM FLOOR PLAN E3.01 SCALE:1/4"=1'0" PERMIT COMMENTS 1 07.25.24 AND SYSTEM FLOOR PLAN E3.01 1 4 9 - i e 9 10 �� DE6i0x MCHIIECi GENERAL NOTES: ^ 1. ALL EQUIPMENT IS EXISTING TO REMAIN UNLESS NOTED OTHERWISE.[FOR EXISTING ONE-LINE ONLY] 2. PROVIDE NECESSARY DEMOLITION TO FACILITATE NEW CONSTRUCTION WORK SDH Architect H ASSOCIATED WITH THIS PROJECT.COORDINATE OUTAGES WITH OWNER MINIMUM 72 HOURS IN ADVANCE.PROVIDE DISPOSAL OF REMOVED MATERIAL. MAINTAIN CIRCUIT CONTINUITY AS REQUIRED. 3. REMOVE ABANDONED EQUIPMENT,WIRING AND RACEWAY UNLESS NOTED OTHERWISE. SDH Architect 4. REFER TO SCHEDULES ON SHEETS E-OOX TO E-OOX FOR ADDITIONAL 2242 NW RESERVE CAMP CT INFORMATION. BEND,OR 97703 206.369.8881 WET RABBIT LLC 3213 W.WHEELER ST#750 SEATTLE,WA 98199 206-284-8200 METRIX E N G I N E E R PANEL RENroN,wneeasi .m.m e KIOSK F 208Y/120V 100A MCB 208Y/120V 30,4W 1-1/2"C,3#2,1#8G PANEL HOUSE 208Y/120V 300A MCB 208Y/120V 30AW 2-1/2"C,4#250KCMIL,1#2G PANEL PANEL MCC MCC MAIN DRYER #2 600A MCB 600A MCB d 480Y/277V 480Y/277V XFMR HOUSE 30AW 30AW 75 KVA Y Lujj 480:208Y/120V 30AW 2"C,3#2/0,1#6G (2)3"C,4#350KCMIL,1#1G TO RECLAIM UNIT TO AIR TO AIR TO HYDRA-FLEX TO HYDRA-FLEX -PUMP MOTOR COMPRESSOR COMPRESSOR BOOSTER PUMP#1 BOOSTER PUMP#2 S D C. 800A CT CABINET —_--- ——————————— —————————————————————— ——————————— ——————————— ———— ______----_ ---___— 5�,q�'pe MASyY I I I I I I I I mloo I I I I I ��IOI I I I I I I I I I I 800A I 175A 600A 1600A >60A 220A 120A >20A 20A 30/\ M I I I G 750 KVA UTILITY I i I I I I I I I I XFMR z.a7KV:480v/z77v 30,4W I I I I I N I G MSB,800A,480Y/277V,30,4W MAIN FLOOR WET RABBIT- ARLINGTON #3/0 CU II SERVICE POINT TO BUILDING STEEL TO CITY OF ARLINGTON PRIMARY UTILITY CONNECTION (2)4"C,4#60OKCMIL _ TO BUILDING WATER,FIRE,AND GAS MAIN PIPING ISSUED/REVISED DATE PERMIT/BID SET 05.09.24 PERMIT COMMENTS 1 07.25.24 ELECTRICAL ONE-LINE DIAGRAM E8.01 SCALE:NONE PERMIT COMMENTS 1 07.25.24 ELECTRICAL ONE-LINE DIAGRAM E8.01 13228 NE 20th St., Suite 100 Bellevue,WA 98005 JAU E Phone(425) 614-0949 Fax(425) 614-0950 STRUCTURAL CALCULATIONS FOR: Wet Rabbit Car Wash - Arlington Street Address: 7530 204th St. NE City: Arlington State: Washington Zip Code: 98223 Client: SDH Architects, LLC 2242 NW Reserve Camp Ct. Bend, OR 97703 By Project Engineer: Jordan Neyland Principal In Charge: Alex Habliston, S.E. Signing Principal: Shalini Prochazka, S.E. W®Sy�N AUE JOB #: 24034 Date: 8/2/2024 50173 �URgL oNAL 08/02/2024 Sheet: Page Index Topic Pages Starting Calculations: Design Summary A- 3 4 A- 4 Snow Load 716 A- 5 4 A- 10 Main Building MSLFRS A- 1 1 4 A- 13 Pay Station Canopy MSFRS A- 14 4 A- 14 MWLFRS 716 A- 15 4 A- 20 Wind_C&C Wall&Parap 7_16 A- 21 4 A- 21 Wind_C&C HIGH ROOF A- 22 4 A- 23 Wind_C&C LOW ROOF A- 24 4 A- 25 Wind_C&C CANOPY A- 26 4 A- 27 Wood Design Calculations: Wood Trusses Layout B- 1 4 B- 1 Truss Sill Uplift Anchors B- 2 4 B- 3 Truss Loading B- 4 4 B- 4 Metal Stud Design Calculations: High Roof Wall C- 1 4 C- 3 Penthouse Door Header C- 4 4 C- 8 Eyebrow Stud Design C- 9 4 C- 13 Steel Design Calculations: STEEL DECK CHECK D- 1 4 D- 1 Beam Schedule Diagram D- 2 4 D- 2 Beam Type A D- 3 4 D- 8 Beam Type B D- 9 4 D- 10 Beam Type C D- 11 4 D- 17 Beam Type D D- 18 4 D- 25 Boom Wide Flange Beam D- 22 4 D- 27 Washbay Boom Shear Tab D- 24 4 D- 29 Pay Station Canopy DECK CHECK D- 26 4 D- 27 Eyebrow HSS D- 28 4 D- 29 Eyebrow Angle D- 30 4 D- 31 Beam PS-1 D- 32 4 D- 34 Beam PS-2 D- 35 4 D- 36 Beam PS-3 D- 37 4 D- 39 Beam PS-4 D- 40 4 D- 42 Beam PS-5 D- 43 D- 47 Column Design D- 48 4 D- 49 Typical HSS Eyebrow D- 50 4 D- 52 Spcial Corner Layout D- 53 4 D- 53 M1 Angle D- 54 4 D- 55 M2 HSS D- 56 4 D- 57 M3 HSS D- 58 4 D- 61 Lateral Design Calculations: SW Layout E- 1 4 E- 2 Tunnel Diaphragm Chord Force E- 3 4 E- 5 Wall Distribution E- 6 4 E- 10 UPPER E SW E- 11 4 E- 12 E SW 1 E- 13 4 E- 14 E SW 2 E- 15 4 E- 16 MID E SW E- 17 4 E- 18 MID W SW E- 19 4 E- 20 W SW 1 E- 21 4 E- 22 W SW 2 E- 23 4 E- 24 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: A- 1 AU E Address: 7530 204th St.NE,Arlington,WA 98223 Date: 8/2/2024 Client: SDH Architects,LLC Job No.: 24034 Calculation: Page Index Topic Pages S SW 1 E- 25 4 E- 26 S SW 2 E- 27 4 E- 28 S SW 3 E- 29 4 E- 30 S SW 4 E- 31 4 E- 32 UPPER MID SW E- 33 4 E- 34 MID SW 1 E- 35 4 E- 36 MID SW 2 E- 37 4 E- 38 MID SW 3 E- 39 4 E- 40 MID SW 4 E- 41 4 E- 42 UPPER N SW E- 43 4 E- 44 NSW 1 E- 45 4 E- 46 NSW 2 E- 47 4 E- 48 NSW 3 E- 49 4 E- 50 NSW 4 E- 51 4 E- 52 NSW 5 E- 53 4 E- 54 NSW 6 E- 55 4 E- 56 DRAG AT GRID 2 E- 57 4 E- 57 DRAG AT GRID 3 E- 58 4 E- 58 DRAG AT GRID 5 E- 59 4 E- 59 Ledger Angle+Diapgragm Anchor E- 60 4 E- 60 CMU Design Calculations: Lintel A F- 4 4 F- 9 Lintel B F- 10 4 F- 15 Lintel C F- 16 4 F- 21 Lintel D F- 22 4 F- 27 Lintel E F- 28 4 F- 33 Lintel F F- 34 4 F- 39 Lintel G F- 40 4 F- 45 Lintel H F- 46 4 F- 51 Lintel J F- 52 4 F- 57 Lintel K F- 58 4 F- 63 Lintel L F- 64 4 F- 69 Lintel M F- 70 4 F- 75 Lintel N F- 76 4 F- 76 Concrete Design Calculations: Eccentric Wall Ftg. 1 G- 2 4 G- 5 Eccentric Wall Ftg.2 G- 6 4 G- 9 Eccentric Wall Ftg.3 G- 10 4 G- 13 Eccentric Wall Ftg.4 G- 14 4 G- 17 Eccentric Wall Ftg.5 G- 18 4 G- 21 Eccentric Wall Ftg.6 G- 22 4 G- 25 Eccentric Wall Ftg.7 G- 26 4 G- 29 Eccentric Wall Ftg.8 G- 30 4 G- 33 Pay Station Footing Brg.Design G- 34 4 G- 38 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: A-2 Address: 7530 204th St.NE,Arlington,WA 98223 Date: 8/2/2024 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Design Summary Code Summary Building Code: 2021 International Building Code Local Building Code: N/A Supplemental Code: 2016 ASCE 7 Risk Category: II Standard-Occupancy Building Seismic Design Parameters: Ss: 1.038 SDS: 0.751 SMS: 1.126 Fa: 1.08 Ie: 1.00 SI: 0.371 SDI: 0.477 SMi: 0.716 Fv: 1.93 Note: N/A Site Class: F Seismic Design Category: D Structural Height'hp: 28.5 ft Wind Design Parameters: Building Dimensions&Site Parameters: Basic Windspeed'V': 98 mph Mean Roof Height'h': 28.50 ft. ASD Windspeed'V.d: 76 mph (Larger)Length: 142 ft. Exposure Category: C Width: 35 ft. Topographic Factor,Kt: 1.00 Site Elevation above Sea Level,zg: 130 ft Gust Effect Factor'G': 0.85 Pay Station Canopy Wind Design Parameters: Enclosure Classification: Enclosed Buildings Enclosure Classification: Open Buildings (Gcpi): 0.18 & -0.18 (GCpi): 0.00 & 0.00 Snow Design Parameters: Ground Snow Load'Pg: 17 psf Live Loads: Mark: Live Loads: Description: - 20 psf -Roof LL - 20 psf -LL For Storage Above Ceiling Dead Loads: -Penthouse Roofs -Wash Tunnel Roof Structure= 4.30 psf-Total Structure= 75.00 psf-Total -Wood Trusses at 24"O.C. 2.50 psf -Hollow Core Concrete Plank(6') 50.00 psf -Sheathing 1.80 psf -2"Topping Slab 25.00 psf -XKXXXXXX 0.00 psf Ceiling&MEP= 1.50 psf-Total Ceiling&MEP= 5.00 psf-Total -MEP 1.50 psf -MEP, misc.finishes 5.00 psf -XXXXXXXX 0.00 psf Roof Finish= 2.00 psf-Total Finish= 0.00 psf-Total -Metal panel roof finsih 2.00 psf -XXX X XX 0.00 psf Special= 0.00 psf-Total Special= 0.00 psf-Total Misc.= 1.50 psf-Total Misc.= 0.00 psf-Total Design DL= 15.0 psf Design DL= 80.0 psf t tal Max DL= 9.3 psf Total Max DL= 80.0 psf Total SDL= 5.0 psf Total SDL= 5.0 psf 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: A-3 Address: 7530 204th St.NE,Arlington,WA 98223 Date: 8/2/2024 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Design Summary Dead Loads Cont.: -Pay Station -Metal Stud Infill Wall Structure= 7.00 psf-Total Structure= 5.80 psf-Total -HSS Steel beams 1.50 psf -6"metal studs at 16"O.C. 1.50 psf -20 GA.Mtl Deck 2.50 psf -Sheathing 1.80 psf -Insulation/Waterproofing 3.00 psf -Fiber cement panel finish 2.50 psf Ceiling&MEP= 0.00 psf-Total Misc= 1.50 psf-Total -XXXXXXXX 0.00 psf -MEP 1.50 psf -XXXXXXXX 0.00 Psf Design DL= 10.00 psf Floor Finish= 0.00 psf-Total Total Max DL= 7.30 psf -XXXXXXXX 0.00 psf Total SDL= 1.50 psf Special= 0.00 psf-Total -XXXXXXXX 0.00 psf -8"CMU wall -XXXXXXXX 0.00 psf Structure= 80.00 psf-Total -XXXXXXXX 0.00 psf -8"Nominal CMU, Grouted solid 80.00 psf -XXXXXXXX 0.00 psf Misc.= 1.50 psf-Total Design DL= 10.0 psf Misc= 0.00 psf-Total Total Max DL= 8.5 psf Total SDL= 1.5 psf Design DL= 80.00 psf Total Max DL= 80.00 psf -Equipment Room Roof Total SDL= 0.00 psf Structure= 5.00 psf-Total -Wide flange beams @ 8'O.C. 2.50 psf -20 GA.Mtl Deck 2.50 psf -XXXXXXXX 0.00 psf Ceiling&MEP= 10.00 psf-Total Misc.Equipment 10.00 psf -XXXXXXXX 0.00 Psf Finish= 0.00 psf-Total -XXXXXXXX 0.00 psf Special= 0.00 psf-Total Misc.= 0.00 psf-Total Design DL= 15.0 psf Total Max DL= 15.0 psf Total SDL= 10.0 psf 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: A-4 AU E Address: 7530 204th St.NE,Arlington,WA 98223 Date: 8/2/2024 Client: SDH Architects,LLC Job No.: 24034 Calculation: Snow Load 716 Design Criteria&Base Snow Load: Source:ASCE 7-16 Chaper 7 Risk Category: Il Ground Snow Load,pg: 17 psf Surface Roughness Category: C Exposure: Partially Exposed Exposure Factor,Ce: 1.00 Building Thermal Condition: All Structures unless noted otherwhise Thermal Factor,Ct: 1.00 Importance Factor,I,: 1.00 Flat Roof Snow Load,pf: 11.90 psf Min.Low-Slope Roof Snow Load,pm: 17.00 psf(Do not use for determining drift loads,sliding,unbalanced,or partial loads) Roof Slope Factor,C,: 1.00 Sloped Roof(Balanced)Snow Load,ps: 11.9 psf Rain on Snow Surcharge: 5 psf Sloped Roof Snow Load,ps+Rain on Snow Surcharge: 16.9 psf(Do not usefor determining drift loads,sliding,unbalanced,orpartialloads) Jurisdiction Min.Flat Roof Snow Load,pmin: 25.00 psf(Do not use for determining drift loads,sliding,unbalanced,or partial loads) Design Base Snow Load: 25.00 psf Snow Drift Loading on Lower Roofs,Parapets,or Roof Projections: -Wash Tunnel Roof at High Roof(Grid 4) Source:ASCE 7-16 Chaper 7 Horizontal Dimension of Lower Roof- 119 ft Snow Density,y: 16.21 pcf Horizontal Dimension of Upper Roof- 24 ft Base Snow Height,hb: 0.734 ft Roof Elevation Change: 11.63 ft Height above Base Snow,he: 10.89 ft Drift at Para et/Roof Projection? Yes he/hb: 14.84 Drift Must Be Considered Leeward Drift: i Windward Drift: Roof Length Upwind of the Drift,1.: 24 ft Roof Length Upwind of the Drift,1.: 119 ft Leeward Drift Height,ha: 1.327 ft Design Windward Drift Height,ha: 2.491 ft Design Leeward Drift Height,ha: N/A ft Design Drift: W rd Windward LNwerd Leeward Drift W�ndwe•d D"ilt _ Step Step Design Drift Height,ha: 2.491 ft.(hd<=hc) t- -- Max Intensity of Drift Surcharge,pa: 40.38 psf 5nnw Design Drift Width,w: 9.964 ft FIGURE 7.7-1 Drifts Formed at Windward and Leeward Steps Sloped Roof(Balanced)Snow Load,ps: 11.90 psf L su 1 to D'oxa to imna Balenwd Brow Lob � .ouoo.ee a sxo„ FIGURE 7.7-2 Configuration of Snowdrifts on Lower Roofs FIGuae 7.7a omnawanon mrnranacnny snowarxra / 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: A-5 AU E Address: 7530 204th St.NE,Arlington,WA 98223 Date: 8/2/2024 Client: SDH Architects,LLC Job No.: 24034 Calculation: Snow Load 716 Snow Drift Loading on Lower Roofs,Parapets,or Roof Projections: -Electrical RoomRoof at High Roof(Grid B) Source:ASCE 7-16 Chaper 7 Horizontal Dimension of Lower Roof.- 11.33 ft Snow Density,y: 16.21 pcf Horizontal Dimension of Upper Roof. 23.33 ft Base Snow Height,hb: 0.734 ft Roof Elevation Change: 11.63 ft Height above Base Snow,hD: 10.89 ft Drift at Parapet/Roof Projection? Yes he/hb: 14.84 Drift Must Be Considered Leeward Drift: Windward Drift: Roof Length Upwind of the Drift,1.: 23.33 ft Roof Length Upwind of the Drift,1,,: 11.33 ft Leeward Drift Height,hd: 1.301 ft Design Windward Drift Height,hd: 0.87 ft Design Leeward Drift Height,hd: N/A ft Design Drift: wirM♦ — WMdwwd Leeward Leeward Dri t Design Drift Height,hd: 0.87 ft.(hd<=hc) Windward Drift / Step st.p Max Intensity of Drift Surcharge,pd: 14.11 psf Snow' Design Drift Width,w: 3.482 ft FIGURE 7.7-1 Drifts Formed at Windward and Leeward Steps Sloped Roof(Balanced)Snow Load,ps: 11.90 psf 00, Dai l D,LOW M1 Dua to Drlltlrq Ay 4 n. It T. Bel.rpW Siva LOW R I_ w �. I' unnmaa.uamuoo.roorwaww FIGURE 7.7-2 Configuration of Snowdrifts on Lower Roofs Rouea 1—Ceme..ma.r.e.rmewy erwwew m ta.wr a.a Snow Drift Loading on Lower Roofs,Parapets,or Roof Projections: -Manager's Office Wall(Grid 3)E Dir Source:ASCE 7-16 Chaper 7 Horizontal Dimension of Lower Roof. 37.5 ft Snow Density,y: 16.21 pcf Horizontal Dimension of Upper Roof: 96.02 ft Base Snow Height,hb: 0.734 ft Roof Elevation Change: 2.333 ft Height above Base Snow,h,: 1.599 ft Drift at Parapet/Roof Projection? Yes he/hb: 2.178 Drift Must Be Considered Leeward Drift: Windward Drift: Roof Length Upwind of the Drift,1,: 96.02 ft Roof Length Upwind of the Drift,1,: 37.5 ft Leeward Drift Height,hd: 2.988 ft Design Windward Drift Height,hd: 1.336 ft Design Leeward Drift Height,hd: N/A ft Design Drift: Wind Wmdwa•d Leeward Leeward Drift Design Drift Height,hd: 1.336 ft.(hd<=hc) W�a'd°i°— f s1eD sreD — Max Intensity of Drift Surcharge,pd: 21.65 psf Snow Design Drift Wldth,w: 5.343 ft FIGURE 7.7-1 Drifts Formed at Windward and Leeward Steps Sloped Roof(Balanced)Snow Load,ps: 11.90 psf auron..e.Lo.e T Dua fo Drlflnq M1 ^51 ny FT R w FIGURE 7.7-2 Configuration of Snowdrifts on Lower Roofs wnnaw.lae.mu...amrcraw. ewuae 7.7J oorsgwW.n rA sea...aq erioaertlra .,Oils hoof 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: A-6 Address: 7530 204th St.NE,Arlington,WA 98223 Date: 8/2/2024 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Snow Load 716 Snow Drift Loading on Lower Roofs,Parapets,or Roof Projections: -Manager's Office Wall(Grid 3) W Dir Source:ASCE 7-16 Chaper 7 Horizontal Dimension of Lower Roof: 96.02 ft Snow Density,y: 16.21 pcf Horizontal Dimension of Upper Roof. 37.5 ft Base Snow Height,hb: 0.734 ft Roof Elevation Change: 2.333 ft Height above Base Snow,h.: 1.599 ft Drift at Parapet/Roof Projection? Yes he/hb: 2.178 Drift Must Be Considered Leeward Drift: Windward Drift: Roof Length Upwind of the Drift,1.: 37.5 ft Roof Length Upwind of the Drift,1.: 96.02 ft Leeward Drift Height,hd: 1.781 ft Design Windward Drift Height,hd: 2.241 ft Design Leeward Drift Height,hd: N/A ft Design Drift: Wind Wndward Leeward Leeward Dri t Design Drift Height,hd: 1.599 ft.(hd>hc) Windward Dnn / Step step Max Intensity of Drift Surcharge,pd: 25.92 psf Snow Design Drift Width,w: 12.57 ft FIGURE 7.7-1 Drifts Formed at Windward and Leeward Steps Sloped Roof(Balanced)Snow Load,ps: 11.90 psf 00, LoW Dai l D,ll 0. Ah 4 h° It a T. BelarrcW Srww LOW R I_ w �r I— uaamaawuwmupo.rneanaawri FIGURE 7.7-2 Configuration of Snowdrifts on Lower Roofs raowtE anis—or teraeeare err.wraab .1 ba.r Rool Snow Drift Loading on Lower Roofs,Parapets,or Roof Projections: -Tunnel Drift at Mechanical(Grid B)S Dir. Source:ASCE 7-16 Chaper 7 Horizontal Dimension of Lower Roof. 23.5 ft Snow Density,y: 16.21 pcf Horizontal Dimension of Upper Roof: 11.42 ft Base Snow Height,hb: 0.734 ft Roof Elevation Change: 2 ft Height above Base Snow,h,: 1.266 ft Drift at Parapet/Roof Projection? Yes he/hb: 1.724 Drift Must Be Considered Leeward Drift: Windward Drift: Roof Length Upwind of the Drift,1,,: 11.42 ft Roof Length Upwind of the Drift,l,,: 23.5 ft Leeward Drift Height,hd: 1.161 ft Design Windward Drift Height,hd: 0.981 ft Design Leeward Drift Height,hd: N/A ft Design Drift: Wind t♦ Wmdwa•d Laawafd Leswa d DO Design Drift Height,hd: 0.981 ft.(hd<=hc) wr°="d�""-- f step at.p Max Intensity of Drift Surcharge,pd: 15.9 psf Snow Design Drift Width,w: 3.923 ft FIGURE 7.7-1 Drifts Formed at Windward and Leeward Steps Sloped Roof(Balanced)Snow Load,ps: 11.90 psf 4 Bu'S,.mhnga Load I , a Dnmrq n ^g A BalarwW 8—LOW w u.aMa aa.L.e.m u�.am..r ane..r FIGURE 7.7.2 Configuration of Snowdrift on Lower Roofs House 7.7a oaaq.Wonate.wrars enoealld ."Roof 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: A-7 Address: 7530 204th St.NE,Arlington,WA 98223 Date: 8/2/2024 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Snow Load 716 Snow Drift Loading on Lower Roofs,Parapets,or Roof Projections: -Mechanical Room Drift at Tunnel(Grid B)NDir. Source:ASCE 7-16 Chaper 7 Horizontal Dimension of Lower Roof.- 11.42 ft Snow Density,y: 16.21 pcf Horizontal Dimension of Upper Roof. 23.5 ft Base Snow Height,hb: 0.734 ft Roof Elevation Change: 2 ft Height above Base Snow,h.: 1.266 ft Drift at Parapet/Roof Projection? Yes he/hb: 1.724 Drift Must Be Considered Leeward Drift: Windward Drift: Roof Length Upwind of the Drift,1.: 23.5 ft Roof Length Upwind of the Drift,1.: 11.42 ft Leeward Drift Height,hd: 1.308 ft Design Windward Drift Height,hd: 0.87 ft Design Leeward Drift Height,hd: N/A ft Design Drift: Wind Windward Leeward Leeward Dri't Design Drift Height,hd: 0.87 ft.(hd<=hc) Windward Dna / Step step Max Intensity of Drift Surcharge,pd: 14.11 psf Snow Design Drift Width,w: 3.482 ft FIGURE 7.7-1 Drifts Formed at Windward and Leeward Steps Sloped Roof(Balanced)Snow Load,p,: 11.90 psf 00, SurO 170 D,LOW 0. Duo to DrllLoa Ah 4 h° It a T. Belarrced Srww LOW R I_ w �r I- unliumaawuamuw.romnaawa FIGURE 7.7-2 Configuration of Snowdrifts on Lower Roofs —E7.7a onrerewWWena alruro.ewre amwBYb ettower— Snow Drift Loading on Lower Roofs,Parapets,or Roof Projections: -Mechanical Room Drift at Bldg Edge(Grid C) Source:ASCE 7-16 Chaper 7 Horizontal Dimension of Lower Roof. 11.42 ft Snow Density,y: 16.21 pcf Horizontal Dimension of Upper Roof: 0 ft Base Snow Height,hb: 0.734 ft Roof Elevation Change: 3.667 ft Height above Base Snow,h,: 2.933 ft Drift at Parapet/Roof Projection? Yes he/hb: 3.995 Drift Must Be Considered Leeward Drift: Windward Dri t: Roof Length Upwind of the Drift,1,,: 0 ft Roof Length Upwind of the Drift,1,,: 11.42 ft Leeward Drift Height,hd: 0 ft Design Windward Drift Height,hd: 0.87 ft Design Leeward Drift Height,hd: N/A ft Design Drift: Wind Wmdwa•d Leeward Leeward Drift Design Drift Height,hd: 0.87 ft.(lid<=hc) wr°='d�""-- f step sreD — Max Intensity of Drift Surcharge,pd: 14.11 psf Snow Design Drift Wldth,w: 3.482 ft FIGURE 7.7-1 Drifts Formed at Windward and Leeward Steps Sloped Roof(Balanced)Snow Load,ps: 11.90 psf 4 e-h.rse Load I A BolorwW Snow LOW w w.a aww tee.m uaw am..r ewer FIGURE 7.7.2 Configuration of Snowdrift on Lower Roofs ntusta774oanerrarettrw....ar9 srrwwarlla .tOalr Root 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: A-8 Address: 7530 204th St.NE,Arlington,WA 98223 Date: 8/2/2024 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Snow Load 716 Snow Drift Loading on Lower Roofs,Parapets,or Roof Projections: -Tunnel Drift at Bldg Edge(Grid A) Source:ASCE 7-16 Chaper 7 Horizontal Dimension of Lower Roof: 23.5 ft Snow Density,y: 16.21 pcf Horizontal Dimension of Upper Roof. 11.42 ft Base Snow Height,hb: 0.734 ft Roof Elevation Change: 1.583 ft Height above Base Snow,hc: 0.849 ft Drift at Parapet/Roof Projection? Yes he/hb: 1.157 Drift Must Be Considered Leeward Drift: Windward Drift: Roof Length Upwind of the Drift,1.: 11.42 ft Roof Length Upwind of the Drift,1,,: 23.5 ft Leeward Drift Height,hd: 1.161 ft Design Windward Drift Height,hd: 0.981 ft Design Leeward Drift Height,hd: N/A ft Design Drift: Wind t♦ — Wkdwwd Leeward Leeward Drill Windward Drift Design Drift Height,hd: 0.849 ft.(hd>hc) p Step slap Max Intensity of Drift Surcharge,pd: 13.77 psf Snow Design Drift Width,w: 4.53 ft FIGURE 7.7-1 Drifts Formed at Windward and Leeward Steps Sloped Roof(Balanced)Snow Load,p,: 11.90 psf 00, SO O 170 D,LOW 0. Duo ro DrllLoa Ah 4 A. It T e BelarpW Siww LOW R I_ IN �r I' unliumaawuamuoo.romnaawa FIGURE 7.7-2 Configuration of Snowdrifts on Lower Roofs Flotilla pnegwWraawwaeewg Briawdtlb a—,— Snow Drift Loading on Lower Roofs,Parapets,or Roof Projections: -Tunnel Drift at Bldg Edge(Grid 1) Source:ASCE 7-16 Chaper 7 Horizontal Dimension of Lower Roof. 119 ft Snow Density,y: 16.21 pcf Horizontal Dimension of Upper Roof: 0 ft Base Snow Height,hb: 0.734 ft Roof Elevation Change: 1.729 ft Height above Base Snow,hp: 0.995 ft Drift at Parapet/Roof Projection? Yes hc/hb: 1.355 Drift Must Be Considered Leeward Drift: Windward Dri t: Roof Length Upwind of the Drift,1,: 0 ft Roof Length Upwind of the Drift,1,: 119 ft Leeward Drift Height,hd: 0 ft Design Windward Drift Height,hd: 2.491 ft Design Leeward Drift Height,hd: N/A ft Design Drift: Wind Wmdwa•d Leeward Leeward Drift Design Drift Height,hd: 0.995 ft.(hd>hc) "�a'd°i°— f slap srap — Max Intensity of Drift Surcharge,pd: 16.13 psf Snow Design Drift Wldth,w: 7.96 ft FIGURE 7.7-1 Drifts Formed at Windward and Leeward Steps Sloped Roof(Balanced)Snow Load,p,: 11.90 psf 4 Load e�mh.rse La I ow a oeoa n ^g A BOIwwW Snow LOW w we,�aww Fete.m u.rw am..r aw.w FIGURE 7.7.2 Configuration of Snowdrift on Lower Roofs Frouae 7.7J ooreq.W.aanr...ae enOwadld M laser lleol 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: A-9 Address: 7530 204th St.NE,Arlington,WA 98223 Date: 8/2/2024 AU E Client: SDH Architects,LLC Job No.: 24034 Snow Drift Loading on Lower Roofs,Parapets,or Roof Projections: -Drift on Pay Station Eyebrow(E/W) Source:ASCE 7-16 Chaper 7 Horizontal Dimension of Lower Roof- 23.58 ft Snow Density,y: 16.21 pcf Horizontal Dimension of Upper Roof- 0 ft Base Snow Height,hb: 0.734 ft Roof Elevation Change: 1 ft Height above Base Snow,It.: 0.266 ft Drift at Para et/Roof Projection? Yes he/hb: 0.362 Drift Must Be Considered Leeward Drift: J Windward Drift: Roof Length Upwind of the Drift,1.: 0 ft Roof Length Upwind of the Drift,1.: 23.58 ft Leeward Drift Height,ha: 0 ft Design Windward Drift Height,ha: 0.983 ft Design Leeward Drift Height,ha: N/A ft Design Drift: wiad 64 Windward L«ware Leeward odrt Design Drift Height,ha: 0.266 ft.(hd>hc) Wind—nd°nM step step Max Intensity of Drift Surcharge,pd: 4.31 psf Snow, Design Drift Width,w: 2.127 ft FIGURE 7.7.1 Drifts Formed at Windward and Leeward Steps Sloped Roof(Balanced)Snow Load,pa: 11.90 psf 00, soti 1,Dr LIN ou �( .m onmRa M1 ne I^a B.I.naee anew LOW h FT i I iR w tasann saw Lm.m Yppr Bea nd anaa FIGURE 7.7-2 Configuration of Snowdrift on Lower Roofs iwi11RE].]d COiea.Ybn M Laepalae BnswBab a Laver anal Snow Drift Loading on Lower Roofs,Parapets,or Roof Projections: -Drift on Pay Station Eyebrow(NIS) Source:ASCE 7-16 Chaper 7 Horizontal Dimension of Lower Roof. 14.83 ft Snow Density,y: 16.21 pcf Horizontal Dimension of Upper Roof. 0 ft Base Snow Height,hb: 0.734 ft Roof Elevation Change: 1 ft Height above Base Snow,hd: 0.266 ft Drift at Parapet/Roof Projection? Yes he/hb: 0.362 Drift Must Be Considered Leeward Drift: Windward Drift: Roof Length Upwind of the Drift,1.: 0 ft Roof Length Upwind of the Drift,1.: 14.83 ft Leeward Drift Height,hd: 0 ft Design Windward Drift Height,hd: 0.87 ft Design Leeward Drift Height,hd: N/A ft Design Drift: wind Windward Leewaro Leeward Dri't Design Drift Height,hd: 0.266 ft.(hd>hc) w'ndward Dr1k step step Max Intensity of Drift Surcharge,pd: 4.31 psf snow Design Drift Width,w: 2.127 ft FIGURE 7.7-1 Drifts Formed at Windward and Leeward Steps Sloped Roof(Balanced)Snow Load,pa: 11.90 psf 00, 9amnarga Loae TI Su: Orll'z. h hq 1aa h. nFp. T. B.II I anew LOW M '+ w uw.aasaa.wa.a�o�real m saa.a FIGURE 7.7.2 Config—tion of Snowdrifts on Lower Roofs RiURE 7.7.3 C.Mq-of Mxpaeng amawwa m Lo.w Rom 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: A- 10 AU E Address: 7530 204th St.NE,Arlington,WA 98223 Date: 8/2/2024 Client: SDH Architects,LLC Job No.: 24034 Snow Drift Loading on Lower Roofs,Parapets,or Roof Projections: -Drift on NIS Office Wall(Grid 4), W DIR. Source:ASCE 7-16 Chaper 7 Horizontal Dimension of Lower Roof- 36 ft Snow Density,y: 16.21 pcf Horizontal Dimension of Upper Roof- 0 ft Base Snow Height,hb: 0.734 ft Roof Elevation Change: 3 ft Height above Base Snow,It.: 2.266 ft Drift at Para et/Roof Projection? Yes he/hb: 3.087 Drift Must Be Considered Leeward Drift: J Windward Drift: Roof Length Upwind of the Drift,1.: 0 ft Roof Length Upwind of the Drift,1.: 36 ft Leeward Drift Height,ha: 0 ft Design Windward Drift Height,ha: 1.302 ft Design Leeward Drift Height,ha: N/A ft Design Drift: wind 64 'windward L«ward Lear]ard DHR Design Drift Height,ha: 1.302 ft.(hd<=hc) Windward°nM step gt� Max Intensity of Drift Surcharge,pa: 21.11 psf Sow Design Drift Width,w: 5.21 ft FIGURE 7.7.1 Drifts Formed at Windward and leeward Steps Sloped Roof(Balanced)Snow Load,ps: 11.90 psf 00, soti f ft pu �( a 1,m Dnums M1 ne I^a Bels,M Sim Loop h w uxam ea.�.e.m uon.Bml Anne FIGURE 7.7-2 Configuration of Snowdrift on Lower Hoofs iai11RE].]d CMIa.Ybn M MepCae BMwBYb a Lo+vr R001 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: A- 11 AU E Address: 7530 204th St.NE,Arlington,WA 98223 Date: 8/2/2024 Client: SDH Architects,LLC Job No.: 24034 Calculation: Main Building MSLFRS General Design Parameters: I IBC 2018 JASCE 7-16 Chapter 12:Seismic Design Requirements for Building Structures Risk Category: II Standard-Occupancy Building h : 28.5 ft Vertical Seismic Loading: Ss: 1.038 SDs: 0.751 Ie: 1.00 SDC: D Evert: 0.15 *W SI: 0.371 SDI: 0.477 1 Site Class: D Building Seismic Force Resistin System: *Reference ASCE 7-16 Table 12.2-1 Seismic Force Resisting System: AT Special Reinforced Masonry Shear Walls Response Modification Factor,R: 5.00 Overstrength Factor,S2o: 2.50 Deflection Amplifcation Factor,Cd: 3.50 Building Fundamental Period: Seismic Force Resisting System Type: All other structural Systems Approx.Period Parameter,Ct: 0.02 Note: N/A Approx.Period Parameter,x: 0.75 Building Structural Height,h.: 28.5 ft Building Approx.Fundamental Period,Ta: 0.247 sec User Input Building Fundamental Period,Tuner input: - sec Use Approx.Fundamental period as permited by Section 12.8.2 of ASCE 7 Coeff.for Upper Limit on Calculated Period,Cu: 1.4 Upper Limit Building Fundamental Period,Ta,fimib 0.3454 sec Building Fundamental Period,T: 0.2467 sec Building Seismic Response Coefficients: Ts: 0.636 sec C,: 0.15 Eq. 12.8-2 C,,.: 0.39 Eq. 12.8-3 (Assumed T<= TL) C,,min: 0.033 Eq. 12.8-5 Cs,miu: N/A Eq. 12.8-6 s„ Seismic Response Coefficient,V: 0.150 *W s c =S r c„, sprr, S =- • r 4d L IMd.r1Y(1 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: A- 11 AU E Address: 7530 204th St.NE,Arlington,WA 98223 Date: 8/2/2024 Client: SDH Architects,LLC Job No.: 24034 Calculation: Main Building MSLFRS Wp,i,: 15 psf Wt,,,,,,el: 80 psf Wcm-u: 80.00 psf Tributary Height of CMU At Gridlines: Conc. Md.Deck Wmech: 15 psf WCFs: 10.00 psf Grid A: 10.6 ft 0 ft Grid B: 8.8 ft 7.667 ft W is WMechl +W3(part.) +W2(part.) Grid C(High Parapet): 0.0 ft 11.86 ft 25.52 plf+ 142.5 plf+ 92.08 plf= 260.09 plf Grid C(Low Parapet): 0.0 ft 9.416 ft Grid 1: 11.0 ft 0 ft W2:WMe62 +W3(part.) +W2(part.) Grid 2: 0.0 ft 11.86 ft 25.52 plf+ 113.1 plf+ 92.08 plf= 230.7 plf Grid 3: 0.0 ft 11.86 ft Grid 5: 0.0 ft 9.416 ft W3: Wtunnel +W2(part.) +Wl Grid 6: 11.0 ft 0 ft 280.3 plf+ 105.9 plf+ 127.5 plf+ 513.6 plf Penthouse Grid A: 7.0 ft 0 ft Penthouse Grid B: 7.0 ft 0 ft W4: Pent Penthouse Grid 4: 7.0 ft 0 ft 220.7 plf Penthouse Grid 6: 7.0 ft 0 ft W5: Wtunnel +W4 +W5 +D Pent 1704 plf+ 131.6 plf+ 131.6 plf+ 147.13 plf = 2114 plf Cs: 0.150 Cs*Wtunnel: 12.01 psf W&WMechl +WMech2 +W6 +W7 +W8 Cs*Wmech: 2.252 psf 82.39 plf+ 214.7 plf 142.5 plf 142.48 plf+ 113.1 plf= 695.1 plf Cs*Wpent: 2.252 psf Cs*WCh,1U: 12.01 psf OCs*WCFs: 1.50 psf 4 Y �./ Q 23.33 ft Q V 141.83 ft I ' - I OBI. I I� w1 A - I � 2 I wa. 3.33 ft sEcr --------------------f------------------------------------------------- I--� ----- 2 I I I 0 3 W. ' w_ 11.33 ft _________________ t ______------------------------------- __J____I SECT 36.6 ft 95.33 ft 1 2.667 ft i4 N N/S LATERAL 7.25 ft (Section 1) wl. 260.1 plf w2. 230.698 plf W6 Collector: 4.757 k W7: 15.75 k W8: 11.00 k (Section 2) 4.757 k W4: 220.7 plf W3: 513.635 plf W4: 13.83 k W7 Collector: 34.83 k W8 Collector: 31.66 k W5: 2.662 k 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: A- 12 AU E Address: 7530 204th St.NE,Arlington,WA 98223 Date: 8/2/2024 Client: SDH Architects,LLC Job No.: 24034 Calculation: Main Building MSLFRS E/W LATERAL ws: 2114 plf w6: 695.1 plf WI: 24.7 k W2: 28.6 k W3: 3.939 k Lateral Summary: N/S Base Shear: 114.5 k Item: Load to Item E/W Base Shear: 57.2 k W 1 24.66 k W2 28.6 k W3 3.939 k W4 13.83 k W5 2.662 k W7 50.59 k W8 42.66 k W6 Collector 4.757 k W7 Collector 34.83 k W8 Collector 31.66 k 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 / Project: Wet Rabbit Car Wash-Arlington Pg.No: A- 13 AU E Address: 7530 204th St.NE,Arlington,WA 98223 Date: 8/2/2024 Client: SDH Architects,LLC Job No.: 24034 Calculation: Pay Station Canopy MSFRS General Design Parameters: I IBC 2018 JASCE 7-16 Chapter 12:Seismic Design Requirements for Building Structures Risk Category: II Standard-Occupancy Building hn: 11 ft Vertical Seismic Loading: Ss: 1.038 SDs: 0.751 Ie: 1.00 SDC: D Evert: 0.15 *W SI: 0.371 SDI: 0.477 Site Class: D Building Seismic Force Resistin System: *Reference ASCE 7-16 Table 12.2-1 Seismic Force Resisting System: Hl.Steel Systems Not Specifically Detailed for Seismic Resistance,Excluding Cantilever Column Systems Response Modification Factor,R: 3.00 Overstrength Factor,920: 3.00 Deflection Amplifcation Factor,Cd: 3.00 Building Fundamental Period: Seismic Force Resisting System Type: All other structural Systems Approx.Period Parameter,Ct: 0.02 Note: N/A Approx.Period Parameter,x: 0.75 Building Structural Height,hn: 11 ft Building Approx.Fundamental Period,Ta: 0.121 sec User Input Building Fundamental Period,Tu,,input: - sec Use Approx.Fundamental period as permited by Section 12.8.2 of ASCE 7 Coeff.for Upper Limit on Calculated Period,C.: 1.4 Upper Limit Building Fundamental Period,T,,Iimir 0.16912 sec Building Fundamental Period,T: 0.1208 sec Building Seismic Response Coefficients: Ts: 0.636 sec C,: 0.25 Eq. 12.8-2 C,,.: 1.32 Eq. 12.8-3 (Assumed T<= TL) C,,min: 0.033 Eq. 12.8-5 C,,min: N/A Eq. 12.8-6 SM Seismic Response Coefficient,V: 0.250 *W a t y„ S su`T, r, Mtid.T luc I 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: A- 14 Address: 7530 204th St.NE,Arlington,WA 98223 Date: 8/2/2024 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: MWLFRS 7 16 ASCE 7-16 Chapter 27-Directional Procedure for Enclosed and Partially Enclosed Buildings Building Geometry and Site Characteristics: Design Criteria&Velocity Pressure: Mean RoofHeight'h': 28.5 ft BasicWindspeed'V': 98 mph (1-at'ger)Length: 142 ft Exposure Category: C Width: 35 ft Gust Effect Factor,G: 0.85 Roof Area: 4970 ft2 Velocity Pressure Coefficient,KZ: 0.97 a: 9.5 [Table26.11-1] Building Type: Enclosed Buildings zg: 900 [Table 26.11-1] Ground Elev.above Sea Level,zg: 130 ft Topographic Factor,Kzt: 1.00 Wind Directionality Factor,Kd: 0.85 Ground Elevation Factor,Ke: 1.00 Velocity Pressure,qz=qh: 20.21 psf Determination of Topographic Factor,Kzt i V --- Sri Speed♦P x(l'poiedi �(i)oN�wiN) trl p14ied) -- x(DoNnioq Y/2 M 4N ESCARPMENT 2-D RIDGE OR 3-D AXISYMMETRICAL HILL Terrain Type: Flat Terrain Direction: Upwind of Crest Lb: 2043.20 ft Dist. Upwind of Crest to Half Ht of Hill or Escarp. H: 361.77 ft Ht. of Hill orExcarp.Relative to the upwind terrain x: 7603.09 ft Dist. (Upwind or Downwind)from the crest to the building site z: 28.50 ft Ht above Local Ground Level h: 28.50 ft Mean Ht above Local Ground Level H/Lh: 0.18 x/Lh: 3.72 z/Lh: 0.01 Kl/(H/Lh): N/A Kl: N/A µ: N/A K2: N/A Y: N/A K3: N/A Kz1: 1.00 Equation 26.8-1 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: A- 15 AL! Address: 7530 204th St.NE,Arlington,WA 98223 Date: 8/2/2024 Client: SDH Architects,LLC Job No.: 24034 Calculation: MWLFRS 716 Wind Direction'Y' "Length" Wind Direction'X' Building' 3 � Plan View Elevation View External Pressure Coefficients,C or C": Wind Direction'X': Wind Direction 'Y': Roof Angle: 0- 10 degrees Roof Angle: 0- 10 degrees LB: 4.06 (Length/Width) LB: 0.25 (Width/Length) h/L: 0.20 (Height/Length) h/L: 0.81 (Height/Width) Wall Pressure Coefficients,C Wall Pressure Coefficients,C CP Use w/ CP Use w/ Windward Wall: 0.8 qz Windward Wall: 0.8 qz Leeward Wall: -0.2 qh Leeward Wall: -0.5 qh Sidewall: -0.7 qh Sidewall: -0.7 qh Sloped Roof Pressure Coefficients,C Sloped Roof Pressure Coefficients,C CPI Cp2 Use w/ CpI Cp2 Use w/ Windward,0>10°: N/A N/A qh Windward,0>10°: N/A N/A qh Leeward,0>10°: N/A N/A qh Leeward,0>10°: N/A N/A qI, Flat or Parallel to Ridge Roof Pressure Coeff,C Flat or Parallel to Ridge Roof Pressure Coeff,C CpI Cp2 Use w/ Cpi Cp2 Use w/ 0 to h/2: -0.9 -0.18 qh 0 to h/2: -1.15 -0.18 qI, h/2 to h: -0.9 -0.18 qh h/2 to h: -0.78 -0.18 qh h to 2h: -0.5 -0.18 qh h to 2h: -0.62 -0.18 qh >2h -0.3 -0.18 qh >2h -0.55 -0.18 qh 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: A- 16 AU Address: 7530 204th St.NE,Arlington,WA 98223 Date: 8/2/2024 Client: SDH Architects,LLC Job No.: 24034 Calculation: MWLFRS 716 Internal Pressure Coefficients,GC Pi GCpi: 0.18 or -0.18 Wind Pressure on Walls: Terrain Exposure Parameters: a: 9.5 z : 900 ft Wind Direction'X': Wind Direction 'Y': Windward GCp: 0.68 Windward GCp: 0.68 Leeward GCp: -0.17 Leeward GCp: -0.43 Sidewall GCp: -0.60 Sidewall GCp: -0.6 Int.Pressure GCpi: 0.18 or -0.18 Int.Pressure GCpi: 0.18 or -0.18 Windward (LRFD) (ASD) Windward (LRFD) (ASD) Height(ft) Kz Px(psf) P(psf) P(psf) Height(ft) Kz Px(psf) P(psf) P(psf) 0 0.85 12.01 16.00 9.60 0 0.85 12.01 20.60 12.36 5 0.85 12.01 16.00 9.60 5 0.85 12.01 20.60 12.36 10 0.85 12.01 16.00 9.60 10 0.85 12.01 20.60 12.36 15 0.85 12.01 16.00 9.60 15 0.85 12.01 20.60 12.36 20 0.90 12.76 16.19 9.72 20 0.90 12.76 21.35 12.81 29 0.97 13.74 17.18 10.31 29 0.97 13.74 22.33 13.40 Px,Leeward: -3.4 psf Py,Leeward: -8.6 psf Sidewall: -12 psf Sidewall: -12 psf Internal Pxi: 3.638 psf or -3.64 psf Internal P 3.638 psf or -3.64 psf Wind Pressure on Parapets: Parapet Height above Grade: 18 ft Windward Pararpet Leeward Pararpet Windward GCp,,: 1.5 (LRFD) (ASD) (LRFD) (ASD) Leeward GCp,,: -1.0 P(psf) P(psf) P(psf) P(psf) Parapet,Kz: 0.882 27.52 16.51 -18.35 -11.01 qp: 18.35 psf 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: A- 17 AU Address: 7530 204th St.NE,Arlington,WA 98223 Date: 8/2/2024 Client: SDH Architects,LLC Job No.: 24034 Calculation: MWLFRS 716 Wind Pressure on Roofs: Wind Direction'X': Wind Direction'Y': Windward Forces Sloped Roof w/0>10° Windward Forces Sloped Roof w/0>10° Cp Cp N/A or N/A N/A or N/A Pressure,P(LRFD) Pressure,P(ASD) Pressure,P(LRFD) Pressure,P(ASD) N/A psf or N/A psf N/A psf or N/A psf N/A psf or N/A psf N/A psf or N/A psf Vert.Comp: N/A psf or N/A psf N/A psf or N/A psf Vert.Comp: N/A psf or N/A psf N/A psf or N/A psf Horz.Comp: N/A psf or N/A psf N/A psf or N/A psf Horz.Comp: N/A psf or N/A psf N/A psf or N/A psf Leeward Forces Sloped Roof w/0> 10° Leeward Forces Sloped Roof w/0> 10° Cp: N/A Cp: N/A Pressure,P(LRFD) Pressure,P(ASD) Pressure,P(LRFD) Pressure,P(ASD) N/A psf N/A psf N/A psf N/A psf Vert.Comp: N/A psf N/A psf Vert.Comp: N/A psf N/A psf Horz.Comp: N/A psf N/A psf Horz.Comp: N/A psf N/A psf Flat Roof or Parallel to Ridge Forces: Flat Roof or Parallel to Ridge Forces: Location: CR Location: Cp 0 to h/2: -0.9 or -0.18 0 to h/2: -1.15 or -0.18 h/2 to h: -0.9 or -0.18 h/2 to h: -0.78 or -0.18 h to 2h: -0.5 or -0.18 h to 2h: -0.62 or -0.18 >2h -0.3 or -0.18 >2h -0.55 or -0.18 Pressure,P(LRFD) Pressure,P(ASD) Pressure,P(LRFD) Pressure,P(ASD) 0 to h/2: -15.5 psf or -3.1 psf -9.3 psf or -1.9 psf 0 to h/2: -19.7 psf or -3.1 psf -11.8 psf or -1.9 psf h/2 to h: -15.5 psf or -3.1 psf -9.3 psf or -1.9 psf h/2 to h: -13.3 psf or -3.1 psf -8.0 psf or -1.9 psf h to 2h: -8.6 psf or -3.1 psf -5.2 psf or -1.9 psf h to 2h: -10.7 psf or -3.1 psf -6.4 psf or -1.9 psf >2h -8.0 psf or -3.1 psf -4.8 psf or -1.9 psf >2h -9.4 psf or -3.1 psf -5.6 psf or -1.9 psf 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: A- 18 AU Address: 7530 204th St.NE,Arlington,WA 98223 Date: 8/2/2024 Client: SDH Architects,LLC Job No.: 24034 Calculation: MWLFRS 716 N Wind: Tributary Height of Wind At Gridlines: Conc. Mtl.Deck Int.Press. WW Press. LW Press. Grid A: 10.6 ft 0 ft Low CNW Wallls: 3.38 psf 12.76 psf 7.97 psf Grid B: 8.8 ft 1.917 ft Penthouse: 3.64 psf 13.74 psf 8.59 psf Grid C(High Parapet): 0.0 ft 11.86 ft Grid C(Low Parapet): 0.0 ft 9.416 ft WIN: 151.3257 plf (WW Pressure on Grid C Wall) Grid 1: 11.0 ft 0 ft Grid 2: 0.0 ft 11.86 ft W2N: 120.1101 plf (WW Pressure on Grid C Wall) Grid 3: 0.0 ft 11.86 ft Grid 5: 0.0 ft 9.416 ft w3N: 84.62292 plf (LW Pressure on Grid A Wall) Grid 6: 11.0 ft 0 ft Penthouse Grid A: 3.5 ft 0 ft w4N: 78.16835 plf (Combined Pressure From Penthouse) Penthouse Grid B: 3.5 ft 0 ft Penthouse Grid 4: 3.5 ft 0 ft Penthouse Grid 6: 3.5 ft 0 ft 0 23.33 ftO O (D 5 141.8 ft I O wi i- ---- I 3 13 j 23.33 ft D --tunnelD D --------------------- -------------- -------------- --I-- -- ---- I O wz B I----- I I 1 3 Dmechl 3 Dmechz 3 i 11.33 ft 1-- ----------------- --------------- W3 -- _____ ____JI I SECT 36.6 ft 95.33 ft 0 2.667 ft �► 7.25 ft (Section 1) w1N: 151.3 plf w2N: 120.1 plf W6 Collector: 2.768 k W7: 8.493 k W8: 5.73 k (Section 2) 2.767999 k w4N: 78.2 plf (ON: 84.62 plf W4: 4.128 k W7 Collector: 5.993 k W8 Collector: 6.225 k W5: 0.59 k / 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 / Project: Wet Rabbit Car Wash-Arlington Pg.No: A- 19 AU E Address: 7530 204th St.NE,Arlington,WA 98223 Date: 8/2/2024 Client: SDH Architects,LLC Job No.: 24034 Calculation: MWLFRS 716 S Wind: Tributary Height of Wind At Gridlines: Conc. Mtl.Deck Int.Press. WW Press. LW Press. Grid A: 10.6 ft 0 ft Low CMU Wallls: 3.38 psf 12.76 psf 7.97 psf Grid B: 8.8 ft 1.917 ft Penthouse: 3.64 psf 13.74 psf 8.59 psf Grid C(High Parapet): 0.0 ft 11.86 ft Grid C(Low Parapet): 0.0 ft 9.416 ft w1s: 94.57856 plf (lW Pressure on Grid C Wall) Grid 1: 11.0 ft 0 ft Grid 2: 0.0 ft 11.86 ft w2S: 75.0688 plf (LW Pressure on Grid C Wall) Grid 3: 0.0 ft 11.86 ft Grid 5: 0.0 ft 9.416 ft W3S: 135.3967 plf (WW Pressure on Grid A Wall) Grid 6: 11.0 ft 0 ft Penthouse Grid A: 3.5 ft 0 ft w4S: 78.16835 plf (Combined Pressure From Penthouse) Penthouse Grid B: 3.5 ft 0 ft Penthouse Grid 4: 3.5 ft 0 ft Penthouse Grid 6: 3.5 ft 0 ft 0 O (D Q I 23.33 ft 5 O 141.8 ft I Owi I I------- I I j I 3.33 ft _____________________ 04UHH4_____________________ pept----- __k___ I I O I wz I � -J----- I ' 1 3 3 3 11.33 ft ------ --- ---------------------W3----- ---------J----t- mecKt-------- -- � i i No I SECT 36.6 ft 95.33 ft 1 2.667 ft ;A-► 7.25 ft (Section 1) w1S: 94.58 plf w2S: 75.07 plf W6 Collector: 1.73 k W7: 5.308 k W8: 3.58 k (Section 2) 1.729999 k w4S: 78.2 plf (OS: 135.4 plf 0 M.M. W4: 4.089 k W7 Collector: 9.271 k W8 Collector: 8.829 k W5: 0.774 k 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: iU E Address: 7530 204th St.NE,Arlington,WA 98223 Date: 8/2/2024 Client: SDH Architects,LLC Job No.: 24034 Calculation: MWLFRS 716 Tributary Height of Wind At Gridlines: Cone. Mtl.Deck E Wind: Grid A: 10.6 ft 0 ft Int.Press. WW Press. LW Press. Grid B: 8.8 ft 1.917 ft Low CMU Wallls: 3.38 psf 12.76 psf 7.97 psf Grid C(High Parapet): 0.0 ft 11.86 ft Penthouse: 3.64 psf 13.74 psf 8.59 psf Grid C(Low Parapet): 0.0 ft 9.416 ft Grid 1: 11.0 ft 0 ft wls: 227.1942 plf (WW Pressure on Grid 1 Wall+LW Pressure on Grid 6 Wall) Grid 2: 0.0 ft 11.86 ft Grid 3: 0.0 ft 11.86 ft wZs: 78.16835 plf (Combined Pressure From Penthouse) Grid 5: 0.0 ft 9.416 ft Grid 6: 11.0 ft 0 ft w33: 226.3945 plf (WW Pressure on Grid 1 Wall+LW Pressure on Grid 6 Wall) Penthouse Grid A: 3.5 ft 0 ft Penthouse Grid B: 3.5 ft 0 ft Penthouse Grid 4: 3.5 ft 0 ft Penthouse Grid 6: 3.5 ft 0 ft w2S: 78.17 plf w1S: 227.2 plf 3S: 226.4 plf WI: 2.651 k W2: 3.094 k W3: 0.443 k Total Penthouse Wind @ top of High Walls: 4.4 k 29.25 ft I I 4 5 I I I I I 8ft I I I I I I 3.50 ft 1111111111111111 fill 3.50 ft 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: A-20 iU E Address: 7530 204th St.NE,Arlington,WA 98223 Date: 8/2/2024 Client: SDH Architects,LLC Job No.: 24034 Calculation: Wind C&C Wall&Parap 7_16 ASCE 7-16 Chapter 30-Enclosed or Partially Enclosed Buildings:Walls and Parapets For Any Building Height Building Geometry and Site Characteristics: Design Criteria&Velocity Pressure: Height'h': 28.5 ft Basic Windspeed'V': 98 mph (1-gee)Length: 142 ft Component Exposure Category: C Width: 35 ft Velocity Pressure Coefficient,KZ: 0.97 Roof Area: 4970 ft2 a: 9.5 [Table 26.11-1] Zg: 900 [Table 26.11-1] Building Type: Enclosed Buildings Topographic Factor,Kz,: 1.00 Ground Elev.above Sea Level,zg: 130 ft Wind Directionality Factor,Kd: 0.85 Ground Elevation Factor,Ke: 1.00 Velocity Pressure,qz: 20.21 psf Building Parameters and Wall Wind Zone Designation: Internal Pressure Coefficients,GC is GCpi: 0.18 or -0.18 S � s 9 © • ' O ss Roof Angle: <=10 Degrees Zone 5 Extent,aWall: 3.5 ft Walls:External Pressure Coefficients,GC Pe. Zone Area(ft) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 4&5(+) 0.90 0.90 0.85 0.79 0.76 0.74 0.73 0.71 0.70 0.69 0.69 0.68 0.67 0.67 0.65 0.65 0.63 4(-) -0.99 -0.99 -0.94 -0.88 -0.85 -0.83 -0.82 -0.80 -0.79 -0.78 -0.78 -0.77 -0.76 -0.76 -0.74 -0.74 -0.72 5(-) -1.26 -1.26 -1.16 -1.04 -0.98 -0.94 -0.91 -0.89 -0.86 -0.85 -0.83 -0.82 -0.80 -0.79 -0.77 -0.75 -0.72 *GCpf is Reduced by 10%due to Roof Slope Walls:External Wind Loads,P(psf)in(LRFD) Zone Area(ft) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 4&5(+) 21.8 21.8 20.9 19.6 19.0 18.6 18.3 18.1 17.8 17.6 17.5 17.3 17.2 17.1 16.9 16.7 16.4 4(-) -23.6 -23.6 -22.7 -21.4 -20.8 -20.4 -20.1 -19.9 -19.7 -19.5 -19.3 -19.2 -19.0 -18.9 -18.7 -18.5 -18.2 5(-) -29.1 -29.1 -27.2 -24.6 -23.5 -22.7 -22.1 -21.5 -21.1 -20.7 -20.4 -20.1 -19.9 -19.6 -19.2 -18.8 -18.2 Walls:External Wind Loads,P( sf)in(ASD) Zone Area(ft) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 4&5(+) 13.1 13.1 12.5 11.7 11.4 11.2 11.0 10.8 10.7 10.6 10.5 10.4 10.3 10.3 10.1 10.0 9.8 4(-) -14.2 -14.2 -13.6 -12.8 -12.5 -12.3 -12.1 -11.9 -11.8 -11.7 -11.6 -11.5 -11.4 -11.3 -11.2 -11.1 -10.9 5(-) -17.5 -17.5 -16.3 -14.8 -14.1 -13.6 -13.2 -12.9 -12.7 -12.4 -12.3 -12.1 -11.9 -11.8 -11.5 -11.3 -10.9 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: A-21 Address: 7530 204th St.NE,Arlington,WA 98223 Date: 8/2/2024 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Wind C&C HIGH ROOF ASCE 7-16 Chapter 30-Enclosed or Partially Enclosed Buildings:Roofs For Any Building Height Building Geometry and Site Characteristics: Design Criteria&Velocity Pressure: Height'h': 28.5 ft Basic Windspeed'V': 98 mph (Larger)Length: 142 ft Component Exposure Category: C Width: 35 ft Velocity Pressure Coefficient,KZ: 0.97 Roof Area: 4970 ft2 a: 9.5 [Table 26.11-1] Zg: 900 [Table 26.11-1] Building Type: Enclosed Buildings Topographic Factor,Kz1: 1.00 Ground Elev.above Sea Level,zg: 130 ft Wind Directionality Factor,Kd: 0.85 Ground Elevation Factor,Ke: 1.00 Velocity Pressure,LL: 20.21 psf Building Parameters and Wind Zone Extents: Roof Loading Zone Diagram: Roof Type and Angle: Hip Roof:201<0<270 degrees Roof Slope: 25.5 degrees Parapet Height above Roof: 3.5 ft Flat Roof Zone Type: Zone Extent,0.6*h: N/A ft ' (D OS) m Zone Extent,0.2*h: N/A ft i a a i . . i Zone Extent,ar°°f: 3.5 Internal Pressure Coefficients,GC Pi ' PLAN Typical Roof GCpi: 0.18 or -0.18 a Overhang Internal Pressure: Yes Hip Roof: 71<0<201;20°<0<271; 271<0<451 Overhang Roof GC is 0.18 or -0.18 Roofs:External Pressure Coefficients,GC f: Zone Area(ft) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 All Zones(+) 0.70 0.70 0.58 0.42 0.35 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 1 (-) -1.40 -1.40 -1.22 -0.98 -0.87 -0.80 -0.80 -0.80 -0.80 -0.80 -0.80 -0.80 -0.80 -0.80 -0.80 -0.80 -0.80 2r(-) -2.00 -2.00 -1.77 -1.46 -1.33 -1.23 -1.16 -1.10 -1.04 -1.00 -1.00 -1.00 -1.00 -1.00 -1.00 -1.00 -1.00 2e(-) -2.00 -2.00 -1.77 -1.46 -1.33 -1.23 -1.16 -1.10 -1.04 -1.00 -1.00 -1.00 -1.00 -1.00 -1.00 -1.00 -1.00 3(-) -2.00 -2.00 -1.77 -1.46 -1.33 -1.23 -1.16 -1.10 -1.04 -1.00 -1.00 -1.00 -1.00 -1.00 -1.00 -1.00 -1.00 Roofs w/Overhangs:External Pressure Coefficients,GCpf: Zone Area(ft) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 All Zones(+) 0.70 0.70 0.58 0.42 0.35 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 1 (-) -1.90 -1.90 -1.87 -1.83 -1.81 -1.80 -1.80 -1.80 -1.80 -1.80 -1.80 -1.80 -1.80 -1.80 -1.80 -1.80 -1.80 2r(-) -2.50 -2.50 -2.38 -2.23 -2.16 -2.12 -2.08 -2.05 -2.02 -2.00 -2.00 -2.00 -2.00 -2.00 -2.00 -2.00 -2.00 2e(-) -2.50 -2.50 -2.38 -2.23 -2.16 -2.12 -2.08 -2.05 -2.02 -2.00 -2.00 -2.00 -2.00 -2.00 -2.00 -2.00 -2.00 3(-) -3.10 -3.10 -2.73 -2.24 -2.02 -1.50 -1.50 -1.50 -1.50 -1.50 -1.50 -1.50 -1.50 -1.50 -1.50 -1.50 -1.50 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: A-22 Address: 7530 204th St.NE,Arlington,WA 98223 Date: 8/2/2024 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Wind C&C HIGH ROOF Roofs:External Wind Loads,P(psf)in(LRFD) Zone Area(ft) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 All Zones(+) 17.8 17.8 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 1 (-) -31.9 -31.9 -28.3 -23.5 -21.3 -19.8 -19.8 -19.8 -19.8 -19.8 -19.8 -19.8 -19.8 -19.8 -19.8 -19.8 -19.8 2r(-) -44.1 -44.1 -39.4 -33.2 -30.5 -28.5 -27.0 -25.8 -24.8 -23.8 -23.8 -23.8 -23.8 -23.8 -23.8 -23.8 -23.8 2e(-) -44.1 -44.1 -39.4 -33.2 -30.5 -28.5 -27.0 -25.8 -24.8 -23.8 -23.8 -23.8 -23.8 -23.8 -23.8 -23.8 -23.8 3(-) -44.1 -44.1 -39.4 -33.2 -30.5 -28.5 -27.0 -25.8 -24.8 -23.8 -23.8 -23.8 -23.8 -23.8 -23.8 -23.8 -23.8 Roofs:External Wind Loads,P(psf)in(ASD) Zone Area(ft) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 All Zones(+) 10.7 10.7 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 1(-) -19.2 -19.2 -17.0 -14.1 -12.8 -11.9 -11.9 -11.9 -11.9 -11.9 -11.9 -11.9 -11.9 -11.9 -11.9 -11.9 -11.9 2r(-) -26.4 -26.4 -23.6 -19.9 -18.3 -17.1 -16.2 -15.5 -14.9 -14.3 -14.3 -14.3 -14.3 -14.3 -14.3 -14.3 -14.3 2e(-) -26.4 -26.4 -23.6 -19.9 -18.3 -17.1 -16.2 -15.5 -14.9 -14.3 -14.3 -14.3 -14.3 -14.3 -14.3 -14.3 -14.3 3(-) -26.4 -26.4 -23.6 -19.9 -18.3 -17.1 -16.2 -15.5 -14.9 -14.3 -14.3 -14.3 -14.3 -14.3 -14.3 -14.3 -14.3 Overhangs:External Wind Loads,P(psf)in(LRFD) Zone Area(ft) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 All Zones(+) 17.8 17.8 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 1 (-) -42.0 -42.0 -41.4 -40.6 -40.3 -40.0 -40.0 -40.0 -40.0 -40.0 -40.0 -40.0 -40.0 -40.0 -40.0 -40.0 -40.0 2r(-) -54.2 -54.2 -51.8 -48.7 -47.4 -46.4 -45.6 -45.0 -44.5 -44.1 -44.1 -44.1 -44.1 -44.1 -44.1 -44.1 -44.1 2e(-) -54.2 -54.2 -51.8 -48.7 -47.4 -46.4 -45.6 -45.0 -44.5 -44.1 -44.1 -44.1 -44.1 -44.1 -44.1 -44.1 -44.1 3(-) -66.3 -66.3 -58.8 -48.9 -44.5 -34.0 -34.0 -34.0 -34.0 -34.0 -34.0 -34.0 -34.0 -34.0 -34.0 -34.0 -34.0 Overhangs:External Wind Loads,P(psf)in(ASD) Zone Area(ft) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 All Zones(+) 10.7 10.7 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 1 (-) -25.2 -25.2 -24.9 -24.4 -24.2 -24.0 -24.0 -24.0 -24.0 -24.0 -24.0 -24.0 -24.0 -24.0 -24.0 -24.0 -24.0 2r(-) -32.5 -32.5 -31.1 -29.2 -28.4 -27.8 -27.4 -27.0 -26.7 -26.4 -26.4 -26.4 -26.4 -26.4 -26.4 -26.4 -26.4 2e(-) -32.5 -32.5 -31.1 -29.2 -28.4 -27.8 -27.4 -27.0 -26.7 -26.4 -26.4 -26.4 -26.4 -26.4 -26.4 -26.4 -26.4 3(-) -39.8 -39.8 -35.3 -29.4 -26.7 -20.4 -20.4 -20.4 -20.4 -20.4 -20.4 -20.4 -20.4 -20.4 -20.4 -20.4 -20.4 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: A-23 Address: 7530 204th St.NE,Arlington,WA 98223 Date: 8/2/2024 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Wind C&C LOW ROOF ASCE 7-16 Chapter 30-Enclosed or Partially Enclosed Buildings:Roofs For Any Building Height Building Geometry and Site Characteristics: Design Criteria&Velocity Pressure: Height'h': 28.5 ft Basic Windspeed'V': 98 mph (Larger)Length: 142 ft Component Exposure Category: C Width: 35 ft Velocity Pressure Coefficient,KZ: 0.97 Roof Area: 4970 ft2 a: 9.5 [Table 26.11-1] Zg: 900 [Table26.11-1] Building Type: Enclosed Buildings Topographic Factor,Kz1: 1.00 Ground Elev.above Sea Level,zg: 130 ft Wind Directionality Factor,Kd: 0.85 Ground Elevation Factor,Ke: 1.00 Velocity Pressure,LL: 20.21 psf Building Parameters and Wind Zone Extents: Roof Loading Zone Diagram: Roof Type and Angle: Gable(Flat)Roof:0<70 -----C) Roof Slope: 0 degrees Parapet Height above Roof: 3.5 ft Flat Roof Zone Type: Type 2 Zone Extent,0.6*h: 17.1 ft Zone Extent,0.2*h: 5.7 ft Zone Extent,aroof: N/A ft -------------- Internal Pressure Coefficients,GC Pi O O Typical Roof GCpi: 0.18 or -0.18 Overhang Internal Pressure: No Type 2:Gable(Flat)Roof:0<70 Overhang Roof GC is 0.00 or 0.00 Roofs:External Pressure Coefficients,GC f: Zone Area(ft) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 1 & 1'(+) 0.30 0.30 0.27 0.23 0.21 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 2&3(+) 1.00 1.00 0.95 0.88 0.85 0.82 0.81 0.79 0.78 0.77 0.76 0.75 0.75 0.74 0.73 0.72 0.70 10 -1.70 -1.70 -1.58 -1.41 -1.34 -1.29 -1.25 -1.22 -1.19 -1.16 -1.14 -1.12 -1.11 -1.09 -1.06 -1.04 -1.00 1'(-) -0.90 -0.90 -0.90 -0.90 -0.90 -0.90 -0.85 -0.81 -0.78 -0.75 -0.72 -0.70 -0.68 -0.66 -0.63 -0.60 -0.55 2(-) -2.30 -2.30 -2.14 -1.93 -1.84 -1.77 -1.72 -1.68 -1.64 -1.61 -1.58 -1.56 -1.54 -1.52 -1.48 -1.45 -1.40 3(-) -2.30 -2.30 -2.14 -1.93 -1.84 -1.77 -1.72 -1.68 -1.64 -1.61 -1.58 -1.56 -1.54 -1.52 -1.48 -1.45 -1.40 Roofs w/Overhangs:External Pressure Coefficients,GCpf- Zone Area(ft) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 1 & 1'(+) 0.30 0.30 0.27 0.23 0.21 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 2&3(+) 1.00 1.00 0.95 0.88 0.85 0.82 0.81 0.79 0.78 0.77 0.76 0.75 0.75 0.74 0.73 0.72 0.70 10 -1.70 -1.70 -1.67 -1.63 -1.61 -1.60 -1.52 -1.45 -1.39 -1.34 -1.30 -1.26 -1.22 -1.19 -1.13 -1.08 -1.00 1'(-) -1.70 -1.70 -1.67 -1.63 -1.61 -1.60 -1.52 -1.45 -1.39 -1.34 -1.30 -1.26 -1.22 -1.19 -1.13 -1.08 -1.00 2(-) -2.30 -2.30 -2.09 -1.81 -1.68 -1.59 -1.53 -1.47 -1.42 -1.38 -1.34 -1.31 -1.28 -1.26 -1.21 -1.17 -1.10 3(-) -2.30 -2.30 -2.09 -1.81 -1.68 -1.59 -1.53 -1.47 -1.42 -1.38 -1.34 -1.31 -1.28 -1.26 -1.21 -1.17 -1.10 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: A-24 Address: 7530 204th St.NE,Arlington,WA 98223 Date: 8/2/2024 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Wind C&C LOW ROOF Roofs:External Wind Loads,P(psf)in(LRFD) Zone Area(ft) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 1 & 1'(+) 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 2&3(+) 23.8 23.8 22.8 21.4 20.7 20.3 19.9 19.7 19.4 19.2 19.0 18.9 18.7 18.6 18.3 18.1 17.8 1 (-) -38.0 -38.0 -35.5 -32.2 -30.7 -29.7 -28.9 -28.2 -27.6 -27.2 -26.7 -26.4 -26.0 -25.7 -25.1 -24.7 -23.8 1'(-) -21.8 -21.8 -21.8 -21.8 -21.8 -21.8 -20.8 -20.0 -19.4 -18.8 -18.3 -17.8 -17.4 -17.0 -16.3 -16.0 -16.0 2(-) -50.1 -50.1 -46.9 -42.6 -40.8 -39.4 -38.4 -37.5 -36.8 -36.2 -35.6 -35.2 -34.7 -34.3 -33.6 -33.0 -31.9 3(-) -50.1 -50.1 -46.9 -42.6 -40.8 -39.4 -38.4 -37.5 -36.8 -36.2 -35.6 -35.2 -34.7 -34.3 -33.6 -33.0 -31.9 Roofs:External Wind Loads,P(psf)in(ASD) Zone Area(ft) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 1 & 1'(+) 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 2&3(+) 14.3 14.3 13.7 12.8 12.4 12.2 12.0 11.8 11.6 11.5 11.4 11.3 11.2 11.1 11.0 10.9 10.7 1 (-) -22.8 -22.8 -21.3 -19.3 -18.4 -17.8 -17.3 -16.9 -16.6 -16.3 -16.0 -15.8 -15.6 -15.4 -15.1 -14.8 -14.3 1'(-) -13.1 -13.1 -13.1 -13.1 -13.1 -13.1 -12.5 -12.0 -11.6 -11.3 -11.0 -10.7 -10.4 -10.2 -9.8 -9.6 -9.6 2(-) -30.1 -30.1 -28.1 -25.6 -24.5 -23.7 -23.0 -22.5 -22.1 -21.7 -21.4 -21.1 -20.8 -20.6 -20.2 -19.8 -19.2 3(-) -30.1 -30.1 -28.1 -25.6 -24.5 -23.7 -23.0 -22.5 -22.1 -21.7 -21.4 -21.1 -20.8 -20.6 -20.2 -19.8 -19.2 Overhangs:External Wind Loads,P(psf)in(LRFD) Zone Area(ft) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 1 & 1'(+) 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 2&3(+) 20.2 20.2 19.1 17.7 17.1 16.6 16.3 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 1 (-) -34.4 -34.4 -33.8 -32.9 -32.6 -32.3 -30.7 -29.3 -28.1 -27.1 -26.2 -25.4 -24.7 -24.1 -22.9 -21.9 -20.2 1'(-) -34.4 -34.4 -33.8 -32.9 -32.6 -32.3 -30.7 -29.3 -28.1 -27.1 -26.2 -25.4 -24.7 -24.1 -22.9 -21.9 -20.2 2(-) -46.5 -46.5 -42.2 -36.5 -34.0 -32.2 -30.8 -29.7 -28.7 -27.9 -27.2 -26.5 -25.9 -25.4 -24.4 -23.6 -22.2 3(-) -46.5 -46.5 -42.2 -36.5 -34.0 -32.2 -30.8 -29.7 -28.7 -27.9 -27.2 -26.5 -25.9 -25.4 -24.4 -23.6 -22.2 Overhangs:External Wind Loads,P(psf)in(ASD) Zone Area(ft) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 1 & 1'(+) 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 2&3(+) 12.1 12.1 11.5 10.6 10.3 10.0 9.8 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 1(-) -20.6 -20.6 -20.3 -19.8 -19.6 -19.4 -18.4 -17.6 -16.9 -16.3 -15.7 -15.3 -14.8 -14.4 -13.7 -13.1 -12.1 1'(-) -20.6 -20.6 -20.3 -19.8 -19.6 -19.4 -18.4 -17.6 -16.9 -16.3 -15.7 -15.3 -14.8 -14.4 -13.7 -13.1 -12.1 2(-) -27.9 -27.9 -25.3 -21.9 -20.4 -19.3 -18.5 -17.8 -17.2 -16.7 -16.3 -15.9 -15.6 -15.2 -14.7 -14.2 -13.3 3(-) -27.9 -27.9 -25.3 -21.9 -20.4 -19.3 -18.5 -17.8 -17.2 -16.7 -16.3 -15.9 -15.6 -15.2 -14.7 -14.2 -13.3 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: A-25 Address: 7530 204th St.NE,Arlington,WA 98223 Date: 8/2/2024 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Wind C&C CANOPY ASCE 7-16 Chapter 30-Enclosed or Partially Enclosed Buildings:Roofs For Any Building Height Building Geometry and Site Characteristics: Design Criteria&Velocity Pressure: Height'h': 12 ft Basic Windspeed'V': 98 mph (Larger)Length: 23.58 ft Component Exposure Category: C Width: 15 ft Velocity Pressure Coefficient,KZ: 0.85 Roof Area: 354 ft2 a: 9.5 [Table26.11-1] Zg: 900 [Table26.11a] Building Type: Open Buildings Topographic Factor,Kz1: 1.00 Ground Elev.above Sea Level,zg: 130 ft Wind Directionality Factor,Kd: 0.85 Ground Elevation Factor,Ke: 1.00 Velocity Pressure,qz: 17.66 psf Building Parameters and Wind Zone Extents: Roof Loading Zone Diagram: Roof Type and Angle: Gable(Flat)Roof:0<70 ----� Roof Slope: 0 degrees Parapet Height above Roof: 3.5 ft Flat Roof Zone Type: Type 2 Zone Extent,0.6*h: 7.2 ft 0 Q O Zone Extent,0.2*h: 2.4 ft Zone Extent,aroof: N/A ft771 Internal Pressure Coefficients,GC Pi ......... Typical Roof GCpi: 0 or 0.00 j Overhang Internal Pressure: Yes Type 2:Gable(Flat)Roof.-0<70 Overhang Roof GC is 0.00 or 0.00 Roofs:External Pressure Coefficients,GC f: Zone Area(ft) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 1 & 1'(+) 0.30 0.30 0.27 0.23 0.21 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 2&3(+) 1.00 1.00 0.95 0.88 0.85 0.82 0.81 0.79 0.78 0.77 0.76 0.75 0.75 0.74 0.73 0.72 0.70 10 -1.70 -1.70 -1.58 -1.41 -1.34 -1.29 -1.25 -1.22 -1.19 -1.16 -1.14 -1.12 -1.11 -1.09 -1.06 -1.04 -1.00 1'(-) -0.90 -0.90 -0.90 -0.90 -0.90 -0.90 -0.85 -0.81 -0.78 -0.75 -0.72 -0.70 -0.68 -0.66 -0.63 -0.60 -0.55 2(-) -2.30 -2.30 -2.14 -1.93 -1.84 -1.77 -1.72 -1.68 -1.64 -1.61 -1.58 -1.56 -1.54 -1.52 -1.48 -1.45 -1.40 3(-) -2.30 -2.30 -2.14 -1.93 -1.84 -1.77 -1.72 -1.68 -1.64 -1.61 -1.58 -1.56 -1.54 -1.52 -1.48 -1.45 -1.40 Roofs w/Overhangs:External Pressure Coefficients,GCpf- Zone Area(ft) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 1 & 1'(+) 0.30 0.30 0.27 0.23 0.21 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 2&3(+) 1.00 1.00 0.95 0.88 0.85 0.82 0.81 0.79 0.78 0.77 0.76 0.75 0.75 0.74 0.73 0.72 0.70 10 -1.70 -1.70 -1.67 -1.63 -1.61 -1.60 -1.52 -1.45 -1.39 -1.34 -1.30 -1.26 -1.22 -1.19 -1.13 -1.08 -1.00 1'(-) -1.70 -1.70 -1.67 -1.63 -1.61 -1.60 -1.52 -1.45 -1.39 -1.34 -1.30 -1.26 -1.22 -1.19 -1.13 -1.08 -1.00 2(-) -2.30 -2.30 -2.09 -1.81 -1.68 -1.59 -1.53 -1.47 -1.42 -1.38 -1.34 -1.31 -1.28 -1.26 -1.21 -1.17 -1.10 3(-) -2.30 -2.30 -2.09 -1.81 -1.68 -1.59 -1.53 -1.47 -1.42 -1.38 -1.34 -1.31 -1.28 -1.26 -1.21 -1.17 -1.10 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: A-26 Address: 7530 204th St.NE,Arlington,WA 98223 Date: 8/2/2024 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Wind C&C CANOPY Roofs:External Wind Loads,P(psf)in(LRFD) Zone Area(ft) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 1 & 1'(+) 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 2&3(+) 17.7 17.7 16.7 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 1 (-) -30.0 -30.0 -27.8 -24.9 -23.7 -22.7 -22.0 -21.5 -21.0 -20.6 -20.2 -19.8 -19.5 -19.3 -18.8 -18.4 -17.7 1'(-) -16.0 -16.0 -16.0 -16.0 -16.0 -16.0 -16.0 -16.0 -16.0 -16.0 -16.0 -16.0 -16.0 -16.0 -16.0 -16.0 -16.0 2(-) -40.6 -40.6 -37.8 -34.1 -32.4 -31.3 -30.4 -29.6 -29.0 -28.4 -28.0 -27.5 -27.1 -26.8 -26.2 -25.6 -24.7 3(-) -40.6 -40.6 -37.8 -34.1 -32.4 -31.3 -30.4 -29.6 -29.0 -28.4 -28.0 -27.5 -27.1 -26.8 -26.2 -25.6 -24.7 Roofs:External Wind Loads,P(psf)in(ASD) Zone Area(ft) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 1 & 1'(+) 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 2&3(+) 10.6 10.6 10.0 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 1 (-) -18.0 -18.0 -16.7 -15.0 -14.2 -13.6 -13.2 -12.9 -12.6 -12.3 -12.1 -11.9 -11.7 -11.6 -11.3 -11.0 -10.6 11(-) -9.6 -9.6 -9.6 -9.6 -9.6 -9.6 -9.6 -9.6 -9.6 -9.6 -9.6 -9.6 -9.6 -9.6 -9.6 -9.6 -9.6 2(-) -24.4 -24.4 -22.7 -20.4 -19.5 -18.8 -18.2 -17.8 -17.4 -17.1 -16.8 -16.5 -16.3 -16.1 -15.7 -15.4 -14.8 3(-) -24.4 -24.4 -22.7 -20.4 -19.5 -18.8 -18.2 -17.8 -17.4 -17.1 -16.8 -16.5 -16.3 -16.1 -15.7 -15.4 -14.8 Overhangs:External Wind Loads,P(psf)in(LRFD) Zone Area(ft) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 1 & 1'(+) 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 2&3(+) 17.7 17.7 16.7 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 1 (-) -30.0 -30.0 -29.5 -28.8 -28.5 -28.3 -26.8 -25.6 -24.6 -23.7 -22.9 -22.2 -21.6 -21.0 -20.0 -19.1 -17.7 1'(-) -30.0 -30.0 -29.5 -28.8 -28.5 -28.3 -26.8 -25.6 -24.6 -23.7 -22.9 -22.2 -21.6 -21.0 -20.0 -19.1 -17.7 2(-) -40.6 -40.6 -36.9 -31.9 -29.7 -28.1 -26.9 -25.9 -25.1 -24.4 -23.7 -23.2 -22.7 -22.2 -21.4 -20.6 -19.4 3(-) -40.6 -40.6 -36.9 -31.9 -29.7 -28.1 -26.9 -25.9 -25.1 -24.4 -23.7 -23.2 -22.7 -22.2 -21.4 -20.6 -19.4 Overhangs:External Wind Loads,P(psf)in(ASD) Zone Area(ft) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 1 & 1'(+) 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 2&3(+) 10.6 10.6 10.0 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 1(-) -18.0 -18.0 -17.7 -17.3 -17.1 -17.0 -16.1 -15.3 -14.7 -14.2 -13.7 -13.3 -13.0 -12.6 -12.0 -11.5 -10.6 1'(-) -18.0 -18.0 -17.7 -17.3 -17.1 -17.0 -16.1 -15.3 -14.7 -14.2 -13.7 -13.3 -13.0 -12.6 -12.0 -11.5 -10.6 2(-) -24.4 -24.4 -22.1 -19.1 -17.8 -16.9 -16.2 -15.6 -15.1 -14.6 -14.2 -13.9 -13.6 -13.3 -12.8 -12.4 -11.7 3(-) -24.4 -24.4 -22.1 -19.1 -17.8 -16.9 -16.2 -15.6 -15.1 -14.6 -14.2 -13.9 -13.6 -13.3 -12.8 -12.4 -11.7 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: A-27 Address: 7530 204th St.NE,Arlington,WA 98223 Date: 8/2/2024 AU E Client: SDH Architects,LLC Job No.: 24034 PENTHOUSE ROOF DESIGN Calculation: Wood Trusses Layout 4 5 6 PCWT at 24"O.C. I I A2 u __ m .__.. PCWT at 24"O.C. ___________ PCWT at 24"O.C. I ArIl Pcw�r a.24• o.c. 11 ft 3.667t 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: B- I Address: 7530 204th ST NE Arlington,WA 98223 Date: 8/2/24 AU E Client: SDH Architects LLC Job No.: 24034 Calculation: Truss Sill Uplift Anchors Roof DL: 15 psf Trusses Spaced at: 24 in O.C. Wind Uplift: -28.3 psf(LOW) DL Deflection: LI: 11 ft. M1�: 32.7 k-in. E: 29000 ksi w w: 180 plf V.�: 0.99 k Ix: 0.01 in.4 RI L RZ R1=R2: 0.99 k 4T�ta Y(@ center) 204.47 in. L/ 1 WL- Deflection: LI: 11 ft. M.�: -61.6 k-in. E: 29000 ksi W w: -340 plf V,1 : -1.87 k Ix: 0.01 in.4 RI L R2 R1=R2: -1.87 k AmAx((,center) -385.8 in. L/ 0 Max Uplift @ Tie: -0.53 k(0.6D+0.6W) LEDGER ANCHOR SIMPSON H1 TIE 34 1 Y16' / r e � Fasteners Allowable Uplift load e Connector 33 mil(20 pa.) e (� Model Material (160) No. Thickness To To To (lb.) aIM ° and(pa) Ratters/Truss Top Track Stud Ra a, DF/SP SPF/HF ° HI 43(18) (6)IldxIW M$To (1)010 H1 H1 Tie Capacity: 600 Is Required uplift Capacity: 526.7 lbs Unity: 0.878 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: B-2 JAAU E Address: 7530 204th ST NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects LLC Job No.: 24034 Calculation: Truss Sill Uplift Anchors Ledger Anchor Design: Anchor bolt Spacing: 48 in O.C. Ledger worst-case Trib L: 11 ft Roof DL: 15 psf X 11 ft = 165 plf - 5 Anchors Along Wall Wind Uplift: -28.3 psf(LOW) X 11 ft = -311 plf - 5 Anchors Along Wall 0.35 k uplift per anchor Uplift Along Ledger: -87.8 plf Worst-Case Later load along Ledger(E/W): 5.15 k - 5 Anchors Along Wall = 1.03 k Shear per Anchor Worst-Case Later load along Ledger(N/S): 3.433 k - 5 Anchors Along Wall = 0.687 k Shear per Anchor Cast-In Anchorage to CMU: Allowable Stress Design(ASD) Required Loads Per Indivdual Anchor Bolt: Req.Shear,V: 1030 lbs 0.656 OK e,� Ip=Dist to Top of Hook-0. Req.Tension,T: 351.1 lbs 0.072 OK — Top of Hook Unity: 0.507 OK Hex-Bolt t_-Bolt Anchor Properties: Anchor Bolt Diam,db: 0.375 in Masonry,fm: 2500 psi Anchor Cross-Sect.Area,Ab: 0.334 in' Anchor Material: A307 Grade A or F1554 Gr.36 Anchor Embed.length,In: 5.00 in Anchor Yield Strength,Fy: 36 ksi Min.Anchor Embed.length,lb—min: 2.00 in OK Type of Anchor: Hex Head Bent-Bar,eb: N/A in (If applicable) Allowble Shear Strengthh: Vau.W: 1571 lb per anchor [TMS 402-16 Section 8.1.3.3.2] 1)Masonry Breakout,Bvb: 1571 lb la=Edge of masonry to center of Anchor Edge Distance,Ibe: 4.00 in bolt in direction of load Area of Masonry Breakout,Apv: 25.13 inZ 2)Masonry Crushing,Bvc: 3118 lb 3)Anchor bolt Pryout,Bvpry: 9817 lb Im 4)Anchor Yielding,Bvs: 4329 lb Allowble Tension Strength: Ta11eV4,: 4909 lb per anchor [TMS 402-16 Section 8.1.3.3.1] 1)Masonry Breakout,Bab: 4909 lb Z A„=Area 1, Tension Fong Max Area of Masonry Breakout,Apt_msx: 78.54 in of circle Breakout Cone Area Overlap,Apt—Overlap• 0.00 in (Apt Max-(Ap,oV 1./2) b &�Fa nloaEf£Area of Masonry Breakout,Apt: 78.54 inZ luremp. 2)Anchor Yielding,Bas: 7214 lb 3)Pull-Out of Bent Bolt,Ban: N/A lb 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: B-3 Address: 7530 204th ST NE Arlington,WA 98223 Date: 8/2/24 AU E Client: SDH Architects LLC Job No.: 24034 Calculation: Truss Loading Trusses Spaces @: 24 in O.C. Hip Trusses: Overhang Dist.Load(w2): Distributed Load(w): DL: 55 plf DL: 82.5 plf SL: 91.67 plf SL: 137.5 plf WL: 79.93 plf(LOW) WL: 88 plf(LOW) or -206 plf(LOW) or -156 plf(LOW) LLr 73.33 plf LLr 110 plf W2 DIb 15.5 ft R2 D DL: 852.5 lb S SL: 1421 lb W WL: 909.3 lb LLLOADS TO CMU I LOADS TO GTor -1608 lb LL LLr 1137lb Girder Truss: Point Load from(2)HT: Overhang Dist.Load(w2): DL: 1705 lb Distributed Load(w): DL: 55 plf SL: 2841.7 lb DL: 232.5 plf SL: 91.67 plf WL: 1818.7 plf(LOW) SL: 387.5 plf WL: 79.93 plf(LOW) or -3217 plf(LOW) WL: 248 plf(LOW) or -206 plf(LOW) LLr 2273.3 lb or -439 plf(LOW) LLr 73.33 plf LLr 310 plf W W2 ft 31 ft R2 DL: 2789 lb DL: 2789 lb SL: 4648 lb SL: 4648 lb WL: 3027 lb WL: 3027 lb or -5512lb or -55121b LLr 3718 lb LOADS TO CMU LLr 3718 lb 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: B-4 eA8UE Address: 7530 204th ST NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects LLC Job No.: 24034 LIGHT GAUGE DESIGN - Penthouse Wall Above Tunnel Calculation: High Roof Wall 3.25 ft DL: 15 psf LLr: 20 psf SL(Base): 25 psf 22 ft WL(+): 16 psf(LOW) WL(-): -19.8 psf(LOW) WL,overhang(-): 16 psf(LOW) WL,overhang(+): -38.5 psf(LOW) Dist.Load Max.Intensity: DL: 82.5 plf LLr: 110 plf SL(Base): 137.5 plf WL(+): 140 plf(LOW) WL(-): -234 plf(LOW) For Axial Wall Load: 1) D 82.5 plf 2) D+L 82.5 plf 3a) D+Lr 192.5 plf 3b) D+S 220 plf 4a) D+0.75L+0.75L, 165 plf 4b) D+0.75L+0.75S 185.6 plf 5) D+0.6W 166.5 plf 6a) D+0.75(0.6W)+0.75L+0.75Lr 228 plf 6b) D+0.75(0.6W)+0.75L+0.755 248.6 plf <<<CONTROLS 7) 0.6D+0.6W -90.9 plf 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: C- I 1AAALUE Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects LLC Job No.: 22402 Calculation: High Roof Wall Add.Axial Wall Load: 248.6 plf(D+0.75(0.6W)+0.75L+0.75S) Max R2 xodz.: 0.12 k zz Reactions Stud wall assembly weight: 10 psf(LOD) Max R1 Horiz=V1: 0.12 k RZ Non-Seismic Seismic xz Non-Seismic Pressure"w 1": 17.6 psf[ASD]-> 23.47 plf R1 vert.: 0.46 k 117.3 lbs 16.6 lbs Non-Seismic Parapet Pressure"w 2": 0 psf[ASD]-> 0 plf V2: 0.00 k PLt Non-Seismic Point Load: 0 k[ASD]at 0 ft above base V3: 0.12 k L. Seismic Fp: 0.25 *W[ASD] Mmnx 1: 3.52 k-in Seismic Fp: 2.49 psf[ASD]-> 3.321 plf x1: 5.00 ft x R ' � 117.3 lbs 16.6 lbs Seismic Point Load: 0 k[ASD]at 0 ft above base MMAX 2: 0.00 k-in Main Span/Cantilever: Stud span(main span)"l 1": 10 ft. Unbraced Lengths: Mmax: 3.520 k-in. Stud span(cantilever)"12": 0 ft. Lx: 10.00 ft. Kx: 1.0 (at base) Paxial: 0.465 kips Allowable Deflection: L/ 240 Ly: 4.00 ft. Ky: 1.0 Vmax: 0.117 kips Lt: 4.00 ft. Kt: 1.0 Try: 600S137-43(33ksi) at 16 in.O.C.Spacing Punchouts?: Yes Member Properties: Member Dimesions hole spacing: 24 in Fy: 33 ksi 13: 0.8900 Member depth: 6.000 in. hole depth: 2.5 in Fu: 45 ksi xo: -0.7960 in Member flange: 1.375 in. hole length: 4.5 in E: 29500 ksi ro: 2.4060 in Stiffiner Lip length: 0.375 in. Min end length 10 in G: 11300 ksi J: 0.000280 in Member mil: 43 m: 0.3 ksi Cw: 0.6330 in Design Mil: 0.0451 in. Ag: 0.413 in` Ixe: 1.976 in Corner Radii: 0.0712 in. KxLx/rx: 53.96 rx: 2.224 in. hmid-line: 5.9549 in. KyLy/ry: 104.6 ry: 0.459 in. bmid-fine: 1.3299 in. rz: in. "mid-fine: 0.352 in. Bending Capacity: 11.170 k-in. JAII.wable Moment braced at: 2.775 ft.max User Input Mallow: N.A. k-in. (Per CFS) Mal: 12.56 k-in. (Per SFIA) Mad: 11.17 k-in. (Per SFIA) Ma,48: 11.38 k-in. (Per CFS) Axial Capacity: 2.584 Kips E2)Yielding&Global Buckling: Pne/Wc= 4.507 kips Pne 8.112 kips lc: 1.113 We= 1.8 Fn: 19.64 E2.1)Check Flexural Buckling E2.2) Check Torsional&Flexural-Torsional Buckling Fere: 26.623 ksi Fere: 26.623 ksi Gt 34.78 ksi (TeX 100.01 ksi E3)Local Buckling Interacting with Yielding and Global Buckling Pn1/Wc= 2.584 kips Pn1= 4.65 kips Fn: 19.64 Wc= 1.8 E3.1)Effective Width Method Effective Areaweb: Partially Effective Eff.lengthweb: 1.859 in. wweb: 5.767 in. rweb: - lweb: - fweb: - ksi Fcrl web: - ksi kweb: - Cpneh: 1.6337 in. rpnch: 0.569081489 1pReh: 1.499386968 fpnch: 19.64 ksi 'crlpneh: 8.737 ksi khole: 0.43 Effective Areaflange: Fully Effective Eff.lengthflg: 1.142 in. wf1g: 1.142 in. w/t: 25.33 Sflg: 49.60 bl t1g: 0.571 in. b2 fig: 0.571 in. b flg: 1.142 in. rflg: 1.000 lflg: 0.362 fflg: 19.64 ksi Fer1 flg: 150.0 ksi kflg: 3.609 la sti. 0.00001 in.4 1s sti£ 0.00007 in.4 n flg: 0.454 D/w: 0.328 ds stif: 0.259 in. d's if: 0.259 in. RI flg: 1 Effective Areastifrener: Fully Effective Eff.lengthstif. 0.259 in. wstif: 0.259 in. r.tif: 1.000 lstif: 0.237 fstif: 19.64 ksi Fer1 stir: 348.4 ksi kstif: 0.43 Total Stud Effective Area: 0.2367 in.2 E4)Distortional Buckling Pnd/Wc= 3.567 kips Pnd= 6.421 kips Wc= 1.8 Id: 1.657 Perd: 4.964 kips P y: 13.63 kips Ford: 12.02 ksi Kffe: - Kfwe: - Kf. - Kffg: - Kfwg: - L: 12.64 Lord: 12.64 Lm: 120 A f. 0.075873985 Jf: 5.14428E-05 Ixf. 0.000564935 Iyf: 0.014395903 Ixyf 0.001472425 Cif: 0 Xof: 0.525643894 hxf. -0.80425611 iyf/yof: -0.03691889 tr_ho1e: 0.03894 in. Kffe: 0.073227992 Kfwe: 0.05318682 Kf: 0 Kffg: 0.003010298 Kfµg: 0.00750703 L: 13.58 Lord: 13.58 Lm: 120 Af. 0.065517651 Jf: 3.31223E-05 Ixf{ 0.000485592 I : 0.012430951 Ix ye. 0.001271448 Cwf: 0 Xof: 0.525643894 hxe. -0.80425611 /yof: -0.03691889 Shear Capacity: 1.240 Kips Vag: 1.415 kips Vanes 1.24 kips Member Capacity Check: Member Deflection Check: Governing Lateral Load: Seismic lexural unity: 0.315 OK Flexural+Axial Unity: 0.495 OK Main Span Deflec. : 0.091 in. L/ 1325 OK Axial Unity: 0.18 OK Flexural+Shear Unity: 0.329 OK Cant.Deflec. : 0.000 in. 2L/ OK Shear Unity: 0.095 *Ref.2015 IBC Table 1604.3,Note f 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: C-2 AU E Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects LLC Job No.: 22402 Calculation: High Roof Wall Connection to Structure Below: Track to Stud Connection: Bottom Track Connection to Wall Stud (AISI S211-07 Reaffirmed 2012) IMax Reaction at Stud: 117.3 lb Track Condition: Typical Condition Try: 600T125-43(33ksi) Stud Size: 600S137-43(33ksi) Design Thickness: 0.0451 in. Fy: 33 ksi Stud Properties: Fu: 45 ksi Fy: 33 ksi Stud Bearing Length'N': 1.25 in. Stud Web(Flat Portion)'h': 5.7674 Stud Dimesions Pnst: 727 lbs Member depth: 6.000 in. S2: 1.7 Design Mil: 0.0451 in. Pallow: 427 lbs Corner Radii: 0.0712 in. Unity: 0.27 OK PAF&Light Gauge Steel Connection: Bottom Track Connection to Structure Load at Stud: 117.3 lb Stud Spacing: 16 in o.c. Conn.Spacing: 12 in o.c. Shear Load: 88.0 lb[ASD] Use: 0.118"Dia.Hilti X-P G3 PAF w/3/4"Embed.into 2,000 psi Concrete Tension Load: 0.0 lb[ASD] Load Type: Non-Seismic Thickness: 43 mil Fy: 33 ksi Fu: 45 ksi mf: 0.75 Design Thick: 0.0451 in. d: 0.118 dw: 0.268 d/t: 2.616 C: 3 Effective Shear Tallow: 80 lbs Vallow: 120 lbs Fasteners#: ( I) Tallow(pullover): 272 lbs Vattow(bea,ing): 215.5 Ibs Shear Load: 88 lb per fastener Vallow(bearing-deformation)- 187.6 lbs VALLow: 120 lbs 0.733 OK Effective Tension Min. Spacing= 4 in. Fasteners#: ( 1) Min.Edge.Dist.= 3 in. Tension Load: 0 lb per fastener Min.Substrate Thickness= 2.25 in. TALLow: 80 lbs 0 OK Unity Check: 0.733 + 0 = 0.733 OK Flat Track Header Design: TOP Track Check Span= 1.333 ft. Allow.ALL=L/ 360 Allow.ATL=L/240 ASD Loading: Track: 600T150-54(50ksi) w_LL-vert.: 137.5 plf Indivdual Track Properties: Vert w TL-vert.: 82.5 plf Ixe: 2.130 in Iye: 0.091 in Ma_vert.: 0.22 k-in. Mn_x/Q: 18.27 k-in. Mny/Q: 1.099 k-in. I I I Y Va vert.: 0.055 k VnA2: 2.73 k w_horz.: 70.4 plf Flexure: 0.211 OK Horiz. Ma_horz.: 0.188 k-in. Shear: 0.027 OK Va_horz.: 0.047 k Flexural+Shear Unity: 0.212 OK Horizontal ALL-Horn.= 0.00 in-> L/ 200822 OK Vertical ALL-Vert.= 0.00 in-> L/ 4378 OK Deflection ATL-xorz.= 0.00 in-> L/ 200822 OK Deflection ATL-very.= 0.002 in-> L/ 7296 OK Defl.Unity: ACombiaed= 0.002 in-> L/ 7292 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: C-3 ?AUE Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects LLC Job No.: 22402 Calculation: Penthouse Door Header Opening Dimension&Loading: Loading Stud wall assembly weight: 10 psf Load Type: Wind Zone: 4 Roof DL: 15 psf Out of Plane Pressure"w 1": 16.00 psf Roof LL: 20 psf Seismic Fp: 0.25 *W[LRFD] Roof Trib. : 5.5 ft Seismic Fp: 0.17 *W[ASD] Seismic Fp: 1.74 psf[ASD] Opening and Framing Geometry (E)Structure Header 10 ft Opening 3 7.25 ft Sit] 0 ft IF v (E)Structure 10 3.33 ft 16 in max to wall stud 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: C-4 AU E Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects LLC Job No.: 22402 Calculation: Penthouse Door Header Header Member Design: Nested Stud+Track Design: Span: 3.33 ft. Allow.ALL:L/240 Allow.ATL:L/240 ASD Loading: Stud: 600S200-54(50ksi) Track: 600T300-54(50ksi) w_LL-vert.: 110 plf Indivdual Stud Properties: Indivdual Track Properties: ,x Vert w-TL-vert.: 220 plf Ixe: 3.139 in4 Ixe: 3.108 in4 Ma_vert.: 3.659 k-in. Iye: 0.235 in4 Iye: 0.051 in4 Va vert.: 0.366 k Mn_x/Q: 26.31 k-in. Mn_x/52: 21.61 k-in. ' w_horz.: 80 plf Mn_y/S2: 6.13 k-in. Mny/52: 1.76 k-in. Horiz. Ma_horz.: 1.331 k-in. Vn Al 1.95 k Vn/S2: 2.73 k Va_horz.: 0.133 k Load Distribution: Flexure: 0.516 OK Flexure: 0.401 OK Ixe % I Iye % Shear: 0.158 OK Shear: 0.034 OK Track 3.108 50% 0.051 18% Flex.+Shear Unity: 0.54 OK Flex.+Shear Unity: 0.403 OK Stud 3.139 50% 10.235 82% Horizontal ALL-Horz.: 0.001 in-> L/ 33271 OK Vertical ALL v,,.: 0.02 in-> L/ 2061 OK Deflection ATL-H.,z.: 0.001 in-> L/ 33271 OK Deflection ATL-Ve,.: 0.039 in-> L/ 1030 OK Jamb Member Design: Built-Up Jamb Stud Design Option: 2 Loading at Jamb Stud: Non-Seismic Seismic Mmax: 5.596 k-in. Vbase: 0.187 kips Vbase: 0.020 kips ALL: 0.059 in. (at base) Paxial: 0.400 kips Vtop: 0.150 kips Vtop: 0.016 kips Member 1:(Stud) Member 2:(Stud) Member 3:(Track) Member 4:(Track) 600SI37-54(33ksi) - 600T150-54(33ksi) - Ixe 2.49 in4 Ixe 0.00 in4 Ixe 2.30 in4 Ixe 0.00 in4 Area 0.51 in Area 0.000 in Area 0.51 in Area 0.00 in kh,i, : 52.03% kho i, : 0.00% kho i, : 47.97% kho i, : 0.00% M/52: 15.05 k-in. 0.193 OK M„/52: 0.00 k-in. - - M„/52: 13.64 k-in. 0.197 OK M/W: 0.00 k-in. - - V/S2: 1.89 k 0.051 OK V/S2: 0.00 k - - V/S2: 2.73 k 0.033 OK V„/W: 0.00 k - - kAxW.: 100.00% kAxial. 0.00% PdQ: 4.75 k 0.084 OK Pn/92: 0.00 k - - Flex+Axial Unity: 0.278 OK Flex+Axial Unity: - - Flex.+Shear Unity: 0.20 OK Flex.+Shear Unity: - - Flex.+Shear Unity: 0.2 OK I Flex.+Shear Unity: - - Deflection: I Comb.Ixe: 4.79 in4 Max.ALL: 0.059 in-> L/ 2020 OK Allow.ALL:L 240 Jamb Stud x x x x Y x x x Types: 3: Option 4: 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: C-5 Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 AU E Client: SDH Architects LLC Job No.: 22402 Calculation: Penthouse Door Header Header to Jamb Connection Design: Induced Loading to Stud Clip: Vert.Shear Load: 366.3 lb x x Direct Tension: 0 lb Vert.Mu: 251.8 lb-in x x Force Couple: 3.333 in x x Total Tension: 75.55 lb at top screw group(Includes Direct Tension/#of screw rows) Design of Stud Flanges for Strong-Axis Bending Loading: Stud Clip Dimension&Properties: Ecc.X= 0.69in. Try: 600SI37-54(33ksi) Mxreq. 0.252 k-in. Clip Length'b': 6 in. Fy: 33 ksi. Ix_x: 1.0188 in Ecc.y= 0.00 in. Stud Thick: 54 mil nB= 1.67 SX: 0.3396 in yreq. 0.00 k-in. Design Thick: 0.0566 in. E: 29500 ksi. Mx yidd: 11.2068 k-in. Stud Depth: 6 in. zpx: 0.5094 in M„x: 16.8102 k-in. Capacity Check: Zpy: 0.0048 in Iy_y: 0.00009 in Mnx/92B: 20.13 k-in. 0.01 OK Design Mil: 0.0566 in. Sy: 0.0032 in Mny/S2B: 0.095 k-in. 0 OK Corner Radii: 0.0849 in. My_idd: 0.1057 k-in. 0.01 OK MY: 0.1586 k-in. Screw&Light Gauge Steel Connection: Connection of Header Track Member to Stud Clip for Vertical Loading Allowable Screw Capacities to CFS: Shear Load: 366.3 lb Shear of #8 Screw in 54 mils(33ksi)= 344 lbs Tension Load: 0 lb Tension of #8 Screw in 54 mils(33ksi)= 118 lbs Effective Shear Fasteners#: (4) Effective Tension Fasteners#: ( ) total Shear Load: 91.58 lb per fastener Tension Load: 0 lb per fastener VALLow: 344 lbs 0.266 OK TALLOW: 118 lbs 0 OK Unity Check: 0.266 + 0 = 0.266 OK Screw&Light Gauge Steel Connection: Connection of Stud Clip to Jamb for Vertical Loading Allowable Screw Capacities to CFS: Shear Load: 366.3 lb Shear of #8 Screw in 54 mils(33ksi)= 344 lbs Tension Load: 75.55 lb Tension of #8 Screw in 54 mils(33ksi)= 118 lbs #of Rows of Screws: 2 rows #of Rows of Screws: 2 rows Effective Shear Fasteners#: (2) per row Effective Tension Fasteners#: (1 ) per row Effective Shear Fasteners#: (4) total Effective Tension Fasteners#: (2) total Shear Load: 91.58 lb per fastener Tension Load: 37.77 lb per fastener VALLow: 344 lbs 0.266 OK TALLOW: 118 lbs 0.32 OK Unity Check: 0.266 + 0.32 = 0.586 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: C-6 o E Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects LLC Job No.: 22402 Calculation: Penthouse Door Header Header to Jamb Connection Design(Continued Induced Loading to Angle Clip for Resisting Lateral Loading Horz.Shear Load: 133.2 lb x x x *Clip occurs on bottom of header Direct Tension Load: 0 lb x x x Design of Angle Clip Loading: Clip Dimension&Properties: Ecc.x: 0.75 in. Clip Leg to Header: 1.5 in Fy: 33 ksi. Ix_x: 0.6253 in Mx-req.: 0.05 k-in. Clip Leg to Jamb: 1.5 in S2B: 1.67 Sx: 0.2274 in Force Couple: 3.167 in Clip Length'b': 5.5 in. E: 29500 ksi. Mx gold: 7.5035 k-in. Tens./Comp.: 15.77 lb Clip Thick: 43 mil zpx: 0.3411 in M„x: 11.2553 k-in. Ecc.y: 0.75 in. Design Thick: 0.0451 in. zpy: 0.0014 in My-req.: 0.012 k-in. Iy_y: 0.00002 in Capacity Check: Sy: 0.0009 in Mnx/92B: 13.48 k-in. 0.00 OK My,,e1ld: 0.0308 k-in. Mny/nB: 0.028 k-in. 0.428 OK M„y: 0.0461 k-in. 0.43 OK Screw&Light Gauge Steel Connection: Connection of Angle Clip to Header Track Member Allowable Screw Capacities to CFS: Shear Load: 133.2 lb Shear of #8 Screw in 43 mils(33ksi)= 244 lbs Tension Load: 0 lb Tension of #8 Screw in 43 mils(33ksi)= 94 lbs Effective Shear Fasteners#: (3) Effective Tension Fasteners#: ( ) total Shear Load: 44.4 lb per fastener Tension Load: 0 lb per fastener VALLow: 244 lbs 0.182 OK TALLOW: 94 lbs 0 OK Unity Check: 0.182 + 0 = 0.182 OK Screw&Light Gauge Steel Connection: Connection of Angle Clip to Jamb Stud Member Allowable Screw Capacities to CFS: Shear Load: 133.2 lb Shear of #8 Screw in 43 mils(33ksi)= 244 lbs Tension Load: 15.77 lb Tension of #8 Screw in 43 mils(33ksi)= 94 lbs Effective Shear Fasteners#: (3) total Effective Tension Fasteners#: (1 ) total Shear Load: 44.4 lb per fastener Tension Load: 15.77 lb per fastener VALLow: 244 lbs 0.182 OK TALLOW: 94 lbs 0.168 OK Unity Check: 0.182 + 0.168 = 0.35 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 =roject: Wet Rabbit Car Wash-Arlington Pg.No: C-7 AU E 0 204th St NE Arlington,WA 98223 Date: 8/2/24 H Architects LLC Job No.: 22402 Calculation: Penthouse Door Header Jamb Base/Top Connection Design. Track to Stud Connection: Bottom Track to Jamb Stud (AISI S211-07 Reaffirmed 2012) Max Reaction at Stud: 186.5 lb Track Condition: Opening Condition Try: 600T125-43(33ksi) Jamb Stud Size: 600S137-54(33ksi) Design Thickness: 0.0451 in. Fy: 33 ksi Stud Properties: Fu: 45 ksi Fy: 33 ksi Stud Bearing Length'N': 1.25 in. Stud Web(Flat Portion)'h': 5.717 Stud Dimesions 1/2*Pnst: 890 lbs Member depth: 6.000 in. Q: 1.7 Design Mil: 0.0566 in. Pallow: 524 lbs Corner Radii: 0.0849 in. Unity: 0.36 OK Design of Base Angle Clip IAngle Clip from Jamb to Structure Analysis(If Req'd) Loading: Clip Dimension&Properties: Ecc.x: 0.75 in. Clip Leg to Struct: 1.5 in Fy: 33 ksi. IX_x: 0.6253 in Mx-,,,.: 0.07 k-in. Clip Leg to Jamb: 1.5 in 52B: 1.67 Sx: 0.2274 in Force Couple: 3.167 in Clip Length'b': 5.5 in. E: 29500 ksi. Mx-,e1ld: 7.5035 k-in. Tens./Comp.: 22.09 lb Clip Thick: 43 mil Zpx: 0.3411 in M„,: 11.2553 k-in. Ecc.y: 0.75 in. Design Thick: 0.0451 in. Zpy: 0.0014 in My-req.: 0.02 k-in. Iy_y: 0.00002 in Capacity Check: Sy: 0.0009 in Mnx/92B: 13.48 k-in. 0.01 OK My-,e1ld: 0.0308 k-in. Mny/52B: 0.028 k-in. 0.6 OK Mny: 0.0461 k-in. 0.60 OK Screw&Light Gauge Steel Connection: Connection of Angle Clip to Jamb(If Req'd) Allowable Screw Capacities to CFS: Shear Load: 186.5 lb Shear of #8 Screw in 43 mils(33ksi)= 244 lbs Tension Load: 22.09 lb Tension of #8 Screw in 43 mils(33ksi)= 94 lbs Effective Shear Fasteners#: (2) Effective Tension Fasteners#: (1 ) Shear Load: 93.27 lb per fastener Tension Load: 22.09 lb per fastener VALLow: 244 lbs 0.382 OK TALLOW: 94 lbs 0.235 OK Unity Check: 0.382 + 0.235 = 0.617 OK PAF&Light Gauge Steel Connection: Bottom Track to Structure at Jamb/Jamb Base Clip to Structure Shear Load: 186.5 lb[ASD] Use: 0.118"Dia.Hilti X-P G3 PAF w/3/4"Embed.into 2,000 psi Concrete Tension Load: 0 lb[ASD] Load Type: Non-Seismic Thickness: 43 mil Fy: 33 ksi Fu: 45 ksi mf: 0.75 Design Thick: 0.0451 in. d: 0.118 dw: 0.268 d/t: 2.616 C: 3 Effective Shear Tallow: 80 lbs Vallow: 120 lbs Fasteners#: (2) Tallow(pullover): 272 lbs Vallow(bearing): 215.5 lbs Shear Load: 93.27 lb per fastener Vallow(bearing-deformation): 187.6 lbs VALLOW: 120 lbs 0.777 OK Effective Tension Min.Spacing= 4 in. Fasteners#: (1 ) Min.Edge.Dist.= 3 in. Tension Load: 0 lb per fastener Min.Substrate Thickness= 2.25 in. TALLOW: 80 lbs 0 OK Unity Check: 0.777 + 0 = 0.777 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: C-8 AU E Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects LLC Job No.: 22402 Eyebrow Metal Studs Calculation: Eyebrow Stud Design DL S.W US Stud R1 Wind(+): 21.9 psf 4 0,US Stud (1.OW) brace 1.167 ft Studs spacing: 4 No 1.333 ft O.C. I 0.75 ft L 1.833 ft 1.167 ft 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: C-9 AU E Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects LLC Job No.: 22402 Calculation: Eyebrow Stud Design 2.955 lbs 0 lbs Add.Axial Wall Load: 0 plf(LOD) Max R1 Hori,.: 0.00 k R, x Stud wall assembly weight: 10 psf(LOD) Max R2 Hwiz.V1: 0.02 k Non-Seismic Pressure"w 1": 21.9 psf[ASD]-> 29.2 plf R2 ve,l.: 0.03 k L, Non-Seismic Parapet Pressure"w 2": 0 psf[ASD]-> 0 plf V2: 0.00 k w 17.03 lbs 0 lbs Non-Seismic Point Load: 0 k[ASD]at 0 ft above base V3: 0.02 k10.9 Seismic Fp: 0.00 *W[ASD] MMAx 1: 0.00 k-in x2 Non-Seismic Seismic Seismic Fp: 0.00 psf[ASD]-> 0 PH x1: 0.58 ft Lz Reactions Seismic Point Load: 0 k[ASD]at 0 ft above base MMAX_2: 0.05 k-in Main Span/Cantilever: Stud span(main span)"l 1": 1.167 ft. Unbraced Lengths: Mmax: 0.049 k-in. Stud span(cantilever)"12": 0.75 ft. Lx: 1.17 ft. Kx: 1.0 (at base) Paxial: 0.026 kips Allowable Deflection: L/ 240 Ly: 4.00 ft. Ky: 1.0 Vmax: 0.024 kips Lt: 4.00 ft. Kt: 1.0 Try: 350S162-43(33ksi) at 16 in.O.C.Spacing Punchouts?: Yes Member Properties: Member Dimesions hole spacing: 24 in Fy: 33 ksi l3: 0.5750 Member depth: 3.500 in. hole depth: 1.75 in Fu: 45 ksi xo: -1.3120 in Member flange: 1.625 in. a hole length: 4.5 in E: 29500 ksi ro: 2.0140 in Stiffiner Lip length: 0.500 in. Min end length 10 in G: 11300 ksi J: 0.000227 in Member mil: 43 m: 0.3 ksi Cw: 0.3500 in Design Mil: 0.0451 in. Ag: 0.334 in` Ixe: 0.64 in Corner Radii: 0.0712 in. KXLx/rx: 10 rx: 1.4 in. hmid-line 3.4549 in. KyLy/ry: 78.43 ry: 0.612 in. bmid_line: 1.5799 in. rz: in. dmid-line 0.477 in. Bending Capacity: 6.680 k-in. Allowable Moment braced at: 3.55 ft.max User Input Mallow: N.A. k-in. (Per CFS) Mal: 7.18 k-in. (Per SFIA) Mad: 6.68 k-in. (Per SFIA) Ma,4ft: 6.85 k-in. (Per CFS) Axial Capacity: 3.087 Kips E2)Yielding&Global Buckling: Pne/WC= 4.097 kips Pne 7.374 kips 1c: 0.98 Wc= 1.8 Fn: 22.08 E2.1)Check Flexural Buckling E2.2) Check Torsional&Flexural-Torsional Buckling Fere: 47.331 ksi Fcre: 34.366 ksi Gt 34.54 ksi Gez 2911.53 ksi E3)Local Buckling Interacting with Yielding and Global Buckling Pn1/Wc= 3.0874623 kips Pn1= 5.557 kips Fn: 22.08 WC= 1.8 E3.1)Effective Width Method Effective Areaweb: Partially Effective Ef£lengthweb: 1.443 in. wweb: 3.267 in. rweb: - lweb: - fweb: - ksi F,1 web: - ksi kweb: - Cpnch: 0.7587 in. rpwh: 0.950909236 1pnch: 0.73823031 fp h: 22.08 ksi F,1pneh: 40.51 ksi khole: 0.43 Effective Areaflange: Fully Effective Ef£lengthflg: 1.392 in. wf1g: 1.392 in. w/t: 30.87 Sflg: 46.79 b1 flg: 0.696 in. b2 f1g: 0.696 in. b flg: 1.392 in. rf1g: 1.000 lflg: 0.478 fflg: 22.08 ksi Fcr1 flg: 96.6 ksi kflg: 3.455 1.s,, 0.00006 in.4 Is sfi, 0.00021 in.4 n flg: 0.417 D/w: 0.359 ds stif: 0.384 in. d's stif: 0.384 in. RI flg: 1 Effective Areasuffene<: Fully Effective Ef£lengthstif: 0.384 in. wstif: 0.384 in. rstif: 1.000 lstif: 0.373 fstif. 22.08 ksi Ferl stif. 158.4 ksi kstif: 0.43 Total Stud Effective Area: 0.2517 in.2 E4)Distortional Buckling Pnd/Wc= 5.012 kips Pnd= 9.022 kips W,= 1.8 Id: 0.891 Perd: 13.87 kips Py: 11.02 kips Fora: 41.54 ksi Kffe: - Kfwe: - Kf: - Kffg: - Kfwg: - L: 14.91 Lerd: 14.91 Lm: 48 Af: 0.092786485 Jf. 6.29095E-05 Ixf. 0.0013635 Iyf: 0.025139927 IXyf: 0.003118339 Cwf: 0 Xof: 0.606626002 hXf: -0.973273998 lyf/yof: -0.055401 tr_ho1e: 0.04001 in. Kffe: 0.118447513 Kfwe: 0.098880761 Kf: 0 Kffg: 0.004104642 Kfwg: 0.00112704 L: 15.82 Lerd: 15.82 Lm: 48 Af: 0.082317405 Jf: 4.39276E-05 Ixf. 0.001207375 I : 0.022303394 IX : 0.002766498 Cwf: 0 Xof: 0.606626002 hxf: -0.973273998 /yof: -0.055401 Shear Capacity: 0.631 Kips Va : 1.74 kips Vanes 0.631 kips Member Capacity Check: Member Deflection Check: Governing Lateral Load: Supporting Glazing lexural unity: 0.007 OK Flexural+Axial Unity: 0.016 OK Main Span Deflec. : 0.000 in. L/ 214870 OK Axial Unity: 0.008 OK Flexural+Shear Unity: 0.039 OK Cant.Deflec. : 0.000 in. 2L/ 135724 OK Shear Unity: 0.038 N/A *Ref.2015 IBC Table 1604.3,Note f 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: C- 10 AU Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects LLC Job No.: 22402 Calculation: Eyebrow Stud Design Connection to Structure Below: Track to Stud Connection: Top Track Connection to Eyebrow Stud (AISI 5211-07 Reaffirmed 2012) Max Reaction at Stud: 2.955 lb Track Condition: Typical Condition Try: 350T125-43(33ksi) Stud Size: 350SI62-43(33ksi) Design Thickness: 0.0451 in. Fy: 33 ksi Stud Properties: Fu: 45 ksi Fy: 33 ksi Stud Bearing Length'N': 1.25 in. Stud Web(Flat Portion)'h': 3.2674 Stud Dimesions Post: 776 lbs Member depth: 3.500 in. K2: 1.7 Design Mil: 0.0451 in. Pallow: 456 lbs Corner Radii: 0.0712 in. Unity: 0.01 OK Track to Stud Connection: Bottom Track Connection to Eyebrow Stud (AISI 5211-07 Reaffirmed 2012) Max Reaction at Stud: 17.03 lb Track Condition: Typical Condition Try: 350T125-43(33ksi) Stud Size: 350S162-43(33ksi) Design Thickness: 0.0451 in. Fy: 33 ksi Stud Properties: Fu: 45 ksi Fy: 33 ksi Stud Bearing Length'N': 1.25 in. Stud Web(Flat Portion)'h': 3.2674 Stud Dimesions Pnst: 776 lbs Member depth: 3.500 in. S2: 1.7 Design Mil: 0.0451 in. Pallow: 456 lbs Corner Radii: 0.0712 in. Unity: 0.04 OK Screw&Light Gauge Steel Connection: Eyebrow Stud to Top and Bot Track Allowable Screw Capacities to CFS: Shear Load: 2.955 lb Shear of #8 Screw in 33 mils(33ksi)= 164 lbs Tension Load: 0 lb Tension of #8 Screw in 43 mils(33ksi)= 94 lbs Pull-Over of #8 Screw in 33 mils(33ksi)= 195 lbs Effective Shear Fasteners#: (2) Effective Tension Fasteners#: ( 1 ) Shear Load: 1.477 lb per fastener Tension Load: 0 lb per fastener VALLow: 164 lbs 0.009 OK TALLOW: 94 lbs 0 OK Unity Check: 0.009 + 0 = 0.009 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: C- 11 AU E Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects LLC Job No.: 22402 Calculation: Eyebrow Stud Design DL S.W US Stud Rl US Stud brace 1.167 ft 45 ° I 0.75 ft 1.833 ft 1.167 ft RI from Eyebrow: 2.955 lb x 3 / cosine( 45 ) = 16.87 lbs axial load in brace (brace is spaced @ 36"O.C.,not 16") Screw&Light Gauge Steel Connection: Brace to Eyebrow Stud Allowable Screw Capacities to CFS: Shear Load: 16.87 lb Shear of #10 Screw in 33 mils(33ksi)= 177 lbs Tension Load: 0 lb Tension of #10 Screw in 43 mils(33ksi)= 109 lbs Pull-Over of #10 Screw in 33 mils(33ksi)= 265 lbs Effective Shear Fasteners#: (3) Effective Tension Fasteners#: ( 1 ) Shear Load: 5.625 lb per fastener Tension Load: 0 lb per fastener VALLOW: 177 lbs 0.032 OK TALLOW: 109 lbs 0 OK Unity Check: 0.032 + 0 = 0.032 OK 24.Beam Overhanging One Support-Uniformly Distributed Load Deflection: Ll: 1.167 ft. Ml(btw Rl andR2): 0.015 k-in. E: 29000 ksi L2: 0.75 ft. M2(AtR2): 0.074 k-in. Ix: 0 in.4 ��► c, w ��►cz w: 21.9 psf Mma : 0.074 k-in. At x 1: 1 ft Rl=V1: 0.0075 klf Ax, berve_up,m): #Divio! in. R, WR2 Rz V 3: 0.034 klf L/ #Divio! distriuted load along V2: 0.016 klf Atx2: 0.75 ft V3: 0.018 klf Axe«o,,„��: #DiviO! in. Vim: 0.018 klf 2L/ #Drvio! eAU13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: C- 12 E Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects LLC Job No.: 22402 Calculation: Eyebrow Stud Design Worst-Case Eyebrow Track Flat Track Header Design: Span= 3 ft. Allow.ALL=L/ 360 Allow.ATL=L/240 ASD Loading: Track: 350T125-43(33ksi) w_LL-vert.: 7.292 plf Indivdual Track Properties: x Vert w—TL-vert.: 7.292 plf Ixe: 0.460 in Iye: 0.038 in �. Ma_vert.: 0.098 k-in. Mn_x/n: 4.61 k-in. Mny/n: 0.521 k-in. I y Va_vert.: 0.011 k Vn/92: 1.74 k w_horz.: 7.496 plf Flexure: 0.211 OK Horiz. Ma_horz.: 0.101 k-in. Shear: 0.009 OK Va_horz.: 0.011 k Flexural+Shear Unity: 0.211 OK Horizontal ALL-Ho,.= 0.00 in-> L/ 35761 OK Vertical ALL-ve,= 0.01 in-> L/ 3076 OK Deflection ATUHorz.= 0.00 in-> L/ 35761 OK Deflection ATL-Vert.= 0.012 in-> L/ 3076 OK Defl.Unity: Acombined= 0.012 in-> L/ 3064 OK ***Track is OK to span 3 ft between Braces Stud Brace to HSS Steel Fastners Fastener Connection Design: JAII Loads are(ASD) Req.Shear: 16.87 lbs USE: #8-16 Stainless steel Req.Tens.: 0 lbs screws tapped into A36 Steel Effective Shear Fasteners#: (3) Shear Load= 5.625 lb per fastener VALLow: 210 lbs 0.03 OK Effective Tension Fasteners#: ( 1 ) Tension Load= 0 lb per fastener TALLOW• 210 lbs 0.00 OK Unity Check: 0.03 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 =Project: Rabbit Car Wash-Arlington Pg.No: C- 13 AUE 204th St NE Arlington,WA 98223 Date: 8/2/24 Architects LLC Job No.: 22402 Calculation: STEEL DECK CHECK Type PLBT""-36 or HSB®-36 Allowable Uniform Loads(psf) DECK SPAN(ft-in.) SPAN GAGE CRITERIA r-W' W-V 4'-0^ W-0' 5'-0^ V-Cr 6'4" r-0" r-0^ 8'-0^ 8'-0^ 9'-0^ 9'4" 1W-0^W-V 1Y-0^ Stress 300 300 235 2 1 89 77 6 52 38 31 28 V380 N• N• N• 12 74 59 40 28 24 20 15 12 22 U240 H• H• H N• • • •H • 4 42 35 30 23 18 L/180 ••• N• N N• •N ••• N • •N •N •N 30 23 Stress 300 30 5 132 112 97 59 53 47 39 33 LLI V360 ••• 1 113 89 71 4 40 33 28 24 18 14 co 20 U240 ••• • • H• •N ••• •N t 59 50 43 37 27 21 W U7 ••• H N• N• • ••• ••• N N •N •N •N •N 37 28 M ITU 103 92 82 73 66 55 46 0 U240 ••• N H• 58 •94 149 H • 16 94 79 66 56 48 36 28 V180 • H• H• • ••• •H •H •H •H 84 48 37 Stress 300 300 300 300 194 167 146 128 113 101 91 82 68 57 1 U360 ... •.. H• 241 18 145 117 95 78 65 55 47 40 30 23 V240 H H• • ••• •N •H 143 118 98 83 70 60 45 35 U180 ♦•• ♦�� H N• •N •N •N ••• ••• •00 •N •N 8o 60 46 Footnotes for Allowable Uniform Load Tables 1 Stress=Allowable uniform bad based on maximum allowable flexural stress In deck. 2.U360.L240 or U180=Uniform load which produces selected deflection in deck. 3-The symbol N•I load based on deflection exceeds aloweble'4110lbiniMMW on stress. 4 Nominal uniform loads governed by stress may be determined by multiplying the allowable values in the table by Dr,=1 67 -RFD loads may be determined by multiplying nominal loads by mb=0.95. Loading on Deck: Max.Intensity Snow Load: 61 psf (See Snow Drift Diagram) LL: 0 psf LLR: 20 psf WL+: 16 psf WL-: -31 psf ASD Load Combos: -Equipment Room Roof D: 17.5 psf Structure= 2.50 psf-Total D+Lr: 37.5 psf .0 240 ffA D+S: 78.5 psf CONTROLS -16 GA.Mtl Deck 2.50 psf D+0.75L+0.75Lr: 32.5 psf -XKXKXXXX 0.00 Psf D+0.75L+0.75S: 63.25 psf Ceiling&MEP= 12.00 psf-Total D+0.75(0.6W)+0.75L+0.75Lr: 39.7 psf Misc.Equipment 12.00 psf D+0.75(0.6W)+0.75L+0.75S: 70.45 psf -XKXKXXXX 0.00 psf Finish= 1.50 psf-Total - 1.50 psf Special= 0.00 psf-Total Misc.= 1.50 psf-Total Design DL= 17.5 psf Total Max DL= 17.5 psf Total SDL= 15.0 psf USE: 20 GA. METAL DECK w/MAX 7'-6" SPANS 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D- I Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 AUE Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam Schedule Diagram eam Type A earn Twe A eam Type A eam Tvne A earn Type A eam Tvne A earn Type A eam Type A eam Type A eam Type A eam Type A Beam Type D Beam Type B I Beam Type C eam Type A earn Type A eam Type A earn Type A 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: D-2 AUE 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Beam Type A Induced Loading Derivation: �( 1 ..... I 7.5 ft 7.5 ft ' Beam L: 10.67 ft � I I � I I � I I l J l SL Drift Dia SNOW DRIFT SURCHARGE Load Summary: DL: 20 psf 14.1 psf 14.1 psf LLr: 20 psf ---- SL(Base): 25 psf WL+: 16 psf 3.5 ft 3.5 ft WL-: -29 psf BEAM 0Rsic Load Cases111- 10.67 ft CMU WALL w 0 BLC Oescr...J Category { D DL 2 LLr RLL 3 SL(base) SL 4 SL(drift) OL1 5 WL+ WL+Y 6 WL- WL-Y ©' Load Combinations Combinations I Design 1❑�► Description ISolveI PDelta SRSS BLC Factor I BLC I Factor BLC I Factor BLC I Factor 1 ASD:D 0 1 1 2 ASD:D+LLr ❑O 1 1 2 1 3 ASD:D+S 0 1 1 3 1 - 1 4 ASD:D+0.75L+0.75LLr ❑v 1 1 2 0.75 5 ASD:D+0.75L+0.75S 2 1 1 3 0.75 6 ASD:D+0.6W ❑v 1 1 5 0.6 7 ASD:D+0.75(0.6W)+0.75L+0.75S 10 1 1 5 0.45 3 0.75 a ASD:0.6D+0.6W ❑v 1 1 0.6 1 6 1 0.6 9 LRFD: 1.4D 10 1 1.4 10 LRFD:12D+1.6L+0.5LLr ❑v 1 1.2 2 0.5 11 LRFD:I.2D+1.6LLr+L 10 1 1.2 2 1.6 12 LRFD:12D+1.6S+L ❑v 1 1.2 3 1.6 4 1.6 13 LRFD:I.2D+1.6LLr+0.5W 10 1 1.2 2 1.6 5 0.5 14 LRFD:12D+1.6S+0.5W ❑v 1 1.2 3 1.6 4 1.6 5 0.5 15 LRFD:I.2D+1.0W+1.0L+0.5LLr ❑p 1 1.2 5 1 2 0.5 16 LRFD:I.2D+1.OW+L+0.5S ❑v 1 1.2 5 1 3 0.5 17 LRFD:0.9D+1.OW ❑� 1 0.9 6 1 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-3 AAU Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam Type A Beam Loads: DL: 20 psf x 7.5 ft = 150 plf LL,: 20 psf x 7.5 ft = 150 plf SL(Base): 25 psf x 7.5 ft = 187.5 plf Beams Spaced at: 7.5 ft O.C. WL+: 16 psf x 7.5 ft = 120 plf WL-: -29 psf x 7.5 ft = -217.5 plf -1501b.,It DL: . . . . . . . . ... . . . . . . . . . . . . . . . . . . . . . . . 1 E-7 0 1:,ft LLr: -18 7.51 b4t N2 SL(base): .. .. ....... .. .. ....... .. .. ....... Ili rJ2 -105.751b)lt -1 05.75lb/ft SL(drift): -1201b1l N 2 WL+: N2 N 2 WL-: 12 1 ft 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-4 Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 AU Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam Type A Member. MI Shape: W10X12 Material: A992 Length: 10.667 ft I Joint: N1 A k J Joint: N2 LC 3:ASD:D+S Code Check: No Cak: Report Based On 97 Sections 1.985 at 0 ft fa ksi V - k _ Worst Loading Case: D+S -1.985 at 10.667 ft 5.521 at 5.333 ft M k-in fc ksi -60.19 at 5.333 ft ft ksi D in -5.521 at 5.333 ft -0.083 at 5.333 It AlSC 15th (360-16): ASD Code Check Direct Analysis Method -P-Delta analysis requirHd fur all Al Sc, 360-16 Load Combinations- Max Defl Ratio U1545 Y' Induced Loading: Try: W 10x 12 Design Method: ASD X----' ---x Pte„sion: 0.0 k Material Properties: 1 S2 b: 1.67 S2_t,yield: 1.67 52 v,x: 1.50 Pcompression: 0.0 k ASTM Designation: A992 92 e: 1.67 S2 t,rupt. : 2.00 n v,y: 1.67 y. Strong Axis Mx 60.2 k-in E: 29000 ksi Member Analysis: JAxial Unbraced Lengths: Strong Axis VY 2.0 k G: 11200 ksi Strong-Axis Unbraced Length,Lb-x: 2.67 ft Kx: 1.00 Weak-Axis MY: 0.0 k-in FY: 50 ksi Weak Axis Unbraced Length,Lb-y: 1.00 ft KY: 1.00 Weak-Axis Vx: 0.0 k Fn: 65 ksi Torsional Unbraced Length,Lt: 1.00 ft Kt: 1.00 RY: 1.1 Flexural Unbraced Length Span: 10.7 ft Rt: 1.1 Comp.Flange Unbraced Length,Leo,, : 2.667 ft Member Check: Deflection Check: Transient: L/ 360 D+Transient: L/ 240 Shear Unity: 0.05 OK ATransient,x-x: 0.05 in-> L/ 2667 OK Flexure Unity: 0.16 OK OD+Transient,x-x: 0.08 in-> L/ 1542 OK USE W 1 OX 12 Tension+Flexure: 0.16 OK �Transient,y-y: 0.00 in-> L/ 10000 OK Comp.+Flexure: 0.16 OK OD+Transient,y-y: 0.00 in-> L/ 10000 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-5 AUE Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam Type A Member Design per AISC 360-Specificication for Steel Buildings Section Pro erites: Self-Weight: 12 plf Compression Limiting Slenderness: A: 3.54 in bf/2tf: 9.43 rts: 0.983 in kf: 9.43 4f: 13.49 Non-slender Flange [Table B4.la Case 1] d: 9.87 in h/tw: 46.6 Iy: 2.18 in X,: 46.6 a,,,: 35.88 Slender Web [Table B4.1 a Case 5] tW: 0.19 in ho: 9.66 in Zy: 1.74 in Flexural Limiting Slenderness: bf: 3.96 in Ix: 53.8 in Sy: 1.1 in a f: 9.43 kpf: 9.152 X f: 24.08 Noncompact Flange [Tabl.B4.11,Ca 101 tf: 0.21 in Zx: 12.6 in ry: 0.785 in X,: 46.6 X w: 90.55 ,: 137.3 Compact Web [Table B4.11,Case 151 h: 8.85 in Sx: 10.9 in CW: 50.9 in kdes: 0.51 in rx: 3.9 in J: 0.055 in Strong-Axis Flexural Capacity: Weak-Axis Flexural Capacity: Compression Capacity: LP: 2.77 ft [Eq.F2-5] Yielding[sect.F6.rl: Le-x/rx: 8.205 Lr: 8.05 ft [Eq.F2-6] Mp: 87 k-in [Eq.F2-11 Lc-y/ry: 15.29[Gevemsl Yielding[sect.F2.11: Flange Local Buckling rsect.F6.21: Lc-t: 12 in MP: 630 k-in [Eq.F2-1] b)Ma: 86.1 k-in [Eq.F6-2] Flexural Buckling[sect.E31: Lateral Torsional Buckling rsect.F2.21: Fe,: 225 ksi [Eq.F64] Fe: 1225 ksi,[Eq.E34] Cb: 1.00 c)Mn: N/A k-in [Eq.F6-3] Fcr,NS 49.15 ksi,[Eq.E3-2&E3-3] a)Mn: 630 k-in [Sect.F2.2.a] Mn_y/52: 52 k-in Torsional&Flexural Torsional Buckling rsect.E41: b)Ma: N/A k-in [Eq.F2-2] Tension Capacity: I Fe,NS(FTB): 1818 ksi,[Eq.E4-2] Fe,: 275.8 ksi [Eq.F24] Yielding[sect.D2.al: Fcr,NS(FTB) 49.43 ksi,[Eq.E3-2&E3-31 c)Mn: N/A k-in [Eq.F2-31 Pn: 177 k Slender Elements Adjustments rsect.E7.11: Nonco=act or Slender Flange rF3.21: Rupture rsect.n2.bl: C1 b: 0.22 [Table E7.11 a)Mn: 625.4 k-in [Sect.F3-1] Anet: 6.00 in C2 b: 1.485 [Eq.E7-4] b)Mn: N/A k-in [Sect.F3-21 U: 1.00 Fe1,b: 225.7 ksi,[Eq.E7-5] Pa: 390 k be: 3.96 in Mn x/52: 374 k-in Pn/f2: 106 k C1h: 0.18 [Table E7.11 Strong-Axis Shear Capacity: Weak-Axis Shear Capacity: C2 h: 1.308 (Eq.E74) k,: 5.34 [Sect.G2.11 k,: 1.2 [Sect.G7] Fe1,h: 50.72 ksi,[Eq.E7-5] AW: 1.875 in AW: 1.663 in he: 7.33 in h/t,: 46.6 bt/2tf: 9.43 Ac: 3.251 in2,[Sect.Ezl] C5,1: 1.00 [Sect.G2.1] C5,2: 1.00 [Sect.612.11 Fc, s: 49.15 ksi,[Eq.E3-2&E3-3] Va: 56.26 k[Eq.G2-1] Va: 49.9 k[Eq.G2-1] Pn: 159.8 k,[Eq.E3-1,E7-1] Vn x/n: 37.51 k I Vn y/n: 29.88 k Pn/n: 95.69 k Load Summary: Load to Ea.End of Beam: 1.985 k T.O.W.Anchor Tension: 1.19 k (See Wall Anchor Design on pp.F-62) 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-6 AUE Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam Type A Single Plate Shear Tab Design Loading: Design Method: ASD w Vu: 1.99 k S2 b: 1.67 �e' ' L ' Mu: 4.96 k-in 92 vy: 1.50 S2_vr: 2.00 • Le� 92 v-bs: 2.00 s, 'L' Plate Geometry&Properties: Plate Width,'w': 4 in Bolt Diameter: 3/8 in Plate Length,'L': 6 in #of Bolts: 2 Plate Thickness,'tp': 0.25 dim Bolt Spacing,V: 3 in Eccentricity,V: 2.5 in Edge Dist.,'Leh': 1.5 in Plate Fy: 36 ksi Edge Dist.,'L,': 1.5 in Plate Fu: 58 ksi Plate:Shear Yielding Plate:Shear Rupture Block Shear Rupture A9,: 1.5 in Any,: 1.281 in Ub,: 1.00 Rn: 32.4 k Rn: 44.59 k Rn: 50.98 k S2_vy: 1.50 92_vr: 2.00 S2 v-bs: 2.00 Rn/S2: 21.6 k Rn/i2: 22.29 k Rn/S2: 25.49 k Unity: 0.092 OK Unity: 0.089 OK Unity: 0.078 OK Plate:Flexural Capacity Lbd/t 2: 240 Yielding: Lateral Torsional Buckling: Zx: 2.25 in Cb= 1.00 Sx: 1.5 in a)Mn: 78 k-in Mn=Mp: 81.0 k-in b M : N/A k-in Min.Mn: 77.7 k-in S2 b: 1.67 Mn/92: 46.5 k-in Unity: 0.107 OK Out of Plane Weld Connection Design: Design Method: ASD Y+ Required Strength(At Center oeld Group2 RIGHT HAND Location of Stress f W Y(+) Vy= -1.985 k (Down) RULE APPLIES (k/in): Vert Mx= 4.963 k-in Y+ Y __ d XH Vx= 0.000 k Axial Stress,fz= 1.025 -0.63 Horiz My= N/A Vert.Stress,f�,= -0.33 -0.33 Y_ _ Torsion,Mz= 0.000 k-in Horiz.Stress,fx= 0 0 Axial,Nz= 1.190 k (Tens.) fCeS1��ant= 1.08 0.71 Weld Design: Weld Dimensions: Weld Metal Nominal Stress,F.w: 70 ksi d: 6 in. Weld Safety Factor,K2: 2.00 Min.effect.Throat,(E)Tin.: 0.051 in. Weld Group Properties: Weld Type: Fillet J=I,: 18 in.3 LWeid: 6 in. Fillet weld Leg: 0.2500 in. Note:n/a Ix: 18 in.' yTnp: 3.0 in. Sx_Top: 6 in.2 Effective Throat,(E): 0.177 in. yBob -3.0 in. S.Bob -6 in.2 A1low.Weld Stress,0.6Fnw/52w: 21 ksi Iy: 0 in.3 xTop: 0.0 in. Sy Top: 0 1n.2 Required Weld Stress: 6.10 ksi 0.29 OK xB,: 0.0 in. S Bot: 0 in.2 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-7 Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 AUE Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam Type A K ANCHOR LOADS n wik Bob TZ2 {t A—hor N[6] Vx Pb] W[Ib] IQMIK— 1 108 0 -500 2 108 0 -800 KWIK HUS EZ- P * 3 492 0 -500 KWIK HUS EZ- 4 4W 0 -500 CRC m W ANCHOR DESIGN 1 KWIKHUSEZ- C Tens KWIK HUS EZ- Ci h Overall 5� c ssa,s ---- KWIKHUS EZ- * V O TYPE r cen.c� Shear CKWIK HLI&EZ(KH-EQ Se�z �! Ocemll 554 v"(3 y41 v— Combination .37 Anchor Item M i'c depth 18 H-KEZ pth h . Ebedment Em _ef �MESSAGES 3 25 In S R-The anchor calcuI.—is based on a rigid anchor plate acarxnPibrt 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-8 Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 AUE Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam Type B Induced Loading Derivation: Unfactored Strong-Axis Induced Forces Unfactored Weak-Axis Induced Forces Member Properties: BLC Dist.Loads Line Loads Point Load BLC Dist.Loads Line Loads Point Load Span,Ll: 2.5 ft DL: 20 psf 60 plf 0.0 k DL: 0 psf 0 plf 0.0 k E: 2g000 ksi DLadd: - psf 0 plf 0.0 k DLadd: - psf 0 plf 0.0 k Iz: 1.19 in.' DLsw: - psf 7 plf - k DLsw: - psf 0 plf - k Iz: 1.19 in.4 LL: 0 psf 0 plf 0.0 k LL: 0 psf 0 plf 0.0 k Member Analysis: Conservative Design Max LL,: 20 psf 60 plf 0.0 k LL,: 0 psf 0 plf 0.0 k Analysis Location,x: 0 ft SLbase: 25 psf 75 plf 0.0 k SLbase: 0 psf 0 plf 0.0 k Wind Deflection Reduction: No SLd ift: - psf 0 plf 0.0 k SL&ft: - psf 0 plf 0.0 k a b WL+: 16 psf 48 plf 0.0 k WL+: 0 psf 0 plf 0.0 k W WL_: -29 psf -87 plf 0.0 k WL_: 0 psf 0 plf 0.0 k "'ri 1 14 Vert.Trib.Width: 3 ft Horz.Trib.Width: 0 ft Rl Loading Loading x R2 Properties PL Loc.,a: 0 ft. Properties Lat.PL Loc.,a: 0 ft Vert.PL Loc.,b: 2.5 ft. Lat PL Load Loc.,b: 2.5 ft Strong Axis Induced Forces and Deflections ASD Design Load Combinations: Line Loads Point Load Mmax Vmax RI R2 Transient AD+Transient 1) D 67 plf 0.0 k 1 k-in 0.08 k 0.08 k 0.08 k - 0.00 in 2) D+L 67 plf 0.0 k I k-in 0.08 k 0.08 k 0.08 k 0.00 in 0.00 in 3a) D+Lr 127 plf 0.0 k 1 k-in 0.16 k 0.16 k 0.16 k 0.00 in 0.00 in 3b) D+S 142 plf 0.0 k 1 k-in 0.18 k 0.18 k 0.18 k 0.00 in 0.00 in 4a) D+0.75L+0.75Lr 111.6 plf 0.0 k 1 k-in 0.14 k 0.14 k 0.14 k - - 4b) D+0.75L+0.75S 122.9 plf 0.0 k 1 k-in 0.15 k 0.15 k 0.15 k - 5) D+0.6W 95.4 plf 0.0 k I k-in 0.12 k 0.12 k 0.12 k 0.00 in 0.00 in 6a) D+0.75(0.6W)+0.75L+0.75Lr 133.2 plf 0.0 k 1 k-in 0.17 k 0.17 k 0.17 k - 6b) D+0.75(0.6W)+0.75L+0.75S 144.5 plf 0.0 k 1 k-in 0.18 k 0.18 k 0.18 k - - 7) 0.6D+0.6W -12.2 plf 0.0 k 0 k-in -0.02 k -0.02 k -0.02 k 0.00 in 0.00 in Weak Axis Induced Forces and Deflections ASD Design Load Combinations: Line Loads Point Load Mmax Vmax RI R2 ATransient AD+Transient 1) D 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - 0.00 in 2) D+L 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in 3a) D+Lr 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in 3b) D+S 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in 4a) D+0.75L+0.75Lr 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - - 4b) D+0.75L+0.755 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - - 5) D+0.6W 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in 6a) D+0.75(0.6W)+0.75L+0.75Lr 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - - 6b) D+0.75(0.6W)+0.75L+0.755 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - - 7) 0.6D+0.6W 0 plf 1 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in Design Method: ASD I y' z Induced Loading: Try: I L4x4x1/4 LLV 92 b: 1.67 n t,yield: 1.67 52-c: 1.67 x-- F:Y Material Properties: n v: 1.67 52 t,rupt. : 2.00Ptension: 0 k ASTM Designation: A36 Member Analysis: Axial Unbraced Len tg hs: z. PeomPression: 0 k E: 29000 ksi Major Principal-Axis Unbraced Length,Lb-,: 8 ft Kx: 1.00 Strong Axis Mx: 1.4 k-in G: 11200 ksi Minor Principal-Axis Unbraced Length,Lb_Z: 8 ft KY: 1.00 Strong Axis Vy: 0.2 k Fy: 36 ksi Flexural Unbraced Length/Conditions. Weak-Axis My. 0.0 k-in Fa: 58 ksi Laterally Unbraced Length,Lcomp: 8 ft Weak-Axis Vx: 0.0 k Ry: 1.5 Flexure Condition: Laterally Unrestrained/Biaxial Bending Rt: 1.2 Lateral Torsional Buckling Condition: Short Leg in Compression Span: 2.5 ft I I Leg Local Buckling Condition: Toe in Compression Member Check Deflection Check: Transient: L/ 360 D+Transient: L/ 240 Shear Unity: 0.01 OK ATransient,x-x: 0.00 in-> L/ 15706 OK Flexure Unity: 0.06 OK OD+Transient,x-x: 0.00 in-> L/ 8319 OK USE L4x4x1/4 Tension+Flexure: 0.06 OK ATransient,y-y: 0.00 in-> L/ 10000 OK Comp.+Flexure: 0.06 OK OD+Transient,y-y: 0.00 in-> L/ 10000 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-9 AUE Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam Type B Member Design per AISC 360-Specificication for Steel Buildings Section Pro erites: Self Weight: 6.6 plf Compression Limiting Slenderness: A: 1.93 in Ix: 3 in Iy: 3 in XSL: 16.0 ?',,SL: 12.77 Slender Leg Long Leg: 4 in SX: 1.03 in Sy: 1.03 in ALL: 16.0 4,LL: 12.77 Slender Leg [Table B4.Ia Case 3] Short Leg: 4 in rX: 1.25 in ry: 1.25 in Flexural Limiting Slenderness: t: 0.25 in ZX: 1.82 in Zy: 1.82 in XSL: 16.0 �,,SL: 15.33 4,SL: 25.83 Noncompact Leg [Table H4.16 Case 12] b/t(LL): 16 J: 0.04 in4 Iz: 1.19 in XLL: 16.0 kp,LL: 15.33 4,LL: 25.83 Noncompact Leg b/t(SL): 16 CW: 0.051 in Sz: 0.778 in Ow: 0 ro: 2.22 in rz: 0.783 in y bar: 1.08 in x bar: 1.08 in H: 0.63 yp: 0.241 in xp: 0.241 in IW: 4.82 in rW: 1.58 in Flexural Capacity: Tension Capacity: Compression Capacity: Flexure Laterally Unrestrained/Biaxial Bending Yielding[AISC Sect.Mal: Le-µ,/rµ,: 60.75 Condition: Pn: 69.48 k Le-z/rz: 122.6[Gore I Yielding[AISC Sect.FI0.1I: Rupture[AISC Sect.DIN: Flexural Buckling[Sect.E31: Principal Axis M,,,z: 42.01 k-in [AISC Eq.FIO-11 A et: 1.93 in Fe: 19.0 ksi,[Eq.E34] Geometric Axis Ma,X: 44.5 k-in [AISC Eq.F10-1] U: 1.00 Fcr,NS• 16.3 ksi,[Eq.E3-2&E3-3] Geometric Axis M,,,y: 44.5 k-in [AISC Eq.F10-1] Pn: 111.9 k Torsional&Flexural Torsional Buckling rsect.E41: Lateral Torsional Buckling rAISC Sea.F10.21: Pn/52: 41.6 k b/t Check: 20.15 [Sect.E4] Cb: 1.00 Strong-Axis Shear Capacity: Note: Sect.E4 Analysis Not Req'd Condition: Short Leg in Compression k,: 1.2 [AISC Sect.G2.1] Slender Elements Adjustments[Sea.ET II: ow: 0 [AISCTab[e C-FIO.1] Aµ,=bt: 1 in2(Vert.Leg) CI,SL: 0.22 [Table E7.1] Me,: 128 k-in b/t(LL): 16 c2,SL: 1.485 [Eq.E7-4] a)M.: 38.47 k-in [AISC Eq.Flo-21 C,2: 1.00 [AISC Sect.G2.11 Fe1,SL: 50.62 ksi,[Eq.E-5] b)Mn: N/A k-in [AISC Eq.F10-3] Vn: 21.6 k [AISC Eq.G2-1] be,SL: 4.00 in Leg Local Buckling rAISC sect.FI0.31: Vn_x/S2: 12.93 k CI,LL: 0.22 [Table E7.1] Condition: Toe in Compression Weak-Axis Shear Capacity: c2,LL: 1.485 (Eq.E74) Se: 0.778 in kv: 1.2 [AISC Sect.G2.11 FeI,LL: 50.62 ksi,[Eq.E7-5] b)M.: 40.9 k-in [AISC Eq.FIO-6] AW=bt: 1 in (Horz.Leg) be,LL: 4.00 in Fcr: 80.43 ksi b/t(SL): 16 Ae: 1.93 in2,[Sect.E7.1] c)M.: 62.57 k-in [AISC Eq.F10-7] Cv2: 1.00 [AISC Sect.G2.1] Fcr,S: 16.32 ksi,[Eq.E3-2&E3-3] Vn: 21.6 k[AISC Eq.G2-1] PH: 31.49 k,[Eq.E3-1,E7-1] Mn,z/92: 23.0 k-in Vny/52: 12.93 k Pn/92: 18.86 k Mn,x/S2: 24.49 k-in Mn,y/n: 24.49 k-in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 / Project: Wet Rabbit Car Wash-Arlington Pg.No: D- 10 AUE Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam Type C Induced Loading Derivation: 6 ft J A a� c. E~ 4.08 ft � Beam Type C Pa 2.5ft E 10.67ft r� Beam Type C 4.08 ft 3ft Load Summary: DL: 20 psf LLr: 20 psf SL(Base): 25 psf SNOW DRIFT SURCHARGE WL+: 16 psf / WL-: -29 psf EM 2.0424 458 14.1 psf , ------ ----- .9psf 3.5 ft 3.5 ft Beam Type C 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D- 11 Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam Type C Q Basic Load Cases 0 o BLC Desa.. Category 1 F--D--7 DL 2 LLr RILL 3 SL(base) SL 4 SL(drift) 011 5 WL+ WL+Y 6 WL- WL-Y Combinations I Design 41 Q Description Solve PDetta SRSS T BLC Factor BLC Fades BLC Factor BLC Factor 1 ASD:D O 1 1 2 ASD:D�LLr 1 1 2 1 3 ASD:D*S 0 1 1 3 1 4 1 4 ASD:D«0.75L-0.75LLr 1 1 2 0.75 5 ASD:0+0.75LW.75S 1 1 3 0.75 - 6 ASD:0•0.6W 1 1 5 0.6 7 ASD:DW.75(0.6W)-0.75L-0.75S 1 1 5 0.45 3 0.75 8 ASD:0.6DI0.6W 0 1 0.6 6 0.6 9 LRFD:1.4D 0 1 1.4 10 LRFD:I2D•1.6L+0.5LLr 0 1 12 2 0.5 11 LRFD:I.2D+1.6LLr+L 0 1 12 2 1.6 12 LRFD:I.2DI1.6S•L 0 1 12 3 1.6 4 1.6 13 LRFDAM. 1.61-1-r0.5W 0 1 12 1 2 1.6 51 .5 14 LRFD:12D-1.6SI0.5W 0 1 12 1 3 1.6 4 1.6 5 0.5 15 LRFD:I.2D+1.OW`1.OL-0.5LLr 0 1 1.2 5 1 2 1 .5 16 LRFD:1.2Da1.OW*L•0.5S 0 1 1.2 5 1 3 0.5 17 LRFD:0.9D,1.OW 0 1 0.9 6 1 Beam Loads: Trib.width of beam: 3.292 ft Dist.Loads: Point Loads: DL: 20 psf x 3.292 ft = 65.83 plf DL: 0.08 k LLr: 20 psf x 3.292 ft = 65.83 plf LLr: 0.08 k SL(Base): 25 psf x 3.292 ft = 82.29 plf SL(Base): 0.09 k SL(Drift): 2.9 psf x 3.292 ft = 9.669 plf SL(Drift): 0.0 k WL+: 16 psf x 3.292 ft = 52.67 plf WL+: 0.06 k WL-: -29 psf x 3.292 ft = -95.5 plf WL-: -0.11 k -83.31b DL: -65.81blft 1 2 -83.31b -65.81b1ft LLr: 1 N A A LLMZE= 2 -93.81 b -82.31bM SL: 1 2 -601b -52.71b1ft WL+: 1 2 2 WL 95.511:111 1091b 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D- 12 Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam Type C Member M1 Shape: L4X4X8 Material: A992 Length: 6 ft I Joint NI A k J Joint N2 LC 3:ASD:D+S Code Check: No Cak Report Based On 97 Sections 0.562 at 0 It fa ksi V k -0.562 at 6 It 5.981 at 3 It M k-in fc A99ML ksi Nqqw -11.707 at 3 It D in ft ksi -2.503 at 3 ft -0.047 at 3 ft RISC 15th(360-16):ASD Code Check Direct Analysis Method -P-Delta analysis required for all AISC 360-16 Load Combinations- Max Deft Ratio U1542 yi iz Induced Loading: Try: I L4x4xl/2 LLV Design Method: ASD X-- --X Ptension: 0 k Material Properties: 52 b: 1.67 Q t,yield: 1.67 S2 c: 1.67 Pcompression: 0k ASTMDesignation: A36 92 v: 1.67 Q t,rupt. : 2.00 z•� �Y Strong Axis Mx: 11.7 k-in E: 29000 ksi Member Analysis: JAxial Unbraced Lengths: Strong Axis Vy. 0.6 k G: 11200 ksi Major Principal-Axis Unbraced Length,Lb-,,,: 3 ft Kx: 1.00 Weak-Axis My, 0.0 k-in Fy: 36 ksi Minor Principal-Axis Unbraced Length,Lb-,: 3 ft KY: 1.00 Weak-Axis Vx: 0.0 k F,,: 58 ksi Flexural Unbraced Length/Conditions: Ry: 1.5 Laterally Unbraced Length,Leomp: 8 ft Rt: 1.2 Flexure Condition: Laterally Unrestrained/Biaxial Bending Lateral Torsional Buckling Condition: Short Leg in Compression Span: 6 ft Leg Local Buckling Condition: Toe in Compression Member Check Deflection Check: Transient: L/ 360 D+Transient: L/ 240 Shear Unity: 0.02 OK OTransient,x-x: 0.03 in-> L/ 2667 OK Flexure Unity: 0.27 OK AD+Transient,x-x: 0.05 in-> L/ 1532 OK USE L4x4x1/2 Tension+Flexure: 0.27 OK ATransient,y-y: 0.00 in-> L/ 10000 OK Comp.+Flexure: 0.27 OK OD+Transient,y-y: 0.00 in-> L/ 10000 OK AEAU 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D- 13 Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam Type C Member Design per AISC 360-Specificication for Steel Buildings Section Pro erites: Self Weight: 12.8 plf Compression Limiting Slenderness: A: 3.75 in Ix: 5.52 in Iy: 5.52 in kSL: 8.0 4,SL: 12.77 Non-slender Leg Long Leg: 4 in SX: 1.96 in SY: 1.96 in XLL: 8.0 4,LL: 12.77 Non-slender Leg [Table B4.1a Case 31 Short Leg: 4 in rX: 1.21 in ry: 1.21 in Flexural Limiting Slenderness: t: 0.5 in ZX: 3.5 in ZY: 3.5 in ESL: 8.0 k,SL: 15.33 4,SL: 25.83 Compact Leg [Table B4.16 Case 12] b/t(LL): 8 J: 0.32 in Iz: 2.25 in )ILL: 8.0 4,LL: 15.33 4,LL: 25.83 Compact Leg b/t(SL): 8 Cµ,: 0.366 in Sz: 1.35 in V: 0 rc: 2.16 in rz: 0.776 in y bar: 1.18 in x bar: 1.18 in H: 0.63 yp: 0.469 in xp: 0.469 in Iµ,: 8.79 in rv: 1.531 in Flexural Capacity: Tension Capacity: Compression Capacity: Flexure Laterally Unrestrained/Biaxial Bending Yielding[AISC sect.Mal: Lc-W/rw: 23.51 Condition: Pn: 135 k Le-)rz: 46.39[G.-I Yielding rAlsc sect F1o.n: Ru12ture rAISC sect.DIM: Flexural Buckling[Sect.E31: Principal Axis Mn,z: 72.9 k-in [AISC Eq.F10-11 Anet: 3.75 in Fe: 133.0 ksi,[Eq.E3-41 Geometric Axis Ma,X: 84.67 k-in [AISC Eq.F10-1] U: 1.00 Fcr,NS: 32.1 ksi,[Eq.E3-2&E3-3] Geometric Axis M,,,Y: 84.67 k-in [AISC Eq.F10-1] Pn: 217.5 k Torsional&Flexural Torsional Buckling[Sect.E41: Lateral Torsional Buckling[AISC sect.F10.21: Pn/S2: 80.84 k b/t Check: 20.15 [Sect.E4] Cb: 1.00 Strong-Axis Shear Capacity: Note: Sect.E4 Analysis Not Req'd Condition: Short Leg in Compression k,: 1.2 [AISC Sect.G2.I] Slender Elements Adjustments[Sect.E7.I1: 0µ: 0 [AISCTablcC-Flo.l] Ate,=bt: 2 in (Vert.Leg) C1,SL: 0.22 [Table ET I] Me,: 494 k-in b/t(LL): 8 C2 SL: 1.485 [Eq.E74] a)M.: 72.9 k-in [AISC Eq.F10-2] Cv2: 1.00 [AISC Sect.G2.I] FeI,SL: 202.5 ksi,[Eq.E7-51 b)Mn: N/A k-in [AISC Eq.F10-3] Vn: 43.2 k [AISC Eq.G2-1] be,SL: 4.00 in Leg Local Buckling rAISC Sect.F10.31: Vn x/S2: 25.87 k C1,LL 0.22 [Table E7.1] Condition: Toe in Compression Weak-Axis Shear Capacity: c2,LL: 1.485 (Eq.E74) Se: 1.35 in kv: 1.2 [AISC Sect.G2.I] Fcl,LL: 202.5 ksi,[Eq.E7-51 b)M.: N/A k-in [AISC Eq.F10-6] AW=bt: 2 in (Horz.Leg) be,LL: 4.00 in Fcr: 321.7 ksi b/t(SL): 8 Ae: 3.75 in2,[Sect.E7.1] c)M.: 434.3 k-in [AISC Eq.F10-7] Cv2: 1.00 [AISC Sect.G2.I] Fcr,s: 32.14 ksi,[Eq.E3-2&E3-3] Vn: 43.2 k[AISC Eq.G2-11 Pa: 120.5 k,[Eq.E3-1,E7-1] Mn,z/92: 43.7 k-in Vn_y/92: 25.87 k Pn/52: 72.18 k Mn,x/f2: 50.7 k-in Mn,y/52: 50.7 k-in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 / Project: Wet Rabbit Car Wash-Arlington Pg.No: D- 14 AU E Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam Type C ANGLE-TO-CMU SHEAR TAB DESIGN: Single Plate Shear Tab Design Loading: Design Method: ASD w Vu: 0.56 k S2 b: 1.67 e 'L ' Mu: 1.41 k-in S2_vy: 1.50 • LP S2_vr: 2.00 n v-bs: 2.00 s, L' Plate Geometry&Properties: Plate Width,'w': 4 in Bolt Diameter: 3/8 in Plate Length,'L': 4 in #of Bolts: 2 Plate Thickness,'tp': 0.25 in Bolt Spacing,V: 2 in Eccentricity,V: 2.5 in Edge Dist.,'Leh: 1.5 in Plate Fy: 36 ksi Edge Dist.,'Lei,': 1 in Plate Fu: 58 ksi Plate:Shear Yielding Plate:Shear Rupture Block Shear Rupture Ag,: 1 in Anv: 0.781 in Ubs: 1.00 Rn: 21.6 k R,,: 27.19 k R,,: 40.18 k 52_vy: 1.50 52 yr: 2.00 f2_v-bs: 2.00 Rn/Q: 14.4 k Rn/92: 13.59 k Rn/Q: 20.09 k Unity: 0.039 OK Unity: 0.041 OK Unity: 0.028 OK Plate:Flexural Capacity Design of Weld: Led/t2: 160 Lw Sw: 5.33 in3/in Yielding: Lateral Torsional Buckling: Zx: 1 in Cb= 1.00 fv: 0.07 k/in Sx: 0.667 in a)M.: 35 k-in fb: 0.26 Win M.=Mp: 36.0 k-in b M : N/A k-in fr: 0.27 k/in Min.M : 35.2 k-in 52 b: 1.67 Fillet Size: 1/4 in Mn/K2: 21.06 k-in Weld Strength: 3.71 k/in Unity: 0.067 OK Unity: 0.07 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D- 15 AU E Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam Type C C.L.OF SHEAR TAB Anchorage Design: j j� 3.4 in \ Angle for Roof Access Hatch: �T4.5 X PXIX �<. in 9 in — — — C.L.of shear tab Mz X X BASE PLATE X X Induced Moment @ Center of Anchor Group: M2: 1.897 k-in q ANCHOR A T 'alculate a♦ 120- Kwik BoltTZ2 ANCHOR LOADS n Anchor N Fib] Vx[lb] Vy[lb] 1 0 -87 -53 2 O 87 I 3KWIK HUS Q-KWIK HUS EZ- 4 O� CRC ANCHOR DESIGN KWIK HUS EZ- Tension KWIK HUS EZ- * L� O,��II ° 55316 �" 17 KWIMHeUS Q- * � IV 3. 26 4 5 � Trp� Sh— F—K HUSEZ IKII-E n 12°i6 Overall sire 3/8 V We) 10 Cornbination 12-- .37$R a ehnr item- 18°/p 418058 KH-EZ 3/8"x2 1/8" Embedment depth h_ef MESSAGES 1.625 in _ •Camp ive sbeaa perpendicular to wall on plaster/lanek/nan load- _ beanng layer is?-. psi...psm).User 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D- 16 Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam Type C ANGLE-TO-WIDE FLANGE SHEAR TAB DESIGN: Single Plate Shear Tab Design Loading: Design Method: ASD w Vu: 0.56 k S2 b: 1.67 e 'L ' Mu: 1.83 k-in S2_vy: 1.50 • LP S2_vr: 2.00 n v-bs: 2.00 s, L' Plate Geometry&Properties: Plate Width,'w': 4.5 in Bolt Diameter: 3/8 in Plate Length,'L': 5 in #of Bolts: 2 Plate Thickness,'tp': 0.25 in Bolt Spacing,V: 2 in Eccentricity,V: 3.25 in Edge Dist.,'Leh: 1.25 in Plate Fy: 36 ksi Edge Dist.,'Lei,': 1.5 in Plate Fu: 58 ksi Plate:Shear Yielding Plate:Shear Rupture Block Shear Rupture Ag,: 1.25 in Anv: 1.031 in Ubs: 1.00 Rn: 27 k R,,: 35.89 k R,,: 41.95 k 52_vy: 1.50 52 yr: 2.00 f2_v-bs: 2.00 Rn/S2: 18 k Rn/92: 17.94 k Rn/S2: 20.98 k Unity: 0.031 OK Unity: 0.031 OK Unity: 0.027 OK Plate:Flexural Capacity Design of Weld: Led/t2: 260 Lw: 10.00 in/in Sw: 8.33 in3/in Yielding: Lateral Torsional Buckling: Zx: 1.563 in Cb= 1.00 fv: 0.06 k/in Sx: 1.042 in a)M.: 54 k-in f6: 0.22 k/in M.=Mp: 56.3 k-in b M : N/A k-in fr: 0.23 k/in Min.M : 53.7 k-in 52 b: 1.67 Fillet Size: 1/4 in Mn/K2: 32.14 k-in Weld Strength: 3.71 k/in Unity: 0.057 OK Unity: 0.06 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D- 17 Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam Type D Induced Loading Derivation: SECTION VIEW: SNOW DRIFT SURCHARGE 14.1_PSI � 14.1 psf 3.5 ft � Beam L: 10.67 ft �-1�5t Beam Type C I I F1�=CMUALL I I 4.08 ft I 4.08 ft PLAN VIEW: 10.67 ft Beam TypJA Trib area of Beam EQ Type D 7.5 ft EQ Beam T I r Load Summary: - DL: 20 psf LLr: 20 psf ID Basic eam Type B 0 o BLC Desa.. Category SL(Base): 25 psf , D DL psf 2 LLr RLL WL+: 16 I) 3 SL(base) SL WL-: -29 psf 4 sL(a n> 011 5 WL+ WL+Y 6 WL- WL-Y ©' Load Combinations Combinations I Design ❑T Description Solve PDelta SRSS BLC Factor BLC Factor BLC Factor BLC Factor 1 ASD:D ❑O 1 1 2 ASD:D+LLr 1 1 2 1 3 ASD:D+S ❑v 1 1 3 1 4 1 4 ASD:D+0.75L+0.75LLr 1 1 2 0.75 5 ASD:D+0.75L+0.75S ❑v 1 1 3 0.75 6 ASD:D+0.6W R 1 1 5 0.6 7 ASD:D+0.75(0.6W)+0.75L+0.755 10 1 1 5 0.45 3 0.75 8 ASD:O.6D+0.6W 0 1 0.6 6 0.6 9 LRFD: 1.4D 1 1.4 10 LRFD:I.2D+1.6L+0.5LLr ❑v 1 1.2 2 0.5 11 LRFD:I.2D+1.6LLr+L 1 1.2 2 1.6 12 LRFD:I.2D+1.6S+L ❑v 1 1.2 3 1.6 4 1.6 13 LRFD:I.2D+1.6LLr+0.5W 1 1.2 2 1.6 5 0.5 14 LRFD:I.2D+1.6S+0.5W ❑v 1 1.2 3 1.6 4 1.6 5 0.5 15 LRFD:I.2D+1.OW+1.OL+0.5LLr ❑� 1 1.2 5 1 2 0.5 16 LRFD:12D+1.OW+L+0.5S ❑� 1 1.2 5 1 3 0.5 17 LRFD:0.9D+1.OW 1 1 0.9 5 1 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: D- 18 AUE 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Beam Type D Beam Loads: Beams Trib L: 3.75 ft O.C. Dist.Loads: Point Loads: DL: 20 psf x 3.75 ft = 75 plf DL: 0.24 k LLr: 20 psf x 3.75 ft = 75 plf LL,: 0.30 k SL(Base): 25 psf x 3.75 ft = 93.75 plf SL(Base): 0.38 k WL+: 16 psf x 3.75 ft = 60 plf SL(Drift): 0.04 k WL-: -29 psf x 3.75 ft = -108.8 plf WL+: 0.24 k WL-: -0.44 k 52.88 -0.24k -0.24k DL: -751b/ft I 2 -0.24k -0.24k -751b/ft LLr: � nnnn nnnnn -0.38k -0.38k 2 -93.751b/ft SL(base): -0.04k -0.04k 2 -52.881 b.+ft -52.881bM SL(drift): Olb 01 i 2 -024k -024k WL+: -601blft 2 2 WL 108.81b/ft 0.44k 0.44k 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D- 19 Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam Type D Member: M1 Shape: W10X12 Material: A992 Length: 10.667 ft I Joint: N1 A k J Joint: N2 LC 3:ASD:D+S Code Check: No Calc Report Based On 97 Sections 1.652at0ft fa ksi V k t Loading Case: D+S -1.653 at 10.667 ft 5.726 at 5.333 ft M kan fc Addlkhihkksi Nqqw -62.422 at 5.333 ft ft Nq wr ksi D in -5.726 at 5.333 ft -0.084 at 5.333 ft RISC 15th (360-16): ASD Code Check Direct Analysis Method -P-Delta analysis required for all Al SC 360-16 Load Combinations- Max Detl Ratio U1522 Y Induced Loading: Try: W 10x 12 Design Method: ASD x----' ---x Pte„sion: 0.0 k Material Properties: 1 S2 b: 1.67 S2_t,yield: 1.67 52 v,x: 1.50 Pcompression: 0.0 k ASTM Designation: A992 92 c: 1.67 f2 t,rupt. : 2.00 S2 v,y: 1.67 y. Strong Axis Mx 62.4 k-in E: 29000 ksi Member Analysis: JAxial Unbraced Lengths: Strong Axis VY: 1.7 k G: 11200 ksi Strong-Axis Unbraced Length,Lb-x: 2.67 ft Kx: 1.00 Weak-Axis MY: 0.0 k-in FY: 50 ksi Weak Axis Unbraced Length,Lb-y: 1.00 ft KY: 1.00 Weak-Axis Vx: 0.0 k Fn: 65 ksi Torsional Unbraced Length,Lt: 1.00 ft Kt: 1.00 RY: 1.1 Flexural Unbraced Length Span: 10.7 ft Rt: 1.1 Comp.Flange Unbraced Length,Leo,, : 2.667 ft Member Check: Deflection Check: Transient: L/ 360 D+Transient: L/ 240 Shear Unity: 0.04 OK ATransient,x-x: 0.05 in-> L/ 2510 OK Flexure Unity: 0.17 OK OD+Transient,x-x: 0.08 in-> L/ 1524 OK USE W 1 OX 12 Tension+Flexure: 0.17 OK �Transient,y-y: 0.00 in-> L/ 10000 OK Comp.+Flexure: 0.17 OK OD+Transient,y-y: 0.00 in-> L/ 10000 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-20 AUE Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam Type D Member Design per AISC 360-Specificication for Steel Buildings Section Pro erites: Self-Weight: 12 plf Compression Limiting Slenderness: A: 3.54 in bf/2tf: 9.43 rts: 0.983 in kf: 9.43 4f: 13.49 Non-slender Flange [Table B4.la Case 1] d: 9.87 in h/tw: 46.6 Iy: 2.18 in X,: 46.6 a,,,: 35.88 Slender Web [Table B4.1 a Case 5] tW: 0.19 in ho: 9.66 in Zy: 1.74 in Flexural Limiting Slenderness: bf: 3.96 in Ix: 53.8 in Sy: 1.1 in a f: 9.43 kpf: 9.152 X f: 24.08 Noncompact Flange [Tabl.B4.11,Ca 101 tf: 0.21 in Zx: 12.6 in ry: 0.785 in X,: 46.6 X w: 90.55 ,: 137.3 Compact Web [Table B4.11,Case 151 h: 8.85 in Sx: 10.9 in CW: 50.9 in kdes: 0.51 in rx: 3.9 in J: 0.055 in Strong-Axis Flexural Capacity: Weak-Axis Flexural Capacity: Compression Capacity: LP: 2.77 ft [Eq.F2-5] Yielding[sect.F6.rl: Le-x/rx: 8.205 Lr: 8.05 ft [Eq.F2-6] Mp: 87 k-in [Eq.F2-11 Lc-y/ry: 15.29[Gevemsl Yielding[sect.F2.11: Flange Local Buckling rsect.F6.21: Lc-t: 12 in MP: 630 k-in [Eq.F2-1] b)Ma: 86.1 k-in [Eq.F6-2] Flexural Buckling[sect.E31: Lateral Torsional Buckling rsect.F2.21: Fe,: 225 ksi [Eq.F64] Fe: 1225 ksi,[Eq.E34] Cb: 1.00 c)Mn: N/A k-in [Eq.F6-3] Fcr,NS 49.15 ksi,[Eq.E3-2&E3-3] a)Mn: 630 k-in [Sect.F2.2.a] Mn_y/52: 52 k-in Torsional&Flexural Torsional Buckling rsect.E41: b)Ma: N/A k-in [Eq.F2-2] Tension Capacity: I Fe,NS(FTB): 1818 ksi,[Eq.E4-2] Fe,: 275.8 ksi [Eq.F24] Yielding[sect.D2.al: Fcr,NS(FTB) 49.43 ksi,[Eq.E3-2&E3-31 c)Mn: N/A k-in [Eq.F2-31 Pn: 177 k Slender Elements Adjustments rsect.E7.11: Nonco=act or Slender Flange rF3.21: Rupture rsect.n2.bl: C1 b: 0.22 [Table E7.11 a)Mn: 625.4 k-in [Sect.F3-1] Anet: 6.00 in C2 b: 1.485 [Eq.E7-4] b)Mn: N/A k-in [Sect.F3-21 U: 1.00 Fe1,b: 225.7 ksi,[Eq.E7-5] Pa: 390 k be: 3.96 in Mn x/52: 374 k-in Pn/f2: 106 k C1h: 0.18 [Table E7.11 Strong-Axis Shear Capacity: Weak-Axis Shear Capacity: C2 h: 1.308 (Eq.E74) k,: 5.34 [Sect.G2.11 k,: 1.2 [Sect.G7] Fe1,h: 50.72 ksi,[Eq.E7-5] AW: 1.875 in AW: 1.663 in he: 7.33 in h/t,: 46.6 bt/2tf: 9.43 Ac: 3.251 in2,[Sect.Ezl] C5,1: 1.00 [Sect.G2.1] C5,2: 1.00 [Sect.612.11 Fc, s: 49.15 ksi,[Eq.E3-2&E3-3] Va: 56.26 k[Eq.G2-1] Va: 49.9 k[Eq.G2-1] Pn: 159.8 k,[Eq.E3-1,E7-1] Vn x/n: 37.51 k Vn y/n: 29.88 k Pn/n: 95.69 k 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-21 AUE Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Washbay Boom Support Design alculation: Boom Wide Flange Beam duced Loading Derivation: Unfactored Strong-Axis Induced Forces Unfactored Weak-Axis Induced Forces Member Properties: BLC Dist.Loads Line Loads Point Load BLC I Dist.Loads Line Loads Point Load Span,Ll: 22 ft DL: 0 psf 0 plf 0.2 k DL: 0 psf 0 plf 0.0 k E: 2g000 ksi DLadd: - psf 0 plf 0.0 k DLadd: - psf 0 plf 0.0 k Ix: 53.8 in.4 DLsw: - psf 12 plf - k DLsw: - psf 0 plf - k Iy: 2.18 in.4 LL: 0 psf 0 plf 0.0 k LL: 0 psf 0 plf 0.0 k Member Analysis: Conservative Design Max LL,: 0 psf 0 plf 0.0 k LLr: 0 psf 0 plf 0.0 k nalysis Location,x: 1 ft SLbase: 0 psf 0 plf 0.0 k SLb.,: 0 psf 0 plf 0.0 k wind Deflection Reduction: No SLd ift: - psf 0 plf 0.0 k SLdritt: - psf 0 plf 0.0 k WL+: 0 psf 0 plf 0.0 k WL+: 0 psf 0 plf 0.0 k a b w W : 0 psf 0 plf 0.0 k WL_: 0 psf 0 plf 0.0 k Vert.Trib.Width: 0 ft Horz.Trib.Width: 0 ft 4 Loading PL Loc.,a: 11 ft. Loading Lat.PL Loc.,a: 0 ft Rt R2 Properties Vert.PL Loc.,b: 11 ft. Properties Lat PL Load Loc.,b: 22 ft Strong Axis Induced Forces and Deflections ASD Design Load Combinations: Line Loads Point Load Mmax Vmax RI R2 Transient AD+Transient 1) D 12 plf 0.2 k 22 k-in 0.23 k 0.23 k 0.23 k - 0.09 in 2) D+L 12 plf 0.2 k 22 k-in 0.23 k 0.23 k 0.23 k 0.00 in 0.09 in 3a) D+Lr 12 plf 0.2 k 22 k-in 0.23 k 0.23 k 0.23 k 0.00 in 0.09 in 3b) D+S 12 plf 0.2 k 22 k-in 0.23 k 0.23 k 0.23 k 0.00 in 0.09 in 4a) D+0.75L+0.75Lr 12 plf 0.2 k 22 k-in 0.23 k 0.23 k 0.23 k - - 4b) D+0.75L+0.755 12 plf 0.2 k 22 k-in 0.23 k 0.23 k 0.23 k 5) D+0.6W 12 plf 0.2 k 22 k-in 0.23 k 0.23 k 0.23 k 0.00 in 0.09 in 6a) D+0.75(0.6W)+0.75L+0.75Lr 12 plf 0.2 k 22 k-in 0.23 k 0.23 k 0.23 k - 6b) D+0.75(0.6W)+0.75L+0.755 12 plf 0.2 k 22 k-in 0.23 k 0.23 k 0.23 k - - 7) 0.6D+0.6W 7.2 plf 0.1 k 13 k-in 0.14 k 0.14 k 0.14 k 0.00 in 0.05 in Weak Axis Induced Forces and Deflections ASD Design Load Combinations: Line Loads Point Load Manx Vmax R1 R2 Transient AD+Transient 1) D 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - 0.00 in 2) D+L 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in 3a) D+Lr 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in 3b) D+S 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in 4a) D+0.75L+0.75Lr 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - - 4b) D+0.75L+0.75S 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - - 5) D+0.6W 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in 6a) D+0.75(0.6W)+0.75L+0.75Lr 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - - 6b) D+0.75(0.6W)+0.75L+0.75S 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - - 7) 0.6D+0.6W 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in Y' duced Loading: Try: W10x12 Design Method: ASD Material Properties: L2_b: 1.67 92 t,yield: 1.67 L2 v,x: 1.50 x--- ; ---x Ptension: 0.0 k ASTM Designation: A992 L2 c: 1.67 n2_t,rupt. : 2.00 52 v,y: 1.67 ' Pcompression: 0.0 k E: 29000 ksi Member Analysis: Axial Unbraced Lengths: y Strong Axis Mx; 21.9 k-in G: 11200 ksi Strong-Axis Unbraced Length,Lb-x: 2.67 ft Kx: 1.00 Strong Axis Vy: 0.2 k FY: 50 ksi Weak Axis Unbraced Length,Lb_y: 1.00 ft KY: 1.00 Weak-Axis MY: 0.0 k-in Fn: 65 ksi Torsional Unbraced Length,Lt: 1.00 ft Kt: 1.00 Weak-Axis Vx: 0.0 k RY: 1.1 Flexural Unbraced Length Span: 22 ft Rt: 1.1 Comp.Flange Unbraced Length,Lcom : 2.667 ft ember Check: Deflection Check: Transient: L/ 360 D+Transient: L/ 240 Shear Unity: 0.01 OK �Transient,x-x: 0.00 in-> L/ 10000 OK Flexure Unity: 0.06 OK 4�D+Transient,x_x: 0.09 in-> L/ 2944 OK USE W 10 x 12 Tension+Flexure: 0.06 OK �Transient,y-y: 0.00 in-> L/ 10000 OK Comp.+Flexure: 0.06 OK AD+Transient,y_y: 0.00 in-> L/ 10000 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-22 AU E Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 alculation: Boom Wide Flange Beam Member Design per AISC 360-Specificication for Steel Buildings Section Pro erites: Self-Weight: 12 plf Compression Limiting Slenderness: A: 3.54 in bf/2tf: 9.43 rts: 0.983 in kf: 9.43 4f: 13.49 Non-slender Flange [Table B4.la Case 1] d: 9.87 in h/t,,,: 46.6 IY: 2.18 in 46.6 X,,,: 35.88 Slender Web [Table B4.1 a Case 5] t,,,: 0.19 in ho: 9.66 in ZY: 1.74 in Flexural Limiting Slenderness: bf: 3.96 in Ix: 53.8 in SY: 1.1 in ap: 9.43 kpf: 9.152 X f: 24.08 Noncompact Flange [Table B4.11,Case 101 tf: 0.21 in Zx: 12.6 in ry: 0.785 in a 46.6 ),p,: 90.55 137.3 Compact Web [Table B4.1b Case 151 h: 8.85 in Sx: 10.9 in Cµ,: 50.9 in kdes: 0.51 in rx: 3.9 in J: 0.055 in tron -Axis Flexural Capacity: Weak-Axis Flexural Capacity: Compression Capacity: LP: 2.77 ft [Eq.F2-5] Yielding rsect.E6.11: Le-x/rx: 8.205 Lr 8.05 ft [Eq.F2-6] MP: 87 k-in [Eq.F2-11 Lc-y/ry: 15.29[Go-ul Yielding[Sect.F2.11: Flange Local Buckling rsect.F6.21: Lc-t: 12 in MP: 630 k-in [Eq.172-1] b)Mn: 86.1 k-in [Eq.F6-2] Flexural Buckling[Sect.E31: Lateral Torsional Buckling[Sect.F2.21: Fcr: 225 ksi [Eq.F6-4] Fe: 1225 ksi,[Eq.E3-4] Cb: 1.00 c)Mn: N/A k-in [Eq.F6-3] Fcr,Ns 49.15 ksi,[Eq.E3-2&E3-3] a)Mn: 630 k-in [Sect.F2.2.a] Mny/Q: 52 k-in Torsional&Flexural Torsional Buckling[Sect.E41: b)Mn: N/A k-in [Eq.172-2] Tendon Capacity: I Fe,NS(FTB)• 1818 ksi,[Eq.E4-2] Fcr: 275.8 ksi [Eq.F24] Yielding[Sect.D2.al: Fcr,NS(FTB) 49.43 ksi,[Eq.E3-2&E3-31 c)Mn: N/A k-in [Eq.F2-31 Pa: 177 k Slender Elements Adjustments[Sect.E7.11: Noncompact or Slender Flange rF3.21: Rupture[Sect.D2.bl: C1,b: 0.22 [Table Ezl] a)Mn: 625.4 k-in [Sect.173-1] Anet: 6.00 in C2 b: 1.485 [Eq.E74] b)Mn: N/A k-in [sect.F3-21 U: 1.00 Fe1,b: 225.7 ksi,[Eq.E7-5] Pn: 390 k be: 3.96 in Mn x/52: 374 k-in Pn/52: 106 k c1h: 0.18 [Table Ezl] trong-Axis Shear Capacity: Weak-Axis Shear Capacity: T C2 h: 1.308(Eq.E74) k,: 5.34 [Sect.G2.11 k,,: 1.2 [sect.G7] Fel,h: 50.72 ksi,[Eq.E7-5] AH,: 1.875 in AW: 1.663 in he: 7.33 in h/tW: 46.6 b1/2tf: 9.43 Ac: 3.251 in2,[Sect.E2.1] C„1: 1.00 [Sect.G2.1] C„2: 1.00 [Sect.G2.11 F,.S: 49.15 ksi,[Eq.E3-2&E3-3] Vn: 56.26 k[Eq.G2-1] V,,: 49.9 k[Eq.02-1] P 159.8 k,[Eq.E3-1,E7-1] Vn x/n: 37.51 k Vny/n: 29.88 k Pn/52: 95.69 k 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-23 Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 AU E Client: SDH Architects,LLC Job No.: 24034 alculation: Washbay Boom Shear Tab Single Plate Shear Tab Design Loading: Design Method: ASD w Vu: 0.23 k 92 b: 1.67 e' L. Mu: 0.58 k-in S2_vy: 1.50 Mu: 580 lb-in S2 yr: 2.00 • S2 v-bs: 2.00 S Plate Geometry&Properties: Bolts to W-Beam: • Plate Width,W: 3.75 in Bolt Diameter: 3/8 in Plate Length,'L': 6 in #of Bolts: 2 Plate Thickness,'tp': 0.25 in Bolt Spacing,V: 3 in Eccentricity,V: 2.5 in Edge Dist.,'Leh: 1.25 in Plate Fy: 36 ksi Edge Dist.,'Lei,': 1.5 in Plate Fu: 58 ksi Bolts to CMU: #of Bolts: 2 Bolt Spacing,V: 4 in Edge Dist.,'Lei,': 1 in Plate:Shear Yielding Plate:Shear Rupture Block Shear Rupture Ag,: 1.5 in A v: 1.281 in Ubs: 1.00 Rn: 32.4 k R,,: 44.59 k R,,: 47.35 k S2_vy: 1.50 S2_vr: 2.00 S2_v-bs: 2.00 Rn/S2: 21.6 k Rn/92: 22.29 k Rn/n: 23.68 k Unity: 0.011 OK Unity: 0.01 OK Unity: 0.01 OK Plate:Flexural Capacity Lbd/t 2: 240 Yielding: Lateral Torsional Buckling: Zx: 2.25 in Cb= 1.00 Sx: 1.5 in a)M.: 78 k-in M„=Mp: 81.0 k-in b M : N/A k-in Min.M : 77.7 k-in S2 b: 1.67 Mn/92: 46.5 k-in Unity: 0.012 OK Eccentricity of Load to CMU Anchors: 2.00 in Loat at Shear Tab Bolts: 0.23 k 0.23;k 1.875 iin Moment Applied @Wall Anchors: 464 lb-in r--�►�►� 1.875 in M 4, 2.000 in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-24 Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 AU E Client: SDH Architects,LLC Job No.: 24034 alculation: Washbay Boom Shear Tab f4 ANCHOR �n TCalculate T �t Kwik Bolt TZ2 ANCHOR LOADS t} Anchor N]6] Vx[lb] Vy]6] VIC KWIK HUS EZ {r 1 0 116 0 116 0 1 KWIK HUS Q- 2 120 p P �ANCHOR DESIGN � HUS Q- CRC * Tension CO— KWIK/ CRC 1 / HUS Q- Overall 29% C KWIK HUS EZ- * V SS316 Shear KINK HUS EZ- - —ah _ Ty- _! Overall 23% 46 54 O KWIKHUS-EZ(W-EZ) — v si— combination 3/a It` p 21k Anchor Item# MESSAGES I� 418056 KH-Q 3/8"x21/6" Embedment depth h_ef C—Pre —stress perpendicular to wall on plaster/bncWnon load- 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-25 Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 AU E Client: SDH Architects,LLC Job No.: 24034 Pay Station Canopy Design Calculation: Pay Station Canopy DECK CHECK O 3ft 3'-0" PROVIDE TPO ROOF: AECHANICALLY ATTACHED 3'-0" WEATHERBOND 60 M L TPO WHITE OVER 114' DENSDECK COVER B ARD OVER_r(R-M) VERSICO POLY ISO R D NSULATION TO SLOPE 8.833 ft FOR CRICKETS Angle FQ FQ e idirridi 3ft Beam PS-4 3ft 7.667 ft 7.667 ft 2.25 ft 3 ft Beam PS-1 Beam PS-2 Beam PS-5 Beam PS-3 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-26 Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 AUE Client: SDH Architects,LLC Job No.: 24034 Calculation: Pay Station Canopy DECK CHECK Loading on Deck: Max.Intensity Snow Load: 16.34 psf (See Snow Drift Diagram) LL: 0 psf LLR: 20 psf WL+: 16 psf ASD Load Combos: WL-: -16 psf D: 10.0 psf -Canopy/Eyebrows D+Lr: 30.0 psf Structure= 7.00 psf-Total D+S: 26.3 psf vaa Steelbeams @ 74 n n 4,50 ffA D+0.75L+0.75Lr: 25 psf -16 GA.Mtl Deck 2.50 psf D+0.75L+0.75S: 22.26 psf -Insulation/Waterproofing 3.00 psf D+0.75(0.6W)+0.75L+0.75Lr: 32.2 psf CONTROLS Ceiling&MEP= 0.00 psf-Total D+0.75(0.6W)+0.75L+0.75S: 29.46 psf -XXXXXXXX 0.00 psf -XXXXXXXX 0.00 psf Floor Finish= 0.00 psf-Total -XXXXXXXX 0.00 psf Special= 0.00 psf-Total -XXXXXXXX 0.00 psf -XXXXXXXX 0.00 psf -XXXXXXXX 0.00 psf -XXXXXXXX 0.00 psf Misc.= 1.50 psf-Total Design DL= 10.0 psf Total Max DL= 8.5 psf Total SDL= 1.5 psf Type PLBTM-36 or HSBO-36 Allowable Uniform Loads(paf) DECK SPAN(Ran.) SPAN GAGE CRITERIA r4" 3*4r e-0" ir4r s4" r-r y-y r r T4" v4" y4" y4" y4r w4"iv-v 1r4" Stress 300 300 220 141 116 96 83 72 63 55 49 43 39 35 29 24 U360 287 121 62 47 36 28 23 18 15 13 11 9 e 6 4 22 U240 ... ... 182 93 70 54 42 34 28 23 19 16 14 12 9 7 U180 ... ... ♦.. 124 93 72 56 45 37 30 25 21 18 15 12 9 5•> 184 152 128 109 94 .82 64 57 51 46 36 32 W 20 WCU ... ... 150 77 58 44 35 28 23 t_ 16 13 11 10 7 8 J U240 ... ... 225 115 86 67 52 42 34 23 20 17 14 11 8 /n U180 •.• •.• 4N 153 115 89 70 45 37 31 26 22 19 14 11 Z Stress 300 300 300 251 208 174 149 12 112 87 78 70 63 52 44 z U360 4N tw 207 106 79 61 39 31 26 22 18 15 13 10 8 U240 159 119 92 7 39 32 27 23 20 15 11 U180 212 159 1 77 52 31 26 20 15 Stress 300 300 300 300 264 189 3 1 125 99 88 80 86 55 c U360 251 133 100 61 33 23 17 13 10 1 6 U240 .« ... ... 200 73 59 49 34 25 19 14 U180 287 121 97 79 46 33 25 19 20 GA.Deck Max Span: 7.667 ft OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-27 Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 AUE Client: SDH Architects,LLC Job No.: 24034 Calculation: Eyebrow HSS Induced Loading Derivation Condidion 1: DL Deflection: w LI: 3 ft. Mmax: 1.62 k-in. E: 29o00 ksi DL: 10 psf ,` w: 30 plf Vmax• 0.09 k Ix: 3.02 in.4 LLr: 20 psf RI L Rt: 0.09 k A (@ free mod): 0.006 in. SL(Base) 25 psf 2L/ 12014 SL(Drift): 4.31 psf WL+: 16 psf LLr Deflection: WL-: -18.7 psf w LI: 3 ft. MmaX: 3.24 k-in. E: Moo ksi w: 60 plf Vmax: 0.18 k Ix: 3.02 in a RI L Rt: 0.18 k AMAx(@ free end): 0.012 in. HSS Spacing: 3 ft O.C. 4 2L/ 6007 SL(Base) Deflection: w Li: 3 ft. Mmax: 4.05 k-in. E: 29o00 ksi w: 75 plf VmaX: 0.23 k Ix: 3.02 in.4 Rt L RI: 0.23 k A�(@ free end): 0.015 in. ' 10 2L/4805 SL(Drift) Deflection: a w Ll: 3 ft. Mmax: 0.53 k-in. E: 29000 ksi ~� a: 0.87 ft Vmax• 0.01 k Ix: 3.02 in.4 Rt L w: 12.93 plf Rl: 0.01 k AMAx(@ free endp 0.003 in. 10 2L/27874 WL+ Deflection: w LI: 3 ft. Mmax: 2.59 k-in. E: Moo ksi w: 48 plf Vmax: 0.14 k Ix: 3.02 in.4 Rt L Rl: 0.14 k AMAx(@ free end)• 0.01 in. 2L/ 7509 WL- Deflection: w L I: 3 ft. Mina : -3.03 k-in. E: 29000 ksi w: -56.1 plf Vmax: -0.17 k Ix: 3.02 in.4 Rt L Rl: -0.17 k AMAx(@ tree end): -0.01 in. 2L/ -6424 Y Induced Loading: Try: HSS3x3xl/4 Design Method: ASD x-- -� -x Ptension: 0.0 k Material Properties: 92_b: 1.67 S2 t,yield: 1.67 52_T: 1.67 Pcompression: 0.0 k ASTM Designation: A500 Gr.C(Rest.) S2 v: 1.67 S2 t,rupt. : 2.00 92 c: 1.67 Y Strong Axis Mx: 6.2 k-in E: 29000 ksi Member Analysis: Axial Unbraced Lengths: Strong Axis VY. 0.4 k G: 11200 ksi Strong-Axis Unbraced Length,Lb_x: 3 ft Kx: 1.00 Weak-Axis My: 0.0 k-in FY: 50 ksi Weak Axis Unbraced Length,Lb-y: 3 ft Ky: 1.00 Weak-Axis Vx: 0.0 k Fa: 62 ksi Flexural Unbraced Lengths: Torsion,T: 0.0 k-in RY: 1.3 Comp.Flange Unbraced Length,Leomp,x-x: 3 ft Span: 3 ft Rt: 1.2 Comp.Flange Unbraced Length,LeOmp,Y_Y: 3 ft Member Check: Shear Unity: 0.02 OK Deflection Check: Transient: L/ 360 Flexure Unity: 0.08 OK D+Transient: L/ 240 Tension+Flexure: 0.08 OK OTransient,x-x: 0.02 in-> 2L/ 1025 OK USE HSS3x3x1/4 Compression+Flexure: 0.08 OK OD+Transient,x-x: 0.02 in-> 2L/ 764 OK Tens.+Shear+Flexure+Torsion: 0.08 OK ATransient,y-y: 0.00 in-> 2L/ 5000 OK Comp.+Shear+Flexure+Torsion: 0.08 OK OD+Transient,y-y: 0.00 in-> 2L/ 5000 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-28 AL! Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Eyebrow HSS Member Design per AISC 360-Specificication for Steel Buildings Section Pro erites: Self-Weight: 8.81 Pif T Compression Limiting Slenderness: A: 2.44 in b,flat: 2.302 in Iy: 3.02 in Xf: 9.88 Xf: 33.72 Non-slender Flange [Table B4.la Case 6] b: 3.00 in h,flat: 2.302 in ZY: 2.48 in : 9.88 X ,,: 33.72 Non-slender Web [TableB4.laCase6] h: 3.00 in Ix: 3.02 in SY: 2.01 in Flexural Limiting Slenderness: tdes: 0.23 in Zx: 2.48 in ry: 1.11 in a.t;x_x: 9.88 Compact Flange b/t 9.88 S : 2.01 3 J: 5.08 4 apf: 26.97 Xf: 33.72 [Table B4.16 Case 17] des• x in In �;y_y: 9.88 Compact Flange h/td,,: 9.88 rx: 1.11 in C: 3.52 in a 9.88 Compact Web[Table B4.lb Case 19] ,,a . 9.88 ": 58.28 137.3 Compact Web Compression Capacity: Strong-Axis Flexural Capacity: J Weak-Axis Flexural Capacity: Le-x/rx: 32.432[Go-sl Yielding[AISC Sect.F7.I1: Yielding rAISC Sect.F7.11: Lc-y/ry: 32.432[G.-,.s] MP: 124 k-in [AISC Eq.177-11 MP: 124 k-in [AISC Eq.F7-11 Flexural Buckling rsect.E31: Flange Local Buckling[AISC Sect.F7.21: Flange Local Buckling[AISC Sect.F7.21: Fe: 272.11 ksi,[Eq.E34] b)Mn: N/A k-in [AISC Eq.177-2] b)Mn: N/A k-in [AISC Eq.F7-2] Fcr,NS 46.30 ksi,[Eq.E3-2&E3-3] bex: N/A In [AISC Eq.F74] bex: N/A In [AISC Eq.F74] Slender Elements Adjustments[sect.EZII: Sex: N/A in Scx: N/A in Cl b: 0.20 [Table E7.1] c)Mn: N/A k-in [AISC Eq.177-31 C)Mn: N/A k-in [AISC Eq.177-3] C2 b: 1.382 [Eq.E74] Web Local BAckhnR[AISC Sect.F7.31: Web Local Buckling[AISC Sect.F7.31: Fel,b: 1112.1 ksi,[Eq.E7-5] b)Mn: N/A k-in [AISC Eq.F7-5] b)Mn: N/A k-in [AISC Eq.F7-51 be: 2.30 in Lateral Torsional Buckling[AISC Sect.F7.41: Lateral Torsional Buckling[AISC Sect.F7.41: Clh: 0.20 [Table ET I] Cb: 1.00 Cb: 1.00 C2 h: 1.382 [Eq.E74] LP: 9.901 ft [AISC Eq.177-12] LP: 9.901 ft [AISC Eq.177-12] Fel h: 1112.1 ksi,[Eq.E7-5] L, 268.5 ft [AISC Eq.F7-13] L, 268.5 ft [AISC Eq.F7-13] he: 2.30 in b,C)Mn: N/A k-in [AISC Eq.177-0&F7-11] b,c)Mn: N/A k-in [AISC Eq.F7-0&F7-11] Ac: 2.44 in2,[Sect.E7.1] Mn_x/Q: 74 k-in Mny/f2: 74 k-in Ft.,s: N/A ksi,[Eq.E3-2&E3-3] Strong-Axis Shear Capacity: Weak-Axis Shear Capacity: Pn: 112.97 k,[Eq.E3-1,E7-1] k,,. 5 [AISC Sect.G2.1] k„. 5 [AISC Sect.G2.1] Pn/52: 67.646 k Aµ,: 1.398 in A,,,: 1.398 in Tension Capacity: IC 2: 1.00 [AISC Sect.G2.I] C 2: 1.00 [AISC Sect.G2.11 Yielding rAISC sect.D2.al: Vn: 41.94 k[AISC Eq.G2-1] Vn: 41.94 k[AISC Eq.G2-I] Pn: 122 k Vn_x/ft 25.11 k Vn_y/S2: 25.11 k Rupture[AISC Sect.D2.bl: Torsion Capacity: Anet: 2.44 in U: 1.00 Fa: 30 ksi Pn: 151.28 k Tn: 105.6 k-in Pn/S2: 73.054 k r Tn/S2: 63.23 k-in ***SEE WELD TO Beam PS-5 ON PP. D-46 / 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-29 AU E Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Eyebrow Angle Eyebrow Angle I '♦ ® ♦ I I t J Eyebrow HSS 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-30 Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 AUE Client: SDH Architects,LLC Job No.: 24034 Calculation: Eyebrow Angle Induced Loading Derivation: Unfactored Strong-Axis Induced Forces Unfactored Weak-Axis Induced Forces Member Properties: BLC Dist.Loads Line Loads Point Load BLC Dist.Loads Line Loads Point Load Span,Ll: 3 ft DL: 10 psf 15 plf 0.0 k DL: 0 psf 0 plf 0.0 k E: 2900o ksi DLadd: - psf 0 plf 0.0 k DLadd: - psf 0 plf 0.0 k Iz: 0.49 in.4 DLsw: - psf 5 plf - k DLsw: - psf 0 plf - k Iz: 0.49 in.4 LL: 0 psf 0 plf 0.0 k LL: 0 psf 0 plf 0.0 k Member Analysis: Conservative Design Max LL,: 20 psf 30 plf 0.0 k LL,: 0 psf 0 plf 0.0 k Analysis Location,x: 0 ft SLbase: 25 psf 38 plf 0.0 k SLbase: 0 psf 0 plf 0.0 k Wind Deflection Reduction: No SLd ift: - psf 0 plf 0.0 k SL&ft: - psf 0 plf 0.0 k a b WL+: 16 psf 24 plf 0.0 k WL+: 0 psf 0 plf 0.0 k W WL_: -19 psf -28 plf 0.0 k WL_: 0 psf 0 plf 0.0 k Vert.Trib.Width: 1.5 ft Horz.Trib.Width: 0 ft Rl Loading Loading x R2 Properties PL Loc.,a: 0 ft. Properties Lat.PL Loc.,a: 0 ft Vert.PL Loc.,b: 3 ft. Lat PL Load Loc.,b: 3 ft Strong Axis Induced Forces and Deflections ASD Design Load Combinations: Line Loads Point Load Mmax Vmax RI R2 61'ransient AD+Transient 1) D 20 plf 0.0 k 0 k-in 0.03 k 0.03 k 0.03 k - 0.00 in 2) D+L 20 plf 0.0 k 0 k-in 0.03 k 0.03 k 0.03 k 0.00 in 0.00 in 3a) D+Lr 50 plf 0.0 k 1 k-in 0.07 k 0.07 k 0.07 k 0.00 in 0.01 in 3b) D+S 57 plf 0.0 k 1 k-in 0.09 k 0.09 k 0.09 k 0.00 in 0.01 in 4a) D+0.75L+0.75Lr 42.4 plf 0.0 k 1 k-in 0.06 k 0.06 k 0.06 k - - 4b) D+0.75L+0.755 48.03 plf 0.0 k 1 k-in 0.07 k 0.07 k 0.07 k - 5) D+0.6W 34.3 plf 0.0 k 0 k-in 0.05 k 0.05 k 0.05 k 0.00 in 0.00 in 6a) D+0.75(0.6W)+0.75L+0.75Lr 53.2 plf 0.0 k 1 k-in 0.08 k 0.08 k 0.08 k - - 6b) D+0.75(0.6W)+0.75L+0.75S 58.83 plf 0.0 k 1 k-in 0.09 k 0.09 k 0.09 k - - 7) 0.6D+0.6W -4.89 plf 0.0 k 0 k-in -0.01 k -0.01 k -0.01 k 0.00 in 0.00 in Weak Axis Induced Forces and Deflections ASD Design Load Combinations: Line Loads Point Load Mmax Vmax RI R2 6Transient AD+Transient 1) D 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - 0.00 in 2) D+L 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in 3a) D+Lr 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in 3b) D+S 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in 4a) D+0.75L+0.75Lr 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - - 4b) D+0.75L+0.755 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - - 5) D+0.6W 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in 6a) D+0.75(0.6W)+0.75L+0.75Lr 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - - 6b) D+0.75(0.6W)+0.75L+0.755 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - - 7) 0.6D+0.6W 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in Design Method: ASD I y' 'z Induced Loading: Try: L3x3x1/4 LLV 92 b: 1.67 n t,yield: 1.67 52-c: 1.67 x-- Material Properties: n v: 1.67 52 t,rupt. : 2.00 Ptension: 0 k ASTM Designation: A36 Member Analysis: JAxial Unbraced Lengths: z. y PeomPression: 0 k E: 29000 ksi Major Principal-Axis Unbraced Length,Lb-,: 8 ft Kx: 1.00 Strong Axis Mx: 0.8 k-in G: 11200 ksi Minor Principal-Axis Unbraced Length,Lb_,: 8 ft KY: 1.00 Strong Axis Vy: 0.1 k Fy: 36 ksi Flexural Unbraced Length/Conditions. Weak-Axis My. 0.0 k-in Fa: 58 ksi Laterally Unbraced Length,Lcomp: 8 ft Weak-Axis Vx: 0.0 k Ry: 1.5 Flexure Condition: Laterally Unrestrained/Biaxial Bending Rt: 1.2 Lateral Torsional Buckling Condition: Short Leg in Compression Span: 3 ft Leg Local Buckling Condition: Toe in Compression Member Check Deflection Check: Transient: L/ 360 D+Transient: L/ 240 Shear Unity: 0.01 OK ATransient,x-x: 0.00 in-> L/ 7485 OK Flexure Unity: 0.06 OK OD+Transient,x-x: 0.01 in L/ 4890 OK USE L3x3x1/4 Tension+Flexure: 0.06 OK �Transient,y-y: 0.00 in-> L/ 10000 OK Comp.+Flexure: 0.06 OK OD+Transient,y-y: 0.00 in-> L/ 10000 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-31 AUE Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam PS-1 Beam PS-5 ------------------------------- Beam PS-1 Beam Trib.Width: 6.833 ft DL: 10 psf x 6.833 ft = 68.33 plf LLr: 20 psf x 6.833 ft = 136.7 plf SL: 25 psf x 6.833 ft = 170.8 plf SECTION VIEW: SL(Drift): 4.31 psf x 2.127 ft = 4.584 plf WL+: 16 psf x 6.833 ft = 109.3 plf 2.127 ft WL-: -18.7 psf x 6.833 ft = -128 plf Snow Drift 4.31 psf 1 HSS 3x3xl/4 Eyebrow Beams I I aft I Eyebrow Studs Beam PS-1 Beam PS-2 I I 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-32 AUE Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam PS-1 Induced Loading Derivation: Unfactored Strong-Axis Induced Forces Unfactored Weak-Axis Induced Forces Member Properties: BLC7 Dist.Loads Line Loads Point Load BLC I Dist.Loads Line Loads Point Load Span,Lt: 8.833 ft DL: 10 psf 68 plf 0.0 k DL: 0 psf 0 plf 0.0 k E: 2g000 ksi DLadd: - psf 0 plf 0.0 k DLadd: - psf 0 plf 0.0 k Ix: 19.3 in.4 DLsw: - psf 13 plf - k DLsw: - psf 0 plf - k IY: 14.6 in.4 LL: 0 psf 0 plf 0.0 k LL: 0 psf 0 plf 0.0 k Member Analysis: Conservative Design Max LL,: 20 psf 137 plf 0.0 k LL,: 0 psf 0 plf 0.0 k Analysis Location,x: 0 ft SLbase: 25 psf 171 plf 0.0 k SLbase: 0 psf 0 plf 0.0 k Wind Deflection Reduction: No SLd ift: 0 psf 5 plf 0.0 k SL&ft: - psf 0 plf 0.0 k WL+: 16 psf 109 plf 0.0 k WL+: 0 psf 0 plf 0.0 k a b w -19 psf -128 plf 0.0 k WL_: 0 psf 0 plf 0.0 k Vert.Trib.Width: 6.833 ft Horz.Trib.Width: 0 ft Rt4R2 Loading Loading x Properties PL Loc.,a: 0 ft. Properties Lat.PL Loc.,a: 0 ft Vert.PL Loc.,b: 8.833 ft. Lat PL Load Loc.,b: 8.833 ft Strong Axis Induced Forces and Deflections ASD Design Load Combinations: Line Loads Point Load Mmax Vmax RI R2 ATransient AD+Transient 1) D 82 plf 0.0 k 10 k-in 0.36 k 0.36 k 0.36 k - 0.02 in 2) D+L 82 plf 0.0 k 10 k-in 0.36 k 0.36 k 0.36 k 0.00 in 0.02 in 3a) D+Lr 218 plf 0.0 k 26 k-in 0.96 k 0.96 k 0.96 k 0.03 in 0.05 in 3b) D+S 257 plf 0.0 k 30 k-in 1.14 k 1.14 k 1.14 k 0.04 in 0.06 in 4a) D+0.75L+0.75Lr 184.1 plf 0.0 k 22 k-in 0.81 k 0.81 k 0.81 k - - 4b) D+0.75L+0.75S 209.7 plf 0.0 k 25 k-in 0.93 k 0.93 k 0.93 k - - 5) D+0.6W 147.2 plf 0.0 k 17 k-in 0.65 k 0.65 k 0.65 k 0.02 in 0.04 in 6a) D+0.75(0.6W)+0.75L+0.75Lr 233.3 plf 0.0 k 27 k-in 1.03 k 1.03 k 1.03 k - - 6b) D+0.75(0.6W)+0.75L+0.75S 258.9 plf 0.0 k 30 k-in 1.14 k 1.14 k 1.14 k - - 7) 0.6D+0.6W -27.7 if 0.0 k -3 k-in 1 -0.12 k -0.12 k -0.12 k -0.02 in -0.01 in Weak Axis Induced Forces and Deflections ASD Design Load Combinations: Line Loads Point Load Mmax Vrnax Rl R2 ATra„sicw AD+Transient 1) D 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - 0.00 in 2) D+L 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in 3a) D+Lr 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in 3b) D+S 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in 4a) D+0.75L+0.75Lr 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - - 4b) D+0.75L+0.75S 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - - 5) D+0.6W 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in 6a) D+0.75(0.6W)+0.75L+0.75Lr 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - - 6b) D+0.75(0.6W)+0.75L+0.75S 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - - 7) 0.6D+0.6W 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in Induced Loading: y Try: HSS6x5x3/16 Design Method: ASD Ptension: 0.0 k Material Properties: 52 b: 1.67 52 t,yield: 1.67 52_T: 1.67 x-- - -x Pcompression: 0.0 k ASTM Designation: A500 Gr.C(Rest.) 52 v: 1.67 n t,rupt. : 2.00 52_c: 1.67 Strong Axis Mx 30.3 k-in E: 29000 ksi Member Analysis: Axial Unbraced Lengths: y Strong Axis VY: 1.1 k G: 11200 ksi Strong-Axis Unbraced Length,Lb_.: 10 ft Kx: 1.00 Weak-Axis MY: 0.0 k-in F Y: 50 ksi Weak Axis Unbraced Length,Lb_y: 10 ft KY: 1.00 Weak-Axis Vx: 0.0 k Fn: 62 ksi Flexural Unbraced Lengths: Torsion,T: 0.0 k-in Ry: 1.3 Comp.Flange Unbraced Length,Lcomp,X_X: 10 ft Span: 8.833 ft R,: 1.2 Comp.Flange Unbraced Length,Le. 10 ft Member Check: Shear Unity: 0.03 OK Deflection Check: Transient: L/ 360 Flexure Unity: 0.13 OK D+Transient: L/ 240 Tension+Flexure: 0.13 OK ATransient,x-x: 0.04 in-> L/ 2469 OK USE HSS6x5x3/16 Compression+Flexure: 0.13 OK AD+Transient,x-x: 0.06 in-> L/ 1685 OK Tens.+Shear+Flexure+Torsion: 0.13 OK I ATransient,y-y: 0.00 in-> L/ 10000 OK Comp.+Shear Flexure+Torsion: 0.13 OK AD+Transient, _ : 0.00 in-> L/ 10000 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-33 A Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 U E Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam PS-1 Member Design per AISC 360-Specificication for Steel Buildings Section Pro erites: Self-Weight: 13.25 plf I Compression Limiting Slenderness: A: 3.63 in b,flab 4.472 in Iy: 14.6 in kf: 25.7 4f: 33.72 Non-slender Flange [Table B4.la Case 6] b: 5.00 in h,flar 5.481 in Zy: 6.73 in 31.5 a,r,,,: 33.72 Non-slender Web [Table B4.laCase 6] h: 6.00 in Ix: 19.3 in Sy: 5.84 in Flexural Limiting Slenderness: tdes: 0.17 in Zx: 7.62 in ry: 2.01 in kf,x-x: 25.7 Compact Flange b/t 25.7 S : 6.44 3 J: 26.3 4 31.5 Xpf• 26.97 4f: 33.72 Noncom act Flange[Table B4.1b Case 17] des• x 1n 1n �t,y-y� P S h/td,,: 31.5 rx: 2.31 in C: 9.76 in ),,,,,X_x: 31.5 Compact Web[Table B4.1bCase 19] k . 25 7 ": 58.28 137.3 Compact Web Compression Capacity: Strong-Axis Flexural Capacity: Weak-Axis Flexural Capacity: Lc_x/rx: 51.95 Yielding rAISC Sect.F7.n: Yielding rAISC Sect.Fzn: Lc_y/ry: 59.7[Governs] MP: 381 k-in [AISC Eq.F7-11 MP: 336.5 k-in [AISC Eq.F7-1] Flexural Buckling rsect.E31: Flange Local Buckling rAISC Sect.F7.21: Flange Local Buckling rAISC Sect.Ez21: Fe; 80.3 ksi,[Eq.E3-4] b)M.: N/A k-in [AISC Eq.F7-2] b)M.: 306.7 k-in [AISC Eq.F7-2] Fcr,NS 3 8.5 3 ksi,[Eq.E3-2&E3-3] bex; N/A In [AISC Eq.F74] bex: 5.71 In [AISC Eq.F74] Slender Elements Adjustments rsect.E7.11: Se%: N/A in Sex: 5.796 in Cl,b: 0.20 [Table E7.11 C)M.: N/A k-in [AISC Eq.F7-31 C)Mn: N/A k-in [AISC Eq.177-31 C2 b: 1.382 [Eq.E7-4] Web Local Buckling[AISC Sect.F7.31: Web Local Buckling[AISC Sect.F7.31: Fel,b: 164.4 ksi,[Eq.E7-5] b)M.: N/A k-in [AISC Eq.F7-5] b)M.: N/A k-in [AISC Eq.F7-5] be: 4.47 in Lateral Torsional Buckling[AISC Sect.Fz41: Lateral Torsional Buckling[AISC Sect.F7.41: C1h: 0.20 [Table ET11 Cb: 1.00 Cb: 1.00 C2 h: 1.382 [Eq.E7-4] LP: 16.19 ft [AISC Eq.F7-12] LP: 21.07 ft [AISC Eq.F7-12] Fe1,h: 109.4 ksi,[Eq.E7-5] Lr 421.1 ft [AISC Eq.F7-13] Lr 533.7 ft [AISC Eq.F7-13] he: 5.48 in b,c)M.: N/A k-in [AISC Eq.F7-0&F7-11] b,c)M.: N/A k-in [AISC Eq.Fvo&F7-11] Ac: 3.63 in2,[Sect.E7.1] Mn x/Q: 228 k-in Mny/f2: 184 k-in Fer,s: N/A ksi,[Eq.E3-2&E3-3] Strong-Axis Shear Capacity: Weak-Axis Shear Capacity: P 139.9 k,[Eq.E3-1,E7-1] k,, 5 [AISC Sect.G4.1] k,, 5 [AISC Sect.G2.1] Pn/52: 83.75 k A,,,: 2.088 in A,,,: 1.74 in Tension Capacity: I C 2: 1.00 [AISC Sect.G2.21 C 2: 1.00 [AISC Sect.G2.11 Yielding[AISC Sect.Mal: Vn: 62.64 k[AISC Eq.G4-1] Vn: 52.2 k[AISC Eq.G2-1] P : 181.5 k Vn_x/S2: 37.51 k Vn_y/S2: 31.26 k Rupture rAISC Sect.D2.bl: Torsion Capacity: A ct: 3.63 in U: 1.00 Fr: 30 ksi Po: 225.1 k Tn: 292.8 k-in Pn/S2: 108.7 k Tn/S2: 175.3 k-in / 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-34 AUE Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam PS-2 Induced Loading Derivation: Unfactored Strong-Axis Induced Forces Unfactored Weak-Axis Induced Forces Member Properties: BLC Dist.Loads Line Loads Point Load BLC Dist.Loads Line Loads Point Load Span,Lt: 8.833 ft DL: 10 psf 77 plf 0.0 k DL: 0 psf 0 plf 0.0 k E: 2g000 ksi DLadd: - psf 0 plf 0.0 k DLadd: - psf 0 plf 0.0 k Ix: 19.3 in.4 DLsw: - psf 13 plf - k DLsw: - psf 0 plf - k Iy: 14.6 in.4 LL: 0 psf 0 plf 0.0 k LL: 0 psf 0 plf 0.0 k Member Analysis: Conservative Design Max LL,: 20 psf 153 plf 0.0 k LL,: 0 psf 0 plf 0.0 k Analysis Location,x: 0 ft SLbase: 25 psf 192 plf 0.0 k SLbase: 0 psf 0 plf 0.0 k Wind Deflection Reduction: No SLd ift: - psf 0 plf 0.0 k SL&ft: - psf 0 plf 0.0 k WL+: 16 psf 123 plf 0.0 k WL+: 0 psf 0 plf 0.0 k a W b W : -19 psf -143 plf 0.0 k WL_: 0 psf 0 plf 0.0 k Loading Vert.Trib.Width: 7.667 ft Loading Horz.Trib.Width: 0 ft Properties Rt RZ Properties PL Loc.,a: 0 ft. Lat.PL Loc.,a: 0 ft x Vert.PL Loc.,b: 8.833 ft. Lat PL Load Loc.,b: 8.833 ft Strong Axis Induced Forces and Deflections ASD Design Load Combinations: Line Loads Point Load Mmax Vmax RI R2 Transient AD+Transient 1) D 90 plf 0.0 k 11 k-in 0.40 k 0.40 k 0.40 k - 0.02 in 2) D+L 90 plf 0.0 k 11 k-in 0.40 k 0.40 k 0.40 k 0.00 in 0.02 in 3a) D+Lr 243 plf 0.0 k 28 k-in 1.07 k 1.07 k 1.07 k 0.04 in 0.06 in 3b) D+S 282 plf 0.0 k 33 k-in 1.24 k 1.24 k 1.24 k 0.05 in 0.07 in 4a) D+0.75L+0.75Lr 204.9 plf 0.0 k 24 k-in 0.91 k 0.91 k 0.91 k - - 4b) D+0.75L+0.755 233.7 plf 0.0 k 27 k-in 1.03 k 1.03 k 1.03 k 5) D+0.6W 163.5 plf 0.0 k 19 k-in 0.72 k 0.72 k 0.72 k 0.02 in 0.04 in 6a) D+0.75(0.6W)+0.75L+0.75Lr 260.1 plf 0.0 k 30 k-in 1.15 k 1.15 k 1.15 k - 6b) D+0.75(0.6W)+0.75L+0.75S 288.9 plf 0.0 k 34 k-in 1.28 k 1.28 k 1.28 k - - 7) 0.6D+0.6W -32.1 plf 0.0 k -4 k-in 1 -0.14 k -0.14 k -0.14 k -0.02 in -0.01 in Weak Axis Induced Forces and Deflections ASD Design Load Combinations: Line Loads Point Load Mmax Vmax RI R2 Transient AD+Transient 1) D 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - 0.00 in 2) D+L 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in 3a) D+Lr 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in 3b) D+S 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in 4a) D+0.75L+0.75Lr 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - - 4b) D+0.75L+0.755 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - - 5) D+0.6W 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in 6a) D+0.75(0.6W)+0.75L+0.75Lr 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - - 6b) D+0.75(0.6W)+0.75L+0.755 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - - 7) 0.6D+0.6W 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in Induced Loading: y Try: HSS6x5x3/16 Design Method: ASD Ptension: 0.0 k Material Properties: 52 b: 1.67 S2 t,yield: 1.67 52_T: 1.67 x- x hcompression: 0.0 k ASTMDesignation: A500 Gr.C(Rest.) 92 v: 1.67 S2 t,rupt. : 2.00 52 c: 1.67 Strong Axis Mx: 33.8 k-in E: 29000 ksi Member Analysis, Axial Unbraced Lengths: y Strong Axis Vy: 1.3 k G: 11200 ksi Strong-Axis Unbraced Length,Lb-x: 10 ft Kx: 1.00 Weak-Axis My: 0.0 k-in Fy: 50 ksi Weak Axis Unbraced Length,Lb_y: 10 ft Ky: 1.00 Weak-Axis Vx: 0.0 k Fa: 62 ksi Flexural Unbraced Lengths: Torsion,T: 0.0 k-in Ry: 1.3 Comp.Flange Unbraced Length,LeOmp,x-x: 10 ft Span: 8.833 ft Rt: 1.2 Comp.Flange Unbraced Length,Leompy_y: 10 ft Member Check: Shear Unity: 0.03 OK Deflection Check: Transient: L/ 360 Flexure Unity: 0.15 OK D+Transient: L/ 240 Tension+Flexure: 0.15 OK ATransient,x-x: 0.05 in-> L/ 2260 OK Compression+Flexure: 0.15 OK 0 0.07 in-> L/ 1538 OK USE HSS6x5x3/16 h D+Transient,x-x: Tens.+Shear+Flexure+Torsion: 0.15 OK OTransient,y-y: 0.00 in-> L/ 10000 OK Comp.+Shear+Flexure+Torsion: 0.15 OK OD+Transient,y-y: 0.00 in-> L/ 10000 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-35 Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 AUE Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam PS-2 Member Design per AISC 360-Specificication for Steel Buildings Section Pro erites: Self-Weight: 13.25 plf I Compression Limiting Slenderness: A: 3.63 in b,flab 4.472 in Iy: 14.6 in kf: 25.7 4f: 33.72 Non-slender Flange [Table B4.la Case 6] b: 5.00 in h,flar 5.481 in Zy: 6.73 in 31.5 a,r,,,: 33.72 Non-slender Web [Table B4.laCase 6] h: 6.00 in Ix: 19.3 in Sy: 5.84 in Flexural Limiting Slenderness: tdes: 0.17 in Zx: 7.62 in ry: 2.01 in kf,x-x: 25.7 Compact Flange b/t 25.7 S : 6.44 3 J: 26.3 4 31.5 Xpf• 26.97 4f: 33.72 Noncom act Flange[Table B4.1b Case 17] des• x 1n 1n �t,y-y� P S h/td,,: 31.5 rx: 2.31 in C: 9.76 in ),,,,,X_x: 31.5 Compact Web[Table B4.1bCase 19] k . 25 7 ": 58.28 137.3 Compact Web Compression Capacity: Strong-Axis Flexural Capacity: Weak-Axis Flexural Capacity: Lc_x/rx: 51.95 Yielding rAISC Sect.F7.n: Yielding rAISC Sect.Fzn: Lc_y/ry: 59.7[Governs] MP: 381 k-in [AISC Eq.F7-11 MP: 336.5 k-in [AISC Eq.F7-1] Flexural Buckling rsect.E31: Flange Local Buckling rAISC Sect.F7.21: Flange Local Buckling rAISC Sect.Ez21: Fe; 80.3 ksi,[Eq.E3-4] b)M.: N/A k-in [AISC Eq.F7-2] b)M.: 306.7 k-in [AISC Eq.F7-2] Fcr,NS 3 8.5 3 ksi,[Eq.E3-2&E3-3] bex; N/A In [AISC Eq.F74] bex: 5.71 In [AISC Eq.F74] Slender Elements Adjustments rsect.E7.11: Se%: N/A in Sex: 5.796 in Cl,b: 0.20 [Table E7.11 C)M.: N/A k-in [AISC Eq.F7-31 C)Mn: N/A k-in [AISC Eq.177-31 C2 b: 1.382 [Eq.E7-4] Web Local Buckling[AISC Sect.F7.31: Web Local Buckling[AISC Sect.F7.31: Fel,b: 164.4 ksi,[Eq.E7-5] b)M.: N/A k-in [AISC Eq.F7-5] b)M.: N/A k-in [AISC Eq.F7-5] be: 4.47 in Lateral Torsional Buckling[AISC Sect.Fz41: Lateral Torsional Buckling[AISC Sect.F7.41: C1h: 0.20 [Table ET11 Cb: 1.00 Cb: 1.00 C2 h: 1.382 [Eq.E7-4] LP: 16.19 ft [AISC Eq.F7-12] LP: 21.07 ft [AISC Eq.F7-12] Fe1,h: 109.4 ksi,[Eq.E7-5] Lr 421.1 ft [AISC Eq.F7-13] Lr 533.7 ft [AISC Eq.F7-13] he: 5.48 in b,c)M.: N/A k-in [AISC Eq.F7-0&F7-11] b,c)M.: N/A k-in [AISC Eq.Fvo&F7-11] Ac: 3.63 in2,[Sect.E7.1] Mn x/Q: 228 k-in Mny/f2: 184 k-in Fer,s: N/A ksi,[Eq.E3-2&E3-3] Strong-Axis Shear Capacity: Weak-Axis Shear Capacity: P 139.9 k,[Eq.E3-1,E7-1] k,, 5 [AISC Sect.G4.1] k,, 5 [AISC Sect.G2.1] Pn/52: 83.75 k A,,,: 2.088 in A,,,: 1.74 in Tension Capacity: I C 2: 1.00 [AISC Sect.G2.21 C 2: 1.00 [AISC Sect.G2.11 Yielding[AISC Sect.Mal: Vn: 62.64 k[AISC Eq.G4-1] Vn: 52.2 k[AISC Eq.G2-1] P : 181.5 k Vn_x/S2: 37.51 k Vn_y/S2: 31.26 k Rupture rAISC Sect.D2.bl: Torsion Capacity: A ct: 3.63 in U: 1.00 Fr: 30 ksi Po: 225.1 k Tn: 292.8 k-in Pn/S2: 108.7 k Tn/S2: 175.3 k-in / 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-36 AUE Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam PS-3 Beam PS-5 UMM Beam PS-3 Beam Trib.Width: 4.958 ft DL: 10 psf x 4.958 ft = 49.58 plf Section View: LLr: 20 psf x 4.958 ft = 99.17 plf SL: 25 psf x 4.958 ft = 124 plf SL(Drift): 0 psf x 4.958 ft = 0 plf WL+: 16 psf x 4.958 ft = 79.33 plf WL-: -18.7 psf x 4.958 ft = -92.7 plf HSS 3x3xl/4 Eyebrow Beams I Y I 7.667 ft 2.25 ft I I I Beam PS-4 Beam PS-2 Beam PS-3 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-37 Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 AUE Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam PS-3 Induced Loading Derivation: Unfactored Strong-Axis Induced Forces Unfactored Weak-Axis Induced Forces Member Properties: BLC7 Dist.Loads Line Loads Point Load BLC I Dist.Loads Line Loads Point Load Span,Lt: 8.833 ft DL: 10 psf 50 plf 0.0 k DL: 0 psf 0 plf 0.0 k E: 2g000 ksi DLadd: - psf 0 plf 0.0 k DLadd: - psf 0 plf 0.0 k Ix: 19.3 in.4 DLsw: - psf 13 plf - k DLsw: - psf 0 plf - k IY: 14.6 in.4 LL: 0 psf 0 plf 0.0 k LL: 0 psf 0 plf 0.0 k Member Analysis: Conservative Design Max LL,: 20 psf 99 plf 0.0 k LL,: 0 psf 0 plf 0.0 k Analysis Location,x: 0 ft SLbase: 25 psf 124 plf 0.0 k SLbase: 0 psf 0 plf 0.0 k Wind Deflection Reduction: No SLd ift: 0 psf 0 plf 0.0 k SL&ft: - psf 0 plf 0.0 k WL+: 16 psf 79 plf 0.0 k WL+: 0 psf 0 plf 0.0 k a b w -19 psf -93 plf 0.0 k WL_: 0 psf 0 plf 0.0 k Vert.Trib.Width: 4.958 ft Horz.Trib.Width: 0 ft Rt4R2 Loading Loading x Properties PL Loc.,a: 0 ft. Properties Lat.PL Loc.,a: 0 ft Vert.PL Loc.,b: 8.833 ft. Lat PL Load Loc.,b: 8.833 ft Strong Axis Induced Forces and Deflections ASD Design Load Combinations: Line Loads Point Load Mmax Vmax RI R2 ATransient AD+Transient 1) D 63 plf 0.0 k 7 k-in 0.28 k 0.28 k 0.28 k - 0.02 in 2) D+L 63 plf 0.0 k 7 k-in 0.28 k 0.28 k 0.28 k 0.00 in 0.02 in 3a) D+Lr 162 plf 0.0 k 19 k-in 0.72 k 0.72 k 0.72 k 0.02 in 0.04 in 3b) D+S 187 plf 0.0 k 22 k-in 0.82 k 0.82 k 0.82 k 0.03 in 0.05 in 4a) D+0.75L+0.75Lr 137.2 plf 0.0 k 16 k-in 0.61 k 0.61 k 0.61 k - - 4b) D+0.75L+0.75S 155.8 plf 0.0 k 18 k-in 0.69 k 0.69 k 0.69 k - - 5) D+0.6W 110.4 plf 0.0 k 13 k-in 0.49 k 0.49 k 0.49 k 0.01 in 0.03 in 6a) D+0.75(0.6W)+0.75L+0.75Lr 172.9 plf 0.0 k 20 k-in 0.76 k 0.76 k 0.76 k - - 6b) D+0.75(0.6W)+0.75L+0.75S 191.5 plf 0.0 k 22 k-in 0.85 k 0.85 k 0.85 k - - 7) 0.6D+0.6W -17.9 if 0.0 k -2 k-in 1 -0.08 k -0.08 k -0.08 k -0.01 in 0.00 in Weak Axis Induced Forces and Deflections ASD Design Load Combinations: Line Loads Point Load Mmax Vmax Rl R2 AT,a sicw AD+Transient 1) D 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - 0.00 in 2) D+L 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in 3a) D+Lr 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in 3b) D+S 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in 4a) D+0.75L+0.75Lr 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - - 4b) D+0.75L+0.75S 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - - 5) D+0.6W 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in 6a) D+0.75(0.6W)+0.75L+0.75Lr 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - - 6b) D+0.75(0.6W)+0.75L+0.75S 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - - 7) 0.6D+0.6W 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in Induced Loading: y, Try: HSS6x5x3/16 Design Method: ASD Ptension: 0.0 k Material Properties: 52 b: 1.67 52 t,yield: 1.67 52_T: 1.67 x-- - -x Pcompression: 0.0 k ASTM Designation: A500 Gr.C(Rest.) 52 v: 1.67 n t,rupt. : 2.00 52_c: 1.67 Strong Axis Mx 22.4 k-in E: 29000 ksi Member Analysis: Axial Unbraced Lengths: y Strong Axis VY: 0.8 k G: 11200 ksi Strong-Axis Unbraced Length,Lb_x: 10 ft Kx: 1.00 Weak-Axis MY: 0.0 k-in F Y: 50 ksi Weak Axis Unbraced Length,Lb_y: 10 ft KY: 1.00 Weak-Axis Vx: 0.0 k Fo: 62 ksi Flexural Unbraced Lengths: Torsion,T: 0.0 k-in Ry: 1.3 Comp.Flange Unbraced Length,Lcomp,X_X: 10 ft Span: 8.833 ft R,: 1.2 Comp.Flange Unbraced Length,Le. 10 ft Member Check: Shear Unity: 0.02 OK Deflection Check: Transient: L/ 360 Flexure Unity: 0.10 OK D+Transient: L/ 240 Tension+Flexure: 0.10 OK ATransient,x-x: 0.03 in-> L/ 3494 OK USE HSS6x5x3/16 Compression+Flexure: 0.10 OK AD+Transient,x-x: 0.05 in-> L/ 2319 OK Tens.+Shear+Flexure+Torsion: 0.10 OK I ATransient,y-y: 0.00 in-> L/ 10000 OK Comp.+Shear Flexure+Torsion: 0.10 OK AD+Transient, _ : 0.00 in-> L/ 10000 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-38 A Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 U E Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam PS-3 Member Design per AISC 360-Specificication for Steel Buildings Section Pro erites: Self-Weight: 13.25 plf I Compression Limiting Slenderness: A: 3.63 in b,flab 4.472 in Iy: 14.6 in kf: 25.7 4f: 33.72 Non-slender Flange [Table B4.la Case 6] b: 5.00 in h,flar 5.481 in Zy: 6.73 in 31.5 a,r,,,: 33.72 Non-slender Web [Table B4.laCase 6] h: 6.00 in Ix: 19.3 in Sy: 5.84 in Flexural Limiting Slenderness: tdes: 0.17 in Zx: 7.62 in ry: 2.01 in kf,x-x: 25.7 Compact Flange b/t 25.7 S : 6.44 3 J: 26.3 4 31.5 Xpf• 26.97 4f: 33.72 Noncom act Flange[Table B4.1b Case 17] des• x 1n 1n �t,y-y� P S h/td,,: 31.5 rx: 2.31 in C: 9.76 in ),,,,,X_x: 31.5 Compact Web[Table B4.1bCase 19] k . 25 7 ": 58.28 137.3 Compact Web Compression Capacity: Strong-Axis Flexural Capacity: Weak-Axis Flexural Capacity: Lc_x/rx: 51.95 Yielding rAISC Sect.F7.n: Yielding rAISC Sect.Fzn: Lc_y/ry: 59.7[Governs] MP: 381 k-in [AISC Eq.F7-11 MP: 336.5 k-in [AISC Eq.F7-1] Flexural Buckling rsect.E31: Flange Local Buckling rAISC Sect.F7.21: Flange Local Buckling rAISC Sect.Ez21: Fe; 80.3 ksi,[Eq.E3-4] b)M.: N/A k-in [AISC Eq.F7-2] b)M.: 306.7 k-in [AISC Eq.F7-2] Fcr,NS 3 8.5 3 ksi,[Eq.E3-2&E3-3] bex; N/A In [AISC Eq.F74] bex: 5.71 In [AISC Eq.F74] Slender Elements Adjustments rsect.E7.11: Se%: N/A in Sex: 5.796 in Cl,b: 0.20 [Table E7.11 C)M.: N/A k-in [AISC Eq.F7-31 C)Mn: N/A k-in [AISC Eq.177-31 C2 b: 1.382 [Eq.E7-4] Web Local Buckling[AISC Sect.F7.31: Web Local Buckling[AISC Sect.F7.31: Fel,b: 164.4 ksi,[Eq.E7-5] b)M.: N/A k-in [AISC Eq.F7-5] b)M.: N/A k-in [AISC Eq.F7-5] be: 4.47 in Lateral Torsional Buckling[AISC Sect.Fz41: Lateral Torsional Buckling[AISC Sect.F7.41: C1h: 0.20 [Table ET11 Cb: 1.00 Cb: 1.00 C2 h: 1.382 [Eq.E7-4] LP: 16.19 ft [AISC Eq.F7-12] LP: 21.07 ft [AISC Eq.F7-12] Fe1,h: 109.4 ksi,[Eq.E7-5] Lr 421.1 ft [AISC Eq.F7-13] Lr 533.7 ft [AISC Eq.F7-13] he: 5.48 in b,c)M.: N/A k-in [AISC Eq.F7-0&F7-11] b,c)M.: N/A k-in [AISC Eq.Fvo&F7-11] Ac: 3.63 in2,[Sect.E7.1] Mn x/Q: 228 k-in Mny/f2: 184 k-in Fer,s: N/A ksi,[Eq.E3-2&E3-3] Strong-Axis Shear Capacity: Weak-Axis Shear Capacity: P 139.9 k,[Eq.E3-1,E7-1] k,, 5 [AISC Sect.G4.1] k,, 5 [AISC Sect.G2.1] Pn/52: 83.75 k A,,,: 2.088 in A,,,: 1.74 in Tension Capacity: I C 2: 1.00 [AISC Sect.G2.21 C 2: 1.00 [AISC Sect.G2.11 Yielding[AISC Sect.Mal: Vn: 62.64 k[AISC Eq.G4-1] Vn: 52.2 k[AISC Eq.G2-1] P : 181.5 k Vn_x/S2: 37.51 k Vn_y/S2: 31.26 k Rupture rAISC Sect.D2.bl: Torsion Capacity: A ct: 3.63 in U: 1.00 Fr: 30 ksi Po: 225.1 k Tn: 292.8 k-in Pn/S2: 108.7 k Tn/S2: 175.3 k-in / 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-39 AUE Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam PS-4 Beam PS-5 UMM �I--------------------------------- Beam PS-4 Beam Trib.Width: 4.125 ft DL: 15 psf x 4.125 ft = 61.88 plf Section View: LLr: 20 psf x 4.125 ft = 82.5 plf SL: 25 psf x 4.125 ft = 103.1 plf SL(Drift): 4.31 psf x 2.127 ft = 4.584 plf WL+: 16 psf x 4.125 ft = 66 plf WL-: -18.7 psf x 4.125 ft = -77.1 plf Snow Drift Beam PS-4 2.127 ft I • 4.31 psf HSS 3x3x1/4 Eyebrow Beams 0 I Eyebrow Studs Beam PS-3 2.25 ft 1014- 3 ft 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-40 Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 AUE Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam PS-4 Induced Loading Derivation: Unfactored Strong-Axis Induced Forces Unfactored Weak-Axis Induced Forces Member Properties: BLC7 Dist.Loads Line Loads Point Load BLC I Dist.Loads Line Loads Point Load Span,Lt: 8.833 ft DL: 10 psf 41 plf 0.0 k DL: 0 psf 0 plf 0.0 k E: 2g000 ksi DLadd: - psf 0 plf 0.0 k DLadd: - psf 0 plf 0.0 k Ix: 19.3 in.4 DLsw: - psf 13 plf - k DLsw: - psf 0 plf - k IY: 14.6 in.4 LL: 0 psf 0 plf 0.0 k LL: 0 psf 0 plf 0.0 k Member Analysis: Conservative Design Max LL,: 20 psf 83 plf 0.0 k LL,: 0 psf 0 plf 0.0 k Analysis Location,x: 0 ft SLbase: 25 psf 103 plf 0.0 k SLbase: 0 psf 0 plf 0.0 k Wind Deflection Reduction: No SLd ift: 0 psf 5 plf 0.0 k SL&ft: - psf 0 plf 0.0 k WL+: 16 psf 66 plf 0.0 k WL+: 0 psf 0 plf 0.0 k a b w -19 psf -77 plf 0.0 k WL_: 0 psf 0 plf 0.0 k Vert.Trib.Width: 4.125 ft Horz.Trib.Width: 0 ft Rt4R2 Loading Loading x Properties PL Loc.,a: 0 ft. Properties Lat.PL Loc.,a: 0 ft Vert.PL Loc.,b: 8.833 ft. Lat PL Load Loc.,b: 8.833 ft Strong Axis Induced Forces and Deflections ASD Design Load Combinations: Line Loads Point Load Mmax Vmax RI R2 ATransient AD+Transient 1) D 55 plf 0.0 k 6 k-in 0.24 k 0.24 k 0.24 k - 0.01 in 2) D+L 55 plf 0.0 k 6 k-in 0.24 k 0.24 k 0.24 k 0.00 in 0.01 in 3a) D+Lr 137 plf 0.0 k 16 k-in 0.61 k 0.61 k 0.61 k 0.02 in 0.03 in 3b) D+S 162 plf 0.0 k 19 k-in 0.72 k 0.72 k 0.72 k 0.03 in 0.04 in 4a) D+0.75L+0.75Lr 116.4 plf 0.0 k 14 k-in 0.51 k 0.51 k 0.51 k - - 4b) D+0.75L+0.75S 131.8 plf 0.0 k 15 k-in 0.58 k 0.58 k 0.58 k - - 5) D+0.6W 94.1 plf 0.0 k 11 k-in 0.42 k 0.42 k 0.42 k 0.01 in 0.02 in 6a) D+0.75(0.6W)+0.75L+0.75Lr 146.1 plf 0.0 k 17 k-in 0.65 k 0.65 k 0.65 k - - 6b) D+0.75(0.6W)+0.75L+0.75S 161.5 plf 0.0 k 19 k-in 0.71 k 0.71 k 0.71 k - - 7) 0.6D+0.6W -13.6 if 0.0 k -2 k-in 1 -0.06 k -0.06 k -0.06 k -0.01 in 0.00 in Weak Axis Induced Forces and Deflections ASD Design Load Combinations: Line Loads Point Load Mmax Vmax Rl R2 AT,a sicw AD+Transient 1) D 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - 0.00 in 2) D+L 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in 3a) D+Lr 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in 3b) D+S 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in 4a) D+0.75L+0.75Lr 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - - 4b) D+0.75L+0.75S 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - - 5) D+0.6W 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in 6a) D+0.75(0.6W)+0.75L+0.75Lr 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - - 6b) D+0.75(0.6W)+0.75L+0.75S 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k - - 7) 0.6D+0.6W 0 plf 0.0 k 0 k-in 0.00 k 0.00 k 0.00 k 0.00 in 0.00 in Induced Loading: y, Try: HSS6x5x3/16 Design Method: ASD Ptension: 0.0 k Material Properties: 52 b: 1.67 52 t,yield: 1.67 52_T: 1.67 x-- - -x Pcompression: 0.0 k ASTM Designation: A500 Gr.C(Rest.) 52 v: 1.67 n t,rupt. : 2.00 52_c: 1.67 Strong Axis Mx 19.0 k-in E: 29000 ksi Member Analysis: Axial Unbraced Lengths: y Strong Axis VY: 0.7 k G: 11200 ksi Strong-Axis Unbraced Length,Lb_.: 10 ft Kx: 1.00 Weak-Axis MY: 0.0 k-in F Y: 50 ksi Weak Axis Unbraced Length,Lb_y: 10 ft KY: 1.00 Weak-Axis Vx: 0.0 k Fo: 62 ksi Flexural Unbraced Lengths: Torsion,T: 0.0 k-in Ry: 1.3 Comp.Flange Unbraced Length,Lcomp,X_X: 10 ft Span: 8.833 ft R,: 1.2 Comp.Flange Unbraced Length,Le. 10 ft Member Check: Shear Unity: 0.02 OK Deflection Check: Transient: L/ 360 Flexure Unity: 0.08 OK D+Transient: L/ 240 Tension+Flexure: 0.08 OK ATransient,x-x: 0.03 in-> L/ 4021 OK USE HSS6x5x3/16 Compression+Flexure: 0.08 OK AD+Transient,x-x: 0.04 in-> L/ 2670 OK Tens.+Shear+Flexure+Torsion: 0.08 OK I ATransient,y-y: 0.00 in-> L/ 10000 OK Comp.+Shear Flexure+Torsion: 0.08 OK AD+Transient, _ : 0.00 in-> L/ 10000 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-41 A Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 U E Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam PS-4 Member Design per AISC 360-Specificication for Steel Buildings Section Pro erites: Self-Weight: 13.25 plf I Compression Limiting Slenderness: A: 3.63 in b,flab 4.472 in Iy: 14.6 in kf: 25.7 4f: 33.72 Non-slender Flange [Table B4.la Case 6] b: 5.00 in h,flar 5.481 in Zy: 6.73 in 31.5 a,r,,,: 33.72 Non-slender Web [Table B4.laCase 6] h: 6.00 in Ix: 19.3 in Sy: 5.84 in Flexural Limiting Slenderness: tdes: 0.17 in Zx: 7.62 in ry: 2.01 in kf,x-x: 25.7 Compact Flange b/t 25.7 S : 6.44 3 J: 26.3 4 31.5 Xpf• 26.97 4f: 33.72 Noncom act Flange[Table B4.1b Case 17] des• x 1n 1n �t,y-y� P S h/td,,: 31.5 rx: 2.31 in C: 9.76 in ),,,,,X_x: 31.5 Compact Web[Table B4.1bCase 19] k . 25 7 ": 58.28 137.3 Compact Web Compression Capacity: Strong-Axis Flexural Capacity: Weak-Axis Flexural Capacity: Lc_x/rx: 51.95 Yielding rAISC Sect.F7.n: Yielding rAISC Sect.Fzn: Lc_y/ry: 59.7[Governs] MP: 381 k-in [AISC Eq.F7-11 MP: 336.5 k-in [AISC Eq.F7-1] Flexural Buckling rsect.E31: Flange Local Buckling rAISC Sect.F7.21: Flange Local Buckling rAISC Sect.Ez21: Fe; 80.3 ksi,[Eq.E3-4] b)M.: N/A k-in [AISC Eq.F7-2] b)M.: 306.7 k-in [AISC Eq.F7-2] Fcr,NS 3 8.5 3 ksi,[Eq.E3-2&E3-3] bex; N/A In [AISC Eq.F74] bex: 5.71 In [AISC Eq.F74] Slender Elements Adjustments rsect.E7.11: Se%: N/A in Sex: 5.796 in Cl,b: 0.20 [Table E7.11 C)M.: N/A k-in [AISC Eq.F7-31 C)Mn: N/A k-in [AISC Eq.177-31 C2 b: 1.382 [Eq.E7-4] Web Local Buckling[AISC Sect.F7.31: Web Local Buckling[AISC Sect.F7.31: Fel,b: 164.4 ksi,[Eq.E7-5] b)M.: N/A k-in [AISC Eq.F7-5] b)M.: N/A k-in [AISC Eq.F7-5] be: 4.47 in Lateral Torsional Buckling[AISC Sect.Fz41: Lateral Torsional Buckling[AISC Sect.F7.41: C1h: 0.20 [Table ET11 Cb: 1.00 Cb: 1.00 C2 h: 1.382 [Eq.E7-4] LP: 16.19 ft [AISC Eq.F7-12] LP: 21.07 ft [AISC Eq.F7-12] Fe1,h: 109.4 ksi,[Eq.E7-5] Lr 421.1 ft [AISC Eq.F7-13] Lr 533.7 ft [AISC Eq.F7-13] he: 5.48 in b,c)M.: N/A k-in [AISC Eq.F7-0&F7-11] b,c)M.: N/A k-in [AISC Eq.Fvo&F7-11] Ac: 3.63 in2,[Sect.E7.1] Mn x/Q: 228 k-in Mny/f2: 184 k-in Fer,s: N/A ksi,[Eq.E3-2&E3-3] Strong-Axis Shear Capacity: Weak-Axis Shear Capacity: P 139.9 k,[Eq.E3-1,E7-1] k,, 5 [AISC Sect.G4.1] k,, 5 [AISC Sect.G2.1] Pn/52: 83.75 k A,,,: 2.088 in A,,,: 1.74 in Tension Capacity: I C 2: 1.00 [AISC Sect.G2.21 C 2: 1.00 [AISC Sect.G2.11 Yielding[AISC Sect.Mal: Vn: 62.64 k[AISC Eq.G4-1] Vn: 52.2 k[AISC Eq.G2-1] P : 181.5 k Vn_x/S2: 37.51 k Vn_y/S2: 31.26 k Rupture rAISC Sect.D2.bl: Torsion Capacity: A ct: 3.63 in U: 1.00 Fr: 30 ksi Po: 225.1 k Tn: 292.8 k-in Pn/S2: 108.7 k Tn/S2: 175.3 k-in / 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-42 AUE Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam PS-5 Induced Loading Derivation: Elevation View: Beam PS-1 Beam PS-2 Beam PS-3 Beam PS-4 DL: 0.36 k DL: 0.40 k DL: 0.28 k DL: 0.24 k LLr: 0.60 k LLr: 0.68 k LLr: 0.36 k LLr: 0.36 k SLbase: 0.75 k SLbase: 0.85 k SLbase: 0.55 k SLbase: 0.46 k SLdrift: 0.02 k SLdrift: 0 k SLdrift: 0 k SLdrift: 0.021 k WL(+): 0.483 k WL(+): 0.54 k WL(+): 0.35 k WL(+): 0.292 k WL(-): -0.56 k WL(-): -0.63 k WL(-): -0.41 k WL(-): -0.34 k w J� . 3.00 ft 7.67 ft 7.67 ft 2.25 ft 3.00 ft Section View: 2.13 ft 4.31 ps: w distributed loads: "► Basic Lcad Cases DL: 10.00 psf X 3.00 ft = 30.00 plf BLC Descr... Category X LLr: 20.00 psf X 3.00 ft = 60.00 plf D DL SL(Base): 25.00 psf X 3.00 ft = 75.00 plf 2 LLr RLL SL(base) SL SL(Drift): 4.31 psf X 2.13 ft = 4.59 plf SL(drift) OLD WL+: 16.00 psf X 3.00 ft = 48.00 plf 5 WL+ WL+Y WL-: -18.70 psf X 3.00 ft = -56.10 plf 6 WL- WL-Y F binations I Design ❑► Description SoPoe PDelta SRSS BLC Fador BLC Fador BLC Fador BLC Fador ASD:D ❑O 1 1 ASD:D-LLr ❑O 1 1 2 1 ASD:D+S 10 1 1 3 1 4 1 ASD:Di0.75L.0.75LLr 10 1 1 2 0.75 5 ASD:Di0.75L.0.755 10 1 1 3 0.75 6 ASD:D+0.6W 10 1 1 5 0.6 7 ASD:Dt0.75(0.6W)«0.75Lt0.75S 10 1 1 1 5 1 0.45 3 0.75 8 ASD:O.6DM.6W � 1 0.6 6 0.6 9 LRFD:1AD ❑ 10 LRFD:I.2DN.6L-0.5LLr ❑ 1 1.2 2 0.5 11 LRFD:I.2D+1.6LLr+L ❑ 1 1.2 2 1.6 12 LRFD:12D+1.6S*L ❑ 1 1.2 3 1.6 4 1.6 13 LRFD:12D+1.61-1-r+0.5W ❑ 1 1.2 2 1.6 5 0.5 14 LRFD:I.2D+1.6S+0.5W ❑ 1 1.2 3 1.6 4 1.6 5 0.5 15 LRFD:I.2D+1.OW+1.OL+0.5LLr ❑ 1 1.2 5 1 2 0.5 16 LRFD:I.2D+1.OW+L+0.5S ❑ 1 1.2 5 1 3 0.5 7 LRFD:0.9D+1.OW 1 ❑ 1 0.9 6 1 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-43 6A�UE Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam PS-5 -0.57k -0.63k -0.451, -0.4k DL -451b1ft ril 2 3 N4 -0.6k -0.68k -6p1 e,ry -0.36k LLr -0?Sk 2 3 N4 -0.85k LULL -0.55k -0.46k SL(Base): IV1 < 3 N4 -0.02k -0.02K -4.591 blft SL(Drift): N1 2 3 N4 -0.483k -0.54k -481t, -0.35k -0.29k WL+: "N12 i N4 WL-: N4 56.11DAt I 0.34k 0.41 k 0.56k 0.6k Member M1,LC T.ASD9t0.75(0.6Wit0.75L-0.755 Lw 1.509 Member M7,LC 7:ASD9t0.75(0.5Wit0.75Lt0.75S t1a a].] i 4239 6 e2 ]1.9 O10 � te.o LL -011 -156 -1 2J -1.rd E3.6 - -2.6e 83 -86.627 o ].Jse arts 1.- 9dMemb-Locationtae ts.sos ts.eca ]t z]] ]J (n) .5e 1113 a T.J56 a.Tts I.oTa a a t6 .1-1.- Tt 2a.ee Membe,Lmation(In Y1 Induced Loading: Try: HSS6x5x5/16 Design Method: ASD x-- -x Ptension: 0.0 k Material Properties: 52-b: 1.67 n t,yield: 1.67 52-T: 1.67 1 - 1 Peompression: 0.0 k ASTM Designation: A500 Gr.C(Rest.) S2_v: 1.67 92 t,rupt. : 2.00 92 c: 1.67 Y Strong Axis Mx: 86.6 k-in E: 29000 ksi Member Analysis: Axial Unbraced Lengths: Strong Axis Vy: 1.9 k G: 11200 ksi Strong-Axis Unbraced Length,Lb-x: 10 ft Kx: 1.00 Weak-Axis My: 0.0 k-in Fy: 50 ksi Weak Axis Unbraced Length,Lb-y: 10 ft Ky: 1.00 Weak-Axis Vx: 0.0 k Fo: 62 ksi Flexural Unbraced Lengths: Torsion,T: 0.0 k-in Ry: 1.3 Comp.Flange Unbraced Length,Leomp,x-x: 10 ft BS: 15.333 ft Cant.: 5.25 ft Rt: 1.2 Comp.Flange Unbraced Length,Lcomp.y-y: 10 ft Member Check: I Shear Unity: 0.03 OK Deflection Check: Transient: L/ 360 Flexure Unity: 0.24 OK Main Span: D+Transient: L/ 240 Tension+Flexure: 0.24 OK ATransient,x-x: 0.26 in-> L/ 716 OK Compression+Flexure: 0.24 OK 0.42 in-> L/ 438 OK USE HSS6x5x5/16 1� D+Transient,x-x: Tens.+Shear+Flexure+Torsion: 0.24 OK Cantilever: Comp.+Shear+Flexure+Torsion: 0.24 OK kransient,x-x: 0.00 in-> 2L/ 10000 OK AD+Transient,x-x: 0.00 in-> 2L/ 10000 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-44 AU E Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam PS-5 Member Design per AISC 360-Specificication for Steel Buildings Section Pro erites: Self-Weight: 21.21 plf I Compression Limiting Slenderness: A: 5.85 in b,flar 4.132 in Iy: 22.3 in kf: 14.2 4f: 33.72 Non-slender Flange [Table B4.la Case 6] b: 5.00 in h,flar 5.122 in ZY: 10.5 in 17.6 �,r,,,: 33.72 Non-slender Web [Table B4.laCase 6] h: 6.00 in Ix: 29.6 in SY: 8.91 in' Flexural Limiting Slenderness: tdes: 0.29 in Zx: 11.9 in ry: 1.95 in 4,x-x: 14.2 Compact Flange b/tdes: 14.2 Sx: 9.85 in J: 41.4 in ),.fy_y: 17.6 )Vf' 26.97 A f: 33.72 Compact Flange[TableB4.tbCasel7] h/td,,: 17.6 rx: 2.25 in C: 15.6 in )1,,X_X: 17.6 Compact Web[Table B4.lb Case 19] X, _ : 14.2 58.28 137.3 Compact Web Compression Capacity: Strong-Axis Flexural Capacity: J Weak-Axis Flexural Capacity: Le_x/rx: 53.33 Yielding rAISC Sect.F7.I1: Yielding rAISC Sect.Fzn: Lc_y/ry: 61.54[G.-s] MP: 595 k-in [AISC Eq.F7-11 MP: 525 k-in [AISC Eq.F7-11 Flexural Buckling rsect.E31: Flange Local Buckling rAISC Sect.F7.21: Flange Local Buckling rAISC Sect.F7.21: Fe: 75.58 ksi,[Eq.E34] b)Mn: N/A k-in [AISC Eq.177-2] b)Mn: N/A k-in [AISC Eq.177-2] Fcr,NS• 37.91 ksi,[Eq.E3-2&E3-3] b,: N/A In [AISC Eq.F74] b,: N/A In [AISC Eq.F74] Slender Elements Adjustments[Sect.E7.11: Sex: N/A in SeX: N/A in cI b: 0.20 [Tab]e E7.1] C)Mn: N/A k-in [AISC Eq.177-31 C)Mn: N/A k-in [AISC Eq.177-31 C2 b: 1.382 [Eq.E74] Web Local Buckling[AISC Sect.F7.31: Web Local Buckling[AISC Sect.F7.31: Fel,b: 538.4 ksi,[Eq.E7-5] b)Mn: N/A k-in [AISC Eq.F7-5] b)Mn: N/A k-in [AISC Eq.F7-51 be: 4.13 in Lateral Torsional Buckling[AISC Sect.F7.41: Lateral Torsional Buckling[AISC Sect.F7.41: CIh: 0.20 [Table ET11 Cb: 1.00 Cb: 1.00 C2 h: 1.382 [Eq.E74] LP: 16.02 ft [AISC Eq.177-12] LP: 20.95 ft [AISC Eq.177-12] Fel,h: 350.4 ksi,[Eq.E7-5] Lr. 425.5 ft [AISC Eq.F7-13] Lr. 542.7 ft [AISC Eq.F7-13] he: 5.12 in b,c)Mn: N/A k-in [AISC Eq.F7-0&F7-11] b,c)Mn: N/A k-in [AISC Eq.Fvo&F7-11] Ac: 5.85 in2,[See,.E7.1] Mn_x/S2: 356 k-in Mny/f2: 314 k-in Fcr,s: N/A ksi,[Eq.E3-2&E3-3] Strong-Axis Shear Capacity: Weak-Axis Shear Capacity: Pn: 221.8 k,[Eq.E3-1,E7-1] k 5 [AISC Sect.G2.1] k 5 [AISC Sect.G2.1] Pn/S2: 132.8 k A,,,: 3.492 in A,,,: 2.91 in Tension Capacity: I C 2: 1.00 [AISC Sect.G2.11 C 2: 1.00 [AISC Sect.G2.11 Yielding rAISC Sect.Mal: Vn: 104.8 k[AISC Eq.G2-1] Vn: 87.3 k[AISC Eq.G2-1] Pn: 292.5 k Vn_x/92: 62.73 k Vn_y/S2: 52.28 k Rupture rAISC Sect.D2.bl: Torsion Capacity: Anet: 5.85 in U: 1.00 Fr: 30 ksi Pn: 362.7 k Tn: 468 k-in Pn/S2: 175.1 k Tn/S2: 280.2 k-in / 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-45 AU E Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam PS-5 CONNECTION DESIGN: Worst-Case HSS to HSS: I I I/4'CAP tt I I P w I I 40 X I I 80 X I I 100 x I I♦ ♦ TBEAn 64 X I I♦ ♦ 5E4TtlN A-A ♦ A A ♦ ♦ ♦ ♦ Mx- --------- I BEM OTHER SIDE HHERE LYCURS�—— ———————— HSS PER PUN H55 PER PUN V4 IL V4 TO H56 BEAR L 3 ft NSS 13EAN TO NSS 13EAT1 5-530 SCALE: I 1/2-4-0- Out of Plane Weld Connection Design: Design Method: ASD Required Strength(At Center of Weld Group): Weld Stress: Weld Dimensions: Vy: 0.403 k Axial Stress,fz= 0.517 k/in. b: 3 in. Y�+� Vert Mx,: 6.203 k-in Vert.Stress,fvy= 0.034 k/in. d: 3 in. d x(+) Axial Tension,Nz: 0.000 k fCBBU�t30t= 0.518 k/in. I Weld Design: 4-Vi Weld Metal Nominal Stress,F µ,: 70 ksi lb Weld Safety Factor,52: 2.00 Min.effect.Throat,(E)E i,,.: 0.025 in. Weld Group Properties: Weld Type: Fillet J=I,: 36 in.3 LWE,id: 12 in. Fillet weld Leg: 0.2500 in. Note: n/a IX: 18 in.3 yTop: 1.5 in. Sx—Top: 12 in.z Effective Throat,(E): 0.177 in. yBob -1.5 in. S.Bob -12 in.z Allow.Weld Stress,0.6Fnw/52w: 21 ksi Iy: 18 in.3 RTop: 1.5 in. Sy Top: 12 in.2 Required Weld Stress: 2.93 ksi 0.14 OK XBot: -1.5 in. S Bot: -12 in.2 Out of Plane Weld Connection Design: Design Method: ASD Required Strength(At Center of Weld Group)_ Weld Stress: Weld Dimensions: Vert y�+� Vy: 0.403 k Axial Stress,fz= 0.517 Win. b: 3 in. MX,: 6.203 k-in Vert.Stress,fvy= 0.034 k/in. d: 3 in. IL x(+) Axial Tension,NZ: 0.000 k f,B,.It.,= 0.518 k/in. Weld Design: Weld Metal Nominal Stress,F W: 70 ksi b Weld Safety Factor,n: 2.00 Min.effect.Throat,(E)min.: 0.025 in. Weld Group Properties: Weld Type: Flare Bevel J=I,: 36 in.3 LWBid: 12 in. Exterior Radius,r: 0.5000 in. Note:r=2*t IX: 18 in.3 yToP• 1.5 in. SX Top: 12 in.2 Effective Throat,(E): 0.156 in. yBoE: -1.5 in. S.Bot: -12 in.2 Allow.Weld Stress,0.6Fnw/52w: 21 ksi ly: 18 in.3 XTop: 1.5 in. Sy ToP: 12 in.Z Required Weld Stress: 3.32 ksi 0.158 OK XBot: -1.5 in. S M: -12 in.2 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-46 AU Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Beam PS-5 I I WELD DESIGN: I I♦♦ I I ♦ ♦♦ I I I I_ I Eyebrow beam Beam PS-5 Worst-Case N/S Beam Worst Case N/S Beam Connection: Out of Plane Weld Connection Design: Design Method: ASD Required Strength(At Center of Weld Group Weld Stress: Weld Dimensions: Vert Vy: 1.276 k Axial Stress,fz= 0 k/in. b: 5.00 in. Y(+) Mx_x: 0.000 k-in Vert.Stress,fv,= 0.058 k/in. d: 6.00 in. __ I d_x_(+_) Axial Tension,NZ: 0.000 k fresu1tant= 0.058 k/in. I Weld Design: Weld Metal Nominal Stress,F,,,: 70 ksi b Weld Safety Factor,52: 2.00 Min.effect.Throat,(E),,,i,,.: 0.003 in. Weld Group Properties: Weld Type: Fillet J=Iz: 221.8 in.3 LWe,d: 22 in. Fillet weld Leg: 0.2500 in. Note:n/a Ix: 126 in.3 yToP: 3.0 in. Sx ToP: 42 in.Z Effective Throat,(E): 0.177 in. yBo,: -3.0 in. Sx Bot: -42 in.2 A1low.Weld Stress,0.6Fnw/nw: 21 ksi Iy: 95.83 in. xToP: 2.5 in. Sy Top: 38 in.2 Required Weld Stress: 0.33 ksi 0.016 OK XBot: -2.5 in. S Bol: -38 in•2 Eyebrow Weld to Canopy Frame Out of Plane Weld Connection Design: Design Method: ASD Required Strength(At Center of Weld Group). Weld Stress: Weld Dimensions: Vert Vy: 0.403 k Axial Stress,fz= 0.517 Win. b: 3 in. Y�+ MX_ : 6.203 k-in Vert.Stress,fvy= 0.034 k/in. d: 3 in. I d XH Axial Tension,NZ: 0.000 k fresul,,= 0.518 k/in. Weld Design: Weld Metal Nominal Stress,F W: 70 ksi lb Weld Safety Factor,n: 2.00 Min.effect.Throat,(E)mi. : 0.025 in. Weld Group Properties: Weld Type: Fillet J=I,: 36 in.3 Lweia: 12 in. Fillet weld Leg: 0.2500 in. Note:n/a Ix: 18 in.3 yT,,P• 1.5 in. Sx T,: 12 in.2 Effective Throat,(E): 0.177 in. yBo,: -1.5 in. Sx Bol: -12 in•2 A1low.Weld Stress,0.6Fnw/52w: 21 ksi Iy: 18 in.3 xToP: 1.5 in. Sy_ToP: 12 in.2 Required Weld Stress: 2.93 ksi 0.14 OK XBot: -1.5 in. S Boy: -12 in.2 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-47 AU E Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Column Design Induced Loading Derivation: 3.00 ft 15.33ft 5.25ft 3.00 ft I I - - - - - - - - - - - 8.83ft 7.42 ft 3.00 ft 12.92 ft DL: 10.0 psf LLr: 20.0 psf SL(Base) 25.0 psf Trib Area of Column SL(Drift): 4.3 psf WL+: 16.0 psf WL-: -24.9 psf EH,Roof -� Cs: 0.25 Ex,Roof: 0.24 k 10.00 ft *Column is assumed to be fixed @ base,pinned @ top YI Induced Loading: Try: HSS5x5x5/16 Design ethod: ASD x-- -- --x Pte lion: 1.4 k Material Properties: Q-b: 1.67 n t,yield: 1.67 52-T: 1.67 Peompression: 3.1 k ASTM Designation: A500 Gr.C(Rect.) n v: 1.67 52 t,rupt. : 2.00 92 c: 1.67 Y Strong Axis MX, 2.4 k-in E: 29000 ksi Member Analysis: I Axial Unbraced Lengths: Strong Axis Vy, 0.2 k G: 11200 ksi Strong-Axis Unbraced Length,Lb_X: 10 ft KX: 1.00 Weak-Axis My, 0.0 k-in Fy: 50 ksi Weak Axis Unbraced Length,Lb_y: 10 ft KY: 1.00 Weak-Axis VX 0.0 k Fa: 62 ksi Flexural Unbraced Len tgths: Torsion,T: 0.0 k-in Ry: 1.3 Comp.Flange Unbraced Length,LCOmp,x_x: 10 ft Span: 10.00 ft Rt: 1.2 Comp.Flange Unbraced Length,LC,, 10 ft Member Check: Shear Unity: 0.00 OK Deflection Check: Transient: L/ 360 Flexure Unity: 0.01 OK Main Span: D+Transient: L/ 240 Tension+Flexure: 0.01 OK �Transient,x-X: 0.25 in-> 2L/ 959 OK Compression+Flexure: 0.02 OK 6D+Transient,x-X: 0.25 in-> 2L/ 959 OK USE HSSSXSXS/16 Tens.+Shear+Flexure+Torsion: 0.02 OK �Transient,x-X: 0.00 in-> 2L/ 10000 OK omp.+Shear+Flexure+Torsion: 0.03 OK AD+Transient,x_x, 0.00 in-> 2L/ 10000 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-48 AUE Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Column Design Member Design per AISC 360-Specificication for Steel Buildings Section Pro erites: Self-Weight: 19.08 Of T Compression Limiting Slenderness: A: 5.26 in b,flab 4.132 in Iy: 19 in Xf: 14.2 4f: 33.72 Non-slender Flange [Table B4.la Case 6] b: 5.00 in h,flar 4.132 in ZY: 9.16 in a 14.2 X,,,: 33.72 Non-slender Web [Table B4.laCase 6] h: 5.00 in Ix: 19 in SY: 7.62 in Flexural Limiting Slenderness: tdes: 0.29 in Zx: 9.16 in ry: 1.9 in Xex-x: 14.2 Compact Flange b/td,,: 14.2 Sx: 7.62 in J: 31.2 in a,IY-Y'. 14.2 Xpf' 26.97 4f: 33.72 Compact Flange[Table B4.1b Case 17] h/tdes: 14.2 rx: 1.9 in C: 12.8 in kw,x_x: 14.2 Compact Web[Table B4.lb C..191 a,,,,,_ : 14.2 58.28 137.3 Compact Web Compression Capacity: Strong-Axis Flexural Capacity: Weak-Axis Flexural Capacity: Le_x/rx: 63.2 [G-c-I Yielding rAISC Sect.F7.I1: Yielding rAISC sect.FL 11: Lc_Vry: 63.2 [G--1 MP: 458 k-in [AISC Eq.F7-11 MP: 458 k-in [AISC Eq.F7-11 Flexural Buckling rsect.E31: Flange Local Buckling rAISC sect.F7.21: Flange Local Buckling rAISC sect.Fz21: Fe: 71.8 ksi,[Eq.E34] b)Mn: N/A k-in [AISC Eq.F7-2] b)Mn: N/A k-in [AISC Eq.F7-2] Fcr,NS 3 7.3 5 ksi,[Eq.E3-2&E3-3] bex: N/A in [AISC Eq.F74] b,: N/A In [AISC Eq.F74] Slender Elements Adjustments rsect.E7.11: Sex: N/A in Scx: N/A in Cl b: 0.20 [Table E7.11 c)Mn: N/A k-in [AISC Eq.F7-31 c)Mn: N/A k-in [AISC Eq.F7-31 C2 b: 1.38 [Eq.E7-4] Web Local Buckling rAISC Sect.F7.31: Web Local Buckling rAISC Sect.F7.31: Fe1 b: 538 ksi,[Eq.E7-5] b)Mn: N/A k-in [AISC Eq.F7-5] b)Mn: N/A k-in [AISC Eq.F7-5] be: 4.13 in Lateral Torsional Buckling rAISC Sect.F7.41: Lateral Torsional Buckling rAISC Sect.F7.41: Clh: 0.20 [Table ET11 Cb: 1.00 Cb: 1.00 C2 h: 1.38 [Eq.E7-4] Lp: 16.7 ft [AISC Eq.F7-12] LP: 16.7 ft [AISC Eq.F7-12] Fe1 h: 538 ksi,[Eq.E7-5] Lr: 441.1 ft [AISC Eq.F7-13] Lr 441.1 ft [AISC Eq.F7-13] he: 4.13 in b,c)Mn: N/A k-in [AISC Eq.F7-0&F74 1] b,c)Mn: N/A k-in [AISC Eq.F7-0&F741] Ac: 5.26 in2,[Sect.E7.1] Mn_x/n: 274 k-in Mny/92: 274 k-in Fcr,S; N/A ksi,[Eq.E3-2&E3-3] Strong-Axis Shear Capacity: Weak-Axis Shear Capacity: Pn: 196 k,[Eq.E3-1,E7-1] k,,. 5 [AISC Sect.G2.1] k,,. 5 [AISC Sect.G2.1] Pn/n: 118 k A,,,: 2.91 in A,,,: 2.91 in' Tension Capacity: I Cv2: 1.00 [AISC Sect.G2.11 C,2: 1.00 [AISC Sect.G2.11 Yielding rAISC Sect.Mal: Vn: 87.3 k[AISC Eq.G24] Vn: 87.3 k[AISC Eq.G2-I] Pn: 263 k Vn_x/92: 52.28 k Vn_y/92: 52.28 k Rupture rAISC Sect.D2.bl: Torsion Capacity: Anct: 5.26 in U: 1.00 Fcr: 30 ksi Pn: 326 k Tn: 384 k-in Pn/n: 157 k Tn/92: 229.9 k-in Column Weld to Beam PS-5&Embedded PL: Out of Plane Weld Connection Design: Design Method: ASD Required Strength(At Center of Weld Group): Weld Stress: Weld Dimensions: Vy: 0.239 k Axial Stress,fz= 0.072 Win. b: 5.00 in. Y1+1 Vert Mx-x: 2395 k-in Vert.Stress,f y= 0.012 k/in. d: 5.00 in. d xt+] Axial Tension,Nz: 0.000 k fresultant= 0.073 k/in. -T Weld Design: Weld Metal Nominal Stress,Fn,,,: 70 ksi Ib Weld Safety Factor,922: 2.00 Min.effect.Throat,(E)n,in.: 0.003 in. Weld Group Properties: Weld Type: Flare Bevel J=Iz: 166.67 in.3 L'weld: 20 in. Exterior Radius,r: 0.2500 in. Note:r=2*t Ix: 83.333 in.' yTnP: 2.5 in. Sx Tep: 33 in.2 Effective Throat,(E): 0.078 in. yBct: -2.5 in. Sx Bct: -33 in.2 Allow.Weld Stress,0.6Fnw/52w: 21 ksi Iy: 83.333 in.3 xTep: 2.5 in. Sy Tep: 33 in.2 Required Weld Stress: 0.93 ksi 0.044 OK xBot: -2.5 in. S Bet: -33 in.2 / 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-49 AUE Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Perimeter Eyebrow Canopy Design alculation: Typical HSS Eyebrow Induced Loading Derivation Condidion 1: DL Deflection: w LI: 3 ft. Mmax: 2.16 k-in. E: 29000 ksi HSS Spacing: 4 ft w: 40 plf Vmax: 0.12 k Ix: 3.02 in.4 Rt L RI: 0.12 k 0.008 in. DL: 10 psf 10 2L/ 9010 LLr: 20 psf SL(Base) 25 psf LL Deflection: WL+: 16 psf w Lt: 3 ft. MmaX: 4.32 k-in. E: Moo ksi WL-: -18.7 psf w: 80 plf Vnn, : 0.24 k Ix: 3.02 in a Rt L Rt: 0.24 k AMAx i@ free end>: 0.016 in. 2L/4505 SL(Base) Deflection: w LI: 3 ft. Mmax: 5.40 k-in. E: 29000 ksi w: 100 plf VmaX: 0.30 k Ix: 3.02 in.4 Rt L Rt: 0.30 k A�(@freeena): 0.02 in. ' 2L/ 3604 WL+ Deflection: w Lt: 3 ft. MmaX: 3.46 k-in. E: Moo ksi ` w: 64 plf VmaX 0.19 k Ix: 3.02 in a R i L Rt: 0.19 k AMAx i@ free end>: 0.013 in. 2L/ 5631 WL- Deflection: w LI: 3 ft. Mmax: -4.04 k-in. E: 29000 ksi w: -74.8 plf VmaX: -0.22 k Ix: 3.02 in.4 R, L Rt: -0.22 k AmAx(@freeena): -0.01 in. 2L/ -4818 Y Induced Loading: Try: HSS3x3xl/4 Design Method: ASD x-- -� - X Ptension: 0.0 k Material Properties: 92_b: 1.67 S2 t,yield: 1.67 92_T: 1.67 Pcompression: 0.0 k ASTM Designation: A500 Gr.C(Rect.) S2_v: 1.67 S2 t,rupt. : 2.00 92 c: 1.67 Y Strong Axis Mx: 7.8 k-in E: 29000 ksi Member Analysis: Axial Unbraced Lengths: Strong Axis Vy. 0.4 k G: 11200 ksi Strong-Axis Unbraced Length,Lb_x: 3 ft Kx: 1.00 Weak-Axis My: 0.0 k-in Fy: 50 ksi Weak Axis Unbraced Length,Lb-y: 3 ft Ky: 1.00 Weak-Axis Vx: 0.0 k Fa: 62 ksi Flexural Unbraced Lengths: Torsion,T: 0.0 k-in Ry: 1.3 Comp.Flange Unbraced Length,Leomp,X-X: 3 ft Span: 3 ft 1 Rt: 1.2 Comp.Flange Unbraced Length,LeOmp,y_y: 3 ft ember Check: Shear Unity: 0.02 OK Deflection Check: Transient: L/ 360 Flexure Unity: 0.10 OK D+Transient: L/ 240 Tension+Flexure: 0.10 OK OTransient,x-x: 0.02 in-> 2L/ 868 OK Compression+Flexure: 0.10 OK 0 0.03 in-> 2L/ 627 OK USE HSS3X3X1/4 h D+Transient,x-x: Tens.+Shear+Flexure+Torsion: 0.10 OK ATransient,y-y: 0.00 in-> 2L/ 5000 OK Comp.+Shear+Flexure+Torsion: 0.10 OK OD+Transient,y-y: 0.00 in-> 2L/ 5000 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-50 AV Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 alculation: Typical HSS Eyebrow Member Design per AISC 360-Specificication for Steel Buildings Section Properites: Self-Weight: 8.81 plf I Compression Limiting Slenderness: A: 2.44 in b,flat: 2.302 in IY: 3.02 in Xf: 9.88 4f: 33.72 Non-slender Flange [Table B4.la Case 6] b: 3.00 in h,flat: 2.302 in ZY: 2.48 in : 9.88 X,,,: 33.72 Non-slender Web [TableB4.laCase6] h: 3.00 in Ix: 3.02 in SY: 2.01 in Flexural Limiting Slenderness: tdes: 0.23 in Zx: 2.48 in ry: 1.11 in a.t;x_x: 9.88 Compact Flange b/t • 9.88 S : 2.01 3 J: 5.08 ' 4 apf: 26.97 �,f: 33.72 [Table B4.tb Case 17] des• x in In �;y_y: 9.88 Compact Flange Wtdes: 9.88 rx: 1.11 in C: 3.52 in a 9.88 Compact Web[Table B4.lb Case 19] ,,a . 9.88 ": 58.28 137.3 Compact Web ompression Capacity: Strong-Axis Flexural Capacity: J Weak-Axis Flexural Capacity: Le-x/rx: 32.432[Go-s] Yielding[AISC Sect.F7.I1: Yielding rAISC Sect.F7.11: Lc_Y ry: 32.432[G.-,.s] MP: 124 k-in [AISC Eq.177-11 MP: 124 k-in [AISC Eq.F7-11 Flexural Buckling rsect.E31: Flange Local Buckling[AISC Sect.Fz21: Flange Local Buckling[AISC Sect.F7.21: Fe: 272.11 ksi,[Eq.E3-4] b)Mn: N/A k-in [AISC Eq.177-2] b)Mu: N/A k-in [AISC Eq.F7-2] Fc,,NS: 46.30 ksi,[Eq.E3-2&E3-3] bex: N/A In [AISC Eq.F74] b,: N/A In [AISC Eq.F74] Slender Elements Adjustments[sect.EZII: Sex: N/A in Scx: N/A in Cl b: 0.20 [Table E7.1] C)Mn: N/A k-in [AISC Eq.177-31 C)Mn: N/A k-in [AISC Eq.177-3] C2 b: 1.382 [Eq.E74] Web Local BAckhnR[AISC Sect.F7.31: Web Local Buckling[AISC Sect.F7.31: Fel,b: 1112.1 ksi,[Eq.E7-5] b)Mn: N/A k-in [AISC Eq.F7-5] b)Mu: N/A k-in [AISC Eq.F7-5] be: 2.30 in Lateral Torsional Buckling[AISC Sect.F7.41: Lateral Torsional Buckling[AISC Sect.F7.41: Clh: 0.20 [Table ET I] Cb: 1.00 Cb: 1.00 C2 h: 1.382 [Eq.E74] LP: 9.901 ft [AISC Eq.177-12] LP: 9.901 ft [AISC Eq.177-12] Fel h: 1112.1 ksi,[Eq.E7-5] L, 268.5 ft [AISC Eq.F7-13] L, 268.5 ft [AISC Eq.F7-13] he: 2.30 in b,C)Mn: N/A k-in [AISC Eq.177-0&F7-11] b,c)M.: N/A k-in [AISC Eq.F7-0&F7-11] Ac: 2.44 in2,[Sect.E7.1] Mn_x/Q: 74 k-in Mny/f2: 74 k-in Ft.,s: N/A ksi,[Eq.E3-2&E3-3] Strong-Axis Shear Capacity: Weak-Axis Shear Capacity: Pu: 112.97 k,[Eq.E3-1,E7-1] k,,. 5 [AISC Sect.G2.1] k,, 5 [AISC Sect.G2.1] Pn/52: 67.646 k Aµ,: 1.398 in A,,,: 1.398 in ension Capacity: I C 2: 1.00 [AISC Sect.G2.I] C 2: 1.00 [AISC Sect.G2.11 Yielding rAISC sect.D2.al: Vn: 41.94 k[AISC Eq.G2-1] Vn: 41.94 k[AISC Eq.G2-I] Pu: 122 k Vn_x/ft 25.11 k Vn_y/S2: 25.11 k Rupture[AISC Sect.D2.bl: Torsion Capacity: Anet: 2.44 in U: 1.00 Fa: 30 ksi Pu: 151.28 k Tu: 105.6 k-in Pn/S2: 73.054 k Tn/S2: 63.23 k-in HSS Weld to Wall Plate: Out of Plane Weld Connection Design: Design Method: ASD Required Strength(At Center of Weld GrouEl: Weld Stress: Weld Dimensions: y+ VY: 0.431 k Axial Stress,fz= 0.647 k/in. b: 3.00 in. Vert Mx-x: 7.765 k-in Vert. Stress,f y= 0.036 k/in. d: 3.00 in. a x(+] Axial Tension,Nz: 0.000 k f,.esultaut= 0.648 k/in. I Weld Design: Weld Metal Nominal Stress,Fu,,,: 70 ksi lb Weld Safety Factor,92: 2.00 Min.effect.Throat,(E).;..: 0.031 in. Weld Group Properties: Weld Type: Fillet J=1,: 36 in.3 L'weld: 12 in. Fillet weld Leg: 0.2500 in. Note:n/a Ix: 18 in.3 yToP: 1.5 in. Sx TcP: 12 in.2 Effective Throat,(E): 0.177 in. yBct: -1.5 in. S.Bet: -12 in.2 Allow.Weld Stress,0.6Fnw/Qw: 21 ksi Iy: 18 in.3 xTop: 1.5 in. Sy Top: 12 in.2 Required Weld Stress: 3.67 ksi 0.175 OK xBob -1.5 in. S Be,: -12 in.2 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-51 AU E Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 alculation: Typical HSS Eyebrow Hilti Profis Printouts: www.hilti.com Company: Page: Address: Specifier Phone I Fax: E-Mail: Design: eyebrmv Date. 7130.2i_a Fastening point: Geometry[in.]&Loading[lb,In.lb] Y r 1 1.1 Design results Case Description Forces[lb]I Moments[in-lb] Seismic Max.Util.Anchcr Combination 1 N=0:V =0;Vr=430; yes 42 M,-7.765;M -0;Mr-0; 2 Proof I Utilization (Governing Cases) Design values[Ib] Utilization Loading Proof Load Capacity P,!Pv 1%] Status Tension Overall strength <:12 r.e, 42+- 0 Shear Overall strength -!12 OK Loading on �v tx Utilization RNN 1%] Status Combined tension and shear loads 0,231 0.000 1,667 26 3 Warnings Please consider all details and hintstwarnings given in the detailed report! Fastening meets the design criteria! 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-53 AEAU Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 alculation: Spcial Corner Layout Eyebrow Loads: 3.00 ft DL: 10 psf LLr: 20 psf ' SL(Base) 25 psf WL+: 16 psf 0 WL-: -18.7 psf 4.00 ft 2.67 ft I I M3 HSS M2 HSS 1.00 ft 3.83 ft M1 Anele 4.00 ft -------------------------- 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-53 AU E Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 alculation: M1 Angle duced Loading Derivation: DL Deflection: LI: 3 ft. Mmax: 0.3 k-in. E: 29000 ksi DL: 10 psf w w: 19.17 plf Vo,a : 0.029 k Ix: 1.23 in.4 LLr: 20 psf Rl R2 R1=R2: 0.029 k AMAx(@ Center) 1E-03 in. SL(Base) 25 psf L L/ 36761 WL+: 16 psf LLr Deflection: WL-: -18.7 psf Ll: 3 ft. Mn,ax: 0.5 k-in. E: 29000 ksi w w: 38.33 Of V : 0.058 k Ix: 1.23 in 4 ., Beam L: 3 ft Rl R2 Rl=R2: 0.058 k AnlAx(@ Center): 0.002 in. Trib L: 1.92 ft L L/ 18381 SL Deflection: Ll: 3 ft. M.: 0.6 k-in. E: 29000 ksi w w: 47.92 plf Va,ax: 0.072 k Ix: 1.23 in.4 Rl L R2 Rl=R2: 0.072 k Antnx(@ Center) 0.002 in. L/ 14705 WL+ Deflection: Ll: 3 ft. M,nax: 0.4 k-in. E: 29000 ksi w w, 30.67 Of Va,x: 0.046 k Ix: 1.23 in.4 Rl R2 R1=R2: 0.046 k AMnx(@ Center): 0.002 in. LI L/22976 WL- Deflection: Ll: 3 ft. Mr ax: -0.5 k-in. E: 29000 ksi w w: -35.8 plf V,n�,,: -0.05 k Ix: 1.23 in.4 Rl L R2 Rl=R2: -0.05 k AMAx(@ Center): -0 in. L/-19658 'z Induced Loading: Try: L3x3xl/4 LLV Design Method.T ASD x-- t'---x Pte,sion: 0 k Material Properties: S2 b: 1.67 52 t,yield: 1.67 52 c: 1.67 P 0 k ASTMDesi nation: A36 S2 v: 1.67 92 t,ru t. : 2.00 z•'� iY compression• B 1� Strong Axis Mx: 1.0 k-in E: 29000 ksi Member Analysis: Axial Unbraced Lengths: Strong Axis Vy: 0.1 k G: 11200 ksi Major Principal-Axis Unbraced Length,Lb-,: 4 ft Kx: 1.00 Weak-Axis My: 0.0 k-in Fy: 36 ksi Minor Principal-Axis Unbraced Length,Lb_Z: 4 ft KY: 1.00 Weak-Axis Vx: 0.0 k Fn: 58 ksi Flexural Unbraced Length/Conditions. Ry: 1.5 Laterally Unbraced Length,LCorap: 4 ft Rt: 1.2 Flexure Condition: Laterally Unrestrained/Biaxial Bending Lateral Torsional Buckling Condition: Short Leg in Compression Span(B.S.): 3 ft Leg Local Buckling Condition: Toe in Compression ember Check Deflection Check: Transient: L/ 360 D+Transient: L/ 240 Shear Unity: 0.01 OK ATransient,x-x: 0.003 in-> L/ 28332 OK Flexure Unity: 0.08 OK OD+Transient,x-x: 0.001 in-> L/ 73523 OK USE L3x3x1/4 Tension+Flexure: 0.08 OK Comp.+Flexure: 0.08 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-54 AU E Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 ----------------------- alculation: M1 Angle Member Design per AISC 360-Specificication for Steel Buildings Section Pro erites: Self Weight: 4.9 plf Compression Limiting Slenderness: A: 1.44 in Ix: 1.23 in Iy: 1.23 in XSL: 12.0 ?',,SL: 12.77 Non-slender Leg Long Leg: 3 in SX: 0.569 in Sy: 0.569 in ALL: 12.0 4,LL: 12.77 Non-slender Leg [Table B4.Ia Case 3] Short Leg: 3 in rx: 0.926 in ry: 0.926 in Flexural Limiting Slenderness: t: 0.25 in ZX: 1.02 in Zy: 1.02 in XSL: 12.0 �p,SL: 15.33 4,SL: 25.83 Compact Leg [Table H4.16 Case 12] b/t(LL): 12 J: 0.03 in4 Iz: 0.49 in XLL: 12.0 kP,LL: 15.33 4,LL: 25.83 Compact Leg b/t(SL): 12 Cw: 0.021 in Sz: 0.415 in Ow: 0 ro: 1.65 in rz: 0.585 in y bar: 0.836 in x bar: 0.836 in H: 0.63 yP: 0.24 in xP: 0.24 in Iw: 1.97 in rw: 1.17 in lexural Capacity: Tension Capacity: Compression Capacity: Flexure Laterally Unrestrained/Biaxial Bending Yielding[AISC Sect.Mal: Le-w/rw: 41.04 Condition: Pn: 51.84 k Le-z/rz: 82.05 [Gore I Yielding rAISC Sect.FI0.1I: Rupture[AISC Sect.DIN: Flexural Buckling[Sect.E31: Principal Axis M.,,: 22.41 k-in [AISC Eq.FIO-11 A1et: 1.44 in Fe: 42.5 ksi,[Eq.E34] eometric Axis Ma,X: 24.58 k-in [AISC Eq.F10-1] U: 1.00 Fcr,NS• 25.3 ksi,[Eq.E3-2&E3-3] eometric Axis M,,,y: 24.58 k-in [AISC Eq.F10-1] Pn: 83.52 k Torsional&Flexural Torsional Buckling rsect.E41: Lateral Torsional Buckling rAISC Sea.F10.21: Pn/n: 31.04 k b/t Check: 20.15 [Sect.E4] Cb: 1.00 Strong-Axis Shear Capacity: Note: Sect.E4 Analysis Not Req'd Condition: Short Leg in Compression k,: 1.2 [AISC Sect.G2.1] Slender Elements Adjustments[Sea.E7.11: ow: 0 [AISCTab[e C-FIO.1] Aw=bt: 0.75 i1I2(Vert.Leg) CI,SL: 0.22 [Table E7.1] Me,: 143 k-in b/t(LL): 12 c2,SL: 1.485 [Eq.E7-4] a)M.: 22.41 k-in [AISC Eq.Flo-21 C,2: 1.00 [AISC Sect.G2.11 Fe1,SL: 89.98 ksi,[Eq.E7-5] b)Mn: N/A k-in [AISC Eq.F10-3] Vn: 16.2 k [AISC Eq.G2-1] be,SL: 3.00 in Leg Local Buckling rAISC sect.FI0.31: Vn_x/n: 9,701 k CI,LL: 0.22 [Table E7.1] Condition: Toe in Compression Weak-Axis Shear Capacity: c2,LL: 1.485 (Eq.E74) Se: 0.415 in kv: 1.2 [AISC Sect.G2.11 FeI,LL: 89.98 ksi,[Eq.E7-5] b)M.: N/A k-in [AISC Eq.FIO-6] Aw=bt: 0.75 in (Horz.Leg) be,LL: 3.00 in Fcr: 143 ksi b/t(SL): 12 Ae: 1.44 in2,[Sect.ET1] c)M.: 59.34 k-in [AISC Eq.F10-7] Cv2: 1.00 [AISC Sect.G2.1] Fer,S: 25.26 ksi,[Eq.E3-2&E3-3] Vn: 16.2 k[AISC Eq.G2-1] PH: 36.37 k,[Eq.E3-1,E7-1] Mn,z/Q: 13.4 k-in Vny/52: 9.701 k___J PnA2: 21.78 k Mn,x/n: 14.72 k-in Mn,y/52: 14.72 k-in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-55 Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 AU E Client: SDH Architects,LLC Job No.: 24034 alculation: M2 HSS Induced Loading Derivation Condidion 1: P.L.FROM M1 DL Deflection: Li: 4 ft. Mmax(At R2): 1.3 k-in. E: 29000 ksi DL: 10 psf x x L2: 3.833 ft. RI=Vt: 0.03 k Ix: 3.02 in.4 LLr: 20 psf L I L P P: 0.029 k R2=V 1+V2: 0.06 k VMAX(btwn supports): 0.00 in. SL: 25 psf V V2: 0.03 k L/ 21490 WL+: 16 psf ALRI A R2 VMAX: 0.03 k Amax(for overhang): 0.02 in. WL-: -18.7 psf 2L/ 4227 LLr Deflection: Ll: 4 ft. Mmax(At R2): 2.6 k-in. E: Moo ksi x I x/ ► L2: 3.833 ft, RI=Vt: 0.06 k Ix: 3.02 in P a P: 0.058 k Rz V 1+V2: 0.11 k AMAx(btwn supports): 0.00 in. V2: 0.06 k L/ 10745 Rl A R2 VMAX: 0.06 k Amax(for overhang): 0.04 in. 2L/ 2114 SL Deflection: Li: 4 ft. Mmax(At R2): 3.3 k-in. E: 29000 ksi a x P L2: 3.833 ft. Rt=Vt: 0.07 k Ix: 3.02 in? L i L, P: 0.072 k Rz V 1+V2: 0.14 k AMAx(btwn supports): 0.01 in. V2: 0.07 k L/ 8596 RA R2 VMAX 0.07 k Amax(for overhang)• 0.05 in. 2L/ 1691 W L+ Deflection: Li: 4 ft. MmaX(At R2): 2.1 k-in. E: 29000 ksi 4 r I x P L2: 3.833 ft. RI=Vt: 0.04 k Ix: 3.02 in. L I I" P: 0.046 k R2=V t+V2: 0.09 k AMAx(btwn supports): 0.00 in. V2: 0.05 k L/ 13431 R A R2 VMAX: 0.05 k Amax(for overhang): 0.03 in. 2L/ 2642 WL- Deflection: Ll: 4 ft. Mmax(At R2): -2.5 k-in. E: Now ksi ! x, ► P L2: 3.833 ft. RI=Vt: -0.05 k Ix: 3.02 in.4 L I L" P: -0.05 k R2=V 1+V2: -0.11 k AMAX(btwn supports): 0.00 in. V2: -0.05 k L/ -11492 R1 A R2 VMAX: 0.05 k Amax(for overhang): -0.04 in. 2L/ -2260 y Induced Loading: Try: HSS3x3xl/4 Design Method: ASD _� x-- - x Ptension: 0.0 k Material Properties: I92_b: 1.67 S2 t,yield: 1.67 52_T: 1.67 Pcompression: 0.0 k ASTM Designation: A500 Gr.C(Rect.) S2_v: 1.67 S2 t,rupt. : 2.00 92 c: 1.67 Strong Axis Mx: 4.8 k-in E: 29000 ksi Member Analysis: Axial Unbraced Lengths: Strong Axis VY. 0.1 k G: 11200 ksi Strong-Axis Unbraced Length,Lb_x: 3 ft Kx: 1.00 Weak-Axis My: 0.0 k-in FY: 50 ksi Weak Axis Unbraced Length,Lb_y: 3 ft KY: 1.00 Weak-Axis Vx: 0.0 k Fa: 62 ksi Flexural Unbraced Lengths: Torsion,T: 0.0 k-in RY: 1.3 Comp.Flange Unbraced Length,Lcomp,X_X: 3 ft B.S.: 4 ft Cant.: 3.833 ft Rt: 1.2 Comp.Flange Unbraced Length,LeOmp Y_Y: 3 ft ember Check: Shear Unity: 0.00 OK Deflection Check: Transient: L/ 360 Flexure Unity: 0.06 OK D+Transient: L/ 240 Tension+Flexure: 0.06 OK B.S: ATran51entx_x: 0.01 in-> L/ 8281 OK USE HSS3x3x1/4 Compression+Flexure: 0.06 OK B.S: AD+Trensient,x_x: 0.01 in-> L/ 5978 OK Tens.+Shear+Flexure+Torsion: 0.06 OK Cant.: ATransient,y-y: 0.06 in-> 2L/ 407 OK Comp.+Shear+Flexure+Torsion: 0.06 OK Cant.: Ar+Transient,,.-y: 0.08 in-> 2L/ 294 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-56 AV Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 alculation: M2 HSS Member Design per AISC 360-Specificication for Steel Buildings Section Properites: Self-Weight: 8.81 plf T Compression Limiting Slenderness: A: 2.44 in b,flat: 2.302 in IY: 3.02 in Xf: 9.88 4f: 33.72 Non-slender Flange [Table B4.la Case 6] b: 3.00 in h,flat: 2.302 in ZY: 2.48 in : 9.88 X,,,: 33.72 Non-slender Web [Table B4.laCase 61 h: 3.00 in Ix: 3.02 in SY: 2.01 in Flexural Limiting Slenderness: tdes: 0.23 in Zx: 2.48 in ry: 1.11 in a.t;x_x: 9.88 Compact Flange b/t • 9.88 S : 2.01 3 J: 5.08 ' 4 apf: 26.97 4f: 33.72 [Table B4.tb Case 17] des• x in In �;y_y: 9.88 Compact Flange h/td,,: 9.88 rx: 1.11 in C: 3.52 in a 9.88 Compact Web[Table B4.lb Case 19] ,,a . 9.88 ": 58.28 137.3 Compact Web ompression Capacity: Strong-Axis Flexural Capacity: J Weak-Axis Flexural Capacity: Le-x/rx: 32.432[Go-s] Yielding[AISC Sect.F7.I1: Yielding rAISC Sect.F7.11: Lc_Y ry: 32.432[G.-,.s] Mp: 124 k-in [AISC Eq.177-11 Mp: 124 k-in [AISC Eq.F7-11 Flexural Buckling rsect.E31: Flange Local Buckling[AISC Sect.Fz21: Flange Local Buckling[AISC Sect.F7.21: Fe: 272.11 ksi,[Eq.E34] b)Mo: N/A k-in [AISC Eq.177-2] b)Mn: N/A k-in [AISC Eq.F7-2] Fcr,NS 46.30 ksi,[Eq.E3-2&E3-3] bex: N/A In [AISC Eq.F74] bex: N/A In [AISC Eq.F74] Slender Elements Adjustments[sect.EZII: Sex: N/A in Scx: N/A in Cl b: 0.20 [Table E7.1] c)Mn: N/A k-in [AISC Eq.177-31 C)Mn: N/A k-in [AISC Eq.177-3] C2 b: 1.382 [Eq.E74] Web Local BAckhnR[AISC Sect.F7.31: Web Local Buckling[AISC Sect.F7.31: Fel,b: 1112.1 ksi,[Eq.E7-5] b)Mn: N/A k-in [AISC Eq.F7-5] b)Mn: N/A k-in [AISC Eq.F7-51 be: 2.30 in Lateral Torsional Buckling[AISC Sect.F7.41: Lateral Torsional Buckling[AISC Sect.F7.41: Clh: 0.20 [Table ET I] Cb: 1.00 Cb: 1.00 C2 h: 1.382 [Eq.E74] Lp: 9.901 ft [AISC Eq.177-12] L p: 9.901 ft [AISC Eq.177-12] Fel h: 1112.1 ksi,[Eq.E7-5] L, 268.5 ft [AISC Eq.F7-13] L, 268.5 ft [AISC Eq.F7-13] he: 2.30 in b,C)Mn: N/A k-in [AISC Eq.177-0&F7-11] b,c)Mn: N/A k-in [AISC Eq.F7-0&F7-11] Ac: 2.44 in2,[Sect.E7.1] Mn_x/Q: 74 k-in Mny/f2: 74 k-in Ft.,s: N/A ksi,[Eq.E3-2&E3-3] Strong-Axis Shear Capacity: Weak-Axis Shear Capacity: Pn: 112.97 k,[Eq.E3-1,E7-1] k,,. 5 [AISC Sect.G2.1] k,,. 5 [AISC Sect.G2.1] PnA2: 67.646 k Aµ,: 1.398 in A,,,: 1.398 in ension Capacity: IC 2: 1.00 [AISC Sect.G2.I] C 2: 1.00 [AISC Sect.G2.11 Yielding rAISC sect.D2.al: Vn: 41.94 k[AISC Eq.G2-1] Vn: 41.94 k[AISC Eq.G2-I] Pn: 122 k Vn_x/ft 25.11 k Vn_y/S2: 25.11 k Rupture[AISC Sect.D2.bl: Torsion Capacity: Anet: 2.44 in U: 1.00 Fa: 30 ksi Pn: 151.28 k Tn: 105.6 k-in Pn/S2: 73.054 k Tn/S2: 63.23 k-in Out of Plane Weld Connection Design: Design Method: ASD Required Strength At Center of Weld Grou Weld Stress: Weld Dimensions: Vert Vy: 0.103 k Axial Stress,f,= 0.396 k/in. b: 3.00 in. Y(+) Mx_x: 4.754 k-in Vert. Stress,f Y= 0.009 k/in. d: 3.00 in. I d x(+1 Axial Tension,NZ: 0.000 k fres.ltant= 0.396 k/in. I Weld Design: Weld Metal Nominal Stress,Fn,,,: 70 ksi Ib Weld Safety Factor,Q: 2.00 Min.effect.Throat,(E),n;n.: 0.019 in. Weld Group Properties: Weld Type: Fillet J=1z: 36 in•3 LWeld: 12 in. Fillet weld Leg: 0.2500 in. Note:n/a Ix: 18 in.3 yTcp: 1.5 in. Sx Top: 12 in.2 Effective Throat,(E): 0.177 in. yBut: -1.5 in. Sx Be,: -12 in.2 Allow.Weld Stress,0.6Fnw/92w: 21 ksi IY: 18 in.3 xTnp: 1.5 in. Sy Top: 12 in.2 Required Weld Stress: 2.24 ksi 0.107 OK XBot: -1.5 in. S Bel: -12 in.2 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-57 Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 AU E Client: SDH Architects,LLC Job No.: 24034 alculation: M3 HSS Induced Loading Derivation Condidion 1: DL HP2P1: 0.06 k Mma AtRl: 2.14 k-in. Deflection: PrRi L1: 0.5 ft. Vmax• 0.11 k E: Now ksi L P Z: 0.06 k Rl: 0.11 k Ix: 3.02 in.' L L4 LZ: 2.667 ft. AMAX(@ free end): 0.009 in. 2L/ 8246 [Total Length]L4: 3 ft. LLr Pr Pz P 1: 0.11 k N1max At Rl: 4.28 k-in. Deflection: R, L1: 0.5 ft. Vmax: 0.23 k E: Now ksi L L P Z: 0.11 k Rl: 0.23 k 1x: 3.02 in.4 L Ly 2� MAX(@free end) L 2.667 ft. 4 0.017 in. 2L/4123 [Total Length]L4: 3 ft. SL Pr Pz P 1: 0.14 k N1max At Rl: 5.35 k-in. Deflection: R, L1: 0.5 ft. Vmax• 0.28 k E: Now ksi L L P 1: 0.141 k Rl: 0.28 k Ix: 3.02 in.4 L L4 LZ: 2.667 ft. AMAX(@ free end): 0.022 in. 2L/ 3298 [Total Length]L4: 3 ft. WL+ Pr Pz P 1: 0.09 k N1max At Rl: 3.42 k-in. Deflection: Ri L1: 0.5 ft. Vmax• 0.18 k E: Now ksi L L P Z: 0.09 k Rl: 0.18 k Ix: 3.02 in.4 L L4 LZ: 2.667 ft. AMAX(@ free end): 0.014 in. 2L/ 5154 [Tot-, 3 ft. WL- Pr Pz P 1: -0.11 k N1max At Rl: -4.00 k-in. Deflection: Ri L1: 0.5 ft. Vmax• -0.21 k E: Now ksi L L P Z: -0.11 k Rl: -0.21 k Ix: 3.02 in a L L4 LZ: 2.667 ft. AMAX(@ free end): -0.016 in. 2L/ -4409 [Total Length]L4: 3 ft. 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)6]4-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-58 4AAU Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 alculation: M3 HSS Distributed Loads: DL Deflection: w LI: 3 ft. Manx: 2.16 k-in. E: 29000 ksi w: 40 plf Vmax: 0.12 k Ix: 3.02 in.4 DL: 10 psf Rt L Rl: 0.12 k AMAx(@free end) 0.008 in. LLr: 20 psf 10 2L/ 9010 SL(Base) 25 psf LLr Deflection: WL+: 16 psf w Ll: 3 ft. MmaX: 4.32 k-in. E: 29000 ksi WL-: -18.7 psf ,` w: 80 plf VmaX: 0.24 k IX: 3.02 in.4 RI L Rl: 0.24 k AA,(@ free end): 0.016 in. Beam Trib: 4 ft 10 2L/4505 S L Deflection: w Ll: 3 ft. MmaX: 5.40 k-in. E: 29000 ksi ` w: 100 plf VmaX: 0.30 k Is: 3.02 in.4 RI G Ri: 0.30 k AMAx(@ free end): 0.02 in. 10 2L/ 3604 W L+ Deflection: w LI: 3 ft. MmaX: 3.46 k-in. E: 29000 ksi w: 64 plf VmaX: 0.19 k IX: 3.02 in.4 RI L Rl: 0.19 k AMAx(@ free end): 0.013 in. ' 10 2L/ 5631 W L- Deflection: w Ll: 3 ft. MmaX: -4.04 k-in. E: 29000 ksi w: -74.8 plf VmaX: -0.22 k Ix: 3.02 m.4 R, L Rl: -0.22 k AMAX(@ free end)• -0.01 in. 10 2L/ -4818 yI Induced Loading: Try: HSS3x3xl/4 Design Method: ASD X- X Ptension: 0.0 k Material Properties: I S2_b: 1.67 S2 t,yield: 1.67 52_T: 1.67 Pcompression: 0.0 k ASTM Designation: A500 Gr.C(Rest.) 52 v: 1.67 52 t,rupt. : 2.00 S2c: 1.67 i Strong Axis Mx: 15.5 k-in E: 29000 ksi Member Analysis: I Axial Unbraced Lengmshs. Strong Axis Vy: 0.836 k G: 11200 ksi Strong-Axis Unbraced Length,Lb-X: 3 ft Kx: 1.00 Weak-Axis My: 0.0 k-in Fy: 50 ksi Weak Axis Unbraced Length,Lb-y: 3 ft KY: 1.00 Weak-Axis VX: 0.0 k Fn: 62 ksi Flexural Unbraced Len¢ths: Torsion,T: 0.0 k-in Ry: 1.3 Comp.Flange Unbraced Length,Lcomp,X-X: 3 ft Cant.: 3 ft Rt: 1.2 1 Comp.Flange Unbraced Length,LCemp,y-y: 3 ft ember Check: Shear Unity: 0.03 OK Deflection Check: Transient: L/ 360 Flexure Unity: 0.21 OK D+Transient. L/ 240 Tension+Flexure: 0.21 OK Cant.: OTransient,x-x: 0.04 in-> 2L/ 415 OK USE HSS3x3x1/4 Compression+Flexure: 0.21 OK Cant.: oD+Transient,x-x: 0.06 in-> 2L/ 299 OK Tens.+Shear+Flexure+Torsion: 0.21 OK kransient,y-y: 0.00 In-> 2L/ 5000 OK Comp.+She +Flexure+Torsion: 0.21 OK oD+T.a ient,y-y: 0.00 in-> 2L/ 5000 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-59 �� Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 alculation: M3 HSS Member Design per AISC 360-Specificication for Steel Buildings Section Properites: Self-Weight: 8.81 plf T Compression Limiting Slenderness: A: 2.44 in b,flat: 2.302 in IY: 3.02 in Xf: 9.88 4f: 33.72 Non-slender Flange [Table B4.la Case 6] b: 3.00 in h,flat: 2.302 in ZY: 2.48 in : 9.88 X,,,: 33.72 Non-slender Web [TableB4.laCase6] h: 3.00 in Ix: 3.02 in SY: 2.01 in Flexural Limiting Slenderness: tdes: 0.23 in Zx: 2.48 in ry: 1.11 in a.t;x_x: 9.88 Compact Flange b/t • 9.88 S : 2.01 3 J: 5.08 ' 4 apf: 26.97 �,f: 33.72 [Table B4.tb Case 17] des• x in In �;y_y: 9.88 Compact Flange Wtdes: 9.88 rx: 1.11 in C: 3.52 in a 9.88 Compact Web[Table B4.lb Case 19] ,,a . 9.88 ": 58.28 137.3 Compact Web ompression Capacity: Strong-Axis Flexural Capacity: J Weak-Axis Flexural Capacity: Le-x/rx: 32.432[Go-s] Yielding[AISC Sect.F7.I1: Yielding rAISC Sect.F7.11: Lc_Y ry: 32.432[G.-,.s] Mp: 124 k-in [AISC Eq.177-11 Mp: 124 k-in [AISC Eq.F7-11 Flexural Buckling rsect.E31: Flange Local Buckling[AISC Sect.Fz21: Flange Local Buckling[AISC Sect.F7.21: Fe: 272.11 ksi,[Eq.E34] b)Mn: N/A k-in [AISC Eq.177-2] b)Mn: N/A k-in [AISC Eq.F7-2] Fcr,NS 46.30 ksi,[Eq.E3-2&E3-3] bex: N/A In [AISC Eq.F74] bex: N/A In [AISC Eq.F74] Slender Elements Adjustments[sect.EZII: Sex: N/A in Scx: N/A in Cl b: 0.20 [Table E7.1] c)Mn: N/A k-in [AISC Eq.177-31 C)Mn: N/A k-in [AISC Eq.177-3] C2 b: 1.382 [Eq.E74] Web Local Buckling[AISC Sect.F7.31: Web Local Buckling[AISC Sect.F7.31: Fel,b: 1112.1 ksi,[Eq.E7-5] b)Mn: N/A k-in [AISC Eq.F7-5] b)Mn: N/A k-in [AISC Eq.F7-51 be: 2.30 in Lateral Torsional Buckling[AISC Sect.F7.41: Lateral Torsional Buckling[AISC Sect.F7.41: Clh: 0.20 [Table ET I] Cb: 1.00 Cb: 1.00 C2 h: 1.382 [Eq.E74] LP: 9.901 ft [AISC Eq.177-12] L p: 9.901 ft [AISC Eq.177-12] Fel h: 1112.1 ksi,[Eq.E7-5] L,: 268.5 ft [AISC Eq.F7-13] L,: 268.5 ft [AISC Eq.F7-13] he: 2.30 in b,C)Mn: N/A k-in [AISC Eq.177-0&F7-11] b,c)Mn: N/A k-in [AISC Eq.F7-0&F7-11] Ac: 2.44 in2,[Sect.E7.1] Mn_x/Q: 74 k-in Mny/f2: 74 k-in Ft.,s: N/A ksi,[Eq.E3-2&E3-3] Strong-Axis Shear Capacity: Weak-Axis Shear Capacity: Po: 112.97 k,[Eq.E3-1,E7-1] k,,: 5 [AISC Sect.G2.1] k,,: 5 [AISC Sect.G2.1] PnA2: 67.646 k Aµ,: 1.398 in A,,,: 1.398 in ension Capacity: IC 2: 1.00 [AISC Sect.G2.I] C 2: 1.00 [AISC Sect.G2.11 Yielding[AISC Sect.D2.a1: Vn: 41.94 k[AISC Eq.G2-1] Vn: 41.94 k[AISC Eq.G2-1] Pn: 122 k Vn_x/ft 25.11 k Vn_y/S2: 25.11 k Rupture[AISC Sect.D2.bl: Torsion Capacity: Anet: 2.44 in U: 1.00 Fa: 30 ksi Pn: 151.28 k Tn: 105.6 k-in Pn/S2: 73.054 k Tn/S2: 63.23 k-in HSS to Wall Plate Design: Out of Plane Weld Connection Design: Design Method: ASD Required Strength(At Center of Weld Group). Weld Stress: Weld Dimensions: Vert Vy: 0.836 k Axial Stress,fz= 1.288 k/in. b: 3.00 in. Y]+1 Mx_x: 15.457 k-in Vert. Stress,f y= 0.07 k/in. d: 3.00 in. I d x]+] Axial Tension,NZ: 0.000 k fresnitant= 1.29 k/in. I Weld Design: �1 Weld Metal Nominal Stress,Fn,,,: 70 ksi Ib Weld Safety Factor,92: 2.00 Min.effect.Throat,(E),n;n.: 0.061 in. Weld Group Properties: Weld Type: Fillet J=1z: 36 in.3 Lweld: 12 in. Fillet weld Leg: 0.2500 in. Note:n/a Ix: 18 in.3 yTcp: 1.5 in. Sx Top: 12 in.2 Effective Throat,(E): 0.177 in. yBct: -1.5 in. Sx Bcr -12 in.2 Allow.Weld Stress,0.6Fnw/Dw: 21 ksi IY: 18 in.3 XTcp: 1.5 in. SY Tcp: 12 in.2 Required Weld Stress: 7.30 ksi 0.348 OK XBor -1.5 in. S Bel: -12 in.2 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-61 Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 AU E Client: SDH Architects,LLC Job No.: 24034 alculation: M3 HSS Hilti Profis Printouts: www.hilti.com Company Page Address: Speofier: Phone I Fax: E-Mail: Design: EYEBROW 2 Dale: 7,30.2024 Fastening point: Geometry[in.]&Loading[lb,in.lb] v I 1.1 Design results Case Descnption Forces[Ib]!Moments[n.lb] Seismic Max.Util.Anchor[96] 1 Combination 1 N=0;V.=0;V.r=-836; yes 83 M,=15,456;M,=0;M,=0; 2 Proof I Utilization (Governing Cases) Design values[lb] Utlltzatlon Loading Proof Load Capacity N 1 P.[%I Status Tension Overall strength 800 968 83 f- OK Shear Overall strength -/22 OK Loading 9N �v a Utilization 9N,,,[y�] Status Combined tension and shear loads 0.728 0 000 1 667 81 OK 3 Warnings • Please consider all details and hint-dwarnings given in the detailed report! Fastening meets the design criteria! 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-63 AEAU Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: D-62 AU E Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 LATERAL DESIGN Calculation: SW Layout LLr: 20 psf SL: 25 psf PH Weight: 15 psf LLStorage: 20 psf WL+: 16 psf PH Tunnel: 85 psf WL-: -20 psf PH Mech: 20 psf LL: 20 psf NSW6 N SW 5 NSW4 NSW3 NSW2 NSWI UPPER N Sw"t ESW2 ------ wSwi f)1 1 44 E SW 1 AM SW I Nut)SW 2 NflD SW 3 OD SW 4 I JPPE I MID S ---------- NUD W SW E ft 8.0 ft 8.0 ft i 1 J? S Sw I S SW2 S SW 3 S SW4 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-1 Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 A E Client: SDH Architects,LLC Job No.: 24034 Calculation: SW Layout Clear Parapet Wall SW Name: Span,HI: Height,HZ Length,L NSW1 10.00ft Oft 6ft NSW2 loft Oft 6ft NSW3 15.83ft 2.5ft 38ft NSW4 15.83ft 2.5ft 6ft NSW 5 15.83 ft 2.5 ft 13.583 ft NSW6 15.83ft 2.5ft 5ft MID SW 1 15.33 ft 3 ft 10.667 ft MID SW 2 15.33 ft 3 ft 34.583 ft MID SW 3 15.33 ft 3 ft 44 ft MID SW 4 15.33 ft 0 ft 35.333 ft SSW1 14.17ft 4.17ft 8ft SSW2 14.17ft 4.17ft 19.667ft SSW3 14.17ft 2.17ft 57.667ft SSW4 14.17ft 2.17ft 8.83ft SSW2 11.67ft Oft 4ft E SW 1 11.67 ft 0 ft 7.3333 ft MID ESW 14.17ft 2.167ft 12ft MID W SW 14.17 ft 4.167 ft 12 ft WSW1 15.33 ft 3ft 4ft WSW 2 15.33 ft 3 ft 5.3333 ft UPPER E SW 13.67 ft 0.00 ft 23.33 ft UPPER MID SW 9.50 ft 0.00 ft 23.33 ft UPPER N SW 1 13.67 ft 0.00 ft 23.33 ft e4A8U13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-2 EAddress: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 TUNNEL DIAPHRAGM CHORD FORCES & T.O.W. FORCES DESIGN Calculation: Tunnel Diaphragm Chord Force Depth of Diaphragm: 22 ft N/S LATERAL: 1p: 0.9 Fy: 60 ksi (Section 2) 4.913 k(EQ) w4: 220.7 plf w3: 513.6 plf _ 1 _ _ i�R� �J �i�►i I ft 36.58 ft 95.33 ft 7.25'ft -531.21bM I 1 2 3 4 Mm�: 431.3 k-ft = 5175.7 k-in Member M7,LC 1:1 499 2 431.312 416 3328 _ 249 6 �[ 1664 832 25 0 zA -83 2 1664 -249 6 243.365 332 8 0 14 183 28 366 42 549 56 732 70 915 85 098 99 281 113,4" 127 647 141.8: Member Location(ft) A = !- (Eq. 4.6.4) Off, «'here d is taken as 0.8 diaphragm and 0 =0.9 AS,Iq,a: 0.36 in` Use: (2) #5 Bars AS per bar: 0.31 in` Total A,: 0.614 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-3 Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Tunnel Diaphragm Chord Force Depth of Diaphragm: 22 ft E/W LATERAL: q): 0.9 Fy: 60 ksi w5 2114 plf -22201 b/ft Al 2 Member MI,LC 1:1 a 0 Mwr 16 5 1111111111111111111111IIIIIIIIIIIIIIIIIIIII,IIIIIIIIIIIIIIIIIIIII,IIIIIIIIIIIIIIIIIIIII,111111111111111111111,11111111111111, 1111111111111111 � -62.5 11111111111111111111111111111111111111111111111111111111111111111111111111111111111111� �� 1111111111111111111111111111111111111111111111 -132 1afi.s -171.91 165 e 22 as 6-6 e.e 11 152 15e 1"!_6 11 2z Member L—aWn(tt) Mmax: 134.3 k-ft = 1611.7 k-in (Eq. 4.6.4) Od.1, Wher and 0 =0.9 As Req'd: 0.11 in` Use: (2) #5 Bars AS per bar: 0.31 in` Total A6: 0.614 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-4 Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Tunnel Diaphragm Chord Force Per ASCE 7-16 Section 12.11.2.1,Anchorage of structural walls to supporting construction shall be designed to resist the following: SDS: 0.751 Ka, = 1.0 + Lf Lf: o 100 1e: 1 Fp = 0.4 x$Dsk,I W, Ka: 1 CMU Wall Weight: 80.00 psf Fy: 60000 psi Grid Trib Height of CMU Wp Fp: A 10.61 ft 849.1 plf 254.97 plf B 8.817 ft 705.3 plf 211.79 plf 1 10.96 ft 876.8 plf 263.28 plf 6 11.86 ft 949 plf 284.96 plf T.O.W.FORCES ALONG EA GRID: GRID A: Use: (5) bars @ 48 in O.C. As: 0.3068 in Tallow: 16567 lbs Embedment L: 19 in Tensile Strength of 5 bars @ 48 in O.C.: 4141.7 lbs GRID B: Use: (5) bars @ 48 in O.C. As: 0.3068 in Tallow: 16567 lbs Embedment L: 19 in Tensile Strength of 5 bars @ 48 in O.C.: 4141.7 lbs GRID 1: Use: (5) bars @ 48 in O.C. Embedment into Plank min: 12 in As: 0.3068 in2 Tallow: 16567 lbs Embedment L: 19 in Ratio of Embedment to la: 0.6316 Tensile Strength of 5 bars @ 48 in O.C.: 2615.8 lbs GRID 7: Embedment into Plank min: 12 in Use: (5) bars @ 48 in O.C. As: 0.3068 in Tallow: 16567 lbs Embedment L: 19 in Ratio of Embedment to la: 0.6316 Tensile Strength of 5 bars @ 48 in O.C.: 2615.8 lbs 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-5 ?A8UE Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Wall Distribution Q23.33 ft Q I � I 5.15 k(EQ) 4.46 k AL 2.662 k(EQ) 9.50 ft 0.778 k(W) IF AL 4.17 ft IF 11.67 ft 7.333 ft 4 ft ESW1 ESW2 h_clear span 11.67 ft h_Mar span 11.67 ft h_parapet O ft h_parapet 0 ft h Wall: 11.67 ft h_wall: 11.67 ft d_Wall: 7.333 ft d wall: 4 ft Mwajl: 0.88 Uwau: 3.356 Rp wall: 1.136 Rp wall: 0.298 Net R: 1.434 %of shear: Actual Shear E SW 1 0.792 V, 2.11 k(EQ) V. 0.62 k(W) E SW 2 0.208 V. 0.55 k(EQ) V. 0.16 k(W) 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-6 AU E Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/2024 Client: SDH Architects,LLC Job No.: 24034 Calculation: Wall Distribution E ELEVATION: Q r 4 13.97 k(EQ) 4.147 k(W) � C SW1 . . . WSW2 ' WSW1 WSW2 h_c,e.span 15.3 ft h Ilea span: 15.33 ft h_parapet 3 ft b_Pa,apet• 3 ft h_wall: 18.3 ft h_wall: 18.33 ft d wall: 4 ft d_wall: 5.333 ft AFwall: 11 Uwau: 5.093 RF wall: 0.09 RF wall: 0.196 Net R: 0.29 %of shear: Actual Shear W SW 1 0.316 V. 4.42 k(EQ) V. 1.31 k(W) W SW 2 0.684 V. 9.55 k(EQ) V. 2.84 k(W) 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-7 AU E Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/2024 Client: SDH Architects,LLC Job No.: 24034 Calculation: Wall Distribution NORTH ELEVATION 2.2k()X,) i i UPPER N SW 24.7 k 2.66( _ N SW1 NSW2 " " " NSW3 " " Itl " " NSW5 NSW1 NSW2 NSW3 NSW4 NSW5 NSW6 tear span: 10 ft h_ctear span: 10 ft h_ctear span: 15.83 ft h_ctear span: 15.83 ft tear span: 15.83 h_clear span: 15.83 parapet: 0 ft h_parapet: 0 ft h—parapet: 2.5 ft h—Parapet: 2.5 ft —Parapet: 2.5 h—parapet 2.5 h watt: 10 ft h_wa11: loft h_wa11: 18.33 ft h_wa11: 18.33 ft h_wa11: 18.33 ft h_wa11: 18.33 ft d wall: E ft d wall: E ft d wall: 38 ft d wall: 6 ft d wall: 13.58 ft d wall: 5 ft AFwe,,: 0.963 OFwa11: 0.963 OFwen: 0.156 OFwa11: 3.769 AFwau: 0.651 AFwau: 6.03 RF watt: 1.038 RF wall: 1.0385 RF wall: 6.412 RF wall: 0.265 RF wall: 1.537 RF wall: 0.166 Net R: 10.46 (,,)3 AF=Afixed=0.1 +0.3d Rigidity of Fixed Pier RFOfixed F %of shear: Actual Shear Vhigh roof: 2.45 k(EQ) NSW 1 0.099 Vlow roof: 0.26 k(W) Vhigh roof: 2.45 k(EQ) NSW 2 0.099 Vlow roof: 0.26 k(W) Vhigh roof: 15.12 k(EQ) NSW 3 0.613 Vlow roof: 1.63 k(W) Vhigh roof: 0.63 k(EQ) NSW 4 0.025 Vlow roof: 0.07 k(W) Vhigh roof: 3.62 k(EQ) N SW 5 0.147 Vtow roof: 0.39 k(W) Vhigh roof: 0.39 k(EQ) NSW 6 0.016 Vlow roof: 0.04 k(W) 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-8 AU E Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/2024 Client: SDH Architects,LLC Job No.: 24034 Calculation: Wall Distribution i 29.16 K( � i 2.23 k(Vi) - 3.10 UPPER MID SW MID SW 1 MID SW 2 MID SW 3 - MID SW 4 I 611 MID SW 1 MID SW 2 MID SW 3 MID SW 4 Aear span: 16.083 ft h_ciear span: 16.08 ft h_ciear span: 16.08 ft h_clear 1,ao: 16.08 ft 1_puapet: 2 ft b_pmpet: 2 ft b_pmpet: 2 ft h_parapet 2 ft h wall: 18.083 ft h_wall: 18.08 ft h_wall: 18.08 ft h wail: 18.08 ft d wain 10.667 ft d wall: 34.58 ft d wall: 52.42 ft d wall: 45.42 ft OFwaii: 0.9958 OFwan: 0.171 OFwan: 0.108 OFwaii: 0.126 RF wall: 1.0042 RF wall: 5.842 RF wall: 9.293 RF wall: 7.952 Net R: 24.09 3 AF=Afixed=0.1(h) +0.3h Rigidity of Fixed Pier RF= 1 =I A fixed Ap %of shear: Actual Shear Vhigh root: 1.216 k(EQ MID SW 1 0.042 Viow roof-. 0.13 k(W) Vhigh root: 7.072 k(EQ MID SW 2 0.243 Viow roof-. 0.754 k(W) Vhigh roof: 11.25 k(EQ MID SW 3 0.386 Viow roof-. 1.199 k(W) Vhigh roof: 9.626 k(EQ MID SW 4 0.33 Viow roof-. 1.026 k(W) 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-9 AU E Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/2024 Client: SDH Architects,LLC Job No.: 24034 SOUTH ELEVATION: ii ii ii 0.4 k(W) S SW 1 1,SSW2 SSW 3 SSW1 SSW2 SSW3 SSW4 h_c,e .Sp.: 14.17 ft h_c,e.span: 14.17 ft h_c,e.span: 14.2 ft h_clear span: 14.17 ft h_p.pet: 4.167 ft hparaper 4.167 ft hparaper 2.17 ft h par P t: 2.167 ft h wau: 18.33 ft It w,,,i: 18.33 ft It w,,,i: 16.3 ft h waii: 16.33 ft d wau: 8 ft d wau: 19.67 ft d wau: 57.7 ft d wau: 8.833 ft ffwau: 1.891 OFwau: 0.361 OFwau: 0.09 AFwau: 1.187 RF wan: 0.529 RF%11: 2.773 RF wain 11.5 RF wau: 0.843 Net R: 15.61 (h)3 h AF=A fixed=0.1 a +033 d Rigidity of Fixed Pier RF=A fixed A F %of shear: Actual Shear Vlow roof: 0.152 k(EQ) S S W 1 0.034 Vlow roof: 0.015 k(W) Vlow roof: 0.8 k(EQ) S SW 2 0.178 Viow roof: 0.079 k(W) Vlow roof: 3.305 k(EQ) S SW 3 0.734 Vlow roof: 0.327 k(W) Vlow roof: 0.243 k(EQ) S SW 4 0.054 Vlow roof: 0.024 k(W) 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-10 906 Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/2024 Client: SDH Architects,LLC Job No.: 24034 N/S WALLS DESIGN SHEETS Calculation: UPPER E SW Wall Dimensions/Properties: Unfactored Axial Induced Forces Unfactored In-Plane Lateral Induced Forces Nom.Block Thickenss: 8 in. BLC Dist.Loads Line Loads BLC In-Plane Lateral Load at Location Actual Block Width,'w': 7.625 in DL: 0 psf 88 plf WLLoc.1: 0.00 k at 0.00 ft above base Block Weight: Normal Weight DLadd: - psf 0 plf WLLoc.2: 0.78 k at 4.17 ft above base Grouted Cell Spacing: Fully DLsw: 80 psf 1093 plf WLLoc.3: 4.46 k at 13.67 ft(rooj) DLomu: 80 psf LL: 0 psf 0 plf WL'tot,d: 5.24 k at wall base Add.DLWaII: 0 psf LLr: 0 psf 117 plf Eh,Loc.1: 0.00 k at 0.00 ft above base Total DLWaIt: 80 psf SLbase: 0 psf 146 plf Eh,Loc.2: 2.66 k at 4.17 ft above base Wall Clear Span,Hl: 13.67 ft SLdrift: - psf 0 plf Eh,Loc.s: 5.15 k at 13.67 ft(roof) Wall Parapet Height,H2: 0.00 ft WL(+): 0 psf 93 plf Cs: 0.15 *W Total Wall Height,H: 13.67 ft WL_: 0 psf -116 plf Eh,wau: 3.83 k at 6.83 ft('H'/2) Wall Length,L,d,: 23.33 ft SDS: 0.75 Ie: 1.00 Multiplier: 1.5 Shear Wall Type: Special Reinforced Ev: - psf 13 plf Eh,tolal: 17.46 k at wall base Gross Shear Area,A,,,: 2135 in E,,Wall: - psf 164.1 plf Wall Le tll.i'or'tl: Dist.btwn Boundaries,'d': 23.00 ft r Dist toBountlarv"0' Material Properti7eTF Bond Bearn Masonry fm: 2500 psi Em: 2250 ksi " v ______ Top of Wall Reinforcement,fy: 60 ksi Es: 29000 ksi Bond seam Restraint �=► Reinforcement,Fs: 32 ksi n: 12.89 Boundary Wall Reinforcement Steel: H Reinforcement.Typ. �► Wall Reinforcement Layout: Single Curtain Main Wall ( 1 ) #5 Vertical Bars at 32 in o.c. As,,: 0.31 in2 z � Renlocelment Reinforcement: ( 1 ) #5 Horiz.Bars at 48 in o.c. AS h: 0.31 in2 emtl rn Boundary Reinf. (2) #5 Vertical Bars As,t: 0.62 in ELEVATION Recant Min.Reinforcement Requirements: Min.As,cocal: 0.183 in /ft Max Spacing: 48 in OK Min.Total Reinforcement Provided.As,total: 0.194 in /ft OK Min.Vertical Min.As,v: 0.064 in /ft Min.As,bo,,,,da,},: 0.20 in /ft Reinforcement Provided A • 0.116 ' 2 OK Min.Boundary/Flexural provided.A 0.62 ' /ft 2 OK s,v to /ft Reinforcement s,bund oary to Max Spacing: 48 in OK As,max - in2/ft OK Min.Horizontal Reinforcement Min.Ash: 0.064 in /ft Min.As,bond beam: 0.20 in /ft Min.Bond Beam Provided As,h: 0.078 in 2/ft OK Reinforcement Provided.As,boun 0.31 in 2/ft OK Shear Wall Analysis for Axial+In-Plane Loading of Critical Section at Base of Wall ASD Load Combinations P: V: f,: M/Vd: Fv,m: Fps: Fv,m�: I F,: jUnity Check 1) D: 27.55 k 0.00 k 0.00 psi 0.00 53 psi 13.55 psi 150 psi 67 psi 0.00 OK 5) D+0.6W: 28.86 k 3.14 k 1.47 psi 0.53 42 psi 13.55 psi 131.1 psi 55 psi 0.03 OK 6a)D+0.75(0.6w)+0.75L+0.75L,: 30.57 k 2.36 k 1.10 psi 0.53 42 psi 13.55 psi 131.1 psi 55 psi 0.02 OK cb)D+0.75(0.6W)+0.75L+0.25s: 31.08 k 2.36 k 1.10 psi 0.53 42 psi 13.55 psi 131.1 psi 56 psi 0.02 OK 7) 0.6D+0.6W: 14.91 k 3.14 k 1.47 psi 0.53 40 psi 13.55 psi 131.1 psi 54 psi 0.03 OK 8a) D+0.7Ev+0.7Et 30.45 k 12.22 k 5.73 psi 0.40 45 psi 13.55 psi 139.9 psi 58 psi 0.10 OK ) 0.6D-0.7Ev+0.7Eh: 13.64 k 12.22 k 5.73 psi 0.40 43 psi 13.55 psi 139.9 psi 56 psi 0.10 OK Inlcude Vertical Loads for Shear Design: Yes Shear Wall Analysis for Axial+In-Plane Loading Flexure of Critical Section at Base of Wall ASD Load Combinations Mo: I p I pn I k I j I fb: I Fb: jUnity jCheckj fs: I Fs: Unity Check 1) D: 0 k-ft 0.0003 0.0038 0.0834 0.972 0 psi 1125 psi 0.00 OK 0 psi 32000 psi 0.00 OK 5) D+0.6W: 38.5 k-ft 0.0003 0.0038 0.0834 0.972 20 psi 1125 psi 0.02 OK 2777 psi 32000 psi 0.09 OK 6a)D+0.75(0.6W)+0.75L+0.75L,: 28.87 k-ft 0.0003 0.0038 0.0834 0.972 15 psi 1125 psi 0.01 OK 2083 psi 32000 psi 0.07 OK eat D+0.75(0.64)+0.75L+0.75s: 28.87 k-ft 0.0003 0.0038 0.0834 0.972 15 psi 1125 psi 0.01 OK 2083 psi 32000 psi 0.07 OK 7) 0.6D+0.6W: 38.5 k-ft 0.0003 0.0038 0.0834 0.972 20 psi 1125 psi 0.02 OK 2777 psi 32000 psi 0.09 OK 8a) D+0.7E,+0.7Et 75.35 k-ft 0.0003 0.0038 0.0834 0.972 38 psi 1125 psi 0.03 OK 5435 psi 32000 psi 0.17 OK ) 0.6D-0.7E,+0.7Eh: 75.35 k-ft 0.0003 0.0038 0.0834 0.972 38 psi 1125 psi 0.03 OK 5435 psi 32000 psi 0.17 OK USE: 8 in.thick CMU wall Vertical Reinforcement: (1)#5 Bars at 32 in o.c. at centerline of wall Horizontal Reinforcement: (1)#5 Bars at 48 in o.c. at centerline of wall Boundary Element Reinforcement: 2 #5 Bars at end of wall 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-11 JAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: UPPER E SW Shear Wall Analysis for Axial Stresses ASD Load Combinations P: I fa I Fa JUnity JCheck 1) D: 27.55 k 12.9 psi 447.8 psi 0.03 OK 5) D+0.6W: 28.86 k 13.5 psi 447.8 psi 0.03 OK 6a)D+0.75t0.6W>+0.75L+0.75L,: 30.57 k 14.3 psi 447.8 psi 0.03 OK 6b)D+0.75(0.6W)+0.75L+0.75S: 31.08 k 14.6 psi 447.8 psi 0.03 OK 7) 0.6D+0.6W: 14.91 k 7.0 psi 447.8 psi 0.02 OK 8a) D+0.7E,+0.7Et 30.45 k 14.3 psi 447.8 psi 0.03 OK ) 0.6D-0.7E,+0.7Eh: 13.64 k 6.4 psi 447.8 psi 0.01 OK Shear Wall Boundary Element Analysis for Axial+In-Plane Loading Moments of Critical Section at Base of Wall ASD Load Combinations: Mo: Boundary Force P: P at Boundary Net Tension Tallow: Unity Check 1) D: 0 k-ft 0.00 k 1.181 klf 13.78 k 0.00 k 19.84 k 0.00 OK 5) D+0.6W: 38.5 k-ft 1.67 k 1.237 klf 14.43 k 0.00 k 19.84 k 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75L.: 28.87 k-ft 1.26 k 1.31 klf 15.29 k 0.00 k 19.84 k 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 28.87 k-ft 1.26 k 1.332 klf 15.54 k 0.00 k 19.84 k 0.00 OK 7) 0.6D+0.6W: 38.5 k-ft 1.67 k 0.639 klf 7.453 k 0.00 k 19.84 k 0.00 OK 8a) D+0.7E,+0.7Et 75.35 k-ft 3.28 k 1.305 klf 15.22 k 0.00 k 19.84 k 0.00 OK 10a) 0.6D-0.7E,+0.7Eh: 75.35 k-ft 3.28 k 0.584 klf 6.818 k 0.00 k 19.84 k 0.00 OK Shear Wall Analysis for Axial+In-Plane Loading Shear Friction along the Base of Wall ASD Load Combinations: I M/Vd: I µ V: P: Any,: fv: I A,,: I Ff: JUnity Check 1) D: 0.00 1.0 0.00 klf 1.18 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 53.56 psi 0.00 OK 5) D+0.6W: 0.53 1.0 0.13 klf 1.24 klf 91.5 in /ft 1.5 psi/ft 0.116 in /ft 52.23 psi 0.03 OK 6a) D+0.75(0.6W)+0.75L+0.75Lr: 0.53 1.0 0.10 klf 1.31 klf 91.5 in /ft 1.1 psi/ft 0.116 in /ft 53.02 psi 0.02 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 0.53 1.0 0.10 klf 1.33 klf 91.5 in /ft 1.1 psi/ft 0.116 in /ft 53.25 psi 0.02 OK 7) 0.6D+0.6W: 0.53 1.0 0.13 klf 0.64 klf 91.5 in /ft 1.5 psi/ft 0.116 in /ft 45.85 psi 0.03 OK 8a) D+0.7Ev+0.7Et 0.40 1.0 0.35 klf 1.30 klf 91.5 in /ft 3.8 psi/ft 0.116 in /ft 54.92 psi 0.07 OK 10a) 0.6D-0.7E,+0.7Eh: 0.40 1.0 0.35 klf 0.58 klf 91.5 in /ft 3.8 psi/ft 0.116 in /ft 47.04 psi 0.08 OK Include Vertical Loads for Shear Friction Design: Yes 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-12 eA US Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: E SW 1 Wall Dimensions/Properties: Unfactored Axial Induced Forces Unfactored In-Plane Lateral Induced Forces Nom.Block Thickenss: 8 in. BLC 7 Dist.Loads Line Loads BLC In-Plane Lateral Load at Location Actual Block Width,'w': 7.625 in DL: 0 psf 88 plf WLLoc.1: 0.00 k at 0.00 ft above base Block Weight: Normal Weight DLadd: - psf 0 plf WLLoc.2: 0.00 k at 0.00 ft above base Grouted Cell Spacing: Fully DLsw: 80 psf 933 plf WLLoc.s: 0.62 k at 11.67 ft(rooj) DLomu: 80 psf LL: 0 psf 0 plf WLtot,d: 0.62 k at wall base Add.DLWall: 0 psf LLr: 0 psf 117 plf Eh,Loc.1: 0.00 k at 0.00 ft above base Total DLµ,alt: 80 psf SLbase: 0 psf 146 plf Eh,Loc.2: 0.00 k at 0.00 ft above base Wall Clear Span,Hl: 11.67 ft SLdrift: - psf 0 plf Eh,Loc.s: 2.11 k at 11.67 ft(roof) Wall Parapet Height,H2: 0.00 ft WL(+): 0 psf 93 plf Cs: 0.15 *W Total Wall Height,H: 11.67 ft WL_: 0 psf -116 plf Eh,wau: 1.03 k at 5.83 ft('H'/2) Wall Length,L,d,: 7.33 ft SDS: 0.75 Ie: 1.00 Multiplier: 1.5 Shear Wall Type: Special Reinforced Ev: - psf 13 plf Eh,tolal: 4.70 k at wall base Gross Shear Area,A,,,: 671 in E,,Wall: - psf 140.1 plf Wall Le tll.i'or'd' Dist.btwn Boundaries,'d': 7.00 ft r Dist toBountlarv"0' Material Properties: Bond Bearn Masonry fm: 2500 psi Em: 2250 ksi " v Top of Wall Reinforcement,f,: 60 ksi Es: 29000 ksi Bond Beam Restraint �=► Reinforcement,Fs: 32 ksi n: 12.89 Boundary Wall Reinforcement Steel: Reinforcement.Typ. �► Wall Reinforcement Layout: Single Curtain H Main Wall ( 1 ) #5 Vertical Bars at 24 in o.c. As,,: 0.31 in 2 rl z � Renlocelment Reinforcement: ( 1 ) #5 Horiz.Bars at 24 in o.c. AS h: 0.31 in ema rn Boundary Reinf. (2) #5 Vertical Bars As,t: 0.62 in ELEVATION Recant Min.Reinforcement Requirements: Min.As,cocal: 0.183 in /ft Max Spacing: 29.33 in OK Min.Total Reinforcement Provided.As,tocat: 0.31 in /ft OK Min.Vertical Min.As,v: 0.064 in /ft Min.As,bo,,,,dary: 0.20 in /ft Reinforcement Provided A • 0.155 ' 2 OK Min.Boundary/Flexural provided.A 0.62 ' 2 OK s,v to /ft Reinforcement s,boundary In /ft Max Spacing: 29.33 in OK As,max - in2/ft OK Min.Horizontal Reinforcement Min.Ash: 0.064 in /ft Min.As,bond beam: 0.20 in /ft Min.Bond Beam Provided As,h: 0.155 in 2/ft OK Reinforcement Provided.As,boun 0.31 in 2/ft OK Shear Wall Analysis for Axial+In-Plane Loading of Critical Section at Base of Wall ASD Load Combinations P: V: f,: M/Vd: Fv,m: F,,s: Fv,ma F,: jUnity Check 1) D: 7.49 k 0.00 k 0.00 psi 0.00 53 psi 27.1 psi 150 psi 80 psi 0.00 OK 5) D+0.6W: 7.90 k 0.37 k 0.55 psi 1.00 31 psi 27.1 psi 100 psi 58 psi 0.01 OK 6a)D+0.75(0.6w)+0.75L+0.75L,: 8.44 k 0.28 k 0.41 psi 1.00 31 psi 27.1 psi 100 psi 58 psi 0.01 OK 66)D+0.75(0.6W)+0.75L+0.25s: 8.60 k 0.28 k 0.41 psi 1.00 31 psi 27.1 psi 100 psi 58 psi 0.01 OK 7) 0.6D+0.6W: 3.98 k 0.37 k 0.55 psi 1.00 30 psi 27.1 psi 100 psi 57 psi 0.01 OK 8a) D+0.7Ev+0.7Et 8.27 k 3.29 k 4.91 psi 1.00 31 psi 27.1 psi 100 psi 58 psi 0.08 OK ) 0.6D-0.7Ev+0.7Eh: 3.70 k 3.29 k 4.91 psi 1.00 30 psi 27.1 psi 100 psi 57 psi 0.09 OK Inlcude Vertical Loads for Shear Design: Yes Shear Wall Analysis for Axial+In-Plane Loading Flexure of Critical Section at Base of Wall ASD Load Combinations Mo: I p I pn I k I j I fb: I Fb: jUnity jCheckj fs: I Fs: Unity Check 1) D: 0 k-ft 0.0010 0.0125 0.1460 0.951 0 psi 1125 psi 0.00 OK 0 psi 32000 psi 0.00 OK 5) D+0.6W: 4.314 k-ft 0.0010 0.0125 0.1460 0.951 14 psi 1125 psi 0.01 OK 3822 psi 32000 psi 0.12 OK 6a)D+0.75(0.6W)+0.75L+0.75L,: 3.235 k-ft 0.0010 0.0125 0.1460 0.951 10 psi 1125 psi 0.01 OK 2866 psi 32000 psi 0.09 OK 6a)D+0.75(0.64)+0.75L+0.75s: 3.235 k-ft 0.0010 0.0125 0.1460 0.951 10 psi 1125 psi 0.01 OK 2866 psi 32000 psi 0.09 OK 7) 0.6D+0.6W: 4.314 k-ft 0.0010 0.0125 0.1460 0.951 14 psi 1125 psi 0.01 OK 3822 psi 32000 psi 0.12 OK 8a) D+0.7E,+0.7Et 21.42 k-ft 0.0010 0.0125 0.1460 0.951 69 psi 1125 psi 0.06 OK 10623 psi 32000 psi 0.33 OK ) 0.6D-0.7E,+0.7Eh: 21.42 k-ft 0.0010 0.0125 0.1460 0.951 69 psi 1125 psi 0.06 OK 10623 psi 32000 psi 0.33 OK USE: 8 in.thick CMU wall Vertical Reinforcement: (1)#5 Bars at 24 in o.c. at centerline of wall Horizontal Reinforcement: (1)#5 Bars at 24 in o.c. at centerline of wall Boundary Element Reinforcement: 2 #5 Bars at end of wall *Boundary elements include OT load from top wall 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 / Project: Wet Rabbit Car Wash-Arlington Pg.No: E-13 JAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: E SW 1 Shear Wall Analysis for Axial Stresses ASD Load Combinations P: I fa I Fa JUnity JCheck 1) D: 7.486 k 11.2 psi 495.9 psi 0.02 OK 5) D+0.6W: 7.897 k 11.8 psi 495.9 psi 0.02 OK 6a)D+0.75t0.6W>+0.75L+0.75L,: 8.436 k 12.6 psi 495.9 psi 0.03 OK 6b)D+0.75(0.6W)+0.75L+0.75S: 8.596 k 12.8 psi 495.9 psi 0.03 OK 7) 0.6D+0.6W: 3.98 k 5.9 psi 495.9 psi 0.01 OK 8a) D+0.7E�,+0.7Et 8.273 k 12.3 psi 495.9 psi 0.02 OK ) 0.6D-0.7E�,+0.7Eh: 3.70 k 5.5 psi 495.9 psi 0.01 OK Shear Wall Boundary Element Analysis for Axial+In-Plane Loading Moments of Critical Section at Base of Wall ASD Load Combinations: Mo: Boundary Force P: P at Boundary Net Tension Tallow: Unity Check 1) D: 0 k-ft 0.00 k 1.021 klf 3.743 k 0.00 k 19.84 k 0.00 OK 5) D+0.6W: 4.314 k-ft 0.62 k 1.077 klf 3.948 k 0.00 k 19.84 k 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75L.: 3.235 k-ft 0.46 k 1.15 klf 4.218 k 0.00 k 19.84 k 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75s: 3.235 k-ft 0.46 k 1.172 klf 4.298 k 0.00 k 19.84 k 0.00 OK 7) 0.6D+0.6W: 4.314 k-ft 0.62 k 0.543 klf 1.99 k 0.00 k 19.84 k 0.00 OK 8a) D+0.7E,+0.7Et 21.42 k-ft 3.06 k 1.128 klf 4.136 k 0.00 k 19.84 k 0.00 OK 10a) 0.6D-0.7E,+0.7Eh: 21.42 k-ft 3.06 k 0.505 klf 1.852 k 1.21 k 19.84 k 0.06 OK Shear Wall Analysis for Axial+In-Plane Loading Shear Friction along the Base of Wall ASD Load Combinations: I M/Vd: I µ V: P: Any,: fv: I A,,: I Ff: JUnity Check 1) D: 0.00 1.0 0.00 klf 1.02 klf 91.5 in /ft 0.0 psi/ft 0.155 in /ft 65.36 psi 0.00 OK 5) D+0.6W: 1.00 1.0 0.05 klf 1.08 klf 91.5 in /ft 0.6 psi/ft 0.155 in /ft 28.79 psi 0.02 OK 6a) D+0.75(0.6W)+0.75L+0.75Lr: 1.00 1.0 0.04 klf 1.15 klf 91.5 in /ft 0.4 psi/ft 0.155 in /ft 29.31 psi 0.01 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 1.00 1.0 0.04 klf 1.17 klf 91.5 in /ft 0.4 psi/ft 0.155 in /ft 29.47 psi 0.01 OK 7) 0.6D+0.6W: 1.00 1.0 0.05 klf 0.54 klf 91.5 in /ft 0.6 psi/ft 0.155 in /ft 25 psi 0.02 OK 8a) D+0.7Ev+0.7Et 1.00 1.0 0.30 klf 1.13 klf 91.5 in /ft 3.3 psi/ft 0.155 in /ft 29.15 psi 0.11 OK 10a) 0.6D-0.7E,+0.7Eh: 1.00 1.0 0.30 klf 0.51 klf 91.5 in /ft 3.3 psi/ft 0.155 in /ft 24.73 psi 0.13 OK Include Vertical Loads for Shear Friction Design: Yes 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-14 eA US Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: E SW 2 Wall Dimensions/Properties: Unfactored Axial Induced Forces Unfactored In-Plane Lateral Induced Forces Nom.Block Thickenss: 8 in. BLC 7 Dist.Loads Line Loads BLC In-Plane Lateral Load at Location Actual Block Width,'w': 7.625 in DL: 0 psf 88 plf WLLoc.1: 0.00 k at 0.00 ft above base Block Weight: Normal Weight DLadd: - psf 0 plf WLLoc.2: 0.00 k at 0.00 ft above base Grouted Cell Spacing: Fully DLsw: 80 psf 933 plf WLLoc.3: 0.16 k at 11.67 ft(rooj) DLomu: 80 psf LL: 0 psf 0 plf WL'tot,d: 0.16 k at wall base Add.DLWall: 0 psf LLr: 0 psf 117 plf Eh,Loc.1: 0.00 k at 0.00 ft above base Total DLµ,alt: 80 psf SLbase: 0 psf 146 plf Eh,Loc.2: 0.00 k at 0.00 ft above base Wall Clear Span,Hl: 11.67 ft SLdrift: - psf 0 plf Eh,Loc.3: 0.55 k at 11.67 ft(roof) Wall Parapet Height,H2: 0.00 ft WLI+I: 0 psf 93 plf Cs: 0.15 *W Total Wall Height,H: 11.67 ft WL_: 0 psf -116 plf Eh,wau: 0.56 k at 5.83 ft('H'/2) Wall Length,L,d,: 4.00 ft SDS: 0.75 Ie: 1.00 Multiplier: 1.5 Shear Wall Type: Special Reinforced Ev: - psf 13 plf Eh,tolal: 1.67 k at wall base Gross Shear Area,A,,,: 366 in E,,Wall: - psf 140.1 plf Wall Le tll.i'or'd' Dist.btwn Boundaries,'d': 3.67 ft r Dist toBountlarv"0' Material Properties: Bond Bearn Masonry fm: 2500 psi Em: 2250 ksi " v Top of Wall Reinforcement,f,: 60 ksi Es: 29000 ksi Bond Beam Restraint �=► Reinforcement,Fs: 32 ksi n: 12.89 Boundary Wall Reinforcement Steel: Reinforcement.Typ. �► Wall Reinforcement Layout: Single Curtain H Main Wall ( 1 ) #5 Vertical Bars at 16 in o.c. As,,: 0.31 in 2 rl z � Renlocelment Reinforcement: ( 1 ) #5 Horiz.Bars at 16 in o.c. AS h: 0.31 in ema rn Boundary Reinf. (2) #5 Vertical Bars As,t: 0.62 in ELEVATION Recant Min.Reinforcement Requirements: Min.As,cocal: 0.183 in /ft Max Spacing: 16 in OK Min.Total Reinforcement Provided.As,tocat: 0.465 in /ft OK Min.Vertical Min.As,v: 0.078 in /ft Min.As,bo,,,,dary: 0.20 in /ft Reinforcement Provided A • 0.233 ' 2 OK Min.Boundary/Flexural provided.A 0.62 ' /ft 2 OK s,v to /ft Reinforcement s,bund oary In Max Spacing: 16 in OK As,max - in2/ft OK Min.Horizontal Reinforcement Min.Ash: 0.064 in /ft Min.As,bond beam: 0.20 in /ft Min.Bond Beam Provided As,h: 0.233 in 2/ft OK Reinforcement Provided.As,boun 0.31 in 2/ft OK Shear Wall Analysis for Axial+In-Plane Loading of Critical Section at Base of Wall ASD Load Combinations P: V: f,: M/Vd: Fv,m: F,,s: Fv,ma F,: jUnity Check 1) D: 4.08 k 0.00 k 0.00 psi 0.00 53 psi 40.66 psi 150 psi 93 psi 0.00 OK 5) D+0.6W: 4.31 k 0.10 k 0.26 psi 1.00 31 psi 40.66 psi 100 psi 72 psi 0.00 OK 6a)D+0.7510.6w1+0.75L+0.75L,: 4.60 k 0.07 k 0.20 psi 1.00 31 psi 40.66 psi 100 psi 72 psi 0.00 OK 6b)D+0.75(0.6w)+0.75L+0.75s: 4.69 k 0.07 k 0.20 psi 1.00 31 psi 40.66 psi 100 psi 72 psi 0.00 OK 7) 0.6D+0.6W: 2.17 k 0.10 k 0.26 psi 1.00 30 psi 40.66 psi 100 psi 70 psi 0.00 OK 8a) D+0.7Ev+0.7Et 4.51 k 1.17 k 3.19 psi 1.00 31 psi 40.66 psi 100 psi 72 psi 0.04 OK ) 0.6D-0.7Ev+0.7Eh: 2.02 k 1.17 k 3.19 psi 1.00 30 psi 40.66 psi 100 psi 70 psi 0.05 OK Inlcude Vertical Loads for Shear Design: Yes Shear Wall Analysis for Axial+In-Plane Loading Flexure of Critical Section at Base of Wall ASD Load Combinations Mo: I p I pn I k I j I fb: I Fb: jUnity jCheckj fs: I Fs: Unity Check 1) D: 0 k-ft 0.0018 0.0238 0.1957 0.935 0 psi 1125 psi 0.00 OK 0 psi 32000 psi 0.00 OK 5) D+0.6W: 1.131 k-ft 0.0018 0.0238 0.1957 0.935 10 psi 1125 psi 0.01 OK 3309 psi 32000 psi 0.10 OK 6a)D+0.75(0.6W)+0.75L+0.75L,: 0.848 k-ft 0.0018 0.0238 0.1957 0.935 8 psi 1125 psi 0.01 OK 2482 psi 32000 psi 0.08 OK 6b)D+0.75(0.64)+0.75L+0.75s: 0.848 k-ft 0.0018 0.0238 0.1957 0.935 8 psi 1125 psi 0.01 OK 2482 psi 32000 psi 0.08 OK 7) 0.6D+0.6W: 1.131 k-ft 0.0018 0.0238 0.1957 0.935 10 psi 1125 psi 0.01 OK 3309 psi 32000 psi 0.10 OK 8a) D+0.7E,+0.7Et 6.804 k-ft 0.0018 0.0238 0.1957 0.935 60 psi 1125 psi 0.05 OK 8637 psi 32000 psi 0.27 OK ) 0.6D-0.7E,+0.7Eh: 6.804 k-ft 0.0018 0.0238 0.1957 0.935 60 psi 1125 psi 0.05 OK 8637 psi 32000 psi 0.27 OK USE: 8 in.thick CMU wall Vertical Reinforcement: (1)#5 Bars at 16 in o.c. at centerline of wall Horizontal Reinforcement: (1)#5 Bars at 16 in o.c. at centerline of wall Boundary Element Reinforcement: 2 #5 Bars at end of wall *Boundary elements include OT load from top wall 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-15 JAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: E SW 2 Shear Wall Analysis for Axial Stresses ASD Load Combinations P: I fa I Fa JUnity JCheck 1) D: 4.083 k 11.2 psi 495.9 psi 0.02 OK 5) D+0.6W: 4.307 k 11.8 psi 495.9 psi 0.02 OK 6a)D+0.75t0.6W>+0.75L+0.75L,: 4.601 k 12.6 psi 495.9 psi 0.03 OK 6b)D+0.75(0.6W)+0.75L+0.75s: 4.689 k 12.8 psi 495.9 psi 0.03 OK 7) 0.6D+0.6W: 2.17 k 5.9 psi 495.9 psi 0.01 OK 8a) D+0.7E,+0.7Et 4.512 k 12.3 psi 495.9 psi 0.02 OK ) 0.6D-0.7E,+0.7Eh: 2.02 k 5.5 psi 495.9 psi 0.01 OK Shear Wall Boundary Element Analysis for Axial+In-Plane Loading Moments of Critical Section at Base of Wall ASD Load Combinations: Mo: Boundary Force P: P at Boundary Net Tension Tallow: Unity Check 1) D: 0 k-ft 0.00 k 1.021 klf 2.042 k 0.00 k 19.84 k 0.00 OK 5) D+0.6W: 1.131 k-ft 0.31 k 1.077 klf 2.154 k 0.00 k 19.84 k 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75L.: 0.848 k-ft 0.23 k 1.15 klf 2.301 k 0.00 k 19.84 k 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 0.848 k-ft 0.23 k 1.172 klf 2.344 k 0.00 k 19.84 k 0.00 OK 7) 0.6D+0.6W: 1.131 k-ft 0.31 k 0.543 klf 1.086 k 0.00 k 19.84 k 0.00 OK 8a) D+0.7E,+0.7Et 6.804 k-ft 1.86 k 1.128 klf 2.256 k 0.00 k 19.84 k 0.00 OK 10a) 0.6D-0.7E,+0.7Eh: 6.804 k-ft 1.86 k 0.505 klf 1.01 k 0.85 k 19.84 k 0.04 OK Shear Wall Analysis for Axial+In-Plane Loading Shear Friction along the Base of Wall ASD Load Combinations: I M/Vd: I µ V: P: Any,: fv: I A,,: I Ff: JUnity Check 1) D: 0.00 1.0 0.00 klf 1.02 klf 91.5 in /ft 0.0 psi/ft 0.233 in /ft 92.47 psi 0.00 OK 5) D+0.6W: 1.00 1.0 0.02 klf 1.08 klf 91.5 in /ft 0.3 psi/ft 0.233 in /ft 39.36 psi 0.01 OK 6a) D+0.75(0.6W)+0.75L+0.75Lr: 1.00 1.0 0.02 klf 1.15 klf 91.5 in /ft 0.2 psi/ft 0.233 in /ft 39.88 psi 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 1.00 1.0 0.02 klf 1.17 klf 91.5 in /ft 0.2 psi/ft 0.233 in /ft 40.04 psi 0.00 OK 7) 0.6D+0.6W: 1.00 1.0 0.02 klf 0.54 klf 91.5 in /ft 0.3 psi/ft 0.233 in /ft 35.57 psi 0.01 OK 8a) D+0.7Ev+0.7E1 1.00 1.0 0.19 klf 1.13 klf 91.5 in /ft 2.1 psi/ft 0.233 in /ft 39.73 psi 0.05 OK 10a) 0.6D-0.7E,+0.7Eh: 1.00 1.0 0.19 klf 0.51 klf 91.5 in /ft 2.1 psi/ft 0.233 in /ft 35.3 psi 0.06 OK Include Vertical Loads for Shear Friction Design: Yes 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-16 eA US Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: MID E SW Wall Dimensions/Properties: Unfactored Axial Induced Forces Unfactored In-Plane Lateral Induced Forces Nom.Block Thickenss: 8 in. BLC 7 Dist.Loads Line Loads BLC In-Plane Lateral Load at Location Actual Block Width,'w': 7.625 in DL: 0 psf 80 plf WLLoc.1: 0.00 k at 0.00 ft above base Block Weight: Normal Weight DLadd: - psf 0 plf WLLoc.2: 0.00 k at 0.00 ft above base Grouted Cell Spacing: Fully DLsw: 80 psf 1307 plf WLLoc.3: 12.47 k at 14.17 ft(rooj) DLomu: 80 psf LL: 0 psf 0 plf WL'tot,d: 12.47 k at wall base Add.DLWall: 0 psf LLr: 0 psf 80 plf Eh,Loc.1: 0.00 k at 0.00 ft above base Total DLµ,alt: 80 psf SLbase: 0 psf 100 plf Eh,Loc.2: 0.00 k at 0.00 ft above base Wall Clear Span,Hl: 14.17 ft SLdrift: - psf 0 plf Eh,Loc.3: 43.07 k at 14.17 ft(roof) Wall Parapet Height,H2: 2.17 ft WLI+I: 0 psf 64 plf Cs: 0.15 *W Total Wall Height,H: 16.33 ft WL_: 0 psf -80 plf Eh,wall: 2.35 k at 8.17 ft('H'/2) Wall Length,L,d,: 12.00 ft SDS: 0.75 Ie: 1.00 Multiplier: 1.5 Shear Wall Type: Special Reinforced Ev: - psf 12 plf Eh,tolal: 68.13 k at wall base Gross Shear Area,A,,,: 1098 in E,,Wall: - psf 196.2 plf Wall Le M.i'or'tl: Dist.btwn Boundaries,'d': 11.33 ft r Dist to Bountlarv"B Material Properties: Bond Sea. Masonry fm: 2500 psi Em: 2250 ksi " v Top of Wall Reinforcement,f,: 60 ksi Es: 29000 ksi Bond seam Restraint �=► Reinforcement,Fs: 32 ksi n: 12.89 Boundary Wall Reinforcement Steel: Reinforcement.Typ. �► Wall Reinforcement Layout: Single Curtain H Main Wall ( 1 ) #5 Vertical Bars at 16 in o.c. As,,: 0.31 in 2 rl z � Renlocelment Reinforcement: ( 1 ) #5 Horiz.Bars at 32 in o.c. AS h: 0.31 in emtl m Boundary Reinf. (4) #6 Vertical Bars As,t: 1.76 in ELEVATION Recant Min.Reinforcement Requirements: Min.As,cocal: 0.183 in /ft Max Spacing: 48 in OK Min.Total Reinforcement Provided.As,total: 0.349 in /ft OK Min.Vertical Min.As,v: 0.064 in /ft Min.As,bo,,,,dary: 0.20 in /ft Reinforcement Provided A • 0.233 ' 2 OK Min.Boundary/Flexural provided.A 1.76 ' /ft 2 OK s,v to /ft Reinforcement s,bund oary In Max Spacing: 48 in OK As,max - in2/ft OK Min.Horizontal Reinforcement Min.Ash: 0.064 in /ft Min.As,bond beam: 0.20 in /ft Min.Bond Beam Provided As,h: 0.116 in 2/ft OK Reinforcement Provided.As,boun 0.31 in 2/ft OK Shear Wall Analysis for Axial+In-Plane Loading of Critical Section at Base of Wall ASD Load Combinations P: V: f,: M/Vd: Fv,m: F,,s: Fv,ma F,: jUnity Check 1) D: 16.64 k 0.00 k 0.00 psi 0.00 54 psi 20.33 psi 150 psi 74 psi 0.00 OK S) D+0.6W: 17.10 k 7.48 k 6.81 psi 1.00 32 psi 20.33 psi 100 psi 52 psi 0.13 OK 6a)D+0.7510.6w1+0.75L+0.75L,: 17.71 k 5.61 k 5.11 psi 1.00 32 psi 20.33 psi 100 psi 52 psi 0.10 OK cb)D+0.75(0.6W)+0.75L+0.25s: 17.89 k 5.61 k 5.11 psi 1.00 32 psi 20.33 psi 100 psi 53 psi 0.10 OK 7) 0.6D+0.6W: 9.41 k 7.48 k 6.81 psi 1.00 30 psi 20.33 psi 100 psi 51 psi 0.13 OK 8a) D+0.7Ev+0.7Et 18.39 k 47.69 k 43.44 psi 1.00 32 psi 20.33 psi 100 psi 53 psi 0.83 OK ) 0.6D-0.7Ev+0.7Eh: 8.24 k 47.69 k 43.44 psi 1.00 30 psi 20.33 psi 100 psi 50 psi 0.86 OK Inlcude Vertical Loads for Shear Design: Yes Shear Wall Analysis for Axial+In-Plane Loading Flexure of Critical Section at Base of Wall ASD Load Combinations Mo: I p I pn I k I j I fb: I Fb: jUnity jCheckj fs: I Fs: Unity Check 1) D: 0 k-ft 0.0017 0.0219 0.1884 0.937 0 psi 1125 psi 0.00 OK 0 psi 32000 psi 0.00 OK S) D+0.6W: 106 k-ft 0.0017 0.0219 0.1884 0.937 102 psi 1125 psi 0.09 OK 5668 psi 32000 psi 0.18 OK 6a)D+0.75(0.6W)+0.75L+0.75L,: 79.47 k-ft 0.0017 0.0219 0.1884 0.937 77 psi 1125 psi 0.07 OK 4251 psi 32000 psi 0.13 OK eat D+0.75(0.64)+0.75L+0.75s: 79.47 k-ft 0.0017 0.0219 0.1884 0.937 77 psi 1125 psi 0.07 OK 4251 psi 32000 psi 0.13 OK 7) 0.6D+0.6W: 106 k-ft 0.0017 0.0219 0.1884 0.937 102 psi 1125 psi 0.09 OK 5668 psi 32000 psi 0.18 OK 8a) D+0.7E,+0.7Et 440.5 k-ft 0.0017 0.0219 0.1884 0.937 425 psi 1125 psi 0.38 OK 23566 psi 32000 psi 0.74 OK ) 0.6D-0.7E,+0.7Eh: 440.5 k-ft 0.0017 0.0219 0.1884 0.937 425 psi 1125 psi 0.38 OK 23566 psi 32000 psi 0.74 OK USE: 8 in.thick CMU wall Vertical Reinforcement: (1)#5 Bars at 16 in o.c. at centerline of wall Horizontal Reinforcement: (1)#5 Bars at 32 in o.c. at centerline of wall Boundary Element Reinforcement: 4 #6 Bars at end of wall 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-17 JAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: MID E SW Shear Wall Analysis for Axial Stresses ASD Load Combinations P: I fa I Fa JUnity JCheck 1) D: 16.64 k 15.2 psi 434.6 psi 0.03 OK 5) D+0.6W: 17.1 k 15.6 psi 434.6 psi 0.04 OK 6a)D+0.75t0.6W>+0.75L+0.75L,: 17.71 k 16.1 psi 434.6 psi 0.04 OK 6b)D+0.75(0.6W)+0.75L+0.75S: 17.89 k 16.3 psi 434.6 psi 0.04 OK 7) 0.6D+0.6W: 9.41 k 8.6 psi 434.6 psi 0.02 OK 8a) D+0.7E�,+0.7Et 18.39 k 16.7 psi 434.6 psi 0.04 OK ) 0.6D-0.7E�,+0.7Eh: 8.24 k 7.5 psi 434.6 psi 0.02 OK Shear Wall Boundary Element Analysis for Axial+In-Plane Loading Moments of Critical Section at Base of Wall ASD Load Combinations: Mo: Boundary Force P: P at Boundary Net Tension Tallow: Unity Check 1) D: 0 k-ft 0.00 k 1.387 klf 8.32 k 0.00 k 56.32 k 0.00 OK 5) D+0.6W: 106 k-ft 9.35 k 1.425 klf 8.55 k 0.80 k 56.32 k 0.01 OK 6a) D+0.75(0.6W)+0.75L+0.75L.: 79.47 k-ft 7.01 k 1.475 klf 8.853 k 0.00 k 56.32 k 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75s: 79.47 k-ft 7.01 k 1.49 klf 8.943 k 0.00 k 56.32 k 0.00 OK 7) 0.6D+0.6W: 106 k-ft 9.35 k 0.784 klf 4.705 k 4.64 k 56.32 k 0.08 OK 8a) D+0.7E,+0.7Et 440.5 k-ft 38.87 k 1.532 klf 9.194 k 29.68 k 56.32 k 0.53 OK 10a) 0.6D-0.7E,+0.7Eh: 440.5 k-ft 38.87 k 0.686 klf 4.118 k 34.75 k 56.32 k 0.62 OK Shear Wall Analysis for Axial+In-Plane Loading Shear Friction along the Base of Wall ASD Load Combinations: I M/Vd: I µ V: P: Any,: fv: I A,,: I Ff: JUnity Check 1) D: 0.00 1.0 0.00 klf 1.39 klf 91.5 in /ft 0.0 psi/ft 0.233 in /ft 96.47 psi 0.00 OK 5) D+0.6W: 1.00 1.0 0.62 klf 1.43 klf 91.5 in /ft 6.8 psi/ft 0.233 in /ft 41.83 psi 0.16 OK 6a) D+0.75(0.6W)+0.75L+0.75Lr: 1.00 1.0 0.47 klf 1.48 klf 91.5 in /ft 5.1 psi/ft 0.233 in /ft 42.19 psi 0.12 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 1.00 1.0 0.47 klf 1.49 klf 91.5 in /ft 5.1 psi/ft 0.233 in /ft 42.3 psi 0.12 OK 7) 0.6D+0.6W: 1.00 1.0 0.62 klf 0.78 klf 91.5 in /ft 6.8 psi/ft 0.233 in /ft 37.28 psi 0.18 OK 8a) D+0.7Ev+0.7Et 1.00 1.0 2.65 klf 1.53 klf 91.5 in /ft 29.0 psi/ft 0.233 in /ft 42.6 psi 0.68 OK 10a) 0.6D-0.7E,+0.7Eh: 1.00 1.0 2.65 klf 0.69 klf 91.5 in /ft 29.0 psi/ft 0.233 in /ft 36.59 psi 0.79 OK Include Vertical Loads for Shear Friction Design: Yes 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-18 eA US Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: MID W SW Wall Dimensions/Properties: Unfactored Axial Induced Forces Unfactored In-Plane Lateral Induced Forces Nom.Block Thickenss: 8 in. BLC 7 Dist.Loads Line Loads BLC In-Plane Lateral Load at Location Actual Block Width,'w': 7.625 in DL: 0 psf 160 plf WLLoc.1: 0.00 k at 0.00 ft above base Block Weight: Normal Weight DLadd: - psf 0 plf WLLoc.2: 0.00 k at 0.00 ft above base Grouted Cell Spacing: Fully DLsw: 80 psf 1467 plf WLLoc.s: 14.65 k at 14.17 ft(rooj) DLcmu: 80 psf LL: 0 psf 0 plf WLtotal: 14.65 k at wall base Add.DLWaII: 0 psf LLr: 0 psf 160 plf Eh,Loc.1: 0.00 k at 0.00 ft above base Total DLWaII: 80 psf SLbase: 0 psf 200 plf Eh,Loc.2: 0.00 k at 0.00 ft above base Wall Clear Span,Hl: 14.17 ft SLdrift: - psf 0 plf Eh,Loc.s: 51.16 k at 14.17 ft(roof) Wall Parapet Height,H2: 4.17 ft WLI+I: 0 psf 128 plf Cs: 0.15 *W Total Wall Height,H: 18.33 ft WL_: 0 psf -159 plf Eh,wall: 2.64 k at 9.17 ft('H'/2) Wall Length,L,d,: 12.00 ft SDS: 0.75 Ie: 1.00 Multiplier: 1.5 Shear Wall Type: Special Reinforced Ev: - psf 24 plf Eh,total: 80.70 k at wall base Gross Shear Area,A,,,: 1098 in E,,wall: - psf 220.2 plf wau Le UI,i'or'd' Dist.btwn Boundaries,'d': 11.33 ft r Dist toBountlarv"0' Material Properties: Bond Sea. Masonry fm: 2500 psi Em: 2250 ksi " v ______ Top of Wall Reinforcement,fy: 60 ksi Es: 29000 ksi send Beam Restraint �=► Reinforcement,Fs: 32 ksi n: 12.89 Boundary Wall Reinforcement Steel: Reinforcement.Typ. �► Wall Reinforcement Layout: Single Curtain H Main Wall ( 1 ) #5 Vertical Bars at 16 in o.c. As,,: 0.31 in 2 Wz � Renlocelment Reinforcement: ( 1 ) #5 Horiz.Bars at 24 in o.c. AS h: 0.31 in ema m Boundary Reinf. (4) #6 Vertical Bars As,t: 1.76 in ELEVATION Recant Min.Reinforcement Requirements: Min.As,total: 0.183 in /ft Max Spacing: 48 in OK Min.Total Reinforcement Provided.As,total: 0.388 in /ft OK Min.Vertical Min.As,v: 0.064 in /ft Min.As,bo,,,,dary: 0.20 in /ft Reinforcement Provided A • 0.233 ' 2 OK Min.Boundary/Flexural provided.A 1.76 ' /ft 2 OK s,v to /ft Reinforcement s,bund oary In Max Spacing: 48 in OK As,max - in2/ft OK Min.Horizontal Reinforcement Min.Ash: 0.064 in /ft Min.As,bond beam: 0.20 in /ft Min.Bond Beam Provided As,h: 0.155 in 2/ft OK Reinforcement Provided.As,boun 0.31 in 2/ft OK Shear Wall Analysis for Axial+In-Plane Loading of Critical Section at Base of Wall ASD Load Combinations P: V: f,: M/Vd: Fv,m: F,,s: Fv,ma F,: jUnity Check 1) D: 19.52 k 0.00 k 0.00 psi 0.00 54 psi 27.1 psi 150 psi 82 psi 0.00 OK 5) D+0.6W: 20.44 k 8.79 k 8.00 psi 1.00 33 psi 27.1 psi 100 psi 60 psi 0.13 OK 6a)D+0.7510.6w1+0.75L+0.75L,: 21.65 k 6.59 k 6.00 psi 1.00 33 psi 27.1 psi 100 psi 60 psi 0.10 OK 66)D+0.75(0.6W)+0.75L+0.25s: 22.01 k 6.59 k 6.00 psi 1.00 33 psi 27.1 psi 100 psi 60 psi 0.10 OK 7) 0.6D+0.6W: 10.57 k 8.79 k 8.00 psi 1.00 31 psi 27.1 psi 100 psi 58 psi 0.14 OK 8a) D+0.7Ev+0.7EI 21.57 k 56.49 k 51.45 psi 1.00 33 psi 27.1 psi 100 psi 60 psi 0.86 OK ) 0.6D-0.7Ev+0.7Eh: 9.66 k 56.49 k 51.45 psi 1.00 30 psi 27.1 psi 100 psi 57 psi 0.90 OK Inlcude Vertical Loads for Shear Design: Yes Shear Wall Analysis for Axial+In-Plane Loading Flexure of Critical Section at Base of Wall ASD Load Combinations Mo: I p I pn I k I j I fb: I Fb: jUnity jCheckj fs: I Fs: Unity Check 1) D: 0 k-ft 0.0017 0.0219 0.1884 0.937 0 psi 1125 psi 0.00 OK 0 psi 32000 psi 0.00 OK 5) D+0.6W: 124.5 k-ft 0.0017 0.0219 0.1884 0.937 120 psi 1125 psi 0.11 OK 6661 psi 32000 psi 0.21 OK 6a)D+0.75(0.6W)+0.75L+0.75L,: 93.38 k-ft 0.0017 0.0219 0.1884 0.937 90 psi 1125 psi 0.08 OK 4995 psi 32000 psi 0.16 OK eat D+0.75(0.64)+0.75L+0.75s: 93.38 k-ft 0.0017 0.0219 0.1884 0.937 90 psi 1125 psi 0.08 OK 4995 psi 32000 psi 0.16 OK 7) 0.6D+0.6W: 124.5 k-ft 0.0017 0.0219 0.1884 0.937 120 psi 1125 psi 0.11 OK 6661 psi 32000 psi 0.21 OK 8a) D+0.7E,+0.7EI 524.3 k-ft 0.0017 0.0219 0.1884 0.937 505 psi 1125 psi 0.45 OK 28045 psi 32000 psi 0.88 OK ) 0.6D-0.7E,+0.7Eh: 524.3 k-ft 0.0017 0.0219 0.1884 0.937 505 psi 1125 psi 0.45 OK 28045 psi 32000 psi 0.88 OK USE: 8 in.thick CMU wall Vertical Reinforcement: (1)#5 Bars at 16 in o.c. at centerline of wall Horizontal Reinforcement: (1)#5 Bars at 24 in o.c. at centerline of wall Boundary Element Reinforcement: 4 #6 Bars at end of wall 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-19 JAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: MID W SW Shear Wall Analysis for Axial Stresses ASD Load Combinations P: I fa I Fa JUnity JCheck 1) D: 19.52 k 17.8 psi 434.6 psi 0.04 OK 5) D+0.6W: 20.44 k 18.6 psi 434.6 psi 0.04 OK 6a)D+0.75t0.6W>+0.75L+0.75L,: 21.65 k 19.7 psi 434.6 psi 0.05 OK 6b)D+0.75(0.6W)+0.75L+0.75S: 22.01 k 20.0 psi 434.6 psi 0.05 OK 7) 0.6D+0.6W: 10.57 k 9.6 psi 434.6 psi 0.02 OK 8a) D+0.7E,+0.7Et 21.57 k 19.6 psi 434.6 psi 0.05 OK ) 0.6D-0.7E,+0.7Eh: 9.66 k 8.8 psi 434.6 psi 0.02 OK Shear Wall Boundary Element Analysis for Axial+In-Plane Loading Moments of Critical Section at Base of Wall ASD Load Combinations: Mo: Boundary Force P: P at Boundary Net Tension Tallow: Unity Check 1) D: 0 k-ft 0.00 k 1.627 klf 9.76 k 0.00 k 56.32 k 0.00 OK 5) D+0.6W: 124.5 k-ft 10.99 k 1.703 klf 10.22 k 0.77 k 56.32 k 0.01 OK 6a) D+0.75(0.6W)+0.75L+0.75L.: 93.38 k-ft 8.24 k 1.804 klf 10.83 k 0.00 k 56.32 k 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 93.38 k-ft 8.24 k 1.834 klf 11.01 k 0.00 k 56.32 k 0.00 OK 7) 0.6D+0.6W: 124.5 k-ft 10.99 k 0.88 klf 5.283 k 5.70 k 56.32 k 0.10 OK 8a) D+0.7E,+0.7Et 524.3 k-ft 46.26 k 1.798 klf 10.79 k 35.47 k 56.32 k 0.63 OK 10a) 0.6D-0.7E,+0.7Eh: 524.3 k-ft 46.26 k 0.805 klf 4.83 k 41.43 k 56.32 k 0.74 OK Shear Wall Analysis for Axial+In-Plane Loading Shear Friction along the Base of Wall ASD Load Combinations: I M/Vd: I µ V: P: Any,: fv: I A,,: I Ff: JUnity Check 1) D: 0.00 1.0 0.00 klf 1.63 klf 91.5 in /ft 0.0 psi/ft 0.233 in /ft 99.09 psi 0.00 OK 5) D+0.6W: 1.00 1.0 0.73 klf 1.70 klf 91.5 in /ft 8.0 psi/ft 0.233 in /ft 43.81 psi 0.18 OK 6a) D+0.75(0.6W)+0.75L+0.75Lr: 1.00 1.0 0.55 klf 1.80 klf 91.5 in /ft 6.0 psi/ft 0.233 in /ft 44.53 psi 0.13 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 1.00 1.0 0.55 klf 1.83 klf 91.5 in /ft 6.0 psi/ft 0.233 in /ft 44.74 psi 0.13 OK 7) 0.6D+0.6W: 1.00 1.0 0.73 klf 0.88 klf 91.5 in /ft 8.0 psi/ft 0.233 in /ft 37.97 psi 0.21 OK 8a) D+0.7Ev+0.7Et 1.00 1.0 3.14 klf 1.80 klf 91.5 in /ft 34.3 psi/ft 0.233 in /ft 44.48 psi 0.77 OK 10a) 0.6D-0.7E,+0.7Eh: 1.00 1.0 3.14 klf 0.81 klf 91.5 in /ft 34.3 psi/ft 0.233 in /ft 37.43 psi 0.92 OK Include Vertical Loads for Shear Friction Design: Yes 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-20 eA US Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: WSW 1 Wall Dimensions/Properties: Unfactored Axial Induced Forces Unfactored In-Plane Lateral Induced Forces Nom.Block Thickenss: 8 in. BLC 7 Dist.Loads Line Loads BLC In-Plane Lateral Load at Location Actual Block Width,'w': 7.625 in DL: 0 psf 0 plf WLLoc.t: 0.00 k at 0.00 ft above base Block Weight: Normal Weight DLadd: - psf 0 plf WLLoc.2: 0.00 k at 0.00 ft above base Grouted Cell Spacing: Fully DLsw: 80 psf 1467 plf WLLoc.3: 1.31 k at 15.33 ft(rooj) DLomu: 80 psf LL: 0 psf 0 plf WLtocal: 1.31 k at wall base Add.DLWall: 0 psf LLr: 0 psf 0 plf Eh,Loc.t: 0.00 k at 0.00 ft above base Total DLµ,alt: 80 psf SLbase: 0 psf 0 plf Eh,Loc.2: 0.00 k at 0.00 ft above base Wall Clear Span,Hl: 15.33 ft SLdrift: - psf 0 plf Eh,Loe.3: 4.42 k at 15.33 ft(roof) Wall Parapet Height,H2: 3.00 ft WLI+I: 0 psf 0 plf Cs: 0.15 *W Total Wall Height,H: 18.33 ft WL_: 0 psf 0 plf Eh,wall: 0.88 k at 9.17 ft('H'/2) Wall Length,L,d,: 4.00 ft SDS: 0.75 Ie: 1.00 Multiplier: 1.5 Shear Wall Type: Special Reinforced Ev: - psf 0 plf Eh,total: 7.95 k at wall base Gross Shear Area,A,,,: 366 in E,Wall: - psf 220.2 plf Wall Le tll.i'or'd' Dist.btwn Boundaries,'d': 3.67 ft r Dist toBountlarv"0' Material Properties: Bond Bearn Masonry fm: 2500 psi Em: 2250 ksi " v Top of Wall Reinforcement,fy: 60 ksi Es: 29000 ksi Bond Beam Restraint �=► Reinforcement,Fs: 32 ksi n: 12.89 Boundary Wall Reinforcement Steel: Reinforcement.Typ. �► Wall Reinforcement Layout: Single Curtain H Main Wall ( 1 ) #5 Vertical Bars at 16 in o.c. As,,: 0.31 in 2 rl z � Renlocelment Reinforcement: ( 1 ) #5 Horiz.Bars at 16 in o.c. AS h: 0.31 in ema rn Boundary Reinf. (2) #5 Vertical Bars As,t: 0.62 in ELEVATION Recant Min.Reinforcement Requirements: Min.As,total: 0.183 in /ft Max Spacing: 16 in OK Min.Total Reinforcement Provided.As,mw: 0.465 in /ft OK Min.Vertical Min.As,v: 0.078 in /ft Min.As,bo,,,,dary: 0.20 in /ft Reinforcement Provided A • 0.233 ' 2 OK Min.Boundary/Flexural provided.A 0.62 ' /ft 2 OK s,v to /ft Reinforcement s,bund oary In Max Spacing: 16 in OK As,max - in2/ft OK Min.Horizontal Reinforcement Min.Ash: 0.064 in /ft Min.As,bond beam: 0.20 in /ft Min.Bond Beam Provided As,h: 0.233 in 2/ft OK Reinforcement Provided.As,boun 0.31 in 2/ft OK Shear Wall Analysis for Axial+In-Plane Loading of Critical Section at Base of Wall ASD Load Combinations P: V: f,: M/Vd: Fv,m: F,,s: Fv,ma F,: jUnity Check 1) D: 5.87 k 0.00 k 0.00 psi 0.00 54 psi 40.66 psi 150 psi 95 psi 0.00 OK 5) D+0.6W: 5.87 k 0.79 k 2.15 psi 1.00 32 psi 40.66 psi 100 psi 73 psi 0.03 OK 6a)D+0.7510.6w1+0.75L+0.75L,: 5.87 k 0.59 k 1.61 psi 1.00 32 psi 40.66 psi 100 psi 73 psi 0.02 OK 6b)D+0.75(0.6w)+0.75L+0.75s: 5.87 k 0.59 k 1.61 psi 1.00 32 psi 40.66 psi 100 psi 73 psi 0.02 OK 7) 0.6D+0.6W: 3.52 k 0.79 k 2.15 psi 1.00 31 psi 40.66 psi 100 psi 71 psi 0.03 OK 8a) D+0.7Ev+0.7Et 6.48 k 5.57 k 15.21 psi 1.00 33 psi 40.66 psi 100 psi 73 psi 0.21 OK ) 0.6D-0.7Ev+0.7Eh: 2.90 k 5.57 k 15.21 psi 1.00 30 psi 40.66 psi 100 psi 71 psi 0.21 OK Inlcude Vertical Loads for Shear Design: Yes Shear Wall Analysis for Axial+In-Plane Loading Flexure of Critical Section at Base of Wall ASD Load Combinations Mo: p I pn I k j I fb: I Fb: jUnity jCheckj fs: I Fs: Unity Check 1) D: 0 k-ft 0.0018 0.0238 0.1957 0.935 0 psi 1125 psi 0.00 OK 0 psi 32000 psi 0.00 OK 5) D+0.6W: 12.07 k-ft 0.0018 0.0238 0.1957 0.935 107 psi 1125 psi 0.10 OK 5681 psi 32000 psi 0.18 OK 6a)D+0.75(0.6W)+0.75L+0.75L,: 9.055 k-ft 0.0018 0.0238 0.1957 0.935 80 psi 1125 psi 0.07 OK 4261 psi 32000 psi 0.13 OK 6b)D+0.75(0.64)+0.75L+0.75s: 9.055 k-ft 0.0018 0.0238 0.1957 0.935 80 psi 1125 psi 0.07 OK 4261 psi 32000 psi 0.13 OK 7) 0.6D+0.6W: 12.07 k-ft 0.0018 0.0238 0.1957 0.935 107 psi 1125 psi 0.10 OK 5681 psi 32000 psi 0.18 OK 8a) D+0.7E,+0.7Et 53.11 k-ft 0.0018 0.0238 0.1957 0.935 472 psi 1125 psi 0.42 OK 24994 psi 32000 psi 0.78 OK ) 0.6D-0.7E,+0.7Eh: 53.11 k-ft 0.0018 0.0238 0.1957 0.935 472 psi 1125 psi 0.42 OK 24994 psi 32000 psi 0.78 OK USE: 8 in.thick CMU wall Vertical Reinforcement: (1)#5 Bars at 16 in o.c. at centerline of wall Horizontal Reinforcement: (1)#5 Bars at 16 in o.c. at centerline of wall Boundary Element Reinforcement: 2 #5 Bars at end of wall 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-21 JAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: WSW 1 Shear Wall Analysis for Axial Stresses ASD Load Combinations P: I fa I Fa JUnity JCheck 1) D: 5.867 k 16.0 psi 401.9 psi 0.04 OK 5) D+0.6W: 5.867 k 16.0 psi 401.9 psi 0.04 OK 6a)D+0.75t0.6W>+0.75L+0.75L,: 5.867 k 16.0 psi 401.9 psi 0.04 OK 6b)D+0.75(0.6W)+0.75L+0.75S: 5.867 k 16.0 psi 401.9 psi 0.04 OK 7) 0.6D+0.6W: 3.52 k 9.6 psi 401.9 psi 0.02 OK 8a) D+0.7E,+0.7Et 6.483 k 17.7 psi 401.9 psi 0.04 OK ) 0.6D-0.7E,+0.7Eh: 2.90 k 7.9 psi 401.9 psi 0.02 OK Shear Wall Boundary Element Analysis for Axial+In-Plane Loading Moments of Critical Section at Base of Wall ASD Load Combinations: Mo: Boundary Force P: P at Boundary Net Tension Tallow: Unity Check 1) D: 0 k-ft 0.00 k 1.467 klf 2.933 k 0.00 k 19.84 k 0.00 OK 5) D+0.6W: 12.07 k-ft 3.29 k 1.467 klf 2.933 k 0.36 k 19.84 k 0.02 OK 6a) D+0.75(0.6W)+0.75L+0.75L.: 9.055 k-ft 2.47 k 1.467 klf 2.933 k 0.00 k 19.84 k 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 9.055 k-ft 2.47 k 1.467 klf 2.933 k 0.00 k 19.84 k 0.00 OK 7) 0.6D+0.6W: 12.07 k-ft 3.29 k 0.88 klf 1.76 k 1.53 k 19.84 k 0.08 OK 8a) D+0.7E,+0.7Et 53.11 k-ft 14.49 k 1.621 klf 3.242 k 11.24 k 19.84 k 0.57 OK 10a) 0.6D-0.7E,+0.7Eh: 53.11 k-ft 14.49 k 0.726 klf 1.452 k 13.03 k 19.84 k 0.66 OK Shear Wall Analysis for Axial+In-Plane Loading Shear Friction along the Base of Wall ASD Load Combinations: I M/Vd: I µ V: P: Any,: fv: I A,,: I Ff: JUnity Check 1) D: 0.00 1.0 0.00 klf 1.47 klf 91.5 in /ft 0.0 psi/ft 0.233 in /ft 97.34 psi 0.00 OK 5) D+0.6W: 1.00 1.0 0.20 klf 1.47 klf 91.5 in /ft 2.2 psi/ft 0.233 in /ft 42.13 psi 0.05 OK 6a) D+0.75(0.6W)+0.75L+0.75Lr: 1.00 1.0 0.15 klf 1.47 klf 91.5 in /ft 1.6 psi/ft 0.233 in /ft 42.13 psi 0.04 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 1.00 1.0 0.15 klf 1.47 klf 91.5 in /ft 1.6 psi/ft 0.233 in /ft 42.13 psi 0.04 OK 7) 0.6D+0.6W: 1.00 1.0 0.20 klf 0.88 klf 91.5 in /ft 2.2 psi/ft 0.233 in /ft 37.96 psi 0.06 OK 8a) D+0.7Ev+0.7Et 1.00 1.0 0.93 klf 1.62 klf 91.5 in /ft 10.1 psi/ft 0.233 in /ft 43.23 psi 0.23 OK 10a) 0.6D-0.7E,+0.7Eh: 1.00 1.0 0.93 klf 0.73 klf 91.5 in /ft 10.1 psi/ft 0.233 in /ft 36.87 psi 0.28 OK Include Vertical Loads for Shear Friction Design: Yes 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-22 eA US Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: W SW 2 Wall Dimensions/Properties: Unfactored Axial Induced Forces Unfactored In-Plane Lateral Induced Forces Nom.Block Thickenss: 8 in. BLC 7 Dist.Loads Line Loads BLC In-Plane Lateral Load at Location Actual Block Width,'w': 7.625 in DL: 0 psf 0 plf WLLoc.1: 0.00 k at 0.00 ft above base Block Weight: Normal Weight DLadd: - psf 0 plf WLLoc.2: 0.00 k at 0.00 ft above base Grouted Cell Spacing: Fully DLsw: 80 psf 1467 plf WLLoc.3: 2.84 k at 15.33 ft(rooj) DLomu: 80 psf LL: 0 psf 0 plf WLtot,d: 2.84 k at wall base Add.DLWall: 0 psf LLr: 0 psf 0 plf Eh,Loc.1: 0.00 k at 0.00 ft above base Total DLµ,alt: 80 psf SLbase: 0 psf 0 plf Eh,Loc.2: 0.00 k at 0.00 ft above base Wall Clear Span,Hl: 15.33 ft SLdrift: - psf 0 plf Eh,Loe.3: 9.55 k at 15.33 ft(roof) Wall Parapet Height,H2: 3.00 ft WLI+I: 0 psf 0 plf Cs: 0.15 *W Total Wall Height,H: 18.33 ft WL_: 0 psf 0 plf Eh,wall: 1.17 k at 9.17 ft('H'/2) Wall Length,L,d,: 5.33 ft SDS: 0.75 Ie: 1.00 Multiplier: 1.5 Shear Wall Type: Special Reinforced Ev: - psf 0 plf Eh,tolal: 16.09 k at wall base Gross Shear Area,A,,,: 488 in E,Wall: - psf 220.2 plf Wall Le tll.i'or'd' Dist.btwn Boundaries,'d': 4.67 ft r Dist toBountlarv"0' Material Properties: Bond Bearn Masonry fm: 2500 psi Em: 2250 ksi " v Top of Wall Reinforcement,fy: 60 ksi Es: 29000 ksi Bond Beam Restraint �=► Reinforcement,Fs: 32 ksi n: 12.89 Boundary Wall Reinforcement Steel: Reinforcement.Typ. �► Wall Reinforcement Layout: Single Curtain H Main Wall ( 1 ) #5 Vertical Bars at 16 in o.c. As,,: 0.31 in 2 Wz � Renlocelment Reinforcement: ( 1 ) #5 Horiz.Bars at 16 in o.c. AS h: 0.31 in ema rn Boundary Reinf. (4) #5 Vertical Bars As,t: 1.24 in ELEVATION Recant Min.Reinforcement Requirements: Min.As,cocal: 0.183 in /ft Max Spacing: 21.33 in OK Min.Total Reinforcement Provided.As,tocat: 0.465 in /ft OK Min.Vertical Min.As,v: 0.078 in /ft Min.As,bo,,,,dary: 0.20 in /ft Reinforcement Provided A • 0.233 ' 2 OK Min.Boundary/Flexural provided.A 1.24 ' /ft 2 OK s,v to /ft Reinforcement s,bund oary to Max Spacing: 21.33 in OK As,max - in2/ft OK Min.Horizontal Reinforcement Min.Ash: 0.064 in /ft Min.As,bond beam: 0.20 in /ft Min.Bond Beam Provided As,h: 0.233 in 2/ft OK Reinforcement Provided.As,boun 0.31 in 2/ft OK Shear Wall Analysis for Axial+In-Plane Loading of Critical Section at Base of Wall ASD Load Combinations P: V: f,: M/Vd: Fv,m: F,,s: Fv,ma F,: jUnity Check 1) D: 7.82 k 0.00 k 0.00 psi 0.00 54 psi 40.66 psi 150 psi 95 psi 0.00 OK 5) D+0.6W: 7.82 k 1.70 k 3.49 psi 1.00 32 psi 40.66 psi 100 psi 73 psi 0.05 OK 6a)D+0.7510.6w1+0.75L+0.75L,: 7.82 k 1.28 k 2.61 psi 1.00 32 psi 40.66 psi 100 psi 73 psi 0.04 OK 6b)D+0.75(0.6w)+0.75L+0.75s: 7.82 k 1.28 k 2.61 psi 1.00 32 psi 40.66 psi 100 psi 73 psi 0.04 OK 7) 0.6D+0.6W: 4.69 k 1.70 k 3.49 psi 1.00 31 psi 40.66 psi 100 psi 71 psi 0.05 OK 8a) D+0.7Ev+0.7Et 8.64 k 11.26 k 23.08 psi 1.00 33 psi 40.66 psi 100 psi 73 psi 0.32 OK ) 0.6D-0.7Ev+0.7Eh: 3.87 k 11.26 k 23.08 psi 1.00 30 psi 40.66 psi 100 psi 71 psi 0.33 OK Inlcude Vertical Loads for Shear Design: Yes Shear Wall Analysis for Axial+In-Plane Loading Flexure of Critical Section at Base of Wall ASD Load Combinations Mo: p I pn I k j I fb: I Fb: jUnity jCheckj fs: I Fs: Unity Check 1) D: 0 k-ft 0.0029 0.0374 0.2387 0.92 0 psi 1125 psi 0.00 OK 0 psi 32000 psi 0.00 OK 5) D+0.6W: 26.08 k-ft 0.0029 0.0374 0.2387 0.92 119 psi 1125 psi 0.11 OK 4897 psi 32000 psi 0.15 OK 6a)D+0.75(0.6W)+0.75L+0.75L,: 19.56 k-ft 0.0029 0.0374 0.2387 0.92 89 psi 1125 psi 0.08 OK 3673 psi 32000 psi 0.11 OK 6b)D+0.75(0.64)+0.75L+0.75s: 19.56 k-ft 0.0029 0.0374 0.2387 0.92 89 psi 1125 psi 0.08 OK 3673 psi 32000 psi 0.11 OK 7) 0.6D+0.6W: 26.08 k-ft 0.0029 0.0374 0.2387 0.92 119 psi 1125 psi 0.11 OK 4897 psi 32000 psi 0.15 OK 8a) D+0.7E,+0.7Et 110.1 k-ft 0.0029 0.0374 0.2387 0.92 503 psi 1125 psi 0.45 OK 20666 psi 32000 psi 0.65 OK ) 0.6D-0.7E,+0.7Eh: 110.1 k-ft 0.0029 0.0374 0.2387 0.92 503 psi 1125 psi 0.45 OK 20666 psi 32000 psi 0.65 OK USE: 8 in.thick CMU wall Vertical Reinforcement: (1)#5 Bars at 16 in o.c. at centerline of wall Horizontal Reinforcement: (1)#5 Bars at 16 in o.c. at centerline of wall Boundary Element Reinforcement: 4 #5 Bars at end of wall 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-23 JAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: W SW 2 Shear Wall Analysis for Axial Stresses ASD Load Combinations P: I fa I Fa JUnity JCheck 1) D: 7.822 k 16.0 psi 401.9 psi 0.04 OK 5) D+0.6W: 7.822 k 16.0 psi 401.9 psi 0.04 OK 6a)D+0.75t0.6W>+0.75L+0.75L,: 7.822 k 16.0 psi 401.9 psi 0.04 OK 6b)D+0.75(0.6W)+0.75L+0.75S: 7.822 k 16.0 psi 401.9 psi 0.04 OK 7) 0.6D+0.6W: 4.69 k 9.6 psi 401.9 psi 0.02 OK 8a) D+0.7E�,+0.7Et 8.644 k 17.7 psi 401.9 psi 0.04 OK ) 0.6D-0.7E�,+0.7Eh: 3.87 k 7.9 psi 401.9 psi 0.02 OK Shear Wall Boundary Element Analysis for Axial+In-Plane Loading Moments of Critical Section at Base of Wall ASD Load Combinations: Mo: Boundary Force P: P at Boundary Net Tension Tallow: Unity Check 1) D: 0 k-ft 0.00 k 1.467 klf 3.911 k 0.00 k 39.68 k 0.00 OK 5) D+0.6W: 26.08 k-ft 5.59 k 1.467 klf 3.911 k 1.68 k 39.68 k 0.04 OK 6a) D+0.75(0.6W)+0.75L+0.75L.: 19.56 k-ft 4.19 k 1.467 klf 3.911 k 0.28 k 39.68 k 0.01 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 19.56 k-ft 4.19 k 1.467 klf 3.911 k 0.28 k 39.68 k 0.01 OK 7) 0.6D+0.6W: 26.08 k-ft 5.59 k 0.88 klf 2.347 k 3.24 k 39.68 k 0.08 OK 8a) D+0.7E,+0.7Et 110.1 k-ft 23.59 k 1.621 klf 4.322 k 19.26 k 39.68 k 0.49 OK 10a) 0.6D-0.7E,+0.7Eh: 110.1 k-ft 23.59 k 0.726 klf 1.936 k 21.65 k 39.68 k 0.55 OK Shear Wall Analysis for Axial+In-Plane Loading Shear Friction along the Base of Wall ASD Load Combinations: I M/Vd: I µ V: P: Any,: fv: I A,,: I Ff: JUnity Check 1) D: 0.00 1.0 0.00 klf 1.47 klf 91.5 in /ft 0.0 psi/ft 0.233 in /ft 97.34 psi 0.00 OK 5) D+0.6W: 1.00 1.0 0.32 klf 1.47 klf 91.5 in /ft 3.5 psi/ft 0.233 in /ft 42.13 psi 0.08 OK 6a) D+0.75(0.6W)+0.75L+0.75Lr: 1.00 1.0 0.24 klf 1.47 klf 91.5 in /ft 2.6 psi/ft 0.233 in /ft 42.13 psi 0.06 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 1.00 1.0 0.24 klf 1.47 klf 91.5 in /ft 2.6 psi/ft 0.233 in /ft 42.13 psi 0.06 OK 7) 0.6D+0.6W: 1.00 1.0 0.32 klf 0.88 klf 91.5 in /ft 3.5 psi/ft 0.233 in /ft 37.96 psi 0.09 OK 8a) D+0.7Ev+0.7Et 1.00 1.0 1.41 klf 1.62 klf 91.5 in /ft 15.4 psi/ft 0.233 in /ft 43.23 psi 0.36 OK 10a) 0.6D-0.7E,+0.7Eh: 1.00 1.0 1.41 klf 0.73 klf 91.5 in /ft 15.4 psi/ft 0.233 in /ft 36.87 psi 0.42 OK Include Vertical Loads for Shear Friction Design: Yes 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-24 eA US Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 E/W WALLS DESIGN SHEETS Calculation: S SW 1 Wall Dimensions/Properties: Unfactored Axial Induced Forces Unfactored In-Plane Lateral Induced Forces Nom.Block Thickenss: 8 in. BLC 7 Dist.Loads Line Loads BLC In-Plane Lateral Load at Location Actual Block Width,'w': 7.625 in DL: 0 psf 108 plf WLLoc.t: 0.00 k at 0.00 ft above base Block Weight: Normal Weight DLadd: - psf 0 plf WLLoc.2: 0.00 k at 0.00 ft above base Grouted Cell Spacing: Fully DLsw: 80 psf 1467 plf WLLoc.3: 0.02 k at 14.17 ft(rooj) DLomu: 80 psf LL: 0 psf 0 plf WLtocal: 0.02 k at wall base Add.DLWall: 0 psf LLr: 0 psf 108 plf Eh,Loc.t: 0.00 k at 0.00 ft above base Total DLµ,alt: 80 psf SLbase: 0 psf 134 plf Eh,Loc.2: 0.00 k at 0.00 ft above base Wall Clear Span,Hl: 14.17 ft SLdrift: - psf 0 plf Eh,Loe.3: 0.15 k at 14.17 ft(roof) Wall Parapet Height,H2: 4.17 ft WL(+): 0 psf 86 plf Cs: 0.15 *W Total Wall Height,H: 18.33 ft WL_: 0 psf -107 plf Eh,wall: 1.76 k at 9.17 ft('H'/2) Wall Length,L,d,: 8.00 ft SDS: 0.75 Ie: 1.00 Multiplier: 1.5 Shear Wall Type: Special Reinforced Ev: - psf 16 plf Eh,total: 2.87 k at wall base Gross Shear Area,A,,,: 732 in E,Wall: - psf 220.2 plf Wall Le tll.i'or'd' Dist.btwn Boundaries,'d': 7.67 ft r Dist toBountlarv"0' Material Properties: Bond Bearn Masonry fm: 2500 psi Em: 2250 ksi " v Top of Wall Reinforcement,fy: 60 ksi Es: 29000 ksi Bond Beam Restraint �=► Reinforcement,Fs: 32 ksi n: 12.89 Boundary Wall Reinforcement Steel: Reinforcement.Typ. �► Wall Reinforcement Layout: Single Curtain H Main Wall ( 1 ) #5 Vertical Bars at 32 in o.c. As,,: 0.31 in 2 rl z � Renlocelment Reinforcement: ( 1 ) #5 Horiz.Bars at 32 in o.c. AS h: 0.31 in ema rn Boundary Reinf. (2) #5 Vertical Bars As,t: 0.62 in ELEVATION Recant Min.Reinforcement Requirements: Min.As,total: 0.183 in /ft Max Spacing: 32 in OK Min.Total Reinforcement Provided.As,totat: 0.233 in /ft OK Min.Vertical Min.As,v: 0.064 in /ft Min.As,bo,,,,dary: 0.20 in /ft Reinforcement Provided A • 0.116 ' 2 OK Min.Boundary/Flexural provided.A 0.62 ' /ft 2 OK s,v to /ft Reinforcement s,bund oary In Max Spacing: 32 in OK As,max - in2/ft OK Min.Horizontal Reinforcement Min.Ash: 0.064 in /ft Min.As,bond beam: 0.20 in /ft Min.Bond Beam Provided As,h: 0.116 in 2/ft OK Reinforcement Provided.As,boun 0.31 in 2/ft OK Shear Wall Analysis for Axial+In-Plane Loading of Critical Section at Base of Wall ASD Load Combinations P: V: f,: M/Vd: Fv,m: F,,s: Fv,ma F,: jUnity Check 1) D: 12.59 k 0.00 k 0.00 psi 0.00 54 psi 20.33 psi 150 psi 75 psi 0.00 OK 5) D+0.6W: 13.01 k 0.01 k 0.01 psi 1.00 33 psi 20.33 psi 100 psi 53 psi 0.00 OK 6a)D+0.75(0.6w)+0.75L+0.75L,: 13.55 k 0.01 k 0.01 psi 1.00 33 psi 20.33 psi 100 psi 53 psi 0.00 OK 66)D+0.75(0.6W)+0.75L+0.25s: 13.71 k 0.01 k 0.01 psi 1.00 33 psi 20.33 psi 100 psi 53 psi 0.00 OK 7) 0.6D+0.6W: 7.04 k 0.01 k 0.01 psi 1.00 31 psi 20.33 psi 100 psi 51 psi 0.00 OK 8a) D+0.7Ev+0.7Et 13.92 k 2.01 k 2.75 psi 1.00 33 psi 20.33 psi 100 psi 53 psi 0.05 OK ) 0.6D-0.7Ev+0.7Eh: 6.23 k 2.01 k 2.75 psi 1.00 30 psi 20.33 psi 100 psi 51 psi 0.05 OK Inlcude Vertical Loads for Shear Design: Yes Shear Wall Analysis for Axial+In-Plane Loading Flexure of Critical Section at Base of Wall ASD Load Combinations Mo: p I pn I k j I fb: I Fb: jUnity jCheckj fs: I Fs: Unity Check 1) D: 0 k-ft 0.0009 0.0114 0.1400 0.953 0 psi 1125 psi 0.00 OK 0 psi 32000 psi 0.00 OK S) D+0.6W: 0.128 k-ft 0.0009 0.0114 0.1400 0.953 0 psi 1125 psi 0.00 OK 28 psi 32000 psi 0.00 OK 6a)D+0.75(0.6W)+0.75L+0.75L,: 0.096 k-ft 0.0009 0.0114 0.1400 0.953 0 psi 1125 psi 0.00 OK 21 psi 32000 psi 0.00 OK eat D+0.75(0.64)+0.75L+0.75s: 0.096 k-ft 0.0009 0.0114 0.1400 0.953 0 Psi 1125 psi 0.00 OK 21 psi 32000 psi 0.00 OK 7) 0.6D+0.6W: 0.128 k-ft 0.0009 0.0114 0.1400 0.953 0 psi 1125 psi 0.00 OK 28 psi 32000 psi 0.00 OK 8a) D+0.7E,+0.7Et 12.82 k-ft 0.0009 0.0114 0.1400 0.953 36 psi 1125 psi 0.03 OK 2828 psi 32000 psi 0.09 OK ) 0.6D-0.7E,+0.7Eh: 12.82 k-ft 0.0009 0.0114 0.1400 0.953 36 psi 1125 psi 0.03 OK 2828 psi 32000 psi 0.09 OK USE: 8 in.thick CMU wall Vertical Reinforcement: (1)#5 Bars at 32 in o.c. at centerline of wall Horizontal Reinforcement: (1)#5 Bars at 32 in o.c. at centerline of wall Boundary Element Reinforcement: 2 #5 Bars at end of wall 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-25 JAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: S SW 1 Shear Wall Analysis for Axial Stresses ASD Load Combinations P: I fa I Fa JUnity JCheck 1) D: 12.59 k 17.2 psi 434.6 psi 0.04 OK 5) D+0.6W: 13.01 k 17.8 psi 434.6 psi 0.04 OK 6a)D+0.75t0.6W>+0.75L+0.75L,: 13.55 k 18.5 psi 434.6 psi 0.04 OK 6b)D+0.75(0.6W)+0.75L+0.75S: 13.71 k 18.7 psi 434.6 psi 0.04 OK 7) 0.6D+0.6W: 7.04 k 9.6 psi 434.6 psi 0.02 OK 8a) D+0.7E,+0.7Et 13.92 k 19.0 psi 434.6 psi 0.04 OK ) 0.6D-0.7E,+0.7Eh: 6.23 k 8.5 psi 434.6 psi 0.02 OK Shear Wall Boundary Element Analysis for Axial+In-Plane Loading Moments of Critical Section at Base of Wall ASD Load Combinations: Mo: Boundary Force P: P at Boundary Net Tension Tallow: Unity Check 1) D: 0 k-ft 0.00 k 1.574 klf 6.297 k 0.00 k 19.84 k 0.00 OK 5) D+0.6W: 0.128 k-ft 0.02 k 1.626 klf 6.503 k 0.00 k 19.84 k 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75L.: 0.096 k-ft 0.01 k 1.693 klf 6.774 k 0.00 k 19.84 k 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 0.096 k-ft 0.01 k 1.714 klf 6.855 k 0.00 k 19.84 k 0.00 OK 7) 0.6D+0.6W: 0.128 k-ft 0.02 k 0.88 klf 3.521 k 0.00 k 19.84 k 0.00 OK 8a) D+0.7E,+0.7Et 12.82 k-ft 1.67 k 1.74 klf 6.958 k 0.00 k 19.84 k 0.00 OK 10a) 0.6D-0.7E,+0.7Eh: 12.82 k-ft 1.67 k 0.779 klf 3.116 k 0.00 k 19.84 k 0.00 OK Shear Wall Analysis for Axial+In-Plane Loading Shear Friction along the Base of Wall ASD Load Combinations: I M/Vd: I µ V: P: Any,: fv: I A,,: I Ff: JUnity Check 1) D: 0.00 1.0 0.00 klf 1.57 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 57.86 psi 0.00 OK 5) D+0.6W: 1.00 1.0 0.00 klf 1.63 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 27.4 psi 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75Lr: 1.00 1.0 0.00 klf 1.69 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 27.89 psi 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 1.00 1.0 0.00 klf 1.71 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 28.03 psi 0.00 OK 7) 0.6D+0.6W: 1.00 1.0 0.00 klf 0.88 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 22.11 psi 0.00 OK 8a) D+0.7Ev+0.7Et 1.00 1.0 0.17 klf 1.74 klf 91.5 in /ft 1.8 psi/ft 0.116 in /ft 28.21 psi 0.06 OK 10a) 0.6D-0.7E,+0.7Eh: 1.00 1.0 0.17 klf 0.78 klf 91.5 in /ft 1.8 psi/ft 0.116 in /ft 21.39 psi 0.09 OK Include Vertical Loads for Shear Friction Design: Yes 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-26 eA US Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: S SW 2 Wall Dimensions/Properties: Unfactored Axial Induced Forces Unfactored In-Plane Lateral Induced Forces Nom.Block Thickenss: 8 in. BLC 7 Dist.Loads Line Loads BLC In-Plane Lateral Load at Location Actual Block Width,'w': 7.625 in DL: 0 psf 108 plf WLLoc.t: 0.00 k at 0.00 ft above base Block Weight: Normal Weight DLadd: - psf 0 plf WLLoc.2: 0.00 k at 0.00 ft above base Grouted Cell Spacing: Fully DLsw: 80 psf 1467 plf WLLoc.3: 0.08 k at 14.17 ft(rooj) DLomu: 80 psf LL: 0 psf 0 plf WLtocal: 0.08 k at wall base Add.DLWall: 0 psf LLr: 0 psf 108 plf Eh,Loc.t: 0.00 k at 0.00 ft above base Total DLµ,alt: 80 psf SLbase: 0 psf 134 plf Eh,Loc.2: 0.00 k at 0.00 ft above base Wall Clear Span,Hl: 14.17 ft SLdrift: - psf 0 plf Eh,Loe.3: 0.80 k at 14.17 ft(roof) Wall Parapet Height,H2: 4.17 ft WL(+): 0 psf 86 plf Cs: 0.15 *W Total Wall Height,H: 18.33 ft WL_: 0 psf -107 plf Eh,wall: 4.33 k at 9.17 ft('H'/2) Wall Length,L,d,: 19.67 ft SDS: 0.75 Ie: 1.00 Multiplier: 1.5 Shear Wall Type: Special Reinforced Ev: - psf 16 plf Eh,total: 7.70 k at wall base Gross Shear Area,A,,,: 1800 in E,Wall: - psf 220.2 plf Wall Le tll.i'or'd' Dist.btwn Boundaries,'d': 19.33 ft r Dist toBountlarv"0' Material Properties: Bond Sea. Masonry fm: 2500 psi Em: 2250 ksi " v Top of Wall Reinforcement,fy: 60 ksi Es: 29000 ksi send Beam Restraint �=► Reinforcement,Fs: 32 ksi n: 12.89 Boundary Wall Reinforcement Steel: Reinforcement.Typ. �► Wall Reinforcement Layout: Single Curtain H Main Wall ( 1 ) #5 Vertical Bars at 32 in o.c. As,,: 0.31 in 2 rl z � Renlocelment Reinforcement: ( 1 ) #5 Horiz.Bars at 48 in o.c. AS h: 0.31 in ema m Boundary Reinf. (2) #5 Vertical Bars As,t: 0.62 in ELEVATION Recant Min.Reinforcement Requirements: Min.As,total: 0.183 in /ft Max Spacing: 48 in OK Min.Total Reinforcement Provided.As,total: 0.194 in /ft OK Min.Vertical Min.As,v: 0.064 in /ft Min.As,bo,,,,dary: 0.20 in /ft Reinforcement Provided A • 0.116 ' 2 OK Min.Boundary/Flexural provided.A 0.62 ' /ft 2 OK s,v to /ft Reinforcement s,bund oary to Max Spacing: 48 in OK As,max - in2/ft OK Min.Horizontal Reinforcement Min.Ash: 0.064 in /ft Min.As,bond beam: 0.20 in /ft Min.Bond Beam Provided As,h: 0.078 in 2/ft OK Reinforcement Provided.As,boun 0.31 in 2/ft OK Shear Wall Analysis for Axial+In-Plane Loading of Critical Section at Base of Wall ASD Load Combinations P: V: f,: M/Vd: Fv,m: F,,s: Fv,ma F,: jUnity Check 1) D: 30.96 k 0.00 k 0.00 psi 0.00 54 psi 13.55 psi 150 psi 68 psi 0.00 OK 5) D+0.6W: 31.97 k 0.05 k 0.03 psi 0.73 38 psi 13.55 psi 117.8 psi 52 psi 0.00 OK 6a)D+0.75(0.6w)+0.75L+0.75L,: 33.31 k 0.04 k 0.02 psi 0.73 39 psi 13.55 psi 117.8 psi 52 psi 0.00 OK 6b)D+0.75(0.6w)+0.75L+0.75s: 33.70 k 0.04 k 0.02 psi 0.73 39 psi 13.55 psi 117.8 psi 52 psi 0.00 OK 7) 0.6D+0.6W: 17.31 k 0.05 k 0.03 psi 0.73 36 psi 13.55 psi 117.8 psi 50 psi 0.00 OK 8a) D+0.7Ev+0.7Et 34.21 k 5.39 k 2.99 psi 0.51 43 psi 13.55 psi 132.4 psi 57 psi 0.05 OK ) 0.6D-0.7Ev+0.7Eh: 15.32 k 5.39 k 2.99 psi 0.51 41 psi 13.55 psi 132.4 psi 54 psi 0.05 OK Inlcude Vertical Loads for Shear Design: Yes Shear Wall Analysis for Axial+In-Plane Loading Flexure of Critical Section at Base of Wall ASD Load Combinations Mo: I p I pn I k I j I fb: I Fb: jUnity jCheckj fs: I Fs: Unity Check 1) D: 0 k-ft 0.0004 0.0045 0.0906 0.97 0 psi 1125 psi 0.00 OK 0 psi 32000 psi 0.00 OK 5) D+0.6W: 0.672 k-ft 0.0004 0.0045 0.0906 0.97 0 psi 1125 psi 0.00 OK 58 psi 32000 psi 0.00 OK 6a)D+0.75(0.6W)+0.75L+0.75L,: 0.504 k-ft 0.0004 0.0045 0.0906 0.97 0 psi 1125 psi 0.00 OK 43 psi 32000 psi 0.00 OK 6b)D+0.75(0.64)+0.75L+0.75s: 0.504 k-ft 0.0004 0.0045 0.0906 0.97 0 psi 1125 psi 0.00 OK 43 psi 32000 psi 0.00 OK 7) 0.6D+0.6W: 0.672 k-ft 0.0004 0.0045 0.0906 0.97 0 psi 1125 psi 0.00 OK 58 psi 32000 psi 0.00 OK 8a) D+0.7E,+0.7Et 35.72 k-ft 0.0004 0.0045 0.0906 0.97 24 psi 1125 psi 0.02 OK 3073 psi 32000 psi 0.10 OK ) 0.6D-0.7E,+0.7Eh: 35.72 k-ft 0.0004 0.0045 0.0906 0.97 24 psi 1125 psi 0.02 OK 3073 psi 32000 psi 0.10 OK USE: 8 in.thick CMU wall Vertical Reinforcement: (1)#5 Bars at 32 in o.c. at centerline of wall Horizontal Reinforcement: (1)#5 Bars at 48 in o.c. at centerline of wall Boundary Element Reinforcement: 2 #5 Bars at end of wall 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-27 JAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: S SW 2 Shear Wall Analysis for Axial Stresses ASD Load Combinations P: I fa I Fa JUnity JCheck 1) D: 30.96 k 17.2 psi 434.6 psi 0.04 OK 5) D+0.6W: 31.97 k 17.8 psi 434.6 psi 0.04 OK 6a)D+0.75t0.6W>+0.75L+0.75L,: 33.31 k 18.5 psi 434.6 psi 0.04 OK 6b)D+0.75(0.6W)+0.75L+0.75S: 33.7 k 18.7 psi 434.6 psi 0.04 OK 7) 0.6D+0.6W: 17.31 k 9.6 psi 434.6 psi 0.02 OK 8a) D+0.7E�,+0.7Et 34.21 k 19.0 psi 434.6 psi 0.04 OK ) 0.6D-0.7E�,+0.7Eh: 15.32 k 8.5 psi 434.6 psi 0.02 OK Shear Wall Boundary Element Analysis for Axial+In-Plane Loading Moments of Critical Section at Base of Wall ASD Load Combinations: Mo: Boundary Force P: P at Boundary Net Tension Tallow: Unity Check 1) D: 0 k-ft 0.00 k 1.574 klf 15.48 k 0.00 k 19.84 k 0.00 OK 5) D+0.6W: 0.672 k-ft 0.03 k 1.626 klf 15.99 k 0.00 k 19.84 k 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75L.: 0.504 k-ft 0.03 k 1.693 klf 16.65 k 0.00 k 19.84 k 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 0.504 k-ft 0.03 k 1.714 klf 16.85 k 0.00 k 19.84 k 0.00 OK 7) 0.6D+0.6W: 0.672 k-ft 0.03 k 0.88 klf 8.657 k 0.00 k 19.84 k 0.00 OK 8a) D+0.7E,+0.7Et 35.72 k-ft 1.85 k 1.74 klf 17.11 k 0.00 k 19.84 k 0.00 OK 10a) 0.6D-0.7E,+0.7Eh: 35.72 k-ft 1.85 k 0.779 klf 7.661 k 0.00 k 19.84 k 0.00 OK Shear Wall Analysis for Axial+In-Plane Loading Shear Friction along the Base of Wall ASD Load Combinations: I M/Vd: I µ V: P: Any,: fv: I A,,: I Ff: JUnity Check 1) D: 0.00 1.0 0.00 klf 1.57 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 57.86 psi 0.00 OK 5) D+0.6W: 0.73 1.0 0.00 klf 1.63 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 43.98 psi 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75Lr: 0.73 1.0 0.00 klf 1.69 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 44.6 psi 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 0.73 1.0 0.00 klf 1.71 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 44.79 psi 0.00 OK 7) 0.6D+0.6W: 0.73 1.0 0.00 klf 0.88 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 37.16 psi 0.00 OK 8a) D+0.7Ev+0.7Et 0.51 1.0 0.18 klf 1.74 klf 91.5 in /ft 2.0 psi/ft 0.116 in /ft 58.76 psi 0.03 OK 10a) 0.6D-0.7E,+0.7Eh: 0.51 1.0 0.18 klf 0.78 klf 91.5 in /ft 2.0 psi/ft 0.116 in /ft 48.37 psi 0.04 OK Include Vertical Loads for Shear Friction Design: Yes 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-28 eA US Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: S SW 3 Wall Dimensions/Properties: Unfactored Axial Induced Forces Unfactored In-Plane Lateral Induced Forces Nom.Block Thickenss: 8 in. BLC 7 Dist.Loads Line Loads BLC In-Plane Lateral Load at Location Actual Block Width,'w': 7.625 in DL: 0 psf 108 plf WLLoc.1: 0.00 k at 0.00 ft above base Block Weight: Normal Weight DLadd: - psf 0 plf WLLoc.2: 0.00 k at 0.00 ft above base Grouted Cell Spacing: Fully DLsw: 80 psf 1307 plf WLLoc.3: 0.33 k at 14.17 ft(rooj) DLomu: 80 psf LL: 0 psf 0 plf WLtot,d: 0.33 k at wall base Add.DLWall: 0 psf LLr: 0 psf 108 plf Eh,Loc.1: 0.00 k at 0.00 ft above base Total DLµ,alt: 80 psf SLbase: 0 psf 134 plf Eh,Loc.2: 0.00 k at 0.00 ft above base Wall Clear Span,Hl: 14.17 ft SLdrift: - psf 0 plf Eh,Loc.3: 3.31 k at 14.17 ft(roof) Wall Parapet Height,H2: 2.17 ft WL(+): 0 psf 86 plf Cs: 0.15 *W Total Wall Height,H: 16.33 ft WL_: 0 psf -107 plf Eh,wall: 11.31 k at 8.17 ft('H'/2) Wall Length,L,d,: 57.67 ft SDS: 0.75 Ie: 1.00 Multiplier: 1.5 Shear Wall Type: Special Reinforced Ev: - psf 16 plf Eh,tolal: 21.93 k at wall base Gross Shear Area,A,,,: 5277 in E,,Wall: - psf 196.2 plf Wall Le lh.i'or'tl: Dist.btwn Boundaries,'d': 57.33 ft r Dist toBountlarv"0' Material Properties: Bond Sea. Masonry fm: 2500 psi Em: 2250 ksi " v ______ Top of Wall Reinforcement,fy: 60 ksi Es: 29000 ksi Bond seam Restraint �=► Reinforcement,Fs: 32 ksi n: 12.89 Boundary Wall Reinforcement Steel: Reinforcement.Typ. �► Wall Reinforcement Layout: Single Curtain Main Wall ( 1 ) #5 Vertical Bars at 32 in o.c. As,,: 0.31 in 2 +z � Renlocelment Reinforcement: ( 1 ) #5 Horiz.Bars at 48 in o.c. AS h: 0.31 in emtl m Boundary Reinf. (2) #5 Vertical Bars As,t: 0.62 in ELEVATION Recant Min.Reinforcement Requirements: Min.As,cocal: 0.183 in /ft Max Spacing: 48 in OK Min.Total Reinforcement Provided.As,total: 0.194 in /ft OK Min.Vertical Min.As,v: 0.064 in /ft Min.As,bo,,,,dary: 0.20 in /ft Reinforcement Provided A • 0.116 ' 2 OK Min.Boundary/Flexural provided.A 0.62 ' /ft 2 OK s,v to /ft Reinforcement s,bund oary In Max Spacing: 48 in OK As,max - in2/ft OK Min.Horizontal Reinforcement Min.Ash: 0.064 in /ft Min.As,bond beam: 0.20 in /ft Min.Bond Beam Provided As,h: 0.078 in 2/ft OK Reinforcement Provided.As,boun 0.31 in 2/ft OK Shear Wall Analysis for Axial+In-Plane Loading of Critical Section at Base of Wall ASD Load Combinations P: V: f,: M/Vd: Fv,m: I F,,s: Fv,ma F,: jUnity Check 1) D: 81.55 k 0.00 k 0.00 psi 0.00 54 psi 13.55 psi 150 psi 67 psi 0.00 OK 5) D+0.6W: 84.53 k 0.20 k 0.04 psi 0.25 49 psi 13.55 psi 150 psi 62 psi 0.00 OK 6a)D+0.75(0.6w)+0.75L+0.75L,: 88.43 k 0.15 k 0.03 psi 0.25 49 psi 13.55 psi 150 psi 62 psi 0.00 OK 6b)D+0.75(0.6w)+0.75L+0.75s: 89.59 k 0.15 k 0.03 psi 0.25 49 psi 13.55 psi 150 psi 62 psi 0.00 OK 7) 0.6D+0.6W: 45.23 k 0.20 k 0.04 psi 0.25 47 psi 13.55 psi 150 psi 60 psi 0.00 OK 8a) D+0.7Ev+0.7Et 90.12 k 15.35 k 2.91 psi 0.17 51 psi 13.55 psi 150 psi 64 psi 0.05 OK ) 0.6D-0.7Ev+0.7Eh: 40.36 k 15.35 k 2.91 psi 0.17 48 psi 13.55 psi 150 psi 62 psi 0.05 OK Inlcude Vertical Loads for Shear Design: Yes Shear Wall Analysis for Axial+In-Plane Loading Flexure of Critical Section at Base of Wall ASD Load Combinations Mo: I p I pn I k I j I fb: I Fb: jUnity jCheckj fs: I Fs: Unity Check 1) D: 0 k-ft 0.0001 0.0015 0.0537 0.982 0 psi 1125 psi 0.00 OK 0 psi 32000 psi 0.00 OK 5) D+0.6W: 2.778 k-ft 0.0001 0.0015 0.0537 0.982 0 psi 1125 psi 0.00 OK 80 psi 32000 psi 0.00 OK 6a)D+0.75(0.6W)+0.75L+0.75L,: 2.084 k-ft 0.0001 0.0015 0.0537 0.982 0 psi 1125 psi 0.00 OK 60 psi 32000 psi 0.00 OK 6b)D+0.75(0.64)+0.75L+0.75s: 2.084 k-ft 0.0001 0.0015 0.0537 0.982 0 psi 1125 psi 0.00 OK 60 psi 32000 psi 0.00 OK 7) 0.6D+0.6W: 2.778 k-ft 0.0001 0.0015 0.0537 0.982 0 psi 1125 psi 0.00 OK 80 psi 32000 psi 0.00 OK 8a) D+0.7E,+0.7Et 97.45 k-ft 0.0001 0.0015 0.0537 0.982 12 psi 1125 psi 0.01 OK 2791 psi 32000 psi 0.09 OK ) 0.6D-0.7E,+0.7Eh: 97.45 k-ft 0.0001 0.0015 0.0537 0.982 12 psi 1125 psi 0.01 OK 2791 psi 32000 psi 0.09 OK USE: 8 in.thick CMU wall Vertical Reinforcement: (1)#5 Bars at 32 in o.c. at centerline of wall Horizontal Reinforcement: (1)#5 Bars at 48 in o.c. at centerline of wall Boundary Element Reinforcement: 2 #5 Bars at end of wall 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-29 JAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: S SW 3 Shear Wall Analysis for Axial Stresses ASD Load Combinations I P: I fa I Fa JUnity JCheck 1) D: 81.55 k 15.5 psi 434.6 psi 0.04 OK 5) D+0.6W: 84.53 k 16.0 psi 434.6 psi 0.04 OK 6a)D+0.75t0.6W>+0.75L+0.75L,: 88.43 k 16.8 psi 434.6 psi 0.04 OK 6b)D+0.75(0.6W)+0.75L+0.75S: 89.59 k 17.0 psi 434.6 psi 0.04 OK 7) 0.6D+0.6W: 45.23 k 8.6 psi 434.6 psi 0.02 OK 8a) D+0.7E,+0.7Et 90.12 k 17.1 psi 434.6 psi 0.04 OK ) 0.6D-0.7E,+0.7Eh: 40.36 k 7.6 psi 434.6 psi 0.02 OK Shear Wall Boundary Element Analysis for Axial+In-Plane Loading Moments of Critical Section at Base of Wall ASD Load Combinations: Mo: Boundary Force P: P at Boundary Net Tension Tallow: Unity Check 1) D: 0 k-ft 0.00 k 1.414 klf 40.78 k 0.00 k 19.84 k 0.00 OK 5) D+0.6W: 2.778 k-ft 0.05 k 1.466 klf 42.26 k 0.00 k 19.84 k 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75L.: 2.084 k-ft 0.04 k 1.533 klf 44.22 k 0.00 k 19.84 k 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75s: 2.084 k-ft 0.04 k 1.554 klf 44.8 k 0.00 k 19.84 k 0.00 OK 7) 0.6D+0.6W: 2.778 k-ft 0.05 k 0.784 klf 22.61 k 0.00 k 19.84 k 0.00 OK 8a) D+0.7E,+0.7Et 97.45 k-ft 1.70 k 1.563 klf 45.06 k 0.00 k 19.84 k 0.00 OK 10a) 0.6D-0.7E,+0.7Eh: 97.45 k-ft 1.70 k 0.7 klf 20.18 k 0.00 k 19.84 k 0.00 OK Shear Wall Analysis for Axial+In-Plane Loading Shear Friction along the Base of Wall ASD Load Combinations: I M/Vd: I µ V: P: Any,: fv: I A,,: I Ff: JUnity Check 1) D: 0.00 1.0 0.00 klf 1.41 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 56.11 psi 0.00 OK 5) D+0.6W: 0.25 1.0 0.00 klf 1.47 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 56.68 psi 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75Lr: 0.25 1.0 0.00 klf 1.53 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 57.42 psi 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 0.25 1.0 0.00 klf 1.55 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 57.64 psi 0.00 OK 7) 0.6D+0.6W: 0.25 1.0 0.00 klf 0.78 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 49.23 psi 0.00 OK 8a) D+0.7Ev+0.7Et 0.17 1.0 0.18 klf 1.56 klf 91.5 in /ft 1.9 psi/ft 0.116 in /ft 57.74 psi 0.03 OK 10a) 0.6D-0.7E,+0.7Eh: 0.17 1.0 0.18 klf 0.70 klf 91.5 in /ft 1.9 psi/ft 0.116 in /ft 48.3 psi 0.04 OK Include Vertical Loads for Shear Friction Design: Yes 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-30 eA US Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: S SW 4 Wall Dimensions/Properties: Unfactored Axial Induced Forces Unfactored In-Plane Lateral Induced Forces Nom.Block Thickenss: 8 in. BLC 7 Dist.Loads Line Loads BLC In-Plane Lateral Load at Location Actual Block Width,'w': 7.625 in DL: 0 psf 108 plf WLLoc.t: 0.00 k at 0.00 ft above base Block Weight: Normal Weight DLadd: - psf 0 plf WLLoc.2: 0.00 k at 0.00 ft above base Grouted Cell Spacing: Fully DLsw: 80 psf 1307 plf WLLoc.3: 0.02 k at 14.17 ft(rooj) DLomu: 80 psf LL: 0 psf 0 plf WLtocal: 0.02 k at wall base Add.DLWall: 0 psf LLr: 0 psf 108 plf Eh,Loc.t: 0.00 k at 0.00 ft above base Total DLµ,alt: 80 psf SLbase: 0 psf 134 plf Eh,Loc.2: 0.00 k at 0.00 ft above base Wall Clear Span,Hl: 14.17 ft SLdrift: - psf 0 plf Eh,Loe.3: 0.24 k at 14.17 ft(roof) Wall Parapet Height,H2: 2.17 ft WL(+): 0 psf 86 plf Cs: 0.15 *W Total Wall Height,H: 16.33 ft WL_: 0 psf -107 plf Eh,wall: 1.73 k at 8.17 ft('H'/2) Wall Length,L,d,: 8.83 ft SDS: 0.75 Ie: 1.00 Multiplier: 1.5 Shear Wall Type: Special Reinforced Ev: - psf 16 plf Eh,total: 2.96 k at wall base Gross Shear Area,A,,,: 808.3 in E,Wall: - psf 196.2 plf Wall Le tll.i'or'd' Dist.btwn Boundaries,'d': 8.50 ft r Dist toBountlarv"0' Material Properties: Bond Bearn Masonry fm: 2500 psi Em: 2250 ksi " v Top of Wall Reinforcement,fy: 60 ksi Es: 29000 ksi Bond Beam Restraint �=► Reinforcement,Fs: 32 ksi n: 12.89 Boundary Wall Reinforcement Steel: Reinforcement.Typ. �► Wall Reinforcement Layout: Single Curtain H Main Wall ( 1 ) #5 Vertical Bars at 32 in o.c. As,,: 0.31 in 2 rl z � Renlocelment Reinforcement: ( 1 ) #5 Horiz.Bars at 32 in o.c. AS h: 0.31 in ema rn Boundary Reinf. (2) #5 Vertical Bars As,t: 0.62 in ELEVATION Recant Min.Reinforcement Requirements: Min.As,total: 0.183 in /ft Max Spacing: 35.33 in OK Min.Total Reinforcement Provided.As,totat: 0.233 in /ft OK Min.Vertical Min.As,v: 0.064 in /ft Min.As,bo,,,,dary: 0.20 in /ft Reinforcement Provided A • 0.116 ' 2 OK Min.Boundary/Flexural provided.A 0.62 ' /ft 2 OK s,v to /ft Reinforcement s,bund oary In Max Spacing: 35.33 in OK As,max - in2/ft OK Min.Horizontal Reinforcement Min.Ash: 0.064 in /ft Min.As,bond beam: 0.20 in /ft Min.Bond Beam Provided As,h: 0.116 in 2/ft OK Reinforcement Provided.As,boun 0.31 in 2/ft OK Shear Wall Analysis for Axial+In-Plane Loading of Critical Section at Base of Wall ASD Load Combinations P: V: f,: M/Vd: Fv,m: F,,s: Fv,ma F,: jUnity Check 1) D: 12.49 k 0.00 k 0.00 psi 0.00 54 psi 20.33 psi 150 psi 74 psi 0.00 OK 5) D+0.6W: 12.95 k 0.01 k 0.02 psi 1.00 32 psi 20.33 psi 100 psi 52 psi 0.00 OK 6a)D+0.75(0.6w)+0.75L+0.75L,: 13.55 k 0.01 k 0.01 psi 1.00 32 psi 20.33 psi 100 psi 53 psi 0.00 OK 6b)D+0.75(0.6w)+0.75L+0.75s: 13.72 k 0.01 k 0.01 psi 1.00 32 psi 20.33 psi 100 psi 53 psi 0.00 OK 7) 0.6D+0.6W: 6.93 k 0.01 k 0.02 psi 1.00 30 psi 20.33 psi 100 psi 51 psi 0.00 OK 8a) D+0.7Ev+0.7Et 13.80 k 2.07 k 2.57 psi 1.00 32 psi 20.33 psi 100 psi 53 psi 0.05 OK ) 0.6D-0.7Ev+0.7Eh: 6.18 k 2.07 k 2.57 psi 1.00 30 psi 20.33 psi 100 psi 50 psi 0.05 OK Inlcude Vertical Loads for Shear Design: Yes Shear Wall Analysis for Axial+In-Plane Loading Flexure of Critical Section at Base of Wall ASD Load Combinations Mo: I p I pn I k I j I fb: I Fb: jUnity jCheckj fs: I Fs: Unity Check 1) D: 0 k-ft 0.0008 0.0103 0.1334 0.956 0 psi 1125 psi 0.00 OK 0 psi 32000 psi 0.00 OK S) D+0.6W: 0.204 k-ft 0.0008 0.0103 0.1334 0.956 0 psi 1125 psi 0.00 OK 41 psi 32000 psi 0.00 OK 6a)D+0.75(0.6W)+0.75L+0.75L,: 0.153 k-ft 0.0008 0.0103 0.1334 0.956 0 psi 1125 psi 0.00 OK 30 psi 32000 psi 0.00 OK 6b)D+0.75(0.64)+0.75L+0.75s: 0.153 k-ft 0.0008 0.0103 0.1334 0.956 0 psi 1125 psi 0.00 OK 30 psi 32000 psi 0.00 OK 7) 0.6D+0.6W: 0.204 k-ft 0.0008 0.0103 0.1334 0.956 0 psi 1125 psi 0.00 OK 41 psi 32000 psi 0.00 OK 8a) D+0.7E,+0.7Et 12.32 k-ft 0.0008 0.0103 0.1334 0.956 29 psi 1125 psi 0.03 OK 2446 psi 32000 psi 0.08 OK ) 0.6D-0.7E,+0.7Eh: 12.32 k-ft 0.0008 0.0103 0.1334 0.956 29 psi 1125 psi 0.03 OK 2446 psi 32000 psi 0.08 OK USE: 8 in.thick CMU wall Vertical Reinforcement: (1)#5 Bars at 32 in o.c. at centerline of wall Horizontal Reinforcement: (1)#5 Bars at 32 in o.c. at centerline of wall Boundary Element Reinforcement: 2 #5 Bars at end of wall 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-31 JAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: S SW 4 Shear Wall Analysis for Axial Stresses ASD Load Combinations P: I fa I Fa JUnity JCheck 1) D: 12.49 k 15.5 psi 434.6 psi 0.04 OK 5) D+0.6W: 12.95 k 16.0 psi 434.6 psi 0.04 OK 6a)D+0.75t0.6W>+0.75L+0.75L,: 13.55 k 16.8 psi 434.6 psi 0.04 OK 6b)D+0.75(0.6W)+0.75L+0.75S: 13.72 k 17.0 psi 434.6 psi 0.04 OK 7) 0.6D+0.6W: 6.93 k 8.6 psi 434.6 psi 0.02 OK 8a) D+0.7E�,+0.7Et 13.8 k 17.1 psi 434.6 psi 0.04 OK ) 0.6D-0.7E�,+0.7Eh: 6.18 k 7.6 psi 434.6 psi 0.02 OK Shear Wall Boundary Element Analysis for Axial+In-Plane Loading Moments of Critical Section at Base of Wall ASD Load Combinations: Mo: Boundary Force P: P at Boundary Net Tension Tallow: Unity Check 1) D: 0 k-ft 0.00 k 1.414 klf 6.246 k 0.00 k 19.84 k 0.00 OK 5) D+0.6W: 0.204 k-ft 0.02 k 1.466 klf 6.474 k 0.00 k 19.84 k 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75L.: 0.153 k-ft 0.02 k 1.533 klf 6.773 k 0.00 k 19.84 k 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 0.153 k-ft 0.02 k 1.554 klf 6.862 k 0.00 k 19.84 k 0.00 OK 7) 0.6D+0.6W: 0.204 k-ft 0.02 k 0.784 klf 3.464 k 0.00 k 19.84 k 0.00 OK 8a) D+0.7E,+0.7Et 12.32 k-ft 1.45 k 1.563 klf 6.902 k 0.00 k 19.84 k 0.00 OK 10a) 0.6D-0.7E,+0.7Eh: 12.32 k-ft 1.45 k 0.7 klf 3.091 k 0.00 k 19.84 k 0.00 OK Shear Wall Analysis for Axial+In-Plane Loading Shear Friction along the Base of Wall ASD Load Combinations: I M/Vd: I µ V: P: Any,: fv: I A,,: I Ff: JUnity Check 1) D: 0.00 1.0 0.00 klf 1.41 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 56.11 psi 0.00 OK 5) D+0.6W: 1.00 1.0 0.00 klf 1.47 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 26.27 psi 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75Lr: 1.00 1.0 0.00 klf 1.53 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 26.75 psi 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 1.00 1.0 0.00 klf 1.55 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 26.89 psi 0.00 OK 7) 0.6D+0.6W: 1.00 1.0 0.00 klf 0.78 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 21.43 psi 0.00 OK 8a) D+0.7Ev+0.7Et 1.00 1.0 0.16 klf 1.56 klf 91.5 in /ft 1.7 psi/ft 0.116 in /ft 26.96 psi 0.06 OK 10a) 0.6D-0.7E,+0.7Eh: 1.00 1.0 0.16 klf 0.70 klf 91.5 in /ft 1.7 psi/ft 0.116 in /ft 20.83 psi 0.08 OK Include Vertical Loads for Shear Friction Design: Yes 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-32 eA US Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: UPPER MID SW Wall Dimensions/Properties: Unfactored Axial Induced Forces Unfactored In-Plane Lateral Induced Forces Nom.Block Thickenss: 8 in. BLC Dist.Loads Line Loads BLC In-Plane Lateral Load at Location Actual Block Width,'w': 7.625 in DL: 0 psf 88 plf WLLoc.1: 0.00 k at 0.00 ft above base Block Weight: Normal Weight DLadd: - psf 0 plf WLLoc.2: 0.00 k at 0.00 ft above base Grouted Cell Spacing: Fully DLsw: 80 psf 760 plf WLLoc.3: 2.23 k at 9.50 ft(rooj) DLomu: 80 psf LL: 0 psf 0 plf WLtot,d: 2.23 k at wall base Add.DLWall: 0 psf LLr: 0 psf 117 plf Eh,Loc.1: 0.00 k at 0.00 ft above base Total DLµ,alt: 80 psf SLbase: 0 psf 146 plf Eh,Loc.2: 0.00 k at 0.00 ft above base Wall Clear Span,Hl: 9.50 ft SLdrift: - psf 0 plf Eh,Loc.s: 1.72 k at 9.50 ft(roof) Wall Parapet Height,H2: 0.00 ft WL(+): 0 psf 93 plf Cs: 0.15 *W Total Wall Height,H: 9.50 ft WL_: 0 psf -116 plf Eh,wau: 2.66 k at 4.75 ft('H'/2) Wall Length,L,d,: 23.33 ft SDS: 0.75 Ie: 1.00 Multiplier: 1.5 Shear Wall Type: Special Reinforced Ev: - psf 13 plf Eh,tolal: 6.57 k at wall base Gross Shear Area,A,,,: 2135 in E,,Wall: - psf 114.1 plf Wall Le tll.i'or'd' Dist.btwn Boundaries,'d': 23.00 ft r Dist to Bountlarv"e' Material Properti7eTF Bond Bearn Masonry fm: 2500 psi Em: 2250 ksi " v ______ Top of Wall Reinforcement,fy: 60 ksi Es: 29000 ksi Bond Beam Restraint �=► Reinforcement,Fs: 32 ksi n: 12.89 Boundary Wall Reinforcement Steel: H Reinforcement.Typ. �► Wall Reinforcement Layout: Single Curtain Main Wall ( 1 ) #5 Vertical Bars at 32 in o.c. As,,: 0.31 in2 z � Renlocelment Reinforcement: ( 1 ) #5 Horiz.Bars at 32 in o.c. AS h: 0.31 in2 ema rn Boundary Reinf. (2) #5 Vertical Bars As,t: 0.62 in ELEVATION Recant Min.Reinforcement Requirements: Min.As,cocal: 0.183 in /ft Max Spacing: 38 in OK Min.Total Reinforcement Provided.As,tocat: 0.233 in /ft OK Min.Vertical Min.As,v: 0.064 in /ft Min.As,bo,,,,dary: 0.20 in /ft Reinforcement Provided A • 0.116 ' 2 OK Min.Boundary/Flexural provided.A 0.62 ' /ft 2 OK s,v to /ft Reinforcement s,bund oary to Max Spacing: 38 in OK As,max - in2/ft OK Min.Horizontal Reinforcement Min.Ash: 0.064 in /ft Min.As,bond beam: 0.20 in /ft Min.Bond Beam Provided As,h: 0.116 in 2/ft OK Reinforcement Provided.As,boun 0.31 in 2/ft OK Shear Wall Analysis for Axial+In-Plane Loading of Critical Section at Base of Wall ASD Load Combinations P: V: f,: M/Vd: Fv,m: F,,s: Fv,ma F,: jUnity Check 1) D: 19.78 k 0.00 k 0.00 psi 0.00 52 psi 20.33 psi 150 psi 73 psi 0.00 OK S) D+0.6W: 21.08 k 1.34 k 0.63 psi 0.41 43 psi 20.33 psi 139.1 psi 64 psi 0.01 OK 6a)D+0.75(0.6w)+0.75L+0.75L,: 22.80 k 1.00 k 0.47 psi 0.41 44 psi 20.33 psi 139.1 psi 64 psi 0.01 OK 6b)D+0.75(0.6w)+0.75L+0.75s: 23.31 k 1.00 k 0.47 psi 0.41 44 psi 20.33 psi 139.1 psi 64 psi 0.01 OK 7) 0.6D+0.6W: 10.24 k 1.34 k 0.63 psi 0.41 42 psi 20.33 psi 139.1 psi 62 psi 0.01 OK 8a) D+0.7Ev+0.7Et 21.85 k 4.60 k 2.15 psi 0.29 46 psi 20.33 psi 147.5 psi 67 psi 0.03 OK ) 0.6D-0.7E,+0.7Eh: 9.79 k 4.60 k 2.15 psi 0.29 45 psi 20.33 psi 147.5 psi 65 psi 0.03 OK Inlcude Vertical Loads for Shear Design: Yes Shear Wall Analysis for Axial+In-Plane Loading Flexure of Critical Section at Base of Wall ASD Load Combinations Mo: p I pn I k j I fb: I Fb: jUnity jCheckj fs: I Fs: Unity Check 1) D: 0 k-ft 0.0003 0.0038 0.0834 0.972 0 psi 1125 psi 0.00 OK 0 psi 32000 psi 0.00 OK 5) D+0.6W: 12.7 k-ft 0.0003 0.0038 0.0834 0.972 6 psi 1125 psi 0.01 OK 916 psi 32000 psi 0.03 OK 6a)D+0.75(0.6W)+0.75L+0.75L,: 9.528 k-ft 0.0003 0.0038 0.0834 0.972 5 psi 1125 psi 0.00 OK 687 psi 32000 psi 0.02 OK 6b)D+0.75(0.64)+0.75L+0.75s: 9.528 k-ft 0.0003 0.0038 0.0834 0.972 5 psi 1125 psi 0.00 OK 687 psi 32000 psi 0.02 OK 7) 0.6D+0.6W: 12.7 k-ft 0.0003 0.0038 0.0834 0.972 6 psi 1125 psi 0.01 OK 916 psi 32000 psi 0.03 OK 8a) D+0.7E,+0.7Et 20.27 k-ft 0.0003 0.0038 0.0834 0.972 10 psi 1125 psi 0.01 OK 1462 psi 32000 psi 0.05 OK ) 0.6D-0.7E,+0.7Eh: 20.27 k-ft 0.0003 0.0038 0.0834 0.972 10 psi 1125 psi 0.01 OK 1462 psi 32000 psi 0.05 OK USE: 8 in.thick CMU wall Vertical Reinforcement: (1)#5 Bars at 32 in o.c. at centerline of wall Horizontal Reinforcement: (1)#5 Bars at 32 in o.c. at centerline of wall Boundary Element Reinforcement: 2 #5 Bars at end of wall 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-33 JAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: UPPER MID SW Shear Wall Analysis for Axial Stresses ASD Load Combinations P: I fa I Fa JUnity JCheck 1) D: 19.78 k 9.3 psi 539.4 psi 0.02 OK 5) D+0.6W: 21.08 k 9.9 psi 539.4 psi 0.02 OK 6a)D+0.75t0.6W>+0.75L+0.75L,: 22.8 k 10.7 psi 539.4 psi 0.02 OK 6b)D+0.75(0.6W)+0.75L+0.75S: 23.31 k 10.9 psi 539.4 psi 0.02 OK 7) 0.6D+0.6W: 10.24 k 4.8 psi 539.4 psi 0.01 OK 8a) D+0.7E,+0.7Et 21.85 k 10.2 psi 539.4 psi 0.02 OK ) 0.6D-0.7E,+0.7Eh: 9.79 k 4.6 psi 539.4 psi 0.01 OK Shear Wall Boundary Element Analysis for Axial+In-Plane Loading Moments of Critical Section at Base of Wall ASD Load Combinations: Mo: Boundary Force P: P at Boundary Net Tension Tallow: Unity Check 1) D: 0 k-ft 0.00 k 0.848 klf 9.888 k 0.00 k 19.84 k 0.00 OK 5) D+0.6W: 12.7 k-ft 0.55 k 0.904 klf 10.54 k 0.00 k 19.84 k 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75L.: 9.528 k-ft 0.41 k 0.977 klf 11.4 k 0.00 k 19.84 k 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 9.528 k-ft 0.41 k 0.999 klf 11.65 k 0.00 k 19.84 k 0.00 OK 7) 0.6D+0.6W: 12.7 k-ft 0.55 k 0.439 klf 5.12 k 0.00 k 19.84 k 0.00 OK 8a) D+0.7E,+0.7Et 20.27 k-ft 0.88 k 0.937 klf 10.93 k 0.00 k 19.84 k 0.00 OK 10a) 0.6D-0.7E,+0.7Eh: 20.27 k-ft 0.88 k 0.419 klf 4.893 k 0.00 k 19.84 k 0.00 OK Shear Wall Analysis for Axial+In-Plane Loading Shear Friction along the Base of Wall ASD Load Combinations: I M/Vd: I µ V: P: Any,: fv: I A,,: I Ff: JUnity Check 1) D: 0.00 1.0 0.00 klf 0.85 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 49.92 psi 0.00 OK 5) D+0.6W: 0.41 1.0 0.06 klf 0.90 klf 91.5 in /ft 0.6 psi/ft 0.116 in /ft 50.53 psi 0.01 OK 6a) D+0.75(0.6W)+0.75L+0.75Lr: 0.41 1.0 0.04 klf 0.98 klf 91.5 in /ft 0.5 psi/ft 0.116 in /ft 51.33 psi 0.01 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 0.41 1.0 0.04 klf 1.00 klf 91.5 in /ft 0.5 psi/ft 0.116 in /ft 51.57 psi 0.01 OK 7) 0.6D+0.6W: 0.41 1.0 0.06 klf 0.44 klf 91.5 in /ft 0.6 psi/ft 0.116 in /ft 45.45 psi 0.01 OK 8a) D+0.7Ev+0.7Et 0.29 1.0 0.13 klf 0.94 klf 91.5 in /ft 1.4 psi/ft 0.116 in /ft 50.89 psi 0.03 OK 10a) 0.6D-0.7E,+0.7Eh: 0.29 1.0 0.13 klf 0.42 klf 91.5 in /ft 1.4 psi/ft 0.116 in /ft 45.24 psi 0.03 OK Include Vertical Loads for Shear Friction Design: Yes 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-34 eA US Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: MID SW 1 Wall Dimensions/Properties: Unfactored Axial Induced Forces Unfactored In-Plane Lateral Induced Forces Nom.Block Thickenss: 8 in. BLC 7 Dist.Loads Line Loads BLC In-Plane Lateral Load at Location Actual Block Width,W: 7.625 in DL: 0 psf 1099 plf WLLoc.1: 0.00 k at 0.00 ft above base Block Weight: Normal Weight DLadd: - psf 0 plf WLLoc.2: 0.00 k at 0.00 ft above base Grouted Cell Spacing: Fully DLsw: 80 psf 1467 plf WLLoc.s: 0.13 k at 15.33 ft(rooj) DLcmu: 80 psf LL: 0 psf 0 plf WLtotal: 0.13 k at wall base Add.DLWaII: 0 psf LLr: 0 psf 341 plf Eh,Loc.1: 0.00 k at 0.00 ft above base Total DLWaII: 80 psf SLbase: 0 psf 426 plf Eh,Loc.2: 0.00 k at 0.00 ft above base Wall Clear Span,Hl: 15.33 ft SLdrift: - psf 0 plf Eh,Loc.3: 1.22 k at 15.33 ft(roof) Wall Parapet Height,H2: 3.00 ft WL(+): 0 psf 273 plf Cs: 0.15 *W Total Wall Height,H: 18.33 ft WL_: 0 psf -339 plf Eh,wall: 2.35 k at 9.17 ft('H'/2) Wall Length,L,d,: 10.67 ft SDS: 0.75 Ie: 1.00 Multiplier: 1.5 Shear Wall Type: Special Reinforced Ev: - psf 165 plf Eh,total: 5.35 k at wall base Gross Shear Area,A,,,: 976 in' E,,Wall: - psf 220.2 plf Wall Le U.1'or'd' Dist.btwn Boundaries,'d': 10.33 ft r Dist toBountlarv"0' Material Properties: Bond Sea. Masonry fm: 2500 psi Em: 2250 ksi " v ______ Top of Wall Reinforcement,fy: 60 ksi Es: 29000 ksi send Beam Restraint �=► Reinforcement,Fs: 32 ksi n: 12.89 Boundary Wall Reinforcement Steel: Reinforcement.Typ. �► Wall Reinforcement Layout: Single Curtain H Main Wall ( 1 ) #5 Vertical Bars at 32 in o.c. As,,: 0.31 in 2 Wz � Renlocelment Reinforcement: ( 1 ) #5 Horiz.Bars at 32 in o.c. AS h: 0.31 in Sono m Boundary Reinf. (2) #5 Vertical Bars As,t: 0.62 in ELEVATION Recant Min.Reinforcement Requirements: Min.As,total: 0.183 in /ft Max Spacing: 42.67 in OK Min.Total Reinforcement Provided.As,total: 0.233 in /ft OK Min.Vertical Min.As,v: 0.064 in /ft Min.As,bo,,,,dary: 0.20 in /ft Reinforcement Provided A • 0.116 ' 2 OK Min.Boundary/Flexural provided.A 0.62 ' 2 OK s,v to /ft Reinforcement s,boundary In /ft Max Spacing: 42.67 in OK As,max - in2/ft OK Min.Horizontal Reinforcement Min.Ash: 0.064 in /ft Min.As,bond beam: 0.20 in /ft Min.Bond Beam Provided As,h: 0.116 in 2/ft OK Reinforcement Provided.As,boun 0.31 in 2/ft OK Shear Wall Analysis for Axial+In-Plane Loading of Critical Section at Base of Wall ASD Load Combinations P: V: f,: M/Vd: Fv,m: F,,s: Fv,ma F,: jUnity Check 1) D: 27.37 k 0.00 k 0.00 psi 0.00 57 psi 20.33 psi 150 psi 77 psi 0.00 OK 5) D+0.6W: 29.11 k 0.08 k 0.08 psi 1.00 36 psi 20.33 psi 100 psi 56 psi 0.00 OK 6a)D+0.7510.6w1+0.75L+0.75L,: 31.40 k 0.06 k 0.06 psi 1.00 36 psi 20.33 psi 100 psi 56 psi 0.00 OK 6b)D+0.75(0.6w)+0.75L+0.75s: 32.09 k 0.06 k 0.06 psi 1.00 36 psi 20.33 psi 100 psi 57 psi 0.00 OK 7) 0.6D+0.6W: 14.25 k 0.08 k 0.08 psi 1.00 32 psi 20.33 psi 100 psi 52 psi 0.00 OK 8a) D+0.7Ev+0.7EI 30.25 k 3.74 k 3.83 psi 1.00 36 psi 20.33 psi 100 psi 56 psi 0.07 OK ) 0.6D-0.7Ev+0.7Eh: 13.54 k 3.74 k 3.83 psi 1.00 32 psi 20.33 psi 100 psi 52 psi 0.07 OK Inlcude Vertical Loads for Shear Design: Yes Shear Wall Analysis for Axial+In-Plane Loading Flexure of Critical Section at Base of Wall ASD Load Combinations Mo: I p I pn I k I j I fb: I Fb: jUnity jCheckj fs: I Fs: Unity Check 1) D: 0 k-ft 0.0007 0.0085 0.1218 0.959 0 psi 1125 psi 0.00 OK 0 psi 32000 psi 0.00 OK 5) D+0.6W: 1.192 k-ft 0.0007 0.0085 0.1218 0.959 2 psi 1125 psi 0.00 OK 194 psi 32000 psi 0.01 OK 6a)D+0.75(0.6W)+0.75L+0.75L,: 0.894 k-ft 0.0007 0.0085 0.1218 0.959 2 psi 1125 psi 0.00 OK 145 psi 32000 psi 0.00 OK 6b)D+0.75(0.64)+0.75L+0.75s: 0.894 k-ft 0.0007 0.0085 0.1218 0.959 2 psi 1125 psi 0.00 OK 145 psi 32000 psi 0.00 OK 7) 0.6D+0.6W: 1.192 k-ft 0.0007 0.0085 0.1218 0.959 2 psi 1125 psi 0.00 OK 194 psi 32000 psi 0.01 OK 8a) D+0.7E,+0.7EI 28.12 k-ft 0.0007 0.0085 0.1218 0.959 49 psi 1125 psi 0.04 OK 4575 psi 32000 psi 0.14 OK ) 0.6D-0.7E,+0.7Eh: 28.12 k-ft 0.0007 0.0085 0.1218 0.959 49 psi 1125 psi 0.04 OK 4575 psi 32000 psi 0.14 OK USE: 8 in.thick CMU wall Vertical Reinforcement: (1)#5 Bars at 32 in o.c. at centerline of wall Horizontal Reinforcement: (1)#5 Bars at 32 in o.c. at centerline of wall Boundary Element Reinforcement: 2 #5 Bars at end of wall 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-35 JAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: MID SW 1 Shear Wall Analysis for Axial Stresses ASD Load Combinations P: I fa I Fa JUnity JCheck 1) D: 27.37 k 28.0 psi 401.9 psi 0.07 OK 5) D+0.6W: 29.11 k 29.8 psi 401.9 psi 0.07 OK 6a)D+0.75t0.6W>+0.75L+0.75L,: 31.4 k 32.2 psi 401.9 psi 0.08 OK 6b)D+0.75(0.6W)+0.75L+0.75S: 32.09 k 32.9 psi 401.9 psi 0.08 OK 7) 0.6D+0.6W: 14.25 k 14.6 psi 401.9 psi 0.04 OK 8a) D+0.7E�,+0.7Et 30.25 k 31.0 psi 401.9 psi 0.08 OK ) 0.6D-0.7E�,+0.7Eh: 13.54 k 13.9 psi 401.9 psi 0.03 OK Shear Wall Boundary Element Analysis for Axial+In-Plane Loading Moments of Critical Section at Base of Wall ASD Load Combinations: Mo: Boundary Force P: P at Boundary Net Tension Tallow: Unity Check 1) D: 0 k-ft 0.00 k 2.566 klf 13.68 k 0.00 k 19.84 k 0.00 OK 5) D+0.6W: 1.192 k-ft 0.12 k 2.729 klf 14.56 k 0.00 k 19.84 k 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75L.: 0.894 k-ft 0.09 k 2.944 klf 15.7 k 0.00 k 19.84 k 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 0.894 k-ft 0.09 k 3.008 klf 16.04 k 0.00 k 19.84 k 0.00 OK 7) 0.6D+0.6W: 1.192 k-ft 0.12 k 1.336 klf 7.125 k 0.00 k 19.84 k 0.00 OK 8a) D+0.7E,+0.7Et 28.12 k-ft 2.72 k 2.835 klf 15.12 k 0.00 k 19.84 k 0.00 OK 10a) 0.6D-0.7E,+0.7Eh: 28.12 k-ft 2.72 k 1.27 klf 6.772 k 0.00 k 19.84 k 0.00 OK Shear Wall Analysis for Axial+In-Plane Loading Shear Friction along the Base of Wall ASD Load Combinations: I M/Vd: I µ V: P: Any,: fv: I A,,: I Ff: JUnity Check 1) D: 0.00 1.0 0.00 klf 2.57 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 68.7 psi 0.00 OK 5) D+0.6W: 1.00 1.0 0.01 klf 2.73 klf 91.5 in /ft 0.1 psi/ft 0.116 in /ft 35.25 psi 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75Lr: 1.00 1.0 0.01 klf 2.94 klf 91.5 in /ft 0.1 psi/ft 0.116 in /ft 36.77 psi 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 1.00 1.0 0.01 klf 3.01 klf 91.5 in /ft 0.1 psi/ft 0.116 in /ft 37.22 psi 0.00 OK 7) 0.6D+0.6W: 1.00 1.0 0.01 klf 1.34 klf 91.5 in /ft 0.1 psi/ft 0.116 in /ft 25.35 psi 0.00 OK 8a) D+0.7Ev+0.7Et 1.00 1.0 0.23 klf 2.84 klf 91.5 in /ft 2.6 psi/ft 0.116 in /ft 36 psi 0.07 OK 10a) 0.6D-0.7E,+0.7Eh: 1.00 1.0 0.23 klf 1.27 klf 91.5 in /ft 2.6 psi/ft 0.116 in /ft 24.88 psi 0.10 OK Include Vertical Loads for Shear Friction Design: Yes 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-36 eA US Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: MID SW 2 Wall Dimensions/Properties: Unfactored Axial Induced Forces Unfactored In-Plane Lateral Induced Forces Nom.Block Thickenss: 8 in. BLC 7 Dist.Loads Line Loads BLC In-Plane Lateral Load at Location Actual Block Width,'w': 7.625 in DL: 0 psf 1099 plf WLLoc.t: 0.00 k at 0.00 ft above base Block Weight: Normal Weight DLadd: - psf 0 plf WLLoc.2: 0.00 k at 0.00 ft above base Grouted Cell Spacing: Fully DLsw: 80 psf 1467 plf WLLoc.s: 0.75 k at 15.33 ft(rooj) DLcmu: 80 psf LL: 0 psf 0 plf WLtocal: 0.75 k at wall base Add.DLWatt: 0 psf LLr: 0 psf 341 plf Eh,Loc.1: 0.00 k at 0.00 ft above base Total DLµ,att: 80 psf SLbase: 0 psf 426 plf Eh,Loc.2: 0.00 k at 0.00 ft above base Wall Clear Span,Hl: 15.33 ft SLdrift: - psf 0 plf Eh,Loc.3: 7.07 k at 15.33 ft(roof) Wall Parapet Height,H2: 3.00 ft WL(+): 0 psf 273 plf Cs: 0.15 *W Total Wall Height,H: 18.33 ft WL_: 0 psf -339 plf Eh,wau: 7.62 k at 9.17 ft('H'/2) Wall Length,L,d,: 34.58 ft SDS: 0.75 Ie: 1.00 Multiplier: 1.5 Shear Wall Type: Special Reinforced Ev: - psf 165 plf Eh,total: 22.03 k at wall base Gross Shear Area,A,,,: 3164 in E,,Wall: - psf 220.2 plf Wall Le tll.i'or'd' Dist.btwn Boundaries,'d': 34.25 ft r Dist to Bountlarv"e' Material Properties: Bond Sea. Masonry fm: 2500 psi Em: 2250 ksi " v ______ Top of Wall Reinforcement,fy: 60 ksi Es: 29000 ksi send Beam Restraint �=► Reinforcement,Fs: 32 ksi n: 12.89 Boundary Wall Reinforcement Steel: Reinforcement.Typ. �► Wall Reinforcement Layout: Single Curtain H Main Wall ( 1 ) #5 Vertical Bars at 32 in o.c. As,,: 0.31 in 2 rl z � Renlocelment Reinforcement: ( 1 ) #5 Horiz.Bars at 48 in o.c. AS h: 0.31 in ema m Boundary Reinf. (2) #5 Vertical Bars As,t: 0.62 in ELEVATION Recant Min.Reinforcement Requirements: Min.As,total: 0.183 in /ft Max Spacing: 48 in OK Min.Total Reinforcement Provided.As,total: 0.194 in /ft OK Min.Vertical Min.As,v: 0.064 in /ft Min.As,bo,,,,dary: 0.20 in /ft Reinforcement Provided A • 0.116 ' 2 OK Min.Boundary/Flexural provided.A 0.62 ' 2 OK s,v to /ft Reinforcement s,boundary to /ft Max Spacing: 48 in OK As,max - in2/ft OK Min.Horizontal Reinforcement Min.Ash: 0.064 in /ft Min.As,bond beam: 0.20 in /ft Min.Bond Beam Provided As,h: 0.078 in 2/ft OK Reinforcement Provided.As,boun 0.31 in 2/ft OK Shear Wall Analysis for Axial+In-Plane Loading of Critical Section at Base of Wall ASD Load Combinations P: V: f,: M/Vd: Fv,m: F,,s: Fv,ma F,: jUnity Check 1) D: 88.74 k 0.00 k 0.00 psi 0.00 57 psi 13.55 psi 150 psi 71 psi 0.00 OK 5) D+0.6W: 94.39 k 0.45 k 0.14 psi 0.45 48 psi 13.55 psi 136.8 psi 61 psi 0.00 OK 6a)D+0.75(0.6w)+0.75L+0.75L,: 101.82 k 0.34 k 0.11 psi 0.45 48 psi 13.55 psi 136.8 psi 62 psi 0.00 OK 6b)D+0.75(0.6w)+0.75L+0.75s: 104.03 k 0.34 k 0.11 psi 0.45 48 psi 13.55 psi 136.8 psi 62 psi 0.00 OK 7) 0.6D+0.6W: 46.20 k 0.45 k 0.14 psi 0.45 44 psi 13.55 psi 136.8 psi 57 psi 0.00 OK 8a) D+0.7Ev+0.7Et 98.06 k 15.42 k 4.87 psi 0.35 50 psi 13.55 psi 143 psi 64 psi 0.08 OK ) 0.6D-0.7Ev+0.7Eh: 43.92 k 15.42 k 4.87 psi 0.35 46 psi 13.55 psi 143 psi 59 psi 0.08 OK Inlcude Vertical Loads for Shear Design: Yes Shear Wall Analysis for Axial+In-Plane Loading Flexure of Critical Section at Base of Wall ASD Load Combinations Mo: I p I pn I k I j I fb: I Fb: jUnity jCheckj fs: I Fs: Unity Check 1) D: 0 k-ft 0.0002 0.0025 0.0689 0.977 0 psi 1125 psi 0.00 OK 0 psi 32000 psi 0.00 OK 5) D+0.6W: 6.934 k-ft 0.0002 0.0025 0.0689 0.977 2 psi 1125 psi 0.00 OK 334 psi 32000 psi 0.01 OK 6a)D+0.75(0.6W)+0.75L+0.75L,: 5.201 k-ft 0.0002 0.0025 0.0689 0.977 1 psi 1125 psi 0.00 OK 251 psi 32000 psi 0.01 OK 6b)D+0.75(0.64)+0.75L+0.75s: 5.201 k-ft 0.0002 0.0025 0.0689 0.977 1 psi 1125 psi 0.00 OK 251 psi 32000 psi 0.01 OK 7) 0.6D+0.6W: 6.934 k-ft 0.0002 0.0025 0.0689 0.977 2 psi 1125 psi 0.00 OK 334 psi 32000 psi 0.01 OK 8a) D+0.7E,+0.7Et 124.8 k-ft 0.0002 0.0025 0.0689 0.977 35 psi 1125 psi 0.03 OK 6014 psi 32000 psi 0.19 OK ) 0.6D-0.7E,+0.7Eh: 124.8 k-ft 0.0002 0.0025 0.0689 0.977 35 psi 1125 psi 0.03 OK 6014 psi 32000 psi 0.19 OK USE: 8 in.thick CMU wall Vertical Reinforcement: (1)#5 Bars at 32 in o.c. at centerline of wall Horizontal Reinforcement: (1)#5 Bars at 48 in o.c. at centerline of wall Boundary Element Reinforcement: 2 #5 Bars at end of wall 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-37 JAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: MID SW 2 Shear Wall Analysis for Axial Stresses ASD Load Combinations P: I fa I Fa JUnity JCheck 1) D: 88.74 k 28.0 psi 401.9 psi 0.07 OK 5) D+0.6W: 94.39 k 29.8 psi 401.9 psi 0.07 OK 6a)D+0.75t0.6W>+0.75L+0.75L,: 101.8 k 32.2 psi 401.9 psi 0.08 OK 6b)D+0.75(0.6W)+0.75L+0.75S: 104 k 32.9 psi 401.9 psi 0.08 OK 7) 0.6D+0.6W: 46.20 k 14.6 psi 401.9 psi 0.04 OK 8a) D+0.7E�,+0.7Et 98.06 k 31.0 psi 401.9 psi 0.08 OK ) 0.6D-0.7E�,+0.7Eh: 43.92 k 13.9 psi 401.9 psi 0.03 OK Shear Wall Boundary Element Analysis for Axial+In-Plane Loading Moments of Critical Section at Base of Wall ASD Load Combinations: Mo: Boundary Force P: P at Boundary Net Tension Tallow: Unity Check 1) D: 0 k-ft 0.00 k 2.566 klf 44.37 k 0.00 k 19.84 k 0.00 OK 5) D+0.6W: 6.934 k-ft 0.20 k 2.729 klf 47.2 k 0.00 k 19.84 k 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75L.: 5.201 k-ft 0.15 k 2.944 klf 50.91 k 0.00 k 19.84 k 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 5.201 k-ft 0.15 k 3.008 klf 52.01 k 0.00 k 19.84 k 0.00 OK 7) 0.6D+0.6W: 6.934 k-ft 0.20 k 1.336 klf 23.1 k 0.00 k 19.84 k 0.00 OK 8a) D+0.7E,+0.7Et 124.8 k-ft 3.64 k 2.835 klf 49.03 k 0.00 k 19.84 k 0.00 OK 10a) 0.6D-0.7E,+0.7Eh: 124.8 k-ft 3.64 k 1.27 klf 21.96 k 0.00 k 19.84 k 0.00 OK Shear Wall Analysis for Axial+In-Plane Loading Shear Friction along the Base of Wall ASD Load Combinations: I M/Vd: I µ V: P: Any,: fv: I A,,: I Ff: JUnity Check 1) D: 0.00 1.0 0.00 klf 2.57 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 68.7 psi 0.00 OK 5) D+0.6W: 0.45 1.0 0.01 klf 2.73 klf 91.5 in /ft 0.1 psi/ft 0.116 in /ft 70.49 psi 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75Lr: 0.45 1.0 0.01 klf 2.94 klf 91.5 in /ft 0.1 psi/ft 0.116 in /ft 72.83 psi 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 0.45 1.0 0.01 klf 3.01 klf 91.5 in /ft 0.1 psi/ft 0.116 in /ft 73.53 psi 0.00 OK 7) 0.6D+0.6W: 0.45 1.0 0.01 klf 1.34 klf 91.5 in /ft 0.1 psi/ft 0.116 in /ft 55.26 psi 0.00 OK 8a) D+0.7Ev+0.7Et 0.35 1.0 0.30 klf 2.84 klf 91.5 in /ft 3.2 psi/ft 0.116 in /ft 71.64 psi 0.05 OK 10a) 0.6D-0.7E,+0.7Eh: 0.35 1.0 0.30 klf 1.27 klf 91.5 in /ft 3.2 psi/ft 0.116 in /ft 54.53 psi 0.06 OK Include Vertical Loads for Shear Friction Design: Yes 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-38 eA US Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: MID SW 3 Wall Dimensions/Properties: Unfactored Axial Induced Forces Unfactored In-Plane Lateral Induced Forces Nom.Block Thickenss: 8 in. BLC 7 Dist.Loads Line Loads BLC In-Plane Lateral Load at Location Actual Block Width,'w': 7.625 in DL: 0 psf 1099 plf WLLoc.t: 0.00 k at 0.00 ft above base Block Weight: Normal Weight DLadd: - psf 0 plf WLLoc.2: 0.00 k at 0.00 ft above base Grouted Cell Spacing: Fully DLsw: 80 psf 1467 plf WLLoc.s: 1.20 k at 15.33 ft(rooj) DLcmu: 80 psf LL: 0 psf 0 plf WLtot,d: 1.20 k at wall base Add.DLWatt: 0 psf LLr: 0 psf 341 plf Eh,Loc.1: 0.00 k at 0.00 ft above base Total DLµ,att: 80 psf SLbase: 0 psf 426 plf Eh,Loc.2: 0.00 k at 0.00 ft above base Wall Clear Span,Hl: 15.33 ft SLdrift: - psf 0 plf Eh,Loc.3: 11.25 k at 15.33 ft(roof) Wall Parapet Height,H2: 3.00 ft WL(+): 0 psf 273 plf Cs: 0.15 *W Total Wall Height,H: 18.33 ft WL_: 0 psf -339 plf Eh,wau: 9.69 k at 9.17 ft('H'/2) Wall Length,L,d,: 44.00 ft SDS: 0.75 Ie: 1.00 Multiplier: 1.5 Shear Wall Type: Special Reinforced Ev: - psf 165 plf Eh,total: 31.41 k at wall base Gross Shear Area,A,,,: 4026 in E,,Wall: - psf 220.2 plf Wall Le tll.i'or'd' Dist.btwn Boundaries,'d': 43.67 ft r Dist to Bountlarv"e' Material Properties: Bond Sea. Masonry fm: 2500 psi Em: 2250 ksi " v ______ Top of Wall Reinforcement,fy: 60 ksi Es: 29000 ksi send Beam Restraint �=► Reinforcement,Fs: 32 ksi n: 12.89 Boundary Wall Reinforcement Steel: Reinforcement.Typ. �► Wall Reinforcement Layout: Single Curtain H Main Wall ( 1 ) #5 Vertical Bars at 32 in o.c. As,,: 0.31 in 2 rl z � Renlocelment Reinforcement: ( 1 ) #5 Horiz.Bars at 48 in o.c. AS h: 0.31 in ema m Boundary Reinf. (2) #5 Vertical Bars As,t: 0.62 in ELEVATION Recant Min.Reinforcement Requirements: Min.As,total: 0.183 in /ft Max Spacing: 48 in OK Min.Total Reinforcement Provided.As,total: 0.194 in /ft OK Min.Vertical Min.As,v: 0.064 in /ft Min.As,bo,,,,dary: 0.20 in /ft Reinforcement Provided A • 0.116 ' 2 OK Min.Boundary/Flexural provided.A 0.62 ' 2 OK s,v to /ft Reinforcement s,boundary In /ft Max Spacing: 48 in OK As,max - in2/ft OK Min.Horizontal Reinforcement Min.Ash: 0.064 in /ft Min.As,bond beam: 0.20 in /ft Min.Bond Beam Provided As,h: 0.078 in 2/ft OK Reinforcement Provided.As,boun 0.31 in 2/ft OK Shear Wall Analysis for Axial+In-Plane Loading of Critical Section at Base of Wall ASD Load Combinations P: V: f,: M/Vd: Fv,m: F,,s: Fv,ma F,: jUnity Check 1) D: 112.90 k 0.00 k 0.00 psi 0.00 57 psi 13.55 psi 150 psi 71 psi 0.00 OK 5) D+0.6W: 120.10 k 0.72 k 0.18 psi 0.35 50 psi 13.55 psi 143.3 psi 63 psi 0.00 OK 6a)D+0.75(0.6w)+0.75L+0.75L,: 129.54 k 0.54 k 0.13 psi 0.35 50 psi 13.55 psi 143.3 psi 64 psi 0.00 OK 6b)D+0.75(0.6w)+0.75L+0.75s: 132.35 k 0.54 k 0.13 psi 0.35 51 psi 13.55 psi 143.3 psi 64 psi 0.00 OK 7) 0.6D+0.6W: 58.78 k 0.72 k 0.18 psi 0.35 46 psi 13.55 psi 143.3 psi 60 psi 0.00 OK 8a) D+0.7Ev+0.7Et 124.76 k 21.99 k 5.46 psi 0.29 51 psi 13.55 psi 147.6 psi 65 psi 0.08 OK ) 0.6D-0.7Ev+0.7Eh: 55.87 k 21.99 k 5.46 psi 0.29 47 psi 13.55 psi 147.6 psi 61 psi 0.09 OK Inlcude Vertical Loads for Shear Design: Yes Shear Wall Analysis for Axial+In-Plane Loading Flexure of Critical Section at Base of Wall ASD Load Combinations Mo: I p I pn I k I j I fb: I Fb: jUnity jCheckj fs: I Fs: Unity Check 1) D: 0 k-ft 0.0002 0.0020 0.0613 0.98 0 psi 1125 psi 0.00 OK 0 psi 32000 psi 0.00 OK 5) D+0.6W: 11.03 k-ft 0.0002 0.0020 0.0613 0.98 2 psi 1125 psi 0.00 OK 416 psi 32000 psi 0.01 OK 6a)D+0.75(0.6W)+0.75L+0.75L,: 8.273 k-ft 0.0002 0.0020 0.0613 0.98 2 psi 1125 psi 0.00 OK 312 psi 32000 psi 0.01 OK 6b)D+0.75(0.64)+0.75L+0.75s: 8.273 k-ft 0.0002 0.0020 0.0613 0.98 2 psi 1125 psi 0.00 OK 312 psi 32000 psi 0.01 OK 7) 0.6D+0.6W: 11.03 k-ft 0.0002 0.0020 0.0613 0.98 2 psi 1125 psi 0.00 OK 416 psi 32000 psi 0.01 OK 8a) D+0.7E,+0.7Et 182.9 k-ft 0.0002 0.0020 0.0613 0.98 35 psi 1125 psi 0.03 OK 6897 psi 32000 psi 0.22 OK ) 0.6D-0.7E,+0.7Eh: 182.9 k-ft 0.0002 0.0020 0.0613 0.98 35 psi 1125 psi 0.03 OK 6897 psi 32000 psi 0.22 OK USE: 8 in.thick CMU wall Vertical Reinforcement: (1)#5 Bars at 32 in o.c. at centerline of wall Horizontal Reinforcement: (1)#5 Bars at 48 in o.c. at centerline of wall Boundary Element Reinforcement: 2 #5 Bars at end of wall 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-39 JAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: MID SW 3 Shear Wall Analysis for Axial Stresses ASD Load Combinations P: I fa I Fa JUnity JCheck 1) D: 112.9 k 28.0 psi 401.9 psi 0.07 OK 5) D+0.6W: 120.1 k 29.8 psi 401.9 psi 0.07 OK 6a)D+0.75t0.6W>+0.75L+0.75L,: 129.5 k 32.2 psi 401.9 psi 0.08 OK 6b)D+0.75(0.6W)+0.75L+0.75S: 132.4 k 32.9 psi 401.9 psi 0.08 OK 7) 0.6D+0.6W: 58.78 k 14.6 psi 401.9 psi 0.04 OK 8a) D+0.7E,+0.7Et 124.8 k 31.0 psi 401.9 psi 0.08 OK ) 0.6D-0.7E,+0.7Eh: 55.87 k 13.9 psi 401.9 psi 0.03 OK Shear Wall Boundary Element Analysis for Axial+In-Plane Loading Moments of Critical Section at Base of Wall ASD Load Combinations: Mo: Boundary Force P: P at Boundary Net Tension Tallow: Unity Check 1) D: 0 k-ft 0.00 k 2.566 klf 56.45 k 0.00 k 19.84 k 0.00 OK 5) D+0.6W: 11.03 k-ft 0.25 k 2.729 klf 60.05 k 0.00 k 19.84 k 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75L.: 8.273 k-ft 0.19 k 2.944 klf 64.77 k 0.00 k 19.84 k 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 8.273 k-ft 0.19 k 3.008 klf 66.18 k 0.00 k 19.84 k 0.00 OK 7) 0.6D+0.6W: 11.03 k-ft 0.25 k 1.336 klf 29.39 k 0.00 k 19.84 k 0.00 OK 8a) D+0.7E,+0.7Et 182.9 k-ft 4.19 k 2.835 klf 62.38 k 0.00 k 19.84 k 0.00 OK 10a) 0.6D-0.7E,+0.7Eh: 182.9 k-ft 4.19 k 1.27 klf 27.94 k 0.00 k 19.84 k 0.00 OK Shear Wall Analysis for Axial+In-Plane Loading Shear Friction along the Base of Wall ASD Load Combinations: I M/Vd: I µ V: P: Any,: fv: I A,,: I Ff: JUnity Check 1) D: 0.00 1.0 0.00 klf 2.57 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 68.7 psi 0.00 OK 5) D+0.6W: 0.35 1.0 0.02 klf 2.73 klf 91.5 in /ft 0.2 psi/ft 0.116 in /ft 70.49 psi 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75Lr: 0.35 1.0 0.01 klf 2.94 klf 91.5 in /ft 0.1 psi/ft 0.116 in /ft 72.83 psi 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 0.35 1.0 0.01 klf 3.01 klf 91.5 in /ft 0.1 psi/ft 0.116 in /ft 73.53 psi 0.00 OK 7) 0.6D+0.6W: 0.35 1.0 0.02 klf 1.34 klf 91.5 in /ft 0.2 psi/ft 0.116 in /ft 55.26 psi 0.00 OK 8a) D+0.7Ev+0.7Et 0.29 1.0 0.33 klf 2.84 klf 91.5 in /ft 3.6 psi/ft 0.116 in /ft 71.64 psi 0.05 OK 10a) 0.6D-0.7E,+0.7Eh: 0.29 1.0 0.33 klf 1.27 klf 91.5 in /ft 3.6 psi/ft 0.116 in /ft 54.53 psi 0.07 OK Include Vertical Loads for Shear Friction Design: Yes 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-40 eA US Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: MID SW 4 Wall Dimensions/Properties: Unfactored Axial Induced Forces Unfactored In-Plane Lateral Induced Forces Nom.Block Thickenss: 8 in. BLC 7 Dist.Loads Line Loads BLC In-Plane Lateral Load at Location Actual Block Width,'w': 7.625 in DL: 0 psf 1187 plf WLLoc.t: 0.00 k at 0.00 ft above base Block Weight: Normal Weight DLadd: - psf 0 plf WLLoc.2: 0.00 k at 0.00 ft above base Grouted Cell Spacing: Fully DLsw: 80 psf 1227 plf WLLoc.s: 1.03 k at 15.33 ft(rooj) DLcmu: 80 psf LL: 0 psf 233 plf WLtocal: 1.03 k at wall base Add.DLWatt: 0 psf LLr: 0 psf 224 plf Eh,Loc.1: 0.00 k at 0.00 ft above base Total DLµ,att: 80 psf SLbase: 0 psf 280 plf Eh,Loc.2: 0.00 k at 0.00 ft above base Wall Clear Span,Hl: 15.33 ft SLdrift: - psf 0 plf Eh,Loc.3: 9.63 k at 15.33 ft(roof) Wall Parapet Height,H2: 0.00 ft WL(+): 0 psf 179 plf Cs: 0.15 *W Total Wall Height,H: 15.33 ft WL_: 0 psf -223 plf Eh,wall: 6.51 k at 7.67 ft('H'/2) Wall Length,L,d,: 35.33 ft SDS: 0.75 Ie: 1.00 Multiplier: 1.5 Shear Wall Type: Special Reinforced Ev: - psf 178 plf Eh,total: 24.20 k at wall base Gross Shear Area,A,,,: 3233 in E,,Wall: - psf 184.2 plf Wall Le tll.i'or'd' Dist.btwn Boundaries,'d': 35.00 ft r Dist to Bountlarv"e' Material Properties: Bond Sea. Masonry fm: 2500 psi Em: 2250 ksi " v ______ Top of Wall Reinforcement,fy: 60 ksi Es: 29000 ksi send Beam Restraint �=► Reinforcement,Fs: 32 ksi n: 12.89 Boundary Wall Reinforcement Steel: Reinforcement.Typ. �► Wall Reinforcement Layout: Single Curtain H Main Wall ( 1 ) #5 Vertical Bars at 32 in o.c. As,,: 0.31 in 2 rl z � Renlocelment Reinforcement: ( 1 ) #5 Horiz.Bars at 48 in o.c. AS h: 0.31 in ema m Boundary Reinf. (2) #5 Vertical Bars As,t: 0.62 in ELEVATION Recant Min.Reinforcement Requirements: Min.As,total: 0.183 in /ft Max Spacing: 48 in OK Min.Total Reinforcement Provided.As,total: 0.194 in /ft OK Min.Vertical Min.As,v: 0.064 in /ft Min.As,bo,,,,dary: 0.20 in /ft Reinforcement Provided A • 0.116 ' 2 OK Min.Boundary/Flexural provided.A 0.62 ' 2 OK s,v to /ft Reinforcement s,boundary to /ft Max Spacing: 48 in OK As,max - in2/ft OK Min.Horizontal Reinforcement Min.Ash: 0.064 in /ft Min.As,bond beam: 0.20 in /ft Min.Bond Beam Provided As,h: 0.078 in 2/ft OK Reinforcement Provided.As,boun 0.31 in 2/ft OK Shear Wall Analysis for Axial+In-Plane Loading of Critical Section at Base of Wall ASD Load Combinations P: V: f,: M/Vd: Fv,m: F,,s: Fv,ma F,: jUnity Check 1) D: 85.27 k 0.00 k 0.00 psi 0.00 57 psi 13.55 psi 150 psi 70 psi 0.00 OK 5) D+0.6W: 89.07 k 0.62 k 0.19 psi 0.44 47 psi 13.55 psi 137.5 psi 61 psi 0.00 OK 6a)D+0.75(0.6w)+0.75L+0.75L,: 100.25 k 0.46 k 0.14 psi 0.44 48 psi 13.55 psi 137.5 psi 62 psi 0.00 OK 66)D+0.75(0.6W)+0.75L+0.25s: 101.73 k 0.46 k 0.14 psi 0.44 48 psi 13.55 psi 137.5 psi 62 psi 0.00 OK 7) 0.6D+0.6W: 46.43 k 0.62 k 0.19 psi 0.44 44 psi 13.55 psi 137.5 psi 58 psi 0.00 OK 8a) D+0.7Ev+0.7Et 94.23 k 16.94 k 5.24 psi 0.35 50 psi 13.55 psi 143.4 psi 63 psi 0.08 OK ) 0.6D-0.7Ev+0.7Eh: 42.20 k 16.94 k 5.24 psi 0.35 46 psi 13.55 psi 143.4 psi 59 psi 0.09 OK Inlcude Vertical Loads for Shear Design: Yes Shear Wall Analysis for Axial+In-Plane Loading Flexure of Critical Section at Base of Wall ASD Load Combinations Mo: p I pn I k j I fb: I Fb: jUnity jCheckj fs: I Fs: Unity Check 1) D: 0 k-ft 0.0002 0.0025 0.0682 0.977 0 psi 1125 psi 0.00 OK 0 psi 32000 psi 0.00 OK 5) D+0.6W: 9.438 k-ft 0.0002 0.0025 0.0682 0.977 3 psi 1125 psi 0.00 OK 445 psi 32000 psi 0.01 OK 6a)D+0.75(0.6W)+0.75L+0.75L,: 7.078 k-ft 0.0002 0.0025 0.0682 0.977 2 psi 1125 psi 0.00 OK 334 psi 32000 psi 0.01 OK eat D+0.75(0.64)+0.75L+0.75s: 7.078 k-ft 0.0002 0.0025 0.0682 0.977 2 psi 1125 psi 0.00 OK 334 psi 32000 psi 0.01 OK 7) 0.6D+0.6W: 9.438 k-ft 0.0002 0.0025 0.0682 0.977 3 psi 1125 psi 0.00 OK 445 psi 32000 psi 0.01 OK 8a) D+0.7E,+0.7Et 138.2 k-ft 0.0002 0.0025 0.0682 0.977 37 psi 1125 psi 0.03 OK 6518 psi 32000 psi 0.20 OK ) 0.6D-0.7E,+0.7Eh: 138.2 k-ft 0.0002 0.0025 0.0682 0.977 37 psi 1125 psi 0.03 OK 6518 psi 32000 psi 0.20 OK USE: 8 in.thick CMU wall Vertical Reinforcement: (1)#5 Bars at 32 in o.c. at centerline of wall Horizontal Reinforcement: (1)#5 Bars at 48 in o.c. at centerline of wall Boundary Element Reinforcement: 2 #5 Bars at end of wall 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-41 JAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: MID SW 4 Shear Wall Analysis for Axial Stresses ASD Load Combinations P: I fa I Fa JUnity JCheck 1) D: 85.27 k 26.4 psi 401.9 psi 0.07 OK 5) D+0.6W: 89.07 k 27.6 psi 401.9 psi 0.07 OK 6a)D+0.75t0.6W>+0.75L+0.75L,: 100.2 k 31.0 psi 401.9 psi 0.08 OK 6b)D+0.75(0.6W)+0.75L+0.75s: 101.7 k 31.5 psi 401.9 psi 0.08 OK 7) 0.6D+0.6W: 46.43 k 14.4 psi 401.9 psi 0.04 OK 8a) D+0.7E,+0.7Et 94.23 k 29.1 psi 401.9 psi 0.07 OK ) 0.6D-0.7E,+0.7Eh: 42.20 k 13.1 psi 401.9 psi 0.03 OK Shear Wall Boundary Element Analysis for Axial+In-Plane Loading Moments of Critical Section at Base of Wall ASD Load Combinations: Mo: Boundary Force P: P at Boundary Net Tension Tallow: Unity Check 1) D: 0 k-ft 0.00 k 2.413 klf 42.64 k 0.00 k 19.84 k 0.00 OK 5) D+0.6W: 9.438 k-ft 0.27 k 2.521 klf 44.54 k 0.00 k 19.84 k 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75L.: 7.078 k-ft 0.20 k 2.837 klf 50.12 k 0.00 k 19.84 k 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 7.078 k-ft 0.20 k 2.879 klf 50.87 k 0.00 k 19.84 k 0.00 OK 7) 0.6D+0.6W: 9.438 k-ft 0.27 k 1.314 klf 23.22 k 0.00 k 19.84 k 0.00 OK 8a) D+0.7E,+0.7Et 138.2 k-ft 3.95 k 2.667 klf 47.12 k 0.00 k 19.84 k 0.00 OK 10a) 0.6D-0.7E,+0.7Eh: 138.2 k-ft 3.95 k 1.194 klf 21.1 k 0.00 k 19.84 k 0.00 OK Shear Wall Analysis for Axial+In-Plane Loading Shear Friction along the Base of Wall ASD Load Combinations: I M/Vd: I µ V: P: Any,: fv: I A,,: I Ff: JUnity Check 1) D: 0.00 1.0 0.00 klf 2.41 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 67.03 psi 0.00 OK 5) D+0.6W: 0.44 1.0 0.02 klf 2.52 klf 91.5 in /ft 0.2 psi/ft 0.116 in /ft 68.21 psi 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75Lr: 0.44 1.0 0.01 klf 2.84 klf 91.5 in /ft 0.1 psi/ft 0.116 in /ft 71.66 psi 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 0.44 1.0 0.01 klf 2.88 klf 91.5 in /ft 0.1 psi/ft 0.116 in /ft 72.12 psi 0.00 OK 7) 0.6D+0.6W: 0.44 1.0 0.02 klf 1.31 klf 91.5 in /ft 0.2 psi/ft 0.116 in /ft 55.02 psi 0.00 OK 8a) D+0.7Ev+0.7Et 0.35 1.0 0.32 klf 2.67 klf 91.5 in /ft 3.5 psi/ft 0.116 in /ft 69.8 psi 0.05 OK 10a) 0.6D-0.7E,+0.7Eh: 0.35 1.0 0.32 klf 1.19 klf 91.5 in /ft 3.5 psi/ft 0.116 in /ft 53.71 psi 0.07 OK Include Vertical Loads for Shear Friction Design: Yes 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-42 eA US Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: UPPER N SW Wall Dimensions/Properties: Unfactored Axial Induced Forces Unfactored In-Plane Lateral Induced Forces Nom.Block Thickenss: 8 in. BLC Dist.Loads Line Loads BLC In-Plane Lateral Load at Location Actual Block Width,'w': 7.625 in DL: 0 psf 88 plf WLLoc.1: 0.00 k at 0.00 ft above base Block Weight: Normal Weight DLadd: - psf 0 plf WLLoc.2: 0.00 k at 5.83 ft above base Grouted Cell Spacing: Fully DLsw: 80 psf 1093 plf WLLoc.3: 2.23 k at 13.67 ft(rooj) DLomu: 80 psf LL: 0 psf 0 plf WLtot,d: 2.23 k at wall base Add.DLWall: 0 psf LLr: 0 psf 117 plf Eh,Loc.1: 0.00 k at 0.00 ft above base Total DLµ,alt: 80 psf SLbase: 0 psf 146 plf Eh,Loc.2: 24.66 k at 5.83 ft above base Wall Clear Span,Hi: 13.67 ft SLd,;R: - psf 0 plf Eh,Loc.s: 1.72 k at 13.67 ft(roof) Wall Parapet Height,H2: 0.00 ft WL(+): 0 psf 93 plf Cs: 0.15 *W Total Wall Height,H: 13.67 ft WL_: 0 psf -116 plf Eh,wau: 3.83 k at 6.83 ft('H'/2) Wall Length,L,d,: 23.33 ft SDS: 0.75 Ie: 1.00 Multiplier: 1.5 Shear Wall Type: Special Reinforced Ev: - psf 13 plf Eh,tolal: 45.31 k at wall base Gross Shear Area,A,,,: 2135 in E,,Wall: - psf 164.1 plf Wall Le tll.i'or'tl: Dist.btwn Boundaries,'d': 23.00 ft r Dist toBountlarv"0' Material Properti7eTF Bond Bearn Masonry fm: 2500 psi Em: 2250 ksi " v ______ Top of Wall Reinforcement,fy: 60 ksi Es: 29000 ksi Bond seam Restraint �=► Reinforcement,Fs: 32 ksi n: 12.89 Boundary Wall Reinforcement Steel: H Reinforcement.Typ. �► Wall Reinforcement Layout: Single Curtain Main Wall ( 1 ) #5 Vertical Bars at 32 in o.c. As,,: 0.31 in2 z � Renlocelment Reinforcement: ( 1 ) #5 Horiz.Bars at 48 in o.c. AS h: 0.31 in2 emtl rn Boundary Reinf. (2) #5 Vertical Bars As,t: 0.62 in ELEVATION Recant Min.Reinforcement Requirements: Min.As,cocal: 0.183 in /ft Max Spacing: 48 in OK Min.Total Reinforcement Provided.As,total: 0.194 in /ft OK Min.Vertical Min.As,v: 0.064 in /ft Min.As,bo,,,,dary: 0.20 in /ft Reinforcement Provided A • 0.116 ' 2 OK Min.Boundary/Flexural provided.A 0.62 ' /ft 2 OK s,v to /ft Reinforcement s,bund oary to Max Spacing: 48 in OK As,max - in2/ft OK Min.Horizontal Reinforcement Min.Ash: 0.064 in /ft Min.As,bond beam: 0.20 in /ft Min.Bond Beam Provided As,h: 0.078 in 2/ft OK Reinforcement Provided.As,boun 0.31 in 2/ft OK Shear Wall Analysis for Axial+In-Plane Loading of Critical Section at Base of Wall ASD Load Combinations P: V: f,: M/Vd: Fv,m: F,,s: Fv,ma F,: jUnity Check 1) D: 27.55 k 0.00 k 0.00 psi 0.00 53 psi 13.55 psi 150 psi 67 psi 0.00 OK 5) D+0.6W: 28.86 k 1.34 k 0.63 psi 0.59 40 psi 13.55 psi 127.1 psi 54 psi 0.01 OK 6a)D+0.75(0.6w)+0.75L+0.75L,: 30.57 k 1.00 k 0.47 psi 0.59 41 psi 13.55 psi 127.1 psi 54 psi 0.01 OK cb)D+0.75(0.6W)+0.75L+0.25s: 31.08 k 1.00 k 0.47 psi 0.59 41 psi 13.55 psi 127.1 psi 54 psi 0.01 OK 7) 0.6D+0.6W: 14.91 k 1.34 k 0.63 psi 0.59 39 psi 13.55 psi 127.1 psi 52 psi 0.01 OK 8a) D+0.7Ev+0.7Et 30.45 k 31.72 k 14.86 psi 0.28 47 psi 13.55 psi 148.1 psi 61 psi 0.24 OK ) 0.6D-0.7Ev+0.7Eh: 13.64 k 31.72 k 14.86 psi 0.28 46 psi 13.55 psi 148.1 psi 59 psi 0.25 OK Inlcude Vertical Loads for Shear Design: Yes Shear Wall Analysis for Axial+In-Plane Loading Flexure of Critical Section at Base of Wall ASD Load Combinations Mo: p I pn I k j I fb: I Fb: jUnity jCheckj fs: I Fs: Unity Check 1) D: 0 k-ft 0.0003 0.0038 0.0834 0.972 0 psi 1125 psi 0.00 OK 0 psi 32000 psi 0.00 OK 5) D+0.6W: 18.28 k-ft 0.0003 0.0038 0.0834 0.972 9 psi 1125 psi 0.01 OK 1318 psi 32000 psi 0.04 OK 6a)D+0.75(0.6W)+0.75L+0.75L,: 13.71 k-ft 0.0003 0.0038 0.0834 0.972 7 psi 1125 psi 0.01 OK 989 psi 32000 psi 0.03 OK eat D+0.75(0.64)+0.75L+0.75s: 13.71 k-ft 0.0003 0.0038 0.0834 0.972 7 psi 1125 psi 0.01 OK 989 psi 32000 psi 0.03 OK 7) 0.6D+0.6W: 18.28 k-ft 0.0003 0.0038 0.0834 0.972 9 psi 1125 psi 0.01 OK 1318 psi 32000 psi 0.04 OK 8a) D+0.7E,+0.7Et 135.4 k-ft 0.0003 0.0038 0.0834 0.972 69 psi 1125 psi 0.06 OK 9770 psi 32000 psi 0.31 OK ) 0.6D-0.7E,+0.7Eh: 135.4 k-ft 0.0003 0.0038 0.0834 0.972 69 psi 1125 psi 0.06 OK 9770 psi 32000 psi 0.31 OK USE: 8 in.thick CMU wall Vertical Reinforcement: (1)#5 Bars at 32 in o.c. at centerline of wall Horizontal Reinforcement: (1)#5 Bars at 48 in o.c. at centerline of wall Boundary Element Reinforcement: 2 #5 Bars at end of wall 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-43 JAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: UPPER N SW Shear Wall Analysis for Axial Stresses ASD Load Combinations P: I fa I Fa JUnity JCheck 1) D: 27.55 k 12.9 psi 447.8 psi 0.03 OK 5) D+0.6W: 28.86 k 13.5 psi 447.8 psi 0.03 OK 6a)D+0.75t0.6W>+0.75L+0.75L,: 30.57 k 14.3 psi 447.8 psi 0.03 OK 6b)D+0.75(0.6W)+0.75L+0.75S: 31.08 k 14.6 psi 447.8 psi 0.03 OK 7) 0.6D+0.6W: 14.91 k 7.0 psi 447.8 psi 0.02 OK 8a) D+0.7E,+0.7Et 30.45 k 14.3 psi 447.8 psi 0.03 OK ) 0.6D-0.7E,+0.7Eh: 13.64 k 6.4 psi 447.8 psi 0.01 OK Shear Wall Boundary Element Analysis for Axial+In-Plane Loading Moments of Critical Section at Base of Wall ASD Load Combinations: Mo: Boundary Force P: P at Boundary Net Tension Tallow: Unity Check 1) D: 0 k-ft 0.00 k 1.181 klf 13.78 k 0.00 k 19.84 k 0.00 OK 5) D+0.6W: 18.28 k-ft 0.79 k 1.237 klf 14.43 k 0.00 k 19.84 k 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75L.: 13.71 k-ft 0.60 k 1.31 klf 15.29 k 0.00 k 19.84 k 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 13.71 k-ft 0.60 k 1.332 klf 15.54 k 0.00 k 19.84 k 0.00 OK 7) 0.6D+0.6W: 18.28 k-ft 0.79 k 0.639 klf 7.453 k 0.00 k 19.84 k 0.00 OK 8a) D+0.7E,+0.7Et 135.4 k-ft 5.89 k 1.305 klf 15.22 k 0.00 k 19.84 k 0.00 OK 10a) 0.6D-0.7E,+0.7Eh: 135.4 k-ft 5.89 k 0.584 klf 6.818 k 0.00 k 19.84 k 0.00 OK Shear Wall Analysis for Axial+In-Plane Loading Shear Friction along the Base of Wall ASD Load Combinations: I M/Vd: I µ V: P: Any,: fv: I A,,: I Ff: JUnity Check 1) D: 0.00 1.0 0.00 klf 1.18 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 53.56 psi 0.00 OK 5) D+0.6W: 0.59 1.0 0.06 klf 1.24 klf 91.5 in /ft 0.6 psi/ft 0.116 in /ft 48.61 psi 0.01 OK 6a) D+0.75(0.6W)+0.75L+0.75Lr: 0.59 1.0 0.04 klf 1.31 klf 91.5 in /ft 0.5 psi/ft 0.116 in /ft 49.36 psi 0.01 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 0.59 1.0 0.04 klf 1.33 klf 91.5 in /ft 0.5 psi/ft 0.116 in /ft 49.58 psi 0.01 OK 7) 0.6D+0.6W: 0.59 1.0 0.06 klf 0.64 klf 91.5 in /ft 0.6 psi/ft 0.116 in /ft 42.5 psi 0.01 OK 8a) D+0.7Ev+0.7Et 0.28 1.0 0.91 klf 1.30 klf 91.5 in /ft 9.9 psi/ft 0.116 in /ft 54.92 psi 0.18 OK 10a) 0.6D-0.7E,+0.7Eh: 0.28 1.0 0.91 klf 0.58 klf 91.5 in /ft 9.9 psi/ft 0.116 in /ft 47.04 psi 0.21 OK Include Vertical Loads for Shear Friction Design: Yes 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-44 eA US Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: N SW 1 Wall Dimensions/Properties: Unfactored Axial Induced Forces Unfactored In-Plane Lateral Induced Forces Nom.Block Thickenss: 8 in. BLC 7 Dist.Loads Line Loads BLC In-Plane Lateral Load at Location Actual Block Width,'w': 7.625 in DL: 0 psf 1079 plf WLLoc.I: 0.00 k at 0.00 ft above base Block Weight: Normal Weight DLadd: - psf 0 plf WLLoc.2: 0.00 k at 0.00 ft above base Grouted Cell Spacing: Fully DLsw: 80 psf 800 plf WLLoc.s: 0.26 k at 10.00 ft(rooj) DLcmu: 80 psf LL: 0 psf 233 plf WLtot,d: 0.26 k at wall base Add.DLWaII: 0 psf LLr: 0 psf 117 plf Eh,Loc.I: 0.00 k at 0.00 ft above base Total DLWaII: 80 psf SLbase: 0 psf 146 plf Eh,Loc.2: 0.00 k at 0.00 ft above base Wall Clear Span,Hl: 10.00 ft SLdrift: - psf 0 plf Eh,Loc.s: 2.45 k at 10.00 ft(roof) Wall Parapet Height,H2: 0.00 ft WL(+): 0 psf 93 plf Cs: 0.15 *W Total Wall Height,H: 10.00 ft WL_: 0 psf -116 plf Eh,wall: 0.72 k at 5.00 ft('H'/2) Wall Length,L,d,: 6.00 ft SDS: 0.75 Ie: 1.00 Multiplier: 1.5 Shear Wall Type: Special Reinforced Ev: - psf 162 plf Eh,tolal: 4.76 k at wall base Gross Shear Area,A,,,: 549 in E,,Wall: - psf 120.1 plf Wall Le N.i'or'd' Dist.btwn Boundaries,'d': 5.67 ft r Dist toBountlarv"0' Material Properties: Bond Bearn Masonry fm: 2500 psi Em: 2250 ksi " v Top of Wall Reinforcement,f,: 60 ksi Es: 29000 ksi Bond Beam Restraint �=► Reinforcement,Fs: 32 ksi n: 12.89 Boundary Wall Reinforcement Steel: Reinforcement.Typ. �► Wall Reinforcement Layout: Single Curtain H Main Wall ( 1 ) #5 Vertical Bars at 24 in o.c. As,,: 0.31 in 2 rl z � Renlocelment Reinforcement: ( 1 ) #5 Horiz.Bars at 24 in o.c. AS h: 0.31 in ema rn Boundary Reinf. (2) #5 Vertical Bars As,t: 0.62 in ELEVATION Recant Min.Reinforcement Requirements: Min.As,cocal: 0.183 in /ft Max Spacing: 24 in OK Min.Total Reinforcement Provided.As,total: 0.31 in /ft OK Min.Vertical Min.As,v: 0.064 in /ft Min.As,bo,,,,dary: 0.20 in /ft Reinforcement Provided A • 0.155 ' 2 OK Min.Boundary/Flexural provided.A 0.62 ' 2 OK s,v to /ft Reinforcement s,boundary In /ft Max Spacing: 24 in OK As,max - in2/ft OK Min.Horizontal Reinforcement Min.AS h: 0.064 in /ft Min.As,bond beam: 0.20 in /ft Min.Bond Beam Provided As,h: 0.155 in 2/ft OK Reinforcement Provided.As,boun 0.31 in 2/ft OK Shear Wall Analysis for Axial+In-Plane Loading of Critical Section at Base of Wall ASD Load Combinations P: V: f,: M/Vd: Fv,m: F,,s: Fv,ma F,: jUnity Check 1) D: 11.28 k 0.00 k 0.00 psi 0.00 55 psi 27.1 psi 150 psi 82 psi 0.00 OK 5) D+0.6W: 11.61 k 0.16 k 0.29 psi 1.00 33 psi 27.1 psi 100 psi 61 psi 0.00 OK 6a)D+0.7510.6w1+0.75L+0.75L,: 13.10 k 0.12 k 0.22 psi 1.00 34 psi 27.1 psi 100 psi 61 psi 0.00 OK 6b)D+0.75(0.6w)+0.75L+0.75s: 13.23 k 0.12 k 0.22 psi 1.00 34 psi 27.1 psi 100 psi 61 psi 0.00 OK 7) 0.6D+0.6W: 6.35 k 0.16 k 0.29 psi 1.00 31 psi 27.1 psi 100 psi 58 psi 0.00 OK 8a) D+0.7Ev+0.7EI 12.46 k 3.33 k 6.06 psi 1.00 34 psi 27.1 psi 100 psi 61 psi 0.10 OK ) 0.6D-0.7Ev+0.7Eh: 5.58 k 3.33 k 6.06 psi 1.00 31 psi 27.1 psi 100 psi 58 psi 0.10 OK Inlcude Vertical Loads for Shear Design: Yes Shear Wall Analysis for Axial+In-Plane Loading Flexure of Critical Section at Base of Wall ASD Load Combinations Mo: p I pn I k j I fb: I Fb: jUnity jCheckj fs: I Fs: Unity Check 1) D: 0 k-ft 0.0012 0.0154 0.1608 0.946 0 psi 1125 psi 0.00 OK 0 psi 32000 psi 0.00 OK 5) D+0.6W: 1.587 k-ft 0.0012 0.0154 0.1608 0.946 7 psi 1125 psi 0.01 OK 477 psi 32000 psi 0.01 OK 6a)D+0.75(0.6W)+0.75L+0.75L,: 1.19 k-ft 0.0012 0.0154 0.1608 0.946 5 psi 1125 psi 0.00 OK 358 psi 32000 psi 0.01 OK 6b)D+0.75(0.64)+0.75L+0.75s: 1.19 k-ft 0.0012 0.0154 0.1608 0.946 5 psi 1125 psi 0.00 OK 358 psi 32000 psi 0.01 OK 7) 0.6D+0.6W: 1.587 k-ft 0.0012 0.0154 0.1608 0.946 7 psi 1125 psi 0.01 OK 477 psi 32000 psi 0.01 OK 8a) D+0.7E,+0.7EI 19.67 k-ft 0.0012 0.0154 0.1608 0.946 88 psi 1125 psi 0.08 OK 5915 psi 32000 psi 0.18 OK ) 0.6D-0.7E,+0.7Eh: 19.67 k-ft 0.0012 0.0154 0.1608 0.946 88 psi 1125 psi 0.08 OK 5915 psi 32000 psi 0.18 OK USE: 8 in.thick CMU wall Vertical Reinforcement: (1)#5 Bars at 24 in o.c. at centerline of wall Horizontal Reinforcement: (1)#5 Bars at 24 in o.c. at centerline of wall Boundary Element Reinforcement: 2 #5 Bars at end of wall 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-45 JAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: N SW 1 Shear Wall Analysis for Axial Stresses ASD Load Combinations P: I fa I Fa JUnity JCheck 1) D: 11.28 k 20.5 psi 530.1 psi 0.04 OK 5) D+0.6W: 11.61 k 21.1 psi 530.1 psi 0.04 OK 6a)D+0.75t0.6W>+0.75L+0.75L,: 13.1 k 23.9 psi 530.1 psi 0.05 OK 6b)D+0.75(0.6W)+0.75L+0.75S: 13.23 k 24.1 psi 530.1 psi 0.05 OK 7) 0.6D+0.6W: 6.35 k 11.6 psi 530.1 psi 0.02 OK 8a) D+0.7E,+0.7Et 12.46 k 22.7 psi 530.1 psi 0.04 OK ) 0.6D-0.7E,+0.7Eh: 5.58 k 10.2 psi 530.1 psi 0.02 OK Shear Wall Boundary Element Analysis for Axial+In-Plane Loading Moments of Critical Section at Base of Wall ASD Load Combinations: Mo: Boundary Force P: P at Boundary Net Tension Tallow: Unity Check 1) D: 0 k-ft 0.00 k 1.879 klf 5.638 k 0.00 k 19.84 k 0.00 OK 5) D+0.6W: 1.587 k-ft 0.28 k 1.935 klf 5.806 k 0.00 k 19.84 k 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75L.: 1.19 k-ft 0.21 k 2.184 klf 6.551 k 0.00 k 19.84 k 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 1.19 k-ft 0.21 k 2.206 klf 6.617 k 0.00 k 19.84 k 0.00 OK 7) 0.6D+0.6W: 1.587 k-ft 0.28 k 1.058 klf 3.174 k 0.00 k 19.84 k 0.00 OK 8a) D+0.7E,+0.7Et 19.67 k-ft 3.47 k 2.077 klf 6.23 k 0.00 k 19.84 k 0.00 OK 10a) 0.6D-0.7E,+0.7Eh: 19.67 k-ft 3.47 k 0.93 klf 2.79 k 0.68 k 19.84 k 0.03 OK Shear Wall Analysis for Axial+In-Plane Loading Shear Friction along the Base of Wall ASD Load Combinations: I M/Vd: I µ V: P: Any,: fv: I A,,: I Ff: JUnity Check 1) D: 0.00 1.0 0.00 klf 1.88 klf 91.5 in /ft 0.0 psi/ft 0.155 in /ft 74.74 psi 0.00 OK 5) D+0.6W: 1.00 1.0 0.03 klf 1.94 klf 91.5 in /ft 0.3 psi/ft 0.155 in /ft 34.89 psi 0.01 OK 6a) D+0.75(0.6W)+0.75L+0.75Lr: 1.00 1.0 0.02 klf 2.18 klf 91.5 in /ft 0.2 psi/ft 0.155 in /ft 36.65 psi 0.01 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 1.00 1.0 0.02 klf 2.21 klf 91.5 in /ft 0.2 psi/ft 0.155 in /ft 36.81 psi 0.01 OK 7) 0.6D+0.6W: 1.00 1.0 0.03 klf 1.06 klf 91.5 in /ft 0.3 psi/ft 0.155 in /ft 28.66 psi 0.01 OK 8a) D+0.7Ev+0.7Et 1.00 1.0 0.37 klf 2.08 klf 91.5 in /ft 4.0 psi/ft 0.155 in /ft 35.89 psi 0.11 OK 10a) 0.6D-0.7E,+0.7Eh: 1.00 1.0 0.37 klf 0.93 klf 91.5 in /ft 4.0 psi/ft 0.155 in /ft 27.75 psi 0.15 OK Include Vertical Loads for Shear Friction Design: Yes 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-46 eA US Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: N SW 2 Wall Dimensions/Properties: Unfactored Axial Induced Forces Unfactored In-Plane Lateral Induced Forces Nom.Block Thickenss: 8 in. BLC 7 Dist.Loads Line Loads BLC In-Plane Lateral Load at Location Actual Block Width,'w': 7.625 in DL: 0 psf 1079 plf WLLoc.I: 0.00 k at 0.00 ft above base Block Weight: Normal Weight DLadd: - psf 0 plf WLLoc.2: 0.00 k at 0.00 ft above base Grouted Cell Spacing: Fully DLsw: 80 psf 800 plf WLLoc.s: 0.26 k at 10.00 ft(rooj) DLcmu: 80 psf LL: 0 psf 233 plf WLtot,d: 0.26 k at wall base Add.DLWaII: 0 psf LLr: 0 psf 117 plf Eh,Loc.I: 0.00 k at 0.00 ft above base Total DLWaII: 80 psf SLbase: 0 psf 146 plf Eh,Loc.2: 0.00 k at 0.00 ft above base Wall Clear Span,Hl: 10.00 ft SLdrift: - psf 0 plf Eh,Loc.s: 2.45 k at 10.00 ft(roof) Wall Parapet Height,H2: 0.00 ft WL(+): 0 psf 93 plf Cs: 0.15 *W Total Wall Height,H: 10.00 ft WL_: 0 psf -116 plf Eh,wall: 0.72 k at 5.00 ft('H'/2) Wall Length,L,d,: 6.00 ft SDS: 0.75 Ie: 1.00 Multiplier: 1.5 Shear Wall Type: Special Reinforced Ev: - psf 162 plf Eh,tolal: 4.76 k at wall base Gross Shear Area,A,,,: 549 in E,,Wall: - psf 120.1 plf Wall Le N.i'or'd' Dist.btwn Boundaries,'d': 5.67 ft r Dist toBountlarv"0' Material Properties: Bond Bearn Masonry fm: 2500 psi Em: 2250 ksi " v Top of Wall Reinforcement,f,: 60 ksi Es: 29000 ksi Bond Beam Restraint �=► Reinforcement,Fs: 32 ksi n: 12.89 Boundary Wall Reinforcement Steel: Reinforcement.Typ. �► Wall Reinforcement Layout: Single Curtain H Main Wall ( 1 ) #5 Vertical Bars at 24 in o.c. As,,: 0.31 in 2 rl z � Renlocelment Reinforcement: ( 1 ) #5 Horiz.Bars at 24 in o.c. AS h: 0.31 in ema rn Boundary Reinf. (2) #5 Vertical Bars As,t: 0.62 in ELEVATION Recant Min.Reinforcement Requirements: Min.As,cocal: 0.183 in /ft Max Spacing: 24 in OK Min.Total Reinforcement Provided.As,total: 0.31 in /ft OK Min.Vertical Min.As,v: 0.064 in /ft Min.As,bo,,,,dary: 0.20 in /ft Reinforcement Provided A • 0.155 ' 2 OK Min.Boundary/Flexural provided.A 0.62 ' 2 OK s,v to /ft Reinforcement s,boundary In /ft Max Spacing: 24 in OK As,max - in2/ft OK Min.Horizontal Reinforcement Min.AS h: 0.064 in /ft Min.As,bond beam: 0.20 in /ft Min.Bond Beam Provided As,h: 0.155 in 2/ft OK Reinforcement Provided.As,boun 0.31 in 2/ft OK Shear Wall Analysis for Axial+In-Plane Loading of Critical Section at Base of Wall ASD Load Combinations P: V: f,: M/Vd: Fv,m: F,,s: Fv,ma F,: jUnity Check 1) D: 11.28 k 0.00 k 0.00 psi 0.00 55 psi 27.1 psi 150 psi 82 psi 0.00 OK 5) D+0.6W: 11.61 k 0.16 k 0.29 psi 1.00 33 psi 27.1 psi 100 psi 61 psi 0.00 OK 6a)D+0.7510.6w1+0.75L+0.75L,: 13.10 k 0.12 k 0.22 psi 1.00 34 psi 27.1 psi 100 psi 61 psi 0.00 OK 6b)D+0.75(0.6w)+0.75L+0.75s: 13.23 k 0.12 k 0.22 psi 1.00 34 psi 27.1 psi 100 psi 61 psi 0.00 OK 7) 0.6D+0.6W: 6.35 k 0.16 k 0.29 psi 1.00 31 psi 27.1 psi 100 psi 58 psi 0.00 OK 8a) D+0.7Ev+0.7EI 12.46 k 3.33 k 6.06 psi 1.00 34 psi 27.1 psi 100 psi 61 psi 0.10 OK ) 0.6D-0.7Ev+0.7Eh: 5.58 k 3.33 k 6.06 psi 1.00 31 psi 27.1 psi 100 psi 58 psi 0.10 OK Inlcude Vertical Loads for Shear Design: Yes Shear Wall Analysis for Axial+In-Plane Loading Flexure of Critical Section at Base of Wall ASD Load Combinations Mo: p I pn I k j I fb: I Fb: jUnity jCheckj fs: I Fs: Unity Check 1) D: 0 k-ft 0.0012 0.0154 0.1608 0.946 0 psi 1125 psi 0.00 OK 0 psi 32000 psi 0.00 OK 5) D+0.6W: 1.587 k-ft 0.0012 0.0154 0.1608 0.946 7 psi 1125 psi 0.01 OK 477 psi 32000 psi 0.01 OK 6a)D+0.75(0.6W)+0.75L+0.75L,: 1.19 k-ft 0.0012 0.0154 0.1608 0.946 5 psi 1125 psi 0.00 OK 358 psi 32000 psi 0.01 OK 6b)D+0.75(0.64)+0.75L+0.75s: 1.19 k-ft 0.0012 0.0154 0.1608 0.946 5 psi 1125 psi 0.00 OK 358 psi 32000 psi 0.01 OK 7) 0.6D+0.6W: 1.587 k-ft 0.0012 0.0154 0.1608 0.946 7 psi 1125 psi 0.01 OK 477 psi 32000 psi 0.01 OK 8a) D+0.7E,+0.7EI 19.67 k-ft 0.0012 0.0154 0.1608 0.946 88 psi 1125 psi 0.08 OK 5915 psi 32000 psi 0.18 OK ) 0.6D-0.7E,+0.7Eh: 19.67 k-ft 0.0012 0.0154 0.1608 0.946 88 psi 1125 psi 0.08 OK 5915 psi 32000 psi 0.18 OK USE: 8 in.thick CMU wall Vertical Reinforcement: (1)#5 Bars at 24 in o.c. at centerline of wall Horizontal Reinforcement: (1)#5 Bars at 24 in o.c. at centerline of wall Boundary Element Reinforcement: 2 #5 Bars at end of wall 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-47 JAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: N SW 2 Shear Wall Analysis for Axial Stresses ASD Load Combinations P: I fa I Fa JUnity JCheck 1) D: 11.28 k 20.5 psi 530.1 psi 0.04 OK 5) D+0.6W: 11.61 k 21.1 psi 530.1 psi 0.04 OK 6a)D+0.75t0.6W>+0.75L+0.75L,: 13.1 k 23.9 psi 530.1 psi 0.05 OK 6b)D+0.75(0.6W)+0.75L+0.75S: 13.23 k 24.1 psi 530.1 psi 0.05 OK 7) 0.6D+0.6W: 6.35 k 11.6 psi 530.1 psi 0.02 OK 8a) D+0.7E,+0.7Et 12.46 k 22.7 psi 530.1 psi 0.04 OK ) 0.6D-0.7E,+0.7Eh: 5.58 k 10.2 psi 530.1 psi 0.02 OK Shear Wall Boundary Element Analysis for Axial+In-Plane Loading Moments of Critical Section at Base of Wall ASD Load Combinations: Mo: Boundary Force P: P at Boundary Net Tension Tallow: Unity Check 1) D: 0 k-ft 0.00 k 1.879 klf 5.638 k 0.00 k 19.84 k 0.00 OK 5) D+0.6W: 1.587 k-ft 0.28 k 1.935 klf 5.806 k 0.00 k 19.84 k 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75L.: 1.19 k-ft 0.21 k 2.184 klf 6.551 k 0.00 k 19.84 k 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 1.19 k-ft 0.21 k 2.206 klf 6.617 k 0.00 k 19.84 k 0.00 OK 7) 0.6D+0.6W: 1.587 k-ft 0.28 k 1.058 klf 3.174 k 0.00 k 19.84 k 0.00 OK 8a) D+0.7E,+0.7Et 19.67 k-ft 3.47 k 2.077 klf 6.23 k 0.00 k 19.84 k 0.00 OK 10a) 0.6D-0.7E,+0.7Eh: 19.67 k-ft 3.47 k 0.93 klf 2.79 k 0.68 k 19.84 k 0.03 OK Shear Wall Analysis for Axial+In-Plane Loading Shear Friction along the Base of Wall ASD Load Combinations: I M/Vd: I µ V: P: Any,: fv: I A,,: I Ff: JUnity Check 1) D: 0.00 1.0 0.00 klf 1.88 klf 91.5 in /ft 0.0 psi/ft 0.155 in /ft 74.74 psi 0.00 OK 5) D+0.6W: 1.00 1.0 0.03 klf 1.94 klf 91.5 in /ft 0.3 psi/ft 0.155 in /ft 34.89 psi 0.01 OK 6a) D+0.75(0.6W)+0.75L+0.75Lr: 1.00 1.0 0.02 klf 2.18 klf 91.5 in /ft 0.2 psi/ft 0.155 in /ft 36.65 psi 0.01 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 1.00 1.0 0.02 klf 2.21 klf 91.5 in /ft 0.2 psi/ft 0.155 in /ft 36.81 psi 0.01 OK 7) 0.6D+0.6W: 1.00 1.0 0.03 klf 1.06 klf 91.5 in /ft 0.3 psi/ft 0.155 in /ft 28.66 psi 0.01 OK 8a) D+0.7Ev+0.7Et 1.00 1.0 0.37 klf 2.08 klf 91.5 in /ft 4.0 psi/ft 0.155 in /ft 35.89 psi 0.11 OK 10a) 0.6D-0.7E,+0.7Eh: 1.00 1.0 0.37 klf 0.93 klf 91.5 in /ft 4.0 psi/ft 0.155 in /ft 27.75 psi 0.15 OK Include Vertical Loads for Shear Friction Design: Yes 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-48 eA US Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: N SW 3 Wall Dimensions/Properties: Unfactored Axial Induced Forces Unfactored In-Plane Lateral Induced Forces Nom.Block Thickenss: 8 in. BLC 7 Dist.Loads Line Loads BLC In-Plane Lateral Load at Location Actual Block Width,'w': 7.625 in DL: 0 psf 992 plf WLLoc.t: 0.00 k at 0.00 ft above base Block Weight: Normal Weight DLadd: - psf 0 plf WLLoc.2: 0.00 k at 0.00 ft above base Grouted Cell Spacing: Fully DLsw: 80 psf 1467 plf WLLoc.s: 1.63 k at 15.83 ft(rooj) DLcmu: 80 psf LL: 0 psf 0 plf WLtot,d: 1.63 k at wall base Add.DLWatt: 0 psf LLr: 0 psf 233 plf Eh,Loc.1: 0.00 k at 0.00 ft above base Total DLµ,att: 80 psf SLbase: 0 psf 292 plf Eh,Loc.2: 0.00 k at 0.00 ft above base Wall Clear Span,Hl: 15.83 ft SLdrift: - psf 0 plf Eh,Loc.3: 15.12 k at 15.83 ft(roof) Wall Parapet Height,H2: 2.50 ft WL(+): 0 psf 187 plf Cs: 0.15 *W Total Wall Height,H: 18.33 ft WL_: 0 psf -232 plf Eh,wall: 8.37 k at 9.17 ft('H'/2) Wall Length,L,d,: 38.00 ft SDS: 0.75 Ie: 1.00 Multiplier: 1.5 Shear Wall Type: Special Reinforced Ev: - psf 149 plf Eh,total: 35.24 k at wall base Gross Shear Area,A,,,: 3477 in E,,Wall: - psf 220.2 plf Wall Le tll.i'or'd' Dist.btwn Boundaries,'d': 37.67 ft r Dist to Bountlarv"e' Material Properties: Bond Sea. Masonry fm: 2500 psi Em: 2250 ksi " v ______ Top of Wall Reinforcement,fy: 60 ksi Es: 29000 ksi send Beam Restraint �=► Reinforcement,Fs: 32 ksi n: 12.89 Boundary Wall Reinforcement Steel: Reinforcement.Typ. �► Wall Reinforcement Layout: Single Curtain H Main Wall ( 1 ) #5 Vertical Bars at 32 in o.c. As,,: 0.31 in 2 rl z � Renlocelment Reinforcement: ( 1 ) #5 Horiz.Bars at 48 in o.c. AS h: 0.31 in ema m Boundary Reinf. (2) #5 Vertical Bars As,t: 0.62 in ELEVATION Recant Min.Reinforcement Requirements: Min.As,total: 0.183 in /ft Max Spacing: 48 in OK Min.Total Reinforcement Provided.As,total: 0.194 in /ft OK Min.Vertical Min.As,v: 0.064 in /ft Min.As,bo,,,,dary: 0.20 in /ft Reinforcement Provided A • 0.116 ' 2 OK Min.Boundary/Flexural provided.A 0.62 ' 2 OK s,v to /ft Reinforcement s,boundary to /ft Max Spacing: 48 in OK As,max - in2/ft OK Min.Horizontal Reinforcement Min.Ash: 0.064 in /ft Min.As,bond beam: 0.20 in /ft Min.Bond Beam Provided As,h: 0.078 in 2/ft OK Reinforcement Provided.As,boun 0.31 in 2/ft OK Shear Wall Analysis for Axial+In-Plane Loading of Critical Section at Base of Wall ASD Load Combinations P: V: f,: M/Vd: Fv,m: F,,s: Fv,ma F,: jUnity Check 1) D: 93.42 k 0.00 k 0.00 psi 0.00 57 psi 13.55 psi 150 psi 70 psi 0.00 OK 5) D+0.6W: 97.67 k 0.98 k 0.28 psi 0.42 48 psi 13.55 psi 138.6 psi 61 psi 0.00 OK 6a)D+0.75(0.6w)+0.75L+0.75L,: 103.26 k 0.73 k 0.21 psi 0.42 48 psi 13.55 psi 138.6 psi 62 psi 0.00 OK 6b)D+0.75(0.6w)+0.75L+0.75s: 104.92 k 0.73 k 0.21 psi 0.42 48 psi 13.55 psi 138.6 psi 62 psi 0.00 OK 7) 0.6D+0.6W: 50.76 k 0.98 k 0.28 psi 0.42 44 psi 13.55 psi 138.6 psi 58 psi 0.00 OK 8a) D+0.7Ev+0.7Et 103.23 k 24.66 k 7.09 psi 0.36 50 psi 13.55 psi 142.8 psi 63 psi 0.11 OK ) 0.6D-0.7Ev+0.7Eh: 46.23 k 24.66 k 7.09 psi 0.36 46 psi 13.55 psi 142.8 psi 59 psi 0.12 OK Inlcude Vertical Loads for Shear Design: Yes Shear Wall Analysis for Axial+In-Plane Loading Flexure of Critical Section at Base of Wall ASD Load Combinations Mo: p I pn I k j I fb: I Fb: jUnity jCheckj fs: I Fs: Unity Check 1) D: 0 k-ft 0.0002 0.0023 0.0658 0.978 0 psi 1125 psi 0.00 OK 0 psi 32000 psi 0.00 OK 5) D+0.6W: 15.51 k-ft 0.0002 0.0023 0.0658 0.978 4 psi 1125 psi 0.00 OK 679 psi 32000 psi 0.02 OK 6a)D+0.75(0.6W)+0.75L+0.75L,: 11.63 k-ft 0.0002 0.0023 0.0658 0.978 3 psi 1125 psi 0.00 OK 509 psi 32000 psi 0.02 OK 6b)D+0.75(0.64)+0.75L+0.75s: 11.63 k-ft 0.0002 0.0023 0.0658 0.978 3 psi 1125 psi 0.00 OK 509 psi 32000 psi 0.02 OK 7) 0.6D+0.6W: 15.51 k-ft 0.0002 0.0023 0.0658 0.978 4 psi 1125 psi 0.00 OK 679 psi 32000 psi 0.02 OK 8a) D+0.7E,+0.7Et 221.3 k-ft 0.0002 0.0023 0.0658 0.978 53 psi 1125 psi 0.05 OK 9689 psi 32000 psi 0.30 OK ) 0.6D-0.7E,+0.7Eh: 221.3 k-ft 0.0002 0.0023 0.0658 0.978 53 psi 1125 psi 0.05 OK 9689 psi 32000 psi 0.30 OK USE: 8 in.thick CMU wall Vertical Reinforcement: (1)#5 Bars at 32 in o.c. at centerline of wall Horizontal Reinforcement: (1)#5 Bars at 48 in o.c. at centerline of wall Boundary Element Reinforcement: 2 #5 Bars at end of wall 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-49 JAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: N SW 3 Shear Wall Analysis for Axial Stresses ASD Load Combinations P: I fa I Fa JUnity JCheck 1) D: 93.42 k 26.9 psi 387.2 psi 0.07 OK 5) D+0.6W: 97.67 k 28.1 psi 387.2 psi 0.07 OK 6a)D+0.75t0.6W>+0.75L+0.75L,: 103.3 k 29.7 psi 387.2 psi 0.08 OK 6b)D+0.75(0.6W)+0.75L+0.75S: 104.9 k 30.2 psi 387.2 psi 0.08 OK 7) 0.6D+0.6W: 50.76 k 14.6 psi 387.2 psi 0.04 OK 8a) D+0.7E,+0.7Et 103.2 k 29.7 psi 387.2 psi 0.08 OK ) 0.6D-0.7E,+0.7Eh: 46.23 k 13.3 psi 387.2 psi 0.03 OK Shear Wall Boundary Element Analysis for Axial+In-Plane Loading Moments of Critical Section at Base of Wall ASD Load Combinations: Mo: Boundary Force P: P at Boundary Net Tension Tallow: Unity Check 1) D: 0 k-ft 0.00 k 2.458 klf 46.71 k 0.00 k 19.84 k 0.00 OK 5) D+0.6W: 15.51 k-ft 0.41 k 2.57 klf 48.84 k 0.00 k 19.84 k 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75L.: 11.63 k-ft 0.31 k 2.717 klf 51.63 k 0.00 k 19.84 k 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 11.63 k-ft 0.31 k 2.761 klf 52.46 k 0.00 k 19.84 k 0.00 OK 7) 0.6D+0.6W: 15.51 k-ft 0.41 k 1.336 klf 25.38 k 0.00 k 19.84 k 0.00 OK 8a) D+0.7E,+0.7Et 221.3 k-ft 5.88 k 2.717 klf 51.62 k 0.00 k 19.84 k 0.00 OK 10a) 0.6D-0.7E,+0.7Eh: 221.3 k-ft 5.88 k 1.217 klf 23.12 k 0.00 k 19.84 k 0.00 OK Shear Wall Analysis for Axial+In-Plane Loading Shear Friction along the Base of Wall ASD Load Combinations: I M/Vd: I µ V: P: Any,: fv: I A,,: I Ff: JUnity Check 1) D: 0.00 1.0 0.00 klf 2.46 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 67.52 psi 0.00 OK 5) D+0.6W: 0.42 1.0 0.03 klf 2.57 klf 91.5 in /ft 0.3 psi/ft 0.116 in /ft 68.75 psi 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75Lr: 0.42 1.0 0.02 klf 2.72 klf 91.5 in /ft 0.2 psi/ft 0.116 in /ft 70.35 psi 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 0.42 1.0 0.02 klf 2.76 klf 91.5 in /ft 0.2 psi/ft 0.116 in /ft 70.83 psi 0.00 OK 7) 0.6D+0.6W: 0.42 1.0 0.03 klf 1.34 klf 91.5 in /ft 0.3 psi/ft 0.116 in /ft 55.25 psi 0.01 OK 8a) D+0.7Ev+0.7Et 0.36 1.0 0.43 klf 2.72 klf 91.5 in /ft 4.7 psi/ft 0.116 in /ft 70.35 psi 0.07 OK 10a) 0.6D-0.7E,+0.7Eh: 0.36 1.0 0.43 klf 1.22 klf 91.5 in /ft 4.7 psi/ft 0.116 in /ft 53.95 psi 0.09 OK Include Vertical Loads for Shear Friction Design: Yes 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-50 eA US Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: N SW 4 Wall Dimensions/Properties: Unfactored Axial Induced Forces Unfactored In-Plane Lateral Induced Forces Nom.Block Thickenss: 8 in. BLC 7 Dist.Loads Line Loads BLC In-Plane Lateral Load at Location Actual Block Width,'w': 7.625 in DL: 0 psf 992 plf WLLoc.I: 0.00 k at 0.00 ft above base Block Weight: Normal Weight DLadd: - psf 0 plf WLLoc.2: 0.00 k at 0.00 ft above base Grouted Cell Spacing: Fully DLsw: 80 psf 1467 plf WLLoc.s: 0.07 k at 15.83 ft(rooj) DLcmu: 80 psf LL: 0 psf 0 plf WLtot,d: 0.07 k at wall base Add.DLWaII: 0 psf LLr: 0 psf 233 plf Eh,Loc.I: 0.00 k at 0.00 ft above base Total DLWaII: 80 psf SLbase: 0 psf 292 plf Eh,Loc.2: 0.00 k at 0.00 ft above base Wall Clear Span,Hl: 15.83 ft SLdrift: - psf 0 plf Eh,Loc.s: 0.63 k at 15.83 ft(roof) Wall Parapet Height,H2: 2.50 ft WL(+): 0 psf 187 plf Cs: 0.15 *W Total Wall Height,H: 18.33 ft WL_: 0 psf -232 plf Eh,wall: 1.32 k at 9.17 ft('H'/2) Wall Length,L,d,: 6.00 ft SDS: 0.75 Ie: 1.00 Multiplier: 1.5 Shear Wall Type: Special Reinforced Ev: - psf 149 plf Eh,tolal: 2.92 k at wall base Gross Shear Area,A,,,: 549 in E,,Wall: - psf 220.2 plf Wall Le tll.i'or'd' Dist.btwn Boundaries,'d': 5.67 ft r Dist toBountlarv"0' Material Properties: Bond Bearn Masonry fm: 2500 psi Em: 2250 ksi " v Top of Wall Reinforcement,f,: 60 ksi Es: 29000 ksi Bond Beam Restraint �=► Reinforcement,Fs: 32 ksi n: 12.89 Boundary Wall Reinforcement Steel: Reinforcement.Typ. �► Wall Reinforcement Layout: Single Curtain H Main Wall ( 1 ) #5 Vertical Bars at 24 in o.c. As,,: 0.31 in 2 rl z � Renlocelment Reinforcement: ( 1 ) #5 Horiz.Bars at 24 in o.c. AS h: 0.31 in ema rn Boundary Reinf. (2) #5 Vertical Bars As,t: 0.62 in ELEVATION Recant Min.Reinforcement Requirements: Min.As,cocal: 0.183 in /ft Max Spacing: 24 in OK Min.Total Reinforcement Provided.As,total: 0.31 in /ft OK Min.Vertical Min.As,v: 0.064 in /ft Min.As,bo,,,,dary: 0.20 in /ft Reinforcement Provided A • 0.155 ' 2 OK Min.Boundary/Flexural provided.A 0.62 ' 2 OK s,v to /ft Reinforcement s,boundary In /ft Max Spacing: 24 in OK As,max - in2/ft OK Min.Horizontal Reinforcement Min.AS h: 0.064 in /ft Min.As,bond beam: 0.20 in /ft Min.Bond Beam Provided As,h: 0.155 in 2/ft OK Reinforcement Provided.As,boun 0.31 in 2/ft OK Shear Wall Analysis for Axial+In-Plane Loading of Critical Section at Base of Wall ASD Load Combinations P: V: f,: M/Vd: Fv,m: F,,s: Fv,ma F,: jUnity Check 1) D: 14.75 k 0.00 k 0.00 psi 0.00 57 psi 27.1 psi 150 psi 84 psi 0.00 OK 5) D+0.6W: 15.42 k 0.04 k 0.07 psi 1.00 35 psi 27.1 psi 100 psi 62 psi 0.00 OK 6a)D+0.7510.6w1+0.75L+0.75L,: 16.30 k 0.03 k 0.06 psi 1.00 36 psi 27.1 psi 100 psi 63 psi 0.00 OK 6b)D+0.75(0.6w)+0.75L+0.75s: 16.57 k 0.03 k 0.06 psi 1.00 36 psi 27.1 psi 100 psi 63 psi 0.00 OK 7) 0.6D+0.6W: 8.01 k 0.04 k 0.07 psi 1.00 32 psi 27.1 psi 100 psi 59 psi 0.00 OK 8a) D+0.7Ev+0.7EI 16.30 k 2.04 k 3.72 psi 1.00 36 psi 27.1 psi 100 psi 63 psi 0.06 OK ) 0.6D-0.7Ev+0.7Eh: 7.30 k 2.04 k 3.72 psi 1.00 31 psi 27.1 psi 100 psi 59 psi 0.06 OK Inlcude Vertical Loads for Shear Design: Yes Shear Wall Analysis for Axial+In-Plane Loading Flexure of Critical Section at Base of Wall ASD Load Combinations Mo: I p I pn I k I j I fb: I Fb: jUnity jCheckj fs: I Fs: Unity Check 1) D: 0 k-ft 0.0012 0.0154 0.1608 0.946 0 psi 1125 psi 0.00 OK 0 psi 32000 psi 0.00 OK 5) D+0.6W: 0.642 k-ft 0.0012 0.0154 0.1608 0.946 3 psi 1125 psi 0.00 OK 193 psi 32000 psi 0.01 OK 6a)D+0.75(0.6W)+0.75L+0.75L,: 0.481 k-ft 0.0012 0.0154 0.1608 0.946 2 psi 1125 psi 0.00 OK 145 psi 32000 psi 0.00 OK 6b)D+0.75(0.64)+0.75L+0.75s: 0.481 k-ft 0.0012 0.0154 0.1608 0.946 2 psi 1125 psi 0.00 OK 145 psi 32000 psi 0.00 OK 7) 0.6D+0.6W: 0.642 k-ft 0.0012 0.0154 0.1608 0.946 3 psi 1125 psi 0.00 OK 193 psi 32000 psi 0.01 OK 8a) D+0.7E,+0.7EI 15.41 k-ft 0.0012 0.0154 0.1608 0.946 69 psi 1125 psi 0.06 OK 4635 psi 32000 psi 0.14 OK ) 0.6D-0.7E,+0.7Eh: 15.41 k-ft 0.0012 0.0154 0.1608 0.946 69 psi 1125 psi 0.06 OK 4635 psi 32000 psi 0.14 OK USE: 8 in.thick CMU wall Vertical Reinforcement: (1)#5 Bars at 24 in o.c. at centerline of wall Horizontal Reinforcement: (1)#5 Bars at 24 in o.c. at centerline of wall Boundary Element Reinforcement: 2 #5 Bars at end of wall 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-51 JAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: N SW 4 Shear Wall Analysis for Axial Stresses ASD Load Combinations P: I fa I Fa JUnity JCheck 1) D: 14.75 k 26.9 psi 387.2 psi 0.07 OK 5) D+0.6W: 15.42 k 28.1 psi 387.2 psi 0.07 OK 6a)D+0.75t0.6W>+0.75L+0.75L,: 16.3 k 29.7 psi 387.2 psi 0.08 OK 6b)D+0.75(0.6W)+0.75L+0.75S: 16.57 k 30.2 psi 387.2 psi 0.08 OK 7) 0.6D+0.6W: 8.01 k 14.6 psi 387.2 psi 0.04 OK 8a) D+0.7E,+0.7Et 16.3 k 29.7 psi 387.2 psi 0.08 OK ) 0.6D-0.7E,+0.7Eh: 7.30 k 13.3 psi 387.2 psi 0.03 OK Shear Wall Boundary Element Analysis for Axial+In-Plane Loading Moments of Critical Section at Base of Wall ASD Load Combinations: Mo: Boundary Force P: P at Boundary Net Tension Tallow: Unity Check 1) D: 0 k-ft 0.00 k 2.458 klf 7.375 k 0.00 k 19.84 k 0.00 OK 5) D+0.6W: 0.642 k-ft 0.11 k 2.57 klf 7.711 k 0.00 k 19.84 k 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75L.: 0.481 k-ft 0.08 k 2.717 klf 8.152 k 0.00 k 19.84 k 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 0.481 k-ft 0.08 k 2.761 klf 8.283 k 0.00 k 19.84 k 0.00 OK 7) 0.6D+0.6W: 0.642 k-ft 0.11 k 1.336 klf 4.007 k 0.00 k 19.84 k 0.00 OK 8a) D+0.7E,+0.7Et 15.41 k-ft 2.72 k 2.717 klf 8.15 k 0.00 k 19.84 k 0.00 OK 10a) 0.6D-0.7E,+0.7Eh: 15.41 k-ft 2.72 k 1.217 klf 3.65 k 0.00 k 19.84 k 0.00 OK Shear Wall Analysis for Axial+In-Plane Loading Shear Friction along the Base of Wall ASD Load Combinations: I M/Vd: I µ V: P: Any,: fv: I A,,: I Ff: JUnity Check 1) D: 0.00 1.0 0.00 klf 2.46 klf 91.5 in /ft 0.0 psi/ft 0.155 in /ft 81.07 psi 0.00 OK 5) D+0.6W: 1.00 1.0 0.01 klf 2.57 klf 91.5 in /ft 0.1 psi/ft 0.155 in /ft 39.4 psi 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75Lr: 1.00 1.0 0.01 klf 2.72 klf 91.5 in /ft 0.1 psi/ft 0.155 in /ft 40.44 psi 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 1.00 1.0 0.01 klf 2.76 klf 91.5 in /ft 0.1 psi/ft 0.155 in /ft 40.76 psi 0.00 OK 7) 0.6D+0.6W: 1.00 1.0 0.01 klf 1.34 klf 91.5 in /ft 0.1 psi/ft 0.155 in /ft 30.63 psi 0.00 OK 8a) D+0.7Ev+0.7Et 1.00 1.0 0.23 klf 2.72 klf 91.5 in /ft 2.5 psi/ft 0.155 in /ft 40.44 psi 0.06 OK 10a) 0.6D-0.7E,+0.7Eh: 1.00 1.0 0.23 klf 1.22 klf 91.5 in /ft 2.5 psi/ft 0.155 in /ft 29.78 psi 0.08 OK Include Vertical Loads for Shear Friction Design: Yes 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-52 eA US Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: N SW 5 Wall Dimensions/Properties: Unfactored Axial Induced Forces Unfactored In-Plane Lateral Induced Forces Nom.Block Thickenss: 8 in. BLC 7 Dist.Loads Line Loads BLC In-Plane Lateral Load at Location Actual Block Width,'w': 7.625 in DL: 0 psf 992 plf WLLoc.t: 0.00 k at 0.00 ft above base Block Weight: Normal Weight DLadd: - psf 0 plf WLLoc.2: 0.00 k at 0.00 ft above base Grouted Cell Spacing: Fully DLsw: 80 psf 1467 plf WLLoc.s: 0.39 k at 15.83 ft(rooj) DLcmu: 80 psf LL: 0 psf 0 plf WLtot,d: 0.39 k at wall base Add.DLWatt: 0 psf LLr: 0 psf 233 plf Eh,Loc.1: 0.00 k at 0.00 ft above base Total DLµ,att: 80 psf SLbase: 0 psf 292 plf Eh,Loc.2: 0.00 k at 0.00 ft above base Wall Clear Span,Hl: 15.83 ft SLdrift: - psf 0 plf Eh,Loc.3: 3.62 k at 15.83 ft(roof) Wall Parapet Height,H2: 2.50 ft WL(+): 0 psf 187 plf Cs: 0.15 *W Total Wall Height,H: 18.33 ft WL_: 0 psf -232 plf Eh,wall: 2.99 k at 9.17 ft('H'/2) Wall Length,L,d,: 13.58 ft SDS: 0.75 Ie: 1.00 Multiplier: 1.5 Shear Wall Type: Special Reinforced Ev: - psf 149 plf Eh,total: 9.92 k at wall base Gross Shear Area,A,,,: 1243 in E,,Wall: - psf 220.2 plf Wall Le tll.i'or'd' Dist.btwn Boundaries,'d': 13.25 ft r Dist to Bountlarv"e' Material Properties: Bond Sea. Masonry fm: 2500 psi Em: 2250 ksi " v ______ Top of Wall Reinforcement,fy: 60 ksi Es: 29000 ksi send Beam Restraint �=► Reinforcement,Fs: 32 ksi n: 12.89 Boundary Wall Reinforcement Steel: Reinforcement.Typ. �► Wall Reinforcement Layout: Single Curtain H Main Wall ( 1 ) #5 Vertical Bars at 32 in o.c. As,,: 0.31 in 2 rl z � Renlocelment Reinforcement: ( 1 ) #5 Horiz.Bars at 48 in o.c. AS h: 0.31 in ema m Boundary Reinf. (2) #5 Vertical Bars As,t: 0.62 in ELEVATION Recant Min.Reinforcement Requirements: Min.As,total: 0.183 in /ft Max Spacing: 48 in OK Min.Total Reinforcement Provided.As,total: 0.194 in /ft OK Min.Vertical Min.As,v: 0.064 in /ft Min.As,bo,,,,dary: 0.20 in /ft Reinforcement Provided A • 0.116 ' 2 OK Min.Boundary/Flexural provided.A 0.62 ' 2 OK s,v to /ft Reinforcement s,boundary In /ft Max Spacing: 48 in OK As,max - in2/ft OK Min.Horizontal Reinforcement Min.Ash: 0.064 in /ft Min.As,bond beam: 0.20 in /ft Min.Bond Beam Provided As,h: 0.078 in 2/ft OK Reinforcement Provided.As,boun 0.31 in 2/ft OK Shear Wall Analysis for Axial+In-Plane Loading of Critical Section at Base of Wall ASD Load Combinations P: V: f,: M/Vd: Fv,m: F,,s: Fv,ma F,: jUnity Check 1) D: 33.39 k 0.00 k 0.00 psi 0.00 57 psi 13.55 psi 150 psi 70 psi 0.00 OK 5) D+0.6W: 34.91 k 0.23 k 0.19 psi 1.00 35 psi 13.55 psi 100 psi 49 psi 0.00 OK 6a)D+0.75(0.6w)+0.75L+0.75L,: 36.91 k 0.18 k 0.14 psi 1.00 36 psi 13.55 psi 100 psi 49 psi 0.00 OK 6b)D+0.75(0.6w)+0.75L+0.75s: 37.50 k 0.18 k 0.14 psi 1.00 36 psi 13.55 psi 100 psi 49 psi 0.00 OK 7) 0.6D+0.6W: 18.14 k 0.23 k 0.19 psi 1.00 32 psi 13.55 psi 100 psi 45 psi 0.00 OK 8a) D+0.7Ev+0.7Et 36.90 k 6.95 k 5.59 psi 0.97 36 psi 13.55 psi 102.2 psi 50 psi 0.11 OK ) 0.6D-0.7Ev+0.7Eh: 16.53 k 6.95 k 5.59 psi 0.97 32 psi 13.55 psi 102.2 psi 46 psi 0.12 OK Inlcude Vertical Loads for Shear Design: Yes Shear Wall Analysis for Axial+In-Plane Loading Flexure of Critical Section at Base of Wall ASD Load Combinations Mo: I p I pn I k I j I fb: I Fb: jUnity jCheckj fs: I Fs: Unity Check 1) D: 0 k-ft 0.0005 0.0066 0.1084 0.964 0 psi 1125 psi 0.00 OK 0 psi 32000 psi 0.00 OK S) D+0.6W: 3.718 k-ft 0.0005 0.0066 0.1084 0.964 4 psi 1125 psi 0.00 OK 470 psi 32000 psi 0.01 OK 6a)D+0.75(0.6W)+0.75L+0.75L,: 2.788 k-ft 0.0005 0.0066 0.1084 0.964 3 psi 1125 psi 0.00 OK 352 psi 32000 psi 0.01 OK 6b)D+0.75(0.64)+0.75L+0.75s: 2.788 k-ft 0.0005 0.0066 0.1084 0.964 3 psi 1125 psi 0.00 OK 352 psi 32000 psi 0.01 OK 7) 0.6D+0.6W: 3.718 k-ft 0.0005 0.0066 0.1084 0.964 4 psi 1125 psi 0.00 OK 470 psi 32000 psi 0.01 OK 8a) D+0.7E,+0.7Et 59.36 k-ft 0.0005 0.0066 0.1084 0.964 71 psi 1125 psi 0.06 OK 7497 psi 32000 psi 0.23 OK ) 0.6D-0.7E,+0.7Eh: 59.36 k-ft 0.0005 0.0066 0.1084 0.964 71 psi 1125 psi 0.06 OK 7497 psi 32000 psi 0.23 OK USE: 8 in.thick CMU wall Vertical Reinforcement: (1)#5 Bars at 32 in o.c. at centerline of wall Horizontal Reinforcement: (1)#5 Bars at 48 in o.c. at centerline of wall Boundary Element Reinforcement: 2 #5 Bars at end of wall 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-53 JAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: N SW 5 Shear Wall Analysis for Axial Stresses ASD Load Combinations P: I fa I Fa JUnity JCheck 1) D: 33.39 k 26.9 psi 387.2 psi 0.07 OK 5) D+0.6W: 34.91 k 28.1 psi 387.2 psi 0.07 OK 6a)D+0.75t0.6W>+0.75L+0.75L,: 36.91 k 29.7 psi 387.2 psi 0.08 OK 6b)D+0.75(0.6W)+0.75L+0.75S: 37.5 k 30.2 psi 387.2 psi 0.08 OK 7) 0.6D+0.6W: 18.14 k 14.6 psi 387.2 psi 0.04 OK 8a) D+0.7E�,+0.7Et 36.9 k 29.7 psi 387.2 psi 0.08 OK ) 0.6D-0.7E�,+0.7Eh: 16.53 k 13.3 psi 387.2 psi 0.03 OK Shear Wall Boundary Element Analysis for Axial+In-Plane Loading Moments of Critical Section at Base of Wall ASD Load Combinations: Mo: Boundary Force P: P at Boundary Net Tension Tallow: Unity Check 1) D: 0 k-ft 0.00 k 2.458 klf 16.7 k 0.00 k 19.84 k 0.00 OK 5) D+0.6W: 3.718 k-ft 0.28 k 2.57 klf 17.46 k 0.00 k 19.84 k 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75L.: 2.788 k-ft 0.21 k 2.717 klf 18.46 k 0.00 k 19.84 k 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 2.788 k-ft 0.21 k 2.761 klf 18.75 k 0.00 k 19.84 k 0.00 OK 7) 0.6D+0.6W: 3.718 k-ft 0.28 k 1.336 klf 9.072 k 0.00 k 19.84 k 0.00 OK 8a) D+0.7E,+0.7Et 59.36 k-ft 4.48 k 2.717 klf 18.45 k 0.00 k 19.84 k 0.00 OK 10a) 0.6D-0.7E,+0.7Eh: 59.36 k-ft 4.48 k 1.217 klf 8.263 k 0.00 k 19.84 k 0.00 OK Shear Wall Analysis for Axial+In-Plane Loading Shear Friction along the Base of Wall ASD Load Combinations: I M/Vd: I µ V: P: Any,: fv: I A,,: I Ff: JUnity Check 1) D: 0.00 1.0 0.00 klf 2.46 klf 91.5 in /ft 0.0 psi/ft 0.116 in /ft 67.52 psi 0.00 OK 5) D+0.6W: 1.00 1.0 0.02 klf 2.57 klf 91.5 in /ft 0.2 psi/ft 0.116 in /ft 34.11 psi 0.01 OK 6a) D+0.75(0.6W)+0.75L+0.75Lr: 1.00 1.0 0.01 klf 2.72 klf 91.5 in /ft 0.1 psi/ft 0.116 in /ft 35.16 psi 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 1.00 1.0 0.01 klf 2.76 klf 91.5 in /ft 0.1 psi/ft 0.116 in /ft 35.47 psi 0.00 OK 7) 0.6D+0.6W: 1.00 1.0 0.02 klf 1.34 klf 91.5 in /ft 0.2 psi/ft 0.116 in /ft 25.34 psi 0.01 OK 8a) D+0.7Ev+0.7Et 0.97 1.0 0.34 klf 2.72 klf 91.5 in /ft 3.7 psi/ft 0.116 in /ft 37.44 psi 0.10 OK 10a) 0.6D-0.7E,+0.7Eh: 0.97 1.0 0.34 klf 1.22 klf 91.5 in /ft 3.7 psi/ft 0.116 in /ft 26.41 psi 0.14 OK Include Vertical Loads for Shear Friction Design: Yes 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-54 eA US Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: N SW 6 Wall Dimensions/Properties: Unfactored Axial Induced Forces Unfactored In-Plane Lateral Induced Forces Nom.Block Thickenss: 8 in. BLC 7 Dist.Loads Line Loads BLC In-Plane Lateral Load at Location Actual Block Width,'w': 7.625 in DL: 0 psf 992 plf WLLoc.t: 0.00 k at 0.00 ft above base Block Weight: Normal Weight DLadd: - psf 0 plf WLLoc.2: 0.00 k at 0.00 ft above base Grouted Cell Spacing: Fully DLsw: 80 psf 1467 plf WLLoc.s: 0.04 k at 15.83 ft(rooj) DLcmu: 80 psf LL: 0 psf 0 plf WLtot,d: 0.04 k at wall base Add.DLWatt: 0 psf LLr: 0 psf 233 plf Eh,Loc.1: 0.00 k at 0.00 ft above base Total DLµ,att: 80 psf SLbase: 0 psf 292 plf Eh,Loc.2: 0.00 k at 0.00 ft above base Wall Clear Span,Hl: 15.83 ft SLdrift: - psf 0 plf Eh,Loc.3: 0.39 k at 15.83 ft(roof) Wall Parapet Height,H2: 2.50 ft WLI+I: 0 psf 187 plf Cs: 0.15 *W Total Wall Height,H: 18.33 ft WL_: 0 psf -232 plf Eh,wall: 1.10 k at 9.17 ft('H'/2) Wall Length,L,d,: 5.00 ft SDS: 0.75 Ie: 1.00 Multiplier: 1.5 Shear Wall Type: Special Reinforced Ev: - psf 149 plf Eh,total: 2.24 k at wall base Gross Shear Area,A,,,: 457.5 in E,,Wall: - psf 220.2 plf Wall Le tll.i'or'd' Dist.btwn Boundaries,'d': 4.67 ft r Dist toBountlarv"0' Material Properties: Bond Bearn Masonry fm: 2500 psi Em: 2250 ksi " v ______ Top of Wall Reinforcement,fy: 60 ksi Es: 29000 ksi Bond Beam Restraint �=► Reinforcement,Fs: 32 ksi n: 12.89 Boundary Wall Reinforcement Steel: Reinforcement.Typ. �► Wall Reinforcement Layout: Single Curtain H Main Wall ( 1 ) #5 Vertical Bars at 16 in o.c. As,,: 0.31 in 2 rl z � Renlocelment Reinforcement: ( 1 ) #5 Horiz.Bars at 16 in o.c. AS h: 0.31 in ema rn Boundary Reinf. (2) #5 Vertical Bars As,t: 0.62 in ELEVATION Recant Min.Reinforcement Requirements: Min.As,total: 0.183 in /ft Max Spacing: 20 in OK Min.Total Reinforcement Provided.As,totat: 0.465 in /ft OK Min.Vertical Min.As,v: 0.078 in /ft Min.As,bo,,,,dary: 0.20 in /ft Reinforcement Provided A • 0.233 ' 2 OK Min.Boundary/Flexural provided.A 0.62 ' 2 OK s,v to /ft Reinforcement s,boundary to /ft Max Spacing: 20 in OK As,max - in2/ft OK Min.Horizontal Reinforcement Min.Ash: 0.064 in /ft Min.As,bond beam: 0.20 in /ft Min.Bond Beam Provided As,h: 0.233 in 2/ft OK Reinforcement Provided.As,boun 0.31 in 2/ft OK Shear Wall Analysis for Axial+In-Plane Loading of Critical Section at Base of Wall ASD Load Combinations P: V: f,: M/Vd: Fv,m: F,,s: Fv,ma F,: jUnity Check 1) D: 12.29 k 0.00 k 0.00 psi 0.00 57 psi 40.66 psi 150 psi 97 psi 0.00 OK 5) D+0.6W: 12.85 k 0.03 k 0.06 psi 1.00 35 psi 40.66 psi 100 psi 76 psi 0.00 OK 6a)D+0.7510.6w1+0.75L+0.75L,: 13.59 k 0.02 k 0.04 psi 1.00 36 psi 40.66 psi 100 psi 76 psi 0.00 OK 6b)D+0.75(0.6w)+0.75L+0.75s: 13.81 k 0.02 k 0.04 psi 1.00 36 psi 40.66 psi 100 psi 76 psi 0.00 OK 7) 0.6D+0.6W: 6.68 k 0.03 k 0.06 psi 1.00 32 psi 40.66 psi 100 psi 72 psi 0.00 OK 8a) D+0.7Ev+0.7Et 13.58 k 1.57 k 3.42 psi 1.00 36 psi 40.66 psi 100 psi 76 psi 0.04 OK ) 0.6D-0.7Ev+0.7Eh: 6.08 k 1.57 k 3.42 psi 1.00 31 psi 40.66 psi 100 psi 72 psi 0.05 OK Inlcude Vertical Loads for Shear Design: Yes Shear Wall Analysis for Axial+In-Plane Loading Flexure of Critical Section at Base of Wall ASD Load Combinations Mo: I p I pn I k I j I fb: I Fb: jUnity jCheckj fs: I Fs: Unity Check 1) D: 0 k-ft 0.0015 0.0187 0.1757 0.941 0 psi 1125 psi 0.00 OK 0 psi 32000 psi 0.00 OK 5) D+0.6W: 0.401 k-ft 0.0015 0.0187 0.1757 0.941 2 psi 1125 psi 0.00 OK 147 psi 32000 psi 0.00 OK 6a)D+0.75(0.6W)+0.75L+0.75L,: 0.301 k-ft 0.0015 0.0187 0.1757 0.941 2 psi 1125 psi 0.00 OK 110 psi 32000 psi 0.00 OK 6b)D+0.75(0.64)+0.75L+0.75s: 0.301 k-ft 0.0015 0.0187 0.1757 0.941 2 psi 1125 psi 0.00 OK 110 psi 32000 psi 0.00 OK 7) 0.6D+0.6W: 0.401 k-ft 0.0015 0.0187 0.1757 0.941 2 psi 1125 psi 0.00 OK 147 psi 32000 psi 0.00 OK 8a) D+0.7E,+0.7Et 11.4 k-ft 0.0015 0.0187 0.1757 0.941 69 psi 1125 psi 0.06 OK 4185 psi 32000 psi 0.13 OK ) 0.6D-0.7E,+0.7Eh: 11.4 k-ft 0.0015 0.0187 0.1757 0.941 69 psi 1125 psi 0.06 OK 4185 psi 32000 psi 0.13 OK USE: 8 in.thick CMU wall Vertical Reinforcement: (1)#5 Bars at 16 in o.c. at centerline of wall Horizontal Reinforcement: (1)#5 Bars at 16 in o.c. at centerline of wall Boundary Element Reinforcement: 2 #5 Bars at end of wall 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-55 JAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: N SW 6 Shear Wall Analysis for Axial Stresses ASD Load Combinations P: I fa I Fa JUnity JCheck 1) D: 12.29 k 26.9 psi 387.2 psi 0.07 OK 5) D+0.6W: 12.85 k 28.1 psi 387.2 psi 0.07 OK 6a)D+0.75t0.6W>+0.75L+0.75L,: 13.59 k 29.7 psi 387.2 psi 0.08 OK 6b)D+0.75(0.6W)+0.75L+0.75S: 13.81 k 30.2 psi 387.2 psi 0.08 OK 7) 0.6D+0.6W: 6.68 k 14.6 psi 387.2 psi 0.04 OK 8a) D+0.7E,+0.7Et 13.58 k 29.7 psi 387.2 psi 0.08 OK ) 0.6D-0.7E,+0.7Eh: 6.08 k 13.3 psi 387.2 psi 0.03 OK Shear Wall Boundary Element Analysis for Axial+In-Plane Loading Moments of Critical Section at Base of Wall ASD Load Combinations: Mo: Boundary Force P: P at Boundary Net Tension Tallow: Unity Check 1) D: 0 k-ft 0.00 k 2.458 klf 6.146 k 0.00 k 19.84 k 0.00 OK 5) D+0.6W: 0.401 k-ft 0.09 k 2.57 klf 6.426 k 0.00 k 19.84 k 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75L.: 0.301 k-ft 0.06 k 2.717 klf 6.793 k 0.00 k 19.84 k 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 0.301 k-ft 0.06 k 2.761 klf 6.903 k 0.00 k 19.84 k 0.00 OK 7) 0.6D+0.6W: 0.401 k-ft 0.09 k 1.336 klf 3.339 k 0.00 k 19.84 k 0.00 OK 8a) D+0.7E,+0.7Et 11.4 k-ft 2.44 k 2.717 klf 6.792 k 0.00 k 19.84 k 0.00 OK 10a) 0.6D-0.7E,+0.7Eh: 11.4 k-ft 2.44 k 1.217 klf 3.042 k 0.00 k 19.84 k 0.00 OK Shear Wall Analysis for Axial+In-Plane Loading Shear Friction along the Base of Wall ASD Load Combinations: I M/Vd: I µ V: P: Any,: fv: I A,,: I Ff: JUnity Check 1) D: 0.00 1.0 0.00 klf 2.46 klf 91.5 in /ft 0.0 psi/ft 0.233 in /ft 108.2 psi 0.00 OK 5) D+0.6W: 1.00 1.0 0.01 klf 2.57 klf 91.5 in /ft 0.1 psi/ft 0.233 in /ft 49.97 psi 0.00 OK 6a) D+0.75(0.6W)+0.75L+0.75Lr: 1.00 1.0 0.00 klf 2.72 klf 91.5 in /ft 0.0 psi/ft 0.233 in /ft 51.01 psi 0.00 OK 6b) D+0.75(0.6W)+0.75L+0.75S: 1.00 1.0 0.00 klf 2.76 klf 91.5 in /ft 0.0 psi/ft 0.233 in /ft 51.33 psi 0.00 OK 7) 0.6D+0.6W: 1.00 1.0 0.01 klf 1.34 klf 91.5 in /ft 0.1 psi/ft 0.233 in /ft 41.2 psi 0.00 OK 8a) D+0.7Ev+0.7Et 1.00 1.0 0.21 klf 2.72 klf 91.5 in /ft 2.3 psi/ft 0.233 in /ft 51.01 psi 0.04 OK 10a) 0.6D-0.7E,+0.7Eh: 1.00 1.0 0.21 klf 1.22 klf 91.5 in /ft 2.3 psi/ft 0.233 in /ft 40.35 psi 0.06 OK Include Vertical Loads for Shear Friction Design: Yes 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-56 eA US Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: DRAG AT GRID 2 Fy: 60000 psi Load to be dragged into SW: 4.91 k (See MSLFRS) Per ASCE 7-16,all drag conditions must be designed using overstrength: Q: 2.5 (See pp.A-8) 12.3 k(With overstrength) #Cells w/Drag: 1 8.598 kips PER CELL Use: (2) # 6 bars Abaz: 0.4418 in TAIiaW: 23856 lbs= 23.86 kips Tensile Strength of 2#6 bars: 47.713 k OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-57 Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: DRAG AT GRID 3 Fy: 60000 psi Load to be dragged into SW: 34.84 k (See MSLFRS) Per ASCE 7-16,all drag conditions must be designed using overstrength: Q: 2.5 (See pp.A-8) 87.1 k(With overstrength) #Cells w/Drag: 3 20.32 kips PER CELL Use: (6) # 6 bars Abaz.: 0.4418 in TAIiaW: 23856 lbs= 23.86 kips Tensile Strength of 6#6 bars: 143.14 k OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-58 Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: DRAG AT GRID 5 Fy: 60000 psi Load to be dragged into SW: 31.66 k (See MSLFRS) Per ASCE 7-16,all drag conditions must be designed using overstrength: Q: 2.5 (See pp.A-8) 79.2 k(With overstrength) #Cells w/Drag: 3 18.47 kips PER CELL Use: (6) # 6 bars Abaz.: 0.4418 in TAIiaW: 23856 lbs= 23.86 kips Tensile Strength of 6#6 bars: 143.14 k OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-59 Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Ledger Angle+Diapgragm Anchor CMU WALL Gravity Load from Metal Roof Deck T.O.W.Forces from diaphragm LEDGER ANGLE MET�LDK T\ - ANCHOR Ledger angle Connection Per ASCE 7-16 Section 12.11.2.1,Anchorage of structural walls to supporting construction shall be designed to resist the following: Fp = 0.4 x SDsk,IeWp Ka = 1.0 + Lf 100 CMU Wall Weight: 80 psf Mech.Room DL: 20 psf Trib.Wall Height: 11.86 ft Lf: 11.33 ft SDs: 0.751 Ka: 1.113 Ie: 1 Wp: 949 plf Fp: 317.3 plf Diaphragm Anchors Spaced at: 3.75 ft 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-60 AU E Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Ledger Angle+Diapgragm Anchor Design of Intermediate Angles to Distribute Subdiaphragm Load: T.O.W Load in Anchors: 1190 lbs Diaphragm Anchor Spacing: 3.75 ft O.C. Spot Weld Check: 4): 0.7 Horizontal Force: 1.19 kips USE: 0.5 Visible Dia.Arc Spot Weld of 18 Gauge PLB-36 to 36ksi Steel Deck Type: 18 Gauge Weld Dia: 0.5 in Deck Thickness: 0.0451 in Length of Subdiaphragm Chord: 4 ft Weld Spacing: 2 ft O.C. (�Pnv: 2.0537 kips/weld MIN#of welds: 2 Required Strength: 1.19 kips Total Allowable Strength: 4.1073 kips 0.2897 OK Space subdiaphragm anchors at 1/2 pts between wide flange beams, 3.75 ft O.C. Subdiaphragm Chord Force: 1190 lbs Check Typical Angle Connection Weld t�71 TYPICAL ANGLE CONNECTIONS sso sovE i vr.ra Overstrength 0: 2.5 Out of Plane Weld Connection Design: Design Method: ASD Required Strength(At Center of Weld Group): Weld Stress: Weld Dimensions: Y(+) Vy= 0.000 k Axial Stress,fz= 0.99 k/in. d: 3 in. Vert Mx- 0.000 k-in Vert.Stress,f y= 0.00 k/in. --- d x(+) Axial Tension,NZ= 2.974 k f, ulta„t= 0.99 k/in. Weld Design: I Weld Metal Nominal Stress,F.w: 70 ksi Weld Safety Factor,52: 2.00 Min.effect.Throat,(E),,,i,,.: 0.047 in. Weld Group Properties: Weld Type: Fillet J=Iz: 2.25 in.3 LWeId: 3 in. Fillet weld Leg: 0.1875 in. Note:n/a Ix: 2.25 in.3 YT,: 1.5 in. SX_T,: 2 in.2 Effective Throat,(E): 0.133 in. yBot: -1.5 in. Sx sot: -2 in.2 Allow.Weld Stress,0.6Fnw/92w: 21 ksi Iy: 0 in. xT,: 0.0 in. Sy T,: 0 in.2 Required Weld Stress: 7.48 ksi 0.356 OK xBot: 0.0 in. S Bot: 0 in.2 -> Typical Angle Connection weld OK for Subdiaphragm Chord Force 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-61 AU E Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Ledger Angle+Diapgragm Anchor Cast-In Anchor to CMU Allowable Stress Design(ASD): Ledger Cast-In Anchors into CMU wall Tension,Tu: 1190 lb (#)of Anchors Effect.for Tension: (1 ) Tension,Tu: It 90 lb per anchor Shear,Vu: 0 lb (#)of Anchors Effect.for Shear: (1 ) Shear,Vu: 0 lb per anchor Try: 3/8"Dia.Headed Anchor w/Min.5"Embed. Type of Anchor: Headed Bolt Diameter: 0.375 in Anchor Embed.,lb: 5 in Bent-Bar,eb: N/A in(If applicable) Masonry,fm: 2500 psi Anchor,fy: 36 ksi Allowable Tension Load on Anchor Bolt Allowable Shear Load on Anchor Bolt Max Area of Masonry Breakout,At: 78.54 in Anchor Edge Distance,lb,: 24 in Total Area of Breakout Cone Overlap: 0.00 in Area of Masonry Breakout,ApV: 904.8 in Eff.Area of Masonry Breakout,Apt: 78.54 1)Masonry Breakout,Bvb: 56549 lb 1)Masonry Breakout,Bab: 4908.7 lb 2)Crushing of Masonry,B,: 1427 lb 2)Pull-Out of Bent Bolt,Bap: N/A lb 3)Anchor Pry-Out,Bvpry: 9817 lb Anchor Cross-Sect.Area,Ab: 0.1104 in 3)Anchor Yielding,B.: 2385.6 lb 4)Anchor Yielding,B,S: 1431 lb Tallow: 2385.6 lb per anchor Vallow: 1427 lb per anchor Unity: 0.50 OK Unity: 0.00 OK Combined Unity: 0.50 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: E-62 Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 AU E Client: SDH Architects,LLC Job No.: 24034 CMU VERTICAL DESIGN - Lintels Calculation: Lintel Layout - - - - - - - ------ ---- - - - - _ P Parapet Height Roof Structure PH Weight: 15 psf CAN u''ll Tunnel Weight: 80 psf Mech Weight: 20 psf Structure to Lintel S Structure Jamb Jamb Height Zone Zone Openmns Height H Structwe Belo,c f W 1- Lintel D Openin?�l'tdth I Jamb W I I Lintel B 1T I T I I Lintel C \ Lintel E [Iij Lintel F�� ♦ Lintel G j Lintel H I ®^ j �_ intel M I -- 7, - I I Lintel J Lintel L Lintel N Lintel K Lintel Name: Opening H Width,O Bldg.Ht,S Parapet Ht,P PH Trib Tunnel Trib Mech.Trib Page# Lintel A 12.00 ft 12.00 ft 25.33 ft 0.00 ft 5.88 ft 0.00 ft 0.00 ft pg. 4 Lintel B 10.00 ft 13.63 ft 25.33 ft 0.00 ft 5.88 ft 11.00 ft 0.00 ft pg. 10 Lintel C 10.00 ft 13.63 ft 15.83 ft 2.50 ft 0.00 ft 11.00 ft 0.00 ft pg. 16 Lintel D. 11.67 ft 14.00 ft 15.83 ft 2.50 ft 0.00 ft 11.00 ft 0.00 ft pg. 22 Lintel E 11.67 ft 14.00 ft 15.83 ft 2.50 ft 0.00 ft 0.00 ft 0.00 ft pg. 28 Lintel F 10.00 ft 10.75 ft 15.33 ft 3.00 ft 0.00 ft 11.00 ft 5.33 ft pg. 34 Lintel G 10.00 ft 3.35 ft 15.33 ft 3.00 ft 0.00 ft 11.00 ft 5.33 ft pg. 40 Lintel H 10.00 ft 8.00 ft 14.50 ft 3.83 ft 0.00 ft 0.00 ft 0.00 ft pg. 46 Lintel J 10.00 ft 10.67 ft 14.17 ft 4.17 ft 0.00 ft 0.00 ft 5.33 ft pg. 52 Lintel K 10.00 ft 6.67 ft 14.17 ft 4.17 ft 0.00 ft 0.00 ft 5.33 ft pg. 58 Lintel L 7.83 ft 3.33 ft 14.17 ft 2.17 ft 0.00 ft 0.00 ft 5.33 ft pg. 64 Lintel M 7.83 ft 4.42 ft 14.17 ft 2.17 ft 0.00 ft 0.00 ft 5.33 ft pg. 70 Lintel N 7.83 ft 3.33 ft 14.17 ft 2.17 ft 0.00 ft 0.00 ft 5.33 ft pg. 76 1 2 3 4 5 6 8 9 10 11 12 13 14 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F- 1 Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 AUE Client: SDH Architects,LLC Job No.: 24034 Calculation: Hollow Core Concrete Load 4HC6 Table of superimposed service load capacity,Ib/ft2,and cambers,in. No topping Strand Span,ft pattern 10 11 12 13 14 15 1 18 1 17 18 19 1 20 21 22 1 23 24 25 25 27 1 28 1 29 1 30 29D 258 230 208 188 171 157 145 129 114 100 88 77 68 59 52 46 40 33 66-S 0.1 02 0.2 0.2 0.2 0.2 02 0.2 0.2 0.2 02 02 0.1 0.0 -0.1 -0.2 -OA -0.5 -0.7 0.2 02 0.2 0.2 0.3 0.3 02 0.2 0.2 0.1 0.1 0.0 -0.1 -0.3 -0.5 -0.7 -0.9 -1.2 -1.5 302 271 245 223 205 187 172 155 136 120 105 93 82 73 65 57 49 42 36 31 6"slab,w/o 76S 02 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.2 0.1 0.1 0.0 -0.1 -0.3 -0.4 -0.6 topping slab 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 02 0.1 0.0 -0.l -0.2 -0.4 -0.7 -0.9 -1.2 -1.6 -2.0 pp g 385 345 315 295 262 243 225 201 177 157 139 124 110 99 a8 78 68 eD 53 48 96S 0.3 0.3 0.3 0.4 0.4 0.4 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.4 0.3 0.3 0.1 O.0 -0.1 0.3 0.4 0.4 0.5 0.5 0.5 0.6 0.6 0.6 0.5 0.5 0.4 0.3 02 0.1 -0.1 -0.3 -0.5 -0.9 -1.3 391 351 316 288 265 245 226 210 197 195 167 149 134 119 107 95 85 76 68 81 87S 0.3 0.4 0.4 0.5 0.5 0.6 0.6 0.7 0.7 0.7 0.7 0.8 0.8 0.7 0.7 0.7 0-6 0.5 OA 0.3 OA 0.5 0.5 0.6 0.7 0.7 0.7 0.8 0.8 0.8 0.8 0.7 0.7 OA 0.5 0.3 0.2 0 -0.3 -0.6 435 391 354 324 297 274 254 236 220 203 185 166 148 133 119 107 95 Be 78 70 97-S 0.4 0.4 0.5 0.5 0.6 0.7 0.7 0.8 0.8 0.9 0.9 0.9 0.9 1.0 0.9 0.9 0.9 0.8 0.7 0.6 0.5 0.6 0.6 0.7 0.8 0.8 0.9 0.9 1.0 1.0 1.0 1-0 0.9 0.9 0.8 0.7 0.5 0.3 0.1 -0.2 4HC8♦2 Table of superimposed service load capacity,Ib/ft2,and cambers,in. 2 in.normalweight topping Strand Span,ft pattern 12 13 14 1 15 16 17 18 1 19 20 1 21 22 23 24 25 28 27 28 1 29 1 30 333 300 272 248 227 210 182 158 136 113 93 75 59 46 34 65-S 0.2 0.2 0.2 0.2 0.2 0.2 0.2 02 0.2 0.2 0.1 0.1 0 -0.1 -02 02 0.2 0.2 02 0.2 0.1 0.1 0.0 -0.1 -02 -0.3 -0.5 -0.7 -0-9 -1.2 6"slab w/ 357 324 296 272 248 216 188 163 137 115 95 78 63 50 38 27 76-S 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.2 0.1 0.1 -0.0 -0.1 -0.3 topping slab 0.2 0.2 02 0.2 0.2 0.2 0.1 0.1 0.0 -0.2 -0.3 -0.5 -0.7 -0.9 -1 2 -1.5 418 304 353 319 279 245 216 105 160 137 116 98 82 68 55 43 33 96-S 0.4 0.4 0.4 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.4 02 02 0.1 0.0 -0.1 0.4 0.4 0.4 0.4 OA 0.4 0.3 0.3 0.2 0.1 -0.1 -0.3 -0.5 -0.7 -1.0 -1.4 -1.7 422 388 359 332 309 288 258 224 195 189 147 127 109 94 8O 67 55 87-S 0.5 0.5 0.6 0.6 0.7 0.7 0.7 0.7 0-8 0.8 0.7 0.7 0.7 0.6 0.5 0.4 0.3 0.5 0.5 0.5 0.6 0.6 0.6 0.5 0.5 0.4 0.4 0.2 0.1 -0.1 -0.3 -0.5 -0.8 -1.2 473 433 400 371 346 323 288 251 219 192 168 146 127 110 95 82 70 97-S 0.5 0.6 0.7 0.7 0.8 0.8 0.9 0.9 0-9 0.9 1.0 0.9 0.9 0.9 0.8 0.7 0.6 0.6 0.6 0.7 0.7 0.7 0.7 0.7 0.7 0.6 0.6 0.5 0-4 02 0.0 -02 -0.5 -0.8 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 / Project: Wet Rabbit Car Wash-Arlington Pg.No: F-2 Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 A�U E Client: SDH Architects,LLC Job No.: 24034 Calculation: Hollow Core Concrete Load Worst-Case Load Combo: DL+SL+SL(Drift) SL(Base): 25.00 psf +SL(Sliding): 70.00 psf J= 95.00 psf Plank Topping Strand Load Thickness Thickness pattern Capacity 6 0 66-S 77 psf - 10 psf = 67 psf Remaning LL NG 6 0 76-S 93 psf - 10 psf = 83 psf Remaning LL NG 6 0 96-5 124 psf - 10 psf = 114 psf Remaning LL OK 6 0 87-S 149 psf - 10 psf = 139 psf Remaning LL OK 6 0 97-S 166 psf - 10 psf = 156 psf Remaning LL OK 6 2 66-S 93 psf - 15 psf = 78 psf Remaning LL NG 6 2 76-5 115 psf - 15 psf = 100 psf Remaning LL OK 6 2 96-S 160 psf - 15 psf = 145 psf Remaning LL OK 6 2 87-S 195 psf - 15 psf = 180 psf Remaning LL OK 6 2 97-S 219 psf - 15 psf = 204 psf Remaning LL OK USE MIN 6"HOLLOW CORE PLANK Section Properties 4 ft 0 in. x 6 in. No topping 2 in. topping normalweiight concrete A 187 in.2 (f, = 300 psi) = - ! - 763 in.' 1640 in.4 4 ft 0 in. y, - 3.00 in. 4.14 in. y, = 3.00 in. 3.86 in. 1' r 2 in. S, = 254 in.3 396 in.' - — — — — — — — 6 in. S, = 254 in.3 425 in.' U wt = 195 lb/ft 295 lb/ft DL. 49 lb/ft 74 lb,fF >>USE 80 PSF C' = 5000 psi V/S = 1.73 in_ f_ = 270,000 psi b,,. 16.0 in_ 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-3 Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 AUE Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel A Induced Loading: Wall Type: Structural Wall Penthouse Roof Tributary: 5.88 ft Sds: 0.75 z/h: 1.00 Block Thickenss: 8 in. Normal Weight CMU Tunnel Roof Tributary: 0 ft Ie: 1.00 Grout Spacing: Fully Grouted Cells Mech.Roof Tributary: 0 ft Vert.Seismic: 0.15 *W DLWa11. 80 psf Vert.Seismic: 12.02 psf[1.0 EVej Vertical Loads: Out-of-Plane Loadinja Induced Unfactored Forces into CMU Lintel DLParoof: 15 psf WLPressu<e: 17.9 psf[LOW] Vertical Out-of-Plane Tunnel Roof• DL 80 psf WLsuction•• -19.7 psf[LOW] Load Types: Loads: Loads: DLMeehRoof: 20 psf Dead Load,D: 1155 plf 0 plf LLPHRoof: 20 psf Seismic,FP: 0.30 *W[LOE] Roof Live Load,Lr: 117.5 plf 0 plf LLTunneiRoof: 20 psf Seismic: 24.03 psf[LOE] Base Snow Load,Sbase: 146.9 plf 0 plf LLMeehRoof: 20 psf Drifting Snow Load,Sdrift: 0 plf 0 plf SLbme: 25 psf Wind Load,W(+): 94 plf plf SL 0 if Wind Load W_: -118 if 275.8 if dri&� p > O p p WL(+): 16 psf[LOW] Horz.Earthquake Load,Eh: 0 plf 336.4 plf WL(-): -20 psf[LOW] Vert.Earthquake Load,E,:ri73.4 plf 0 plf Wall Opening Geometry: Lintel Spec to be used: ML3 Opening Height: 12 ft Structure to Structure Height: 25.33 ft Opening Lateral Trib.to Lintel: 6 ft Opening Width: 12 ft Parapet Height: 0 ft Lintel Depth: 2.667 ft Lintel Eff.Span: 12 ft Use Arching Action above Lintel: No Lateral Trib.Above Lintel: 5.333 ft Eff.Wall Height above Linte: 13.33 ft Total Lintel Lateral Trib.: 14 ft Parapet Height Roof Structure CMU Wall G4tij� ♦♦ ♦ Structure to JambIMF- Lintel ♦ Jamb Structure Height Zone Zone Opening Opening Might Structure Below IM I 4 � Opening Width Jamb Width 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-4 UE 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel A Induced Allowable Stress Design(ASD)Forces into CMU Lintel Load Combinations: Vertical Vertical Loads Horizontal Vertical Loads Loads: Mx VY Loads: My Vx 1) D 1155 plf 249.4 k-in 6.929 k 0 plf 0 k-in 0 k 2) D+L 1155 plf 249.4 k-in 6.929 k 0 plf 0 k-in 0 k 3a) D+Lr 1272 plf 274.8 k-in 7.634 k 0 plf 0 k-in 0 k 3b) D+S 1302 plf 281.2 k-in 7.81 k 0 plf 0 k-in 0 k 4a) D+0.75L+0.75L, 1243 plf 268.5 k-in 7.458 k 0 plf 0 k-in 0 k 4b) D+0.75L+0.755 1265 plf 273.2 k-in 7.59 k 0 plf 0 k-in 0 k 5) D+0.6W 1211 plf 261.6 k-in 7.267 k 165 plf 35.74 k-in 0.993 k 6a) D+0.75(0.6W)+0.75L+0.75L, 1285 plf 277.6 k-in 7.711 k 124 plf 26.81 k-in 0.745 k 6b) D+0.75(0.6W)+0.75L+0.75S 1307 plf 282.4 k-in 7.843 k 124 plf 26.81 k-in 0.745 k 7) 0.6D+0.6W 622 plf 134.4 k-in 3.734 k 165 plf 35.74 k-in 0.993 k 8a) D+0.7E,+0.7E 1276 plf 275.7 k-in 7.657 k 236 plf 50.87 k-in 1.413 k 9a) D+0.525E+0.525E,+0.75L+0.75S 1265 plf 273.2 k-in 7.59 k 177 plf 38.15 k-in 1.06 k l0a) 0.6D-0.7E,+0.7Eh 571 plf 123.4 k-in 3.429 k 236 plf 50.87 k-in 1.413 k CMU Lintel Geometry: General Material Specificiations: Width,b: 7.625 in Masonry Compressive Strength,fm: 2500 psi Overall Depth,h: 32 in Rein£Steel Yield Strength,fs: 60000 psi Vert.Eff.Depth,d: 29 in Em: 2250000 psi Lateral Eff.Depth,d: 5.25 in Es: 29000000 psi Geometry Check: 18.89 <32 OK n: 12.89 Geometry Check: 240.6 in> 144 in OK Modulus of Rupter,f,,: 160 psi CMU Lintel Design for Vertical Flexure Forces: CMU Lintel Design for Lateral Flexure Forces: Try: (2) #5 Bars Try: (2) #5 Bars As: 0.62 in` As: 0.62 in` p: 0.00280 p: 0.00369 pn: 0.0361 pn: 0.0476 k: 0.235 k: 0.265 j: 0.922 j: 0.912 Fb: 1125 psi Fb: 1125 psi Fs: 60000 psi Fs: 60000 psi Flexure Sumary' Vert.Flexure Lateral Flexure Combined Unity Masonry Masonry Combined Masonry combined fb: Unity fs Steel Unity fb: Unity fs Steel Unity unity Steel Unity >> 359 psi 0.32 15053 psi 0.25 0 psi 0.00 0 psi 0.00 0.32 0.25 2) 359 psi 0.32 15053 psi 0.25 0 psi 0.00 0 psi 0.00 0.32 0.25 3a 395.5 psi 0.35 16584 psi 0.28 0 psi 0.00 0 psi 0.00 0.35 0.28 3b) 404.7 psi 0.36 16967 psi 0.28 0 psi 0.00 0 psi 0.00 0.36 0.28 4a) 386.4 psi 0.34 16201 psi 0.27 0 psi 0.00 0 psi 0.00 0.34 0.27 4b) 393.3 psi 0.35 16489 psi 0.27 0 psi 0.00 0 psi 0.00 0.35 0.27 5) 376.5 psi 0.33 15788 psi 0.26 336 psi 0.30 12043 psi 0.20 0.63 0.46 6a) 399.6 psi 0.36 16753 psi 0.28 252 psi 0.22 9032 psi 0.15 0.58 0.43 6b) 406.4 psi 0.36 17040 psi 0.28 252 psi 0.22 9032 psi 0.15 0.59 0.43 7) 193.5 psi 0.17 8113 psi 0.14 336 psi 0.30 12043 psi 0.20 0.47 0.34 sa) 396.8 psi 0.35 16635 psi 0.28 478.3 psi 0.43 17140 psi 0.29 0.78 0.56 9a) 393.3 psi 0.35 16489 psi 0.27 358.7 psi 0.32 12855 psi 0.21 0.67 0.49 loa) 177.7 psi 0.16 7449 psi 0.12 478.3 psi 0.43 17140 psi 0.29 0.58 0.41 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-5 AU E 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel A CMU Lintel Deflection under Vertical Forces: CMU Lintel Deflection under Horizontal Forces: S: 1301 in S: 310 in Mer: 208213 lb-in Mir: 49613 lb-in Ir,: 20821 in" Ir,: 1182 in" Icr: 4434 in" Icr: 197 in" Ieff: 20821 in" I ff- 1111 in, Deflection Limit ATL: L/ 600 Deflection Limit ATL: L/ 600 Deflection Summary: Vert.Forces Horiz.Forces Ior Comb.ATL L/ Icr Comb.ATL L/ 1) 13966 0.02 in 8398 - 0.00 in - 2) 13966 0.02 in 8398 - 0.00 in - 3a 11561 0.02 in 6310 - 0.00 in - 3b) 11090 0.02 in 5916 - 0.00 in - 4a) 12079 0.02 in 6749 - 0.00 in - 4b) 11686 0.02 in 6416 - 0.00 in - 5) 12695 0.02 in 7279 1182 0.03 in 4961 6a) 11348 0.02 in 6132 1182 0.02 in 6615 6b) 11005 0.02 in 5846 1182 0.02 in 6615 7) 20821 0.01 in 23232 1182 0.03 in 4961 8a) 11496 0.02 in 6255 1111 0.04 in 3276 9a) 11686 0.02 in 6416 1182 0.03 in 4648 loa) 20821 0.01 in 125302, 1111 0.04 in 3276 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-6 AU E Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel A Masonry Shear Stresses Summary: Vertical Loading Lateral Loading fv Fvm fv F m Total Induced Unity 1) 28.4 psi 50.8 psi 0 psi - psi 28.4 psi 0.56 2) 28.4 psi 50.8 psi 0 psi - psi 28.4 psi 0.56 3a 31.3 psi 50.8 psi 0 psi - psi 31.3 psi 0.62 3b) 32.0 psi 50.8 psi 0 psi - psi 32.0 psi 0.63 4a) 30.6 psi 50.8 psi 0 psi - psi 30.6 psi 0.6 4b) 31.1 psi 50.8 psi 0 psi - psi 31.1 psi 0.61 5) 29.8 psi 50.8 psi 4.07 psi 50.8 psi 33.9 psi 0.67 6a) 31.6 psi 50.8 psi 3.05 psi 50.8 psi 34.7 psi 0.68 6b) 32.1 psi 50.8 psi 3.05 psi 50.8 psi 35.2 psi 0.69 7) 15.3 psi 50.8 psi 4.07 psi 50.8 psi 19.4 psi 0.38 8a) 31.4 psi 50.8 psi 5.79 psi 50.8 psi 37.2 psi 0.73 9a) 31.1 psi 50.8 psi 4.34 psi 50.8 psi 35.4 psi 0.7 1Oa) 14.1 psi 50.8 psi 5.79 psi 50.8 psi 19.8 psi 0.39 Vert.Reinf Of Masonry Lintel: Try: #4 Vert.Bars Spacing: 12 in o.c. A,,: 0.2 in Min A,: 0.171 in OK Max Spacing: 16 in 4Addr13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-7 AU E ess: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel A Column Design: 16 in Column Height: 12 ft Ae: 122 in Assumed Head Joint: 3/8 in rmin: 2.02 in Column Fixity: R: 0.83 in Top: Pinned h'= 9.6 ft 7 5/8 in Bottom: Fixed I IF Bearing Area: 7 5/8 x 16 General Material Specificiations: Masonry Compressive Strength,fm: 2500 psi Reinf.Steel Yield Strength,f,: 60000 psi E,,,: 2250000 psi Es: 29000000 psi n: 12.89 Modulus of Rupter,f,: 160 psi Total Reinforcement (4) #5 Bars Vert. As,bar: 0.31 in` Bending Reinf.in X-X: (2) #5 Bars Vert. As: 0.61 in` d= 12.0 in Direction: Y-Y: (2) #5 Bars Vert. As: 0.61 in d= 6.1 in Jamb Loading: Axial: X-X Bending(in-plane): X-X Bending(out-of-plane PDL: 6.93 k MDL: 11.09 k-in MWL: 0 k-in PLL,: 0.71 k MLL: 1.128 k-in MEQ: 0 k-in PSL: 0.88 k MSL: 1.41 k-in PwL+: 0.56 k MwL+: 0.902 k-in Pam: -0.71 k MwL_: -1.13 k-in Out of plane: WL+: 17.9 psf Y-Y Bending(in-plane): Y-Y Bending(out-of-plane WL-: -19.7 psf MDL: 5.283 k-in MWL: 34.0 k-in Seismic Fp: 0.30 MLL: 0.538 k-in MEQ: 6.9 k-in MSL: 0.672 k-in MwL+: 0.43 k-in MwL_: -0.54 k-in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-8 #AU Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel A Analysis Compression: Bending: X-X: Y-Y: Pmasonry: 76.2 k p: 0.003 p: 0.014 P,,,,: 42.9 k pn: 0.042 pn: 0.178 k: 0.25 k: 0.45 j: 0.917 j: 0.85 2/jk: 8.726 2/jk: 5.225 fb: 825 psi fb: 825 psi Ma,masonry: 213 k-in Ma,mmonry: 165 k-ft Ma,stea,: 162 k-in Ma,stea,: 77 k-in Combined Forces: M,./M, May Masonry Unity: 0.103 + 0.059 + 0.158 = 0.319 OK Steel Unity: 0.183 + 0.077 + 0.339 = 0.599 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-9 Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel B Induced Loading: Wall Type: Structural Wall Penthouse Roof Tributary: 5.88 ft Sds: 0.75 z/h: 1.00 Block Thickenss: 8 in. Normal Weight CMU Tunnel Roof Tributary: 11 ft Ie: 1.00 Grout Spacing: Fully Grouted Cells Mech.Roof Tributary: 0 ft Vert.Seismic: 0.15 *W DLWaII. 80 psf Vert.Seismic: 12.02 psf[1.0 Evert] Vertical Loads: Out-of-Plane Loading Induced Unfactored Forces into CMU Lintel DLPHroof: 15 psf WL'pressure: 17.9 psf[LOW] Vertical Out-of-Plane Tunnel Roof• DL 80 psf WLsuction•• -19.7 psf[LOW] Load Types: Loads: Loads: DLMeehRoof: 20 psf Dead Load,D: 545 plf 0 plf LLPHRoof: 20 psf Seismic,FP: 0.30 *W[1.0E] Roof Live Load,Lr: 0 plf 0 plf LLTnnnelRoof: 20 psf Seismic: 24.03 psf[LOE] Base Snow Load,Sbaw: 0 plf 0 plf LLMechRoof: 20 psf Drifting Snow Load,Sdrift: 0 plf 0 plf SLbase: 25 psf Wind Load,W(+): 0 plf plf SL 0 if Wind Load W_: 0 if 282.4 if dri&� p > O p p WL(+): 16 psf[LOW] Horz.Earthquake Load,Eh: 0 plf 344.5 plf WL(-): -20 psf[LOW] Vert.Earthquake Load,E,:r8l.86 plf 0 plf Wall Opening Geometry: j Lintel Spec to be used: ML4 Opening Height: 10 ft Structure to Structure Height: 25.33 ft Opening Lateral Trib.to Lintel: 5 ft Opening Width: 13.63 ft Parapet Height: 0 ft Lintel Depth: 3.333 ft Lintel Eff.Span: 13.63 ft Use Arching Action above Lintel: Yes Lateral Trib.Above Lintel: 6 ft Eff.Wall Height above Linte: 6.813 ft Total Lintel Lateral Trib.: 14.33 ft - - — — — - - - - — — — — — — — — - - - - — �arapetHeight Roof Structure CMU Wall Structure to Jamb Jamb Structure Height Zone Zone Opening Opening Height 4d Structure Below Opening Width Jamb Width 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F- 10 UE 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel B Induced Allowable Stress Design(ASD)Forces into CMULintel Load Combinations: Vertical Vertical Loads Horizontal Vertical Loads Loads: Mx Vy Loads: My Vx 1) D 545 plf 151.8 k-in 3.713 k 0 plf 0 k-in 0 k 2) D+L 545 plf 151.8 k-in 3.713 k 0 plf 0 k-in 0 k 3a) D+Lr 545 plf 151.8 k-in 3.713 k 0 plf 0 k-in 0 k 3b) D+S 545 plf 151.8 k-in 3.713 k 0 plf 0 k-in 0 k 4a) D+0.75L+0.75L, 545 plf 151.8 k-in 3.713 k 0 plf 0 k-in 0 k 4b) D+0.75L+0.75S 545 plf 151.8 k-in 3.713 k 0 plf 0 k-in 0 k S) D+0.6W 545 plf 151.8 k-in 3.713 k 169 plf 47.18 k-in 1.154 k 6a) D+0.75(0.6W)+0.75L+0.75L, 545 plf 151.8 k-in 3.713 k 127 plf 35.38 k-in 0.866 k 6b) D+0.75(0.6W)+0.75L+0.75S 545 plf 151.8 k-in 3.713 k 127 plf 35.38 k-in 0.866 k 7) 0.6D+0.6W 327 plf 91.06 k-in 2.228 k 169 plf 47.18 k-in 1.154 k 8a) D+0.7E,+0.7E 602 plf 167.7 k-in 4.103 k 241 plf 67.14 k-in 1.643 k 9a) D+0.525E,+0.525Eh+0.75L+0.75S 545 plf 151.8 k-in 3.713 k 181 plf 50.36 k-in 1.232 k IOa) 0.6D-0.7E,+0.7Eh 270 plf 75.1 k-in 1.837 k 241 plf 67.14 k-in 1.643 k CMU Lintel Geometry: General Material Specificiations: Width,b: 7.625 in Masonry Compressive Strength,fm: 2500 psi Overall Depth,h: 40 in Rein£Steel Yield Strength,fs: 60000 psi Vert.Eff.Depth,d: 37 in Em: 2250000 psi Lateral Eff.Depth,d: 5.25 in Es: 29000000 psi Geometry Check: 21.44 <32 OK n: 12.89 Geometry Check: 188.6 in> 164 in OK Modulus of Rupter,f,,: 160 psi CMU Lintel Design for Vertical Flexure Forces: CMU Lintel Design for Lateral Flexure Forces: Try: (2) #6 Bars Try: (2) #6 Bars A,: 0.88 in` As: 0.88 in` p: 0.00312 p: 0.00419 pn: 0.0402 pn: 0.0540 k: 0.246 k: 0.279 j: 0.918 j: 0.907 Fb: 1125 psi Fb: 1125 psi Fs: 60000 psi Fs: 60000 psi Flexure Sumary• Vert.Flexure Lateral Flexure Combined Unity Masonry Masonry Combined Masomy Combined fb: Unity fs Steel Unity fh: Unity fs Steel Unity unity Steel Unity 1) 128.7 psi 0.11 5078 psi 0.08 0 psi 0.00 0 psi 0.00 0.11 0.08 2) 128.7 psi 0.11 5078 psi 0.08 0 psi 0.00 0 psi 0.00 0.11 0.08 3a 128.7 psi 0.11 5078 psi 0.08 0 psi 0.00 0 psi 0.00 0.11 0.08 3b) 128.7 psi 0.11 5078 psi 0.08 0 psi 0.00 0 psi 0.00 0.11 0.08 4a) 128.7 psi 0.11 5078 psi 0.08 0 psi 0.00 0 psi 0.00 0.11 0.08 4b) 128.7 psi 0.11 5078 psi 0.08 0 psi 0.00 0 psi 0.00 0.11 0.08 5) 128.7 psi 0.11 5078 psi 0.08 338.1 psi 0.30 11259 psi 0.19 0.41 0.27 6a) 128.7 psi 0.11 5078 psi 0.08 253.6 psi 0.23 8444.1 psi 0.14 0.34 0.23 6b) 128.7 psi 0.11 5078 psi 0.08 253.6 psi 0.23 8444.1 psi 0.14 0.34 0.23 7) 77.2 psi 0.07 3047 psi 0.05 338.1 psi 0.30 11259 psi 0.19 0.37 0.24 sa) 142.2 psi 0.13 5612 psi 0.09 481.2 psi 0.43 16024 psi 0.27 0.6 0.36 9a) 128.7 psi 0.11 5078 psi 0.08 360.9 psi 0.32 12018 psi 0.20 0.44 0.28 loa) 63.67 psi 0.06 2513 psi 0.04 481.2 psi 0.43 16024 psi 0.27 0.48 0.31 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F- 11 AU E 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel B CMU Lintel Deflection under Vertical Forces: CMU Lintel Deflection under Horizontal Forces: S: 2033 in S: 388 in Mer: 325333 lb-in Mir: 62017 lb-in Ir,: 40667 in" 1,,: 1478 in" Icr: 9680 in" Icr: 265 in" Ieff: 40667 in" I ff- 1221 in" Deflection Limit ATL: L/ 600 Deflection Limit ATL: L/ 600 Deflection Summary: Vert.Forces Horiz.Forces br Comb.ATL: L/ Icr Comb.ATL: L/ 1) 40667 0.00 in 35401 - 0.00 in - 2) 40667 0.00 in 35401 - 0.00 in - 3a 40667 0.00 in 35401 - 0.00 in - 3b) 40667 0.00 in 35401 - 0.00 in - 4a) 40667 0.00 in 35401 - 0.00 in - 4b) 40667 0.00 in 35401 - 0.00 in - 5) 40667 0.00 in 35401 1478 0.04 in 4138 6a) 40667 0.00 in 35401 1478 0.03 in 5518 6b) 40667 0.00 in 35401 1478 0.03 in 5518 7) 40667 0.00 in 59001 1478 0.04 in 4138 8a) 40667 0.01 in 32033 1221 0.07 in 2402 9a) 406671 0.00 in 35401 1478 0.04 in 3877 loa) 406671 0.00 in 171537, 1221 0.07 in 2402 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F- 12 AU E Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel B Masonry Shear Stresses Summary: Vertical Loading Lateral Loading fv Fvm f, F� Total Induced Unity 1) 12.2 psi 55.3 psi 0 psi - psi 12.2 psi 0.22 2) 12.2 psi 55.3 psi 0 psi - psi 12.2 psi 0.22 3a 12.2 psi 55.3 psi 0 psi - psi 12.2 psi 0.22 3b) 12.2 psi 55.3 psi 0 psi - psi 12.2 psi 0.22 4a) 12.2 psi 55.3 psi 0 psi - psi 12.2 psi 0.22 4b) 12.2 psi 55.3 psi 0 psi - psi 12.2 psi 0.22 5) 12.2 psi 55.3 psi 3.78 psi 55.3 psi 16.0 psi 0.29 6a) 12.2 psi 55.3 psi 2.84 psi 55.3 psi 15.0 psi 0.27 6b) 12.2 psi 55.3 psi 2.84 psi 55.3 psi 15.0 psi 0.27 7) 7.3 psi 55.3 psi 3.78 psi 55.3 psi 11.1 psi 0.2 8a) 13.5 psi 55.3 psi 5.39 psi 55.3 psi 18.8 psi 0.34 9a) 12.2 psi 55.3 psi 4.04 psi 55.3 psi 16.2 psi 0.29 10a) 6.0 psi 55.3 psi 5.39 psi 55.3 psi 11.4 psi 0.21 Vert.Rein£Of Masonry Lintel: Try: #4 Vert.Bars Spacing: 8 in o.c. A,,: 0.3 in Min A,: 0.214 in OK Max Spacing: 20 in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F- 13 UE 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel B Column Design: 16 in Column Height: 10 ft Ae: 122 in Assumed Head Joint: 3/8 in rmin: 2.02 in Column Fixity: R: 0.88 in x-x Top: Pinned h,= 8 ft 7 5/8 in Bottom: Fixed Bearing Area: 7 5/8 x 16 General Material Specificiations: Masonry Compressive Strength,fm: 2500 psi Rein£Steel Yield Strength,fs: 60000 psi E.: 2250000 psi E5: 29000000 psi n: 12.89 Modulus of Rupter,fr: 160 psi Total Reinforcement (4) #5 Bars Vert. As,bar: 0.31 in` Bending Reinf.in X-X: (2) #5 Bars Vert. As: 0.61 in` d= 12.0 in Direction: Y-Y: (2) #5 Bars Vert. As: 0.61 in d= 6.1 in Jamb Loading: Axial: X-X Bending(in-plane): X-X Bending out-of-plane PDL: 15 k MDL: 23.92 k-in MWL: 0 k-in PLL,: 2.3 k MLL: 3.679 k-in MEQ: 0 k-in PSL: 2.87 k MSL: 4.598 k-in PwL+: 0.64 k MwL+; 1.025 k-in Pam: -0.8 k MwL_: -1.28 k-in Out of plane: WL+: 17.9 psf Y-Y Bending(in-plane): Y-Y Bending out-of-plane WL-: -19.7 psf MDL: 11.4 k-in Mµ,L: 26.0 k-in Seismic Fp: 0.30 MLL: 1.753 k-in MEQ: 4.8 k-in MSL: 2.191 k-in MwL+: 0.488 k-in MwL-: -0.61 k-in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F- 14 At! Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel B Analysis Compression: Bending: X-X: Y-Y: Pmasonry: 76.2 k p: 0.003 p: 0.014 Psteel: 44 k pn: 0.042 pn: 0.178 k: 0.25 k: 0.45 j: 0.917 j: 0.85 2/jk: 8.726 2/jk: 5.225 fb: 825 psi fb: 825 psi Ma,masonry: 213 k-in Ma,masonry: 165 k-ft Ma,scee,: 162 k-in Ma,sceei: 77 k-in Combined Forces: P/P. M,./M r May Masonry Unity: 0.234 + 0.134 + 0.1657 = 0.534 OK Steel Unity: 0.405 + 0.176 + 0.3564 = 0.938 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F- 15 Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel C Induced Loading: Wall Type: Structural Wall Penthouse Roof Tributary: 0 ft Sds: 0.86 z/h: 1.00 Block Thickenss: 8 in. Normal Weight CMU Tunnel Roof Tributary: 11 ft Ie: 1.00 Grout Spacing: Fully Grouted Cells Mech.Roof Tributary: 0 ft Vert.Seismic: 0.17 *W DLWaII. 80 psf Vert.Seismic: 13.76 psf[1.0 EVej Vertical Loads: Out-of-Plane Loading Induced Unfactored Forces into CMU Lintel DLPHroof: 15 psf WL'pressure: 17.9 psf[LOW] Vertical Out-of-Plane Tunnel Roof• DL 80 psf WLsuction•• -19.7 psf[LOW] Load Types: Loads: Loads: DLMeehRoof: 20 psf Dead Load,D: 1547 plf 0 plf LLPHRoof: 20 psf Seismic,Fp: 0.34 *W[1.0E] Roof Live Load,Lr: 220 plf 0 plf LLTnnnelRoof: 20 psf Seismic: 27.52 psf[LOE] Base Snow Load,Sbaw: 275 plf 0 plf LLMechRoof: 20 psf Drifting Snow Load,Sdrift: 31.26 plf 0 plf SLbase: 25 psf Wind Load,W(+): 176 plf plf SL 31.3 if Wind Load W_: -220 if 188.8 if dri&� p > O p p WL(+): 16 psf[LOW] Horz.Earthquake Load,Eh: 0 plf 263.7 plf WL(-): -20 psf[LOW] Vert.Earthquake Load,E,:r 266 plf 0 plf Wall Opening Geometry: j Lintel Spec to be used: ML4 Opening Height: 10 ft Structure to Structure Height: 15.83 ft Opening Lateral Trib.to Lintel: 5 ft Opening Width: 13.63 ft Parapet Height: 2.5 ft Lintel Depth: 3.333 ft Lintel Eff.Span: 13.63 ft Use Arching Action above Lintel: No Lateral Trib.Above Lintel: 1.25 ft Eff.Wall Height above Linte: 8.333 ft Total Lintel Lateral Trib.: 9.583 ft �arapet Height Roof Structure CMU Wall ♦ Structure to Jamb Structure Height Zone Opening Opening Height Structure Below Opening Width Jamb Width 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F- 16 UE 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel C Induced Allowable Stress Design(ASD)Forces into CMU Lintel Load Combinations: Vertical Vertical Loads Horizontal Vertical Loads Loads: Mx Vy Loads: My Vx 1) D 1547 plf 430.7 k-in 10.54 k 0 plf 0 k-in 0 k 2) D+L 1547 plf 430.7 k-in 10.54 k 0 plf 0 k-in 0 k 3a) D+Lr 1767 plf 491.9 k-in 12.04 k 0 plf 0 k-in 0 k 3b) D+S 1853 plf 516 k-in 12.62 k 0 plf 0 k-in 0 k 4a) D+0.75L+0.75L, 1712 plf 476.6 k-in 11.66 k 0 plf 0 k-in 0 k 4b) D+0.75L+0.75S 1753 plf 488.1 k-in 11.94 k 0 plf 0 k-in 0 k S) D+0.6W 1652 plf 460.1 k-in 11.26 k 113 plf 31.54 k-in 0.772 k 6a) D+0.75(0.6W)+0.75L+0.75L, 1791 plf 498.7 k-in 12.2 k 85 plf 23.66 k-in 0.579 k 6b) D+0.75(0.6W)+0.75L+0.75S 1832 plf 510.2 k-in 12.48 k 85 plf 23.66 k-in 0.579 k 7) 0.6D+0.6W 796 plf 221.7 k-in 5.423 k 113 plf 31.54 k-in 0.772 k 8a) D+0.7E,+0.7E 1733 plf 482.5 k-in 11.81 k 185 plf 51.41 k-in 1.258 k 9a) D+0.525E,+0.525Eh+0.75L+0.75S 1753 plf 488.1 k-in 11.94 k 138 plf 38.56 k-in 0.943 k l0q) 0.6D-0.7E,+0.7Eh 742 plf 206.6 k-in 5.053 k 185 plf 51.41 k-in 1.258 k CMU Lintel Geometry: General Material Specificiations: Width,b: 7.625 in Masonry Compressive Strength,fm: 2500 psi Overall Depth,h: 40 in Rein£Steel Yield Strength,fs: 60000 psi Vert.Eff.Depth,d: 37 in Em: 2250000 psi Lateral Eff.Depth,d: 5.25 in Es: 29000000 psi Geometry Check: 21.44 <32 OK n: 12.89 Geometry Check: 188.6 in> 164 in OK Modulus of Rupter,f,,: 160 psi CMU Lintel Design for Vertical Flexure Forces: CMU Lintel Design for Lateral Flexure Forces: Try: (2) #6 Bars Try: (2) #6 Bars A,: 0.88 in` As: 0.88 in` p: 0.00312 p: 0.00419 pn: 0.0402 pn: 0.0540 k: 0.246 k: 0.279 j: 0.918 j: 0.907 Fb: 1125 psi Fb: 1125 psi Fs: 60000 psi Fs: 60000 psi Flexure Sumary• Vert.Flexure Lateral Flexure Combined Unity Masonry Masonry Combined Masomy Combined fb: Unity fs Steel Unity fh: Unity fs Steel Unity Unity Steel Unity >> 365.1 psi 0.32 14410 psi 0.24 0 psi 0.00 0 psi 0.00 0.32 0.24 2) 365.1 psi 0.32 14410 psi 0.24 0 psi 0.00 0 psi 0.00 0.32 0.24 3a 417.1 psi 0.37 16460 psi 0.27 0 psi 0.00 0 psi 0.00 0.37 0.27 3b) 437.4 psi 0.39 17263 psi 0.29 0 psi 0.00 0 psi 0.00 0.39 0.29 4a) 404.1 psi 0.36 15947 psi 0.27 0 psi 0.00 0 psi 0.00 0.36 0.27 4b) 413.8 psi 0.37 16332 psi 0.27 0 psi 0.00 0 psi 0.00 0.37 0.27 5) 390.1 psi 0.35 15394 psi 0.26 226.1 psi 0.20 7528 psi 0.13 0.55 0.38 6a) 422.8 psi 0.38 16685 psi 0.28 169.6 psi 0.15 5646 psi 0.09 0.53 0.37 6b) 432.5 psi 0.38 17069 psi 0.28 169.6 psi 0.15 5646 psi 0.09 0.54 0.38 7) 187.9 psi 0.17 7416 psi 0.12 226.1 psi 0.20 7528 psi 0.13 0.37 0.25 sa) 409.1 psi 0.36 16145 psi 0.27 368.5 psi 0.33 12268 psi 0.20 0.69 0.47 9a) 413.8 psi 0.37 16332 psi 0.27 276.3 psi 0.25 9201 psi 0.15 0.61 0.43:j loa) 175.1 psi 0.16 6911 psi 0.12 368.5 psi 0.33 12268 psi 0.20 0.48 0.32 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F- 17 AU E 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel C CMU Lintel Deflection under Vertical Forces: CMU Lintel Deflection under Horizontal Forces: S: 2033 in S: 388 in Mer: 325333 lb-in Mir: 62017 lb-in Ir,: 40667 in" 1,,: 1478 in" Icr: 9680 in" Icr: 265 in" Ieff: 40667 in" I ff- 1478 in" Deflection Limit ATL: L/ 600 Deflection Limit ATL: L/ 600 Deflection Summary: Vert.Forces Horiz.Forces br Comb.ATL: L/ Icr Comb.ATL: L/ 1) 23036 0.02 in 7066 - 0.00 in - 2) 23036 0.02 in 7066 - 0.00 in - 3a 18642 0.03 in 5006 - 0.00 in - 3b) 17448 0.04 in 4467 - 0.00 in - 4a) 19534 0.03 in 5414 - 0.00 in - 4b) 18854 0.03 in 5103 - 0.00 in - 5) 20635 0.03 in 5925 1478 0.03 in 6189 6a) 18283 0.03 in 4844 1478 0.02 in 8252 6b) 17715 0.04 in 4587 1478 0.02 in 8252 7) 40667 0.01 in 24238 1478 0.03 in 6189 8a) 19176 0.03 in 5250 1478 0.04 in 3798 9a) 188541 0.03 in 5103 1478 0.03 in 5063 loa) 406671 0.01 in 126010, 1478 0.04 in 3798 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F- 18 UE 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel C Masonry Shear Stresses Summary: Vertical Loading Lateral Loading fv Fvm f, F� Total Induced Unity 1) 34.5 psi 55.3 psi 0 psi - psi 34.5 psi 0.62 2) 34.5 psi 55.3 psi 0 psi - psi 34.5 psi 0.62 3a 39.5 psi 55.3 psi 0 psi - psi 39.5 psi 0.71 3b) 41.4 psi 55.3 psi 0 psi - psi 41.4 psi 0.75 4a) 38.2 psi 55.3 psi 0 psi - psi 38.2 psi 0.69 4b) 39.2 psi 55.3 psi 0 psi - psi 39.2 psi 0.71 5) 36.9 psi 55.3 psi 2.53 psi 55.3 psi 39.4 psi 0.71 6a) 40.0 psi 55.3 psi 1.9 psi 55.3 psi 41.9 psi 0.76 6b) 40.9 psi 55.3 psi 1.9 psi 55.3 psi 42.8 psi 0.77 7) 17.8 psi 55.3 psi 2.53 psi 55.3 psi 20.3 psi 0.37 8a) 38.7 psi 55.3 psi 4.12 psi 55.3 psi 42.8 psi 0.77 9a) 39.2 psi 55.3 psi 3.09 psi 55.3 psi 42.2 psi 0.76 1Oa) 16.6 psi 55.3 psi 4.12 psi 55.3 psi 20.7 psi 0.37 Vert.Rein£Of Masonry Lintel: Try: #4 Vert.Bars Spacing: 8 in o.c. A,,: 0.3 in Min A,: 0.214 in OK Max Spacing: 20 in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F- 19 UE 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel C Column Design: 16 in Column Height: 10 ft Ae: 122 in Assumed Head Joint: 3/8 in rmin: 2.02 in Column Fixity: R: 0.88 in x-x Top: Pinned h,= 8 ft 7 5/8 in Bottom: Fixed Bearing Area: 7 5/8 x 16 General Material Specificiations: Masonry Compressive Strength,fm: 2500 psi Rein£Steel Yield Strength,fs: 60000 psi E.: 2250000 psi E5: 29000000 psi n: 12.89 Modulus of Rupter,fr: 160 psi Total Reinforcement (4) #5 Bars Vert. As,bar: 0.31 in` Bending Reinf.in X-X: (2) #5 Bars Vert. As: 0.61 in` d= 12.0 in Direction: Y-Y: (2) #5 Bars Vert. As: 0.61 in d= 6.1 in Jamb Loading: Axial: X-X Bending(in-plane): X-X Bending out-of-plane PDL: 10.5 k MDL: 16.86 k-in MWL: 0 k-in PLL,: 1.5 k MLL: 2.398 k-in MEQ: 0 k-in PSL: 1.87 k MSL: 2.998 k-in PWL+: 1.2 k MwL+; 1.918 k-in Pam: -1.5 k MwL_: -2.4 k-in Out of plane: WL+: 17.9 psf Y-Y Bending(in-plane): Y-Y Bending out-of-plane WL-: -19.7 psf MDL: 8.034 k-in Mµ,L: 26.0 k-in Seismic Fp: 0.34 MLL: 1.143 k-in MEQ: 5.5 k-in MSL: 1.428 k-in MwL+: 0.914 k-in MwL-: -1.14 k-in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-20 U Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel C Analysis Compression: Bending: X-X: Y-Y: Pmasonry: 76.2 k p: 0.003 p: 0.014 Psteel: 44 k pn: 0.042 pn: 0.178 k: 0.25 k: 0.45 j: 0.917 j: 0.85 2/jk: 8.726 2/jk: 5.225 fb: 825 psi fb: 825 psi Ma,masonry: 213 k-in Ma,masonry: 165 k-ft Ma,steel: 162 k-in Ma,stee,: 77 k-in Combined Forces: P/P. M,./M r May Masonry Unity: 0.164 + 0.094 + 0.147 = 0.405 OK Steel Unity: 0.284 + 0.123 + 0.316 = 0.723 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-21 Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel D Induced Loading: Wall Type: Structural Wall Penthouse Roof Tributary: 0 ft Sds: 0.86 z/h: 1.00 Block Thickenss: 8 in. Normal Weight CMU Tunnel Roof Tributary: 11 ft Ie: 1.00 Grout Spacing: Fully Grouted Cells Mech.Roof Tributary: 0 ft Vert.Seismic: 0.17 *W DLWaII. 80 psf Vert.Seismic: 13.76 psf[1.0 EVej Vertical Loads: Out-of-Plane Loading Induced Unfactored Forces into CMU Lintel DLPHroof: 15 psf WL'pressure: 17.9 psf[LOW] Vertical Out-of-Plane Tunnel Roof• DL 80 psf WLsuction•• -19.7 psf[LOW] Load Types: Loads: Loads: DLMeehRoof: 20 psf Dead Load,D: 1413 plf 0 plf LLPHRoof: 20 psf Seismic,FP: 0.34 *W[1.0E] Roof Live Load,Lr: 220 plf 0 plf LLTnnnelRoof: 20 psf Seismic: 27.52 psf[LOE] Base Snow Load,Sbaw: 275 plf 0 plf LLMechRoof: 20 psf Drifting Snow Load,Sdrift: 31.26 plf 0 plf SLbase: 25 psf Wind Load,W(+): 176 plf plf SL 31.3 if Wind Load W_: -220 if 188.8 if dri&� p > O p p WL(+): 16 psf[LOW] Horz.Earthquake Load,Eh: 0 plf 263.7 plf WL(-): -20 psf[LOW] Vert.Earthquake Load,E,:r243.1 plf 0 plf Wall Opening Geometry: Lintel Spec to be used: ML4 Opening Height: 11.67 ft Structure to Structure Height: 15.83 ft Opening Lateral Trib.to Lintel: 5.833 ft Opening Width: 14 ft Parapet Height: 2.5 ft Lintel Depth: 3.333 ft Lintel Eff.Span: 14 ft Use Arching Action above Lintel: No Lateral Trib.Above Lintel: 0.417 ft Eff.Wall Height above Linte: 6.667 ft Total Lintel Lateral Trib.: 9.583 ft �arapet Height Roof Structure U W CMall ♦ Structure to Jamb Structure Height Zone Opening Opening Height Structure Below Opening Width Jamb Width 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-22 UE 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel D Induced Allowable Stress Design(ASD)Forces into CMU Lintel Load Combinations: Vertical Vertical Loads Horizontal Vertical Loads Loads: Mx Vy Loads: My Vx 1) D 1413 plf 415.5 k-in 9.893 k 0 plf 0 k-in 0 k 2) D+L 1413 plf 415.5 k-in 9.893 k 0 plf 0 k-in 0 k 3a) D+Lr 1633 plf 480.2 k-in 11.43 k 0 plf 0 k-in 0 k 3b) D+S 1720 plf 505.6 k-in 12.04 k 0 plf 0 k-in 0 k 4a) D+0.75L+0.75L, 1578 plf 464 k-in 11.05 k 0 plf 0 k-in 0 k 4b) D+0.75L+0.75S 1620 plf 476.2 k-in 11.34 k 0 plf 0 k-in 0 k 5) D+0.6W 1519 plf 446.6 k-in 10.63 k 113 plf 33.3 k-in 0.793 k 6a) D+0.75(0.6W)+0.75L+0.75L, 1658 plf 487.3 k-in 11.6 k 85 plf 24.98 k-in 0.595 k 6b) D+0.75(0.6W)+0.75L+0.75S 1699 plf 499.4 k-in 11.89 k 85 plf 24.98 k-in 0.595 k 7) 0.6D+0.6W 716 plf 210.5 k-in 5.012 k 113 plf 33.3 k-in 0.793 k 8a) D+0.7E,,+0.7E 1583 plf 465.5 k-in 11.08 k 185 plf 54.28 k-in 1.292 k 9a) D+0.525E+0.525E,+0.75L+0.75S 1620 plf 476.2 k-in 11.34 k 138 plf 40.71 k-in 0.969 k IOa) 0.6D-0.7E,+0.7Eh 678 plf 199.3 k-in 4.745 k 185 plf 54.28 k-in 1.292 k CMU Lintel Geometry: General Material Specificiations: Width,b: 7.625 in Masonry Compressive Strength,fm: 2500 psi Overall Depth,h: 40 in Rein£Steel Yield Strength,fs: 60000 psi Vert.Eff.Depth,d: 37 in Em: 2250000 psi Lateral Eff.Depth,d: 5.25 in Es: 29000000 psi Geometry Check: 22.03 <32 OK n: 12.89 Geometry Check: 188.6 in> 168 in OK Modulus of Rupter,f,,: 160 psi CMU Lintel Design for Vertical Flexure Forces: CMU Lintel Design for Lateral Flexure Forces: Try: (2) #6 Bars Try: (2) #6 Bars A,: 0.88 in` As: 0.88 in` p: 0.00312 p: 0.00419 pn: 0.0402 pn: 0.0540 k: 0.246 k: 0.279 j: 0.918 j: 0.907 Fb: 1125 psi Fb: 1125 psi Fs: 60000 psi Fs: 60000 psi Flexure Sumary• Vert.Flexure Lateral Flexure Combined Unity Masonry Masonry Combined Masomy Combined fb: Unity fs Steel Unity fh: Unity fs Steel Unity Unity Steel Unity >> 352.3 psi 0.31 13903 psi 0.23 0 psi 0.00 0 psi 0.00 0.31 0.23 2) 352.3 psi 0.31 13903 psi 0.23 0 psi 0.00 0 psi 0.00 0.31 0.23 3a 407.1 psi 0.36 16067 psi 0.27 0 psi 0.00 0 psi 0.00 0.36 0.27 3b) 428.6 psi 0.38 16915 psi 0.28 0 psi 0.00 0 psi 0.00 0.38 0.28 4a) 393.4 psi 0.35 15526 psi 0.26 0 psi 0.00 0 psi 0.00 0.35 0.26 4b) 403.7 psi 0.36 15931 psi 0.27 0 psi 0.00 0 psi 0.00 0.36 0.27 5) 378.6 psi 0.34 14941 psi 0.25 238.7 psi 0.21 7948 psi 0.13 0.55 0.38 6a) 413.2 psi 0.37 16305 psi 0.27 179 psi 0.16 5961 psi 0.10 0.53 0.37 6b) 423.4 psi 0.38 16710 psi 0.28 179 psi 0.16 5961 psi 0.10 0.54 0.38 7) 178.5 psi 0.16 7043 psi 0.12 238.7 psi 0.21 7948 psi 0.13 0.37 0.25 sa) 394.7 psi 0.35 15576 psi 0.26 389 psi 0.35 12953 psi 0.22 0.70 0.48 9a) 403.7 psi 0.36 15931 psi 0.27 291.8 psi 0.26 9715 psi 0.16 0.62 0.43 loa) 169 psi 0.15 6668 psi 0.11 389 psi 0.35 12953 psi 0.22 0.50 0.33 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-23 AU E 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel D CMU Lintel Deflection under Vertical Forces: CMU Lintel Deflection under Horizontal Forces: S: 2033 in S: 388 in Mer: 325333 lb-in Mir: 62017 lb-in Ir,: 40667 in" 1,,: 1478 in" Icr: 9680 in" Icr: 265 in" Ieff: 40667 in" I ff- 1478 in" Deflection Limit ATL: L/ 600 Deflection Limit ATL: L/ 600 Deflection Summary: Vert.Forces Horiz.Forces br Comb.ATL: L/ Icr Comb.ATL: L/ 1) 24552 0.02 in 7597 - 0.00 in - 2) 24552 0.02 in 7597 - 0.00 in - 3a 19316 0.03 in 5172 - 0.00 in - 3b) 17937 0.04 in 4562 - 0.00 in - 4a) 20359 0.03 in 5641 - 0.00 in - 4b) 19563 0.03 in 5282 - 0.00 in - 5) 21661 0.03 in 6236 1478 0.03 in 5705 6a) 18900 0.03 in 4986 1478 0.02 in 7607 6b) 18244 0.04 in 4697 1478 0.02 in 7607 7) 40667 0.01 in 24838 1478 0.03 in 5705 8a) 20254 0.03 in 5594 1478 0.05 in 3501 9a) 195631 0.03 in 5282 1478 0.04 in 4667 loa) 406671 0.01 in 126237, 1478 0.05 in 3501 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-24 UE 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel D Masonry Shear Stresses Summary: Vertical Loading Lateral Loading fv Fvm f, F� Total Induced Unity 1) 32.4 psi 54.1 psi 0 psi - psi 32.4 psi 0.6 2) 32.4 psi 54.1 psi 0 psi - psi 32.4 psi 0.6 3a 37.5 psi 54.1 psi 0 psi - psi 37.5 psi 0.69 3b) 39.5 psi 54.1 psi 0 psi - psi 39.5 psi 0.73 4a) 36.2 psi 54.1 psi 0 psi - psi 36.2 psi 0.67 4b) 37.2 psi 54.1 psi 0 psi - psi 37.2 psi 0.69 5) 34.9 psi 54.1 psi 2.6 psi 54.1 psi 37.5 psi 0.69 6a) 38.0 psi 54.1 psi 1.95 psi 54.1 psi 40.0 psi 0.74 6b) 39.0 psi 54.1 psi 1.95 psi 54.1 psi 40.9 psi 0.76 7) 16.4 psi 54.1 psi 2.6 psi 54.1 psi 19.0 psi 0.35 8a) 36.3 psi 54.1 psi 4.24 psi 54.1 psi 40.6 psi 0.75 9a) 37.2 psi 54.1 psi 3.18 psi 54.1 psi 40.3 psi 0.75 1Oa) 15.6 psi 54.1 psi 4.24 psi 54.1 psi 19.8 psi EO.37 Vert.Rein£Of Masonry Lintel: Try: #4 Vert.Bars Spacing: 8 in o.c. A,,: 0.3 in Min A,: 0.214 in OK Max Spacing: 20 in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-25 UE 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel D Column Design: 16 in Column Height: 11.67 ft Ae: 122 inz Assumed Head Joint: 3/8 in rmin: 2.02 in Column Fixity: R: 0.84 in Top: Pinned h'= 9.33 ft 7 5/8 in Bottom: Fixed I IF Bearing Area: 7 5/8 x 16 General Material Specificiations: Masonry Compressive Strength,fm: 2500 psi Rein£Steel Yield Strength,fs: 60000 psi E.: 2250000 psi E5: 29000000 psi n: 12.89 Modulus of Rupter,fr: 160 psi Total Reinforcement (4) #5 Bars Vert. As,bar: 0.31 in` Bending Reinf.in X-X: (2) #5 Bars Vert. As: 0.61 in` d= 12.0 in Direction: Y-Y: (2) #5 Bars Vert. As: 0.61 in d= 6.1 in Jamb Loading: Axial: X-X Bending(in-plane): X-X Bending out-of-plane PDL: 9.89 k MDL: 15.83 k-in MWL: 0 k-in PLL,: 1.54 k MLL: 2.464 k-in MEQ: 0 k-in PSL: 1.93 k MSL: 3.08 k-in PwL+: 1.23 k MwL+; 1.971 k-in Pam: -1.54 k MwL_: -2.46 k-in Out of plane: WL+: 17.9 psf Y-Y Bending(in-plane): Y-Y Bending out-of-plane WL-: -19.7 psf MDL: 7.544 k-in Mµ,L: 36.2 k-in Seismic Fp: 0.34 MLL: 1.174 k-in MEQ: 7.5 k-in MSL: 1.468 k-in MwL+: 0.939 k-in MwL-: -1.17 k-in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-26 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel D Analysis Compression: Bending: X-X: Y-Y: Pmasonry: 76.2 k p: 0.003 p: 0.014 P,,,,: 43.1 k pn: 0.042 pn: 0.178 k: 0.25 k: 0.45 j: 0.917 j: 0.85 2/jk: 8.726 2/jk: 5.225 fb: 825 psi fb: 825 psi Ma,masonry: 213 k-in Ma,masonry: 165 k-ft Ma,,,,,: 162 k-in Ma,stea,: 77 k-in Combined Forces: P/P. M,./M r May Masonry Unity: 0.156 + 0.089 + 0.181 = 0.426 OK Steel Unity: 0.276 + 0.117 + 0.389 = 0.782 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-27 Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel E Induced Loading: Wall Type: Structural Wall Penthouse Roof Tributary: 0 ft Sds: 0.86 z/h: 1.00 Block Thickenss: 8 in. Normal Weight CMU Tunnel Roof Tributary: 0 ft Ie: 1.00 Grout Spacing: Fully Grouted Cells Mech.Roof Tributary: 0 ft Vert.Seismic: 0.17 *W DLWaII. 80 psf Vert.Seismic: 13.76 psf[1.0 EVej Vertical Loads: Out-of-Plane Loading Induced Unfactored Forces into CMU Lintel DLPHroof: 15 psf WL'pressure: 17.9 psf[LOW] Vertical Out-of-Plane Tunnel Roof• DL 80 psf WLsuction•• -19.7 psf[LOW] Load Types: Loads: Loads: DLMeehRoof: 20 psf Dead Load,D: 533.3 plf 0 plf LLPHRoof: 20 psf Seismic,FP: 0.34 *W[1.0E] Roof Live Load,Lr: 0 plf 0 plf LLTnnnelRoof: 20 psf Seismic: 27.52 psf[LOE] Base Snow Load,Sbaw: 0 plf 0 plf LLMechRoof: 20 psf Drifting Snow Load,Sdrift: 0 plf 0 plf SLbase: 25 psf Wind Load,W(+): 0 plf plf SL 0 if Wind Load W_: 0 if 182.2 if dri&� p > O p p WL(+): 16 psf[LOW] Horz.Earthquake Load,Eh: 0 plf 254.6 plf WL(-): -20 psf[LOW] Vert.Earthquake Load,E,:r9l.73 plf 0 plf Wall Opening Geometry: Lintel Spec to be used: ML3 Opening Height: 11.67 ft Structure to Structure Height: 15.83 ft Opening Lateral Trib.to Lintel: 5.833 ft Opening Width: 14 ft Parapet Height: 2.5 ft Lintel Depth: 2.667 ft Lintel Eff.Span: 14 ft Use Arching Action above Lintel: No Lateral Trib.Above Lintel: 0.75 ft Eff.Wall Height above Linte: 6.667 ft Total Lintel Lateral Trib.: 9.25 ft �arapet Height Roof Structure U W CMall ♦ Structure to Jamb Structure Height Zone Opening Opening Height Structure Below Opening Width Jamb Width 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-28 UE 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel E Induced Allowable Stress Design(ASD)Forces into CMU Lintel Load Combinations: Vertical Vertical Loads Horizontal Vertical Loads Loads: Mx Vy Loads: My Vx 1) D 533 plf 156.8 k-in 3.733 k 0 plf 0 k-in 0 k 2) D+L 533 plf 156.8 k-in 3.733 k 0 plf 0 k-in 0 k 3a) D+Lr 533 plf 156.8 k-in 3.733 k 0 plf 0 k-in 0 k 3b) D+S 533 plf 156.8 k-in 3.733 k 0 plf 0 k-in 0 k 4a) D+0.75L+0.75L, 533 plf 156.8 k-in 3.733 k 0 plf 0 k-in 0 k 4b) D+0.75L+0.75S 533 plf 156.8 k-in 3.733 k 0 plf 0 k-in 0 k S) D+0.6W 533 plf 156.8 k-in 3.733 k 109 plf 32.14 k-in 0.765 k 6a) D+0.75(0.6W)+0.75L+0.75L, 533 plf 156.8 k-in 3.733 k 82 plf 24.11 k-in 0.574 k 6b) D+0.75(0.6W)+0.75L+0.75S 533 plf 156.8 k-in 3.733 k 82 plf 24.11 k-in 0.574 k 7) 0.6D+0.6W 320 plf 94.08 k-in 2.24 k 109 plf 32.14 k-in 0.765 k 8a) D+0.7E,+0.7E 598 plf 175.7 k-in 4.183 k 178 plf 52.39 k-in 1.247 k 9a) D+0.525E,+0.525Eh+0.75L+0.75S 533 plf 156.8 k-in 3.733 k 134 plf 39.29 k-in 0.936 k IOa) 0.6D-0.7E,+0.7Eh 256 plf 75.2 k-in 1.791 k 178 plf 52.39 k-in 1.247 k CMU Lintel Geometry: General Material Specificiations: Width,b: 7.625 in Masonry Compressive Strength,fm: 2500 psi Overall Depth,h: 32 in Rein£Steel Yield Strength,fs: 60000 psi Vert.Eff.Depth,d: 29 in Em: 2250000 psi Lateral Eff.Depth,d: 5.25 in Es: 29000000 psi Geometry Check: 22.03 <32 OK n: 12.89 Geometry Check: 240.6 in> 168 in OK Modulus of Rupter,f,,: 160 psi CMU Lintel Design for Vertical Flexure Forces: CMU Lintel Design for Lateral Flexure Forces: Try: (2) #5 Bars Try: (2) #5 Bars A,: 0.62 in` As: 0.62 in` p: 0.00280 p: 0.00369 pn: 0.0361 pn: 0.0476 k: 0.235 k: 0.265 j: 0.922 j: 0.912 Fb: 1125 psi Fb: 1125 psi Fs: 60000 psi Fs: 60000 psi Flexure Sumary• Vert.Flexure Lateral Flexure Combined Unity Masonry Masonry Combined Masomy Combined fb: Unity fs Steel Unity fh: Unity fs Steel Unity Unity Steel Unity 1) 225.7 psi 0.20 9462 psi 0.16 0 psi 0.00 0 psi 0.00 0.20 0.16 2) 225.7 psi 0.20 9462 psi 0.16 0 psi 0.00 0 psi 0.00 0.20 0.16 3a 225.7 psi 0.20 9462 psi 0.16 0 psi 0.00 0 psi 0.00 0.20 0.16 3b) 225.7 psi 0.20 9462 psi 0.16 0 psi 0.00 0 psi 0.00 0.20 0.16 4a) 225.7 psi 0.20 9462 psi 0.16 0 psi 0.00 0 psi 0.00 0.20 0.16 4b) 225.7 psi 0.20 9462 psi 0.16 0 psi 0.00 0 psi 0.00 0.20 0.16 5) 225.7 psi 0.20 9462 psi 0.16 302.2 psi 0.27 10830 psi 0.18 0.47 0.34 6a) 225.7 psi 0.20 9462 psi 0.16 226.7 psi 0.20 8123 psi 0.14 0.40 0.29 6b) 225.7 psi 0.20 9462 psi 0.16 226.7 psi 0.20 8123 psi 0.14 0.40 0.29 7) 135.4 psi 0.12 5677 psi 0.09 302.2 psi 0.27 10830 psi 0.18 0.39 0.28 sa) 252.9 psi 0.22 10602 psi 0.18 492.5 psi 0.44 17651 psi 0.29 0.66 0.47 9a) 225.7 psi 0.20 9462 psi 0.16 369.4 psi 0.33 13238 psi 0.22 0.53 0.38 loa) 108.2 psi 0.10 4538 psi 0.08 492.5 psi 0.44 17651 psi 0.29 0.53 0.37 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-29 AU E 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel E CMU Lintel Deflection under Vertical Forces: CMU Lintel Deflection under Horizontal Forces: S: 1301 in S: 310 in Mer: 208213 lb-in Mir: 49613 lb-in Ir,: 20821 in' 1,,: 1182 in" Icr: 4434 in" Icr: 197 in' Ieff: 20821 in" I ff- 1034 in" Deflection Limit ATL: L/ 600 Deflection Limit ATL: L/ 600 Deflection Summary: Vert.Forces Horiz.Forces br Comb.ATL: L/ Icr Comb.ATL: L/ 1) 20821 0.01 in 17073 - 0.00 in - 2) 20821 0.01 in 17073 - 0.00 in 3a 20821 0.01 in 17073 - 0.00 in - 3b) 20821 0.01 in 17073 - 0.00 in - 4a) 20821 0.01 in 17073 - 0.00 in - 4b) 20821 0.01 in 17073 - 0.00 in - 5) 20821 0.01 in 17073 1182 0.04 in 4729 6a) 20821 0.01 in 17073 1182 0.03 in 6305 6b) 20821 0.01 in 17073 1182 0.03 in 6305 7) 20821 0.01 in 28455 1182 0.04 in 4729 8a) 20821 0.01 in 15238 1034 0.07 in 2537 9a) 208211 0.01 in 17073 1182 0.04 in 3868 loa) 208211 0.00 in 135598, 1034 0.07 in 2537 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-30 UE 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel E Masonry Shear Stresses Summary: Vertical Loading Lateral Loading fv Fvm f, F� Total Induced Unity 1) 15.3 psi 42.6 psi 0 psi - psi 15.3 psi 0.36 2) 15.3 psi 42.6 psi 0 psi - psi 15.3 psi 0.36 3a 15.3 psi 42.6 psi 0 psi - psi 15.3 psi 0.36 3b) 15.3 psi 42.6 psi 0 psi - psi 15.3 psi 0.36 4a) 15.3 psi 42.6 psi 0 psi - psi 15.3 psi 0.36 4b) 15.3 psi 42.6 psi 0 psi - psi 15.3 psi 0.36 5) 15.3 psi 42.6 psi 3.14 psi 42.6 psi 18.4 psi 0.43 6a) 15.3 psi 42.6 psi 2.35 psi 42.6 psi 17.7 psi 0.41 6b) 15.3 psi 42.6 psi 2.35 psi 42.6 psi 17.7 psi 0.41 7) 9.2 psi 42.6 psi 3.14 psi 42.6 psi 12.3 psi 0.29 8a) 17.1 psi 42.6 psi 5.11 psi 42.6 psi 22.3 psi 0.52 9a) 15.3 psi 42.6 psi 3.83 psi 42.6 psi 19.1 psi 0.45 IOa) 7.3 psi 42.6 psi 5.11 psi 42.6 psi 12.5 psi 0.29 Vert.Rein£Of Masonry Lintel: Try: #4 Vert.Bars Spacing: 12 in o.c. A,,: 0.2 in Min A,: 0.171 in OK Max Spacing: 16 in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-31 UE 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel E Column Design: 16 in Column Height: 11.67 ft Ae: 122 in Assumed Head Joint: 3/8 in rmin: 2.02 in Column Fixity: R: 0.84 in Top: Pinned h'= 9.33 ft 7 5/8 in x-x Bottom: Fixed Y-Y Bearing Area: 7 5/8 x 16 General Material Specificiations: Masonry Compressive Strength,fm: 2500 psi Rein£Steel Yield Strength,fs: 60000 psi E.: 2250000 psi E5: 29000000 psi n: 12.89 Modulus of Rupter,fr: 160 psi Total Reinforcement (4) #5 Bars Vert. As,bar: 0.31 in` Bending Reinf.in X-X: (2) #5 Bars Vert. As: 0.61 in` d= 12.0 in Direction: Y-Y: (2) #5 Bars Vert. As: 0.61 in d= 6.1 in Jamb Loading: Axial: X-X Bending(in-plane): X-X Bending out-of-plane PDL: 3.73 k MDL: 5.973 k-in MWL: 0 k-in PLL,: 0 k MLL: 0 k-in MEQ: 0 k-in PSL: 0 k MSL: 0 k-in PWL+: 0 k MWL+: 0 k-in PWL-: 0 k MWL_: 0 k-in Out of plane: WL+: 17.9 psf Y-Y Bending(in-plane): Y-Y Bending out-of-plane WL-: -19.7 psf MDL: 2.847 k-in Mµ,L: 36.2 k-in Seismic Fp: 0.34 MLL: 0 k-in MEQ: 7.5 k-in MSL: 0 k-in MWL+: 0 k-in MWL-: 0 k-in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-32 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel E Analysis Compression: Bending: X-X: Y-Y: Pmasonry: 76.2 k p: 0.003 p: 0.014 P,,,,: 43.1 k pn: 0.042 pn: 0.178 k: 0.25 k: 0.45 j: 0.917 j: 0.85 2/jk: 8.726 2/jk: 5.225 fb: 825 psi fb: 825 psi Ma,masonry: 213 k-in Ma,masonry: 165 k-ft Ma,,,,,: 162 k-in Ma,stea,: 77 k-in Combined Forces: P/P. M,./M r May Masonry Unity: 0.049 + 0.028 + 0.149 = 0.226 OK Steel Unity: 0.087 + 0.037 + 0.32 = 0.444 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-33 Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel F Induced Loading: Wall Type: Structural Wall Penthouse Roof Tributary: 0 ft Sds: 0.86 z/h: 1.00 Block Thickenss: 8 in. Normal Weight CMU Tunnel Roof Tributary: 11 ft Ie: 1.00 Grout Spacing: Fully Grouted Cells Mech.Roof Tributary: 5.33 ft Vert.Seismic: 0.17 *W DLWaII. 80 psf Vert.Seismic: 13.76 psf[1.0 EVej Vertical Loads: Out-of-Plane Loading Induced Unfactored Forces into CMU Lintel DLPHroof: 15 psf WL'pressure: 17.9 psf[LOW] Vertical Out-of-Plane Tunnel Roof• DL 80 psf WLsuction•• -19.7 psf[LOW] Load Types: Loads: Loads: DLMeehRoof: 20 psf Dead Load,D: 1653 plf 0 plf LLPHRoof: 20 psf Seismic,FP: 0.34 *W[1.0E] Roof Live Load,Lr: 326.7 plf 0 plf LLTnnnelRoof: 20 psf Seismic: 27.52 psf[LOE] Base Snow Load,Sbaw: 408.3 plf 0 plf LLMechRoof: 20 psf Drifting Snow Load,Sdrift: 108.8 plf 0 plf SLbase: 25 psf Wind Load,W(+): 261.3 plf plf SL 109 if Wind Load W_: -327 if 177.3 if dri&� p > O p p WL(+): 16 psf[LOW] Horz.Earthquake Load,Eh: 0 plf 247.7 plf WL(-): -20 psf[LOW] Vert.Earthquake Load,E,:r284.4 plf 0 plf Wall Opening Geometry: Lintel Spec to be used: ML3 Opening Height: 10 ft Structure to Structure Height: 15.33 ft Opening Lateral Trib.to Lintel: 5 ft Opening Width: 10.75 ft Parapet Height: 3 ft Lintel Depth: 2.667 ft Lintel Eff.Span: 10.75 ft Use Arching Action above Lintel: No Lateral Trib.Above Lintel: 1.333 ft Eff.Wall Height above Linte: 8.333 ft Total Lintel Lateral Trib.: 9 ft �arapet Height Roof Structure U W CMall ♦ Structure to Jamb Structure Height Zone Opening Opening Height Structure Below Opening Width Jamb Width 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-34 UE 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel F Induced Allowable Stress Design(ASD)Forces into CMU Lintel Load Combinations: Vertical Vertical Loads Horizontal Vertical Loads Loads: Mx Vy Loads: My Vx 1) D 1653 plf 286.6 k-in 8.887 k 0 plf 0 k-in 0 k 2) D+L 1653 plf 286.6 k-in 8.887 k 0 plf 0 k-in 0 k 3a) D+Lr 1980 plf 343.2 k-in 10.64 k 0 plf 0 k-in 0 k 3b) D+S 2170 plf 376.2 k-in 11.67 k 0 plf 0 k-in 0 k 4a) D+0.75L+0.75L, 1898 plf 329.1 k-in 10.2 k 0 plf 0 k-in 0 k 4b) D+0.75L+0.75S 1960 plf 339.7 k-in 10.53 k 0 plf 0 k-in 0 k S) D+0.6W 1810 plf 313.8 k-in 9.729 k 106 plf 18.44 k-in 0.572 k 6a) D+0.75(0.6W)+0.75L+0.75L, 2016 plf 349.4 k-in 10.84 k 79.8 plf 13.83 k-in 0.429 k 6b) D+0.75(0.6W)+0.75L+0.75S 2077 plf 360.1 k-in 11.16 k 79.8 plf 13.83 k-in 0.429 k 7) 0.6D+0.6W 796 plf 138 k-in 4.279 k 106 plf 18.44 k-in 0.572 k 8a) D+0.7E,,+0.7E 1852 plf 321.1 k-in 9.957 k 173 plf 30.05 k-in 0.932 k 9a) D+0.525E+0.525E,+0.75L+0.75S 1960 plf 339.7 k-in 10.53 k 130 plf 22.54 k-in 0.699 k IOa) 0.6D-0.7E,+0.7Eh 793 plf 137.5 k-in 4.262 k 173 plf 30.05 k-in 0.932 k CMU Lintel Geometry: General Material Specificiations: Width,b: 7.625 in Masonry Compressive Strength,fm: 2500 psi Overall Depth,h: 32 in Rein£Steel Yield Strength,fs: 60000 psi Vert.Eff.Depth,d: 29 in Em: 2250000 psi Lateral Eff.Depth,d: 5.25 in Es: 29000000 psi Geometry Check: 16.92 <32 OK n: 12.89 Geometry Check: 240.6 in> 129 in OK Modulus of Rupter,f,,: 160 psi CMU Lintel Design for Vertical Flexure Forces: CMU Lintel Design for Lateral Flexure Forces: Try: (2) #5 Bars Try: (2) #5 Bars A,: 0.62 in` As: 0.62 in` p: 0.00280 p: 0.00369 pn: 0.0361 pn: 0.0476 k: 0.235 k: 0.265 j: 0.922 j: 0.912 Fb: 1125 psi Fb: 1125 psi Fs: 60000 psi Fs: 60000 psi Flexure Sumary• Vert.Flexure Lateral Flexure Combined Unity Masonry Masonry Combined Masomy Combined fb: Unity fs Steel Unity fh: Unity fs Steel Unity Unity Steel Unity 1) 412.5 psi 0.37 17295 psi 0.29 0 psi 0.00 0 psi 0.00 0.37 0.29 2) 412.5 psi 0.37 17295 psi 0.29 0 psi 0.00 0 psi 0.00 0.37 0.29 3a 494 psi 0.44 20712 psi 0.35 0 psi 0.00 0 psi 0.00 0.44 0.35 3b) 541.5 psi 0.48 22704 psi 0.38 0 psi 0.00 0 psi 0.00 0.48 0.38 4a) 473.6 psi 0.42 19858 psi 0.33 0 psi 0.00 0 psi 0.00 0.42 0.33 4b) 488.9 psi 0.43 20499 psi 0.34 0 psi 0.00 0 psi 0.00 0.43 0.34 5) 451.6 psi 0.40 18935 psi 0.32 173.4 psi 0.15 6213 psi 0.10 0.56 0.42 6a) 503 psi 0.45 21088 psi 0.35 130 psi 0.12 4660 psi 0.08 0.56 0.43 6b) 518.2 psi 0.46 21729 psi 0.36 130 psi 0.12 4660 psi 0.08 0.58 0.44 7) 198.6 psi 0.18 8327 psi 0.14 173.4 psi 0.15 6213 psi 0.10 0.33 0.24 sa) 462.2 psi 0.41 19377 psi 0.32 282.5 psi 0.25 10126 psi 0.17 0.66 0.49 9a) 488.9 psi 0.43 20499 psi 0.34 211.9 psi 0.19 7594 psi 0.13 0.62 0.47:j loa) 197.8 psi 0.18 8295 psi 0.14 282.5 psi 0.25 10126 psi 0.17 0.43 0.31 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-35 AU E 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel F CMU Lintel Deflection under Vertical Forces: CMU Lintel Deflection under Horizontal Forces: S: 1301 in S: 310 in Mer: 208213 lb-in Mir: 49613 lb-in Ir,: 20821 in' 1,,: 1182 in" Icr: 4434 in" Icr: 197 in' leg: 20821 in" I ff- 1182 in" Deflection Limit ATL: L/ 600 Deflection Limit ATL: L/ 600 Deflection Summary: Vert.Forces Horiz.Forces br Comb.ATL: L/ Icr Comb.ATL: L/ 1) 10718 0.02 in 6262 - 0.00 in - 2) 10718 0.02 in 6262 - 0.00 in - 3a 8093 0.03 in 3948 - 0.00 in - 3b) 7212 0.04 in 3210 - 0.00 in - 4a) 8586 0.03 in 4369 - 0.00 in - 4b) 8208 0.03 in 4046 - 0.00 in - 5) 9222 0.03 in 4921 1182 0.01 in 10735 6a) 7901 0.03 in 3786 1182 0.01 in 14313 6b) 7603 0.04 in 3536 1182 0.01 in 14313 7) 20821 0.01 in 25267 1182 0.01 in 10735 8a) 8902 0.03 in 4642 1182 0.02 in 6587 9a) 8208 0.03 in 4046 1182 0.01 in 8782 loa) 208211 0.01 in 125364, 1182 0.02 in 6587 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-36 UE 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel F Masonry Shear Stresses Summary: Vertical Loading Lateral Loading fv Fvm f, F� Total Induced Unity 1) 36.4 psi 55.9 psi 0 psi - psi 36.4 psi 0.65 2) 36.4 psi 55.9 psi 0 psi - psi 36.4 psi 0.65 3a 43.6 psi 55.9 psi 0 psi - psi 43.6 psi 0.78 3b) 47.8 psi 55.9 psi 0 psi - psi 47.8 psi 0.86 4a) 41.8 psi 55.9 psi 0 psi - psi 41.8 psi 0.75 4b) 43.2 psi 55.9 psi 0 psi - psi 43.2 psi 0.77 5) 39.9 psi 55.9 psi 2.34 psi 55.9 psi 42.2 psi 0.76 6a) 44.4 psi 55.9 psi 1.76 psi 55.9 psi 46.2 psi 0.83 6b) 45.8 psi 55.9 psi 1.76 psi 55.9 psi 47.5 psi 0.85 7) 17.5 psi 55.9 psi 2.34 psi 55.9 psi 19.9 psi 0.36 8a) 40.8 psi 55.9 psi 3.82 psi 55.9 psi 44.6 psi 0.8 9a) 43.2 psi 55.9 psi 2.86 psi 55.9 psi 46.0 psi 0.82 1Oa) 17.5 psi 55.9 psi 3.82 psi 55.9 psi 21.3 psi 0.38 Vert.Rein£Of Masonry Lintel: Try: #4 Vert.Bars Spacing: 12 in o.c. A,,: 0.2 in Min A,: 0.171 in OK Max Spacing: 16 in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-37 UE 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel F Column Design: 16 in Column Height: 10 ft Ae: 122 in Assumed Head Joint: 3/8 in rmin: 2.02 in Column Fixity: R: 0.88 in Top: Pinned h,= 8 ft 7 5/8 in Bottom: Fixed I IF Bearing Area: 7 5/8 x 16 General Material Specificiations: Masonry Compressive Strength,fm: 2500 psi Rein£Steel Yield Strength,fs: 60000 psi E.: 2250000 psi E5: 29000000 psi n: 12.89 Modulus of Rupter,fr: 160 psi Total Reinforcement (4) #5 Bars Vert. As,bar: 0.31 in` Bending Reinf.in X-X: (2) #5 Bars Vert. As: 0.61 in` d= 12.0 in Direction: Y-Y: (2) #5 Bars Vert. As: 0.61 in d= 6.1 in Jamb Loading: Axial: X-X Bending(in-plane): X-X Bending out-of-plane PDL: 8.89 k MDL: 14.22 k-in MWL: 0 k-in PLL,: 1.76 k MLL: 2.809 k-in MEQ: 0 k-in PSL: 2.19 k MSL: 3.512 k-in PWL+: 1.4 k MwL+; 2.247 k-in Pam: -1.76 k MwL_: -2.81 k-in Out of plane: WL+: 17.9 psf Y-Y Bending(in-plane): Y-Y Bending out-of-plane WL-: -19.7 psf MDL: 6.776 k-in Mµ,L: 21.8 k-in Seismic Fp: 0.34 MLL: 1.339 k-in MEQ: 5.5 k-in MSL: 1.674 k-in MwL+: 1.071 k-in MwL_: -1.34 k-in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-38 At! Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel F Analysis Compression: Bending: X-X: Y-Y: Pmasonry: 76.2 k p: 0.003 p: 0.014 Psteel: 44 k pn: 0.042 pn: 0.178 k: 0.25 k: 0.45 j: 0.917 j: 0.85 2/jk: 8.726 2/jk: 5.225 fb: 825 psi fb: 825 psi Ma,masonry: 213 k-in Ma,masonry: 165 k-ft Ma,steel: 162 k-in Ma,stee,: 77 k-in Combined Forces: P/P. M,./M r May Masonry Unity: 0.147 + 0.084 + 0.124 = 0.355 OK Steel Unity: 0.254 + 0.11 + 0.267 = 0.631 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-39 Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel G Induced Loading: Wall Type: Structural Wall Penthouse Roof Tributary: 0 ft Sds: 0.86 z/h: 1.00 Block Thickenss: 8 in. Normal Weight CMU Tunnel Roof Tributary: 11 ft Ie: 1.00 Grout Spacing: Fully Grouted Cells Mech.Roof Tributary: 5.33 ft Vert.Seismic: 0.17 *W DLWaII. 80 psf Vert.Seismic: 13.76 psf[1.0 EVej Vertical Loads: Out-of-Plane Loading Induced Unfactored Forces into CMU Lintel DLPHroof: 15 psf WL'pressure: 17.9 psf[LOW] Vertical Out-of-Plane Tunnel Roof• DL 80 psf WLsuction•• -19.7 psf[LOW] Load Types: Loads: Loads: DLMeehRoof: 20 psf Dead Load,D: 1653 plf 0 plf LLPHRoof: 20 psf Seismic,Fp: 0.34 *W[1.0E] Roof Live Load,Lr: 326.7 plf 0 plf LLTnnnelRoof: 20 psf Seismic: 27.52 psf[LOE] Base Snow Load,Sbaw: 408.3 plf 0 plf LLMechRoof: 20 psf Drifting Snow Load,Sdrift: 108.8 plf 0 plf SLbase: 25 psf Wind Load,W(+): 261.3 plf plf SL 109 if Wind Load W_: -327 if 164.2 if dri&� p > O p p WL(+): 16 psf[LOW] Horz.Earthquake Load,Eh: 0 plf 229.3 plf WL(-): -20 psf[LOW] Vert.Earthquake Load,E,:r284.4 plf 0 plf Wall Opening Geometry: j Lintel Spec to be used: ML1 Opening Height: 10 ft Structure to Structure Height: 15.33 ft Opening Lateral Trib.to Lintel: 5 ft Opening Width: 3.354 ft Parapet Height: 3 ft Lintel Depth: 1.333 ft Lintel Eff.Span: 3.354 ft Use Arching Action above Lintel: No Lateral Trib.Above Lintel: 2 ft Eff.Wall Height above Linte: 8.333 ft Total Lintel Lateral Trib.: 8.333 ft �arapet Height Roof Structure U W CMall ♦ Structure to Jamb Structure Height Zone Opening Opening Height Structure Below Opening Width Jamb Width 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-40 UE 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel G Induced Allowable Stress Design(ASD)Forces into CMU Lintel Load Combinations: Vertical Vertical Loads Horizontal Vertical Loads Loads: Mx Vy Loads: My Vx 1) D 1653 plf 27.9 k-in 2.773 k 0 plf 0 k-in 0 k 2) D+L 1653 plf 27.9 k-in 2.773 k 0 plf 0 k-in 0 k 3a) D+Lr 1980 plf 33.41 k-in 3.321 k 0 plf 0 k-in 0 k 3b) D+S 2170 plf 36.63 k-in 3.64 k 0 plf 0 k-in 0 k 4a) D+0.75L+0.75L, 1898 plf 32.04 k-in 3.184 k 0 plf 0 k-in 0 k 4b) D+0.75L+0.75S 1960 plf 33.07 k-in 3.286 k 0 plf 0 k-in 0 k 5) D+0.6W 1810 plf 30.55 k-in 3.036 k 98.5 plf 1.662 k-in 0.165 k 6a) D+0.75(0.6W)+0.75L+0.75L, 2016 plf 34.02 k-in 3.381 k 73.9 plf 1.247 k-in 0.124 k 6b) D+0.75(0.6W)+0.75L+0.75S 2077 plf 35.05 k-in 3.484 k 73.9 plf 1.247 k-in 0.124 k 7) 0.6D+0.6W 796 plf 13.43 k-in 1.335 k 98.5 plf 1.662 k-in 0.165 k 8a) D+0.7E,,+0.7E 1852 plf 31.26 k-in 3.107 k 161 plf 2.709 k-in 0.269 k 9a) D+0.525E+0.525E,+0.75L+0.75S 1960 plf 33.07 k-in 3.286 k 120 If 2.032 k-in 0.202 k IOa) 0.6D-0.7E,+0.7Eh 793 plf 13.38 k-in 1.33 k 161 plf 2.709 k-in 0.269 k CMU Lintel Geometry: General Material Specificiations: Width,b: 7.625 in Masonry Compressive Strength,fm: 2500 psi Overall Depth,h: 16 in Rein£Steel Yield Strength,fs: 60000 psi Vert.Eff.Depth,d: 13 in Em: 2250000 psi Lateral Eff.Depth,d: 5.25 in Es: 29000000 psi Geometry Check: 5.279 <32 OK n: 12.89 Geometry Check: 536.7 in> 40.3 in OK Modulus of Rupter,f,,: 160 psi CMU Lintel Design for Vertical Flexure Forces: CMU Lintel Design for Lateral Flexure Forces: Try: (2) #4 Bars Try: (2) #4 Bars A,: 0.4 in` As: 0.4 in` p: 0.00404 p: 0.00476 pn: 0.0520 pn: 0.0614 k: 0.275 k: 0.294 j: 0.908 j: 0.902 Fb: 1125 psi Fb: 1125 psi Fs: 60000 psi Fs: 60000 psi Flexure Sumary• Vert.Flexure Lateral Flexure Combined Unity Masonry Masonry Combined Masomy Combined fb: Unity fs Steel Unity fh: Unity fs Steel Unity Unity Steel Unity 1) 173.5 psi 0.15 5906 psi 0.10 0 psi 0.00 0 psi 0.00 0.15 0.10 2) 173.5 psi 0.15 5906 psi 0.10 0 psi 0.00 0 psi 0.00 0.15 0.10 3a 207.8 psi 0.18 7073 psi 0.12 0 psi 0.00 0 psi 0.00 0.18 0.12 3b) 227.8 psi 0.20 7754 psi 0.13 0 psi 0.00 0 psi 0.00 0.20 0.13 4a) 199.3 psi 0.18 6782 psi 0.11 0 psi 0.00 0 psi 0.00 0.18 0.11 4b) 205.7 psi 0.18 7000 psi 0.12 0 psi 0.00 0 psi 0.00 0.18 0.12 5) 190 psi 0.17 6467 psi 0.11 28.4 psi 0.03 877.7 psi 0.01 0.19 0.12 6a) 211.6 psi 0.19 7202 psi 0.12 21.3 psi 0.02 658.2 psi 0.01 0.21 0.13 6b) 218 psi 0.19 7421 psi 0.12 21.3 psi 0.02 658.2 psi 0.01 0.21 0.13 7) 83.55 psi 0.07 2844 psi 0.05 28.4 psi 0.03 877.7 psi 0.01 0.10 0.06 sa) 194.4 psi 0.17 6618 psi 0.11 46.29 psi 0.04 1430 psi 0.02 0.21 0.13 9a) 205.7 psi 0.18 7000 psi 0.12 34.71 psi 0.03 1073 psi 0.02 0.21 0.13 loa) 83.23 psi 0.07 2833 psi 0.05 46.29 psi 0.04 1430 psi 0.02 0.12 0.07 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-41 AU E 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel G CMU Lintel Deflection under Vertical Forces: CMU Lintel Deflection under Horizontal Forces: S: 325 in S: 155 in Mer: 52053 lb-in Mir: 24807 lb-in Ir,: 2603 in' 1,,: 591 in" Icr: 576 in" Icr: 114 in" Ieff: 2603 in" I ff- 591 in" Deflection Limit ATL: L/ 600 Deflection Limit ATL: L/ 600 Deflection Summary: Vert.Forces Horiz.Forces br Comb.ATL: L/ Icr Comb.ATL: L/ 1) 2603 0.00 in 50059 - 0.00 in - 2) 2603 0.00 in 50059 - 0.00 in 3a 2603 0.00 in 41800 - 0.00 in - 3b) 2603 0.00 in 38133 - 0.00 in - 4a) 2603 0.00 in 43599 - 0.00 in - 4b) 2603 0.00 in 42236 - 0.00 in - 5) 2603 0.00 in 45723 591 0.00 in 190831 6a) 2603 0.00 in 41055 591 0.00 in 254442 6b) 2603 0.00 in 39845 591 0.00 in 254442 7) 2603 0.00 in 103976 591 0.00 in 190831 8a) 2603 0.00 in 44680 591 0.00 in 117090 9a) 2603 0.00 in 42236 591 0.00 in 156120 loa) 2603 1 0.00 in 1104377, 591 0.00 in 117090 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-42 UE 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel G Masonry Shear Stresses Summary: Vertical Loading Lateral Loading fv Fvm f, F� Total Induced Unity 1) 22.7 psi 72.5 psi 0 psi - psi 22.7 psi 0.31 2) 22.7 psi 72.5 psi 0 psi - psi 22.7 psi 0.31 3a 27.2 psi 72.5 psi 0 psi - psi 27.2 psi 0.38 3b) 29.8 psi 72.5 psi 0 psi - psi 29.8 psi 0.41 4a) 26.1 psi 72.5 psi 0 psi - psi 26.1 psi 0.36 4b) 26.9 psi 72.5 psi 0 psi - psi 26.9 psi 0.37 5) 24.9 psi 72.5 psi 1.35 psi 72.5 psi 26.2 psi 0.36 6a) 27.7 psi 72.5 psi 1.02 psi 72.5 psi 28.7 psi 0.4 6b) 28.6 psi 72.5 psi 1.02 psi 72.5 psi 29.6 psi 0.41 7) 10.9 psi 72.5 psi 1.35 psi 72.5 psi 12.3 psi 0.17 8a) 25.5 psi 72.5 psi 2.21 psi 72.5 psi 27.7 psi 0.38 9a) 26.9 psi 72.5 psi 1.66 psi 72.5 psi 28.6 psi 0.39 IOa) 10.9 psi 72.5 psi 2.21 psi 72.5 psi 13.1 psi 0.18 Vert.Rein£Of Masonry Lintel: Try: #4 Vert.Bars Spacing: 16 in o.c. A,,: 0.15 in Min A,: 0.085 in OK Max Spacing: 8 in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-43 UE 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel G Column Design: 8 in Column Height: 10 ft Ae: 61 in' Assumed Head Joint: 3/8 in rmin: 1.99 in Column Fixity: R: 0.88 in Top: Pinned h,= 8 ft 7 5/8 in x x Bottom: Fixed Y-Y Bearing Area: 7 5/8 x 16 General Material Specificiations: Masonry Compressive Strength,fm: 2500 psi Rein£Steel Yield Strength,fs: 60000 psi E.: 2250000 psi E5: 29000000 psi n: 12.89 Modulus of Rupter,fr: 160 psi Total Reinforcement (2) #5 Bars Vert. As,bar: 0.31 in` Bending Reinf.in X-X: (2) #5 Bars Vert. As: 0.61 in` d= 4.0 in Direction: Y-Y: (1 ) #5 Bars Vert. As: 0.31 in d= 6.1 in Jamb Loading: Axial: X-X Bending(in-plane): X-X Bending out-of-plane PDL: 2.77 k MDL: 2.218 k-in MWL: 0 k-in PLL,: 0.55 k MLL: 0.438 k-in MEQ: 0 k-in PSL: 0.68 k MSL: 0.548 k-in PwL+: 0.44 k MwL+; 0.351 k-in PwL_: -0.55 k MwL_: -0.44 k-in Out of plane: WL+: 17.9 psf Y-Y Bending(in-plane): Y-Y Bending out-of-plane WL-: -19.7 psf MDL: 2.114 k-in Mµ,L: 10.9 k-in Seismic Fp: 0.34 MLL: 0.418 k-in MEQ: 2.8 k-in MSL: 0.522 k-in MwL+: 0.334 k-in MwL_: -0.42 k-in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-44 At! Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel G Analysis Compression: Bending: X-X: Y-Y: Pmasomy: 38.1 k p: 0.020 p: 0.007 Psteel: 22 k pn: 0.259 pn: 0.089 k: 0.528 k: 0.341 j: 0.824 j: 0.886 2/jk: 4.596 2/jk: 6.619 fb: 825 psi fb: 825 psi Ma,masonry: 22 k-in Ma,mmonry: 14 k-ft Ma,,teel: 49 k-in Ma,stee,: 40 k-in Combined Forces: PPP. wnr K/K Masonry Unity: 0.091 + 0.127 + 0.611 = 0.83 OK Steel Unity: 0.158 + 0.057 + 0.221 = 0.437 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-45 Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel H Induced Loading: Wall Type: Structural Wall Penthouse Roof Tributary: 0 ft Sds: 0.86 z/h: 1.00 Block Thickenss: 8 in. Normal Weight CMU Tunnel Roof Tributary: 0 ft Ie: 1.00 Grout Spacing: Fully Grouted Cells Mech.Roof Tributary: 0 ft Vert.Seismic: 0.17 *W DLWaII. 80 psf Vert.Seismic: 13.76 psf[1.0 EVej Vertical Loads: Out-of-Plane Loading Induced Unfactored Forces into CMU Lintel DLPHroof: 15 psf WL'pressure: 17.9 psf[LOW] Vertical Out-of-Plane Tunnel Roof• DL 80 psf WLsuction•• -19.7 psf[LOW] Load Types: Loads: Loads: DLMeehRoof: 20 psf Dead Load,D: 666.7 plf 0 plf LLPHRoof: 20 psf Seismic,Fp: 0.34 *W[1.0E] Roof Live Load,Lr: 0 plf 0 plf LLTnnnelRoof: 20 psf Seismic: 27.52 psf[LOE] Base Snow Load,Sbaw: 0 plf 0 plf LLMechRoof: 20 psf Drifting Snow Load,Sdrift: 0 plf 0 plf SLbase: 25 psf Wind Load,W(+): 0 plf 156 plf SLd,ift: 0 plf Wind Load,W(_): 0 plf plf WL(+): 16 psf[LOW] Horz.Earthquake Load,Eh: 0 plf 217.9 plf WL(-): -20 psf[LOW] Vert.Earthquake Load,E,:rl14.7 plf 0 plf Wall Opening Geometry: j Lintel Spec to be used: ML1 Opening Height: 10 ft Structure to Structure Height: 14.5 ft Opening Lateral Trib.to Lintel: 5 ft Opening Width: 8 ft Parapet Height: 3.833 ft Lintel Depth: 1.333 ft Lintel Eff.Span: 8 ft Use Arching Action above Lintel: No Lateral Trib.Above Lintel: 1.583 ft Eff.Wall Height above Linte: 8.333 ft Total Lintel Lateral Trib.: 7.917 ft �arapet Height Roof Structure U W CMall ♦ Structure to Jamb Structure Height Zone Opening Opening Height Structure Below Opening Width Jamb Width 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-46 UE 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel H Induced Allowable Stress Design(ASD)Forces into CMU Lintel Load Combinations: Vertical Vertical Loads Horizontal Vertical Loads Loads: Mx Vy Loads: My Vx 1) D 667 plf 64 k-in 2.667 k 0 plf 0 k-in 0 k 2) D+L 667 plf 64 k-in 2.667 k 0 plf 0 k-in 0 k 3a) D+Lr 667 plf 64 k-in 2.667 k 0 plf 0 k-in 0 k 3b) D+S 667 plf 64 k-in 2.667 k 0-plf 0 k-in 0 k 4a) D+0.75L+0.75L, 667 plf 64 k-in 2.667 k 0 plf 0 k-in 0 k 4b) D+0.75L+0.75S 667 plf 64 k-in 2.667 k 0 plf 0 k-in 0 k 5) D+0.6W 667 plf 64 k-in 2.667 k 93.6 plf 8.983 k-in 0.374 k 6a) D+0.75(0.6W)+0.75L+0.75L, 667 plf 64 k-in 2.667 k 70.2 plf 6.737 k-in 0.281 k 6b) D+0.75(0.6W)+0.75L+0.75S 667 plf 64 k-in 2.667 k 70.2 plf 6.737 k-in 0.281 k 7) 0.6D+0.6W 400 plf 38.4 k-in 1.6 k 93.6 plf 8.983 k-in 0.374 k 8a) D+0.7E,+0.7E 747 plf 71.71 k-in 2.988 k 153 plf 14.64 k-in 0.61 k 9a) D+0.525E,+0.525Eh+0.75L+0.75S 667 plf 64 k-in 2.667 k 114 If 10.98 k-in 0.458 k IOa) 0.6D-0.7E,+0.7Eh 320 plf 30.69 k-in 1.279 k 153 plf 14.64 k-in 0.61 k CMU Lintel Geometry: General Material Specificiations: Width,b: 7.625 in Masonry Compressive Strength,fm: 2500 psi Overall Depth,h: 16 in Rein£Steel Yield Strength,fs: 60000 psi Vert.Eff.Depth,d: 13 in Em: 2250000 psi Lateral Eff.Depth,d: 5.25 in Es: 29000000 psi Geometry Check: 12.59 <32 OK n: 12.89 Geometry Check: 536.7 in> 96 in OK Modulus of Rupter,f,,: 160 psi CMU Lintel Design for Vertical Flexure Forces: CMU Lintel Design for Lateral Flexure Forces: Try: (2) #4 Bars Try: (2) #4 Bars A,: 0.4 in` As: 0.4 in` p: 0.00404 p: 0.00476 pn: 0.0520 pn: 0.0614 k: 0.275 k: 0.294 j: 0.908 j: 0.902 Fb: 1125 psi Fb: 1125 psi Fs: 60000 psi Fs: 60000 psi Flexure Sumary• Vert.Flexure Lateral Flexure Combined Unity Masonry Masonry Combined Masomy Combined fb: Unity fs Steel Unity fh: Unity fs Steel Unity Unity Steel Unity >> 398.1 psi 0.35 13548 psi 0.23 0 psi 0.00 0 psi 0.00 0.35 0.23 2) 398.1 psi 0.35 13548 psi 0.23 0 psi 0.00 0 psi 0.00 0.35 0.23 3a 398.1 psi 0.35 13548 psi 0.23 0 psi 0.00 0 psi 0.00 0.35 0.23 3b) 398.1 psi 0.35 13548 psi 0.23 0 psi 0.00 0 psi 0.00 0.35 0.23 4a) 398.1 psi 0.35 13548 psi 0.23 0 psi 0.00 0 psi 0.00 0.35 0.23 4b) 398.1 psi 0.35 13548 psi 0.23 0 psi 0.00 0 psi 0.00 0.35 0.23 5) 398.1 psi 0.35 13548 psi 0.23 153.5 psi 0.14 4743 psi 0.08 0.49 0.30 6a) 398.1 psi 0.35 13548 psi 0.23 115.1 psi 0.10 3557 psi 0.06 0.46 0.29 6b) 398.1 psi 0.35 13548 psi 0.23 115.1 psi 0.10 3557 psi 0.06 0.46 0.29 7) 238.8 psi 0.21 8129 psi 0.14 153.5 psi 0.14 4743 psi 0.08 0.35 0.21 sa) 446 psi 0.40 15179 psi 0.25 250.1 psi 0.22 7730 psi 0.13 0.62 0.38 9a) 398.1 psi 0.35 13548 psi 0.23 187.6 psi 0.17 5798 psi 0.10 0.52 0.32 loa) 190.9 psi 0.17 6498 psi 0.11 250.1 psi 0.22 7730 psi 0.13 0.39 0.24 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-47 AU E 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel H CMU Lintel Deflection under Vertical Forces: CMU Lintel Deflection under Horizontal Forces: S: 325 in S: 155 in Mer: 52053 lb-in Mir: 24807 lb-in Ir,: 2603 in' 1,,: 591 in" Icr: 576 in" Icr: 114 in" Ieff: 2603 in" I ff- 591 in" Deflection Limit ATL: L/ 600 Deflection Limit ATL: L/ 600 Deflection Summary: Vert.Forces Horiz.Forces br Comb.ATL: L/ Icr Comb.ATL: L/ 1) 1667 0.02 in 5859 - 0.00 in - 2) 1667 0.02 in 5859 - 0.00 in 3a 1667 0.02 in 5859 - 0.00 in - 3b) 1667 0.02 in 5859 - 0.00 in - 4a) 1667 0.02 in 5859 - 0.00 in - 4b) 1667 0.02 in 5859 - 0.00 in - 5) 1667 0.02 in 5859 591 0.01 in 14805 6a) 1667 0.02 in 5859 591 0.00 in 19740 6b) 1667 0.02 in 5859 591 0.00 in 19740 7) 2603 0.01 in 15250 591 0.01 in 14805 8a) 1352 0.02 in 4241 591 0.01 in 9084 9a) 1667 0.02 in 5859 591 0.01 in 12112 loa) 2603 0.01 in 19078 591 0.01 in 9084 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-48 UE 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel H Masonry Shear Stresses Summary: Vertical Loading Lateral Loading fv Fvm fv F� Total Induced Unity 1) 21.9 psi 34.4 psi 0 psi - psi 21.9 psi 0.64 2) 21.9 psi 34.4 psi 0 psi - psi 21.9 psi 0.64 3a 21.9 psi 34.4 psi 0 psi - psi 21.9 psi 0.64 3b) 21.9 psi 34.4 psi 0 psi - psi 21.9 psi 0.64 4a) 21.9 psi 34.4 psi 0 psi - psi 21.9 psi 0.64 4b) 21.9 psi 34.4 psi 0 psi - psi 21.9 psi 0.64 5) 21.9 psi 34.4 psi 3.07 psi 34.4 psi 24.9 psi 0.73 6a) 21.9 psi 34.4 psi 2.3 psi 34.4 psi 24.2 psi 0.7 6b) 21.9 psi 34.4 psi 2.3 psi 34.4 psi 24.2 psi 0.7 7) 13.1 psi 34.4 psi 3.07 psi 34.4 psi 16.2 psi 0.47 8a) 24.5 psi 34.4 psi 5 psi 34.4 psi 29.5 psi 0.86 9a) 21.9 psi 34.4 psi 3.75 psi 34.4 psi 25.6 psi 0.74 IOa) 10.5 psi 34.4 psi 5 psi 34.4 psi 15.5 psi 0.45 Vert.Rein£Of Masonry Lintel: Try: #4 Vert.Bars Spacing: 16 in o.c. A,,: 0.15 in Min A,: 0.085 in OK Max Spacing: 8 in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-49 UE 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel H Column Design: 16 in Column Height: 10 ft Ae: 122 in Assumed Head Joint: 3/8 in rmin: 2.02 in Column Fixity: R: 0.88 in Top: Pinned h,= 8 ft 7 5/8 in U U Bottom: Fixed Bearing Area: 7 5/8 x 16 General Material Specificiations: Masonry Compressive Strength,fm: 2500 psi Rein£Steel Yield Strength,fs: 60000 psi E.: 2250000 psi E5: 29000000 psi n: 12.89 Modulus of Rupter,fr: 160 psi Total Reinforcement (4) #5 Bars Vert. As,bar: 0.31 in` Bending Reinf.in X-X: (2) #5 Bars Vert. As: 0.61 in` d= 12.0 in Direction: Y-Y: (2) #5 Bars Vert. As: 0.61 in d= 6.1 in Jamb Loading: Axial: X-X Bending(in-plane): X-X Bending out-of-plane PDL: 2.67 k MDL: 4.267 k-in MWL: 0 k-in PLL,: 0 k MLL: 0 k-in MEQ: 0 k-in PSL: 0 k MSL: 0 k-in PWL+: 0 k MWL+: 0 k-in PWL_: 0 k MWL_: 0 k-in Out of plane: WL+: 17.9 psf Y-Y Bending(in-plane): Y-Y Bending out-of-plane WL-: -19.7 psf MDL: 2.033 k-in Mµ,L: 17.7 k-in Seismic Fp: 0.34 MLL: 0 k-in MEQ: 5.5 k-in MSL: 0 k-in MWL+: 0 k-in MWL_: 0 k-in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-50 At! Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel H Analysis Compression: Bending: X-X: Y-Y: Pmasonry: 76.2 k p: 0.003 p: 0.014 Psteel: 44 k pn: 0.042 pn: 0.178 k: 0.25 k: 0.45 j: 0.917 j: 0.85 2/jk: 8.726 2/jk: 5.225 fb: 825 psi fb: 825 psi Ma,masonry: 213 k-in Ma,masonry: 165 k-ft Ma,steel: 162 k-in Ma,stee,: 77 k-in Combined Forces: P/P. M,./M r May Masonry Unity: 0.035 + 0.02 + 0.077 = 0.132 OK Steel Unity: 0.061 + 0.026 + 0.165 = 0.252 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-51 Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel J Induced Loading: Wall Type: Structural Wall Penthouse Roof Tributary: 0 ft Sds: 0.86 z/h: 1.00 Block Thickenss: 8 in. Normal Weight CMU Tunnel Roof Tributary: 0 ft Ie: 1.00 Grout Spacing: Fully Grouted Cells Mech.Roof Tributary: 5.33 ft Vert.Seismic: 0.17 *W DLWaII. 80 psf Vert.Seismic: 13.76 psf[1.0 EVej Vertical Loads: Out-of-Plane Loading Induced Unfactored Forces into CMU Lintel DLPHroof: 15 psf WL'pressure: 17.9 psf[LOW] Vertical Out-of-Plane Tunnel Roof• DL 80 psf WLsuction•• -19.7 psf[LOW] Load Types: Loads: Loads: DLMeehRoof: 20 psf Dead Load,D: 773.3 plf 0 plf LLPHRoof: 20 psf Seismic,FP: 0.34 *W[1.0E] Roof Live Load,Lr: 106.7 plf 0 plf LLTnnnelRoof: 20 psf Seismic: 27.52 psf[LOE] Base Snow Load,Sbaw: 133.3 plf 0 plf LLMechRoof: 20 psf Drifting Snow Load,Sdrift: 24.53 plf 0 plf SLbase: 25 psf Wind Load,W(+): 85.33 plf plf SL 24.5 if Wind Load W_: -107 if 159.2 if dri&� p > O p p WL(+): 16 psf[LOW] Horz.Earthquake Load,Eh: 0 plf 222.5 plf WL(-): -20 psf[LOW] Vert.Earthquake Load,E,:ri33 plf 0 plf Wall Opening Geometry: j Lintel Spec to be used: ML2 Opening Height: 10 ft Structure to Structure Height: 14.17 ft Opening Lateral Trib.to Lintel: 5 ft Opening Width: 10.67 ft Parapet Height: 4.167 ft Lintel Depth: 2 ft Lintel Eff.Span: 10.67 ft Use Arching Action above Lintel: No Lateral Trib.Above Lintel: 1.083 ft Eff.Wall Height above Linte: 8.333 ft Total Lintel Lateral Trib.: 8.083 ft arapet Height — — — — — --F Roof Structure W CMall ♦ Structure to Jamb Structure Height Zone Opening Opening Height Structure Below Opening Width Jamb Width 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-52 UE 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel J Induced Allowable Stress Design(ASD)Forces into CMU Lintel Load Combinations: Vertical Vertical Loads Horizontal Vertical Loads Loads: Mx Vy Loads: My Vx 1) D 773 plf 132 k-in 4.124 k 0 plf 0 k-in 0 k 2) D+L 773 plf 132 k-in 4.124 k 0 plf 0 k-in 0 k 3a) D+Lr 880 plf 150.2 k-in 4.693 k 0 plf 0 k-in 0 k 3b) D+S 931 plf 158.9 k-in 4.966 k 0 plf 0 k-in 0 k 4a) D+0.75L+0.75L, 853 plf 145.6 k-in 4.551 k 0 plf 0 k-in 0 k 4b) D+0.75L+0.75S 873 plf 149 k-in 4.658 k 0 plf 0 k-in 0 k 5) D+0.6W 825 plf 140.7 k-in 4.398 k 95.5 plf 16.31 k-in 0.51 k 6a) D+0.75(0.6W)+0.75L+0.75L, 892 plf 152.2 k-in 4.756 k 71.7 plf 12.23 k-in 0.382 k 6b) D+0.75(0.6W)+0.75L+0.75S 912 plf 155.6 k-in 4.863 k 71.7 plf 12.23 k-in 0.382 k 7) 0.6D+0.6W 400 plf 68.27 k-in 2.133 k 95.5 plf 16.31 k-in 0.51 k 8a) D+0.7E,+0.7E 866 plf 147.9 k-in 4.621 k 156 plf 26.58 k-in 0.83 k 9a) D+0.525E,+0.525Eh+0.75L+0.75S 873 plf 149 k-in 4.658 k 117 plf 19.93 k-in 0.623 k IOa) 0.6D-0.7E,+0.7Eh 371 plf 63.3 k-in 1.978 k 156 plf 26.58 Tin 0.83 k CMU Lintel Geometry: General Material Specificiations: Width,b: 7.625 in Masonry Compressive Strength,fm: 2500 psi Overall Depth,h: 24 in Rein£Steel Yield Strength,fs: 60000 psi Vert.Eff.Depth,d: 21 in Em: 2250000 psi Lateral Eff.Depth,d: 5.25 in Es: 29000000 psi Geometry Check: 16.79 <32 OK n: 12.89 Geometry Check: 332.2 in> 128 in OK Modulus of Rupter,f,,: 160 psi CMU Lintel Design for Vertical Flexure Forces: CMU Lintel Design for Lateral Flexure Forces: Try: (2) #4 Bars Try: (2) #4 Bars A,: 0.4 in` As: 0.4 in` p: 0.00250 p: 0.00317 pn: 0.0322 pn: 0.0409 k: 0.224 k: 0.248 j: 0.925 j: 0.917 Fb: 1125 psi Fb: 1125 psi Fs: 60000 psi Fs: 60000 psi Flexure Sumary• Vert.Flexure Lateral Flexure Combined Unity Masonry Masonry Combined Masomy Combined fb: Unity fs Steel Unity fh: Unity fs Steel Unity Unity Steel Unity >> 379.3 psi 0.34 16978 psi 0.28 0 psi 0.00 0 psi 0.00 0.34 0.28 2) 379.3 psi 0.34 16978 psi 0.28 0 psi 0.00 0 psi 0.00 0.34 0.28 3a 431.7 psi 0.38 19319 psi 0.32 0 psi 0.00 0 psi 0.00 0.38 0.32 3b) 456.8 psi 0.41 20443 psi 0.34 0 psi 0.00 0 psi 0.00 0.41 0.34 4a) 418.6 psi 0.37 18734 psi 0.31 0 psi 0.00 0 psi 0.00 0.37 0.31 4b) 428.4 psi 0.38 19173 psi 0.32 0 psi 0.00 0 psi 0.00 0.38 0.32 5) 404.5 psi 0.36 18102 psi 0.30 216.7 psi 0.19 8465 psi 0.14 0.55 0.44 6a) 437.4 psi 0.39 19577 psi 0.33 162.5 psi 0.14 6349 psi 0.11 0.53 0.43 6b) 447.2 psi 0.40 20016 psi 0.33 162.5 psi 0.14 6349 psi 0.11 0.54 0.44 7) 196.2 psi 0.17 8781 psi 0.15 216.7 psi 0.19 8465 psi 0.14 0.37 0.29 sa) 425 psi 0.38 19022 psi 0.32 353.1 psi 0.31 13796 psi 0.23 0.69 0.55 9a) 428.4 psi 0.38 19173 psi 0.32 264.8 psi 0.24 10347 psi 0.17 0.62 0.49 loa) 181.9 psi 0.16 8142 psi 0.14 353.1 psi 0.31 13796 psi 0.23 0.48 0.37 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-53 AU E 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel J CMU Lintel Deflection under Vertical Forces: CMU Lintel Deflection under Horizontal Forces: S: 732 in S: 233 in Mer: 117120 lb-in Mir: 37210 lb-in Ir,: 8784 in' 1,,: 887 in" Icr: 1621 in" Icr: 135 in" Ieff: 8784 in" I ff- 887 in" Deflection Limit ATL: L/ 600 Deflection Limit ATL: L/ 600 Deflection Summary: Vert.Forces Horiz.Forces br Comb.ATL: L/ Icr Comb.ATL: L/ 1) 6626 0.02 in 8472 - 0.00 in - 2) 6626 0.02 in 8472 - 0.00 in 3a 5018 0.02 in 5638 - 0.00 in - 3b) 4488 0.03 in 4765 - 0.00 in - 4a) 5347 0.02 in 6195 - 0.00 in - 4b) 5096 0.02 in 5770 - 0.00 in - 5) 5751 0.02 in 6896 887 0.01 in 9176 6a) 4886 0.02 in 5417 887 0.01 in 12234 6b) 4676 0.03 in 5071 887 0.01 in 12234 7) 8784 0.01 in 21713 887 0.01 in 9176 8a) 5180 0.02 in 5911 887 0.02 in 5630 9a) 5096 0.02 in 5770 887 0.02 in 7507 loa) 8784 1 0.01 in 123418, 887 0.02 in 5630 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-54 UE 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel J Masonry Shear Stresses Summary: Vertical Loading Lateral Loading fv Fvm f, F� Total Induced Unity 1) 22.5 psi 41.7 psi 0 psi - psi 22.5 psi 0.54 2) 22.5 psi 41.7 psi 0 psi - psi 22.5 psi 0.54 3a 25.6 psi 41.7 psi 0 psi - psi 25.6 psi 0.62 3b) 27.1 psi 41.7 psi 0 psi - psi 27.1 psi 0.65 4a) 24.9 psi 41.7 psi 0 psi - psi 24.9 psi 0.6 4b) 25.5 psi 41.7 psi 0 psi - psi 25.5 psi 0.61 5) 24.0 psi 41.7 psi 2.78 psi 41.7 psi 26.8 psi 0.64 6a) 26.0 psi 41.7 psi 2.09 psi 41.7 psi 28.1 psi 0.67 6b) 26.6 psi 41.7 psi 2.09 psi 41.7 psi 28.7 psi 0.69 7) 11.7 psi 41.7 psi 2.78 psi 41.7 psi 14.4 psi 0.35 8a) 25.3 psi 41.7 psi 4.54 psi 41.7 psi 29.8 psi 0.71 9a) 25.5 psi 41.7 psi 3.4 psi 41.7 psi 28.9 psi 0.69 IOa) 10.8 psi 41.7 psi 4.54 psi 41.7 psi 15.3 psi 0.37 Vert.Rein£Of Masonry Lintel: Try: #4 Vert.Bars Spacing: 16 in o.c. A,,: 0.15 in Min A,: 0.128 in OK Max Spacing: 12 in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-55 UE 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel J Column Design: 16 in Column Height: 10 ft Ae: 122 in Assumed Head Joint: 3/8 in rmin: 2.02 in Column Fixity: R: 0.88 in Top: Pinned h,= 8 ft 7 5/8 in Bottom: Fixed Bearing Area: 7 5/8 x 16 General Material Specificiations: Masonry Compressive Strength,fm: 2500 psi Rein£Steel Yield Strength,fs: 60000 psi E.: 2250000 psi E5: 29000000 psi n: 12.89 Modulus of Rupter,fr: 160 psi Total Reinforcement (4) #5 Bars Vert. As,bar: 0.31 in` Bending Reinf.in X-X: (2) #5 Bars Vert. As: 0.61 in` d= 12.0 in Direction: Y-Y: (2) #5 Bars Vert. As: 0.61 in d= 6.1 in Jamb Loading: Axial: X-X Bending(in-plane): X-X Bending out-of-plane PDL: 4.12 k MDL: 6.599 k-in MWL: 0 k-in PLL,: 0.57 k MLL: 0.91 k-in MEQ: 0 k-in PSL: 0.71 k MSL: 1.138 k-in PwL+: 0.46 k MwL+; 0.728 k-in Pam: -0.57 k MwL_: -0.91 k-in Out of plane: WL+: 17.9 psf Y-Y Bending(in-plane): Y-Y Bending out-of-plane WL-: -19.7 psf MDL: 3.145 k-in Mµ,L: 21.7 k-in Seismic Fp: 0.34 MLL: 0.434 k-in MEQ: 5.5 k-in MSL: 0.542 k-in MwL+: 0.347 k-in MwL_: -0.43 k-in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-56 At! Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel J Analysis Compression: Bending: X-X: Y-Y: Pmasonry: 76.2 k p: 0.003 p: 0.014 Psteel: 44 k pn: 0.042 pn: 0.178 k: 0.25 k: 0.45 j: 0.917 j: 0.85 2/jk: 8.726 2/jk: 5.225 fb: 825 psi fb: 825 psi Ma,masonry: 213 k-in Ma,masonry: 165 k-ft Ma,steel: 162 k-in Ma,stee,: 77 k-in Combined Forces: PPP. wnr K/K Masonry Unity: 0.064 + 0.037 + 0.099 = 0.2 OK Steel Unity: 0.111 + 0.048 + 0.213 = 0.372 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-57 Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel K Induced Loading: Wall Type: Structural Wall Penthouse Roof Tributary: 0 ft Sds: 0.86 z/h: 1.00 Block Thickenss: 8 in. Normal Weight CMU Tunnel Roof Tributary: 0 ft Ie: 1.00 Grout Spacing: Fully Grouted Cells Mech.Roof Tributary: 5.33 ft Vert.Seismic: 0.17 *W DLWaII. 80 psf Vert.Seismic: 13.76 psf[1.0 EVej Vertical Loads: Out-of-Plane Loading Induced Unfactored Forces into CMU Lintel DLPHroof: 15 psf WL'pressure: 17.9 psf[LOW] Vertical Out-of-Plane Tunnel Roof• DL 80 psf WLsuction•• -19.7 psf[LOW] Load Types: Loads: Loads: DLMeehRoof: 20 psf Dead Load,D: 773.3 plf 0 plf LLPHRoof: 20 psf Seismic,FP: 0.34 *W[1.0E] Roof Live Load,Lr: 106.7 plf 0 plf LLTnnnelRoof: 20 psf Seismic: 27.52 psf[LOE] Base Snow Load,Sbaw: 133.3 plf 0 plf LLMechRoof: 20 psf Drifting Snow Load,Sdrift: 24.53 plf 0 plf SLbase: 25 psf Wind Load,W(+): 85.33 plf plf SL 24.5 if Wind Load W_: -107 if 159.2 if dri&� p > O p p WL(+): 16 psf[LOW] Horz.Earthquake Load,Eh: 0 plf 222.5 plf WL(-): -20 psf[LOW] Vert.Earthquake Load,E,:ri33 plf 0 plf Wall Opening Geometry: Lintel Spec to be used: ML2 Opening Height: 10 ft Structure to Structure Height: 14.17 ft Opening Lateral Trib.to Lintel: 5 ft Opening Width: 6.667 ft Parapet Height: 4.167 ft Lintel Depth: 2 ft Lintel Eff.Span: 6.667 ft Use Arching Action above Lintel: No Lateral Trib.Above Lintel: 1.083 ft Eff.Wall Height above Linte: 8.333 ft Total Lintel Lateral Trib.: 8.083 ft �arapet Height Roof Structure CMU Wall ♦ Structure to Jamb Structure Height Zone Opening Opening Height Structure Below Opening Width Jamb Width 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-58 UE 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel K Induced Allowable Stress Design(ASD)Forces into CMU Lintel Load Combinations: Vertical Vertical Loads Horizontal Vertical Loads Loads: Mx Vy Loads: My Vx 1) D 773 plf 51.56 k-in 2.578 k 0 plf 0 k-in 0 k 2) D+L 773 plf 51.56 k-in 2.578 k 0 plf 0 k-in 0 k 3a) D+Lr 880 plf 58.67 k-in 2.933 k 0 plf 0 k-in 0 k 3b) D+S 931 plf 62.08 k-in 3.104 k 0 plf 0 k-in 0 k 4a) D+0.75L+0.75L, 853 plf 56.89 k-in 2.844 k 0 plf 0 k-in 0 k 4b) D+0.75L+0.75S 873 plf 58.22 k-in 2.911 k 0 plf 0 k-in 0 k S) D+0.6W 825 plf 54.97 k-in 2.748 k 95.5 plf 6.37 k-in 0.318 k 6a) D+0.75(0.6W)+0.75L+0.75L, 892 plf 59.45 k-in 2.972 k 71.7 plf 4.777 k-in 0.239 k 6b) D+0.75(0.6W)+0.75L+0.75S 912 plf 60.78 k-in 3.039 k 71.7 plf 4.777 k-in 0.239 k 7) 0.6D+0.6W 400 plf 26.67 k-in 1.333 k 95.5 plf 6.37 k-in 0.318 k 8a) D+0.7E,+0.7E 866 plf 57.76 k-in 2.888 k 156 plf 10.38 k-in 0.519 k 9a) D+0.525E,+0.525Eh+0.75L+0.75S 873 plf 58.22 k-in 2.911 k 117 plf 7.786 k-in 0.389 k IOa) 0.6D-0.7E,+0.7Eh 371 plf 24.73 k-in 1.236 k 156 plf 10.38 k-in 0.519 k CMU Lintel Geometry: General Material Specificiations: Width,b: 7.625 in Masonry Compressive Strength,fm: 2500 psi Overall Depth,h: 24 in Rein£Steel Yield Strength,fs: 60000 psi Vert.Eff.Depth,d: 21 in Em: 2250000 psi Lateral Eff.Depth,d: 5.25 in Es: 29000000 psi Geometry Check: 10.49 <32 OK n: 12.89 Geometry Check: 332.2 in> 80 in OK Modulus of Rupter,f,,: 160 psi CMU Lintel Design for Vertical Flexure Forces: CMU Lintel Design for Lateral Flexure Forces: Try: (2) #4 Bars Try: (2) #4 Bars A,: 0.4 in` As: 0.4 in` p: 0.00250 p: 0.00317 pn: 0.0322 pn: 0.0409 k: 0.224 k: 0.248 j: 0.925 j: 0.917 Fb: 1125 psi Fb: 1125 psi Fs: 60000 psi Fs: 60000 psi Flexure Sumary• Vert.Flexure Lateral Flexure Combined Unity Masonry Masonry Combined Masomy Combined fb: Unity fs Steel Unity fh: Unity fs Steel Unity Unity Steel Unity 1) 148.2 psi 0.13 6632 psi 0.11 0 psi 0.00 0 psi 0.00 0.13 0.11 2) 148.2 psi 0.13 6632 psi 0.11 0 psi 0.00 0 psi 0.00 0.13 0.11 3a 168.6 psi 0.15 7547 psi 0.13 0 psi 0.00 0 psi 0.00 0.15 0.13 3b) 178.4 psi 0.16 7986 psi 0.13 0 psi 0.00 0 psi 0.00 0.16 0.13 4a) 163.5 psi 0.15 7318 psi 0.12 0 psi 0.00 0 psi 0.00 0.15 0.12 4b) 167.3 psi 0.15 7489 psi 0.12 0 psi 0.00 0 psi 0.00 0.15 0.12 5) 158 psi 0.14 7071 psi 0.12 84.63 psi 0.08 3307 psi 0.06 0.22 0.17 6a) 170.9 psi 0.15 7647 psi 0.13 63.47 psi 0.06 2480 psi 0.04 0.21 0.17 6b) 174.7 psi 0.16 7819 psi 0.13 63.47 psi 0.06 2480 psi 0.04 0.21 0.17 7) 76.65 psi 0.07 3430 psi 0.06 84.63 psi 0.08 3307 psi 0.06 0.14 0.11 sa) 166 psi 0.15 7430 psi 0.12 137.9 psi 0.12 5389 psi 0.09 0.27 0.21 9a) 167.3 psi 0.15 7489 psi 0.12 103.5 psi 0.09 4042 psi 0.07 0.24 0.19 loa) 71.07 psi 0.06 3181 psi 0.05 137.9 psi 0.12 5389 psi 0.09 0.19 0.14 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-59 AU E 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel K CMU Lintel Deflection under Vertical Forces: CMU Lintel Deflection under Horizontal Forces: S: 732 in S: 233 in Mer: 117120 lb-in Mir: 37210 lb-in Ir,: 8784 in' 1,,: 887 in" Icr: 1621 in" Icr: 135 in" Ieff: 8784 in" I ff- 887 in" Deflection Limit ATL: L/ 600 Deflection Limit ATL: L/ 600 Deflection Summary: Vert.Forces Horiz.Forces Ior Comb.ATL: L/ Icr Comb.ATL: L/ 1) 8784 0.00 in 46002 - 0.00 in - 2) 8784 0.00 in 46002 - 0.00 in - 3a 8784 0.00 in 40426 - 0.00 in - 3b) 8784 0.00 in 38204 - 0.00 in - 4a) 8784 0.00 in 41690 - 0.00 in - 4b) 8784 0.00 in 40735 - 0.00 in - 5) 8784 0.00 in 43146 887 0.00 in 37583 6a) 8784 0.00 in 39894 887 0.00 in 50111 6b) 8784 0.00 in 39019 887 0.00 in 50111 7) 8784 0.00 in 88938 887 0.00 in 37583 8a) 8784 0.00 in 41059 887 0.00 in 23060 9a) 8784 0.00 in 40735 887 0.00 in 30747 loa) 8784 1 0.00 in 195918, 887 0.00 in 23060 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-60 UE 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel K Masonry Shear Stresses Summary: Vertical Loading Lateral Loading fv Fvm f, F� Total Induced Unity 1) 14.1 psi 63.5 psi 0 psi - psi 14.1 psi 0.22 2) 14.1 psi 63.5 psi 0 psi - psi 14.1 psi 0.22 3a 16.0 psi 63.5 psi 0 psi - psi 16.0 psi 0.25 3b) 17.0 psi 63.5 psi 0 psi - psi 17.0 psi 0.27 4a) 15.5 psi 63.5 psi 0 psi - psi 15.5 psi 0.24 4b) 15.9 psi 63.5 psi 0 psi - psi 15.9 psi 0.25 5) 15.0 psi 63.5 psi 1.74 psi 63.5 psi 16.8 psi 0.26 6a) 16.2 psi 63.5 psi 1.31 psi 63.5 psi 17.5 psi 0.28 6b) 16.6 psi 63.5 psi 1.31 psi 63.5 psi 17.9 psi 0.28 7) 7.3 psi 63.5 psi 1.74 psi 63.5 psi 9.0 psi 0.14 8a) 15.8 psi 63.5 psi 2.84 psi 63.5 psi 18.6 psi 0.29 9a) 15.9 psi 63.5 psi 2.13 psi 63.5 psi 18.0 psi 0.28 1Oa) 6.8 psi 63.5 psi 2.84 psi 63.5 psi 9.6 psi 0.15 Vert.Rein£Of Masonry Lintel: Try: #4 Vert.Bars Spacing: 16 in o.c. A,,: 0.15 in Min A,: 0.128 in OK Max Spacing: 12 in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-61 UE 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel K Column Design: 8 in Column Height: 10 ft Ae: 61 in' Assumed Head Joint: 3/8 in rmin: 1.99 in Column Fixity: R: 0.88 in x-x Top: Pinned h,= 8 ft 7 5/8 in v-v Bottom: Fixed Bearing Area: 7 5/8 x 16 General Material Specificiations: Masonry Compressive Strength,fm: 2500 psi Rein£Steel Yield Strength,fs: 60000 psi E.: 2250000 psi E5: 29000000 psi n: 12.89 Modulus of Rupter,fr: 160 psi Total Reinforcement (2) #5 Bars Vert. As,bar: 0.31 in` Bending Reinf.in X-X: (2) #5 Bars Vert. As: 0.61 in` d= 4.0 in Direction: Y-Y: (1 ) #5 Bars Vert. As: 0.31 in d= 6.1 in Jamb Loading: Axial: X-X Bending(in-plane): X-X Bending out-of-plane PDL: 2.58 k MDL: 2.062 k-in MWL: 0 k-in PLL,: 0.36 k MLL: 0.284 k-in MEQ: 0 k-in PSL: 0.44 k MSL: 0.356 k-in PwL+: 0.28 k MwL+; 0.228 k-in Pam: -0.36 k MwL_: -0.28 k-in Out of plane: WL+: 17.9 psf Y-Y Bending(in-plane): Y-Y Bending out-of-plane WL-: -19.7 psf MDL: 1.966 k-in Mµ,L: 15.8 k-in Seismic Fp: 0.34 MLL: 0.271 k-in MEQ: 2.8 k-in MSL: 0.339 k-in MwL+: 0.217 k-in MwL-: -0.27 k-in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-62 At! Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel K Analysis Compression: Bending: X-X: Y-Y: Pmasomy: 38.1 k p: 0.020 p: 0.007 Psteel: 22 k pn: 0.259 pn: 0.089 k: 0.528 k: 0.341 j: 0.824 j: 0.886 2/jk: 4.596 2/jk: 6.619 fb: 825 psi fb: 825 psi Ma,masonry: 22 k-in Ma,mmonry: 14 k-ft Ma,,teel: 49 k-in Ma,stee,: 40 k-in Combined Forces: P//P K/M." May Masonry Unity: 0.08 + 0.111 + 0.799 = 0.99 OK Steel Unity: 0.138 + 0.05 + 0.289 = 0.477 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-63 Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel L Induced Loading: Wall Type: Structural Wall Penthouse Roof Tributary: 0 ft Sds: 0.86 z/h: 1.00 Block Thickenss: 8 in. Normal Weight CMU Tunnel Roof Tributary: 0 ft Ie: 1.00 Grout Spacing: Fully Grouted Cells Mech.Roof Tributary: 5.33 ft Vert.Seismic: 0.17 *W DLWaII. 80 psf Vert.Seismic: 13.76 psf[1.0 EVej Vertical Loads: Out-of-Plane Loading Induced Unfactored Forces into CMU Lintel DLPHroof: 15 psf WL'pressure: 17.9 psf[LOW] Vertical Out-of-Plane Tunnel Roof• DL 80 psf WLsuction•• -19.7 psf[LOW] Load Types: Loads: Loads: DLMeehRoof: 20 psf Dead Load,D: 786.7 plf 0 plf LLPHRoof: 20 psf Seismic,FP: 0.34 *W[1.0E] Roof Live Load,Lr: 106.7 plf 0 plf LLTnnnelRoof: 20 psf Seismic: 27.52 psf[LOE] Base Snow Load,Sbaw: 133.3 plf 0 plf LLMechRoof: 20 psf Drifting Snow Load,Sdrift: 24.53 plf 0 plf SLbase: 25 psf Wind Load,W(+): 85.33 plf plf SL 24.5 if Wind Load W_: -107 if 152.7 if dri&� p > O p p WL(+): 16 psf[LOW] Horz.Earthquake Load,Eh: 0 plf 213.3 plf WL(-): -20 psf[LOW] Vert.Earthquake Load,E,:rl35.3 plf 0 plf Wall Opening Geometry: j Lintel Spec to be used: ML1 Opening Height: 7.833 ft Structure to Structure Height: 14.17 ft Opening Lateral Trib.to Lintel: 3.917 ft Opening Width: 3.333 ft Parapet Height: 2.167 ft Lintel Depth: 1.333 ft Lintel Eff.Span: 3.333 ft Use Arching Action above Lintel: No Lateral Trib.Above Lintel: 2.5 ft Eff.Wall Height above Linte: 8.5 ft Total Lintel Lateral Trib.: 7.75 ft �arapet Height Roof Structure U W CMall ♦ Structure to Jamb Structure Height Zone Opening Opening Height Structure Below Opening Width Jamb Width 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-64 UE 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel L Induced Allowable Stress Design(ASD)Forces into CMU Lintel Load Combinations: Vertical Vertical Loads Horizontal Vertical Loads Loads: Mx Vy Loads: My Vx 1) D 787 plf 13.11 k-in 1.311 k 0 plf 0 k-in 0 k 2) D+L 787 plf 13.11 k-in 1.311 k 0 plf 0 k-in 0 k 3a) D+Lr 893 plf 14.89 k-in 1.489 k 0 plf 0 k-in 0 k 3b) D+S 945 plf 15.74 k-in 1.574 k 0 plf 0 k-in 0 k 4a) D+0.75L+0.75L, 867 plf 14.44 k-in 1.444 k 0 plf 0 k-in 0 k 4b) D+0.75L+0.75S 887 plf 14.78 k-in 1.478 k 0 plf 0 k-in 0 k 5) D+0.6W 838 plf 13.96 k-in 1.396 k 91.6 plf 1.527 k-in 0.153 k 6a) D+0.75(0.6W)+0.75L+0.75L, 905 plf 15.08 k-in 1.508 k 68.7 plf 1.145 k-in 0.115 k 6b) D+0.75(0.6W)+0.75L+0.75S 925 plf 15.42 k-in 1.542 k 68.7 plf 1.145 k-in 0.115 k 7) 0.6D+0.6W 408 plf 6.8 k-in 0.68 k 91.6 plf 1.527 k-in 0.153 k 8a) D+0.7E,+0.7E 881 plf 14.69 k-in 1.469 k 149 plf 2.488 k-in 0.249 k 9a) D+0.525E,+0.525Eh+0.75L+0.75S 887 plf 14.78 k-in 1.478 k 112 If 1.866 k-in 0.187 k IOa) 0.6D-0.7E,+0.7Eh 377 plf 6.288 k-in 0.629 k 149 plf 2.488 k-in 0.249 k CMU Lintel Geometry: General Material Specificiations: Width,b: 7.625 in Masonry Compressive Strength,fm: 2500 psi Overall Depth,h: 16 in Rein£Steel Yield Strength,fs: 60000 psi Vert.Eff.Depth,d: 13 in Em: 2250000 psi Lateral Eff.Depth,d: 5.25 in Es: 29000000 psi Geometry Check: 5.246 <32 OK n: 12.89 Geometry Check: 536.7 in> 40 in OK Modulus of Rupter,f,,: 160 psi CMU Lintel Design for Vertical Flexure Forces: CMU Lintel Design for Lateral Flexure Forces: Try: (2) #4 Bars Try: (2) #4 Bars A,: 0.4 in` As: 0.4 in` p: 0.00404 p: 0.00476 pn: 0.0520 pn: 0.0614 k: 0.275 k: 0.294 j: 0.908 j: 0.902 Fb: 1125 psi Fb: 1125 psi Fs: 60000 psi Fs: 60000 psi Flexure Sumary• Vert.Flexure Lateral Flexure Combined Unity Masonry Masonry Combined Masomy Combined fb: Unity fs Steel Unity fh: Unity fs Steel Unity Unity Steel Unity >> 81.55 psi 0.07 2775 psi 0.05 0 psi 0.00 0 psi 0.00 0.07 0.05 2) 81.55 psi 0.07 2775 psi 0.05 0 psi 0.00 0 psi 0.00 0.07 0.05 3a 92.61 psi 0.08 3152 psi 0.05 0 psi 0.00 0 psi 0.00 0.08 0.05 3b) 97.91 psi 0.09 3332 psi 0.06 0 psi 0.00 0 psi 0.00 0.09 0.06 4a) 89.84 psi 0.08 3058 psi 0.05 0 psi 0.00 0 psi 0.00 0.08 0.05 4b) 91.92 psi 0.08 3128 psi 0.05 0 psi 0.00 0 psi 0.00 0.08 0.05 5) 86.86 psi 0.08 2956 psi 0.05 26.08 psi 0.02 806.1 psi 0.01 0.10 0.06 6a) 93.82 psi 0.08 3193 psi 0.05 19.56 psi 0.02 604.6 psi 0.01 0.10 0.06 6b) 95.9 psi 0.09 3264 psi 0.05 19.56 psi 0.02 604.6 psi 0.01 0.10 0.06 7) 42.3 psi 0.04 1439 psi 0.02 26.08 psi 0.02 806.1 psi 0.01 0.06 0.04 sa) 91.37 psi 0.08 3110 psi 0.05 42.51 psi 0.04 1314 psi 0.02 0.12 0.07 9a) 91.92 psi 0.08 3128 psi 0.05 31.88 psi 0.03 985.3 psi 0.02 0.11 0.07 loa) 39.11 psi 0.03 1331 psi 0.02 42.51 psi 0.04 1314 psi 0.02 0.07 0.04 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-65 AU E 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel L CMU Lintel Deflection under Vertical Forces: CMU Lintel Deflection under Horizontal Forces: S: 325 in S: 155 in Mer: 52053 lb-in Mir: 24807 lb-in Ir,: 2603 in' 1,,: 591 in" Icr: 576 in" Icr: 114 in" Ieff: 2603 in" I ff- 591 in" Deflection Limit ATL: L/ 600 Deflection Limit ATL: L/ 600 Deflection Summary: Vert.Forces Horiz.Forces br Comb.ATL: L/ Icr Comb.ATL: L/ 1) 2603 0.00 in 107195 - 0.00 in - 2) 2603 0.00 in 107195 - 0.00 in 3a 2603 0.00 in 94395 - 0.00 in - 3b) 2603 0.00 in 89278 - 0.00 in - 4a) 2603 0.00 in 97300 - 0.00 in - 4b) 2603 0.00 in 95105 - 0.00 in - 5) 2603 0.00 in 100644 591 0.00 in 209066 6a) 2603 0.00 in 93171 591 0.00 in 278755 6b) 2603 0.00 in 91157 591 0.00 in 278755 7) 2603 0.00 in 206682 591 0.00 in 209066 8a) 2603 0.00 in 95675 591 0.00 in 128279 9a) 2603 0.00 in 95105 591 0.00 in 171038 loa) 2603 1 0.00 in 1223508, 591 0.00 in 128279 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-66 UE 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel L Masonry Shear Stresses Summary: Vertical Loading Lateral Loading fv Fvm f, F� Total Induced Unity 1) 10.7 psi 72.7 psi 0 psi - psi 10.7 psi 0.15 2) 10.7 psi 72.7 psi 0 psi - psi 10.7 psi 0.15 3a 12.2 psi 72.7 psi 0 psi - psi 12.2 psi 0.17 3b) 12.9 psi 72.7 psi 0 psi - psi 12.9 psi 0.18 4a) 11.8 psi 72.7 psi 0 psi - psi 11.8 psi 0.16 4b) 12.1 psi 72.7 psi 0 psi - psi 12.1 psi 0.17 5) 11.4 psi 72.7 psi 1.25 psi 72.7 psi 12.7 psi 0.17 6a) 12.4 psi 72.7 psi 0.94 psi 72.7 psi 13.3 psi 0.18 6b) 12.6 psi 72.7 psi 0.94 psi 72.7 psi 13.6 psi 0.19 7) 5.6 psi 72.7 psi 1.25 psi 72.7 psi 6.8 psi 0.09 8a) 12.0 psi 72.7 psi 2.04 psi 72.7 psi 14.1 psi 0.19 9a) 12.1 psi 72.7 psi 1.53 psi 72.7 psi 13.6 psi 0.19 IOa) 5.2 psi 72.7 psi 2.04 psi 72.7 psi 7.2 psi 0.1 Vert.Rein£Of Masonry Lintel: Try: #4 Vert.Bars Spacing: 16 in o.c. A,,: 0.15 in Min A,: 0.085 in OK Max Spacing: 8 in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-67 UE 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel L Column Design: 8 in Column Height: 7.833 ft Ae: 61 in' Assumed Head Joint: 3/8 in rmin: 1.99 in Column Fixity: R: 0.93 in Top: Pinned h,= 6.27 ft 7 5/8 in Bottom: Fixed I IF Bearing Area: 7 5/8 x 16 General Material Specificiations: Masonry Compressive Strength,fm: 2500 psi Rein£Steel Yield Strength,fs: 60000 psi E.: 2250000 psi E5: 29000000 psi n: 12.89 Modulus of Rupter,fr: 160 psi Total Reinforcement (2) #5 Bars Vert. As,bar: 0.31 in` Bending Reinf.in X-X: (2) #5 Bars Vert. As: 0.61 in` d= 4.0 in Direction: Y-Y: (1 ) #5 Bars Vert. As: 0.31 in d= 6.1 in Jamb Loading: Axial: X-X Bending(in-plane): X-X Bending out-of-plane PDL: 1.31 k MDL: 1.049 k-in MWL: 0 k-in PLL,: 0.18 k MLL: 0.142 k-in MEQ: 0 k-in PSL: 0.22 k MSL: 0.178 k-in PwL+: 0.14 k MwL+; 0.114 k-in Pam: -0.18 k MwL_: -0.14 k-in Out of plane: WL+: 17.9 psf Y-Y Bending(in-plane): Y-Y Bending out-of-plane WL-: -19.7 psf MDL: 1 k-in Mµ,L: 6.6 k-in Seismic Fp: 0.34 MLL: 0.136 k-in MEQ: 1.7 k-in MSL: 0.169 k-in MwL+: 0.108 k-in MwL_: -0.14 k-in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-68 At! Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel L Analysis Compression: Bending: X-X: Y-Y: Pmasomy: 38.1 k p: 0.020 p: 0.007 P,,,,: 22.5 k pn: 0.259 pn: 0.089 k: 0.528 k: 0.341 j: 0.824 j: 0.886 2/jk: 4.596 2/jk: 6.619 fb: 825 psi fb: 825 psi Ma,masonry: 22 k-in Ma,mmonry: 14 k-ft Ma,,t,,,: 49 k-in Ma,stea,: 40 k-in Combined Forces: M,./M r May Masonry Unity: 0.04 + 0.056 + 0.35 = 0.446 OK Steel Unity: 0.069 + 0.025 + 0.126 = 0.22 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-69 Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel M Induced Loading: Wall Type: Structural Wall Penthouse Roof Tributary: 0 ft Sds: 0.86 z/h: 1.00 Block Thickenss: 8 in. Normal Weight CMU Tunnel Roof Tributary: 0 ft Ie: 1.00 Grout Spacing: Fully Grouted Cells Mech.Roof Tributary: 5.33 ft Vert.Seismic: 0.17 *W DLWaII. 80 psf Vert.Seismic: 13.76 psf[1.0 EVej Vertical Loads: Out-of-Plane Loading Induced Unfactored Forces into CMU Lintel DLPHroof: 15 psf WL'pressure: 17.9 psf[LOW] Vertical Out-of-Plane Tunnel Roof• DL 80 psf WLsuction•• -19.7 psf[LOW] Load Types: Loads: Loads: DLMeehRoof: 20 psf Dead Load,D: 786.7 plf 0 plf LLPHRoof: 20 psf Seismic,Fp: 0.34 *W[1.0E] Roof Live Load,Lr: 106.7 plf 0 plf LLTnnnelRoof: 20 psf Seismic: 27.52 psf[LOE] Base Snow Load,Sbaw: 133.3 plf 0 plf LLMechRoof: 20 psf Drifting Snow Load,Sdrift: 24.53 plf 0 plf SLbase: 25 psf Wind Load,W(+): 85.33 plf plf SL 24.5 if Wind Load W_: -107 if 152.7 if dri&� p > O p p WL(+): 16 psf[LOW] Horz.Earthquake Load,Eh: 0 plf 213.3 plf WL(-): -20 psf[LOW] Vert.Earthquake Load,E,:rl35.3 plf 0 plf Wall Opening Geometry: Lintel Spec to be used: ML1 Opening Height: 7.833 ft Structure to Structure Height: 14.17 ft Opening Lateral Trib.to Lintel: 3.917 ft Opening Width: 4.417 ft Parapet Height: 2.167 ft Lintel Depth: 1.333 ft Lintel Eff.Span: 4.417 ft Use Arching Action above Lintel: No Lateral Trib.Above Lintel: 2.5 ft Eff.Wall Height above Linte: 8.5 ft Total Lintel Lateral Trib.: 7.75 ft �arapet Height Roof Structure U W CMall ♦ Structure to Jamb Structure Height Zone Opening Opening Height Structure Below Opening Width Jamb Width 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-70 UE 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel M Induced Allowable Stress Design(ASD)Forces into CMU Lintel Load Combinations: Vertical Vertical Loads Horizontal Vertical Loads Loads: Mx Vy Loads: My Vx 1) D 787 plf 23.02 k-in 1.737 k 0 plf 0 k-in 0 k 2) D+L 787 plf 23.02 k-in 1.737 k 0 plf 0 k-in 0 k 3a) D+Lr 893 plf 26.14 k-in 1.973 k 0 plf 0 k-in 0 k 3b) D+S 945 plf 27.64 k-in 2.086 k 0 plf 0 k-in 0 k 4a) D+0.75L+0.75L, 867 plf 25.36 k-in 1.914 k 0 plf 0 k-in 0 k 4b) D+0.75L+0.75S 887 plf 25.94 k-in 1.958 k 0 plf 0 k-in 0 k 5) D+0.6W 838 plf 24.52 k-in 1.85 k 91.6 plf 2.68 k-in 0.202 k 6a) D+0.75(0.6W)+0.75L+0.75L, 905 plf 26.48 k-in 1.999 k 68.7 plf 2.01 k-in 0.152 k 6b) D+0.75(0.6W)+0.75L+0.75S 925 plf 27.07 k-in 2.043 k 68.7 plf 2.01 k-in 0.152 k 7) 0.6D+0.6W 408 plf 11.94 k-in 0.901 k 91.6 plf 2.68 k-in 0.202 k 8a) D+0.7E,+0.7E 881 plf 25.79 k-in 1.946 k 149 plf 4.368 k-in 0.33 k 9a) D+0.525E,+0.525Eh+0.75L+0.75S 887 plf 25.94 k-in 1.958 k 112 If 3.276 k-in 0.247 k IOa) 0.6D-0.7E,+0.7Eh 377 plf 11.04 k-in 0.833 k 149 plf 4.368 k-in 0.33 k CMU Lintel Geometry: General Material Specificiations: Width,b: 7.625 in Masonry Compressive Strength,fm: 2500 psi Overall Depth,h: 16 in Rein£Steel Yield Strength,fs: 60000 psi Vert.Eff.Depth,d: 13 in Em: 2250000 psi Lateral Eff.Depth,d: 5.25 in Es: 29000000 psi Geometry Check: 6.951 <32 OK n: 12.89 Geometry Check: 536.7 in> 53 in OK Modulus of Rupter,f,,: 160 psi CMU Lintel Design for Vertical Flexure Forces: CMU Lintel Design for Lateral Flexure Forces: Try: (2) #4 Bars Try: (2) #4 Bars A,: 0.4 in` As: 0.4 in` p: 0.00404 p: 0.00476 pn: 0.0520 pn: 0.0614 k: 0.275 k: 0.294 j: 0.908 j: 0.902 Fb: 1125 psi Fb: 1125 psi Fs: 60000 psi Fs: 60000 psi Flexure Sumary• Vert.Flexure Lateral Flexure Combined Unity Masonry Masonry Combined Masomy Combined fb: Unity fs Steel Unity fh: Unity fs Steel Unity Unity Steel Unity 1) 143.2 psi 0.13 4873 psi 0.08 0 psi 0.00 0 psi 0.00 0.13 0.08 2) 143.2 psi 0.13 4873 psi 0.08 0 psi 0.00 0 psi 0.00 0.13 0.08 3a 162.6 psi 0.14 5533 psi 0.09 0 psi 0.00 0 psi 0.00 0.14 0.09 3b) 171.9 psi 0.15 5851 psi 0.10 0 psi 0.00 0 psi 0.00 0.15 0.10 4a) 157.7 psi 0.14 5368 psi 0.09 0 psi 0.00 0 psi 0.00 0.14 0.09 4b) 161.4 psi 0.14 5492 psi 0.09 0 psi 0.00 0 psi 0.00 0.14 0.09 5) 152.5 psi 0.14 5190 psi 0.09 45.8 psi 0.04 1415 psi 0.02 0.18 0.11 6a) 164.7 psi 0.15 5606 psi 0.09 34.35 psi 0.03 1061 psi 0.02 0.18 0.11 6b) 168.4 psi 0.15 5730 psi 0.10 34.35 psi 0.03 1061 psi 0.02 0.18 0.11 7) 74.25 psi 0.07 2527 psi 0.04 45.8 psi 0.04 1415 psi 0.02 0.11 0.07 sa) 160.4 psi 0.14 5459 psi 0.09 74.64 psi 0.07 2307 psi 0.04 0.21 0.13 9a) 161.4 psi 0.14 5492 psi 0.09 55.98 psi 0.05 1730 psi 0.03 0.19 0.12 __j loa) 68.66 psi 0.06 2337 psi 0.04 74.64 psi 0.07 2307 psi 0.04 0.13 0.08 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-71 AU E 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel M CMU Lintel Deflection under Vertical Forces: CMU Lintel Deflection under Horizontal Forces: S: 325 in S: 155 in Mer: 52053 lb-in Mir: 24807 lb-in Ir,: 2603 in' 1,,: 591 in" Icr: 576 in" Icr: 114 in" Ieff: 2603 in" I ff- 591 in" Deflection Limit ATL: L/ 600 Deflection Limit ATL: L/ 600 Deflection Summary: Vert.Forces Horiz.Forces br Comb.ATL: L/ Icr Comb.ATL: L/ 1) 2603 0.00 in 46081 - 0.00 in - 2) 2603 0.00 in 46081 - 0.00 in 3a 2603 0.00 in 40579 - 0.00 in - 3b) 2603 0.00 in 38379 - 0.00 in - 4a) 2603 0.00 in 41828 - 0.00 in - 4b) 2603 0.00 in 40884 - 0.00 in - 5) 2603 0.00 in 43265 591 0.00 in 89874 6a) 2603 0.00 in 40053 591 0.00 in 119833 6b) 2603 0.00 in 39187 591 0.00 in 119833 7) 2603 0.00 in 88850 591 0.00 in 89874 8a) 2603 0.00 in 41129 591 0.00 in 55145 9a) 2603 0.00 in 40884 591 0.00 in 73527 loa) 2603 1 0.00 in 196083, 591 0.00 in 55145 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-72 UE 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel M Masonry Shear Stresses Summary: Vertical Loading Lateral Loading fv Fvm f, F� Total Induced Unity 1) 14.2 psi 63.8 psi 0 psi - psi 14.2 psi 0.22 2) 14.2 psi 63.8 psi 0 psi - psi 14.2 psi 0.22 3a 16.2 psi 63.8 psi 0 psi - psi 16.2 psi 0.25 3b) 17.1 psi 63.8 psi 0 psi - psi 17.1 psi 0.27 4a) 15.7 psi 63.8 psi 0 psi - psi 15.7 psi 0.25 4b) 16.0 psi 63.8 psi 0 psi - psi 16.0 psi 0.25 5) 15.2 psi 63.8 psi 1.66 psi 63.8 psi 16.8 psi 0.26 6a) 16.4 psi 63.8 psi 1.24 psi 63.8 psi 17.6 psi 0.28 6b) 16.7 psi 63.8 psi 1.24 psi 63.8 psi 18.0 psi 0.28 7) 7.4 psi 63.8 psi 1.66 psi 63.8 psi 9.0 psi 0.14 8a) 16.0 psi 63.8 psi 2.7 psi 63.8 psi 18.7 psi 0.29 9a) 16.0 psi 63.8 psi 2.03 psi 63.8 psi 18.1 psi 0.28 1Oa) 6.8 psi 63.8 psi 2.7 psi 63.8 psi 9.5 psi 0.15 Vert.Rein£Of Masonry Lintel: Try: #4 Vert.Bars Spacing: 16 in o.c. A,,: 0.15 in Min A,: 0.085 in OK Max Spacing: 8 in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-73 UE 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel M Column Design: 8 in Column Height: 7.833 ft Ae: 61 in' Assumed Head Joint: 3/8 in rmin: 1.99 in Column Fixity: R: 0.93 in Top: Pinned h,= 6.27 ft 7 5/8 in Bottom: Fixed I F - t Bearing Area: 7 5/8 x 16 General Material Specificiations: Masonry Compressive Strength,fm: 2500 psi Rein£Steel Yield Strength,fs: 60000 psi E.: 2250000 psi E5: 29000000 psi n: 12.89 Modulus of Rupter,fr: 160 psi Total Reinforcement (2) #5 Bars Vert. As,bar: 0.31 in` Bending Reinf.in X-X: (2) #5 Bars Vert. As: 0.61 in` d= 4.0 in Direction: Y-Y: (1 ) #5 Bars Vert. As: 0.31 in d= 6.1 in Jamb Loading: Axial: X-X Bending(in-plane): X-X Bending out-of-plane PDL: 1.74 k MDL: 1.39 k-in MWL: 0 k-in PLL,: 0.24 k MLL: 0.188 k-in MEQ: 0 k-in PSL: 0.29 k MSL: 0.236 k-in PwL+: 0.19 k MwL+; 0.151 k-in Pam: -0.24 k MwL_: -0.19 k-in Out of plane: WL+: 17.9 psf Y-Y Bending(in-plane): Y-Y Bending out-of-plane WL-: -19.7 psf MDL: 1.325 k-in Mµ,L: 7.6 k-in Seismic Fp: 0.34 MLL: 0.18 k-in MEQ: 1.7 k-in MSL: 0.225 k-in MwL+: 0.144 k-in MwL_: -0.18 k-in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-74 At! Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel M Analysis Compression: Bending: X-X: Y-Y: Pmasomy: 38.1 k p: 0.020 p: 0.007 P,,,,: 22.5 k pn: 0.259 pn: 0.089 k: 0.528 k: 0.341 j: 0.824 j: 0.886 2/jk: 4.596 2/jk: 6.619 fb: 825 psi fb: 825 psi Ma,masonry: 22 k-in Ma,mmonry: 14 k-ft Ma,,t,,,: 49 k-in Ma,stea,: 40 k-in Combined Forces: P/P. M,./M r May Masonry Unity: 0.054 + 0.075 + 0.414 = 0.542 OK Steel Unity: 0.091 + 0.034 + 0.15 = 0.274 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-75 Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 AU E Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel N Induced Loading: Wall Type: Structural Wall Penthouse Roof Tributary: 0 ft Sds: 0.86 z/h: 1.00 Block Thickenss: 8 in. Normal Weight CMU Tunnel Roof Tributary: 0 ft Ie: 1.00 Grout Spacing: Fully Grouted Cells Mech.Roof Tributary: 5.33 ft Vert.Seismic: 0.17 *W DLWaII. 80 psf Vert.Seismic: 13.76 psf[1.0 EVej Vertical Loads: Out-of-Plane Loading Induced Unfactored Forces into CMU Lintel DLPHroof: 15 psf WL'pressure: 17.9 psf[LOW] Vertical Out-of-Plane Tunnel Roof• DL 80 psf WLsuction•• -19.7 psf[LOW] Load Types: Loads: Loads: DLMeehRoof: 20 psf Dead Load,D: 786.7 plf 0 plf LLPHRoof: 20 psf Seismic,Fp: 0.34 *W[1.0E] Roof Live Load,Lr: 106.7 plf 0 plf LLTnnnelRoof: 20 psf Seismic: 27.52 psf[LOE] Base Snow Load,Sbaw: 133.3 plf 0 plf LLMechRoof: 20 psf Drifting Snow Load,Sdrift: 24.53 plf 0 plf SLbase: 25 psf Wind Load,W(+): 85.33 plf plf SL 24.5 if Wind Load W_: -107 if 152.7 if dri&� p > O p p WL(+): 16 psf[LOW] Horz.Earthquake Load,Eh: 0 plf 213.3 plf WL(-): -20 psf[LOW] Vert.Earthquake Load,E,:rl35.3 plf 0 plf Wall Opening Geometry: j Lintel Spec to be used: ML1 Opening Height: 7.833 ft Structure to Structure Height: 14.17 ft Opening Lateral Trib.to Lintel: 3.917 ft Opening Width: 3.333 ft Parapet Height: 2.167 ft Lintel Depth: 1.333 ft Lintel Eff.Span: 3.333 ft Use Arching Action above Lintel: No Lateral Trib.Above Lintel: 2.5 ft Eff.Wall Height above Linte: 8.5 ft Total Lintel Lateral Trib.: 7.75 ft �arapet Height Roof Structure U W CMall ♦ Structure to Jamb Structure Height Zone Opening Opening Height Structure Below Opening Width Jamb Width 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-76 UE 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel N Induced Allowable Stress Design(ASD)Forces into CMU Lintel Load Combinations: Vertical Vertical Loads Horizontal Vertical Loads Loads: Mx Vy Loads: My Vx 1) D 787 plf 13.11 k-in 1.311 k 0 plf 0 k-in 0 k 2) D+L 787 plf 13.11 k-in 1.311 k 0 plf 0 k-in 0 k 3a) D+Lr 893 plf 14.89 k-in 1.489 k 0 plf 0 k-in 0 k 3b) D+S 945 plf 15.74 k-in 1.574 k 0 plf 0 k-in 0 k 4a) D+0.75L+0.75L, 867 plf 14.44 k-in 1.444 k 0 plf 0 k-in 0 k 4b) D+0.75L+0.75S 887 plf 14.78 k-in 1.478 k 0 plf 0 k-in 0 k 5) D+0.6W 838 plf 13.96 k-in 1.396 k 91.6 plf 1.527 k-in 0.153 k 6a) D+0.75(0.6W)+0.75L+0.75L, 905 plf 15.08 k-in 1.508 k 68.7 plf 1.145 k-in 0.115 k 6b) D+0.75(0.6W)+0.75L+0.75S 925 plf 15.42 k-in 1.542 k 68.7 plf 1.145 k-in 0.115 k 7) 0.6D+0.6W 408 plf 6.8 k-in 0.68 k 91.6 plf 1.527 k-in 0.153 k 8a) D+0.7E,+0.7E 881 plf 14.69 k-in 1.469 k 149 plf 2.488 k-in 0.249 k 9a) D+0.525E,+0.525Eh+0.75L+0.75S 887 plf 14.78 k-in 1.478 k 112 If 1.866 k-in 0.187 k IOa) 0.6D-0.7E,+0.7Eh 377 plf 6.288 k-in 0.629 k 149 plf 2.488 k-in 0.249 k CMU Lintel Geometry: General Material Specificiations: Width,b: 7.625 in Masonry Compressive Strength,fm: 2500 psi Overall Depth,h: 16 in Rein£Steel Yield Strength,fs: 60000 psi Vert.Eff.Depth,d: 13 in Em: 2250000 psi Lateral Eff.Depth,d: 5.25 in Es: 29000000 psi Geometry Check: 5.246 <32 OK n: 12.89 Geometry Check: 536.7 in> 40 in OK Modulus of Rupter,f,,: 160 psi CMU Lintel Design for Vertical Flexure Forces: CMU Lintel Design for Lateral Flexure Forces: Try: (2) #4 Bars Try: (2) #4 Bars A,: 0.4 in` As: 0.4 in` p: 0.00404 p: 0.00476 pn: 0.0520 pn: 0.0614 k: 0.275 k: 0.294 j: 0.908 j: 0.902 Fb: 1125 psi Fb: 1125 psi Fs: 60000 psi Fs: 60000 psi Flexure Sumary• Vert.Flexure Lateral Flexure Combined Unity Masonry Masonry Combined Masomy Combined fb: Unity fs Steel Unity fh: Unity fs Steel Unity Unity Steel Unity >> 81.55 psi 0.07 2775 psi 0.05 0 psi 0.00 0 psi 0.00 0.07 0.05 2) 81.55 psi 0.07 2775 psi 0.05 0 psi 0.00 0 psi 0.00 0.07 0.05 3a 92.61 psi 0.08 3152 psi 0.05 0 psi 0.00 0 psi 0.00 0.08 0.05 3b) 97.91 psi 0.09 3332 psi 0.06 0 psi 0.00 0 psi 0.00 0.09 0.06 4a) 89.84 psi 0.08 3058 psi 0.05 0 psi 0.00 0 psi 0.00 0.08 0.05 4b) 91.92 psi 0.08 3128 psi 0.05 0 psi 0.00 0 psi 0.00 0.08 0.05 5) 86.86 psi 0.08 2956 psi 0.05 26.08 psi 0.02 806.1 psi 0.01 0.10 0.06 6a) 93.82 psi 0.08 3193 psi 0.05 19.56 psi 0.02 604.6 psi 0.01 0.10 0.06 6b) 95.9 psi 0.09 3264 psi 0.05 19.56 psi 0.02 604.6 psi 0.01 0.10 0.06 7) 42.3 psi 0.04 1439 psi 0.02 26.08 psi 0.02 806.1 psi 0.01 0.06 0.04 sa) 91.37 psi 0.08 3110 psi 0.05 42.51 psi 0.04 1314 psi 0.02 0.12 0.07 9a) 91.92 psi 0.08 3128 psi 0.05 31.88 psi 0.03 985.3 psi 0.02 0.11 0.07 loa) 39.11 psi 0.03 1331 psi 0.02 42.51 psi 0.04 1314 psi 0.02 0.07 0.04 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-77 AU E 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel N CMU Lintel Deflection under Vertical Forces: CMU Lintel Deflection under Horizontal Forces: S: 325 in S: 155 in Mer: 52053 lb-in Mir: 24807 lb-in Ir,: 2603 in' 1,,: 591 in" Icr: 576 in" Icr: 114 in" Ieff: 2603 in" I ff- 591 in" Deflection Limit ATL: L/ 600 Deflection Limit ATL: L/ 600 Deflection Summary: Vert.Forces Horiz.Forces br Comb.ATL: L/ Icr Comb.ATL: L/ 1) 2603 0.00 in 107195 - 0.00 in - 2) 2603 0.00 in 107195 - 0.00 in 3a 2603 0.00 in 94395 - 0.00 in - 3b) 2603 0.00 in 89278 - 0.00 in - 4a) 2603 0.00 in 97300 - 0.00 in - 4b) 2603 0.00 in 95105 - 0.00 in - 5) 2603 0.00 in 100644 591 0.00 in 209066 6a) 2603 0.00 in 93171 591 0.00 in 278755 6b) 2603 0.00 in 91157 591 0.00 in 278755 7) 2603 0.00 in 206682 591 0.00 in 209066 8a) 2603 0.00 in 95675 591 0.00 in 128279 9a) 2603 0.00 in 95105 591 0.00 in 171038 loa) 2603 1 0.00 in 1223508, 591 0.00 in 128279 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-78 UE 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel N Masonry Shear Stresses Summary: Vertical Loading Lateral Loading fv Fvm f, F� Total Induced Unity 1) 10.7 psi 72.7 psi 0 psi - psi 10.7 psi 0.15 2) 10.7 psi 72.7 psi 0 psi - psi 10.7 psi 0.15 3a 12.2 psi 72.7 psi 0 psi - psi 12.2 psi 0.17 3b) 12.9 psi 72.7 psi 0 psi - psi 12.9 psi 0.18 4a) 11.8 psi 72.7 psi 0 psi - psi 11.8 psi 0.16 4b) 12.1 psi 72.7 psi 0 psi - psi 12.1 psi 0.17 5) 11.4 psi 72.7 psi 1.25 psi 72.7 psi 12.7 psi 0.17 6a) 12.4 psi 72.7 psi 0.94 psi 72.7 psi 13.3 psi 0.18 6b) 12.6 psi 72.7 psi 0.94 psi 72.7 psi 13.6 psi 0.19 7) 5.6 psi 72.7 psi 1.25 psi 72.7 psi 6.8 psi 0.09 8a) 12.0 psi 72.7 psi 2.04 psi 72.7 psi 14.1 psi 0.19 9a) 12.1 psi 72.7 psi 1.53 psi 72.7 psi 13.6 psi 0.19 IOa) 5.2 psi 72.7 psi 2.04 psi 72.7 psi 7.2 psi 0.1 Vert.Rein£Of Masonry Lintel: Try: #4 Vert.Bars Spacing: 16 in o.c. A,,: 0.15 in Min A,: 0.085 in OK Max Spacing: 8 in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 [Address: ject: Wet Rabbit Car Wash-Arlington Pg.No: F-79 UE 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 ent: SDH Architects,LLC Job No.: 24034 Calculation: Lintel N Column Design: 8 in Column Height: 7.833 ft Ae: 61 in' Assumed Head Joint: 3/8 in rmin: 1.99 in Column Fixity: R: 0.93 in Top: Pinned h,= 6.27 ft 7 5/8 in Bottom: Fixed I Ft Bearing Area: 7 5/8 x 16 General Material Specificiations: Masonry Compressive Strength,fm: 2500 psi Rein£Steel Yield Strength,fs: 60000 psi E.: 2250000 psi E5: 29000000 psi n: 12.89 Modulus of Rupter,fr: 160 psi Total Reinforcement (2) #5 Bars Vert. As,bar: 0.31 in` Bending Reinf.in X-X: (2) #5 Bars Vert. As: 0.61 in` d= 4.0 in Direction: Y-Y: (1 ) #5 Bars Vert. As: 0.31 in d= 6.1 in Jamb Loading: Axial: X-X Bending(in-plane): X-X Bending out-of-plane PDL: 1.31 k MDL: 1.049 k-in MWL: 0 k-in PLL,: 0.18 k MLL: 0.142 k-in MEQ: 0 k-in PSL: 0.22 k MSL: 0.178 k-in PwL+: 0.14 k MwL+; 0.114 k-in Pam: -0.18 k MwL_: -0.14 k-in Out of plane: WL+: 17.9 psf Y-Y Bending(in-plane): Y-Y Bending out-of-plane WL-: -19.7 psf MDL: 1 k-in Mµ,L: 6.6 k-in Seismic Fp: 0.34 MLL: 0.136 k-in MEQ: 1.7 k-in MSL: 0.169 k-in MwL+: 0.108 k-in MwL_: -0.14 k-in 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-80 At! Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 24034 Calculation: Lintel N Analysis Compression: Bending: X-X: Y-Y: Pmasomy: 38.1 k p: 0.020 p: 0.007 P,,,,: 22.5 k pn: 0.259 pn: 0.089 k: 0.528 k: 0.341 j: 0.824 j: 0.886 2/jk: 4.596 2/jk: 6.619 fb: 825 psi fb: 825 psi Ma,masonry: 22 k-in Ma,mmonry: 14 k-ft Ma,,t,,,: 49 k-in Ma,stea,: 40 k-in Combined Forces: M,./M r May Masonry Unity: 0.04 + 0.056 + 0.35 = 0.446 OK Steel Unity: 0.069 + 0.025 + 0.126 = 0.22 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: F-81 Address: 7530 204th St.NE Arlington,WA 98223 Date: 8/2/24 AU E Client: SDH Architects,LLC Job No.: 24034 CONCRETE DESIGN CALCULATIONS - Wall Footings Calculation: FOOTING LAYOUT Eccentric Wall Ftg. 1 24 ft Eck Wall Ftg.4 7 Eccentric Wall Ftg.8 23.33 ft 1st beam Eccentric Wall Ftg.2 8.0 ft 8.0 8.0 ft; ■ 1133 ft ■ ■ Eccentric Wall Ftg.3 Ix Eccentric Wall Ftg.7 Eccentric Wall Ftg.5 Eccentric Wall Ftg.6 DL Takeoff: Wind Loading: Seismic Loading: CMU Weight: 80 psf Roof Wind: WL+: 17.8 psf SDs: 0.751 Tunnel DL: 80 psf WL-: -31.9 psf I,: 1 Mechanical DL: 20 psf Penthouse DL: 15 psf Wall Wind: WL+: 16.4 psf WL-: -18.2 psf LLr: 20 psf SL: 25 psf 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: G-1 JAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg. 1 I I I I I I I I DL: DLtunnel: 80 psf x 23.33 ft - 2 = 933.3 plf DLMech: 20 psf x 0 ft - 2 = 0 plf DLPent: 15 psf x 0 ft - 2 = 0 plf DLcm,u wall: 80 psf x 18.33 ft = 1467 plf E DL = 2400 plf LL: LLr: 20 psf x 23.33 ft - 2 = E LLB = 233.3 plf SL: SL: 25 psf x 23.33 ft - 2 = ESL = 291.7 plf WL+: WL+: 17.8 psf x 23.33 ft - 2 = = ESL = 207.7 plf WL-: WL-: -31.9 psf x 23.33 ft - 2 = = ESL = -372 plf SEISMIC: C&C EQ: 32 plf CONTROLS WIND: ♦ oadt.Rf ASCE 7 12.11 (Fp=0.4*SDI*I,): 24.02 plf ♦ aRf WL: 16.4 plf 15.83 ft 32 plf 5.83 ft 2 F Load to Ftg 0.13 k 4—Load to Ftg 0.253 k 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: G-2 JAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg. 1 Unfactored Induced Forces: Footing/Column Interaction: Load Types: Axial Axial Force Indirect Direct Total 1~�� Forces: Eccentricity: Moments Moments Moments I I Dead Load,D: 2400 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Lateral Earth Pressure,H: 0 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft 1 I Live Load,L: 0 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Clockwise Roof Live Load,Lr: 233 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Moment(+) Base Snow Load,Sbase•• 292 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Drifting Snow Load,S&ft: 0 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Wind Load,W(+): 208 plf 0.0 in 0 k-in/ft 0.8 k-in/ft 0.8 k-in/ft Wind Load,W_: -372 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft SDS: 0.751 Redundancy Factor,p: 1.00 L' LZ Earthquake Load,QE: 0.00 plf 0.0 in 0.00 k-in/ft 1.52 k-in/ft 1.52 k-in/ft L Earthquake Load,E: 0.00 plf 0.00 k-in/ft 1.52 k-in/ft 1.52 k-in/ft Column Offset,e: 0.0 ft from ftg CL Vert.Earthquake Load,E,,: 360 plf 0.00 k-in/ft 0.00 k-in/ft 0.00 k-in/ft Material Properties: Footing Dimensions: Stem Wall Properties: (If applicable) Slab on Grade Above Footing Dimensions: Concrete fc: 4500 psi Wall Location,Ll: 1.50 ft Stem Wall Material: Concrete Footing Location: Edge Concrete Density: 150 pcf Wall Location,L2: 1.50 ft Stem Wall Width: 8 in Slab Thickness: 6 in Reinforcement,fy: 60 ksi (Long dim.)Length,L: 3.00 ft Stem Wall Height: 6 in to top of ftg Slab Area over Ftg: 1.5 ft2 Reinf.Epoxy Coated: No Width: 1.00 ft Stem Wall Weight: 100 psf Slab over Ftg Weight: 0.113 k Allow. Soil Bearing: 2000 psf Depth: 12 in Stem Wall Weight: 0.05 klf Slab Dist.Beyod Ftg: 11.67 ft Soil Density: 120 pcf Footing Area: 3.0 ft2 Stem Wall Reinf Type: alternating hooks Slab Area beyond Ftg: 92.89 ft2 Conc.Mod.Factor's': 1.00 Ftg Self Weight: 0.45 klf Slab Weight for Uplift: 6.967 k Comp.Zone Factor,01: 0.825 Footing Design Include Weight for Include Weight for Include Weight for Include Weight for Soil Above Footing Dimensions: Options: Bearing Pressure: Resisting OTM: Uplift Resistance: Uplift Flex.Resist.: Depth of Soil over Footing: 6 in Footing Weight: Yes Yes - - Soil Area over Ftg: 2.3 ft2 Soil over Ftg Weight: Yes Yes Yes Yes Soil over Ftg Weight: 0.14 k Slab on Grade over Ftg Weight: Yes Yes Yes Yes Footing Reinforcement Steel: Bottom Steel (4) #4 Longitudinal Bars at 8 in o.c. Cover: 3 in dbot: 8.25 in No Uplift at Top of Ftg-> (Main Reinf) (1 ) #5 Transverse Bars at 32 in o.c. Side Cover: 2 in Top Steel Not Req'd Top Steel O #5 Longitudinal Bars at - in o.c. Cover: 2 in drop: 9.063 in Top Steel Not Req'd for (Uplift Reinf.) O #5 Transverse Bars at 12 in o.c. Side Cover: 2 in Footing Thickness Flexural Capacity for Footing Length: (Long Dimension) Min Reinforcement Requirements: Downward Forces Uplift Forces Cont.Reinf: Min.AS: 0.78 in2 AS: 0.116 in As: 0 in Provided AS: 0.8 in' OK a: 0.152 in a: 0 in S": 18 in OK pt: 0.0197 pt: 0.0197 daggr gate: 0.75 in p: 0.0012 p: 0.0000 smin: 2 in OK Section IS: Tension Controlled Section IS: Tension Controlled Mn: 12 k-in M,,: 0 k-in Req'd Vert.Dowel Hook Length: 12 *do Mn: 57 k-in Mn: 0 k-in Req'd Vert.Dowel Hook Length: 7.5 in fib: 0.9 fib: 0.9 #of Vert.Curtains: ( 1) OMn: 51 k-in �Mn: 0 k-in Spec.Cover to Vert.Dowel in Stem: 4 in Unity: 0.24 OK Unity: 0.00 OK Hook Length,In rovived: 16 in OK One-Way Punching Shear Capacity: Net Uplift Check: USE:3.00 ft long x 1.00 ft wide x 1.00 ft deep Vi1: 0.7 k Max Column Uplift: 0.00 k[LRFD] footing w/ Conc.shear strength Vc: 5.605 k Footing+Slab+Soil Weight: 6.801 k Bottom Layer Reinf.:(4)#4 cont.longitudinal Ov 0.75 Add.Resist DL: 0.0 k(J.OD) bars&#5 from SW Shear Capacity+Vn: 4.2 k Total Net Uplift: 0.00 k OK Unity: 0.17 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: G-3 AU E Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Cl,ent: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg. 1 e. e; .P�I 'p� +I I I INN �'B' NN n ,B' �,B- BEARING PRESSURE BEARING PRESSURE BEARING PRESSURE Soil Pressure Case 1 Soil Pressure Case 2 Soil Pressure Case 3 Load Combinations for Allowable Stress Design(ASD)per ASCE 7-16 Section 2.4 for Soil Bearing Analysis under Footing Load Combinations: Axial Total Eccentricity Soil Pressure Soil Bearing Forces: Moments: let L/6 Dist. Case qma groin Check 1) D 3 klf 0 k-in/ft 0 in 6 in Case 1 1051 psf 1051 psf 2) D+H+L 3 klf 0 k-in/ft 0 in 6 in Case 1 1051 psf 1051 psf 3a) D+H+Lr 3 klf 0 k-in/ft 0 in 6 in Case 1 1129 psf 1129 psf 3b) D+H+S 3 klf 0 k-in/ft 0 in 6 in Case 1 1148 psf 1148 psf 4a) D+H+0.75L+0.75Lr 3 klf 0 k-in/ft 0 in 6 in Case 1 1109 psf 1109 psf 4b) D+H+0.75L+0.75S 3 klf 0 k-in/ft 0 in 6 in Case 1 1124 psf 1124 psf 5) D+H+0.6W 3 klf 0 k-in/ft 0 in 6 in Case 2 1118 psf 1066 psf 6a) D+H+0.75(0.6W)+0.75L+0.75Lr 3 klf 0 k-in/ft 0 in 6 in Case 2 1160 psf 1121 psf 6b) D+H+0.75(0.6W)+0.75L+0.755 3 klf 0 k-in/ft 0 in 6 in Case 2 1174 psf 1135 psf 7) 0.6D+0.6W 2 klf 0 k-in/ft 0 in 6 in Case 1 556 psf 556 psf 8a) D+H+0.7E+0.7E 3 klf 1 k-in/ft 0 in 6 in Case 2 1194 psf 1076 psf 9a) D+H+0.525E,+0.525E,,+0.75L+0.75S 4 klf 1 k-in/ft 0 in 6 in Case 2 1231 psf 1142 psf IOa) 0.6D-0.7E+0.7Ei, 2 k 1 k-in/ft 1 in 6 in Case 2 606 psf 487 psf Load Combinations for Allowable Stress Design(ASD)per ASCE 7-16 Section 2.4 for Footing Overturning Analysis Load Combinations: Axial Overturning Eccentricity Restoring Factor of Overturning Forces: Moment let Moments: Safety Check 1) D 3 k 0 k-in/ft 0.0 in 57 k-in/ft 100.00 2) D+H+L 3 k 0 k-in/ft 0.0 in 57 k-in/ft 100.00 3a) D+H+Lr 3 k 0 k-in/ft 0.0 in 61 k-in/ft 100.00 3b) D+H+S 3 k 0 k-in/ft 0.0 in 62 k-in/ft 100.00 4a) D+H+0.75L+0.75Lr 3 k 0 k-in/ft 0.0 in 60 k-in/ft 100.00 4b) D+H+0.75L+0.75S 3 k 0 k-in/ft 0.0 in 61 k-in/ft 100.00 5) D+H+0.6W 3 k 0 k-in/ft 0.1 in 59 k-in/ft 125.42 OK 6a) D+H+0.75(0.6W)+0.75L+0.75Lr 3 k 0 k-in/ft 0.1 in 61 k-in/ft 174.86 6b) D+H+0.75(0.6W)+0.75L+0.75S 3 k 0 k-in/ft 0.1 in 62 k-in/ft 177.11 7) 0.6D+0.6W 2 k 0 k-in/ft 0.0 in 18 k-in/ft 100.00 8a) D+H+0.7Ev+0.7E 3 k l k-in/ft 0.3 in 60 k-in/ft 56.81 9a) D+H+0.525Ev+0.525E,,+0.75L+0.75S 4 k l k-in/ft 0.2 in 63 k-in/ft 79.51 IOa) 0.6D-0.7E,+0.7Eh 2 k 1 k-in/ft 0.6 in 17 k-in/ft 16.30 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: G-4 eAAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg. 1 Load Combinations for Strength Design(LRFD)per ASCE 7-16 Section 2.3 for Net Factored Pressure Acting on the Footing Load Combinations: Axial Total Eccentricity Soil Pressure Forces: Moments: let L/6 Dist. Case Amax Amin 1) 1.41) 4 klf 0 k-in/ft 0.0 in 6 in Case 1 1471 psf 1471 psf 2a) 1.2D+1.6H+1.6L+0.5Lr 4 Of 0 k-in/ft 0.0 in 6 in Case 1 1300 psf 1300 psf 2b) 1.2D+1.6H+1.6L+0.5S 4 klf 0 k-in/ft 0.0 in 6 in Case 1 1310 psf 1310 psf 3a) 1.2D+1.6H+1.6Lr+L 4 klf 0 k-in/ft 0.0 in 6 in Case 1 1385 psf 1385 psf 3b) 1.2D+1.6H+1.6S+L 4 klf 0 k-in/ft 0.0 in 6 in Case 1 1417 psf 1417 psf 3c) 1.2D+1.6H+1.6Lr+0.5W 4 klf 0 k-in/ft 0.1 in 6 in Case 2 1442 psf 1398 psf 3d) 1.2D+1.6H+1.6S+0.5W 4 Of 0 k-in/ft 0.1 in 6 in Case 2 1473 psf 1430 psf 4a) 1.2D+1.6H+1.OW+L+0.5Lr 4 klf 1 k-in/ft 0.2 in 6 in Case 2 1412 psf 1326 psf 4b) 1.2D+1.6H+1.OW+L+0.5S 4 klf 1 k-in/ft 0.2 in 6 in Case 2 1422 psf 1336 psf 5) 0.91)+LOW 2 klf 0 k-in/ft 0.0 in 6 in Case 1 822 psf 822 psf 6a) 1.2D+1.6H+E,+Eh+L+0.2S 4 klf 2 k-in/ft 0.4 in 6 in Case 2 1485 psf 1316 psf 7a) 0.9D-E,-E 2 klf 2 k-in/ft 0.6 in 6 in Case 2 910 psf 741 psf Load Combinations for Strength Design(LRFD)per ASCE 7-16 Section 2.3 for Induced Forces Acting on the Footing Length Load Combinations: Net Uplift R Dist.To R Mudoµ wud Forces Mu-lift Vul 1) I AD 0.7 klf 0.479 ft 12 k-in/ft 0 klf 0 k-in/ft 0.7 k 2a) 1.2D+1.6H+1.6L+0.5Lr 0.6 klf 0.479 ft 11 k-in/ft 0 klf 0 k-in/ft 0.62 k 2b) 1.2D+1.6H+1.6L+0.5S 0.6 klf 0.479 ft 11 k-in/ft 0 klf 0 k-in/ft 0.63 k 3a) 1.2D+1.6H+1.6Lr+L 0.7 klf 0.479 ft 11 k-in/ft 0 klf 0 k-in/ft 0.66 k 3b) 1.2D+1.6H+1.6S+L 0.7 klf 0.479 ft 12 k-in/ft 0 klf 0 k-in/ft 0.68 k 3c) 1.2D+1.6H+1.6Lr+0.5W 0.7 klf 0.479 ft 12 k-in/ft 0 klf 0 k-in/ft 0.69 k 3d) 1.2D+1.6H+1.6S+0.5W 0.7 klf 0.479 ft 12 k-in/ft 0 klf 0 k-in/ft 0.71 k 4a) 1.2D+1.6H+1.OW+L+0.5Lr 0.7 klf 0.479 ft 12 k-in/ft 0 klf 0 k-in/ft 0.68 k 4b) 1.2D+1.6H+1.OW+L+0.5S 0.7 klf 0.479 ft 12 k-in/ft 0 klf 0 k-in/ft 0.68 k 5) 0.91)+LOW 0.4 klf 0.479 ft 7 k-in/ft 0 klf 0 k-in/ft 0.39 k 6a) 1.2D+1.6H+Ev+Eh+L+0.2S 0.7 klf 0.479 ft 12 k-in/ft 0 klf 0 k-in/ft 0.71 k 7a) 0.9D-Ev-E 0.4 klf 0.479 ft 7 k-in/ft 0 klf 0 k-in/ft 0.44 k 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: G-5 AU E Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.2 0 � I i � DL: DLtunnel: 80 psf x 23.33 ft 2 = 933.3 plf DLMech: 20 psf x 11.33 ft 2 = 113.3 plf DLPent: 15 psf x 0 ft 2 0 plf DLcm,u wall: 80 psf x 18.33 ft = 1467 plf IDL = 2513 plf LL: LL,: 20 psf x 34.67 ft 2 = I LLB = 346.7 plf SL: SL: 25 psf x 34.67 ft 2 = ESL = 433.3 plf WIL+: WIL+: 17.8 psf x 34.67 ft 2 = = ESL = 308.5 plf WL-: WL-: -31.9 psf x 34.67 ft 2 = I SL = -553 plf SEISMIC: C&C EQ: 32 plf CONTROLS WIND: t.Rf k ASCE 7 12.11 (Fp=0.4*SDI*I,): 24.02 plf WL: 16.4 plf 15.33 ft 32 plf 5.33 ft Load to Ftg 0.126 k 4—Load to Ftg 0.245 k 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 J 1 21 Project: Wet Rabbit Car Wash-Arlington Pg.No: G-6 AUSE I Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 [ Client: SDH Architects,LLC Job No.: 22402 JL JL JL JL JL JL JL X X X X X X X X XL J Calculation: Eccentric Wall Ftg.2 Unfactored Induced Forces: Footing/Column Interaction: Load Types: Axial Axial Force Indirect Direct Total 1~�� Forces: Eccentricity: Moments Moments Moments I I Dead Load,D: 2513 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Lateral Earth Pressure,H: 0 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft 1 I Live Load,L: 0 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Clockwise Roof Live Load,Lr: 347 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Moment(+) Base Snow Load,Sbase•• 433 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Drifting Snow Load,S&ft: 0 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Wind Load,W(+): 309 plf 0.0 in 0 k-in/ft 0.8 k-in/ft 0.8 k-in/ft Wind Load,W_: -553 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft SDS: 0.751 Redundancy Factor,p: 1.00 L' LZ Earthquake Load,QE: 0.00 plf 0.0 in 0.00 k-in/ft 1.47 k-in/ft 1.47 k-in/ft L Earthquake Load,E: 0.00 plf 0.00 k-in/ft 1.47 k-in/ft 1.47 k-in/ft Column Offset,e: 0.0 ft from ftg CL Vert.Earthquake Load,E,,: 377 plf 0.00 k-in/ft 0.00 k-in/ft 0.00 k-in/ft Material Properties: Footing Dimensions: Stem Wall Properties: (If applicable) Slab on Grade Above Footing Dimensions: Concrete fc: 4500 psi Wall Location,Ll: 1.50 ft Stem Wall Material: Concrete Footing Location: Interior Concrete Density: 150 pcf Wall Location,L2: 1.50 ft Stem Wall Width: 8 in Slab Thickness: 6 in Reinforcement,fy: 60 ksi (Long dim.)Length,L: 3.00 ft Stem Wall Height: 6 in to top of ftg Slab Area over Ftg: 3 ft2 Reinf.Epoxy Coated: No Width: 1.00 ft Stem Wall Weight: 100 psf Slab over Ftg Weight: 0.225 k Allow. Soil Bearing: 2000 psf Depth: 12 in Stem Wall Weight: 0.05 klf Slab Dist.Beyod Ftg: 11.67 ft Soil Density: 120 pcf Footing Area: 3.0 ft2 Stem Wall Reinf Type: alternating hooks Slab Area beyond Ftg: 185.8 ft2 Conc.Mod.Factor's': 1.00 Ftg Self Weight: 0.45 klf Slab Weight for Uplift: 13.93 k Comp.Zone Factor,01: 0.825 Footing Design Include Weight for Include Weight for Include Weight for Include Weight for Soil Above Footing Dimensions: Options: Bearing Pressure: Resisting OTM: Uplift Resistance: Uplift Flex.Resist.: Depth of Soil over Footing: 6 in Footing Weight: Yes Yes - - Soil Area over Ftg: 2.3 ft2 Soil over Ftg Weight: Yes Yes Yes Yes Soil over Ftg Weight: 0.14 k Slab on Grade over Ftg Weight: Yes Yes Yes Yes Footing Reinforcement Steel: Bottom Steel (4) #4 Longitudinal Bars at 8 in o.c. Cover: 3 in dbot: 8.25 in No Uplift at Top of Ftg-> (Main Reinf) (1 ) #5 Transverse Bars at 32 in o.c. Side Cover: 2 in Top Steel Not Req'd Top Steel O #5 Longitudinal Bars at - in o.c. Cover: 2 in drop: 9.063 in Top Steel Not Req'd for (Uplift Reinf.) O #5 Transverse Bars at 12 in o.c. Side Cover: 2 in Footing Thickness Flexural Capacity for Footing Length: (Long Dimension) Min Reinforcement Requirements: Downward Forces Uplift Forces Cont.Reinf: Min.AS: 0.78 in2 AS: 0.116 in As: 0 in Provided AS: 0.8 in' OK a: 0.152 in a: 0 in S": 18 in OK pt: 0.0197 pt: 0.0197 daggr gate: 0.75 in p: 0.0012 p: 0.0000 smin: 2 in OK Section IS: Tension Controlled Section IS: Tension Controlled Mn: 14 k-in M,,: 0 k-in Req'd Vert.Dowel Hook Length: 12 *do Mn: 57 k-in Mn: 0 k-in Req'd Vert.Dowel Hook Length: 7.5 in fib: 0.9 fib: 0.9 #of Vert.Curtains: ( 1) OMn: 51 k-in �Mn: 0 k-in Spec.Cover to Vert.Dowel in Stem: 4 in Unity: 0.26 OK Unity: 0.00 OK Hook Length,In rovived: 16 in OK One-Way Punching Shear Capacity: Net Uplift Check: USE:3.00 ft long x 1.00 ft wide x 1.00 ft deep Vi1: 0.8 k Max Column Uplift: 0.00 k[LRFD] footing w/ Conc.shear strength Vc: 5.605 k Footing+Slab+Soil Weight: 13.07 k Bottom Layer Reinf.:(4)#4 cont.longitudinal Ov 0.75 Add.Resist DL: 0.0 k(J.OD) bars&#5 from SW Shear Capacity+Vn: 4.2 k Total Net Uplift: 0.00 k OK Unity: 0.19 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: G-7 AU E Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Cl,ent: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.2 e. e; I I I INN - 'B' N n ,B, -, ,B, n BEARING PRESSURE BEARING PRESSURE BEARING PRESSURE Soil Pressure Case 1 Soil Pressure Case 2 Soil Pressure Case 3 Load Combinations for Allowable Stress Design(ASD)per ASCE 7-16 Section 2.4 for Soil Bearing Analysis under Footing Load Combinations: Axial Total Eccentricity Soil Pressure Soil Bearing Forces: Moments: let L/6 Dist. Case qma groin Check 1) D 3 klf 0 k-in/ft 0 in 6 in Case 1 1126 psf 1126 psf 2) D+H+L 3 klf 0 k-in/ft 0 in 6 in Case 1 1126 psf 1126 psf 3a) D+H+Lr 4 klf 0 k-in/ft 0 in 6 in Case 1 1242 psf 1242 psf 3b) D+H+S 4 klf 0 k-in/ft 0 in 6 in Case 1 1271 psf 1271 psf 4a) D+H+0.75L+0.75Lr 4 klf 0 k-in/ft 0 in 6 in Case 1 1213 psf 1213 psf 4b) D+H+0.75L+0.75S 4 klf 0 k-in/ft 0 in 6 in Case 1 1234 psf 1234 psf 5) D+H+0.6W 4 klf 0 k-in/ft 0 in 6 in Case 2 1213 psf 1163 psf 6a) D+H+0.75(0.6W)+0.75L+0.75Lr 4 klf 0 k-in/ft 0 in 6 in Case 2 1278 psf 1240 psf 6b) D+H+0.75(0.6W)+0.75L+0.755 4 klf 0 k-in/ft 0 in 6 in Case 2 1300 psf 1262 psf 7) 0.6D+0.6W 2 klf 0 k-in/ft 0 in 6 in Case 1 565 psf 565 psf 8a) D+H+0.7E+0.7E 4 klf 1 k-in/ft 0 in 6 in Case 2 1271 psf 1157 psf 9a) D+H+0.525E,+0.525E,,+0.75L+0.75S 4 klf 1 k-in/ft 0 in 6 in Case 2 1343 psf 1258 psf IOa) 0.6D-0.7E+0.7Ei, 2 k 1 k-in/ft 1 in 6 in Case 2 645 psf 530 psf Load Combinations for Allowable Stress Design(ASD)per ASCE 7-16 Section 2.4 for Footing Overturning Analysis Load Combinations: Axial Overturning Eccentricity Restoring Factor of Overturning Forces: Moment let Moments: Safety Check 1) D 3 k 0 k-in/ft 0.0 in 61 k-in/ft 100.00 2) D+H+L 3 k 0 k-in/ft 0.0 in 61 k-in/ft 100.00 3a) D+H+Lr 4 k 0 k-in/ft 0.0 in 67 k-in/ft 100.00 3b) D+H+S 4 k 0 k-in/ft 0.0 in 69 k-in/ft 100.00 4a) D+H+0.75L+0.75Lr 4 k 0 k-in/ft 0.0 in 65 k-in/ft 100.00 4b) D+H+0.75L+0.75S 4 k 0 k-in/ft 0.0 in 67 k-in/ft 100.00 5) D+H+0.6W 4 k 0 k-in/ft 0.1 in 64 k-in/ft 140.94 OK 6a) D+H+0.75(0.6W)+0.75L+0.75Lr 4 k 0 k-in/ft 0.1 in 68 k-in/ft 199.49 6b) D+H+0.75(0.6W)+0.75L+0.75S 4 k 0 k-in/ft 0.1 in 69 k-in/ft 202.93 7) 0.6D+0.6W 2 k 0 k-in/ft 0.0 in 18 k-in/ft 100.00 8a) D+H+0.7Ev+0.7E 4 k 1 k-in/ft 0.3 in 65 k-in/ft 62.85 9a) D+H+0.525Ev+0.525E,,+0.75L+0.75S 4 k 1 k-in/ft 0.2 in 70 k-in/ft 90.08 IOa) 0.6D-0.7E,+0.7Eh 2 k 1 k-in/ft 0.6 in 19 k-in/ft 18.15 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: G-8 eAAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.2 Load Combinations for Strength Design(LRFD)per ASCE 7-16 Section 2.3 for Net Factored Pressure Acting on the Footing Load Combinations: Axial Total Eccentricity Soil Pressure Forces: Moments: let L/6 Dist. Case qm� qmi„ 1) 1.41) 5 klf 0 k-in/ft 0.0 in 6 in Case 1 1577 psf 1577 psf 2a) 1.2D+1.6H+1.6L+0.5Lr 4 Of 0 k-in/ft 0.0 in 6 in Case 1 1409 psf 1409 psf 2b) 1.2D+1.6H+1.6L+0.5S 4 klf 0 k-in/ft 0.0 in 6 in Case 1 1424 psf 1424 psf 3a) 1.2D+1.6H+1.6Lr+L 5 klf 0 k-in/ft 0.0 in 6 in Case 1 1536 psf 1536 psf 3b) 1.2D+1.6H+1.6S+L 5 klf 0 k-in/ft 0.0 in 6 in Case 1 1582 psf 1582 psf 3c) 1.2D+1.6H+1.6Lr+0.5W 5 klf 0 k-in/ft 0.1 in 6 in Case 2 1609 psf 1567 psf 3d) 1.2D+1.6H+1.6S+0.5W 5 klf 0 k-in/ft 0.1 in 6 in Case 2 1655 psf 1613 psf 4a) 1.2D+1.6H+1.OW+L+0.5Lr 5 klf 1 k-in/ft 0.2 in 6 in Case 2 1554 psf 1470 psf 4b) 1.2D+1.6H+1.OW+L+0.5S 5 klf 1 k-in/ft 0.2 in 6 in Case 2 1568 psf 1484 psf 5) 0.91)+LOW 2 klf 0 k-in/ft 0.0 in 6 in Case 1 829 psf 829 psf 6a) 1.2D+1.6H+E,+Eh+L+0.2S 5 klf 1 k-in/ft 0.3 in 6 in Case 2 1588 psf 1424 psf 7a) 0.9D-E,-E 3 klf 1 k-in/ft 0.6 in 6 in Case 2 969 psf 806 psf Load Combinations for Strength Design(LRFD)per ASCE 7-16 Section 2.3 for Induced Forces Acting on the Footing Length Load Combinations: Net Uplift R Dist.To R Mudoµ wud Forces Mu lift vu, 1) FAD 0.8 klf 0.479 ft 13 k-in/ft 0 klf 0 k-in/ft 0.76 k 2a) 1.2D+1.6H+1.6L+0.5Lr 0.7 klf 0.479 ft 12 k-in/ft 0 klf 0 k-in/ft 0.68 k 2b) 1.2D+1.6H+1.6L+0.5S 0.7 klf 0.479 ft 12 k-in/ft 0 klf 0 k-in/ft 0.68 k 3a) 1.2D+1.6H+1.6Lr+L 0.7 klf 0.479 ft 13 k-in/ft 0 klf 0 k-in/ft 0.74 k 3b) 1.2D+1.6H+1.6S+L 0.8 klf 0.479 ft 13 k-in/ft 0 klf 0 k-in/ft 0.76 k 3c) 1.2D+1.6H+1.6Lr+0.5W 0.8 klf 0.479 ft 13 k-in/ft 0 klf 0 k-in/ft 0.77 k 3d) 1.2D+1.6H+1.6S+0.5W 0.8 klf 0.479 ft 14 k-in/ft 0 klf 0 k-in/ft 0.79 k 4a) 1.2D+1.6H+1.OW+L+0.5Lr 0.7 klf 0.479 ft 13 k-in/ft 0 klf 0 k-in/ft 0.74 k 4b) 1.2D+1.6H+1.OW+L+0.5S 0.8 klf 0.479 ft 13 k-in/ft 0 klf 0 k-in/ft 0.75 k 5) 0.91)+LOW 0.4 klf 0.479 ft 7 k-in/ft 0 klf 0 k-in/ft 0.4 k 6a) 1.2D+1.6H+Ev+Eh+L+0.2S 0.8 klf 0.479 ft 13 k-in/ft 0 klf 0 k-in/ft 0.76 k 7a) 0.9D-Ev-E 0.5 klf 0.479 ft 8 k-in/ft 0 klf 0 k-in/ft 0.46 k 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: G-9 AU E Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.3 Sim OPF I I � �:. 21,.4 f, DL: DLtunnel: 80 psf x 0 ft - 2 = 0 plf DLMech: 20 psf x 11.33 ft - 2 = 113.3 plf DLPent: 15 psf x 0 ft - 2 = 0 plf DLcm,u wall: 80 psf x 16.33 ft = 1307 plf E DL = 1420 plf LL: LLr: 20 psf x 11.33 ft 2 = F LLB = 113.3 plf SL: SL: 25 psf x 11.33 ft - 2 = F SL = 141.7 plf WL+: WL+: 17.8 psf x 11.33 ft 2 = = F SL = 100.9 plf WL-: WL-: -31.9 psf x 11.33 ft - 2 = = F SL = -181 plf SEISMIC: C&C EQ: 32 plf CONTROLS WIND: ♦ oadt.Rf k ASCE 7 12.11 (Fp=0.4*SDI*I,): 24.02 plf ♦ aRf WL: 16.4 plf 14.17 ft 32 plf 4.17 ft 2 F Load to Ftg 0.116 k 4—Load to Ftg 0.227 k 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 JProject: Wet Rabbit Car Wash-Arlington Pg.No: G-10 AU E Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 AUSEClient: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.3 Unfactored Induced Forces: Footing/Column Interaction: Load Types: Axial Axial Force Indirect Direct Total 1~�� Forces: Eccentricity: Moments Moments Moments I I Dead Load,D: 1420 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Lateral Earth Pressure,H: 0 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft 1 I Live Load,L: 0 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Clockwise Roof Live Load,Lr: 113 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Moment(+) Base Snow Load,Sbase•• 142 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Drifting Snow Load,S&ft: 0 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Wind Load,W(+): 101 plf 0.0 in 0 k-in/ft 0.7 k-in/ft 0.7 k-in/ft Wind Load,W_: -181 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft SDS: 0.751 Redundancy Factor,p: 1.00 L' LZ Earthquake Load,QE: 0.00 plf 0.0 in 0.00 k-in/ft 1.36 k-in/ft 1.36 k-in/ft L Earthquake Load,E: 0.00 plf 0.00 k-in/ft 1.36 k-in/ft 1.36 k-in/ft Column Offset,e: 0.0 ft from ftg CL Vert.Earthquake Load,Ev: 213 plf 0.00 k-in/ft 0.00 k-in/ft 0.00 k-in/ft Material Properties: Footing Dimensions: Stem Wall Properties: (If applicable) Slab on Grade Above Footing Dimensions: Concrete fc: 4500 psi Wall Location,Ll: 1.25 ft Stem Wall Material: Concrete Footing Location: Edge Concrete Density: 150 pcf Wall Location,L2: 1.25 ft Stem Wall Width: 8 in Slab Thickness: 6 in Reinforcement,fy: 60 ksi (Long dim.)Length,L: 2.50 ft Stem Wall Height: 6 in to top of ftg Slab Area over Ftg: 1.25 ft2 Reinf.Epoxy Coated: No Width: 1.00 ft Stem Wall Weight: 100 psf Slab over Ftg Weight: 0.094 k Allow. Soil Bearing: 2000 psf Depth: 12 in Stem Wall Weight: 0.05 klf Slab Dist.Beyod Ftg: 0 ft Soil Density: 120 pcf Footing Area: 2.5 ft2 Stem Wall Reinf Type: alternating hooks Slab Area beyond Ftg: 1.25 ft2 Conc.Mod.Factor's': 1.00 Ftg Self Weight: 0.375 klf Slab Weight for Uplift: 0.094 k Comp.Zone Factor,01: 0.825 Footing Design Include Weight for Include Weight for Include Weight for Include Weight for Soil Above Footing Dimensions: Options: Bearing Pressure: Resisting OTM: Uplift Resistance: Uplift Flex.Resist.: Depth of Soil over Footing: 6 in Footing Weight: Yes Yes - - Soil Area over Ftg: 1.8 ft2 Soil over Ftg Weight: Yes Yes Yes Yes Soil over Ftg Weight: 0.11 k Slab on Grade over Ftg Weight: Yes Yes Yes Yes Footing Reinforcement Steel: Bottom Steel (4) #4 Longitudinal Bars at 6.5 in o.c. Cover: 3 in dbot: 8.25 in No Uplift at Top of Ftg-> (Main Reinf) (1 ) #5 Transverse Bars at 32 in o.c. Side Cover: 2 in Top Steel Not Req'd Top Steel O #5 Longitudinal Bars at - in o.c. Cover: 2 in drop: 9.063 in Top Steel Not Req'd for (Uplift Reinf.) O #5 Transverse Bars at 12 in o.c. Side Cover: 2 in Footing Thickness Flexural Capacity for Footing Length: (Long Dimension) Min Reinforcement Requirements: Downward Forces Uplift Forces Cont.Reinf: Min.AS: 0.65 in2 AS: 0.116 in As: 0 in Provided AS: 0.8 in' OK a: 0.152 in a: 0 in S": 18 in OK pt: 0.0197 pt: 0.0197 daggr gate: 0.75 in p: 0.0012 p: 0.0000 smin: 2 in OK Section IS: Tension Controlled Section IS: Tension Controlled Mn: 6 k-in M,,: 0 k-in Req'd Vert.Dowel Hook Length: 12 *do Mn: 57 k-in Mn: 0 k-in Req'd Vert.Dowel Hook Length: 7.5 in fib: 0.9 fib: 0.9 #of Vert.Curtains: ( 1) OMn: 51 k-in �Mn: 0 k-in Spec.Cover to Vert.Dowel in Stem: 4 in Unity: 0.12 OK Unity: 0.00 OK Hook Length,In rovived: 13 in OK One-Way Punching Shear Capacity: Net Uplift Check: USE:2.50 ft long x 1.00 ft wide x 1.00 ft deep Vi1: 0.3 k Max Column Uplift: 0.00 k[LRFD] footing w/ Conc.shear strength Vc: 5.605 k Footing+Slab+Soil Weight: 0.521 k Bottom Layer Reinf.:(4)#4 cont.longitudinal Ov 0.75 Add.Resist DL: 0.0 k(J.OD) bars&#5 from SW Shear Capacity+Vn: 4.2 k Total Net Uplift: 0.00 k OK Unity: 0.06 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: G-I I AU E Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Cl,ent: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.3 e° e; .P I I I INN - 'B' N n ,B, -, ,B, n BEARING PRESSURE BEARING PRESSURE BEARING PRESSURE Soil Pressure Case 1 Soil Pressure Case 2 Soil Pressure Case 3 Load Combinations for Allowable Stress Design(ASD)per ASCE 7-16 Section 2.4 for Soil Bearing Analysis under Footing Load Combinations: Axial Total Eccentricity Soil Pressure Soil Bearing Forces: Moments: let L/6 Dist. Case qma groin Check 1) D 2 klf 0 k-in/ft 0 in 5 in Case 1 820 psf 820 psf 2) D+H+L 2 klf 0 k-in/ft 0 in 5 in Case 1 820 psf 820 psf 3a) D+H+Lr 2 klf 0 k-in/ft 0 in 5 in Case 1 865 psf 865 psf 3b) D+H+S 2 klf 0 k-in/ft 0 in 5 in Case 1 876 psf 876 psf 4a) D+H+0.75L+0.75Lr 2 klf 0 k-in/ft 0 in 5 in Case 1 854 psf 854 psf 4b) D+H+0.75L+0.75S 2 klf 0 k-in/ft 0 in 5 in Case 1 862 psf 862 psf 5) D+H+0.6W 2 klf 0 k-in/ft 0 in 5 in Case 2 877 psf 810 psf 6a) D+H+0.75(0.6W)+0.75L+0.75Lr 2 klf 0 k-in/ft 0 in 5 in Case 2 897 psf 847 psf 6b) D+H+0.75(0.6W)+0.75L+0.755 2 klf 0 k-in/ft 0 in 5 in Case 2 905 psf 855 psf 7) 0.6D+0.6W 1 klf 0 k-in/ft 0 in 5 in Case 1 448 psf 448 psf 8a) D+H+0.7E+0.7E 2 klf 1 k-in/ft 0 in 5 in Case 2 955 psf 803 psf 9a) D+H+0.525E,+0.525E,,+0.75L+0.75S 2 klf 1 k-in/ft 0 in 5 in Case 2 964 psf 850 psf IOa) 0.6D-0.7E+0.7Ei, 1 k 1 k-in/ft 1 in 5 in Case 2 508 psf 356 psf Load Combinations for Allowable Stress Design(ASD)per ASCE 7-16 Section 2.4 for Footing Overturning Analysis Load Combinations: Axial Overturning Eccentricity Restoring Factor of Overturning Forces: Moment let Moments: Safety Check 1) D 2 k 0 k-in/ft 0.0 in 31 k-in/ft 100.00 2) D+H+L 2 k 0 k-in/ft 0.0 in 31 k-in/ft 100.00 3a) D+H+Lr 2 k 0 k-in/ft 0.0 in 32 k-in/ft 100.00 3b) D+H+S 2 k 0 k-in/ft 0.0 in 33 k-in/ft 100.00 4a) D+H+0.75L+0.75Lr 2 k 0 k-in/ft 0.0 in 32 k-in/ft 100.00 4b) D+H+0.75L+0.75S 2 k 0 k-in/ft 0.0 in 32 k-in/ft 100.00 5) D+H+0.6W 2 k 0 k-in/ft 0.2 in 31 k-in/ft 74.93 OK 6a) D+H+0.75(0.6W)+0.75L+0.75Lr 2 k 0 k-in/ft 0.1 in 32 k-in/ft 103.48 6b) D+H+0.75(0.6W)+0.75L+0.75S 2 k 0 k-in/ft 0.1 in 33 k-in/ft 104.49 7) 0.6D+0.6W l k 0 k-in/ft 0.0 in 10 k-in/ft 100.00 8a) D+H+0.7Ev+0.7E 2 k l k-in/ft 0.4 in 32 k-in/ft 33.90 9a) D+H+0.525Ev+0.525E,,+0.75L+0.75S 2 k l k-in/ft 0.3 in 33 k-in/ft 46.88 IOa) 0.6D-0.7E,+0.7Eh l k 1 k-in/ft 0.9 in 9 k-in/ft 9.93 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: G-12 eAAU E Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.3 Load Combinations for Strength Design(LRFD)per ASCE 7-16 Section 2.3 for Net Factored Pressure Acting on the Footing Load Combinations: Axial Total Eccentricity Soil Pressure Forces: Moments: let L/6 Dist. Case qm� qmi„ 1) 1.41) 3 klf 0 k-in/ft 0.0 in 5 in Case 1 1147 psf 1147 psf 2a) 1.2D+1.6H+1.6L+0.5Lr 3 klf 0 k-in/ft 0.0 in 5 in Case 1 1006 psf 1006 psf 2b) 1.2D+1.6H+1.6L+0.5S 3 Of 0 k-in/ft 0.0 in 5 in Case 1 1012 psf 1012 psf 3a) 1.2D+1.6H+1.6Lr+L 3 klf 0 k-in/ft 0.0 in 5 in Case 1 1056 psf 1056 psf 3b) 1.2D+1.6H+1.6S+L 3 klf 0 k-in/ft 0.0 in 5 in Case 1 1074 psf 1074 psf 3c) 1.2D+1.6H+1.6Lr+0.5W 3 klf 0 k-in/ft 0.1 in 5 in Case 2 1104 psf 1048 psf 3d) 1.2D+1.6H+1.6S+0.5W 3 klf 0 k-in/ft 0.1 in 5 in Case 2 1122 psf 1066 psf 4a) 1.2D+1.6H+1.OW+L+0.5Lr 3 klf 1 k-in/ft 0.3 in 5 in Case 2 1102 psf 991 psf 4b) 1.2D+1.6H+1.OW+L+0.5S 3 klf 1 k-in/ft 0.3 in 5 in Case 2 1108 psf 996 psf 5) 0.91)+LOW 2 klf 0 k-in/ft 0.0 in 5 in Case 1 665 psf 665 psf 6a) 1.2D+1.6H+E,+Eh+L+0.2S 3 klf 1 k-in/ft 0.5 in 5 in Case 2 1189 psf 971 psf 7a) 0.9D-E,-E 2 klf 1 k-in/ft 0.8 in 5 in Case 2 761 psf 543 psf Load Combinations for Strength Design(LRFD)per ASCE 7-16 Section 2.3 for Induced Forces Acting on the Footing Length Load Combinations: Net Uplift R Dist.To R Mudoµ wud Forces Mu-lift Vul 1) I AD 0.3 klf 0.229 ft 6 k-in/ft 0 klf 0 k-in/ft 0.26 k 2a) 1.2D+1.6H+1.6L+0.5Lr 0.2 klf 0.229 ft 5 k-in/ft 0 klf 0 k-in/ft 0.23 k 2b) 1.2D+1.6H+1.6L+0.5S 0.2 klf 0.229 ft 5 k-in/ft 0 klf 0 k-in/ft 0.23 k 3a) 1.2D+1.6H+1.6Lr+L 0.2 klf 0.229 ft 5 k-in/ft 0 klf 0 k-in/ft 0.24 k 3b) 1.2D+1.6H+1.6S+L 0.2 klf 0.229 ft 5 k-in/ft 0 klf 0 k-in/ft 0.25 k 3c) 1.2D+1.6H+1.6Lr+0.5W 0.3 klf 0.229 ft 6 k-in/ft 0 klf 0 k-in/ft 0.25 k 3d) 1.2D+1.6H+1.6S+0.5W 0.3 klf 0.229 ft 6 k-in/ft 0 klf 0 k-in/ft 0.26 k 4a) 1.2D+1.6H+1.OW+L+0.5Lr 0.3 klf 0.229 ft 6 k-in/ft 0 klf 0 k-in/ft 0.25 k 4b) 1.2D+1.6H+1.OW+L+0.5S 0.3 klf 0.229 ft 6 k-in/ft 0 klf 0 k-in/ft 0.25 k 5) 0.91)+LOW 0.2 klf 0.229 ft 3 k-in/ft 0 klf 0 k-in/ft 0.15 k 6a) 1.2D+1.6H+Ev+Eh+L+0.2S 0.3 klf 0.229 ft 6 k-in/ft 0 klf 0 k-in/ft 0.27 k 7a) 0.9D-Ev-E 0.2 klf 0.229 ft 4 k-in/ft 0 klf 0 k-in/ft 0.17 k 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: G-13 AU E Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.4 —Z it DL: DLtunnel: 80 psf x 0 ft 2 0 plf DLMech: 20 psf x 0 ft 2 0 plf DLPent: 15 psf x 2 ft 2 15 plf DLcm,u wall: 80 psf x 18.33 ft = 1467 plf IDL = 1482 plf LL: LL,: 20 psf x 2 ft 2 = I LLB = 20 plf SL: SL: 25 psf x 2 ft 2 = ISL = 25 plf WIL+: WIL+: 17.8 psf x 2 ft 2 = = ISL = 17.8 plf WL-: WL-: -31.9 psf x 2 ft 2 = ISL = -31.9 plf SEISMIC: C&C EQ: 32 plf CONTROLS WIND: 4 ASCE 7 12.11 (Fp=0.4*SDI*I,): 24.02 plf WL: 16.4 plf 15.83 ft 32 plf 5.83 ft Load to Ftg 0.13 k 4—Load to Ftg 0.253 k 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 1 21 Project: Wet Rabbit Car Wash-Arlington Pg.No: G-14 1 Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 JAUE I Client: SDH Architects,LLC Job No.: 22402 JL JL JL JL JL JL JL X X X X X X X X A..x� Calculation: Eccentric Wall Ftg.4 Unfactored Induced Forces: Footing/Column Interaction: Load Types: Axial Axial Force Indirect Direct Total 1~�� Forces: Eccentricity: Moments Moments Moments I I Dead Load,D: 1482 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Lateral Earth Pressure,H: 0 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft 1 I Live Load,L: 0 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Clockwise Roof Live Load,Lr: 20 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Moment(+) Base Snow Load,Sbase•• 25 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Drifting Snow Load,S&ft: 0 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Wind Load,W(+): 18 plf 0.0 in 0 k-in/ft 0.8 k-in/ft 0.8 k-in/ft Wind Load,W_: -32 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft SDS: 0.751 Redundancy Factor,p: 1.00 L' LZ Earthquake Load,QE: 0.00 plf 0.0 in 0.00 k-in/ft 1.52 k-in/ft 1.52 k-in/ft L Earthquake Load,E: 0.00 plf 0.00 k-in/ft 1.52 k-in/ft 1.52 k-in/ft Column Offset,e: 0.0 ft from ftg CL Vert.Earthquake Load,E,,: 222 plf 0.00 k-in/ft 0.00 k-in/ft 0.00 k-in/ft Material Properties: Footing Dimensions: Stem Wall Properties: (If applicable) Slab on Grade Above Footing Dimensions: Concrete fc: 4500 psi Wall Location,Ll: 1.25 ft Stem Wall Material: Concrete Footing Location: Edge Concrete Density: 150 pcf Wall Location,L2: 1.25 ft Stem Wall Width: 8 in Slab Thickness: 6 in Reinforcement,fy: 60 ksi (Long dim.)Length,L: 2.5 ft Stem Wall Height: 6 in to top of ftg Slab Area over Ftg: 1.25 ft2 Reinf.Epoxy Coated: No Width: 1.00 ft Stem Wall Weight: 100 psf Slab over Ftg Weight: 0.094 k Allow. Soil Bearing: 2000 psf Depth: 12 in Stem Wall Weight: 0.05 klf Slab Dist.Beyod Ftg: 0 ft Soil Density: 120 pcf Footing Area: 2.5 ft2 Stem Wall Reinf Type: alternating hooks Slab Area beyond Ftg: 1.25 ft2 Conc.Mod.Factor's': 1.00 Ftg Self Weight: 0.375 klf Slab Weight for Uplift: 0.094 k Comp.Zone Factor,01: 0.825 Footing Design Include Weight for Include Weight for Include Weight for Include Weight for Soil Above Footing Dimensions: Options: Bearing Pressure: Resisting OTM: Uplift Resistance: Uplift Flex.Resist.: Depth of Soil over Footing: 6 in Footing Weight: Yes Yes - - Soil Area over Ftg: 1.8 ft2 Soil over Ftg Weight: Yes Yes Yes Yes Soil over Ftg Weight: 0.11 k Slab on Grade over Ftg Weight: Yes Yes Yes Yes Footing Reinforcement Steel: Bottom Steel (4) #4 Longitudinal Bars at 6.5 in o.c. Cover: 3 in dbot: 8.25 in No Uplift at Top of Ftg-> (Main Reinf) (1 ) #5 Transverse Bars at 32 in o.c. Side Cover: 2 in Top Steel Not Req'd Top Steel O #5 Longitudinal Bars at - in o.c. Cover: 2 in drop: 9.063 in Top Steel Not Req'd for (Uplift Reinf.) O #5 Transverse Bars at 12 in o.c. Side Cover: 2 in Footing Thickness Flexural Capacity for Footing Length: (Long Dimension) Min Reinforcement Requirements: Downward Forces Uplift Forces Cont.Reinf: Min.AS: 0.65 in2 AS: 0.116 in As: 0 in Provided AS: 0.8 in' OK a: 0.152 in a: 0 in S": 18 in OK pt: 0.0197 pt: 0.0197 daggr gate: 0.75 in p: 0.0012 p: 0.0000 smin: 2 in OK Section IS: Tension Controlled Section IS: Tension Controlled Mn: 6 k-in M,,: 0 k-in Req'd Vert.Dowel Hook Length: 12 *do Mn: 57 k-in Mn: 0 k-in Req'd Vert.Dowel Hook Length: 7.5 in fib: 0.9 fib: 0.9 #of Vert.Curtains: ( 1) OMn: 51 k-in �Mn: 0 k-in Spec.Cover to Vert.Dowel in Stem: 4 in Unity: 0.12 OK Unity: 0.00 OK Hook Length,In rovived: 13 in OK One-Way Punching Shear Capacity: Net Uplift Check: USE:2.50 ft long x 1.00 ft wide x 1.00 ft deep Vi1: 0.3 k Max Column Uplift: 0.00 k[LRFD] footing w/ Conc.shear strength Vc: 5.605 k Footing+Slab+Soil Weight: 0.521 k Bottom Layer Reinf.:(4)#4 cont.longitudinal Ov 0.75 Add.Resist DL: 0.0 k(J.OD) bars&#5 from SW Shear Capacity+Vn: 4.2 k Total Net Uplift: 0.00 k OK Unity: 0.07 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: G-15 AU E Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Cl,ent: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.4 e, e; .P�I �p I I I INN - 'B' N n ,B, -, ,B, n BEARING PRESSURE BEARING PRESSURE BEARING PRESSURE Soil Pressure Case 1 Soil Pressure Case 2 Soil Pressure Case 3 Load Combinations for Allowable Stress Design(ASD)per ASCE 7-16 Section 2.4 for Soil Bearing Analysis under Footing Load Combinations: Axial Total Eccentricity Soil Pressure Soil Bearing Forces: Moments: let L/6 Dist. Case qma groin Check 1) D 2 klf 0 k-in/ft 0 in 5 in Case 1 844 psf 844 psf 2) D+H+L 2 klf 0 k-in/ft 0 in 5 in Case 1 844 psf 844 psf 3a) D+H+Lr 2 klf 0 k-in/ft 0 in 5 in Case 1 852 psf 852 psf 3b) D+H+S 2 klf 0 k-in/ft 0 in 5 in Case 1 854 psf 854 psf 4a) D+H+0.75L+0.75Lr 2 klf 0 k-in/ft 0 in 5 in Case 1 850 psf 850 psf 4b) D+H+0.75L+0.75S 2 klf 0 k-in/ft 0 in 5 in Case 1 852 psf 852 psf 5) D+H+0.6W 2 klf 0 k-in/ft 0 in 5 in Case 2 886 psf 811 psf 6a) D+H+0.75(0.6W)+0.75L+0.75Lr 2 klf 0 k-in/ft 0 in 5 in Case 2 881 psf 825 psf 6b) D+H+0.75(0.6W)+0.75L+0.755 2 klf 0 k-in/ft 0 in 5 in Case 2 883 psf 827 psf 7) 0.6D+0.6W 1 klf 0 k-in/ft 0 in 5 in Case 1 499 psf 499 psf 8a) D+H+0.7E+0.7E 2 klf 1 k-in/ft 0 in 5 in Case 2 992 psf 821 psf 9a) D+H+0.525E,+0.525E,,+0.75L+0.75S 2 klf 1 k-in/ft 0 in 5 in Case 2 962 psf 835 psf IOa) 0.6D-0.7E+0.7Ei, 1 k 1 k-in/ft 1 in 5 in Case 2 529 psf 359 psf Load Combinations for Allowable Stress Design(ASD)per ASCE 7-16 Section 2.4 for Footing Overturning Analysis Load Combinations: Axial Overturning Eccentricity Restoring Factor of Overturning Forces: Moment let Moments: Safety Check 1) D 2 k 0 k-in/ft 0.0 in 32 k-in/ft 100.00 2) D+H+L 2 k 0 k-in/ft 0.0 in 32 k-in/ft 100.00 3a) D+H+Lr 2 k 0 k-in/ft 0.0 in 32 k-in/ft 100.00 3b) D+H+S 2 k 0 k-in/ft 0.0 in 32 k-in/ft 100.00 4a) D+H+0.75L+0.75Lr 2 k 0 k-in/ft 0.0 in 32 k-in/ft 100.00 4b) D+H+0.75L+0.75S 2 k 0 k-in/ft 0.0 in 32 k-in/ft 100.00 5) D+H+0.6W 2 k 0 k-in/ft 0.2 in 31 k-in/ft 67.34 OK 6a) D+H+0.75(0.6W)+0.75L+0.75Lr 2 k 0 k-in/ft 0.2 in 32 k-in/ft 90.56 6b) D+H+0.75(0.6W)+0.75L+0.75S 2 k 0 k-in/ft 0.2 in 32 k-in/ft 90.72 7) 0.6D+0.6W l k 0 k-in/ft 0.0 in 11 k-in/ft 100.00 8a) D+H+0.7Ev+0.7E 2 k l k-in/ft 0.5 in 33 k-in/ft 31.20 9a) D+H+0.525Ev+0.525E,,+0.75L+0.75S 2 k l k-in/ft 0.4 in 33 k-in/ft 41.47 IOa) 0.6D-0.7E,+0.7Eh l k 1 k-in/ft 1.0 in 10 k-in/ft 9.11 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: G-16 eAAU E Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.4 Load Combinations for Strength Design(LRFD)per ASCE 7-16 Section 2.3 for Net Factored Pressure Acting on the Footing Load Combinations: Axial Total Eccentricity Soil Pressure Forces: Moments: let L/6 Dist. Case yma Amin 1) 1.41) 3 klf 0 k-in/ft 0.0 in 5 in Case 1 1182 psf 1182 psf 2a) 1.2D+1.6H+1.6L+0.5Lr 3 klf 0 k-in/ft 0.0 in 5 in Case 1 1017 psf 1017 psf 2b) 1.2D+1.6H+1.6L+0.5S 3 Of 0 k-in/ft 0.0 in 5 in Case 1 1018 psf 1018 psf 3a) 1.2D+1.6H+1.6Lr+L 3 klf 0 k-in/ft 0.0 in 5 in Case 1 1026 psf 1026 psf 3b) 1.2D+1.6H+1.6S+L 3 klf 0 k-in/ft 0.0 in 5 in Case 1 1029 psf 1029 psf 3c) 1.2D+1.6H+1.6Lr+0.5W 3 klf 0 k-in/ft 0.2 in 5 in Case 2 1061 psf 998 psf 3d) 1.2D+1.6H+1.6S+0.5W 3 klf 0 k-in/ft 0.2 in 5 in Case 2 1064 psf 1001 psf 4a) 1.2D+1.6H+1.OW+L+0.5Lr 3 klf 1 k-in/ft 0.3 in 5 in Case 2 1086 psf 962 psf 4b) 1.2D+1.6H+1.OW+L+0.5S 3 klf 1 k-in/ft 0.3 in 5 in Case 2 1087 psf 963 psf 5) 0.91)+LOW 2 klf 0 k-in/ft 0.0 in 5 in Case 1 747 psf 747 psf 6a) 1.2D+1.6H+E,+Eh+L+0.2S 3 klf 2 k-in/ft 0.6 in 5 in Case 2 1226 psf 982 psf 7a) 0.9D-E,-E 2 klf 2 k-in/ft 0.9 in 5 in Case 2 792 psf 549 psf Load Combinations for Strength Design(LRFD)per ASCE 7-16 Section 2.3 for Induced Forces Acting on the Footing Length Load Combinations: Net Uplift R Dist.To R Mudoµ wud Forces Mu lift vu, 1) FAD 0.3 klf 0.229 ft 6 k-in/ft 0 klf 0 k-in/ft 0.27 k 2a) 1.2D+1.6H+1.6L+0.5Lr 0.2 klf 0.229 ft 5 k-in/ft 0 klf 0 k-in/ft 0.23 k 2b) 1.2D+1.6H+1.6L+0.5S 0.2 klf 0.229 ft 5 k-in/ft 0 klf 0 k-in/ft 0.23 k 3a) 1.2D+1.6H+1.6Lr+L 0.2 klf 0.229 ft 5 k-in/ft 0 klf 0 k-in/ft 0.24 k 3b) 1.2D+1.6H+1.6S+L 0.2 klf 0.229 ft 5 k-in/ft 0 klf 0 k-in/ft 0.24 k 3c) 1.2D+1.6H+1.6Lr+0.5W 0.2 klf 0.229 ft 5 k-in/ft 0 klf 0 k-in/ft 0.24 k 3d) 1.2D+1.6H+1.6S+0.5W 0.2 klf 0.229 ft 5 k-in/ft 0 klf 0 k-in/ft 0.24 k 4a) 1.2D+1.6H+1.OW+L+0.5Lr 0.2 klf 0.229 ft 5 k-in/ft 0 klf 0 k-in/ft 0.25 k 4b) 1.2D+1.6H+1.OW+L+0.5S 0.2 klf 0.229 ft 5 k-in/ft 0 klf 0 k-in/ft 0.25 k 5) 0.91)+LOW 0.2 klf 0.229 ft 4 k-in/ft 0 klf 0 k-in/ft 0.17 k 6a) 1.2D+1.6H+Ev+Eh+L+0.2S 0.3 klf 0.229 ft 6 k-in/ft 0 klf 0 k-in/ft 0.28 k 7a) 0.9D-Ev-E 0.2 klf 0.229 ft 4 k-in/ft 0 klf 0 k-in/ft 0.18 k 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: G-17 AU E Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.5 I I I 5 I i I H I I i I I I I I I I I I I I I I I I I I I I I DL: DLtunnel: 80 psf x 0 ft - 2 = 0 plf DLMech: 20 psf x 8 ft - 2 = 80 plf DLPent: 15 psf x 0 ft - 2 = 0 plf DLcm,u wall: 80 psf x 18.33 ft = 1467 plf E DL = 1547 plf LL: LL,: 20 psf x 8 ft - 2 = E LL, = 80 plf SL: SL: 25 psf x 8 ft - 2 = ESL = 100 plf WL+: WL+: 17.8 psf x 8 ft - 2 = = ESL = 71.2 plf WL-: WL-: -31.9 psf x 8 ft - 2 = = ESL = -128 plf SEISMIC: C&C EQ: 32 plf CONTROLS WIND: ♦ oadt.Rf k ASCE 7 12.11 (Fp=0.4*SDI*I,): 24.02 plf ♦ aRf WL: 16.4 plf 14.5 ft 32 plf 14.5 ft 2 F Load to Ftg 0.119 k 4—Load to Ftg 0.232 k 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: G-18 ?AU E Address: 7530 204th St NE Arlington,WA 982231 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.5 Unfactored Induced Forces: Footing/Column Interaction: Load Types: Axial Axial Force Indirect Direct Total 1~�� Forces: Eccentricity: Moments Moments Moments I I Dead Load,D: 1547 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Lateral Earth Pressure,H: 0 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft 1 I Live Load,L: 0 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Clockwise Roof Live Load,Lr: 80 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Moment(+) Base Snow Load,Sbase•• 100 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Drifting Snow Load,S&ft: 0 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Wind Load,W(+): 71 plf 0.0 in 0 k-in/ft 0.7 k-in/ft 0.7 k-in/ft Wind Load,W_: -128 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft SDS: 0.751 Redundancy Factor,p: 1.00 L' LZ Earthquake Load,QE: 0.00 plf 0.0 in 0.00 k-in/ft 1.39 k-in/ft 1.39 k-in/ft L Earthquake Load,E: 0.00 plf 0.00 k-in/ft 1.39 k-in/ft 1.39 k-in/ft Column Offset,e: 0.0 ft from ftg CL Vert.Earthquake Load,Ev: 232 plf 0.00 k-in/ft 0.00 k-in/ft 0.00 k-in/ft Material Properties: Footing Dimensions: Stem Wall Properties: (If applicable) Slab on Grade Above Footing Dimensions: Concrete fc: 4500 psi Wall Location,Ll: 1.25 ft Stem Wall Material: Concrete Footing Location: Edge Concrete Density: 150 pcf Wall Location,L2: 1.25 ft Stem Wall Width: 8 in Slab Thickness: 6 in Reinforcement,fy: 60 ksi (Long dim.)Length,L: 2.50 ft Stem Wall Height: 6 in to top of ftg Slab Area over Ftg: 1.25 ft2 Reinf.Epoxy Coated: No Width: 1.00 ft Stem Wall Weight: 100 psf Slab over Ftg Weight: 0.094 k Allow. Soil Bearing: 2000 psf Depth: 12 in Stem Wall Weight: 0.05 klf Slab Dist.Beyod Ftg: 0 ft Soil Density: 120 pcf Footing Area: 2.5 ft2 Stem Wall Reinf Type: alternating hooks Slab Area beyond Ftg: 1.25 ft2 Conc.Mod.Factor's': 1.00 Ftg Self Weight: 0.375 klf Slab Weight for Uplift: 0.094 k Comp.Zone Factor,01: 0.825 Footing Design Include Weight for Include Weight for Include Weight for Include Weight for Soil Above Footing Dimensions: Options: Bearing Pressure: Resisting OTM: Uplift Resistance: Uplift Flex.Resist.: Depth of Soil over Footing: 6 in Footing Weight: Yes Yes - - Soil Area over Ftg: 1.8 ft2 Soil over Ftg Weight: Yes Yes Yes Yes Soil over Ftg Weight: 0.11 k Slab on Grade over Ftg Weight: Yes Yes Yes Yes Footing Reinforcement Steel: Bottom Steel (4) #4 Longitudinal Bars at 6.5 in o.c. Cover: 3 in dbot: 8.25 in No Uplift at Top of Ftg-> (Main Reinf) (1 ) #5 Transverse Bars at 32 in o.c. Side Cover: 2 in Top Steel Not Req'd Top Steel O #5 Longitudinal Bars at - in o.c. Cover: 2 in drop: 9.063 in Top Steel Not Req'd for (Uplift Reinf.) O #5 Transverse Bars at 12 in o.c. Side Cover: 2 in Footing Thickness Flexural Capacity for Footing Length: (Long Dimension) Min Reinforcement Requirements: Downward Forces Uplift Forces Cont.Reinf: Min.AS: 0.65 in2 AS: 0.116 in As: 0 in Provided AS: 0.8 in' OK a: 0.152 in a: 0 in S": 18 in OK pt: 0.0197 pt: 0.0197 daggr gate: 0.75 in p: 0.0012 p: 0.0000 smin: 2 in OK Section IS: Tension Controlled Section IS: Tension Controlled Mn: 6 k-in M,,: 0 k-in Req'd Vert.Dowel Hook Length: 12 *do Mn: 57 k-in Mn: 0 k-in Req'd Vert.Dowel Hook Length: 7.5 in fib: 0.9 fib: 0.9 #of Vert.Curtains: ( 1) OMn: 51 k-in �Mn: 0 k-in Spec.Cover to Vert.Dowel in Stem: 4 in Unity: 0.12 OK Unity: 0.00 OK Hook Length,In rovived: 13 in OK One-Way Punching Shear Capacity: Net Uplift Check: USE:2.50 ft long x 1.00 ft wide x 1.00 ft deep Vi1: 0.3 k Max Column Uplift: 0.00 k[LRFD] footing w/ Conc.shear strength Vc: 5.605 k Footing+Slab+Soil Weight: 0.521 k Bottom Layer Reinf.:(4)#4 cont.longitudinal Ov 0.75 Add.Resist DL: 0.0 k(J.OD) bars&#5 from SW Shear Capacity+Vn: 4.2 k Total Net Uplift: 0.00 k OK Unity: 0.07 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: G-19 AU E Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Cl,ent: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.5 e, e; .P�I �p I I I INN - 'B' N n ,B, -, ,B, n BEARING PRESSURE BEARING PRESSURE BEARING PRESSURE Soil Pressure Case 1 Soil Pressure Case 2 Soil Pressure Case 3 Load Combinations for Allowable Stress Design(ASD)per ASCE 7-16 Section 2.4 for Soil Bearing Analysis under Footing Load Combinations: Axial Total Eccentricity Soil Pressure Soil Bearing Forces: Moments: let L/6 Dist. Case qma groin Check 1) D 2 klf 0 k-in/ft 0 in 5 in Case 1 870 psf 870 psf 2) D+H+L 2 klf 0 k-in/ft 0 in 5 in Case 1 870 psf 870 psf 3a) D+H+Lr 2 klf 0 k-in/ft 0 in 5 in Case 1 902 psf 902 psf 3b) D+H+S 2 klf 0 k-in/ft 0 in 5 in Case 1 910 psf 910 psf 4a) D+H+0.75L+0.75Lr 2 klf 0 k-in/ft 0 in 5 in Case 1 894 psf 894 psf 4b) D+H+0.75L+0.75S 2 klf 0 k-in/ft 0 in 5 in Case 1 900 psf 900 psf 5) D+H+0.6W 2 klf 0 k-in/ft 0 in 5 in Case 2 921 psf 853 psf 6a) D+H+0.75(0.6W)+0.75L+0.75Lr 2 klf 0 k-in/ft 0 in 5 in Case 2 933 psf 881 psf 6b) D+H+0.75(0.6W)+0.75L+0.755 2 klf 0 k-in/ft 0 in 5 in Case 2 939 psf 887 psf 7) 0.6D+0.6W 1 klf 0 k-in/ft 0 in 5 in Case 1 491 psf 491 psf 8a) D+H+0.7E+0.7E 2 klf 1 k-in/ft 0 in 5 in Case 2 1013 psf 857 psf 9a) D+H+0.525E,+0.525E,,+0.75L+0.75S 2 klf 1 k-in/ft 0 in 5 in Case 2 1007 psf 890 psf IOa) 0.6D-0.7E+0.7Ei, 1 k 1 k-in/ft 1 in 5 in Case 2 535 psf 379 psf Load Combinations for Allowable Stress Design(ASD)per ASCE 7-16 Section 2.4 for Footing Overturning Analysis Load Combinations: Axial Overturning Eccentricity Restoring Factor of Overturning Forces: Moment let Moments: Safety Check 1) D 2 k 0 k-in/ft 0.0 in 33 k-in/ft 100.00 2) D+H+L 2 k 0 k-in/ft 0.0 in 33 k-in/ft 100.00 3a) D+H+Lr 2 k 0 k-in/ft 0.0 in 34 k-in/ft 100.00 3b) D+H+S 2 k 0 k-in/ft 0.0 in 34 k-in/ft 100.00 4a) D+H+0.75L+0.75Lr 2 k 0 k-in/ft 0.0 in 34 k-in/ft 100.00 4b) D+H+0.75L+0.75S 2 k 0 k-in/ft 0.0 in 34 k-in/ft 100.00 5) D+H+0.6W 2 k 0 k-in/ft 0.2 in 33 k-in/ft 76.99 OK 6a) D+H+0.75(0.6W)+0.75L+0.75Lr 2 k 0 k-in/ft 0.1 in 34 k-in/ft 105.20 6b) D+H+0.75(0.6W)+0.75L+0.75S 2 k 0 k-in/ft 0.1 in 34 k-in/ft 105.90 7) 0.6D+0.6W l k 0 k-in/ft 0.0 in 11 k-in/ft 100.00 8a) D+H+0.7Ev+0.7E 2 k l k-in/ft 0.4 in 34 k-in/ft 35.24 9a) D+H+0.525Ev+0.525E,,+0.75L+0.75S 2 k l k-in/ft 0.3 in 35 k-in/ft 47.94 IOa) 0.6D-0.7E,+0.7Eh l k 1 k-in/ft 0.9 in 10 k-in/ft 10.26 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: G-20 eAAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.5 Load Combinations for Strength Design(LRFD)per ASCE 7-16 Section 2.3 for Net Factored Pressure Acting on the Footing Load Combinations: Axial Total Eccentricity Soil Pressure Forces: Moments: let L/6 Dist. Case qm� qmi„ 1) 1.41) 3 klf 0 k-in/ft 0.0 in 5 in Case 1 1218 psf 1218 psf 2a) 1.2D+1.6H+1.6L+0.5Lr 3 klf 0 k-in/ft 0.0 in 5 in Case 1 1060 psf 1060 psf 2b) 1.2D+1.6H+1.6L+0.5S 3 Of 0 k-in/ft 0.0 in 5 in Case 1 1064 psf 1064 psf 3a) 1.2D+1.6H+1.6Lr+L 3 klf 0 k-in/ft 0.0 in 5 in Case 1 1095 psf 1095 psf 3b) 1.2D+1.6H+1.6S+L 3 klf 0 k-in/ft 0.0 in 5 in Case 1 1108 psf 1108 psf 3c) 1.2D+1.6H+1.6Lr+0.5W 3 klf 0 k-in/ft 0.1 in 5 in Case 2 1138 psf 1081 psf 3d) 1.2D+1.6H+1.6S+0.5W 3 klf 0 k-in/ft 0.1 in 5 in Case 2 1151 psf 1094 psf 4a) 1.2D+1.6H+1.OW+L+0.5Lr 3 klf 1 k-in/ft 0.3 in 5 in Case 2 1146 psf 1032 psf 4b) 1.2D+1.6H+1.OW+L+0.5S 3 klf 1 k-in/ft 0.3 in 5 in Case 2 1150 psf 1036 psf 5) 0.91)+LOW 2 klf 0 k-in/ft 0.0 in 5 in Case 1 732 psf 732 psf 6a) 1.2D+1.6H+E,+Eh+L+0.2S 3 klf 1 k-in/ft 0.5 in 5 in Case 2 1256 psf 1034 psf 7a) 0.9D-E,-E 2 klf 1 k-in/ft 0.8 in 5 in Case 2 802 psf 579 psf Load Combinations for Strength Design(LRFD)per ASCE 7-16 Section 2.3 for Induced Forces Acting on the Footing Length Load Combinations: Net Uplift R Dist.To R Mudoµ wud Forces Mu lift vu, 1) FAD 0.3 klf 0.229 ft 6 k-in/ft 0 klf 0 k-in/ft 0.28 k 2a) 1.2D+1.6H+1.6L+0.5Lr 0.2 klf 0.229 ft 5 k-in/ft 0 klf 0 k-in/ft 0.24 k 2b) 1.2D+1.6H+1.6L+0.5S 0.2 klf 0.229 ft 5 k-in/ft 0 klf 0 k-in/ft 0.24 k 3a) 1.2D+1.6H+1.6Lr+L 0.3 klf 0.229 ft 6 k-in/ft 0 klf 0 k-in/ft 0.25 k 3b) 1.2D+1.6H+1.6S+L 0.3 klf 0.229 ft 6 k-in/ft 0 klf 0 k-in/ft 0.25 k 3c) 1.2D+1.6H+1.6Lr+0.5W 0.3 klf 0.229 ft 6 k-in/ft 0 klf 0 k-in/ft 0.26 k 3d) 1.2D+1.6H+1.6S+0.5W 0.3 klf 0.229 ft 6 k-in/ft 0 klf 0 k-in/ft 0.26 k 4a) 1.2D+1.6H+1.OW+L+0.5Lr 0.3 klf 0.229 ft 6 k-in/ft 0 klf 0 k-in/ft 0.26 k 4b) 1.2D+1.6H+1.OW+L+0.5S 0.3 klf 0.229 ft 6 k-in/ft 0 klf 0 k-in/ft 0.26 k 5) 0.91)+LOW 0.2 klf 0.229 ft 4 k-in/ft 0 klf 0 k-in/ft 0.17 k 6a) 1.2D+1.6H+Ev+Eh+L+0.2S 0.3 klf 0.229 ft 6 k-in/ft 0 klf 0 k-in/ft 0.29 k 7a) 0.9D-Ev-E 0.2 klf 0.229 ft 4 k-in/ft 0 klf 0 k-in/ft 0.18 k 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: G-21 AU E Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.6 I T 5 T IF i 1 1 1 1 l ) DL: DLtunnel: 80 psf x 0 ft - 2 = 0 plf DLMech: 20 psf x 16 ft - 2 = 160 plf DLPent: 15 psf x 0 ft - 2 = 0 plf DLcm,u wall: 80 psf x 18.33 ft = 1467 plf E DL = 1627 plf LL: LL,: 20 psf x 16 ft - 2 = E LL, = 160 plf SL: SL: 25 psf x 16 ft - 2 = ESL = 200 plf WL+: WL+: 17.8 psf x 16 ft - 2 = = ESL = 142.4 plf WL-: WL-: -31.9 psf x 16 ft - 2 = = ESL = -255 plf SEISMIC: C&C EQ: 32 plf CONTROLS WIND: ♦ oadt.Rf k ASCE 7 12.11 (Fp=0.4*SDs*I,): 24.02 plf ♦ aRf WL: 16.4 plf 14.5 ft 32 plf 14.5 ft 2 F Load to Ftg 0.119 k 4—Load to Ftg 0.232 k 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: G-22 ?AUE Address: 7530 204th St NE Arlington,WA 982231 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.6 Unfactored Induced Forces: Footing/Column Interaction: Load Types: Axial Axial Force Indirect Direct Total 1~�� Forces: Eccentricity: Moments Moments Moments I I Dead Load,D: 1627 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Lateral Earth Pressure,H: 0 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft 1 I Live Load,L: 0 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Clockwise Roof Live Load,Lr: 160 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Moment(+) Base Snow Load,Sbase•• 200 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Drifting Snow Load,S&ft: 0 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Wind Load,W(+): 142 plf 0.0 in 0 k-in/ft 0.7 k-in/ft 0.7 k-in/ft Wind Load,W_: -255 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft SDS: 0.751 Redundancy Factor,p: 1.00 L' LZ Earthquake Load,QE: 0.00 plf 0.0 in 0.00 k-in/ft 1.39 k-in/ft 1.39 k-in/ft L Earthquake Load,E: 0.00 plf 0.00 k-in/ft 1.39 k-in/ft 1.39 k-in/ft Column Offset,e: 0.0 ft from ftg CL Vert.Earthquake Load,E,,: 244 plf 0.00 k-in/ft 0.00 k-in/ft 0.00 k-in/ft Material Properties: Footing Dimensions: Stem Wall Properties: (If applicable) Slab on Grade Above Footing Dimensions: Concrete fc: 4500 psi Wall Location,Ll: 1.25 ft Stem Wall Material: Concrete Footing Location: Interior Concrete Density: 150 pcf Wall Location,L2: 1.25 ft Stem Wall Width: 8 in Slab Thickness: 6 in Reinforcement,fy: 60 ksi (Long dim.)Length,L: 2.50 ft Stem Wall Height: 6 in to top of ftg Slab Area over Ftg: 2.5 ft2 Reinf.Epoxy Coated: No Width: 1.00 ft Stem Wall Weight: 100 psf Slab over Ftg Weight: 0.188 k Allow. Soil Bearing: 2000 psf Depth: 12 in Stem Wall Weight: 0.05 klf Slab Dist.Beyod Ftg: 0 ft Soil Density: 120 pcf Footing Area: 2.5 ft2 Stem Wall Reinf Type: alternating hooks Slab Area beyond Ftg: 2.5 ft2 Conc.Mod.Factor's': 1.00 Ftg Self Weight: 0.375 klf Slab Weight for Uplift: 0.188 k Comp.Zone Factor,01: 0.825 Footing Design Include Weight for Include Weight for Include Weight for Include Weight for Soil Above Footing Dimensions: Options: Bearing Pressure: Resisting OTM: Uplift Resistance: Uplift Flex.Resist.: Depth of Soil over Footing: 6 in Footing Weight: Yes Yes - - Soil Area over Ftg: 1.8 ft2 Soil over Ftg Weight: Yes Yes Yes Yes Soil over Ftg Weight: 0.11 k Slab on Grade over Ftg Weight: Yes Yes Yes Yes Footing Reinforcement Steel: Bottom Steel (4) #4 Longitudinal Bars at 6.5 in o.c. Cover: 3 in dbot: 8.25 in No Uplift at Top of Ftg-> (Main Reinf) (1 ) #5 Transverse Bars at 32 in o.c. Side Cover: 2 in Top Steel Not Req'd Top Steel O #5 Longitudinal Bars at - in o.c. Cover: 2 in drop: 9.063 in Top Steel Not Req'd for (Uplift Reinf.) O #5 Transverse Bars at 12 in o.c. Side Cover: 2 in Footing Thickness Flexural Capacity for Footing Length: (Long Dimension) Min Reinforcement Requirements: Downward Forces Uplift Forces Cont.Reinf: Min.AS: 0.65 in2 AS: 0.116 in As: 0 in Provided AS: 0.8 in' OK a: 0.152 in a: 0 in S": 18 in OK pt: 0.0197 pt: 0.0197 daggr gate: 0.75 in p: 0.0012 p: 0.0000 smin: 2 in OK Section IS: Tension Controlled Section IS: Tension Controlled Mn: 7 k-in M,,: 0 k-in Req'd Vert.Dowel Hook Length: 12 *do Mn: 57 k-in Mn: 0 k-in Req'd Vert.Dowel Hook Length: 7.5 in fib: 0.9 fib: 0.9 #of Vert.Curtains: ( 1) OMn: 51 k-in �Mn: 0 k-in Spec.Cover to Vert.Dowel in Stem: 4 in Unity: 0.13 OK Unity: 0.00 OK Hook Length,In rovived: 13 in OK One-Way Punching Shear Capacity: Net Uplift Check: USE:2.50 ft long x 1.00 ft wide x 1.00 ft deep Vi1: 0.3 k Max Column Uplift: 0.00 k[LRFD] footing w/ Conc.shear strength Vc: 5.605 k Footing+Slab+Soil Weight: 0.605 k Bottom Layer Reinf.:(4)#4 cont.longitudinal Ov 0.75 Add.Resist DL: 0.0 k(J.OD) bars&#5 from SW Shear Capacity+Vn: 4.2 k Total Net Uplift: 0.00 k OK Unity: 0.07 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: G-23 AU E Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Cl,ent: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.6 e. e; I I I INN - 'B' N n ,B, -, ,B, n BEARING PRESSURE BEARING PRESSURE BEARING PRESSURE Soil Pressure Case 1 Soil Pressure Case 2 Soil Pressure Case 3 Load Combinations for Allowable Stress Design(ASD)per ASCE 7-16 Section 2.4 for Soil Bearing Analysis under Footing Load Combinations: Axial Total Eccentricity Soil Pressure Soil Bearing Forces: Moments: let L/6 Dist. Case qma groin Check 1) D 2 klf 0 k-in/ft 0 in 5 in Case 1 940 psf 940 psf 2) D+H+L 2 klf 0 k-in/ft 0 in 5 in Case 1 940 psf 940 psf 3a) D+H+Lr 3 klf 0 k-in/ft 0 in 5 in Case 1 1004 psf 1004 psf 3b) D+H+S 3 klf 0 k-in/ft 0 in 5 in Case 1 1020 psf 1020 psf 4a) D+H+0.75L+0.75Lr 2 klf 0 k-in/ft 0 in 5 in Case 1 988 psf 988 psf 4b) D+H+0.75L+0.75S 2 klf 0 k-in/ft 0 in 5 in Case 1 1000 psf 1000 psf 5) D+H+0.6W 2 klf 0 k-in/ft 0 in 5 in Case 2 1008 psf 940 psf 6a) D+H+0.75(0.6W)+0.75L+0.75Lr 3 klf 0 k-in/ft 0 in 5 in Case 2 1039 psf 988 psf 6b) D+H+0.75(0.6W)+0.75L+0.755 3 klf 0 k-in/ft 0 in 5 in Case 2 1051 psf 1000 psf 7) 0.6D+0.6W 1 klf 0 k-in/ft 0 in 5 in Case 1 503 psf 503 psf 8a) D+H+0.7E+0.7E 3 klf 1 k-in/ft 0 in 5 in Case 2 1086 psf 930 psf 9a) D+H+0.525E,+0.525E,,+0.75L+0.75S 3 klf 1 k-in/ft 0 in 5 in Case 2 1109 psf 992 psf IOa) 0.6D-0.7E+0.7Ei, 1 k 1 k-in/ft 1 in 5 in Case 2 573 psf 417 psf Load Combinations for Allowable Stress Design(ASD)per ASCE 7-16 Section 2.4 for Footing Overturning Analysis Load Combinations: Axial Overturning Eccentricity Restoring Factor of Overturning Forces: Moment let Moments: Safety Check 1) D 2 k 0 k-in/ft 0.0 in 35 k-in/ft 100.00 2) D+H+L 2 k 0 k-in/ft 0.0 in 35 k-in/ft 100.00 3a) D+H+Lr 3 k 0 k-in/ft 0.0 in 38 k-in/ft 100.00 3b) D+H+S 3 k 0 k-in/ft 0.0 in 38 k-in/ft 100.00 4a) D+H+0.75L+0.75Lr 2 k 0 k-in/ft 0.0 in 37 k-in/ft 100.00 4b) D+H+0.75L+0.75S 2 k 0 k-in/ft 0.0 in 37 k-in/ft 100.00 5) D+H+0.6W 2 k 0 k-in/ft 0.2 in 36 k-in/ft 84.59 OK 6a) D+H+0.75(0.6W)+0.75L+0.75Lr 3 k 0 k-in/ft 0.1 in 38 k-in/ft 117.63 6b) D+H+0.75(0.6W)+0.75L+0.75S 3 k 0 k-in/ft 0.1 in 38 k-in/ft 119.03 7) 0.6D+0.6W 1 k 0 k-in/ft 0.0 in 11 k-in/ft 100.00 8a) D+H+0.7Ev+0.7E 3 k l k-in/ft 0.4 in 37 k-in/ft 38.06 9a) D+H+0.525Ev+0.525E,,+0.75L+0.75S 3 k l k-in/ft 0.3 in 39 k-in/ft 53.18 IOa) 0.6D-0.7E,+0.7Eh 1 k 1 k-in/ft 0.8 in 11 k-in/ft 11.17 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: G-24 eAAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.6 Load Combinations for Strength Design(LRFD)per ASCE 7-16 Section 2.3 for Net Factored Pressure Acting on the Footing Load Combinations: Axial Total Eccentricity Soil Pressure Forces: Moments: let L/6 Dist. Case qm� qmi„ 1) 1.41) 3 klf 0 k-in/ft 0.0 in 5 in Case 1 1316 psf 1316 psf 2a) 1.2D+1.6H+1.6L+0.5Lr 3 klf 0 k-in/ft 0.0 in 5 in Case 1 1160 psf 1160 psf 2b) 1.2D+1.6H+1.6L+0.5S 3 Of 0 k-in/ft 0.0 in 5 in Case 1 1168 psf 1168 psf 3a) 1.2D+1.6H+1.6Lr+L 3 klf 0 k-in/ft 0.0 in 5 in Case 1 1230 psf 1230 psf 3b) 1.2D+1.6H+1.6S+L 3 klf 0 k-in/ft 0.0 in 5 in Case 1 1256 psf 1256 psf 3c) 1.2D+1.6H+1.6Lr+0.5W 3 klf 0 k-in/ft 0.1 in 5 in Case 2 1287 psf 1230 psf 3d) 1.2D+1.6H+1.6S+0.5W 3 klf 0 k-in/ft 0.1 in 5 in Case 2 1313 psf 1256 psf 4a) 1.2D+1.6H+1.OW+L+0.5Lr 3 klf 1 k-in/ft 0.2 in 5 in Case 2 1274 psf 1159 psf 4b) 1.2D+1.6H+1.OW+L+0.5S 3 klf 1 k-in/ft 0.2 in 5 in Case 2 1282 psf 1167 psf 5) 0.91)+LOW 2 klf 0 k-in/ft 0.0 in 5 in Case 1 744 psf 744 psf 6a) 1.2D+1.6H+E,+Eh+L+0.2S 3 klf 1 k-in/ft 0.4 in 5 in Case 2 1353 psf 1130 psf 7a) 0.9D-E,-E 2 klf 1 k-in/ft 0.7 in 5 in Case 2 859 psf 637 psf Load Combinations for Strength Design(LRFD)per ASCE 7-16 Section 2.3 for Induced Forces Acting on the Footing Length Load Combinations: Net Uplift R Dist.To R Mudoµ wud Forces Mu lift vu, 1) FAD 0.3 klf 0.229 ft 7 k-in/ft 0 klf 0 k-in/ft 0.3 k 2a) 1.2D+1.6H+1.6L+0.5Lr 0.3 klf 0.229 ft 6 k-in/ft 0 klf 0 k-in/ft 0.27 k 2b) 1.2D+1.6H+1.6L+0.5S 0.3 klf 0.229 ft 6 k-in/ft 0 klf 0 k-in/ft 0.27 k 3a) 1.2D+1.6H+1.6Lr+L 0.3 klf 0.229 ft 6 k-in/ft 0 klf 0 k-in/ft 0.28 k 3b) 1.2D+1.6H+1.6S+L 0.3 klf 0.229 ft 6 k-in/ft 0 klf 0 k-in/ft 0.29 k 3c) 1.2D+1.6H+1.6Lr+0.5W 0.3 klf 0.229 ft 6 k-in/ft 0 klf 0 k-in/ft 0.29 k 3d) 1.2D+1.6H+1.6S+0.5W 0.3 klf 0.229 ft 7 k-in/ft 0 klf 0 k-in/ft 0.3 k 4a) 1.2D+1.6H+1.OW+L+0.5Lr 0.3 klf 0.229 ft 6 k-in/ft 0 klf 0 k-in/ft 0.29 k 4b) 1.2D+1.6H+1.OW+L+0.5S 0.3 klf 0.229 ft 6 k-in/ft 0 klf 0 k-in/ft 0.29 k 5) 0.91)+LOW 0.2 klf 0.229 ft 4 k-in/ft 0 klf 0 k-in/ft 0.17 k 6a) 1.2D+1.6H+Ev+Eh+L+0.2S 0.3 klf 0.229 ft 7 k-in/ft 0 klf 0 k-in/ft 0.31 k 7a) 0.9D-Ev-E 0.2 klf 0.229 ft 4 k-in/ft 0 klf 0 k-in/ft 1 0.2 k 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: G-25 AU E Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.7 n n s n IYI DL: DLtunnel: 80 psf x 0 ft - 2 = 0 plf DLMech: 20 psf x 8 ft - 2 = 80 plf DLPent: 15 psf x 0 ft - 2 = 0 plf DLcm,u wall: 80 psf x 16.33 ft = 1307 plf E DL = 1387 plf LL: LLr: 20 psf x 8 ft - 2 = E LLB = 80 plf SL: SL: 25 psf x 8 ft - 2 = ESL = 100 plf WL+: WL+: 17.8 psf x 8 ft - 2 = = ESL = 71.2 plf WL-: WL-: -31.9 psf x 8 ft - 2 = = ESL = -128 plf SEISMIC: C&C EQ: 32 plf CONTROLS WIND: ♦ ASCE 7 12.11 (Fp=0.4*SDI*I,): 24.02 plf ♦ aRf WL: 16.4 plf 14.5 ft 32 plf 14.5 ft 2 F Load to Ftg 0.119 k 4—Load to Ftg 0.232 k 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: G-26 ?AUE Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.7 Unfactored Induced Forces: Footing/Column Interaction: Load Types: Axial Axial Force Indirect Direct Total 1~�� Forces: Eccentricity: Moments Moments Moments I I Dead Load,D: 1387 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Lateral Earth Pressure,H: 0 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft 1 I Live Load,L: 0 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Clockwise Roof Live Load,Lr: 80 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Moment(+) Base Snow Load,Sbase•• 100 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Drifting Snow Load,S&ft: 0 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Wind Load,W(+): 71 plf 0.0 in 0 k-in/ft 0.7 k-in/ft 0.7 k-in/ft Wind Load,W_: -128 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft SDS: 0.751 Redundancy Factor,p: 1.00 L' LZ Earthquake Load,QE: 0.00 plf 0.0 in 0.00 k-in/ft 1.39 k-in/ft 1.39 k-in/ft L Earthquake Load,E: 0.00 plf 0.00 k-in/ft 1.39 k-in/ft 1.39 k-in/ft Column Offset,e: 0.0 ft from ftg CL Vert.Earthquake Load,E,,: 208 plf 0.00 k-in/ft 0.00 k-in/ft 0.00 k-in/ft Material Properties: Footing Dimensions: Stem Wall Properties: (If applicable) Slab on Grade Above Footing Dimensions: Concrete fc: 4500 psi Wall Location,Ll: 1.25 ft Stem Wall Material: Concrete Footing Location: Edge Concrete Density: 150 pcf Wall Location,L2: 1.25 ft Stem Wall Width: 8 in Slab Thickness: 6 in Reinforcement,fy: 60 ksi (Long dim.)Length,L: 2.50 ft Stem Wall Height: 6 in to top of ftg Slab Area over Ftg: 1.25 ft2 Reinf.Epoxy Coated: No Width: 1.00 ft Stem Wall Weight: 100 psf Slab over Ftg Weight: 0.094 k Allow. Soil Bearing: 2000 psf Depth: 12 in Stem Wall Weight: 0.05 klf Slab Dist.Beyod Ftg: 0 ft Soil Density: 120 pcf Footing Area: 2.5 ft2 Stem Wall Reinf Type: alternating hooks Slab Area beyond Ftg: 1.25 ft2 Conc.Mod.Factor's': 1.00 Ftg Self Weight: 0.375 klf Slab Weight for Uplift: 0.094 k Comp.Zone Factor,01: 0.825 Footing Design Include Weight for Include Weight for Include Weight for Include Weight for Soil Above Footing Dimensions: Options: Bearing Pressure: Resisting OTM: Uplift Resistance: Uplift Flex.Resist.: Depth of Soil over Footing: 6 in Footing Weight: Yes Yes - - Soil Area over Ftg: 1.8 ft2 Soil over Ftg Weight: Yes Yes Yes Yes Soil over Ftg Weight: 0.11 k Slab on Grade over Ftg Weight: Yes Yes Yes Yes Footing Reinforcement Steel: Bottom Steel (4) #4 Longitudinal Bars at 6.5 in o.c. Cover: 3 in dbot: 8.25 in No Uplift at Top of Ftg-> (Main Reinf) (1 ) #5 Transverse Bars at 32 in o.c. Side Cover: 2 in Top Steel Not Req'd Top Steel O #5 Longitudinal Bars at - in o.c. Cover: 2 in drop: 9.063 in Top Steel Not Req'd for (Uplift Reinf.) O #5 Transverse Bars at 12 in o.c. Side Cover: 2 in Footing Thickness Flexural Capacity for Footing Length: (Long Dimension) Min Reinforcement Requirements: Downward Forces Uplift Forces Cont.Reinf: Min.AS: 0.65 in2 AS: 0.116 in As: 0 in Provided AS: 0.8 in' OK a: 0.152 in a: 0 in S": 18 in OK pt: 0.0197 pt: 0.0197 daggr gate: 0.75 in p: 0.0012 p: 0.0000 smin: 2 in OK Section IS: Tension Controlled Section IS: Tension Controlled Mn: 6 k-in M,,: 0 k-in Req'd Vert.Dowel Hook Length: 12 *do Mn: 57 k-in Mn: 0 k-in Req'd Vert.Dowel Hook Length: 7.5 in fib: 0.9 fib: 0.9 #of Vert.Curtains: ( 1) OMn: 51 k-in �Mn: 0 k-in Spec.Cover to Vert.Dowel in Stem: 4 in Unity: 0.11 OK Unity: 0.00 OK Hook Length,In rovived: 13 in OK One-Way Punching Shear Capacity: Net Uplift Check: USE:2.50 ft long x 1.00 ft wide x 1.00 ft deep Vi1: 0.3 k Max Column Uplift: 0.00 k[LRFD] footing w/ Conc.shear strength Vc: 5.605 k Footing+Slab+Soil Weight: 0.521 k Bottom Layer Reinf.:(4)#4 cont.longitudinal Ov 0.75 Add.Resist DL: 0.0 k(J.OD) bars&#5 from SW Shear Capacity+Vn: 4.2 k Total Net Uplift: 0.00 k OK Unity: 0.06 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: G-27 AU E Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Cl,ent: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.7 e° e; .P I I I INN - 'B' N n ,B, -, ,B, n BEARING PRESSURE BEARING PRESSURE BEARING PRESSURE Soil Pressure Case 1 Soil Pressure Case 2 Soil Pressure Case 3 Load Combinations for Allowable Stress Design(ASD)per ASCE 7-16 Section 2.4 for Soil Bearing Analysis under Footing Load Combinations: Axial Total Eccentricity Soil Pressure Soil Bearing Forces: Moments: let L/6 Dist. Case qma groin Check 1) D 2 klf 0 k-in/ft 0 in 5 in Case 1 806 psf 806 psf 2) D+H+L 2 klf 0 k-in/ft 0 in 5 in Case 1 806 psf 806 psf 3a) D+H+Lr 2 klf 0 k-in/ft 0 in 5 in Case 1 838 psf 838 psf 3b) D+H+S 2 klf 0 k-in/ft 0 in 5 in Case 1 846 psf 846 psf 4a) D+H+0.75L+0.75Lr 2 klf 0 k-in/ft 0 in 5 in Case 1 830 psf 830 psf 4b) D+H+0.75L+0.75S 2 klf 0 k-in/ft 0 in 5 in Case 1 836 psf 836 psf 5) D+H+0.6W 2 klf 0 k-in/ft 0 in 5 in Case 2 857 psf 789 psf 6a) D+H+0.75(0.6W)+0.75L+0.75Lr 2 klf 0 k-in/ft 0 in 5 in Case 2 869 psf 817 psf 6b) D+H+0.75(0.6W)+0.75L+0.755 2 klf 0 k-in/ft 0 in 5 in Case 2 875 psf 823 psf 7) 0.6D+0.6W 1 klf 0 k-in/ft 0 in 5 in Case 1 453 psf 453 psf 8a) D+H+0.7E+0.7E 2 klf 1 k-in/ft 0 in 5 in Case 2 942 psf 787 psf 9a) D+H+0.525E,+0.525E,,+0.75L+0.75S 2 klf 1 k-in/ft 0 in 5 in Case 2 938 psf 821 psf IOa) 0.6D-0.7E+0.7Ei, 1 k 1 k-in/ft 1 in 5 in Case 2 503 psf 347 psf Load Combinations for Allowable Stress Design(ASD)per ASCE 7-16 Section 2.4 for Footing Overturning Analysis Load Combinations: Axial Overturning Eccentricity Restoring Factor of Overturning Forces: Moment let Moments: Safety Check 1) D 2 k 0 k-in/ft 0.0 in 30 k-in/ft 100.00 2) D+H+L 2 k 0 k-in/ft 0.0 in 30 k-in/ft 100.00 3a) D+H+Lr 2 k 0 k-in/ft 0.0 in 31 k-in/ft 100.00 3b) D+H+S 2 k 0 k-in/ft 0.0 in 32 k-in/ft 100.00 4a) D+H+0.75L+0.75Lr 2 k 0 k-in/ft 0.0 in 31 k-in/ft 100.00 4b) D+H+0.75L+0.75S 2 k 0 k-in/ft 0.0 in 31 k-in/ft 100.00 5) D+H+0.6W 2 k 0 k-in/ft 0.2 in 31 k-in/ft 71.41 OK 6a) D+H+0.75(0.6W)+0.75L+0.75Lr 2 k 0 k-in/ft 0.2 in 31 k-in/ft 97.74 6b) D+H+0.75(0.6W)+0.75L+0.75S 2 k 0 k-in/ft 0.2 in 32 k-in/ft 98.44 7) 0.6D+0.6W l k 0 k-in/ft 0.0 in 10 k-in/ft 100.00 8a) D+H+0.7Ev+0.7E 2 k l k-in/ft 0.5 in 32 k-in/ft 32.54 9a) D+H+0.525Ev+0.525E,,+0.75L+0.75S 2 k l k-in/ft 0.3 in 32 k-in/ft 44.41 IOa) 0.6D-0.7E,+0.7Eh l k 1 k-in/ft 0.9 in 9 k-in/ft 9.55 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: G-28 eAAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.7 Load Combinations for Strength Design(LRFD)per ASCE 7-16 Section 2.3 for Net Factored Pressure Acting on the Footing Load Combinations: Axial Total Eccentricity Soil Pressure Forces: Moments: let L/6 Dist. Case yma Amin 1) 1.41) 3 klf 0 k-in/ft 0.0 in 5 in Case 1 1129 psf 1129 psf 2a) 1.2D+1.6H+1.6L+0.5Lr 2 klf 0 k-in/ft 0.0 in 5 in Case 1 983 psf 983 psf 2b) 1.2D+1.6H+1.6L+0.5S 2 klf 0 k-in/ft 0.0 in 5 in Case 1 987 psf 987 psf 3a) 1.2D+1.6H+1.6Lr+L 3 klf 0 k-in/ft 0.0 in 5 in Case 1 1019 psf 1019 psf 3b) 1.2D+1.6H+1.6S+L 3 klf 0 k-in/ft 0.0 in 5 in Case 1 1031 psf 1031 psf 3c) 1.2D+1.6H+1.6Lr+0.5W 3 klf 0 k-in/ft 0.1 in 5 in Case 2 1061 psf 1004 psf 3d) 1.2D+1.6H+1.6S+0.5W 3 klf 0 k-in/ft 0.1 in 5 in Case 2 1074 psf 1017 psf 4a) 1.2D+1.6H+1.OW+L+0.5Lr 3 klf 1 k-in/ft 0.3 in 5 in Case 2 1069 psf 955 psf 4b) 1.2D+1.6H+1.OW+L+0.5S 3 klf 1 k-in/ft 0.3 in 5 in Case 2 1073 psf 959 psf 5) 0.91)+LOW 2 klf 0 k-in/ft 0.0 in 5 in Case 1 675 psf 675 psf 6a) 1.2D+1.6H+E,+Eh+L+0.2S 3 klf 1 k-in/ft 0.5 in 5 in Case 2 1170 psf 947 psf 7a) 0.9D-E,-E 2 klf 1 k-in/ft 0.9 in 5 in Case 2 754 psf 531 psf Load Combinations for Strength Design(LRFD)per ASCE 7-16 Section 2.3 for Induced Forces Acting on the Footing Length Load Combinations: Net Uplift R Dist.To R Mudoµ wud Forces Mu-lift Vul 1) I AD 0.3 klf 0.229 ft 6 k-in/ft 0 klf 0 k-in/ft 0.26 k 2a) 1.2D+1.6H+1.6L+0.5Lr 0.2 klf 0.229 ft 5 k-in/ft 0 klf 0 k-in/ft 0.23 k 2b) 1.2D+1.6H+1.6L+0.5S 0.2 klf 0.229 ft 5 k-in/ft 0 klf 0 k-in/ft 0.23 k 3a) 1.2D+1.6H+1.6Lr+L 0.2 klf 0.229 ft 5 k-in/ft 0 klf 0 k-in/ft 0.23 k 3b) 1.2D+1.6H+1.6S+L 0.2 klf 0.229 ft 5 k-in/ft 0 klf 0 k-in/ft 0.24 k 3c) 1.2D+1.6H+1.6Lr+0.5W 0.2 klf 0.229 ft 5 k-in/ft 0 klf 0 k-in/ft 0.24 k 3d) 1.2D+1.6H+1.6S+0.5W 0.2 klf 0.229 ft 5 k-in/ft 0 klf 0 k-in/ft 0.25 k 4a) 1.2D+1.6H+1.OW+L+0.5Lr 0.2 klf 0.229 ft 5 k-in/ft 0 klf 0 k-in/ft 0.24 k 4b) 1.2D+1.6H+1.OW+L+0.5S 0.2 klf 0.229 ft 5 k-in/ft 0 klf 0 k-in/ft 0.25 k 5) 0.91)+LOW 0.2 klf 0.229 ft 3 k-in/ft 0 klf 0 k-in/ft 0.15 k 6a) 1.2D+1.6H+Ev+Eh+L+0.2S 0.3 klf 0.229 ft 6 k-in/ft 0 klf 0 k-in/ft 0.27 k 7a) 0.9D-Ev-E 0.2 klf 0.229 ft 4 k-in/ft 0 klf 0 k-in/ft 0.17 k 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: G-29 AU E Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.8 I Ir si Frn; J DL: DLtunnel: 80 psf x 0 ft 2 = 0 plf DLMech: 20 psf x 0 ft 2 0 plf DLPent: 15 psf x 11.67 ft 2 87.5 plf DLcm,u wall: 80 psf x 25.33 ft = 2027 plf IDL = 2114 plf LL: LL,: 20 psf x 11.67 ft 2 = I LLB = 116.7 plf SL: SL: 25 psf x 11.67 ft 2 = ESL = 145.8 plf WIL+: WIL+: 17.8 psf x 11.67 ft 2 = = ESL = 103.8 plf WL-: VVT-: -31.9 psf x 11.67 ft 2 = ESL = -186 plf SEISMIC: C&C EQ: 32 plf CONTROLS WIND: 4— Lo t.Rf k ASCE 7 12.11 (Fp=0.4*SDI*I,): 24.02 plf WL: 16.4 plf 15.83 ft 32 plf 5.83 ft Load to Ftg 0.13 k .14—Load to Ftg 0.253 k 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 1 21 Project: Wet Rabbit Car Wash-Arlington Pg.No: G-30 I Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 JAUE I Client: SDH Architects,LLC Job No.: 22402 JL JL JL JL JL JL JL X X X X X X X X A..x� Calculation: Eccentric Wall Ftg.8 Unfactored Induced Forces: Footing/Column Interaction: Load Types: Axial Axial Force Indirect Direct Total 1~�� Forces: Eccentricity: Moments Moments Moments I I Dead Load,D: 2114 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Lateral Earth Pressure,H: 0 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft 1 I Live Load,L: 0 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Clockwise Roof Live Load,Lr: 117 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Moment(+) Base Snow Load,Sbase•• 146 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Drifting Snow Load,S&ft: 0 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft Wind Load,W(+): 104 plf 0.0 in 0 k-in/ft 0.8 k-in/ft 0.8 k-in/ft Wind Load,W_: -186 plf 0.0 in 0 k-in/ft 0.0 k-in/ft 0.0 k-in/ft SDS: 0.751 Redundancy Factor,p: 1.00 L' LZ Earthquake Load,QE: 0.00 plf 0.0 in 0.00 k-in/ft 1.52 k-in/ft 1.52 k-in/ft L Earthquake Load,E: 0.00 plf 0.00 k-in/ft 1.52 k-in/ft 1.52 k-in/ft Column Offset,e: 0.0 ft from ftg CL Vert.Earthquake Load,E,,: 317 plf 0.00 k-in/ft 0.00 k-in/ft 0.00 k-in/ft Material Properties: Footing Dimensions: Stem Wall Properties: (If applicable) Slab on Grade Above Footing Dimensions: Concrete fc: 4500 psi Wall Location,Ll: 1.25 ft Stem Wall Material: Concrete Footing Location: Edge Concrete Density: 150 pcf Wall Location,L2: 1.25 ft Stem Wall Width: 8 in Slab Thickness: 6 in Reinforcement,fy: 60 ksi (Long dim.)Length,L: 2.50 ft Stem Wall Height: 6 in to top of ftg Slab Area over Ftg: 1.25 ft2 Reinf.Epoxy Coated: No Width: 1.00 ft Stem Wall Weight: 100 psf Slab over Ftg Weight: 0.094 k Allow. Soil Bearing: 2000 psf Depth: 12 in Stem Wall Weight: 0.05 klf Slab Dist.Beyod Ftg: 0 ft Soil Density: 120 pcf Footing Area: 2.5 ft2 Stem Wall Reinf Type: alternating hooks Slab Area beyond Ftg: 1.25 ft2 Conc.Mod.Factor's': 1.00 Ftg Self Weight: 0.375 klf Slab Weight for Uplift: 0.094 k Comp.Zone Factor,01: 0.825 Footing Design Include Weight for Include Weight for Include Weight for Include Weight for Soil Above Footing Dimensions: Options: Bearing Pressure: Resisting OTM: Uplift Resistance: Uplift Flex.Resist.: Depth of Soil over Footing: 6 in Footing Weight: Yes Yes - - Soil Area over Ftg: 1.8 ft2 Soil over Ftg Weight: Yes Yes Yes Yes Soil over Ftg Weight: 0.11 k Slab on Grade over Ftg Weight: Yes Yes Yes Yes Footing Reinforcement Steel: Bottom Steel (4) #4 Longitudinal Bars at 6.5 in o.c. Cover: 3 in dbot: 8.25 in No Uplift at Top of Ftg-> (Main Reinf) (1 ) #5 Transverse Bars at 32 in o.c. Side Cover: 2 in Top Steel Not Req'd Top Steel O #5 Longitudinal Bars at - in o.c. Cover: 2 in drop: 9.063 in Top Steel Not Req'd for (Uplift Reinf.) O #5 Transverse Bars at 12 in o.c. Side Cover: 2 in Footing Thickness Flexural Capacity for Footing Length: (Long Dimension) Min Reinforcement Requirements: Downward Forces Uplift Forces Cont.Reinf: Min.AS: 0.65 in2 AS: 0.116 in As: 0 in Provided AS: 0.8 in' OK a: 0.152 in a: 0 in S": 18 in OK pt: 0.0197 pt: 0.0197 daggr gate: 0.75 in p: 0.0012 p: 0.0000 smin: 2 in OK Section IS: Tension Controlled Section IS: Tension Controlled Mn: 8 k-in M,,: 0 k-in Req'd Vert.Dowel Hook Length: 12 *do Mn: 57 k-in Mn: 0 k-in Req'd Vert.Dowel Hook Length: 7.5 in fib: 0.9 fib: 0.9 #of Vert.Curtains: ( 1) OMn: 51 k-in �Mn: 0 k-in Spec.Cover to Vert.Dowel in Stem: 4 in Unity: 0.15 OK Unity: 0.00 OK Hook Length,In rovived: 13 in OK One-Way Punching Shear Capacity: Net Uplift Check: USE:2.50 ft long x 1.00 ft wide x 1.00 ft deep Vi1: 0.4 k Max Column Uplift: 0.00 k[LRFD] footing w/ Conc.shear strength Vc: 5.605 k Footing+Slab+Soil Weight: 0.521 k Bottom Layer Reinf.:(4)#4 cont.longitudinal Ov 0.75 Add.Resist DL: 0.0 k(J.OD) bars&#5 from SW Shear Capacity+Vn: 4.2 k Total Net Uplift: 0.00 k OK Unity: 0.09 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: G-31 AU E Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Cl,ent: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.8 e. e; p I �p� ,PY I I I INN - 'B' N n ,B, -, ,B, n BEARING PRESSURE BEARING PRESSURE BEARING PRESSURE Soil Pressure Case 1 Soil Pressure Case 2 Soil Pressure Case 3 Load Combinations for Allowable Stress Design(ASD)per ASCE 7-16 Section 2.4 for Soil Bearing Analysis under Footing Load Combinations: Axial Total Eccentricity Soil Pressure Soil Bearing Forces: Moments: let L/6 Dist. Case qma groin Check 1) D 3 klf 0 k-in/ft 0 in 5 in Case 1 1097 psf 1097 psf 2) D+H+L 3 klf 0 k-in/ft 0 in 5 in Case 1 1097 psf 1097 psf 3a) D+H+Lr 3 klf 0 k-in/ft 0 in 5 in Case 1 1144 psf 1144 psf 3b) D+H+S 3 klf 0 k-in/ft 0 in 5 in Case 1 1156 psf 1156 psf 4a) D+H+0.75L+0.75Lr 3 klf 0 k-in/ft 0 in 5 in Case 1 1132 psf 1132 psf 4b) D+H+0.75L+0.75S 3 klf 0 k-in/ft 0 in 5 in Case 1 1141 psf 1141 psf 5) D+H+0.6W 3 klf 0 k-in/ft 0 in 5 in Case 2 1159 psf 1085 psf 6a) D+H+0.75(0.6W)+0.75L+0.75Lr 3 klf 0 k-in/ft 0 in 5 in Case 2 1179 psf 1123 psf 6b) D+H+0.75(0.6W)+0.75L+0.755 3 klf 0 k-in/ft 0 in 5 in Case 2 1188 psf 1132 psf 7) 0.6D+0.6W 2 klf 0 k-in/ft 0 in 5 in Case 1 614 psf 614 psf 8a) D+H+0.7E+0.7E 3 klf 1 k-in/ft 0 in 5 in Case 2 1271 psf 1101 psf 9a) D+H+0.525E,+0.525E,,+0.75L+0.75S 3 klf 1 k-in/ft 0 in 5 in Case 2 1271 psf 1144 psf IOa) 0.6D-0.7E+0.7Ei, 1 k 1 k-in/ft 1 in 5 in Case 2 655 psf 484 psf Load Combinations for Allowable Stress Design(ASD)per ASCE 7-16 Section 2.4 for Footing Overturning Analysis Load Combinations: Axial Overturning Eccentricity Restoring Factor of Overturning Forces: Moment let Moments: Safety Check 1) D 3 k 0 k-in/ft 0.0 in 41 k-in/ft 100.00 2) D+H+L 3 k 0 k-in/ft 0.0 in 41 k-in/ft 100.00 3a) D+H+Lr 3 k 0 k-in/ft 0.0 in 43 k-in/ft 100.00 3b) D+H+S 3 k 0 k-in/ft 0.0 in 43 k-in/ft 100.00 4a) D+H+0.75L+0.75Lr 3 k 0 k-in/ft 0.0 in 42 k-in/ft 100.00 4b) D+H+0.75L+0.75S 3 k 0 k-in/ft 0.0 in 43 k-in/ft 100.00 5) D+H+0.6W 3 k 0 k-in/ft 0.2 in 42 k-in/ft 89.23 OK 6a) D+H+0.75(0.6W)+0.75L+0.75Lr 3 k 0 k-in/ft 0.1 in 43 k-in/ft 122.31 6b) D+H+0.75(0.6W)+0.75L+0.75S 3 k 0 k-in/ft 0.1 in 43 k-in/ft 123.25 7) 0.6D+0.6W 2 k 0 k-in/ft 0.0 in 14 k-in/ft 100.00 8a) D+H+0.7Ev+0.7E 3 k l k-in/ft 0.4 in 44 k-in/ft 41.00 9a) D+H+0.525Ev+0.525E,,+0.75L+0.75S 3 k l k-in/ft 0.3 in 45 k-in/ft 55.94 IOa) 0.6D-0.7E,+0.7Eh 1 k 1 k-in/ft 0.7 in 12 k-in/ft 11.69 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: G-32 eAAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 22402 Calculation: Eccentric Wall Ftg.8 Load Combinations for Strength Design(LRFD)per ASCE 7-16 Section 2.3 for Net Factored Pressure Acting on the Footing Load Combinations: Axial Total Eccentricity Soil Pressure Forces: Moments: let L/6 Dist. Case qm� qmi„ 1) 1.41) 4 klf 0 k-in/ft 0.0 in 5 in Case 1 1536 psf 1536 psf 2a) 1.2D+1.6H+1.6L+0.5Lr 3 klf 0 k-in/ft 0.0 in 5 in Case 1 1340 psf 1340 psf 2b) 1.2D+1.6H+1.6L+0.5S 3 Of 0 k-in/ft 0.0 in 5 in Case 1 1346 psf 1346 psf 3a) 1.2D+1.6H+1.6Lr+L 3 klf 0 k-in/ft 0.0 in 5 in Case 1 1391 psf 1391 psf 3b) 1.2D+1.6H+1.6S+L 4 klf 0 k-in/ft 0.0 in 5 in Case 1 1410 psf 1410 psf 3c) 1.2D+1.6H+1.6Lr+0.5W 4 klf 0 k-in/ft 0.1 in 5 in Case 2 1443 psf 1381 psf 3d) 1.2D+1.6H+1.6S+0.5W 4 Of 0 k-in/ft 0.1 in 5 in Case 2 1462 psf 1400 psf 4a) 1.2D+1.6H+1.OW+L+0.5Lr 3 klf 1 k-in/ft 0.2 in 5 in Case 2 1444 psf 1319 psf 4b) 1.2D+1.6H+1.OW+L+0.5S 3 klf 1 k-in/ft 0.2 in 5 in Case 2 1450 psf 1325 psf 5) 0.91)+LOW 2 klf 0 k-in/ft 0.0 in 5 in Case 1 913 psf 913 psf 6a) 1.2D+1.6H+E,+Eh+L+0.2S 4 klf 2 k-in/ft 0.4 in 5 in Case 2 1577 psf 1334 psf 7a) 0.9D-E,-E 2 klf 2 k-in/ft 0.7 in 5 in Case 2 982 psf 739 psf Load Combinations for Strength Design(LRFD)per ASCE 7-16 Section 2.3 for Induced Forces Acting on the Footing Length Load Combinations: Net Uplift R Dist.To R Mudoµ wud Forces Mu lift vu, 1) FAD 0.4 klf 0.229 ft 8 k-in/ft 0 klf 0 k-in/ft 0.35 k 2a) 1.2D+1.6H+1.6L+0.5Lr 0.3 klf 0.229 ft 7 k-in/ft 0 klf 0 k-in/ft 0.31 k 2b) 1.2D+1.6H+1.6L+0.5S 0.3 klf 0.229 ft 7 k-in/ft 0 klf 0 k-in/ft 0.31 k 3a) 1.2D+1.6H+1.6Lr+L 0.3 klf 0.229 ft 7 k-in/ft 0 klf 0 k-in/ft 0.32 k 3b) 1.2D+1.6H+1.6S+L 0.3 klf 0.229 ft 7 k-in/ft 0 klf 0 k-in/ft 0.32 k 3c) 1.2D+1.6H+1.6Lr+0.5W 0.3 klf 0.229 ft 7 k-in/ft 0 klf 0 k-in/ft 0.33 k 3d) 1.2D+1.6H+1.6S+0.5W 0.3 klf 0.229 ft 7 k-in/ft 0 klf 0 k-in/ft 0.34 k 4a) 1.2D+1.6H+1.OW+L+0.5Lr 0.3 klf 0.229 ft 7 k-in/ft 0 klf 0 k-in/ft 0.33 k 4b) 1.2D+1.6H+1.OW+L+0.5S 0.3 klf 0.229 ft 7 k-in/ft 0 klf 0 k-in/ft 0.33 k 5) 0.91)+LOW 0.2 klf 0.229 ft 5 k-in/ft 0 klf 0 k-in/ft 0.21 k 6a) 1.2D+1.6H+Ev+Eh+L+0.2S 0.4 klf 0.229 ft 8 k-in/ft 0 klf 0 k-in/ft 0.36 k 7a) 0.9D-Ev-E 0.2 klf 0.229 ft 5 k-in/ft 0 klf 0 k-in/ft 0.23 k 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: G-33 AU E Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 22402 Pay Station Footing Design Calculation: Pay Station Ftg Design Pay Station Unit Weight: 15 psf (assumed) 3.00 ft 15.33 ft 5.25 ft 3.00 ft 8.83ft � - - - - - - - - - - - - - - I I I I I 7.42 ft I I 3.00 ft 12.92 ft Worst-Case Column Trib.Area: 95.8 ft2 DL: 10.0 psf LL: 20.0 psf SL: 25.0 psf WL+: 16.0 psf WL-: -16.0 psf / 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: G-34 AU E Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 22402 Calculation: Pay Station Ftg Design Unfactored Induced Forces: Footing/Column Interaction: Load Types: Axial Axial Force Indirect Direct Total I~�� Forces: Eccentricity: Moments Moments Moments I I Dead Load,D: 1.0 k 0.0 in 0.0 k-in 0.0 k-in 0.0 k-in Lateral Earth Pressure,H: 0.0 k 0.0 in 0.0 k-in 0.0 k-in 0.0 k-in 1 I Live Load,L: 0.0 k 0.0 in 0.0 k-in 0.0 k-in 0.0 k-in Clockwise I Roof Live Load,Lr: 1.9 k 0.0 in 0.0 k-in 0.0 k-in 0.0 k-in Moment N Base Snow Load,Sba •se• 2.4 k 0.0 in 0.0 k-in 0.0 k-in 0.0 k-in Drifting Snow Load,Sdrift: 0.0 k 0.0 in 0.0 k-in 0.0 k-in 0.0 k-in Wind Load,W(+): 1.5 k 0.0 in 0.0 k-in 0.0 k-in 0.0 k-in Er:- Wind Load,W_: -1.5 k 0.0 in 0.0 k-in 0.0 k-in 0.0 k-in SDS: 0.751 Redundancy Factor,p: 1.00 L' LZ Earthquake Load,QE: 0.00 k 0.0 in 0.00 k-in 43.11 k-in 43.11 k-in L Earthquake Load,E: 0.00 k 0.00 k-in 43.11 k-in 43.11 k-in Column Offset,e: 0.0 ft from ftg CL Vert.Earthquake Load,E,,: 0.14 k 0.00 k-in 0.00 k-in 0.00 k-in Material Properties: Footing Dimensions: Slab on Grade Above Footing Dimensions: Column Properties: Concrete fc: 4500 psi Col.Location,Ll: 1.75 ft Footing Location: Interior Column Type: Steel w/Baseplate Concrete Density: 150 pcf Col.Location,L2: 1.75 ft Slab Thickness: 0 in Column Dim: 5 in along ftg length Reinforcement,fy: 60 ksi (Long dim.)Length,L: 3.50 ft Slab Area over Ftg: 12.25 ftg Column Width: 5 in along ftg width Rein£Epoxy Coated: No Width: 3.50 ft Slab over Ftg Weight: 0 k Base PL Dim: 12 in along ftg length Allow. Soil Bearing: 3000 psf Depth: 16 in Slab Dist.Beyod Ftg: 0 ft Base PL Dim: 12 in along ftg width Soil Density: 120 pcf Footing Area: 12.3 ftg Slab Area beyond Ftg: 12.25 ftg mlengtb: 3.5 in mwidth: 3.5 Conc.Mod.Factor'X': 1.00 Ftg Self Weight: 2.45 k Slab Weight for Uplift: 0 k Comp.Zone Factor,01: 0.825 Footing Design Include Weight for Include Weight for Include Weight for Include Weight for Soil Above Footing Dimensions: Options: Bearing Pressure: Resisting OTM: Uplift Resistance: Uplift Flex.Resist.: Depth of Soil over Footing: 0 in Footing Weight: Yes Yes - - Soil Area over Ftg: 0.0 ft2 Soil over Ftg Weight: Yes Yes Yes Yes Soil over Ftg Weight: 0 k Slab on Grade over Ftg Weight: Yes Yes Yes Yes Footing Reinforcement Steel: Bottom Steel (4) #5 Bars 1 to Length at 9.5 in o.c. Cover: 3 in dbot: 12.06 in No Uplift at Top of Ftg-> (Main Rein£) (4) #5 Bars 11 to Length at 9.5 in o.c. Side Cover: 2 in Top Steel Not Req'd Top Steel (4) #5 Bars to 1 Length at 9.5 in o.c. Cover: 2 in dtep: 13.06 in Top Steel Not Req'd for (Uplift Rein£.) (4) #5 Bars 11 to Length at 9.5 in o.c. Side Cover: 2 in Footing Thickness Flexural Capacity for Footing Len the (Long Dimension) Flexural Capacity for Footing Width: (Short Dimension) Downward Forces Uplift Forces Downward Forces Uplift Forces As: 1.24 in As: 1.24 in A,: 1.24 in As: 1.24 in a: 0.463 in a: 0.463 in a: 0.463 in a: 0.463 in pt: 0.0197 pt: 0.0197 pt: 0.0197 pt: 0.0197 p: 0.0024 p: 0.0023 p: 0.0024 p: 0.0023 Section IS: Tension Controlled Section IS: Tension Controlled Section Is: Tension Controlled Section Is: Tension Controlled Mn: 44 k-in Mn: 0 k-in Mn: 44 k-in Mn: 0 k-in Mn: 880 k-in Mn: 955 k-in Mn: 880 k-in Mn: 955 k-in �b: 0.9 +b: 0.9 +b: 0.9 +b: 0.9 +Mn: 792 k-in +Mn: 859 k-in +Mn: 792 k-in +Mn: 859 k-in Unity: 0.06 OK Unity: 0.00 OK Unity: 0.06 OK Unity: 0.00 OK Net Uplift Check: USE:3.50 ft long x 3.50 ft wide x 1.33 ft deep Min Reinforcement Requirements: Max Column Uplift: 0.00 k[LRFD] footing w/ Rein£ 11 to Min.As: 1.21 in Footing+Slab+Soil Weight: 2.205 k Length Provided As: 1.24 in' OK Add.Resist DL: 0.0 k I.OD) £ 1 Bottom Layer Reinf.:(4)#5 bars each way ( Rein to Min.As: 1.21 in 2 Total Net Uplift: 0.00 k OK Length Provided As: 1.24 in OK smax: 18 in OK daggregate• 0.75 in smin: 2.125 in OK Design Section As: Reinforced Concrete 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: G-35 AU E Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 22402 Calculation: Pay Station Ftg Design Ftg Length One-Way Punching Shear Capacity: Two Way Punching Shear Capacity: Check Flexural Steel Development Length: V I: 1.5 k Viz: 6 k Reinf. 11 to Length,1proviv,d: 14.75 in Conc.shear strength Vc: 36.64 k Critical Section Length,bl: 21 in Reinf. 1 to Length,1provivad: 14.75 in �v 0.75 Critical Section Length,b2: 21 in Bottom Layer Reinf. Shear Capacity OVn: 27.5 k Perimeter of Critical Section,bo: 82 in Reinf. 11 to Length,ld: 13.09 in OK Unity: 0.05 OK Conc.shear strength"Vol" : 266.2 k Reinf.1 to Length,ld: 13.09 in OK Ftg Width One-Way Punching Shear Capacity: Conc.shear strength"Vo2" : 399.3 k Top Layer Reinf, VnI: 1.461 k /3: 1.00 Reinf. to Length,ld: 0 in OK Conc.shear strength Vc: 36.64 k Conc.shear strength"Vc3" : 523.5 Reinf.1 to Length,ld: 0 in OK Ov 0.75 as: 40 Shear Capacity OVn: 27.5 k Ov 0.75 Unity: 0.05 OK Shear Capacity OVn: 199.7 k Unity: 0.03 OK I-e� e' + + i 1 II I 14 'B' BEARING PRESSURE BEARING PRESSURE BEARING PRESSURE Soil Pressure Case 1 Soil Pressure Case 2 Soil Pressure Case 3 Load Combinations for Allowable Stress Design(ASD)per ASCE 7-16 Section 2.4 for Soil Bearing Analysis under Footing Load Combinations: Axial Total Eccentricity Soil Pressure Soil Bearing Forces: Moments: let L/6 Dist. Case gmax Amin Check 1) D 3 k 0 k-in 0.0 in 7 in Case 1 278 psf 278 psf 2) D+H+L 3 k 0 k-in 0.0 in 7 in Case 1 278 psf 278 psf 3a) D+H+Lr 5 k 0 k-in 0.0 in 7 in Case 1 435 psf 435 psf 3b) D+H+S 6 k 0 k-in 0.0 in 7 in Case 1 474 psf 474 psf 4a) D+H+0.75L+0.75Lr 5 k 0 k-in 0.0 in 7 in Case 1 396 psf 396 psf 4b) D+H+0.75L+0.75S 5 k 0 k-in 0.0 in 7 in Case 1 425 psf 425 psf 5) D+H+0.6W 4 k 0 k-in 0.0 in 7 in Case 1 353 psf 353 psf OK 6a) D+H+0.75(0.6W)+0.75L+0.75Lr 6 k 0 k-in 0.0 in 7 in Case 1 452 psf 452 psf 6b) D+H+0.75(0.6W)+0.75L+0.75S 6 k 0 k-in 0.0 in 7 in Case 1 481 psf 481 psf 7) 0.6D+0.6W 1 k 0 k-in 0.0 in 7 in Case 1 92 psf 92 psf 8a) D+H+0.7Ev+0.7E 4 k 30 k-in 8.6 in 7 in Case 3 647 psf 0 psf 9a) D+H+0.525Ev+0.525E,+0.75L+0.75S 5 k 23 k-in 4.3 in 7 in Case 2 695 psf 167 psf 10a) 0.6D-0.7Ev+0.7Et, 2 k 30 k-in 15.5 in 7 in Case 3 811 psf 0 psf Load Combinations for Allowable Stress Desi (ASD)per ASCE 7-16 Section 2.4 for Foot in Overturnin Y Analysis Load Combinations: Axial Overturning Eccentricity Restoring Factor of Overturning Forces: Moment let Moments: Safety Check 1) D 3 k 0 k-in 0.0 in 72 k-in 100.00 2) D+H+L 3 k 0 k-in 0.0 in 72 k-in 100.00 3a) D+H+Lr 5 k 0 k-in 0.0 in 112 k-in 100.00 3b) D+H+S 6 k 0 k-in 0.0 in 122 k-in 100.00 4a) D+H+0.75L+0.75Lr 5 k 0 k-in 0.0 in 102 k-in 100.00 4b) D+H+0.75L+0.75S 5 k 0 k-in 0.0 in 109 k-in 100.00 5) D+H+0.6W 4 k 0 k-in 0.0 in 91 k-in 100.00 OK 6a) D+H+0.75(0.6W)+0.75L+0.75Lr 6 k 0 k-in 0.0 in 116 k-in 100.00 6b) D+H+0.75(0.6W)+0.75L+0.75S 6 k 0 k-in 0.0 in 124 k-in 100.00 7) 0.6D+0.6W 3 k 0 k-in 0.0 in 33 k-in 100.00 8a) D+H+0.7Ev+0.7E 4 k 30 k-in 8.6 in 65 k-in 2.14 9a) D+H+0.525Ev+0.525EI,+0.75L+0.75S 5 k 23 k-in 4.3 in 99 k-in 4.36 10 1.3 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: G-36 AU E Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC I Job No.: 22402 Calculation: Pay Station Ftg Design Load Combinations for Strength Design(LRFD)per ASCE 7-16 Section 2.3 for Net Factored Pressure Acting on the Footing Load Combinations: Axial Total Eccentricity Soil Pressure Forces: Moments: le, L/6 Dist. Case gmax groin 1) 1.41) 5 k 0 k-in 0.0 in 7 in Case 1 389 psf 389 psf 2a) 1.2D+1.6H+1.6L+0.5Lr 5 k 0 k-in 0.0 in 7 in Case 1 412 psf 412 psf 2b) 1.2D+1.6H+1.6L+0.5S 5 k 0 k-in 0.0 in 7 in Case 1 432 psf 432 psf 3a) 1.2D+1.6H+1.6Lr+L 7 k 0 k-in 0.0 in 7 in Case 1 584 psf 584 psf 3b) 1.2D+1.6H+1.6S+L 8 k 0 k-in 0.0 in 7 in Case 1 647 psf 647 psf 3c) 1.2D+1.6H+1.6Lr+0.5W 8 k 0 k-in 0.0 in 7 in Case 1 647 psf 647 psf 3d) 1.2D+1.6H+1.6S+0.5W 9 k 0 k-in 0.0 in 7 in Case 1 709 psf 709 psf 4a) 1.2D+1.6H+1.OW+L+0.5Lr 7 k 0 k-in 0.0 in 7 in Case 1 537 psf 537 psf 4b) 1.2D+1.6H+1.OW+L+0.5S 7 k 0 k-in 0.0 in 7 in Case 1 557 psf 557 psf 5) 0.9D+1.OW 2 k 0 k-in 0.0 in 7 in Case 1 125 psf 125 psf 6a) 1.2D+1.6H+E,+Eh+L+0.2S 5 k 43 k-in 9.1 in 7 in Case 3 909 psf 0 psf 7a) 0.9D-E,-E 3 k 43 k-in 14.7 in 7 in Case 3 1069 psf 0 psf Load Combinations for Strength Design(LRFD)per ASCE 7-16 Section 2.3 for Induced Forces Acting on the Footing Length Load Combinations: Net Uplift R Dist.To R Mudownw d Forces Mu lift Vul Vu2 1) I AD 0.5 k 0.391 ft 16 k-in 0 k 0 k-in 0.532 k 1.3 k 2a) 1.2D+1.6H+1.6L+0.5Lr 0.6 k 0.391 ft 17 k-in 0 k 0 k-in 0.563 k 2.1 k 2b) 1.2D+1.6H+1.6L+0.5S 0.6 k 0.391 ft 18 k-in 0 k 0 k-in 0.59 k 2.3 k 3a) 1.2D+1.6H+1.6Lr+L 0.8 k 0.391 ft 24 k-in 0 k 0 k-in 0.799 k 4.2 k 3b) 1.2D+1.6H+1.6S+L 0.9 k 0.391 ft 26 k-in 0 k 0 k-in 0.884 k 5.0 k 3c) 1.2D+1.6H+1.6Lr+0.5W 0.9 k 0.391 ft 26 k-in 0 k 0 k-in 0.884 k 5.0 k 3d) 1.2D+1.6H+1.6S+0.5W 1.0 k 0.391 ft 29 k-in 0 k 0 k-in 0.97 k 5.7 k 4a) 1.2D+1.6H+1.OW+L+0.5Lr 0.7 k 0.391 ft 22 k-in 0 k 0 k-in 0.734 k 3.6 k 4b) 1.2D+1.6H+1.OW+L+0.5S 0.8 k 0.391 ft 23 k-in 0 k 0 k-in 0.761 k 3.9 k 5) 0.9D+1.OW 0.2 k 0.391 ft 5 k-in 0 k 0 k-in 0.171 k -0.7 k 6a) 1.2D+1.6H+Ev+Eh+L+0.2S 1.2 k 0.391 ft 37 k-in 0 k 0 k-in 1.243 k 1.8 k 7a) 0.9D-E,-E 1.5 k 0.391 ft 44 k-in 0 k 0 k-in 1.461 k 0.7 k Load Combinations for Strength Design(LRFD)per ASCE 7-16 Section 2.3 for Induced Forces Acting on the Footing Width Load Combinations: Net Uplift R Dist.To R Mudownw d Forces Mu lift Vul Vu2 1) 1.41) 0.5 k 0.391 ft 16 k-in 0 k 0 k-in 0.5 k 1.3 k 2a) 1.2D+1.6H+1.6L+0.5Lr 0.6 k 0.391 ft 17 k-in 0 k 0 k-in 0.6 k 2.1 k 2b) 1.2D+1.6H+1.6L+0.5S 0.6 k 0.391 ft 18 k-in 0 k 0 k-in 0.6 k 2.3 k 3a) 1.2D+1.6H+1.6Lr+L 0.8 k 0.391 ft 24 k-in 0 k 0 k-in 0.8 k 4.2 k 3b) 1.2D+1.6H+1.6S+L 0.9 k 0.391 ft 26 k-in 0 k 0 k-in 0.9 k 5.0 k 3c) 1.2D+1.6H+1.6Lr+0.5W 0.9 k 0.391 ft 26 k-in 0 k 0 k-in 0.9 k 5.0 k 3d) 1.2D+1.6H+1.6S+0.5W 1.0 k 0.391 ft 29 k-in 0 k 0 k-in 1.0 k 5.7 k 4a) 1.2D+1.6H+1.OW+L+0.5Lr 0.7 k 0.391 ft 22 k-in 0 k 0 k-in 0.7 k 3.6 k 4b) 1.2D+1.6H+1.OW+L+0.5S 0.8 k 0.391 ft 23 k-in 0 k 0 k-in 0.8 k 3.9 k 5) 0.9D+1.OW 0.2 k 0.391 ft 5 k-in 0 k 0 k-in 0.2 k -0.7 k 6a) 1.2D+1.6H+Ev+Eh+L+0.2S 1.2 k 0.391 ft 37 k-in 0 k 0 k-in 1.2 k 1.8 k 7a) 0.9D-E,-E 1.5 k 0.391 ft 44 k-in 0 k 0 k-in 1.5 k 0.7 k 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: G-37 eAU E Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 22402 Calculation: Pay Station Ftg Design Plain Concrete Checks for when Reinforcement is not Developed Past Critical Section Applicable: No 1-Way Shear Design-Plain Concrete(ACI 318-19 Section 14.5.5.1): Footing Length JAII loads are(LRFD) Factored Design Forces&Dimensions: Nominal Section Strength: Factored Shear Force,V.: 0.42 kips/ft. Ve_(a): 15.0 kips/ft. [ACI Tabie14.5.5.1(a)] Footing Properties: Shear strength reduction factor,(pv: 0.60 [ACI Table 21.2.1] Footing depth,h: 16 in Shear Design Strength,gvVn: 9.0 kips/ft. Conc.Cast Against Soil? Yes ACI 14.5.1.7 Design Check: Design Slab Depth,hdesig : 14 in. Factored Shear Force,V.: 0.4 kips Conc.comp.strength,Vc: 4500 psi Shear Design Strength,gvVn: 9.0 kips Factor for Ltw Conc,X: 1.00 ACI Table 19.2.4.2 0.046 OK I-Way Shear Design-Plain Concrete(ACI 318-19 Section 14.5.5.1): Footing Width JAII loads are(LRFD) Factored Design Forces&Dimensions: Nominal Section Strength: Factored Shear Force,V,,: 0.42 kips/ft. Ve_(a): 15.0 kips/ft. [ACI Tabie14.5.5.1(a)] Footing Properties: Shear strength reduction factor,(pv: 0.60 [ACI Table 21.2.1] Footing depth,h: 16 in Shear Design Strength,(p Vn: 9.0 kips/ft. Conc.Cast Against Soil? Yes ACI 14.5.1.7 Design Check: Design Slab Depth,hd,,i,,: 14 in. Factored Shear Force,V,,: 0.4 kips Conc.comp.strength,Vc: 4500 psi Shear Design Strength,gvVn: 9.0 kips Factor for Ltw Conc,),: 1.00 ACI Table 19.2.4.2 0.046 OK 2-Way"Punching"Shear Design-Plain Concrete(ACI 318-14 Section 14.5.5.1): JAII loads are(LRFD) Factored Design Forces&Dimensions: Nominal Section Strength: Factored Force,Pn: 5.7 kips Perimeter of Punchout Block,bo: 82.3 in.[ACI 22.6.41 Ratio of Conc.load,/3: 71.57 [ACI Table 22.6.5.2] Vc-(b): 105.9 kips[ACI Table 14.5.5.1(b)] Ve_(e): 206.0 kips[ACI Table 14.5.5.1(c)] Slab Properties: Contr.Shear strength by concrete,Ve: 105.9 kips Slab depth,h: 16 in Shear strength reduction factor,(p,,: 0.60 [ACI Table 21.2.1] Conc.Cast Against Soil? Yes ACI 14.5.1.7 Shear Design Strength,(p�Vn: 63.5 kips Design Slab Depth,hdesig : 14 in. Design Check: Conc.comp.strength,Vc: 4500 psi Factored Shear Force,V,,: 5.7 kips Factor for Ltw Conc,X: 1.00 [ACI Table 19.2.4.2] Shear Design Strength,(p�Vn: 63.5 kips 0.09 OK Flexural Design-Plain Concrete(ACI 318-19 Section 14.5.2.1): Footing Length All loads are(LRFD) Factored Design Forces&Dimensions: Nominal Section Strength: Factored Moment,Mn: 43.72 k-in/eff.Width Mn_(Tensions Face): 460.2 k-in/eff.Width Footing Properties: Mn-(Compression Face): 5248 k-in/eff.Width Slab depth,h: 16 in Moment strength reduction factor,(pf: 0.6 [ACI Table 21.2.1] Conc.Cast Against Soil? Yes ACI 14.5.1.7 Moment Design Strength,(pfMn: 276.1 k-in/eff.Width Design Slab Depth,hdeS1p: 14 in. Effective Slab Width,b: 42 in. Design Check: Elastic Sect.Modulus,Sm: 1372 in Factored Moment,Mn: 43.7 k-in/eff.Width Conc.comp.strength,Vc: 4500 psi Moment Design Strength,WfMn: 276.1 k-in/eff.Width Factor for Ltw Conc,),: 1.00 ACI Table 19.2.4.2 0.16 OK Flexural Design-Plain Concrete(ACI 318-19 Section 14.5.2.1): Footing Width JAII loads are(LRFD) Factored Design Forces&Dimensions: Nominal Section Strength: Factored Moment,Mn: 43.72 k-in/eff.Width M,L(Tensions Face): 460.2 k-in/eff.Width Footing Properties: M_(C",,,p,ession Face): 5248 k-in/eff.Width Slab depth,h: 16 in Moment strength reduction factor,(pf: 0.6 [ACI Table 21.2.1] Conc.Cast Against Soil? Yes ACI 14.5.1.7 Moment Design Strength,WfMn: 276.1 k-in/eff.Width Design Slab Depth,hde51p: 14 in. Effective Slab Width,b: 42 in. Design Check: Elastic Sect.Modulus,S.: 1372 in Factored Moment,M.: 43.7 k-in/eff.Width Conc.comp.strength,Vc: 4500 psi Moment Design Strength,WfMn: 276.1 k-in/eff.Width Factor fo 0.16 OK 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 1 (425)614-0949 Project: Wet Rabbit Car Wash-Arlington Pg.No: G-38 eAUE Address: 7530 204th St NE Arlington,WA 98223 Date: 8/2/24 Client: SDH Architects,LLC Job No.: 22402 GEOTECHNICAL ENGINEERING REPORT ARLINGTON COMMERCIAL DEVELOPMENT 7530 204T" STREET NE ARLINGTON, WASHINGTON ZGA Project No. 2760.01 March 28, 2024 Prepared for: WET RABBIT, LLC vT I.L .�1 Prepared by: ZipperGeo Geoprofessional Consultants 19019 36th Avenue W., Suite E Lynnwood, WA 98036 Zipp Geo Geoprofessional Consultants ZGA Project No. 2760.01 March 28, 2024 Wet Rabbit, LLC 3213 West Wheeler Street, #750 Seattle, Washington 98199 Attention: Mr. Chris McClure Subject: Geotechnical Engineering Report Arlington Commercial Development 7530 204t"Street NE Arlington, Washington 98223 Parcel Numbers 310514-001-006-00 and 310514-001-010-00 Dear Mr. McClure, In accordance with your request and written authorization,Zipper Geo Associates, LLC(ZGA) has completed the subsurface evaluation and geotechnical engineering report for the above-referenced project. This report presents the findings of the subsurface evaluation and geotechnical recommendations for the project design and construction.Our services have been completed in general accordance with our Proposal for Geotechnical Services (Proposal No. P23120) dated September 22, 2023. Written authorization to proceed was provided by you on September 22, 2023. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report,or if we may be of further service, please contact us. Sincerely, Zipper Geo Associates, LLC 0Cf W ashA. co O�oR wA ti G,P 4 atAm—A - c ,n s• x 2 � t�� 3128124 •off 38384 3128124 hied o�o RIN At, .LAMES P. (3EORllIS James P. Georgis, L.E.G. Robert A. Ross, P.E. Principal Principal 19019 36t"Avenue West, Suite E Lynnwood, WA 98036 (425) 582-9928 TABLE OF CONTENTS Page 1.0 INTRODUCTION .....................................................................................................................1 1.1 Site Description........................................................................................................................ 1 1.2 Project Understanding.............................................................................................................2 2.0 SUBSURFACE CONDITIONS.....................................................................................................2 2.1 Published Geologic Information..............................................................................................2 2.2 Soil Conditions.........................................................................................................................2 2.3 Groundwater Conditions.........................................................................................................3 3.0 CONCLUSIONS AND RECOMMENDATIONS..............................................................................4 3.1 General ....................................................................................................................................4 3.2 Seismic Design Considerations................................................................................................5 3.3 Site Preparation.......................................................................................................................7 3.4 Structural Fill............................................................................................................................9 3.5 Utility Trenching and Backfilling............................................................................................11 3.6 Temporary Shoring................................................................................................................12 3.7 Temporary and Permanent Slopes........................................................................................12 3.8 Corrosion Considerations ......................................................................................................13 3.9 Shallow Foundations..............................................................................................................13 3.10 On-Grade Concrete Floor Slabs.............................................................................................14 3.11 Mat Foundation Option.........................................................................................................15 3.12 Backfilled Walls......................................................................................................................17 3.13 Drainage Considerations........................................................................................................17 3.14 Infiltration Considerations.....................................................................................................18 3.15 Pavements.............................................................................................................................20 4.0 CLOSURE..............................................................................................................................21 FIGURES Figure 1—Site and Exploration Plan APPENDICES Appendix A—Subsurface Exploration Procedures and Logs Appendix B—Laboratory Testing Procedures and Results GEOTECHNICAL ENGINEERING REPORT ARLINGTON COMMERCIAL DEVELOPMENT 7530 204T" STREET NE ARLINGTON, WASHINGTON Project No. 2760.01 March 28, 2024 1.0 INTRODUCTION This report presents the surface and subsurface conditions encountered at the site and our geotechnical engineering recommendations for the proposed Arlington Commercial Development. Our scope of services included reviewing readily available geologic data, a site reconnaissance, subsurface evaluation, laboratory testing, geotechnical engineering analysis, and preparation of this report. The project description,site conditions, and our geotechnical conclusions and recommendations are presented in the text of this report. Supporting data including detailed exploration logs and field exploration procedures and the results of laboratory testing are presented as appendices. 1.1 Site Description The site is comprised of two adjoining Snohomish County tax parcels. Tax Parcel 310514-001-006-00 is a developed site with a property address of 7530 204th Street NE in Arlington, Washington. According to Snohomish County Assessor's records, the developed parcel encompasses 0.86 acres of relatively level land with an unoccupied commercial building formerly occupied by Arlington Family Medicine located in the southeastern portion of the parcel. The building is a 3,520 square foot, one-story, wood-framed structure reportedly build in 1984.Asphalt surfaced drive lanes and parking are found to the north,west, and south of the commercial building.The development is services by underground utilities and includes a stormwater system. Vegetation includes ornamental plantings in parking lot islands and around the building, a row of large trees along the west and south property lines which appear to serve as a wind block, and a lawn south of the building. Asphalt pavements near the west and south rows of trees exhibit moderate root damage. Tax Parcel 310514-001-010-00 is a relatively level, undeveloped site located east of and adjoining the southern portion of the above discussed developed parcel's east property line. The parcel is irregular in shape and according to Snohomish County Assessor's records encompasses 0.81 acres. It appears that some underground utilities may be located near the east property line. Vegetation within the undeveloped parcel primarily consists of well-developed tall grasses with dense blackberry brush along its west and north property lines. A roughly "L" shaped drainage ditch is located along the northern portion of the developed parcels east property line and along the entire north property line of the undeveloped parcel. Running water of about 3 to 4 inches deep was observed in the drainage ditch during our site reconnaissance. The enclosed Site and Exploration Plan, Figure 1, includes an aerial photograph of the subject parcels. Page 1 Arlington Commercial Development ZipperGeo ZGA Project No. 2760.01 March 28, 2024 Geoprofessional Consultants 1.2 Project Understanding We understand that Wet Rabbit, LLC intends to redevelop the currently vacant developed parcel (310514- 001-006-00) with a new Wet Rabbit-branded car wash facility. We understand that redevelopment will generally include demolition of the existing structure, minor regrading, construction of a new drive-thru car wash tunnel in the west-central west side of the site, and reconfiguration and repaving of the parking lot and drive lanes. We understand that development of the currently undeveloped parcel (310514-001- 010-00) may include a one-story Quick Service Restaurant (QSR) or similar commercial development. Lightly loaded shallow foundations with slab-on-grade floors are anticipated. We understand that stormwater management design will be completed in accordance with the 2014 Washington State Department of Ecology (Ecology) Stormwater Management Manual for Western Washington (Stormwater Manual).We understand that a below grade infiltration gallery is planned in the east-central portion of the western developed parcel with a bottom of facility elevation of about 122.5 feet. We understand that a stormwater infiltration pond is planned in the western portion of the eastern undeveloped parcel with a bottom of pond elevation of about 124 feet. 2.0 SUBSURFACE CONDITIONS 2.1 Published Geologic Information We assessed the geologic setting of site and the surrounding vicinity by reviewing the Geologic Map of the Arlington West Quadrangle, Snohomish County, Washington (US Geological Survey, Map MF-1740, 1985). The published geologic mapping shows the site is underlain by Vashon Recessional Outwash, Marysville Sand Member. The Marysville Sand Member is described as mostly well-drained, stratified to massive outwash sand, with some fine gravel, and some areas of silt and clay. The sediments were deposited by melt water flowing south from the stagnating and receding Vashon glacier. The outwash is reported to have a maximum thickness of about 140 feet. Subsurface conditions disclosed by the explorations advanced for this evaluation are consistent with the published mapping. 2.2 Soil Conditions The subsurface evaluation completed by ZGA for this project included four borings (13-1 through 13-4) and one cone penetrometer test (CPT-01). CPT-01 was completed near the center of the proposed car wash development(currently developed western parcel) and extended to a depth of about 60 feet below grade. The CPT exploration included seismic shear wave velocity measurements. Borings B-1 and B-2 were completed in the north and south portions of the western parcel's existing parking lot, respectively, and extended about 36% feet below grade. Borings B-3 and B-4 were completed in the undeveloped eastern parcel and extended about 31%to 36% feet below grade. Groundwater monitoring wells were installed in borings B-1 through B-3 to evaluate changes in groundwater levels through the wet season. The enclosed Site and Exploration Plan, Figure 1, presents the approximate locations of our subsurface explorations completed for this project. Soil samples recovered from the borings were visually classified in general accordance with the Explanation of Exploration Logs enclosed in Appendix A. Detailed, descriptive logs of the subsurface explorations and the procedures utilized in the subsurface exploration program are also presented in Page 2 Arlington Commercial Development ZipperGeo ZGA Project No. 2760.01 March 28, 2024 Geoprofessional Consultants Appendix A. In general, our explorations disclosed asphalt pavement and topsoil over recessional glacial outwash deposits interpreted as the Marysville Sand Member.Generalized descriptions of subsurface soil conditions observed at the exploration locations are presented below. 2.2.1 Pavement Section Borings B-1 and B-2 were completed in the parking lot of the western parcel and encountered about 2 inches of asphalt.The thickness of the pavement at the CPT location could not be accurately determined due to the small diameter of the conical probe used to complete the exploration. 2.2.2 Topsoil Borings B-3 and B-4 were completed in the undeveloped eastern parcel and encountered about 3 to 4 inches of topsoil. In general,the topsoil consisted of loose, brown sand with silt and abundant fine roots. 2.2.3 Glacial Recessional Outwash Soil interpreted as glacial recessional outwash deposits of the Marysville Sand Member were encountered below the pavement in the western parcel and below the topsoil in the eastern undeveloped parcel.The glacial outwash deposits extended to the maximum depth explored of 36%feet in the borings and 60 feet in the CPT. In general, the upper 5 to 7%2 feet of the outwash consists of loose to medium dense sand with variable silt and silt with variable sand content.Soil mottling was observed in some of the samples collected in this depth range. From about 5 to 7% feet down to about 15 to 17% feet, the outwash generally consists of medium dense to very dense gravelly sand to sandy gravel with trace to some silt. From about 15 to 17% feet to the maximum depth explored at 60 feet below grade, the outwash generally consists of loose to medium dense sand with trace to some silt. 2.3 Groundwater Conditions Groundwater was observed in borings B-1 through B-3 about 25 to 30 feet below grade at the time of drilling. Groundwater monitoring wells were installed in borings B-1 through B-3. Groundwater monitoring well readings are typically more accurate than groundwater depth estimates completed at the time of drilling and are presented in the table below. Groundwater Monitoring Well Data Boring Approx.Surface Date of Groundwater Approx.Depth to Approx.Groundwater Number Elevation (ft) Measurement Groundwater(ft) Elevation(ft) 10/17/23 25.41 102.21 10/19/23 25.81 101.81 11/13/23 25.23 102.39 B-1 127.62 12/19/23 24.73 102.89 01/24/24 12.98 114.64 02/16/24 11.91 115.71 03/26/24 10.64 116.98 Page 3 Arlington Commercial Development ZipperGeo ZGA Project No. 2760.01 March 28, 2024 Geoprofessional Consultants Groundwater Monitoring Well Data Boring Approx.Surface Date of Groundwater Approx.Depth to Approx.Groundwater Number Elevation (ft) Measurement Groundwater(ft) Elevation(ft) 10/17/23 27.37 102.42 10/19/23 27.18 102.61 11/13/23 27.41 102.38 B-2 129.79 12/19/23 23.91 105.88 01/24/24 16.50 113.29 02/16/24 14.41 115.38 03/26/24 13.37 116.42 10/17/23 28.62 103.38 10/19/23 28.83 103.17 11/13/23 28.65 103.35 B-3 132.00 12/19/23 24.70 107.30 01/24/24 17.05 114.95 02/16/24 15.61 116.39 03/26/24 14.75 117.25 Ground surface elevations at the exploration locations are based on survey data provided by PacLand. Groundwater levels, flow rates and soil moisture conditions should be expected to vary throughout the year. Fluctuations of the groundwater levels will likely occur due to seasonal variations in the amount of rainfall, runoff and other factors not evident at the time the explorations were performed. Therefore, groundwater levels during construction or at other times in the life of the development should be expected to vary. 3.0 CONCLUSIONS AND RECOMMENDATIONS 3.1 General Based on the results of our subsurface explorations, laboratory testing, and geotechnical engineering analyses, we conclude that the proposed development is feasible from a geotechnical standpoint, contingent on proper design and construction practices. The explorations completed for our evaluation encountered soils susceptible to seismic induced liquefaction settlements.This condition requires special design considerations, as discussed below. The liquefaction potential of the development was evaluated in accordance with the 2018 International Building Code (IBC). Based on our analysis, we estimate total seismic settlements of approximately 3 to 3% inches could occur during the design earthquake. We estimate differential seismic settlements of approximately 1% to 1% inches over a horizontal distance of 40 feet. In our experience, these levels of total and differential seismic settlement are typically considered expectable for most structures from a collapse prevention perspective, but should be evaluated by the owner relative to risk management and the project structural engineer relative to 2018 IBC design requirements and the specific building design being considered. If these levels of potential seismic settlement are not considered acceptable for conventional spread footings, we recommend that a mat foundation be considered. Due to the presence Page 4 Arlington Commercial Development ZipperGeo ZGA Project No. 2760.01 March 28, 2024 Geoprofessional Consultants of about 10 to 15 feet of dense to very dense gravelly soils above the potential zone of liquefaction,ground improvement methods, such as stone columns, are not recommended for liquefaction mitigation at this site. This report includes geotechnical design recommendations for both conventional spread and mat foundation options. Geotechnical engineering recommendations for foundation systems and other earthwork related phases of the project are outlined below. The recommendations contained in this report are based upon the results of field and laboratory testing(which are presented in Appendices A and B), engineering analyses, and our current understanding of the proposed project. ASTM and Washington State Department of Transportation (WSDOT) specification codes cited herein respectively refer to the current manual published by the American Society for Testing & Materials and the current edition of the Standard Specifications for Road, Bridge, and Municipal Construction, (M41-10). 3.2 Seismic Design Considerations The seismic performance of the proposed development was evaluated relative to seismic hazards resulting from ground shaking associated with a design seismic event with a 2,475-year return period determined in accordance with the 2018 International Building Code (IBC). Conformance to the above criteria for seismic excitation does not constitute any kind of guarantee or assurance that significant structural damage or ground failure will not occur if a maximum level earthquake occurs.The primary goal of the IBC seismic design procedure is to protect life and not to avoid all damage, since such design may be economically prohibitive. Following a major earthquake, a building may be damaged beyond repair, yet not collapse. 3.2.1 Ground Fault Rupture Based on review of the United States Geological Survey Quaternary Fault and Fold Database of the United States there are no mapped Quaternary faults within 10 miles of the site. It is our opinion that the risk of ground surface rupture at the site is low. 3.2.2 Landsliding Based on the relatively level topography of the site and surrounding vicinity, it is our opinion that the risk of earthquake-induced landsliding is low. 3.2.3 Liquefaction Liquefaction is a phenomenon wherein saturated cohesionless soils build up excess pore water pressures during earthquake loading. Liquefaction typically occurs in loose soils, but may occur in denser soils if the ground shaking is sufficiently strong. ZGA completed a liquefaction analysis in general accordance with the 2018 IBC and ASCE 7-16. Specifically, our analysis used the following primary seismic ground motion parameters. • A Maximum Considered Earthquake Geometric Mean (MCEG) Peak Ground Acceleration of 0.441g, based on Figure 22-9 of ASCE 7-16. Page 5 Arlington Commercial Development ZipperGeo ZGA Project No. 2760.01 March 28, 2024 Geoprofessional Consultants • A Modified Peak Ground Acceleration (PGQ of 0.511g based on Site Class D, per Section 11.8.3 of ASCE 7-16 (Site Class modification to MCEG without regard to liquefaction in accordance with Sections 11.4.8 and 20.3.1 of ASCE 7-16). • A Geometric Mean Magnitude of 6.8 based on 2014 USGS National Seismic Hazard Mapping Project deaggregation data for a seismic event with a 2% probability of exceedance in 50 years (2,475 year return period). Our liquefaction analysis was completed using the computer program CLiq (Version 3.5.2.10) developed by GeoLogismiki. Our analysis was based on CPT-1 completed to a depth of about 60 feet below existing grade. The approximate exploration location is shown on the enclosed Site and Exploration Plans, Figure 1. Our analysis indicates the potential for liquefaction below the groundwater table,which was modeled at a median depth of 20 feet below grade in our analysis. 3.2.3.1 Liquefaction Settlement Based on our analyses, we estimate a total seismic settlement of approximately 3 to 3% inches. We estimate a differential seismic settlement of approximately 1%to 1% inches over a horizontal distance of 40 feet. If these levels of seismic induced liquefaction settlement are not acceptable for conventional spread footings,we recommend that a mat foundation be considered as discussed in subsequent sections of this report. 3.2.3.2 Lateral Spread Lateral spreading is a phenomenon in which soil deposits which underlie a site can experience significant lateral displacements associated with the reduction in soil strength caused by soil liquefaction. This phenomenon tends to occur most commonly at sites where the soil deposits can flow toward a "free- face", such as a water body. Given the relatively level nature of the site and lack of a free-face condition, it is our opinion that the potential for distress at the site from lateral spreading is low. 3.2.4 IBC Seismic Design Parameters Per the 2018 IBC seismic design procedures and ASCE 7-16,the presence of liquefiable soils requires a Site Class definition of F. However, through reference to Sections 11.4.8 and 20.3.1 of ASCE 7-16, the 2018 IBC allows site coefficients Fa and F" to be determined assuming that liquefaction does not occur for structures with fundamental periods of vibration less than 0.5 seconds. Based on the results of the field evaluation, Site Class D may be used to determine the values of Fa and F" in accordance with Sections 11.4.8 and 20.3.1 of ASCE 7-16. If exceptions for Site Class D presented in Section 11.4.8 of ASCE 7-16 do not apply, a ground motion hazard analysis may be required. IBC Seismic Design Criteria Parameter Value 2018 International Building Code Site Classification(I13C)1 Site Class F 2,3 Site Latitude/Longitude 48.1803/-122.1283 Spectral Short-Period Acceleration,Ss 1.038g Page 6 Arlington Commercial Development ZipperGeo ZGA Project No. 2760.01 March 28, 2024 Geoprofessional Consultants IBC Seismic Design Criteria Parameter Value Spectral 1-Second Acceleration,Si 0.371g Site Coefficient for a Short Period,FA 1.085 Site Coefficient for a 1-Second Period, Fv See ASCE Section 11.4.8 Spectral Acceleration for a 0.2-Second Period,SMs 1.126g Spectral Acceleration for a 1-Second Period,SMi See ASCE Section 11.4.8 Design Short-Period Spectral Acceleration,Sos 0.751g Design 1-Second Spectral Acceleration,Soi See ASCE Section 11.4.8 1. IBC Site Class is based on the average characteristics of the upper 100 feet of the subsurface profile. 2. The explorations completed for this study extended to a maximum depth of about 60 feet below grade. ZGA therefore determined the Site Class assuming that medium dense to dense glacial outwash soils with an average n value greater than 15 extend to 100 feet as suggested by published geologic maps for the project area. 3. Per the 2018 International Building Code and ASCE 7-16, Chapter 20, any profile containing soils vulnerable to potential failure or collapse under seismic loading such as liquefiable soils. 3.3 Site Preparation 3.3.1 Existing Structure Removal The western parcel is currently developed with an unoccupied commercial building with associated asphalt pavement and concrete flatwork. After the building is removed, we recommend that any remaining foundation elements or other below grade structures, if encountered, be demolished and removed from the proposed development areas. We recommend that the resulting excavation be backfilled with compacted structural fill. 3.3.2 Existing Utility Removal We recommend that all underground utilities within the prosed building pad be completely removed. Utility pipes outside the building envelope could be abandoned in place, provided they are fully grouted with controlled density fill (CDF) and the trench backfill is density tested to verify that it meets the compaction levels presented in the project specifications. Localized excavations made for removal of utilities or existing unsuitable trench backfill should be backfilled with structural fill as outlined in the following section of this report. 3.3.3 Erosion Control Measures Stripped surfaces and soil stockpiles are typically a source of runoff sediments. We recommend that silt fences, berms, and/or swales be installed around the downslope side of stripped areas and stockpiles in order to capture runoff water and sediment. If earthwork occurs during wet weather, we recommend that all stripped surfaces be covered with straw to reduce runoff erosion, whereas soil stockpiles should be protected with anchored plastic sheeting. Page 7 Arlington Commercial Development ZipperGeo ZGA Project No. 2760.01 March 28, 2024 Geoprofessional Consultants 3.3.4 Temporary Drainage Stripping, excavation,grading,and subgrade preparation should be performed in a manner and sequence that will provide drainage at all times and provide proper control of erosion. The upper 5 to 7% feet of the site soils have a moderate fines (silt and clay) content and are therefore susceptible to disturbance and erosion when wet. The site should be graded to prevent water from ponding in construction areas and/or flowing into and/or over excavations. Exposed grades should be crowned, sloped, and smooth- drum rolled at the end of each day to facilitate drainage if inclement weather is forecasted. Accumulated water must be removed from subgrades and work areas immediately and prior to performing further work in the area. Equipment access may be limited, and the amount of soil rendered unfit for use as structural fill may be greatly increased if drainage efforts are not accomplished in a timely manner. 3.3.5 Clearing and Stripping Vegetation in the western developed parcel includes ornamental plantings in parking lot islands and around the building, a row of large trees along the west and south property lines which appear to serve as a wind block, and a lawn south of the building. Asphalt pavements near the west and south rows of trees exhibit moderate root damage. We anticipate that clearing and stripping depths on the order of 6 to 12 inches may be required in landscaped areas. Deeper excavations may be needed to remove tree roots along the south and west sides of the site. Vegetation within the undeveloped eastern parcel primarily consists of well-developed tall grasses with dense blackberry brush along its west and north property lines. Based on borings B-3 and B-4,we anticipate topsoil stripping depths on the order of 4 to 6 inches in the eastern parcel. Any excavations that extend below finish grades should be backfilled with structural fill as outlined subsequently in this report. 3.3.6 Subgrade Preparation and Protection Once site preparation is complete, all areas that do not require over-excavation and are at design subgrade elevation or areas that will receive new structural fill should be compacted to a firm and unyielding condition, and to achieve the recommended compaction level within the upper 12 inches of exposed subgrade soil presented in Section 3.5.6 of this report. Some moisture conditioning of site soils may be required to achieve a moisture content appropriate for compaction. This is generally within ±2 percent of the soil's optimum moisture content determined in accordance with ASTM D 1557 test procedure. Our laboratory testing indicates that, at the time our explorations were completed, in-situ moisture contents collected from the upper 5 feet of the site range from about 5 to 29 percent. As a result, we expect that moisture conditioning of site soils during construction will be required to achieve suitable moisture contents(plus or minus two percent of optimum)for compaction. Earthwork should be completed during drier periods of the year when soil moisture content can be controlled by aeration and drying if possible. If earthwork or construction activities take place during extended periods of wet weather, it will be difficult to achieve a firm, non-yielding surface and recommended compaction levels. In the event the exposed subgrade becomes unstable, yielding, or unable to be compacted due to high moisture conditions, we recommend that the materials be removed to a sufficient depth in order to develop stable subgrade soils that can be compacted to the minimum Page 8 Arlington Commercial Development ZipperGeo ZGA Project No. 2760.01 March 28, 2024 Geoprofessional Consultants recommended levels.The severity of construction problems will be dependent,in part,on the precautions that are taken by the contractor to protect the subgrade soils. Once compacted, subgrades should be evaluated through density testing and proof rolling with a loaded dump truck or heavy rubber-tired construction equipment weighing at least 20 tons to assess the subgrade adequacy and to detect soft and/or yielding soils. In the event that compaction fails to meet the specified criteria, the upper 12 inches of subgrade should be scarified, and moisture conditioned as necessary to obtain the specified compaction level. Those soils which are soft, yielding, or unable to be compacted to the specified criteria should be over-excavated and replaced with suitable material as recommended in the Structural Fill section of this report. To protect stable subgrades in the wet season, we recommend using crushed rock. The thickness of the protective layer should be determined at the time of construction and be based on the moisture condition of the soil and the amount of anticipated traffic. 3.3.7 Freezing Conditions If earthwork takes place during freezing conditions, all exposed subgrades should be allowed to thaw and then be compacted prior to placing subsequent lifts of structural fill or pouring foundations. Alternatively, the frozen material could be stripped from the subgrade to expose unfrozen soil prior to placing subsequent lifts of fill or foundation components. The frozen soil should not be reused as structural fill until allowed to thaw and adjusted to the proper moisture content, which may not be possible during winter months. 3.4 Structural Fill Structural fill includes any material placed below foundations, floor slabs, and pavement sections, within utility trenches, and behind retaining walls. Prior to the placement of structural fill,all surfaces to receive fill should be prepared as previously recommended in the Site Preparation section of this report. 3.4.1 Laboratory Testing Representative samples of on-site and imported soils to be used as structural fill should be submitted for laboratory testing at least four days in advance of its intended use and required density testing in order to complete the necessary Proctor tests. 3.4.2 Re-Use of Site Soils as Structural Fill It is our opinion that the soils encountered on the site are adequate for reuse as structural fill from a compositional standpoint provided it is placed and compacted in accordance with the recommendations presented in this report. Our laboratory testing indicates that, at the time our explorations were completed, in-situ moisture contents collected from the upper 5 feet of the site range from about 5 to 29 percent. As a result, we expect that some moisture conditioning during construction of site soils will be required to achieve suitable moisture contents (plus or minus two percent of optimum) for compaction. Drying of over-optimum moisture soils may be achieved by scarifying or windrowing surficial materials during extended periods of dry weather. If encountered, soils which are dry of optimum may be Page 9 Arlington Commercial Development ZipperGeo ZGA Project No. 2760.01 March 28, 2024 Geoprofessional Consultants moistened through the application of water and thorough blending to facilitate a uniform moisture distribution in the soil prior to compaction. We recommend that site soils used as structural fill have less than 4 percent organics by weight, have no woody debris greater than %-inch in diameter, and contain no other deleterious materials. We recommend that all pieces of organic material greater than %-inch in diameter be picked out of the fill before it is placed and compacted. Deleterious debris includes waste building materials, organics, trash, and asphalt and, if encountered, it should be removed from the soil prior to its reuse as structural fill. 3.4.3 Imported Structural Fill If additional material is required for grading and fills, the appropriate type of imported structural fill will depend on the weather conditions. During extended periods of dry weather, we recommend imported fill meet the requirements of Common Borrow, Options 1 or 2 as specified in Section 9-03.14(3) of the 2023 Washington State Department of Transportation, Standard Specifications for Road, Bridge, and Municipal Construction (WSDOT Standard Specifications). The on-site soils would generally be classified as Common Borrow. During wet weather, higher-quality (lower fines content) structural fill might be required, as Common Borrow may contain sufficient fines to be moisture sensitive. During wet weather we recommend that imported structural fill meet the requirements of Gravel Borrow as specified in Section 9-03.14(1) of the 2023 WSDOT Standard Specifications. 3.4.4 Moisture Content The suitability of soil for use as structural fill will depend on the prevailing weather at the time of construction,the moisture content of the soil, and the fines content(that portion passing the U.S. No. 200 sieve) of the soil. As the amount of fines increases, the soil becomes increasingly sensitive to small changes in moisture content. Soils containing more than about 5 percent fines (such as most of the on- site soils encountered in the upper 2 feet of the site)cannot be consistently compacted to the appropriate levels when the moisture content is more than approximately 2 percent above or below the optimum moisture content (per ASTM D1557). Optimum moisture content is that moisture content which results in the greatest compacted dry density with a specified compactive effort. The moisture content of fill at the time of placement should be within plus or minus 2 percent of optimum moisture content for compaction as determined by the ASTM D1557 test method. 3.4.5 Fill Placement We recommend that structural fill be placed in horizontal lifts not exceeding 8 inches in loose thickness and each lift of fill be compacted using compaction equipment suitable for the soil type and lift thickness to the minimum levels recommended below based on the maximum laboratory dry density as determined by the ASTM D1557 Modified Proctor Compaction Test. 3.4.6 Compaction Criteria Our recommendations for soil compaction are summarized in the following table. We recommend that a geotechnical engineer be present during grading so that an adequate number of density tests may be conducted as structural fill placement occurs. Page 10 Arlington Commercial Development ZipperGeo ZGA Project No. 2760.01 March 28, 2024 Geoprofessional Consultants RECOMMENDED SOIL COMPACTION LEVELS Location Minimum Percent Compaction* All fill below building floor slabs and foundations 95 Upper 2 feet of fill below exterior slabs and pavements 95 Pavement and exterior slab fill below two feet 92 Upper two feet of utility trench backfill 95 Utility trenches below two feet 92 Landscape areas 90 * ASTM D1557 Modified Proctor Maximum Dry Density 3.5 Utility Trenching and Backfilling We recommend that utility trenching conforms to all applicable federal, state, and local regulations, such as OSHA and WISHA, for open excavations. Trench excavation safety guidelines are presented in WAC Chapter 296-155 and WISHA RCW Chapter 49.17. 3.5.1 Trench Dewatering Groundwater was encountered in borings B-1 through B-3 at depths of about 25 to 30 feet below existing grade at the time of our evaluation. As such, significant construction dewatering associated with utility installations is not anticipated. However, some excavations for utilities and underground structures may encounter zones of perched groundwater that may develop above lower permeability layers in the site outwash soils.The amount of perched groundwater seepage that may be encountered in site excavations will likely be a function of the time of year,the size of the excavation,the excavation depth,and how long the excavation remains open. The type and extent of dewatering measures needed, if any, will be a function of the groundwater conditions at the time of construction. Temporary systems could include pumped sumps, wellpoints, or pumped wells. If dewatering becomes necessary,the appropriate type of dewatering system and means of water disposal should be determined by the contractor based on the conditions encountered. 3.5.2 Utility Subgrade Preparation We recommend that all utility subgrades be firm and unyielding and free of soils that are loose,disturbed, or pumping. Soils that pump or yield should be removed and replaced. All structural fill used to replace over-excavated soils should be compacted as recommended in the Structural Fill section of this report. 3.5.3 Bedding and Initial Backfill We recommend that a minimum of 4 inches of bedding material be placed above and below all utilities or in general accordance with the utility manufacturer's recommendations and local ordinances. We recommend that pipe bedding consist of Gravel Backfill for Pipe Zone Bedding as specified in Section 9- 03.12(3) of the 2023 WSDOT Standard Specifications. All trenches should be wide enough to allow for compaction around the haunches of the pipe, or material such as pea gravel should be used below the Page 11 Arlington Commercial Development ZipperGeo ZGA Project No. 2760.01 March 28, 2024 Geoprofessional Consultants spring line of the pipes to eliminate the need for mechanical compaction in this portion of the trenches. If water is encountered in the excavations, it should be removed prior to fill placement. 3.5.4 Trench Backfill Materials, placement and compaction of utility trench backfill should be in accordance with the recommendations presented in the Structural Fill section of this report. In our opinion, the initial lift thickness should not exceed 1 foot unless recommended by the manufacturer to protect utilities from damage by compacting equipment. Light, hand operated compaction equipment may be utilized directly above utilities if damage resulting from heavier compaction equipment is of concern. 3.6 Temporary Shoring We recommend that temporary shoring systems be used where excavations will be located adjacent to existing foundations, property lines, roadways or utilities, or where ground loss could damage existing facilities. A trench box is one type of support system which might be used. The zone between the trench box and the excavation face should be backfilled as necessary to limit ground movements. As an alternative, braced or unbraced shoring of various types could be considered. 3.7 Temporary and Permanent Slopes Temporary excavation slope stability is a function of many factors, including: • The presence and abundance of groundwater; • The type and density of the various soil strata; • The depth of cut; • Surcharge loadings adjacent to the excavation; and • The length of time the excavation remains open. It is exceedingly difficult under the variable circumstances to pre-establish a safe and "maintenance-free" temporary cut slope angle. For planning purposes, temporary cuts in loose soils on the order of 1.5H:1V and temporary cuts in medium dense to very dense soils on the order of 1H:1V could be considered. These planning level temporary cut slope inclinations assume a drained condition. Flatter slopes may be needed if groundwater seepage is present. However, it should be the responsibility of the contractor to maintain safe temporary slope configurations since the contractor is continuously at the job site, able to observe the nature and condition of the cut slopes,and able to monitor the subsurface materials and groundwater conditions encountered. Unsupported vertical slopes or cuts deeper than 4 feet are not recommended. The cuts should be adequately sloped, shored, or supported to prevent injury to personnel from local sloughing and spalling.The excavation should conform to applicable Federal,State, and Local regulations. According to Chapter 296-155 of the Washington Administrative Code(WAC),the contractor should make a determination of excavation side slopes based on classification of soils encountered at the time of excavation. Temporary cuts may need to be constructed at flatter angles based upon the soil moisture, soil density, and groundwater conditions at the time of construction. Adjustments to the slope angles should be determined by the contractor at that time. Page 12 Arlington Commercial Development ZipperGeo ZGA Project No. 2760.01 March 28, 2024 Geoprofessional Consultants We recommend that all permanent cut or fill slopes constructed in native or properly compacted fill soils be designed at a 2H:1V(Horizontal:Vertical) inclination or flatter. All permanent cut and fill slopes should be adequately protected from erosion both temporarily and permanently. 3.8 Corrosion Considerations Soils in the vicinity of the project site are considered to be very slightly corrosive to concrete and are not typically associated with high sulfate contents. As such, the relative degree of sulfate attack would be considered negligible and ASTM Type 1/11 Portland cement is suitable for all concrete below and at grade. 3.9 Shallow Foundations Based on our analyses, it is geotechnically feasible to support the proposed buildings on conventional shallow footings provided that foundation subgrades are properly prepared. We anticipate that foundation subgrade soils will generally consist of loose to medium dense sand with variable silt content. Our analyses indicate the potential for liquefaction induced settlement due to ground vibrations associated with the 2018 IBC design seismic event with a return period of 2,475 years. The foundation recommendations presented below assume that the levels of potential seismic settlement presented in Seismic Design Considerations section of this report (total seismic settlement of approximately 3 to 3% inches and differential seismic settlement of approximately 1%to 1% inches over a horizontal distance of 40 feet) are considered acceptable and meet the Life Safety and Collapse Performance objectives of the 2018 1 BC. If these conditions and levels of seismic settlement are not acceptable for the planned building, we recommend that the mat foundation option presented in this report be utilized to mitigate potential seismic settlements. However, if a mat foundation is utilized for the building, the spread foundation recommendations presented below may be used for ancillary structures determined by the structural engineer and owner to be less sensitive to potential seismic settlements. 3.9.1 Foundation Subgrade Preparation We recommend that the subgrade exposed at the bottom of foundation excavations be compacted to a firm and non-yielding condition and to at least 95 percent of the modified Proctor maximum dry density determined in accordance with ASTM D 1557. If the exposed subgrade cannot be compacted to the required density,we recommend that it be removed to a depth of 12 inches and be replaced with WSDOT Standard Specification Section 9-03.9(3),Crushed Surfacing Base Course compacted to at least 95 percent of the modified Proctor maximum dry density. We recommend that the over-excavation extend outside the limits of the footings a distance equal to the depth of over-excavation. 3.9.2 Allowable Bearing Pressure Continuous and isolated column footings bearing on compacted glacial outwash or structural fill placed and compacted in accordance with this report may be designed for a maximum allowable, net, bearing capacity of 2,000 psf. A one-third increase of the bearing pressure may be used for short-term transient Page 13 Arlington Commercial Development ZipperGeo ZGA Project No. 2760.01 March 28, 2024 Geoprofessional Consultants loads such as wind and seismic forces. The above-recommended allowable bearing pressure includes a 3.0 factor of safety. 3.9.3 Shallow Foundation Depth and Width For frost protection, the bottom of all exterior footings should bear at least 18 inches below the lowest adjacent outside grade,whereas the bottoms of interior footings should bear at least 12 inches below the surrounding slab surface level. We recommend that all continuous wall and isolated column footings be at least 12 and 24 inches wide, respectively. 3.9.4 Lateral Resistance Resistance to lateral loads can be calculated assuming an allowable passive resistance of 300 pcf equivalent fluid pressure (triangular distribution) and an allowable base friction coefficient of 0.35. The allowable passive resistance and friction coefficient include a 1.5 factor of safety. We recommend that passive resistance be neglected in the upper 18 inches of embedment. 3.9.5 Estimated Settlement Assuming the foundation subgrade soils, and structural fill compaction are completed in accordance with recommendations presented herein,we estimate that total and differential static settlements will be less than 1 inch and % inch over 40 feet, respectively. 3.10 On-Grade Concrete Floor Slabs Our analyses indicate the potential for liquefaction induced settlement due to ground vibrations associated with the 2018 IBC design seismic event with a return period of 2,475 years. The on-grade concrete floor slab recommendations presented below assume that the levels of potential seismic settlement presented in Seismic Design Considerations section of this report (total seismic settlement of approximately 3 to 3% inches and differential seismic settlement of approximately 1%to 1% inches over a horizontal distance of 40 feet) are considered acceptable. If these levels of seismic settlement are not acceptable,we recommend that the mat foundation option presented in this report be utilized to mitigate potential seismic settlements. 3.10.1 Subgrade Preparation After excavation to subgrade elevation,the base of the excavation is frequently disturbed or altered due to utility excavations, construction traffic, desiccation, or rainfall. As a result,the slab-on-grade subgrade may become unsuitable for floor slab support. We recommend that the slab subgrade be compacted to a firm and non-yielding condition and to at least 95 percent of the modified Proctor maximum dry density determined in accordance with ASTM D 1557. At the time of slab base placement, the subgrade should be evaluated by ZGA to verify a firm and non-yielding condition and adequate compaction. 3.10.2 Slab Base To provide a capillary break and uniform slab bearing surface, we recommend the on-grade slabs be underlain by a 4-inch thick layer of compacted clean crushed rock. In our opinion, the WSDOT Standard Specifications for Road, Bridge,and Municipal Construction does not include a material well suited for this Page 14 Arlington Commercial Development ZipperGeo ZGA Project No. 2760.01 March 28, 2024 Geoprofessional Consultants application below slabs. As such, we recommend that the capillary break conform to the graduation requirements for Type 21 or 22 Crushed Gravel as presented in the 2023 City of Seattle Standard Specifications for Road, Bridge, and Municipal Construction, Section 9-03.14, Mineral Aggregate Chart. Alternative capillary break materials should be submitted to the geotechnical engineer for review and approval before use. 3.10.3 Vapor Barrier Where potential slab moisture is a concern or where moisture sensitive floor coverings are planned, we recommend using a 15-mil, puncture-resistant proprietary product such as Stego Wrap, or an approved equivalent that is classified as a Class A vapor retarder in accordance with ASTM E 1745. Overlap lengths and the appropriate tape used to seal the laps should be in accordance with the vapor retarder manufacturer's recommendations. When conditions warrant the use of a vapor retarder, the slab designer and slab contractor should refer to ACI 302 and ACI 360 for procedures and cautions regarding the use and placement of a vapor retarder/barrier. 3.11 Mat Foundation Option Our analyses indicate the potential for liquefaction induced settlement due to ground vibrations associated with the IBC design seismic event with a return period of 2,475 years. As discussed in the Seismic Design Considerations section of this report, we estimate a total seismic settlement of approximately 3 to 3% inches and a differential seismic settlement of approximately 1%to 1% inches over a horizontal distance of 40 feet for the 2018 IBC design earthquake.A mat foundation could be considered to mitigate this seismic settlement risk. Geotechnical recommendations for a mat foundation are presented below. 3.11.1 Subgrade Preparation After excavation to subgrade elevation,the base of the excavation is frequently disturbed or altered due to utility excavations, construction traffic, desiccation, or rainfall. As a result, the foundation subgrade may become unsuitable. We recommend that the upper foot of mat foundation subgrade be compacted to a firm and non-yielding condition and to at least 95 percent of the modified Proctor maximum dry density determined in accordance with ASTM D 1557. At the time of slab base placement, the subgrade should be evaluated by ZGA to verify a firm and non-yielding condition and adequate compaction. 3.11.2 Mat Foundation Base To provide a capillary break and uniform slab bearing surface, we recommend the on-grade slabs be underlain by a 6-inch thick layer of compacted clean crushed rock. In our opinion, the WSDOT Standard Specifications for Road, Bridge,and Municipal Construction does not include a material well suited for this application below slabs. As such, we recommend that the capillary break conform to the graduation requirements for Type 21 or 22 Crushed Gravel as presented in the 2023 City of Seattle Standard Specifications for Road, Bridge, and Municipal Construction, Section 9-03.14, Mineral Aggregate Chart. Alternative capillary break materials should be submitted to the geotechnical engineer for review and approval before use. Page 15 Arlington Commercial Development ZipperGeo ZGA Project No. 2760.01 March 28, 2024 Geoprofessional Consultants 3.11.3 Modulus of Subgrade Reaction For mat foundation design supported on 6 inches of compacted structural fill as described above, we recommend a vertical modulus of subgrade reaction of 200 pounds per cubic inch (pci) be used. This vertical modulus is for a 1-foot by 1-foot loaded area. 3.11.4 Allowable Bearing Pressure and Static Settlement The soil bearing capacities for mat foundations supported on granular soils are typically very large due to large foundation widths and are therefore typically controlled by allowable settlement. Based on a mat foundation width of about 40 feet, length of about 50 to 70 feet,and embedment depth of about 1.5 feet, we recommend an allowable, net soil bearing capacity of 3,000 psf to limit total static settlement to less than 1 inch and differential static settlement to less than % inch. A one-third increase of the bearing pressure may be used for short-term transient loads such as wind and seismic forces. Based on previous projects utilizing a mat foundation to support a structure of this size,we anticipate that actual loads would be substantially less than the allowable load of 3,000 psf.As such,total and differential static settlements are anticipated to be small. Settlements would occur elastically as loads are applied. 3.11.5 Mat Foundation Depth For frost protection, we recommend that the bottom of the mat foundation around the perimeter of the building bear at least 18 inches below the adjacent outside grade. 3.11.6 Lateral Resistance Resistance to lateral loads can be calculated assuming an allowable passive resistance of 300 pcf equivalent fluid pressure (triangular distribution) and an allowable base friction coefficient of 0.35. The allowable passive resistance and friction coefficient include a 1.5 factor of safety. We recommend that passive resistance be neglected in the upper 18 inches of embedment. 3.11.7 Vapor Barrier Where potential slab moisture is a concern or where moisture sensitive floor coverings are planned, we recommend using a 15-mil, puncture-resistant proprietary product such as Stego Wrap, or an approved equivalent that is classified as a Class A vapor retarder in accordance with ASTM E 1745. Overlap lengths and the appropriate tape used to seal the laps should be in accordance with the vapor retarder manufacturer's recommendations. When conditions warrant the use of a vapor retarder, the slab designer and slab contractor should refer to ACI 302 and ACI 360 for procedures and cautions regarding the use and placement of a vapor retarder/barrier. 3.11.8 Estimated Seismic Settlements As discussed in the Seismic Considerations section of this report, our analyses indicate the potential for liquefaction induced settlement during the 2018 IBC design earthquake. Based on our analyses, we estimate a total seismic settlement of the soils beneath the slab of approximately 2% to 3 inches and a differential seismic settlement of approximately 1%to 1% inches over a horizontal distance of 40 feet. Page 16 Arlington Commercial Development ZipperGeo ZGA Project No. 2760.01 March 28, 2024 Geoprofessional Consultants 3.12 Backfilled Walls We anticipate that the development may include some backfilled, cast-in-place (CIP), concrete, building foundation and/or landscape retaining walls. For recommended bearing capacities and lateral resistance parameters, refer to Shallow Foundations(Section 3.9) of this report. Please refer to Section 3.13.3 of this report for wall drainage recommendations. Additional recommendations for CIP retaining walls are provided below. 3.12.1 Lateral Earth Pressures The lateral soil pressures acting on backfilled retaining walls will depend on the nature and density of the soil behind the wall, and the ability of the wall to yield in response to the earth loads. Yielding walls (i.e., walls that are free to translate or rotate)that are able to displace laterally at least 0.001H,where H is the height of the wall, may be designed for active earth pressures. Non-yielding walls (i.e.,walls that are not free to translate or rotate)should be designed for at-rest earth pressures. Non-yielding walls include walls that are braced to another wall or structure, and wall corners. For backfilled walls, assuming they are backfilled and drained in accordance with Section 3.12.3 of this report, we recommend that yielding walls supporting horizontal backfill be designed using an equivalent fluid density of 35 pcf(active earth pressure). Non-yielding walls should be designed using an equivalent fluid density of 55 pcf (at-rest earth pressure). Surcharge pressures due to sloping backfill, adjacent footings,vehicles, construction equipment,etc. must be added to these lateral earth pressure values. For traffic loads, we recommend using an equivalent two-foot soil surcharge of 250 psf. For retaining walls over 6 feet tall with level backfill conditions,we recommend that a uniformly distributed seismic pressure of 12H psf, where H is the height of the wall, be applied to the walls if required by code. The above equivalent fluid pressures are based on the assumption of no buildup of hydrostatic pressure behind the wall. If groundwater is allowed to saturate the backfill soils, hydrostatic pressures will act against a retaining wall. 3.13 Drainage Considerations 3.13.1 Surface Drainage Final site grades should be sloped to carry surface water away from buildings and other drainage-sensitive areas. Additionally, site grades should be designed such that concentrated runoff on softscape surfaces is avoided. Any surface runoff directed towards softscaped slopes should be collected at the top of the slope and routed to the bottom of the slope and discharged in a manner that prevents erosion. 3.13.2 Building Perimeter Foundation Drains and Wall Drains We recommend that the building be provided with a footing drain system to reduce the risk of future moisture problems. The footing drains should consist of a minimum 4-inch diameter, Schedule 40, rigid, perforated PVC pipe placed at the base of the heel of the footing with the perforations facing down. The pipe should be surrounded by a minimum of 6 inches of clean free-draining granular material conforming to 2023 WSDOT Standard Specification 9-03.12(4), Gravel Backfill for Drains. A non-woven filter fabric such as Mirafi 140N, or equivalent, should envelope the free-draining granular material. At appropriate Page 17 Arlington Commercial Development ZipperGeo ZGA Project No. 2760.01 March 28, 2024 Geoprofessional Consultants intervals such that water backup does not occur,the drainpipe should be connected to a tightline system leading to a suitable discharge.Cleanouts should be provided forfuture maintenance.The tightline system must be separate from the roof drain system. Roof drains should be connected to a separate solid wall PVC tightline system and routed to a suitable discharge location. 3.13.2 Backfilled Retaining Wall Drains Adequate drainage measures must be installed to collect and direct subsurface water away from subgrade walls. All backfilled walls should include a drainage aggregate zone extending 1% feet from the back of wall for the full height of the wall. The drainage aggregate should consist of material meeting the requirements of 2023 WSDOT 9-03.12(2) Gravel Backfill for Walls. A minimum 4-inch diameter, Schedule 40, rigid, perforated PVC pipe should be provided at the base of backfilled walls with the perforations facing down to collect and direct subsurface water to an appropriate discharge point. The pipe should be surrounded by a minimum of 6 inches of clean free-draining granular material conforming to 2023 WSDOT Standard Specification 9-03.12(4),Gravel Backfill for Drains. A non-woven filter fabric such as Mirafi 140N, or equivalent, should envelope the free-draining granular material. At appropriate intervals such that water backup does not occur,the drainpipe should be connected to a tightline system leading to a suitable discharge. Cleanouts should be provided for future maintenance. The tightline system must be separate from the roof drain system. 3.14 Infiltration Considerations We understand that stormwater management design will be completed in accordance with the 2014 Washington State Department of Ecology Stormwater Management Manual for Western Washington (2014 DOE Manual). We understand that a below grade infiltration gallery is planned in the east-central portion of the western developed parcel with a bottom of facility elevation of about 122.5 feet. We understand that a stormwater infiltration pond is planned in the western portion of the eastern undeveloped parcel with a bottom of pond elevation of about 124 feet. Based on the results of our subsurface exploration and analysis, shallow stormwater infiltration systems appear geotechnically feasible. The following sections provide geotechnical design recommendations regarding stormwater infiltration into the recessional glacial recessional outwash deposits encountered on site. 3.14.1 Design Infiltration Rates Soil conditions observed in the site explorations are consistent with normally consolidated glacial recessional outwash deposits of the Marysville Sand Member and generally consist of the following. • Loose to medium dense sand with variable silt and silt with variable sand content in the upper 5 to 7%2 feet.Soil mottling was observed in some of the samples collected in this depth range. • From about 5 to 7%feet down to about 15 to 17%feet, the outwash generally consists of medium dense to very dense gravelly sand to sandy gravel with trace to some silt. • From about 15 to 17% feet to the maximum depth explored at 60 feet below grade, the outwash generally consists of loose to medium dense sand with trace to some silt. Page 18 Arlington Commercial Development ZipperGeo ZGA Project No. 2760.01 March 28, 2024 Geoprofessional Consultants Volume 3, Section 3.3.6 of the 2014 DOE Manual includes provisions for the determination of initial and design saturated hydraulic conductivities for receptor soils based on 1) Large-Scale Pilot Infiltration Tests, 2) Small-Scale Pilot Infiltration Tests, and 3) by means of the Soil Grain Size Analyses Method. We completed our evaluation of the design infiltration rate using the Soil Grain Size Analysis Method based on test results of soil samples collected in ZGA's explorations.Grain size analysis test results are presented in Appendix B of this report. The Design Infiltration Rates presented in the table below include the following correction factors in accordance with Volume 3, Section 3.3.6 of the 2014 DOE Manual. • Site Variability and number of locations tested (CFv) =0.5 • Test Method (CFt) = 0.4 • Degree of influent control to prevent siltation and bio-buildup (CFm) =0.9 Summary of Grain Size Analysis Tests Relative to Stormwater Infiltration Sample Initial(unfactored) Sample Design Infiltration Exploration Depth Soil Formation Saturated Hydraulic Number Rate'(in/hr) (ft) Conductivity(in/hr) B-1 S-3 7% Marysville Sand Member 20.2 3.6 B-1 S-4 10 Marysville Sand Member 37.1 6.7 B-1 S-5 10 Marysville Sand Member 19.3 3.5 B-2 S-2 5 Marysville Sand Member 3.8 0.7 B-2 S-3 7/ Marysville Sand Member 12.5 2.3 B-2 S-4 10 Marysville Sand Member 15.6 2.8 B-2 S-5 15 Marysville Sand Member 14.7 2.6 B-3 S-2 5 Marysville Sand Member 39.9 7.2 B-3 S-3 7/ Marysville Sand Member 2.0 0.4 B-3 S-4 10 Marysville Sand Member 4.4 0.8 B-3 S-5 15 Marysville Sand Member 4.5 0.8 B-4 S-2 5 Marysville Sand Member 11.9 2.2 B-4 S-3 7/ Marysville Sand Member 8.3 1.5 B-4 S-5 15 Marysville Sand Member 28.4 5.1 1. Includes Correction Factors: CFv=0.5,CFt=0.4,and CFm=0.9 Based on our subsurface explorations, laboratory testing, and the calculated infiltration rates presented in the table above, we recommend a design infiltration rate of 2.6 inches per hour for a stormwater gallery located in the east-central portion of the western parcel with a bottom of gallery elevation of 122.5 feet. For an infiltration pond located in the western portion of the eastern parcel with a bottom of pond elevation of 124 feet, we recommend a design infiltration rate of 1.5 inches per hour.The design infiltration rate for the Page 19 Arlington Commercial Development ZipperGeo ZGA Project No. 2760.01 March 28, 2024 Geoprofessional Consultants pond may be increased to 2.6 inches per hour if the bottom of the pond is lowered to an elevation less than 120.5 feet. 3.14.2 Seasonal High Groundwater ZGA monitored groundwater levels on a roughly monthly basis in observation wells installed in borings 13- 1 through B-3 between 17 October 2023 and 26 March 2024. Based on our measurements, we recommend a seasonal high groundwater elevation of 117.5 feet. 3.14.3 Infiltration System Overflow Considerations The design of infiltration system is based on a number of design parameters with variable uncertainties. Therefore, we recommend that infiltration systems include an overflow when permitted by code to reduce the potential for water in the system from rising above the top of the system storage aggregate or the bottom of the base course for the parking lot pavement section during periods of unusually high or intense precipitation. 3.14.4 Water Quality Treatment Characteristics of Receptor Soils Soil requirements for water quality treatment considerations are presented under Site Suitability Criteria (SSC)4 and 6 in Volume 3,Section 3.3.7 of the 2014 DOE Manual. Laboratory test results relative to water quality treatment characteristics are summarized below. Analytical laboratory test results are presented in Appendix 8 of this report. 3.14.4.1 Organic Content SSC-6 requires a minimum organic content of 1 percent for treatment facilities. Organic content tests completed on three samples collected from borings B-1, B-2, and B-4 (at depths of about 5, 7%, and 10 feet below grade) had organic contents ranging from 1.1 to 1.6 percent by weight with an average of about 1.4 percent by weight. 3.14.4.2 Cation Exchange Capacity SSC-6 requires a minimum Cation Exchange Capacity (CEC) of 5 milliequivalents/100grams dry soil for treatment facilities. CEC tests completed on three samples collected from borings B-1, B-2, and B-4 (at depths of about 5, 7%, and 10 feet below grade) had CEC values ranging from 5.8 to 6.5 milliequivalents/100grams dry soil with an average of about 6.2 milliequivalents/100grams dry soil. It should be noted that SSC-6 states that lower CEC(less than 5 milliequivalents/100grams dry soil) may be considered if it is based on a soil loading capacity determination for the target pollutants that is accepted by the local jurisdiction. 3.15 Pavements 3.15.1 Asphalt Pavements The following pavement sections represent our minimum recommendations for an average level of performance during a 20-year design life; therefore, an average level of maintenance will likely be required. A 20-year pavement life typically assumes that an overlay will be placed after about 12 years. Page 20 Arlington Commercial Development ZipperGeo ZGA Project No. 2760.01 March 28, 2024 Geoprofessional Consultants Thicker asphalt, base, and subbase courses would offer better long-term performance, but would cost more initially. Conversely, thinner courses would be more susceptible to "alligator" cracking and other failure modes. As such, pavement design can be considered a compromise between a high initial cost and low maintenance costs versus a low initial cost and higher maintenance costs. The native subgrade soils are anticipated to consist of a mixture of sand with varying portions of silt. Based on our experience with similar soils, we have estimated a California Bearing Ration (CBR) value of 15 percent for this project. No traffic loading was provided for this project. We have assumed relatively low traffic volumes. We recommend that the upper 12 inches of pavement subgrades be prepared in accordance with the recommendations presented in the Subgrade Preparation section of this report. We recommend that the crushed aggregate base course conform to Section 9-03.9(3) of the WSDOT Standard Specifications. All base material should be compacted to at least 95 percent of the maximum dry density determined in accordance with ASTM: D 1557. 3.15.1.1 Asphalt Pavement Recommendations For light duty pavements(parking stall areas),we recommend 2%inches of asphalt concrete over 4 inches of crushed rock base course. For heavy duty pavements (main access roads, truck delivery routes, etc.), we recommend 3%inches of asphalt concrete over 6 inches of crushed rock base course. We recommend that the asphalt concrete conform to Section 9-02.1(4) for PG 58-22 or PG 64-22, Performance Graded Asphalt Binder as presented in the 2022 WSDOT Standard Specifications. We also recommend that the gradation of the asphalt aggregate conform to the aggregate gradation control points for%-inch mixes as presented in Section 9-03.8(6), HMA Proportions of Materials. We recommend that asphalt be compacted to a minimum of 92 percent and a maximum of 96 percent of the theoretical maximum density. 3.15.2 Concrete Pavements Concrete pavement design recommendations are based on an assumed modulus of rupture of 600 psi and a minimum compressive strength of 4,000 psi for the concrete. For light duty pavements,we recommend 5 inches of concrete over 4 inches of crushed aggregate base. For heavy duty pavements,we recommend 6 inches of concrete over 4 inches of crushed aggregate base. We recommend that concrete pavements be lightly reinforced with 6x6-W2.OxW2.0 welded wire fabric or equivalent to control cracking and have relatively closely spaced control joints on the order of 10 to 12 feet. We recommend that contraction joints be cut before the development of tensile stresses in the concrete. We recommend that the contraction joints be cut to a minimum depth of one inch. We further recommend that loading dock and trash enclosure pavements be reinforced with#4 bars at 15 inches each direction. 4.0 CLOSURE The analysis and recommendations presented in this report are based, in part, on the explorations completed for this study. The number, location, and depth of the explorations were completed within the constraints of budget and site access so as to yield the information for our environmental scope and Page 21 Arlington Commercial Development ZipperGeo ZGA Project No. 2760.01 March 28, 2024 Geoprofessional Consultants to formulate our geotechnical recommendations. Project plans were in the preliminary stage at the time this report was prepared. We therefore recommend that ZGA be provided an opportunity to review the final plans and specifications when they become available in order to assess that the recommendations and design considerations presented in this report have been properly interpreted and implemented into the project design. The performance of earthwork, structural fill,foundations, and pavements depend greatly on proper site preparation and construction procedures. We recommend that Zipper Geo Associates, LLC be retained to provide geotechnical engineering services during the earthwork-related construction phases of the project. If variations in subsurface conditions are observed at that time,a qualified geotechnical engineer could provide additional geotechnical recommendations to the contractor and design team in a timely manner as the project construction progresses. This report has been prepared for the exclusive use of Wet Rabbit, LLC, and their agents, for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, either express or implied, are intended or made. Site safety and excavation support are the responsibility of others. In the event that changes in the nature, design, or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless Zipper Geo Associates, LLC reviews the changes and either verifies or modifies the conclusions of this report in writing. Page 22 \So W -mow LEGEND "_ Q RIM=3038 � 129 WHITE LINE o �B-1 BORING NUMBER AND 12"IN EIE-11 .8 204TH ST NEB 3w a APPROXIMATE LOCATION. 12"OUT E W IE=111.98 7�o +LINE" 4 I N89°4639"E 770.80'-P,SP(771.00'-M,R2) 11 40.60'-R3) _ N CPT-1 CPT NUMBER AND 330.03' -SS R SS_ YELLOW LINE o EXTRUDED CURB ¢ S SS SS SS SS SS SS SS ASS- APPROXIMATE LOCATION. T T T 3 b SITE BENCHMARK SSMH N m WHITE LINE 1?9 -� N MAG NAIL&WASHER RIM=131.53 N I v p EL=129.56 12"IN E IE=113.15 A 12"OUT IE=113.05 ry ACCESS ij S89°46'39"W 91.7T 3 IC \ z Oti Q TELEPHONE 18"CPP IE=126.55 .9 13 VAULT ` \ 'ARLINGTON PLAZA" / I MONUMENT SIGN CURVE RADIUS DELTA ANGLE ARC LENGTH j/�2 �127 Q �f C1 2217.00' 2°36'32" 100.95' ST.STA.923+86.66-Ri 7.77' WB 18 C2 25.00' 87°22'U7" 38.12' MONUMENTSIGN ��// 10.0'PUD EASEMENT C3 500:00: 90'51'4 618 3 PER AFN 830414/1147C4 500.00' 70°51'40" 618.38'75' DRAINAGE ROW DITCH 21 20.0'DRAINAGE EASEMENT \PER AFN 8909205003 FOUND REBAR&CAP LOT 1 w I I I OD p / "AXIS 45502 NUMBERS" 3 OTHER \ U O ®� PARCEL I L� LSNUMBERS" a p 33,033 SF a ¢ O, o 0 o e \,y°\��B DRAINAGE LOT 2 \ I�I I �\ DITCH BOUNDARY LINE ADJUSTMENT \ ; AFN 9805065005 CO \ / r.� NC \ WALL \ \ a 13 ¢ 16.1' N 14.0' ( 7So LANE 1953 LLC \ 8.4' \ \WHEEL _ I CONC WALL - I \�\\\ / ROW L STOP(TYP) - VARIES I CPT-1 BUILDING cl V/BLACK E \ \\\ IV \ / P N #7530 3 I GRASS/BLACKBERRIES �' 0" \ T; �2\\\ ry�G� ti° E I 91 CS.STA.921+96.68-Ri /I 1 0' \ .Ig � FF=130.46 j P " 25.1' 12.8' 10.3' " m X \\ DRAINAGE p' rj ACONC WALL"-' DITCH / / SSMH / 0 SS RIM=130.14 ®B-4 6'.PVCOU NIE�24.34 PARCEL II I I I 75' r 30' 33,085 SF ROW ®B-L / ' ' 131 I U�9 PARCEL B vS 18"CMP IE=129.95 BLA PLN 899 / AFN 20 2203 1 05003 J589°a6'39"W 117.70'-C,118.1a'-R I 132 - - - -133 -134- \ VACANT LOT / GRASS/BLACKBERRIES �Q / ��'�O=!�, ••O FOUND REBAR&CAP °LS 12716" 1 1 \ B-3 �'eL 23 VIP I DOWN 1.0' � ® 1UNABLE TO FIND 35� \ NEXT SSMH NORTH 50 0 25 50 _13 l 132 �7B F4j 9 POSSIBLY PAVED OVER FOUND REBAR"LS&CAP I 6 -137 C,\ 3g6 S14p F 1 S�� O / SCALE IN FEET "LS 12716" a.a'w �y °Nc wqC �9846, " E7 :a�J�Ci? / Proposed Arlington Commercial Development F NOF POWER VAULT O � / Q� o�v 7530 204th Street NE L FOUND REBAR&CAP " �^/\I`� Q/ "AXIS 45502&3OTHER Arlington,Washington JR'd I h / LS NUMBERS"00, 0.3,SW PARCEL A � � �� SITE AND EXPLORATION PLAN Ico LOT A I M1 ... BLA PLN 21 ] Date:March 2024 Job No. 2760.01 Zipper Geo Associates,LLC FIGURE 19019 36th Ave.W.,Suite E REFERENCE:ALTA/NSPS LAND TITLE SURVEY FOR LEAN GOAT VENTURES, LLC, PREPARED BY HARMSEN, REVISED NOVEMBER 14, 2023. Lynnwood,WA SHT.1 of 1 APPENDIX A SUBSURFACE EXPLORATION PROCEDURES AND LOGS APPENDIX A SUBSURFACE EXPLORATION PROCEDURES AND LOGS Subsurface Exploration Description Our subsurface evaluation for this project included advancing four borings(13-1 through B-4)and one cone penetrometer test(CPT-1),completed in October 2023.The approximate locations of the explorations are presented on the Site and Exploration Plan, Figure 1. Exploration locations and ground surface elevations were provided to ZGA by Pacland based on a site-specific survey completed by Hamsen. Soil Borings The borings were advanced using a track-mounted drill rig operated by a local drilling company(Holocene Drill, Inc.)working under subcontract to ZGA. The borings were advanced using hollow stem auger drilling methods. A geologist from our firm continuously observed the borings, logged the subsurface conditions encountered, and obtained representative soil samples. All samples were stored in moisture-tight containers and transported to our laboratory for further evaluation and testing. Samples were obtained by means of the Standard Penetration Test at 2.5-to 5-foot intervals throughout the drilling operation. The Standard Penetration Test (ASTM D 1586) procedure consists of driving a standard 2-inch outside diameter steel split spoon sampler 18 inches into the soil with a 140-pound hammer free falling 30 inches. The number of blows required to drive the sampler through each 6-inch interval is recorded, and the total number of blows struck during the final 12 inches is recorded as the Standard Penetration Resistance, or "blow count"(N value). If a total of 50 blows are struck within any 6-inch interval,the driving was stopped, and the blow count is recorded as 50 blows for the actual penetration distance. The resulting Standard Penetration Resistance values indicate the relative density of granular soils and the relative consistency of cohesive soils. The enclosed boring logs describes the vertical sequence of soils and materials encountered in the borings, based primarily upon our field classifications. Where a soil contact was observed to be gradational, our logs indicate the average contact depth. Where a soil type changed between sample intervals,we inferred the contact depth. Our logs also graphically indicate the blow count, sample type, sample number, and approximate depth of each soil sample obtained from the borings. If groundwater was encountered,the approximate groundwater depth, and date of observation, are depicted on the logs. Groundwater monitoring well installations are also graphically indicated on the logs. Cone Penetrometer Test (CPT) One electric cone penetrometer probe was completed using a truck-mounted probe rig operated by an independent firm (In-Situ Engineering, Inc.)working under subcontract to ZGA. An engineer from our firm continuously observed the probes while electronic monitoring equipment in the probe rig automatically logged the subsurface conditions. After the probe was completed, the probe hole was backfilled with a bentonite slurry. Throughout the probing operation, soil and groundwater properties were measured at 5-centimeter depth intervals by means of the Cone Penetration Test (CPT) in general accordance with ASTM D3441. This testing procedure involves pushing a standard 1.5-inch diameter steel cone penetrometer into the soil with hydraulic rams. A cone penetrometer consists of a conical tip,a cylindrical sleeve,and a pressure transducer. As the penetrometer is pushed downward, the tip resistance, sleeve friction, and porewater pressure are measured electronically and plotted as a function of depth. Through interpretation, the resulting graphs can reveal soil types and groundwater levels, as well as the relative density of granular soils and the relative consistency of cohesive soils. The CPT exploration completed for this project also included measurements of soil shear wave velocity. The enclosed CPT graph presents the vertical plots of several soil properties and groundwater pressures measured by the cone penetrometer at each probe location. These graphs also depict the Standard Penetration Resistance (N60) corresponding to each test interval, based on published conversion charts. EXPLANATION OF EXPLORATION LOGS SOIL DESCRIPTION: Soil descriptions presented on the borings logs are based on visual observations. Soil descriptions include density (coarse- grained soils) or consistency (fine-grained soils), moisture, color, major soil type, and grain size modifiers and should not be interpreted to suggest laboratory or field testing unless indicated on the logs. Soil descriptions include the following: Density/consistency, moisture, color,grain size modifier (adjective implying 31-49 percent), major soil type (CAPITALIZED implying 50+ percent), minor grain size modifier(some implying 6-12 percent, with implying 13-30 percent, and trace implying 0-5 percent), descriptive modifiers (i.e. roots, fill debris, cemented, etc.), and interpreted general geologic description. Descriptions may also include comments describing geologic properties such as dilatancy,toughness,structure,plasticity,and angularity of coarse-grained particles. Additional information regarding geologic properties is presented in the report text as applicable. DENSITY/CONSISTENCY: Soil density/consistency in borings is related to the blow count number in blows per foot using the sampling method indicated on the logs.Soil density/consistency in test pits is related to a"Field Test"as described below. Soil consistency in test pits or borings may be augmented by field Torvane or Pocket Penetrometer testing. Coarse-Grained Soils Density SPT Field Test Descriptor #blows/ft Very Loose 0-4 Easily penetrated with'/z-inch steel rod pushed by hand. Loose 5—10 Difficult to penetrate with'/2-inch steel rod pushed by hand. ..................................................................................................................:.......................................................................................................................................................................................................................................................................................................... Medium 11 —30 Easily penetrated a foot with'/,inch steel rod driven with 5-lb hammer. Dense Dense 31 —50 Difficult to penetrate a foot with''/,inch steel rod driven with 5-lb hammer. Very Dense >50 Penetrated only a few inches with''/2-inch steel rod driven with 5-lb hammer. Fine-Grained Soils Torvane Pocket Penetrometer Consistency SPT Undrained Unconfined Field Test Descriptor (#blows/ft) shear Compressive strength(tsf) Strength (tsf) Very Soft 0-2 <0.125 <0.25 Easily penetrates several inches by thumb. ......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... Soft 3-4 0.125—0.25 0.25—0.5 Easily penetrates one inch by thumb. ......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... Medium Stiff 5-8 0.25—0.5 1 0.5—1.0 Penetrated over inch by thumb with moderate effort. ......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... Stiff 9—15 0.5—1.0 1.0—2.0 Indented by thumb but penetrated only with great effort. ....................................................................:.......................................................,................................................................:.........................................................................:..................................................................................................................................................................................................................................................................................................... Very Stiff 16—30 1.0—2.0 2.0—4.0 Readily indented by thumbnail. ........................................................................................................................................................................................................................................................................................................................ .... .. ....................................................................................................................................................... ................................................................................... Hard >30 >2.0 >4.0 Indented by thumbnail with difficult effort. MOISTURE Descriptor Field Test Dry Absence of moisture,dusty,dry to the touch. ..................................................................................................................................................................................................................................................:.................................................................................................................................................................................................................................................. Damp : Too low to achieve compaction ..................................................................................................................................................................................................................................................e.................................................................................................................................................................................................................................................. Moist Appears near optimum moisture content for compaction ..................................................................................................................................................................................................................................................:.................................................................................................................................................................................................................................................. Wet Too wet to achieve compaction ..................................................................................................................................................................................................................................................:.................................................................................................................................................................................................................................................. Saturated Below the groundwater table,visible free moisture. MAJOR SOIL TYPE: Coarse-grained soils with over 50%of the material retained on the U.S.No.200 sieve. Coarse-grained soils include boulders, cobbles,gravels and sands. Fine-grained soils with over 50%of the material passing the U.S.No.200 sieve. Fine-grained soils include silts and clays. GRAIN SIZE Descriptor Sieve Size Grain Size Boulder >12" >12" ...............................................................................................................................................................[.....................................................................................................................................................................€............................................................................................................................................................... Cobble 3—12" 3—12" ...............................................................................................................................................................[.....................................................................................................................................................................€............................................................................................................................................................... Gravel 3"—#4 3"—0.19" ...............................................................................................................................................................:.....................................................................................................................................................................:............................................................................................................................................................... Sand >#4—#200 <0.19"—>0.0029" ..............................................................................................................................................................:....................................................................................................................................................................:...............................................................<........................................................................................... Silt/Clay Passing#200 0.0029" GRAIN SIZE MODIFIERS Descriptor Approximate Percentage Trace 0-5 ............................................................................................................................................................._..................................................................................................................................................................... Some 6—12 ...............................................................................................................................................................:.................................................................................................................................................................... With 13—30 ,sandy,gravelly).............................................................................3.1..._..50................................................................... Adjective(silty,clayey Boring Location: See Site and Exploration Plan Drilling Company: Holocene Bore Hole Dia.:8-inch Top Elevation: 127.62 Feet Drilling Method: Hollow Stem Auger Hammer Type: Automatic B-1 Date Drilled: 10/12/2023 Drill Rig: Diedrich D-50 Logged by KRN SOIL DESCRIPTION PENETRATION RESISTANCE(blows/foot) U) U E J Standard Penetration Test o The stratification lines represent the approximate boundaries o Hammer Weight and Drop: U N between soil types. The transition may be gradual. Refer to E Q report text and appendices for additional information. A co ° ° U 0 20 40 60 m Approximately 2-inches of asphalt over moist,brown,SAND with gravel to gravelly SAND,trace silt.(Marysville Sand + I IIIIIIIII IIIIIIIII Member) h l l II IIIIIIIII IIIII Very loose, moist,brown and mottled gray,silty SAND to S-1 12" rrrrrr r/1�I 11 I f-I I T��7777..7.. 3 SILT,some sand.No odors,no staining, PID<1 ppmv. `'III L LLLLLLL i IIIIIIIII Illllllil IIIIIIIII iillii111 111111ii1 Iiillilii 5 Dense,moist,gray, mottled,SILT,some sand,some roots.No S 2 T 1$„ 0I 44 cec odors,no staining, PID<1 ppmv. 11 h hhl I I I-I + oRG Grades to SAND,some gravel. . IIIIII II1I11iil Iiillilii IIII II IIIIIIIII IIIIIIII S-3 12" T T r r F- II I I I I T—1-1 T 7 7 7�._.. 38 GSA Dense,moist,brown to gray,gravelly SAND,some silt. I I� r I�1 1 1 1 11 I I� 11 I I I 1111LLL L L L L j L LLL LLALL L A I I IIIIIIIII IIIIIIIII IIIIIIIII II111Iiil Iiillilii 10 Dense,moist,brown to gray,gravelly SAND,some silt.No S-4 T 9„ 1 1 34 GSA odors,no staining, PID<1 ppmv. 11 r hh I i III IIIIIIIII IIII IIII r rrrri-rr rl—I I i t_f_I 17—f77�f�t�I� IIIIIIII IIIIIIIII IIIIIII . ' IIIIIIII IIIIIIIII IIIII T T r r T-r r r IIIIIIII IIIIIIIII IIIII -L LLLLLL .LLLLLLLJJ J JJJ1 1.1. IIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII 15 IIIIIIII IIIIIIIII IIIIIIIII Dense,moist,brown to golden brown,gravelly SAND,some S 5 T 9„ 43 GSA silt. No odors,no staining,PID<1 ppmv. 11 I 1� t1 �� -4-444-4++ IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIII IIIIIIIII IIIIIIIII •: •:: TTrrrrrrr rrl I I I I-i 1 7--1-1r-T7r-f7 IIIIIIIII IIIIIIIII Till IIII �:•' 1111LLLLL L.LI I 1 I I_I I L�JJJJLJ.1. IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII 20 Medium dense,moist,golden brown,SAND,trace to some T silt. No odors,no staining,PID<1 ppmv. S-8 11 18° :`;= *T-� 11 : +++-L L� LLLLLLI—I� ��4L L 44 IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII r rl—I :' IIIIIIIII IIIIIIIII IIIIIIIII ' IIIIIIIII IIIIIIIII IIII TTTTT-T-_rr F-7 I I I i—I 1 rI,I.,I.7I7I777 7 ':•' IIIIIIIII IIIIIIIII IIIIIIIII "''" IIIIIIIII IIIIIIIII LLLIIIIII ':•' IIIIIIIII IIIIIIIII IIIIIIIII : IIIIIIIII IIIIIIIII IIIIIIII 25 — ii111ii11 1111ii1 1ii11iiii SAMPLE LEGEND GROUNDWATER LEGEND %Fines(<0.075 mm) I2-inch O.D.split spoon sample ❑ Clean Sand O %Water(Moisture)Content 3-inch I.D.Shelby tube sample ® Bentonite Plastic Limit Liquid Limit Grout/Concrete Natural Water Content ® Screened Casing Arlington Commercial Development TESTING KEY ❑ Blank Casing 7530 204th Street NE GSA=Grain Size Analysis V Groundwater level at Arlington, WA time of drilling(ATD)or 200W=200 Wash Analysis N on date of Date: March 2024 Project No.: 2760.01 Consol.=Consolidation Test N measurement. Z i p pe rG eo BORING B�1 Att.=Atterberq Limits Geoprofessional Consultants LOG. 19019 36th Ave.W,Suite E Lynnwood,WA Page 1 of 2 Boring Location: See Site and Exploration Plan Drilling Company: Holocene Bore Hole Dia.:8-inch Top Elevation: 127.62 Feet Drilling Method: Hollow Stem Auger Hammer Type: Automatic B-1 Date Drilled: 10/12/2023 Drill Rig: Diedrich D-50 Logged by KRN SOIL DESCRIPTION PENETRATION RESISTANCE(blows/foot) rn U E J Standard Penetration Test o The stratification lines represent the approximate boundaries o Hammer Weight and Drop: U N between soil types. The transition may be gradual. Refer to £Q report text and appendices for additional information. in U ° ° U 0 20 40 60 m 25 S-7 18 16 •I -7T-T TTTTTri_ _ Medium dense,saturated,golden brown,SAND,trace to IL.._I J J_�... some silt. No odors,no staining, PID<1 ppmv. — l TTTTTTTTT — it IIIIIIIII IIIIIIIII �i.iii"L" — II IIIIIIIII IIIIIIIII — IIII - I IIIIIIIII IIIIIIIII — I IIIIIIIII IIIIIIIII 30 Loose,saturated,golden brown,SAND,trace to some silt. -11T777777 TTTTTTTT7 ' i ... - .. .. IIIIIIIII IIIIIIIII Boring completed at approximately 31.5 feet.Groundwater I I .-. . -.. I ILI JI JI JI I I I T T.T I I LI LI LILI. was encountered at approximately 25 feet below ground surface at time of drilling• gY g Ecology Well Tag ID BPX 514. Illlllill IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII 35 IIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII ri->-rl-m7 -7-1-I-777777 TTTTTTT T T IIIIIIIII IIIIIIIII IIIIIIIII L. III. _II _iJJJ1L Ll LLL.T- IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII LLLLLLIJJ JJJJ J-11-11.1 11..1 L L L L L..L... IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII IIIIIIIII 40 11 Hiii l HI IIII liillliii iillliill iillllil liillliii iillliill IIIIIIIII liillliii rr1 1 1-I-4-I I 77TTrt�7 7 7 Y r-rTTrrrr L.L1 I I_L_L_1 I JJ.J J J J 1 J -L L L L.L.L. IIIIIIIII IIIIIIII IIIIII IIIIIIIII IIIIIIII IIIIII -4- I--I- -I---4-4-44.1-4 +T F F IIIIIIIII IIIIIIIII IIIIIIIII 45 IIIIIIIII IIIIIIIII IIIIIIIII III IIIIIIII III rrrrl-�r-1-1 -1-1-1rtrt7rtrtrt TrttTTrtrrfi IIIIIIIII IIIIIIIII liillliii l l l l l l .-1�T T�I�1 7 -T-1 I r r r.r.r. IIII i iillll iii L.LII JJJJJJIJ LLLL.L.L. IIII I IIIII � I '.. '.. IIIIII IIII I III I '.. '.. IIIIII t-4-1-4-...1-...1-... ... ... III 50 SAMPLE LEGEND GROUNDWATER LEGEND O %Fines(<0.075 mm) I2-inch O.D.split spoon sample ❑ Clean Sand O %Water(Moisture)Content 3-inch I.D.Shelby tube sample ® Bentonite Plastic Limit Liquid Limit Grout/Concrete Natural Water Content ® Screened Casing Arlington Commercial Development TESTING KEY ❑ Blank Casing 7530 204th Street NE GSA=Grain Size Analysis V Groundwater level at Arlington, WA time of drilling(ATD)or 200W=200 Wash Analysis N on date of Date: March 2024 Project No.: 2760.01 Consol.=Consolidation Test N measurement. Att.=Atterberq Limits Z i p pe rG eo BORING B_� Geoprofessional Consultants LOG. 19019 36th Ave.W,Suite E Lynnwood,WA Page 2 of 2 Boring Location: See Site and Exploration Plan Drilling Company: Holocene Bore Hole Dia.:8-inch Top Elevation: 129.79 Feet Drilling Method: Hollow Stem Auger Hammer Type: Automatic B-2 Date Drilled: 10/12/2023 Drill Rig: Diedrich D-50 Logged by: KRN SOIL DESCRIPTION PENETRATION RESISTANCE (blows/foot) iu U) L C Standard Penetration Test 01 S The stratification lines represent the approximate boundaries z 0 o v 0 2 o 0 Hammer Weight and Drop: a) between soil types. The transition may be gradual. Refer to s Q N M report text and appendices for additional information. to ° O 0 0 20 40 60 m -0- Approximately 2-inches of asphalt over moist,brown SAND, 1 with gravel to gravelly SAND,trace silt.(Marysville Sand Member) IT 1711-11 Loose,moist,dark brown,silty SAND to sandy SILT,some T - fine roots.No odors,no staining,PID<1 ppmv. S-1 11 181 �� I I ( $ Grades to brown,decreasing roots,trace fine gravel. Medium dense,moist,brown,silty SAND,trace gravel,trace s-z 18 Q 1z GSA roots.No odors,no staining,PID<1 ppmv. — — Very dense,moist,light brown to brown,gravelly SAND,with O . GSA silt.No odors,no staining,PID<1 ppmv. s-3 1s ss cec 1 � I I ORG 10 Very dense,moist,brown to dark brown,GRAVEL,with sand S-4 I 18 ( I 63 GSA and silt.No odors,no staining,PID<1 ppmv. 1 M r( J_W 15 I I I � Dense,moist,brown, GRAVEL,with sand and silt.No odors, S-5 18" O 1 11 1 34 GSA no staining,PID<1 ppmv. ( ( L 1LI�+-tII ,. it i I I �IIIII III ( �� III I 20 Medium dense,moist,golden brown,SAND with trace to S-6 18" l 13 some silt.No odors,no staining,PID<1 ppmv. 25 SAMPLE LEGEND GROUNDWATER LEGEND 0 %Fines(<0.075 mm) I2-inch O.D.split spoon sample ❑ Clean Sand O %Water(Moisture)Content 3-inch I.D.Shelby tube sample ® Bentonite Plastic Limit i e d Liquid Limit Grout/Concrete Natural Water Content ® Screened Casing Arlington Commercial Development TESTING KEY ❑ Blank Casing 7530 204th Street NE GSA=Grain Size Analysis V Groundwater level at Arlington, WA time of drilling(ATD)or 20oW=200 Wash Analysis N on date of Date: March 2024 Project No.: 2760.01 Consol.=Consolidation Test N measurement. ZipperGeo BORING Att.=Atterberq Limits B-2 Geoprofessional Consultants LOG` 19019 36th Ave.W,Suite E Lynnwood,WA Page 1 of 2 Boring Location: See Site and Exploration Plan Drilling Company: Holocene Bore Hole Dia.:8-inch Top Elevation: 129.79 Feet Drilling Method: Hollow Stem Auger Hammer Type: Automatic B-2 Date Drilled: 10/12/2023 Drill Rig: Diedrich D-50 Logged by: KRN SOIL DESCRIPTION PENETRATION RESISTANCE (blows/foot) iu U) L C j Standard Penetration Test of S The stratification lines represent the approximate boundaries z 0 o 0 2 o 0 Hammer Weight and Drop: a) between soil types. The transition may be gradual. Refer to E Q N M report text and appendices for additional information. to ° O 0 0 20 40 60 m 25 Medium dense,wet to saturated,golden brown,SAND with trace to some silt.No odors,no staining,PID<1 ppmv. s-7 F18" ( tt 30 Medium dense,saturated,golden brown,SAND,trace to some silt.No odors,no staining,PID<1 ppmv. s-a is I I tv I T --t 35 = HHH zo Medium dense,saturated,golden brown,SAND,trace to . .. some silt.No odors,no staining,PID<1 ppmv. s-s 18 Boring completed at approximately 36.5 feet.Groundwater — was encountered at approximately 30 feet below ground III surface at time of drilling.Ecology Well Tag ID BPX 515. t 40 iii �lllllll �lll i � lli 45 it Lii -L 1 41 50 SAMPLE LEGEND GROUNDWATER LEGEND 0 %Fines(<0.075 mm) I2-inch O.D.split spoon sample ❑ Clean Sand O %Water(Moisture)Content 3-inch I.D.Shelby tube sample ® Bentonite Plastic Limit i e d Liquid Limit Grout/Concrete Natural Water Content ® Screened Casing Arlington Commercial Development TESTING KEY ❑ Blank Casing 7530 204th Street NE GSA=Grain Size Analysis VGroundwater level at Arlington, WA time of drilling(ATD)or 20oW=200 Wash Analysis N on date of Date: March 2024 Project No.: 2760.01 Consol.=Consolidation Test N measurement. ZipperGeo BORING Att.=Atterberq Limits B-2 Geoprofessional Consultants LOB'`V 19019 36th Ave.W,Suite E Lynnwood,WA Page 2 of 2 Boring Location: See Site and Exploration Plan Drilling Company: Holocene Bore Hole Dia.:8-inch Top Elevation: 132.00 Feet Drilling Method: Hollow Stem Auger Hammer Tvpe: Automatic B-3 Date Drilled: 10/12/2023 Drill Rig: Diedrich D-50 Logged by: KRN SOIL DESCRIPTION PENETRATION RESISTANCE (blows/foot) iu U) L C Standard Penetration Test o� S The stratification lines represent the approximate boundaries z 0 o 0 2 o 0 Hammer Weight and Drop: a) between soil types. The transition may be gradual. Refer to E Q N M report text and appendices for additional information. to ° O 0 0 20 40 60 m -0- Grass over approximately 3 inches of moist,brown,SAND 1 with silt,abundant grass roots.(Marysville Sand member) 11-M - U T " Loose,moist,brown,SAND with silt to silty SAND,some fine - roots.No odors,no staining,PID<1 ppmv. S-t 1811 , ( s II . 5 I I Medium dense,moist,dark brown,SAND with gravel,some s-z to �— z� GSA silt.No odors,no staining,PID<1 ppmv. — — Dense,moist to wet,brown,sandy SILT,trace gravel.No S-3 s �� as 'SA odors,no staining,PID<1 ppmv. - H�j IL� II 10 Dense,moist to wet,brown,silty SAND,with gravel.No odors, s-a I tz° L.. ( ( I as GSA no staining,PID<1 ppmv. 1 T� r( Grades to gravelly SAND,some silt. 15 Very dense,wet,brown,silty SAND some gravel.No odors, s-5 I s^ 1 82 GSA no staining,PID<1 ppmv. 1 - Q � � IIII 1II11I � IL_ 111I1III IIIII Ali... 20 Very dense,wet,brown, SAND with silt,decreasing fines to S-s T t$„ 111 + 1 some silt.No odors,no staining,PID<1 ppmv. 11 .tfl iI �1 I 125- SAMPLE LEGEND GROUNDWATER LEGEND Q %Fines(<0.075 mm) I2-inch O.D.split spoon sample ❑ Clean Sand O %Water(Moisture)Content 3-inch I.D.Shelby tube sample ® Bentonite Plastic Limit i e d Liquid Limit Grout/Concrete Natural Water Content ® Screened Casing Arlington Commercial Development TESTING KEY ❑ Blank Casing 7530 204th Street NE GSA=Grain Size Analysis V Groundwater level at Arlington, WA time of drilling(ATD)or 20oW=200 Wash Analysis N on date of Date: March 2024 Project No.: 2760.01 Consol.=Consolidation Test N measurement. ZipperGeo BORING Att.=Atterberq Limits B-3 Geoprofessional Consultants LOG` 19019 36th Ave.W,Suite E Lynnwood,WA Page 1 of 2 Boring Location: See Site and Exploration Plan Drilling Company: Holocene Bore Hole Dia.:8-inch Top Elevation: 132.00 Feet Drilling Method: Hollow Stem Auger Hammer Tvpe: Automatic B-3 Date Drilled: 10/12/2023 Drill Rig: Diedrich D-50 Logged by: KRN SOIL DESCRIPTION PENETRATION RESISTANCE (blows/foot) iu U) L C Standard Penetration Test of S The stratification lines represent the approximate boundaries z 0 o 0 2 o 0 Hammer Weight and Drop: a) between soil types. The transition may be gradual. Refer to E Q N M report text and appendices for additional information. to ° O 0 0 20 40 60 m 25 — Medium dense,wet, brown,SAND,trace to some silt.No odors,no staining,PID<1 ppmv. S-7 F18- 22 _ : i � I7 IIII IIII 30 Medium dense,saturated,brown,SAND,trace to some silt. s-8 18 .:: � zz No odors,no staining,PID<1 ppmv. - IN Itt4I IIH+ l 1 �j1+I 1-11 35 Medium dense,saturated,brown,SAND,trace to some silt. 1� No odors,no staining,PID<1 ppmv. Ifltj .::•.::•.::•:,. I I III I Boring completed at approximately 36.5 feet.Groundwater — was encountered at approximately 30 feet below ground L I III surface at time of drilling.Ecology Well Tag ID BPX 516. 40 IIIIIII iii �111llll �lll i � lli 45 it Lii -L 1 41 JO SAMPLE LEGEND GROUNDWATER LEGEND 0 %Fines(<0.075 mm) I2-inch O.D.split spoon sample ❑ Clean Sand O %Water(Moisture)Content 3-inch I.D.Shelby tube sample ® Bentonite Plastic Limit i e d Liquid Limit Grout/Concrete Natural Water Content ® Screened Casing Arlington Commercial Development TESTING KEY ❑ Blank Casing 7530 204th Street NE GSA=Grain Size Analysis V Groundwater level at Arlington, WA time of drilling(ATD)or 20oW=200 Wash Analysis N on date of Date: March 2024 Project No.: 2760.01 Consol.=Consolidation Test N measurement. ZipperGeo BORING Att.=Atterberq Limits B-3 Geoprofessional Consultants LOB'`V 19019 36th Ave.W,Suite E Lynnwood,WA Page 2 of 2 Boring Location: See Site and Exploration Plan Drilling Company: Holocene Bore Hole Dia.:8-inch Top Elevation: 130.61 Feet Drilling Method: Hollow Stem Auger Hammer Type: Automatic B-4 Date Drilled: 10/12/2023 Drill Rig: Diedrich D-50 Logged by: KRN SOIL DESCRIPTION PENETRATION RESISTANCE (blows/foot) iu U) L C Standard Penetration Test o� S The stratification lines represent the approximate boundaries z 0 o 0 2 o 0 Hammer Weight and Drop: a) between soil types. The transition may be gradual. Refer to E Q N M report text and appendices for additional information. to ° O 0 0 20 40 60 m -0— Grass over approximately 4 inches of moist,brown,SAND with silt,abundant roots.(Marysville Sand Member) I Loose,moist,brown,SAND,with to some gravel,some silt, 1T _ "s-1 � 18^ s trace roots.No odors,no staining,PID<1 ppmv. III .... I I TTT III illII 5 thill I I Loose,moist,brown,SAND,with silt,trace gravel. No odors, s-z 1a" ILI 10 GSA no staining,PID<1 ppmv. — Dense,moist,dark brown,silty SAND,trace gravel. No odors, S-3 18^ I 41 GSA no staining,PID<1 ppmv. 10 Dense,moist,light brown,gravelly SAND,some silt.No odors, I GSA CEC no staining,PID<1 ppmv. s-a I s I+ ( ( L... I a� ORG 1 ORG i 15 Dense,moist,light brown,gravelly SAND to sandy GRAVEL. S-s 12^ I 35 No odors,no staining,PID<1 ppmv. II i L it Il � I L Il . � � � � i 20 �i Medium dense,moist,light brown,SAND with gravel,trace T s-s 1z^ z� silt.No odors,no staining,PID<1 ppmv. I Q j �_ im fi 25 SAMPLE LEGEND GROUNDWATER LEGEND 0 %Fines(<0.075 mm) I2-inch O.D.split spoon sample ❑ Clean Sand O %Water(Moisture)Content 3-inch I.D.Shelby tube sample ® Bentonite Plastic Limit i e d Liquid Limit Grout/Concrete Natural Water Content ® Screened Casing Arlington Commercial Development TESTING KEY ❑ Blank Casing 7530 204th Street NE GSA=Grain Size Analysis VGroundwater level at Arlington, WA time of drilling(ATD)or 20oW=200 Wash Analysis N on date of Date: March 2024 Project No.: 2760.01 Consol.=Consolidation Test N measurement. ZipperGeo BORING Att.=Atterberq Limits B-4 Geoprofessional Consultants LOG` 19019 36th Ave.W,Suite E Lynnwood,WA Page 1 of 2 Boring Location: See Site and Exploration Plan Drilling Company: Holocene Bore Hole Dia.:8-inch Top Elevation: 130.61 Feet Drilling Method: Hollow Stem Auger Hammer Type: Automatic B-4 Date Drilled: 10/12/2023 Drill Rig: Diedrich D-50 Logged by: KRN SOIL DESCRIPTION PENETRATION RESISTANCE (blows/foot) iu U) L C Standard Penetration Test of S The stratification lines represent the approximate boundaries z 0 o 0 2 o 0 Hammer Weight and Drop: a) between soil types. The transition may be gradual. Refer to E Q N M report text and appendices for additional information. to ° O 0 0 20 40 60 m 25 Medium dense,moist,light brown,SAND with gravel,trace silt.No odors,no staining,PID<1 ppmv. s-� �z° - to IIIII ' I O IIIIIII I7 IIIIII ) III 30 Medium dense,moist to wet,light brown,SAND with gravel, s_$ T 1$1, 24 trace silt.No odors,no staining,PID<1 ppmv. 1 i Boring completed at approximately 31.5 feet.Groundwater 4 l 1 --tI I+ was not encountered at time of drilling.Borehole backfilled with bentonite. 35 O ( LIB 40 IIII111 II11II1II llII �III i �.........III ICI' III wl 45 I `+ 1 4 ilII 1 I IIIIII� III 41 50 SAMPLE LEGEND GROUNDWATER LEGEND 0 %Fines(<0.075 mm) I2-inch O.D.split spoon sample ❑ Clean Sand O %Water(Moisture)Content 3-inch I.D.Shelby tube sample ® Bentonite Plastic Limit i e d Liquid Limit Grout/Concrete Natural Water Content ® Screened Casing Arlington Commercial Development TESTING KEY ❑ Blank Casing 7530 204th Street NE GSA=Grain Size Analysis VGroundwater level at Arlington, WA time of drilling(ATD)or 20oW=200 Wash Analysis N on date of Date: March 2024 Project No.: 2760.01 Consol.=Consolidation Test N measurement. ZipperGeo BORING Att.=Atterberq Limits B-4 Geoprofessional Consultants LOB'`V 19019 36th Ave.W,Suite E Lynnwood,WA Page 2 of 2 CPT-01 CPT CONTRACTOR: In Situ Engineering OPERATOR:Forinash CUSTOMER:Zippergeo CONE ID:DDG1369 LOCATION:Arlington TEST DATE: 10/17/2023 9:30:24 AM JOB NUMBER:2760.01 PREDRILL:Oft BACKFILL:20%Slurry&Bentonite Chips SURFACE PATCH:Cold Patch Tip COR Sleeve Stress F.Ratio Pore Pressure SBT FR SPT (tsf) (tsf) N (psi) (RC 1983) (blows/ft) 0 0 600 0 9 0 9 -10 15 0 12 0 120 10 ............... . 1 t f t ----T 1 t t .... ........... ................. t t 1 t t . . . . . . . . . . . 20 ... ....... ..................... ..... .......... .... ....... ..........I.-.---. ............. ..... ..................... 30 . . . . . . . . . . . . ------------ -1 -1 -T -T r- --- ---------T---- ------------------------------------- Depth ............................ 40 ............... ............................... ..... .................... .... ........................ ..........------- .......................... ---- —-----------............... 50 ---- --------------- .......... . . . . . . . . . . 60 ---------- ................. -------------------- 70 TOTAL DEPTH:60.203 ft 1 sensitive fine grained 04 silty clay to clay 07 silty sand to sandy silt E10 gravelly sand to sand 02 organic material 0 5 clayey silt to silty clay 28 sand to silty sand 11 very stiff fine grained 03 clay 0 6 sandy silt to clayey silt 9 sand 0 12 sand to clayey sand *SBT/SPT CORRELATION: UBC-1 983 HOLE NUMBER: CPT-01 Depth 3.12ft I I I I Arrival 7.27mS Ref* - - -- --- - - - -------F-------+--------- Velocity. Depth 9.68ft I I I Arrival 17.66mS Ref 3.1 2ft -- -- - - --------------F-------------+------------- Velocity 577.77ft/S Depth 16.08ft I I I I Arrival 22.97mS Ref 9.68ft --+--- - - - --------------F-------------}------------- Velocity 11 81.03ft/S Depth 22.47ft I I I I Arrival 28.59mS Ref 16.08ft ------ Velocity 1127.77ft/S ------- ---- - - - - -- Depth 28.87ft I I I I Arrival 35.39mS Ref 22.47ft ______ Velocity 936.85ft/S Depth 35.43ft I I I I Arrival 42.42mS Ref 28.87ft - - - -- - + - - - -- ------ Velocity 930.45ft/S Depth 41.83ft I I I I Arrival 49.14mS Ref 35.43ft ______ Velocity 950.28ft/S Depth 48.39ft I I I I Arrival 55.43mS Ref 41.83ft ------ Velocity 1041.82ft/S Depth 54.79ft I I Arrival 61.17mS Ref 48.39ft ------ Velocity 1112.91ft/S Depth 60.20ft I Arrival 66.05mS Ref 54.79ft ----- - -- - ------ Velocity 1107.69ft/S 0 20 40 60 80 100 120 140 160 Time(mS) Hammer to Rod String Distance(ft):2.49 =Not Determined COMMENT: APPENDIX B LABORATORY TESTING PROCEDURES AND RESULTS LABORATORY TESTING PROCEDURES A series of laboratory tests were performed during the course of this study to evaluate the index and geotechnical engineering properties of the subsurface soils. Descriptions of the types of tests performed are given below. Visual Classification Samples recovered from the exploration locations were visually classified in the field during the exploration program. Representative portions of the samples were carefully packaged in moisture tight containers and transported to our laboratory where the field classifications were verified or modified as required. Visual classification was generally done in accordance with ASTM D2488. Visual soil classification includes evaluation of color, relative moisture content, soil type based upon grain size, and accessory soil types included in the sample. Soil classifications are presented on the exploration logs in Appendix A. Moisture Content Determinations Moisture content determinations were performed on representative samples obtained from the explorations to aid in identification and correlation of soil types. The determinations were made in general accordance with the test procedures described in ASTM D2216. Moisture contents are presented on the exploration logs in Appendix A. Grain Size Analysis A grain size analysis presents the range in diameter of soil particles that comprise a particular sample. Grain size analyses were performed on representative samples in general accordance with ASTM: D6913. The results of the grain size determinations for the samples were used in classification of the soils and are presented in this appendix. Cation Exchange Capacity Cation exchange capacity tests were completed on representative samples collected from prospective infiltration receptor soils by an independent analytical laboratory in accordance with the Washington State Department of Ecology SW-846 9081 test method. Test results are presented in this appendix. Organic Content Tests Organic content tests were completed on representative samples collected from prospective infiltration receptor soils by an independent analytical laboratory in accordance with ASTM D2974 test method.Test results are presented in this appendix. GRAIN SIZE ANALYSIS Test Results Summary ASTM D6913 SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 11/2" 3/4" 3/8" 4 10 20 40 60 140 200 100 90 = 80 W ?� 70 Im W 60 Z M 1.— 50 Z W tU W 40 W a 30 20 10 0 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS Coarse Fine Coarse Medium Fine Silt Clay BOULDERS COBBLES GRAVEL SAND FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture (%) Fines(%) Description Gravelly SAND, B-1 S-3 7.5 5.6 10.1 some silt PROJECT NO: 2760.01 PROJECT NAME: Zipper Geo Associates,LLC Geotechnical and Environmental Consultants DATE OF TESTING: 10/16/2023 Arlington Commercial Development GRAIN SIZE ANALYSIS Test Results Summary ASTM D6913 SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 11/2" 3/4" 3/8" 4 10 20 40 60 140 200 100 90 = 80 W ?� 70 Im 60 W Z M 50 Z W tU W 40 W a 30 20 10 0 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS LGRAVEL Fine Coarse Medium Fine Silt Clay BOULDERS COBBLES SAND FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture (%) Fines(%) Description Gravelly SAND, B-1 S-4 10 6.8 7.9 some silt PROJECT NO:2760.01 PROJECT NAME: Zipper Geo Associates, LLC Geotechnical and Environmental Consultants DATE OF TESTING: 10/16/2023 Arlington Commercial Development GRAIN SIZE ANALYSIS Test Results Summary ASTM D6913 SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 11/2" 3/4" 3/8" 4 10 20 40 60 140 200 100 90 = 80 W ?� 70 m 60 W Z 50 Z W tU W 40 W a 30 20 10 0 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS LGRAVEL Fine Coarse Medium Fine Silt Clay BOULDERS COBBLES SAND FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture (%) Fines(%) Description Gravelly SAND, B-1 S-5 15 6.1 9.1 some silt PROJECT NO:2760.01 PROJECT NAME: Zipper Geo Associates, LLC Geotechnical and Environmental Consultants DATE OF TESTING: 10/16/2023 Arlington Commercial Development GRAIN SIZE ANALYSIS Test Results Summary ASTM D6913 SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 11/2" 3/4" 3/8" 4 10 20 40 60 140 200 100 90 = 80 W ?� 70 m 60 W Z M 50 Z W tU W 40 W a 30 20 10 0 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS LGRAVEL Fine Coarse Medium Fine Silt Clay BOULDERS COBBLES SAND FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture (%) Fines(%) Description Silty SAND, B-2 S-2 5 16.3 48.1 trace grave PROJECT NO:2760.01 PROJECT NAME: Zipper Geo Associates, LLC Geotechnical and Environmental Consultants DATE OF TESTING: 10/16/2023 Arlington Commerical Development GRAIN SIZE ANALYSIS Test Results Summary ASTM D6913 SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 11/2" 3/4" 3/8" 4 10 20 40 60 140 200 100 90 = 80 W ?� 70 Im 60 W Z M 50 Z W tU W 40 W a 30 20 10 0 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS LGRAVEL Fine Coarse Medium Fine Silt Clay BOULDERS COBBLES SAND FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture (%) Fines(%) Description Gravelly SAND, B-2 S-3 7.5 6.2 17.5 with silt PROJECT NO:2760.01 PROJECT NAME: Zipper Geo Associates, LLC Geotechnical and Environmental Consultants DATE OF TESTING: 10/16/2023 Arlington Commercial Development GRAIN SIZE ANALYSIS Test Results Summary ASTM D6913 SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 11/2" 3/4,, 3/8" 4 10 20 40 60 140 200 100 90 = 80 C9 W 70 Im 60 W Z LL 50 Z W U W 40 LU 30 20 10 0 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS Coarse Fine Coarse Medium Fine Silt Clay BOULDERS COBBLES GRAVEL SAND FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture(%) Fines(%) Description GRAVEL, with B-2 S-4 10 5.2 15.3 sand and silt PROJECT NO: 2760.01 PROJECT NAME: Zipper Geo Associates,LLC Geotechnical and Environmental Consultants DATE OF TESTING: 10/16/2023 Arlington Commercial Development GRAIN SIZE ANALYSIS Test Results Summary ASTM D6913 SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 1112" 3/4" 3/8" 4 10 20 40 60 140 200 100 90 = 80 W ?� 70 Im LU 60 Z M 1.— 50 Z W tU IW 40 W Ilk a 30 20 10 0 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS Coarse Fine Coarse Medium Fine Silt Clay BOULDERS COBBLES GRAVEL SAND FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture(%) Fines(%) Description GRAVEL, with B-2 S-5 15 5.1 13.3 sand and silt PROJECT NO:2760.01 PROJECT NAME: Zipper Geo Associates,LLC Geotechnical and Environmental Consultants DATE OF TESTING: 10/16/2023 Arlington Commercial Development GRAIN SIZE ANALYSIS Test Results Summary ASTM D6913 SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 11/2" 3/4" 3/8" 4 10 20 40 60 140 200 100 90 = 80 W ?� 70 m 60 W Z 50 Z W tU W 40 W a 30 20 10 0 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS LGRAVEL Fine Coarse Medium Fine Silt Clay BOULDERS COBBLES SAND FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture (%) Fines(%) Description SAND, with B-3 S-2 5 5.4 6.8 gravel, some silt PROJECT NO:2760.01 PROJECT NAME: Zipper Geo Associates, LLC Geotechnical and Environmental Consultants DATE OF TESTING: 10/16/2023 Arlington Commercial Development GRAIN SIZE ANALYSIS Test Results Summary ASTM D6913 SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 11/2" 3/4" 3/8" 4 10 20 40 60 140 200 100 90 = 80 W ?� 70 Im 60 LU Z 1.— 50 Z LU tU Ili 40 W a 30 20 10 0 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS Coarse Fine Coarse Medium Fine Silt Clay BOULDERS COBBLES GRAVEL SAND FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture(%) Fines(%) Description Sandy SILT, B-3 S-3 7.5 26.1 61.4 trace gravel PROJECT NO: 2760.01 PROJECT NAME: Zipper Geo Associates,LLC Geotechnical and Environmental Consultants DATE OF TESTING: 10/16/2023 Arlington Commercial Development GRAIN SIZE ANALYSIS Test Results Summary ASTM D6913 SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 11/2" 3/4" 3/8" 4 10 20 40 60 140 200 100 90 = 80 C9 W 70 Im 60 W Z M 50 Z W U W 40 LU 30 20 10 0 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS Coarse Fine Coarse Medium Fine Silt Clay BOULDERS COBBLES GRAVEL SAND FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture (%) Fines(%) Description B 3 S-4 10 17.6 35.9 Silty SAND, with gravel PROJECT NO:2760.01 PROJECT NAME: Zipper Geo Associates,LLC Geotechnical and Environmental Consultants DATE OF TESTING: 10/16/2023 Arlington Commercial Development GRAIN SIZE ANALYSIS Test Results Summary ASTM D6913 SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 11/2" 3/4" 3/8" 4 10 20 40 60 140 200 100 90 = 80 W ?� 70 m 60 W Z 50 Z W tU W 40 W a 30 20 10 0 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS LGRAVEL Fine Coarse Medium Fine Silt Clay BOULDERS COBBLES SAND FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture (%) Fines(%) Description Silty SAND, B-3 S-5 15 21.4 43.5 some gravel PROJECT NO:2760.01 PROJECT NAME: Zipper Geo Associates, LLC Geotechnical and Environmental Consultants DATE OF TESTING: 10/16/2023 Arlington Commerical Development GRAIN SIZE ANALYSIS Test Results Summary ASTM D6913 SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 11/2" 3/4" 3/8" 4 10 20 40 60 140 200 100 90 = 80 W ?� 70 Im 60 W Z 50 Z W tU W 40 W a 30 20 10 0 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS LGRAVEL Fine Coarse Medium Fine Silt Clay BOULDERS COBBLES SAND FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture (%) Fines(%) Description SAND, with silt, B-4 S-2 5 14.7 23.8 trace gravel PROJECT NO:2760.01 PROJECT NAME: Zipper Geo Associates, LLC Geotechnical and Environmental Consultants DATE OF TESTING: 10/16/2023 Arlington Commercial Development GRAIN SIZE ANALYSIS Test Results Summary ASTM D6913 SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 11/2" 3/4" 3/8" 4 10 20 40 60 140 200 100 90 = 80 W ?� 70 m 60 W Z M 50 Z W tU W 40 W a 30 20 10 0 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS LGRAVEL Fine Coarse Medium Fine Silt Clay BOULDERS COBBLES SAND FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture (%) Fines(%) Description Silty SAND, B-4 S-3 7.5 18.5 30.6 trace gravel PROJECT NO:2760.01 PROJECT NAME: Zipper Geo Associates, LLC Geotechnical and Environmental Consultants DATE OF TESTING: 10/16/2023 Arlington Commercial Development GRAIN SIZE ANALYSIS Test Results Summary ASTM D6913 SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 11/2" 3/4" 3/8" 4 10 20 40 60 140 200 100 90 = 80 W ?� 70 Im 60 W Z 50 Z W tU Ili 40 W a 30 20 10 0 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS Coarse Fine Coarse Medium Fine Silt Clay BOULDERS COBBLES GRAVEL SAND FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture(%) Fines(%) Description Gravelly SAND, B-4 S-5 15 6.1 7.4 some silt PROJECT NO: 2760.01 PROJECT NAME: Zipper Geo Associates,LLC Geotechnical and Environmental Consultants DATE OF TESTING: 10/16/2023 Arlington Commercial Development AWEST Am Test Inc. L A e o R A T o R I E S Professional 13600 NE 126TH PL Analytical Suite C Services Kirkland, WA 98034 (425) 885-1664 Oct 25 2023 ZIPPER GEO ASSOCIATES, LLC 19019 36TH AVENUE W SUITE E LYNNWOOD, WA 98036 Attention: JAMES GEORGIS Dear JAMES GEORGIS: Enclosed please find the analytical data for your ARLINGTON COMMERCIAL DEVELOPMENT project. The following is a cross correlation of client and laboratory identifications for your convenience. CLIENT ID MATRIX AMTEST ID TEST B-1 S-2 5' Soil 23-AO18155 CONV B-2 S-3 7.5' Soil 23-AO18156 CONV B-4 S-4 10' Soil 23-AO18157 CONV Your samples were received on Monday, October 16, 2023. At the time of receipt, the samples were logged in and properly maintained prior to the subsequent analysis. The analytical procedures used at AmTest are well documented and are typically derived from the protocols of the EPA, USDA, FDA or the Army Corps of Engineers. Following the analytical data you will find the Quality Control (QC) results. Please note that the detection limits that are listed in the body of the report refer to the Practical Quantitation Limits (PQL's), as opposed to the Method Detection Limits (MDL's). If you should have any questions pertaining to the data package, please feel free to contact me. Sincerely, Aaron Young Vice President Project#: 2760.01 BACT = Bacteriological MET = Metals NUT=Nutrients MIN=Minerals CONV = Conventionals ORG = Organics DEM=Demand P.1 Am Test Inc. Professional 13600 NE 126TH PL Analytical Suite C Services Kirkland, WA 98034 1"EST (425) 885-1664 L A B O R A r o R i E s www.amtestlab.com ANALYSIS REPORT ZIPPER GEO ASSOCIATES, LLC Date Received: 10/16/23 19019 36TH AVENUE W Date Reported: 10/25/23 LYNNWOOD, WA 98036 Attention: JAMES GEORGIS Project Name: ARLINGTON COMMERCIAL DEVELOPMENT Project #: 2760.01 All results reported on an as received basis. AMTEST Identification Number 23-AO18155 Client Identification B-1 S-2 5' Sampling Date 10/16/23 Conventionals PARAMETER RESULT UNITS Q D.L. METHOD ANALYST DATE Cation Exchange Capacity 15.8 meq/100g 1 10.5 SW-846 9081 1 CM 10/19/23 AMTEST Identification Number 23-AO18156 Client Identification B-2 S-3 7.5' Sampling Date 10/16/23 Conventionals PARAMETER IRESULT UNITS Q D.L. METHOD JANALYST DATE (Cation Exchange Capacity 16.3 meq/100g 1 10.5 SW-846 9081 1CM 10/19/23 P.2 ZIPPER GEO ASSOCIATES, LLC Project Name: ARLINGTON COMMERCIAL DEVELOPMENT AmTest I D: 23-AO18157 AMTEST Identification Number 23-AO18157 Client Identification B-4 S-4 10' Sampling Date 10/16/23 Conventionals PARAMETER RESULT UNITS Q D.L. METHOD ANALYST DATE Cation Exchange Capacity 16.5 meq/100g 1 10.5 SW-846 9081 ICM 10/19/23 Aar n Young Vice President P.3 Am Test Inc. Professional 13600 NE 126th PL Analytical Suite C Services Kirkland, WA, 98034 EST (425) 885-1664 L A B O R A r o R I E s www.amtestlab.com QC Summary for sample numbers: 23-A018155 to 23-A018157 DUPLICATES SAMPLE# ANALYTE UNITS SAMPLE VALUE DUP VALUE RPD 23-A017935 Cation Exchange Capacity meq/100g 2.7 2.9 7.1 23-A018157 Cation Exchange Capacity meq/100g 6.5 5.1 24. STANDARD REFERENCE MATERIALS ANALYTE UNITS TRUE VALUE MEASURED VALUE RECOVERY Cation Exchange Capacity meq/100g 2.0 2.0 100. % Cation Exchange Capacity meq/100g 2.0 2.0 100. % BLANKS ANALYTE UNITS IRESULT Cation Exchange Capacity meq/100g < 0.1 Cation Exchange Capacity meq/100g < 0.1 PA \ C z \ , � . 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J o a. ow a m a N m9 V + N I!k.1 U F W a# o O 2 N N (n m W !!� ON o W J W W Z O Q '� N Z 0 IN- y d > J W N W Z = �,� �� ..• m >U) f Z r G U K m m W aD > b.15 ¢ iy U a yy3� JS pF� N ? o HMaN LU `l '� J W •� N M/� (n N m N >M f n N W p'� Q a Q- Wa II h N a�0 N QII Z �Q J K 0❑ J .. d �Gy Nz0 yl LL,it W 0 _ .1amo �wF j ��a o gggi j jj. I azz K�h W Z N W J and LLzS W LL �I °IL s it I.1. __.._. . ._ .L. .... _..__. ills ,i � I�� I m m � i s a Z Z l�1 I. Illli� 0- v o a j _ I �m am I - i Q.I D .V,, CITY OF ARLINGTON 18204 59th Avenue NE,Arlington,WA 98223 INSPECTIONS: 360-403-3417-Permit Center: 360-403-3551 BUILDING PERMIT 7530 204TH ST NE Permit#:5996 PERMIT EXPIRES 180 DAYS AFTER Parcel#: 31051400100600 DATE OF ISSUANCE. Scope of Work:New Carwash Valuation:2200000.00 OWNER APPLICANT CONTRACTOR WR ARLINGTON LLC SDH Architect LLC Saybr Contractors,Inc 3213 W WHEELER ST NO 750 3261 NW Celilo Ln 3852 S 66th St SEATTLE,WA 98199 Bend,OR 97703 Tacoma,WA 98409 206-369-8881 253-533-2382 LIC:601 795 367 EXP:08/31/2025 LIC:SAYBRCI033L7 EXP:06/30/2026 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: COMMERCIAL BUILDING CODE YEAR: 2021 STORIES: 1 CONST.TYPE: VB DWELLING UNITS: OCC GROUP: B;Business BUILDINGS: OCC LOAD: PERMIT APPROVAL The issuance or granting of this permit shall not be construed to be a permit for,or approval of,any violation of this Code or any other ordinance or order of the City,of any state or federal law,or of any order,proclamation,guidance advice or decision of the Governor of this State.To the extent the issuance or granting of this permit is interpreted to allow construction activity during any period of time when such construction is prohibited or restricted by any state or federal law,or order,proclamation,guidance advice or decision of the Governor of this State,this permit shall not authorize such work and shall not be valid.The building official is authorized to prevent occupancy or use of a structure where in violation of this Code,any other City ordinances of this jurisdiction or any other ordinance or executive order of the City,or of any state or federal law,or'of any order,proclamation, guidance advice or decision of the Governor.The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or on the basis of incorrect,inaccurate or incomplete information,or in violation of any City ordinance,regulation or order,state or federal law,or any order,proclamation,guidance or decision of the Governor. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED.IBC 110/IRC 110. SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arlington#3101. G'�5-Z L� �1! ,r� 09/09/2024 Applicant Signature Date Building Official Date CONDITIONS Adhere to approved plans.Call for inspection.All roofs to have gutters/scuppers with downspouts directly piped to infiltration system,including all awnings and pay station. Sheet flow from any roof surface not allowed. The property owner shall ensure that the construction project complies with all applicable zoning codes and regulations.The property owner shall also ensure that the construction project does not cause any adverse impact on the surrounding environment or community.The property owner shall be responsible for obtaining all necessary permits and approvals from the relevant authorities before commencing construction.The property owner shall ensure that the construction project complies with all applicable design review requirements. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY.ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS, SIDEWALKS,DRIVEWAYS, MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 09/25/2024 Web Only-Mechanical Commercial Plan Review $9,779.08 09/25/2024 Web Only-Plumbing Commercial Plan Review $9,779.08 09/25/2024 Processing/Technology $25.00 09/25/2024 Building Permit $15,044.74 09/25/2024 State Surcharge-Commercial $25.00 09/25/2024 Credit Card Service $452.84 09/25/2024 Traffic Mitigation-C/MF $60,390.00 09/25/2024 Traffic Mitigation-C/MF ($60,390.00) 09/25/2024 Traffic Mitigation-C/MF $60,390.00 Total Due: $95,495.74 Total Payment: $95,495.74 Balance Due: $0.00 CALL FOR INSPECTIONS Call by 3:30 pm for next day inspection,allow 48 hours for Fire Inspections When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon INSPECTION INFORMATION Pass/Fail y � .� U bz Ln N �r O N U " O1 u F O ,s, V z x �" Z 3 O c� V w z a E y z cu y w 0 0 � LO rz o N w V F o OZ a LL G�0 Q VI Fy Ur. CZ 0 �r PC3 cu z � ►� �..� Z � o u A w A w ►-� OCl o Pa 6 o L1 ) w O cn E. ►a C y U ryi Ow Z v ca Z Z Z U O F y p0 wlux z W O z �j o O z r, U oCN z LO 3azr' °' w O o ::s F W O � � � u z Vl to aj W y L po a C ` ) Z a� � x A Z F w Q) c a i.. 0 c o rA r-� cn \ w IC u O O O V z Ln z � vwf x F O cr cu E-4 C J z �--1 t P) ►+ 04 (A CIO w ,+ CU cz 4: V Aw a " r. O d o 1�� VOW V •a z w o r. > w lid Q z ° " U ° a v a w w 00 z G7 Q U W 0 o SOH a. a � E:, w H z Z Z cU z w A W � d Fo a 6 V (2) E 4 o � Q Uzz z N �i Ln F n O 2 0 o a 00 W o rn y F wt Z .o Q Q 4 F w cn O z W �.. Date: 03/13/2026 Permit#: 5996 Permit Date: 05/15/2024 Review Date: 05/20/2024 Permit Type: COMMERCIAL BUILDING Review Type: COMMERCIAL BUILDING Target Date: 06/17/2024 Scheduled Time: 00:00 Completed Date: 05/29/2024 Description: A discharge agreement is required. Class 2. SB Review Status: Approved with Conditions Assigned To: PW-SEW-REV Time In: 00:00 Time Out: 00:00 Hours: 0.1 Notes 05/29/2024 Discharge agreement required. Property Information Parcel#: 31051400100600 WR ARLINGTON LLC WR ARLINGTON LLC 3213 W WHEELER ST NO 750 7530 204TH ST NE SEATTLE,WA 98199 Zoning: 250 BUSINESS / PROFESSIONALLot: Block: Date: 03/13/2026 Permit#: 5996 Permit Date: 05/15/2024 Review Date: 05/20/2024 Permit Type: COMMERCIAL BUILDING Review Type: COMMERCIAL BUILDING Target Date: 06/17/2024 Scheduled 00:00 Time: Completed 05/21/2024 Date: Description: install the RPBA at meter location inside Hot box as premise isolation, RPBA shall not be installed inside. Gus Review Status: Approved with Conditions Assigned To: PW-WAT-REV Time In: 00:00 Time Out: 00:00 Hours: 0.69999999 Property Information Parcel#: 31051400100600 WR ARLINGTON LLC WR ARLINGTON LLC 3213 W WHEELER ST NO 750 7530 204TH ST NE SEATTLE,WA 98199 Zoning: 250 BUSINESS / PROFESSIONALLot: Block: Date: 03/13/2026 Permit#: 5996 Permit Date: 05/15/2024 Review Date: 05/20/2024 Permit Type: COMMERCIAL BUILDING Review Type: COMMERCIAL BUILDING Target Date: 06/17/2024 Scheduled Time: 00:00 Completed Date: 05/21/2024 Description: Water-Sewer connection fees must be paid prior to water meter installation, LT & KS Review Status: Approved Assigned To: PW-ADMIN-GIS Time In: 00:00 Time Out: 00:00 Hours: 0.0 Property Information Parcel#: 31051400100600 WR ARLINGTON LLC WR ARLINGTON LLC 3213 W WHEELER ST NO 750 7530 204TH ST NE SEATTLE,WA 98199 Zoning: 250 BUSINESS / PROFESSIONALLot: Block: Permit#: 5996 Permit Date: 05/15/24 Permit Type: COMMERCIAL BUILDING Project Name: Wet Rabbit -Arlington Applicant Name: SDH Architect LLC Applicant Address: 3261 NW Celilo Ln Applicant, City, State, Zip: Bend, OR 97703 Contact: Scott Harris Phone: 206-369-8881 Email: scott.harris@sdharchitect.com Scope of Work: New Carwash Valuation: 2200000.00 Square Feet: 5058 Number of Stories: 1 Construction Type: VB Occupancy Group: B; Business ID Code: Permit Issued: 09/25/2024 Permit Expires: 11/27/2025 Form Permit Type: COMMERCIAL BUILDING Status: COMPLETE Assigned To: Hannah Hardwick Property Parcel# Address Legal Description Owner Name Owner Phone Zoning 31051400100600 7530 204TH ST NE WR ARLINGTON 250 BUSINESS/ LLC PROFESSIONAL Contractors Contractor Primary Contact Phone Address Contractor Type License License# Saybr Contractors,Inc Amanda Grindle 253-533-2382 3852 S 66th St CONSTRUCTION COA 601 795 367 CONTRACTOR Saybr Contractors,Inc Amanda Grindle 253-533-2382 3852 S 66th St CONSTRUCTION L&I SAYBRCI033L7 CONTRACTOR Inspections Date Inspection Type Description Scheduled Date Completed Date Inspector Status 06/03/2025 C20.BUILDING 06/05/2025 06/05/2025 BUILDING Not FINAL Completed 05/22/2025 C13.CEILING GRID 05/27/2025 05/23/2025 BUILDING Approved 05/15/2025 C08.GAS PIPING 05/16/2025 05/16/2025 BUILDING Approved ROUGH-IN 05/05/2025 C10.MECHANICAL 05/06/2025 05/06/2025 BUILDING Approved ROUGH-IN 03/13/2025 Inspection AM Requested 03/14/2025 03/14/2025 BUILDING Approved Rebar and grout This is a rebar inspection. They prefer around 12:30 Arrived on site @ 1:00 PM 03/12/2025 Inspection rebar not in place special 03/13/2025 03/13/2025 BUILDING Not Completed inspector on site,I defer review to special inspector for rebar inspection 02/26/2025 Inspection Rebar for CMU Wall 02/27/2025 02/27/2025 BUILDING Approved 02/21/2025 Inspection Grout and Rebar inspection 02/24/2025 02/24/2025 BUILDING Approved First thing in the morning. Rebar in CMU wall 02/18/2025 Inspection Work not ready for 02/19/2025 02/19/2025 BUILDING Not inspection at time of arrival, Completed Special Inspector to inspect after 11:00 AM. cum wall and rebar Vertical rebar in place at inspection,horizontal rebar 02/10/2025 Inspection not in place at inspection 02/11/2025 02/11/2025 BUILDING Approved Special inspection to be on site before pour to verify horizontal bars. O1/27/2025 Inspection Passed 01/28/2025 01/28/2025 BUILDING Completed Not ready @12:00 Not O1/23/2025 Inspection On site @ 1:20 PM wall 01/24/2025 01/24/2025 BUILDING Completed poured no COA.inspection O1/16/2025 CO3. 01/17/2025 01/21/2025 BUILDING Approved FOUNDATION/SLAB O1/13/2025 Inspection Inspection for rebar and 01/14/2025 01/14/2025 BUILDING Approved grout pour for CMU wall O1/07/2025 Inspection Underfloor 01/08/2025 01/08/2025 BUILDING Approved Approved to pour CONC. Requests 8 or 9am 12/27/2024 Inspection This is for rebar and grout 12/30/2024 12/30/2024 CED INSPECTOR Approved for the first lift CMU 12/20/2024 CO3. 12/23/2024 12/20/2024 BUILDING Approved FOUNDATION/SLAB 12/19/2024 Inspection Underfloor Building 12/20/2024 12/20/2024 BUILDING Approved inspection 12/05/2024 CO3. 12/06/2024 12/06/2024 BUILDING Approved FOUNDATION/SLAB 11/26/2024 C04.PLUMBING 11/27/2024 11/27/2024 BUILDING Approved GROUNDWORK 11/18/2024 CO2.FOOTINGS Afternoon Requested 11/19/2024 11/19/2024 BUILDING Approved Plan Reviews Date Review Type Description Assigned To Review Status 05/16/2024 PERMIT TECHNICIAN Hannah Hardwick In Review 05/20/2024 COMMERCIAL AIRPORT In Review BUILDING 08/13/2024 COMMERCIAL BUILDING Approved BUILDING 08/13/2024 COMMERCIAL see note PLANNING Pending Information BUILDING 05/20/2024 COMMERCIAL Water-Sewer connection fees must be paid prior to water PW-ADMIN-GIS Approved BUILDING meter installation,LT&KS COMMERCIAL Approved with OS/20/2024 BUILDING A discharge agreement is required.Class 2.SB PW-SEW-REV Conditions install the RPBA at meter location inside Hot box as COMMERCIAL Approved with 05/20/2024 BUILDING premise isolation,RPBA shall not be installed ins PW WAT-REV Conditions Gus Fees Fee Description Notes Amount Enter 1 if permit is for commercial Web Only-Mechanical Commercial Plan mechanical $9,779.08 Review (Table 4-1) Web Only-Plumbing Commercial Plan (Table 4-1) $9,779.08 Review Processing/Technology $25.00 Building Permit Table 4-1 $15,044.74 State Surcharge-Commercial Commercial Only $25.00 Credit Card Service $452.84 Traffic Mitigation-C/MF Commercial/Multi-family $60,390.00 Traffic Mitigation-C/MF Commercial/Multi-family ($60,390.00) Traffic Mitigation-C/MF Commercial/Multi-family $60,390.00 Total $95,495.74 Attached Letters Date Letter Description 09/09/2024 Building Permit 05/15/2024 Web Form-Building Application Payments Date Paid By Description Payment Type Accepted By Amount 05/16/2024 XBP Conf: $19,558.16 173183265 09/09/2024 XBP Con£ $15,094.74 209441197 09/09/2024 Chris McClure 209441197 $452.84 09/10/2024 XBP Conf: $60,390.00 209584573 09/16/2024 99366853 Ameresia Lawlis ($60,390.00) 09/23/2024 XBP Con£ $60,390.00 210603907 Outstanding Balance $0.00 Notes Date Note Created By: 09/10/2024 Traffic fees Ameresia Lawlis 09/10/2024 Snohomish County Fees Ameresia Lawlis 09/10/2024 Revised plans to be approved by Kevin this week. Ameresia Lawlis 08/13/2024 Revised plans will not reduce enough to upload.Plans uploaded in file and routed to Kevin Ameresia Lawlis 08/12/2024 Hard copies received-pending electronics Ameresia Lawlis 07/12/2024 sent review comment form to applicant Hannah Hardwick 05/16/2024 emailed applicant for hard copies Hannah Hardwick Uploaded Files Date File Name 10/29/2025 29212295-20251029 PLN1418 REVISED ARCH PLANS.pdf 09/25/2024 22533207-20240923 BLD5996 ApnrovedPlans Part2.pdf 09/25/2024 22533208-20240923 BLD5996 ApprovedPlans Partl.pdf 09/25/2024 22533165-20240925 BLD5996 IssuedPermit.pdf 08/13/2024 21991084-20240813 BLD5996 RevisedStructuralCalcs.pdf 05/15/2024 330daalddf465697ae03264a426e86b9 24-0510 wet rabbit-arlington-permitbid set-project envelope requirements list.pdf 05/15/2024 dl4198ecleeafalle6c06628f5fe60e7 24-0510 wet rabbit-arlington-nermitbid set-energy compliance form.pdf 05/15/2024 9a5b06dc8fec5aOafbcbbd40731a4731 24-0510 wet rabbit-arlington-permitbid set-lighting compliance form.pdf 05/15/2024 799bfaca8d71400a7679fd53ff5e80e8 24-0510 wet rabbit-arlington-permitbid set-special inspection form.pdf 05/15/2024 a283e4934fOe8e3bad6abe5f2bd28dc7 24-0510 wet rabbit-arlington-nermitbid set- commercial building Hermit apnlication.pddf Date: 03/13/2026 Permit#: 5996 Permit Date: 05/15/2024 Review Date: 08/13/2024 Permit Type: COMMERCIAL BUILDING Review Type: COMMERCIAL BUILDING Target Date: 09/10/2024 Scheduled Time: 00:00 Completed Date: 09/06/2024 Description: see note Review Status: Pending Information Assigned To: PLANNING Time In: 00:00 Time Out: 00:00 Hours: 0.0 Notes 06/12/2024 awning does not match what was approved during design review. Please see attached and revise the plans. 09/06/2024 Elevations and site plan look good. However, I do not see the dumpster details included in the plans. Property Information Parcel#: 31051400100600 WR ARLINGTON LLC WR ARLINGTON LLC 3213 W WHEELER ST NO 750 7530 204TH ST NE SEATTLE,WA 98199 Zoning: 250 BUSINESS / PROFESSIONALLot: Block: Uploaded Files Date File Name Uploaded By 07/12/2024 21589254- Ameresia Lawlis 20240122 PLN1160 WetRabbitExpressDRBPlans.pdf