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Home My WebLink About17216 51st Ave Ne Ste 110_BLD5694_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 0 City of Arlington Commercial Tenant Improvement Permit Application 0 Site Plan ❑✓ Architectural Plans ❑✓ Structural Plans ❑✓ Structural Calculations ❑ Mechanical System Modifications, (if applicable) ❑ Plumbing System Modifications, (if applicable) ❑ Project Specification Manuals, (if applicable) 0 WSEC Compliance Forms,(if applicable) https:[/waenergycodes.com/ ❑ Special Inspection and Testing Agreement 0 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 S. 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: 0 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 ❑ Multi-Family ❑ Mixed-Use 17216 51 st Ave NE - Suite 110 111,711 Property Address: Project Valuation: Lot#: Parcel ID No.: 31052100400100 Subdivision: Project Scope of Work: 2,095 s,f,tenant improvement containing a break area,server room,restrooms,3 private offices and a demising wall. IBC Construction Type: III-B IBC Occupancy Type: B, S-1 Building/Space Square Footage: 37,632 s.f. Number of Stories: 1 Square Footage Per Floor: 1st 37,632 s.p 2nd 3rd 4th 5th 6th Primary Contact: ❑ Owner ❑ Architect ❑ Engineer ❑ Contractor Owner Name: Smartcap Arlington Airport Industrial Park QOZB, LLC Office No.: Email Address: brittney@thesmartcapgroup.com Cell No.: (206) 550-1538 Mailing Address: 8201 164th Ave. NE, Suite 110 City: Redmond State: WA Zip: 98052 Architect Name: Lance Mueller & Associates office No.: (206) 325-2553 Email Address: haroldc@imueller.com Cell No.: Mailing Address: 130 Lakeside, Suite 250 City: Seattle State: WA zip: 98122 Professional License Number: 2396 Expiration Date: 9-24-24 Engineer Name: Engineers Northwest Inc, P.S. Office No.: (206) 525-7560 Email Address: Joanneb@engineersnw.com Cell No.: Mailing Address: 19020 33rd Ave.W., Suite 530 City: Lynnwood State: WA Zip: 98036 Professional License Number: 33715 Expiration Date: 3-25-2024 Primary Contractor: Pivotal Construction Office No.: (206) 290-4478 Email Address: markm@pivotal-gc.com Cell No.: (206) 251-7403 Mailing Address: 8201 164th Ave. NE, Suite 110 City: Redmond State: WA zip: 98052 L&I Contractor License Number: SMARTCL81ONR Expiration Date: 8-19-2023 REV03.2022 Page 2 of 6 COMMERCIAL BUILDING MECHANICAL SYSTEM INFORMATION Type of Permit: ❑ New Installation ❑ Gas Piping Mechanical Contractor: 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: O CSST O Brass O Black Steel O Galvanized Steel O Other Proposed Piping Size: O 1/2" 0 S/s" O 3/4" 711 O 11/2 0 2" Inlet Pressure: Pressure Drop: Specific Gravity: MECHANICAL PERMIT FEES (per unit) Type of Fixture No.of Units Cost per Unit Subtotal Additional Plan Review fees x $ 75.00 = $ Air Cond.Unit<_100Btu h x $ 15.00 = $ Air Cond.Unit>10013tu h x $ 25.00 = $ Air Cond.Unit>50OBtu/hp x $ 50.00 = $ Air Handling Units x $ 15.00 = $ Base Mechanical Fee $ 25.00 $ 25.00 Boiler<100Btu/h>3hp x $ 15.00 = $ Boiler>1 million Btu/h<50hp x $ 25.00 = $ Boiler>1.5 million Btu/h<50hp x $ 50.00 = $ Boiler>10013tu h 3-15h x $ 15.00 = $ Boiler>50013tu h 15-30hp x $ 25.00 = $ Commercial Hoods-Type I x $ 25.00 = $ Commercial Hoods-Type II x $ 50.00 = $ Diffusers x $ 15.00 = $ Dryer Ducting x $ 15.00 = $ Ductwork(drawings required) x $ 25.00 = $ 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 <_100 Btu/h x $ 15.00 = $ Gas Fired AC >100 Btu/h x $ 25.00 = $ REV03.2022 Page 3 of 6 COMMERCIAL BUILDING MECHANICAL PERMIT FEES (per unit) Gas Fired AC > 500 Btu h x $ 50.00 = $ Gas Pi in <_ 5 units x $ 15.00 = $ Gas Piping> 5 units (plus <5 units x $ 2.00 = $ Heat Exchangers x $ 15.00 = $ Heat Pump-Condensing Unit x $ 25.00 = $ 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 x $ 25.00 = $ Permit Fee $ 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 ❑ 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: 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: 0 Fixture specifications and equipment with locations. 0 Location and type of all backflow assemblies for each fixture. 0 Calculations for Grease Interceptor. 0 Pipe size and location of sanitary and potable water systems. 0 Riser diagram of waste,vent,and rain water systems,including sizes. 0 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 x $25.00 = Base Plumbing Fee $ 25.00 $25.00 Bath Shower Combo x $ 15.00 = Building Main Waste x $ 25.00 = Clothes Washer x $ 15.00 = Dishwasher x $ 15.00 = Drinking Fountain x $ 15.00 = Floor Drains x $ 15.00 = Grease Interceptor x $ 75.00 = Grease Trap x $ 25.00 = Hose Bibb x $ 15.00 = Icemaker Refri erator x $ 15.00 = Irrigation-per meter x $ 25.00 = Kitchen Sink&Disposal x $ 15.00 = Laundry Tray x $ 15.00 = Lavatory x $ 15.00 = Med Gas Pipin <- 5 inlets/outlets x $ 60.00 = Med Gas Piping> 5 inlets/outlets (plus 15 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-inspection Fee all x $ 75.00 = Roof Drains x $ 15.00 = Shower (only) x $ 15.00 = Sink bar,service, etc. x $ 15.00 = Toilets x $ 15.00 = Urinal x $ 15.00 = Vacuum Breakers x $ 25.00 = Water Heater x $ 25.00 = Water Heater-Tankless x $ 25.00 = Permit Fee 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 ❑ 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: 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 1 hereby certify that I am the❑Owner,❑Applicant,❑Contractor, and authorized to sign this application and that the above information is correct and 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, and the City of Arlington.A final inspection and approval shall be obtained when complete. Digitally i,,el by B611,ey J Brandt Brittney J Brandt ONSB ReyJB,OdID @thecto ofoePeoPme°tm 11/9/2023 Date:2023.11.0911:42:49-08'00' Britney Brandt Signature Print Name Date SAVE PRINT REV03.2022 Page 6 of 6 SHELL PROJECT DATA LEGAL DESCRIPTION v __ - _treet BP-BUSINESS P THAT PORTION OF THE SOUTHEAST QUARTER OF THE SOUTHEAST ----- - SHIP 31 NORTH RANGE 5 EA ZON NG DESIGNATION K i PROTECTION DISTRICT SUBDISTRICT . '.•.: •. .:,-T; a---'-:. :•.'. ,'._'_�. _,`�'. ,--r-�=• W.M RTDESCRIBEDC AIONFOL FOLLOWS: _ AIRPORT P B ' ''"'• - �_ _- _____ '' ' '.'.. - o SITE AREA:RO 379,365 S.F. /8.709 ACRES i - ---- - -------- -- - -- - - - t a COMMENCING AT THE SOUTHEAST QUARTER OF SAID SECTION 21; TD / 1 1 t BUILDING SETBACK FROM ARTERIAL: 25 FEET THENCE NORTH 873427 WEST ALONG THE SOUTH LINE OF SAID wo w i eae Iw w w w au�r FROM LOT BOUNDARY LINE OR ALLEY. nR� � w 1 I t BUILDING SETBACK F 5 FEET SUBDIVISION A DISTANCE OF 55.03 FEET; THENCE NORTH 00'33'32" w w a w ov /s ' \ RVDRu�i __ HYDRnM / \ \ 1 ', � 1 _____�-,� �-- � _---- - ---- ",- I �'( HEIGHT LIMITATION: 50 FEET EAST A DISTANCE OF 280.15 FEET TO THE POINT OF BEGINNING N 04 s - __ - - �� Ro9 MAXIMUM LOT COVERAGE: 100% / - - ---- o I� THENCE CONTINUING NORTH CURVATURE; EAST A DISTANCE OF 557.21 -- / MI'm_ ------ --- -- FEET TO THE POINT OF A CURVATURE; THENCE 102.96 FEET ALONG z _ --- - - ---- o o I o I 1 A TANGENT CURVE TO THE LEFT, CONCAVE TO THE NORTHEAST, _ / - - BUILDING DATA HAVING A RADIUS 586.76 FEET AND CONSUMING A CENTRAL ANGLE ems: OF 10'03'05"; THENCE NORTH 87'34 27 WEST A DISTANCE OF 1095.75 FEET; a CODES USED: 2018 IBC, IMC, UPC, IFC, THENCE SOUTH 02'25'32" WEST A DISTANCE OF 659.06 FEET; li 2018 ICC ANSI 117.1 2012 THENCE SOUTH 8734'27" EAST A DISTANCE OF 112625 FEET TO WSNREC &CITY OF ARLINGTON THE POINT OF BEGINNING. 168,494 S.F. �I 1 I MUNICIPAL CODE AREA OF WOR< SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. 3 � Its I TYPE OF CONSTRUCTION: TYPE III-B, SPRINKLED ' (CONTAINING APPROXIMATELY 734,815 S,F, / 16.87 ACRES) HIS PERMIT T OCCUPANCY GROUPS (ANTICIPATED): B, S-1 AND F-1 PE AO ' TENANT"�+C.7) �Ijj I'1' NUMBER OF STORIES: 1 TAX PARCEL NUMBER: 310 004001 00 o BUILDING SETBACK FROM ARTERIAL PROVIDED: 79'-10" + <o �. i BUILDING SETBACK FROM LOT BOUNDARY LINE PROVIDED: 87'-0" VICINITY MAP _____________ _ _ _ --__---- _-- _ _-__-_ -`_-- _____________--____-____, i BUILDING HEIGHT(MAXIMUM): 32'-1 Q" i I e A o 0 o a- a �- � -� b w� %� II Q *-* �' -� ♦ ♦ T * ��g-��- - - -� -* -��g[S � �L �I LOT COVERAGE * (IMPERVIOUS SURFACE): 283,069 S.F. (39%) ' I)p EXCLUDES EXISTING BUILDING A - (I • __________ ______ __________ -_____ ______--__ `- - ------- -------_--- - ALLOWABLE FLOOR AREA UNLIMITED _ - w� 1 RREHMRPM --- o SITE sN � n � ALLOWABLE AREA CALCULATION --- so _- so- sD _ �___ -iL I ) Ili I�,y PER IBC 503.1.2,TWO OR MORE BUILDINGS ON THE SAME LOT SHALL BE _ tt; CONSIDERED AS PORTIONS OF ONE BUILDING. BUILDING A AND BUILDING - o w ss w ss w ss w s • w s a ss w w w w w w w w w B TO BE UNLIMITED AREA BUILDING(S) PER I.B.C. 507.4,SPRINKLED ONE n11 AiumGtt - ss ss ss s ssss ss /ass ss s STORY BUILDING SEPARATED BY YARDS 60'OR GREATER. Ai a --__-- --- --- ------------ s --- _ ------- --®_--- 00D I w ss ss ss - BUILDING AREA: L 6 _ 0 v - �` v - v i� Q v - v v- - o v v -� v - v ' �'. v - v s P� tl h\` PROPOSED BUILDING B AREA (FOOTPRINT) 168,494 S.F. E 11 I TOTAL BUILDING B AREA 168,494 S.F. I � REQUIRED PARKING: north BUILDING B: p FUTURE OFFICE (ASSUME 15%): 63 STALLS = FUTURE MANUFACTURING (ASSUME 25%): 56 STALLS N FUTURE WAREHOUSE (ASSUME 60%): 51 STALLS aeu1e�, TOTAL PARKING REQUIRED FOR BUILDING B: 170 STALLS 3 SITE-PLAN PROVIDED B�LDNGRAIN(EXISTING): PROJECT ADDRESS m STANDARD 270 STALLS 17216 51ST AVENUE NE.,ARLINGTON,WA 98223 ✓) PLAN LEGEND GENERAL NOTES ACCESSIBLE 7 STALLS C- DETAIL TOTAL PARKING PROVIDED BUILDING A: 277 STALLS DEFERRED SUBMITTAL m EXISTING WALL(SHADED) ® GLASS(SECTION) � DETAILS 1. ALL WORK SHALL CONFORM TO APPLICABLE CURRENT FEDERAL, STATE AND BUILDING B (PROPOSED): NEW INTERIOR WALL PER PLANS GYPSUM WALL BOARD A1.2 SHEET LOCAL CODES. THE CONTRACTOR IS TO PROVIDE FOR ALL REQUIRED NOTIFICATION STANDARD 271 STALLS ELECTRICAL PERMIT Y CAULKING/SEALANT OF AND COORDINATION WITH THE CITY AND STATE AGENCIES, AND PROVIDE REQUIRED PLUMBING PERMIT NUMBER COMPACT 5 STALLS Cu PERMITS. ALL TESTS AND INSPECTIONS ASSOCIATED WITH OBTAINING APPROVALS TO MECHANICAL(HVAC)PERMIT d PLYWOOD PROCEED WITH AND COMPLETE THE WORK SHALL BE PAID FOR BY THE CONTRACTOR. ACCESSIBLE 7 STALLS FIRE SPRINKLER PERMIT I FIRE ALARM PERMIT O II-III- EARTH REVISIONS 2 SIGN PERMIT RIGID INSULATION WALL TYPES . THE INTENT OF THE CONTRACT DOCUMENTS IS TO INCLUDE ALL LABOR AND TOTAL PARKING PROVIDED BUILDING B: 283 STALLS RACKING/SHELVING OVER 5'-9" CD O0 F^ MATERIALS, EQUIPMENT AND TRANSPORTATION NECESSARY OR REASONABLY TOTAL PARKING PROVIDED BUILDING A& B: 560 STALLS U L1 N INFERABLE AS BEING NECESSARY FOR THE EXECUTION OF THE WORK. BY (6 :3 GRAVEL/ROCK BATT INSULATION ---- SUBMITTING A PROPOSAL, THE CONTRACTOR REPRESENTS THAT THROUGH BUILDING TO BE SEMI HEATED SPACE. SEE ENERGY ANALYSIS BY METAL 2 I ENLARGED EXAMINATION OF THE SITE AND ALL EXISTING CONDITIONS AND LIMITATIONS HAVE FRANKLIN ENGINEERING. BIDDER DESIGN GAS HEAT TO BE DESIGNED FOR PROJECT TEAM cn A1.2 PLANS/DETAILS BEEN MADE AND THAT THE CONTRACT DOCUMENTS HAVE BEEN EXAMINED IN SEMI-HEATED SPACE(8/BTU/S.F.) FOR ENTIRE BUILDING AND U C CONCRETE tot DOOR NUMBER (E-EXISTING) ---- COMPLETE DETAIL, AND THAT IT IS DETERMINED BEYOND DOUBT THAT THE DRAWINGS ELECTRICAL/SPRINKLER ROOM. ROOF TO HAVE MINIMUM R-38 RIGID DEVELOPER/APPLICANT: SMARTCAP ARLINGTON AIRPORT INDUSTRIAL PARK QOZB,LLC U) ~7 h 0 Q AND EXISTING CONDITIONS ARE SUFFICIENT, ADEQUATE AND SATISFACTORY FOR INSULATION OVER ENTIRE ROOF AREA. 8201 164TH AVE.NE,SUITE 110 O Fc.-.I WINDOW TYPE •I CONSTRUCTION OF THE WORK. WHERE MINOR ADJUSTMENTS TO THE WORK ARE REDMOND,WA.98052 J Q WOOD FRAMING ❑ I NECESSARY FOR THE PURPOSES OF FABRICATION AND INSTALLATION OF ITEMS, OR STORAGE CLEAR HEIGHT(INTERIOR): 24' FEET HIGH (206)619-4472 _0 C C COLUMNS OR RESOLUTIONS OF CONFLICTS BETWEEN ITEMS, WITHIN THE INTENT OF THE CONTRACT CONTACT: BRITTNEY BRANDY N O O ONUMBER ELEVATION GRID LINES DOCUMENTS, THE CONTRACTOR SHALL MAKE SUCH ADJUSTMENTS AT NO ADDED EMAIL: BRITTNEY®THESMARTCAPGROUP.COM BLOCKING OR SHIM A INTERIOR EXPENSE TO THE OWNER. WHERE SUCH MINOR ADJUSTMENTS AFFECT FUNCTIONAL �GLASS(ELEVATION) SHEET ELEVATION OR AESTHETIC DESIGN OF THE WORK, THEY SHALL BE SUBMITTED TO THE ARCHITECT ARCHITECT: LANCE MUELLER&ASSOCIATES O *(OR) T TEMPERED GLASS FOR REVIEW AND APPROVAL. T.I. PROJECT DATA 130SEA LAKETLE,IDE,98122TE#250 E-I Q Q 3. THE CONTRACTOR SHALL COORDINATE WITH THE OWNER, INCLUDING AREA FOR (206) 325-2553 FAX(206)328-0554 PLUMBING FIXTURE CALCULATIONS WORK, MATERIALS STORAGE, ACCESS TO AND FROM THE WORK, SPECIAL CONDITIONS CONTACT: HAROLD CHRISTENSEN r� OR NOISY WORK, TIMING OF WORK AND INTERRUPTIONS OF MECHANICAL AND CODES USED: 2018 I.B.C.(WSA),I.F.C.,I.M.C.,U.P.C.AND ICC/ANSI A117.1 AND WSEC. EMAIL: HAROLDCOLMUELLER.COM Z N Q TENANT AREA: OCCUPANT LOAD: ELECTRICAL SERVICES. OCCUPANCY GROUP: B,S-1 STRUCTURAL: ENGINEERS NORTHWEST INC.P.S. Q W N 4. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE HIGHEST STANDARD TENANT AREA: 19020 33RD AVE.W.,SUITE 530 B - OFFICE: 2,095 S.F. B - OFFICE: 2095 S.F./150=13.96 OCCUPANTS N OF WORKMANSHIP IN GENERAL AND WITH SUCH STANDARDS AS ARE SPECIFIED. LYNNWOOD,WA.98036 m S-1 - WAREHOUSE: 35,537 S.F. S-1 - WAREHOUSE: 35,537 S.F./500=71.07 OCCUPANTS B-OFFICE 2,os5 s.F. Q TOTAL TENANT AREA 37,632 S.F. TOTAL OCCUPANTS 85 OCCUPANTS s-1 -slaeacE: 35s37 s.F. (zos) 525-75so FAx(zos)522-sssa _ 5. CONTRACTOR SHALL ADHERE TO ALL BUILDING STANDARDS. ANY CHANGE TO CONTACT: JOANNE BAYUGA Z U Q o SAME SHALL BE SUBMITTED TO ARCHITECT IN WRITING FOR REVIEW AND APPROVAL. OCCUPANT LOAD: EMAIL: JOANNEB®ENGINEERSNW.COM (, N J O - WATER CLOSET CALCULATIONS 6. CONTRACTOR SHALL SUBMIT SAMPLES OF ALL FINISHES OF SUCH SIZE AND B-OFFICE: 2,095 S.F./150=13.96 OCCUPANTS CONTRACTOR: PIVOTAL CONSTRUCTION Q NUMBER THAT THEY REPRESENT A REASONABLE DISTRIBUTION OF COLOR RANGE AND S-1-STORAGE: 35,721 S.F./500=71.07 OCCUPANTS 8201 164TH AVE.SE,SUITE 110 V N AREA PER OCCUPANT TOTAL MIN. REQUIRED WC PERCENTAGE REDMOND,WA 98052 U1 Ell USE LOAD PATTERN PRIOR TO INSTALLATION FOR ARCHITECT'S APPROVAL. CONTRACTOR SHALL 206 290-4478 � TABLE 1004.1.2 (RATIO) OCCUPANTS PLUMBING FIXTURES REFER TO IBC COMMENTARY PROVIDE SHOP DRAWINGS AND PRODUCT DATA FOR ARCHITECT'S APPROVAL ON ALL TOTAL OCCUPANT LOAD: 65 OCCUPANTS ( ) C.), TABLE 2902.1 SAMPLE PROBLEMS SPECIAL ITEMS REQUIRING CUSTOM FABRICATION. PARKING REQUIRED: CONTACT: MARK MCGARY Z EMAIL: MARKM6PIVOTAL-GC.COM F 1 PER 25 FOR 3 B (BUSINESS) 2,095 S.F. 150 GROSS 13.96 6.98 MALE/ 6.98 FEMALE 0.27 MALE, 0.27 FEMALE 7. CONTRACTOR IS TO VERIFY ALL DIMENSIONS AND CONDITIONS ON SITE AND OFFICE(1/400 S.F.) 2,095/400=5.2 STALLS m FIRST 50 TENANT: TENANT 48 w NOTIFY ARCHITECT OF ANY DISCREPANCIES. CONTRACTOR IS NOT TO SCALE WAREHOUSE(1/1,200 S.F) 35,537/1,200=29.6 STALLS U � S (STORAGE) 35,537 S.F. 500 GROSS 71.07 35.53 MALE/35.53 FEMALE 1 PER 100 0.35 MALE, 0.35 FEMALE DRAWINGS. TOTAL PARKING REQUIRED THIS TENANT: 34.80 OR 35 STALLS Q 8. CONTRACTOR SHALL PROVIDE FOR ALL WORK REQUIRED TO MAINTAIN COMPLIANCE W W w MALE - 0.27 + 0.35 = 0.62 OR 1 REQUIRED WITH LOCAL FIRE CODE. PROVIDE FOR ALL REQUIRED SHOP DRAWINGS AND OFFICE AREA TO BE CONDITIONED SPACE.WAREHOUSE AREA TO REMAIN ul FEMALE - 0.27 + 0.35 = 0.62 OR 1 REQUIRED APPROVALS. SEMI HEATED SPACE. SEE ENERGY ANALYSIS BY FRANKLIN ENGINEERING. J 9. MECHANICAL AND ELECTRICAL FIXTURES, OUTLETS, ETC. WHEN SHOWN ON THE DRAWING INDEX a N x 1 MALE AND 1 FEMALE WC REQUIRED w 2 UNISEX WC PROVIDED AND 2 URINALS ARCHITECTURAL DRAWINGS ARE FOR LOCATION INFORMATION ONLY. MECHANICAL AND F- _ F 7 LAVATORY CALCULATIONS ELECTRICAL TO BE DESIGNED BY OTHERS. ALL CIRCUITING COORDINATION TO BE BY ARCHITECTURAL: W ] < OTHERS. TALL SITE PLAN,COVER SHEET AND PLUMBING CALCULATIONS LyJ C N AREA PER OCCUPANT TOTAL MIN. REQUIRED LAV. PERCENTAGE L USE LOAD TA2.0 TENANT PREMISE PLAN,DETAILS = I i TABLE 1004.1.2 (RATIO) OCCUPANTS PLUMBING FIXTURES REFER TO IBC COMMENTARY 10. CONTRACTOR IS TO PROVIDE DRAWINGS FOR ARCHITECT'S & OWNER APPROVAL TABLE 2902.1 SAMPLE PROBLEMS SHOWING LOCATIONS OF ALL HVAC THERMOSTATS, GRILLES, AND DIFFUSERS, FIRE TA2.1 ENLARGED FLOOR PLAN,INTERIOR ELEVATIONS,DETAILS (n W Q AND SMOKE DETECTION DEVICES INCLUDING SPRINKLERS AND FIRE EXTINGUISHERS. TA2.2 MISCELLANEOUS DETAILS _ B (BUSINESS) 2,095 S.F. 150 GROSS 13.96 6.98 MALE/ 6.98 FEMALE 1 PER ST 8 W 440 FOR 0.17 MALE, 0.17 FEMALE TA3.0 REFLECTED CEILING PLAN,DETAILS [] U En WALL SECflONS MECHANICAL ORNCE IN OR STRUIGHT CTURAIXTURE L COMPONENTSENT MUSTUBETAAPPROVEDRBYCE OF ARCHITECT & TA.1 WALL SECTIONS Z a S (STORAGE) 35,537 S.F. 500 GROSS 71.07 35.53 MALE/35.53 FEMALE 1 PER 100 0.35 MALE, 0.35 FEMALE TENANT. PROJECT DESCRIPTION TA5.0 SCHEDULES,DETAILS � Q m MALE - 0.17 + 0.35 = 0.68 OR 1 REQUIRED 12. BUILDING HAS BEEN DESIGNED AS SEMI-HEATED SPACE. SEE ENERGY CONSTRUCT 2,095 S.F.OPEN OFFICE AREA,WITH COFFEE BAR,CONFERENCE ROOM,RESTROOMS,AND STRUCTURAL: CALCULATION BY FRANKLIN ENGINEERING FOR CONDITIONED TENANT SPACE. SO.1 GENERAL NOTES ShCel. $ FEMALE - 0.17 + 0.35 = 0.68 OR 1 REQUIRED (3)PRIVATE OFFICES. Z 1 MALE AND 1 FEMALE LAVATORY REQUIRED 13. PLUMBING AND ELECTRICAL SYSTEM IS BIDDER DESIGN. S0.2 SPECIAL INSPECTIONS Q a DRINKING FOUNTAIN REQUIRED FOR OCCUPANT LOADS OVER 30 PER I.B.C. 2902.5.1. 2 UNISEX LAVATORIES PROVIDED 51.0 OVERALL PUN J M (1) REQUIRED, (2) PROVIDED. S1.1 ENLARGED OFFICE FRAMING PLAN P S2.2 «HT GAUGE FRAMING SECTIONS TA 1 .0 3? S2.3 WALL STRONGBACK DETAILS N i 4 5 6 7 8 i 216-0" g a 54'-0" 54'-0" 54'-0" 54'-0" PROVIDE PEDESTAL MOUNT ICR CARD READER ACCESS CARD READER FOR ENTRY - -- --- ------� DOORS ------ --- --- ------F F------L A CR CR OFFICE OFFICE SERVER M O OPEN O 10O' OO \ ios ENLARGED OFFICE PLAN �6 i 100 '0Q° 'Q°1 i TA2.1 ,B I � I ____T aLK WAR.EHOUSE UNISEX UNISE 120 104 107 5G -- -- REMOVE EXISTING DRIVE IN DOORS TRACKS, MAN DOORS,TUBE STEEL JAMBS, REMOVE EXISTING EXIT LIGHT. PROVIDE UTILITY SINK I AND TRANSOMS. JUNCTION BOX IN CASE OPENING to �-------------------- ------------------------------------ REMOVE EXISTING DOCK DOOR,TRACK,AND RESTORED IN/IFUTIUIRIE. SHOWER SHOWER DOCK BUMPERS. 105 08 I I I I I tj I I I I I I I i 12T'-7" m DEMOLITION PLAN AT EXISTING DRIVE IN DOORS (SOUTH FACE) 10 Scale: 3/32"=1'-0" Z3 o � ------------ ------------------ =- ------------------- c�i 00 in NEW FULL HEIGHT WALL (; EXISTING STEEL BRACE FRAME EXISTING DEMISING WALL Q O SEE E/TA4.1. � REMOVE EXISTING DRIVE IN DOORS, CA � I; TRACKS, MAN DOORS,TUBE STEEL J ps, �I AND TRANSOMS. SAWCUT 2'-0"AB VE coQ Q EXISTING OPENING. SEE STRUCTURA � J DRAWINGS. C C O O III --- ---------------- ---------------- --- C � C C i o - - r ------------------- i EXISTING REZNOR HEATER. ROTATE TO _____________ _____________ BLOW IN SW DIRECTION. --------- REMOVE EXISTING DOCK DOOR,TRACK,AND Q m DOCK BUMPERS. U Q N 5 DEMOLITION ELEVATION AT EXISTING DRIVE IN DOORS (SOUTH FACE) 0 Scale: 3/32"=1'-0" N W01 N (!) m O F 3 w 10 DEMOLITION PLAN �y A2.O LL Q W wN NEW 16'-0"WIDE x 16' DoHIGH J INSULATED OVERHEAD DRI FN DOORS. (,/) 3 SEE STRUCTURAL FOR MODIFICATIONS J J N N gq INSIDE BUILDING. Q W N 7 ------I TA2. 16�_0�� W F ®�- r"I � N a E CR OR I I 6A 8B Z w .- _ ______________________________ TA2. TA2. o Q W J U w in Q 6B 6C w DEMOLITION ELEVATION AT TA2. ______ TA2. Y 15/TA2.0 DOORS TO BE REMOVED. with 136 W Z 20 0 (ELEVATION AT NEW DRIVE IN TA2 Q Q o m TA310 / DOORS. NEW HOLLOW METAL DOOR IN H.M. FRAME WITH TRANSOM ABOVE. sheet W J o ----_, 11 NEW PREFABRICATED STEEL STAIR, y a 59'-9° 121'-7' TA3.0 .i NEW OPENING INFILL. SEE 6,8,AND 13/TA2.2. Q TA2 0 3 A TENANT PREMISE PLAN 20 ELEVATION AT DRIVE IN DOORS (SOUTH FACE) z Scale: 3/32"=1'-O" Scale: 3/32"=1'-0" � 6 7 EXISTING VERTICAL 15'-4 7/8" 25' 10 15/16" 15'-0 9/16" 12'-11" 13'-1" MULLION AT STOREFRONT A 1"DBL. FACED GLAZING \_ AD \ \ AO 7 TAPE TA TA2. / 2 ( TA2 TA2 .050 ALUM. BREAK SHAPE \ 3 TO MATCH EXISTING N TA2. STOREFRONT MAKE NO l\ PHYSICAL CONNECTION TO B OFFICE K OFFICE SERVER \� STOREFRONT 102 103 109 _ J 'I POWER POLE? OFFICE ` ----PAINTED WOOD STOOL F 101 K TRIM _ K K FIRE EXTINGUISHER - CABINET f W�� I I-)_\ d WALL PER PLAN D SIN. A OPEN � - C/L WALL&MULLION o F TA2. H 4 'h , , ' �3, __________-__--r--------------------- F- BREAK - ----�-----___---------------r-------------------------- L [] J 5 WALL AT MULLION A2 - Scale: 3" 1' 0" o _ _ 1 w JF' ______ ______ 104 107 - I _---------- I I co EXISTING VERTICAL a - - - - MULLION AT STOREFRONT 2 �_ -- - _ --- --- 9 5`G `n 1 TA2. 3 A2.1 B - -- TAPE ' FACED GLAZING i 1"DBL B Ov n FUR AROUND COLUMN. G 9'-2 1/2" 1'-0" J 9'-2 1/2" _i _ .050 ALUM. BREAK SHAPE I FLOOR DRAIN TO MATCH EXISTING =WA 5'-0" 4- 1/2 (FD) GSTOREFRONT MAKE NO 20'-3 15/ 13'-5 1/16" 3'_6^ _ ___ ________ PHYSICAL CONNECTION TO DASH AT WALL=PLASTIC �i � STOREFRONT LAMINATE WAINSCOT. SEE ------- INTERIOR ELEVATIONS.TYP. --- ---- \ 5' "'� *-'QW PAINTED WOOD STOOL UTILITY SINK - 3FDTRIM 6 SHOWER 105 IIOhh WALL PER PLAN C/L WALL&MULLION 2' 0" 9'-4 7/8" 7 1/4" G 9'-4 7/8" 19'-5" 6 ENLARGED OFFICE PLAN O FULL HEIGHT WALL AT MULLION Scale: 1/4"=1'-0" Scale: 3"=1'—O" m 16AB 17AB ,6A INTERIOR ELEVATION KEYNOTES TA3.0 TA3.0 TA3.0 � 01 PAPER TOWEL DISPENSER(BOBRICK B262). O 4 11 Q2 FEMININE HYGIENE DISPENSER(B-3500-25). � 03 FEMININE HYGIENE DISPOSAL(BOBRICK B-354). U 00 F^'L N 8 ®1 1/2"DIA.STAINLESS STEEL GRAB BARS(BOBRICK B6800 SERIES). N C 7 8 1 (3 SEAT COVER DISPENSER(BOBRICK B-301). U) C 2 1 i i i MICR(N.LC.), ( ). N COFFEE 6 SOAP DISPENSER BOBRICK B-822 s s a 4 ---- ( )�__ (r F REFER m [� i N.LC. �7 GLASS MIRROR S.S.FRAME(BOBRICK B-209-2436). N O 2 5 0 ®PLASTIC LAMINATE WAINSCOT. O �-Q PLASTIC LAMINATE BASE CABINET W/COUNTER,SINK J i i 3 11 i i 9 AND 4"BACKSPLASH. 15 4 i 0 OBI 10 PLASTIC LAMINATE BASE CABINET W/DRAWER, QJ 7 O O N 1L-4 ADJUSTABLE SHELF COUNTER AND 4"BACKSPLASH. 1111 IT 14 1 LASTIC LAMINATE TOILET PARTITION.FLOOR MOUNT OVERHEAD BRACED.UNISEX 104 WEST 2 UNISEX 104 NORTH 14 3 UNISEX 104 EAST 1a 4 UNISEX 144 SOUTH 5 SHOWER 105 NORTH 6 SHOWER 105 SOUTH 14 7 BREAK 106 SOUTH 11 PPLASTsIC LAMINATE UPPER CABINET WITH SHELF. 2 CD_ C C 1 '^ L 1�HIGH-LOW ACCESSIBLE WATER COOLER.(ELKAY LZSTLBWSLP OR APPROVED). � � V1 Q Q ®6"INTEGRAL COVE SHEET VINYL BASE. 15 ADA FLOOR MOUNTED WATER CLOSET. i6 ADA URINAL. J N Q 1�WING WALLS EACH SIDE OF UTILITY SINK: W N 1 g 5/8"TYPE"X"GWB ON 3 5/8"METAL STUDS TO 5'-4"A.F.F. 11 1 18 PLASTIC LAMINATE UPPER CABINET WITH MICROWAVE SHELF. W r N 8 7 8 8 19 UTIUTY SINK WITH GOOSE NECK FAUCET 0 Q m 2 i i ®TO PAPER DISPENSER(BOBRICK B-2888). i ®WALL HUNG ADA LAVATORY WITH PRE-DRILLED HOLE FOR SOAP DISPENSER. N y N 2 4 3 1 4 i i ®WHITE PLUMBING HEAT PROTECTION WRAP. Z O p ®4"RUBBER BASE. p 1 ®®LED LIGHT PER ELECTRICAL. N EN PREFABRICATED ADA ROLL IN SHOWER WITH GRAB BARS,FOLDING rf1 i _i 15 i SEAT,ADJUSTABLE SHOWER HEAD,SHOWER CURTAIN AND ROD. Q N (n m 01 14 4 4 i N FREEDOM 60"X30"ADA MODEL OR APPROVED EQUAL. W Q Q ®FOLDING 42"x2O"BENCH.ROBINSON STEEL CO.#ADAWPB-P I F 3 EQUAL.OR APPROVED Li UNISEX tm WEST 9 UNISEX tm NORTH 1 O UNISEX to7 EAST 1 1 UNISEX 1G7 SOUTH 1 2 SHOWER tog NORTH 1 3 SHOWER toB SOUTH 1 4 HALL too SOUTH 1 5 WH t2o EAST ©OPAQUE SHOWEER CCURTAIN AND ROD. W [] F ®FALSE HEADER. SEE REFLECTED CEILING PWJ. Q ®COAT HOOK B-6827) W W N ®3'-6"x 7'-0"0"OPENING. NG. W J TYPICAL RESTROOM ACCESSORIES MOUNTING DIMENSIONS TYPICAL ADA ROLL—IN SHOWER MOUNTING DIMENSIONS NOTE:wvB=1/4"WATERLINE To WATER VALVE Box REcesseD IN WALL FOR COFFEE Z J SHOWER CURTAIN SHOWER CURTAIN F OR ICE MAKER. TYPICAL OF(2)THIS TENANT IMPROVEMENT. — W tV w NOTE: ALL FIXTURE HEIGHTS AND CLEARANCES TO COMPLY WITH I.B.C. AND ROD AND ROD - F CHAPTER 11,WAC 51-50 AND ADA GUIDELINES(TYPICAL) ADJUSTABLE/HANDHELD Z o COVER 3_3"SEAT 1kz"DIA.STAINLESS SHOWER HEAD Q to i ----- -- MAX 120 DEGREES J 2 _ S-6" DISPENSER 54"MIN. STEEL GRAB BARS p- i CONTROLS i W Q F ® e 1 1/2" _`i FOLDING SEAT U [] to _ u GRAB BAR (DIMENSIONS PER C w DIAGRAM TO THE Y o TOILET RIGHT) J �¶®J I-z PAPER i Li �L o DISPENSER 7_g M J Q m o LAVATORY PAPER FEMININE COAT BROOM/ TOILET FEMININE H.C.ACCESS. TOILET SEAT SHOWER SIDE SHOWER BACK SHOWER SIDE � sheet W/ TOWEL HYGIENE HOOK MOP HOLDO(PER DISPOSAL URINAL AT GRAB BAR AT BENCH � MIRROR DISPENSER DISPENSER DISPENSER INTERIOR ELEVATIONS Z TA2.1 6 W Scale: 1/4"=1'-0" EXISTING CONCRETE PANEL EXISTING CONCRETE PANEL i i Q WALL TYPE PER PLANS EXISTING - STOREFRONT EXISTING DOOR a EXISTING FRAME1-Q STOREFRONT .050 ALUM. BREAK SHAPE CAULK CAULK TO MATCH EXISTING WALL PER STOREFRONT MAKE NO PLAN PHYSICAL CONNECTION TO STOREFRONT 2A 10 BC FIRE EXTINGUISHER SEMI-RECESSED FIRE EXTINGUISHER WALL PER PLAN 7CABINET WALL PER PLAN :; WALL AT WALL BREAK WALL AT MULLION 3 WALL AT DOOR MULLION 4 FIRE EXTINGUISHER CABINET Scale: 3"-1'-0" Scale: 3`1'-0" Scale: 3"=1'-0" Scale: N.T.S. 2"TYPE "X"GWB ON METAL 3 5/8"METAL STUDS AT 24"O.C. 1 N / W/ R-15 BATT INSULATION a STUDS w� CONTINUOUS SEALANT ALL ow CONTINUOUS SEALANT ALL AROUND AT EDGE. CONTINUOUS a 5� AROUND AT EDGE. INSULATED HOLLOW METAL DOOR AND SEALANT ALL a a EXISTING CONCRETE PANEL FRAME PER SCHEDULE. PAINT TO AROUND AT EDGE. MATCH EXISTING HOLLOW METAL r CONTINUOUS SEALANT ALL DOORS. AROUND AT EDGE. EXISTING EXISTING CONCRETE PANEL CONCRETE A PANEL p HOLLOW METAL TRANSOM WITH 1"INSULATED GLASS. SELF ADHERIN MEMBRANE (SAM) T& CONCRETE. 1/2" DENSGLASS GOLD EXTERIOR w RAIN VISOR ABOVE DOOR CONTINUOUS SEALANT ALL SHEATHING �•y( AROUND AT EDGE. COVER ENTIRE DENSGLASS w 7/16"HARDIE FIBER CEMENT BOARD AREA WITH WEATHER R f - (SMOOTH) ON 3/4" FURRING CHANNELS. INSULATED HOLLOW METAL DOOR RESISTANT BARRIER (WRB). A u v PAINT TO MATCH BUILDING ADJACENT AND FRAME PER SCHEDULE. SURFACE. PAINT TO MATCH EXISTING m HOLLOW METAL DOORS. n OVERHEAD DOOR INFILL (PLAN VIEW) OVERHEAD DOOR INFILL (SECTION) Scale: 3"=1'-0" Scale: Y=1'-0" m 1 (O 1/2"TYPE "X"GWB ON METAL O STUDS 00 A 3 5/8" METAL STUDS 24"O.C. W/ R-15 BATT INSULATION cl -Do C GALVANIZED "Z" FLASHING AT a, HORIZONTAL JOINT. (NO VERTICAL Cn F-� Q Q JOINTS) co EXISTING CONCRETE 1/2" DENSGLASS GOLD EXTERIOR PANEL(BEYOND)--._ SHEATHING C C COVER ENTIRE DENSGLASS N Z O O AREA WITH WEATHER Q w C RESISTANT BARRIER (WRB). r SELF ADHERING MEMBRANE r (SAM), DENSGLASS TO 6 Yz CONCRETE. " m CONTINUOUS SEALANT ALL N Q AROUND AT EDGE. W N LEADING EDGE OF EXISTING if N DOCK DOOR OPENING. �l m U N n OVERHEAD DOOR INFILL (SECTION) 0 U`� Scale: 3"=1'—O" In 01 (� N m Q F 3 w U � a w wN J J FL0 w N 2 w V) — J m Q 2 w w 0 o U U � w CN Z 11 O J Q m Z sheet Ld J J TA2.2 6 ------------------------------ CEILING / LIGHTING SYMBOLS do LEGEND A CEILING MOUNTED XIT LIGHT EXISTING EXIT LIGHT �� o #12 HANGER WIRE TYP. Oi EXISTING HIGH BAY LIGHTS R FFI E SERVER —1X4'SURFACE MOUNT 109 LED LIGHT FIXTURE FF E _ 2' X SUSPENDED ACOUSTICAL N 4' LAY IN LED TILE CEILING ILING LIGHT LIGHT FIXTURE 0 0 O EN `.D LED LIGHT BAR 0 2'X 4' LAY IN LED LIGHT FIXTURE o - 0 FIXTURE RELOCATE HIGH LED RECESSED CAN LED RECESSED CAN LIGHT FIXTURE BAY LIGHT FROM TA3.0 BRE °O - ABOVE NEW 106 LIGHT FIXTURE X U b LED LIGHT BAR ABOVE LAVATORY OFFICE 104 1 •° ° NIGHT LOOP THROUGH EXHAUST FAN '� (n HANGER HOLE & RELOCATE HIGH Q EXHAUST FAN N o WITHIN 3" BAY LIGHT FROM WARE E ABOVE EACH exlr LIGHTED EXIT SIGN WITH EMERGENCY LIGHTING o (TOP TO BOTTOM) ABOVE NEW 120 ® TOILET WITH BATTERY BACK-UP o o OFFICE --- PROVIDE HEADER AT HO R NOTE: PROVIDE EMERGENCY EXIT PATHWAY LIGHTING TO COMPLY CROSS TEE MAIN CEILIN '<✓ O SHOW A.F.F.AT EACH 10 SHOWER ROOM. WITH LB.C. SECTION 1008. PER ASTM C635-6 BEAM PER ASTM C635-6 I ° o EXHAUST FAN IN CEILING EACH SHOWER NOTE: LIGHTING SHOWN FOR GENERAL DESIGN INTENT. CEILING INSTALLATION REQUIREMENTS N— - ROOM. ELECTRICAL CONTRACTOR TO PROVIDE LIGHTING POWER BUDGET 0 AND FINAL DESIGN TO CITY OF ARLINGTON. (UNDER SEPARATE •SUSPENDED CEILINGS SHALL BE BRACED AGAINST LATERAL MOVEMENT DUE TO EARTHQUAKE PER ASTM C636. IN THE ABSENCE OF AN PERMIT wo ENGINEERED DESIGN THE FOLLOWING BRACING SYSTEM WILL REQUIRED FOUR N0 12 GA STEEL WIRES SHALL ATTACHED TO A MAIN REFLECTED CEILING PLAN NOTES DAYLIGHT ZONE CONTROL ¢ 5' RUNNER WITHIN 2 INCHES OF A CROSS RUNNER. THE WIRES SHALL BE SPLAYED 90 DEGREES TO EACH OTHER AND RUN UP TO NOTE: EMERGENCY LIGHTING IS REQUIRED OUTSIDE OF EACH STRUCTURE ABOVE AT AN ANGLE NOT TO EXCEED 45 DEGREES FROM THE HORIZONTAL. A COMPRESSION STRUT SHALL EXTEND FROM THE I. PLANS AND FIXTURES ARE FOR DESIGN INTENT ONLY. FINAL FIXTURE PROVIDE DAYLIGHT ZONE CONTROLS PER THE INTERNATIONAL ENERGY CONSERVATION MAIN RUNNER AT THE ATTACHMENT OF THE WIRES VERTICALLY AND BE ATTACHED TO THE STRUCTURE ABOVE AS REQUIRED BY BUILDING SCHEDULE AND LAYOUT PER ELECTRICAL DESIGN BUILD DOCUMENTS. EXIT, IN RESTROOMS,AND OFFICES.ADDITIONAL EMERGENCY CODE C-405.2.2.3,AND PER WASHINGTON STATE NON-RESIDENTIAL ENERGY CODE LIGHTING MAY BE REQUIRED-SUBJECT TO FIELD INSPECTION. OFFICIAL. SUCH BRACING SYSTEMS SHALL BE PROVIDED AT A SPACING NOT TO EXCEED 12 FEET IN BOTH DIRECTIONS. BEGINNING AT A PROVIDE PHOTOMETRIC PLAN TO ARCHITECT FOR APPROVAL. AMENDMENTS,WAC 51-11C. POINT NOT TO EXCEED 6 FEET FROM WALLS. VERTICAL AND PERIMETER HANGERS INSTALLED PER ASTM C636 AND MANUFACTURERS REQUIREMENTS. LIGHTING FIXTURES WHICH WEIGH LESS THAN 56 POUNDS SHALL BE ATTACHED TO THE CEILING GRID SYSTEM AND TO 2. PROVIDE EXIT SIGNAGE PER IBC 1013. SIGNS SHALL BE ILLUMINATED ALL DAYUGHTED ZONES,AS DEFINED IN CHAPTER 2, BOTH UNDER OVERHEAD GLAZING BUILDING STRUCTURE BY AT LEAST 2 NO. 12 GAGE WIRES. LIGHT FIXTURES WHICH WEIGH 56 POUNDS OR MORE SHALL BE SUSPENDED AT ALL TIMES. PROVIDE BATTERY BACKUP POWER FOR ILLUMINATION FOR AND ADJACENT TO VERTICAL GLAZING, SHALL BE PROVIDED WITH INDIVIDUAL CONTROLS, FROM THE STRUCTURE INDEPENDENT OF THE CEILING GRID, AND AN ENGINEERING DESIGN SHALL BE SUBMITTED TO SUBSTANTIATE THE OR DAYLIGHT OR OCCUPANT-SENSING AUTOMATIC CONTROLS,WHICH CONTROL THE SUSPENSION SYSTEM. MECHANICAL EQUIPMENT SHALL BE SUPPORTED INDEPENDENT OF THE CEILING SUSPENSION SYSTEM. MINIMUM OF 90 MINUTES. PROVIDE TACTILE EXIT SIGNS COMPLYING LIGHTS INDEPENDENT OF GENERAL AREA LIGHTING. WITH ICC-A117.1-2009 ADJACENT TO EACH STAIRWAY. •MINIMUM 1" WIDE WALL MOLDING. CONTIGUOUS DAYLIGHT ZONES ADJACENT OF VERTICAL GLAZING ARE ALLOWED TO BE •GRID MUST BE ATTACHED TO TWO ADJACENT WALLS - OPPOSITE WALL MUST HAVE 3/4" CLEARANCE. 3. PROVIDE EXIT PATHWAY ILLUMINATION PER IBC SECTION 1008. THE CONTROLLED BY A SINGLE CONTROLLING DEVICE PROVIDED THAT THEY DO NOT •ENDS OF MAIN BEAMS AND CROSS TEES MUST BE TIED TOGETHER TO PREVENT THEIR SPREADING. POWER SUPPLY FOR THE MEANS OF EGRESS ILLUMINATION SHALL BE INCLUDE ZONES FACING MORE THAN TWO ADJACENT ZONES CARDINAL ORIENTATIONS PROVIDED BY THE BUILDING POWER SUPPLY, AND WITH EMERGENCY (I.E. NORTH, EAST, SOUTH,WEST). DAYLIGHT ZONES UNDER OVERHEAD GLAZING MORE •PERIMETER SUPPORT WIRES MUST BE WITHIN 8" OF CEILING EDGE. POWER SUPPLY LASTING 90 MINUTES MINIMUM. MEANS OF EGRESS THAN 15 FEET FRO THE PERIMETER SHALL BE CONTROLLED SEPARATELY FROM •PROVIDE MANUFACTURERS HEAVY DUTY GRID SYSTEM. DAYLIGHT ZONES ADJACENT TO VERTICAL GLAZING. •CEILING AREAS OVER 1,000 SF MUST HAVE HORIZONTAL RESTRAINT WIRE OR RIGID BRACING. ILLUMINATION SHALL BE PROVIDED AT THE RATE OF 1 FOOT CANDLE AT •CEILING AREAS OVER 2,500 SF MUST HAVE MUST HAVE SEISMIC SEPARATION JOINTS OR FULL HEIGHT PARTITIONS. FLOOR LEVEL. EXCEPTION:DAYLIGHT SPACES ENCLOSED BY WALLS OR CEILING HEIGHT •CEILINGS WITHOUT RIGID BRACING MUST HAVE 2" OVERSIZED TRIM RINGS FOR SPRINKLERS AND OTHER PENETRATIONS. PARTITIONS AND CONTAINING 2 OR FEWER LIGHT FIXTURES ARE NOT REQUIRED •CHANGES IN CEILING PLANE MUST HAVE POSITIVE BRACING. 4. MECHANICAL & ELECTRICAL PENETRATIONS THROUGH RATED WALL OR TO HAVE A SEPARATE SWITCH FOR GENERAL AREA LIGHTING. north •CABLE TRAYS AND ELECTRICAL CONDUITS MUST BE INDEPENDENTLY SUPPORTED AND BRACED. FLOOR SYSTEMS TO COMPLY w/ IBC SECTION 714. •SUSPENDED CEILING WILL BE SUBJECT TO SPECIAL INSPECTION AS REQUIRED BY LOCAL BUILDING OFFICIAL. •IF CEILING SYSTEM TO BE INSTALLED IS NOT AS SPECIFIED ABOVE, CONTRACTOR SHALL SUBMIT ALTERNATIVE MATERIAL AND METHODS AS DESCRIBED IN 5. PROVIDE EXTERIOR EGRESS ILLUMINATION WITH EMERGENCY POWER PER I.B.C. SECTION 104.11 TO LOCAL BUILDING OFFICIAL. CID IBC SECTION 1008. PROVIDE MIN. 90 MINUTES OF POWER, FOR ILLUMINATION PER 1008.3.5 m c REFLECTED CEILING PLAN SEISMIC BRACE AT SUSPENDED CEILING 22 6 Scale: 3/32"=1'-0" 9 Scale: N.T.S. Z3 m Y_ RETURN HANDRAIL TO PROVIDE N ARMSTRONG CL WITHIN 1/2'"OF Q GUARDRAIL(TYPICAL) BERG 2 CLIP ue (p 5'-0" 11"TREADS 11" SUPPORT HANDRAIL 4 Q U 00 F^:I L FROM GUARD POSTS © Cu r� Cn 1 1/2"TUBE STEEL WALL EDG 4 N o - HANDRAIL EACH SIDE MOLDING Q o N O z 12' 1" _� OF STAIR. (2'-10" � N Z Q Q NOTE: NO PVC EDGE BANDING. ALL HIGH) EDGES TO BE PLASTIC LAMINATE PROVIDE 4 CID MATCHING ADJACENT SURFACE. - ARMSTRONG N O O 13 5/8" 13 5/8" KEEpILIPERIMBAERSYSTEM TO 111�� TYPICAL ALL CASEWORK. BERG 2 CLIP Q C Cm NOTE: PROVIDE BLOCKING AT ALL WALL TUBE STEEL COMPONENTS FROM O �•L,( '^ TO RECEIVE CABINETS. 1 1/2" SPREADING APART �I V1 Q Q COORDINATE WITH CABINET PLASTIC LAMINATE UPPER CABINET. NOTES: GUARDRAIL EACH SIDE o UNATTACHED WALLS ONLY W/2 ADJUSTABLE SHELVES. ALL 1. SUBMIT SHOP DRAWINGS OF STAIR. (42"HIGH) MANUFACTURER. TYP. _ - a = INTERIOR SURFACES TO BE FINISHED PRIOR TO FABRICATION. PLAN © a PLASTIC ERIOLAMINATE UPPER CABINET. - W/WHITE MELAMINE 2. CONTRACTOR OPTION TO ALL INTR SURFACES TO BE USE GALVANIZED CROSS TEE FINISHED W/WHITE MELAMINE - = PREFABRICATED UNIT WITH •4 METAL BAR GRATING PER ASTM C635-6 W N -- i - Q MICROWAVE 4"WIRE PULL TYP. = TREADS. •,� ` m (N.LC.) 1 - 3. ALTERNATE STAIR MUST COORDINATE DEDICATED ELECTRICAL MEET DIMENSIONS OF THIS , r, Q �O - OUTLET AT MICRO SHELF. _ 4" WIRE PULL TYP. DRAWING. `^4a U N 18" PLASTIC LAMINATE MlcRownvE _ PREFABRICATED STAIR (PLAN) SUSPENDED CEILING BRACE AT PERIMETER 0 _ i SHELF - 13 Scale: 1/4"=1'-0" 14 Scale: N.T.S. J N W N � m PROVIDE GOOSE HANDRAIL EXTENSIONS TO Q Q 01 F 3 PLASTIC LAMINATE NECK FAUCET 11"TREADS RETURN TO RAIL POSTS. #12 PERIMETER HANGER `i BACKSPLASH `i WIRE ANCHORED TO ui ,x PLASTIC LAMINATE 1/2"TUBE STEEL 'SJ w 1 1/2"T BE STEEL STRUCTURE ABOVE ® 4-WAY SEIS PANSION Q U COUNTER TOP W 4" RAIL AND POSTS. INTERMEDIATES®4"O.C. IF HANGER WIRE IS OUT / EACH MAIN BEAM OR BACKSPLASH OF PLUMB GREATER THAN 1:6 CROSS TEE JOINT CLIP ATC ) ry Q 1 1/2"T BE STEEL COUNTER SPLAY PER ASTM C636 s LL w - - HANDRAIL. STABILIZER BAR SYSTEM Z W w N 1 TO KEEP PERIMETER PLASTIC LAMINATE SINK PER FALSE DRAWER FRONT COMPONENTS FROM OF E CAP J DRAWER DRAWINGS M T LLOW Q J F rn SPREADING APART O a ANC R BOLT TO UNATTACHED WALLS PP IT ENDLY ON W ro N 4" WIRE PULL TYP. - BUILDING MAX. 8" ONLY (TYP.) 4" WIRE PULL(TYP.) TIGHT LOOP THROUGH - F PRECAST CONC. LANDING TENER IN SLOTTED HANGER HOLE & THREE o PLASTIC LAMINATE < AND TREAD STEPS WITH WALL WHICH TIGHT TURNS WITHIN 3" POCKET TO ALLOW C y METAL PLATE RISERS FASTENER MOVEMENT Z L 2 `i o BASE CABINET W/ 1 0 _ TUBE STEEL FRAME PENETRATES (TOP TO BOTTOM) PER _ _i ADJUSTABLE SHELF _i r PAINT CEILING GRID ASTM C636 MAIN TEE J W Q MAIN BEAM OR CROSS TEE — w N - NOTE: WALL EDGE CEILING GRID W [] w 1. STAIRS MAY VARY IN MOLDING IN. 3/4" ® U Z Q BASE PER SCHEDULE BASE PER SCHEDULE I I�\/ A Ea I HEIGHT. VERIFY HEIGHT 1�1 N-ATTACHED WALLS CROSS TEE-FACE SLEEVE LE !' H �°d PRIOR TO SUBMITTAL OF QQ 13 SHOP DRAWINGS. THESE . 1" 1" GAP BETWEEN FIELD J Q m DETAILS SHOW DESIGN CUT MAIN TEE w LATENT. �- 0 2. ALTERNATE STAIR MUST U sheet MEET DIMENSIONS OF THIS DRAWING. W M 16 BASE CABINET WITH SINK 1 BASE CABINET WITH DRAWER SHELF 18 PREFABRICATED STAIR PLAN 19 EDGE TRACK AT SUSP. CEILING 20 SEISMIC SEPARATION JOINT w TA3.0 Scale: 1'=1'-0" Scale: 1'=1'-0" Scale: 1/4"=1'-0" Scale: 3'=1'-O" Scale: 3'=1'-0" EXISTING 2"x 4 4y" 14" 1/2"THERMALLY BROKEN ANODIZED ALUMINUM WINDOW SYSTEM W/ 1" INSULATED TINTED GLASS LINE OF PANEL PROVIDE CONTINUOUS BEYOND CAULK BEAD BETWEEN WIDOW FRAME AND SILL ix WOOD SILL PIECE. p n DIM. POINT EASE EDGES. PAINT � 2x TREATED WOOD BLOCKING. RI RI RI - a 362S162-43 GA - METAL STUDS @ 24" O.C.W/5/8"TYPE EXISTING a "X"GWB W/R -15 TILT-UP 5 BATT INSULATION CONCRETE a PANEL. M Q 2 TOP OF PLATE TOP OF PLATE WINDOW SILL AT STOREFRONT Scale: 1 1/2"=1'-0" TOP OF PLATE w w _ 5' B.O. REVEAL B.O. REVEAL ,n C.L. REVEAL _ EXISTING ROOF FRAMING CONCRETE REVEAL CONCRETE REVEAL ° s PACK VOID AT TOP OF PACK VOID AT TOP OF EXISTING BEAM WITH FULL HEIGHT WALL WITH ROCKWOOL ROCKWOOL (WIDTH OF ,I TILT-UP CONCRETE WALL, RIGID INSULATION EXISTING ROOF PANEL EXISTING ROOF AND GWB.) DOWNSPOUT EXISTING ROOF FRAMING FRAMING BEYOND FRAMING T.O. WINDOW EXISTING ROOF FRAMING R-21 BAIT INSULATION 10 ABOVE SUSPENDED TA4. CEILING TO HAVE WHITE I VAPOR BARRIER w/ MAX. FLAME SPREAD B.O. REVEAL N B.O. REVEAL RATING OF 25 AND C.L. REVEAL .0. MULLION SMOKE DEVELOPED RATING OF 450. 1" INSULATED GLASS TYP. ABOVE WALL m IN ANODIZED FURRING. ALUMINUM FRAME NEW FULL HEIGHT WALL NEW FULL HEIGHT NEW FULL HEIGHT WALL _0 .I (OFFICE �8 ICTMPO WAREHOUSE): DEMISING WALL (OFFICE TO WAREHOUSE): _ PROVIDE DARKENED (WAREHOUSE TO 5/8" TYPE "X" GWB m FILM ON INSIDE FACE WAREHOUSE SIDE OF 6" WAREHOUSE): WAREHOUSE SIDE OF 6" OF VISION GLASS PER METAL STUDS AT 16" 5/8" TYPE "X" GWB METAL STUDS AT 16" Y SMARTCAP t O.C. WITH R-21 BATT WAREHOUSE EACH SIDE O.C. WITH R-21 BATT INSULATION AND LAYER OF 6" METAL STUDS AT INSULATION AND LAYER B.O. MULLION .I R-7.5 CONTINUOUS RIGID 16" O.C. WITH R-21 R-7.5 CONTINUOUS RIGID 00 INSULATION. FIRE TAPE BATT INSULATION. FIRE INSULATION. FIRE TAPE ONLY. SEE STRUCTURAL TAPE ONLY. SEE ONLY. SEE STRUCTURAL a) 1� N _ FOR STUD DETAILS AND STRUCTURAL FOR STUD FOR STUD DETAILS. R-21 BATT R-21 GATT INSULATION R-21 BATT STRAPS ON EXPOSED DETAILS. "O TILT-UP CONCRETE INSULATION ABOVE - ABOVE SUSPENDED INSULATION ABOVE STUDS ABOVE OFFICE (n C PANEL SUSPENDED CEILING CEILING TO HAVE WHITE �_ SUSPENDED CEILING CEILING AREA. TO HAVE WHITE VAPOR BARRIER w/ .I TO HAVE WHITE y L O VAPOR BARRIER w/ i MAX. FLAME SPREAD VAPOR BARRIER w/ 7 h R Q T.O. REVEAL MAX. FLAME SPREAD ° RATING OF 25 AND MAX. FLAME SPREAD RATING OF 25 AND SMOKE DEVELOPED RATING OF 25 AND SMOKE DEVELOPED RATING OF 450. SMOKE DEVELOPED !✓ RATING OF 450. TYP. ABOVE WALL C.L. REVEAL RATING OF 450. uJ O O TYP. ABOVE WALL FURRING. TYP. ABOVE WALL O ��--11 FURRING. FURRING. O- w C C B.O. REVEAL 2 L Tn Q Q F-350SI62-43 METAL GALV. STEEL ACCENT STUDS ® 24" O.C. FRAME WITH W R-15 BATT ENTRANCE CANOPY Q N INSULATION W/%" ABOVE -I W of TYPE X" GWB W/ TILT-UP CONCRETE - L _ PERM RATED PRIMER PANEL Q N T.O. MULLION T.O. MULLION m 1 SUSPENDED ACOUSTIC. SUSPENDED ACOUSTIC. _ 1 SUSPENDED - `SUSPENDED SUSPENDED TILE CEILING AND H.D. TILE CEILING AND H.D. 0 ACOUSTIC. TILE ACOUSTIC. TILE ACOUSTIC. TILE GRID SYSTEM - SEE GRID SYSTEM - SEE T.O. REVEAL TA4.0 CEILING AND H.D. f T.O. REVEAL CEILING AND C.L. REVEAL CEILING AND H.D. REFLECTED CEILING PLAN REFLECTED CEILING PLAN N IA N .0. MULLION GRID SYSTEM - SEE T.O. MULLION H.D. GRID GRID SYSTEM - ON SHEET TA3.0 ON SHEET TA3.0 m REFLECTED CEILING SYSTEM - SEE SEE REFLECTED 1" INSULATED GLASS PLAN REFLECTED CEILING PLAN Q m IN ANODIZED CEILING PLAN 3 ALUMINUM FRAME WALL FURRING ,,yy BEYOND 'Sl w 1" INSULATED GLASS 4 IN ANODIZED ALUMINUM FRAME / - 3505162-43 METAL rNv k STUDS 0 24" O.C. 'i LL w TA4.0 W/ R-13 BATT W W m NSU LATION W/ %" 3-10 TYPE X" GWB W/ WAREHOUSE OFFICE SIDE WAREHOUSE WAREHOUSE WAREHOUSE OFFICE SIDE -� SIDE SIDE SIDE SIDE ❑ B.O. MULLION 1 3505162-43 METAL B.O. MULLION PERM RATED J N • STUDS ® 24" O.C. PRIMER W N W/ R-13 BATT w INSULATION W %" EDGE OF SLAB AT SEE STRUCTURAL FOR SEE STRUCTURAL FOR SEE STRUCTURAL FOR TYPE "X" GWB W/ - RECESSED ENTRY / BOTTOM TRACK DETAIL BOTTOM TRACK DETAIL BOTTOM TRACK DETAIL CC m PERM RATED PRIMER 4" RUBBER BASE AT FULL HEIGHT WALL. AT FULL HEIGHT WALL. AT FULL HEIGHT WALL. L 2 a 4" RUBBER BASE SIDEWALK TO ENTRY EXISTING CONCRETE DOOR PER PLAN EXISTING (�'� W p CONCRETE SLAB L1 N _ FIRST FLOOR SLAB FIRST FLOOR FIRST FLOOR • ° ° ° • O U w III —�1 lvv 1TwA*fl d id "MeM A WU TP'If N sJh ee'�7l'i— T�� U"i l H1l Q J WALL SECTION WALL SECTION WALL SECTION WALL SECTION WALL SECTION WALL SECTION a TA4.0 ' A SCALE: 1/2"- V-0" B SCALE: 1/2"= 1'-0" C' SCALE: 1/2"- 1'-0" D SCALE: 1/2"= 1'-0" E SCALE: 1/2"= 1'-O" F SCALE: 1/2"= 1-0" i 0 ------------------REM- ------------------ PACK VOID AT TOP 16 GA. BENT PLATE OF FULL HEIGHT WALL W/ HILTI-ENP19 PAF WITH ROCKWOOL @ 24" C/C (WIDTH OF WALL, RIGID INSULATION AND 5/8" TYPE "X" GWB GWB. OVER R-7.5 RIGID 9M INSULATION W/ R-21 BATT INSULATION EXISTING WF JOIST/STRUCTURE PER STRUCTURAL DRAWINGS 16 GA. BENT PLATE - s3 W/ HILTI-ENP19 PAF @ 24" C/C Vo 5`G, DEFLECTION TRACK PER STRUCTURAL SECURE STUDS TO SLOTTED DEFLECTION PACK VOID AT TOP OF TRACK. ATTACH G.W.B. FULL HEIGHT WALL WITH - TO STUDS ONLY (NOT ROCKWOOL (WIDTH OF DEFLECTION TRACK) WALL, RIGID INSULATION AND GWB.) WALL PER PLANS BENT METAL CAP- m NEW FULL HEIGHT WALL DETAIL � (OFFICE TO WAREHOUSE): Scale: 3" = V-0" 5/8" TYPE "X" GWB m 7 WAREHOUSE SIDE OF 6" METAL STUDS AT 16" Y O.C. WITH R-21 BATT INSULATION AND LAYER Itl R-7.5 CONTINUOUS RIGID INSULATION. FIRE TAPE ONLY. SEE STRUCTURAL U FOR STUD DETAILS. FBI N NWCB Technical Document 05 Q STEEL FRAMING Non-Load Bearing Partitions and Lay-in U) l 200-$00 Acoustical Celings 7 1-0fin � H QQ d 6" CONTINUOUS METAL N F 2 TRACK. SEE The issue of connection of non-load bearing walls to the suspension system of a lay-in acoustical ceiling has been rn fG-I O O STRUCTURAL. an issue for decades in the code enforcement section. W C C Q F+i 6" CONTINUOUS METAL The Uniform Building Code was rather vague on the issue.The International Building Code(IBC)section 1621.1.2 is 2 = = TRACK. SEE STRUCTURAL. based on ASCE(American Society of Civil Engineers)standard 7-02 states: V 1 Q Q SOUND BATT INSULATION "Partitions that are tied to the ceiling and all partitions that are greater than 6 feet(1829mm)in height OVER ENTIRE RESTROOM shall be laterally braced to the building structure.Such bracing shall be independent of any ceiling splay AREA CEILING bracing' ff1 Q Im WIDTH PER PLAN The confusion and the intent of the code may be cleared up best by the commentaries that explain ASCE 7-02.The uI.IJ Ln engineers had noticed that when touring buildings after a significant earthquake the non-load bearing walls using YJ cv the suspension system as the means to brace the partition provided doubtful adequate support."Partitions must be - N braced to the building and not rely on the bracing of the ceiling suspension system for support.This does not mean i( m that they can not be connected or"tied"together as stated in the IBC code. \ I There is a requirement for partitions and the suspension systems to be independent of each other for seismic design ❑equiremen pa p y p g SUSPENDED 6" METAL CEILING JOISTS SUSPENDED CEILING c to U N 6" CONTINUOUS METAL a gory"C"buildings.SDC"C'buildings are intended to have a'free floating"ceiling and expect limited movement. t. ACOUSTIC. TILE AT 24" O.C. PER 20 SYSTEM PER REFLECTED The ceilings and partitions in SDC C buildings shall not be connected or"tied"to the suspension system.For build- JOISTS ® 16"O.C. WITH CEILING AND H.D. STRUCTURAL CEILING PLAN designated D,Eor F,the partitions may be connected rn me sus tam. 5/8" TYPE X' GWB W/ GRID SYSTEM - SEE N N TA4.1 Ings g pa y pension system. SOUND INSULATION. 7l..REFLECTED CEILING 5/8" TYPE "X" GWB NOTE: W N PLAN ATTACH TOP TRACK TO BUILDING IS SDC D. REFER TO GENERAL NOTES ON SHEET SO.1 UJ 3 5/8" METAL SUSPENDED CEILINGin 3 5/8" METAL STUDS @ STUDS @ 16" MAIN RUNNER WITH TWO 16" O.C. WITH 5/8" O.C. WITH 5/8" #8 S-SCREWS ASCE 7 13.5.8 PARTITIONS 3 TYPE "X" GWB W/ TYPE "WR„ LATERALLY BRACED TO STRUCTURE. ,y Ld SOUND BATT INSULATION. GWG 3 5/8" METAL STUDS @ EXCETION: PARTITIONS THAT MEET ALL OF THE FOLLOWING CONDITIONS: '4 U J PROVIDE WR GWB AT 16' O.C. WITH 5/8' TYPE Q SOUND BATT INSULATION o 1. THE PARTITION HEIGHT DOES NOT EXCEED 9 FT. WET WALLS. PAINT "X" GWB W/ SOUND BATT 2. THE LINEAR WEIGHT OF THE PARTITION DOES NOT EXCEED THE W W m m INSULATION. PRODUCT OF 10 LB (0.479 kN) TIMES THE HEIGHT [ft (m)] OF THE RESTROOM SIDE OFFICE SIDE TOILET SIDE TOILET SIDE PARTITION. J 3 5/8" CONT. METAL 3. THE PARTITION HORIZONTAL SEISMIC LOAD DOES NOT EXCEED 5 PSF J F ❑ O TRACK. SEE STRUCTURAL. (0.24 kN/m ) W N _ W SEE STRUCTURAL FOR 3 5/8" CONT. METAL 3 5/8" CONT. METAL 1= BOTTOM TRACK DETAIL TRACK. SEE TRACK. SEE CC n AT FULL HEIGHT WALL. STRUCTURAL. STRUCTURAL. BASE PER L m SCHEDULE I EXIST. CONC. (/) W O 4— f FLOOR SLABAl. r a w.m.na"mean. —la id.—d n.re�" "aee v rv<=�..o-"e am«a.Nwce maw." a �" o wa, v 9 .m»am. Z U U Se ul sol T all RI a� r rl 1 -1 ll - IHI sr Hl sl A ❑ - n ��n n `,, J Q r' N CB NEADO—ERE REGON 2625 Eastlake Ave E Ste 350 1 Seattle,Wa 93102 tal 503-295-0333 W NI 206-524-42431'nall Info@nwcb.c' email Dragon@nwcb.o,9 N sheet N rvoArHwEsr wAu ANo cEirinG auaEAu J WALL SECTION WALL SECTION WALL SECTION WALL SECTION TOP OF WALL ATTACHMENT NOTE a TA4.1 �M G SCALE: 1/2"= V-0" H SCALE: 1/2"= V-0" J SCALE: 1/2"= V-0" K SCALE: 1/2"= V-0" t� Scale: N.T.S. DOOR TYPES DOOR & WINDOW NOTES 1. ALL DOOR HARDWARE TO COMPLY WITH I.B.C. SECTION 1010,]CC/ANSI 117.1 STANDARDS. 2. ALL EXIT DOORS SHALL BE OPENABLE FROM THE 5/8"TYPE 'X' GWB PAINTED H.M. INSIDE WITHOUT THE USE OF A KEY OR ANY EACH SIDE OVER FRAME TYP. 4 4 4 4 SPECIAL KNOWLEDGE OR EFFORT PER I.B.C. METAL STUDS SILENCERS TA5.0 TA5.0 TA5.0 TA5. �� SECTION 1010.1.9. ® 24" O.C. SEE STRIKE SIDE WALL TYPE 3. PROVIDE INTERNATIONAL SYMBOL OF ACCESS SIGNAGE AT EACH ACCESSIBLE ENTRANCE DOOR. N 4. PAINT ALL METAL FRAMES. COLOR AS SELECTED - BY OWNER. 1 1( I( 1 5. PROVIDE SAFETY GLAZING PER DRAWINGS AND w - \ \ n \ \\\ n \\\ I.B.C.SECTION 2406.4 4 4 4 T A. A. A 6. T=TEMPERED G LAZIN G.5 0 0 _ \ \ - \ \ 7. WOOD DOORS-LYNDEN DOOR-LD2000 PC-5-00 CLEAR,WHITE MAPLE:"A"GRADE WOOD VENEER,PLAIN SLICED,BOOK MATCH,RUNNING 6 MATCH OR APPROVED EQUAL. INSULATION PER WALL TYPE. DOOR AS A 3'-0"X 7'-0" O 3'-0"X 7'-0" C 3'-0" X 7'-0" O 3'-0"X 7'-0" INSULATED O 3'-0"X 7'-0"INSULATED O 16'-0"X 16'-0" INSULATED SCHEDULED S.C. WOOD DOOR S.C. WOOD DOOR S.C. WOOD DOOR H.M. DOOR W/ H.M. H.M. DOOR W/ H.M. SECTIONAL OVERHEAD DOOR W/ H.M. FRAME. W/H.M. FRAME. W/TEMP. 1/4" FRAME. 6"x3C"INSULATED FRAME W/ 1" INSULATED DOOR W/ ELECTRIC MOTOR 15 6"x3O" 1/4"CLR. TEMPERED HALF 3/4"CLR. TEMP. GLASS GLASS TRANSOM. GLASS OPERATION. (R-12.76 OR TEMP. GLASS LITE GLASS LITE W/ LITE IN MTL. FRAME. TO MATCH BUILDING. BETTER.) a o ; IN MTL. FRAME. H.M. FRAME. (R-2.7 MIN. DOOR) (R-2.7 MIN. DOOR) H.M. DOOR FRAME ® HEAD JAMB HARDWARE TYPES HARDWARE NOTES � 4 Scale: HW 1 1. ALL DOOR HARDWARE TO HAVE LEVER HANDLE LEVER HANDLE -LATCHSET HARDWARE EXCEPT DOORS THAT HAVE PANIC J? WALL STOP HARDWARE. c� HW 2 2. SPECIFIC HARDWARE FUNCTIONS TO BE wo LEVER HANDLE -LATCHSET DETERMINED WITH HARDWARE SUPPLIER AND y CLOSER COORDINATED WITH TENANT. ALL HARDWARE TO KICKPLATE COMPLY WITH I.B.C.SECTION 1010. WALL STOP 3. ALL OFFICE DOORS SHALL HAVE DOOR STOPS. HW 3 LEVER HANDLE -PRIVACY LATCH(OCCUPIED WINDOW) CLOSER KICKPLATE WALL STOP WEATHERSTRIPPING HW 4 LEVER HANDLE -LOCKSET CLOSER KICKPLATE WALL STOP HW 5 EXISTING EXTERIOR PULL-CARD READER PEDESTAL MOUNT PANIC DEVICE WITH 3 POINT LOCKING WITH MEDECO LOCK OLDS ER WALL STOP HW 6 LEVER HANDLE-CARD READER WALL MOUNT PANIC DEVICE WITH 3 POINT LOCKING WITH MEDECO LOCK CLOSER WALL STOP Co VERIFY ALL FUNCTIONS WITH TENANT 6 DOOR & WINDOW TYPES NOTES Scale: 1/4"=1'-O" Co DOOR SCHEDULE ROOM FINISH SCHEDULECC DOOR T DESCRIPTION DOOR FRAME HARDWARE R�AGE/REMARKS FINISH FLOOR BASE WALLS WAINSCOT CEILING REMARKS N0. P GROUP Np, c6 E MAT. FIN. MAT. FIN. MAT. FIN. MAT. FIN. MAT. FIN. MAT. FIN. MAT. FIN. HT. G) 00 OFFICE AREA n a 20 OFFICE AREA � E100A EX 3'-0"x7'-0" ALUM./GLS FACT. ALUM FACT. 5 - CR �100 LVT FACT. RUBBER FACT. GWB PAINT - - ACT FACT. 9'-0" I U G) � E100B EX 3'-0"x7'-a' ALUM./GLS FACT. ALUM FACT. 5 - CR _ _ � O 101 LVF FACT. RUBBER FACT. GWB PAINT ACT FACT. 9'-0" O Q j 1000 D 3'-0"x7'-O" H.M. PAINT H.M. PAINT 4 - 102 LVF FACT. RUBBER FACT. GWB PAINT - - ACT FACT. 9'-0" J a/ Q 101 B 3'-0"x7'-O" WOOD STAIN H.M. PAINT 1 - 103 LVF FACT. RUBBER FACT. GWB PAINT - - ACT FACT. 9'-0" 102 B 3'-0"x7'-O" WOOD STAIN H.M. PAINT 1 - 104 SV FACT. SV FACT. GWB PAINT P-LAM FACT. GWB PAINT 9'-0" SEE INTERIOR ELEVATIONS to O O 103 B 3'-0"x7'-O" WOOD STAIN H.M. PAINT 1 - 105 SV FACT. SV FACT. GWB PAINT - - GWB PAINT 9'-0" O SEE INTERIOR ELEVATIONS 104 A 3'-0"x7'-a' WOOD STAIN H.M. PAINT 3 - UNISEX RESTROOM 106 LVT FACT. RUBBER FACT. GWB PAINT - - ACT FACT. 9'-0" d Q Q 107 A 3'-0"x7'-O" WOOD STAIN H.M. PAINT 3 - UNISEX RESTROOM 107 SV FACT. SV FACT. GWB PAINT P-LAM FACT. GWB PAINT 9'-0" SEE INTERIOR ELEVATIONS 109 C 3'-0"x7'-0" WOOD STAIN H.M. PAINT 4 SERVER -108 SV FACT. SV FACT. GWB PAINT - - GWB PAINT 9' O" SEE INTERIOR ELEVATIONS - � Q N WAREHOUSE AREA 109 LVF FACT. RUBBER FACT. GWB PAINT - - ACT FACT. 9'-O" W in LL N E120A EX 3'-O"x7'-O" ALUM./GLS FACT. ALUM FACT. EX - REH r - In Eq E120B EX 3'-0"x7'-0" ALUM./GLS FACT. ALUM FACT. EX - REH TENANT IMPROVEMENT FINISHES Q Q za E120C EX 3'-0"x7'-O" H.M. EX H.M. EX 6 - CR U N PRODUCT COLOR LOCATION E120D E 3'-0"x7'-O" H.M. PAINT H.M. PAINT 6 - CR SHEET VINYL 0 E120E F 16'-0"x16'-O" STEEL FACT. STEEL FACT. - - ELECTRIC MOTOR OPERATION SAl ARMSTRONG CORLON SERIES TO BE SELECTED rn N E120F F 16'-0"x16'-0" STEEL FACT. STEEL FACT. - - ELECTRIC MOTOR OPERATION LUXURY VINYL TILE rurtn1l N N LVI TO BE SELECTED uJ 00 0' E120G EX 3'-0"x7'-O" H.M. EX H.M. EX EX - REH CARPET Q Q CPT TO BE SELECTED 3 RUBBER BASE K1 LI Li J RUBBER 4"ROPPE OR JOHNSONITE 173 CHARCOAL OR BLACK ryry REMARKS: LL Q PLASTIC LAMINATE "EX"=EXISTING DOOR,FRAME,AND HARDWARE. W "CR"=CARD READER ACCESS. P-LAM WILSONART,NEVAMAR,FORMICA TO BE SELECTED W W m "REH"=REMOVE EXTERIOR DOOR HARDWARE AND PROVIDE PLATE OVER WALL FINISHES J J HOLE. DOOR FOR EGRESS ONLY. PAINT SHERWIN..WILLIAMS„INTERIOR,LATEX TO„BE„SELECTED, J F N ACOUSTICAL CEILING W N ACT ARMSTRONG 2'x4 CORTEGA SECOND LOOK LAY-IN WITH 15/16"HO_PRELUDE.GRID 2776 WHITE. W w - F o C I 01 LT.T W Z YJ ❑ - Q U o B1 W Z J J J Qm sheet M W TA5.0 GENERAL NOTE REMODEL THE FOLLOWING NOTES APPLY UNLESS NOTED OTHERWISE-ASTM'S NOTED ARE TO BE LATEST EDITION. 1.DESCRIPTION Building Name&Site Location-Arlington Airport Building B-IDI Distributors T.I.-Arlington,WA 2.DESIGN CODE AND STANDARDS Applicable Code(Edition/Name)-2018 International Building Code(IBC) Other documents referenced by these notes shall be the specific edition referenced by the building code specified above,or if not specified,shall be the latest edition. Code supplement&Date-see snow(min factor) 3.DESIGN LOADS a. Ceiling Live Load 200 lb.point load w b.Seismic Risk Category II >u Ss=1.059,S1=0.378,Is=1.0,Site Class"D"and SDS=0.76,SD 0.485. Seismic Design�ategory="D" Basic Seismic Force Resisting System(s)=Light-Frame Walls w/Gyp Panels. CS.38,R=2.Equivalent lateral force procedure was used. g c.Load Combinations All Code required load combinations are to be used in the building design. o- < $ OSHA STANDARDS ° a THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR ALL PROVISIONS OF THE CURRENT OSHA STANDARDS. THE GENERAL CONTRACTOR SHALL REVIEW THESE STRUCTURAL DRAWINGS FOR ANY NONCOMPLIANCE WITH OSHA STANDARDS,TAKING INTO ACCOUNT THE GENERAL CONTRACTOR'S MEANS AND METHODS.THE GENERAL CONTRACTOR SHALL INFORM ENW OF ANY NONCOMPLIANCE SOo � o THE DRAWINGS MAY BE MODIFIED FOR COMPLIANCE PRIOR TO CONSTRUCTION. THE GENERAL ' CONTRACTOR IS TOTALLY RESPONSIBLE FOR MEANS AND METHODS AS WELL AS JOBSITE SAFETY ON e P THIS PROJECT. I Z CONCRETE ANCHORS(BOLTS,THREADED RODS AND REBAR DOWELS) r�jl a �� N � w DRILLED IN EXPANSION ANCHORS: 0 DEWALT"POWER-STUD+°SD2 PER ESR-2502 ADHESIVE ANCHORS: DEWALT"AC200+"ACRYLIC ADHESIVE PER ESR-4027 J ESR-2818 AND DEWALT-PURE 110+"PER ESR-3298 fn V) SCREW ANCHORS: DEWALT"SCREW-BOLT-"PER ESR-3889 W d 3 U ADHESIVE ANCHORS SHALL BE INSTALLED IN CONCRETE HAVING A MINIMUM AGE OF 21 DAYS AT TIME OF R INSTALLATION PER ACI 318-14 SECTION 17.1.2 INSTALLATION OF ADHESIVE ANCHORS HORIZONTALLY OR Z UPWARDLY INCLINED TO SUPPORT SUSTAINED TENSION LOADS SHALL BE PERFORMED BY CERTIFIED O LD PERSONNEL IN CONFORMANCE TO ACI 318-14 SECTION 17.8.2.2 N N FOLLOW INSTALLATION PROCEDURES OF ESR REPORT AND MANUFACTURER'S INSTRUCTIONS. L PROVIDE SPECIAL INSPECTION AS NOTED AND/OR REQUIRED BY ESR REPORT.SUBSTITUTIONS ARE 7_ - NOT ALLOWED UNLESS WRITTEN APPROVAL BY ENW IS RECEIVED. SUBSTITUTIONS MUST BE O w+ o SUBMITTED TO ENW FOR REVIEW PRIOR TO CONSTRUCTION. PROVIDE STAINLESS STEEL OR GALVANIZED ANCHORS FOR EXTERIOR APPLICATIONS AS REQUIRED.ANCHORS RATED FOR DRY N c INTERIOR CONDITIONS MAY NOT BE USED FOR EXTERIOR APPLICATIONS PER ESR REPORT. ¢ C u5 STRUCTURAL STEEL AND MISCELLANEOUS STEEL ALL WORK IN ACCORDANCE WITH"AISC SPECIFICATION FOR THE DESIGN,FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS",AND THE"CODE OF STANDARD PRACTICE". STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING STANDARDS: WIDE FLANGE SHAPES ASTM A-992 (Fy=50,000 PSI) OTHER SHAPES AND PLATES ASTM A-36(Fy=36,000 PSI) TUBE COLUMNS ASTM A-500,GRADE B (Fy=46,000 PSI) WELDHEAD STUDS ASTM A-108 (Fy=55,000 PSI) CIO ASTM F1554,GRADE 36 (Fy=36,000 PSI) MACHINE BOLTS ASTM A-307 i71 HIGH STRENGTH BOLTS ASTM A-325N(U.N.O.) ALL STRUCTURAL STEEL BOLTED CONNECTIONS AT MECHANICAL PLATFORMS ARE ASTM A-325 TYPE N a CONNECTIONS-BEARING TYPE WITH THREADS INCLUDED IN SHEAR PLANE. CONNECTIONS ARE NON-SLIP CRITICAL AND BOLTS NEED TO BE TIGHTENED"SNUG TIGHT"ONLY EXCEPT AT FRAMES. m PROVIDE WASHERS AT OUTER PLYS WITH SLOTTED HOLES. INSTALL A-325 BOLTS IN ACCORDANCE WITH"SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH STRENGTH BOLTS"(12131/09). PROVIDE , • Y MINIMUM EMBEDMENT FOR ANCHOR BOLTS AS NOTED ON DRAWINGS. ALL WELDING TO CONFORM r WITH AWS D1.1"CODE FOR WELDING IN BUILDING CONSTRUCTION". WELDS NOT SPECIFIED SHALL BE 114", CONTINUOUS FILLET MINIMUM. ALL WELDS BY CERTIFIED WELDERS. USE FRESH 70XX 1( a ELECTRODES FOR MANUAL SHIELDED METAL-ARC WELDING OR EQUAL ELECTRODES. WELDHEAD 06 13 STUDS(WHS)ARE TO BE MACHINE WELDED WITH PROPER EQUIPMENT. SEE SPECIFICATIONS FOR OJ i ITEMS TO BE GALVANIZED. co yy U N Cz LIGHT GAGE STEEL FRAMING AND DECKING 0 "1 Q STUDS AND TRACKS CONFORM WITH ASTM C 955.MATERIAL CONFORM WITH ASTM A 653,GRADE 33 FOR 18 GAGE AND LIGHTER,GRADE 50 FOR 16 GAGE AND HEAVIER.GALVANIZED PER G60.SIZES AS 0) NOTED ON DRAWINGS. �J Q Q SPECIAL INSPECTIONS J L< Q INSPECTIONS ARE TO BE PER THE CODE INDICATED ABOVE AND ARE TO BE BY AN INDEPENDENT 'O O TESTING LAB APPROVED PRIOR TO STARTING CONSTRUCTION BY THE BUILDING DEPT.AND THE O Z O O ARCHITECT. INSPECT ALL SHOP WELDING UNLESS THE SHOP IS CERTIFIED BY THE LOCAL BUILDING rn DEPARTMENT.SEE SPECIAL INSPECTION TABLES. O I" O- 1� SHOP DRAWINGS H � QQ SUBMIT 4 SETS OF PRINTS(U.N.O.BY ARCHITECT)OR ELECTRONIC PDF FILES,OF SHOP DRAWINGS TO ENGINEER FOR REVIEW AFTER CONTRACTOR HAS REVIEWED&STAMPED FOR COMPLIANCE AND PRIOR TO FABRICATION FOR: LIGHT GAGE STEEL.WHEN SHOP DRAWING SUPPLIER MAKES A CHANGE FROM r�I � THESE DRAWINGS IT IS TO BE CLEARLY FLAGGED AND CLOUDED.CHANGES NOT FLAGGED AND UJ Q CLOUDED ARE TO BE CONSIDERED AS UNACCEPTABLE EVEN WITHOUT BEING COMMENTED ON IN THE N 2 SHOP DRAWING REVIEW PROCESS. THE SUPPLIER OF THE ITEM CONTAINING THE CHANGE SHALL BE W N -2{ RESPONSIBLE FOR CHANGING THE ITEM BACK TO AGREE WITH THESE DRAWINGS AT NO COST TO THE F — u1 E OWNER AT E.N.W.'S OPTION."SHOP DRAWINGS ARE AN ERECTION AID,AND STRUCTURAL DRAWINGS �/ cq m SHALL TAKE PRECEDENT OVER THE SHOP DRAWINGS..:'. 1i Q ZU ry SPECIAL CONDITIONS [] O CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD AND SHALL PROVIDE ADEQUATE SHORING N a AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. CONTRACTOR SHALL NOTIFY 0 ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. rr1 t\7 Ol ABBREVIATIONS M.B.S. METAL BLDG SUPPLIER (n N ARCH. ARCHITECT N.F. NEAR FACE _ r�rr1I A ARCBAL. BALANCE N.T.S. NOT SCALE UJ W B. OR BOT. BOTTOM oc ON CENTER 3 BTWN. BETWEEN O.F. OUTSIDE FACE BLDG. BUILDING O.S. OUTSIDE 6�j Li`9 BTW BEARING O.T.O. OUT TO OUT m C.I.P. CAST IN PLACE PL PLATE C.J. CONSTRUCTION JOINT REINF. REINFORCING LL w CL CENTERLINE REM. REMAINDER W W N o CLR. CLEAR R.O. ROUGH OPENING CMU CONCRETE MASONRY UNIT SECT. SECTIONS J COL. COLUMN M. SIMILARLn w CO NC. CONCRETE S.J SHRINKAGE JOINT AREA OF WORK W F N C.S.J. CLOSURE STRIP JOINT S.O.G. SLAB ON GRADE w EA. EACH SW SHEARWALL I 0 7 � E.E. EACH END E.F. EACH FACE SYMM. SYMMETRICAL U! E.J. EXPANSION JOINT T. TOP I T.O.B. TOP OF BEAM EL. OR ELEV. ELEVATION Ld E.N.W. OR ENW ENGINEERS NORTHWEST T.O.F. TOP OF FOOTING W Q t) EQ. EQUAL T.O.S. TOP OF STEEL (] N a E.S. EACH SIDE (n T.O.S. TOP OF SLAB w E.W. EACH WAY T.O.W. TOP OF WALL F.O.C. FACE OF CONCRETE TYP. TYPICAL AT ALL SIMILAR PLACES Lu Z J rvp F.O.S. FACE OF STUD V.E.F. VERTICAL EACHU.N.G. UNLESS NOTED OFACERWISE O J Q m l FTGW FOOTING FACE OF WALL VERT. VERTICAL Z c� GA. GAGE V.F.F. VERTICAL FAR FACE J p GALV. HOT DIP GALVANIZED VFV VERIFY KEY PLAN Q sheet N G.W.B. GYPSUM WALL BOARD V.I.F. VERTICAL INSIDE FACE H. OR HORIZ.HORIZONTAL V.N.F. VERTICAL NEAR FACE O. I.B.A. INTERNATIONAL BUILDING CODE V.N.F. VERTICAL OUTSIDE FACE N.T.S. W LF C IN IDE FACEINTERNATIO CODE COUNCIL WITH z w�a WITH OUT LU 7 INC. INCLUDING W.H.S. WELD HEAD STUD Ur K KIP(1000 POUNDS) @ AT L.W. LONG WAY 2018 IBC COLD-FORMED (STEEL LIGHT GAGE CONSTRUCTION) 2018 IBC, AISC 360-16 Table N5.4-1 2018 IBC, AISC 360-16 Table N5.6-1 REFRENCED Inspection Tasks Prior to Welding Inspection Tasks Prior to Bolting TYPE CONTINUOUS PERIODIC STANDARD Inspection Tasks Prior to Welding QC QA Inspection Tasks Prior to Bolting QC QA 1.MATERIAL VERIFICATION OF COLD-FORMED STEEL DECK: Welder qualification records and continuity records P O Manufacturers certifications available for fastener materials 0 P WPS available P P Fasteners marked in accordance with ASTM requirements 0 O a. IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS X APPLICABLE ASTM Manufacturer certifications for welding consumables available P P Correct fasteners selected for the joint detail(grade, SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS. MATERIAL STANDARDS 1 (9 type.bolt length O O Material identification(type/gender) O O if threads are to be excluded from shear plane) b.MANUFACTURER'S CERTIFIED TEST REPORTS. ---- X Welder identification system[a] O O Correct bolting procedure selected for joint detail O O 2.INSPECTION OF WELDING: Connecting elements,including the appropriate faying surface condition 0 O o Joint preparations and hole preparation,if specified,meet applicable requirements w a.COLD-FORMED STEEL DECK: Fit-up ofgroove welds(including joint geometry) Dimensions(alignment,root opening,root face,bevel) O O pre-installation verification testing by installation personnel observed and 1.)FLOOR AND ROOF DECK WELDS. ----- X AWS D1.3 Cleanliness(condition of steel surfaces) documented for fastener assemblies and methods used P O I SCREW SIZE&SPACING,BOLTING ANCHORING AND OTHER Tacking(tack weld quality and location) Protected storage provided for bolts,nuts,washers and other fastener FASTENING OF ELEMENTS OF THE SEISMIC FOR RESISTING X IBC 1705.12.3 Backingcomponents O O SYSTEMS INCLUDING DIAPHRAM,SHEARWALLS,BRACES, type and fit(if applicable) P a COLLECTORS(DRAG STRUTS)AND HOLD DOWNS. Fit-up of CJP groove welds of HISS T-,Y-and K-joints without backing(including joint p Y geometry) y m m Joint preparations 5 0 Dimensions(alignment,root opening,root face,bevel) 2018 IBC, AISC 360-16 Table N5.6-2 2018 IBC TABLE 1705.3 Cleanliness(condition of steel surfaces) P O Inspection Tasks During Bolting e Tacking(tack weld quality and location) �tpi REQUIRED SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION nspecti°nTaekaDmringBolting °° QA ,, Configuration and finish of access holes O O Fit-up of fillet welds Fastener assemblies placed in all holes and washers and nuts are O O CONTINUOUS PERIODIC positioned as required ~ r'P t TYPE SPECIAL SPECIAL REFRENCED IBC Dimensions(alignment,gaps at root) .�'7id ENCE STANDARD- REFR INSPECTIONS INSPECTIONS Joint e snug-tight condition prior to the pretensioning 'l Cleanliness(condition of steel surface) brought t the tiht diti O O O 0 N operation o 1.INSPECT ANCHORS POST INSTALLED IN Tacking(tack weld quality and location) HARDENED CONCRETE MEMBERS.b Fastener component not turned by the wrench prevented from rotating O O a.ADHESIVE ANCHORS INSTALLED IN Check welding equipment 0 - HORIZONTALLY OR UPWARDLY INCLINED _____ ACI 318:17.8.2.4 [a]The fabricator or erector,as applicable,shall maintain a system by which a welder who has welded a joint or member can be identified.Stamps,if used,shall be the low-stress Fasteners are pretensioned in accordance with the RCSC Ui " to ORIENTATIONS TO RESIST SUSTAINED X ----- type. Specification,progressing systematically from the most rigid point O _F O j W d m TENSION LOADS. toward the free edges 1-- LU "3 b.MECHANICAL ANCHORS AND ADHESIVE =Z 2,ANCHORS NOT DEFINED IN 4.a. ----- X ACI 318:17.8.2 Z 2 n LU N J ACI 318:CH.19 1904.1,1904.2, N 2.VERIFY USE OF REQUIRED DESIGN MIX. ---- X 26.4.3,26.4.4 ,90B.2.,90B.3 2018 IBC, AISC 360-16 Table N5.4-2 2018 IBC, AISC 360-16 Table N5.6-3 O n Inspection Tasks During Welding Inspection Tasks After BoltingZ E a.WHERE APPLICABLE,SEE ALSO SECTIONS 1705.12 SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE. p g g p w 3 3 b.SPECIFIC REQUIREMENTS FOR SPECIAL INSPECTION SHALL BE INCLUDED IN THE RESEARCH REPORT FOR THE ANCHOR ISSUED BY AN APPROVED SOURCE Inspection Tasks During Welding QC QA Inspection Tasks After Bolting QC QA a v IN ACCORDANCE WITH 17.8.2 IN ACI 318,OR OTHER QUALIFICATION PROCEDURES.WHERE SPECIFIC REQUIREMENTS ARE NOT PROVIDED,SPECIAL Control and handling of welded consumables Document acceptance or rejection of bolted connections P P C "'c INSPECTIONS REQUIREMENTS SHALL BE SPECIFIED BY THE REGISTERED DESIGN PROFESSIONAL AND SHALL BE APPROVED BY THE BUILDING OFFICIAL PRIOR TO THE COMMENCEMENT OT THE WORK. Packaging O O O)R Exposure control LU r'o- No welding over cracked tack welds O O Environmental conditions GLOSSARY OF TERMS Wind speed within limits 0 0 PERFORM(P): Perform these tasks for each weld,fastener or bolted connection,and required verifcation. m Precipitation and temperature Observe these items on a random sampling basis daily to insure that applicable requirements are iT WPS followed OBSERVE(0): met.Operations need not be delayed pending these inspections at contractor's risk. Settings on welding equipment Document in a report that the work has been performed as required.This is in addition to all other 9 9DOCUMENT(DOC.,OR D): required reports. 75 Travel speed O O fb Selected welding materials r Quality assurance CA).Monitoring and inspection tasks to ensure that the material provided and work performed by the fabricator and erector meet the requirements of the Y Shielding gas type/flow rate approved construction documents and referenced standards.Quality assurance includes those tasks designated "special inspection"by the applicable building code. Preheat applied 06 a Quality assurance inspector(QAI):Individual designated to provide quality assurance inspection for the work being performed. � HIV Inter ass temperature maintained(min./max. ) Quality assurance plan(DAP).Program in which the agency or firm responsible for quality assurance maintains detailed monitoring and inspection procedures to ensure Proper position ,V.H,OH) conformance with the approved construction documents and referenced standards. O N (F Quality control(QC).Controls and inspections implemented by the fabricator or erector,as applicable,to ensure that the material provided and work performed meet the �'�} Welding techniques Q requirements of the approved construction documents and referenced standards. Cn C Interpass and final cleaning Quality control inspector(QCI).Individual designated to perform quality control inspection tasks for the work being performed. N 0 _ Each pass within profile limitations O O rn Z Q Q Quality control program(QCP).Program in which the fabricator or erector,as applicable,maintains detailed fabrication or erection and inspection procedures to ensure (iS Each pass meets quality requirements conformance with the approved design drawings,specifications,and referenced standards. _J Q Placement and installation of steel headed stud anchors P P -O O O O O � Z O W C ) O- C C C F— U) 2018 IBC, AISC 360-16 Table N5.4-3 ,3 U] Q E Inspection Tasks After Welding W N 6 Inspection Tasks After Welding QC QA F — ul V N nS Welds cleaned O O Q m N Size,length and location of welds P P r, 0 Welds meet visual acceptance criteria U N Crack prohibition 0�f1 OWeld/base-metal fusion L N N ry Crater cross section P P Ul a0 O 0 ry Weld profiles Q Weld size F 3 o Undercut [] Li aPorosity Q Arc strikes P P W W N a k-ama[a] P P J N �} Weld access holes in rolled heavy shapes and built-up heavy shapes[b] P P J F r„ Backing removed and weld tabs removed(if required) P P W N W Repair activities P P — H 7 Document acceptance or rejection of welded joint or member P P � � I En No prohibited welds have been added without the approval of the FOR O O z W [a]When welding of doubler plates,continuity plates or stiffeners has been performed in the k-area,visually inspect the web k-area for cracks within 3 in.(75 mm)of the weld. O W p O [b]After rolled heavy shapes(see AISC 316-16 Section A3.1 c)and built-up heavy shapes(see AISC 316-16 Section A3.1 d)are welded,visually inspect the weld access hole cracks. U Y o W Z 0 Q o o cn J Q m q Z o J sheet o 7 Q C o a C0.2 7 to a I I I I I I sa'_0• 54,A^ sa'_a' Sa'_0• �,_o. 1/51.1 ?5 N N d - - I _ 1 c z B - - - L J - - - - L J - - - - L J -�- - - - L J - - - - tJ- - - - - -L J r�rrl �Q� a ' o J am O o H tyI � Z F-Z — 3m U)W D J 3 � L mo 4-1 �'� F� Z 3LL� LJ C � 6d W NEW FULL HEIGHTDEMISING r 11 1 WALL:60OS16243 I I (E)6"CFS @i6"oaf DEMISING WALL I I om L7TJ II D F—P I I � - �� D cu LJ I I L'J LJ LJ 06 0- L--J O Fu U �co a- n S2.2 Q V Q 4 4 0 Z Q O O 52.3 O C 5) 5) O C C C E --------------------------------------- HCQQ O ttj � N ul a 0 — F a ry J N U o CY a 0" 54'0" 54'0" a W W m J II N Q W W W o o U Um o w z Z a OVERALL PLAN g Q Q 1/16"=1'-0" a ry J sheet J Q ui S1 .0 7 d 6 7 5 a 0 a > o I , 6 w z w 0 i J Q)W a z Z Cc: 8� rn U, J INTERIOR BATHROOM 0, _ SHEAR WALLS:362S162-33 1 TYP. @24"oc,TYP.FASTEN GYP. S2.1 L TO STUDS PER 8/S2.1 z °g 1 TYP. 52.2 5 5 n�' 52.1 52.1 C - Lu 2 DR. 52.1 H R. 600Si62- 24"oc 6005162- 24"oc RUN JOIST CONT.OVER INTERIM I TE LOAD BEARING WALL.PROVIDE FULL SIZE BLOCK � BETWEEN J ASTS OVER WALL. m 1 TYP. i MATCH JOI T SIZE ' � Y 600S162-54 24"oc" / m H R. 06 a_ - - - - - - - - - - - - - - - - - - - - - - - - - - - \ ADD 60051112-54 JQI T GRID B / 0 \/ (17 `/) U' FLAT STRAP JOIST FULL HEIGHT WALLS SEPARATE BRACING PER 8/S2.1 / O O OFFICE&RESTROOM FROM /�\ /�\ J Z w - WAREHOUSE SPACE,TYP. Q 60OS162-4316"oc / \\\ \\\ S.1 -O C C / \ � Z O O \ O S 52.1 \\ 0 W G .0 C DOUBLE W LL.SEE ARCH.DETAIL. 2 cn Q Q g 362S162-33 24"oc,TYP. BEARING X ISTS DIRECTLY OVER STUDS. E 6 LWL N V r _ Ln N d Q In 13 Q 13 = U N 0��'I UJ N co ��'I N N ry U1 O ry Q 0+ ENLARGEDOFFICE FRAMING PLAN F 3 THIS PORTION OF CPS WALL ARE w a SHEAR WALLS.FASTEN GYP.TO U J y� 1/4"=1'-0" STUDS PER DETAIL B/S2.1 Q w W N J N 5 Z W w 4 Q d In zN Z w U o ° w LL Y w Z � a LL o J 7 LL Q 0 0 sheet LU Q S1 . 1 7 z w L2x2x16GA.4'-5"W 3-#10 SCREWS EACH LEG 16 GAGE RIM JOIST 16 GAGE RIM JOIST JOIST PER PLAN JOISTS PER PLAN ® ® ® ® PROVIDE BLOCKING 3 BAYS @ ® ® ® ® TENSION TIE LOCATIONS.MATCH C.F.S.STUDS @ JOIST SIZE.FASTEN w/2x2x4"x ® ® ® 16"oc PER PLAN 16"GA.w/3410 SCREWS EA.LEG. o! H 60OT162-54 CONT. JOISTS PER PLAN' #10 SCREWS EACH NOTE: NOTE: w/3-#10SCREWS STUD EACH EACH BALANCE OF STUD PER PLAN w/ BALANCE OF INTO EACH WALL STUD 1 A ET PTRA K INFORMATION 6 G G O C INFORMATION I PER 1/S2.1 PER 1/S2.1 DEMISING WALL a a PER PLAN T.O.W.PER PLAN STUD PER PLAN w/ �-- --- ¢ O O 16"GAGE TOP TRACK i6 GAGE TRACK CONT. 3 FASTEN TO WALL w/3 0 #0 SCREW o B 1 EA.WALL S @SIM. CONDITION STUD. JOIST RUNS CONTINUOUS OVER o a r BEARING WALL WITH i4' r o y� BLOCKING IN LIEU OF RIM G r �< > o JOISTS. z w o � z SECTION SECTION n} SECTION SECTION 1 NOTE: 1 1/2"_ -0.. 1 1/2"=1' 1 1/2"_ -0" WHERE JOIST RUNS CONT.OVER THE BEARING WALL,USE BLOCKING OVER THE WALL IN LIEU OF THE RIM JOIST. o' Uj CLIP FLANGES OFF 8 LAP TOP H W d 3 TRACKS TYP.4-SCREWS MIN. U Z_ 2 C7 C $ H Z 2-SCREWS @16"oc TOP& W GYP.WHERE SHOWN PER ARCH. BOTTOM @ HEADER WHERE GYP.IS NOT PRESENT, 30 ,1): _'_5 all ADD STRAPS TO HE EXPOSED 4 v 7 SIDE PER THIS DETAIL S2.1 Ild" Z ii E ID LAP HEADER OVER 2 JAMB o N n BEARING HEADER / .,6 c V PER SCHEDULE STUDS w/4-SCREWS TO C o, 1 1/2"x20GA.STRAPS ON TRACK BLOCKING TO MATCH ��i " EACH STUD EA.SIDE .52 STUDS,PLACE @ 10'-0"oc III (8 TOTAL) C $`a EXPOSED SIDE OF WALL MAX.ALONG WALL&@ EACH // III W END OF WALL BEND UP 4"@ i 'i HII EA.END.4 SCREWS TO �1 III STRAP EA.BLOCK ROUGH Ij I OPNG. f� I #10 SCREWS @ 16"oc m 4A 0� g m v II II I TOGA.CLOSURE EACH FLANGE p1 I HJ, h i1 y REQUIRED $ IGE ^ BOTTOM TRACK FASTEN TO SINGLE WINDOW spL E�yS CONCRETE PER 3/S1.0 SILL TRACK 16GA. 2-800S162-54 BOXED m ,,p 5c,R w/i6 GAGE TRACKS 3-SCREWS 2-SCREWS @ 48"oc NOTE: TYPICAL STUD TO STUD 06 0- SEAT STUD WEB TIGHT TO TRACK O G� WEB @ TOP&BOTTOM OF STUDS �M/� U W LL n cu 114. Z5 c- Q _0 NON LOAD BEARING HEADER LOAD BEARING HEADER C0 &HEADERS(d FULL HT.WALLS 4) TYPICAL WALL,BLOCKING&STRAP DETAIL cn Z n Q Q II Q 3:SECTION 6 TYPICAL WALL HEADER DETAIL 7 SECTION U) z Q o 0 S ,p NOTE: 3/4"=1'-0., HEADERS NOTED ON THE PLAN AS"HDR."ARE BEARING HEADERS 3/4"=V-0" 3/4"=1'-0" 0- w STRAP BLOCKING IS REQUIRED ONLY IF STUDS ARE &ARE NOTED IN THE PARTS SCHEDULE BELOW.HEADERS (n E SHEATHED ONE SIDE ONLY. RUNNING PARALLEL TO THE JOISTS ARE NON-BEARING(U.N.O.) I— v' Q Q ry LIJ Q N BLOCKING w PER TYPICAL 10x10x16GA.GUSSET @ W n1 b DETAIL STRAP w/4-SCREWS EA. - V1 LOCATE PER MEMBER(MIN.)THIS GUSSET m PLAN TYP.WHERE STRAPS END Q N EXTEND TO ADJACENT WALL UNLESS Q ,p G.W.B.LENGTH THIS CALLED OUT ON PLAN U w N -/-� TOP TRACK RIM JOIST OR TRACK @ 0 p II IyI I."fJll \ CEILING JOIST LEVEL Ulfn iy N N •g ?�' V I �- n n n n J1 n 1 H ff A A ,N m H A A H Q R I H H -�- H H H I{ N- CLIP FLANGES& 1/2"MIN.G.W.B.BOTH L ♦� LAP TOP TRACKS SIDES OF WALL ri w TYP UNBLOCKED USE - - n/ •^�.\ LIGHT GAGE SCREW SCHEDULE DRYWALL SCREWS @ 7"oc w II II II it II II II II 1 LL n n n n li n n n A n A \ L � . WG.W.B.PER ARCH. @ FIELD AND SUPPORTS. W m H H H DOUBLE STUD TYP.ECHSCREWS@16"oc @ JOIST OVER { { I{ H A N N N END OF WALL(U.N.O.) ZJ w WALL(SEE PLANS - STUDS NOT N N k II yl II N N N- N N SCREWS O J 0 G G G G H G G G G G G #1016x1"HWH#3 OR PPH#3 FOR LOCATIONS) \ SHOWN (MTL.TO MTL.) N r1 -� - FOR CLARITY ~ W _ w RIM JOIST SPLICES i� r' hl -H q H N n It N N- N H- N SCREWS #6 TYPE S DRYWALL SCREWS. w 0 j ~ USE 3"x8"xi6GA.w/ H H N H A N H N: H N N 1 1/2"x 16GA.CONT.DIAGONAL BRACING G.W.B.TO MTL.) FOR GYP.SHEAR WALLS USE m 6-SCREWS E.S. N N- N N A- A p N' N N "N STUD WALL FASTENERS PER 9/52.1. I i �' STRAPS WHERE SHOWN ON PLANS.TAKE H U'. A G --A G'- G H- G II --H NOTE: ALL SLACK OUT OF STRAPS. 0.-0,. _ — -_ _ _ _ - _ ( w m / �__ __ �.: .. . . ,- .r• r .. r PLREWS #10-18x11/2"PWH#3 Z w b DO NOT SPLICE , RIM JOIST OVER .'r� (PLYWOOD TO MTL.) r, ANY HEADER ;" i6GA.TRACK CONT.(U.N.O.).PROVIDE DRIVE PINS @ 24TY U U w 2"x2"x20GA.ANGLE E.E.w/3-SCREWS @ SHEARWALLS TYP. Q Z J PER LEG @ EACH JOIST 1.) USE THESE SCREWS FOR COLD FORMED STEEL of .f ry CONSTRUCTION UNLESS NOTED OTHERWISE. LL `L Q TYPICAL G.W.B. SHEAR WALL ELEVATION 2.) ALL COLD FORMED STEEL MEMBERS SHALL MEET SECTION LU J Q m ° TYPICAL JOIST TO RIM JOIST w/ DIAGONAL STRAPS ELEVATION PRSEECTIAS BLISHED ONBYSFIA. 6neBc R ^\//� 1 ry "' 3/4"=V-0" NOTES: 1/4-1 0" O = �.J L. 1 ry 1.) G.W.B.MUST RUN FULL HEIGHT TO CEILING JOIST WHERE NOTED AS SHEAR WALL. r�1 SJE 2.) G.W.B.MUST COMPLY WITH ASTM C1396/1396M. (D 3.) G.W.B.MUST RUN PERPENDICULAR TO FRAMING. J 4.) DRY WALL SCREWS MUST MEET ASTM C954. #8-18 SELF-TAPPING EYE L RIGID STEEL HEAVY WALL EMT CONDUIT SCREW.PENETRATE STRUT @ 12'-0"oc EA.WAY.START 6-0"MAX. THRU STL.MEMBER FROM EDGE OF CEILING AROUND PERIMETER I � - SEE PARALLEL SEE PARALLEL .� CONDITION FOR CONDITION FOR BALANCE OF INFO. BALANCE OF INFO, STEEL FLOOR OR ROOF MEMBERS (MAY BE"SJI"JOISTS) #12 VERT.WIRE HANGER INSIDE CONDUIT UNDERSIDE OF STRUT,PROVIDE ADDITIONAL END 8 O STEEL FLOOR OR INTERMEDIATE VERT.SUPPORT WIRE. p Y a TRACK TO BEAM CONN. ROOF FRAMING a ¢ o � WHERE"L"IS GREATER THAN 8'6"AND 3 m x HILTI X-ENP 19 PAF a ❑ B - @ LESS THAN 17'-0"ADD 4#12 GA.SPLAY 12"oc STAGGERED () WIRES ONE EA.IN PLANE OF EA. RUNNER.LOCATE ADDED SPLAY WIRES AT MID-HT.OF CONDUIT STRUT. 0 „ c R a 1 0 x 20GA.EMT STEEL CONDUIT WHERE o 45°MAX. P. "L"IS GREATER THAN 5'-6".3/4"0 22GA. TOP OF NON LOAD BEARING WALL TOP OF NON LOAD BEARING WALL - EMT STEEL CONDUIT STRUT UP TO L" ► o PERPENDICULAR TO DECKING FLUTE CONDITION TO WIDE FLANGE BEAM OF5'-6".SLIP OVER#12GAGE IN PLACE � 'g z VERT.WIRE CUT TO FIT&SHIM TIGHT TO FLOOR OR ROOF STRUCTURE&MAIN �r 1 TRACK TO ROOF CONN: 45°MAX. RUNNER. 1U o ROOF DECK 1-#10x9/16 WAFER HEAD 45°MAX. SCREWS 8"oc STAGGERED 45°MAX. MAIN RUNNER 45°M CROSS RUNNER(USE S I LOCKING PIN TO U) (n C0 FASTEN CROSS \ RUNNER TO MAIN U Z d 3 16 GAGE CONT.FLAT Y RUNNER. PLATE w/#10 METAL STRUT TO MAIN RUNNER (4)#12 GA.SPLAY WIRES,ONE EA.,IN Z C $m SCREWS @ 12"oc 'I TIGHT FIT.SHIM AS REQUIRED PLANE OF EA.RUNNER-VERTICAL V7 W W J ANGLE APPROX.45°ALL WIRES 3 M INTO LOW FLUTES M 60OT125-33 BOTTOM TRACK SPLICE SECURED TO MAIN RUNNER WITHIN 2" L 22 GAGE CLARK DIETRICH w/HILTI#D5P37P70I OF INTERSECTION.AT EA.END OF MAXTRAK 2D(SLT/H)3"LEG (.177 Ox1 1/2')LOW STUD TO BOT.TRACK TUBING - DEFLECTION TRACK.USE VELOCITY DRIVE PINS @ CONN:#10-i6x1"PPH SPLAY WIRE OR VERT.WIRE ATTACH R, O E 8-#18 SELF LOOPING WIRE THRU HOLE IN RUNNER, GYP.BOTH SIDES #10x9/16"WAFER HEAD 24'oc AND 6'FROM ENDS #3 EACH FLANGE TAPPING SCREWS CONDUIT STRUT OR THRU EYE SCREW& Z 3 0 PER ARCH. rl W w SCREWS EACH STUD FLANGE TWISTING WIRE TIGHT AROUND ITSELF � 3/8"WIDE x 20GA. AT LEAST THREE COMPLETE TURNS IN 1 ❑,6 STRAP 1/2"TYP. C % s 600Si62-33 STUDS @ 16"oc 2"MAX.CL STRUT TO CL SPLAY p1 o R m a CONN.TYP. C a W a MAIN RUNNER q NOTE:SEE ARCH.FOR CEILING NOTE:DTL.SAME AT TOP VERTICAL SUPPORT. BUT MAY BE BENT 90° O TOP F NON LOAD BEARING WALL TOP OF NON LOAD BEARING WALL O O O m PARALLEL TO DECKING FLUTE CONDITION BOTTOM OF WALL CONNECTION TO SLAB TYPICAL SUSPENDED CEILING SECTION 2 "LATERAL" SUPPORT DETAIL (ONLY) - Y m NOTES: 1 112"=1'-0" EMT.IS TO BE ASTM A-519 3/4"=V-0" 1.)ALL METAL TO METAL SCREWS TO BE#10 SCREWS (>3 0- U W i ? Q Z H Q QIQ3: Q � � 00 0- w �� O C C HcnQQ :z p W N N m U 0 N W N N m _o A 0' U � � a W wul Z J _O J o �Y H W N N W I m Z W o S (� D u1 0 w Q Z ag LL Q ry LU J Q 7 o Q sheet 7 ry S2.2 J d 1/2"x 4"x V-0"PLATE w/2-5/8"0 ANCHORS I I EMBED 5 5/8"MIN. 12"x 1/2"0 x 1'A"PLATE I ( )SEE w/4-5/8"0 ANCHORS SEE TYP. I I 1/4 "NOTE"BELOW ELEV. EQ. EQ. NOTES BELOW ELEV. 1/S2.3 TYP. 1/S2.3 TYP. 1 CL SYMM. I I 3/16"CAP PLATE EA.H.S.S. I I o l�l o I25•_8"] h I I EXIST.CONCRETE WALLS Y- I I I I I I I I 4 NOTE:PRIOR TO H.S.S.FABRICATION CONTR.TO VERIFY THE H.S.S.& CONNS.WILL MISS ROOF FRAMING MEMBERS&CONNS. E E R.O.PER T' m N H.S.S.8 x 8 x 1/4 ELEV.1/S2.3 MIN. 0 a £s v STRONGBACK EA. o f t o SIDE OFOPNG. DETAIL I gy 0 DTL. R.O.PER 16" SEE DTL. Z is ELEV.1/S2.3 MIN. lb z DTL. PL112 x 12"x 14"w/ r�8•'if `O O THREADALL DETAIL 1a w oc z DTL. r47J - 1c ® ® 11/2" W ro IT 1 3/16 H LU d jZ Cl NEW 16'."MAX.R.O. 1 1/2" 11" Cl ° g r— TYP.U.N.O. a a I J W GRID E ELEVATION LOOKING SOUTH _ L NOTES: NTS DETAIL 1c Z _1.) CONCRETE ANCHORS:USE 5/8"0 ALL THREAD ROD WADHESIVE& 4 @ INSPECTION PER GENERAL NOTE. 2.) DO NOT SUBSTITUTE OTHER ADHESIVES WITHOUT PRIOR WRITTEN AUTHORIZATION FROM E.N.W. p7 c n d 3.) DO NOT OVER CUT OPENINGS AT CORNERS,TYPICAL. C o m C m `6 � �O M ^^ � U W Q `/) U Z H SlQ J Q � Q � a o0 0- LU E a a_ Q Q Q Ln El (V W N N o Q m rn r, �+ N g 0 N p N N N N ° Q � 6 rx F 3 N U w (Y a W W 1n N J J F ° N W 5 J W I W In o w U U m s o W Y Z � a J ry ED Q ° R < J Q 7 o p sheet a S2.3 7 2 F R A N K L I N 625 Fourth Avenue 1�H 425 827-3324 Suite 202 FAX 425 827-6252 ENGINEERING Kirkland, WA 98033 nitih(-9frirkhrerg.com MECHANICAL CONSULTING November 7, 2023 ENVELOPE SUMMARY RE: Tenant 48 TI - Smartcap Building B 17212 515t Ave Arlington, WA Conversion of existing semi-heated warehouse to conditioned Office space. Project complies with 2018 WSEC, Commercial Provisions, using the Component Performance approach. Roof (Existing): R-38 minimum rigid insulation above roof deck. U=0.027, default Table A102.2.6(1) Wall (Mass, Opaque, Exterior, Floor to 9-6"): Concrete, min 6" thick, 3-1/2" metal studs, 24" oc with R-13 batt insulation, U=0.108, default Table A103.3.6.1(1) per footnote (c) to Table A103.3.7.1(4) Wall (Mass, Opaque, Exterior, 9'-6" AFF to Roof): Concrete, min. 6" thick, with continuous R-21 Batt insulation on stickpins, U=0.045, default Table Al03.3.7.1(4) Wall (Metal, Opaque, Warehouse/Office): 6" metal studs, 16" oc with R-21 batt insulation, plus R-7.5 continuous rigid, U=0.059, default Table A103.3.6.1(1) Floor Over (Existing): Metal joist with R-11 batt insulation, U=0.14, default Table A105.1(3) Slab on Grade (Existing): No Insulation, F=0.73, default Table A106.1 Doors (Swinging, Opaque): Insulated metal, U=0.37, default Table A107.1(1) Tenant 48 TI Envelope Summary November 7, 2023 Page 2 Vertical Glazing (Existing, Fixed): Metal frame, NFRC certified assembly, U=0.38, SHGC=0.38 Vertical Glazing (Existing, Entrance Door): Metal frame, NFRC certified assembly, U=0.60, SHGC=0.38 Please note that these values are minimum insulation requirements for code compliance. Higher insulation values may be installed. SHGC = Solar Heat Gain Coefficient. VT = Visible Transmittance. 11/7/23, 12:08 PM waenergycodes.com/print_project_summary_form.php?k=aWQ9MjE5NzQmZnZpPTE2JmNOaTOzMQ==&print=1 [ENVELOPE COMPLIANCE SUMMARY 2018 WSEC Compliance Forms for Commercial Buildings including Group R2,R3&R4 over 3 stories and all RI Administered by:02023 NEEA,All rights reserved Project Title Tenant 48 TI-2018 WSEC For Building Department Use: Date: Nov 07,2023 17212 51 st Ave Project Address Bldg B Project&Applicant Arlington,WA 98223 Information Applicant Name Harold Christensen-Lance Mueller&Assoc. Applicant Phone 253-325-2553 Applicant Email haroldc@hnueller.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 Office,Professional Services Building Cond.Floor Area 168,494 Type(s) Project Cond.Floor Area 2,086 Project Scope Tenant Spaces—First Build Out Space Conditioning Categories Fully Conditioned Floors Above Grade 1 Compliance Method Compliance Method 1-General Envelope Project Description Office TI Envelope Space Conditioning WWR/SRR Fenestration Compliance Compliance Scope Category Compliance Method per Category UA Calculation Adjustment Alternates Verification Scope and Method Tenant Spaces—First Build Out Fully Conditioned Component performance 17.02%/0% No Calculation Adjustments allowed No alternates selected COMPLIES Air Barrier Testing Air barrier testing included in project scope Air Barrier Comments Tenant 48 TI-2018 WSEC ate Nov 07,2023 Scope&Space Conditioning TENANT SPACES—FIRST BUILD OUT-FULLY CONDITI Compliance Verification COMPLIES Window-to-wall Ratio 17.021% Skylight-to-roof-ratio 0% Vertical Fenestration Alternate No alternates selected Opaque Envelope Assemblies Insulation R-Values Roof/Ceiling Location in Documents Assembly ID Assembly Location Cavity Continuous 2nd Layer U-Factor Net Area(SF) (%penetration) (MB Roof) Insulation entirely above deck I Rigid Above Deck Exterior I R-38(<0.04%) U-0.027 2,086 U-Factor Source:WSEC Appendix A U-Factor Source Description:Table A102.2.4(1) Is this assembly exterior or interior?:Exterior Walls Location in Documents Assembly ID Assembly Location Cavity Continuous Insulated Wall U-Factor Net Area(SF) (%penetration) Furring Steel-framed-Commercial I Mtl Fun-Warehouse Exterior R-21 I R-7.5(<0.04%) U-0.059 3,619 U-Factor Source:WSEC Appendix A U-Factor Source Description:Table A 103.3.6.1(1) Framing Depth:2x6 Framing Spacing:16"oc Is this assembly exterior or interior?:Exterior Mass(precast concrete)-Commercial I Cone+Mtl Furr Yes R-13 R-0(<0.04%) Yes U-0.108 423 Does assembly include wall furring?:Yes Wall Furring Material:Steel-frame Framing Depth:2x4 Framing Spacing:24"oc U-Factor Source:WSEC Appendix A U-Factor Source Description:Table A 103.3.6.1(1) Mass(precast concrete)-Commercial I Cone+Stickpin Yes I R-21(<0.04%) No U-0.045 1,565 Does assembly include wall furring?:No Framing Spacing: U-Factor Source:WSEC Appendix A U-Factor Source Description:Table A 103.3.6.1(1) Floors and Edges Location in Documents Assembly ID Assembly Location Cavity Continuous U-Factor Net Area(SF) (%penetration) https://waenergycodes.com/print_project_summary_form.php?k=aWQ9MjE5NzQmZnZpPTE2JmNOaTOzMQ==&print=1 1/4 11/7/23, 12:08 PM waenergycodes.com/print_project_summary_form.php?k=aWQ9MjE5NzQmZnZpPTE2JmNOaTOzMQ==&print=1 Steel-framing/joist I Soffit over Entry Exterior R-11 I R-0(<0.04%) 1 1 U-0.14 96 U-Factor Source:WSEC Appendix A U-Factor Source Description:Table A105.1(3) Framing Depth:2x4 Is this assembly exterior or interior?:Exterior Slab-on-grade Floors Location in Documents Assembly ID Assembly Location Slab Edge Under Slab F-Factor Perimeter Length(SF) Unheated slab I Uninsulated Slab At grade level R-0 I R-0 F-0.73 245 Slab Insulation Method:Uninsulated slab F-Factor Source:WSEC Appendix A F-Factor Source Description:Table A106.1 Fenestration&Opaque Door Assemblies MR Insulation R-Values Opaque Doors Location in Documents Assembly ID Assembly Location Door Insulation U-Factor Rough Opening(SF) Swinging I Man Door Interior partition I U-0.37 21 What percentage of this opaque door is glazing?:50%or less U-Factor Source:WSEC Appendix A U-Factor Source Description:Table A107.1(1) Is this assembly exterior or interior?:Interior partition Vertical Fenestration Location in Documents Assembly ID Assembly Location Shading(PF) Fenestration Fenestration Rough SHGC U-Factor Opening(SF) Fixed-Class AW or site built NFRC Windows Exterior PF<0.2 SHGC-0.38 U-0.38 533 U-Factor&SHGC Source:NFRC Rating U-Factor Source Description: 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 I NFRC Entrance Exterior I PF<0.2 SHGC-0.38 U-0.60 42 U-Factor&SHGC Source:NFRC Rating 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://waenergycodes.com/print_project_summary_form.php?k=aWQ9MjE5NzQmZnZpPTE2JmNOaTOzMQ==&print=1 2/4 11/7/23, 12:08 PM waenergycodes.com/print_project_summary_form.php?k=aWQ9MjE5NzQmZnZpPTE2JmNOaTOzMQ==&print=1 Project Tic i Tenant 48 TI-2018 WSEC Date Nov 07,2023 U x A Calculation TENANT SPACES-FIRST BUILD OUT-FULLY CONDITIONED COMPLIES L Opaque Envelope Assemblies PROPOSED TARGET Roof/Ceiling Roof/Ceiling Roof/Ceiling Assembly ID Assembly U- Net Area(SF) U x A Assembly U- Net Area(SF) U x A Factor Factor Insulation entirely above deck Rigid Above Deck 0.027 2,086.0 56.3 0.027 2,086.0.0 56.3 wan wan Walls Assembly ID Assembly U- Net Area(SF) U x A Assembly U- Net Area(SF) U x A factor factor Steel-framed-Commercial Mtl Furr-Warehouse 0.059 3,619.0 213.5 0.055 3,619.0 (1) Mass(precast concrete)-Commercial Conc+Mtl Furr 0.108 423.0 45.7 0.104 423.0 (1) Mass(precast concrete)-Commercial Conc+Stickpin 0.045 1,565.0 70.4 0.104 1,565.0 (1) Floor Floor Floors and Edges Assembly ID Assembly U- Net Area(SF) U x A Assembly U- Net Area(SF) U x A Factor Factor Steel-framing/joist Soffit over Entry 0.14 96.0 13.4 0.029 96.0 (1) Slab on Grade Floor PROPOSED TARGET Slab-on-grade Floors Assembly ID F-Factor Perimeter Length U x A F-Factor Perimeter Length U x A (LF) (LF) Unheated slab Uninsulated Slab 0.73 245.0 178.9 0.54 245.0 (1 (1) Fenestration and Opaque Door Assemblies PROPOSED TARGET Door Opaque Doors Assembly ID Assembly U- Rough Opening U x A Assembly U- Ror ough Opening U x A Factor (SF) Factor (SF) Swinging Man Door 0.37 21.0 7.8 0.37 21.0 ) 7.8 Fenestration Rough Opening Fenestration Rough Opening Vertical Fenestration Assembly ID Assembly U- U x A Assembly U- U x A Factor (SF) Factor (SF) Fixed-Class AW or site built NFRC Windows 0.38 533.0 202.5 0.38 533.0 202.5 Door Door Glazed Doors Assembly ID Assembly U- Rough Opening U x A Assembly U- Rough Opening U x A Factor (SF) Factor (SF) Swinging entrance door NFRC Entrance 0.60 42.0 25.2 0.60 42. 25.2 Proposed Area Proposed UxA Target Area Target UxA Project Totals 8,630 814 8,630 833 https://waenergycodes.com/print_project_summary_form.php?k=aWQ9MjE5NzQmZnZpPTE2JmNOaTOzMQ==&print=1 3/4 11/7/23, 12:08 PM waenergycodes.com/print_project_summary_form.php?k=aWQ9MjE5NzQmZnZpPTE2JmNOaTOzMQ==&print=1 Project Tim i Tenant 48 TI-2018 WSEC Date Nov 07,2023 SHGC x A Calculation TENANT SPACES-FIRST BUILD OUT-FULLY CONS ED COMPLIES -M O Fenestration and Opaque Door Assemblies PROPOSED TARGET Glazed Doors-North Facing Assembly ID PIT SHGC Door Rough Opening SHGC x A Glazed Door Rough Opening SHGC x A SHGC (SF) SHGC (SF) Swinging entrance door NFRC Entrance PF<0.2 0.38 42.0 1 0.51 42.0 (1) Vertical Fenestration-North Facing Assembly ID pF Fenestration Rough Opening SHGC x A Fenestration Rough Opening SHGC x A SHGC (SF) SHGC (t Fixed-Class AW or site built NFRC Windows PF<0.2 0.38 533.0 202.5 0.51 5 Proposed Area Proposed SHGC x A Target Area Target SHGC x A Project Totals 575 219 575 293 https://waenergycodes.com/print_project_summary_form.php?k=aWQ9MjE5NzQmZnZpPTE2JmNOaTOzMQ==&print=1 4/4 STRUCTURAL E�NW ENGINEERS Engineers Northwest Inc., P.S. ARLINGTON AIRPORT INDUSTRIAL BUILDING - TENANT 48 T. I . Arlington, WA 98223 STRUCTURAL CALCULATIONS FOR INTERIOR LIGHT GAGE STEEL STRUCTURES �y MAX WAS F- CJ, O Z S/0 ALL'�� 11/07/2023 2018 IBC November 7, 2023 ENW#22022006 • 19020 33'd Ave W#350•Lynnwood,WA 98036 206.525.7560•fax 206.522.6698 www.engineersnw.com PROJECT INFO Project: Arlington Airport Industrial Park Building B - IDI Distributor TI Scope: Addition of non-load bearing demising walls. Addition of restroom that has joist framing for gyp ceiling support. Addition of office space. The walls separating the warehouse open space from the office space are full height non load bearing walls. There is no joist framing over the top of these offices. Note original building was designed with future office space and is accounted for in the original lateral design. Two existing exterior tilt-up panels along grid E will have existing openings enlarged. Code: IBC 2018; ASCE 7-16 Lateral System for Restroom: US shear wall walls with flat strap bracing. the joists and flat strap bracing will serve as the diaphragm. Warehouse lateral system: A review was done on the exterior shear walls to see how the lateral load would be distributed amongst the shear walls along grid E, the wall with the enlarged openings. If the shear in the walls only increases less than 10%, the lateral system is okay. 2 LOADS STRUCTURAL CALCULATIONS PROJECT# PROJECT DATE SUBJECT- LIGHT GAGE STEEL LOADS -SHEET OF BY- - l � - ..._ _..... ......... . 3.4 . PSF .. - _-- - c . . -�,1 --------- _. _ - - - _..- -- - - - ---- - --- --- - - - -- - - ------ ----------- -- -- R 01, _ , 10 iv 5 - - _ -- - ENGINEERS-NORTHWEST,INC.P.S. SHEET OF 9725 THIRD AVE.N.E.(SUITE 207) SEATTLE,WA.98115 * Property of Engineers Northwest, Inc., P.S.- Use by others unlawful ASCE 7-16 Seismic Loads per ASCE 7-16-Chapter 12 Seismic Design Requirements for Building Structures Input Cells= Project Number: Project Name: AAIP Building B- IDI Distributors T.I. Location: Arlington,WA Design By: 2018 IBC Section 1613/ASCE 7-16 Section 12.8 Equivalent Lateral Force Procedure All references below are to ASCE 7-16(U.N.O.) Input Basic Seismic Force Resisting System=A17. Light-frame walls with shear panels of all other materials Basic Seismic Force Resisting System= BWS =Bearing Wall Systems Is diaphragm considered flexible?= YES Structural height, hn= 9.5 ft Sr= 1.059 spectral response acceleration at a period of 0.2s for Site Class B S1 = 0.378 spectral response acceleration at a period of 1.Os for Site Class B TL= 6 Long-period transition period Site Class(soil)= D Risk Category= II Table 1.5-1 Top of wall elevation(parapet)= 9.5 ft Elev.of top of wall lateral support(max.)= 9.5 ft(roof high point-minimum parapet) Elev. of top of wall lateral support(min.)= 9.5 ft(roof low point-maximum parapet) Regular structure<_5 stories?= YES Section 12.8.1.3 Output Site Coefficient, Fa= 1.076 Table 11-4.1 Site Coefficient, F = 1.922 Table 11-4.2 SMS= 1.139 Eqn 11.4-1 SMi = 0.727 Eqn 11.4-2 SDS= 0.759 Eqn. 11.4-3 Spy = 0.485 Eqn. 11.4-3 Seismic Design Category(SDC)= D Section 11.6&Tables 11.6-1 & 11.6-2 To= 0.128 Section 11.4.5, 0.2Sd1/Sds TS= 0.639 Section 11.4.5, Sd 1/Sds Ct= 0.02 Table 12.8-2 Period,T= 0.108 sec, Section 12.8.2.1 (Eqn 12.8-7) Sa= 0.688 Section 11.4.5(Eqns 11.4-5, 11.4-6, 11.4-7) Response Modification Coefficient, R= 2 Table 12.2-1 System Overstrength Factor,00= 2 Table 12.2-1 Deflection Amplification Factor, Cd= 2 Table 12.2-1 Importance Factor, le= 1 Table 1.5-2, by Risk Category Detailing Reference Section = 14.1 and 14.5 Cs caic= 0.38 Section 12.8.1.1, Eqn 12.8-2 Cs max= 2.245 Section 12.8.1.1, Eqns 12.8-3& 12.8-4 Cs min= 0.033 Section 12.8.1.1, Eqns 12.8-5& 12.8-6 Cs use= 0.38 Section 12.8.1.1, Eqns 12.8-2- 12.8-6 V.= 0.38 *W (LRFD) Section 12.8.1, Eqn 12.8-1 V= 0.266 *W (ASD) E = 0.152 *D=+/-Sps D(Eqn 12.4-4)- May be zero for proportioning foundations. 2 5 GRAVITY LIGHT GAGE STEEL DESIGN NON - LOAD BEARING DEMISING WALL Project Name: Cfs Calcs Page 1 of 1 Model: New Demising Wall Date: 11/06/2023 Code: 2012 NASPEC[AISI S100-2012j Simpson Strong-Tie®CFS DesignerTm 5.2.1.0 Section : 60OS162-43(33 ksi) @ 16"o.c. Single C Stud(punched) Maxo= 1390.0 ft-lb Va= 1415.7 lb I= 2.32 in^4 1 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Bridging Connectors-Design Method =AISI S100 Axial Flexual, Stress Span KyLy, KtLt Distortional Connector Ratio Span Sheathed, Full, 333.0" N/A - Sheathed Web Crippling Bearing pa M Support Load (lb) (in) (Ib) (ft-Ibs) Max Int. Stiffener? 27.75 � R2 92.50 1.50 295.3 0.0 0.16 NO 6 R1 92.50 1.50 295.3 0.0 0.16 NO after support means punched near support Gravity Load Type Load (Ib) Uniform 9.33plf Code Check Required Allowed Interaction Notes Span Max.Axial, Ibs 259.0(c) 3222.2(c) 8% K(P=0.00 lb-in/in Max KL/r= 146 Max. Shear, Ibs 92.5 1240.3 7% Shear(Punched) Max. Moment(MaFy, Ma-dist),ft-Ibs 641.7 1205.1 53% Ma-dist(control),K(D=0.00 lb-in/in Moment Stability,ft-Ibs 641.7 1390.0 46% Shear/Moment 0.46 1.00 46% Shear 0.0, Moment 641.7 Axial/Moment 0.57 1.00 57% Axial 134.4(c), Moment 640.8 Deflection Span, in 1.302 --meets L/256-- Connector Anchor Support Rx(lb) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R2 92.5 0.0 By Others&Anchorage Designed by Engineer NA NA R1 92.5 259.0 By Others&Anchorage Designed by Engineer NA NA Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 8 BATHROOM COLD FORMED STEEL FRAMING Project Name: cfs talcs Page 1 of 1 Model: Typical Bathroom Ceiling Joist Simple span Date: 11/06/2023 Code: 2012 NASPEC[AISI S100-2012j Simpson Strong-Tie®CFS DesignerTm 5.2.1.0 P Section: 600S162-54(50 ksi) @ 24"o.c. Single C Stud (unpunched) 1 �Maxo= 2527.1 ft-lb Va= 2822.9 lb I= 2.86 in14 Loads have not been modified for strength checks Loads have not been modified for deflection calculations 30.00lb/`t Bridging Connectors -Design Method=AISI S100 Axial Flexual, Stress Span KyLy, KtLt Distortional Connector Ratio R � Span NA 60.0", 72.0" MSUBH3.25 (Max) - 6.00 Web Crippling �•x Bearing pa M Support Load(lb) (in) (lb) (ft-Ibs) Max Int. Stiffener? R1 148.33 3.50 909.4 0.0 0.08 NO R2 231.67 1.50 679.1 0.0 0.18 NO P1 200.00 3.50 1713.1 359.4 0.15 NO after support means punched near support Point Loads P1 Load(lb) 200.00 X-Dist.(ft) 4.25 Code Check Required Allowed Interaction Notes Span Max.Axial, Ibs 0.0(t) - 0% KO=0.00 lb-in/in Max KL/r= N/A Max. Shear, Ibs 231.7 2822.9 8% Max. Moment(MaFy, Ma-dist),ft-Ibs 359.5 2158.3 17% Ma-dist(control),K(P=0.00 lb-in/in Moment Stability,ft-Ibs 359.5 2072.7 17% Shear/Moment 0.16 1.00 16% Shear 179.3, Moment 358.8 Axial/Moment 0.17 1.00 17% Axial 0.0(c), Moment 359.4 Deflection Span, in 0.025 --meets L/2906-- Connector Anchor Support Rx(lb) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R1 0.0 148.3 By Others&Anchorage Designed by Engineer NA NA R2 0.0 231.7 By Others&Anchorage Designed by Engineer NA NA " Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtiexom 10 Project Name: cfs calcs Page 1 of 1 Model: Typical Bathroom Ceiling 2span condition Date: 11/06/2023 Code: 2012 NASPEC[AISI S100-2012j Simpson Strong-Tie®CFS DesignerTm 5.2.1.0 P Section: 600S162-54(50 ksi) @ 24"o.c. Single C Stud (unpunched) 1 �Maxo= 2527.1 ft-lb Va= 2822.9 lb I= 2.86 in14 Loads have not been modified for strength checks Loads have not been modified for deflection calculations 30.00lb/t 30.00lb"t Bridging Connectors -Design Method=AISI S100 Axial Flexual, Stress 10 Span KyLy, KtLt Distortional Connector Ratio R, Rz 13 Left Span NA None, 120.0" N/A i p - 10.00 MOO Right Span NA None, 120.0" N/A - ~X Web Crippling Bearing Pa M Support Load(lb) (in) (lb) (ft-Ibs) Max Int. Stiffener? R1 214.06 6.00 1115.8 0.0 0.10 NO R2 546.88 2.00 1494.0 609.4 0.35 NO R3 89.06 1.00 598.9 0.0 0.08 NO P1 250.00 1.50 1403.1 695.3 0.26 NO after support means punched near support Point Loads P1 Load(lb) 250.00 X-Dist.(ft) 5.00 Code Check Required Allowed Interaction Notes Left Span Max.Axial, Ibs 0.0(t) - 0% K(D=0.00 lb-in/in Max KL/r= N/A Max. Shear, Ibs 335.9 2822.9 12% Max. Moment(MaFy, Ma-dist),ft-Ibs 695.3 2158.3 32% Ma-dist(control),KO=0.00 lb-in/in Moment Stability,ft-Ibs 695.3 769.5 90% Shear/Moment 0.28 1.00 28% Shear 186.2, Moment 693.5 Axial/Moment 0.90 1.00 90% Axial 0.0(c), Moment 695.3 Deflection Span, in 0.110 --meets L/1095-- Right Span Max.Axial, Ibs 0.0(t) - 0% KO=0.00 lb-in/in Max KL/r= N/A Max. Shear, Ibs 210.9 2822.9 7% Max. Moment(MaFy, Ma-dist),ft-Ibs 609.4 2158.3 28% Ma-dist(control),KO=0.00 lb-in/in Moment Stability,ft-Ibs 246.0 940.5 26% Shear/Moment 0.25 1.00 25% Shear 210.9, Moment 609.4 Axial/Moment 0.28 1.00 28% Axial 0.0(c), Moment 609.4 Deflection Span, in 0.013 --meets L/9590-- Connector Anchor Support Rx(lb) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R1 0.0 214.1 By Others&Anchorage Designed by Engineer NA NA R2 0.0 546.9 By Others&Anchorage Designed by Engineer NA NA R3 0.0 89.1 By Others&Anchorage Designed by Engineer NA NA * Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtiexom 11 Project Name: cfs talcs Page 1 of 1 Model: Typ 3.625inch bearing wall stud 9'tall Date: 11/06/2023 Code: 2012 NASPEC[AISI S100-2012j Simpson Strong-Tie®CFS DesignerTm 5.2.1.0 Section : 3625162-33(33 ksi) @ 24"o.c. Single C Stud(punched) Maxo= 440.9 ft-lb Va= 1023.6 lb I= 0.55 in^4 1 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Bridging Connectors-Design Method =AISI S100 Axial Flexual, Stress Span KyLy, KtLt Distortional Connector Ratio Span Sheathed, Full, 108.0" N/A - Sheathed Web Crippling Bearing pa M Support Load (lb) (in) (Ib) (ft-Ibs) Max Int. Stiffener? 9.00 o R2 45.00 6.00 321.5 0.0 0.07 NO 6 R1 45.00 6.00 321.5 0.0 0.07 NO after support means punched near support Gravity Load Type Load (Ib) Uniform 14.00plf Ply 500.0OIb @ 9.00ft Code Check Required Allowed Interaction Notes Span Max.Axial, Ibs 626.0(c) 2511.5(c) 25% K(P=0.00 lb-in/in Max KL/r=74 Max. Shear, Ibs 45.0 521.2 9% Shear(Punched) Max. Moment(MaFy, Ma-dist),ft-Ibs 101.2 440.9 23% MaFy(control),K(P=0.00 lb-in/in Moment Stability,ft-Ibs 101.2 440.9 23% Shear/Moment 0.23 1.00 23% Shear 0.0, Moment 101.2 Axial/Moment 0.47 1.00 47% Axial 566.5(c), Moment 100.9 Deflection Span, in 0.091 --meets L/1190-- Connector Anchor Support Rx(lb) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R2 45.0 0.0 By Others&Anchorage Designed by Engineer NA NA R1 45.0 626.0 By Others&Anchorage Designed by Engineer NA NA Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 12 Project Name: cfs talcs Page 1 of 1 Model: Typ 6inch bearing wall stud 9'tall Date: 11/06/2023 Code: 2012 NASPEC[AISI S100-2012j Simpson Strong-Tie®CFS DesignerTm 5.2.1.0 Section : 60OS162-33(33 ksi) @ 24"o.c. Single C Stud(punched) Maxo= 950.6 ft-lb Va= 638.1 lb I= 1.79 in^4 1 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Bridging Connectors-Design Method =AISI S100 Axial Flexual, Stress Span KyLy, KtLt Distortional Connector Ratio Span Sheathed, Full, 108.0" N/A - Sheathed Web Crippling Bearing pa M Support Load (lb) (in) (Ib) (ft-Ibs) Max Int. Stiffener? 9.00 o R2 45.00 6.00 297.4 0.0 0.08 NO 6 R1 45.00 6.00 297.4 0.0 0.08 NO after support means punched near support Gravity Load Type Load (Ib) Uniform 14.00plf Ply 500.0OIb @ 9.00ft Code Check Required Allowed Interaction Notes Span Max.Axial, Ibs 626.0(c) 2984.4(c) 21% K(P=0.00 lb-in/in Max KL/r=47 Max. Shear, Ibs 45.0 638.1 7% Shear(Punched) Max. Moment(MaFy, Ma-dist),ft-Ibs 101.2 788.8 13% Ma-dist(control),K(D=0.00 lb-in/in Moment Stability,ft-Ibs 101.2 950.6 11% Shear/Moment 0.11 1.00 11% Shear 0.0, Moment 101.2 Axial/Moment 0.32 1.00 32% Axial 568.2(c), Moment 100.6 Deflection Span, in 0.028 --meets L/3869-- Connector Anchor Support Rx(lb) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R2 45.0 0.0 By Others&Anchorage Designed by Engineer NA NA R1 45.0 626.0 By Others&Anchorage Designed by Engineer NA NA Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 13 Project Name: Cfs calcs Page 1 of 1 Model: Typ bearing wall stud 25.75ft tall stud w/lat pt load from rest room Date: 11/06/2023 Code: 2012 NASPEC[AISI S100-2012) Simpson Strong-Tie@ CFS DesignerTm 5.2.1.0 Section : 60OS162-43(33 ksi) @ 16"o.c. Single C Stud(punched) Maxo= 1390.0 ft-lb Va= 1415.7 lb I= 2.32 in^4 1 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Bridging Connectors-Design Method =AISI S100 Axial Flexual, Stress Span KyLy, KtLt Distortional Connector Ratio Span Sheathed, Full, 309.0" N/A - Sheathed Web Crippling Bearing pa M Support Load (lb) (in) (lb) (ft-Ibs) Max Int. Stiffener? 25.75 � P1x 75.00 1.50 602.8 969.2 0.49 NO 6 R2 113.70 6.00 492.8 0.0 0.12 NO T)M,x R1 132.97 6.00 492.8 0.0 0.14 NO "*"after support means punched near support Gravity Load y Type Load (lb) 1 Uniform 9.33plf 1 Ply 170.00Ib @ 9.00ft A Point Loads P1x Load(lb) 75.00 Y-Dist.(ft) 9.00 Moments M1 Load(ft-lb) 42.50 Y-Dist.(ft) 9.00 Code Check Required Allowed Interaction Notes Span Max.Axial, Ibs 410.3(c) 2181.0(c) 19% K0=0.00 lb-in/in Max KL/r= 136 Max. Shear, Ibs 133.0 1240.3 11% Shear(Punched) Max. Moment(MaFy, Ma-dist),ft-Ibs 969.2 1205.1 80% Ma-dist(control),K0=0.00 lb-in/in Moment Stability,ft-Ibs 969.2 1390.0 70% Shear/Moment 0.70 1.00 70% Shear 2.1, Moment 969.2 Axial/Moment 0.98 1.00 98% Axial 327.2(c), Moment 920.1 Deflection Span, in 1.582 --meets L/195-- Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R2 113.7 0.0 By Others&Anchorage Designed by Engineer NA NA R1 133.0 410.3 By Others&Anchorage Designed by Engineer NA NA * Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 14 BATHROOM COLD FORMED STEEL LATERAL STRUCTURAL CALCULATIONS PROJECT# PROJECT- DATE SUBJECT SHEET OF BY -- ---..............__._... :........ ......._ ... ................................ -- __.._... -- ------- - -- - ......... - - - -- - ------------------------ J - _ _ _ _ _._ a 1` t t k �'t - �. _ - - - -- - --- -- j...... _ } i t P - _.. -.. ._ . - - - - - ----- -- - -- - e 2 C � , -.- .. .-...-- .- t .F= S. _ - - - -- -- - - - - --- - - ----- ----- -- ------------ ---- -- --- -- �. - r •� _ tr .......... _- - - -- - - -- - --- - _ . . .... .. .................. -- - - - -- - - - _ _. _.__ _ . _. vv - - -- -- . _ - ............. - - - -- vt -. .. - .--- -- - _ _ _ __ _. --. _. _-- - _. - Project Name: Cfs CaICS Page 1 of 3 Model: LFRS Shearwall —1 Date: 11/06/2023 Code: 2012 NASPEC[AISI S100-2012j Simpson Strong-Tie®CFS DesignerTm 5.2.1.0 AISI S400-15/S1-16 AISI S240-15 LFRS Shearwall Summary Report L_-,zdr ~ Load Inputs (All Loads are Unfactored LRFD Forces) 9 ft Top of Level Shear(lb) I-t 1 Level Wind Seismic Aspect Ratio 1 437 967 1.03 Seismic Design Parameters: Seismic Design Category= D SDS = 0.759 le = 1 Overstrength Defl Amplification Level Factor, Q0 Factor, Cd 1 2 2 Additional Applied Chord Axial Loads (lb) - Unfactored Level D L Lr S W 1 0 0 0 0 0 I40 8.75 ft Additional Applied Chord Moments (ft-lb) - Unfactored Level D L Lr S W E 1 0 0 0 0 0 0 Total and Unit Shear Forces Wind Shear Forces Seismic Shear Forces Vu, Total vu, per ft Vu, Total vu, per ft Level (lb) (lb/ft) (lb) (lb/ft) 1 437 49. 967 110. Shear Wall Sheathing and Fastener Selection Edge/Field Framing Max One or Fastener Fastener Thickness Framing Two Level Sheathing Size Spac (in) (mils) Spac (in) Sides 1 GWB No. 6 7/7 43 24 1 Shear Strength Modification Factors Wind Seismic Level Modifiers Modifiers SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 17 Project Name: cfs calcs Page 2 of 3 Model: LFRS Shearwall —1 Date: 11/06/2023 Code: 2012 NASPEC[AISI S100-2012j Simpson Strong-Tie®CFS DesignerTm 5.2.1.0 AISI S400-15/S1-16 AISI S240-15 LFRS Shearwall Summary Report 1 None None Available Shear Strength and Shear Ratios Wind Seismic Aspect Ratio Available Shear Shear Ratio Aspect Ratio Available Shear Shear Ratio Level Factor Strength, vn Ib/ft vu/ vn Factor Strength, vn Ib/ft vu/(Ovn 1 1 188 0.265 1 174 0.635 Chords Bracing (in) Axial Axial Flex K4) Axial K(P Bracing, Level Section Fy (ksi) Configuration Flexural KyLy KtLt (lb-in/in) (lb-in/in) Lm (in) 1 362S162-43 33 Single 48 48 48 0 0 None Load Combinations IBC 2018 LRFD LC1 = 1.4D LC2 = 1.21D + 1.6L + 0.5(Lr or S) LC3 = 1.21D + 1.6(Lr or S) + (L or 0.5W) LC4 = 1.21D + 1.OW+ L + 0.5(Lr or S) LC6 = 1.21D + 1.0E + L + 0.2S LC06 = (1.2+0.2Sds)D + QoQe + L + 0.2S Note: LC06 based on the lower of Overstrength or Expected Strength Factored Chord Compression, Pu (lb) Level LC1 LC2 LC3 LC4 LC6 LC06 1 0 0 225 437 995 1989 Factored Chord Strong-Axis Bending, Mux(ft-lb) Level LC1 LC2 LC3 LC4 LC6 LC06 1 0 0 0 0 0 0 Minimum Minimum Interactions Level 4)Mnx (ft-lb) 4)Pn (lb) LC1 LC2 LC3 LC4 LC6 LC06 1 894 4262 0 0 0.053 0.103 0.233 0.467 Ties and Holdowns Holdown Holdown Exposed Rod Capacity Disp at Holdown Rod Dia. Level Holdown Quantity Config Length (in) 0 Tn (lb/Each) 4) Tn (in) height (in) (in) 1 DTT1Z-33 1 Base 4 1270 0.25 7.125 0.375 SIMPSON STRONG-TIE COMPANY INC. www.strongtiexom 18 Project Name: cfs calcs Page 3 of 3 Model: LFRS Shearwall —1 Date: 11/06/2023 Code: 2012 NASPEC[AISI S100-2012j Simpson Strong-Tie®CFS DesignerTm 5.2.1.0 AISI S400-15/S1-16 AISI S240-15 LFRS Shearwall Summary Report Holdown Offset from Level End of Shear Wall (in) 1 0.0 Load Combinations (IBC 2018 LRFD) LC5 = 0.91D + 1.OW LC7 =(0.9-0.2Sds)D + 1.0E LC07 =(0.9-0.2Sds)D + Me Note: LC07 based on the lower of Overstrength or Expected Strength Factored Net Uplift(lb) (Negative values represent uplift, Positive values indicate no net uplift) Shear Forces (lb) Level LC5 LC7 LC07 Wind Seismic Seismic w/Overstrength 1 -449 -995 -1989 437 967 1934 Ratio (Factored Net Uplift)/(Holdown Capacity) LC5 LC7 LC07 1 0.783 1.566 Displacement Floor-Floor Relative Displacement(in) Drift% Level Wind Seismic Seismic, Win ismic Seismic, Cd 1 Note 1 Note 1 e 1 Note 1 Note Note 1 Note 1 : AISI S240-15 0-15/S1-16 do not include provisions for determination of de of GWB shear w ections must be calculated using rational analysis NOTE: THERE IS NO UPLIFT AND NO NEED FOR A HOLDOWN. THE PROGRAM DOES NOT ACCOUNT FOR THE WALL SELF WEIGHT. OVERTURNING MOMENT=967#X 9'=8703 FT-# RESISTING DEAD LOAD MOMENT= 8.75'*9"(7PSF X.9)"8.75'/2=2171 FT-#> OVERTURNING MOMENT SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 19 ENLARGING 2 OPENINGS ALONG GRID E TILT UP PANELS EXISTING BUILDING LATERAL Two existing exterior tilt-up panels along grid E will have existing openings enlarged. The width will remain the same, but it will grow taller by 2'. (from 14' to 16' tall). A review was done on the exterior shear walls to see how the lateral load would be redistributed amongst the remaining shear walls along grid E if the 2 walls with the enlarged openings were not considered shear walls anymore. If the shear in the walls only increases less than 10%, the lateral system is considered okay. 21 3 a, t on c E v 0 0 $ 000000000000000000000000000000 c-I c-I r-I c-I c-I c-I c-I c-I r-I c-I c-I c-I c-I c-I c-I c-I c-I c-I . . w O "- 'j I '1 I 'R "- r-I cq o 0 0 0 a, c � � va V a m m r1 rl m m r1 rl m m ,-I rl m rl ,-I m ,-I ti m m .-I rl m m ,-I ti m m � c L m O O N N O O N N O O N N O N N O N N O O N N O O N N O O M v ORIG. SHEAR N v m 0 0 .--I .--I O O c-I '-I O O c-I r-I O .--I c-I O .--I .--I O O c-I r-I O O .-I .-I 0 0 6 � Uq C r1 c-I c-I c-I c-I c-I rl c-I c-I c-I rl c-I c-I c-I c-I c-I c-I c-I c-I c-I rl c-I c-I c-I r1 c-I rl c-I U ti In W ID n n W ID n n W ID n n W n n ID n n W ID 0 0 W ID n ID ID > O W tb 0 0 W o0 O o Lb-0 O O Lb O O o0 O o ob o0 O O DJ o0 O o ob o0 O O O O N N O O N N O O N N O N N O N N O O . O O N N 0 0 0 11,1 r-I rl e-I rl '-I c-I .--I c-I .--I c-I .--I c-I e-I rl '-I c-I .--I c-I .--I c-I .--I c-I .--I c-I .--I c-I .--I c-I NEW SHEAR. SHEAR a 0 0 W N V V tb V V W tb V V W tb V o0 W V W m m m O O m m m m m m N M M M M M M M M M M M M M M M M M M M M M O O M M M M M M m O O O O O O O O O O O O O O O O O O � Y � N LDQ ^ LO lD O lD LO D LO lD O D LO ID D O N O N ry �y N N ✓1 N N ✓1 N N N N ✓1 N N O O N N ✓1 ci m M a M M n n M M n n M M n n M n n M n n M M n n m M M m M m M m M m M m M m M m M m M m M m m M m M m M m m Q I I Y W c '6 d m v Ln LO n IXJ m 0 c-I N m V Ln LO In w m 0 c-I N m Ln LO n IXJ m 0 w N � W Ln Ln Ln Ln Ln Ln Ln lD tD lD tD lD tD lD tD lD ID I� n n n n n n n n W 00 W N N ai 'O l7 T THE 2 (E)TILT PANELS THAT WILL HAVE 3 Y m o v oo m oo Y m M m a o m THERE OPENINGS ENLARGED WILL NO m Lo M m °° > o" m m iD m LONGER BE CONSIDERED SHEAR WALLS. s c4 w m N ri r1 N r, m oo ri z . N N N N z N N N N THE LATERAL LOAD ALONG GRID E WILL BE 3 a a DISTRIBUTED TO THE REMAINDER OF THE a a PANELS AND THE ORGINAL LOADS WILL BE Lu w O O cc c COMPARED TO THE NEW LOADS. c r-I c-I c-I N r-I c-I O O n' v �+ O O O O O O O v d L ¢ O a Lu Y Y ACCORDING TO THIS, THERE IS ONLY A N m 7.61% INCREASE IN THE PANEL LOADS. 00 N a 00 ° O � � w � O D w � N � � THEREFORE, EXISTING SHEAR WALLS ARE z v M v m n n z n oo v o M a o0 m .-I m eo M M M a m Ib m o0 0� m v ti � - 4 OKAY SINCE IT DOES NOT INCREASE BY v N MORE THAN 10%. m 0q 00 ti o o_ N m Ln LO n IXJ m o- LO n w m O N m Z _ a v a v a v a N y m m m m m m m N m �` -p > '6 Q N > (7 7 N � J LL v Z s d 3o O u LP w w 10 N 0 m 0 Ln � Ln Ln � Ln M N Ln � Ln Ln � Ln Ln � Ln N 0 0 m > m O O m � tb � � tb � r � tb � � tb � � tp � m io vi Lri `^ O o6 cn o o6 m o o6 m o6 ^'� ni ^'� o6 m o o6 m o6 a o6 m o6 O `^ Lri Lri io c-I c-I c-I J 3 z H o a O � � a z f0 a m n m L m m m oo m m m oo m m m Ln m a m m m oo m m m oo m m m L m n � m Q Ln m N c-I N V N c-I N V N c-I N V O V N r-I N V N c-I N V N r-I N M 0 . . N Q a O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O D a)Co jp Y C K v as !n O LO m 0 c-I O O c-I O O c-I O c-I N 'D O c-I O O c-I O O c-I O m ol 'D LO O m O °00j G N N N O ci Ln M Ln Ln M Ln Ln M Ln m N ^ Ln M Ln Ln M Ln Ln M Ln ci O N N N m ry N Ln N O 7 LD 7 LD �o LD 7 to 'D to V to O --I to V to to 7 to to V to 7 O Ln v! 6 V V m m N m V V ID LO Q o ti N u II u O o J M Q r Lu .-i N M Ln tD I� W m O c-I N m V L(1 LD r m rl m L(1 LD r tb m O r-I N m V L(1 LD r m O c-I z � 22 WALL STRONGBACK & LINTEL DESIGN Two existing exterior tilt-up panels along grid E will have existing openings enlarged. The width will remain the same, but it will grow taller by 2'. (from 14' to 16' tall). Stongbacks are required. 23 ENGINEERS-NORTHWEST,INC.P.S. SHEET OF 9725 THIRD AVE.N.E.(SUITE 207) SEATTLE,WA.98115 Property of Engineers Northwest,Inc.,P.S.- Use by others unlawful ASCE 7-16 Seismic Loads per ASCE 7-16-Chapter 12&13.3&13.4(Structural&Nonstructural Out-of-Plane Forces) Input Cells= Project Number: Project Name: Location: Design By: ASCE 7-16 Sect. 12.11.1 Structural Walls Out-of-Plane Forces(all forces are strength design) Input Wall weight,W.=1 91 Ipsf Lf= 200 ft Top of wall support(parapet)= 31.33 ft Elev.of top of wall lateral support(max.)= 29.66 ft(roof high point-minimum parapet) Elev.of top of wall lateral support(min.)= 25 ft(roof low point-maximum parapet) SoS= 0.759 le= 1 ka= 2 Seismic Design Category(SDC)= D Out ut P- 0. 4 w ( trengt esign orce) Fp= 27.7 psf (Strength design force) at high M= 3046 ft-lb/ft Simple span(ignoring parapet) roof M= 3026.7 ft-lb/ft Reduced for cantilevered parapet at low M= 2164.1 ft-lb/ft Simple span(ignoring parapet) roof M= 1895.5 ft-lb/ft Reduced for cantilevered parapet ASCE 7-16 Sect. 12.11.2.1 Structural Walls Anchorage Forces(all forces are strength design) Fp= 0.607 'Ww (Strength design force) Tributary weight= 1786.5 plf Max @ point of anchorage Fp= 1084.4 Of (Strength design force)@ point of anchorage ASCE 7-16 Sect. 13.3.1 Seismic Demands on Nonstructural Components(all forces are strength design) Input ap/Rp= 0.5 (see Architectural Components worksheet for coefficients) Component weight,Wp= 78 psf z= ft h= 23 ft IP= 1 SpS= 0.759 Output Fp= 0.152 'Wp (Strength design force) Fp-max= 1.214 "Wp (Strength design force) Fp-min= 0.228 'Wp (Strength design force) Fp_Se= 0.228 *Wp (Strength design force) Fp-use= 17.784 psf (Strength design force) Wall Anchorage-NOTE:- 1.) Anchors in concrete shall be designed in accordance with chapter 17 of ACI 318 (Nonstructural walls) 2.) Anchors in masonry shall be designed in accordance with ACI 530. Anchors shall be designed to be governed by the tensile or shear strength of a ductile shear element. EXCEPTION: Anchors shall be permitted to be designed so that either 1 the support or component that the anchor is connnecting to the structure undergoes ductile forces not greater than the design strength of the anchors,or 2 the anchors shall be designed to resist the load combinations in accordance with Section 12.4.3 including 0.as given in Tables 13.5-1 and 13.6-1. 3.) Post-installed anchors in concrete shall be prequalified for seismic applications in accordance with ACI 355.2 or other approved qualification procedures. Post-installed anchors in masonry shall be prequalified for seismic applications in accordance with approved qualification procedures. 2 24 ENGINEERS-NORTHWEST,INC.P.S. SHEET OF 9725 THIRD AVE.N.E.(SUITE 207) SEATTLE,WA.98115 Property of Engineers Northwest, Inc.,P.S.- Use by others unlawful ASCE 7-16 Wind Loads per ASCE 7-16-Chapter 30-Components&Cladding-h<_60'-0" Input Cells= Project Number: 22022000 Project Name: Arlington Building B Location: Arlington,WA Design By: JB Program Limitations: 1. Building must be a low-rise building or 2. Building mean roof height does not exceed 60 feet. 3. Building is enclosed or partially enclosed. BUILDING AND SITE INFORMATION INPUT Building width,B= 175 ft Building length,L= 935 ft Building eave height,he= 27.6 ft Building ridge height,hr= 29.67 ft Height of parapet,hp= 31.33 ft Roof slope,s= 0.25 =1.19 degrees Is roof a gable or hip= Gable Risk Category= II Wind velocity,V= 98 mi/hr = 76 mi/hr(ASD) Exposure= C Topographic factor,K,,= 1 Wind directionality factor,Kd= 0.85 Bldg internal pressure condition= Enclosed Wall Effective Wind Area,EWA= 300 ft` Roof Effective Wind Area,EWA= 10 It, 'round Elevation Above Sea Level= 95 ft OUTPUT Mean roof height,h= 27.6 ft a= 11.04 ft Internal Pressure Coeffs,GCP;= 0.18 -0.18 Pressure exposure coeff,Kh= 0.97 Velocity pressure,qh= 20.27 psf Ground Elevation factor,K.= 1 COMPONENTS AND CLADDING(C&C) p=gh[(GCP)-(GCPi)](lb/ftz) Wind Pressures for Walls with h<_60' "Note: Design wind pressures shall not be less than a net pressure of 16psf(ult) acting in either direction normal to the surface. Wind Pressures Acting Toward Surface Bldg Surface 4&5= 17.1 psf(LRFD)=10.3 psf(ASD) Wind Pressures Acting Away From Surface Bldg Surface 4= -19 psf(LRFD)=-11.4 psf(ASD) Bldg Surface 5= -19.7 psf(LRFD)=-11.8 psf(ASD) I 5 h a O e ® a 5 5 ASCE7-16 Wind Loads Low Rise C&C 25 ENGINEERS-NORTHWEST,INC.P.S. SHEET OF 9725 THIRD AVE.N.E.(SUITE 207) Rev. 6/25/04 SEATTLE,WA.98115 Property of Engineers Northwest, Inc., Seattle- Use by others unlawful JOB # JOB NAME :- FOR : -DESIGN of Square Tube Steel (HSS) Strong backs @ new wall openings, etc. WALL STRONG BACK LOCATION:- Input cells =E= HSS '"r= 26.33 ft. ROOF (Wall support ht. ) ----------------- -------------- WALL haft= 0.33 HSS. STRONGBAC H ft= 29.63 OPENING heft= 8.00 Conn. must occur h1ft= 2 00 uP`F= 213 between 1st. Conn. above top of door& h ft= 16.00 floor(60"o/c max.) W1 ft= W ft= W ft= Duration factor= 1.60 strength loading 0.00 3.00 16.00 wind load = 11.80 psf seismic load = 19.40 psf Trial Sq. HSS size= 8X8X1/4 lateral design load 19.40 psf PROVIDED= 70.7 in 4 T= C = 2591 #(conn.just above door) IREQ'D= 53.81 in4 T= C= 2844 #(top connection) S PROVIDED= 17.7 in.' MEXIST= 23411 (IN WALL HEIGHT"H") SREQ'D= 5.78 in? MTUBE= 23411 #-ft ACTUAL DEFLECTION = 1.80 in. T MAX.= 2844 # @ WALL CONNS. ALLOWABLE DEFL.(12H/150)= 2.37 in. FV MAX.= 3161 #@ TS BASE CONN. WALL WITH HSS 8X8X1/4 STRONG BACK IS OK FOR LATERAL LOAD SHOWN HSS 8X8X1/4 weighs 25.82 plf Strongback 11/6/2023 Pagel Copy of STRBACK 26 DEWALT DESIGN ASSIST 1.6.6.0 Page 1 DEWALT STRONGBACK BASEPLATE ANCHORS 11/6/2023 .Project Information Company: Project Engineer: Joanne Bayuga Address: 9725 3rd AVE NE STE 207 Seattle WA 98115 Phone: M:2065257560 Email: joanneb@engineersnw.com Project Name: Untitled Project Address: Untitled Notes: 2.Selected Informatio Selected Anchor : AC200+ Brand: DEWALT - fr Material: 3/4"O Threaded Rod ASTM F 1554 GR36/A36 Embedment: hef 4.25 in hnom 4.25 in Approval: ICC-ES ESR-4027 Issued/Revision: Jan,2023 - Drill method: Hammer Drilled 3.Design Principles Design Method: ACI 318-14 Load Combinations: Section 5.3 User Defined Loads Seismic Loading: Tension 17.2.3.4.3(d) Shear 17.2.3.5.3(c) C2o 2.5 .Base Material Informati Concrete: Type: Cracked Normal Weight Concrete Strength 4000 psi Reinforcement: Edge Reinforcement None or<#4 Rebar Spacing Tension No(Condition B) Shear No(Condition B) Controls Breakout Tension False Shear False Base Plate: Sizing Thickness 0.5 in Length 14 in Width 13 in Standoff None Height 0 in Strength 36000 psi Profile: HSS Rectangular 8 X 8 X 0.250 Hole Condition: Dry Hole Max.Service Temperature: Long Term: 110 OF Short Term: 130 OF Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility 27 DEWALT DESIGN ASSIST 1.6.6.0 Page 2 DEWALT STRONGBACK BASEPLATE ANCHORS 11/6/2023 S.Geometric Conditions . 2-2 1 „ hslab 6 in hmin 6.000 in Edge Cx- 4.5 in emin 1.750 in Edge Cx+ 00 in cagy 9.474 in Edge Cy- 00 in shun 3.750 in Edge Cy+ ao in 6.Summary Results Tension Loading Design Proof Demand(lb) Capacity(lb) Utilization Status Critical Steel Strength: 0.0 0.0 0.000 OK Controls Concrete Breakout Strength: 0.0 0.0 0.000 OK Bond Strength 0.0 .00 0.000 OK Shear Loading Design Proof Demand(lb) Capacity(lb) Utilization Status Critical Steel Strength 2825.0 4540.0 0.622 OK Concrete Breakout Strength: 11300.0 11517.0 0.981 OK Controls Pryout Strength 11300.0 22050.00 0.512 OK Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility 28 DEWALT DESIGN ASSIST 1.6.6.0 Page 3 DEWALT STRONGBACK BASEPLATE ANCHORS 11/6/2023 7.Warnings and Remarks ANCHOR DESIGN CRITERIA IS SATISFIED . The results of the calculations carried out by means of the DDA Software are based essentially on the data you put in.Therefore, you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an design professional/engineer,particularly with regard to compliance with applicable standards,norms and permits,prior to using them for your specific project.The DDA Software serves only as an aid to interpret standards,norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. Calculations including seismic design requirements in accordance with ACI 318 are required for anchors in structures assigned to seismic design categories C,D,E and R . Under these seismic conditions,the direction of shear may not be predictable.In accordance with ACI 318 the full shear force should be assumed also in reverse direction for a safe design.Load reversal may influence the direction of the controlling concrete breakout strength. 8.Load Condition Design Loads/Actions Z Nu 0 lb Vux -11300 lb Vuy 0 lb N Y Muz 0 in-lb Mux 0 in-lb Muy 0 in-lb �M� Avg Consider Load Reversal X Direction 100% Y Direction 100% Muy M. —VLX OOO Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility 29 DEWALT DESIGN ASSIST 1.6.6.0 Page 4 DEWALT STRONGBACK BASEPLATE ANCHORS 11/6/2023 Max.concrete compressive strain: 0.000 % Anchor Eccentricity Max.concrete compressive stress: 0.000 psi ex 1.5 in ey 0 in Resulting tension force: 0.000 lb Profile Eccentricity Resulting compression force: 0.000 lb ex -2 in ey 0 in Resulting anchor forces/Load distribution Anchor Tension Load (lb) Shear Load (lb) Component Shear Load (lb) Anchor Coordinates (in) Shear X Shear Y X Y 1 0.00 2825.0 -2825.0 0.0 5.000 5.500 2 0.00 2825.0 -2825.0 0.0 5.000 -5.500 3 0.00 2825.0 -2825.0 0.0 -2.000 5.500 4 0.00 2825.0 -2825.0 0.0 -2.000 -5.500 Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility 30 DEWALT DESIGN ASSIST 1.6.6.0 Page 5 DEWALT STRONGBACK BASEPLATE ANCHORS 11/6/2023 1.Design Proof Shear Loading Reference Steel Strength: v ACI 318-14 17.5.1 � d Variables - G- a <d � a Vsa (lb) cp aV,Seismic 11640.60 0.65 0.6 Results Tvsa,eq = 4540 lb Vua = 2825 lb Table 17.3.1.1 Utilization = 62.2% Concrete Breakout Strength ACI 318-14 17.5.2 Equations o. Y ad d Vcbg=(Avc/Avco) • Wec,v-Wed,V•Wc,V•Wh,v•Vb Eqn. 17.5.2.1b Vb=(7.(le/da)0.2 (da)0.5).Xa.(f c)0.5 . (Cal)1.5 Eqn. 17.5.2.2a Variables Avc (in') Avco (ln2) Tec,V Ted,V Wc,V Th,y 273.000 595.125 1.000 1.000 1.000 1.696 le (in) da (in) Xa f e (psi) Cal (in) Vb (lb) 4.250 0.750 1.000 4000 11.500 21152.951 T (Pseis Vcbg (lb) 0.70 0.000 16452.971 Results cpV cbg = 11517 lb Direction = X- Vua = 11300 lb Table 17.3.1.1 Utilization = 98.1% Shear Breakout Case 2 Controls Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility 31 DEWALT DESIGN ASSIST 1.6.6.0 Page 6 DEWALT STRONGBACK BASEPLATE ANCHORS 11/6/2023 Pryout Strength v ACI 318-14 17.5.3 Equations Vcpg=kcp .Ncpg Eqn. 17.5.3.1b Nag=(ANa/ANA 'Wec,Na•Ved,Na Vcp,Na•Nba Eqn. 17.4.5.1b Nba =ka �K,cr 7 da•hef Eqn. 17.4.5.2 Variables ANa (in2) ANA (In') Tec,Na Ted,Na Tcp,Na ka 720.411 459.221 1.000 0.826 1.000 1.000 tiK,cr cac (in) CNa (in) be (in) TgNa Camin (in) 1213.778 9.474 10.715 4.25 1.000 4.500 Nba (lb) kcp Ncp (lb) 9 12154.564 2.000 0.00 0.70 Results TVcpg = 22050.00 lb Vua = 11300 lb Table 17.3.1.1 Utilization = 51.2% ANCHOR DESIGN CRITERIA IS SATISFIED Input data and results must be checked for agreement with the existing conditions,the standards and guidelines and must be checked for plausibility 32 Project Title: Engineer: Project ID: Project Descr: Concrete Beam Project File: LIC#:KW-06015884,Build:20.23.08.30 ENGINEERS NORTHWEST (c)ENERCALC INC 1983-2023 DESCRIPTION: Remaining spandrel -gravity check CODE REFERENCES Calculations per ACI 318-14, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 General Information fc = 4.50 ksi Phi Values Flexure: 0.90 fr= fc�2 '7.50 = 503.12 psi Shear: 0.750 W Density = 145.0 pcf R 1 = 0.8250 a, LtWt Factor = 1.0 Elastic Modulus= 3,823.68 ksi Fy-Stirrups 40.0 ksi fy-Main Rebar= 60.0 ksi E-Stirrups = 29,000.0 ksi m E-Main Rebar = 29,000.0 ksi Stirrup Bar Size# 3 Number of Resisting Legs Per Stirrup= 1.0 D(°_2) remaining spandrel is good enough to support the loads without adding a lintel at the bottom. AN 1 ft I 7.25"w x82"h Cross Section & Reinforcing Details Rectanqular Section, Width = 7.250 in, Height=82.0 in Span#1 Reinforcing.... 145 at 15.0 in from Bottom,from 0.0 to 16.0 ft in this span Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D=0.20 k/ft, Tributary Width = 1.0 ft, (garage door weight(conservative wt used)) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.385 : 1 Section used for this span Typical Section Mu :Applied 35.778 k-ft Mn Phi:Allowable 92.997 k-ft Location of maximum on span 8.015 ft Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio= 0 <360.0 Max Upward Transient Deflection 0.000 in Ratio= 0 <360.0 Max Downward Total Deflection 0.000 in Ratio= 0 <180.0 Span: 1 :D Only Max Upward Total Deflection 0.000 in Ratio= 0 <180.0 Span: 1 :D Only Vertical Reactions Support notation : Far left is#1 Load Combination Support 1 Support 2 Max Upward from all Load Conditions 6.389 6.389 Max Upward from Load Combinations 3.833 3.833 Max Upward from Load Cases 6.389 6.389 D Only 6.389 6.389 +0.60D 3.833 3.833 33 Project Title: Engineer: Project ID: Project Descr: Concrete Beam Project File:Tenant 48 enercalc.ec6 LIC#:KW-06015884,Build:20.23.08.30 ENGINEERS NORTHWEST (c)ENERCALC INC 1983-2023 DESCRIPTION: Remaining spandrel -gravity check Shear Stirrup Requirements Entire Beam Span Length :Vu<Phi*Vc/2, Req'd Vs=Not Reqd per 9.6.3.1,Stirrups are not required. Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd +1.401D 1 0.00 67.00 8.94 8.94 0.00 1.00 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.401D 1 0.17 67.00 8.75 8.75 1.55 1.00 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.401D 1 0.35 67.00 8.55 8.55 3.06 1.00 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.401D 1 0.52 67.00 8.36 8.36 4.54 1.00 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.401D 1 0.70 67.00 8.16 8.16 5.98 1.00 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.401D 1 0.87 67.00 7.97 7.97 7.39 1.00 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.401D 1 1.05 67.00 7.77 7.77 8.77 1.00 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.401D 1 1.22 67.00 7.58 7.58 10.11 1.00 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.401D 1 1.40 67.00 7.38 7.38 11.42 1.00 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.401D 1 1.57 67.00 7.19 7.19 12.69 1.00 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 1.75 67.00 6.99 6.99 13.93 1.00 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.401D 1 1.92 67.00 6.79 6.79 15.14 1.00 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 2.10 67.00 6.60 6.60 16.31 1.00 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 2.27 67.00 6.40 6.40 17.44 1.00 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 2.45 67.00 6.21 6.21 18.55 1.00 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 2.62 67.00 6.01 6.01 19.62 1.00 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 2.80 67.00 5.82 5.82 20.65 1.00 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 2.97 67.00 5.62 5.62 21.65 1.00 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 3.15 67.00 5.43 5.43 22.62 1.00 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 3.32 67.00 5.23 5.23 23.55 1.00 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 3.50 67.00 5.03 5.03 24.44 1.00 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 3.67 67.00 4.84 4.84 25.31 1.00 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 3.85 67.00 4.64 4.64 26.14 0.99 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 4.02 67.00 4.45 4.45 26.93 0.92 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 4.20 67.00 4.25 4.25 27.69 0.86 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 4.37 67.00 4.06 4.06 28.42 0.80 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 4.55 67.00 3.86 3.86 29.11 0.74 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 4.72 67.00 3.67 3.67 29.77 0.69 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 4.90 67.00 3.47 3.47 30.39 0.64 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 5.07 67.00 3.27 3.27 30.98 0.59 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 5.25 67.00 3.08 3.08 31.54 0.55 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 5.42 67.00 2.88 2.88 32.06 0.50 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 5.60 67.00 2.69 2.69 32.55 0.46 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 5.77 67.00 2.49 2.49 33.00 0.42 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 5.95 67.00 2.30 2.30 33.42 0.38 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 6.12 67.00 2.10 2.10 33.80 0.35 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 6.30 67.00 1.91 1.91 34.15 0.31 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 6.47 67.00 1.71 1.71 34.47 0.28 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 6.64 67.00 1.52 1.52 34.75 0.24 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 6.82 67.00 1.32 1.32 35.00 0.21 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 6.99 67.00 1.12 1.12 35.21 0.18 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 7.17 67.00 0.93 0.93 35.39 0.15 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 7.34 67.00 0.73 0.73 35.54 0.12 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 7.52 67.00 0.54 0.54 35.65 0.08 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 7.69 67.00 0.34 0.34 35.73 0.05 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 7.87 67.00 0.15 0.15 35.77 0.02 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 8.04 67.00 -0.05 0.05 35.78 0.01 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 8.22 67.00 -0.24 0.24 35.75 0.04 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 8.39 67.00 -0.44 0.44 35.69 0.07 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 8.57 67.00 -0.64 0.64 35.60 0.10 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 8.74 67.00 -0.83 0.83 35.47 0.13 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 8.92 67.00 -1.03 1.03 35.31 0.16 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 9.09 67.00 -1.22 1.22 35.11 0.19 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 9.27 67.00 -1.42 1.42 34.88 0.23 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 9.44 67.00 -1.61 1.61 34.62 0.26 48.88 Vu<Phi*Vc/2 A Reqd pe 48.9 0.0 34 Project Title: Engineer: Project ID: Project Descr: Concrete Beam Project File:Tenant 48 enercalc.ec6 LIC#:KW-06015884,Build:20.23.08.30 ENGINEERS NORTHWEST (c)ENERCALC INC 1983-2023 DESCRIPTION: Remaining spandrel -gravity check Detailed Shear Information Span Distance 'd' Vu (k) Mu d"Vu/Mu Phi'Vc Comment Phi"Vs Phi"Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd +1.40D 1 9.62 67.00 -1.81 1.81 34.32 0.29 48.88 Vu<PhiWc/2 A Reqd pe 48.9 0.0 +1.40D 1 9.79 67.00 -2.00 2.00 33.98 0.33 48.88 Vu<PhiWc/2 A Reqd pe 48.9 0.0 +1.40D 1 9.97 67.00 -2.20 2.20 33.62 0.37 48.88 Vu<PhiWc/2 A Reqd pe 48.9 0.0 +1.40D 1 10.14 67.00 -2.40 2.40 33.21 0.40 48.88 Vu<Phi'Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 10.32 67.00 -2.59 2.59 32.78 0.44 48.88 Vu<Phi'Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 10.49 67.00 -2.79 2.79 32.31 0.48 48.88 Vu<Phi'Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 10.67 67.00 -2.98 2.98 31.80 0.52 48.88 Vu<Phi'Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 10.84 67.00 -3.18 3.18 31.26 0.57 48.88 Vu<Phi'Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 11.02 67.00 -3.37 3.37 30.69 0.61 48.88 Vu<Phi'Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 11.19 67.00 -3.57 3.57 30.09 0.66 48.88 Vu<Phi'Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 11.37 67.00 -3.76 3.76 29.44 0.71 48.88 Vu<Phi'Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 11.54 67.00 -3.96 3.96 28.77 0.77 48.88 Vu<Phi'Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 11.72 67.00 -4.15 4.15 28.06 0.83 48.88 Vu<Phi'Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 11.89 67.00 -4.35 4.35 27.32 0.89 48.88 Vu<Phi'Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 12.07 67.00 -4.55 4.55 26.54 0.96 48.88 Vu<Phi'Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 12.24 67.00 -4.74 4.74 25.73 1.00 48.88 Vu<Phi'Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 12.42 67.00 -4.94 4.94 24.88 1.00 48.88 Vu<Phi'Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 12.59 67.00 -5.13 5.13 24.00 1.00 48.88 Vu<Phi"Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 12.77 67.00 -5.33 5.33 23.09 1.00 48.88 Vu<Phi"Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 12.94 67.00 -5.52 5.52 22.14 1.00 48.88 Vu<PhiWc/2 A Reqd pe 48.9 0.0 +1.40D 1 13.11 67.00 -5.72 5.72 21.15 1.00 48.88 Vu<Phi"Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 13.29 67.00 -5.91 5.91 20.14 1.00 48.88 Vu<Phi"Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 13.46 67.00 -6.11 6.11 19.09 1.00 48.88 Vu<Phi"Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 13.64 67.00 -6.31 6.31 18.00 1.00 48.88 Vu<Phi"Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 13.81 67.00 -6.50 6.50 16.88 1.00 48.88 Vu<Phi"Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 13.99 67.00 -6.70 6.70 15.73 1.00 48.88 Vu<Phi"Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 14.16 67.00 -6.89 6.89 14.54 1.00 48.88 Vu<Phi"Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 14.34 67.00 -7.09 7.09 13.32 1.00 48.88 Vu<Phi`Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 14.51 67.00 -7.28 7.28 12.06 1.00 48.88 Vu<Phi"Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 14.69 67.00 -7.48 7.48 10.77 1.00 48.88 Vu<Phi"Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 14.86 67.00 -7.67 7.67 9.44 1.00 48.88 Vu<Phi"Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 15.04 67.00 -7.87 7.87 8.09 1.00 48.88 Vu<Phi`Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 15.21 67.00 -8.06 8.06 6.69 1.00 48.88 Vu<Phi"Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 15.39 67.00 -8.26 8.26 5.26 1.00 48.88 Vu<Phi`Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 15.56 67.00 -8.46 8.46 3.80 1.00 48.88 Vu<Phi`Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 15.74 67.00 -8.65 8.65 2.31 1.00 48.88 Vu<Phi`Vc/2 A Reqd pe 48.9 0.0 +1.40D 1 15.91 67.00 -8.85 8.85 0.78 1.00 48.88 Vu<Phi`Vc/2 A Reqd pe 48.9 0.0 Maximum Forces &Stresses for Load Combinations Load Combination Location(ft) Bending Stress Results (k-ft) Segment Span# along Beam Mu:Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span#1 1 16.000 35.78 93.00 0.38 +1.40D Span#1 1 16.000 35.78 93.00 0.38 +1.20D Span#1 1 16.000 30.67 93.00 0.33 +0.90 D Span#1 1 16.000 23.00 93.00 0.25 Overall Maximum Deflections Load Combination Span Max." "Defl (in).ocation in Span (ft Load Combination \lax."+"Defl (in.ocation in Span (fi D Only 1 0.0009 8.000 0.0000 0.000 35 Project Title: Engineer: Project ID: Project Descr: Concrete Beam Project File:Tenant 48 enercalc.ec6 LIC#:KW-06015884,Build:20.23.08.30 ENGINEERS NORTHWEST (c)ENERCALC INC 1983-2023 DESCRIPTION: Remaining spandrel -out of plane check CODE REFERENCES Calculations per ACI 318-14, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 General Information fc = 4.50 ksi Phi Values Flexure: 0.90 fr= fc�2 '7.50 = 503.12 psi Shear: 0.750 W Density = 145.0 pcf R 1 = 0.8250 a, LtWt Factor = 1.0 Elastic Modulus= 3,823.68 ksi Fy-Stirrups 40.0 ksi E-Stirrups = 29,000.0 ksi fy-Main Rebar= 60.0 ksi E-Main Rebar = 29,000.0 ksi Stirrup Bar Size# 3 Number of Resisting Legs Per Stirrup= 1.0 L W(0.05475)E(0.0519375) b d ft w x 22.5" 7.25"h Cross Section & Reinforcing Details Rectangular Section, Width =22.50 in, Heiqht= 7.250 in Span#1 Reinforcing.... 145 at 3.625 in from Bottom, from 0.0 to 16.0 ft in this span Load for Span Number 1 Uniform Load : W=0.02920, E =0.02770 ksf, Tributary Width = 1.875 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.357 : 1 1 Section used for this span Typical Section Mu :Applied 1.752 k-ft Mn"Phi:Allowable 4.906 k-ft Location of maximum on span 8.015 ft Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.030 in Ratio= 6499 -360.0 E Only Max Upward Transient Deflection 0.000 in Ratio= 0 <360.0 Overall MAXimum Envelope Max Downward Total Deflection 0.030 in Ratio= 6499 -180.0 Span: 1 :W Only Max Upward Total Deflection 0.000 in Ratio= 0 <180.0 Span: 1 :W Only Vertical Reactions Support notation : Far left is#1 Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.438 0.438 Max Upward from Load Combinations 0.263 0.263 Max Upward from Load Cases 0.438 0.438 +0.60W 0.263 0.263 +0.450W 0.197 0.197 E Only`0.70 0.291 0.291 E Only 0.5250 0.218 0.218 W Only 0.438 0.438 36 Project Title: Engineer: Project ID: Project Descr: Concrete Beam Project File:Tenant 48 enercalc.ec6 LIC#:KW-06015884,Build:20.23.08.30 ENGINEERS NORTHWEST (c)ENERCALC INC 1983-2023 DESCRIPTION: Remaining spandrel -out of plane check Vertical Reactions Support notation : Far left is#1 Load Combination Support 1 Support 2 E Only 0.415 0.415 Shear Stirrup Requirements Entire Beam Span Length :Vu<Phi*Vc/2, Req'd Vs=Not Reqd per 9.6.3.1,Stirrups are not required. Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd W Only 1 0.00 3.63 0.44 0.44 0.00 1.00 8.38 Vu<Phi*Vc/2 A Reqd pe 8.4 0.0 W Only 1 0.17 3.63 0.43 0.43 0.08 1.00 8.38 Vu<Phi*Vc/2 A Reqd pe 8.4 0.0 W Only 1 0.35 3.63 0.42 0.42 0.15 0.84 8.29 Vu<Phi*Vc/2 A Reqd pe 8.3 0.0 W Only 1 0.52 3.63 0.41 0.41 0.22 0.56 8.21 Vu<Phi*Vc/2 A Reqd pe 8.2 0.0 W Only 1 0.70 3.63 0.40 0.40 0.29 0.41 8.21 Vu<Phi*Vc/2 A Reqd pe 8.2 0.0 W Only 1 0.87 3.63 0.39 0.39 0.36 0.33 8.21 Vu<Phi*Vc/2 A Reqd pe 8.2 0.0 W Only 1 1.05 3.63 0.38 0.38 0.43 0.27 8.21 Vu<Phi*Vc/2 A Reqd pe 8.2 0.0 W Only 1 1.22 3.63 0.37 0.37 0.50 0.23 8.21 Vu<Phi*Vc/2 A Reqd pe 8.2 0.0 W Only 1 1.40 3.63 0.36 0.36 0.56 0.20 8.21 Vu<Phi*Vc/2 A Reqd pe 8.2 0.0 W Only 1 1.57 3.63 0.35 0.35 0.62 0.17 8.21 Vu<Phi*Vc/2 A Reqd pe 8.2 0.0 W Only 1 1.75 3.63 0.34 0.34 0.68 0.15 8.21 Vu<Phi*Vc/2 A Reqd pe 8.2 0.0 W Only 1 1.92 3.63 0.33 0.33 0.74 0.14 8.21 Vu<Phi*Vc/2 A Reqd pe 8.2 0.0 W Only 1 2.10 3.63 0.32 0.32 0.80 0.12 8.21 Vu<Phi*Vc/2 A Reqd pe 8.2 0.0 W Only 1 2.27 3.63 0.31 0.31 0.85 0.11 8.21 Vu<Phi*Vc/2 A Reqd pe 8.2 0.0 W Only 1 2.45 3.63 0.30 0.30 0.91 0.10 8.21 Vu<Phi*Vc/2 A Reqd pe 8.2 0.0 W Only 1 2.62 3.63 0.29 0.29 0.96 0.09 8.21 Vu<Phi*Vc/2 A Reqd pe 8.2 0.0 W Only 1 2.80 3.63 0.28 0.28 1.01 0.09 8.21 Vu<Phi*Vc/2 A Reqd pe 8.2 0.0 W Only 1 2.97 3.63 0.28 0.28 1.06 0.08 8.21 Vu<Phi*Vc/2 A Reqd pe 8.2 0.0 W Only 1 3.15 3.63 0.27 0.27 1.11 0.07 8.21 Vu<Phi*Vc/2 A Reqd pe 8.2 0.0 W Only 1 3.32 3.63 0.26 0.26 1.15 0.07 8.21 Vu<Phi*Vc/2 A Reqd pe 8.2 0.0 W Only 1 3.50 3.63 0.25 0.25 1.20 0.06 8.21 Vu<Phi*Vc/2 A Reqd pe 8.2 0.0 W Only 1 3.67 3.63 0.24 0.24 1.24 0.06 8.21 Vu<Phi*Vc/2 A Reqd pe 8.2 0.0 W Only 1 3.85 3.63 0.23 0.23 1.28 0.05 8.21 Vu<Phi*Vc/2 A Reqd pe 8.2 0.0 W Only 1 4.02 3.63 0.22 0.22 1.32 0.05 8.21 Vu<Phi*Vc/2 A Reqd pe 8.2 0.0 W Only 1 4.20 3.63 0.21 0.21 1.36 0.05 8.21 Vu<Phi*Vc/2 A Reqd pe 8.2 0.0 W Only 1 4.37 3.63 0.20 0.20 1.39 0.04 8.21 Vu<Phi*Vc/2 A Reqd pe 8.2 0.0 W Only 1 4.55 3.63 0.19 0.19 1.43 0.04 8.21 Vu<Phi*Vc/2 A Reqd pe 8.2 0.0 W Only 1 4.72 3.63 0.18 0.18 1.46 0.04 8.21 Vu<Phi*Vc/2 A Reqd pe 8.2 0.0 W Only 1 4.90 3.63 0.17 0.17 1.49 0.03 8.21 Vu<Phi*Vc/2 A Reqd pe 8.2 0.0 W Only 1 5.07 3.63 0.16 0.16 1.52 0.03 8.21 Vu<Phi*Vc/2 A Reqd pe 8.2 0.0 W Only 1 5.25 3.63 0.15 0.15 1.54 0.03 8.21 Vu<Phi*Vc/2 A Reqd pe 8.2 0.0 W Only 1 5.42 3.63 0.14 0.14 1.57 0.03 8.21 Vu<Phi*Vc/2 A Reqd pe 8.2 0.0 W Only 1 5.60 3.63 0.13 0.13 1.59 0.02 8.21 Vu<Phi*Vc/2 A Reqd pe 8.2 0.0 W Only 1 5.77 3.63 0.12 0.12 1.62 0.02 8.21 Vu<Phi*Vc/2 A Reqd pe 8.2 0.0 W Only 1 5.95 3.63 0.11 0.11 1.64 0.02 8.21 Vu<Phi*Vc/2 A Reqd pe 8.2 0.0 W Only 1 6.12 3.63 0.10 0.10 1.66 0.02 8.21 Vu<Phi*Vc/2 A Reqd pe 8.2 0.0 W Only 1 6.30 3.63 0.09 0.09 1.67 0.02 8.21 Vu<Phi*Vc/2 A Reqd pe 8.2 0.0 W Only 1 6.47 3.63 0.08 0.08 1.69 0.01 8.21 Vu<Phi*Vc/2 A Reqd pe 8.2 0.0 W Only 1 6.64 3.63 0.07 0.07 1.70 0.01 8.21 Vu<Phi*Vc/2 A Reqd pe 8.2 0.0 W Only 1 6.82 3.63 0.06 0.06 1.71 0.01 8.21 Vu<Phi*Vc/2 A Reqd pe 8.2 0.0 W Only 1 6.99 3.63 0.06 0.06 1.72 0.01 8.21 Vu<Phi*Vc/2 A Reqd pe 8.2 0.0 W Only 1 7.17 3.63 0.05 0.05 1.73 0.01 8.21 Vu<Phi*Vc/2 A Reqd pe 8.2 0.0 W Only 1 7.34 3.63 0.04 0.04 1.74 0.01 8.21 Vu<Phi*Vc/2 A Reqd pe 8.2 0.0 W Only 1 7.52 3.63 0.03 0.03 1.75 0.00 8.21 Vu<Phi*Vc/2 A Reqd pe 8.2 0.0 W Only 1 7.69 3.63 0.02 0.02 1.75 0.00 8.21 Vu<Phi*Vc/2 A Reqd pe 8.2 0.0 W Only 1 7.87 3.63 0.01 0.01 1.75 0.00 8.21 Vu<Phi*Vc/2 A Reqd pe 8.2 0.0 W Only 1 8.04 3.63 -0.00 0.00 1.75 0.00 8.21 Vu<Phi*Vc/2 A Reqd pe 8.2 0.0 W Only 1 8.22 3.63 -0.01 0.01 1.75 0.00 8.21 Vu<Phi*Vc/2 A Reqd pe 8.2 0.0 W Only 1 8.39 3.63 -0.02 0.02 1.75 0.00 8.21 Vu<Phi*Vc/2 A Reqd pe 8.2 0.0 W Only 1 8.57 3.63 -0.03 0.03 1.74 0.01 8.21 Vu<Phi*Vc/2 A Reqd pe 8.2 0.0 W Only 1 8.74 3.63 -0.04 0.04 1.74 0.01 8.21 Vu<Phi*Vc/2 A Reqd pe 8.2 0.0 W Only 1 8.92 3.63 -0.05 0.05 1.73 0.01 8.21 Vu<Phi*Vc/2 A Reqd pe 8.2 370.0 Project Title: Engineer: Project ID: Project Descr: Concrete Beam Project File:Tenant 48 enercalc.ec6 LIC#:KW-06015884,Build:20.23.08.30 ENGINEERS NORTHWEST (c)ENERCALC INC 1983-2023 DESCRIPTION: Remaining spandrel -out of plane check Detailed Shear Information Span Distance 'd' Vu (k) Mu d"Vu/Mu Phi'Vc Comment Phi"Vs Phi"Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd W Only 1 9.09 3.63 -0.06 0.06 1.72 0.01 8.21 Vu<Phi'Vc/2 A Reqd pe 8.2 0.0 W Only 1 9.27 3.63 -0.07 0.07 1.71 0.01 8.21 Vu<Phi'Vc/2 A Reqd pe 8.2 0.0 W Only 1 9.44 3.63 -0.08 0.08 1.70 0.01 8.21 Vu<Phi'Vc/2 A Reqd pe 8.2 0.0 W Only 1 9.62 3.63 -0.09 0.09 1.68 0.02 8.21 Vu<Phi'Vc/2 A Reqd pe 8.2 0.0 W Only 1 9.79 3.63 -0.10 0.10 1.66 0.02 8.21 Vu<Phi'Vc/2 A Reqd pe 8.2 0.0 W Only 1 9.97 3.63 -0.11 0.11 1.65 0.02 8.21 Vu<Phi'Vc/2 A Reqd pe 8.2 0.0 W Only 1 10.14 3.63 -0.12 0.12 1.63 0.02 8.21 Vu<Phi'Vc/2 A Reqd pe 8.2 0.0 W Only 1 10.32 3.63 -0.13 0.13 1.61 0.02 8.21 Vu<Phi'Vc/2 A Reqd pe 8.2 0.0 W Only 1 10.49 3.63 -0.14 0.14 1.58 0.03 8.21 Vu<Phi'Vc/2 A Reqd pe 8.2 0.0 W Only 1 10.67 3.63 -0.15 0.15 1.56 0.03 8.21 Vu<Phi'Vc/2 A Reqd pe 8.2 0.0 W Only 1 10.84 3.63 -0.16 0.16 1.53 0.03 8.21 Vu<Phi'Vc/2 A Reqd pe 8.2 0.0 W Only 1 11.02 3.63 -0.17 0.17 1.50 0.03 8.21 Vu<Phi'Vc/2 A Reqd pe 8.2 0.0 W Only 1 11.19 3.63 -0.17 0.17 1.47 0.04 8.21 Vu<Phi'Vc/2 A Reqd pe 8.2 0.0 W Only 1 11.37 3.63 -0.18 0.18 1.44 0.04 8.21 Vu<Phi'Vc/2 A Reqd pe 8.2 0.0 W Only 1 11.54 3.63 -0.19 0.19 1.41 0.04 8.21 Vu<Phi'Vc/2 A Reqd pe 8.2 0.0 W Only 1 11.72 3.63 -0.20 0.20 1.37 0.04 8.21 Vu<Phi'Vc/2 A Reqd pe 8.2 0.0 W Only 1 11.89 3.63 -0.21 0.21 1.34 0.05 8.21 Vu<Phi'Vc/2 A Reqd pe 8.2 0.0 W Only 1 12.07 3.63 -0.22 0.22 1.30 0.05 8.21 Vu<Phi"Vc/2 A Reqd pe 8.2 0.0 W Only 1 12.24 3.63 -0.23 0.23 1.26 0.06 8.21 Vu<Phi"Vc/2 A Reqd pe 8.2 0.0 W Only 1 12.42 3.63 -0.24 0.24 1.22 0.06 8.21 Vu<Phi'Vc/2 A Reqd pe 8.2 0.0 W Only 1 12.59 3.63 -0.25 0.25 1.18 0.06 8.21 Vu<Phi"Vc/2 A Reqd pe 8.2 0.0 W Only 1 12.77 3.63 -0.26 0.26 1.13 0.07 8.21 Vu<Phi"Vc/2 A Reqd pe 8.2 0.0 W Only 1 12.94 3.63 -0.27 0.27 1.08 0.08 8.21 Vu<Phi"Vc/2 A Reqd pe 8.2 0.0 W Only 1 13.11 3.63 -0.28 0.28 1.04 0.08 8.21 Vu<Phi"Vc/2 A Reqd pe 8.2 0.0 W Only 1 13.29 3.63 -0.29 0.29 0.99 0.09 8.21 Vu<Phi"Vc/2 A Reqd pe 8.2 0.0 W Only 1 13.46 3.63 -0.30 0.30 0.93 0.10 8.21 Vu<Phi"Vc/2 A Reqd pe 8.2 0.0 W Only 1 13.64 3.63 -0.31 0.31 0.88 0.11 8.21 Vu<Phi"Vc/2 A Reqd pe 8.2 0.0 W Only 1 13.81 3.63 -0.32 0.32 0.83 0.12 8.21 Vu<Phi Vc/2 A Reqd pe 8.2 0.0 W Only 1 13.99 3.63 -0.33 0.33 0.77 0.13 8.21 Vu<Phi"Vc/2 A Reqd pe 8.2 0.0 W Only 1 14.16 3.63 -0.34 0.34 0.71 0.14 8.21 Vu<Phi"Vc/2 A Reqd pe 8.2 0.0 W Only 1 14.34 3.63 -0.35 0.35 0.65 0.16 8.21 Vu<Phi"Vc/2 A Reqd pe 8.2 0.0 W Only 1 14.51 3.63 -0.36 0.36 0.59 0.18 8.21 Vu<Phi Vc/2 A Reqd pe 8.2 0.0 W Only 1 14.69 3.63 -0.37 0.37 0.53 0.21 8.21 Vu<Phi"Vc/2 A Reqd pe 8.2 0.0 W Only 1 14.86 3.63 -0.38 0.38 0.46 0.25 8.21 Vu<Phi`Vc/2 A Reqd pe 8.2 0.0 W Only 1 15.04 3.63 -0.39 0.39 0.40 0.29 8.21 Vu<Phi Vc/2 A Reqd pe 8.2 0.0 W Only 1 15.21 3.63 -0.39 0.39 0.33 0.36 8.21 Vu<Phi Vc/2 A Reqd pe 8.2 0.0 W Only 1 15.39 3.63 -0.40 0.40 0.26 0.47 8.21 Vu<Phi Vc/2 A Reqd pe 8.2 0.0 W Only 1 15.56 3.63 -0.41 0.41 0.19 0.67 8.21 Vu<Phi Vc/2 A Reqd pe 8.2 0.0 W Only 1 15.74 3.63 -0.42 0.42 0.11 1.00 8.38 Vu<Phi'Vc/2 A Reqd pe 8.4 0.0 W Only 1 15.91 3.63 -0.43 0.43 0.04 1.00 8.38 Vu<Phi Vc/2 A Reqd pe 8.4 0.0 Maximum Forces &Stresses for Load Combinations Load Combination Location(ft) Bending Stress Results (k-ft) Segment Span# along Beam Mu : Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span#1 1 16.000 1.75 4.91 0.36 Span#1 1 16.000 1.75 4.91 0.36 +0.50 W Span#1 1 16.000 0.88 4.91 0.18 W Only Span#1 1 16.000 1.75 4.91 0.36 E Only Span#1 1 16.000 1.66 4.91 0.34 Overall Maximum Deflections Load Combination Span Max."-"Defl (in)_ocation in Span (ft Load Combination \lax."+"Defl (in.ocation in Span (f1 W Only 1 0.0295 8.000 0.0000 0.000 38 CITY OF ARLINGTON 18204 59th Avenue NE,Arlington,WA 98223 INSPECTIONS: 360-403-3417-Permit Center: 360-403-3551 BUILDING PERMIT 17216 51STAVE NE STE 110 Permit#: 5694 PERMIT EXPIRES 180 DAYS AFTER Parcel#: 31052100400100 DATE OF ISSUANCE. Scope of Work:TI for break area, server room,restrooms and private offices Valuation:448764.00 OWNER APPLICANT CONTRACTOR SMARTCAP ARLINGTON AIRPORT Smartcap Arlington Airport Industrial SMARTCAP CONSTRUCTION DBA INDUSTRIAL PA Park PIVOTAL CONSTTRUCTION 8201 164TH AVE NE STE 110 8201 164th Ave NE, Suite 110 8201 164TH AVE NE STE 110 REDMOND,WA 98052 Redmond,WA 98052 REDMOND,WA 98052 2062328569 206-290-4478 LIC:SMARTCL91ONR EXP:08/19/2025 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: COMMERCIAL ALTERATION CODE YEAR: 2018 STORIES: 1 CONST.TYPE: 111B 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. SAES 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. cC/ 01/11/2024� Applicant Signature Date Building Official Date CONDITIONS ADHERE TO APPROVED PLANS.APPROVED JOB COPY SHALL BE ONSITE FOR INSPECTIONS.CALL FOR INSPECTIONS. 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 properly 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 01/11/2024 Building Plan Review $2,881.34 01/11/2024 Processing/Technology $25.00 01/11/2024 Building Permit $4,430.85 01/11/2024 State Surcharge-Commercial $25.00 Total Due: $7,362.19 Total Payment: $2,881.34 Balance Due: $4,480.85 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 F7- �i6- YUOLsinaI -OO a}Op Vm,uol6uiIaV ESSZ-SZE(90Z) ZZ L26 VM'31a1V3s • OSZ 311nS • 301S3>IVl OE I £Z-£L-IL tY I `d S 1 0 3 1 I H 0 H v 8 6wp�m8 �aed feu;snpul laodaiy uoj6ugay IIddV llWa3d CD pa>IOayO � /� �../'A'• a lnn a 3��rm d V O18 V w S p x -�T moago va33a3u1O3a qwt A g y 1 N V N 31 rm 3-L V 10 O S S'V' '3 H�11 3 n W A 0 N�Y-1 94o-£Z aol aaedS aseal pasodoad 5NOIldInOldO ON18Wn aNd 133HS d3AOO `Ntlld 311S ... 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ISa33N1EN3Mj* � J nviods.a V2lnl�nals as��snw 30vv-1 q0 SSY d ' r 138ilAN3d 90ozoz JOl aoedS 88B8l pBSOdOJd SIlVl3(1 N0VGE)NObJ_S IIVM N a��3 W ,Mg � 0 wd a ;w0 wi.. 3 w �a 0 --�_ f6 m r z .B 2 w � ----- • Q a N w _ ____ O � w C � � W Q w LM gNZi 3 blLb N ayw O O 4L))3 mmm c M Q t4� o e �'3�z�. „Z/Lb a O 2 01, cl) z \} v Z z uJ W O ¢(7 O MALL tt Z O S y W z �p z I� w z aa _ {tqU W � 'W > 0 ag U C�-•Utl xUa w JQ W Q U 0�-O�� x�OW z > m~pQ N FKFMw °�z Vi ro N 1w--2 p2pOyF W 'O.N W- W z W U LDS 2IUUg SN0 � ..02 9L M3N ,' 1 LJJ sw � o mWz�''1 v PO_I Q wONsO UyV�00 28 3 8 n°❑ �.J z- 9b'pI�G'wdbl'ZI'£Z-OI-II'6Mp'900ZZOZZ-Bb-ullo7aa)pogb—Is IIR•1-£'Z5-'I'1 uc7s A%a IOn900Zrowzromsel4moZVI.. •Y CITY OF ARLINGTON 18204 59th Avenue NE,Arlington,WA 98223 INSPECTIONS: 360-403-3417-Permit Center: 360-403-3551 BUILDING PERMIT 17216 51ST AVE NE STE 110 Permit#:5694 PERMIT EXPIRES 180 DAYS AFTER Parcel#:31052100400100 DATE OF ISSUANCE. Scope of Work:TI for break area;server room,restrooms and private offices Valuation:448764.00 OWNER APPLICANT CONTRACTOR SMARTCAP ARLINGTON AIRPORT Smartcap Arlington Airport Industrial SMARTCAP CONSTRUCTION DBA INDUSTRIAL PA Park PIVOTAL CONSTTRUCTION 8201 164TH AVE NE STE 110 8201 164th Ave NE,Suite 110 8201 164TH AVE NE STE 110 REDMOND,WA 98052 Redmond,WA 98052 REDMOND,WA 98052 2062328569 206-290-4478 LIC:SMARTCL810NR EXP:08/19l2025 MECHANICAL CONTRACTOR PLi:'MBING CONTRACTOR LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: COMMERCIAL ALTERATION CODE YEAR: 2018 STORIES: 1 CONST.TYPE: 11113 DWELLING UNITS: OCC GROUP: B;Business BUILDINGS: OCC LOAD: PER-MIT 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. 01/11/2024 0o" Ap t Signature Date Building Official Date CONDITIOINS ADHERE TO APPROVED PLANS.APPROVED JOB COPY SIIALL BE ONSITE FOR INSPECTIONS.CALL FOR INSPECTIONS. 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 neccssary 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 01/11/2024 Building Plan Review $288 Amount 01/11/2024 Processing/Technology ,881 0 1/1 112 024 Building Permit $4,$2500 01/11/2024 State Surcharge-Commercial 430. .00 85 $25 .00 Total Due: $7,362.19 Total Payment: $2,881.34 Balance Due: $4,480.85 CALL FOR INSPECTIONS Call by 3:30 pm for neat 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 O CD D ¢ tj o z Qo r O � C00. z iYC N Cyr > > b y N Z 00 O a C:) r-„ y ul a x (D o Z n r ran Z l7 z cn > y y o �I O n CD �_ Z 0..4 C vOTJ o Mtz z d a O 9 tz o r: v �C CD QrQ CA Wl � n a CD �• ' r+ o CD CD rn CDy a z Lrl � CD CD CDZ CDN rzn o � � y a x � o � r r C N y z r 0-4 Y o CD z z cn C K � � o (D o r Z' O y O En CD Date: 05/26/2026 Permit#: 5694 Permit Date: 11/13/2023 Review Date: 11/30/2023 Permit Type: COMMERCIAL ALTERATION Review Type: COMMERCIAL ALTERATION Target Date: 12/21/2023 Scheduled Time: 00:00 Completed Date: 12/04/2023 Description: See note Review Status: Approved Assigned To: PLANNING Time In: 00:00 Time Out: 00:00 Hours: 0.0 Notes 12/04/2023 No exterior remodel proposed. TI for STE#109 - STE112. Property Information Parcel#: 31052100400100 SMARTCAP ARLINGTON AIRPORT INDUSTRIAL PA SMARTCAP ARLINGTON AIRPORT INDUSTRIAL 8201 164TH AVE NE STE 110 PA 17216 51 ST AVE NE STE 110 REDMOND, WA 98052 Zoning: 090 MASTER ADDRESSLot: Block: Permit#: 5694 Permit Date: 11/13/23 Permit Type: COMMERCIAL ALTERATION Project Name: Tenant 48 Applicant Name: Smartcap Arlington Airport Industrial Park Applicant Address: 8201 164th Ave NE, Suite 110 Applicant, City, State, Zip: Redmond,WA 98052 Contact: Brittney J Brandt Phone: 2062328569 Email: brittney@thesmartcapgroup.com Scope of Work: TI for break area, server room, restrooms and private offices Valuation: 448764.00 Square Feet: 37632 Number of Stories: 1 Construction Type: 11113 Occupancy Group: B; Business ID Code: CIC Permit Issued: 01/16/2024 Permit Expires: 07/15/2024 Form Permit Type: COMMERCIAL ALTERATION Status: COMPLETE Assigned To: Kristin Foster Property Parcel# Address Legal Description Owner Name Owner Phone Zoning SMARTCAP 31052100400100 17216 51 STAVE NE STE ARLINGTON 090 MASTER 110 AIRPORT ADDRESS INDUSTRIAL PA Contractors Contractor Primary Contact Phone Address Contractor Type License License# SMARTCAP 8201 164TH CONSTRUCTION DBA 206-290-4478 AVE NE STE CONSTRUCTION COA 604 474 582 PIVOTAL 110 CONTRACTOR CONSTTRUCTION SMARTCAP 8201 164TH CONSTRUCTION DBA 206-290-4478 AVE NE STE CONSTRUCTION LABOR& SMARTCL810NR PIVOTAL 110 CONTRACTOR INDUSTRIES CONSTTRUCTION Inspections Date Inspection Type Description Scheduled Date Completed Date Inspector Status 03/11/2024 C20.BUILDING 03/12/2024 03/12/2024 BUILDING Approved FINAL 02/07/2024 C11.INSULATION contact is Daniel Fernandez 02/08/2024 02/08/2024 BUILDING Approved 253-326-9132 O1/30/2024 C09.FRAMING Daniel Fernandez is the 01/31/2024 01/31/2024 BUILDING Approved contact.253-326-9132 O1/23/2024 C 11.INSULATION O1/24/2024 01/24/2024 BUILDING Approved O1/12/2024 C09.FRAMING Demising wall only 01/16/2024 01/16/2024 BUILDING Approved Plan Reviews Date Review Type Description Assigned To Review Status 11/30/2023 COMMERCIAL BUILDING Approved ALTERATION 11/30/2023 COMMERCIAL See note PLANNING Approved ALTERATION 11/30/2023 COMMERCIAL No comments,LT&KS PW-ADMIN-GIS Approved ALTERATION 11/30/2023 COMMERCIAL No comments.SB PW-SEW-REV Approved ALTERATION 11/30/2023 COMMERCIAL no comments.Gus PW-WAT-REV Approved ALTERATION Fees Fee Description Notes Amount Building Plan Review Table 4-2 $2,881.34 Processing/Technology $25.00 Building Permit Table 4-1 $4,430.85 State Surcharge-Commercial Commercial Only $25.00 Total $7,362.19 Attached Letters Date Letter Description O1/11/2024 Building Permit O1/11/2024 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 11/15/2023 XBP Con£ $2,881.34 158656621 O1/15/2024 XBP Con£ $4,480.85 163179381 Outstanding Balance $0.00 Notes Date Note Created By: O1/16/2024 Emailed the permit for signature Kristin Foster Uploaded Files Date File Name 03/15/2024 18951051-20240111 BLD5694 ApprovedPlans.pdf 01/16/2024 18200511-20240116 BLD5694 IssuedPermit.pdf 11/13/2023 17471066-20231113 BLD5694 EnergyCalcs.pdf 11/13/2023 17471067-20231113 BLD5694 StructuralCalcs.pdf 11/13/2023 17471068-20231113 BLD5694 Application.pdf