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HomeMy WebLinkAbout19712 Arlington Valley Rd_BLD5882_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 ❑ City of Arlington Commercial Tenant Improvement Permit Application 0 Site Plan 0 Architectural Plans 0 Structural Plans El Structural Calculations F71 Mechanical System Modifications, (if applicable) 0 Plumbing System Modifications, (if applicable) ❑ Project Specification Manuals, (if applicable) ❑ WSEC Compliance Forms,(if applicable) https:[/waenergycodes.com/ El Special Inspection and Testing Agreement El 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. 0 Reinforced Concrete 0 Structural Steel and Welding ❑ Bolting in Concrete 0 High-Strength Bolting ❑ Pre-stressed Concrete ❑ Spray-Applied Fireproofing ❑ Shotcrete ❑ Smoke-Control Systems ❑ Structural Masonry ❑ Other-Specify: ❑ I acknowledge that all items designated as submittal requirements must accompany my Commercial Building Permit Application to be considered a complete submittal. COMMERCIAL BUILDING INSTALLATION,MODIFICATION OR REMOVAL MAY REQUIRE A SEPARATE PERMIT SUBMITAL *CHECKALL THAT APPLY El 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 i] 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: 0 Commercial ❑ Multi-Family ❑ Mixed-Use Property Address. 19712 Arlington Valley Rd Project Valuation: Lot#: Parcel ID No.: 31051400204300 Subdivision: Project Scope of Work: New metal building to house brewery operations,storage of ingredients and finish product with accessory tasting room. IBC Construction Type: V-B IBC Occupancy Type: F2, S1, A2 Building/Space Square Footage: 10,488 Number of Stories: 1 Square Footage Per Floor: 1st x 2nd 3rd 4th 5th 6th Primary Contact: ❑ Owner 0 Architect ❑ Engineer ❑ Contractor Owner Name: Bosses & Kings Property Group LLC Office No.: (360) 399-7740 Email Address: katie@temperatehabitsbrewing.com cell No.: Mailing Address: 500 S 1st City: Mount Vernon State: WA Zip: 98273 Architect Name: Carletti Architects Office No.: 360-424-0394 Email Address: quientin@carlettiarchitects.com Cell No.: Mailing Address: 116E Fir Street, Suite A City: Mount Vernon State: W4 zip: 98273 Professional License Number: 10558 Expiration Date: 12/20/2024 Engineer Name: Davido/Watershed Office No.: 360-899-1100 Email Address: Jordan@dcgengr.com Cell No.: Mailing Address: 2124 Riverside Dr, Suite 211 City: Mount Vernon State: WA zip: 98273 Professional License Number: 46132 Expiration Date: 07/16/2024 Primary Contractor: Chad Fisher Construction, LLC Office No.: (360) 757-0580 Email Address: ZackC@cfisherconstruction.com Cell No.: Mailing Address: 15900 Preston Pi city: Burlington State: WA Zip: 98233 L&I Contractor License Number: CHADFFC906DS Expiration Date: 03/10/2026 REV03.2022 Page 2 of 6 COMMERCIAL BUILDING MECHANICAL SYSTEM INFORMATION Type of Permit: 0 New Installation 0 Gas Piping Mechanical Contractor: DK Systems Office No.: 360-755-1555 Email Address: kevin@dksystemsinc.com Cell No.: Mailing Address: PO BOX 886 City: Burlington State: WA Zip: 98233 L&I Contractor License Number: DKSYSI*982L1 Expiration Date: 06/21/2024 • 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 ❑ Not Applicable Proposed Piping Material: ❑ CSST ❑ Brass O Black Steel ❑ Galvanized Steel ❑ Other Proposed Piping Size: ❑ 1/2" ❑ S/s" 713/4" ❑ 1" O 11/2" El 2" Inlet Pressure: 7" W.0 Pressure Drop: .5" W.C. Specific Gravity: .6 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>50013tu h x $ 50.00 = $ Air Handling Units 4 x $ 15.00 = $60 Base Mechanical Fee $ 25.00 $ 25.00 Boiler<10013tu/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>500Btu h 15-30h 1 x $ 25.00 = $25 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) 3 x $ 25.00 = $75 Evaporative Coolers x $ 15.00 = $ Exhaust/Ventilation Fans 5 x $ 15.00 = $75 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 1 x $ 15.00 = $15 Gas Piping> 5 units (plus <5 units x $ 2.00 = $ Heat Exchangers x $ 15.00 = $ Heat Pump-Condensing Unit 2 x $ 25.00 = $50 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 5100Btu h 2 x $ 15.00 = $30 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 2 x $ 25.00 = $50 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 See HVAC Plans REV03.2022 Page 4 of 6 COMMERCIAL BUILDING PLUMBING SYSTEM INFORMATION Plumbing Contractor: TBD Office No.: Email Address: Cell No.: Mailing Address: City: State: Zip: L&I Contractor License Number: Expiration Date: The following items need to be specified on the plans: O Fixture specifications and equipment with locations. O Location and type of all backflow assemblies for each fixture. O Calculations for Grease Interceptor. O Pipe size and location of sanitary and potable water systems. O Riser diagram of waste,vent,and rain water systems,including sizes. O Medical gas piping riser diagram,type of gas, storage room and size of piping. PLUMBING PERMIT FEES (per fixture) Commercial plumbing permits are required to submit line drawings.A plan review fee of 65%per Table 4-6 for plumbing permits will be assessed at time of submittal. Includes two 2 inspections 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 5 x $ 15.00 = Grease Interceptor x $ 75.00 = Grease Trap x $ 25.00 = Hose Bibb 6 x $ 15.00 = Icemaker Refri erator 1 x $ 15.00 = Irrigation-per meter x $ 25.00 = Kitchen Sink&Disposal x $ 15.00 = Laundry Tray x $ 15.00 = Lavatory 5 x $ 15.00 = Med Gas Pipin <- 5 inlets/outlets x $ 60.00 = Med Gas Piping> 5 inlets/outlets (plus <_ 5 x $ 5.00 = inlets outlets Miscellaneous -regulated by plumbing x $ 15.00 = code,not otherwise specified Pretreatment Interceptor x $ 15.00 = REV03.2022 Page 5 of 6 COMMERCIAL BUILDING PLUMBING PERMIT FEES (per fixture) Re-inspection Fee all x $ 75.00 = Roof Drains x $ 15.00 = Shower (only) x $ 15.00 = Sink bar,service,etc. 2 x $ 15.00 = Toilets 5 x $ 15.00 = Urinal 2 x $ 15.00 = Vacuum Breakers x $ 25.00 = Water Heater 1 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 0 Industrial ❑ Office ❑ Restaurant ❑ Machine Shop 0 Other: CROSS CONNECTION Please check all appliances that are proposed or permanently connected to the water supply. 0 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 0 No ❑ Don't Know Does the plumbing system currently have an oil/water Yes 0 No ❑ Don't Know separator? Is water used in the business process (washing,rinsing, 0 Yes ❑ No ❑ Don't Know cooling)? Does your business require a NPDES permit? ❑ Yes 0 No ❑ Don't Know 1 hereby certify that I am the❑Owner,DApplicant,❑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. Quientin Sutter Digitally signed by Quientin Sutter Date:2024.03.12 16:52:48-07'00' Quientin Sutter 3-12-24 Signature Print Name Date SAVE PRINT REV03.2022 Page 6 of 6 PROJECT TEAM ABBREVIATIONS GENERAL NOTES PROJECT DATA DRAWING INDEX 1. IN GENERAL,PLAN DIMENSIONS SHOWN ARE TO FACE OF STUD OR PROPERTY INFORMATION ARCHITECTURAL OWNER ABV ABOVE JNT JOINT FACE OF CONCRETE.UNLESS OTHERWISE NOTED.DO NOT SCALE THESE BOSSES 8 KINGS PROPERTY GROUP LLC AFF ABOVE FINISH FLOOR DRAWINGS.USE CALCULATED DIMENSIONS ONLY. VERIFY ALL DIMENSIONS PROPERTY ADDRESS 19712 ARLINGTON VALLEY ROAD A-OO COVER SHEET/CODE ANALYSIS 500 S 1ST DATUM.AND LEVELS PRIOR TO CONSTRUCTION. NOTIFY ARCHITECT A-0.1 ENERGY CODE NOTES/SIGNAGE NOTES AC TILE ACOUSTICAL TILE LVL LEVEL ARLINGTON.WA 98223 A-0.2 EXIT PLAN MOUNT VERNON.WA 98273 ACP ACOUSTICAL CEILING PANEL L LONG.LINE IMMEDIATELY OF ANY DISCREPANCIES. BUILDING CODE ADA-1 BARRIER NOTES AND DETAILS EMAIL:katieftemperatehabitsbrewing.com 2018 IBC/2018 IFC A-1.0 ARCHITECTURAL SITE PLAN ACT ACTUAL LAV LAVATORY 2. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS PRIOR TO All SITE DETAILS CONTACT: KATIE KING AL ALUMINUM LIN LINOLEUM INITIATING THE WORK. NOTIFY ARCHITECT OF ANY DISCREPANCIES. ENERGY CODE 2018 WASHINGTON STATE NREC A-2.0 FLOOR PLAN ARCH ARCHITECTURAL LT LIGHT FIRE SPRINKLERS YES NFPA 13 A-2.1 REFLECTED CEILING PLAN CONTRACTOR 3. ALL WORK SHALL COMPLY WITH THE 2018 IBC.IFC.IPC.IMC AS AMENDED O WASH. A 2.3 ROOF PLAN SCHEDULES CHAR FISHER CONSTRUCTION.LLC A TILE ASPHALT TILE STATE.PROJECT SHALL ALSO COMPLY WITH THE 2018 NREC AND THE VIACQ CODES. FIRE ALARM YES MONITORING FOR FIRE SPRINKLER A-3.0 BUILDING ELEVATIONS 15900 PRESTON PL. AVG AVERAGE MAR MARBLE PROJECT SHALL ALSO COMPLY ON JURISDICTIONAL CODE AMENDMENTS MI THE LOCAL A-4.0 BUILDING SECTIONS C.A RLETTI ARCHITECTS P.S. MO MASONRY OPENING AGENCY. CONTRACTOR IS RESPONSIBLE FOR OBTAINING NECESSARY PERMITS 6 PARCEL #/ TAX I D A-5.0 WALL SECTIONS PHONE:BURLINGTON.WA 08233 INSPECTIONS TO COMPLETE THE WORK. CONTRACTOR TO HAVE CURRENT VALID CITY PHONE: I3601 757-0580 ext.5 BFF BOTTOM FINISH FLOOR MFR MANUFACTURE OR COUNTY BUSINESS LICENSE PRIOR TO ISSUANCE OF PERMIT,WHEN REQUIRED BY LAW. 31051400204300 A-6.0 DETAILS ndiE�ri�at pYnnYls CELL: 13601$40-7320 BLKG BLOCKING MATL MATERIAL A-6.1 DETAILS A-6.2 DETAILS EAST FIR STREET 4ERRORS. EMAIL:ZackC®cfisherconstruction.com BR BRICK MAX MAXIMUMDISCREPANCIES. REFERRED TWN./ RNG./ SEC. SUITE A CONTACT:ZACK COLLINS BOS BOTTOM OF STRUCTURE MECH MECHANICAL TO THE ARCHITECT IMMEDIATELY FOR DIRECTION OF HOW TO PROCEED SECTION 14 TOWNSHIP 31 RANGE 5 LAND USE PERMIT/LANDSCAPE SUITE MTL METAL 5. VERIFY ALL ROUGH-IN DIMENSIONS FOR EQUIPMENT PROVIDED IN THE CONTRACT BY LUi LAND USE COVER SHEET MOUNT VERNON, WA. 98273 ARCHITECT MIN MINIMUM OTHERS PROVIDE ALL BLOCK-OUTS.BLOCKING.BACKING AND JACKS REQUIRED FOR LEGAL DESCRIPTION LU2 SITE PLAN CARLETTI ARCHITECTS.P.S. CPT CARPET MUL MULLION DUCTS,PIPES,CONDUITS,EQUIPMENT,FIXTURES,AND CABINETS. VERIFY SIZE AND L1 LANDSCAPE PLAN Phone. I360) 424-0394 CLG CEILING LOCATION. SECTION 14 TOWNSHIP 31 RANGE 5 QUARTER NW LOT E CITY ARL BSP PLN 798 REC AFN L2 LANDSCAPE DETAILS Fax: R60) 424-5726 116 FIR STREET.SUITE A 202106025003 BEING A PTN OF SE1/4 NWt/4 SD SEC STRUCTURAL MOUNT VERNON. A.98273 NAT NATURAL 6. DO NOT SIGNIFICANTLY VARY OR MODIFY THE WORK SHOWN.EXCEPT 4 CEM CEMENT PHONE: I360I 24-0304 IL CENTER LINE NOM NOMINAL UPON WRITTEN INSTRUCTIONS OF THE ARCHITECT. ZONING/SETBACKS S-1 GENERAL NOTES 10558 EMAIL: uienfiMearletfiarohifeefe.eom C TO C CENTER TO CENTER ZONING: GI GENERAL INDUSTRIAL/AIRPORT PROTECTION DISTRICT C q NA NOT APPLICABLE 7. VERIFY LOCATION OF ALL EXISTING UTILITIES INCLUDING BUT NOT LIMITED TO: 5-1.1 GENERAL NOTES REGI TERED CONTACT: QUIENTIN SUTTER CT CERAMIC TILE NIC NOT IN THIS CONTRACT SEWER.SEPTIC.WATER.GAS.POWER.AND TELEPHONE. CAP.MARK AND PROTECT. S-2 FOUNDATION PLAN AR HITECT OLD CLOSET SETBACKS: 26'FROM STREET 9-3 CEILING FRAMING PLAN NTS NOT TO SCALE B. DETAILS ARE INTENDED TO SHOW THE INTENT OF THE DESIGN.MINOR MODIFICATION SIDE AND REAR 10' S-4 FOUNDATION DETAILS CIVIL ENGINEER/LANDSCAPE CW COLD WATER HEIGHT LIMIT 50' N0,1 NUMBER MAY BE REQUIRED TO SUIT THE FIELD DIMENSIONS OR CONDITIONS AND SUCH S-5 FRAMING DETAILS TERRA VISTA NW-CONSULTING ENGINEERS COL COLUMN MODIFICATIONS SHALL BE INCLUDED AS PART OF THE WORK OF THE CONTRACT. SITE SIZE: 1.49 ACRES 3204 SMOKEY POINT DR#207 CONC CONCRETE MECHANICAL UL BUTTER OC ON CENTER 9. PROVIDE CLOSURE.MEETING THE REQUIREMENTS OF ALL GOVERNING LOT COVERAGE: NO REQUIREMENTS STATE OF WASHINGTON ARLINGTON.WA 98223 CMU CONCRETE MASONRY UNIT OD OUTSIDE DIMENSION AUTHORITIES.AT RATED PARTITIONS.FLOORS.CEILINGS,AND ROOF MO.00 MECHANICAL COVER SHEET PHONE: (360)691-0272 CONNT CONSTRUCTION MO.01 MECHANICAL CODE EMAIL:ericooterravietanw.com 0/ OVER LOCATIONS. ALL REQUIRED FIRE-RATED PARTITIONS SHALL BE PARKING CALCULATION MO.02 MECHANICAL SCHEDULES 3-5-24 CONTACT:ERIC SCOTT CONT CONTINUOUS OVHD OVERHEAD CONTINUOUS FROM FLOOR TO UNDERSIDE OF STRUCTURE ABOVE. M1.01 MECHANICAL SITE PLAN COORD COORDINATE 10. THE CONTRACTOR SHALL CONSULT PLANS OF ALL TRADES.INCLUDING THE TAP ROOM/TASTING ROOM IS AN ACCESSORY TO THE BREWERY. M2.00 MECHANICAL FIRST LEVEL PLAN STRUCTURAL ENGINEER CDR CORRIDOR PNT PAINT DESIGN-BUILD DOCUMENTS REQUIRED BY CONTRACT DOCUMENTS.TO VERIFY WE ARE ASSUMING A USE OF 4.20.WE ARE ASSUMING WE NEED 1/STALL PER M3.00 MECHANICAL DETAILS A NEW BUILDING FOR: DCG/WATERSHED CFM CUBIC FEET PER MINUTE SIZE.WEIGHT.POWER.LOCATION AND OTHER REQUIREMENTS AND LOCATION EVERY 2 EMPLOYEES ON MAXIMUM SHIFT.TAP ROOM IS CALCULATED AT M9.01 MECHANICAL DETAILS PTO PAINTED 1/400 OF GROSS FLOOR AREA. M4.00 MECHANICAL LOAD CALCUALTIONS TEMPERATE HABITS BREWING MOO RIVERSIDE W 08 OF THOSE ITEMS TO BE INSTALLED PRIOR TO COMMENCEMENT OF WORK. M4.01 WIRING DETAILS MOUNT VERNON.60.899 WA 082T: DTL DETAIL PL PLASTER.PLATE M5.00 WASHINGTON STATE ENERGY CODE 19712 ARLINGTON VALLEY ROAD P LAM PLASTIC LAMINATE 11. NO BUILDING OR PORTION OF A BUILDING SHALL BE OCCUPIED OR USED TAP ROOM 1,724 S.F./400 4.31 PHONE:380-809-1100 EXT:301 DIA DIAMETER PLYWD PLYWOOD PT POST-TENSIONED CONCRETE FOR STORAGE PRIOR TO THE ISSUANCE OF THE CERTIFICATE EMPLOYEE COUNT 10 EMPLOYEES MAX.SHIFT/2•5 STALLS ARLINGTON, WA 98233 ELECTRICAL E CT R I CAL FAX:12061 523-1012 DIM DIMENSION OF OCCUPANCY.NO EXCEPTIONS. REQUIRED STALLS TOTAL:0 STALLS 1 OF 1 ELECTRICAL SITE LIGHTING PHOTOMETRICS PLAN EMAIL:JordanOdcgengr.com DO DITTO 12. SEPERATE PERMITS ARE REQUIRED FOR PLUMBING.MECH. ELEC..FIRE SPRINKLER. CONTACT: JORDAN JANICKI DR DOOR PRESSURE-TREATED WOOD FIRE ALARM SYSTEMS 6 SIGNAGE. TOTAL OF 47 STALLS PROVIDED.OF WHICH 2 STALLS ARE ADA F 1 ELECTRICAL FLOOR PHOTOMETRICS PLAN ELECTRICAL SITE LIGHTING PLAN 1 O AND 1 ADA STALL IS VAN ACCESSIBLE 1 OF ON DOWN 15. ALL EXPOSED EXTERIOR SHEET METAL SHALL BE GALVANIZED.PRIMED AND PAINTED. E2.0 LIGHTING PLAN MECHANICAL D.S. DOWNSPOUT QT QUARRY TILE E2.1 LIGHTING CONTROL PLAN DK SYSTEMS RL RAIN LEADER 14. ALL WOOD IN CONTACT W/CONCRETE SHALL BE PRESSURE TREATED. BUILDING CODE DATA E2.2 EGRESS PLAN CONTACT: DWG DRAWING BUR BGTON. RD REF REFRIGERATOR. PRESSURE TREATED WOOD SHALL BE USED FOR WOOD MEMBERS WHICH E3.0 EXTERIOR ELEVATION PLAN BURLINGTON.WA 08233 OF DRINKING FOUNTAIN REFERENCE FORM THE STRUCTURAL SUPPORT OF BALCONIES,DECKS,OR PORCHES OCCUPANCY A2 MANUFACTURING/BREWERY/S-1 STORAGE/ KATIE KING PHONE: 360-755-1555 REINF REINFORCING BAR ETC.WHEN SUCH MEMBERS ARE EXPOSED TO THE WEATHER. A2 TAP ROOM/TASTING ROOM katie®tem eratehabitsbrewin .com EMAIL: kevinOdkeyetemsine.com EA EACH CONSTRUCTION TYPE (NOTHING N T ING BREWED SPRINKLED OR 169 ALCOHOL CONTENT) METAL BUILDING DRAWINGS I N G S P g REV REVISION 15. SLOPE ALL DECKS.PATIOS.AND WALKWAYS AWAY FROM BUILDING 831-277-0323 CONTACT: KEVIN KORTHIUS ELEC ELECTRICAL R RISER,RADIUS MINIMUM OF 1/8'/FT FOR POSITIVE DRAINAGE. ELEV.EL ELEVATION RM.RMS ROOM.ROOMS FIRST FLOOR 10.488 S.F. STAR BUILDING SYSTEMS PRE-ENGINEERED BUILDING DRAWINGS EQ EQUAL 18. PROVIDE EXPANSION JOINTS IN ALL CONCRETE SLABS AS REQUIRED DATED 1118/2024.33 PAGES TOTAL ELECTRICAL RO ROUGH OPENING TO PREVENT CRACKING.SAW CUT ALL SLABS AS REQ'D. IF)EXIST EXISTING / C FISHER PRIMAC ELECTRIC.LLC 17. PROVIDE FIREBLOCKING.DRAFT5TOP5.AND FIRE5TOP5 IN ATTICS.FLOORS. ALLOWABLE AREA `� CONN SSTTRUCT I O N 1781 OLD HWY 99 INEXT EXTERIOR SCHED SCHEDULE AND WALL CAVITIES AS REQUIRED PER THE UBC. THE BUILDING IS DESIGNED AS A NON-SEPARATED USE.THE MOST RESTRICTIVE DEFERRED SUBMITTALS BURLINGTON.WA 08255 SEC SECTION OCCUPANCY I5 A2 ASSEMBLY FOR THE TAP ROOM/TASTING ROOM. PHONE: (960)027-8313 FO FACE OF.FINISH OPENING BHT SHEET 18. ROOF DRAINS.AND OVERFLOW DRAINS SHALL COMPLY W/THE IPC 6 IBc. CONTRACTOR TO SUBMIT AND WALL CAVITIES AS REQUIRED PER THE IBC. CONTACT:FMAILw JOSH)MACOMBER gmail.com FRP rIN FINISH FIBERGLASS REINF POLYESTERSV SC SOLID CORPL 19. DRAWINGS CONDITIONS GENERAL AND TICALLY INDICATED BUT ARE OF ELECTRICAL ALLOWABLECY AREAPE VB OF 24.000 S.F.>10488I S.F.E STORY THEREFORULLY FIRE SPRINKLERS&FIRE ALARM SHOP DRAWINGS OKAY SPRINKLED HAS AN EL CANICA NOT FAAP FIRE ALARM ANNUNCIATOR SPECS SPECIFICATIONS PERMIT SIMILAR CHARACTER TO DETAILS SHOWN.SIMILAR DETAILS OF RATED WALLS FINAL PLUMBING DESIGN PANEL SF SQUARE FEET CONSTRUCTION SHALL BE USED SUBJECT TO REVIEW BY THE ARCHITECT. ALL EXTERIOR WALLS ARE GREATER THAN 10'FROM ANY PROPERTY LINE SIGNAGE PERMITS FD FIRE DAMPER S 8 V STAIN 8 VARNISH 20. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE MEANS, NO RATED EXTERIOR WALLS FE FIRE EXTINGUISHER SV SHEET VINYL METHODS.TECHNIQUES.SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE WORK. FF FACTORY FINISH STRWY STAIRWAY SPECIAL INSPECTIONS REQUIRED 5TL STEEL 21. CONTRACTOR SHALL RETAIN ONE SET OF THE PLANS TO NOTE AND DOCUMENT ALL FIRE FLOW PER IBC CHAPTER 17 PROVIDE THE FOLLOWING 22-636 FF FINISH FLOOR CHANGES DURING CONSTRUCTION. THE SET SHALL BE A PART OF THE CONTRACTOR'S STOR STORAGE IIB FULLY SPRINKLED CAN REDUCE BY 759 SPECIAL INSPECTIONS: FRT FIRE RETARDANT TREATED CLOSE-OUT PACKAGE TO THE OWNER. CLOSE-OUT PACKAGE SHALL INCLUDE: MIN,1.600 GPM 6 20 PSI REQURIED EARTHWORK AND COMPACTION FLASH FLASHING STRUCT STRUCTURAL (1)SET OF SHOP DRAWINGS,PRODUCT LITERATURE,EQUIPMENT WARRANTEE MANUALS. STEEL CONSTRUCTION AND HIGH STRENGTH BOLTING SUSP SUSPENDED EPDXY AND DOWLED ANCHORS AND REPAR FLR FLOOR THRESH THRESHOLD 22. CONTACTOR SHALL PROVIDE SOLID BLOCKING.UNLESS NOTED OTHERWISE AS REQUIRED OCCUPANT LOADS STEEL REINFORCEMENT REVISIONS: F.A. FLUID-APPLIED FOR NAILING OF ALL INTERIOR AND EXTERIOR TRIMS.FINISHES.AND FIXTURES. THE FND FOUNDATION T.O. TOP OF CONTRACTOR SHALL PROVIDE FOR ALL THE NECESSARY FRAMING AND BRACING FOR THE CONCRETE FTIC FURNISHED BY TENANT. T TREAD.THICKNESS INSTALLATION OF OWNER FURNISHED ITEMS SUCH AS SIGNAGE,MENU BOARDS ETC. OC U PANT LOAD EXIT REQUIRM E NTS STRUCTURAL OBSERVATION 2-1-24 DESIGN SET TEMPERED ROOM NAME AREA OCC FAC. OCC LOAD EXITS PROVIDED SEE STRUCTURAL DRAWINGS FOR ADDITIONAL NOTES INSTALLED BY CONTRACTOR TS TUBE STEEL 23. WHERE EXISTING WORK IS DAMAGED.CUT. DEFACED DUE TO PERFORMANCE 3-5-24 PERMIT SET FTIT FURNISHED BY TENANT. OF NEW WORK.THE CONTRACTOR SHALL PATCH AND REPAIR SAME TO MATCH ADJOINING FIRST FLOOR INSTALLED BY TENANT TYP TYPICAL SURFACES. REPAIRED FINISHES SHALL BE EXTENDED TO THE NEAREST VISUAL FCIC FURNISHED BY CONTRACTOR, BREAK LINES SUCH AS CORNERS.CEILING LINES.TOP OF BASE OR SIMILAR. #100 ENTRANCE 138 15 9.20 2EXITS PROV. INSTALLED BY CONTRACTOR UNPIN UNFINISHED 24. THESE DRAWINGS ARE THE EXCLUSIVE PROPERTY OF THE ARCHITECT #101 SEATING 255 15 17.00 2EXITS PROV. UNO UNLESS NOTED OTHERWISE AND MAY BE REPRODUCED ONLY WITH THE WRITTEN PERMISSION OF THE UR URINAL ARCHITECT. AUTHORIZED REPRODUCTIONS MUST BEAR THE NAME OF #102 SEATING 1331 15 88.73 2EXITS PROV. GA GAUGE THE ARCHITECT. #103 SERVING 516 200 2.58 2EXITS PROV. GALV GALVANIZED VCT VINYL COMPOSITION TILE #104 COOLER 249 300 0.83 1EXIT PROV. GAP GENERATOR ALARM PANEL VERT VERTICAL #105 COLD STORAGE 276 300 0.92 1EXIT PROV. SYMBOLS GL GLASS VIN VINYL GWB GYPSUM WALLBOARD VIR VAPOR #106 WAREHOUSE 3847 300 12.82 2 EXITS PROV. VTO VENT TOEOUTSIDE PROJECT SITE 4107 OFFICE 131 150 0.87 1EXIT PROV. HC HANDICAP WC WATER CLOSET #108 RISER 62 300 0.21 1EXIT PROV. NORTH ARROW HOWE HARDWARE WP WATERPROOFING #109 ELEC.ROOM 115 300 0.38 1EXIT PROV. HP HEAT PUMP WS WHEEL STOP #110 STORAGE 3045 300 10.15 1EXIT PROV. GRID LINE HT HEIGHT W WIDTH '^ f L.ye.a #111 R.R. 65 = 0.00 1EXIT PROV. HIM HOLLOW METAL WOO WINDOW ¢"' tslt2"r�,,g­`^r Rd #112 JANITOR 67 0.00 1EXIT PROV. SHEET TITLE: HOR HORIZONTAL w/ WITH ;y #113 MEN R.R. 195 - 0.00 1EXIT PROV. A HB HOSE BIB WD WOOD #114 WOMEN R.R. 196 - 0.00 1EXIT PROV. A-y BUILDING SECTION HW HOT WATER WI WROUGHT IRON COVER SHEET HWT HOT WATER TANK WRGB WATER RESISTANT eUntitled Map BUILDING T TAL 10488 143.70 lEXIT PATH FROM A WALL SECTION HMD HOLLOW METAL DOOR GYPSUM BOARD - remReRAre Hairs EA SPACE HMF HOLLOW METAL FRAME ZINC. ZINCALUME 'DETAIL ID INSIDE DIMENSION p; PLUMBING CALCULATIONS. Aeo INSUL INSULATION '� PER 2002.1 PROPERTY CORNER INT INTERIOR WATER CLOSETS INTERSECTION A2 OCCUPANCY A PER EACH SEX `- TOP OF SU LAVATORIES BFLOOR ELEVATION MARK 4 h 53 MEN 53 WOMEN EL.10'-10 1/2' I 1/200 PER EA.SEX REQUIRED 25.00'(NEW) SPOT ELEVATION WATER CLOSETS 25.72'IEXIST.I 72/91 OCCUPANCY ROOM-NAME T&PER EACH SEX tot ROOM NAME/NUMBER LAVATORIES 1/200 PER EA.SEX REQUIRED QUIENTIN BUTTER DOOR MARK 3 WATER CLOSETS FOR WOMEN/2 LAVS PROVIDED 1 WATER CLOSET/2 URINALS FOR MEN/2 LAVS PROVIDED PROJECT ARCHITECT: WINDOW MARK 1 UNISEX RESTROOM WITH 1 WATER CLOSETA LAV PROVIDED QUIENTIN BUTTER a RESTROM COUNT IS OKAY PER THE ABOVE DRAWN BY. FLOOR MATERIAL Pic zo ADJACENCY - CHECKED BY: ALIT ALIGNMENT OF ITEM JUNE 21. 2022 c::: VICINITY MA DATE REVISION MARK ,, N.T.S. S\:ARCH\22\DRAWINGS\22-636 SITE COMPUTER FILE NAME 1 INTERIOR ELEVATION MARKS A � 0 . 0 9 COPYRIGHT 2024 CARLETTI ARCHITECTS.P.S. ENERGY CODE ENVELOPE REQUIREMENTS PER WAC 51-50. WAC 51-11 BUILDING ENVELOPE & 2018 IECC. WSEC AMENDMENTS 1. ENVELOPE WALL.CEILING AND SLAB INSULATION SHALL BE AS CALLED OUT ON THE FOLLOWING ARE REFERENCES DIRECTLY FROM CHAPTER 51-11C WAC FOR ENVELOPE THE APPROVED PLANS AND SHALL CONFORM TO STANDARDS REGARDING DENSITIES REQUIREMENTS. CONTRACTOR TO VERIFY ALL SUB TRADES RECOGNIZE ALL REQUIREMENTS GARLETTI ARCHITECTS F.S. AND R-VALUES. TO ACHIEVE ENVELOPE LEAKAGE MINIMUMS AS REGULATED BY STATE CODE. SECTION 1111 not located adjacent to each other,directional signage LdilbamA&planning SIGNAGE shall be provided indicating the location of the other 2. AN APPROPRIATE MOISTURE BARRIER SHALL BE INSTALLED ON THE WARM SIDE OF C402.5 AIR LEAKAGE-THERMAL ENVELOPE.THE THERMAL ENVELOPE OF BUILDINGS SHALL 116 EAST FIR STREET 1111.1 Signs.R n drinking fountains. THE EXPOSED WALLS.IT SHALL BE CONTINUOUS AND SEALED. COMPLY WITH SECTIONS C402.5.1 THROUGH C402.5.8 C402.5.1 AIR BARRIERS A Required accessible elements shall be ideti- CONTINUOUS AIR BARRIER SHALL BE PROVIDED THROUGHOUT THE BUILDING THERMAL SUITE A fied by the International Symbol of Accessibility at the fol- 1111.3 Other signs.Signage indicating special accessibility 3. INSULATION COMPLIANCE ACHIEVED THROUGH THE PRESCRIPTIVE PATH.SLAB ENVELOPE. THE AIR BARRIER HAS BEEN DESIGNED TO BE LOCATED ON THE OUTSIDE OF MOUNT VERNON. WA. 98273 lowing locations. provisions shall be provided as shown. INSULATION.IF ANY SHALL CONFORM TO THE SPECIFICATIONS AND.IF EXPOSED. THE BUILDING ENVELOPE,LOCATED WITH THE ASSEMBLIES COMPOSING THE ENVELOPE. 1.Accessible parking spaces required by Section 1106.1. 1.Each assembly area required to comply with Section SHALL BE PROTECTED AGAINST DAMAGE FROM ALL SOURCES OR ANY COMBINATION THEREOF.THE AIR BARRIER SHALL COMPLY WITH SECTIONS Phone: I4I360II 424-0394 Exception: Where the total number of parking 1108.2-7 shall provide a sign notifying patrons of the C402.5.1.1 AND C402.5.1.2 C402.5.1.1 AIR BARRIER CONSTRUCTION THE CONTINUOUS AIR FOX: RE 424-0394 spaces provided is four or less,identification of availability of assistive listening systems.The sign 4. ALL INSULATION SHALL BE OF THE THICKNESS AND DENSITY AS PRESCRIBED IN BARRIER SHALL BE CONSTRUCTED TO COMPLY WITH THE FOLLOWING: 5726 accessible parking spaces is not required. shall comply with ICC At 17.1 requirements for visual THE PLANS.INSULATION SHALL BE INSTALLED ACCORDING TO THE MANUFACTURERS' characters and include the International Symbol of RECOMMENDATIONS.A IDENTIFICATION MARK ON ALL INSULATION MATERIALS SHALL 1. THE AIR BARRIER SHALL BE CONTINUOUS FOR ALL ASSEMBLIES THAT ARE THE 2.Accessible parking spaces required by Section 1106.2. Access for Hearing Loss. BE OBSERVABLE DURING INSPECTION THERMAL ENVELOPE OF THE BUILDING AND ACROSS THE JOINTS AND ASSEMBLIES. 10558 Exception:In Grow I-1,R-2,R-3 and R4 facili- 2. AIR BARRIER JOINTS AND SEAMS SHALL BE SEALED.INCLUDING SEALING REGI TEREO P' P Exception:Where ticket offiices or windows are 5. DOORS AND GLAZING SHALL BE OF THE TYPE AND SIZE OF THOSE PRESCRIBED IN TRANSITIONS IN PLACES AND CHANGES IN MATERIALS. THE JOINTS AND SEALS AR HITECT ties,where parking spaces an,assigned to specific provided,signs are not required at each assembly POSTING OF OCCUPANT LOAD dwelling units or sleeping units,identification of area provided that signs are displayed at each ticket THE PLAN.U-VALUES SHALL MEET OR BE LESS THAN THOSE SHOWN ON THE PLAN. SHALL BE SECURELY INSTALLED IN OR ON THE JOINT FOR ITS ENTIRE LENGTH SO accessible parking spaces is not required. office or window informing patrons of the availabil- ALL LABELED WITH THE RATED U-FACTOR.SHGC.VT.AND LEAKAGE RATING FOR AS NOT TO DISLODGE.LOOSEN OR OTHERWISE IMPAIR ITS ABILITY TO RESIST PER IBC 1004.0 EVERY ASSEMBLY OCCUPANCY SHALL HAVE THE 3.Accessible passenger loading zones. ity of assistive listening systems. INSPECTION. POSITIVE AND NEGATIVE PRESSURE FROM WIND.STACK EFFECT AND MECHANICAL VENTILATION. 3.PENETRATIONS OF THE AIR BARRIER SHALL BE CAULKED.GASKETED UL BUTTER OCCUPANT LOAD OF THE ROOM/SPACE POSTED IN A CONSPICUOUS q,Accessible rooms where multiple single-user toilet or 2.At each door to an area of refuge,an exterior area for 6. AIR LEAKAGE IS CONTROLLED BY SEALING OR CAULKING ALL JOINTS AND GAPS IN OR OTHERWISE SEALED IN A MANNER COMPATIBLE WITH THE CONSTRUCTION STATE OF WASHINGTON I PLACE,NEAR THE MAIN EXIT E EXIT ACCESS DOORWAY FROM THE bathing rooms are clustered at a single location. assisted rescue,an egress stairway,exit passageway FRAMING.SEALANTS SHALL BE OF THE NON-HARDENING TYPE.SEE AIR BARRIER MATERIALS AND LOCATION. SEALING SHALL ALLOW FOR EXPANSION.CONTRACTION _-,�] ROOM OR SPACE.FOR THE INTENDED CONFIGURATIONS. POSTED and exit discharge,signage shall be provided in accor- DETAILING A-0.1 AND MECHANICAL VIBRATION.JOINTS AND SEAMS ASSOCIATED WITH PENETRATIONS 3.5.24 SIGNS SHALL BE OF AN APPROVED LEGIBLE PERMANENT DESIGN. 5.Accessible entrances where not all entrances are dance with Section 1013.4. SHALL BE SEALED IN THE SAME MANNER OR TAPED. SEALING MATERIALS SHALL Be accessible. 7. AIR SEALING WEATHERSTRIPPING OR GASKETS AT ALL EXTERIOR DOORS PER SECURELY INSTALLED AROUND THE PENETRATIONS SO AS NOT TO DISLODGE,LOOSEN 6.Accessible check-out aisles where not all aisles are 3.dance areas of refuge,signage shall be provided in accor- MANUFACTURER IF PROVIDED BY OR OTHERWISE IMPAIR THE PENETRATIONS ABILITY TO RESIST POSITIVE AND i°''''~V1Vx`""""`r`" accessible.The sign,where provided,shall be above dance with Section 1009.11. A NEW BUILDING FOR: provi NEGATIVE PRESSURE FROM WIND.STACK EFFECT.AND MECHANICAL VENTILATION. Lw.-s i..u+aa�) ��hos ram) the check-out aisle in the same location as the check- 4.At exterior areas for assisted rescue,signage shall be 8. PROJECT CLOSEOUT DOCUMENTATION IS REQUIRED FOR FINAL COMPLETE APPROVAL SEALING OF CONCEALED FIRE SPRINKLERS.WHERE REQUIRED SHALL BE IN A MANNER TEMPERATE HABITS BREWING -(imsmm)ro i..•mw,.. V ram ns ram), ram la.z ram) out aisle number Or type of check-out identification. provided in accordance with Section 1009.11. INCLUDING APPLICABLE WSEC ENVELOPE COMPLIANCE FORMS.CALCULATIONS.AND THAT IS RECOMMENDED BY THE MANUFACTURER. CAULKING OR OTHER ADHESIVE 19712 ARLINGTON VALLEY ROAD vwr^.h..1+rs°mm) s+.nasao mm)e�amme, 1a,+t�sos ram)m h..n^s aw 5.At two-way communications stems,signage shall be FENESTRATION NRFC RATING CERTIFICATES AS WELL AS TEST RESULTS OF SEALANTS SHALL NOT BE USED TO FILL VOIDS BETWEEN FIR SPRINKLER COVER oesomml 7.Family or assisted-use toilet and bathing rooms. Y YARLINGTON. WA 98233 [.tt mmsk.oaro ram) z­h..ls n,m) provided in accordance with Section 1009.8.2. BLOWER DOOR TESTING. PLATES AND WALLS OR CEILINGS. o Iwo,�Irx mm)w R. whet(s+mm),nw i•^m ls.z ram) B.Accessible dressing,fitting and locker rooms where 4. RECESSED LIGHTING FIXTURES SHALL COMPLY WITH SECTION C402.5.8.WHERE m+i s ram)w-a 0- not all such rooms aze accessible. 6.In interior exit stairways and ramps,floor level signage osr°mm) SIMILAR OBJECTS ARE INSTALLED WHICH PENETRATE THE AIR BARRIER,PROVISIONS -h..zt��)s4(s)-) s e m.ees p shall be provided in accordance with Section I023.9.smm) 9.Accessible areas of refuge in accordance with Section SHALL BE MADE TO MAINTAIN THE INTEGRITY OF THE AIR BARRIER. re.re,m.^+p inrhw lsoso ram) am.h..(7s mm).°iw 1•�0.2 ram) 1007.9. 7.Signs identifying the type of access provided on amuse- ENVELOPE REQUIREMENTS PER 2018 IECC.WSEC AMENDMENTS S. CONSTRUCTION DOCUMENTS SHALL CONTAIN A DIAGRAM SHOWING THE BUILDINGS ceo:.^:(sos ram)w m.,.:.s m.ar.. ment rides required to be accessible by Section PRESSURE BOUNDARY IN PLANS AND SECTIONS AND A CALCULATION OF THE AREA lfi°o.ram) 10.Exterior areas for assisted rescue in accordance with 1110.4-8 shall be provided at entries to ueues and REFERENCE CHAPTER 51-IIC WAC FOR ENVELOPE REQUIREMENTS. CONTRACTOR TO Section 1007.9. p q OF THE PRESSURE BOUNDARY TO BE CONSIDERED IN THE TEST. CONTACT: VISUAL CHARACTER HEIGHT waiting lines.In addition,where accessible unload VERIFY ALL SUB TRADES RECOGNIZE ALL REQUIREMENTS TO ACHIEVE ENVELOPE 11.In recreational facilities,lockers that are required to areas also serve as accessible load areas,signs indicat- LEAKAGE MINIMUMS AS REGULATED BY STATE CODE. 6.PER BELOW: THE WASHINGTON STATE ENERGY CODE-COMMERCIAL 2018 SECOND PRINTING KATI E KING be accessible in accordance with Section 1109.9. ing the location of the accessible load and unload areas APRIL 2020:DIRECTION ON TESTING katie@tern eratehabitsbrewin .com \ 1111.2 Directional signage.Directional signage indicating shall be provided at entries to queues and waiting lines. CAULK ALL SILL PLATES ON INTERIOR AND EXTERIOR SIDE OF PLATES TO ENSURE P 9 the more to the nearest like accessible element shall be pro- These directional sign characters shall meet the visual FULL BUILDING LEAKAGE SEAL.CAULK ALL WDO'S/PENETRATIONS FOR AIR LEAKAGE 'C402.5.1.2 BUILDING TEST.THE COMPLETED BUILDING SHALL BE TESTED AND THE AIR 831-277-0323 REFSJG vided at the following locations.These directional signs shall character requirements in accordance with ICC Al17.1. SEAL. LEAKAGE RATE OF THE BUILDING ENVELOPE SHALL NOT EXCEED 0.25 CFM/FT2 AT A i chnclude the International Symbol of Accessibility and sign 1111.4 Variable message signs.Where provided in the loca- PRESSURE DIFFERENTIAL OF 0.3 INCHES WATER GAUGE(2.0 L/S X M2 AT 75 PA)AT ameters shall meet the visual character requirements in [ions in Sections 1111.4.1 and 1111.4.2,variable message INSTALL CLG GWB FIRST.CAULK SEAL GWB TO TOP PLATE OF ALL PARTITION WALLS THE UPPER OS PERCENT CONFIDENCE INTERVAL IN ACCORDANCE WITH ASTM E 770 OR C-H�+ A e WITH FIRE RATED CAULK FOR 1-HOUR RATED CLG ASSEMBLY AND AIR LEAKAGE SEAL D FISHER - accordance with ICC Al17.1. signs shall comply with the variable message sign require- AN EQUIVALENT METHOD APPROVED BY THE CODE OFFICIAL.A REPORT THAT " C O N S T R U C T 1 O N c $- 1.Inaccessible building entrances. ments of ICC At 17.1. PRIOR TO ANY WALL GWB INSTALLATION. INCLUDES THE TESTED SURFACE AREA.FLOOR AREA.AIR BY VOLUME.STORIES ABOVE ``e 2.Inaccessible public toilets and bathing facilities. 1111.4.1 Transportation facilities.Where provided in PROVIDE PUTTY PADS AT ALL EXTERIOR FACING ELEC.PENETRATIONS FOR PROPER AIR GRADE.AND LEAKAGE RATES SHALL BE SUBMITTED TO THE BUILDING OWNER AND transportation facilities,variable message signs conveying LEAKAGE SEAL. THE CODE OFFICIAL.IF THE TESTED RATE EXCEEDS THAT DEFINED HERE BY UP TO 3.Elevators not serving an accessible route. trans o'ruwion-related information shall comply with Sec- ar P PY 0.15 CFM/FT2.A VISUAL INSPECTION OF THE AIR BARRIER SHALL BE CONDUCTED AND 4.At each separate-sex toilet and bathing room indicating tion 1111.4. PROVIDE PUTTY PADS AT ALL ELEC.PENETRATIONS THROUGH GWB CLG LID FOR ANY LEAKS NOTED SHALL BE SEALED TO THE EXTENT PRACTICABLE.AN ADDITIONAL - - the location of the nearest family/assisted use toilet or 1111.4.2 Emergency shelters.Whore provided mbuild- PROPER AIR LEAKAGE SEAL. REPORT IDENTIFYING THE CORRECTIVE ACTIONS TAKEN TO SEAL AIR LEAKS SHALL - bathing room where provided in accordance with Sec- ings that are designated as emergency shelters,variable BE SUBMITTED TO THE BUILDING OWNER AND THE CODE OFFICIAL AND ANY FURTHER tion 1109.2.1. message signs cove in emer enc-related information TAPE/SEAL FSK/VAPOR BARRIER TO ALL PENETRATIONS:TRUSS WEBS.MECHANICAL g 8 Y g g Y REQUIREMENT TO MEET THE LEAKAGE AIR RATE WILL BE WAIVED.IF THE TESTED 5.At exits and exit stairways serving a required accessible shall comply with Section 1111.4. AND ELECTRICAL PENETRATIONS TO SEAL BUILDING ENVELOPE. GC TO COORDINATE Y g req PY RATE EXCEEDS 0.40 CFM/FT2.CORRECTIVE ACTIONS MUST BE MADE AND THE TEST ---�- WITH ALL SUB TRADES. i space,but not providing an approved accessible means Exception Where equivalent information is provided COMPLETED AGAIN.A TEST ABOVE 0.40 CFM/FT2 WILL NOT BE ACCEPTED.' ofegress,signage shall be provided in accordance with in an audible manner,variable message signs are not 22-636 •:+ Section 1007.10. required to comply with ICC A 117.1. 6.Where drinking fountains for persons using wheel- 1. TEST SHALL BE ACCOMPLISHED USING EITHER III BOTH PRESSURIZATION AND e°e.vrxo:1--°.°". chairs and drinking fountains for standing persons are DEPRESSURIZATION OR 121 PRESSURIZATION ALONE.BUT NOT DEPRESSURIZATION ENERGY EFFICIENCY OPTIONS ALONE.THE TEST RESULTS SHALL BE PLOTTED AGAINST THE CORRECT P FOR SIGN LOCATION IBC SECTION 1111 SIGNAGE REQUIREMENTS PER C406.1-6 CREDITS REQUIRED TABLE C406.1 POINTS PRESSURIZATION IN ACCORDANCE WITH SECTION 9.4 OF ASTM E770. REVISIONS: 2. THE TEST PRESSURE RANGE SHALL BE FROM 25 PA TO 80 PA PER SECTION 8.10 2-1-24 DESIGN SET •CREDIT 1-FLOOR AREA SERVED BY HVAC THAT EXCEEDS THE MINIMUM OF ASTM E770,BUT THE UPPER LIMIT SHALL NOT BE LESS THAN 50 PA.AND THE REQUIREMENTS BY 1OX IF-1 AND CU-21 2.932 SOFT.TOTAL FLOOR AREA 17.743 SOFT. DIFFERENCE BETWEEN THE UPPER AND LOWER LIMIT SHALL NOT BE LESS THAN 3-5-24 PERMIT SET 2.032/17.743.16.6%. 3 CREDITS•16.5%•0.5 CREDITS. 26 PA. •CREDIT 3-THE TOTAL CONNECTED INTERIOR LIGHTING POWER CALCULATED IN 3. IF THE PRESSURE EXPONENT N IS LESS THAN 0.45 OR GREATER THAN 0.85 PER ACCORDANCE WITH SECTION C405.4.1 SHALL BE 80%OR LESS OF THE LIGHTING SECTION 0.6.4 OF ASTM E770.THE TEST SHALL BE RERUN WITH ADDITIONAL POWER VALUES IN TABLE C405.4.2(1l. 4 CREDITS READINGS OVER A LONGER TIME INTERVAL. •CREDIT 6-PROVIDE DOAS WHERE NO REQUIRED BY PER SECTION C403.3.5. AREAS WITH DOAS NOT REQUIRED•4.411 SOFT. TOTAL AREA PROVIDED WITH MECHANICAL REFER TO www.woonergycodes.com/waec-documente.php FOR MORE INFORMATION. VENTILATION(NO INCLUDING NATURALLY VENTILATED SPACESI11.980 SOFT. 4.411/11.008.37X. 4 CREDITS•37%-1.5 CREDITS. •OS-4-1.5-6 CREDITS. SKYLIGHTS PER C402.4.2 EXCEPTION 1.2.LIGHTING IS LESS THAN 109 OF THE ALLOWABLE LIGHTING POWER ALLOWANCE SKYLIGHTS ARE NOT REQUIRED SHEET TITLE: ENERGY CODE NOTES SIGNAGE NOTES QUIENTIN BUTTER PROJECT ARCHITECT: QUIENTIN BUTTER DRAWN BY. Pic CHECKED BY: JUNE 21, 2022 DATE S\:ARCH\22\DRAWINGS\22-636 SITE COMPUTER FILE NAME A � 0 . 1 COPYRIGHT 2024 CARLETTI ARCHITECTS.PS. CARLETTI ARCHITECTS P.S. ■n *KwreIkp' ' 116 EAST FIR STREET SUITE A MOUNT VERNON. WA. 88273 Phone: (3601 424-0384 Fax: 360)) 424-5726 10558 REGI TERED AR HITECT Oi (2.1 i 9�i O4 g 5 6 -4. 1 IN UL BUTTER STATE Of WASHINGTON 3-5-24 A A NEW BUILDING FOR: ------- --------- TEMPERATE HABITS BREWING --------- ------ x LOT E ----------------------- s ARLINGTON VALLEY ROAD ARLINGTON, WA I < I g EXIT PLAN NOTES: CONTACT: I , STORAGE I KATIE KING 1. PER 1006.2.1 TRAVEL DISTANCE TO COMMON PATH OF TRAVEL W SPRINKLER SYSTEM 100'-0'(OKI I m 110 UjT , I katie@temperatehabitsbrewing.com 2. PER 1017.2 OVERALL EXIT TRAVEL DISTANCE a 200'-0'WITH SPRINKLERS FOR(F-1 OCC.)(OKI J-J I °' Ll I 831-277-0323 3.EXITS ARE ALL GREATER THAN 1/3 THE DIAGONAL DISTANCE APART WHERE THERE IS REQUIRED TO BE MORE THAN ONE EXIT. I Co HAD FISHIEoR 4. PER 1005 EGRESS WIDTH PER OCCUPANT SERVED 144 OCCUPANTS(PER COVER SHEETI II 1.201 INCHES PER OCCUPANT(PER TABLE 1005.1 WITH IF-1/S-1/A-2I OCCUPANCIES I 144 X(.201•20'. WE PROVIDE 5 EXIT DOORS X 134')•170'WHICH IS>20'IOKI _jI 01 N I aR,.I��� 5. MINIMUM NUMBER OF EXITS FOR OCCUPANT LOAD(SECTION 1019.11 OCCUPANT LOAD ." e f——————————————— I IS 144 AND FOR OCCUPANT LOADS�50 OCCUPANTS TWO EXITS REQUIRED(5)EXITS % w I �-^J J— ARE PROVIDED AND DOORS SWING OUT. (OKI ` I z 6. INSTALL EXIT LIGHTS 8 FIRE EXTINGUISHERS SHOWN ON PLAN AND AS DIRECTED 11` J I I BY THE FIRE MARSHALL �� 1 1 fe� i JANITOR F I 1 F 22-636 EXIT PLAN LEGEND F� MEN 3RR I u REVISIONS: EMERGENCY LIGHTING W/BATTERY BACKUP FOR ` I 1 \,E 3-5-24 PERMIT SET MIN.00 MINUTES I \��� m �� I �� 101101 a EXIT COMBINATION EXIT SIGN CONNECT TO EMERGENCY POWER AND 1 I �� ` m UPS BATTERY BACKUP TO PROVIDE EMERGENCY POWER FOR MINIMUM 00 MINUTES I w I FE I w I rD �FE 2A 10BC FIRE EXTINGUISHER SEE FLOOR PLAN FOR LOCATIONS F- I O WOM.RR 75 FEET MAX TRAVEL DISTANCE I———— 0 114 I w I I I I I I I I I I COLD I STORAGE COOLER- I ■ I OR 1LE I ❑I SHEET TITLE: WAREHOUSE ERVIN I I 108 1 F103 I TRAVE DISTANCE 23' EXIT PLAN --------------------- ( I TRAVEL DISTANCE 52'-7' tvt TRAVEL DISTANCE --5' I VI I I SEATING I I � 102 I I FE I SEATING NTRANCE QUIENTIN BUTTER ELEC. RISER I 101 I 100 PROJECT ARCHITECT: ROOM I OFFICE L 100 108 I 107 I-,�- QUIENTIN SUTTER 1 I FE DRAWN BY. RFD EXIT I (� Pic CHECKED v CKED BY: L — J JUNE 21, 2022 DATE B 4 S\:ARCH\22\DRAWINGS\22-636 SITE . COMPUTER FILE NAME EXIT PLAN A � 0 . 2 IN COPYRIGHT 2021 CARLET71 ARCHITECTS.PS SCALE: 1/8'4-0' ACCESSORY MOUNTING SCHEDULEALL DIMENSIONS ARE FROM FINISHED SURFACE GENERIC NOTES FOR W.C. COMPARTMENTS PER TOO A117.1-2000 TOILET PAPER TOWEL DROP IN LAVATORY WALL HUNG TOILET PAPER SANITARY NAPKIN 36"GRAB BAR 42'GRAB BAR 30"x 48"MIRROR VERTICAL GRAB URINAL DISPENSER LAVATORY FAUCET DISPENSER DISPOSAL BAR t MIN.SIZE OF STALL 60'WIDE PERP.TO SIDEWALL 56'DEEP FOR WALL HUNG W.C.6 50,DEEP FOR FUR.MTD. NOTI0 PROTRUDING OBJECT 2.PROVIDE TOE CLEARANCES R FRONT PORTION AND MIN.(1)SIDE 0'A.F.F.HIGH EXTENDING MIN.6'BEYOND PARTITION.TOE 1.WATER SUPPLY AND DRAINPIPES UNDER LAVATORIES WITHIN I'U2'BELOW OR AND SINKS SHALL BE INSULATED OR OTHERWISE / �/ "-41" CLEARANCE SHALL BE PERMITTED TO EXTEND MAX.25'UNDER AN ELEMENT.TOE CLEARANCE SHALL EXTEND 1T MIN. SIDE OF GRAB BAR AND //i 38 LUSH VALVE 2'-8' COr SHALGURrD TO PROTECT AOAINSTOWLS FOR KNEE CONTACT. NOTE:WALL MTD. 12'ABOVE GRAB BAR 54'MIN. ��� w w 13� 3.INEMULTIPLE NEATH LSTALL RESTROOMS OF(6I SIX OREMENT WHEN T.C.IS RECID.AS AMO ERT F PROVIDE MIN.III AMBULATORY STALL W A CLEAR FLOOR SPACE.TOE /MIN.36,WIDE BY E SHALL BE A I 60,DEEP WIDE. ENSURE FLU SIDE"OF 1•-5. 42'MIN. FACE ROOM 2_p• REG T 6ETTS ON ���� w LL Q COMPARTMENT. INSTALL SIDE-WALL GRAB BARS EA.SIDE OF COMPARTMENT. EET O MIN BE FORRNKNEE M[N 6'MFOR REACH //// Q= 101 m m I 4.STALL DOOR TO BE HINGED MAX.4'FROM THE ADJACENT WALL OR PARTITION FARTHEST FROM THE W.C. 50A IS E SE ENSURE FLUSH VALVE 12' MA)( MIN A 7'-S' w,� 5.STALL DOOR SHALL BE SELF-CLOSING. DOOR PULL SHALL BE PLACED ON EA.SIDE OF STALL DOOR. MOUNT.PULL MIN.34' o� w e�RIE"; MAX.48'A.F.F. PULL SHALL NOT REQUIRE TIGHT GRASPING.PINCHING.OR TWISTING OF THE WRIST TO OPERATE. SPACE R 2T AF.P. >_ N KNEE SPACE• z o o z>� O F 17 maxPROVIDE MIN.42'CLEAR IN FRONT OF STALL DOOR. MIN 1PFOR KNEE " O 7.PROVIDE COAT HOOKS WITHIN TOILET COMPARTMENT MAX.48'A.F.F.MI AF.F. E f SPACE R O'A.FF. 1 1 N$ �, r < z _ °`� ^ CARLETTI ARCHITECTS P.S. 'v O MIN 11'POR KNEE °�m O MAX 8'TOE SPACE BEYOND SPACER 0'A.P.P. '� ¢ SIDE FRONT 81'dlit mrs&planning KNEE START OF CLEAR FLOOR SPACE 8 MAX V TOE SPACE 8 PROVIDE A 30'WIDE AND 4F DEEP CLEAR GENERIC NOTES FOR ONE W.C. TOILET RM. TOILET SEAT COVER DISPENSER MOUNT 116 EAST FIR STR.ET NOTE CLEAR FLOOR SPACE PROJECTION 11 BEYOND KNEE 11 2'BELOW GRAB BAR.OUTLET TO BE 15' FLOOR SPACE AT URINAL. 96'WIDE CLEAR PER ICC A117.1-2000 MEASURED 1T MAX IN FROM FRONT SPACE A.P.P.EITHER LOCATION IS ACCEPTABLE FLOOR SPACE WHEN SIDE WALLS BOTH 1.UNLESS NOTED OTHERWISE ALL DIMENSIONS SHOWN ARE MINIMUM. SUITE A LEADING EDGE OF SINK COUNTER EXCEEDED 2W FROM WALL 2.OVER AND UNDER DIMENSIONS INDICATE ACCEPTABLE LIMITS. MOUNT VERNON, WA. 98273 TYPICAL R E S T R 0 0 M 3.DIMENSIONS SHOWN ARE ACCEPTABLE MINIMUM,AND MAY BE USED IN CONJUNCTION WITH OTHERS AS SHOWN. 4.EXPOSED DRAIN PIPES AND ALL WATER PIPES SHALL BE RECESSED.INSULATED OR GUARDED TO PREVENT BURN ACCIDENTS. Phone: 360 424-0394 60'DEEP CLEAR 46 -�46'DEEP CLEAR FLOOR 54'CLEAR FLOOR T-10' * 5.GRAB BARS SHALL BE 1 1/4'TO 1 1/2'OUTSIDE DIA.AND SHALL BE ABLE TO SUPPORT A 300 LB LIVE LOAD WITHOUT Fax: 360 424-5726 4B'DEEP CLEAR FLOOR SPACE SPACE ON PUSH SIDE WIDTH ON PUSH 7-7' PERMANENT DEFLECTION.NO PROTRUDING OBJECTS 1-1/2'BELOW OR SIDE OF GRAB BARS AND 12,ABOVE 60'DEEP CLE FLOOR SPACE 5'-0' 9'-8' IF BOTH CLOSER AND SIDE IF CLOSER * 6.PLUMBING FIXTURES AND ACCESSORIES ARE FOR ILLUSTRATIVE PURPOSESONLY.REFER TO ACTUAL PLANS.INTERIOR FLOOR SPACE _ LATCH ARE PROVIDED PROVIDED 80'TURNING RADIUS ELEVATIONS,SPECIFICATIONS,ECT.FOR SPECIFIC FIXTURES AND ACCESSORIES FOR THIS PROJECT. 10858 4'-0' - 60'TURNING RADIUS ,�- \ 7.ALL HANDICAPPED TOILET ROOMS FIXTURES AND ACCESSORIES SHALL COMPLY W/CHAPTER 11 AMENDED OF THE b 42'DEEP CLEAR t4O'. 4'-0' /R \ S; REGI TEREO FLOOR SPACE `S• O' LINE OF 2018 IBC.ICC A117.7-2000. AR HITECT 3'.6' O' 8.ADDITIONAL FIXTURES SHALL BE MOUNTED AS FOLLOWS: r- ---, r I / \ LINE OF / 80'X 58'CLEAR I I 2'CLEAR PLOD R -- 48'CLEAR FLOOR --- 60'X 58'CLEAR --- r - FLOOR SPACE T.P.DISP. IF LOCATED ABOVE GRAB BAR SHALL BE LOCATED WITHIN AN AREA I I 1 t b I 11 WIDTH ON PUSH ( - ;O FLOOR SPACE 24'MIN.AND 36'MAX.FROM REAR WALL.WHERE DISPENSER IS LOCATED BELOW ly I I I 1 WIDTH ON PUSH p I b I SIDE 4a'DEEPi'v 1 I SIDE IF CLOSER z \ z \ THE GRAB BAR,THE OUTLET OF THE DISPENSER SHALL BE LOCATED WITHIN AN tFMUSHINGTN PROV DED \ II Il AN AREA 24'MIN.AND 42'MAX.FROM THE REAR WALL.THE OUTLET OF THE____ CLEAR 1 I 50'X 48'CLEAR \ 30'X 48'CLEAR DISPENSER SHALL BE LOCATED 18'MIN.AND 48'MAX.A.F.F.DISPENSER SHALL STATE 1 m -J 1 ___J SPACE 1 tI t I I FLOOR SPACE42'DEEP \ -4/ FLOOR SPACE io FLOOR SPACE COMPLY WITH SECTION 609.3.DISPENSERS SHALL NOT BE OF A TYPE THAT �k b �� I I I LOCATED MIN 17' "' \ b LOCATED MIN 17' CONTROL DELIVERY.OR DO NOT ALLOW CONTINUOUS PAPER FLOW. 9-5-24 L-}� I b Il FROM FRONT EDGE :�+ FROM FRONT EDGEALLOW MIN.1.1/2'BETWEEN G.B.AND DISP. MNT.SOAP DISPENSER 18'MIN.CLEAR 12'CLEAR FLOOR WIDTH // 12'CLEAR PLOOR 1 N I 1 OF WALL HUNG OF COUNTER MA%.40'A.F.F. BTM.EDGE OF MIRROR MAX.40'A.F.F. WIDTH ON PULL oN PUSH S[DE IF BOTH 96'MIN.CLEAL:�--- WIDTH ON PUSH SIDE L L J FIXTURE 0.PROVIDE ADA SIGNAGE PER IBC 2018 AND ICC A117.1-2000. SIDE cl.oseR AND LATCH ARE WIDTH ON PULL IF BOTH CLOSER AND 24'MIN.CLEAAARRR 2W CLEAR FLOOR 1'-6 2'-8' 1'-6 2'-6' P'�M 10.SEE ACTUAL TOILET ROOM PLANS FOR ACTUAL DIMENSIONS AND LAYOUT. A NEW BUILDING FOR: PROVIDED SIDE.a2'M[N]F LATCH ARE PROVIDED WIDTH ON PULL SPACE ON PUSH 96'MIN. WALL HUNG FIXTURE 96'MIN. COUNTER/ 11.PROVIDE OPEN ENDED TOILET SEATS PER IPC 400.2.5. TEMPERATE HABITS BREWING 54'DEEP FLOOR SIDE SIDE g'_p• WALL SHELVE W/ 5•_p• BACKSPLASH 12.T.O.W.C.SEAT MIN.17'/MAX.10'A.F.F.SEAT SHALL NOT RETURN AUTOMATICALLY. SPACE PROVIDED PURSE HOOK 36' 13. FLUSH CONTROLS HAND OPERATED OR AUTOMATIC. 19712 ARLINGTON VALLEY ROAD n MIN. PLAN MAX A.F.F. MIN. PLAN 14. MAX.DEPTH OF LAV.BOWL TO BE 6-1/2'DEEP. HAND OPERATED FAUCETS. 0 A APP OA H HI G A OACH LTC A OAC a DROP WALL HUNG SINK 3 0 DROP 1N SINK ARLINGTON. WA 98233 DOOR CLEARANCES NOTE: 15.FRONT SHALL REMAIN ON FOR MIN. SECONDS, OF LAV.TO BE MAX.34'A.F.F.MEASURED TO RIM OF SINK. SCALE: 1/4'•1'-O' 1,USE SHALLOW DEPTH SINK BOWLS FOR KNEE CLEARANCE. (5AD TERLINE OF LOW OF„ NOTE. 2.WATER SUPPLY AND DRAINPIPES UNDER LAVATORIES AND SINKS SHALL BE GENERIC URINAL NOTES: DRINKING FOUNTAINS BE MIN.15'FROM 'NOTE SPOUT OUTLETS OP PERMANENT SIONA08 TO BE INSTALLED INSULATED OR OTHERWISE CONFIGURED TO PROTECT AGAINST CONTACT. PER ICC A717.1-2000 PER ICC A117.1-2000 SEC.602.4 ICAL SURFACE FOUNTAINS FOR STANDING ADJACENT TO THE LATCH SIDE OF THE PERSONS SHALL BE 38' DOOR. MOUNTING LOCATION MUST ALLOW CORRESPONDING T-0' 1.A CLEAR SPACE OF 30 INCES WIDE BY 48'IN DEPTH 1.ALLOW FOR FORWARD APPROACH DE BE 8'IN PROVIDED. W FROM FRONT MINIMUM AND 4V MAXIMUM A PERSON TO APPROACH WITHOUT T-7' TO ALLOW FOR FORWARD APPROACH To BE PROVIDED. CONTACT: DING EDGE ABOVE FINISH FLOOR ENCOUNTERING PROTRUDING OBJECTS OR BRAILLE 2.PROVIDE KNEE AND TOE CLEARANCES MIN.27'A.F.F. STANDING WITHIN THE SWING PATH OF O FCE ,> 80'TURNING RADIUS 2.URINAL SHIELDS NOT TO EXTEND W/TOE CLR.OF MIN.0'FOR A DEPTH OF 25' KATIE KING THE DOOR �°°° 60'TURNING RADIUS - FRONT EDGE OF THE URINAL RIMFARTHER THAN THE MM MAX wnrER spoor -� �� �\ 3.URINAL SHALL BE WALL HUNG W/AN 3.SPOUT OUTLET TO BE MAX.56'A.F.F.FOR WHEELCHAIR katie@temPeratehabitsbrewin9.com ACCESSIBLE FOUNTAINS..SPOUT OUTLET TO BE MIN. a a -I J` PERMANENT /RS• '9; LINE OF ELONGATED RIM AT A MAX.1T A.F.F. 831-277-0323 LETtERs AND NUMERALS SHALL BE RAISED O• 58'A.F.F.AND 43'MAX.A.F.F.FOR STANDING PERSON. 1S1/32',UPPER CASE.SANS SERIF TYPE AND O' LINE OF L-- - 60'X 56'CLEAR 4.FLUSH CONTROLS SHALL BE MTD.MAX. LOCATE SPOUT MIN.15'FROM VERTICAL SUPPORT AND �- -- 60'X 56'CLEAR FLOOR SPACEI1SHALL BE ACCOMPANIED WITH BRAILLE. r 44'A.F.F.HAND OPERATED OR AUTOMATIC. 5'MAX.FROM THE FRONT EDGE OF DRINKING b 1 � ;o FLOOR SPACE I r FOUNTAIN INCLUDING EDGE OF DRINKING FOUNTAINJ :n _ RAISED CHARACTERS SHALL BE AT LEAST rr CHAD FISHER 5/8'HIGH.BUT NO HIGHER THAN 2' i F i \ 50 5.FLUSH VALVES SHALL HAVE A LEVER WHICH WILL°' ? INCLUDING THE BUMPERS.WHERE ONLY A PARALLELIDE A 30'WIDE AND \ 50'X 48'CLEAR 2 \ 30'X 48'CLEAR PERMIT OPERATION BY WRIST OR ARM PRESSURE. ' C O N S T R U C T I O N EEP CLEAR FLOOR 6 Ip PERMANENT SIGN. \ I FLOOR SPACE 6.IF WALLS OR PARTITIONS ON BOTH SIDES OF URINAL APPROACH IS PROVIDED.SPOUT SHALL BE 3-1/2'MA. LLc 10 i� FLOOR SPACE Io _ FROM FRONT EDGE DRINKING FOUNTAIN INCLUDINGE, WHEELCHAIR -•1' 11'MIN KNEE m LITERARY BRAILLE STANDARD DIMENSIONS n _ 1 ~ LOCATED MIN 17' '° o LOCATED MIN 17' EXTEND MORE THAN 24'FROM WALL A CLEAR FLOORBUMPERS. ALCOVING FOUNTAIN. 30' CLEARANCE W/ a DOT DIAMETER 050 IN. II SPACE OF 36'WIDE SHALL BE PROVIDED BETWEENSTANDING . D ON CENTER LINE MAX.8'70[ INTER-DOT SPACING 000 IN. FROM FRONT EDGE ° FROM FRONT EDGE WALLS/PARTITION. 4.OPERABLE PARTS SHALL COMPLY WITH OF LOW FOUNTAIN CLEARANCE HORIZONTAL SEPARATION BETWEEN CELLS 241 IN. OF WALL HUNG OF COUNTER SECTION 309. VERTICAL SEPARATION BETWEEN CELLS 305 IN. FIXTURE P-LAM 7. ONLY ONE URINAL TO BE ADA ACCESSIBLE. OTHER PLAN ELEVATION 1'-6 2'-6• WALL HUNG FIXTURE 1-6 2.6 COUNTER/ URINAL RIMS TO BE SET AT 24'A.F.F.PER IPC. BRAILLE SHALL BE 48'MIN AND 60'MAX ABOVE 38'MIN. 98'MIN. DRINKING FOUNTAIN ADA SIGNAGE FLOOR MEASURED TO THE BASELINE OF THE 5'-0' WALL SHELVE W/ 5-0 SCALE: 1/4'•1'-O' BRAILLE CELLS n MIN. PLAN MAX A.F.F.PURSE 36' / '1 MIN. PLAN S. FROMPER PC 405.5.1 ANY FIXTURELTOIXTURES SIDEWALLO HAVE 15'CLEAR O DROP WALL HUNG SINK •DROP IN SINK GENERIC NOTES FOR TRANSFER SHOWER STALLS 22-636 PER ICC A117.1-2009 TYP.ADA REACH RANGES 1. MIN.SIZE OF STALL 96'X 96'W/36'WIDE BY 48'DEEP CLEAR FLOOR IN FRONT OF STALL. UNOBSTRUCTED FORWARD OBSTRUCTED HIGH UNOBSTRUCTED OBSTRUCTED SIDE 2.PROVIDE GRAB BARS ACROSS THE CONTROLL WALL AND ON THE BACK WALLTO A POINT 18' REACH FORWARD REACH SIDE REACH HIGH REACH FROM THE CONTROL WALL. REVISIONS: 9.PROVIDE SWING UP SEAT WHICH FASTENS TO WALL. SEAT TO SUPPORT MIN.250t LIVE LOAD. MNT.SEAT MIN.1T MAX,10'A.F.F. 2-1-24 DESIGN SET 4.MNT.CONTROLS ON THE SIDE WALL OPP THE SEAT 38'MIN.AND 48'MAX.THE SHOWER FLOOR. 20 max >20-25 max (a) (b) 5.MAX.THRESHOLD FOR SHOWER LIP TO BE V.RECESS STALL INTO CONC.SLAB PER MANFS. 3-5-24 PERMIT SET s+ 11-1 6.PROVIDE SHOWER SPRAY UNIT W/HOSE MIN.59'LONG. CONTROLS FOR HEAD TO BE WITHIN 15' ABLE 603.6 MAXIMUM REACH DEPTH AND HIEGHT LEFT OR RIGHT OF THE CENTERLINE OF THE SEAT. 7.GRAB BARS TO BE 1-V DIA.W/MIN.1-V CLEAR BETWEEN G.B.AND WALL. MAX REACH.5 INCH 2 INCHES 5 INCHES 6 INCHES 0 INCHES 11 INCHES S.INSTALL LIMIT DEVICE TO PREVENT THERMAL SHOCK PROTECTED TO 120 DEGREES F. E DEPTH m" E e E o MAX REACH 48 INCHES 46 INCHES 42 INCHES 40 INCHES 36 INCHES 34 INCHES > --- HEIGHT GENERIC NOTES FOR CASEWORK/ EQUIPMENT 1. IF COMBO REFRIGERATOR/FREEZER IS USED 5OX OF FREEZER SHELVES TO BE MAX 54'A.F.F.PER ICC A1171-2009 804.5.6 (a1 (bI 10 max >10-24 max 2. CONTROLS ON RANGE/OVEN TO BE PLACED SO THERE IS NO REACHING OVER/ACROSS BURNERS PER ICC A117.1-2000 zss zss zssc+o 804.5.4.4 TYP.ADA KITCHEN STANDARDS SCALE 1/4'=1'-O' 3. MAINTAIN 60'TURNING RADIUS BETWEEN KITCHEN COUNTER TOPS TO ALLOW FOR ALL TYPES OF APPROACHES TO CASEWORK SECTION/ WORK SPACE @ COUNTER @ SINKS COUNTER @ 34" COUNTER @ 36" APPLIANCES. STORAGE RANGES 4. WATER SUPPLY AND DRAINPIPES UNDER LAVATORIES AND SINKS SHALL BE INSULATED OR OTHERWISE CONFIGURED TO PROTECT AGAINST CONTACT. 8'DEEP SINK VERIFY 8' 18 ADJUSTABLE SHELVE. RANGE MIN KNEE CLEARANCE R2T S. USE SHALLOW DEPTH SINK BOWLS FOR KNEE CLEARANCE. OPERABLE PART 4W MAX A.P.P. COUNTERS AT 36'A.F.F. SHEET TITLE: L14'H[OH ADA WORK SHALL HAVE NO OPERABLE19UPPERSHELVE AT 48'MAX A.FF. INO7E 44'MA%R FORWARD 6.SEE IBC FOR EMPLOYEE WORK AREA EXCEPTIONS. NOTE BREAK ROOMS,RESTROOMS.CONFERENCE ROOMS AND CORRIDORS URFACE ADJACENT 3'_0• APPROACHIPARTSONWALLISWITCHES. OPERABLE PART 46'MAX AFF.(NOTE O RANGE ALL COUNTERS W/ OUTLETS.DATA ETC, DO NOT MEET INTENT OF EMPLOYEE WORK AREA. ADA NOTES 4,V MA%R FORWARD APPROACHI SINKS TO BE ATE21" F OPERABLE PARTS AREIF OPERABLE PARTS ARE ABOVE Q. 54'MAX HEIGHTBOVE COUNTER MAX 7.PER SECTION 606.2 EXCEPTION f1 OF ICC A117.1-2009 IF NO COOK TOP OR RANGE IS PROVIDED A PARALLEL APPROACH TO COUNTER MAX HEIGHT OF COUNTER AT EIGHT OF COUNTER AT 4'WITH MAX DEPTH OF SINK IS ACCEPTABLE. BARRIER FREE NOTES TO!MCK 94'WRH MA%DEPTH OF 24'TO WALL IF NO RANGE OR - V'TO WALLTOE KICK SOX OF OF LINER SHELVING STORAGE w - COOK TOP PROVIDED - - 8. 509 OF STORAGE SHALL BE ACCESSIBLE. VERIFY CABINET LENGTHS OP BOTH UPPERS AND LOWERS. IF UPPER CABINETS -a MUST BE WITHIN REACH RANGE. MIN. X - o A PARALLEL o o ARE OUT OF 48'A.F.F REACH RANGE THAN THE LINEAR FEET OF UPPERS MUST NOT EXCEED LINEAR FEET OF USABLE 15'APP.AND MAX 48'APP. /\ 'o iv APPROACH AT SINK iv LOWER CABINETS. IS ACCEPTABLE __- TOE KICK 30'WIDE CLEAR FLOOR SPACE TO WALL.PROVIDE P-LAM FINISH ALL 3 SIDES AND VRB AND FLOORING A117.1 608.2.1 3'-0' 3'-0' 3'-0' TRANSFER TYPE Ie SHOWER I COMPARTMENTS. Q SHALL COMPLY WITH SECTION 6-8.2.1 •0• -x+ QUIENTIN BUTTER BACK WALL N PROJECT ARCHITECT. FINISHED FLOOR 1'8' ACCESSIBLE - LIGHT QUIENTIN BUTTER TRANSFER CONTROL SLIDE FIRE SWITHCH DRAWN BY: SHOWER W/ mio BAR EXTINGUISHER T-STAT. FOLDING fL �- iv rC �,,, 18'GRAB TYR ABOVE Pic SEAT b CONTROL -- BENCH " 2-S BAR DEVICES CHECKED BY: WALL io �n WALL _ FOLDABLE '6 I; GRAB JUNE 21, 2022 N ADA BAR 1.ELECTRICAL RECEPTACLES 115.20 AND 30 AMPSI SHALL BE AT o '9 BENCH __ LEAST 15'A.F F. DATE FOLDABLE �•3�e..- `- i PER ADA BENCH b ADA GRAB A111.7.1 1'-11' 2.SWITCHES AND CONTROLS FOR LIGHTS.APPLIANCES.COOLING 5\:ARCH\22\DRAWINGS\22-636 SITE PER A1117.1 BAR 810.9.2 HEATING AND VENTILATING EQUIPMENT SHALL BE NOT LESS COMPUTER FILE NAME 610.3.2 THAN 3'NOR MORE THAN 4'A.F.F. TRANSFER SHOWER PER A1117.1 SEAT WALL BACK WALL CONTROL WALL 3. FIRE ALARM INITIATING DEVICES SHALL 8E 48'ABOVE THE FLOOR.GROUND OR SIDEWALK. 4. COAT HOOKS MIN 40'A.F.F.MAX 48'A.F.F. ADA � l COPYRIGHT 2024 CARLETTI ARCHITECTS.P.5. PROPERTY ADDRESS: LOT E OF THE AVR BUSINESS PARK \ CARLETTI ARCHITECTS P.S. BINDING SITE PLAN �\ \\ / \ ASSESSORS #: 31051400203300 I I I �\ \\ \ andi10i0d1`&PI'""rs I I I V) \ \ \ \ 116 EAST FIR STREET SITE SQUARE FOOTAGE I I InI /' \ \ SUITE A 1.49 ACRES OR 64.701SF FIRE ACCE�SIT4 MOUNT VERNON, WA. 98273 ZONING ADJACENT SITE I \ 1 \ \ E v \ Phone (360I 424-0394 : �I�I GI- GENERAL INDUSTRIAL/AIRPORT PROTECTION DISTRICT C PROPERTY Fax: (360) 424-5726 CHAIN LINK) SETBACKS — — — — — l FENCE `In — - — FRONT STREET(EAST): 25'-0'REQUIRED IOKI I - —SS— —\ — — — — \ ' N \ 1 1 � - _ =SS' �3 — -_'3S— o («`,`F°,`.« , — / 1 10558 SIDE: INTERIOR(NORTH/SOUTH): 5'-0'REQUIRED(OKI REGI TEREO REAR:(WEST): 5'-0'REQUIRED(OK) UTILITY _ A — _ �'`�\ EXIS FI V AR HITECT \ .. — �«t — t� A - EABEMEN I «� � HYD T \ BUILDING HEIGHT 47 ,vv w EXIST. IGH PQL A 50'-0'MAX ALLOWED(OKI FIRE ACCE S 96'.0' C «�< . . . C V IN ULSUTTER EASEMENT - . «.I« I \ \ STATE OF WASHINGTON HEIGHT DEFINED FROM THE AVERAGE EXISTING NATURAL GRADE m "�.._ TO THE RIDGELINE OF THE ROOF.(OKI C o0-Oo I \ « ° � -� SITE COVERAGE « v< �` 66'-0' a-s za �'. . . E E �� \ MAXIMUM LOT COVERAGE IS 100% � I I� 45 c ESE. t`�,t «� E�«` ' \` V A NEW BUILDING FOR: PARKING � I � � � ° 1 �« \ TEMPERATE HABITS BREWING RESERVED PARKING I OUTDOOR GAMES Vn e p V 19712 ARLINGTON VALLEY ROAD SIGN WITH R7-801 PLAQUE 44 «��° \� . . . . . . . . . . . . II« . �� _ e �✓��' �< V A ARLINGTON. WA 98233 PER WSDOT STD PLAN H-SE « . « . . . . . . . . . V A � PAINTED I �\` . « . . «� 1 I / b ACCESSIBLE b I �« . . . FIGURE I� «��� �` .II«. _ �« \ IN STALL � � I ' «II. nnn� - \ « � X V CONTACT: ppgg- i' 2-0„L PAINTED STRIPES KATIE KING AT LOAD AISLE �v ` .`, « . . . . .I «TEN SPACE« • «� PROPOSED 10.488 i/ \ katie®temperatehabitabrewing.com VAN ACCESS. STANDARD COMPACT v STALL STALL STALL A . FUTUREA6,970< I SQFT BUILDING / - « 2g 7I - 831-277-0323 A �� `r SQFT EXPANSI9N r — -- IST NG ORM DRAI PARKING REQUIREMENTS PER COA MUNICIPAL CODE: I m c « . . . . . .« I O N I I °�`.`.«.«.'.`.`. .`.�`.`,`, . . . . . . . .«� � / \ / -- PE 18S EENING � -PARKING REQ'D EMPLOYEE•1 STALL PER 2 EMPLOYEE �, I .�i I / 15'•0' 1 \ I ON ARLI GTON I CHAD FISHER I`.`.`.`.`.`.`.«.`.°.`« -PARKING REQ'D TAP ROOM•1 STALL PER 400 SF �, I I �_ - I. . « . . . . . E . . �. I A ` ROAD((��``��ERIFY WHAT/ �� c o ri s T R u c T i o ry I I OVERHEAD / I 1 IS RE RED / -DRIVE AISLE LANES ARE TO BE 24'-0'WIDE „:. \ I.« - I \ / b -10 EMPLOYEES •(5 STALLS REQ'DI - . « . DELIVERY DOOR j C� XISTI G DRAI ITCH -TAP ROOM 1.724 S.F./400 •4.31 (4 STALLS REQ'D) I - - 11 i' STREET TREEifal� (9)REQUIRED STALLS �E 38 O I kROAO I — _ 1471 STALLS PROVIDED IOKI �!L o I / ERIFY UNT �, �� •'1MfT11 -CHAPTER 11 IBC TABLE 1106.1 FOR PARKING SPACES BETWEEN _ I I I 25-50 REQUIRE(2)ADA STALLS x j� I I �'� « `V OUTDOOR COVERED �`v i I -(2)AD STALLS PROVIDED.111 OF WHICH IS VAN ACCESSIBLE(OKI 37 I I I - - - ° \\.f - - - .- °- 20'0' I ISER ROOM SEATING LANDSCAPING REQUIREMENTS �t . ° A BIKE PARKINS / V 1 22-636 1. IRRIGATION SYSTEM WILL BE SUPPLIED. I _ « «` ° / AifT COVERED _ \� 2 5'WIDE TYPE B LANDSCAPE SCREEN ALONG ARLINGTON VALLEY I III I I �� _ S /' DS __ DS 20 O `t I I I �72' DEIl¢X[ST 0 ROAD. I --- \C DS -/? _ TRAI/PNTH I REVISIONS: ............ 3.209 OF PARKING TO BE SHADED SHOWN ON LANDSCAPE PLAN I XIS NG 1 // I 2-1-24 DESIGN SET I I IDRIV AY CUT ®®® _ OOhDINATE CT I I 4.1 LANDSCAPE BED FOR EVERY 7 STALLS PER COA DESIGN �I �/8 F \tle - ENCLOSURE/MET v FOOD TRUCK \ II I / I 3-5-24 PERMIT SET STANDARDS III _-- ____ ------ « . I� .«< W/PUD PARKING IJ S.NO SCREENING REQUIRED ON NORTH SOUTH OR WEST PROPERTY I 99 // ,-c 1 I I o N LINES 1l �. c 6. STREET TREES REQ'D ALONG ARLINGTON VALLEY ROAD. SPACED OUTLIN B TYP.E OFE J A STORM . V I N - \ DRAIN AR 12'WIDE X 55'DEEP // a \ L LOADING SPACE DUMPSTER ENCLOSURE 35'APART I J \� 20%OF PARKING LOT SHADED.PER PROPOSED,FIRE LINE \ I\ DESIGN STANDARDS 5'LANDSCAPE PROPOSED DOMESTIC WATER 92 / ISQ BED PER EVERY 7 STALLS. 6 LEGEND: k / j 29 v 26 / .,, 20 19 - / 12- NEW CONCRETE SIDEWALK/ PATIO r�y 3 - 1.1 6 26 01 SHEET TITLE: 0 GRASS/ LANDSCAPING SITE PLAN I AREA OF EXTRUDED CURB \ — PROPERTY SET I G BACK I ®-O SITE LIGHT PER ELECTRICAL I N I I / AV PROPERTY LINE ® DECORATIVE SITE PEDESTRIAN SCALE LIGHT PER ELEC. I I INDICATES FUTURE DUAL SIDED EV CHARGING STATION © SERVING 2 PARKING SPOTS. RUN ALL REQ'D 3-1/4' CONDUIT FROM ELEC. ROOM TO THIS LOCATION. SEE ELEC. DWGS FOR MORE INFORMATION.111 LOCS. FORA TOTAL OF(2)STALLS QUIENTIN SUTTER PROJECT ARCHITECT. J 3 I / 1 ti II QUIENTIN SUTTER DRAWN BY. l I II Pic / / CHECKED BY: PROPOSED SITE PLAN 12-8-22) /� JUNE 21. 2022 SCALE: 1/16'4-0' " DATE S\:ARCH\22\DRAWINGS\22-636 SI_ COMPUTER FILE NAME A � 1 . 0 COPYRIGHT 2024 CARLETTI ARCHITECTS.P.S. CARLETTI ARCHITECTS P.S. PRECAST CMU CAP CMU ENCLOSURE BEHIND CMU ENCLOSURE BEHIND ard*o m&IIII 116 EAST FIR STREET GATE CLASP LOCK SUITE A MOUNT VERNON, WA. 98273 ALL FENCE POSTS B'WIDE ACCESS Phone: 360 424-0394 AND CHAINLINKS GATE Fax: 360 424-5726 TO BE RUBBER COATED w ALL FENCE POSTS 10558 o AND CHAINLINKS AR IHITECTO TO BE RUBBER z SELF SUPPORTIVE COATED SOLID GROUT—-""" ROUT w t o CHAIN LINK GATE o GROUND FACE CMU m ENCLOSURE ;�w WITH LOCKABLE :o IN UL BUTTER Na CLASP `STATE OF WASHINGTON o SPLIT FACE CMU 3-5-24 ® TO MATCH TURNED DOWN SOG BUILDING CMU W/#41s 0 18'D.C.EA WAY ANEW BUILDING FOR: CONCRETE SLAB. TEMPERATE HABITS BREWING SEE CIVIL DWGG 19712 ARLINGTON VALLEY ROAD ARLINGTON, WA 98233 SEE STRUCTURAL a DWGS.FOR s FOOTING DETAILS o 0 o CONTACT: V-4'0 6'HIGH WALL KATIE KING 24'WIDE 0 8'HIGH WALL katie®temperatehabitsbrewiny.com 11 DUMPSTER ENCLOSURE TYPICAL ELEVATION/ SECTION 831-277-0323 SCALE: '=1'-0' `r CHAD FISHER J C O N S T R U C T I O N SPLIT FACE CMU ENCLOSURE CONCRETE SIDEWALK a a <1 Ail v 12'-a• a a a v ° �.-O-X 64 LIGHT POLE BLACK PAVING aCHAIN LINK ° F GATE ALL TOOL EDGE LIGHT BASE 22-636 + E � RUBBER 'CONCRETE a tOATEOE f4 BAR 3/4'x10'J-BOLTS E BIKE RACK ANCHOR MOUNT FAY v F ESURFACE 4'CONCRETE SIDEWALK E 4 TOTES CLING a E E 'RIBBON RACK' AS PREFERREDOUNT 7 24'0 SONNOTUBE t REVISIONS: a? 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BIKE RACK DETAIL SIDE WALK CURB TYPICAL SIDEWALK LIGHT POLE BASE SHEET TITLE @11IMPSTE-1 PLAN g 7 6 SITE DETAILS SCALE: 1/4'=1'-0' g SCALE: 1/4'=1'-0' SCALE: 1'=1'-0' SCALE: 1'=1'-0' (4 LLOCATIONS SCALE: 3/4'=1'-0' SIGN (2)#4 BARS NOTE:ALL SIGNS DEPICTING RESERv FASTEN W/(2)3/8'DIA. THE INTERNATIONAL SYMBOL PARKING GALV.BOLTS BRooM F[N. 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JUNE 21. 2022 SURFACE INTERNATIONAL SYMBOL OF BARRIER-FREE NON-SLIP OR AT STRESS POINTS.SACK FACE IF REQUIRED ACCESS TRAFFIC WHITE PAINT ON ASPHALT ° DATE TO REMOVE PITING OR ROUGHNESS 0 PARKING STALLS. 12 DIA.CONC.BASE S\:ARCH\22\DRAWINGS\22-636 SI- COMPUTER FILE NAME 5 SIDE WALK CURB 4 CAST IN PLACE CURB 3 EXTRUDED CURB 2 B.F. STALL ACCESSIBLE PARKING SCALE: 1'=1'-0' SCALE: 1'=1'-0' SCALE: 1'=1'-0' (2) LOCATIONS SCALE: 1'=1'-O' �2) LOCATIONS SCALE: 1'=1'-O' + COPYRIGHT 2024 CARLETTI ARCHITECTS.P.S. CARLETTI ARCHITECTS P.S. arc.9*Kwre Ikp' ' 116 EAST FIR STREET SUITE A MOUNT VERNON. WA. 88273 Phone: (3601 424-0384 Fax: 360)) 424-5726 10558 REGI TERED AR HITECT IN UL SUTTER 02 3 4 g 5 6 STATE Of WASHINGTON 101'-0' -4. ._..- 86'0• 3-5-24 21'-4' 21'-0' 22'-0' 20'-4' ts'-e A NEW BUILDING FOR: O O O 0 5 4 TEMPERATE HABITS BREWING LOT E _ VENEER ALONG ARLINGTON VALLEY ROAD X NORTH ELEVATION ARLINGTON, WA 6 TO EXTEND 5'-4' -82 FED _ J L CONTACT —� - KATIE KING DkatiePtemperatehabitsbrewing.com T�� STORAGE 831-277-0323 I LI M M no Co S T FISHI ER Z� 41 FUTURE EQUIPMENT 6 NOTE MECH MEZZ.ABOVEBB 3 3 MOP SINK FLOOR PLAN NOTES: PLANNED 3 I- O 3 1. PROVIDE BARRIER FREE SIGNAGE AT ALL ADA RESTROOMS PER ICC A117.1-2000 Fc� EQUIPMENT O 111 JANITOR 22-636 2. CONFIRM ALL ROUGH OPENINGS FOR DOORS AND WINDOWS PRIOR TO ` T-9� \ e112 FRAMING AND ORDERING. 17 _ 5 16 15 3. CONFIRM ALL FINISHES W/OWNER AND ARCHITECT PRIOR TO ORDERING. 4. SOUND INSULATE ALL WALLS TYP.THROUGH-OUT. OC l 5 14 REVISIONS: 5. EXTERIOR WINDOWS TO RECEIVE GWB HEAD/JAMB AND SILL ` / Hw FD 5 O 8. ALL RESTROOMS TO HAVE GREEN BOARD TYP. MEN RR 3-5-24 PERMIT SET 7.ALIGN STUDS,ELECTRICAL AND PLUMBING AS REQ'D TO ACCOMMODATE (C 1 FEa 113 RECESSED PAPERTOWEL/WASTE RECEPTACLE. APPROVE LAYOUT LOCATIONS W/ARCHITECT PRIOR TO FRAMING. 8.COORDINATE LOCATION OF SOAP.PAPER TOWEL.TOILET PAPER DISPENSER WITH - �� �� 0 e' ARCHITECT PRIOR TO INSTALLATION. \ IT o O 0.SEE DEFERRED BREW EQUIPMENT DWGS FOR ALL BREWING EQUIPMENT REQ'D. 10.COORDINATE SIDEWALL SPRINKLER HEADS FOR UNDER CANOPIES TYP. 4'-0. FE TD TO �u O WOM.RR g•_O• 7 X 3 FD 114 O FLOOR PLAN LEGEND METAL BUILDING MAIN FRAME(SEE METAL BUILDING DRAWINGS) D D.S. ❑� D.S. I Hb COMBINATION EXIT SIGN CONNECT TO EMERGENCY POWER AND 4 I EXIT UPS BATTERY BACKUP AND INVERTOR TO PROVIDE EMERGENCY POWER FOR MINIMUM 00 MINUTES METAL BUILDING WALL 0/ I t2 O I ® B'MIN.'Z'GIRTS PER MTL.BLDG.SUPPLIER ore 2A 1OBC FIRE EXTINGUISHER SEE FLOOR PLAN FOR LOCATIONS (MANF.TO VERIFY SIZE/GAUGEI I A-6.1 PRE-FAB I p SHEET TITLE: 75 FEET MAX TRAVEL DISTANCE R-30(9.1 PROLINER SYSTEM(WHITE)W/THERMAL BREAK TAPE TYP.AT BOLLARDS COOLER DOOR COLD 'PRO-LINER'OR EQUAL W/ }*. ER A-8.2 DOOR NUMBER SEE SHEET A-2.3 FOR SCHEDULE WHITE VINYL VAPOR BARRIER c+ 12 105 1 STORAGE COOLER FLOOR PLAN MAX.FLAME SPREAD 75-200 F Fee OA WINDOW TAG SEE SHEET A-2.3 FOR SCHEDULE I WAREHOUSE ERVIN ICEMAKER ROOM NUMBER METAL BUILDING WALL 0/ O 108 103 y 5 X X X ®8'MIN.'Z'GIRTS PER MTL.BLDG.SUPPLIER (MANF.TO VERIFY SIZE/GAUGE) ADA SINK W/ i A D.S. DOWNSPOUT CONNECT TO CIVIL TIGHTLINE TYP. R-30(0'I PROLINER SYSTEM(WHITE)W/THERMAL BREAK TAPE PARALLEL APPROACH -4. ❑ 'PRO-LINER'OR EQUAL W/WHITE VINYL VAPOR BARRIER re. FD MAX.FLAME SPREAD 75-200 W/j AIR GAP W/ Et;Ro O 6'FLOOR DRAIN 6'MTL STUDS W/GWB WALLBOARD PNT. o- SEE WALL TYPES DETAILS ON SHEET A-6.0 INTERIOR PARTITION 10 O q o MTL STUDS•16'O.C. 1 'O SEE WALL TAGS FOR FINISHES 8 PLYWOOD SHEARWALL LOCATIONS SHEET A-8.0EATINGPRE-FAB FLOOR DRAINFULL HGT WALL o g- 3 1026'MTL STUDS W/GWB BOTH SIDES ; PROECTA SLITTER TD PNT.SEE WALL TYPES SHEET A-8.0 3 0PROJECT ARCHITECT: PRE-FAB COOLER WALLS SEATING ENTRANCE RISER ip1 100 g� DRAIWN gyN BUTTER 0 4'SPLIT FACE CMU 0/ 108 3 3 OFFICE lu u u1'AIR GAP 0 107 �. C FE � OO PJC FD CHECKED BY: EXIT EXI 2 3 D.S. O 0 4 OA D.S. O JUNE 21, 2022 P DATE L _ _ J S\:ARCH\22\DRAWINGS\22-636 SITE COORDINATE EXTERIOR COMPUTER FILE NAME CT CAN ENCLOSURE W/PSE B -4. FLOOR PLAN A � 2 . 0 COPYRIGHT 2021 CARLCTTI ARCHtT�CTS.P S. SCALE: 1/8'=1'-0' C:ARLETTi ARCHITECTS P.S. archkamra A pYnimg 116 EAST FIR STREET SUITE A MOUNT VERNON, WA. 98273 Phone: (360I 424-0394 Fax: 1360) 424-5726 10558 T REGI TEREO AR HITECT N UL SUTTER �I� 5 STATE OF WASHINGTON 4. 9-5-24 A NEW BUILDING FOR: TEMPERATE HABITS BREWING LOT E ARLINGTON VALLEY ROAD x ARLINGTON. WA CONTACT: KATIE KING katie®temperatehabitabrewin9.com 831-277-0323 CEILING PLAN NOTES: �\ CHAD FISHER CONST RU CTI ON 1. LOCATE ALL DIFFUSERS 6 RETURN AIR GRILLES SO AS NOT TO `/ INTERFERE W/LIGHTS. 2. SEE EXTERIOR ELEVATIONS FOR LOCATION OF EXTERIOR WALL >` i°� PACKS. B.ARCHITECTURAL CEILING PLAN SHOWS GENERAL CEILING VAPOR BARRIER ABOVE BEAMS CONFIGURATION SEE ELEC.AND MECH DWGS FOR ADDITIONAL CEILING ITEMS. QF EXHAUST FAN V.T.O.AS REQUIRED 22-636 EXIT DIRECTIONAL EMERGENCY EXIT SIGN HARDWIRE W/ 0 0 BATTERY BACKUP I EXIT COMBINATION EXIT SIGN/EMERGENCY LIGHTING WITH — — — - — REVISIONS: BATTERY BACKUP HARDWARE EMERGENCY LIGHTING WITH 3-5-24 PERMIT SET BATTERY BACKUP HARDWARE GWB CEILINGS a W-5/8'A.F.F. EXPOSED WD JOISTS — AND PLYWOOD AI F O SOLID BODY STAIN w O I EXPOSED WD BEAM W/ SOLID BODY STAIN I SHEET TITLE: REFLECTED CEILING PLAN I z A I A TYP, METAL BUILDING GWB CEILINGS BULL EXPOSED METAL MANUFACTURER CANOPY a 8'-5/8'A.F.F. BUILDING CEILING W/ AND SOFFIT WHITE VAPOR BARRIER QUIENTIN SUTTER PROJECT ARCHITECT: QUfENTIN BUTTER DRAWN BY. Pic EXIT = CHECKED BY: ...7 EXI F . JUNE 21. 2022 DATE L S\:ARCH\22\DRAWINGS\22-636 SITE e COMPUTER FILE NAME A � 2 . 1 4 EXPOSED STEEL CANOPY AND DECKING PNT. REFLECTED CEILING PLAN /,� COPYRIGHT 2021 CARLETTI ARCHITECTS,P.S. SCALE: 1/8'=1'-0' CARLETTI ARCHITECTS P.S. an *Kwre&p' ' 116 EAST FIR STREET SUITE A MOUNT VERNON. WA. 88273 Phone: (3601 424-0384 � Fax: 360)) 424-5726 1 2 3 4 g 5 Y _q_ Y 10555 REGI TERED AR HITECT I I I I I — — IN UL SUTTER STATE Of WASHINGTON R] G 3-5-24 I I I I A NEW BUILDING FOR: TEMPERATE HABITS BREWING LOT E ARLINGTON VALLEY ROAD ARLINGTON, WA _ CONTACT: KATIE KING katie@temperatehabitsbrewing.com 831-277-0323 24 GA GALV.KYNAR FINISH STANDING SEAM 1 METAL ROOF PANELS CHAR FISHER CO N STFiU CTI ON CC '���` c` tree B J — — — — — — 5 22-636 82 PLt MB NO VET ryp A D T REVISIONS: 1 /14 3-5-24 PERMIT SET -/TO PROVIDE SPLASH BLOCK FROM UPPER LOWER ROOF DS D — — — —RAKE — S. D.S. I I I 5'MTL GUTTER SLOPE I I I TF21:1 ROOF NOTES: A A SHEET TITLE: INDICATES 3 X 4 RECTANGULAR SMOOTH _4_ _q. FACED DOWNSPOUT TIGHTLINE AS REQUIRED COORDINATE WITH CIVIL ALL DOWNSPOUT ROOF PLAN LOCATIONS AND DRAINAGE 1.ALL ROOFS SLOPES ARE AS NOTED 2.CONNECT ALL DOWNSPOUTS TO TIGHTLINES AS REQUIRED. LOWER PRE 5.PROVIDE AND INSTALL STEP FLASHING FAB CANOPY AS REO'D. 4.SIZE OF GUTTERS&DOWNSPOUTS TO BE OVERSIZED WHERE NECESSARY TO HANDLE RAINWATER FROM VALLEYS AND ROOF SURFACES. 5.PLUMBING/ELEC./MECH.SUBCONTRACTORS TO PROVIDE/INSTALL FLASHING BOOTS AT ALL ROOF PENETRATIONS TYP.MADE BY THEIR RESPECTIVE TRADES. 5.ALL ROOF TOP UNITS TO HAVE PRE-MANUF.CURBS MIN 14'ABOVE TOP OF ROOF SURFACE. O RAKE s._ QUIENTIN SUTTER D.S. S O D.S.PROJECT ARCHITECT: 5'MTL GUTTER 2/5 1:1 QUIENTIN SUTTER _g DRAWN BY. B 5'MTL GUTTER Pic _q CHECKED BY: JUNE 21, 2022 DATE S\:ARCH\22\DRAWINGS\22-636 SITE - ROOF PLAN #*Or COMPUTER FILE NAME SCALE: 1/8'•1'-O' , , A � 2 . 2 COPYRIGHT 2021 CARLET71 ARCHITECTS.PS 5'-0' CARLETTI ARCHITECTS P.S. archkamra A plalvimg CD 116 EAST FIR STREET 1.ALL GLAZING IN FIXED OR OPERABLE PANELS ADJACENT TO A DOOR WHERE SUITE A ZD THE NEAREST EXPOSED EDGE OF THE GLAZING IS WITHIN A 24'ARC OR EITHER MOUNT VERNON. WA. 98273 \ VERTICAL EDGE OF THE DOOR IN A CLOSED POSITION AND WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING IS LESS THAN 60'ABOVE THE Phone: (360I 424-0394 WALKING SURFACE SHALL BE TEMPERED. Fax: 1360) 424-5726 O (GLAZING SUBCONTRACTOR TO VERIFY LOCATIONISI OF ALL SAFTEY GLAZING.) 2.GLAZING SHALL BE TEMPERED IN AN INDIVIDUAL FIXED OR OPERABLE PANEL. OTHER THAN THOSE LOCATIONS 105581 DESCRIBED IN ITEM 1.ABOVE.THAT MEETS ALL THE FOLLOWING CRITERIA. REGI TEREO Al EXPOSED AREA OF INDIVIDUAL PANE GREATER THAN 9 SQUARE FEET. AR HITECT B)EXPOSED BOTTOM EDGE GREATER THAN 36'ABOVE THE FLOOR. FIBERGLASS FIBERGLASS C)EXPOSED TOP EDGE GREATER THAN 36'ABOVE THE FLOOR. DI ONE OR MORE WALKING SURFACES WITHIN 26'ABOVE THE FLOOR. N UL BUTTER 3.REFER TO THE DOOR SCHEDULE FOR SIZE OF ALL DOORS WITH GLAZING. STATE Of WASHINGTER WINDOW SCHEDULE 4.SEE BUILDING ELEVATIONS FOR MUTTON AND DOOR PLACEMENTS ON 6 OPERABLE WINDOWS. NO. OTY. SIZE FRAME U-VALUE NOTES 5.ALL WINDOW SIZES ARE ROUGH OPENINGS AND SHALL BE FIELD MEASURED "' 3-5-24 MAT'L. FIN. PRIOR TO FABRICATION. B.U-VALUE OF ALL WINDOWS TO BE.28 OR BETTER,LOW E d THERMALLY BROKEN A 9 5'-0'x 5'-6' FIBERGLASS FF .28 INSULATED FIBERGLASS FLANGE WINDOW LOW E ARGON MAX.SHGC.40 (SHADING COEFFICIENT TO BE.40 OR BETTER.) A NEW BUILDING FOR: B 7 5'-0'It V-O' FIBERGLASS FF .28 INSULATED FIBERGLASS FLANGE WINDOW LOW E ARGON MAX.SHGC.40 7.CONTRACTOR TO VERIFY ALL WINDOW QUANTITIES. TEMPERATE HABITS BREWING S.CONTRACTOR TO VERIFY ALL WINDOW SIZES. LOT E ARLINGTON VALLEY ROAD ARLINGTON. WA CONTACT: KATIE KING DOOR/SKYLIGHT NOTES: katie®tempenatehabitabnewin9.com 1.ALL DOORS TO BE 1 5/4'THICK,INSULATED POLYSTYRENE CORES. 831-277-0323 R-VALUE 2.67 OR BETTER U VALUE•0.57 OR BETTER 2.VERIFY ALL R.O.AND JAMB DEPTHS PRIOR TO ORDERING. 3.ALL DOORS TO HAVE BARRIER FREE HARDWARE AS REQUIRED. CHAD FISHER 4.EXIT DOORS SHALL BE OPENABLE FROM THE INSIDE WITHOUT THE USE OF A KEY OR SPECIAL KNOWLEDGE OR EFFORT. " CONSTRUCTION 5.ALL GLAZING WITHIN A 24 INCH ARC OF EITHER EDGE OF DOORS LLO AND WITHIN 18 INCHES OF FLOORS SHALL BE SAFTEY GLAZING AS REQUIRED BY IBC SECTION 2406.ALL SUCH GLAZING SHALL HAVE PERMANENT IDENTIFICATION SAFETY GLAZING STAMP. 1f Nr� 6.DOORS SHALL HAVE LEVER HARDWARE WHICH WILL PERMIT OPERATION BY WRIST OR ARM PRESSURE. 7.ALL DOORS W/DEADBOLTS MUST HAVE SINGLE ACTION OPERATION BY HANDLE INSIDE AND KEY ON THE EXTERIOR 8. ALL EXTERIOR DOORS ARE TO BE FULLY WEATHERSTRIPPED AND HAVE ADA COMPLYING THRESHOLDS AND CONCRETE LANDINGS(OR SIDEWALK).EXTERIOR DOORS OPENING ON TO TRAFFIC AREAS ARE TO BE PROTECTED BY PIPE BOLLARDS. 22-636 9. OH DOORS THERMACORE DOORS INSULATED STEEL SECTIONAL DOOR BY THE OVERHEAD DOOR CORPORATION,DALLAS,TEXAS:STANDARD BULB-TYPE DOOR SCHEDULE BOTTOM SEAL AND HEADER SEAL AND JAMB WEATHERSTRIPPING:2'TRACK: NO. SIZE DOOR LEAF FRAME HARDWARE RATING NOTES POWER OPERATION:COLOR:WHITE:WITH TWO 121 INTERIOR MOUNTED SLIDE LOCKS.ONE AT EACH SIDE AT.36'AFF. REVISIONS: TYPE MAT'L. FIN. MAT'L. FIN. CLSR. PANIC GRP. INSULATED CORE 2'THICK INSULATED DOOR R-10 U•.10 COLOR VERIFY 1 3'-0'X 7-0' A HMD PNT. HMF PAINT YES LEVER HANDLE W/KEYED LOCK WITH OWNER. 3-5-24 PERMIT SET 2 3'-0'X T-O' A HMD PNT. HMF PAINT YES INSULATED.LEVER HANDLE W/KEYED LOCK.WEATHERSTRIP.DRIP HEAD.THRESHOLD.SWEEP.SEE NOTE 1..FIRE KNOX BOX 3 3'-0'X 7-0' A HMD PNT. HMF PAINT YES INSULATED,LEVER HANDLE W/KEYED LOCK,INTEGRAL MORTISED DEADBOLT.WEATHERSTRIP,DRIP HEAD,THRESHOLD,SWEEP,SEE NOTE 1. 4 3'-0,X T-O' D HMD PNT. HMF PAINT YES YES INSULATED.LEVER HANDLE W/KEYED LOCK.INTEGRAL MORTISED DEADBOLT,WEATHERSTRIP.DRIP HEAD.THRESHOLD.SWEEP.SEE NOTE 1. 5 121 3'-0'X T-O' D HMD PNT. HMF PAINT YES YES INSULATED.LEVER HANDLE W/KEYED LOCK.INTEGRAL MORTISED DEADBOLT.WEATHERSTRIP.DRIP HEAD.THRESHOLD.SWEEP.SEE NOTE 1. T•TEMPERED 6 1 3'-0-X 7-0' IS HMD IPNT. HMF PAINT YES INSULATED.LEVER HANDLE W/KEYED LOCK.INTEGRAL MORTISED DEADBOLT.WEATHERSTRIP.DRIP HEAD.THRESHOLD.SWEEP.SEE NOTE 1. 7 3'-0'X T-O' A HMD PNT. HMF PAINT YES INSULATED.LEVER HANDLE W/KEYED LOCK,INTEGRAL MORTISED DEADBOLT,WEATHERSTRIP,DRIP HEAD,THRESHOLD,SWEEP,SEE NOTE 1. 8 12'-0'X 12'-0' C MTL. F.F. YES OVERHEAD DOOR.INSULATED.AUTO OPENER.CHAIN HOIST.3'TRACK.75.000 CYCLE SPRINGS HIGH CLEARANCE LIFT TRACK,SEE NOTE 9. 9 3'-0'X 7-0' A HMD PNT. HMF PAINT LEVER HANDLE W/KEYED LOCKSET 10 3'-0'X 7-0' E HMD PNT. HMF PAINT YES - - LEVER HANDLE W/KEYED LOCKSET 11 3'-0'X T-O' - - - - PRE-FAB INSULATED DOOR PER COOLER MANUFACTURER T 12 3'-0'X T-O' - - - - - - PRE-FAB INSULATED DOOR PER COOLER MANUFACTURER 13 3'-0'X 7-0' A HMD PNT. HMF PAINT YES LEVER HANDLE.PUSH PULL GRAB BARS,S.S.KICKPLATES 14 V-O'X 7-0' A HMD PNT. HMF PAINT YES LEVER HANDLE.PUSH PULL GRAB BARS.S.S.KICKPLATES 15 3'-0'X 7-0' E HMD PNT. HMF PAINT YES LEVER HANDLE W/KEYED LOCKSET 16 3'-0'X 7-0' JA I HMD jPNT. I HMF PAINT LEVER HANDLE.S.S.KICKPLATES 17 1 3'-0'X T-0' JA I HMD JPNT. I HMF PAINT Im Im Im Im I LEVER HANDLE W/PRIVACY LOCKSET SHEET TITLE: A B C D E WDO SCHEDULE ALL EXTERIOR DOORS TO BE HMD/HMF DOOR SCHEDULE ALL LOWER FLOOR DOORS TO BE HMD/HMF PAINTED QUIFNTIN SUTTER PROJECT ARCHITECT: QUIFNTIN SUTTER DRAWN BY. Pic CHECKED BY: JUNE 21. 2022 DATE S\:ARCH\22\DRAWINGS\22-636 SITE COMPUTER FILE NAME A � 2 . 3 COPYRIGHT 2021 CARLETTI ARCHITECTS.P.S. Q Q Q Q Q Q Q Q Q CARLETTI ARCHITECTS P.S. nd�mn A PST 116 EAST A-4.0 A-4.0 ,. FIR STREET 20'-7'EAVE HEIGHT ,. 20'.7'EAVE HEIGHT SUITE A MOUNT VERNON, WA. 98273 Phone 1360� 424-0394 Fax: I360 424-5726 0 20'-0'EAVE HEIGHT SUILDIN 10558 REGI iERED STEEL BRACKET AR HITECT CANOPY 12 1 15'-8'EAVE HEIGHT 1 A•8.1 N UL BUTTER - STATE OF WASHINGTON 01, 00 5-5-24 P,�� A NEW BUILDING FORI I 0'-0'F.F. 0'- 'F,F, I I LOT E Im ARLINGTON VALLEY ROAD s s 1e CT ENCLOSURE AND METER. D DS ARLINGTON, WA COORDINATE W/PUD SOUTH ELEVATION NORTH ELEVATION CONTACT: SCALE: 1/8'•1'-O' SCALE: 1/8'•1'-0' KATIE KING katie®temperatehabitsbrewing.com 831-277-0323 L \ CHAD FISHER `J CONSTR U C T I OLN no I I I I A I I 11 A-4.0 u LEGEND: -- 0 8 0 LIGHT FIXTURE-PROVIDE TRIM/ ' 12 /N BLOCKING SIDING TYP. 1 iffili VERTICAL METAL SIDING STAR 22-636 METAL BUILDING PER PANELCOLOR: EllHORIZONTAL METAL SIDING STAR METAL BUILDING BOX RIB REVISIONS: 3-5-24 PERMIT SET 12'-0'T 0 CMU VENEER OVERH . 11 ELEVATION NOTES: 0'-0'F.F. 0 1. CAULK ALL SIDING TRANSITIONS TYP. 2. MASONRY SUBCONTRACTOR TO CLEAN AND SEAL ALL CMU AS PER SPECIFICATIONS S. ELEVATIONS SHOW GENERAL LAYOUT OF WEST ELEVATION MECHANICAL VENT LOCATIONS. VERIFY/ COORDINATE ALL W/MECH.DWGS.AND SCALE: 1/8'=1'-O' PROVIDE TRIM AS REQ'D SHEET TITLE: 4. ELEVATIONS SHOW GENERAL LAYOUT OF ELECTRICAL LIGHT LOCATIONS. VERIFY/ COORDINATE ALL W/ELEC.DWGS.AND ELEVATIONS PROVIDE TRIM AS REQ'D ��� 8. PROVIDE MTL.FLASHING AT ALL ROOF TO WALL (E! 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FLAME SPREAD 75-200 CARLETTI ARCHITECTS P.S. PLATES TO ENSURE FULL BUILDING LEAKAGE SEAL.CAULK ALL TYP METAL BUILDING TYP. OTES WDO'S If .PENETRATIONS FOR AIR LEAKAGE SEAL. archka=re&planrft RAKE FLASHING 116 EAST FIR STREET INSTALL CLG GWB FIRST.CAULK SEAL GWB TO TOP PLATE OF ALL PARTITION WALLS WITH FIRE RATED CAULK FOR 1-HOUR i SUITE A RATED CLG ASSEMBLY AND AIR LEAKAGE SEAL PRIOR TO ANY MOUNT VERNON, WA. 98273 WALL GWB INSTALLATION. PROVIDE PUTTY PADS AT ALL EXTERIOR FACING ELEC. Phone: 13601 424-0394 PENETRATIONS FOR PROPER AIR LEAKAGE SEAL. - _ Fax: II360 424-5726 PROVIDE PUTTY PADS AT ALL ELEC.PENETRATIONS THROUGH ��=+ GWB CLG LID FOR PROPER AIR LEAKAGE SEAL. -+ 70558 '-; REGI iERED TAPE/SEAL FSK/VAPOR BARRIER TO ALL PENETRATIONS:TRUSS <,� TYPICAL METAL BLDG. 'Z' GIRT AR HITECT WEBS.MECHANICAL AND ELECTRICAL PENETRATIONS TO SEAL BUILDING ENVELOPE. GC TO COORDINATE WITH ALL SUB ER LS UL SUTTER TRADES. TYP. METAL BUILDING STATE OF!WASHINGTON SEE SHEET A-0.1 FOR ADDITIONAL NOTES ON REQUIRED .� TESTING AND CODE REFERENCES. ENSURE ALL T GIRT _ PENETRATIONS.FENESTRATION.AIR INTAKES AND EXHAUST - 5-5-24 MEET ALL APPLICABLE CODES. - A NEW BUILDING FOR TEMPERATE HABITS BREWING EXTERIOR WALL TYPICAL METAL BLDG. 17'-0' T.O. WDO SILL A.F.F. LOT E SEE 1/A-5.0 FOR n ARLINGTON VALLEY ROAD TYP. NOTES ARLINGTON, WA PRE- ENGINEERED METAL FLANGED WINDOW PER BUILDING CANOPY SUPPORT PURLIN PER SCHEDULE TYP. TYP. METAL BUILDING GUTTER AND ROOF VERIFY LIMITS BUILDING MANU. CONTACTI KATIE KING TYP. ROOF CONST. FOR CANOPY AND FLASHING PRIOR TO DESIGN SEE 1/A-5.0 FOR PER MTL. BLDG. SUPPLIER katie®temperatehabitsbrewing.com TYP. NOTES 831-277-0323 CONNECT TO 3X4 DOWNSPOUT CONNECT D.S. TO TIGHTLINE 14'-0' B.O. WDO SILL A.F.F. ��- TO STORM SYSTEM n CHAD FISHER Y L� CONSTRUCT 1 O N ----- STEEL MAIN FRAME 6' MTL PURR OUT W/ --_ I S INULATON ---__- •,Ups°, V AIR GAP STEEL MAIN FRAME TYPICAL METAL BLDG. 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TIGHTLINE TIE TO D.S. - TIGHTLINE TIE TO D.S. °RnIwN BY. NTIN SUTTER FOOTING DRAIN TYP. Pic FOOTING DRAIN TYP CHECKED BY: � ICI � 0 CONC. FOOTING & CONC. FOOTING — 0 CCCONC. FOOTING JUNE 21, 2022 III=I Y`; DATE REINFORCEMENT PER REINFORCEMENT PER IIIM REINFORCEMENT PER S\:ARCH\22\DRAWINGS\22-636 SITE III— —III — � STRUCTURAL STRUCTURAL �I ii III—III III - STRUCTURAL COMPUTER FILE NAME C 1f m CI CI III -III I I =II III= TYP. WALL r� TYp. WALL �1TYP. WALL A _ 5 - 0 3 SCALE: 3/4'-T-O' 2 SCALE: 3/4'=1'-O' SCALE: 3/4'-1'-O' + COPYRIGHT 2021 CARLETTI ARCHITECTS.P.S. CARLETTI ARCHITECTS P.S. wd*K ur•Ikp' ' 116 EAST FIR STREET SUITE A MOUNT VERNON. WA. 88273 Phone: (3601 424-0384 Fax: 360)) 424-5726 10558 REGI TERED AR HITECT NOT USED �1NOT USED NOT USED NOT USED NOT USEDti IN UL SUTTER STATE OF WASHINGTON FASTENERS TO STRUCTURAL 3-5-24 ROOF MEMEBERS ABOVE TYP. AS REQUIRED 3/4'SHEATHING A NEW BUILDING FOR: OVERSIZED SLIP TRACK.SIZ 2X2 INCH TEMPERATE HABITS BREWING AND GAGE AS REQUIRED STEEL'L' LOT E t PROTECTION ARLINGTON VALLEY ROAD CAP ARLINGTON, WA GAP AS REQ'D • CONTACT: 10'MTL JOIST KATIE KING FRAMING katie@temperatehabitsbrewing.com831-277-0323 6'MTL STUD SIZE AND - / FRAMING IRED C N S T FISHER CONSTAVCTION EQUIRED PERGWB PNT.TYP.CLEARANCE STANDARD TRACK.SIZE ACK EQUAL AND GAGE AS REQUIRED TO VOID ABOVE STUD a '^ NOT USED NOT USED NOT USED 1„ WALL TO DECK ABOVE STORAGE RM CAP I G SCALE: 1 1/2'•r-o' I I SCALE: 3'=1'-0' 22-636 METAL BUILDING STANDING SEAM ROOFING METAL BUILDING BANDED INSULATION SYSTEM METAL BUILDING SIDING. REVISIONS: 3-5-24 PERMIT SET METAL BUILDING GIRT BANDED INSULATION SYSTEM R-25 WALLS \^/ -SEE WALL TYPES ' PIN COMPENSATI N TRACK TO PURLINS TYP. WHERE WALLS ARE PARALLEL TO PURLING MTL COMPENSATION TRACK PROVIDE LIGHT GAGE FRAMING AS BLOCKING MAXIMIZE INSULATION VALUE APPLY HEAVY BEAD OF CAULK COMPENSATION APPLY 121 HEAVY BEADS OF RAMSET ANCHOR. TRACK CAULK MIN BETWEEN ROOF DECK ATTACH•24'O.C. i AND COMPENSATION PLASHING TO CONC FOUNDATION TYP. TRACK ' B•MTL sruD a 15•oc. BASE 8 FINISH SEE STRUCT FOR GA. PER SCHEDULE - SHEET TITLE: a SECTION WALL TYPES AND INTERIORS XTERIOR WALL TYPE Q WALL TO CEILING PARTITION BASE NOT USED �j NOT USED 1 O GWB FINISH TYPICAL SCALE: 1 1/2'•1'-0' SCALE: 1 1/2'•1'-0' � SCALE: 3'=1'-0' NOTE LOCATION OF WD CAP W/ FULL HGT WALLS NOTE LOCATION OF R-21 BATT INSULATION CLEAR STN. FULL HGT WALLS 'GWB'GREENBOARD'LEVEL 4 FINISH {'GWB EA.SIDE GWB 'RC.CHANNEL LEVEL 4 FINISH LEVEL 4 FINISH 6'MTL STUDS•16'O.C. ISEE STRUCT.1 R-21 BATT INSULATION R-21 BATT INSULATION 6'MTL STUDS•16'O.C. / �'GWB EA.SIDE 6'MTL STUDS•16'O.C. 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SCALE: 1'=1'-0' 22-636 BOLLARD.SEE DETAIL DOOR PER SCHEDULE 8/A-6.0 WITH SWEEP B.ROD 6 SEALANT REVISIONS: METAL SIDING TYP. 'S CLIP FOR MTL OFFSET SADDLE SIDING PROVIDED BY THRESHOLD 3-5-24 PERMIT SET CONTRACTOR METAL JAMB TRIM PER �° LL METAL BLDG MANUF. NEOPRENE CLOSURE 1/4'DROP TO STRIP EXT.MAX METAL GIRTS d JAMB FRAMING METAL SIDING PER METAL BLDG MFR WRAP W/ SELF ADHERE WRB TAPE 1/2'MAX MAX.1/2'THRESHOLD FLASHING TO MATCH SIDING �SHIM AS REQUIRED SLOPE /SET INTO SEALANT MTL BLDG'C'CHANNEL 1/8'/FT 1/4' METAL FLASHING FOR OVERHEAD DOOR INSULATION PROVIDED TRACK ASSEMBLY BY CONTRACTOR.CLIP TO RUN OVER BLDG 'C'GIRT CHANNEL GONG FOUNDATION HM DOOR AND FRAME WALL.SEE STRUCT. PER FIN.SCHEDULE Lv 1/2'COMPRESSIBLE JOINT FILLER W/ ELASTOMERIC SEALANT CONC SLAB SHEET TITLE: SLOPE PER CIVIL 10 O.H DOOR JAMB NOT USED NOT USED EXT. HMF JAMB EXT. HM DOOR SILL DOORS AND WINDOWS SCALE: 12'=1'_O. 9 SCALE: 3'=1'-0' 8 SCALE: 3'=1'-0' 7 SCALE: 3'=1'-0' 6 SCALE: 3'=1'-0' ANGLE FLASHING PANEL RIB 1/4-14 x 7/8' PANEL WALL STITCH RIB PANEL RIB \\ VEE FASTENER WALL WALL PANEL RIB T-O'O.C. SEAL WITH WALL PANEL RIB SKINNING 12-14 x 1 1/4' WALL PANEL SECTION A-A (� SEALANT FIELD MITER SECTION A-A REQ'D. WALL STRUCT QUIENTIN SUTTER HEADER PROJECT ARCHITECT: �. 1/4-14 x 7/8' 2-14 x 1 1/4' I ri WALL STITCH STRUCT.FSNR QUIENTIN SUTTER FSNR 12.O.C. DRAWN BY. O.C. Pic /@ CHECKED A FLASHING CHECKED BY: �A FILLER TRI DUNE 21, 2022 12-14 x 1 1/4' 15EE ERECTION A WALL x 1 STRUCT DATE WALL STRUCT DWG.FOR ACTUAL CORNER TRIM OUTSIDE CORNER WALL STRUCT S\:ARCH\22\DRAWINGS\22-636 SITE FLASHING COMPUTER FILE NAME 1'-0'O.C. LOCATION( / JAMB TRIM WINDOW SILL � A li DOOR FLASHING A � 6 . 1 SILL TRIM CORNER TRIM CORNER TRIM JAMB HEAD SCALE: N.T.S. 3 _ SCALE: N.T.S. Z• 1 COPYRIGHT 2021 CARLETTI ARCHITECTS.PS. DIA p H RAM SCALE: N.T.S. SCALE: N.T.S. TYVEK STRAIGHTFLASH VF SEAL BOTTOM USING 5'TYVEK TAPE__ MTL L TRIM ATTACHED W/ a GASKETED SCREWS 6 48'O.C. i DARK BRONZE MTL.DRIP FLASHING c MTL.TRIM TO RUN UNDER ; TRIM UP WALL TYP. MTL.ROOFING CARdETTI ARCHITECTS P.S. eFc9Naaun 8 pYmYIR 116 EAST FIR STREET SUITE A PRE-MANUFACTURED MOUNT VERNON. WA. 88273 ROOF TRUSSES PER STRUCTURAL Phone: (3601 424-0384 W/R-40 BATTS Fax: 360)) 424-5726 10558 2C NOT USED 19 NOT USED 18 NOT USED 17 NOT USED 16 ROOF TO WALL FLASHING AR HITRED AR ITECi SCALE: 1-1/2'=T-0' IN UL BUTTER STATE OF WASHINGTON 24GA.STANDING SEAM DOWNSPOUT STRAP 3-5-24 METAL ROOFING FASTEN TO TYPICAL ROOF CONSTRUCTION 2 X OUTRIGGER WALL PANEL WITH PER STRUCTURAL WALL STITCH FSNR A NEW BUILDING FOR: RAKE BEND TAB METAL SIDING FLASHING STANDING SEAM METAL ROOFING TEMPERATE HABITS BREWING FLASHING TO SECURE BOTH AND CLOSURE STRIP TYP. W/DRIP FLASHING AND CLOSURE HALVES OF STRAP CONNECT TO GUTTER STRIPES WERE APPROPRIATE LOT E CLEAT METAL DRIP FLASHING METAD[rvc SEAM TOGETHER� AS REQ'D PER MANUF. METAL ROOF PANELS ARLINGTON VALLEY ROAD NEOPRENE CLOSURES ARLINGTQN, WA 2 STRAPS PER GUTTER STRAPS AS 10' SECTION OF REQUIRED TO SUPPORT DOWNSPOUT PER MANUF. LINE OF CANOPY BEAM EXPOSED WD BEAM W/ CONTACT: SOLID BODY STAIN PURLINS INSET TO DOWNSPOUT BOOT PRE-PAINTED 5' CANOPY BEAMS KATIE KING CONNECT TO 3 X 4 ALUMINUM ALUM.'K'GUTTER METAL BUILDING SIDING katiePt eratehabitsbin corn SMOOTH FACE DOWNSPOUT em P rew J APPROVED OUT—FLOW FASTEN TO DOWNSPOUT 831-277-0323 NIPPLE W/3 POP RIVETS EXPOSED WD BEAM W/ 4" PVC, PNT. SOLID BODY STAIN SOFFIT LINER PANEL W/ CHAD FISHER CONNECT TO TIGHTLINE CLOSURE PLASHING METAL BUILDING CANOPY BEAM VDRIP AND COUNTER FLASHING STAIN WOOD JOISTS SEE ROOF PLAN TRIM ANGLE W/INSET GIRTS CONSTRUCTION 7z�� AND SHEATHING FOR QUANTITY OF DOWN SPOUT CONNECT Leo DOWNSPOUTS WALL STITCH FASTENER SOFFIT LINER PANEL WHITE TO TIGHTLINE AS REQ'D. WITH CLOSURE STRIP W/CLOSURE FLASHINGS � � TYPICAL RAKE � „ TYP. DOWN SPOUT �, TYPICAL GUTTER ETAL BLDG CANOPY TO WALL AND FACIA SCALE: 3'=1'-0' I SCALE: 1 1/2'•1'-0' 22-636 so NOTE SIM CONDITION: P.T.BLOCKING AT EXISTING x6 WD POST W/SOLID BODY MTL FLASHING W/ WALL. SIDING 8 FLASHING SIKKENS STAIN TYP. HOLES DRILLED REMAINS SAME VENT PER MECHANICAL REVISIONS: KNIFE STL PLATE a 24'O.C.MITRE 3-5-24 PERMIT SET INTO GLU-LAM PER ALL CORNERS MTL SIDING STRUC. CONCEALED POST MTL FLASHING ROOFS x 1 1/8" S.S. ROOFING KNOTCH WD POST d CONNECTION PER STRUC. I ROOF C. FSNR VENT BASE MBRAINE PROVIDE 1/8'GAP BLOCKING BEAM AS REQ'D FOR BETWEEN WD POST 3'EDGE O FLASHING AROUND PERIMETER STL PLATE -._-_ GATT INSUL. SCREW TO SIDING OF BASE AND CONC.PLINTH FOR _ - - - FALSE 9/4'S.S.WASHERS ip O 1/4'STEEL PLATE PER WATER DRAINAGE AND HEX HEAD FOR CONT.DRIP FLASHING STRUC.PNT.TYP. AESTHETIC TO MATCH TOP LIGHT FIXTURE __— 0 3/4'THRU BOLTS W/ ARCHITECTURAL CONC. POST CONNECTING ——— S.S.WASHERS FINISH PLINTH HARDWARE. / T.O.CONC.PLINTH 3/4'CHAMFER EDGE - GLU-LAM BEAM -4' 3'-O'A.F.F. TYP.G CONC.PLINTH 11'X IS'STEEL PLATE TYP.ROOF CONSTRUCTION W/CLEAR SIKKENS STAIN MTL TRIM TPO ROOFING 0/ 6" x 7/8"TAPE 1' ' R-38 RIGID INSULATION 0/ MASTIC (80068) ROOF SHEATHING 0/ AT PERIMETER 6x6 WD POST W/CLEAR MTL.PANELS 0/ TJI PER STRUCTURAL SIKKENS STAIN TYP. 8� Z GIRTS W/ R-25 INSULATION 0/ INSULATION METAL HAT CHANNEL 0/ RETAINER (IR2) SHEET TITLE: GWB PNT.TYP. 10 CANOPY BEAM 9 CONC. PLINTH 8 LIGHT FIXTURE @ ROOF TO WALL FLASHING/ 6 TYP. ROOF PENETRATION ROOF DETAILS SCALE: 1 1/2'=1'-0' SCALE: 1 1/2'=1'-0' MTL.. PANELS SCALE: 1-1/2'=1'-0' M E N T SCALE: 1-1/2'=1'-0' SCALE: N.T.S. 1/4-14 x 1 1/8' EAVE OR RAKE MEMBER ROOF STITCH 12-14 x t 1/4' FASTENER a EACH ROOF STRUCT FSNR THERMAL BLOCK RAKE FASCIA 1/4' START PANEL vq STRAP 4 PER PANEL EAVE GUTTj9NRNNI NOTE:THERMAL BLOCKS ?, DIMENSION WALL STRUCT FASTENER DOWNSPOUN 3/8'BEAD ENO OF pANEU MUST BE ADHERED 1 PER FOOT TYP. UT AND TAB HOLE IN NON SKINNING STEEL PIPE OR ROOF VENT FASTEN TAVE GUTTER SEALANT 1800701 A � WALL PANEAL NIPPLE TO GUTTER 3 _� EAVE ANGLE < WALL STITONNECTION WITH GUTTER STRAP SUPPORT STAINLESS STEEL DRAW BAND WALL GIRT TYP 5'MAX SPACING BEND TABTUBE SEALANT AT 52'O.C. — i� 3/16'x 7/8'TAPESEE METAL BUILDING FOR LAYOUT TO SECURE 5FoMASTIC CONT. SEALANT— wMETAL STORM COLLAR.FINISH TO HALVES OF MATCH ROOF TOGETHERDOWNSPOUT NIPPLE - S.S.ROOF STITCH QUIENTIN SUTTER FASTEN IN 1/4-14 x 1 1/8' m 9FASTENER PROJECT ARCHITECT: 1'"- EAVE GUTTER ROOF STITCH FS 1/4-14 x 1 1/4' rc 6'O.C.(AVOID PURLINS) CUT RUBBER BOOT TO 20X SMALLER ;<.;;:;`:>; STRUCTURAL Z THAN PIPE DIAMETER ['----•-'1 4 PER PANEL WALL TO BASE TO BE A'C' FASTENER m < THERMAL BLOCK QUIENTIN SUTTER NO ANGLE OR CLIP ALLOWED 2 STRAPS N 1'-0'O.C. a DRAWN BY. FASTEN BOOT TO PANEL AT 1'O.C. 10'SECTIOPic WITH A CONT.BEAD OF SEALANT DOWNSPOU VEE RIB CHEBETWEEN BOOT 8 PANEL.FASTEN W/ SIDING PROFILE BY MTL BUILDING 61 1' T e 1' MANUFACTURER ATTACH AND TORCH X 6 SHEET METAL `CLOSURE �aSTR x 11A WALL CHECKED BYSTRUCT.FASTENER i4 X ME AL.WOOD OC SCREWS PER MANUFACTURER DOWNSPOUMOOTH FACE D.S. EAVE GUTTER —1/4-14 x 7/8' 1/4-14 x 7/8' 3'-0'O.C. JUNE 21, 2022 AVOID OIL CANNING CONNECT TO ASTEN TO DOWNSPOUT NIPPLE W/3 POP WALL STITCH FSNR WALL STITCH DATE NOTES: PANEL LAP TYP APPROVED OUT-FLOW RIVETS a 1'-0'O.C. FASTENER RAKE CLOSURE 1. WHEN A PENETRATION OCCURS THROUGH THE PANEL SIDE-LAP. 6'SPACING OF FASTENERS NOTE: IT IS THE RESPONSIBILITY OF 1'-0'O.C. S\:ARCH\22\DRAWINGS\22-636 SITE INSTALL GUNNABLE CAULK FROM THE PENETRATION TO THE WHERE REQUIRED THE CONTRACTOR TO PROVIDE COMPUTER FILE NAME RIDGE.PEAK.OR END-WALL TO PREVENT WATER FROM RUNNING PROVIDE NEOPRENE CLOSURE STRIP 4'PVC.PNT. SEE ROOF PLAN RAKE FASCIA `� FIELD CUTTING PANELS ADEQUATE WATER DRAINAGE AND DOWNHILL INTO THE OPENING. AT BASE TYPICAL CONNECT TO TIGHTLINE FOR QUANTITY OF VEE RIB RETAINER MAY BE REQ'D. 2. THIS DETAIL IS SUITABLE FOR MAX.18'DIAMETER PIPES DOWNSPOUTS ICE SLIDE PROTECTION TO THE WALL PANEL GUTTER SYSTEM. 5 ROOF PENETRATION 4 VEE RIB WALL TYP. 3 TYP. DOWN SPOUT 2 GUTTER RAKE TRIM A � 6 . 2 SCALE: N.T.S. SCALE: N.T.S. SCALE: N.T.S. SCALE: N.T.S. SCALE: N.T.S. coPrel�Hr zov cneLcrn necHirecrs.vs CARLETTI ARCHITECTS P.S. an *Kwre&p' ' 116 EAST FIR STREET SUITE A MOUNT VERNON. WA. 88273 Phone: (3601 424-0384 Fax: 360)) 424-5726 10558 REGI TERED ARIN UL HITECT 1 2 3 4 g 5 6 1` UL SUTTER STATE Of WASHINGT0 3-5-24 COORDINATE W/CIVIL PLANS FOR DEPTH AN A NEW BUILDING FOR: CONTINUATION OF SEWER LINE TEMPERATE HABITS BREWING A _ _ LOT E ARLINGTON VALLEY ROAD F —] Co ARLINGTON, WA L _ J CONTACT: `\—� KATIE KING 1 I ( Q 1 katie@temperatehabitsbrewing.com I STORAGE 831-277-0323 I LIM LL M H/C HB L \\ CHAD FISHER o� CO N STFiU C T I ON PLUMBING PLAN NOTES: I I �wP I L PLUMBING PLAN SHOWS GENERIC ROUTING OF UNDERGROUND PLUMBING FIXTURES. I '"'^ CONTRACTOR TO COORDINATE FINAL LOCATION PER SUB-CONSULTANT. s 1L J 2.REFER TO LOCAL AND STATE CODES FOR PLUMBING REQUIREMENTS AND iL\``Ik LIMITATIONS. 5.ROUTE CONDENSATE LINES TO FLOOR DRAINS OR OUT EXTERIOR WALLS. 4.SEE DEFERRED SUBMITTAL ON BREWING EQUIPMENT AND COORDINATE I� 1 CO CONNECTIONS. 5.PROVIDE FINAL PLUMBING PLAN/FIXTURES TO OWNER/ARCHITECT FOR APPROVAL. l 8. CONTRACTOR TO COORDINATE LOCAL PLUMBING PERMIT. GE\F 1 ERAL SEWER LINE 111 JANITOR 22-636 \�E LO ATION MOVE AS REO'D 112 TO ICONNECT TO RESTROOM 1 FIXTURES AND MOP SINK — — — — — FD REVISIONS: PLUMBING PLAN LEGEND EN RR 3-5-24 PERMIT SET 0 CO TYP.SEWER CLEAN OUT �A OFO TYP,FLOOR DRAIN SEE PLAN \ / TD `J \F= TO HB 0 PRE-FAB TRENCH DRAIN WOM. RR TD n4 H/C �7t #H/C HOT/COLD HOSE BIB FIXTURE CO ❑� -+HB FREEZE PROOF HOSE BIB FD SHEET TITLE: �. �) 1-0 5-1 of SO PLUMBING PLAN WAREHOUSE 1 C'. F E VIN PROVIDE FLOOR SINK J DRAIN F R ICE 106 TO 1 3 MAKER Fp � 4. . . CO H/C EXTEND LINE Al ff] I REQ'D FOR CONDENSATE LINES SEATING 102 QUIENTIN SUTTER PROJECT ARCHITECT: SEATING ENTRANCE QUIENTIN SUTTER ROOM R OFFICE 101 100 DRAWN BY. 108 108 107 �. Pic '^F °FD CHECKED BY: JUNE 21, 2022 HB DATE L _ _ J S\:ARCH\22\DRAWINGS\22-636 SITE COMPUTER FILE NAME B -4. SCHEMATIC PLUMBING PLAN _ I ` 0 COPYRIGHT 2021 CARLCTTI ARCHITECTS.PS SCALE: 1/8'=1'-0' March 07, 2024 CHAD FISHER CONSTRUCTION LLC 15900 PRESTON PL BURLINGTON, WA 98233-3501 19-B-57322 KATIE KING 19712 ARLINGTON VALLEY ROAD ARLINGTON, WA 98223 MULTIPLE BUILDINGS To Whom It May Concern: This is to certify that materials for the subject structure have been designed in accordance with the order documents, specifically as shown per the attached Engineering Design Criteria Sheet. Aspects of code compliance as related to use or occupancy, such as sprinkler requirements, are not addressed by these documents. These materials, when properly erected on an adequate foundation in accordance with the erection drawings as supplied and using the components as furnished, will meet the attached loading requirements. This certification does not cover field modifications, or the design of materials not furnished by Star Building Systems. The attached design criteria and calculations are to remain with and form part of this Letter of Certification. The calculations and the metal building they represent are the product of Star Building Systems or a division of its affiliate Cornerstone Building Brands. The engineer whose seal appears hereon is employed by either Star Building Systems or a division of its affiliate Cornerstone Building Brands and is not the engineer of record for this project. Cordially, Star Building Systems Materials for Metal Buildings 4�SSELL A Cornerstone Building Brands Company �fWAS y� TO This document has been digitally signed. Russell Ma, P.E. o Engineer IV �p 47539 � SSf�NAL � 24-03-08 13:38:53 -ommA nn-SlmAR 0 BUILDING SYSTEMSX- DESIGN PACKAGE BUILDER: CHAD FISHER CONSTRUCTION LLC CUSTOMER: KATIE KING JOB NUMBER: 19-B-57322 TABLE OF CONTENTS Page Design Criteria 1 Notes on Drawings 2-3 Deflection Criteria 4 Building A/B 5-38 Special Details 39 Note to Detailing: Eds2Xds Report (Y) Original Design Completed thru Change Order# 0 Date: 01/30/2024 Revision History Rev# Update Reason for Revision Pages Revised Date Revised En Reactions? g g' 1 Y C01 3,6,22,32,36-38 2/23/2024 WO Project Engineer: William W. O'Keefe, P.E. (Ancaster) Checking Engineer: Ke Hu, P.E. Signing Engineer: Russell Ma, P.E. Job Number . . . . . . . . . . . . . . . . . . . . . . . 19-B-57322 Builder . . . . . . . . . . . . . . . . . . . . . . . . . : CHAD FISHER CONSTRUCTION LLC Jobsite Location . . . . . . . . . . . . . . . . : KATIE KING, ARLINGTON, WA Building Code . . . . . . . . . . . . . . . . . . . . 2018 IBC Building Risk Category . . . . . . . . . . : Normal Roof Dead Load Superimposed . . . . . . . . . . . . . . . . 2.56 psf (Bldg A) 3.49 psf (Bldg B) Collateral . . . . . . . . . . . . . . . . . . 8.00 psf (5.00 psf Acoustical Ceiling 3.00 psf Other) Roof Live Load . . . . . . . . . . . . . . . . . . . 20.00 psf no reduction Snow Ground Snow Load (Pg) . . . . . . : 25.00 psf Snow Importance Factor (I) 1.00 Snow Exposure Factor (Ce) 1.00 Thermal Factor (Ct) . . . . . . . . : 1.00 Sloped Roof Snow (Ps) . . . . . . : 17.50 psf Minimum Roof Snow Load (Pm) 25.00 psf Wind Ultimate Wind Speed (Vult) 100 mph Nominal Wind Speed (Vasd) 77 mph (IBC section 1609.3.1) Serviceability Wind Speed . . : 68 mph Ground Elevation Factor . . . . : 0.99 (141 ft ASL) Wind Exposure Category . . . . . : C Exposure Coefficient (MWFRS) : 0.902 Enclosure Classification . . . : Enclosed Building Internal Pressure Coef (GCpi) : 0.18/-0.18 Wall Loads for components not provided by building manufacturer Zone 5 Areas (within 8.60' of corner) 22.06 psf pressure -29.41 psf suction Zone 4 Areas (away from corners) 22.06 psf pressure -23.90 psf suction These values are the maximum values required based on a 10 sq ft area. Components with larger areas may have lower wind loads. Seismic Seismic Importance Factor (Ie) : 1.00 Seismic Design Category . . . . : D Soil Site Class . . . . . . . . . . . . : D Stiff Soil (Default) Ss . . . . . . . . . . . . . . . . . . . . . . . . . . 1.043 g Sds . . . . . 0.834 g S1 . . . . . . . . . . . . . . . . . . . . . . . . . . 0.372 g Shc . . . . . 0.478 g Analysis Procedure . . . . . . . . . : Equivalent Lateral Force Column Line (Bldg A) 1-5 SWA & SWC Basic Force Resisting System C4 B3 Response Modification Coefficient (R) 3.50 3.25 Seismic Response Coefficient (Cs) 0.238 0.257 Design Base Shear in kips (V) 41.61 40.60 Column Line (Bldg B) All Basic Force Resisting System C4 Response Modification Coefficient (R) 3.25 Seismic Response Coefficient (Cs) 0.257 Design Base Shear in kips (V) 1.52 Basic Structural System (from ASCE 7-16 Table 12.2-1) B3 - Ordinary Steel Concentrically Braced Frame C4 - Ordinary Steel Moment Frame 1 3/7/2024 Material properties of steel bar, plate, and sheet used in the fabrication of built-up structural framing members conform to ASTM A529, ASTM A572, or ASTM A1011 with 55 ksi min. yield, except flanges wider than 12" and thicker than 3/8", all flanges thicker than 1", and all webs thicker than 3/8" are 50 ksi min. yield. Rod X-bracing conforms to ASTM A529 or ASTM A572 with 50 ksi min. yield. Cable X-bracing conforms to ASTM A475 7 Strand Extra High-Strength grade. Hot rolled structural shapes conform to ASTM A992, ASTM A529, or ASTM A572 with 50 ksi min. yield. Hot rolled angles, other than flange braces, conform to ASTM A36 minimum. Round and rectangular HSS conforms to ASTM A500 Grade B. Cold-formed steel secondary framing Members conform to ASTM A1011 or ASTM A653 Grade 55 with 55 ksi min. yield. For Canada, material properties conform to CAN/CSA G40.20/G40.21 or equivalent. Unless otherwise noted, special inspection of fabricated items is not required. Per IBC section 1704.2.5.1, fabricator is approved to perform such work without special inspection through maintenance of IAS AC 472 certification MB-136. Bolted joints with A325 Type 1 bolts greater than 1/2" diameter are specified as pre-tensioned joints in accordance with the most recent edition of the RCSC Specification for Structural Joints Using ASTM A325 or A490 Bolts. Pre Tensioning can be accomplished by using the turn-of-nut method of tightening, calibrated wrench, twist-off-type tension-control bolts or direct-tension indicator as acceptable to the Inspecting Agency and Building Official. Installation inspection requirements for pre-tensioned joints (Specification for Structural Joints Section 9.2) using turn-of-nut method is suggested. The connections on this project are not slip critical. Design criteria as noted is as given within order documents and is applied in general accordance with the applicable provisions of the model code and/or specification indicated. Neither the metal building manufacturer nor the certifying engineer declares or attests that the loads as designated are proper for local provisions that may apply or for site specific parameters. The design criteria is supplied by the builder, project owner, or an Architect and/or Engineer of Record for the overall construction project. The metal building manufacturer has not designed the structure for snow accumulation loads at the ground level which may impose snow loads on the wall framing provided by the manufacturer. This metal building system is designed as an Enclosed Building. Exterior and/or operable components including, but not limited to, doors, windows, vents, etc. ("Components") must be designed to withstand the required component and cladding wind pressures specified by the building code. In order to maintain the metal building system's Enclosed Building condition, all Components shall be closed when wind velocities reach half the designed wind load for the metal building system as shown on the drawings and design criteria documentation. Failure to maintain the metal building system's Enclosed Building condition will violate and void all warranties and certifications applicable to the material supplied by the metal building manufacturer. The materials by the manufacturer will be fabricated in a facility that has received Certification of Accreditation for the Manufacture of Metal Building 2 3/7/2024 Systems (AC472) from International Accreditation Service (IAS) . This certification is recognized under Section 1704 of the IBC for approved fabricator. The framing at building A, gridline 5 is NOT designed to receive a future bay addition. Corresponding frame reactions are calculated based upon actual tributary area. The framing at building A, gridline 1 is designed to receive a future addition with a maximum bay spacing of 21.0 feet between centerline of the existing endwall frame to the centerline of the future frame. Additional frame braces shall be installed at the expandable frame opposite the braces provided and shall match the existing braces in sizes and attachment. Framed openings, walk doors, and open areas shall be located in the bay and elevation as shown in the erection drawings. The cutting or removal of girts shown on the erection drawings due to the addition of framed openings, walk doors, or open areas not shown may void the design certifications supplied by the metal building manufacturer. Using 8.5"x6.25" eave gutter with 4 x 5 downspouts, the roof drainage system has been designed using the method outlined in the MBMA Metal Building Systems Manual. Downspout locations have not been located on these drawings. The downspouts are to be placed on the building sidewalls at a spacing not to exceed 57.73 feet with the first downspout from both ends of the gutter run within 28.86 feet of the end. Downspout spacing that does not exceed the maximum spacing will be in compliance with the building code. The gutter and downspout system as provided by the manufacturer is designed to accommodate 4 in/hr rainfall intensity. In accordance with the specified building code, snow drift surcharge loads (Pd) have been applied as follows: 51.75 psf drift surcharge with a width of 5 ft at bldg A side EWD canopy. 51.75 psf drift surcharge and 52.85 psf sliding snow with a width of 5 ft at bldg A side SWC canopy. 61.41 psf drift surcharge with a width of 14.24 ft at bldg B side RPB. Bldg A SWC secondary steel between gridlines 4-5 has been designed to support a 14'2 wide canopy with 5'0 projection by others with the below roof loading. If canopy size or location differs a licensed engineer must be retained to check building for structural adequacy. Dead Load: 15psf Snow Load: 25psf Wind Load: 19.2psf EQ Load: 10psf Bldg B has been designed for connection of a 26'8 wide, 10'0 long lean-to by others with the below roof loading. If lean-to size or location differs a licensed engineer must be retained to check building for structural adequacy. Dead Load: 15psf Snow Load: 25psf Wind Load: 19.2psf EQ Load: 10psf The wall construction by others at building(s) A and side(s) EWB/SWC has a self weight of 55 psf. This weight has been utilized in the design considerations for the building's seismic design. 3 3/7/2024 Job Number . . . . . . . . . . . . . . . . . . . . . . . 19-B-57322 Builder . . . . . . . . . . . . . . . . . . . . . . . . . : CHAD FISHER CONSTRUCTION LLC Jobsite Location . . . . . . . . . . . . . . . . : KATIE KING, ARLINGTON, WA The material supplied by the manufacturer has been designed with the following minimum deflection criteria. The actual deflection may be less depending on actual load and actual member length. BUILDING DEFLECTION LIMITS . . . . . . : BLDG-A/B Ceiling Type : Acoustical/Other Roof Limits Rafters Purlins Panels Live: L/ 180 150 60 Snow: L/ 180 180 60 Serviceability Wind: L/ 180 180 60 Total Gravity: L/ 120 120 60 Total Uplift: L/ N/A N/A 60 Frame Limits Sidesway Portal Frame Sidesway Live: H/ 60 Snow: H/ 60 Serviceability Wind: H/ 60 Seismic Drift: H/ 40 40 Service-Level Crane: H/ 100 Portal Serviceability Wind: H/ N/A 60 Total Gravity: H/ 60 Service Seismic: H/ 40 40 Wall Limits Limit Total Wind Panels: L/ 60 Total Wind Girts: L/ 90 Total Wind EW Columns: L/ 120 The Service Seismic limit as shown here is at service level loads. 4 3/7/2024 BUILDING A key Strut: x=double Z, Builder xx=trllole Z OMS -nvm3(i1S CHAD FISHER CONSTRUCTIO o=1)ipe(WM) Job No: 57322A run01 fB Strut key. Z=double Z, T=tube(WM) 0 98 �' Version: ver01—wwokeefe I Mon Jan 29 11:37:36 2024 O,ZZ 0,IZ T O,ZZ 0,LZ `r\ Z,l Z,l -� 60 N N3d0� 98 O 23'0 19'6 00—1 xZ 16'0 -4 13'6 saayao Aq AdouDO 0 5 _ N N 7 7 A O C N N PI N O _ rn z I � O � I I "6 o 0 I 10 N N rr O ?� r r 2 r W O O Q rn --AN N � W N 5 Z �i �q I 5 N I I I I N w N � I 7/ 7/ N IIII N -0 o- 9,L 9,2 l 1— 4 1— F 7 8,-1 9,61 — 14 0) 0,2Z O 1'2 1'2 Owner N 22'0 �-21'0 ]- 22'0 21'0 kA-tIE KING ARLINGTON WA 98223 86'0 SIDEWALL SWA 5 3/7/2024 0 Q) N DMA IIFZMQN� 4-1 CD F-I 0 N CD -'4 z rl 0 Ln U) � 3 00 8 9 T 0 x N CD M N �4 CD u m Q) X8 i STI O L NU) 9AS XO. f-4 ��4 0 (0 ----------- ---------- < ---------T- ------------ -H X. 0 0 0 � u t-D > x F91 10'6 819T 7'6 Oi Ul CD x as Ul cn - 0')CD o cn (-n F:C dCTI 1) -Crnx) Ul CD 0 -P -P 4-) x 1/2" Rod X-Brace 1318 12 1.0 F- .6 — ---------- ----------- Q) 1-1 - ---------- ------------ (Y) -1 Q�z 0 N 5'Ox � � 0411 516 00 0-P H N Tl 11 04 11 X 11 15,8x x x 0 310 OPEN Q0 Q0 15,8 �4 �5 4-) U) 4-) S4 H H U) (1) E-� F4 >1 a) -14 � ENDWALL EWA Star Building Systems, OKC, OK Design Summary Program User: wwokeefe Job Number: 57322A Design Summary Report Version: 8.20.8 run01 Date: 02/01/24 Start Time: 13:58:12 R:\. .\19-B-57322\ver01-wwokeefe\BLDG-A\run01\57322A bldg A Ol.cds ------------------------------------------------------------------------------- B U I L D I N G - A - D E S I G N S U M M A R Y R E P O R T All connections use ASTM F3125 Gr. A325N bolts, unless noted otherwise. All anchor rods are checked according to ASTM F1554 Gr. 36 strengths. Rafter flange braces use the optional Concealed Not attachment Column flange braces use the optional Concealed Not attachment Roof Plane ------- RPC R:\jobs\Active\Eng\19-B-57322\ver01-wwokeefe\BLDG-A\run01\AroofRPC Ol.edf Panel . . . . . . . . . . . . . . . . . . . . DLOK Panel width . . . . . . . . . . . . . . 24 in. Panel gage . . . . . . . . . . . . . . . 24 ga. Purlins . . . . . . . . . . . . . . . . . . 55.0 ksi yield strength Eave struts . . . . . . . . . . . . . . 55.0 ksi yield strength Note to Drafting: Provide G90 galvanized secondary. Horz. Purlin Spacing: 2@4'1-1/2 21@510 Bay Length Member Size L Lap R Lap # (ft) Identification Exten Exten --------------------------------------------------------------------- 1 21.000 8X2.W14 S 0.000 2.479 C 2 22.000 8X2.W14 C 2.479 1.479 C 3 21.000 8X2.W14 C 1.479 2.479 C 4 22.000 8X2.W14 C 2.479 0.000 S Brace locations (drafting to add to XDS) Top angles are on top of purlin placed in panel seams First angle no further than 6 ft from first panel seam from endwall. Subsequent angles are spaced no further than 6 ft apart Bottom angles are on bottom of purlin Angle spacing is evenly spaced in each bay between rafters not to exceed 8.33 ft. No bottom angles are used on 10 ft and less bay spacing Purlin Clip Use 2 A325 Bolts @ Level: 2,3, 4,5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19,20,21, 22,23 @ Supports: 1,2,3, 4,5 Purlin Stiffened Clips @ Level: 2, 9, 16,23 @ Supports: 1,2,3,4,5 Purlin Backup Plate @ Level: 2, 9, 16,23 @ Supports: 2,4 7 071024 Star Building Systems, OKC, OK Design Summary Program User: wwokeefe Job Number: 57322A Design Summary Report Version: 8.20.8 run01 Date: 02/01/24 Start Time: 13:58:12 R:\. .\19-B-57322\ver01-wwokeefe\BLDG-A\run01\57322A Bldg A 01.cds ------------------------------------------------------------------------------- Bracing Struts SWC Eave Strut @ 20.000 (ft) : 8X3.5E14 Bays 1 SWC Pipe Strut @ 20.000 (ft) : P6X10.78 Bays 2 SWC Pipe Strut @ 14.000 (ft) : P8X16.94 Bays 2 SWC Eave Strut @ 20.000 (ft) : 8X3.5E14 Bays 2 SWC Eave Strut @ 20.000 (ft) : 8X3.5E14 Bays 3 SWC Eave Strut @ 20.000 (ft) : 8X3.5E12 Bays 4 RPC Double Strut @ 25.000 (ft) : 8X2.5DZ14 Bays 1 RPC Double Strut @ 25.000 (ft) : 8X2.5DZ14 Bays 2 RPC Double Strut @ 25.000 (ft) : 8X2.5DZ14 Bays 3 RPC Double Strut @ 25.000 (ft) : 8X2.5DZ14 Bays 4 RPC Purlin Strut @ 49.333 (ft) : 8X2.5Z14 Bays 1 RPC Purlin Strut @ 49.333 (ft) : 8X2.5Z14 Bays 2 RPC Purlin Strut @ 49.333 (ft) : 8X2.5Z14 Bays 3 RPC Purlin Strut @ 49.333 (ft) : 8X2.5Z14 Bays 4 RPC Purlin Strut @ 69.917 (ft) : 8X2.5Z12 Bays 1 RPC Purlin Strut @ 69.917 (ft) : 8X2.5Z12 Bays 2 RPC Purlin Strut @ 69.917 (ft) : 8X2.5Z12 Bays 3 RPC Purlin Strut @ 69.917 (ft) : 8X2.5Z12 Bays 4 RPC Double Strut @ 91.500 (ft) : 8X2.5DZ14 Bays 1 RPC Double Strut @ 91.500 (ft) : 8X2.5DZ14 Bays 2 RPC Double Strut @ 91.500 (ft) : 8X2.5DZ14 Bays 3 RPC Double Strut @ 91.500 (ft) : 8X2.5DZ14 Bays 4 SWA Pipe Strut @ 13.500 (ft) : P6X10.78 Bays 1 SWA Eave Strut @ 29.583 (ft) : 8X3.5E12 Bays 1 SWA Eave Strut @ 29.583 (ft) : 8X3.5E14 Bays 2 SWA Pipe Strut @ 13.500 (ft) : P6X10.78 Bays 3 SWA Eave Strut @ 29.583 (ft) : 8X3.5E14 Bays 3 SWA Eave Strut @ 29.583 (ft) : 8X3.5E14 Bays 4 Note: 1) All roof and wall strut bay numbers are as viewing the roof or wall plane 2) All purlin strut locations for all roof planes are measured from back sidewall 3) Pipe strut locations for all roof planes are measured from back sidewall 4) All pipe struts if present to use a 1/2" thick plate and (4) 3/4" A325 bolts connection. 5) All purlin strut rows use the same lap lengths as the main purlin design. 6) Eave strut interior connection at SWA uses (4) -1/2" A325 bolts w/SC-18 plate. 7) Eave strut interior connection at SWC uses (4) -1/2" A325 bolts w/SC-18 plate. 8) Eave strut connection at end-frame uses (4) -1/2" A325 bolts. 8 3/7/2024 Star Building Systems, OKC, OK Design Summary Program User: wwokeefe Job Number: 57322A Design Summary Report Version: 8.20.8 run01 Date: 02/01/24 Start Time: 13:58:12 R:\. .\19-B-57322\ver01-wwokeefe\BLDG-A\run01\57322A Bldg A 01.cds ------------------------------------------------------------------------------- Bracing ---- Roof: 2 bays Rod* Plane SWA 2 bays Rod: Hillside Washers Plane SWC 1 bays Rod: Hillside Washers Plane EWB :End Frame Plane EWD :End Frame *Note: Use clevis rod bracing in roof where angle exceeds 50 degrees 9 3/7/2024 Star Building Systems, OKC, OK Design Summary Program User: wwokeefe Job Number: 57322A Design Summary Report Version: 8.20.8 run01 Date: 02/01/24 Start Time: 13:58:12 R:\. .\19-B-57322\ver01-wwokeefe\BLDG-A\run01\57322A Bldg A 01.cds ------------------------------------------------------------------------------- Sidewall Plane SWA -- ( 8.250" Inset columns) R:\jobs\Active\Eng\19-B-57322\ver01-wwokeefe\BLDG-A\run01\Awal1SWA 0l.edf Panel . . . . . . . . . . . . . . . . . . . . PBR Panel width . . . . . . . . . . . . . . 36 in. Panel gage . . . . . . . . . . . . . . . 26 ga. Girts . . . . . . . . . . . . . . . . . . . . 55.0 ksi yield strength Note to Drafting: Provide G90 galvanized secondary. Girts Spacing: 7' 6 2@610 316 Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 716 22.000 8X2.5Z16 None S 0.000 1.479 C 2 716 21.000 8X2.5Z16 None C 1.479 1.479 C 3 716 22.000 8X2.5Z16 None C 1.479 1.479 C 4 716 21.000 8X2.5Z16 None C 1.479 0.000 S 1 1316 22.000 8X2.5Z16 None S 0.000 1.479 C 2 1316 21.000 8X2.5Z16 None C 1.479 1.479 C 3 1316 22.000 8X2.5Z16 None C 1.479 1.479 C 4 1316 21.000 8X2.5Z16 None C 1.479 0.000 S 1 1916 22.000 8X2.5Z16 None S 0.000 1.479 C 2 1916 21.000 8X2.5Z16 None C 1.479 1.479 C 3 1916 22.000 8X2.5Z16 None C 1.479 1.479 C 4 1916 21.000 8X2.5Z16 None C 1.479 0.000 S 1 2310 22.000 8X2.5Z16 None S 0.000 1.479 C 2 2310 21.000 8X2.5Z16 None C 1.479 1.479 C 3 2310 22.000 8X2.5Z16 None C 1.479 1.479 C 4 2310 21.000 8X2.5Z16 None C 1.479 0.000 S Note: Maximum distance to extend girt from adjacent bay is 36.00 inches. Framed Openings: Width Height Sill Ht Jamb Header/Sill Bay Distance 510 310 1410 8X2.5C16 8X2.5C16 1 718 510 310 1410 8X2.5C16 8X2.5C16 2 7110 510 310 1410 8X2.5C16 8X2.5C16 3 7110 510 310 1410 8X2.5C16 8X2.5C16 4 710 10 3/7/2024 Star Building Systems, OKC, OK Design Summary Program User: wwokeefe Job Number: 57322A Design Summary Report Version: 8.20.8 run01 Date: 02/01/24 Start Time: 13:58:12 R:\. .\19-B-57322\ver01-wwokeefe\BLDG-A\run01\57322A Bldg A 01.cds ------------------------------------------------------------------------------- Sidewall Plane SWC -- ( 8.250" Inset columns) R:\jobs\Active\Eng\19-B-57322\ver01-wwokeefe\BLDG-A\run01\Awa11SWC Ol.edf Panel . . . . . . . . . . . . . . . . . . . . PBR* *Bay 4 panel to be horizontal 24 ga. SHR Panel width . . . . . . . . . . . . . . 36 in. Panel gage . . . . . . . . . . . . . . . 26 ga. Girts . . . . . . . . . . . . . . . . . . . . 55.0 ksi yield strength Note to Drafting: Provide G90 galvanized secondary. Girts Spacing: 7' 6 2'4 5'2-1/2 Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 310 21.000 8X2.5C16 None S 0.000 0.000 S 2 310 22.000 8X2.5C16 None S 0.000 0.000 S 3 310 21.000 8X2.5C14 F.O. S 0.000 0.000 S 4 310 22.000 8X2.5C16 F.O. S 0.000 0.000 S 1 716 21.000 8X2.5Z16 None S 0.000 0.000 S 2 716 22.000 8X2.5Z16 None S 0.000 0.000 C 3 716 21.000 8X2.5Z16 F.O. C 0.000 0.000 C 4 716 22.000 8X2.5Z16 F.O. C 0.000 0.000 S 1 9110 21.000 8X2.5Z16 None S 0.000 1.479 C 2 9110 22.000 8X2.5Z16 None C 1.479 1.479 C 3 9110 21.000 8X2.5Z16 None C 1.479 0.000 S 4 9110 22.000 C8xll.5 None S 0.000 0.000 S 1 1510-1/2 21.000 8X2.5Z16 None S 0.000 1.479 C 2 1510-1/2 22.000 8X2.5Z16 None C 1.479 1.479 C 3 1510-1/2 21.000 8X2.5Z16 None C 1.479 0.000 S 4 1510-1/2 22.000 C8xll.5 None S 0.000 0.000 S Note: Maximum distance to extend girt from adjacent bay is 36.00 inches. *Note: In Bay 4 provide vertical 8x2.5C16 members between girts at 4 '0 c/c for horizontal panels Provide vertical channel lines at locations where canopy wire by others connects to C8 girts Framed Openings: Width Height Sill Ht Jamb Header Bay Distance 614 712 N/A 8X2.5C16 8X2.5C16 1 216 314 712 N/A 8X2.5C16 8X2.5C16 1 1110 314 712 N/A 8X2.5C16 8X2.5C16 1 1610 510 516 310 8X2.5C16 8X2.5C16 3 211 5'0 516 310 8X2.5C16 8X2.5C16 3 1411 314 712 N/A 8X2.5C16 8X2.5C16 4 418 510 516 310 8X2.5C16 8X2.5C16 4 1018 11 3/7/2024 Star Building Systems, OKC, OK Design Summary Program User: wwokeefe Job Number: 57322A Design Summary Report Version: 8.20.8 run01 Date: 02/01/24 Start Time: 13:58:12 R:\. .\19-B-57322\ver01-wwokeefe\BLDG-A\run01\57322A bldg A Ol.cds --------------------------------------------------- -------------------- Sidewall Plane SWC continued Open Areas: Size Wall Distance 86'0 x NO SWC 010 12 3/7/2024 Star Building Systems, OKC, OK Design Summary Program User: wwokeefe Job Number: 57322A Design Summary Report Version: 8.20.8 run01 Date: 02/01/24 Start Time: 13:58:12 R:\. .\19-B-57322\ver01-wwokeefe\BLDG-A\run01\57322A bldg A Ol.cds ------------------------------------------------------------------------------- Endwall Plane EWB Design . . . . . . . .NON-EXPANDABLE FRAME R:\jobs\Active\Eng\19-B-57322\ver01-wwokeefe\BLDG-A\run01\AwallEWB 01.edf Panel . . . . . . . . . . . . . . . . . . . . PBR Panel width . . . . . . . . . . . . . . 36 in. Panel gage . . . . . . . . . . . . . . . 26 ga. 13 3/7/2024 Star Building Systems, OKC, OK Design Summary Program User: wwokeefe Job Number: 57322A Design Summary Report Version: 8.20.8 run01 Date: 02/01/24 Start Time: 13:58:12 R:\. .\19-B-57322\ver01-wwokeefe\BLDG-A\run01\57322A Bldg A 01.cds ------------------------------------------------------------------------------- Endwall Plane EWB continued Girts . . . . . . . . . . . . . . . . . . . . 55.0 ksi yield strength Note to Drafting: Provide G90 galvanized secondary. Girts Spacing: 7' 6 6'0 216 2@316 Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 3 310 20.583 8X2.5C16 None S 0.000 0.000 S 4 310 21.583 8X2.5C16 None S 0.000 0.000 S 5 310 21.750 8X2.5C16 None S 0.000 0.000 S 3 716 20.583 8X2.5Z16 None S 0.000 1.479 C 4 716 21.583 8X2.5Z16 None C 1.479 1.479 C 5 716 21.062 8X2.5Z14 None C 1.479 0.000 S 3 1316 20.583 8X2.5Z16 None S 0.000 1.479 C 4 1316 21.583 8X2.5Z16 None C 1.479 1.479 C 5 1316 21.062 8X2.5Z16 None C 1.479 0.000 S 1 1610 24.312 8X2.5Z16 None S 0.000 1.479 C 2 1610 24.333 8X2.5Z16 None C 1.479 0.000 S 3 1916 20.583 8X2.5Z16 None S 0.000 1.479 C 4 19' 6 21.583 8X2.5Z16 None C 1.479 1.479 C 5 19' 6 21.062 8X2.5Z16 None C 1.479 0.000 S 4 2310 21.583 8X2.5Z16 None S 0.000 0.000 S 5 2310 21.062 8X2.5Z16 None S 0.000 0.000 S Note Maximum distance to extend girt from adjacent bay is 36.00 inches. Framed Openings: Width Height Sill Ht Jamb Header Bay Distance 510 310 1410 8X2.5C16 8X2.5C16 3 711-1/2 510 310 1410 8X2.5C16 8X2.5C16 4 717-1/2 510 310 1410 8X2.5C16 8X2.5C16 5 714-1/2 314 712 N/A 8X2.5C16 8X2.5C16 5 1319 Open Areas: Size Wall Distance 49'4 x 14'11-11/16 EWB 010 63'11 x 3'0 EWB 4914 14 3/7/2024 Star Building Systems, OKC, OK Design Summary Program User: wwokeefe Job Number: 57322A Design Summary Report Version: 8.20.8 run01 Date: 02/01/24 Start Time: 13:58:12 R:\. .\19-B-57322\ver01-wwokeefe\BLDG-A\run01\57322A bldg A 01.cds ------------------------------------------------------------------------------- Endwall Plane EWB continued Columns ----- ( 8.250" Inset columns) Col Dist. Description Base Elev Base plate design information # from left Member Size Ident. (ft) Thickness & rods ----------------------------------------------------------------------------- 5-E 25.000' See frame profile 5-D 49.333' See frame profile 5-C 69.917' See frame profile 5-B 91.500' See frame profile Flange Brace C-Type @ 23.00 elev. Endwall Column to Bridge Channel Connections: Strut-to-Column Clip Col. No. Endwall Plane 1 --------- -------------------- Plane SWC: 5-E Between Purlins, Using Type 3 Conn. , (4) -1/2" A325N CF Brdg Channel (0.375") w/ (4) -3/4" A325N bolts W8x10 Column Extension w/ 18.000" lap length 8X2.5C12 Bridge Channel 5-D Between Purlins, Using Type 3 Conn. , (4) -1/2" A325N CF Brdg Channel (0.375") w/ (4) -3/4" A325N bolts W8x10 Column Extension w/ 18.000" lap length 8X2.5C12 Bridge Channel 5-C Between Purlins, Using Type 3 Conn. , (4) -1/2" A325N CF Brdg Channel (0.375") w/ (4) -3/4" A325N bolts W8x10 Column Extension w/ 18.000" lap length 8X2.5C12 Bridge Channel 5-B Between Purlins, Using Type 3 Conn. , (4) -1/2" A325N CF Brdg Channel (0.375") w/ (4) -3/4" A325N bolts W8x10 Column Extension w/ 18.000" lap length 8X2.5C12 Bridge Channel Plane SWA: 15 3/7/2024 Star Building Systems, OKC, OK Design Summary Program User: wwokeefe Job Number: 57322A Design Summary Report Version: 8.20.8 run01 Date: 02/01/24 Start Time: 13:58:12 R:\. .\19-B-57322\ver01-wwokeefe\BLDG-A\run01\57322A bldg A Ol.cds --------------------------------------------------- -------------------- Endwall Plane EWD Design . . . . . . . .EXPANDABLE FRAME R:\jobs\Active\Eng\19-B-57322\ver01-wwokeefe\BLDG-A\run01\AwallEWD Ol.edf Panel . . . . . . . . . . . . . . . . . . . . PBR Panel width . . . . . . . . . . . . . . 36 in. Panel gage . . . . . . . . . . . . . . . 26 ga. 16 3/7/2024 Star Building Systems, OKC, OK Design Summary Program User: wwokeefe Job Number: 57322A Design Summary Report Version: 8.20.8 run01 Date: 02/01/24 Start Time: 13:58:12 R:\. .\19-B-57322\ver01-wwokeefe\BLDG-A\run01\57322A Bldg A 01.cds ------------------------------------------------------------------------------- Endwall Plane EWD continued Girts . . . . . . . . . . . . . . . . . . . . 55.0 ksi yield strength Note to Drafting: Provide G90 galvanized secondary. Girts Spacing: 7' 6 6'0 1'2 4'10 316 Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 716 21.062 8X2.5Z16 None S 0.000 1.479 C 2 716 21.583 8X2.5Z16 None C 1.479 1.479 C 3 716 20.583 8X2.5Z16 None C 1.479 0.000 S 4 716 24.333 8X2.5Z16 F.O. S 0.000 0.000 C 5 716 24.312 8X2.5Z16 4 points C 0.000 0.000 S 1 1316 21.062 8X2.5Z16 None S 0.000 1.479 C 2 1316 21.583 8X2.5Z16 None C 1.479 1.479 C 3 1316 20.583 8X2.5Z16 None C 1.479 1.479 C 4 1316 24.333 8X2.5Z16 2 points C 1.479 1.479 C 5 1316 24.312 8X2.5Z16 4 points C 1.479 0.000 S 4 1418 24.333 8X2.5Z16 2 points S 0.000 0.000 S 1 19' 6 21.062 8X2.5Z16 None S 0.000 1.479 C 2 19' 6 21.583 8X2.5Z16 None C 1.479 1.479 C 3 19' 6 20.583 8X2.5Z16 None C 1.479 1.479 C 4 19' 6 24.333 8X2.5Z16 2 points C 1.479 0.000 S 1 2310 21.062 8X2.5Z16 None S 0.000 0.000 S 2 2310 21.583 8X2.5Z16 None S 0.000 0.000 S Note Maximum distance to extend girt from adjacent bay is 36.00 inches. Framed Openings: Width Height Sill Ht Jamb Header/Sill Bay Distance 314 712 N/A 8X2.5C16 8X2.5C16 3 1514 1210 1210 N/A *8X2.5C16 8X2.5C16 4 1010 *Provide jamb extensions up to rafter for vertical lift door 17 3/7/2024 Star Building Systems, OKC, OK Design Summary Program User: wwokeefe Job Number: 57322A Design Summary Report Version: 8.20.8 run01 Date: 02/01/24 Start Time: 13:58:12 R:\. .\19-B-57322\ver01-wwokeefe\BLDG-A\run01\57322A bldg A 01.cds ------------------------------------------------------------------------------- Endwall Plane EWD continued Columns ----- ( 8.250" Inset columns) Col Dist. Description Base Elev Base plate design information # from left Member Size Ident. (ft) Thickness & rods ----------------------------------------------------------------------------- 1-B 21.750' See frame profile 1-C 43.333' See frame profile 1-D 63.917' See frame profile 1-E 88.250' See frame profile Note: Use 1/4" NS/FS stiffeners for all endwall canopy rafter connections to endwall columns. Endwall Column to Bridge Channel Connections: Strut-to-Column Clip Col. No. Endwall Plane 5 --------- -------------------- Plane SWA: 1-B Between Purlins, Using Type 3 Conn. , (4) -1/2" A325N CF Brdg Channel (0.375") w/ (4) -3/4" A325N bolts W8x10 Column Extension w/ 18.000" lap length 8X2.5C12 Bridge Channel 1-C Between Purlins, Using Type 3 Conn. , (4) -1/2" A325N CF Brdg Channel (0.375") w/ (4) -3/4" A325N bolts W8x10 Column Extension w/ 18.000" lap length 8X2.5C12 Bridge Channel 1-D Between Purlins, Using Type 3 Conn. , (4) -1/2" A325N CF Brdg Channel (0.375") w/ (4) -3/4" A325N bolts W8x10 Column Extension w/ 18.000" lap length 8X2.5C12 Bridge Channel 1-E Aligns with Purlin, Type 3 Conn., (4) -1/2" A325N PC75 (0.375") w/ (4) -1/2" A325N bolts W8x10 Column Extension w/ 18.000" lap length No Bridge Channel Plane SWC: Frames ----- Type Span Live Wind Eave Trib Grid Labels SS 113.250 20.00/100.00 29.58/ 20.92 4 SS 113.250 20.00/100.00 29.58/ 21.50 3 SS 113.250 20.00/100.00 29.58/ 20.92 2 SSM 113.250 20.00/100.00 29.58/ 21.00 1 SSM 113.250 20.00/100.00 29.58/ 11.58 5 Note: Use square anchor rod layout. 18 3/7/2024 Star Building Systems, OKC, OK Design Summary Program User: wwokeefe Job Number: 57322A Design Summary Report Version: 8.20.8 run01 Date: 02/01/24 Start Time: 13:58:12 R:\. .\19-B-57322\ver01-wwokeefe\BLDG-A\run01\57322A Bldg A 01.cds ------------------------------------------------------------------------------- A-EWD-CFO1 C A N 0 P Y D E S I G N S U M M A R Y R E P O R T Building Data Roof Live Load: 20.00 psf CANOPY 5'0 x 24'4 x 14'3 1. :12 Tributary Check: No Bays: 21' 9 2117 2017 2414 2510 Ground snow: 25.00 psf Roof Snow Load: 25.00 psf Wind Exposure Category: C Wind Load: 100.00 mph Dead Load: 4.43 psf -------------------------------------------------------------------------------- Panels ----- Roof: DLOK Panel width . . . . . . . . . . . . . . 12 in. Panel gage . . . . . . . . . . . . . . . 24 ga. Purlins ---- Spacings (From Free-End) : 4.1695 0.8305 Bay Length Member Size Brace L Lap R Lap # (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 26.333 12X3.5Z12 2 points S 0.000 0.000 S Purlin Clip Use 2 A325 Bolts @ Level: 2 @ Supports: 1,2 Eave Struts ---- 12X3.5E14 E. @ Bays 1 Rafter ---- Length Mem Depths at Hot-Rolled (ft) Start (in) End(in) Member Description --------------------------------------------------------------------- 5.017 11.910 11.910 W12x14 Boss ---- Starting Ending Web Outer Flange Inner Flange Length Web Depth Web Depth Thickness Width Thickness Width Thickness (feet) (inches) (inches) (inches) (in. ) (in. ) (in. ) (in. ) ------------------------------------------------------------------------ 0.688 11.450 11.450 0.1340 5.00 x 0.2500 5.00 x 0.2500 with 6.00 x 12.00 x 0.3750 (in) Boss End Plate End Connection ---- Type ---- 1F1F Bolts ---- 0.500 A325 Bolts Plate ---- 6.00 x 11.90 x 0.3750 (in) 19 3/7/2024 Star Building Systems, OKC, OK Design Summary Program User: wwokeefe Job Number: 57322X Design Summary Report Version: 8.20.8 run01 Date: 02/01/24 Start Time: 13:26:37 R:\. .\19-B-57322\ver01-wwokeefe\BLDG-X\run01\57322X bldg B 01.cds ------------------------------------------------------------------------------- L E A N T O BLDG - B ON SIDE SWA D E S I G N S U M M A R Y R E P O R T All connections use ASTM F3125 Gr. A325N bolts, unless noted otherwise. All anchor rods are checked according to ASTM F1554 Gr. 36 strengths. Roof Plane ------- RPB R:\jobs\Active\Eng\19-B-57322\ver01-wwokeefe\BLDG-X\run01\BroofRPB Ol.edf Panel . . . . . . . . . . . . . . . . . . . . DLOK Panel width . . . . . . . . . . . . . . 24 in. Panel gage . . . . . . . . . . . . . . . 24 ga. Purlins . . . . . . . . . . . . . . . . . . 55.0 ksi yield strength Eave struts . . . . . . . . . . . . . . 55.0 ksi yield strength Horz. Purlin Spacing: 2@2.0718 218 1110 218 112 214 0.8564 Bay Length Member Size L Lap R Lap # (ft) Identification Exten Exten --------------------------------------------------------------------- 1 25.000 8X2.5Z14 S 0.000 3.146 C 2 25.500 8X2.5Z14 C 3.146 0.000 S Brace locations (drafting to add to XDS) Top angles are on top of purlin placed in panel seams First angle no further than 6 ft from first panel seam from endwall. Subsequent angles are spaced no further than 6 ft apart Bottom angles are on bottom of purlin Angle spacing is evenly spaced in each bay between rafters not to exceed 8.33 ft. No bottom angles are used on 10 ft and less bay spacing Purlin Clip Use 2 A325 Bolts @ Level: 2,3, 4,5, 6, 7, 8 @ Supports: F,E,D Purlin Stiffened Clips @ Level: 2, 8 @ Supports: F,E,D Purlin Backup Plate @ Level: 2, 8 @ Supports: E 20 3/7/2024 Star Building Systems, OKC, OK Design Summary Program User: wwokeefe Job Number: 57322X Design Summary Report Version: 8.20.8 run01 Date: 02/01/24 Start Time: 13:26:37 R:\. .\19-B-57322\ver01-wwokeefe\BLDG-X\run01\57322X bldg B 01.cds ------------------------------------------------------------------------------- Bracing Struts SWB Eave Strut @ 13.667 (ft) : 8X3.5E14 Bays 1 SWB Eave Strut @ 13.667 (ft) : 8X3.5E14 Bays 2 Note: 1) All roof and wall strut bay numbers are as viewing the roof or wall plane 2) All purlin strut locations for all roof planes are measured from back sidewall 3) All purlin strut rows use the same lap lengths as the main purlin design. 4) Eave strut interior connection at SWB uses (2) -1/2" A325 bolts. 5) Eave strut connection at end-frame uses (4) -1/2" A325 bolts. Bracing ---- Roof:l Bay Rod Plane SWB :Portal Frame Plane EWA :End Frame Plane EWC :End Frame 21 3/7/2024 Star Building Systems, OKC, OK Design Summary Program User: wwokeefe Job Number: 57322X Design Summary Report Version: 8.20.8 run01 Date: 02/01/24 Start Time: 13:26:37 R:\. .\19-B-57322\ver01-wwokeefe\BLDG-X\run01\57322X bldg B 01.cds ------------------------------------------------------------------------------- Sidewall Plane SWB -- ( 8.250" Inset columns) R:\jobs\Active\Eng\19-B-57322\ver01-wwokeefe\BLDG-X\run01\Bwal1SWB 01.edf Panel . . . . . . . . . . . . . . . . . . . . SHR Panel width . . . . . . . . . . . . . . 16 in. Panel gage . . . . . . . . . . . . . . . 24 ga. Girts . . . . . . . . . . . . . . . . . . . . 55.0 ksi yield strength Girts Spacing: 7' 6 3'0 Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 310 25.000 8X2.5C12 F.O. S 0.000 0.000 S 2 310 25.500 8X2.5C12 F.O. S 0.000 0.000 S 1 716 25.000 8X2.5Z16 F.O. S 0.000 0.000 C 2 716 25.500 8X2.5Z12 F.O. C 0.000 0.000 S 1 1016 25.000 8X2.5Z16 None S 0.000 1.479 C 2 1016 25.500 8X2.5Z16 None C 1.479 0.000 S Note: Maximum distance to extend girt from adjacent bay is 36.00 inches. Note: Provide vertical 8x2.5C16 members between girts at 4 '0 c/c for horizontal panels Framed Openings: Width Height Sill Ht Jamb Header Bay Distance 614 712 N/A 8X2.5C16 8X2.5C16 2 214 510 516 310 8X2.5C16 8X2.5C16 1 216 510 516 310 8X2.5C16 8X2.5C16 1 1013 510 516 310 8X2.5C16 8X2.5C16 1 1814 510 516 310 8X2.5C16 8X2.5C16 2 14110 Open Areas: Size Wall Distance 50' 6 x 3'0 SWB 010 Spandrel Beams: Bay Elevation Member Connection 2 91 11" W8x24 Beam oriented vertical with triangular bracket (see detail) 22 3/7/2024 Star Building Systems, OKC, OK Design Summary Program User: wwokeefe Job Number: 57322X Design Summary Report Version: 8.20.8 run01 Date: 02/01/24 Start Time: 13:26:37 R:\. .\19-B-57322\ver01-wwokeefe\BLDG-X\run01\57322X bldg B 01.cds ------------------------------------------------------------------------------- Endwall Plane EWA Design . . . . . . . .NON-EXPANDABLE FRAME R:\jobs\Active\Eng\19-B-57322\ver01-wwokeefe\BLDG-X\run01\BwallEWA 0l.edf Panel . . . . . . . . . . . . . . . . . . . . SHR Panel width . . . . . . . . . . . . . . 16 in. Panel gage . . . . . . . . . . . . . . . 24 ga. 23 3/7/2024 Star Building Systems, OKC, OK Design Summary Program User: wwokeefe Job Number: 57322X Design Summary Report Version: 8.20.8 run01 Date: 02/01/24 Start Time: 13:26:37 R:\. .\19-B-57322\ver01-wwokeefe\BLDG-X\run01\57322X bldg B 01.cds ------------------------------------------------------------------------------- Endwall Plane EWA continued Girts . . . . . . . . . . . . . . . . . . . . 55.0 ksi yield strength Girts Spacing: 7' 6 3'0 Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 310 15.667 8X2.5C16 F.O. S 0.000 0.000 S 1 716 15.666 8X2.5Z16 F.O. S 0.000 0.000 S 1 1016 15.666 8X2.5Z16 None S 0.000 0.000 S Note : Maximum distance to extend girt from adjacent bay is 36.00 inches. Note: Provide vertical 8x2.5C16 members between girts at 410 c/c for horizontal panels Framed Openings: Width Height Sill Ht Jamb Header Bay Distance 5'0 516 310 8X2.5C16 8X2.5C16 1 514 Open Areas: Size Wall Distance 15'8 x 3'0 EWA 010 Columns ----- <None for this wall location> 24 3/7/2024 Star Building Systems, OKC, OK Design Summary Program User: wwokeefe Job Number: 57322X Design Summary Report Version: 8.20.8 run01 Date: 02/01/24 Start Time: 13:26:37 R:\. .\19-B-57322\ver01-wwokeefe\BLDG-X\run01\57322X bldg B 01.cds ------------------------------------------------------------------------------- Endwall Plane EWC Design . . . . . . . .NON-EXPANDABLE FRAME R:\jobs\Active\Eng\19-B-57322\ver01-wwokeefe\BLDG-X\run01\BwallEWC Ol.edf Panel . . . . . . . . . . . . . . . . . . . . SHR Panel width . . . . . . . . . . . . . . 16 in. Panel gage . . . . . . . . . . . . . . . 24 ga. 25 3/7/2024 Star Building Systems, OKC, OK Design Summary Program User: wwokeefe Job Number: 57322X Design Summary Report Version: 8.20.8 run01 Date: 02/01/24 Start Time: 13:26:37 R:\. .\19-B-57322\ver01-wwokeefe\BLDG-X\run01\57322X bldg B 01.cds ------------------------------------------------------------------------------- Endwall Plane EWC continued Girts . . . . . . . . . . . . . . . . . . . . 55.0 ksi yield strength Girts Spacing: 76 3'0 Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 310 15.667 8X2.5C16 F.O. S 0.000 0.000 S 1 716 15.666 8X2.5Z16 F.O. S 0.000 0.000 S 1 1016 15.666 8X2.5Z16 None S 0.000 0.000 S Note : Maximum distance to extend girt from adjacent bay is 36.00 inches. Note: Provide vertical 8x2.5C16 members between girts at 4 '0 c/c for horizontal panels Framed Openings: Width Height Sill Ht Jamb Header Bay Distance 5'0 516 310 8X2.5C16 8X2.5C16 1 514 Open Areas: Size Wall Distance 15'8 x 3'0 EWC 010 Columns ----- <None for this wall location> Frames ----- Type Span Live Wind Eave Trib Grid Labels LT 15.667 20.00/100.00 14.97/ 24.08 E LT 15.667 20.00/100.00 14.97/ 13.33 D LT 15.667 20.00/100.00 14.97/ 13.08 F Note: Use square anchor rod layout. 26 3/7/2024 Eds2Xds User: wwokeefe Job Number: 19-B-57322 Ancaster Date: 02/01/2024 02:14:26 PM Relative path: \\ACRfiler01\ts\jobs\Active\Eng\19-B-57322 ---------------------------------------------------------------------------------------------------------------------------- Building: BLDG-A CDS file name: 19-B-57322 BLDG-A Eds2Xds.cds Planes Name File SWC \ver01-wwokeefe\BLDG-A\run01\AwallSWC 01.edf EWB \ver01-wwokeefe\BLDG-A\run01\AwallEWB 01.edf SWA \ver01-wwokeefe\BLDG-A\run01\AWallSWA 01.edf EWD \ver01-wwokeefe\BLDG-A\run01\AwallEWD 01.edf RPC \ver01-wwokeefe\BLDG-A\run01\AroofRPC 01.edf Frames Frame Line Left Frame Left File 5 E \ver01-wwokeefe\BLDG-A\DRFTG\x05L 4 A \ver01-wwokeefe\BLDG-A\DRFTG\x02L 3 A \ver01-wwokeefe\BLDG-A\DRFTG\xO2L 2 A \ver01-wwokeefe\BLDG-A\DRFTG\x02L 1 D \ver01-wwokeefe\BLDG-A\DRFTG\x08L Portal Frames Plane Bay Frame File Name 27 3/7/2024 Eds2Xds User: wwokeefe Job Number: 19-B-57322 Ancaster Date: 02/01/2024 02:14:26 PM Relative path: \\ACRfiler01\ts\jobs\Active\Eng\19-B-57322 ---------------------------------------------------------------------------------------------------------------------------- Building: BLDG-B CDS file name: 19-B-57322 BLDG-B Eds2Xds.cds Planes Name File SWB \ver01-wwokeefe\BLDG-X\run01\BwallSWB 01.edf EWA \ver01-wwokeefe\BLDG-X\run01\BwalIEWA 01.edf \ver01-wwokeefe\BLDG-X\run01\BDumm Hi hSideWall 01.edf EWC \ver01-wwokeefe\BLDG-X\run01\BwallEWC 01.edf RPB \ver01-wwokeefe\BLDG-X\run01\BroofRPB 01.edf Frames Frame Line Left Frame Left File D B \ver01-wwokeefe\BLDG-A\DRFTG\x03L E A \ver01-wwokeefe\BLDG-A\DRFTG\x01 L F IB \ver01-wwokeefe\BLDG-A\DRFTG\xO3L Portal Frames Plane Bay Frame File Name SWB 2 E \ver01-wwokeefe\BLDG-A\DRFTG\x09L 28 3/7/2024 Star Building Systems FRAME ID #5 USER NAME:wwokeefe DATE:02/01/24 TIME:13:46:44 PAGE: 5 -1 1343 Sandhill Drive, Ancaster, ON, Canada ssm4 113.25/20./11.583 20./100./25. JOB NAME:57322A FILE:frame 5.fra LOCATION: Gridlines 5 (1) All sectional dimensions are in inches. DETAIL FILE: active\Eng\19-B-57322\ver01-wwokeefe\BLDG-A\Drftg\x05L (2) All Flange lengths are measured along outer flange. BOLTS:A325 FULLY TIGHT WEIGHT: 6215 lbs (3) Left Column Flange Braces use the Optional Concealed Nut Attachment Rafter Offset :8"-Z 2@4'l 1/2",20@5' (8.25") (4) Rafter Flange Braces use the Optional Concealed Nut Attachment Column Offsets 3'2 1/2",4'3 1/2",2'4",5'2 1/2"(8.25")- LEFT COLUMN (5) Right Column Flange Braces use the Optional Concealed Nut Attachment 7'6",2@6',3'6"(8.25")- RIGHT COLUMN 6X0.25 0.156 20.0' 12 1.02 4.817' 5' O.F. 20.0' 6X0.25 13.157' WEB THK. 19.431' 10'0 12 10'0" WEB LEN. •0' 4.42' 11 C 10'0" 10 C I.F. 10'0" 9 C 7 C O 6 C C N 5 20' E.H. [ C C N ON M r � ro � ro OJ N W M M x o x x M F w w w a 1p a 3 x . w r a 2: a � N N O m O O O O x � N N w x z w U H w.1 H 25' 2414" 2017" P� Pl w w 3 S CONNECTION DETAILS GRIDLINES * =5 Location 1 *-F 2 3 9 5 6 7 8 9 10 11 19*-E 20 21*-D 22 Web Dep. 10.0 21.5149 30.0 N/A 26.0 26.0 26.0 26.0 26.0 26.0 26.0 8.0 8.0 8.0 8.0 Type BASE SPLICE HORZ STF CAP (EXT) 2E/2E SPLICE SPLICE SPLICE SPLICE 2E/2E SPLICE BASE CAP/STF BASE CAP/STF Plate(DN) 6.Ox0.375 N/A 2.75XO.25 6.Ox0.25 a.OX1.0 N/A N/A N/A N/A 6.0x0.375 N/A 6.Ox0.375 6.Ox0.375 6.Ox0.375 6.OXO.375 Plate(UP) N/A N/A N/A N/A 8.0x1.0 N/A N/A N/A N/A 6.Ox0.375 N/A N/A 2.75x0.375 N/A 2.75x0.375 Bolts (4)-3/4 N/A N/A N/A (8)-1 N/A N/A N/A N/A (8)-3/9 N/A (4)-3/9 (4)-112 (4)-3/4 (4)-1/2 3/7/2024 Star Building Systems FRAME ID #5 USER NAME:wwokeefe DATE:02/01/24 TIME:13:46:44 PAGE: 5 -2 1343 Sandhill Drive, Ancaster, ON, Canada ssm4 113.25/20./11.583 20./100./25. JOB NAME:57322A FILE:frame 5.fra LOCATION: Gridlines 5 (1) All sectional dimensions are in inches. DETAIL FILE: active\Eng\19-B-57322\ver01-wwokeefe\BLDG-A\Drftg\x05L (2) All Flange lengths are measured along outer flange. BOLTS:A325 FULLY TIGHT WEIGHT: 6215 lbs (3) Left Column Flange Braces use the Optional Concealed Nut Attachment Rafter Offset :8"-Z 2@4'1 1/2",20@5' (8.25") (4) Rafter Flange Braces use the Optional Concealed Nut Attachment Column Offsets 3'2 1/2",4'3 1/2",2'4",5'2 1/2"(8.25")- LEFT COLUMN (5) Right Column Flange Braces use the Optional Concealed Nut Attachment 7'6",2@6',3'6"(8.25")- RIGHT COLUMN 5XO.25 19.089, 5X0.25 6X0.25 20.0' 10'0" 0.156 20.0' 10'0" .0'5'0" 6.089' 18 2917" E.H. 4.817' 6.66' 17 fC w 5�0,, 15 1 6X0.25 13.10' 14 C 10'0" 12 13 fC wo 11 C C 10 O a, C. N A � N N N N O N O O G' l0 C rl ri rl � M M x 0 x CO N x o x x F m w m w o x io E" w x N H w ro w a a a o . w . w w w a 3 a . w . a 3 a n 0 0 � 0 o cn N N N N J 2017" 2117" 2119" H w w r y � x z x CONNECTION DETAILS GRIDLINES * =5 Location 10 11 12 13 14 15 16 21*-D 22 23*-C 24 25*-B 26 Web Dep. 26.0 26.0 26.0 26.0 26.0 26.0 26.0 8.0 8.0 8.0 8.0 8.0 8.0 Type 2E/2E SPLICE SPLICE SPLICE SPLICE 2E/2E SPLICE BASE CAP/STF BASE CAP/STF BASE CAP/STF Plate(DN) 6.OXO.375 N/A N/A N/A N/A 6.OXO.375 N/A 6.OXO.375 6.OXO.375 S.OXO.375 8.OXO.375 8.OXO.375 8.OXO.375 Plate(UP) 6.OXO.375 N/A N/A N/A N/A 6.OXO.375 N/A N/A 2.75XO.375 N/A 2.75XO.375 N/A 2.25XO.3125 Bolts (8)-3/4 N/A N/A N/A N/A (8)-3/4 N/A (4)-3/4 (4)-1/2 (4)-3/4 (4)-1/2 (4)-3 1/2 Star Building Systems FRAME ID #5 USER NAME:wwokeefe DATE:02/01/24 TIME:13:46:44 PAGE: 5 -3 1343 Sandhill Drive, Ancaster, ON, Canada ssm4 113.25/20./11.583 20./100./25. JOB NAME:57322A FILE:frame 5.fra LOCATION: Gridlines 5 (1) All sectional dimensions are in inches. DETAIL FILE: active\Eng\19-B-57322\ver01-wwokeefe\BLDG-A\Drftg\x05L (2) All Flange lengths are measured along outer flange. BOLTS:A325 FULLY TIGHT WEIGHT: 6215 lbs (3) Left Column Flange Braces use the Optional Concealed Nut Attachment Rafter Offset :8"-Z 2@4'l 1/2",20@5' (8.25") (4) Rafter Flange Braces use the Optional Concealed Nut Attachment Column Offsets 3'2 1/2",4'3 1/2",2'4",5'2 1/2"(8.25")- LEFT COLUMN (5) Right Column Flange Braces use the Optional Concealed Nut Attachment 7'6",2@6',3'6"(8.25")- RIGHT COLUMN 5XO.25 19.089, o' 5X0.25 10'0" 5'0" 6.089' 10'0" 18 2917" E.H. 15 1 17 fC ] C jC w 0 O � � N � � O O N O � � H N ti r-I ti � X N x O x J n O lJt F w w w a a a N m n 0 0 � O O N Ol ON N J H 5 5' O 21'9" r y � x z x CONNECTION DETAILS : GRIDLINES * =5 Location 15 16 17 18 25*-B 26 27 *-A 28 29 30 31 Web Dep. 26.0 26.0 26.0 26.0 8.0 8.0 10.0 17.5745 25.1490 30.0 N/A Type 2E/2E SPLICE SPLICE 2E/2E BASE CAP/STF BASE SPLICE SPLICE HORZ STF CAP (EXT) Plate(DN) 6.Ox0.375 N/A N/A 6.OX0.75 8.OX0.375 8.OX0.375 8.Ox0.625 N/A N/A 2.25Xo.25 5.OX0.25 Plate(UP) 6.OXO.375 N/A N/A 6.0Xo.75 N/A 2.25x0.3125 N/A N/A N/A N/A N/A 31 Bolts (8)-3/4 N/A N/A (8)-3/4 (4)-3/4 (4)-1/2 (4)-1 N/A N/A I N/A I N/A 3/7 2024 Star Building Systems FRAME ID #2 USER NAME:wwokeefe DATE:01/30/24 TIME:11:56:35 PAGE: 2 -1 1343 Sandhill Drive, Ancaster, ON, Canada ss 113.25/20./21.5 20./100./25. JOB NAME:57322A FILE:frames 2-4.fra LOCATION: Gridlines 2 3 4 (1) All sectional dimensions are in inches. DETAIL FILE: active\Eng\19-B-57322\ver01-wwokeefe\BLDG-A\Drftg\x02L (2) All Flange lengths are measured along outer flange. BOLTS:A325 FULLY TIGHT WEIGHT: 10441 lbs (3) Left Column Flange Braces use the Optional Concealed Nut Attachment Rafter Offset :8"-Z 2@4'l 1/2",20@5' (8.25") (4) Rafter Flange Braces use the Optional Concealed Nut Attachment Column Offsets 3'2 1/2",4'3 1/2",2'4",5'2 1/211(8.25")- LEFT COLUMN (5) Right Column Flange Braces use the Optional Concealed Nut Attachment 7'6",2@6',3'6"(8.25")- RIGHT COLUMN Note to Drafting: Due to frame geometry this frame may require shims to be added to the rafter connections. 1/8"thick shims are provided with this project. The maximum thickness of shims for any connection is 1/4". Shims will minimize the affects of dead load deflections and prevent flattening of the roof slope. The actual quantity of shims needed can vary due to frame erection conditions and shop fabrication tolerances. Insert these shim plates into the connections as needed per individual frame requirements with guidance shown on the frame elevations in the erection drawings Provide 1/8" shim plates for top 2 Ai bolt rows SX0.5 8X0.6 0.25 12 1.02 8X0.75 12 8xo.s 0.185 10.0' 10.0' O.F. 8X0.5 SX0.375 2 0 0.156 0. 8X 625 8X0.75 WEB THK. 0.25 6r 8X0.5 20.0' 8X0.75 SX0.625 10'0" 1010" 10.0, 10.0' 8X0.625 1 '0" �,7gg LEN. 13.61' 8x .5 10, 10'0" 14 15 I.F. 8X0.625 10'0" 10'0" 12 13 9 7" E.H. 10,01, 10'0" 9 10 11 C C M 0 M M 5 C 8 M N 20, E.H. FF C " d, " u X o N N o X N N Provide 1/8" shim C,N N N N o 0 0 plates for bottom o x 2 bolt rows n o 0 H .I H _ 11313" Pa w r r 13 CONNECTION DETAILS GRIDLINES * =2 3 4 Location 1*-F 2 3 TNI 5 6 7 8 9 10 11 12 13 14 15 16`-A 17 18 19 0 Web Dep. 16.0 36.0893 47.0 50.0 38.0 26.0 26.0 26.0 26.0 26.0 26.0 26.0 41.8179 57.0 13.0 32.5396 52.0793 59.0 N/A Type BASE SPLICE HORZ SIP 2E/2E SPLICE SPLICE SPLICE 2E/4E SPLICE SPLICE SPLICE 3E/2E SPLICE 2E/2E BASE SPLICE SPLICE HORZ STF CAP (EXT) Plate(DN) 10.0 x0.75 N/A 4.75x0.625 30.0x1.0 N/A N/A N/A 8.0X0.75 N/A N/A N/A 8.0x0.5 N/A 30.0x1.0 10.0 x0.75 N/A N/A 4.75 x0.75 10.0x0.5 Plate(OP) N/A N/A N/A8.0x1.o N/A N/A N/A 8.oxo.75 N/A N/A N/A 8.ox o.s N/A 1o.ox i.o N/A N/A N/A N/A N/A Bolts (4)-1 1/4 N/A N/A (8)-1 N/A N/A N/A (12)-3/4 N/A N/A N/A (10(-3/4 N/A (2)-1 1/4 (4(-1 1/4 N/A N/A N/A N/A 32 3/7/2024 Star Building Systems FRAME ID #8 USER NAME:wwokeefe DATE:02/01/24 TIME:13:46:47 PAGE: 8 -1 1343 Sandhill Drive, Ancaster, ON, Canada ssm4 113.25/20./21. 20./100./25. JOB NAME:57322A FILE:frame l.fra LOCATION: Gridlines 1 (1) All sectional dimensions are in inches. DETAIL FILE: active\Eng\19-B-57322\verOl-wwokeefe\BLDG-A\Drftg\x08L (2) All Flange lengths are measured along outer flange. BOLTS:A325 FULLY TIGHT WEIGHT: 6389 lbs (3) Left Column Flange Braces use the Optional Concealed Nut Attachment Rafter Offset :8"-Z 2@4'l 1/2",20@5' (8.25") (4) Rafter Flange Braces use the Optional Concealed Nut Attachment Column Offsets 3'2 1/2",4'3 1/2",2'4",5'2 1/211(8.25")- LEFT COLUMN (5) Right Column Flange Braces use the Optional Concealed Nut Attachment 7'6",2@6',3'6"(8.25")- RIGHT COLUMN Rotate interior columns 90 degrees from standard (typical unless noted otherwise) with single pair of stiffeners centered above the column. Refer to Design Summary for column extension and connection details. 6X0.25 0.156 20.0' 12 1.02 4.817' 5' O.F. — -- 20.0' 6X0.25 13.157' WEB THK. 19.3s6' 10'0" 12 10'0" WEB LEN. 2.o' 4.421 1 C C 10'0 10 I.F. 10'0" 6.966' 8 7 C 9 C C C N 5 6 20' E.H. C C N L ON M u� u o r ro m X n x o x N D 0 M N L1 N X O % F w X F w w w a 1O o a 3 d N O N O O O O O rl X rl � N N w x z w 0 H a H 25' 2414" 2017" P Pl w w 3 S CONNECTION DETAILS GRIDLINES * =1 Location 1 *-F 2 3 9 5 6 7 8 9 10 11 19*-E 20 21*-D 22 Web Dep. 8.0 21.4973 31.0 N/A 30.0 30.0 30.0 30.0 30.0 30.0 30.0 8.0 8.0 8.0 8.0 Type BASE SPLICE HORZ STF CAP (EXT) 2E/2E SPLICE SPLICE SPLICE SPLICE 2E/2E SPLICE BASE CAP/STF BASE CAP/STF Plate(DN) 6.0X0.375 N/A 2.75XC.25 6.OXO.25 B.OX1.0 N/A N/A N/A N/A 6.0X0.375 N/A 6.OX0.375 6.Ox0.375 6.OXO.375 6.OXO.375 Plate(UP) N/A N/A N/A N/A 8.0x1.0 N/A N/A N/A N/A 6.Ox0.375 N/A N/A 2.75x0.375 N/A 2.75x0.375 Bolts (4)-3/4 N/A N/A N/A (8)-1 N/A N/A N/A N/A (8)-3/9 N/A (9)-3/9 (9)-1/2 (9)-3/4 (4)-1/2 3/7/2024 Star Building Systems FRAME ID #8 USER NAME:wwokeefe DATE:02/01/24 TIME:13:46:47 PAGE: 8 -2 1343 Sandhill Drive, Ancaster, ON, Canada ssm4 113.25/20./21. 20./100./25. JOB NAME:57322A FILE:frame l.fra LOCATION: Gridlines 1 (1) All sectional dimensions are in inches. DETAIL FILE: active\Eng\19-B-57322\verOl-wwokeefe\BLDG-A\Drftg\x08L (2) All Flange lengths are measured along outer flange. BOLTS:A325 FULLY TIGHT WEIGHT: 6389 lbs (3) Left Column Flange Braces use the Optional Concealed Nut Attachment Rafter Offset :8"-Z 2@4'l 1/2",20@5' (8.25") (4) Rafter Flange Braces use the Optional Concealed Nut Attachment Column Offsets 3'2 1/2",4'3 1/2",2'4",5'2 1/211(8.25")- LEFT COLUMN (5) Right Column Flange Braces use the Optional Concealed Nut Attachment 7'6",2@6',3'6"(8.25")- RIGHT COLUMN 5XO.25 19.005' .0' 5X0.25 6X0.25 20.0' 10'0" 0.156 5'0" 6.005' 20.0' 10'0" 18 2917" E.H. 4.817' 6.66' 17 w 5�0�� 15 1 C 6X0.25 13.157' 14 C C 10'0" 12 13 fC w 0 11 C C o 10 C O rn rn � O W W N O N N �p O N m o m x o x x o x m x ro E El N O H w m w a 3 x O1 . w n 0 0 N N N N J 20'7" 21'7" 21'9" H W W ti7 tr1 b] r y � x z x CONNECTION DETAILS GRIDLINES * =1 Location 10 11 Zt� 12 13 14 15 16 2l*-D 22 23*-C 24 25*-B 26 Web Dep. 30.0 30.0 30.0 30.0 30.0 30.0 30.0 8.0 8.0 8.0 8.0 8.0 8.0 Type 2E/2E SPLICE SPLICE SPLICE SPLICE 2E/2E SPLICE BASE CAP/STF BASE CAP/STF BASE CAP/STF Plate(DN) 6.OXO.375 N/A N/A N/A N/A 6.OXO.375 N/A 6.OXO.375 6.OXO.375 8.OXO.375 8.OXO.375 8.OXO.375 8.OXO.375 Plate(UP) 6.OXO.375 N/A N/A N/A N/A 6.OXO.375 N/A N/A 2.75XO.375 N/A 2.75XO.375 N/A 2.25XO.3125 Bolts (8)-3/4 N/A N/A N/A N/A (8)-3/4 N/A (4)-3/4 (4)-1/2 (4)-3/4 (4)-1/2 (4)-3/4 4(4)-1/2 Star Building Systems FRAME ID #8 USER NAME:wwokeefe DATE:02/01/24 TIME:13:46:47 PAGE: 8 -3 1343 Sandhill Drive, Ancaster, ON, Canada ssm4 113.25/20./21. 20./100./25. JOB NAME:57322A FILE:frame l.fra LOCATION: Gridlines 1 (1) All sectional dimensions are in inches. DETAIL FILE: active\Eng\19-B-57322\ver01-wwokeefe\BLDG-A\Drftg\x08L (2) All Flange lengths are measured along outer flange. BOLTS:A325 FULLY TIGHT WEIGHT: 6389 lbs (3) Left Column Flange Braces use the Optional Concealed Nut Attachment Rafter Offset :8"-Z 2@4'l 1/2",20@5' (8.25") (4) Rafter Flange Braces use the Optional Concealed Nut Attachment Column Offsets 3'2 1/2",4'3 1/2",2'4",5'2 1/211(8.25")- LEFT COLUMN (5) Right Column Flange Braces use the Optional Concealed Nut Attachment 7'6",2@6',3'6"(8.25")- RIGHT COLUMN 5X0.25 19.005' 0' 5X0.25 10,0" 5'0" 6.005' 10'0" � 18 2917" E.H. 15 1 1 C ] H c C fC W 0 0 H N O O N W W O X N X ul N p n O N X O x W N H N O C4 W Cv N p • H C] O O ON N J H 5 5' O tl 21'9" w w M r y � x z x CONNECTION DETAILS GRIDLINES * =1 Location 15 16 17 18 25*-B 26 27 *-A 28 29 30 31 Web Dep. 30.0 30.0 30.0 30.0 8.0 8.0 8.0 16.8249 25.6497 31.0 N/A Type 2E/2E SPLICE SPLICE 2E/2E BASE CAP/STF BASE SPLICE SPLICE HORZ STF CAP (EXT) Plate(DN) 6.OXO.375 N/A N/A 6.OXO.75 8.OXO.375 8.0X0.375 6.OXO.375 N/A N/A 2.75XO.25 6.OXO.25 Plate(UP) 6.OXO.375 N/A N/A 6.OXO.75 N/A 2.25XO.3125 N/A N/A N/A N/A N/A 35 Bolts (8)-3/4 N/A N/A (8)-3/4 (4)-3/4 (4)-1/2 (4)-3/4 N/A N/A I N/A N/A 3/ 2024 Star Building Systems FRAME ID #3 USER NAME:wwokeefe DATE:02/23/24 TIME:12:46:00 PAGE: 3 -1 1343 Sandhill Drive, Ancaster, ON, Canada It 15.667/13.667/13.083 20./100./25. JOB NAME:57322X FILE:ltfrar f d.fra LOCATION: Gridlines F D (1) All sectional dimensions are in inches. DETAIL FILE: active\Eng\19-B-57322\ver01-wwokeefe\BLDG-A\Drftg\x03L (2) All Flange lengths are measured along outer flange. BOLTS:A325 FULLY TIGHT WEIGHT: 515 lbs PURLINS(horz. from eave) :8"-Z 2@2'7/8",2'8",1'10",2'8",1'2",2'4" GIRTS vert. from floor) : 8"-Z 3'2 1 2" 4'3 1 2" 3' 8.25" - LEFT COLUMN 1.0 12 O.F. 1410x12 W SHAP I.F. 14.246' y 1318" E.H. 4 r m C c J N N N N N X � rl N M $ M N [+1 N N w a w 0 x H 1518" cn 3 CONNECTION DETAILS GRIDLINES * =F D Location 1O*-F 2O O3 4O OS Web Dep. 10.2 10.2 N/A 9.87 9.87 Type BASE N/A CAP (EXT) 22/0 2P/0 Plate(DN) 6.OX0.375 N/A 6.OX0.25 5.75XO.36 5.OX0.25 1 Q Plate(UP) N/A N/A N/A 5.OX0.25 5.OX0.25 36 Bolts (4)-3/4 N/A N/A (4)-1/2 (4)-1/2 3/7/2024 Star Building Systems FRAME ID #1 USER NAME:wwokeefe DATE:02/23/24 TIME:12:44:46 PAGE: 1 -1 1343 Sandhill Drive, Ancaster, ON, Canada It 15.667/13.667/30.104 20./100./25. JOB NAME:57322X FILE:ltfrar e.fra LOCATION: Gridlines E (1) All sectional dimensions are in inches. DETAIL FILE: active\Eng\19-B-57322\ver01-wwokeefe\BLDG-A\Drftg\xO1L (2) All Flange lengths are measured along outer flange. BOLTS:A325 FULLY TIGHT WEIGHT: 662 lbs PURLINS(horz. from eave) :8"-Z 2@2'7/8",2'8",1'10",2'8",1'2",2'4" GIRTS vert. from floor) : 8"-Z 3'2 1 2" 4'3 1 2" 3' 8.25" - LEFT COLUMN 1.0 12 O.F. 1410x22 W SHAP I.F. 14.247' y 1318" E.H. L r r r I M JI J N v N � N _ � X N o � n $ N M N .-I w LL a w o x _ 1518" r � CONNECTION DETAILS GRIDLINES * =E Location O1 *-6 2O O3 4O SO Web Dep. 10.2 10.2 N/A 10.2 10.2 Type BASE N/A CAP (EXT) 22/0 2P/0 Ai Plate(DN) 6.OX0.375 N/A 6.OX0.25 5.75XO.36 6.OX0.25 Plate(UP) N/A N/A N/A 6.OX0.25 6.OX0.25 37 Bolts (4)-3/4 N/A N/A (4)-1/2 (4)-1/2 3/7/2024 Star Building Systems FRAME ID #9 USER NAME:wwokeefe DATE:02/23/24 TIME:13:07:08 PAGE: 9 -1 1343 Sandhill Drive, Ancaster, ON, Canada pf 24.333/13.667 leanto plane of main JOB NAME:57322X FILE:pframe grid6 bay2.fra LOCATION: bays 2-(Gridline 6) (1) All sectional dimensions are in inches. DETAIL FILE: active\Eng\19-B-57322\ver01-wwokeefe\BLDG-A\Drftg\x09L (2) All Flange lengths are measured along outer flange. BOLTS:A325 FULLY TIGHT WEIGHT: 1251 lbs Rafter Offset (14") Column Offsets (4.25")- LEFT COLUMN (4.25")- RIGHT COLUMN 0.0 12 O.F. 8XO.25 WEB THK. 0.156 WEB LEN. 2.187' 20.0' I.F. 8XO.25 13'8" E.H. 6.041' 10'0" 611 3/4" 13'8" E.H. 4 5 N J Note To Drafting: Provide(2) bolt connection for portal frame to main frame attachment m Orl N M M d' N d' M Provide P6x10.78 pipe struts W w W connected to portal frame outer N flange and main frame webs via 3/8" connection plate w/ (4) 3/4" bolts at 9'11" elevation w x z w H E E 0 0 H a H 24'9" w on r r y CONNECTION DETAILS GRIDLINES * = 6 Location O1 *-LEFT 2O O3 O4 OS ©*-RIGHT O7 Web Dep. 8.0 8.0 N/A 13.5 13.5 8.0 8.0 N/A Type BASE HORZ STF CAP (EXT) 2E/2E 2E/2E BASE HORZ STF CAP (EXT)Plate(DN) 8.0X0.375 3.75X0.25 8.0X0.25 8.0XO.75 C 8.0XO.75 C 8.OXO.375 3.75X0.25 8.OXO.25 1 Q Plate(UP) N/A N/A N/A 8.OXO.75 R 8.OXO.75 R N/A N/A N/A 38 Bolts (4)-3/4 N/A N/A (8)-3/4 (8)-3/4 (4)-3/4 N/A I N/A 3/7/2024 Lean-to Support Beam Connection Bldg B Column 6-E/6-D _ 1 1 4 L r Supporting Edge Free Edge h ' L = 811 W = 6.5" Brackett = 5/16" Bracket top plate t = 3/8" Ai W8x24 support beam to bolt onto bracket w/ (4) 3/4" bolts 39 38 3/7/2024 2/23/2024 —womiA no STAR BUILDING SYSTEMS REACTIONS BUILDER: CHAD FISHER CONSTRUCTION LLC CUSTOMER: KATIE KING JOB NUMBER: 19-B-57322 Notes 1.The reactions provided are based on the Order Documents at the time of mailing.Any changes to building loads or dimensions may change the reactions.The reactions will be superseded and voided by any future mailing. 2.The reactions provided have been created with the following layout(unless noted otherwise). a. A reaction table is provided with the reactions for each load group. b. Rigid Frames See Note 3. C. Endwalls 1. See Note 3. d. X-Bracing 1.X-Bracing reactions are included in values shown in the reaction tables. 2.For IBC and UBC based building codes,when x-bracing is present in the sidewall,individual longitudinal seismic loads(RBUPEQ,RBDWEQ,E+,E-and LEQ)do not include the amplification factor,W 3.For IBC and UBC based building codes,when x-bracing is present in the endwall,individual transverse seismic loads(EL&amp;ER)do not include the amplification factor,W e. The metal building manufacturer is responsible only for the portion of the anchor rod design pertaining to the transfer of forces between the base plate bearing and the anchor rod&rsquo;s shear and tension.The metal building manufacturer is not responsible for the anchor rod embedment for transfer of forces to the foundation.The metal building manufacturer does not design and is not responsible for the design,material, and construction of the foundation embedments.The end use customer shall assure that adequate provisions are made to the foundation design for loads imposed by column reactions of the building,other imposed loads, and bearing capacity of the soil and other conditions of the building site.It is recommended that the anchorage and foundation of the building be designed by a registered professional engineer competent in the design of such structures. L (ref.Appendix A3 of the MBMA Metal Building Systems Manual) f. Anchor rods are ASTM F1554 Gr.36 material unless noted otherwise on the anchor rod layout drawing. 3.Reactions are provided as un-factored for each load group applied to the column.The factors applied to load groups for the steel column design may be different than the factors used in the foundation design.The foundation engineer shall apply the appropriate load factors and combine the reactions in accordance with the building code and design specifications for proper foundation design. a.For projects using ultimate design wind speeds such as 2012 IBC,2015 IBC,or Florida building code,the wind load reactions are at a strength value with a load factor of 1.0. b.For IBC codes,the seismic reactions provided are at a strength level with a load factor of 1.0,and do not contain the rho factor. The manufacturer does not provide "maximum"load combination reactions.However,the individual load reactions provided may be used by the foundation engineer to determine the applicable load combinations for his/her design procedures and allow for an economical foundation design. 40 3/7/2024 FRAME ID#8 USER NAME:wwokeefe DATE:02/01/24 PAGE:8-4 ssm4 113.25/20./21. 20./100 JOB NAME:57322A FILE:frame 1.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION:Gridlines: 1 NOTES:(1)All reactions are in kips and kip-ft. TIME:13:46:47 (2)Primary wind load cases are not concurrent. (3)X-bracing reactions(RBPULW and RBUPEQ)are combined withLWL and LEQ groups only. REACTION NOTATIONS � � v H � H � H � H � H i � 1V 1V 1V iV *-F *-E *-D *-C *-A LOAD GROUP REACTION TABLE GRIDLINES*= 1 COLUMN *-F *-A *-E *-D *-C LOAD GROUP H V L H V L H V L H V L H V L DL 0.1 1.4 0.0 -0.1 1.4 0.0 0.0 2.4 0.0 0.0 2.2 0.0 0.0 2.0 0.0 COLL 0.2 1.9 0.0 -0.2 1.8 0.0 -0.0 4.4 0.0 -0.0 3.7 0.0 0.0 3.5 0.0 PSL1 0.2 4.4 0.0 -0.2 0.3 0.0 -0.0 5.4 0.0 -0.0 -0.8 0.0 -0.0 0.3 0.0 PSL2 -0.0 -0.5 0.0 0.0 -0.1 0.0 0.0 4.9 0.0 0.0 5.2 0.0 0.0 -0.8 0.0 PSL3 0.0 0.1 0.0 -0.0 0.1 0.0 -0.0 -0.4 0.0 -0.0 4.1 0.0 -0.0 4.2 0.0 PSL4 -0.0 -0.1 0.0 0.0 -0.4 0.0 -0.0 0.1 0.0 -0.0 -0.6 0.0 -0.0 4.5 0.0 PSL5 0.2 0.3 0.0 -0.2 4.1 0.0 0.0 -0.3 0.0 0.0 0.2 0.0 0.0 -0.6 0.0 SNOW 0.5 6.0 0.0 -0.5 5.7 0.0 -0.0 13.8 0.0 -0.0 11.6 0.0 -0.0 10.8 0.0 LL 0.4 4.8 0.0 -0.4 4.5 0.0 -0.0 11.1 0.0 -0.0 9.3 0.0 -0.0 8.7 0.0 EQ -6.5 -6.7 0.0 -1.9 3.2 0.0 -0.0 8.0 0.0 -0.0 -2.2 0.0 -0.0 1.8 0.0 WL1 -2.6 -5.6 0.0 -2.2 -2.5 0.0 -0.0 -7.8 0.0 -0.0 -7.2 0.0 -0.0 -4.4 0.0 WL2 -3.9 -3.8 0.0 -0.9 -0.1 0.0 -0.0 -3.8 0.0 -0.0 -4.0 0.0 -0.0 -1.0 0.0 LWL1 2.5 -3.8 0.0 -2.1 -4.0 0.0 0.1 -10.3 -4.9 0.1 -6.4 -4.9 0.0 -5.1 -5.7 LWL2 2.5 -2.4 0.0 -2.1 -5.3 0.0 0.1 -6.5 -4.9 0.1 -4.8 -4.9 0.0 -7.5 -5.7 LWL3 1.0 -2.3 0.0 -0.9 -1.5 0.0 -0.1 -5.9 4.9 -0.1 -3.3 4.9 -0.0 -1.7 5.7 LWL4 1.0 -1.0 0.0 -0.9 -2.8 0.0 -0.1 -2.1 4.9 -0.1 -1.7 4.9 -0.0 -4.0 5.7 WL3 6.4 2.4 0.0 2.8 -6.0 0.0 0.0 -12.0 0.0 0.0 -3.3 0.0 0.0 -8.1 0.0 WL4 5.2 4.1 0.0 4.0 -3.6 0.0 0.0 8.0 0.0 0.0 -0.1 0.0 0.0 -4.7 0.0 LOAD GROUP DESCRIPTION DL Roof Dead Load COLL Roof Collateral Load PSL1 Pattern Snow Load[PSLxx] PSL2 Pattern Snow Load[PSLxx] PSL3 Pattern Snow Load[PSLxx] PSL4 Pattern Snow Load[PSLxx] PSL5 Pattern Snow Load[PSLxx] SNOW Roof Snow Load LL Roof Live Load EQ Lateral Seismic Load[parallel to plane of frame] WL1 Wind from Left to Right with+GCpi WL2 Wind from Left to Right with-GCpi LWL1 Windward Corner Left with+GCpi LWL2 Windward Corner Right with+GCpi LWL3 Windward Corner Left with-GCpi LWL4 Windward Corner Right with-GCpi WL3 Wind from Right to Left with+GCpi WL4 Wind from Right to Left with-GCpi 41 3/7/2024 FRAME ID#8 USER NAME:wwokeefe DATE:02/01/24 PAGE:8-5 ssm4 113.25/20./21. 20./100 JOB NAME:57322A FILE:frame 1.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION:Gridlines: 1 NOTES:(1)All reactions are in kips and kip-ft. TIME:13:46:47 (2)Primary wind load cases are not concurrent. (3)X-bracing reactions(RBPULW and RBUPEQ)are combined withLWL and LEQ groups only. REACTION NOTATIONS H � H � H � H � H 1 � 1V iV iV iV *-F *-E F-17 FC7 *-A LOAD GROUP REACTION TABLE GRIDLINES*= 1 COLUMN *-F *-A *-E *-D *-C LOAD GROUP H V L H V L H V L H V L H V L SBAL 0.4 4.2 0.0 -0.4 4.0 0.0 -0.0 9.7 0.0 -0.0 8.2 0.0 -0.0 7.6 0.0 LOAD GROUP DESCRIPTION SBAL Code Calculated Balanced Roof Snow Load ADDITIONAL NOTES' (1)Pattern live or snow load cases are not concurrent with any other live or snow load cases. 42 3/7/2024 FRAME ID#8 USER NAME:wwokeefe DATE:02/01/24 PAGE:8-6 ssm4 113.25/20./21. 20./100 JOB NAME:57322A FILE:frame 1.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION:Gridlines: 1 NOTES:(1)All reactions are in kips and kip-ft. TIME:13:46:47 (2)Primary wind load cases are not concurrent. (3)X-bracing reactions(RBPULW and RBUPEQ)are combined withLWL and LEQ groups only. REACTION NOTATIONS H 1V *_B LOAD GROUP REACTION TABLE GRIDLINES*= 1 COLUMN *-B LOAD GROUP H V L DL 0.0 2.3 0.0 COLL 0.0 3.7 0.0 PSL1 0.0 -0.4 0.0 PSL2 -0.0 0.2 0.0 PSL3 0.0 -0.5 0.0 PSL4 0.0 4.4 0.0 PSL5 -0.0 4.3 0.0 SNOW 0.0 11.5 0.0 LL 0.0 9.2 0.0 EQ 0.0 -4.2 0.0 WL1 0.0 -4.6 0.0 WL2 0.0 -2.7 0.0 LWL1 0.0 -2.5 -5.4 LWL2 0.0 -5.6 -5.4 LWL3 -0.0 -0.7 5.4 LWL4 -0.0 -3.8 5.4 WL3 -0.0 -5.1 0.0 WL4 -0.0 -3.2 0.0 LOAD GROUP DESCRIPTION DL Roof Dead Load COLL Roof Collateral Load PSL1 Pattern Snow Load[PSLxx] PSL2 Pattern Snow Load[PSLxx] PSL3 Pattern Snow Load[PSLxx] PSL4 Pattern Snow Load[PSLxx] PSL5 Pattern Snow Load[PSLxx] SNOW Roof Snow Load LL Roof Live Load EQ Lateral Seismic Load[parallel to plane of frame] WL1 Wind from Left to Right with+GCpi WL2 Wind from Left to Right with-GCpi LWL1 Windward Corner Left with+GCpi LWL2 Windward Corner Right with+GCpi LWL3 Windward Corner Left with-GCpi LWL4 Windward Corner Right with-GCpi WL3 Wind from Right to Left with+GCpi WL4 Wind from Right to Left with-GCpi 43 3/7/2024 FRAME ID#8 USER NAME:wwokeefe DATE:02/01/24 PAGE:8-7 ssm4 113.25/20./21. 20./100 JOB NAME:57322A FILE:frame 1.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION:Gridlines: 1 NOTES:(1)All reactions are in kips and kip-ft. TIME:13:46:47 (2)Primary wind load cases are not concurrent. (3)X-bracing reactions(RBPULW and RBUPEQ)are combined withLWL and LEQ groups only. REACTION NOTATIONS f H 1 � *-B LOAD GROUP REACTION TABLE GRIDLINES*= 1 COLUMN *-B LOAD GROUP H V L SBAL 0.0 8.0 0.0 LOAD UP SBAL Code Calculate Balance Roof Snow Load ADDITIONAL N ncurrent with any other live or snow load cases. 44 3/7/2024 FRAME ID#4 USER NAME:wwokeefe DATE:01/30/24 PAGE:4-2 ss 113.25/20./20.917 20./10 JOB NAME:57322A FILE:frame 2.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION:Gridlines: 2 NOTES:(1)All reactions are in kips and kip-ft. TIME:10:41:06 (2)The seismic overstrength factor(Omega)is not included in the'RBDWEQ"and"RBUPEQ"Load Group reactions. Seismic"BASE-ONLY"combination reactions include an overstrength factor of: 2.000 (3)Primary wind load cases are not concurrent. (4)X-bracing reactions(RBPULW and RBUPEQ)are combined with LWL and LEQ groups only. REACTION NOTATIONS H� � H 1V iV *-F *-A LOAD GROUP REACTION TABLE GRIDLINES*= 2 COLUMN *-F *-A LOAD GROUP H V L H V L DL 5.4 7.1 0.0 -5.4 7.7 0.0 COLL 8.3 9.5 0.0 -8.3 9.5 0.0 SNOW 26.1 29.6 0.0 -26.1 29.6 0.0 LL 20.9 23.7 0.0 -20.9 23.7 0.0 RBDWEQ -0.3 18.4 0.0 0.2 9.1 0.0 EQ -5.6 -1.8 0.0 -3.7 1.8 0.0 RBUPEQ 0.3 -18.4 -21.2 -0.2 -9.1 -6.8 WL1 -15.6 -18.3 0.0 10.8 -13.7 0.0 WL2 -9.9 -9.9 0.0 5.1 -5.4 0.0 WL3 -8.5 -12.9 0.0 17.7 -19.1 0.0 WL4 -2.8 -4.5 0.0 12.0 -10.8 0.0 LWL1 -10.8 -17.9 0.0 11.0 -14.0 0.0 RBUPLW 0.2 -13.0 -16.0 -0.2 -9.3 -6.9 LWL2 -10.9 -14.1 0.0 11.1 -17.8 0.0 LWL3 -5.1 -9.6 0.0 5.4 -5.8 0.0 LWL4 -5.2 -5.8 0.0 5.4 -9.6 0.0 SBAL 18.2 20.8 0.0 -18.2 20.7 0.0 RBDWLW -0.2 15.8 0.0 0.2 9.2 0.0 LOAD GROUP DESCRIPTION DL Roof Dead Load COLL Roof Collateral Load SNOW Roof Snow Load LL Roof Live Load RBDWEQ Downward Acting Rod Brace Load from Long.Seismic EQ Lateral Seismic Load[parallel to plane of frame] RBUPEQ Upward Acting Rod Brace Load from Long.Seismic WL1 Wind from Left to Right with+GCpi WL2 Wind from Left to Right with-GCpi WL3 Wind from Right to Left with+GCpi WL4 Wind from Right to Left with-GCpi LWL1 Windward Corner Left with+GCpi RBUPLW Upward Acting Rod Brace Load from Long.Wind LWL2 Windward Corner Right with+GCpi LWL3 Windward Corner Left with-GCpi LWL4 Windward Corner Right with-GCpi SBAL Code Calculated Balanced Roof Snow Load RBDWLW Downward Acting Rod Brace Load from Long.Wind 45 3/7/2024 FRAME ID#2 USER NAME:wwokeefe DATE:01/30/24 PAGE:2-2 ss 113.25/20./21.5 20./100. JOB NAME:57322A FILE:frame 3.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION:Gridlines: 3 NOTES:(1)All reactions are in kips and kip-ft. TIME:10:41:07 (2)The seismic overstrength factor(Omega)is not included in the'RBDWEQ"and"RBUPEQ"Load Group reactions. Seismic"BASE-ONLY"combination reactions include an overstrength factor of: 2.000 (3)Primary wind load cases are not concurrent. (4)X-bracing reactions(RBPULW and RBUPEQ)are combined with LWL and LEQ groups only. REACTION NOTATIONS H� � H 1V iV *-F *-A LOAD GROUP REACTION TABLE GRIDLINES*= 3 COLUMN *-F *-A LOAD GROUP H V L H V L DL 5.5 7.2 0.0 -5.5 7.8 0.0 COLL 8.6 9.8 0.0 -8.6 9.7 0.0 SNOW 26.8 30.5 0.0 -26.8 30.4 0.0 LL 21.4 24.4 0.0 -21.4 24.3 0.0 RBDWEQ -0.3 18.4 0.0 0.2 9.1 0.0 EQ -5.7 -1.8 0.0 -3.8 1.8 0.0 RBUPEQ 0.3 -18.4 -21.2 -0.2 -9.1 -6.8 WL1 -16.0 -18.8 0.0 11.1 -14.0 0.0 WL2 -10.2 -10.2 0.0 5.3 -5.5 0.0 WL3 -8.7 -13.2 0.0 18.2 -19.6 0.0 WL4 -2.9 -4.6 0.0 12.3 -11.1 0.0 LWL1 -11.1 -18.4 0.0 11.3 -14.4 0.0 RBUPLW 0.3 -15.8 -19.0 -0.3 -9.2 -6.9 LWL2 -11.2 -14.5 0.0 11.4 -18.3 0.0 LWL3 -5.3 -9.8 0.0 5.5 -5.9 0.0 LWL4 -5.3 -5.9 0.0 5.6 -9.8 0.0 SBAL 18.8 21.3 0.0 -18.8 21.3 0.0 RBDWLW -0.2 13.0 0.0 0.2 9.3 0.0 LOAD GROUP DESCRIPTION DL Roof Dead Load COLL Roof Collateral Load SNOW Roof Snow Load LL Roof Live Load RBDWEQ Downward Acting Rod Brace Load from Long.Seismic EQ Lateral Seismic Load[parallel to plane of frame] RBUPEQ Upward Acting Rod Brace Load from Long.Seismic WL1 Wind from Left to Right with+GCpi WL2 Wind from Left to Right with-GCpi WL3 Wind from Right to Left with+GCpi WL4 Wind from Right to Left with-GCpi LWL1 Windward Corner Left with+GCpi RBUPLW Upward Acting Rod Brace Load from Long.Wind LWL2 Windward Corner Right with+GCpi LWL3 Windward Corner Left with-GCpi LWL4 Windward Corner Right with-GCpi SBAL Code Calculated Balanced Roof Snow Load RBDWLW Downward Acting Rod Brace Load from Long.Wind 46 3/7/2024 FRAME ID#1 USER NAME:wwokeefe DATE:01/30/24 PAGE:1-2 ss 113.25/20./20.917 20./10 JOB NAME:57322A FILE:frame 4.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION:Gridlines: 4 NOTES:(1)All reactions are in kips and kip-ft. TIME:10:41:07 (2)The seismic overstrength factor(Omega)is not included in the'RBDWEQ"and"RBUPEQ"Load Group reactions. Seismic"BASE-ONLY"combination reactions include an overstrength factor of: 2.000 (3)Primary wind load cases are not concurrent. (4)X-bracing reactions(RBPULW and RBUPEQ)are combined with LWL and LEQ groups only. REACTION NOTATIONS v H H 1V iV *-F *-A LOAD GROUP REACTION TABLE GRIDLINES*= 4 COLUMN *-F *-A LOAD GROUP H V L H V L DL 5.4 7.1 0.0 -5.4 7.7 0.0 COLL 8.3 9.5 0.0 -8.3 9.5 0.0 SNOW 25.9 29.7 0.0 -25.9 29.5 0.0 LL 20.9 23.7 0.0 -20.9 23.7 0.0 RBDWEQ -0.1 -0.1 0.0 0.1 9.7 0.0 EQ -5.6 -1.8 0.0 -3.7 1.8 0.0 RBUPEQ 0.1 0.1 0.0 -0.1 -9.7 -6.8 WL1 -15.6 -18.3 0.0 10.8 -13.7 0.0 WL2 -9.9 -9.9 0.0 5.1 -5.4 0.0 WL3 -8.5 -12.9 0.0 17.7 -19.1 0.0 WL4 -2.8 -4.5 0.0 12.0 -10.8 0.0 LWL1 -10.8 -17.9 0.0 11.0 -14.0 0.0 RBUPLW 0.1 0.0 0.0 -0.1 -9.8 -6.9 LWL2 -10.9 -14.1 0.0 11.1 -17.8 0.0 LWL3 -5.1 -9.6 0.0 5.4 -5.8 0.0 LWL4 -5.2 -5.8 0.0 5.4 -9.6 0.0 SBAL 18.2 20.8 0.0 -18.2 20.7 0.0 RBDWLW -0.1 -0.0 0.0 0.1 9.8 0.0 LOAD GROUP DESCRIPTION DL Roof Dead Load COLL Roof Collateral Load SNOW Roof Snow Load LL Roof Live Load RBDWEQ Downward Acting Rod Brace Load from Long.Seismic EQ Lateral Seismic Load[parallel to plane of frame] RBUPEQ Upward Acting Rod Brace Load from Long.Seismic WL1 Wind from Left to Right with+GCpi WL2 Wind from Left to Right with-GCpi WL3 Wind from Right to Left with+GCpi WL4 Wind from Right to Left with-GCpi LWL1 Windward Corner Left with+GCpi RBUPLW Upward Acting Rod Brace Load from Long.Wind LWL2 Windward Corner Right with+GCpi LWL3 Windward Corner Left with-GCpi LWL4 Windward Corner Right with-GCpi SBAL Code Calculated Balanced Roof Snow Load RBDWLW Downward Acting Rod Brace Load from Long.Wind 47 3/7/2024 FRAME ID#5 USER NAME:wwokeefe DATE:02/01/24 PAGE:5-4 ssm4 113.25/20./11.583 20./ JOB NAME:57322A FILE:frame 5.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION:Gridlines: 5 NOTES:(1)All reactions are in kips and kip-ft. TIME:13:46:44 (2)The seismic overstrength factor(Omega)is not included in the"RBDWEQ"and"RBUPEQ"Load Group reactions. Seismic"BASE-ONLY"combination reactions include an overstrength factor of: 2.000 (3)Primary wind load cases are not concurrent. (4)X-bracing reactions(RBPULW and RBUPEQ)are combined with LWL and LEQ groups only. REACTION NOTATIONS H � H � H � H � H i � iV iV iV iV *-F *-E *ID *C *A LOAD GROUP REACTION TABLE GRIDLINES*= 5 COLUMN *-F *-A *-E *-D *-C LOAD GROUP H V L H V L H V L H V L H V L DL 0.1 1.7 0.0 -0.1 1.1 0.0 0.0 2.6 0.0 0.0 2.0 0.0 0.0 1.5 0.0 COLL 0.1 1.9 0.0 -0.1 1.0 0.0 0.0 4.0 0.0 0.0 2.8 0.0 0.0 1.9 0.0 PSL1 0.1 2.5 0.0 -0.1 0.2 0.0 -0.0 3.0 0.0 -0.0 -0.5 0.0 0.0 0.2 0.0 PSL2 -0.0 -0.3 0.0 0.0 -0.1 0.0 0.0 2.7 0.0 0.0 2.9 0.0 -0.0 -0.5 0.0 PSL3 0.0 0.0 0.0 -0.0 0.1 0.0 -0.0 -0.3 0.0 -0.0 2.3 0.0 0.0 2.3 0.0 PSL4 -0.0 -0.0 0.0 0.0 -0.2 0.0 -0.0 0.1 0.0 -0.0 -0.3 0.0 0.0 2.5 0.0 PSL5 0.1 0.2 0.0 -0.1 2.3 0.0 0.0 -0.2 0.0 0.0 0.1 0.0 -0.0 -0.3 0.0 SNOW 0.3 6.2 0.0 -0.2 3.0 0.0 0.0 12.3 0.0 0.0 8.9 0.0 -0.0 5.9 0.0 LL 0.3 4.7 0.0 -0.2 2.5 0.0 0.0 10.1 0.0 0.0 7.1 0.0 0.0 4.8 0.0 RBDWEQ 0.1 0.1 0.0 0.1 14.7 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 EQ -6.2 -6.5 0.0 -1.7 2.8 0.0 -0.4 7.7 0.0 -0.3 -2.2 0.0 0.0 1.6 0.0 RBUPEQ 0.1 0.1 0.0 -0.1 -14.5 -10.2 0.0 -0.2 0.0 0.0 0.0 0.0 -0.0 0.0 0.0 WL1 -4.4 -7.8 0.0 -2.2 -0.8 0.0 -0.8 -5.6 0.0 -0.5 -7.4 0.0 0.0 -2.6 0.0 WL2 -3.7 -4.8 0.0 -1.1 -0.2 0.0 -0.2 -3.8 0.0 -0.2 -4.6 0.0 0.0 -1.0 0.0 WL3 5.5 0.2 0.0 2.5 -4.7 0.0 0.1 -13.2 0.0 0.1 -4.4 0.0 -0.0 -6.4 0.0 WL4 6.1 3.2 0.0 3.6 -4.1 0.0 0.6 -11.4 0.0 0.4 -1.5 0.0 -0.0 -4.9 0.0 LWL1 -0.7 -6.5 0.0 -1.8 -1.6 0.0 -1.0 -7.3 -4.9 -0.6 -6.9 -4.9 -0.0 -3.0 -5.7 RBUPLW 0.1 0.1 0.0 -0.1 -9.8 -6.9 0.0 -0.1 0.0 0.0 0.0 0.0 -0.0 0.0 0.0 LWL2 -0.9 -6.5 0.0 -1.9 -2.7 0.0 1.1 -4.7 -4.9 -0.6 -6.4 4.9 -0.0 -5.1 -5.7 LWL3 0.0 -3.4 0.0 -0.7 -1.0 0.0 0.4 5.6 4.9 0.3 4.0 4.9 0.0 1.5 5.7 LOAD GROUP DESCRIPTION DL Roof Dead Load COLL Roof Collateral Load PSL1 Pattern Snow Load[PSLxx] PSL2 Pattern Snow Load[PSLxx] PSL3 Pattern Snow Load[PSLxx] PSL4 Pattern Snow Load[PSLxx] PSL5 Pattern Snow Load[PSLxx] SNOW Roof Snow Load LL Roof Live Load RBDWEQ Downward Acting Rod Brace Load from Long.Seismic EQ Lateral Seismic Load[parallel to plane of frame] RBUPEQ Upward Acting Rod Brace Load from Long.Seismic WL1 Wind from Left to Right with+GCpi WL2 Wind from Left to Right with-GCpi WL3 Wind from Right to Left with+GCpi WL4 Wind from Right to Left with-GCpi LWL1 Windward Corner Left with+GCpi RBUPLW Upward Acting Rod Brace Load from Long.Wind LWL2 Windward Corner Right with+GCpi LWL3 Windward Corner Left with-GCpi 48 3/7/2024 FRAME ID#5 USER NAME:wwokeefe DATE:02/01/24 PAGE:5-5 ssm4 113.25/20./11.583 20./ JOB NAME:57322A FILE:frame 5.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION:Gridlines: 5 NOTES:(1)All reactions are in kips and kip-ft. TIME:13:46:44 (2)The seismic overstrength factor(Omega)is not included in the"RBDWEQ"and"RBUPEQ"Load Group reactions. Seismic"BASE-ONLY"combination reactions include an overstrength factor of: 2.000 (3)Primary wind load cases are not concurrent. (4)X-bracing reactions(RBPULW and RBUPEQ)are combined with LWL and LEQ groups only. REACTION NOTATIONS H � H ! H � H ✓ H i� iV iV iV iV *-F *-E F-17 F-­C­j *-A LOAD GROUP REACTION TABLE GRIDLINES*= 5 COLUMN *-F *-A *-E *-D *-C LOAD GROUP H V L H V L H V L H V L H V L LWL4 -0.3 -3.4 0.0 -0.8 -2.1 0.0 -0.5 -2.9 4.9 -0.4 -3.5 4.9 0.0 -3.6 5.7 SBAL 0.3 4.1 0.0 -0.2 2.2 0.0 0.0 8.8 0.0 0.0 6.2 0.0 0.0 4.2 0.0 DSNW 0.1 4.1 0.0 0.0 -0.1 0.0 0.0 8.2 0.0 0.0 4.0 0.0 -0.0 -0.0 0.0 RBDWLW 0.0 0.1 0.0 -0.0 10.0 0.0 0.0 -0.1 0.0 0.0 0.0 0.0 -0.0 0.0 0.0 PSLR1 0.1 1.8 0.0 0.0 -0.1 0.0 0.0 3.5 0.0 0.0 1.7 0.0 -0.0 -0.0 0.0 LOAD GROUP DESCRIPTION LWL4 Windward Corner Right with-GCpi SBAL Code Calculated Balanced Roof Snow Load DSNW Drifting Snow RBDWLW Downward Acting Rod Brace Load from Long.Wind PSLR1 Pattern Snow Load Right Leanto/Canopy[PSLRxx] ADDITIONAL NOTES: (1)Pattern live or snow load cases are not concurrent with any other live or snow load cases. 49 3/7/2024 FRAME ID#5 USER NAME:wwokeefe DATE:02/01/24 PAGE:5-6 ssm4 113.25/20./11.583 20./ JOB NAME:57322A FILE:frame 5.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION:Gridlines: 5 NOTES:(1)All reactions are in kips and kip-ft. TIME:13:46:44 (2)The seismic overstrength factor(Omega)is not included in the"RBDWEQ"and"RBUPEQ"Load Group reactions. Seismic"BASE-ONLY"combination reactions include an overstrength factor of: 2.000 (3)Primary wind load cases are not concurrent. (4)X-bracing reactions(RBPULW and RBUPEQ)are combined with LWL and LEQ groups only. REACTION NOTATIONS V Z H 1V *_B LOAD GROUP REACTION TABLE GRIDLINES*= 5 COLUMN *-B LOAD GROUP H V L DL 0.0 1.6 0.0 COLL -0.0 2.0 0.0 PSL1 -0.0 -0.3 0.0 PSL2 0.0 0.2 0.0 PSL3 -0.0 -0.3 0.0 PSL4 -0.0 2.4 0.0 PSL5 0.0 2.4 0.0 SNOW 0.0 6.5 0.0 LL -0.0 5.1 0.0 RBDWEQ 0.0 -0.4 0.0 EQ -0.0 -3.7 0.0 RBUPEQ 0.0 0.0 0.0 WL1 -0.0 -4.6 0.0 WL2 -0.0 -2.6 0.0 WL3 0.0 -4.2 0.0 WL4 0.0 -2.2 0.0 LWL1 -0.0 -3.5 -5.4 RBUPLW 0.0 0.0 0.0 LWL2 -0.0 -6.6 -5.4 LWL3 0.0 -1.5 5.4 LOAD GROUP DESCRIPTION DL Roof Dead Load COLL Roof Collateral Load PSL1 Pattern Snow Load[PSLxx] PSL2 Pattern Snow Load[PSLxx] PSL3 Pattern Snow Load[PSLxx] PSL4 Pattern Snow Load[PSLxx] PSL5 Pattern Snow Load[PSLxx] SNOW Roof Snow Load LL Roof Live Load RBDWEQ Downward Acting Rod Brace Load from Long.Seismic EQ Lateral Seismic Load[parallel to plane of frame] RBUPEQ Upward Acting Rod Brace Load from Long.Seismic WL1 Wind from Left to Right with+GCpi WL2 Wind from Left to Right with-GCpi WL3 Wind from Right to Left with+GCpi WL4 Wind from Right to Left with-GCpi LWL1 Windward Corner Left with+GCpi RBUPLW Upward Acting Rod Brace Load from Long.Wind LWL2 Windward Corner Right with+GCpi LWL3 Windward Corner Left with-GCpi 50 3/7/2024 FRAME ID#5 USER NAME:wwokeefe DATE:02/01/24 PAGE:5-7 ssm4 113.25/20./11.583 20./ JOB NAME:57322A FILE:frame 5.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION:Gridlines: 5 NOTES:(1)All reactions are in kips and kip-ft. TIME:13:46:44 (2)The seismic overstrength factor(Omega)is not included in the"RBDWEQ"and"RBUPEQ"Load Group reactions. Seismic"BASE-ONLY"combination reactions include an overstrength factor of: 2.000 (3)Primary wind load cases are not concurrent. (4)X-bracing reactions(RBPULW and RBUPEQ)are combined with LWL and LEQ groups only. REACTION NOTATIONS f H 1V *-B LOAD GROUP REACTION TABLE GRIDLINES*= 5 COLUMN *-B LOAD GROUP H V L LWL4 0.0 -4.6 5.4 SBAL -0.0 4.4 0.0 DSNW 0.0 0.1 0.0 RBDWLW 0.0 -0.2 0.0 PSLR1 0.0 0.1 0.0 LOAD GROUP D SCRIP71 )IN LWL4 Windward Corner Ri ht w h-GCpi SBAL Code Calculate Balancei I Roof Snow Load DSNW Driftirg Snow RBDWLW Dow and Acting Rod BrE ce Load from Long.Wind PSLR1 Patten Snow L ad Right eanto/Canopy[PSLRxx] ADDITIONAL NOTES: (1)Pattern live or snow load cases are not concurrent with any other live or snow load cases. 51 3/7/2024 FRAME ID#3 USER NAME:wwokeefe DATE:02/23/24 PAGE:3-2 It 15.667/13.667/13.083 20. JOB NAME:57322X FILE:ltfrar d.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION:Gridlines: F D NOTES:(1)All reactions are in kips and kip-ft. TIME:12:43:55 (2)Primary wind load cases are not concurrent. (3)X-bracing reactions(RBPULW and RBUPEQ)are combined withLWL and LEQ groups only. REACTION NOTATIONS 1� H *-D H~i *-F LOAD GROUP REACTION TABLE GRIDLINES*= F D COLUMN *-F SUPPORT(*-D) LOAD GROUP H V L H V L DL -0.2 3.3 0.0 -0.0 0.4 0.0 COLL 0.0 0.9 0.0 -0.0 0.7 0.0 PSLR1 0.1 1.9 0.0 -0.1 1.6 0.0 SNOW -0.2 6.2 0.0 -0.1 2.3 0.0 LL 0.1 2.3 0.0 -0.1 1.8 0.0 EQ -0.2 1.4 0.0 -1.4 -0.1 0.0 WL1 1.2 -4.2 0.0 1.4 -1.2 0.0 WL2 0.6 -3.4 0.0 0.6 -0.6 0.0 LWL1 1.3 -4.2 0.0 1.5 -1.2 0.0 LWL2 1.2 -5.4 0.0 1.7 -2.1 0.0 LWL3 0.7 -3.4 0.0 0.7 -0.6 0.0 LWL4 0.7 -4.6 0.0 0.9 -1.5 0.0 WL3 -0.7 -5.2 0.0 -0.6 -2.3 0.0 WL4 -1.3 -4.4 0.0 -1.4 -1.7 0.0 SBAL -0.0 3.0 0.0 -0.0 1.6 0.0 DSNW 0.0 2.6 0.0 -0.0 3.8 0.0 SSNW -0.0 0.5 0.0 0.0 0.0 0.0 LOAD GROUP DESCRIPTION DL Roof Dead Load COLL Roof Collateral Load PSLR1 Pattern Snow Load Right Leanto/Canopy[PSLRxx] SNOW Roof Snow Load LL Roof Live Load EQ Lateral Seismic Load[parallel to plane of frame] WL1 Wind from Left to Right with+GCpi WL2 Wind from Left to Right with-GCpi LWL1 Windward Corner Left with+GCpi LWL2 Windward Corner Right with+GCpi LWL3 Windward Corner Left with-GCpi LWL4 Windward Corner Right with-GCpi WL3 Wind from Right to Left with+GCpi WL4 Wind from Right to Left with-GCpi SBAL Code Calculated Balanced Roof Snow Load DSNW Drifting Snow SSNW Sliding Snow ADDITIONAL NOTES: (1)Pattern live or snow load cases are not concurrent with any other live or snow load cases. 52 3/7/2024 FRAME ID#1 USER NAME:wwokeefe DATE:02/23/24 PAGER-2 It 15.667/13.667/30.104 20. JOB NAME:57322X FILE:ltfrar e.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION:Gridlines: E NOTES:(1)All reactions are in kips and kip-ft. TIME:12:44:46 (2)Primary wind load cases are not concurrent. (3)X-bracing reactions(RBPULW and RBUPEQ)are combined withLWL and LEQ groups only. REACTION NOTATIONS 1� H *-5 H~1 471 LOAD GROUP REACTION TABLE GRIDLINES*= E COLUMN *-6 SUPPORT(*-5) LOAD GROUP H V L H V L DL -0.2 3.8 0.0 -0.0 0.9 0.0 COLL 0.0 2.1 0.0 -0.0 1.7 0.0 PSLR1 0.1 4.3 0.0 -0.1 3.7 0.0 SNOW -0.1 9.8 0.0 -0.2 5.3 0.0 LL 0.1 5.2 0.0 -0.1 4.2 0.0 EQ -0.2 1.5 0.0 -2.1 -0.2 0.0 WL1 1.9 -5.5 0.0 2.5 -2.1 0.0 WL2 0.6 -3.6 0.0 0.7 -0.7 0.0 LWL1 2.5 -5.6 0.0 3.2 -2.0 0.0 LWL2 2.5 -7.2 0.0 3.5 -3.3 0.0 LWL3 1.2 -3.6 0.0 1.4 -0.7 0.0 LWL4 1.2 -5.3 0.0 1.6 -2.0 0.0 WL3 -0.9 -6.9 0.0 -0.5 -3.7 0.0 WL4 -2.2 -4.9 0.0 -2.3 -2.3 0.0 SBAL 0.0 5.6 0.0 -0.1 3.7 0.0 DSNW 0.1 5.2 0.0 -0.1 8.6 0.0 SSNW -0.0 0.5 0.0 0.0 0.0 0.0 LOAD GROUP DESCRIPTION DL Roof Dead Load COLL Roof Collateral Load PSLR1 Pattern Snow Load Right Leanto/Canopy[PSLRxx] SNOW Roof Snow Load LL Roof Live Load EQ Lateral Seismic Load[parallel to plane of frame] WL1 Wind from Left to Right with+GCpi WL2 Wind from Left to Right with-GCpi LWL1 Windward Corner Left with+GCpi LWL2 Windward Corner Right with+GCpi LWL3 Windward Corner Left with-GCpi LWL4 Windward Corner Right with-GCpi WL3 Wind from Right to Left with+GCpi WL4 Wind from Right to Left with-GCpi SBAL Code Calculated Balanced Roof Snow Load DSNW Drifting Snow SSNW Sliding Snow ADDITIONAL NOTES: (1)Pattern live or snow load cases are not concurrent with any other live or snow load cases. 53 3/7/2024 FRAME ID#3 USER NAME:wwokeefe DATE:01/30/24 PAGE:3-2 It 15.667/13.667/13.083 20. JOB NAME:57322X FILE:ltfrar f.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION:Gridlines: F NOTES:(1)All reactions are in kips and kip-ft. TIME:10:41:06 (2)Primary wind load cases are not concurrent. (3)X-bracing reactions(RBPULW and RBUPEQ)are combined withLWL and LEQ groups only. REACTION NOTATIONS H V *-5 H � V *-6 LOAD GROUP REACTION TABLE GRIDLINES*= F COLUMN *-6 SUPPORT(*-5) LOAD GROUP H V L H V L DL 0.0 0.6 0.0 -0.0 0.4 0.0 COLL 0.0 0.9 0.0 -0.0 0.7 0.0 PSLR1 0.0 1.9 0.0 -0.0 1.6 0.0 SNOW 0.1 2.8 0.0 -0.1 2.3 0.0 LL 0.0 2.3 0.0 -0.0 1.8 0.0 EQ -0.1 0.1 0.0 -0.7 -0.1 0.0 WL1 1.0 -1.7 0.0 1.4 -1.2 0.0 WL2 0.4 -0.8 0.0 0.6 -0.6 0.0 LWL1 1.1 -1.7 0.0 1.5 -1.2 0.0 LWL2 1.0 -2.9 0.0 1.7 -2.1 0.0 LWL3 0.5 -0.8 0.0 0.7 -0.6 0.0 LWL4 0.5 -2.0 0.0 0.9 -1.5 0.0 WL3 -0.8 -2.7 0.0 -0.3 -2.3 0.0 WL4 -1.4 -1.8 0.0 -1.1 -1.7 0.0 SBAL 0.0 2.0 0.0 -0.0 1.6 0.0 DSNW 0.1 2.0 0.0 -0.1 3.8 0.0 LOAD GROUP DESCRIPTION DL Roof Dead Load COLL Roof Collateral Load PSLR1 Pattern Snow Load Right Leanto/Canopy[PSLRxx] SNOW Roof Snow Load LL Roof Live Load EQ Lateral Seismic Load[parallel to plane of frame] WL1 Wind from Left to Right with+GCpi WL2 Wind from Left to Right with-GCpi LWL1 Windward Corner Left with+GCpi LWL2 Windward Corner Right with+GCpi LWL3 Windward Corner Left with-GCpi LWL4 Windward Corner Right with-GCpi WL3 Wind from Right to Left with+GCpi WL4 Wind from Right to Left with-GCpi SBAL Code Calculated Balanced Roof Snow Load DSNW Drifting Snow ADDITIONAL NOTES; (1)Pattern live or snow load cases are not concurrent with any other live or snow load cases. 54 3/7/2024 FRAME ID#9 USER NAME:wwokeefe DATE:02/23/24 PAGE:9-2 pf 24.333/13.667 leanto plane JOB NAME:57322X FILE:pframe_grid6_bay2.fra SUPPORT REACTIONS FOR EACH LOAD GROUP LOCATION:bays 2-(Gridline 6) NOTES:(1)All reactions are in kips and kip-ft. TIME:13:07:08 (2)The seismic overstrength factor(Omega)is not included in the"RBDWEQ"and"RBUPEQ"Load Group reactions. Seismic"BASE-ONLY"combination reactions include an overstrength factor of: 3.000 (3)Primary wind load cases are not concurrent. (4)X-bracing reactions(RBPULW and RBUPEQ)are combined with LWL and LEQ groups only. REACTION NOTATIONS H H 1v 1v *-LEFT *-RIGHT LOAD GROUP REACTION TABLE GRIDLINES*= 6 COLUMN *-LEFT *-RIGHT LOAD GROUP H v L H v L DL 0.0 0.5 0.0 -0.0 0.5 0.0 LEQ -2.4 -2.1 0.0 -2.1 2.1 0.0 LWL1 -0.4 -0.5 0.0 -0.5 0.5 0.0 LWL2 0.5 0.5 0.0 0.4 -0.5 0.0 LOAD GROUP DESCRIPTION DL Roof Dead Load LEQ Longitudinal Seismic Load LWL1 Wind from Left to Right with+GCpi LWL2 Wind from Right to Left with-GCpi 55 3/7/2024 Star Building Systems, OKC, OK Page: 1 Bracing Design Program User: wwokeefe Job Number: 57322A Design Summary Report Version: 8.20.8 run01 Date: 02/01/24 Start Time: 13:57:24 R:\jobs\Active\Eng\19-B-57322\ver01-wwokeefe\BLDG-A\run01\ ------------------------------------------------------------------------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** ROOF STRUT LOADING AND FORCE TRANSMISSION Building Code: 2018 International Building Code Supporting Design Standard(s) : ASCE 7-16 Minimum Design Loads and Associated Criteria for Buildings and Other Structures AISC 360-16 Specification for Structural Steel Buildings, July 2016 AISC 341-16 Seismic Provisions for Structural Steel Buildings, July 2016 AISI 5100-16 North American Specification for the Design of Cold-Formed Steel Structural Members, 2016 Edition Longitudinal wind loading case 1 (Endwall EWB is windward endwall) 100 mph main framing wind load and coefficients Enclosed Building, Normal Building Category, Exposure C 92% of endwall surfaces in interior zone 8% of endwall surfaces in end zone within 8.6 feet of wall corners Velocity pressure coefficient (Kh) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.944 Ground Elevation Factor (Ke) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.994909 Directionality Factor (Kd) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.850 Basic Pressure (Qh) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20.400 Topographic factor - at mean roof height = 1.0000 Windward wall. . . . . . . . . . . . . . . . . . . . . . [GCpf-GCpi]= 0.6831 P= 13.935 psf Leeward wall. . . . . . . . . . . . . . . . . . . . . . . [GCpf-GCpi]= -0.1206 P= -2.461 psf Roof Brace External loading 0.6*W Brc T Brc T Brc Strut Spans Applied to Strut Line Total /bay Allow --------- ----- --------------------------- ------ ------ ------ ------ Plane RPC: 1 2.050 Total 1.742 @ Frame Line 1 0.308 @ Frame Line 5 7/8" Rod 25.0001 Transferred = 7.360 11.52 5.76 14.66 2 7.872 Total 7.201 @ Frame Line 1 0.671 @ Frame Line 5 5/8" Rod 24.3331 Transferred = 2.636 4.06 2.03 7.48 3 6.151 Total 5.483 @ Frame Line 1 0.668 @ Frame Line 5 1/2" Rod 20.5831 Transferred = 1.054 1.48 0.74 4.78 4 4.479 Total 3.807 @ Frame Line 1 0.672 @ Frame Line 5 5/8" Rod 56 3/7/2024 21.583' Transferred = 3.742 5.40 2.70 7.48 5 4.928 Total 4.188 @ Frame Line 1 0.740 @ Frame Line 5 7/8" Rod 21.750' Transferred = 6.699 9.70 4.85 14.66 6 2.637 Total 2.242 @ Frame Line 1 0.396 @ Frame Line 5 Plane --------- ----- --------------------------- ------ ------ ------ 57 3/7/2024 Star Building Systems, OKC, OK Page: 2 Bracing Design Program User: wwokeefe Job Number: 57322A Design Summary Report Version: 8.20.8 run01 Date: 02/01/24 Start Time: 13:57:24 R:\jobs\Active\Eng\19-B-57322\ver01-wwokeefe\BLDG-A\run0l\ ------------------------------------------------------------------------------- **** MAIN BUILDING SIDEWALL LONGITUDINAL BRACING DESIGN **** WALL STRUT LOADING AND FORCE TRANSMISSION Wall Brace External loading Strut Elev Applied to strut line --------- ----- --------------------------- Plane SWC: Line 1 12.266 Transferred from roof Tier 1 20.00' 2.050 Total 1.742 @ Frame Line 1 0.308 @ Frame Line 5 Transferred = 14.316 0.6*W = 0.6 * 14.316 = 8.59 Load / Bay = 8.59 / 1 bays = 8.59 Brace T / Bay = 11.61 X - Design = (2) 1" Rod Brace Allowable = 38.29 Wall Brace External loading Strut Elev Applied to strut line --------- ----- --------------------------- Plane SWA: Line 6 11.164 Transferred from roof Tier 2 29.58' 2.637 Total 2.242 @ Frame Line 1 0.396 @ Frame Line 5 Transferred = 13.802 0.6*W = 0.6 * 13.802 = 8.28 Load / Bay = 8.28 / 2 bays = 4.14 Brace T / Bay = 5.23 X - Design = 1-1/4" Rod Brace Allowable = 28.12 Tier 1 13.50' 0.000 Total Transferred = 13.802 0.6*W = 0.6 * 13.802 = 8.28 Load / Bay = 8.28 / 2 bays = 4.14 Brace T / Bay = 4.93 X - Design = 1-1/4" Rod Brace Allowable = 28.12 58 3/7/2024 Star Building Systems, OKC, OK Page: 3 Bracing Design Program User: wwokeefe Job Number: 57322A Design Summary Report Version: 8.20.8 run01 Date: 02/01/24 Start Time: 13:57:24 R:\jobs\Active\Eng\19-B-57322\ver01-wwokeefe\BLDG-A\run01\ ------------------------------------------------------------------------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** ROOF STRUT LOADING AND FORCE TRANSMISSION Longitudinal wind loading case 2 (Endwall EWD is windward endwall) 100 mph main framing wind load and coefficients Enclosed Building, Normal Building Category, Exposure C 92% of endwall surfaces in interior zone 8% of endwall surfaces in end zone within 8. 6 feet of wall corners Velocity pressure coefficient (Kh) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.944 Ground Elevation Factor (Ke) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.994909 Directionality Factor (Kd) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.850 BasicPressure (Qh) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20.400 Topographic factor - at mean roof height = 1.0000 Windward wall. . . . . . . . . . . . . . . . . . . . . . [GCpf-GCpi]= 0.6831 P= 13.935 psf Leeward wall. . . . . . . . . . . . . . . . . . . . . . . [GCpf-GCpi]= -0.1206 P= -2.461 psf Roof Brace External loading 0.6*W Brc T Brc T Brc Strut Spans Applied to Strut Line Total /bay Allow --------- ----- --------------------------- ------ ------ ------ ------ Plane RPC: 1 2.050 Total 0.308 @ Frame Line 1 1.742 @ Frame Line 5 7/8" Rod 25.0001 Transferred = 7.360 11.52 5.76 14.66 2 7.872 Total 4.071 @ Frame Line 1 3.801 @ Frame Line 5 5/8" Rod 24 .3331 Transferred = 2.636 4.06 2.03 7.48 3 6.151 Total 2.368 @ Frame Line 1 3.783 @ Frame Line 5 1/2" Rod 20.5831 Transferred = 1.054 1.48 0.74 4.78 4 4.479 Total 0.672 @ Frame Line 1 3.807 @ Frame Line 5 5/8" Rod 21.5831 Transferred = 3.742 5.40 2.70 7.48 5 4.928 Total 0.740 @ Frame Line 1 4.188 @ Frame Line 5 7/8" Rod 21.7501 Transferred = 6.699 9.70 4.85 14.66 6 2.637 Total 0.396 @ Frame Line 1 2.242 @ Frame Line 5 Plane 59 3/7/2024 60 3/7/2024 Star Building Systems, OKC, OK Page: 4 Bracing Design Program User: wwokeefe Job Number: 57322A Design Summary Report Version: 8.20.8 run01 Date: 02/01/24 Start Time: 13:57:24 R:\jobs\Active\Eng\19-B-57322\ver01-wwokeefe\BLDG-A\run0l\ ------------------------------------------------------------------------------- **** MAIN BUILDING SIDEWALL LONGITUDINAL BRACING DESIGN **** WALL STRUT LOADING AND FORCE TRANSMISSION Wall Brace External loading Strut Elev Applied to strut line --------- ----- --------------------------- Plane SWC: Line 1 12.266 Transferred from roof Tier 1 20.00' 2.050 Total 0.308 @ Frame Line 1 1.742 @ Frame Line 5 Transferred = 14.316 0.6*W = 0.6 * 14.316 = 8.59 Load / Bay = 8.59 / 1 bays = 8.59 Brace T / Bay = 11.61 X - Design = (2) 1" Rod Brace Allowable = 38.29 Wall Brace External loading Strut Elev Applied to strut line --------- ----- --------------------------- Plane SWA: Line 6 11.164 Transferred from roof Tier 2 29.58' 2.637 Total 0.396 @ Frame Line 1 2.242 @ Frame Line 5 Transferred = 13.802 0.6*W = 0.6 * 13.802 = 8.28 Load / Bay = 8.28 / 2 bays = 4.14 Brace T / Bay = 5.23 X - Design = 1-1/4" Rod Brace Allowable = 28.12 Tier 1 13.50' 0.000 Total Transferred = 13.802 0.6*W = 0.6 * 13.802 = 8.28 Load / Bay = 8.28 / 2 bays = 4.14 Brace T / Bay = 4.93 X - Design = 1-1/4" Rod Brace Allowable = 28.12 61 3/7/2024 Star Building Systems, OKC, OK Page: 5 Bracing Design Program User: wwokeefe Job Number: 57322A Design Summary Report Version: 8.20.8 run01 Date: 02/01/24 Start Time: 13:57:24 R:\jobs\Active\Eng\19-B-57322\ver01-wwokeefe\BLDG-A\run0l\ ------------------------------------------------------------------------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** ROOF STRUT LOADING AND FORCE TRANSMISSION Longitudinal seismic loading case 1 (Plane EWB endwall to opposite endwall is force direction) Soil Profile Type. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . D Seismic design category. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . D Mapped spectral response accel. for short periods (Ss) . . . . . . . . . . . . . . 1.043 Mapped spectral response accel. for 1 second periods (S1) . . . . . . . . . . . 0.371746 Design, 5% damped, spectral response accel. at short periods (Sds) . . 0.8344 Design, 5% damped, spectral response accel. at period 1 sec. (Shc) . . 0.47788 Sds and Shc values. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Code-Calculated Longitudinal Building Period (T) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.222 Seismic Reliability/Redundancy Factor. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.3 Seismic Importance Factor (I) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 Building minimum longitudinal R value. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3.25 Building minimum transverse R value. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3.5 Roof dead load included in Seismic force "W" (psf) . . . . . . . . . . . . . . . . . 7.188 Roof collateral load included in Seismic force "W" (psf) . . . . . . . . . . . 8.000 Roof Brace External loading (W) .7OmegaV Brc T Brc T Brc Strut Spans Applied to Strut Line Total /bay Allow --------- ----- ---------------------------- ------ ------ ------ ------ Plane RPC: 1 16.867 Total 0.165 @ Frame Line 1 4.177 @ Bay 1, 3 3.987 @ Bay 2, 4 0.375 @ Frame Line 5 7/8" Rod 25.0001 Transferred = 61.987 22.28 34.88 17.44 17.59 2 34.780 Total 1.743 @ Frame Line 1 8.242 @ Bay 1, 3 7.867 @ Bay 2, 4 0.818 @ Frame Line 5 5/8" Rod 24 .3331 Transferred = 27.207 9.78 15.07 7.53 8.97 3 31.593 Total 1.445 @ Frame Line 1 7.504 @ Bay 1, 3 7.163 @ Bay 2, 4 0.814 @ Frame Line 5 1/2" Rod 20.5831 Transferred = 4.387 1.58 2.22 1.11 5.74 4 29.368 Total 1.010 @ Frame Line 1 7.045 @ Bay 1, 3 6.724 @ Bay 2, 4 0.820 @ Frame Line 5 5/8" Rod 21.5831 Transferred = 33.755 12.13 17.50 8.75 8.97 5 30.286 Total 62 3/7/2024 1.084 @ Frame Line 1 7.240 @ Bay 1, 3 6.911 @ Bay 2, 4 0.902 @ Frame Line 5 7/8" Rod 21.7501 Transferred = 64.041 23.02 33.34 16.67 17.59 6 15.256 Total 0.569 @ Frame Line 1 3.634 @ Bay 1, 3 3.469 @ Bay 2, 4 0.483 @ Frame Line 5 Plane --------- ----- --------------------------- ------ ------ ------ ------ - Using ASCE 7-16 Eq(12.8-2) Sds/ (R/I)W ; R=3.25 Roof bracing load E=OMEGAo*V; OMEGAo=2.0 Overstrength Factor 63 3/7/2024 Star Building Systems, OKC, OK Page: 6 Bracing Design Program User: wwokeefe Job Number: 57322A Design Summary Report Version: 8.20.8 run01 Date: 02/01/24 Start Time: 13:57:24 R:\jobs\Active\Eng\19-B-57322\ver01-wwokeefe\BLDG-A\run0l\ ------------------------------------------------------------------------------- **** MAIN BUILDING SIDEWALL LONGITUDINAL BRACING DESIGN **** WALL STRUT LOADING AND FORCE TRANSMISSION Wall Brace External loading Strut Elev Applied to strut line --------- ----- --------------------------- Plane SWC: Line 1 61.987 Transferred from roof Tier 1 20.00' 16.867 Total 0.165 @ Frame Line 1 4.177 @ Bay 1, 3 3.987 @ Bay 2, 4 0.375 @ Frame Line 5 Transferred = 78.854 Weight (W) V = Using ASCE 7-16 Eq(12.8-2) Sds/ (R/I)W R=3.25 V = (0.83) / ( (3.25) / (1.00) ) (78.85) = 20.24 0.7*Omega*V = 0.7*2.00*20.245 = 28.34 Load / Bay = 28.34 Brace T = 38.30 Brace T / Bay = 38.30 / 1 bays = 38.30 X - Design = (2) 1" Rod Brace Allowable = 45.95 Wall Brace External loading Strut Elev Applied to strut line --------- ----- --------------------------- Plane SWA: Line 6 64.041 Transferred from roof Tier 2 29.58' 15.256 Total 0.569 @ Frame Line 1 3.634 @ Bay 1, 3 3.469 @ Bay 2, 4 0.483 @ Frame Line 5 Transferred = 79.297 Weight (W) V = Using ASCE 7-16 Eq(12.8-2) Sds/ (R/I)W R=3.25 V = (0.83) / ( (3.25) / (1.00) ) (79.30) = 20.36 0.7*1.5*Omega*V = 0.7*1.5*2.00*20.358 = 42.75 Load / Bay = 21.38 Brace T = 54.01 Brace T / Bay = 54.01 / 2 bays = 27.01 X - Design = 1-1/4" Rod Brace Allowable = 33.75 64 3/7/2024 Tier 1 13.50' 0.000 Total Transferred = 20.36 0.7*1.5*Omega*V = 0.7*1.5*2.00*20.358 = 42.75 Load / Bay = 21.38 Brace T = 50.94 Brace T / Bay = 50.94 / 2 bays = 25.47 X - Design = 1-1/4" Rod Brace Allowable = 33.75 65 3/7/2024 Star Building Systems, OKC, OK Page: 7 Bracing Design Program User: wwokeefe Job Number: 57322A Design Summary Report Version: 8.20.8 run01 Date: 02/01/24 Start Time: 13:57:24 R:\jobs\Active\Eng\19-B-57322\ver01-wwokeefe\BLDG-A\run0l\ ------------------------------------------------------------------------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** ROOF STRUT LOADING AND FORCE TRANSMISSION Longitudinal seismic loading case 2 (Plane EWD endwall to opposite endwall is force direction) Soil Profile Type. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . D Seismic design category. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . D Mapped spectral response accel. for short periods (Ss) . . . . . . . . . . . . . . 1.043 Mapped spectral response accel. for 1 second periods (S1) . . . . . . . . . . . 0.371746 Design, 5% damped, spectral response accel. at short periods (Sds) . . 0.8344 Design, 5% damped, spectral response accel. at period 1 sec. (Shc) . . 0.47788 Sds and Shc values. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Code-Calculated Longitudinal Building Period (T) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.222 Seismic Reliability/Redundancy Factor. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.3 Seismic Importance Factor (I) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 Building minimum longitudinal R value. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3.25 Building minimum transverse R value. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3.5 Roof dead load included in Seismic force "W" (psf) . . . . . . . . . . . . . . . . . 7.188 Roof collateral load included in Seismic force "W" (psf) . . . . . . . . . . . 8.000 Roof Brace External loading (W) .7OmegaV Brc T Brc T Brc Strut Spans Applied to Strut Line Total /bay Allow --------- ----- ---------------------------- ------ ------ ------ ------ Plane RPC: 1 16.867 Total 0.165 @ Frame Line 1 4.177 @ Bay 1, 3 3.987 @ Bay 2, 4 0.375 @ Frame Line 5 7/8" Rod 25.0001 Transferred = 61.987 22.28 34.88 17.44 17.59 2 34.780 Total 1.743 @ Frame Line 1 8.242 @ Bay 1, 3 7.867 @ Bay 2, 4 0.818 @ Frame Line 5 5/8" Rod 24 .3331 Transferred = 27.207 9.78 15.07 7.53 8.97 3 31.593 Total 1.445 @ Frame Line 1 7.504 @ Bay 1, 3 7.163 @ Bay 2, 4 0.814 @ Frame Line 5 1/2" Rod 20.5831 Transferred = 4.387 1.58 2.22 1.11 5.74 4 29.368 Total 1.010 @ Frame Line 1 7.045 @ Bay 1, 3 6.724 @ Bay 2, 4 0.820 @ Frame Line 5 5/8" Rod 21.5831 Transferred = 33.755 12.13 17.50 8.75 8.97 5 30.286 Total 66 3/7/2024 1.084 @ Frame Line 1 7.240 @ Bay 1, 3 6.911 @ Bay 2, 4 0.902 @ Frame Line 5 7/8" Rod 21.7501 Transferred = 64.041 23.02 33.34 16.67 17.59 6 15.256 Total 0.569 @ Frame Line 1 3.634 @ Bay 1, 3 3.469 @ Bay 2, 4 0.483 @ Frame Line 5 Plane --------- ----- --------------------------- ------ ------ ------ ------ - Using ASCE 7-16 Eq(12.8-2) Sds/ (R/I)W ; R=3.25 Roof bracing load E=OMEGAo*V; OMEGAo=2.0 Overstrength Factor 67 3/7/2024 Star Building Systems, OKC, OK Page: 8 Bracing Design Program User: wwokeefe Job Number: 57322A Design Summary Report Version: 8.20.8 run01 Date: 02/01/24 Start Time: 13:57:24 R:\jobs\Active\Eng\19-B-57322\ver01-wwokeefe\BLDG-A\run0l\ ------------------------------------------------------------------------------- **** MAIN BUILDING SIDEWALL LONGITUDINAL BRACING DESIGN **** WALL STRUT LOADING AND FORCE TRANSMISSION Wall Brace External loading Strut Elev Applied to strut line --------- ----- --------------------------- Plane SWC: Line 1 61.987 Transferred from roof Tier 1 20.00' 16.867 Total 0.165 @ Frame Line 1 4.177 @ Bay 1, 3 3.987 @ Bay 2, 4 0.375 @ Frame Line 5 Transferred = 78.854 Weight (W) V = Using ASCE 7-16 Eq(12.8-2) Sds/ (R/I)W R=3.25 V = (0.83) / ( (3.25) / (1.00) ) (78.85) = 20.24 0.7*Omega*V = 0.7*2.00*20.245 = 28.34 Load / Bay = 28.34 Brace T = 38.30 Brace T / Bay = 38.30 / 1 bays = 38.30 X - Design = (2) 1" Rod Brace Allowable = 45.95 Wall Brace External loading Strut Elev Applied to strut line --------- ----- --------------------------- Plane SWA: Line 6 64.041 Transferred from roof Tier 2 29.58' 15.256 Total 0.569 @ Frame Line 1 3.634 @ Bay 1, 3 3.469 @ Bay 2, 4 0.483 @ Frame Line 5 Transferred = 79.297 Weight (W) V = Using ASCE 7-16 Eq(12.8-2) Sds/ (R/I)W R=3.25 V = (0.83) / ( (3.25) / (1.00) ) (79.30) = 20.36 0.7*1.5*Omega*V = 0.7*1.5*2.00*20.358 = 42.75 Load / Bay = 21.38 Brace T = 54.01 Brace T / Bay = 54.01 / 2 bays = 27.01 X - Design = 1-1/4" Rod Brace Allowable = 33.75 68 3/7/2024 Tier 1 13.50' 0.000 Total Transferred = 20.36 0.7*1.5*Omega*V = 0.7*1.5*2.00*20.358 = 42.75 Load / Bay = 21.38 Brace T = 50.94 Brace T / Bay = 50.94 / 2 bays = 25.47 X - Design = 1-1/4" Rod Brace Allowable = 33.75 69 3/7/2024 Star Building Systems, OKC, OK Page: 9 Bracing Design Program User: wwokeefe Job Number: 57322A Design Summary Report Version: 8.20.8 run01 Date: 02/01/24 Start Time: 13:57:25 R:\jobs\Active\Eng\19-B-57322\ver01-wwokeefe\BLDG-A\run01\ ------------------------------------------------------------------------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** ROOF STRUT LINE DESIGN BLDG-A ROOF BRACING PURLIN STRUT NO. 2 ANALYSIS OF PURLIN LINE 6 ON ROOF PLANE RPC Load Combinations: 1) 0.60D + 0.60W3-1 M C 2) 0.60D + 0.60W3-2 M C 3) 0.60D + 0.60W4-1 M C 4) 0.60D + 0.60W4-2 M C 5) D + C + 3/4L + 0.45W3-1 M C 6) D + C + 3/4L + 0.45W3-2 M C 7) D + C + 3/4L + 0.45W4-1 M C 8) D + C + 3/4L + 0.45W4-2 M C 9) D + C + 3/4S + 0.45W3-1 M C 10) D + C + 3/4S + 0.45W3-2 M C 11) D + C + 3/4S + 0.45W4-1 M C 12) D + C + 3/4S + 0.45W4-2 M C 13) 1.12D + 1.12C + 0.70E3-1 M C 14) 1.12D + 1.12C + 0.70E4-1 M C 15) 1.12D + 1.12C + 1.40E3-1 C 16) 1.12D + 1.12C + 1.40E4-1 C M = LC used for Member design, C = LC used for Connection design Where: D = Dead load C = Collateral load S = Uniform snow = Larger of: Balanced snow (SBAL) Input minimum roof snow (MRSL) L = Live load W3-1 = Wind Case 1, Positive internal pressure W3-2 = Wind Case 1, Negative internal pressure W4-1 = Wind Case 2, Positive internal pressure W4-2 = Wind Case 2, Negative internal pressure E3-1 = Seismic load Case 1 E4-1 = Seismic load Case 2 Span Length Member, Avg Spacing Controlling Conditions No. (feet) & Ext. Lengths (feet) Combination & Check Ratio ---- ------ ---------------------------- ------------------------- LE 1.167 8X2.5Z14 5.000 6 0.031 shear+bending 6 L/ 123 deflection 1 19.833 8X2.5Z14 5.000 0 2.4791 6 0.474 shear+bending double strut 6 L/ 473 deflection 2 22.000 8X2.5Z14 5.000 2.4791 1.4791 6 0.493 shear+bending double strut 8 L/ 758 deflection 3 21.000 8X2.5Z14 5.000 1.4791 2.4791 8 0.506 shear+bending double strut 6 L/1506 deflection 4 20.833 8X2.5Z14 5.000 2.479 8 0.523 bending double strut 8 L/ 358 deflection RE 1.167 8X2.5Z14 5.000 8 0.031 shear+bending 8 L/ 96 deflection Total line design weight is 328.0 lbs. 70 3/7/2024 Star Building Systems, OKC, OK Page: 10 Bracing Design Program User: wwokeefe Job Number: 57322A Design Summary Report Version: 8.20.8 run01 Date: 02/01/24 Start Time: 13:57:25 R:\jobs\Active\Eng\19-B-57322\ver01-wwokeefe\BLDG-A\run01\ ------------------------------------------------------------------------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** ROOF STRUT LINE DESIGN BLDG-A ROOF BRACING PURLIN STRUT NO. 3 ANALYSIS OF PURLIN LINE 11 ON ROOF PLANE RPC Load Combinations: 1) 0.60D + 0.60W3-1 M C 2) 0.60D + 0.60W3-2 M C 3) 0.60D + 0.60W4-1 M C 4) 0.60D + 0.60W4-2 M C 5) D + C + 3/4L + 0.45W3-1 M C 6) D + C + 3/4L + 0.45W3-2 M C 7) D + C + 3/4L + 0.45W4-1 M C 8) D + C + 3/4L + 0.45W4-2 M C 9) D + C + 3/4S + 0.45W3-1 M C 10) D + C + 3/4S + 0.45W3-2 M C 11) D + C + 3/4S + 0.45W4-1 M C 12) D + C + 3/4S + 0.45W4-2 M C 13) 1.12D + 1.12C + 0.70E3-1 M C 14) 1.12D + 1.12C + 0.70E4-1 M C 15) 1.12D + 1.12C + 1.40E3-1 C 16) 1.12D + 1.12C + 1.40E4-1 C M = LC used for Member design, C = LC used for Connection design Where: D = Dead load C = Collateral load S = Uniform snow = Larger of: Balanced snow (SBAL) Input minimum roof snow (MRSL) L = Live load W3-1 = Wind Case 1, Positive internal pressure W3-2 = Wind Case 1, Negative internal pressure W4-1 = Wind Case 2, Positive internal pressure W4-2 = Wind Case 2, Negative internal pressure E3-1 = Seismic load Case 1 E4-1 = Seismic load Case 2 Span Length Member, Avg Spacing Controlling Conditions No. (feet) & Ext. Lengths (feet) Combination & Check Ratio ---- ------ ---------------------------- ------------------------- LE 1.167 8X2.5Z14 5.000 6 0.031 shear+bending 6 L/ 123 deflection 1 19.833 8X2.5Z14 5.000 0 2.4791 3 0.571 axial+bending 6 L/ 473 deflection 2 22.000 8X2.5Z14 5.000 2.4791 1.4791 6 0.518 axial+bending 8 L/ 758 deflection 3 21.000 8X2.5Z14 5.000 1.4791 2.4791 8 0.506 shear+bending 6 L/1506 deflection 4 20.833 8X2.5Z14 5.000 2.479 1 0.727 axial+bending 8 L/ 358 deflection RE 1.167 8X2.5Z14 5.000 8 0.031 shear+bending 8 L/ 96 deflection Total line design weight is 328.0 lbs. 71 3/7/2024 Star Building Systems, OKC, OK Page: 11 Bracing Design Program User: wwokeefe Job Number: 57322A Design Summary Report Version: 8.20.8 run01 Date: 02/01/24 Start Time: 13:57:25 R:\jobs\Active\Eng\19-B-57322\ver01-wwokeefe\BLDG-A\run01\ ------------------------------------------------------------------------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** ROOF STRUT LINE DESIGN BLDG-A ROOF BRACING PURLIN STRUT NO. 4 ANALYSIS OF PURLIN LINE 15 ON ROOF PLANE RPC Load Combinations: 1) 0.60D + 0.60W3-1 M C 2) 0.60D + 0.60W3-2 M C 3) 0.60D + 0.60W4-1 M C 4) 0.60D + 0.60W4-2 M C 5) D + C + 3/4L + 0.45W3-1 M C 6) D + C + 3/4L + 0.45W3-2 M C 7) D + C + 3/4L + 0.45W4-1 M C 8) D + C + 3/4L + 0.45W4-2 M C 9) D + C + 3/4S + 0.45W3-1 M C 10) D + C + 3/4S + 0.45W3-2 M C 11) D + C + 3/4S + 0.45W4-1 M C 12) D + C + 3/4S + 0.45W4-2 M C 13) 1.12D + 1.12C + 0.70E3-1 M C 14) 1.12D + 1.12C + 0.70E4-1 M C 15) 1.12D + 1.12C + 1.40E3-1 C 16) 1.12D + 1.12C + 1.40E4-1 C M = LC used for Member design, C = LC used for Connection design Where: D = Dead load C = Collateral load S = Uniform snow = Larger of: Balanced snow (SBAL) Input minimum roof snow (MRSL) L = Live load W3-1 = Wind Case 1, Positive internal pressure W3-2 = Wind Case 1, Negative internal pressure W4-1 = Wind Case 2, Positive internal pressure W4-2 = Wind Case 2, Negative internal pressure E3-1 = Seismic load Case 1 E4-1 = Seismic load Case 2 Span Length Member, Avg Spacing Controlling Conditions No. (feet) & Ext. Lengths (feet) Combination & Check Ratio ---- ------ ---------------------------- ------------------------- LE 1.167 8X2.5Z12 5.000 6 0.012 shear+bending 6 L/ 179 deflection 1 19.833 8X2.5Z12 5.000 0 2.4791 8 0.327 axial+bending 6 L/ 692 deflection 2 22.000 8X2.5Z12 5.000 2.4791 1.4791 8 0.342 axial+bending 8 L/1110 deflection 3 21.000 8X2.5Z12 5.000 1.4791 2.4791 8 0.332 axial+bending 6 L/2213 deflection 4 20.833 8X2.5Z12 5.000 2.479 8 0.392 axial+bending 8 L/ 524 deflection RE 1.167 8X2.5Z12 5.000 8 0.012 shear+bending 8 L/ 140 deflection Total line design weight is 492.0 lbs. 72 3/7/2024 Star Building Systems, OKC, OK Page: 12 Bracing Design Program User: wwokeefe Job Number: 57322A Design Summary Report Version: 8.20.8 run01 Date: 02/01/24 Start Time: 13:57:25 R:\jobs\Active\Eng\19-B-57322\ver01-wwokeefe\BLDG-A\run01\ ------------------------------------------------------------------------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** ROOF STRUT LINE DESIGN BLDG-A ROOF BRACING PURLIN STRUT NO. 5 ANALYSIS OF PURLIN LINE 20 ON ROOF PLANE RPC Load Combinations: 1) 0.60D + 0.60W3-1 M C 2) 0.60D + 0.60W3-2 M C 3) 0.60D + 0.60W4-1 M C 4) 0.60D + 0.60W4-2 M C 5) D + C + 3/4L + 0.45W3-1 M C 6) D + C + 3/4L + 0.45W3-2 M C 7) D + C + 3/4L + 0.45W4-1 M C 8) D + C + 3/4L + 0.45W4-2 M C 9) D + C + 3/4S + 0.45W3-1 M C 10) D + C + 3/4S + 0.45W3-2 M C 11) D + C + 3/4S + 0.45W4-1 M C 12) D + C + 3/4S + 0.45W4-2 M C 13) 1.12D + 1.12C + 0.70E3-1 M C 14) 1.12D + 1.12C + 0.70E4-1 M C 15) 1.12D + 1.12C + 1.40E3-1 C 16) 1.12D + 1.12C + 1.40E4-1 C M = LC used for Member design, C = LC used for Connection design Where: D = Dead load C = Collateral load S = Uniform snow = Larger of: Balanced snow (SBAL) Input minimum roof snow (MRSL) L = Live load W3-1 = Wind Case 1, Positive internal pressure W3-2 = Wind Case 1, Negative internal pressure W4-1 = Wind Case 2, Positive internal pressure W4-2 = Wind Case 2, Negative internal pressure E3-1 = Seismic load Case 1 E4-1 = Seismic load Case 2 Span Length Member, Avg Spacing Controlling Conditions No. (feet) & Ext. Lengths (feet) Combination & Check Ratio ---- ------ ---------------------------- ------------------------- LE 1.167 8X2.5Z14 5.000 6 0.031 shear+bending 6 L/ 123 deflection 1 19.833 8X2.5Z14 5.000 0 2.4791 6 0.474 shear+bending double strut 6 L/ 473 deflection 2 22.000 8X2.5Z14 5.000 2.4791 1.4791 6 0.493 shear+bending double strut 8 L/ 758 deflection 3 21.000 8X2.5Z14 5.000 1.4791 2.4791 8 0.506 shear+bending double strut 6 L/1506 deflection 4 20.833 8X2.5Z14 5.000 2.479 8 0.523 bending double strut 8 L/ 358 deflection RE 1.167 8X2.5Z14 5.000 8 0.031 shear+bending 8 L/ 96 deflection Total line design weight is 328.0 lbs. 73 3/7/2024 Star Building Systems, OKC, OK Page: 13 Bracing Design Program User: wwokeefe Job Number: 57322A Design Summary Report Version: 8.20.8 run01 Date: 02/01/24 Start Time: 13:57:26 R:\jobs\Active\Eng\19-B-57322\ver01-wwokeefe\BLDG-A\run01\ ------------------------------------------------------------------------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** EAVE STRUT LINE DESIGN BLDG-A ROOF BRACING EAVE STRUT NO. 1 ANALYSIS OF EAVE STRUT LINE ON WALL PLANE SWC Load Combinations: 1) 0.60WS3 2) 0.60WS4 3) 1.40ES3 4) 1.40ES4 where : WS3 = Wind load from plane EWB WS4 = Wind load from plane EWD ES3 = Seismic load from plane EWB ES4 = Seismic load from plane EWD Span Length Member, Avg spacing Controlling Conditions No. (feet) & Ext. Lengths (feet) Combination & Check Ratio ---- ------ ---------------------------- ------------------------- 1 19.833 8X3.5E14 4 0.103 axial 3 0.281 connection 2 22.000 P6X10.78 3 0.710 axial+bending 4 0.481 connection 3 21.000 8X3.5E14 3 0.931 axial 3 0.915 connection 4 20.833 8X3.5E12 3 0.536 axial 3 0.760 connection 74 3/7/2024 Star Building Systems, OKC, OK Page: 14 Bracing Design Program User: wwokeefe Job Number: 57322A Design Summary Report Version: 8.20.8 run01 Date: 02/01/24 Start Time: 13:57:26 R:\jobs\Active\Eng\19-B-57322\ver01-wwokeefe\BLDG-A\run01\ ------------------------------------------------------------------------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** EAVE STRUT LINE DESIGN BLDG-A ROOF BRACING EAVE STRUT NO. 6 ANALYSIS OF EAVE STRUT LINE ON WALL PLANE SWA Load Combinations: 1) 0.60WS3 2) 0.60WS4 3) 1.40ES3 4) 1.40ES4 where : WS3 = Wind load from plane EWB WS4 = Wind load from plane EWD ES3 = Seismic load from plane EWB ES4 = Seismic load from plane EWD Span Length Member, Avg spacing Controlling Conditions No. (feet) & Ext. Lengths (feet) Combination & Check Ratio ---- ------ ---------------------------- ------------------------- 1 20.833 8X3.5E12 4 0.593 axial 4 0.841 connection 2 21.000 8X3.5E14 4 0.081 axial 3 0.221 connection 3 22.000 8X3.5E14 4 0.938 axial 4 0.921 connection 4 19.833 8X3.5E14 2 0.106 axial 2 0.290 connection 75 3/7/2024 Star Building Systems, OKC, OK Page: 15 Bracing Design Program User: wwokeefe Job Number: 57322A Design Summary Report Version: 8.20.8 run01 Date: 02/01/24 Start Time: 13:57:26 R:\jobs\Active\Eng\19-B-57322\ver01-wwokeefe\BLDG-A\run01\ ------------------------------------------------------------------------------- **** MAIN BUILDING LONGITUDINAL BRACING DESIGN **** LONGITUDINAL BRACING DESIGN SUMMARY Roof Bracing: Brace Bay 4 Bay 3 Bay 2 Bay 1 Strut Spans 22.000 feet 21.000 feet 22.000 feet 21.000 feet ---------- ----- ------------- ------------- ------------- ------------- PLANE RPC: 1 8X3.5E12 8X3.5E14 P6X10.78 % 8X3.5E14 25.0001 7/8" Rod 7/8" Rod 2 8X2.5DZ14 8X2.5DZ14 8X2.5DZ14 8X2.5DZ14 24.3331 5/8" Rod 5/8" Rod 3 8X2.5Z14 8X2.5Z14 8X2.5Z14 8X2.5Z14 20.5831 1/2" Rod 1/2" Rod 4 8X2.5Z12 8X2.5Z12 8X2.5Z12 8X2.5Z12 21.5831 5/8" Rod 5/8" Rod 5 8X2.5DZ14 8X2.5DZ14 8X2.5DZ14 8X2.5DZ14 21.7501 7/8" Rod 7/8" Rod 6 8X3.5E12 8X3.5E14 8X3.5E14 8X3.5E14 PLANE ---------- ----- ------------- ------------- ------------- ------------- Brace Bay 1 Bay 2 Bay 3 Bay 4 Sidewall Bracing: Brace Bay 4 Bay 3 Bay 2 Bay 1 Strut Spans 22.000 feet 21.000 feet 22.000 feet 21.000 feet ---------- ----- ------------- ------------- ------------- ------------- PLANE SWC: 1 8X3.5E12 8X3.5E14 P6X10.78% 8X3.5E14 20.0001 (2) 1" Rod ---------- ----- ------------- ------------- ------------- ------------- Brace Bay 1 Bay 2 Bay 3 Bay 4 Strut Spans 22.000 feet 21.000 feet 22.000 feet 21.000 feet ---------- ----- ------------- ------------- ------------- ------------- PLANE SWA: 6 8X3.5E12 8X3.5E14 8X3.5E14 8X3.5E14 16.0831 1-1/4" Rod 1-1/4" Rod P6X10.78% P6X10.78% 13.5001 1-1/4" Rod 1-1/4" Rod ---------- ----- ------------- ------------- ------------- ------------- % - Web Mounted Pipe Strut 76 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F8- 1 R-Frame Design Program - Version V8.20 Job : 57322A Input Data Echo File: frame_l.fra Date: 02/01/24 ssm4 113.25/20./21. 20./100./25. Start Time: 13:46:47 \\acrfiler0l\TS\Jobs\active\Eng\19-B-57322\ver01-wwokeefe\BLDG-A\ -------------------------------------------------------------------------------- VERSION V8.20 BRAND STAR DESCRIPTION ssm4 113.25/20./21. 20./100./25. FRAME ID 8 # FRAME LEFT SIDE IS BLDG. PLANE SWC # AND FRAME RIGHT SIDE IS BLDG. PLANE SWA PRINT echo code loads base connection deflection profile seismic detail \ 1_flg_brace summary stiffeners pro_grplds OPTIMIZATION none *PLANT atw *JOB 57322A ANALYZE all *DATASET members brace combinations wind-array connection base BUILDING LABEL A LOCATION frame lines 5 LATERAL GRID LABEL 1 LONGITUDINAL GRID LABEL F E D C B A NUMBER FRAMES 1 *PRICE complete TYPE LEFT ssm t cs 60. 60. TYPE RIGHT ssm t cs 60. 60. WIDTH 113.25 113.25 LENGTH 86. EAVE LEFT 20. *ROOF SLOPE LEFT 1.0155 EAVE RIGHT 29.5833 SPANS 25. 24.3333 20.5833 21.5833 21.75 GIRT DEPTH 8. 8.25 *PURLIN DEPTH 8. 8.25 GIRT THICKNESS 0.059 *PURLIN THICKNESS 0.07 GIRT FLANGE 2.5 *PURLIN FLANGE 2.5 PURLIN STIFFNESS 8.798 15.167 3.118 8.64 CODE LABEL 2018 IBC BUILDING CODE IB18 U=Normal DEAD LOAD 2.563 *COLLATERAL LOAD 8. LIVE LOAD 20. SNOW G=25. T=1. S=N WML=113.25 MRSL=25. SEISMIC LOAD 51=37.175 SS=104.3 TL=16. %CR=NORM %SR=NORM RHOT=1.3 RHOL=1.3 \ R=3.5 LOF=2. TOF=3. RL=3.25 Cd=3. Ct=0.028 SOIL PROFILE D SECOND ORDER FOA AMPLIFY RBEQ RIGHT 1.5 ROOF TRIBUTARY TR=21. WALL TRIBUTARY LEFT TR= 21. S=O. E=20. WALL TRIBUTARY RIGHT TR= 21. S=O. E=29.5833 DESIGN ASD16 MAXIMUM UNITY CHECK 1. LATERAL BRACE LENGTH 21.00 STIFFNESS CHECK ALL BOLT TIGHTENING Fully DEFLECTION ROOF L=180. 5=180. W=180. G=120. DEFLECTION WALL L=60. 5=60. W=60. E=40. C=100. G=60. TE=40. MIN_MOMT_BOLT_DIA 0.75 SYMKNEE CONNECTION SPLICE GUSSETS NA BRACING SIDES LC=3 RA=3 RC=3 BRACE ATTACHMENT FLANGE FLANGE BRACE ATTACHMENT LC=2 RA=2 RC=2 GIRT SPACING LEFT 3.2083 4.2917 2.3333 5.2083 GIRT SPACING RIGHT 7.5 2@6. 3.5 GIRT BRACE LEFT N N Cl Cl GIRT BRACE RIGHT Cl Cl N N 77 3/7/2024 PURLIN SPACING 2@4.125 20@5. PURLIN BRACE C C N C C N C N N C N N C C N N C N C C N C LEFT COLUMN BASE W=6. T=0.375 L=9.5 N=2 D=0.75 8. 0. 10. 6. 0.3125 0.156 6. 0.25 0. 31. 0. 6. 0.3125 0.3125 6. 0.3125 LEFT RAFTER 1 CONNECTION 0=2E I=2E W=8. T=1. D=1. 30. 0. 0. 6. 0.25 0.156 6. 0.25 0. 30. 10. 6. 0.25 0.156 6. 0.25 30. 30. 4.7884 6. 0.25 0.156 6. 0.25 INTERIOR COLUMN 1 BASE W=6. T=0.375 L=8.625 N=2 D=0.75 8. 8. 0. 6. 0.3125 0.156 6. 0.3125 CONNECTION 0=lF I=lF W=6. T=0.375 D=0.5 LEFT RAFTER 2 30. 30. 5.2116 6. 0.25 0.156 6. 0.25 30. 0. 0. 6. 0.25 0.156 6. 0.25 0. 30. 10. 6. 0.25 0.156 6. 0.25 CONNECTION 0=2E I=2E W=6. T=0.375 D=0.75 30. 30. 4.7884 6. 0.25 0.156 6. 0.25 INTERIOR COLUMN 2 BASE W=6. T=0.375 L=8.75 N=2 D=0.75 8. 8. 0. 6. 0.375 0.156 6. 0.375 CONNECTION 0=lF I=lF W=6. T=0.375 D=0.5 LEFT RAFTER 3 30. 30. 5.2116 6. 0.25 0.156 6. 0.25 30. 30. 0. 6. 0.25 0.156 6. 0.25 30. 30. 2.2884 6. 0.25 0.156 6. 0.25 INTERIOR COLUMN 3 BASE W=8. T=0.375 L=8.5 N=2 D=0.75 8. 8. 0. 8. 0.25 0.156 8. 0.25 CONNECTION 0=lF I=lF W=8. T=0.375 D=0.5 LEFT RAFTER 4 30. 30. 2.7116 6. 0.25 0.156 6. 0.25 30. 0. 0. 6. 0.25 0.156 6. 0.25 0. 30. 10. 6. 0.25 0.156 6. 0.25 CONNECTION 0=2E I=2E W=6. T=0.375 D=0.75 30. 30. 2.2884 5. 0.25 0.156 5. 0.25 INTERIOR COLUMN 4 BASE W=8. T=0.375 L=8.625 N=2 D=0.75 8. 8. 0. 8. 0.3125 0.185 8. 0.3125 CONNECTION 0=lF I=lF W=8. T=0.375 D=0.5 LEFT RAFTER 5 30. 30. 2.7116 5. 0.25 0.156 5. 0.25 30. 0. 0. 5. 0.25 0.156 5. 0.25 0. 30. 10. 5. 0.25 0.156 5. 0.25 CONNECTION 0=2E I=2E W=6. T=0.75 D=0.75 RIGHT COLUMN BASE W=6. T=0.375 L=8.5 N=2 D=0.75 8. 0. 10. 6. 0.25 0.156 6. 0.25 0. 0. 10. 6. 0.25 0.156 6. 0.25 0. 31. 0. 6. 0.25 0.185 6. 0.25 WIND LOAD WL1 19.525 0.2200 -0.8700 -0.5500 -0.4700 50.000 Left WIND LOAD WL2 19.525 0.5800 -0.5100 -0.1900 -0.1100 50.000 Left WIND LOAD LWL1 19.525 -0.6300 -0.8700 -0.5500 -0.6300 50.000 WIND LOAD LWL2 19.525 -0.6300 -0.5500 -0.8700 -0.6300 63.250 WIND LOAD LWL3 19.525 -0.2700 -0.5100 -0.1900 -0.2700 50.000 WIND LOAD LWL4 19.525 -0.2700 -0.1900 -0.5100 -0.2700 63.250 WIND LOAD MWL1 16.000 0.5000 0.5000 0.5000 -0.5000 0.000 WIND LOAD MWL2 16.000 -0.5000 -0.5000 -0.5000 0.5000 0.000 WIND LOAD WL3 19.525 -0.4700 -0.5500 -0.8700 0.2200 63.250 Right 78 3/7/2024 WIND LOAD WL4 19.525 -0.1100 -0.1900 -0.5100 0.5800 63.250 Right WIND LOAD WL1D 9.075 0.2200 -0.8700 -0.5500 -0.4700 50.000 Left WIND LOAD WL2D 9.075 0.5800 -0.5100 -0.1900 -0.1100 50.000 Left WIND LOAD LWL1D 9.075 -0.6300 -0.8700 -0.5500 -0.6300 50.000 WIND LOAD LWL2D 9.075 -0.6300 -0.5500 -0.8700 -0.6300 63.250 WIND LOAD LWL3D 9.075 -0.2700 -0.5100 -0.1900 -0.2700 50.000 WIND LOAD LWL4D 9.075 -0.2700 -0.1900 -0.5100 -0.2700 63.250 WIND LOAD WL3D 9.075 -0.4700 -0.5500 -0.8700 0.2200 63.250 Right WIND LOAD WL4D 9.075 -0.1100 -0.1900 -0.5100 0.5800 63.250 Right LOAD COMBINATIONS 1) 1. DL 1. COLL 1. PSL1 0.5 PSL2 0.5 PSL3 0.5 PSL4 0.5 PSL5 *DEFL 60. 120. *PDELTA L 2) 1. DL 1. COLL 1. PSL1 0.5 PSL2 0.5 PSL3 0.5 PSL4 0.5 PSL5 *DEFL 60. 120. *PDELTA R 3) 1. DL 1. COLL 0.5 PSL1 0.5 PSL2 0.5 PSL3 0.5 PSL4 1. PSL5 *DEFL 60. 120. *PDELTA L 4) 1. DL 1. COLL 0.5 PSL1 0.5 PSL2 0.5 PSL3 0.5 PSL4 1. PSL5 *DEFL 60. 120. *PDELTA R 5) 1. DL 1. COLL 0.5 PSL1 1. PSL2 1. PSL3 1. PSL4 1. PSL5 *DEFL 60. 120. *PDELTA L 6) 1. DL 1. COLL 0.5 PSL1 1. PSL2 1. PSL3 1. PSL4 1. PSL5 *DEFL 60. 120. *PDELTA R 7) 1. DL 1. COLL 1. PSL1 1. PSL2 1. PSL3 1. PSL4 0.5 PSL5 *DEFL 60. 120. *PDELTA L 8) 1. DL 1. COLL 1. PSL1 1. PSL2 1. PSL3 1. PSL4 0.5 PSL5 *DEFL 60. 120. *PDELTA R 9) 1. DL 1. COLL 1. PSL1 1. PSL2 0.5 PSL3 0.5 PSL4 0.5 PSL5 *DEFL 60. 120. *PDELTA L 10) 1. DL 1. COLL 1. PSL1 1. PSL2 0.5 PSL3 0.5 PSL4 0.5 PSL5 *DEFL 60. 120. *PDELTA R 11) 1. DL 1. COLL 0.5 PSL1 1. PSL2 1. PSL3 0.5 PSL4 0.5 PSL5 *DEFL 60. 120. *PDELTA L 12) 1. DL 1. COLL 0.5 PSL1 1. PSL2 1. PSL3 0.5 PSL4 0.5 PSL5 *DEFL 60. 120. *PDELTA R 13) 1. DL 1. COLL 0.5 PSL1 0.5 PSL2 1. PSL3 1. PSL4 0.5 PSL5 *DEFL 60. 120. *PDELTA L 14) 1. DL 1. COLL 0.5 PSL1 0.5 PSL2 1. PSL3 1. PSL4 0.5 PSL5 *DEFL 60. 120. *PDELTA R 15) 1. DL 1. COLL 0.5 PSL1 0.5 PSL2 0.5 PSL3 1. PSL4 1. PSL5 *DEFL 60. 120. *PDELTA L 16) 1. DL 1. COLL 0.5 PSL1 0.5 PSL2 0.5 PSL3 1. PSL4 1. PSL5 *DEFL 60. 120. *PDELTA R 17) 1. DL 1. COLL 1. SNOW *DEFL 60. 120. *PDELTA L 18) 1. DL 1. COLL 1. SNOW *DEFL 60. 120. *PDELTA R 19) 1. DL 1. LL 1. COLL *DEFL 60. 120. *PDELTA L 20) 1. DL 1. LL 1. COLL *DEFL 60. 120. *PDELTA R 21) 1.11682 DL 0.91 EQ *DEFL 40. 120. *PDELTA L 22) 1.11682 DL 0.91 EQ *DEFL 40. 120. *PDELTA R 23) 1.11682 DL -0.91 EQ *DEFL 40. 120. *PDELTA L 24) 1.11682 DL -0.91 EQ *DEFL 40. 120. *PDELTA R 25) 1.11682 DL 1.11682 COLL 0.91 EQ *DEFL 40. 120. *PDELTA L 26) 1.11682 DL 1.11682 COLL 0.91 EQ *DEFL 40. 120. *PDELTA R 27) 1.11682 DL 1.11682 COLL -0.91 EQ *DEFL 40. 120. *PDELTA L 28) 1.11682 DL 1.11682 COLL -0.91 EQ *DEFL 40. 120. *PDELTA R 29) 0.48318 DL 0.91 EQ *DEFL 40. 120. *PDELTA L 30) 0.48318 DL 0.91 EQ *DEFL 40. 120. *PDELTA R 31) 0.48318 DL -0.91 EQ *DEFL 40. 120. *PDELTA L 32) 0.48318 DL -0.91 EQ *DEFL 40. 120. *PDELTA R 33) 0.73312 DL 3. EQ *TYPE R *APP C *PDELTA L 34) 0.73312 DL 3. EQ *TYPE R *APP C *PDELTA R 35) 0.73312 DL -3. EQ *TYPE R *APP C *PDELTA L 36) 0.73312 DL -3. EQ *TYPE R *APP C *PDELTA R 79 3/7/2024 37) 1.36688 DL 1.36688 COLL 3. EQ *TYPE R *APP C *PDELTA L 38) 1.36688 DL 1.36688 COLL 3. EQ *TYPE R *APP C *PDELTA R 39) 1.36688 DL 1.36688 COLL -3. EQ *TYPE R *APP C *PDELTA L 40) 1.36688 DL 1.36688 COLL -3. EQ *TYPE R *APP C *PDELTA R 41) 0.73312 DL 3. EQ *TYPE R *APP B *PDELTA L 42) 0.73312 DL 3. EQ *TYPE R *APP B *PDELTA R 43) 0.73312 DL -3. EQ *TYPE R *APP B *PDELTA L 44) 0.73312 DL -3. EQ *TYPE R *APP B *PDELTA R 45) 1.36688 DL 1.36688 COLL 3. EQ *TYPE R *APP B *PDELTA L 46) 1.36688 DL 1.36688 COLL 3. EQ *TYPE R *APP B *PDELTA R 47) 1.36688 DL 1.36688 COLL -3. EQ *TYPE R *APP B *PDELTA L 48) 1.36688 DL 1.36688 COLL -3. EQ *TYPE R *APP B *PDELTA R 49) 0.73312 DL 3.5 EQ *TYPE R *APP K *PDELTA L 50) 0.73312 DL 3.5 EQ *TYPE R *APP K *PDELTA R 51) 0.73312 DL -3.5 EQ *TYPE R *APP K *PDELTA L 52) 0.73312 DL -3.5 EQ *TYPE R *APP K *PDELTA R 53) 1.36688 DL 1.36688 COLL 3.5 EQ *TYPE R *APP K *PDELTA L 54) 1.36688 DL 1.36688 COLL 3.5 EQ *TYPE R *APP K *PDELTA R 55) 1.36688 DL 1.36688 COLL -3.5 EQ *TYPE R *APP K *PDELTA L 56) 1.36688 DL 1.36688 COLL -3.5 EQ *TYPE R *APP K *PDELTA R 57) 1. DL 0.6 WL1 *PDELTA L 58) 1. DL 0.6 WL1 *PDELTA R 59) 1. DL 0.6 WL2 *PDELTA L 60) 1. DL 0.6 WL2 *PDELTA R 61) 1. DL 0.6 LWL1 *PDELTA L 62) 1. DL 0.6 LWL1 *PDELTA R 63) 1. DL 0.6 LWL2 *PDELTA L 64) 1. DL 0.6 LWL2 *PDELTA R 65) 1. DL 0.6 LWL3 *PDELTA L 66) 1. DL 0.6 LWL3 *PDELTA R 67) 1. DL 0.6 LWL4 *PDELTA L 68) 1. DL 0.6 LWL4 *PDELTA R 69) 1. DL 0.6 WL3 *PDELTA L 70) 1. DL 0.6 WL3 *PDELTA R 71) 1. DL 0.6 WL4 *PDELTA L 72) 1. DL 0.6 WL4 *PDELTA R 73) 0.6 DL 0.6 WL1 *PDELTA L 74) 0.6 DL 0.6 WL1 *PDELTA R 75) 0.6 DL 0.6 WL2 *PDELTA L 76) 0.6 DL 0.6 WL2 *PDELTA R 77) 0.6 DL 0.6 LWL1 *PDELTA L 78) 0.6 DL 0.6 LWL1 *PDELTA R 79) 0.6 DL 0.6 LWL2 *PDELTA L 80) 0.6 DL 0.6 LWL2 *PDELTA R 81) 0.6 DL 0.6 LWL3 *PDELTA L 82) 0.6 DL 0.6 LWL3 *PDELTA R 83) 0.6 DL 0.6 LWL4 *PDELTA L 84) 0.6 DL 0.6 LWL4 *PDELTA R 85) 0.6 DL 0.6 WL3 *PDELTA L 86) 0.6 DL 0.6 WL3 *PDELTA R 87) 0.6 DL 0.6 WL4 *PDELTA L 88) 0.6 DL 0.6 WL4 *PDELTA R 89) 0.6 MWL1 *TYPE M 90) 0.6 MWL2 *TYPE M 91) 1. DL 1. COLL 0.6 WL1 *PDELTA L 92) 1. DL 1. COLL 0.6 WL1 *PDELTA R 93) 1. DL 1. COLL 0.6 WL2 *PDELTA L 94) 1. DL 1. COLL 0.6 WL2 *PDELTA R 95) 1. DL 1. COLL 0.6 LWL1 *PDELTA L 96) 1. DL 1. COLL 0.6 LWL1 *PDELTA R 97) 1. DL 1. COLL 0.6 LWL2 *PDELTA L 98) 1. DL 1. COLL 0.6 LWL2 *PDELTA R 80 3/7/2024 99) 1. DL 1. COLL 0.6 LWL3 *PDELTA L 100) 1. DL 1. COLL 0.6 LWL3 *PDELTA R 101) 1. DL 1. COLL 0.6 LWL4 *PDELTA L 102) 1. DL 1. COLL 0.6 LWL4 *PDELTA R 103) 1. DL 1. COLL 0.6 WL3 *PDELTA L 104) 1. DL 1. COLL 0.6 WL3 *PDELTA R 105) 1. DL 1. COLL 0.6 WL4 *PDELTA L 106) 1. DL 1. COLL 0.6 WL4 *PDELTA R 107) 1. DL 1. COLL 0.75 SBAL 0.45 WL1 *PDELTA L 108) 1. DL 1. COLL 0.75 SBAL 0.45 WL1 *PDELTA R 109) 1. DL 1. COLL 0.75 SBAL 0.45 WL2 *PDELTA L 110) 1. DL 1. COLL 0.75 SBAL 0.45 WL2 *PDELTA R 111) 1. DL 1. COLL 0.75 SBAL 0.45 LWL1 *PDELTA L 112) 1. DL 1. COLL 0.75 SBAL 0.45 LWL1 *PDELTA R 113) 1. DL 1. COLL 0.75 SBAL 0.45 LWL2 *PDELTA L 114) 1. DL 1. COLL 0.75 SBAL 0.45 LWL2 *PDELTA R 115) 1. DL 1. COLL 0.75 SBAL 0.45 LWL3 *PDELTA L 116) 1. DL 1. COLL 0.75 SBAL 0.45 LWL3 *PDELTA R 117) 1. DL 1. COLL 0.75 SBAL 0.45 LWL4 *PDELTA L 118) 1. DL 1. COLL 0.75 SBAL 0.45 LWL4 *PDELTA R 119) 1. DL 1. COLL 0.75 SBAL 0.45 WL3 *PDELTA L 120) 1. DL 1. COLL 0.75 SBAL 0.45 WL3 *PDELTA R 121) 1. DL 1. COLL 0.75 SBAL 0.45 WL4 *PDELTA L 122) 1. DL 1. COLL 0.75 SBAL 0.45 WL4 *PDELTA R 123) 1. DL 0.75 LL 1. COLL 0.45 WL1 *PDELTA L 124) 1. DL 0.75 LL 1. COLL 0.45 WL1 *PDELTA R 125) 1. DL 0.75 LL 1. COLL 0.45 WL2 *PDELTA L 126) 1. DL 0.75 LL 1. COLL 0.45 WL2 *PDELTA R 127) 1. DL 0.75 LL 1. COLL 0.45 LWL1 *PDELTA L 128) 1. DL 0.75 LL 1. COLL 0.45 LWL1 *PDELTA R 129) 1. DL 0.75 LL 1. COLL 0.45 LWL2 *PDELTA L 130) 1. DL 0.75 LL 1. COLL 0.45 LWL2 *PDELTA R 131) 1. DL 0.75 LL 1. COLL 0.45 LWL3 *PDELTA L 132) 1. DL 0.75 LL 1. COLL 0.45 LWL3 *PDELTA R 133) 1. DL 0.75 LL 1. COLL 0.45 LWL4 *PDELTA L 134) 1. DL 0.75 LL 1. COLL 0.45 LWL4 *PDELTA R 135) 1. DL 0.75 LL 1. COLL 0.45 WL3 *PDELTA L 136) 1. DL 0.75 LL 1. COLL 0.45 WL3 *PDELTA R 137) 1. DL 0.75 LL 1. COLL 0.45 WL4 *PDELTA L 138) 1. DL 0.75 LL 1. COLL 0.45 WL4 *PDELTA R 139) 1. LL *DEFL 60. 180. *TYPE D 140) 1. SNOW *DEFL 60. 180. *TYPE D 141) 1. WL1D *DEFL 60. 180. *TYPE D 142) 1. WL2D *DEFL 60. 180. *TYPE D 143) 1. LWL1D *DEFL 60. 180. *TYPE D 144) 1. LWL2D *DEFL 60. 180. *TYPE D 145) 1. LWL3D *DEFL 60. 180. *TYPE D 146) 1. LWL4D *DEFL 60. 180. *TYPE D 147) 1. WL3D *DEFL 60. 180. *TYPE D 148) 1. WL4D *DEFL 60. 180. *TYPE D 149) 1.36688 DL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 150) 1.36688 DL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 151) 0.73312 DL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 152) 0.73312 DL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 153) 1.36688 DL 1.36688 COLL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 154) 1.36688 DL 1.36688 COLL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 LOADS RC EQDW GLOB M C 29.583300 0.880000 0.000000 \ # PANEL/GIRT SELF-WEIGHT FOR EQ LC EQDW GLOB M C 3.000000 1.640000 0.000000 \ # WALL WEIGHT FOR EQ LC EQDW GLOB M C 3.000000 0.510000 0.000000 \ 81 3/7/2024 # PANEL/GIRT SELF-WEIGHT FOR EQ LC EQDW GLOB M C 20.000000 0.510000 0.000000 \ # PANEL/GIRT SELF-WEIGHT FOR EQ IC1 LWL1 GLOB X U 0.000000 0.478000 0.000000 #LOAD TO COLUMN IC1 LWL2 GLOB X U 0.000000 0.478000 0.000000 #LOAD TO COLUMN IC1 LWL3 GLOB X U 0.000000 -0.478000 0.000000 #LOAD TO COLUMN IC1 LWL4 GLOB X U 0.000000 -0.478000 0.000000 #LOAD TO COLUMN IC1 LWL1 GLOB X C 20.420000 -4.880380 0.000000 \ #COUNTERACTING LOAD IC1 LWL2 GLOB X C 20.420000 -4.880380 0.000000 \ #COUNTERACTING LOAD IC1 LWL3 GLOB X C 20.420000 4.880380 0.000000 \ #COUNTERACTING LOAD IC1 LWL4 GLOB X C 20.420000 4.880380 0.000000 \ #COUNTERACTING LOAD IC1 LWL1 GLOB X C 0.010000 -4.880380 0.000000 \ #REACTION FIX IC1 LWL1 GLOB L C 0.010000 4.880380 0.000000 \ #REACTION FIX IC1 LWL2 GLOB X C 0.010000 -4.880380 0.000000 \ #REACTION FIX IC1 LWL2 GLOB L C 0.010000 4.880380 0.000000 \ #REACTION FIX IC1 LWL3 GLOB X C 0.010000 4.880380 0.000000 \ #REACTION FIX IC1 LWL3 GLOB L C 0.010000 -4.880380 0.000000 \ #REACTION FIX IC1 LWL4 GLOB X C 0.010000 4.880380 0.000000 \ #REACTION FIX IC1 LWL4 GLOB L C 0.010000 -4.880380 0.000000 \ #REACTION FIX IC2 LWL1 GLOB X U 0.000000 0.435000 0.000000 #LOAD TO COLUMN #REACTION FIX IC2 LWL2 GLOB X U 0.000000 0.435000 0.000000 #LOAD TO COLUMN #REACTION FIX IC2 LWL3 GLOB X U 0.000000 -0.435000 0.000000 #LOAD TO COLUMN IC2 LWL4 GLOB X U 0.000000 -0.435000 0.000000 #LOAD TO COLUMN IC2 LWL1 GLOB X C 22.500000 -4.893750 0.000000 \ #COUNTERACTING LOAD IC2 LWL2 GLOB X C 22.500000 -4.893750 0.000000 \ #COUNTERACTING LOAD IC2 LWL3 GLOB X C 22.500000 4.893750 0.000000 \ #COUNTERACTING LOAD IC2 LWL4 GLOB X C 22.500000 4.893750 0.000000 \ #COUNTERACTING LOAD IC2 LWL1 GLOB X C 0.010000 -4.893750 0.000000 \ #REACTION FIX IC2 LWL1 GLOB L C 0.010000 4.893750 0.000000 \ #REACTION FIX IC2 LWL2 GLOB X C 0.010000 -4.893750 0.000000 \ #REACTION FIX IC2 LWL2 GLOB L C 0.010000 4.893750 0.000000 \ #REACTION FIX IC2 LWL3 GLOB X C 0.010000 4.893750 0.000000 \ #REACTION FIX IC2 LWL3 GLOB L C 0.010000 -4.893750 0.000000 \ #REACTION FIX IC2 LWL4 GLOB X C 0.010000 4.893750 0.000000 \ #REACTION FIX IC2 LWL4 GLOB L C 0.010000 -4.893750 0.000000 \ #REACTION FIX IC3 LWL1 GLOB X U 0.000000 0.474000 0.000000 #LOAD TO COLUMN 82 3/7/2024 IC3 LWL2 GLOB X U 0.000000 0.474000 0.000000 #LOAD TO COLUMN IC3 LWL3 GLOB X U 0.000000 -0.474000 0.000000 #LOAD TO COLUMN IC3 LWL4 GLOB X U 0.000000 -0.474000 0.000000 #LOAD TO COLUMN IC3 LWL1 GLOB X C 24.030001 -5.695110 0.000000 \ #COUNTERACTING LOAD IC3 LWL2 GLOB X C 24.030001 -5.695110 0.000000 \ #COUNTERACTING LOAD IC3 LWL3 GLOB X C 24.030001 5.695110 0.000000 \ #COUNTERACTING LOAD IC3 LWL4 GLOB X C 24.030001 5.695110 0.000000 \ #COUNTERACTING LOAD IC3 LWL1 GLOB X C 0.010000 -5.695110 0.000000 \ #REACTION FIX IC3 LWL1 GLOB L C 0.010000 5.695110 0.000000 \ #REACTION FIX IC3 LWL2 GLOB X C 0.010000 -5.695110 0.000000 \ #REACTION FIX IC3 LWL2 GLOB L C 0.010000 5.695110 0.000000 \ #REACTION FIX IC3 LWL3 GLOB X C 0.010000 5.695110 0.000000 \ #REACTION FIX IC3 LWL3 GLOB L C 0.010000 -5.695110 0.000000 \ #REACTION FIX IC3 LWL4 GLOB X C 0.010000 5.695110 0.000000 \ #REACTION FIX IC3 LWL4 GLOB L C 0.010000 -5.695110 0.000000 \ #REACTION FIX IC4 LWL1 GLOB X U 0.000000 0.419000 0.000000 #LOAD TO COLUMN IC4 LWL2 GLOB X U 0.000000 0.419000 0.000000 #LOAD TO COLUMN IC4 LWL3 GLOB X U 0.000000 -0.419000 0.000000 #LOAD TO COLUMN IC4 LWL4 GLOB X U 0.000000 -0.419000 0.000000 #LOAD TO COLUMN IC4 LWL1 GLOB X C 25.860001 -5.417670 0.000000 \ #COUNTERACTING LOAD IC4 LWL2 GLOB X C 25.860001 -5.417670 0.000000 \ #COUNTERACTING LOAD IC4 LWL3 GLOB X C 25.860001 5.417670 0.000000 \ #COUNTERACTING LOAD IC4 LWL4 GLOB X C 25.860001 5.417670 0.000000 \ #COUNTERACTING LOAD IC4 LWL1 GLOB X C 0.010000 -5.417670 0.000000 \ #REACTION FIX IC4 LWL1 GLOB L C 0.010000 5.417670 0.000000 \ #REACTION FIX IC4 LWL2 GLOB X C 0.010000 -5.417670 0.000000 \ #REACTION FIX IC4 LWL2 GLOB L C 0.010000 5.417670 0.000000 \ #REACTION FIX IC4 LWL3 GLOB X C 0.010000 5.417670 0.000000 \ #REACTION FIX IC4 LWL3 GLOB L C 0.010000 -5.417670 0.000000 \ #REACTION FIX IC4 LWL4 GLOB X C 0.010000 5.417670 0.000000 \ #REACTION FIX IC4 LWL4 GLOB L C 0.010000 -5.417670 0.000000 \ #REACTION FIX END 83 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F8- 2 R-Frame Design Program - Version V8.20 Job : 57322A Building Grid label legend File: frame_l.fra Date: 02/01/24 ssm4 113.25/20./21. 20./100./25. Start Time: 13:46:47 -------------------------------------------------------------------------------- Building Grid Label Legend -------------------------- Building: A Frame Number: 8 No. of Frames: 1 Left Column: Column @ * - F Right Column: Column @ * - A Interior Column #1: Column @ * - E Interior Column #2: Column @ * - D Interior Column #3: Column @ * - C Interior Column #4: Column @ * - B *Frames located @ 1 84 3/71024 Star Building Systems, OKC, OK User: wwokeefe Page: F8- 3 R-Frame Design Program - Version V8.20 Job : 57322A Code Summary Report File: frame_l.fra Date: 02/01/24 ssm4 113.25/20./21. 20./100./25. Start Time: 13:46:47 -------------------------------------------------------------------------------- Building: A Frame Number: 8 Location: frame lines 5 No. of Frames: 1 Building Code: 2018 IBC Supporting Design Standard(s) : 2018 International Building Code ASCE 7-16 Minimum Design Loads and Associated Criteria for Buildings and Other Structures AISC 360-16 Specification for Structural Steel Buildings, July 2016 AISC 341-16 Seismic Provisions for Structural Steel Buildings, July 2016 Frame Data Eave height left (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20.000 Eave height right (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 29.583 Horizontal width from left to right steel line (feet) . . . . . . . . . . . . . . . 113.250 Horizontal distance to ridge from left side (feet) . . . . . . . . . . . . . . . . . . 113.250 Roof slope left (rise:12) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.015 Roof angle left (degrees) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4.837 Column slope left & right (lat:12) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.000 Purlin depth left & right side (inches) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8.000 Frame rafter inset left & right side (inches) . . . . . . . . . . . . . . . . . . . . . . . 8.250 Girt depth left & right side (inches) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8.000 Frame column inset left & right side (inches) . . . . . . . . . . . . . . . . . . . . . . . 8.250 Tributary width left side (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21.000 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .from height 0.00 to height 20.00 Tributary width right side (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21.000 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .from height 0.00 to height 29.58 Tributary Width roof (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21.000 Frame spans 1 to 5 (feet) 25.000 24.333 20.583 21.583 21.750 Tension flange bolt hole reduction. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Yes Tension Field Action at Knee. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Yes Second order analysis method. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C2.2b Frame Design Loads ------------------ Dead load to frame rafter (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2.563 Frame rafter dead weight (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.167 Total roof dead weight (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3.730 Collateral load to frame rafter (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8.000 Roof live load entered (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20.000 Design roof live load used (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20.000 Ground Snow Load Entered [Pg] (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25.000 Minimum Roof Snow Load Entered [MRSL] (psf) . . . . . . . . . . . . . . . . . . . . . . . . . 25.000 Snow Importance Factor [I] - Risk Category II (Standard) . . . . . . . . . . . . 1.000 Snow Thermal Factor Entered [Ct] - User Entered. . . . . . . . . . . . . . . . . . . . . 1.000 Snow Thermal Factor Used [Ct] Heated Building. . . . . . . . . . . . . . . . . . . . . . . 1.000 Snow Exposure Factor [Ce] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.000 Flat Roof Snow Load [Pf = 0.7*Ce*Ct*Is*Pg] (psf) . . . . . . . . . . . . . . . . . . . . 17.500 Slippery & Unobstructed roof surface. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . No SnowSlope Factor [Cs] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.000 85 3/7/2024 Balanced Roof Snow Load [SBal = Pf*Cs] (psf) . . . . . . . . . . . . . . . . . . . . . . . . 17.500 Minimum Roof Snow Load [Pm = 20*Is] (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . 20.000 Maximum horizontal roof width [W] (ft) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 113.250 Rain-on-Snow surcharge load . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . N/A Uniform Roof Snow Load [Snow = MRSL] (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . 25.000 No Unbalanced Roof Snow Loadings. Pattern and Drifting Snow Load [0.7*Ce*Ct*Is*Pg*Cs] (psf) . . . . . . . . . . . 17.500 Pattern Snow Loading(s) ----------------------- 1) An end span loaded with 100% of the roof load & all the remaining spans loaded with 50% (min. of 2 spans) . 100% 50% 50% ---------------- 2) An end span loaded with 50% of the roof load & all the remaining spans loaded with 100% (min. of 2 spans) . 50% 100% 100% ---------------- 3) Any two adjacent spans loaded with 100% of the roof load & all the remaining spans loaded with 50% (min. of 3 spans) . 100% 100% 50% ---------------- 86 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F8- 4 R-Frame Design Program - Version V8.20 Job : 57322A Wind Summary Report File: frame_l.fra Date: 02/01/24 ssm4 113.25/20./21. 20./100./25. Start Time: 13:46:47 -------------------------------------------------------------------------------- Wind Design Criteria Eave height left (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20.000 Eave height right (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 29.583 Wind elevation on left column (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20.000 Wind elevation on right column (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 29.583 Total frame width (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 113.250 Total building length (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 86.000 Number of primary wind loadings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18 87 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F8- 5 R-Frame Design Program - Version V8.20 Job : 57322A Continue Wind Summary Report File: frame_l.fra Date: 02/01/24 ssm4 113.25/20./21. 20./100./25. Start Time: 13:46:47 -------------------------------------------------------------------------------- *** Primary Wind Coefficients for Main Frame *** -------------------------------------------------------------------------------- Wind Load WL1 Wind from left direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.220 -0.870 ( 44.2%) -0.550 ( 55.8%) -0.470 -------------------------------------------------------------------------------- Wind Load WL2 Wind from left direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.580 -0.510 ( 44.2%) -0.190 ( 55.8%) -0.110 -------------------------------------------------------------------------------- Wind Load LWL1 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.630 -0.870 ( 44.2%) -0.550 ( 55.8%) -0.630 -------------------------------------------------------------------------------- Wind Load LWL2 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.630 -0.550 ( 55.8%) -0.870 ( 44.2%) -0.630 -------------------------------------------------------------------------------- Wind Load LWL3 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.270 -0.510 ( 44.2%) -0.190 ( 55.8%) -0.270 -------------------------------------------------------------------------------- Wind Load LWL4 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.270 -0.190 ( 55.8%) -0.510 ( 44.2%) -0.270 -------------------------------------------------------------------------------- Wind Load MWL1 Min. Wind from left dir. ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.500 0.500 0.500 -0.500 -------------------------------------------------------------------------------- Wind Load MWL2 Min. Wind from right dir. ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.500 -0.500 -0.500 0.500 -------------------------------------------------------------------------------- Wind Load WL3 Wind from right direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.470 -0.550 ( 55.8%) -0.870 ( 44.2%) 0.220 -------------------------------------------------------------------------------- Wind Load WL4 Wind from right direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.110 -0.190 ( 55.8%) -0.510 ( 44.2%) 0.580 -------------------------------------------------------------------------------- Notes : 1. Wind coefficients applied to the roof may be located as a percentage of the total frame width (xx.x%) . If not shown the coefficients are applied fully to their respective rafter. 88 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F8- 6 R-Frame Design Program - Version V8.20 Job : 57322A Load Combinations Report File: frame_l.fra Date: 02/01/24 ssm4 113.25/20./21. 20./100./25. Start Time: 13:46:47 -------------------------------------------------------------------------------- Load Combination : ------------------ 1) DL +COLL +PSL1 +0.5PSL2 +0.5PSL3 +0.5PSL4 +0.5PSL5 (SOA-L) N A P 2) DL +COLL +PSL1 +0.5PSL2 +0.5PSL3 +0.5PSL4 +0.5PSL5 (SOA-R) N A P 3) DL +COLL +0.5PSL1 +0.5PSL2 +0.5PSL3 +0.5PSL4 +PSL5 (SOA-L) N A P 4) DL +COLL +0.5PSL1 +0.5PSL2 +0.5PSL3 +0.5PSL4 +PSL5 (SOA-R) N A P 5) DL +COLL +0.5PSL1 +PSL2 +PSL3 +PSL4 +PSL5 (SOA-L) N A P 6) DL +COLL +0.5PSL1 +PSL2 +PSL3 +PSL4 +PSL5 (SOA-R) N A P 7) DL +COLL +PSL1 +PSL2 +PSL3 +PSL4 +0.5PSL5 (SOA-L) N A P 8) DL +COLL +PSL1 +PSL2 +PSL3 +PSL4 +0.5PSL5 (SOA-R) N A P 9) DL +COLL +PSL1 +PSL2 +0.5PSL3 +0.5PSL4 +0.5PSL5 (SOA-L) N A P 10) DL +COLL +PSL1 +PSL2 +0.5PSL3 +0.5PSL4 +0.5PSL5 (SOA-R) N A P 11) DL +COLL +0.5PSL1 +PSL2 +PSL3 +0.5PSL4 +0.5PSL5 (SOA-L) N A P 12) DL +COLL +0.5PSL1 +PSL2 +PSL3 +0.5PSL4 +0.5PSL5 (SOA-R) N A P 13) DL +COLL +0.5PSL1 +0.5PSL2 +PSL3 +PSL4 +0.5PSL5 (SOA-L) N A P 14) DL +COLL +0.5PSL1 +0.5PSL2 +PSL3 +PSL4 +0.5PSL5 (SOA-R) N A P 15) DL +COLL +0.5PSL1 +0.5PSL2 +0.5PSL3 +PSL4 +PSL5 (SOA-L) N A P 16) DL +COLL +0.5PSL1 +0.5PSL2 +0.5PSL3 +PSL4 +PSL5 (SOA-R) N A P 17) DL +COLL +SNOW (SOA-L) N A P 18) DL +COLL +SNOW (SOA-R) N A P 19) DL +LL +COLL (SOA-L) N A P 20) DL +LL +COLL (SOA-R) N A P 21) 1.1168DL +0.91EQ (SOA-L) N A P 22) 1.1168DL +0.91EQ (SOA-R) N A P 23) 1.1168DL -0.91EQ (SOA-L) N A P 24) 1.1168DL -0.91EQ (SOA-R) N A P 25) 1.1168DL +1.1168COLL +0.91EQ (SOA-L) N A P 26) 1.1168DL +1.1168COLL +0.91EQ (SOA-R) N A P 27) 1.1168DL +1.1168COLL -0.91EQ (SOA-L) N A P 28) 1.1168DL +1.1168COLL -0.91EQ (SOA-R) N A P 29) 0.4832DL +0.91EQ (SOA-L) N A P 30) 0.4832DL +0.91EQ (SOA-R) N A P 31) 0.4832DL -0.91EQ (SOA-L) N A P 32) 0.4832DL -0.91EQ (SOA-R) N A P 33) 0.7331DL +3.EQ (SOA-L) N C R P 34) 0.7331DL +3.EQ (SOA-R) N C R P 35) 0.7331DL -3.EQ (SOA-L) N C R P 36) 0.7331DL -3.EQ (SOA-R) N C R P 37) 1.3669DL +1.3669COLL +3.EQ (SOA-L) N C R P 38) 1.3669DL +1.3669COLL +3.EQ (SOA-R) N C R P 39) 1.3669DL +1.3669COLL -3.EQ (SOA-L) N C R P 40) 1.3669DL +1.3669COLL -3.EQ (SOA-R) N C R P 41) 0.7331DL +3.EQ (SOA-L) N B R P 42) 0.7331DL +3.EQ (SOA-R) N B R P 43) 0.7331DL -3.EQ (SOA-L) N B R P 44) 0.7331DL -3.EQ (SOA-R) N B R P 45) 1.3669DL +1.3669COLL +3.EQ (SOA-L) N B R P 46) 1.3669DL +1.3669COLL +3.EQ (SOA-R) N B R P 47) 1.3669DL +1.3669COLL -3.EQ (SOA-L) N B R P 48) 1.3669DL +1.3669COLL -3.EQ (SOA-R) N B R P 49) 0.7331DL +3.5EQ (SOA-L) N K R P 50) 0.7331DL +3.5EQ (SOA-R) N K R P 89 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F8- 7 R-Frame Design Program - Version V8.20 Job : 57322A Continue Load Comb Report File: frame_l.fra Date: 02/01/24 ssm4 113.25/20./21. 20./100./25. Start Time: 13:46:47 -------------------------------------------------------------------------------- Load Combination : ------------------ 51) 0.7331DL -3.5EQ (SOA-L) N K R P 52) 0.7331DL -3.5EQ (SOA-R) N K R P 53) 1.3669DL +1.3669COLL +3.5EQ (SOA-L) N K R P 54) 1.3669DL +1.3669COLL +3.5EQ (SOA-R) N K R P 55) 1.3669DL +1.3669COLL -3.5EQ (SOA-L) N K R P 56) 1.3669DL +1.3669COLL -3.5EQ (SOA-R) N K R P 57) DL +0.6WL1 (SOA-L) N A P 58) DL +0.6WL1 (SOA-R) N A P 59) DL +0.6WL2 (SOA-L) N A P 60) DL +0.6WL2 (SOA-R) N A P 61) DL +0.6LWL1 (SOA-L) N A P 62) DL +0.6LWL1 (SOA-R) N A P 63) DL +0.6LWL2 (SOA-L) N A P 64) DL +0.6LWL2 (SOA-R) N A P 65) DL +0.6LWL3 (SOA-L) N A P 66) DL +0.6LWL3 (SOA-R) N A P 67) DL +0.6LWL4 (SOA-L) N A P 68) DL +0.6LWL4 (SOA-R) N A P 69) DL +0.6WL3 (SOA-L) N A P 70) DL +0.6WL3 (SOA-R) N A P 71) DL +0.6WL4 (SOA-L) N A P 72) DL +0.6WL4 (SOA-R) N A P 73) 0.6DL +0.6WL1 (SOA-L) N A P 74) 0.6DL +0.6WL1 (SOA-R) N A P 75) 0.6DL +0.6WL2 (SOA-L) N A P 76) 0.6DL +0.6WL2 (SOA-R) N A P 77) 0.6DL +0.6LWL1 (SOA-L) N A P 78) 0.6DL +0.6LWL1 (SOA-R) N A P 79) 0.6DL +0.6LWL2 (SOA-L) N A P 80) 0.6DL +0.6LWL2 (SOA-R) N A P 81) 0.6DL +0.6LWL3 (SOA-L) N A P 82) 0.6DL +0.6LWL3 (SOA-R) N A P 83) 0.6DL +0.6LWL4 (SOA-L) N A P 84) 0.6DL +0.6LWL4 (SOA-R) N A P 85) 0.6DL +0.6WL3 (SOA-L) N A P 86) 0.6DL +0.6WL3 (SOA-R) N A P 87) 0.6DL +0.6WL4 (SOA-L) N A P 88) 0.6DL +0.6WL4 (SOA-R) N A P 89) 0.6MWL1 N M 90) 0.6MWL2 N M 91) DL +COLL +0.6WL1 (SOA-L) N A P 92) DL +COLL +0.6WL1 (SOA-R) N A P 93) DL +COLL +0.6WL2 (SOA-L) N A P 94) DL +COLL +0.6WL2 (SOA-R) N A P 95) DL +COLL +0.6LWL1 (SOA-L) N A P 96) DL +COLL +0.6LWL1 (SOA-R) N A P 97) DL +COLL +0.6LWL2 (SOA-L) N A P 98) DL +COLL +0.6LWL2 (SOA-R) N A P 99) DL +COLL +0.6LWL3 (SOA-L) N A P 100) DL +COLL +0.6LWL3 (SOA-R) N A P 90 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F8- 8 R-Frame Design Program - Version V8.20 Job : 57322A Continue Load Comb Report File: frame_l.fra Date: 02/01/24 ssm4 113.25/20./21. 20./100./25. Start Time: 13:46:47 -------------------------------------------------------------------------------- Load Combination : ------------------ 101) DL +COLL +0.6LWL4 (SOA-L) N A P 102) DL +COLL +0.6LWL4 (SOA-R) N A P 103) DL +COLL +0.6WL3 (SOA-L) N A P 104) DL +COLL +0.6WL3 (SOA-R) N A P 105) DL +COLL +0.6WL4 (SOA-L) N A P 106) DL +COLL +0.6WL4 (SOA-R) N A P 107) DL +COLL +0.75SBAL +0.45WL1 (SOA-L) N A P 108) DL +COLL +0.75SBAL +0.45WL1 (SOA-R) N A P 109) DL +COLL +0.75SBAL +0.45WL2 (SOA-L) N A P 110) DL +COLL +0.75SBAL +0.45WL2 (SOA-R) N A P 111) DL +COLL +0.75SBAL +0.45LWL1 (SOA-L) N A P 112) DL +COLL +0.75SBAL +0.45LWL1 (SOA-R) N A P 113) DL +COLL +0.75SBAL +0.45LWL2 (SOA-L) N A P 114) DL +COLL +0.75SBAL +0.45LWL2 (SOA-R) N A P 115) DL +COLL +0.75SBAL +0.45LWL3 (SOA-L) N A P 116) DL +COLL +0.75SBAL +0.45LWL3 (SOA-R) N A P 117) DL +COLL +0.75SBAL +0.45LWL4 (SOA-L) N A P 118) DL +COLL +0.75SBAL +0.45LWL4 (SOA-R) N A P 119) DL +COLL +0.75SBAL +0.45WL3 (SOA-L) N A P 120) DL +COLL +0.75SBAL +0.45WL3 (SOA-R) N A P 121) DL +COLL +0.75SBAL +0.45WL4 (SOA-L) N A P 122) DL +COLL +0.75SBAL +0.45WL4 (SOA-R) N A P 123) DL +0.75LL +COLL +0.45WL1 (SOA-L) N A P 124) DL +0.75LL +COLL +0.45WL1 (SOA-R) N A P 125) DL +0.75LL +COLL +0.45WL2 (SOA-L) N A P 126) DL +0.75LL +COLL +0.45WL2 (SOA-R) N A P 127) DL +0.75LL +COLL +0.45LWL1 (SOA-L) N A P 128) DL +0.75LL +COLL +0.45LWL1 (SOA-R) N A P 129) DL +0.75LL +COLL +0.45LWL2 (SOA-L) N A P 130) DL +0.75LL +COLL +0.45LWL2 (SOA-R) N A P 131) DL +0.75LL +COLL +0.45LWL3 (SOA-L) N A P 132) DL +0.75LL +COLL +0.45LWL3 (SOA-R) N A P 133) DL +0.75LL +COLL +0.45LWL4 (SOA-L) N A P 134) DL +0.75LL +COLL +0.45LWL4 (SOA-R) N A P 135) DL +0.75LL +COLL +0.45WL3 (SOA-L) N A P 136) DL +0.75LL +COLL +0.45WL3 (SOA-R) N A P 137) DL +0.75LL +COLL +0.45WL4 (SOA-L) N A P 138) DL +0.75LL +COLL +0.45WL4 (SOA-R) N A P 139) LL D 14 0) SNOW D 141) WL1D D 142) WL2D D 143) LWL1D D 144) LWL2D D 145) LWL3D D 146) LWL4D D 147) WL3D D 148) WL4D D 149) 1.3669DL +EQ D E 150) 1.3669DL -EQ D E 91 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F8- 9 R-Frame Design Program - Version V8.20 Job : 57322A Continue Load Comb Report File: frame_l.fra Date: 02/01/24 ssm4 113.25/20./21. 20./100./25. Start Time: 13:46:47 -------------------------------------------------------------------------------- Load Combination : ------------------ 151) 0.7331DL +EQ D E 152) 0.7331DL -EQ D E 153) 1.3669DL +1.3669COLL +EQ D E 154) 1.3669DL +1.3669COLL -EQ D E Where DL = Roof Dead Load COLL = Roof Collateral Load PSL1 = Pattern Snow Load [PSLxx] PSL2 = Pattern Snow Load [PSLxx] PSL3 = Pattern Snow Load [PSLxx] PSL4 = Pattern Snow Load [PSLxx] PSL5 = Pattern Snow Load [PSLxx] SNOW = Uniform snow = Larger of: Balanced snow (SBAL) Minimum roof snow (Pm) Input minimum roof snow (MRSL) LL = Roof Live Load EQ = Lateral Seismic Load [parallel to plane of frame] WL1 = Wind from Left to Right with +GCpi WL2 = Wind from Left to Right with -GCpi LWL1 = Windward Corner Left with +GCpi LWL2 = Windward Corner Right with +GCpi LWL3 = Windward Corner Left with -GCpi LWL4 = Windward Corner Right with -GCpi WL3 = Wind from Right to Left with +GCpi WL4 = Wind from Right to Left with -GCpi MWL1 = Minimum Wind Load MWL2 = Minimum Wind Load SBAL = Code Calculated Balanced Roof Snow Load WL1D = Wind from Left to Right with +GCpi at Service Level WL2D = Wind from Left to Right with -GCpi at Service Level LWL1D = Windward Corner Left with +GCpi at Service Level LWL2D = Windward Corner Right with +GCpi at Service Level LWL3D = Windward Corner Left with -GCpi at Service Level LWL4D = Windward Corner Right with -GCpi at Service Level WL3D = Wind from Right to Left with +GCpi at Service Level WL4D = Wind from Right to Left with -GCpi at Service Level Combination Descriptions : -------------------------- N= No 1/3 Increase in Allowable for Combination B= Base Only Combination K= Knee Connection Only Combination A= Allowable Strength Design Combination - ASD16 C= Column Only Combination for Seismic D= Deflection Only Combination P= Second Order Analysis Combination - SOA R= Load and Resistance Factor Design Combination - LRFD E= Cd is applied and Ie is omitted from frame drift calculations M= Minimum Wind Load Combination. Checked for Allowable Strength not for Deflection 92 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F8- 10 R-Frame Design Program - Version V8.20 Job : 57322A User Load Report File: frame_l.fra Date: 02/01/24 ssm4 113.25/20./21. 20./100./25. Start Time: 13:46:47 -------------------------------------------------------------------------------- * User Input Loads ------------------ Load Mem Name Sys Dir Typ Distance Intensity Length No. Start End 1 RC EQDW GLOB M C 29.583 0.8800 0.0000 0.000 2 LC EQDW GLOB M C 3.000 1.6400 0.0000 0.000 3 LC EQDW GLOB M C 3.000 0.5100 0.0000 0.000 4 LC EQDW GLOB M C 20.000 0.5100 0.0000 0.000 5 ICO1 LWL1 GLOB x U 0.000 0.4780 0.0000 0.000 6 ICO1 LWL2 GLOB x U 0.000 0.4780 0.0000 0.000 7 ICO1 LWL3 GLOB x U 0.000 -0.4780 0.0000 0.000 8 ICO1 LWL4 GLOB x U 0.000 -0.4780 0.0000 0.000 9 ICO1 LWL1 GLOB x C 20.420 -4.8804 0.0000 0.000 10 ICO1 LWL2 GLOB x C 20.420 -4.8804 0.0000 0.000 11 ICO1 LWL3 GLOB x C 20.420 4.8804 0.0000 0.000 12 ICO1 LWL4 GLOB x C 20.420 4.8804 0.0000 0.000 13 ICO1 LWL1 GLOB x C 0.010 -4.8804 0.0000 0.000 14 ICO1 LWL1 GLOB L C 0.010 4.8804 0.0000 0.000 15 ICO1 LWL2 GLOB x C 0.010 -4.8804 0.0000 0.000 16 ICO1 LWL2 GLOB L C 0.010 4.8804 0.0000 0.000 17 ICO1 LWL3 GLOB x C 0.010 4.8804 0.0000 0.000 18 ICO1 LWL3 GLOB L C 0.010 -4.8804 0.0000 0.000 19 ICO1 LWL4 GLOB x C 0.010 4.8804 0.0000 0.000 20 ICO1 LWL4 GLOB L C 0.010 -4.8804 0.0000 0.000 21 IC2 LWL1 GLOB x U 0.000 0.4350 0.0000 0.000 22 IC2 LWL2 GLOB x U 0.000 0.4350 0.0000 0.000 23 IC2 LWL3 GLOB x U 0.000 -0.4350 0.0000 0.000 24 IC2 LWL4 GLOB x U 0.000 -0.4350 0.0000 0.000 25 IC2 LWL1 GLOB x C 22.500 -4.8938 0.0000 0.000 26 IC2 LWL2 GLOB x C 22.500 -4.8938 0.0000 0.000 27 IC2 LWL3 GLOB x C 22.500 4.8938 0.0000 0.000 28 IC2 LWL4 GLOB x C 22.500 4.8938 0.0000 0.000 29 IC2 LWL1 GLOB x C 0.010 -4.8938 0.0000 0.000 30 IC2 LWL1 GLOB L C 0.010 4.8938 0.0000 0.000 31 IC2 LWL2 GLOB x C 0.010 -4.8938 0.0000 0.000 32 IC2 LWL2 GLOB L C 0.010 4.8938 0.0000 0.000 33 IC2 LWL3 GLOB x C 0.010 4.8938 0.0000 0.000 34 IC2 LWL3 GLOB L C 0.010 -4.8938 0.0000 0.000 35 IC2 LWL4 GLOB x C 0.010 4.8938 0.0000 0.000 36 IC2 LWL4 GLOB L C 0.010 -4.8938 0.0000 0.000 37 IC3 LWL1 GLOB x U 0.000 0.4740 0.0000 0.000 38 IC3 LWL2 GLOB x U 0.000 0.4740 0.0000 0.000 39 IC3 LWL3 GLOB x U 0.000 -0.4740 0.0000 0.000 40 IC3 LWL4 GLOB x U 0.000 -0.4740 0.0000 0.000 41 IC3 LWL1 GLOB x C 24.030 -5.6951 0.0000 0.000 42 IC3 LWL2 GLOB x C 24.030 -5.6951 0.0000 0.000 43 IC3 LWL3 GLOB x C 24.030 5.6951 0.0000 0.000 44 IC3 LWL4 GLOB x C 24.030 5.6951 0.0000 0.000 45 IC3 LWL1 GLOB x C 0.010 -5.6951 0.0000 0.000 46 IC3 LWL1 GLOB L C 0.010 5.6951 0.0000 0.000 47 IC3 LWL2 GLOB x C 0.010 -5.6951 0.0000 0.000 48 IC3 LWL2 GLOB L C 0.010 5.6951 0.0000 0.000 49 IC3 LWL3 GLOB x C 0.010 5.6951 0.0000 0.000 50 IC3 LWL3 GLOB L C 0.010 -5.6951 0.0000 0.000 51 IC3 LWL4 GLOB x C 0.010 5.6951 0.0000 0.000 52 IC3 LWL4 GLOB L C 0.010 -5.6951 0.0000 0.000 93 3/7/2024 53 IC4 LWL1 GLOB X U 0.000 0.4190 0.0000 0.000 54 IC4 LWL2 GLOB X U 0.000 0.4190 0.0000 0.000 55 IC4 LWL3 GLOB X U 0.000 -0.4190 0.0000 0.000 56 IC4 LWL4 GLOB X U 0.000 -0.4190 0.0000 0.000 57 IC4 LWL1 GLOB X C 25.860 -5.4177 0.0000 0.000 58 IC4 LWL2 GLOB X C 25.860 -5.4177 0.0000 0.000 59 IC4 LWL3 GLOB X C 25.860 5.4177 0.0000 0.000 60 IC4 LWL4 GLOB X C 25.860 5.4177 0.0000 0.000 61 IC4 LWL1 GLOB X C 0.010 -5.4177 0.0000 0.000 62 IC4 LWL1 GLOB L C 0.010 5.4177 0.0000 0.000 63 IC4 LWL2 GLOB X C 0.010 -5.4177 0.0000 0.000 64 IC4 LWL2 GLOB L C 0.010 5.4177 0.0000 0.000 65 IC4 LWL3 GLOB X C 0.010 5.4177 0.0000 0.000 66 IC4 LWL3 GLOB L C 0.010 -5.4177 0.0000 0.000 67 IC4 LWL4 GLOB X C 0.010 5.4177 0.0000 0.000 68 IC4 LWL4 GLOB L C 0.010 -5.4177 0.0000 0.000 94 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F8- 11 R-Frame Design Program - Version V8.20 Job : 57322A Load Report File: frame_l.fra Date: 02/01/24 ssm4 113.25/20./21. 20./100./25. Start Time: 13:46:47 -------------------------------------------------------------------------------- * General Loads Generated - ------------------------- Load Mem Name Sys Dir Typ Distance Intensity Length No. Start End 1 RC EQDW GLOB M C 29.583 0.8800 N/A 0.000 2 LC EQDW GLOB M C 3.000 1.6400 N/A 0.000 3 LC EQDW GLOB M C 3.000 0.5100 N/A 0.000 4 LC EQDW GLOB M C 20.000 0.5100 N/A 0.000 5 ICO1 LWL1 GLOB x U 0.000 0.4780 N/A 0.000 6 ICO1 LWL2 GLOB x U 0.000 0.4780 N/A 0.000 7 ICO1 LWL3 GLOB x U 0.000 -0.4780 N/A 0.000 8 ICO1 LWL4 GLOB x U 0.000 -0.4780 N/A 0.000 9 ICO1 LWL1 GLOB x C 20.420 -4.8804 N/A 0.000 10 ICO1 LWL2 GLOB x C 20.420 -4.8804 N/A 0.000 11 ICO1 LWL3 GLOB x C 20.420 4.8804 N/A 0.000 12 ICO1 LWL4 GLOB x C 20.420 4.8804 N/A 0.000 13 ICO1 LWL1 GLOB x C 0.010 -4.8804 N/A 0.000 14 ICO1 LWL1 GLOB L C 0.010 4.8804 N/A 0.000 15 ICO1 LWL2 GLOB x C 0.010 -4.8804 N/A 0.000 16 ICO1 LWL2 GLOB L C 0.010 4.8804 N/A 0.000 17 ICO1 LWL3 GLOB x C 0.010 4.8804 N/A 0.000 18 ICO1 LWL3 GLOB L C 0.010 -4.8804 N/A 0.000 19 ICO1 LWL4 GLOB x C 0.010 4.8804 N/A 0.000 20 ICO1 LWL4 GLOB L C 0.010 -4.8804 N/A 0.000 21 IC2 LWL1 GLOB x U 0.000 0.4350 N/A 0.000 22 IC2 LWL2 GLOB x U 0.000 0.4350 N/A 0.000 23 IC2 LWL3 GLOB x U 0.000 -0.4350 N/A 0.000 24 IC2 LWL4 GLOB x U 0.000 -0.4350 N/A 0.000 25 IC2 LWL1 GLOB x C 22.500 -4.8938 N/A 0.000 26 IC2 LWL2 GLOB x C 22.500 -4.8938 N/A 0.000 27 IC2 LWL3 GLOB x C 22.500 4.8938 N/A 0.000 28 IC2 LWL4 GLOB x C 22.500 4.8938 N/A 0.000 29 IC2 LWL1 GLOB x C 0.010 -4.8938 N/A 0.000 30 IC2 LWL1 GLOB L C 0.010 4.8938 N/A 0.000 31 IC2 LWL2 GLOB x C 0.010 -4.8938 N/A 0.000 32 IC2 LWL2 GLOB L C 0.010 4.8938 N/A 0.000 33 IC2 LWL3 GLOB x C 0.010 4.8938 N/A 0.000 34 IC2 LWL3 GLOB L C 0.010 -4.8938 N/A 0.000 35 IC2 LWL4 GLOB x C 0.010 4.8938 N/A 0.000 36 IC2 LWL4 GLOB L C 0.010 -4.8938 N/A 0.000 37 IC3 LWL1 GLOB x U 0.000 0.4740 N/A 0.000 38 IC3 LWL2 GLOB x U 0.000 0.4740 N/A 0.000 39 IC3 LWL3 GLOB x U 0.000 -0.4740 N/A 0.000 40 IC3 LWL4 GLOB x U 0.000 -0.4740 N/A 0.000 41 IC3 LWL1 GLOB x C 24.030 -5.6951 N/A 0.000 42 IC3 LWL2 GLOB x C 24.030 -5.6951 N/A 0.000 43 IC3 LWL3 GLOB x C 24.030 5.6951 N/A 0.000 44 IC3 LWL4 GLOB x C 24.030 5.6951 N/A 0.000 45 IC3 LWL1 GLOB x C 0.010 -5.6951 N/A 0.000 46 IC3 LWL1 GLOB L C 0.010 5.6951 N/A 0.000 47 IC3 LWL2 GLOB x C 0.010 -5.6951 N/A 0.000 48 IC3 LWL2 GLOB L C 0.010 5.6951 N/A 0.000 49 IC3 LWL3 GLOB x C 0.010 5.6951 N/A 0.000 50 IC3 LWL3 GLOB L C 0.010 -5.6951 N/A 0.000 95 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F8- 12 R-Frame Design Program - Version V8.20 Job : 57322A Load Report File: frame_l.fra Date: 02/01/24 ssm4 113.25/20./21. 20./100./25. Start Time: 13:46:47 -------------------------------------------------------------------------------- 51 IC3 LWL4 GLOB X C 0.010 5.6951 N/A 0.000 52 IC3 LWL4 GLOB L C 0.010 -5.6951 N/A 0.000 53 IC4 LWL1 GLOB X U 0.000 0.4190 N/A 0.000 54 IC4 LWL2 GLOB X U 0.000 0.4190 N/A 0.000 55 IC4 LWL3 GLOB X U 0.000 -0.4190 N/A 0.000 56 IC4 LWL4 GLOB X U 0.000 -0.4190 N/A 0.000 57 IC4 LWL1 GLOB X C 25.860 -5.4177 N/A 0.000 58 IC4 LWL2 GLOB X C 25.860 -5.4177 N/A 0.000 59 IC4 LWL3 GLOB X C 25.860 5.4177 N/A 0.000 60 IC4 LWL4 GLOB X C 25.860 5.4177 N/A 0.000 61 IC4 LWL1 GLOB X C 0.010 -5.4177 N/A 0.000 62 IC4 LWL1 GLOB L C 0.010 5.4177 N/A 0.000 63 IC4 LWL2 GLOB X C 0.010 -5.4177 N/A 0.000 64 IC4 LWL2 GLOB L C 0.010 5.4177 N/A 0.000 65 IC4 LWL3 GLOB X C 0.010 5.4177 N/A 0.000 66 IC4 LWL3 GLOB L C 0.010 -5.4177 N/A 0.000 67 IC4 LWL4 GLOB X C 0.010 5.4177 N/A 0.000 68 IC4 LWL4 GLOB L C 0.010 -5.4177 N/A 0.000 69 LR DL XREF Y U 0.000 -0.0538 N/A 0.000 70 LC SW GLOB Y U 0.000 -0.0293 N/A 0.000 71 LR SW GLOB Y U 0.000 -0.0258 N/A 0.000 72 RC SW GLOB Y U 0.000 -0.0216 N/A 0.000 73 ICO1 SW YREF Y U 0.000 -0.0170 N/A 18.857 74 IC2 SW YREF Y U 0.000 -0.0196 N/A 20.916 75 IC3 SW YREF Y U 0.000 -0.0179 N/A 22.658 76 IC4 SW YREF Y U 0.000 -0.0220 N/A 24.484 77 LR LL XREF Y U 0.000 -0.4200 N/A 0.000 78 LR PSL1 XREF Y U 0.000 -0.3675 N/A 25.000 79 LR PSL2 XREF Y U 25.000 -0.3675 N/A 24.333 80 LR PSL3 XREF Y U 49.333 -0.3675 N/A 20.583 81 LR PSL4 XREF Y U 69.917 -0.3675 N/A 21.583 82 LR PSL5 XREF Y U 91.500 -0.3675 N/A 21.750 83 LR COLL XREF Y U 0.000 -0.1680 N/A 0.000 84 LR SNOW XREF Y U 0.000 -0.5250 N/A 0.000 85 LR SBAL XREF Y U 0.000 -0.3675 N/A 0.000 86 LC WL1 MEMB Y U 0.000 -0.0902 N/A 0.000 87 RC WL1 MEMB Y U 0.000 0.1927 N/A 0.000 88 LR WL1 MEMB Y U 0.000 0.3567 N/A 0.000 89 LR WL1 MEMB Y U 50.179 -0.1312 N/A 63.476 90 LC WL2 MEMB Y U 0.000 -0.2378 N/A 0.000 91 RC WL2 MEMB Y U 0.000 0.0451 N/A 0.000 92 LR WL2 MEMB Y U 0.000 0.2091 N/A 0.000 93 LR WL2 MEMB Y U 50.179 -0.1312 N/A 63.476 94 LC LWL1 MEMB Y U 0.000 0.2583 N/A 0.000 95 RC LWL1 MEMB Y U 0.000 0.2583 N/A 0.000 96 LR LWL1 MEMB Y U 0.000 0.3567 N/A 0.000 97 LR LWL1 MEMB Y U 50.179 -0.1312 N/A 63.476 98 LC LWL2 MEMB Y U 0.000 0.2583 N/A 0.000 99 RC LWL2 MEMB Y U 0.000 0.2583 N/A 0.000 100 LR LWL2 MEMB Y U 0.000 0.2255 N/A 0.000 96 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F8- 13 R-Frame Design Program - Version V8.20 Job : 57322A Load Report File: frame_l.fra Date: 02/01/24 ssm4 113.25/20./21. 20./100./25. Start Time: 13:46:47 -------------------------------------------------------------------------------- 101 LR LWL2 MEMB Y U 63.476 0.1312 N/A 50.179 102 LC LWL3 MEMB Y U 0.000 0.1107 N/A 0.000 103 RC LWL3 MEMB Y U 0.000 0.1107 N/A 0.000 104 LR LWL3 MEMB Y U 0.000 0.2091 N/A 0.000 105 LR LWL3 MEMB Y U 50.179 -0.1312 N/A 63.476 106 LC LWL4 MEMB Y U 0.000 0.1107 N/A 0.000 107 RC LWL4 MEMB Y U 0.000 0.1107 N/A 0.000 108 LR LWL4 MEMB Y U 0.000 0.0779 N/A 0.000 109 LR LWL4 MEMB Y U 63.476 0.1312 N/A 50.179 110 LC MWL1 MEMB Y U 0.000 -0.1680 N/A 0.000 111 RC MWL1 MEMB Y U 0.000 0.1680 N/A 0.000 112 LR MWL1 GLOB X U 0.000 0.0142 N/A 113.655 113 LC MWL2 MEMB Y U 0.000 0.1680 N/A 0.000 114 RC MWL2 MEMB Y U 0.000 -0.1680 N/A 0.000 115 LR MWL2 GLOB X U 0.000 -0.0142 N/A 113.655 116 LC WL3 MEMB Y U 0.000 0.1927 N/A 0.000 117 RC WL3 MEMB Y U 0.000 -0.0902 N/A 0.000 118 LR WL3 MEMB Y U 0.000 0.2255 N/A 0.000 119 LR WL3 MEMB Y U 63.476 0.1312 N/A 50.179 120 LC WL4 MEMB Y U 0.000 0.0451 N/A 0.000 121 RC WL4 MEMB Y U 0.000 -0.2378 N/A 0.000 122 LR WL4 MEMB Y U 0.000 0.0779 N/A 0.000 123 LR WL4 MEMB Y U 63.476 0.1312 N/A 50.179 124 LC WL1D MEMB Y U 0.000 -0.0419 N/A 0.000 125 RC WL1D MEMB Y U 0.000 0.0896 N/A 0.000 126 LR WL1D MEMB Y U 0.000 0.1658 N/A 0.000 127 LR WL1D MEMB Y U 50.179 -0.0610 N/A 63.476 128 LC WL2D MEMB Y U 0.000 -0.1105 N/A 0.000 129 RC WL2D MEMB Y U 0.000 0.0210 N/A 0.000 130 LR WL2D MEMB Y U 0.000 0.0972 N/A 0.000 131 LR WL2D MEMB Y U 50.179 -0.0610 N/A 63.476 132 LC LWL1D MEMB Y U 0.000 0.1201 N/A 0.000 133 RC LWL1D MEMB Y U 0.000 0.1201 N/A 0.000 134 LR LWL1D MEMB Y U 0.000 0.1658 N/A 0.000 135 LR LWL1D MEMB Y U 50.179 -0.0610 N/A 63.476 136 LC LWL2D MEMB Y U 0.000 0.1201 N/A 0.000 137 RC LWL2D MEMB Y U 0.000 0.1201 N/A 0.000 138 LR LWL2D MEMB Y U 0.000 0.1048 N/A 0.000 139 LR LWL2D MEMB Y U 63.476 0.0610 N/A 50.179 140 LC LWL3D MEMB Y U 0.000 0.0515 N/A 0.000 141 RC LWL3D MEMB Y U 0.000 0.0515 N/A 0.000 142 LR LWL3D MEMB Y U 0.000 0.0972 N/A 0.000 143 LR LWL3D MEMB Y U 50.179 -0.0610 N/A 63.476 144 LC LWL4D MEMB Y U 0.000 0.0515 N/A 0.000 145 RC LWL4D MEMB Y U 0.000 0.0515 N/A 0.000 146 LR LWL4D MEMB Y U 0.000 0.0362 N/A 0.000 147 LR LWL4D MEMB Y U 63.476 0.0610 N/A 50.179 148 LC WL3D MEMB Y U 0.000 0.0896 N/A 0.000 149 RC WL3D MEMB Y U 0.000 -0.0419 N/A 0.000 150 LR WL3D MEMB Y U 0.000 0.1048 N/A 0.000 97 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F8- 14 R-Frame Design Program - Version V8.20 Job : 57322A Load Report File: frame_l.fra Date: 02/01/24 ssm4 113.25/20./21. 20./100./25. Start Time: 13:46:47 -------------------------------------------------------------------------------- 151 LR WL3D MEMB Y U 63.476 0.0610 N/A 50.179 152 LC WL4D MEMB Y U 0.000 0.0210 N/A 0.000 153 RC WL4D MEMB Y U 0.000 -0.1105 N/A 0.000 154 LR WL4D MEMB Y U 0.000 0.0362 N/A 0.000 155 LR WL4D MEMB Y U 63.476 0.0610 N/A 50.179 98 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F8- 15 R-Frame Design Program - Version V8.20 Job : 57322A Seismic Summary Report File: frame_l.fra Date: 02/01/24 ssm4 113.25/20./21. 20./100./25. Start Time: 13:46:47 -------------------------------------------------------------------------------- Seismic Design Criteria Standard Risk Category Building for Seismic Loadings Seismic loads required for building . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Yes Response Acceleration Coeff. , for Short Periods [Ss] (%g) . . . . . . . . . . 104.300 Response Acceleration Coeff. , for 1 sec. Periods [S1] (%g) . . . . . . . . . 37.175 Long-period Transition Period Time [TL] (seconds) . . . . . . . . . . . . . . . . . . 16.000 Seismic Design Category . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . D Soil Profile Type . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . D Seismic Site Coefficient [Fa] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.2000 Seismic Site Coefficient [Fv] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.9282 Maximum Spectral Response Accel., for Short Periods [Sms] (g) . . . . . . 1.2516 Maximum Spectral Response Accel., for 1 sec. Periods [Sml] (g) 0.7168 Design Spectral Response Accel., for Short Periods [Sds] (g) . . . . . . . 0.8344 Design Spectral Response Accel., for 1 sec. Periods [Shc] (g) . . . . . . 0.4779 Sds and Shc values . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Code-calculated Seismic Response Modification Factor [R] . . . . . . . . . . . . . . . . . . . . . . . . . . . 3.5000 Seismic Importance Factor [I] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.0000 Storage/Equipment Areas and/or Service Rooms Exist . . . . . . . . . . . . . . . . . No Seismic Story Height [hn] (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 24.7919 Seismic Fundamental Period [T] Used (seconds) . . . . . . . . . . . . . . . . . . . . . . 0.3653 Seismic Overstrength Factor [OMEGAo] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3.0000 Longitudinal Seismic Redundancy/Reliability Factor [L-rho] . . . . . . . . . 1.3000 Seismic Redundancy/Reliability Factor [rho] . . . . . . . . . . . . . . . . . . . . . . . . 1.3000 Snow in Seismic Force Calculations [Used] (%) . . . . . . . . . . . . . . . . . . . . . . 0.00 Snow in Seismic Force Calculations [Min. Required] (%) . . . . . . . . . . . . . 0.00 Snow in Seismic Load Combinations [Used] (%) . . . . . . . . . . . . . . . . . . . . . . . 0.00 Snow in Seismic Load Combinations [Min. Required] (%) . . . . . . . . . . . . . . 0.00 Mezz. Live load in Seismic Force Calculations [Used] (%) . . . . . . . . . . . 0.00 Mezz. Live load in Seismic Force Calculations [Min. Required] (%) . . 0.00 Mezz. Live load in Seismic Load Combinations [Used] (%) . . . . . . . . . . . . 100.00 Mezz. Live load in Seismic Load Combinations [Min. Required] (%) . . . 100.00 Building Height Limit (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 65.0000 Seismic Story Drift Limit Factor . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.0250 Seismic Story Drift Limit (in) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8.8750 Seismic Deflection Amplification Factor [Cd] . . . . . . . . . . . . . . . . . . . . . . . 3.0000 Seismic Response Coefficient [Cs] Used . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.2384 Right Column RBEQ Amplification Factor . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.5000 Seismic Story Drift [Cd*Drift/Importance Factor] (in) . . . . . . . . . . . . . . 4.687 Theta [Px*Ie*Delta/Vx/hx/Cd] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.013 Theta Max [0.5/Beta/Cd] where Beta = 1.0 . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.167 Roof Dead Load = 12.894 Wall Weight = 0.000 Collateral Load = 19.026 Snow Load = 0.000 Rafter Crane Weight = 0.000 ------------------------------------- Total Roof Weight = 31.920 kips User Mass Load (1) = 0.880 User Mass Load (2) = 2.150 User Mass Load (3) = 0.510 ------------------------------------- Total User Mass = 3.540 kips 99 3/7/2024 Total Roof Weight = 31.920 Total User Mass = 3.540 Mezzanine Weight = 0.000 Col. Crane Weight = 0.000 ------------------------------------- Total Bldg Weight = 35.460 kips X X Seismic Coeff. = 0.2384 ------------------------------------- Base Shear = 8.4538 kips Seismic Load for roof at col # 1 = 0.8683 kips Seismic Load for roof at col # 2 = 1.7729 kips Seismic Load for roof at col # 3 = 1.5314 kips Seismic Load for roof at col # 4 = 1.4309 kips Seismic Load for roof at col # 5 = 1.5429 kips Seismic Load for roof at col # 6 = 0.8395 kips --------------------------------------------------- Seismic Load for roof in total = 7.9860 kips 100 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F8- 16 R-Frame Design Program - Version V8.20 Job : 57322A Continued Seismic Load Report File: frame_l.fra Date: 02/01/24 ssm4 113.25/20./21. 20./100./25. Start Time: 13:46:47 -------------------------------------------------------------------------------- Seismic Ld for mass # 1 @ col # 1 = 0.0000 kips Seismic Ld for mass # 1 @ col # 2 = 0.0000 kips Seismic Ld for mass # 1 @ col # 3 = 0.0000 kips Seismic Ld for mass # 1 @ col # 4 = 0.0000 kips Seismic Ld for mass # 1 @ col # 5 = 0.0000 kips Seismic Ld for mass # 1 @ col # 6 = 0.2853 kips --------------------------------------------------- Seismic Load for mass in total = 0.2853 kips Seismic Ld for mass # 2 @ col # 1 = 0.0707 kips Seismic Ld for mass # 2 @ col # 2 = 0.0000 kips Seismic Ld for mass # 2 @ col # 3 = 0.0000 kips Seismic Ld for mass # 2 @ col # 4 = 0.0000 kips Seismic Ld for mass # 2 @ col # 5 = 0.0000 kips Seismic Ld for mass # 2 @ col # 6 = 0.0000 kips --------------------------------------------------- Seismic Load for mass in total = 0.0707 kips Seismic Ld for mass # 3 @ col # 1 = 0.1118 kips Seismic Ld for mass # 3 @ col # 2 = 0.0000 kips Seismic Ld for mass # 3 @ col # 3 = 0.0000 kips Seismic Ld for mass # 3 @ col # 4 = 0.0000 kips Seismic Ld for mass # 3 @ col # 5 = 0.0000 kips Seismic Ld for mass # 3 @ col # 6 = 0.0000 kips --------------------------------------------------- Seismic Load for mass in total = 0.1118 kips * Seismic General Loads Generated --------------------------------- Load Mem Name Sys Dir Typ Distance Intensity Length No. Start End 156 LC EQ YREF X C 18.210 0.8683 N/A 0.000 157 LC EQ YREF X C 3.000 0.0707 N/A 0.000 158 LC EQ YREF X C 20.000 0.1118 N/A 0.000 159 IC1 EQ YREF X C 20.150 1.7729 N/A 0.000 160 IC2 EQ YREF X C 22.209 1.5314 N/A 0.000 161 IC3 EQ YREF X C 23.951 1.4309 N/A 0.000 162 IC4 EQ YREF X C 25.778 1.5429 N/A 0.000 163 RC EQ YREF X C 27.445 0.8395 N/A 0.000 164 RC EQ YREF X C 29.583 0.2853 N/A 0.000 101 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F8- 17 R-Frame Design Program - Version V8.20 Job : 57322A Forces and Allowable Stresses Summary File: frame_l.fra Date: 02/01/24 ssm4 113.25/20./21. 20./100./25. Start Time: 13:46:47 -------------------------------------------------------------------------------- Left Column Analysis Length = 18.24 ft Kx = 1.00 Weight = 533. lbs Effective Ix = 858.1 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start (in) End(in) (in) Thick (in) Angle (ksi) 1 10.00 8.000 21.497 6.00x 0.3125 0.1560 6.00x 0.2500 6.42 55.0 2 7.04 21.497 31.000 6.00x 0.3125 0.3125 6.00x 0.3125 6.42 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- ill -9.9 -57.8 -6. 6 11.3 35.5 27.7 8. 6 0.14 0.47 0.64 0.64 27 208 -9.7 -102.5 -6. 6 15.7 41.1 37.0 11. 6 0.04 0.30 0.33 0.33 27 -------------------------------------------------------------------------------- Left Rafter # 1 Analysis Length = 23.01 ft Kx = 1.00 Weight = 601. lbs Effective Ix = 1037.4 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start (in) End(in) (in) Thick (in) Angle (ksi) 3 6.97 30.000 30.000 6.00x 0.2500 0.1560 6.00x 0.2500 0.00 55.0 4 10.00 30.000 30.000 6.00x 0.2500 0.1560 6.00x 0.2500 0.00 55.0 5 4.79 30.000 30.000 6.00x 0.2500 0.1560 6.00x 0.2500 0.00 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 301 -6.2 -99.5 8.3 14.0 39.0 25. 6 6.0 0.29 0.48 0.72 0.72 27 401 5.7 69.4 -5.7 32.9 25.6 39.0 6.0 0.20 0.49 0.33 0.49 26 507 0.5 -45.6 -10.9 32.9 39.0 25. 6 6.0 0.38 0.21 0.32 0.38 18 -------------------------------------------------------------------------------- Interior Column # 1 Analysis Length = 20.15 ft Kx = 1.00 Weight = 321. lbs Part Length Web Height at Left Flange Web Right Flange Taper Fy No. (ft) Start (in) End(in) (in) Thick (in) Angle (ksi) 6 18.86 8.000 8.000 6.00x 0.3125 0.1560 6.00x 0.3125 0.00 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 607 -14.4 -10.9 0.1 6.6 35.9 16.6 19.8 0.00 0.64 0.88 0.88 134 -------------------------------------------------------------------------------- 102 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F8- 18 R-Frame Design Program - Version V8.20 Job : 57322A Forces and Allowable Stresses Summary File: frame_l.fra Date: 02/01/24 ssm4 113.25/20./21. 20./100./25. Start Time: 13:46:47 -------------------------------------------------------------------------------- Left Rafter # 2 Analysis Length = 24.42 ft Kx = 1.00 Weight = 638. lbs Effective Ix = 1037.4 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start (in) End(in) (in) Thick (in) Angle (ksi) 7 5.21 30.000 30.000 6.00x 0.2500 0.1560 6.00x 0.2500 0.00 55.0 8 4.42 30.000 30.000 6.00x 0.2500 0.1560 6.00x 0.2500 0.00 55.0 9 10.00 30.000 30.000 6.00x 0.2500 0.1560 6.00x 0.2500 0.00 55.0 10 4.79 30.000 30.000 6.00x 0.2500 0.1560 6.00x 0.2500 0.00 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 701 -1.4 -45.6 9.9 7.4 39.0 25.6 6.0 0.35 0.22 0.33 0.35 18 805 -3.9 21.6 -0.5 3.8 25.6 39.0 6.0 0.02 0.22 0.16 0.22 27 901 -3.8 21.1 -0.7 3.8 25.6 39.0 6.0 0.02 0.21 0.16 0.21 27 1007 -0.3 -32.9 -9.0 3.8 39.0 22.7 6.0 0.32 0.15 0.26 0.32 17 -------------------------------------------------------------------------------- Interior Column # 2 Analysis Length = 22.21 ft Kx = 1.00 Weight = 409. lbs Part Length Web Height at Left Flange Web Right Flange Taper Fy No. (ft) Start (in) End(in) (in) Thick (in) Angle (ksi) 11 20.92 8.000 8.000 6.00x 0.3750 0.1560 6.00x 0.3750 0.00 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 1107 -12.0 -12.0 -0.1 5.6 35.9 16.3 19.8 0.00 0.57 0.80 0.80 133 -------------------------------------------------------------------------------- Left Rafter # 3 Analysis Length = 20.66 ft Kx = 1.00 Weight = 540. lbs Effective Ix = 1037.4 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start (in) End(in) (in) Thick (in) Angle (ksi) 12 5.21 30.000 30.000 6.00x 0.2500 0.1560 6.00x 0.2500 0.00 55.0 13 13.16 30.000 30.000 6.00x 0.2500 0.1560 6.00x 0.2500 0.00 55.0 14 2.29 30.000 30.000 6.00x 0.2500 0.1560 6.00x 0.2500 0.00 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 1201 -1.6 -32.9 8.2 3.8 39.0 22.7 6.0 0.29 0.18 0.28 0.29 17 1313 -0.1 -11.3 -5.9 12.9 39.0 25. 6 6.0 0.21 0.05 0.08 0.21 18 1406 0.0 -27.6 -7.7 32.9 39.0 17.8 6.0 0.27 0.13 0.27 0.27 18 -------------------------------------------------------------------------------- 103 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F8- 19 R-Frame Design Program - Version V8.20 Job : 57322A Forces and Allowable Stresses Summary File: frame_l.fra Date: 02/01/24 ssm4 113.25/20./21. 20./100./25. Start Time: 13:46:47 -------------------------------------------------------------------------------- Interior Column # 3 Analysis Length = 23.95 ft Kx = 1.00 Weight = 405. lbs Part Length Web Height at Left Flange Web Right Flange Taper Fy No. (ft) Start (in) End(in) (in) Thick (in) Angle (ksi) 15 22.66 8.000 8.000 8.00x 0.2500 0.1560 8.00x 0.2500 0.00 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 1508 -4.3 -20.4 0.1 8.3 35.6 17.4 19.8 0.00 0.45 0.87 0.87 100 -------------------------------------------------------------------------------- Left Rafter # 4 Analysis Length = 21.66 ft Kx = 1.00 Weight = 562. lbs Effective Ix = 1014.4 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start (in) End(in) (in) Thick (in) Angle (ksi) 16 2.71 30.000 30.000 6.00x 0.2500 0.1560 6.00x 0.2500 0.00 55.0 17 6.66 30.000 30.000 6.00x 0.2500 0.1560 6.00x 0.2500 0.00 55.0 18 10.00 30.000 30.000 6.00x 0.2500 0.1560 6.00x 0.2500 0.00 55.0 19 2.29 30.000 30.000 5.00x 0.2500 0.1560 5.00x 0.2500 0.00 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 1601 -1.4 -27.6 8.3 3.8 39.0 17.8 6.0 0.29 0.15 0.30 0.30 18 1701 -1.3 -8.7 6.3 3.8 39.0 17.8 6.0 0.22 0.06 0.11 0.22 18 1811 -0.3 -11.8 -6.6 7.4 39.0 25.6 6.0 0.23 0.06 0.08 0.23 17 1904 -0.1 -30.8 -8.5 4.8 39.7 27.0 6.0 0.30 0.16 0.23 0.30 17 -------------------------------------------------------------------------------- Interior Column # 4 Analysis Length = 25.78 ft Kx = 1.00 Weight = 540. lbs Part Length Web Height at Left Flange Web Right Flange Taper Fy No. (ft) Start (in) End(in) (in) Thick (in) Angle (ksi) 20 24.48 8.000 8.000 8.00x 0.3125 0.1850 8.00x 0.3125 0.00 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 2008 -12.4 -15.6 -0.1 7.2 35.8 17.4 19.8 0.00 0.50 0.73 0.73 131 -------------------------------------------------------------------------------- 104 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F8- 20 R-Frame Design Program - Version V8.20 Job : 57322A Forces and Allowable Stresses Summary File: frame_l.fra Date: 02/01/24 ssm4 113.25/20./21. 20./100./25. Start Time: 13:46:47 -------------------------------------------------------------------------------- Left Rafter # 5 Analysis Length = 19.77 ft Kx = 1.00 Weight = 483. lbs Effective Ix = 923.0 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start (in) End(in) (in) Thick (in) Angle (ksi) 21 2.71 30.000 30.000 5.00x 0.2500 0.1560 5.00x 0.2500 0.00 55.0 22 6.01 30.000 30.000 5.00x 0.2500 0.1560 5.00x 0.2500 0.00 55.0 23 10.00 30.000 30.000 5.00x 0.2500 0.1560 5.00x 0.2500 0.00 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 2101 -1.4 -30.8 8.6 4.8 39.7 27.0 6.0 0.30 0.17 0.25 0.30 17 2201 -1.3 -11.0 6.6 11.6 39.7 28.0 6.0 0.23 0.06 0.09 0.23 17 2309 -0.5 -36.8 -3.3 4.8 31.4 21.1 6.0 0.12 0.24 0.35 0.35 30 -------------------------------------------------------------------------------- Right Column Analysis Length = 27.46 ft Kx = 1.00 Weight = 594. lbs Effective Ix = 652.3 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start (in) End(in) (in) Thick (in) Angle (ksi) 24 10.00 8.000 16.825 6.00x 0.2500 0.1560 6.00x 0.2500 4.21 55.0 25 10.00 16.825 25.650 6.00x 0.2500 0.1560 6.00x 0.2500 4.21 55.0 26 6.06 25.650 31.000 6.00x 0.2500 0.1850 6.00x 0.2500 4.21 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 2410 -6.5 -19.4 -2.2 17.6 37.3 29.9 10.7 0.05 0.23 0.28 0.28 26 2511 -6.3 -38.8 -2.2 5.0 38.4 12.3 7.0 0.04 0.31 0.78 0.78 26 2608 -6.2 -50.7 -2.2 4.0 39.7 10.7 6.9 0.03 0.29 0.84 0.84 26 -------------------------------------------------------------------------------- Total Member Weight = 5625. lbs 105 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F8- 21 R-Frame Design Program - Version V8.20 Job : 57322A Anchor Rod and Base Plate Design File: frame_l.fra Date: 02/01/24 ssm4 113.25/20./21. 20./100./25. Start Time: 13:46:47 -------------------------------------------------------------------------------- Left Exterior Column Anchor Rods and Base Plate Design ------------------------------------------------------ Anchor Rod & Base Plate Design Sizes >> --------------------------------------- Use (4) - 0.750 in. dia. F1554, Gr. 36 anchor rods Rod Gage: 4.000 in. Rod Spacing (in. ) : 3.000, 1 @ 4.0000, 2.5000 Plate size: 6.0000 x 9.5000 x 0.3750 in. (Width x Depth x Thickness) Controlling Reactions for Anchor Rod Design >> ---------------------------------------------- Shear Tension Allowable Load Unity Loading Type (kips) (kips) (kips) No. Check ----------------------------------------------------------------- Rod Tension 0.000 21.031 57.653 42 0.36 Rod Shear 22.708 0.000 34.592 47 0.66 Tension & Shear 21.459 21.031 39.184 42 0.54 Standard Base Plate Welding >> (Using E70 Electrodes) ------------------------------ Fillet Weld Weld Weld Design Weld Weld Size Length Capacity Force Load Unity Location (in. ) (in.) (kips) (kips) No. Check ------------------------------------------------------------------ Inner Flg 0.2500 6.000 33.411 6.824 42 0.20 Outer Flg 0.3125 6.000 41.763 8.530 42 0.20 Web 0.1875 8.000 33.411 22.708 47 0.68 Right Exterior Column Anchor Rods and Base Plate Design ------------------------------------------------------- Anchor Rod & Base Plate Design Sizes >> --------------------------------------- Use (4) - 0.750 in. dia. F1554, Gr. 36 anchor rods Rod Gage: 4.000 in. Rod Spacing (in. ) : 3.000, 1 @ 4.0000, 1.5000 Plate size: 6.0000 x 8.5000 x 0.3750 in. (Width x Depth x Thickness) Controlling Reactions for Anchor Rod Design >> ---------------------------------------------- Shear Tension Allowable Load Unity Loading Type (kips) (kips) (kips) No. Check ----------------------------------------------------------------- Rod Tension 0.000 9.707 57.653 43 0.17 Rod Shear 6.945 0.000 34.592 46 0.20 Standard Base Plate Welding >> (Using E70 Electrodes) ------------------------------ Fillet Weld Weld Weld Design Weld Weld Size Length Capacity Force Load Unity Location (in.) (in.) (kips) (kips) No. Check ------------------------------------------------------------------ Inner Flg 0.2500 6.000 33.411 3.427 43 0.10 Outer Flg 0.2500 6.000 33.411 3.427 43 0.10 Web 0.1875 8.000 33.411 6.945 46 0.21 106 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F8- 22 R-Frame Design Program - Version V8.20 Job : 57322A Anchor Rod and Base Plate Design File: frame_l.fra Date: 02/01/24 ssm4 113.25/20./21. 20./100./25. Start Time: 13:46:47 -------------------------------------------------------------------------------- Interior Column 1 Anchor Rods and Base Plate Design ---------------------------------------------------- Anchor Rod & Base Plate Design Sizes >> --------------------------------------- Use (4) - 0.750 in. dia. F1554, Gr. 36 anchor rods Rod Gage: 4.000 in. Rod Spacing (in. ) : 2.312, 1 @ 4.0000, 2.3125 Plate size: 6.0000 x 8.6250 x 0.3750 in. (Width x Depth x Thickness) Controlling Reactions for Anchor Rod Design >> ---------------------------------------------- Shear Tension Allowable Load Unity Loading Type (kips) (kips) (kips) No. Check ----------------------------------------------------------------- Rod Tension 0.000 24.769 57.653 43 0.43 Rod Shear 2.928 0.000 23.061 61 0.13 Standard Base Plate Welding >> (Using E70 Electrodes) ------------------------------ Fillet Weld Weld Weld Design Weld Weld Size Length Capacity Force Load Unity Location (in.) (in.) (kips) (kips) No. Check ------------------------------------------------------------------ Inner Flg 0.3125 6.000 41.763 9.292 43 0.22 Outer Flg 0.3125 6.000 41.763 9.292 43 0.22 Web 0.1875 8.000 33.411 6.185 43 0.19 Interior Column 2 Anchor Rods and Base Plate Design ---------------------------------------------------- Anchor Rod & Base Plate Design Sizes >> --------------------------------------- Use (4) - 0.750 in. dia. F1554, Gr. 36 anchor rods Rod Gage: 4.000 in. Rod Spacing (in.) : 2.375, 1 @ 4.0000, 2.3750 Plate size: 6.0000 x 8.7500 x 0.3750 in. (Width x Depth x Thickness) Controlling Reactions for Anchor Rod Design >> ---------------------------------------------- Shear Tension Allowable Load Unity Loading Type (kips) (kips) (kips) No. Check ----------------------------------------------------------------- Rod Tension 0.000 5.682 57.653 42 0.10 Rod Shear 2.936 0.000 23.061 61 0.13 Standard Base Plate Welding >> (Using E70 Electrodes) ------------------------------ Fillet Weld Weld Weld Design Weld Weld Size Length Capacity Force Load Unity Location (in. ) (in.) (kips) (kips) No. Check ------------------------------------------------------------------ Inner Flg 0.3125 6.000 27.842 1.777 77 0.06 Outer Flg 0.3125 6.000 27.842 1.777 77 0.06 Web 0.1875 8.000 33.411 1.234 42 0.04 107 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F8- 23 R-Frame Design Program - Version V8.20 Job : 57322A Anchor Rod and Base Plate Design File: frame_l.fra Date: 02/01/24 ssm4 113.25/20./21. 20./100./25. Start Time: 13:46:47 -------------------------------------------------------------------------------- Interior Column 3 Anchor Rods and Base Plate Design ---------------------------------------------------- Anchor Rod & Base Plate Design Sizes >> --------------------------------------- Use (4) - 0.750 in. dia. F1554, Gr. 36 anchor rods Rod Gage: 4.000 in. Rod Spacing (in. ) : 2.250, 1 @ 4.0000, 2.2500 Plate size: 8.0000 x 8.5000 x 0.3750 in. (Width x Depth x Thickness) Controlling Reactions for Anchor Rod Design >> ---------------------------------------------- Shear Tension Allowable Load Unity Loading Type (kips) (kips) (kips) No. Check ----------------------------------------------------------------- Rod Tension 0.000 3.608 38.435 85 0.09 Rod Shear 3.417 0.000 23.061 61 0.15 Standard Base Plate Welding >> (Using E70 Electrodes) ------------------------------ Fillet Weld Weld Weld Design Weld Weld Size Length Capacity Force Load Unity Location (in.) (in.) (kips) (kips) No. Check ------------------------------------------------------------------ Inner Flg 0.2500 8.000 29.698 2.109 79 0.07 Outer Flg 0.2500 8.000 29.698 2.109 79 0.07 Web 0.1875 8.000 22.274 0.858 85 0.04 Interior Column 4 Anchor Rods and Base Plate Design ---------------------------------------------------- Anchor Rod & Base Plate Design Sizes >> --------------------------------------- Use (4) - 0.750 in. dia. F1554, Gr. 36 anchor rods Rod Gage: 4.000 in. Rod Spacing (in.) : 2.312, 1 @ 4.0000, 2.3125 Plate size: 8.0000 x 8.6250 x 0.3750 in. (Width x Depth x Thickness) Controlling Reactions for Anchor Rod Design >> ---------------------------------------------- Shear Tension Allowable Load Unity Loading Type (kips) (kips) (kips) No. Check ----------------------------------------------------------------- Rod Tension 0.000 12.073 57.653 42 0.21 Rod Shear 3.251 0.000 23.061 61 0.14 Standard Base Plate Welding >> (Using E70 Electrodes) ------------------------------ Fillet Weld Weld Weld Design Weld Weld Size Length Capacity Force Load Unity Location (in. ) (in.) (kips) (kips) No. Check ------------------------------------------------------------------ Inner Flg 0.3125 8.000 55.685 4.658 42 0.08 Outer Flg 0.3125 8.000 55.685 4.658 42 0.08 Web 0.1875 8.000 33.411 2.757 42 0.08 108 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F8- 24 R-Frame Design Program - Version V8.20 Job : 57322A Connection Report File: frame_l.fra Date: 02/01/24 ssm4 113.25/20./21. 20./100./25. Start Time: 13:46:47 -------------------------------------------------------------------------------- Vertical Knee Connection @ Left Rafter Depth 1 -------------------------------------------------------------------------------- Bolts: ASTM F3125, Grade A325 - Fully Tightened (O.S.) 2 rows Extended - 1 in. Dia. - Standard (2 bolts per row) (I.S.) 2 rows Extended - 1 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: Right Side of Conn Data: ----------------------- ------------------------ Plate: 8.00 x 1.0000 in. Plate: 8.00 x 1.0000 in. Fy(Min) 50.0 ksi Fy(Min) 50.0 ksi Fu 65.0 ksi Fu 65.0 ksi Flanges: Flanges: O.S. - 6.00 x 0.2500 in. O.S. - 6.00 x 0.2500 in. I.S. - 5.81 x 0.2500 in. I.S. - 6.00 x 0.2500 in. Web Depth - 30.107 in. Web Depth - 30.107 in. Web Thickness - 0.312 in. Web Thickness - 0.156 in. Gage - 3.500 in. Gage - 3.500 in. Center of Bolt to Flange: Center of Bolt to Flange: Pf top (out) - 2.522 in. Pf top (out) - 2.353 in. BFCD top (out) - 2.250 in. BFCD top (out) - 2.250 in. Rise top (out) - 0.182 in. Rise top (out) - 0.182 in. XTO top (out) - 2.438 in. XTO top (out) - 2.438 in. Pf top (ins) - 2.727 in. Pf top (ins) - 2.896 in. BFCD top (ins) - 2.250 in. BFCD top (ins) - 2.250 in. Rise top (ins) - 0.182 in. Rise top (ins) - 0.182 in. XTI top (ins) - 2.812 in. XTI top (ins) - 2.812 in. Pf bot (out) - 2.251 in. Pf bot (out) - 2.335 in. BFCD bot (out) - 2.250 in. BFCD bot (out) - 2.250 in. Rise bot (out) - 0.000 in. Rise bot (out) - 0.182 in. XBO bot (out) - 2.250 in. XBO bot (out) - 2.250 in. Pf bot (ins) - 2.499 in. Pf bot (ins) - 2.414 in. BFCD bot (ins) - 2.250 in. BFCD bot (ins) - 2.250 in. Rise bot (ins) - 0.000 in. Rise bot (ins) - 0.182 in. XBI bot (ins) - 2.499 in. XBI bot (ins) - 2.499 in. Bolt Spacing - 3.500 in. Bolt Spacing - 3.500 in. Controlling Mode Thick Plate Controlling Mode Thick Plate Angle top - 85.2 degrees Angle top - 94.8 degrees Angle bot - 90.0 degrees Angle bot - 85.2 degrees Left Side Conn Right Side Conn Controlling Moments Axial Shear Moments Axial Shear Load Combinations: (k-ft) (kips) (kips) (k-ft) (kips) (kips) ----------------------------- ------------------------------------------------- 55) 1.3669DL +1.3669COLL -3.5 -416.29 -20.84 29.68 -416.29 -20.84 29.68 54) 1.3669DL +1.3669COLL +3.5 417.23 22.32 -24.25 417.23 22.32 -24.25 Connection Design Summary: Bolt Unity Check (O.S.) = 0.7330 Plate Unity Check (O.S.) = 0.4774 Bolt Unity Check (I.S.) = 0.8340 Plate Unity Check (I.S.) = 0.5392 109 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F8- 25 R-Frame Design Program - Version V8.20 Job : 57322A Connection Report File: frame_l.fra Date: 02/01/24 ssm4 113.25/20./21. 20./100./25. Start Time: 13:46:47 -------------------------------------------------------------------------------- Intermediate Connection @ Left Rafter Depth 7 -------------------------------------------------------------------------------- Bolts: ASTM F3125, Grade A325 - Fully Tightened (O.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) (I.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: Right Side of Conn Data: ----------------------- ------------------------ Plate: 6.00 x 0.3750 in. Plate: 6.00 x 0.3750 in. Fy(Min) 55.0 ksi Fy(Min) 55.0 ksi Fu 70.0 ksi Fu 70.0 ksi Flanges: Flanges: O.S. - 6.00 x 0.2500 in. O.S. - 6.00 x 0.2500 in. I.S. - 6.00 x 0.2500 in. I.S. - 6.00 x 0.2500 in. Web Depth - 30.000 in. Web Depth - 30.000 in. Web Thickness - 0.156 in. Web Thickness - 0.156 in. Gage - 3.000 in. Gage - 3.000 in. Center of Bolt to Flange: Center of Bolt to Flange: Pf top (out) - 1.750 in. Pf top (out) - 1.750 in. BFCD top (out) - 1.750 in. BFCD top (out) - 1.750 in. Rise top (out) - 0.000 in. Rise top (out) - 0.000 in. XTO top (out) - 1.750 in. XTO top (out) - 1.750 in. Pf top (ins) - 2.000 in. Pf top (ins) - 2.000 in. BFCD top (ins) - 1.750 in. BFCD top (ins) - 1.750 in. Rise top (ins) - 0.000 in. Rise top (ins) - 0.000 in. XTI top (ins) - 2.000 in. XTI top (ins) - 2.000 in. Pf bot (out) - 1.750 in. Pf bot (out) - 1.750 in. BFCD bot (out) - 1.750 in. BFCD bot (out) - 1.750 in. Rise bot (out) - 0.000 in. Rise bot (out) - 0.000 in. XBO bot (out) - 1.750 in. XBO bot (out) - 1.750 in. Pf bot (ins) - 2.000 in. Pf bot (ins) - 2.000 in. BFCD bot (ins) - 1.750 in. BFCD bot (ins) - 1.750 in. Rise bot (ins) - 0.000 in. Rise bot (ins) - 0.000 in. XBI bot (ins) - 2.000 in. XBI bot (ins) - 2.000 in. Bolt Spacing - 3.000 in. Bolt Spacing - 3.000 in. Angle top - 90.0 degrees Angle top - 90.0 degrees Angle bot - 90.0 degrees Angle bot - 90.0 degrees Left Side Conn Right Side Conn Controlling Moments Axial Shear Moments Axial Shear Load Combinations: (k-ft) (kips) (kips) (k-ft) (kips) (kips) ----------------------------- ------------------------------------------------- 77) 0.6DL +0.6LWL1 (SOA-L) -1.64 2.32 0.95 -1.64 2.32 0.95 26) 1.1168DL +1.1168COLL +0.9 1.29 3.30 -0.22 1.29 3.30 -0.22 Connection Design Summary: Bolt Unity Check (O.S.) = 0.0556 Plate Unity Check (O.S.) = 0.0556 Bolt Unity Check (I.S.) = 0.0663 Plate Unity Check (I.S.) = 0.0663 Required Connection Plate Welding >> (Using E70 Electrodes) ------------------------------------ Welded Weld Weld Weld Design Weld Joint Size Length Capacity Force Load Unity Weld Location Type (in. ) (in. ) (kips) (kips) No. Check ------------------------------------------------------------------------------ Left Side of Connection Inner Flg Fillet-BS 0.1875 12.0000 50.1162 1.6129 10 0.0322 110 3/7/2024 Outer Flg Fillet-BS 0.1875 12.0000 50.1162 1.1048 77 0.0220 Web Plate Fillet-BS 0.1875 60.0000 167.0540 5.2737 17 0.0316 Right Side of Connection Inner Flg Fillet-BS 0.1875 12.0000 50.1162 1.6129 10 0.0322 Outer Flg Fillet-BS 0.1875 12.0000 50.1162 1.1048 77 0.0220 Web Plate Fillet-BS 0.1875 60.0000 167.0540 5.2737 17 0.0316 ------------------------------------------------------------------------------ NS - Near side weld, FS - Far side weld, BS - Both sides weld. 111 3/02024 Star Building Systems, OKC, OK User: wwokeefe Page: F8- 26 R-Frame Design Program - Version V8.20 Job : 57322A Connection Report File: frame_l.fra Date: 02/01/24 ssm4 113.25/20./21. 20./100./25. Start Time: 13:46:47 -------------------------------------------------------------------------------- Intermediate Connection @ Left Rafter Depth 14 -------------------------------------------------------------------------------- Bolts: ASTM F3125, Grade A325 - Fully Tightened (O.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) (I.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: Right Side of Conn Data: ----------------------- ------------------------ Plate: 6.00 x 0.3750 in. Plate: 6.00 x 0.3750 in. Fy(Min) 55.0 ksi Fy(Min) 55.0 ksi Fu 70.0 ksi Fu 70.0 ksi Flanges: Flanges: O.S. - 6.00 x 0.2500 in. O.S. - 5.00 x 0.2500 in. I.S. - 6.00 x 0.2500 in. I.S. - 5.00 x 0.2500 in. Web Depth - 30.000 in. Web Depth - 30.000 in. Web Thickness - 0.156 in. Web Thickness - 0.156 in. Gage - 3.000 in. Gage - 3.000 in. Center of Bolt to Flange: Center of Bolt to Flange: Pf top (out) - 1.750 in. Pf top (out) - 1.750 in. BFCD top (out) - 1.750 in. BFCD top (out) - 1.750 in. Rise top (out) - 0.000 in. Rise top (out) - 0.000 in. XTO top (out) - 1.750 in. XTO top (out) - 1.750 in. Pf top (ins) - 2.000 in. Pf top (ins) - 2.000 in. BFCD top (ins) - 1.750 in. BFCD top (ins) - 1.750 in. Rise top (ins) - 0.000 in. Rise top (ins) - 0.000 in. XTI top (ins) - 2.000 in. XTI top (ins) - 2.000 in. Pf bot (out) - 1.750 in. Pf bot (out) - 1.750 in. BFCD bot (out) - 1.750 in. BFCD bot (out) - 1.750 in. Rise bot (out) - 0.000 in. Rise bot (out) - 0.000 in. XBO bot (out) - 1.750 in. XBO bot (out) - 1.750 in. Pf bot (ins) - 2.000 in. Pf bot (ins) - 2.000 in. BFCD bot (ins) - 1.750 in. BFCD bot (ins) - 1.750 in. Rise bot (ins) - 0.000 in. Rise bot (ins) - 0.000 in. XBI bot (ins) - 2.000 in. XBI bot (ins) - 2.000 in. Bolt Spacing - 3.000 in. Bolt Spacing - 3.000 in. Angle top - 90.0 degrees Angle top - 90.0 degrees Angle bot - 90.0 degrees Angle bot - 90.0 degrees Left Side Conn Right Side Conn Controlling Moments Axial Shear Moments Axial Shear Load Combinations: (k-ft) (kips) (kips) (k-ft) (kips) (kips) ----------------------------- ------------------------------------------------- 27) 1.1168DL +1.1168COLL -0.9 -17.26 -0.71 -3.30 -17.26 -0.71 -3.30 30) 0.4832DL +0.91EQ (SOA-R) 12.03 0.57 0.58 12.03 0.57 0.58 Connection Design Summary: Bolt Unity Check (O.S.) = 0.1979 Plate Unity Check (O.S.) = 0.1979 Bolt Unity Check (I.S.) = 0.1544 Plate Unity Check (I.S.) = 0.1544 Required Connection Plate Welding >> (Using E70 Electrodes) ------------------------------------ Welded Weld Weld Weld Design Weld Joint Size Length Capacity Force Load Unity Weld Location Type (in. ) (in. ) (kips) (kips) No. Check ------------------------------------------------------------------------------ Left Side of Connection Inner Flg Fillet-BS 0.1875 12.0000 50.1162 4.8857 30 0.0975 112 3/7/2024 Outer Flg Fillet-BS 0.1875 12.0000 50.1162 6.7082 27 0.1339 Web Plate Fillet-BS 0.1875 60.0000 167.0540 6.6483 17 0.0398 Right Side of Connection Inner Flg Fillet-BS 0.1875 10.0000 41.7635 4.8735 30 0.1167 Outer Flg Fillet-BS 0.1875 10.0000 41.7635 6.7232 27 0.1610 Web Plate Fillet-BS 0.1875 60.0000 167.0540 6.6483 17 0.0398 ------------------------------------------------------------------------------ NS - Near side weld, FS - Far side weld, BS - Both sides weld. 113 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F8- 27 R-Frame Design Program - Version V8.20 Job : 57322A Connection Report File: frame_l.fra Date: 02/01/24 ssm4 113.25/20./21. 20./100./25. Start Time: 13:46:47 -------------------------------------------------------------------------------- Vertical Knee Connection @ Left Rafter Depth 18 -------------------------------------------------------------------------------- Bolts: ASTM F3125, Grade A325 - Fully Tightened (O.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) (I.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: Right Side of Conn Data: ----------------------- ------------------------ Plate: 6.00 x 0.7500 in. Plate: 6.00 x 0.7500 in. Fy(Min) 50.0 ksi Fy(Min) 50.0 ksi Fu 65.0 ksi Fu 65.0 ksi Flanges: Flanges: O.S. - 5.00 x 0.2500 in. O.S. - 6.00 x 0.2500 in. I.S. - 5.00 x 0.2500 in. I.S. - 5.68 x 0.2500 in. Web Depth - 30.107 in. Web Depth - 30.107 in. Web Thickness - 0.156 in. Web Thickness - 0.185 in. Gage - 3.000 in. Gage - 3.000 in. Center of Bolt to Flange: Center of Bolt to Flange: Pf top (out) - 2.001 in. Pf top (out) - 1.874 in. BFCD top (out) - 1.750 in. BFCD top (out) - 1.750 in. Rise top (out) - 0.140 in. Rise top (out) - 0.140 in. XTO top (out) - 1.938 in. XTO top (out) - 1.938 in. Pf top (ins) - 2.248 in. Pf top (ins) - 2.375 in. BFCD top (ins) - 1.750 in. BFCD top (ins) - 1.750 in. Rise top (ins) - 0.140 in. Rise top (ins) - 0.140 in. XTI top (ins) - 2.312 in. XTI top (ins) - 2.312 in. Pf bot (out) - 1.874 in. Pf bot (out) - 1.938 in. BFCD bot (out) - 1.750 in. BFCD bot (out) - 1.750 in. Rise bot (out) - 0.140 in. Rise bot (out) - 0.000 in. XBO bot (out) - 1.938 in. XBO bot (out) - 1.938 in. Pf bot (ins) - 1.875 in. Pf bot (ins) - 1.812 in. BFCD bot (ins) - 1.750 in. BFCD bot (ins) - 1.750 in. Rise bot (ins) - 0.140 in. Rise bot (ins) - 0.000 in. XBI bot (ins) - 1.812 in. XBI bot (ins) - 1.812 in. Bolt Spacing - 3.000 in. Bolt Spacing - 3.000 in. Controlling Mode Thick Plate Controlling Mode Thick Plate Angle top - 85.2 degrees Angle top - 94.8 degrees Angle bot - 94.8 degrees Angle bot - 90.0 degrees Left Side Conn Right Side Conn Controlling Moments Axial Shear Moments Axial Shear Load Combinations: (k-ft) (kips) (kips) (k-ft) (kips) (kips) ----------------------------- ------------------------------------------------- 54) 1.3669DL +1.3669COLL +3.5 -186.14 -3.35 -15.67 -186.14 -3.35 -15.67 55) 1.3669DL +1.3669COLL -3.5 181.20 3.51 10.57 181.20 3.51 10.57 Connection Design Summary: Bolt Unity Check (O.S.) = 0.6075 Plate Unity Check (O.S.) = 0.4177 Bolt Unity Check (I.S.) = 0.6153 Plate Unity Check (I.S.) = 0.4164 114 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F8- 28 R-Frame Design Program - Version V8.20 Job : 57322A Cap Plate Summary File: frame_l.fra Date: 02/01/24 ssm4 113.25/20./21. 20./100./25. Start Time: 13:46:47 -------------------------------------------------------------------------------- Interior Column 1 Cap Plate and Bolt Design -------------------------------------------- Cap Plate and Bolt Design Sizes >> ---------------------------------- Use ( 4) - 0.500 in. Dia. ASTM F3125, Grade A325N Bolts Bolt Gage 2.500 in. Bolt Spacing : 2.500 in. Plate Size 6.0000 x 8.7500 x 0.3750 in. (WidthxDepthxThickness) Controlling Forces for Cap Plate Bolt Design >> ----------------------------------------------- Shear Tension Allowable Load Unity Loading Type (kips) (kips) (kips) No. Check ----------------------------------------------------------------- Bolt Tension 0.000 6.505 35.343 31 0.18 Bolt Shear 2.911 0.000 21.206 130 0.14 Interior Column 2 Cap Plate and Bolt Design -------------------------------------------- Cap Plate and Bolt Design Sizes >> ---------------------------------- Use ( 4) - 0.500 in. Dia. ASTM F3125, Grade A325N Bolts Bolt Gage 2.500 in. Bolt Spacing : 2.500 in. Plate Size 6.0000 x 8.8750 x 0.3750 in. (WidthxDepthxThickness) Controlling Forces for Cap Plate Bolt Design >> ----------------------------------------------- Shear Tension Allowable Load Unity Loading Type (kips) (kips) (kips) No. Check ----------------------------------------------------------------- Bolt Tension 0.000 3.259 35.343 73 0.09 Bolt Shear 2.791 0.000 21.206 129 0.13 Interior Column 3 Cap Plate and Bolt Design -------------------------------------------- Cap Plate and Bolt Design Sizes >> ---------------------------------- Use ( 4) - 0.500 in. Dia. ASTM F3125, Grade A325N Bolts Bolt Gage 2.500 in. Bolt Spacing : 2.500 in. Plate Size 8.0000 x 8.6250 x 0.3750 in. (WidthxDepthxThickness) Controlling Forces for Cap Plate Bolt Design >> ----------------------------------------------- Shear Tension Allowable Load Unity Loading Type (kips) (kips) (kips) No. Check ----------------------------------------------------------------- Bolt Tension 0.000 3.837 35.343 85 0.11 Bolt Shear 3.200 0.000 21.206 96 0.15 115 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F8- 29 R-Frame Design Program - Version V8.20 Job : 57322A Cap Plate Summary File: frame_l.fra Date: 02/01/24 ssm4 113.25/20./21. 20./100./25. Start Time: 13:46:47 -------------------------------------------------------------------------------- Interior Column 4 Cap Plate and Bolt Design -------------------------------------------- Cap Plate and Bolt Design Sizes >> ---------------------------------- Use ( 4) - 0.500 in. Dia. ASTM F3125, Grade A325N Bolts Bolt Gage 2.500 in. Bolt Spacing : 2.500 in. Plate Size 8.0000 x 8.7500 x 0.3750 in. (WidthxDepthxThickness) Controlling Forces for Cap Plate Bolt Design >> ----------------------------------------------- Shear Tension Allowable Load Unity Loading Type (kips) (kips) (kips) No. Check ----------------------------------------------------------------- Bolt Tension 0.000 3.059 35.343 30 0.09 Bolt Shear 3.236 0.000 21.206 95 0.15 116 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F8- 30 R-Frame Design Program - Version V8.20 Job : 57322A Knee and Stiffener Report File: frame_l.fra Date: 02/01/24 ssm4 113.25/20./21. 20./100./25. Start Time: 13:46:47 -------------------------------------------------------------------------------- Left Knee Design ---------------- Knee web thickness Use 0.3125 in. thick web Bearing stiffener type Horizontal Bearing stiffener at knee 2.7500 x 0.2500 in. Column Cap Plate 6.0000 X 0.2500 in. Knee Panel Weld Sizes --------------------- Required (due to weld shear) min. fillet welds, around the knee web panel are: Column Cap Plate: 0.2500 in. x 31.111 in. GMAW on NEAR Side (STD. WELD) Column Cap Plate: 0.2500 in. x 3.000 in. GMAW on FAR Side (STD. WELD) Horizontal Stiffener: 0.2500 in. x 31.000 in. GMAW on NEAR Side (STD. WELD) Horizontal Stiffener: 0.2500 in. x 3.000 in. GMAW on FAR Side (STD. WELD) Column Outer Flange: 0.1875 in. x 27.484 in. SAW on NEAR Side (STD. WELD) Column Outer Flange: 0.1875 in. x 27.484 in. GMAW on FAR Side (STD. WELD) Column Connection Pl. : 0.2500 in. x 30.107 in. GMAW on BOTH Sides (STD. WELD) Knee Stiffener to Connection Plate Weld --------------------------------------- 0.1875 in. x 2.750 in.GMAW fillet weld on both sides of stiff. (STD. WELD) (STD. WELD) - Company standard weld was designed and checked as OK. Right Knee Design ----------------- Knee web thickness Use 0.1850 in. thick web Bearing stiffener type Horizontal Bearing stiffener at knee 2.7500 x 0.2500 in. Column Cap Plate 6.0000 X 0.2500 in. Knee Panel Weld Sizes --------------------- Required (due to weld shear) min. fillet welds, around the knee web panel are: Column Cap Plate: 0.1875 in. x 31.111 in. GMAW on NEAR Side (STD. WELD) Column Cap Plate: 0.1875 in. x 3.000 in. GMAW on FAR Side (STD. WELD) Horizontal Stiffener: 0.1875 in. x 31.000 in. GMAW on NEAR Side (STD. WELD) Horizontal Stiffener: 0.1875 in. x 3.000 in. GMAW on FAR Side (STD. WELD) Column Outer Flange: 0.1875 in. x 32.731 in. SAW on NEAR Side (STD. WELD) Column Outer Flange: 0.1875 in. x 32.731 in. GMAW on FAR Side (STD. WELD) Column Connection Pl. : 0.1875 in. x 30.107 in. GMAW on BOTH Sides (STD. WELD) Knee Stiffener to Connection Plate Weld --------------------------------------- 0.1875 in. x 2.750 in.GMAW fillet weld on both sides of stiff. (STD. WELD) (STD. WELD) - Company standard weld was designed and checked as OK. Rafter Web Stiffeners over Interior Columns ------------------------------------------- Stiff. Centerline Located from Col. Stiffener the Center No. of Stiff. Stiff. Stiff. No. Orientation of the Col. Stiff. Width Thick. Length 117 3/7/2024 ---- ------------ ----------- ------ (in.) (in.) (in.) 1 Vertical 4.1562 in. 4 2.7500 0.3750 27.0000 2 Vertical 4.1875 in. 4 2.7500 0.3750 27.0000 3 Vertical 4.1250 in. 4 2.7500 0.3750 27.0000 4 Vertical 4.1562 in. 4 2.2500 0.3125 27.0000 118 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F8- 31 R-Frame Design Program - Version V8.20 Job : 57322A Flange Brace Report File: frame_l.fra Date: 02/01/24 ssm4 113.25/20./21. 20./100./25. Start Time: 13:46:47 -------------------------------------------------------------------------------- -------------------------------------------------------------- Begin flange brace design -------------------------------------------------------------- left column - Girt Nam 3 Design cycle 1 Flange brace length = 31.09 Bolt Bearing on Girt/Purlin. . . d/t = 8.4746 C = 3.0000 Cecc = 1.5555 Flange brace force = 0.4505 mf value used = 0.7500 Allow bolt bearing on member = 2.8909 UC bolt bearing on member = 0.1558 Shear in the Bolt at Clip to Flange Brace connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 5.3014 UC bolt shear = 0.0850 Shear at purlin/girt connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 8.2465 Flange brace force = 0.4505 UC bolt shear = 0.0546 Tension in the Bolt at rafter/column flange connection. . . Allow bolt tens stress = 90.0000 Bolt shear stress = 1.8265 Allow bolt tens stress w/shr = 90.0000 Allow bolt tens force w/shr = 8.8357 UC bolt tens w/shr = 0.0308 Tension in the Bolt between CL199 and CL196-198. . . Allow bolt tens force = 8.8357 Q = 0.2684 Allow bolt tens force w/ prying = 2.3718 Flange brace force = 0.4505 UC bolt tens (FB in tension) = 0.1709 UC bolt tens (FB in comp. ) = 0.0559 left column - Girt Num 3 Input = Single Cold-Formed Flg Brace (C) Output = Single Cold-Formed Flg Brace (C) Horiz Length [Purlin System] (inch) = 24.75000 Vert Length [Purlin System] (inch) = 18.80976 Brace Length [Purlin System] (inch) = 31.08649 Controlling LC for Brace Force = 27 Iy (bot flg) (in**4) = 4.50 Tributary Length (ft) = 15.14 Comp Area (in**2) = 2.06 Equivalent MOE (ksi) = 28903.18 Member Mx (K-in) _ -723.67 Member Pa (kips) _ -9.89 Min Brace Force (kips) = 0.36 Flange Brace Bolt Type [Purlin System] = A325 Lateral Relative Strength P(actual) (kips) _ -35.86 Pcr (kips) = 59.89 Pe (kips) = 38.91 119 3/7/2024 Ph (horz force) (kips) = 0.36 Brace Axial Force [Purlin System] (kips) = 0.45 Unity Check for Angle [Purlin System] = 0.52 Unity Check for Bolt Shear at purlin/girt connection [Purlin System] = 0.05 Unity Check for single Bolt Shear at flange brace to clip connection [Purlin System] = 0.08 Unity Check for Bolt Bearing for purlin/girt member [Purlin System] = 0.16 Unity Check for Bolt Tension at rafter/column flange connection [Purlin System] = 0.03 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in tension) [Purlin System] = 0.17 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in comp. ) [Purlin System] = 0.06 Torsional Nodal Stiffness Adjusted Moment (k-in) _ -789.6 Lq (in) = 195.6 Cb = 1.3 Torsional Nodal Strength Ph (horz force) (kips) Torsion = 0.36 Brace Axial Force [Purlin System] (kips) = 0.45 -------------------------------------------------------------- Begin flange brace design -------------------------------------------------------------- left column - Girt Num 4 Design cycle 1 Flange brace length = 35.38 Bolt Bearing on Girt/Purlin. . . d/t = 8.4746 C = 3.0000 Cecc = 1.6907 Flange brace force = 0.5883 mf value used = 0.7500 Allow bolt bearing on member = 3.1421 UC bolt bearing on member = 0.1872 Shear in the Bolt at Clip to Flange Brace connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 5.3014 UC bolt shear = 0.1110 Shear at purlin/girt connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 8.9629 Flange brace force = 0.5883 UC bolt shear = 0.0656 Tension in the Bolt at rafter/column flange connection. . . Allow bolt tens stress = 90.0000 Bolt shear stress = 2.0963 Allow bolt tens stress w/shr = 90.0000 Allow bolt tens force w/shr = 8.8357 UC bolt tens w/shr = 0.0476 Tension in the Bolt between CL199 and CL196-198. . . Allow bolt tens force = 8.8357 Q = 0.2684 Allow bolt tens force w/ prying = 2.3718 Flange brace force = 0.5883 UC bolt tens (FB in tension) = 0.2188 UC bolt tens (FB in comp. ) = 0.0415 left column - Girt Num 4 120 3/7/2024 Input = Single Cold-Formed Flg Brace (C) Output = Single Cold-Formed Flg Brace (C) Horiz Length [Purlin System] (inch) = 24.75000 Vert Length [Purlin System] (inch) = 25.27711 Brace Length [Purlin System] (inch) = 35.37647 Controlling LC for Brace Force = 27 Iy (bot flg) (in**4) = 5.62 Tributary Length (ft) = 8.43 Comp Area (in**2) = 3.33 Equivalent MOE (ksi) = 29000.00 Member Mx (K-in) _ -1068.23 Member Pa (kips) _ -9.73 Min Brace Force (kips) = 0.41 Flange Brace Bolt Type [Purlin System] = A325 Lateral Relative Strength P(actual) (kips) _ -41.16 Pcr (kips) = 68.74 Pe (kips) = 157.33 Ph (horz force) (kips) = 0.41 Brace Axial Force [Purlin System] (kips) = 0.59 Unity Check for Angle [Purlin System] = 0.69 Unity Check for Bolt Shear at purlin/girt connection [Purlin System] = 0.07 Unity Check for single Bolt Shear at flange brace to clip connection [Purlin System] = 0.11 Unity Check for Bolt Bearing for purlin/girt member [Purlin System] = 0.19 Unity Check for Bolt Tension at rafter/column flange connection [Purlin System] = 0.05 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in tension) [Purlin System] = 0.22 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in comp. ) [Purlin System] = 0.04 Torsional Nodal Stiffness Adjusted Moment (k-in) _ -1141.7 Lq (in) = 212.2 Cb = 1.3 Torsional Nodal Strength Ph (horz force) (kips) Torsion = 0.41 Brace Axial Force [Purlin System] (kips) = 0.59 -------------------------------------------------------------- Begin flange brace design -------------------------------------------------------------- left rafter - Purlin Num 1 Design cycle 1 Flange brace length = 36.81 Bolt Bearing on Girt/Purlin. . . d/t = 7.1429 C = 3.0000 Cecc = 1.7365 Flange brace force = 0.1558 mf value used = 0.7500 Allow bolt bearing on member = 3.8289 UC bolt bearing on member = 0.0407 Shear in the Bolt at Clip to Flange Brace connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 5.3014 UC bolt shear = 0.0294 Shear at purlin/girt connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 9.2058 121 3/7/2024 Flange brace force = 0.1558 UC bolt shear = 0.0169 Tension in the Bolt at rafter/column flange connection. . . Allow bolt tens stress = 90.0000 Bolt shear stress = 0.5333 Allow bolt tens stress w/shr = 90.0000 Allow bolt tens force w/shr = 8.8357 UC bolt tens w/shr = 0.0130 Tension in the Bolt between CL199 and CL196-198. . . Allow bolt tens force = 8.8357 Q = 0.2684 Allow bolt tens force w/ prying = 2.3718 Flange brace force = 0.1558 UC bolt tens (FB in tension) = 0.0574 UC bolt tens (FB in comp. ) = 0.0088 left rafter - Purlin Num 1 Input = Single Cold-Formed Flg Brace (C) Output = Single Cold-Formed Flg Brace (C) Horiz Length [Purlin System] (inch) = 24.75000 Vert Length [Purlin System] (inch) = 27.25000 Brace Length [Purlin System] (inch) = 36.81202 Controlling LC for Brace Stiffness = 27 Design Moment for stiffness (K-in) _ -1114.97 Sx (in**3) = 68.02 rt (inch) = 1.41 Iyc (in**4) = 4.50 ho (inch) = 30.25 Lq (ft) = 12.26 Braces (n) = 3.00 Ni = 3.33 Ct = 1.40 Cd = 1.00 Cb = 1.06 Lateral Relative Stiffness Total Lateral Stiffness Required (kips/in) = 5.07 Purlin Lateral Stiffness (kips/in) = 7.26 Angle Braces Stiffness [Purlin System] (kips/in) = 216.64 Lateral Stiffness of Purlin System (kips/in) = 7.02 Exterior Column Lateral Stiffness (kips/in) = 3.50 Total Lateral Stiffness Available (kips/in) = 10.52 Unity Check for Brace Stiffness = 0.48 Controlling LC for Brace Force = 27 Iy (bot flg) (in**4) = 4.50 Tributary Length (ft) = 6.40 Comp Area (in**2) = 2.28 Equivalent MOE (ksi) = 28905.60 Member Mx (K-in) _ -1129.09 Member Pa (kips) _ -6.20 Flange Brace Bolt Type [Purlin System] = A325 Lateral Relative Strength P(actual) (kips) _ -39.69 Pcr (kips) = 66.28 Pe (kips) = 217.72 Ph (horz force) (kips) = 0.00 Brace Axial Force [Purlin System] (kips) = 0.16 Torsional Nodal Stiffness Purlin Stiffness (kip-in/rad) = 5389.4 Angle Stiffness (kip-in/rad) = 79492.36 Total Torsional Stiffness Required (kip-in/RAD) = 1294.9 Purlin System Torsional Stiffness Available (kip-in/RAD) = 5047.2 122 3/7/2024 Exterior Column Torsional Stiffness (kip-in/RAD) = 1283.4 BT (kip-in/RAD) = 1294.9 Total Torsional Stiffness Available (kip-in/RAD) = 6330.57 Unity Check for Brace Stiffness = 0.20 Adjusted Moment (k-in) _ -1184.8 Lq (in) = 183.0 Cb = 1.1 Torsional Nodal Strength Ph (horz force) (kips) Torsion = 0.10 Brace Axial Force [Purlin System] (kips) = 0.16 Unity Check for Angle [Purlin System] = 0.18 Unity Check for Bolt Shear at flange brace to purlin/girt connection [Purlin System] = 0.02 Unity Check for single Bolt Shear at flange brace to clip connection [Purlin System] = 0.03 Unity Check for Bolt Bearing for purlin/girt member [Purlin System] = 0.04 Unity Check for Bolt Tension at rafter/column flange connection [Purlin System] = 0.01 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in tension) [Purlin System] = 0.06 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in comp. ) [Purlin System] = 0.01 -------------------------------------------------------------- Begin flange brace design -------------------------------------------------------------- left rafter - Purlin Num 2 Design cycle 1 Flange brace length = 36.81 Bolt Bearing on Girt/Purlin. . . d/t = 7.1429 C = 3.0000 Cecc = 1.7365 Flange brace force = 0.2095 mf value used = 0.7500 Allow bolt bearing on member = 3.8289 UC bolt bearing on member = 0.0547 Shear in the Bolt at Clip to Flange Brace connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 5.3014 UC bolt shear = 0.0395 Shear at purlin/girt connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 9.2058 Flange brace force = 0.2095 UC bolt shear = 0.0228 Tension in the Bolt at rafter/column flange connection. . . Allow bolt tens stress = 90.0000 Bolt shear stress = 0.7172 Allow bolt tens stress w/shr = 90.0000 Allow bolt tens force w/shr = 8.8357 UC bolt tens w/shr = 0.0175 Tension in the Bolt between CL199 and CL196-198. . . Allow bolt tens force = 8.8357 Q = 0.2684 Allow bolt tens force w/ prying = 2.3718 Flange brace force = 0.2095 UC bolt tens (FB in tension) = 0.0772 UC bolt tens (FB in comp.) = 0.0118 123 3/7/2024 left rafter - Purlin Num 2 Input = Single Cold-Formed Flg Brace (C) Output = Single Cold-Formed Flg Brace (C) Horiz Length [Purlin System] (inch) = 24.75000 Vert Length [Purlin System] (inch) = 27.25000 Brace Length [Purlin System] (inch) = 36.81202 Controlling LC for Brace Force = 31 Iy (bot flg) (in**4) = 4.50 Tributary Length (ft) = 14.18 Comp Area (in**2) = 2.28 Equivalent MOE (ksi) = 29000.00 Member Mx (K-in) _ -813.39 Member Pa (kips) _ -5.61 Flange Brace Bolt Type [Purlin System] = A325 Lateral Relative Strength P(actual) (kips) _ -28.93 Pcr (kips) = 48.31 Pe (kips) = 44.51 Ph (horz force) (kips) = 0.06 Brace Axial Force [Purlin System] (kips) = 0.21 Torsional Nodal Stiffness Purlin Stiffness (kip-in/rad) = 5389.4 Angle Stiffness (kip-in/rad) = 79492.36 BT (kip-in/RAD) = 1424.0 Adjusted Moment (k-in) _ -863.8 Lq (in) = 215.5 Cb = 1.1 Torsional Nodal Strength Ph (horz force) (kips) Torsion = 0.14 Brace Axial Force [Purlin System] (kips) = 0.21 Unity Check for Angle [Purlin System] = 0.25 Unity Check for Bolt Shear at flange brace to purlin/girt connection [Purlin System] = 0.02 Unity Check for single Bolt Shear at flange brace to clip connection [Purlin System] = 0.04 Unity Check for Bolt Bearing for purlin/girt member [Purlin System] = 0.05 Unity Check for Bolt Tension at rafter/column flange connection [Purlin System] = 0.02 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in tension) [Purlin System] = 0.08 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in comp. ) [Purlin System] = 0.01 -------------------------------------------------------------- Begin flange brace design -------------------------------------------------------------- left rafter - Purlin Num 4 Design cycle 1 Flange brace length = 36.81 Bolt Bearing on Girt/Purlin. . . d/t = 7.1429 C = 3.0000 Cecc = 1.7365 Flange brace force = 0.0180 mf value used = 0.7500 Allow bolt bearing on member = 3.8289 UC bolt bearing on member = 0.0047 Shear in the Bolt at Clip to Flange Brace connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 5.3014 UC bolt shear = 0.0034 124 3/7/2024 Shear at purlin/girt connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 9.2058 Flange brace force = 0.0180 UC bolt shear = 0.0020 Tension in the Bolt at rafter/column flange connection. . . Allow bolt tens stress = 90.0000 Bolt shear stress = 0.0616 Allow bolt tens stress w/shr = 90.0000 Allow bolt tens force w/shr = 8.8357 UC bolt tens w/shr = 0.0015 Tension in the Bolt between CL199 and CL196-198. . . Allow bolt tens force = 8.8357 Q = 0.2684 Allow bolt tens force w/ prying = 2.3718 Flange brace force = 0.0180 UC bolt tens (FB in tension) = 0.0066 UC bolt tens (FB in comp. ) = 0.0010 left rafter - Purlin Num 4 Input = Single Cold-Formed Flg Brace (C) Output = Single Cold-Formed Flg Brace (C) Horiz Length [Purlin System] (inch) = 24.75000 Vert Length [Purlin System] (inch) = 27.25000 Brace Length [Purlin System] (inch) = 36.81202 Controlling LC for Brace Force = 39 Iy (bot flg) (in**4) = 4.50 Tributary Length (ft) = 15.05 Comp Area (in**2) = 2.28 Equivalent MOE (ksi) = 29000.00 Member Mx (K-in) = 0.00 Member Pa (kips) _ -19.54 Flange Brace Bolt Type [Purlin System] = A325 Lateral Relative Strength P(actual) (kips) _ -5.80 Pcr (kips) = 5.80 Pe (kips) = 39.47 Ph (horz force) (kips) = 0.00 Brace Axial Force [Purlin System] (kips) = 0.02 Torsional Nodal Stiffness Purlin Stiffness (kip-in/rad) = 5389.4 Angle Stiffness (kip-in/rad) = 79492.36 BT (kip-in/RAD) = 76.7 Adjusted Moment (k-in) _ -175.5 Lq (in) = 519.8 Cb = 1.0 Torsional Nodal Strength Ph (horz force) (kips) Torsion = 0.01 Brace Axial Force [Purlin System] (kips) = 0.02 Unity Check for Angle [Purlin System] = 0.02 Unity Check for Bolt Shear at flange brace to purlin/girt connection [Purlin System] = 0.00 Unity Check for single Bolt Shear at flange brace to clip connection [Purlin System] = 0.00 Unity Check for Bolt Bearing for purlin/girt member [Purlin System] = 0.00 Unity Check for Bolt Tension at rafter/column flange connection [Purlin System] = 0.00 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in tension) [Purlin System] = 0.01 Unity Check for Bolt Tension between CL199 and CL196-198 125 3/7/2024 (flange brace in comp. ) [Purlin System] = 0.00 -------------------------------------------------------------- Begin flange brace design -------------------------------------------------------------- left rafter - Purlin Num 5 Design cycle 1 Flange brace length = 36.81 Bolt Bearing on Girt/Purlin. . . d/t = 7.1429 C = 3.0000 Cecc = 1.7365 Flange brace force = 0.0187 mf value used = 0.7500 Allow bolt bearing on member = 3.8289 UC bolt bearing on member = 0.0049 Shear in the Bolt at Clip to Flange Brace connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 5.3014 UC bolt shear = 0.0035 Shear at purlin/girt connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 9.2058 Flange brace force = 0.0187 UC bolt shear = 0.0020 Tension in the Bolt at rafter/column flange connection. . . Allow bolt tens stress = 90.0000 Bolt shear stress = 0.0640 Allow bolt tens stress w/shr = 90.0000 Allow bolt tens force w/shr = 8.8357 UC bolt tens w/shr = 0.0016 Tension in the Bolt between CL199 and CL196-198. . . Allow bolt tens force = 8.8357 Q = 0.2684 Allow bolt tens force w/ prying = 2.3718 Flange brace force = 0.0187 UC bolt tens (FB in tension) = 0.0069 UC bolt tens (FB in comp. ) = 0.0011 left rafter - Purlin Num 5 Input = Single Cold-Formed Flg Brace (C) Output = Single Cold-Formed Flg Brace (C) Horiz Length [Purlin System] (inch) = 24.75000 Vert Length [Purlin System] (inch) = 27.25000 Brace Length [Purlin System] (inch) = 36.81202 Controlling LC for Brace Stiffness = 18 Design Moment for stiffness (K-in) = 0.00 Sx (in**3) = 68.02 rt (inch) = 1.41 Iyc (in**4) = 4.50 ho (inch) = 30.25 Lq (ft) = 12.26 Braces (n) = 3.00 Ni = 3.33 Ct = 1.40 Cd = 1.00 Cb = 1.06 Lateral Relative Stiffness Total Lateral Stiffness Required (kips/in) = 0.50 Purlin Lateral Stiffness (kips/in) = 7.26 Angle Braces Stiffness [Purlin System] (kips/in) = 216.64 126 3/7/2024 Lateral Stiffness of Purlin System (kips/in) = 7.02 Total Lateral Stiffness Available (kips/in) = 7.02 Unity Check for Brace Stiffness = 0.07 Controlling LC for Brace Force = 18 Iy (bot flg) (in**4) = 4.50 Tributary Length (ft) = 15.05 Comp Area (in**2) = 2.28 Equivalent MOE (ksi) = 29000.00 Member Mx (K-in) _ -315.52 Member Pa (kips) = 0.42 Flange Brace Bolt Type [Purlin System] = A325 Lateral Relative Strength P(actual) (kips) _ -10.45 Pcr (kips) = 17.45 Pe (kips) = 39.47 Ph (horz force) (kips) = 0.00 Brace Axial Force [Purlin System] (kips) = 0.02 Torsional Nodal Stiffness Purlin Stiffness (kip-in/rad) = 5389.4 Angle Stiffness (kip-in/rad) = 79492.36 Total Torsional Stiffness Required (kip-in/RAD) = 42.9 Purlin System Torsional Stiffness Available (kip-in/RAD) = 5047.2 BT (kip-in/RAD) = 42.9 Total Torsional Stiffness Available (kip-in/RAD) = 5047.18 Unity Check for Brace Stiffness = 0.01 Adjusted Moment (k-in) _ -311.7 Lq (in) = 372.6 Cb = 2.4 Torsional Nodal Strength Ph (horz force) (kips) Torsion = 0.01 Brace Axial Force [Purlin System] (kips) = 0.02 Unity Check for Angle [Purlin System] = 0.02 Unity Check for Bolt Shear at flange brace to purlin/girt connection [Purlin System] = 0.00 Unity Check for single Bolt Shear at flange brace to clip connection [Purlin System] = 0.00 Unity Check for Bolt Bearing for purlin/girt member [Purlin System] = 0.00 Unity Check for Bolt Tension at rafter/column flange connection [Purlin System] = 0.00 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in tension) [Purlin System] = 0.01 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in comp. ) [Purlin System] = 0.00 -------------------------------------------------------------- Begin flange brace design -------------------------------------------------------------- left rafter - Purlin Num 7 Design cycle 1 Flange brace length = 36.81 Bolt Bearing on Girt/Purlin. . . d/t = 7.1429 C = 3.0000 Cecc = 1.7365 Flange brace force = 0.0239 mf value used = 0.7500 Allow bolt bearing on member = 3.8289 UC bolt bearing on member = 0.0062 Shear in the Bolt at Clip to Flange Brace connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 5.3014 127 3/7/2024 UC bolt shear = 0.0045 Shear at purlin/girt connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 9.2058 Flange brace force = 0.0239 UC bolt shear = 0.0026 Tension in the Bolt at rafter/column flange connection. . . Allow bolt tens stress = 90.0000 Bolt shear stress = 0.0818 Allow bolt tens stress w/shr = 90.0000 Allow bolt tens force w/shr = 8.8357 UC bolt tens w/shr = 0.0020 Tension in the Bolt between CL199 and CL196-198. . . Allow bolt tens force = 8.8357 Q = 0.2684 Allow bolt tens force w/ prying = 2.3718 Flange brace force = 0.0239 UC bolt tens (FB in tension) = 0.0088 UC bolt tens (FB in comp.) = 0.0014 left rafter - Purlin Num 7 Input = Single Cold-Formed Flg Brace (C) Output = Single Cold-Formed Flg Brace (C) Horiz Length [Purlin System] (inch) = 24.75000 Vert Length [Purlin System] (inch) = 27.25000 Brace Length [Purlin System] (inch) = 36.81202 Controlling LC for Brace Force = 30 Iy (bot flg) (in**4) = 4.50 Tributary Length (ft) = 25.09 Comp Area (in**2) = 2.28 Equivalent MOE (ksi) = 29000.00 Member Mx (K-in) _ -199.35 Member Pa (kips) = 3.22 Flange Brace Bolt Type [Purlin System] = A325 Lateral Relative Strength P(actual) (kips) _ -5.73 Pcr (kips) = 9.56 Pe (kips) = 14.21 Ph (horz force) (kips) = 0.00 Brace Axial Force [Purlin System] (kips) = 0.02 Torsional Nodal Stiffness Purlin Stiffness (kip-in/rad) = 5389.4 Angle Stiffness (kip-in/rad) = 79492.36 BT (kip-in/RAD) = 84.1 Adjusted Moment (k-in) _ -170.4 Lq (in) = 529.1 Cb = 1.2 Torsional Nodal Strength Ph (horz force) (kips) Torsion = 0.02 Brace Axial Force [Purlin System] (kips) = 0.02 Unity Check for Angle [Purlin System] = 0.03 Unity Check for Bolt Shear at flange brace to purlin/girt connection [Purlin System] = 0.00 Unity Check for single Bolt Shear at flange brace to clip connection [Purlin System] = 0.00 Unity Check for Bolt Bearing for purlin/girt member [Purlin System] = 0.01 Unity Check for Bolt Tension at rafter/column flange connection [Purlin System] = 0.00 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in tension) [Purlin System] = 0.01 128 3/7/2024 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in comp. ) [Purlin System] = 0.00 -------------------------------------------------------------- Begin flange brace design -------------------------------------------------------------- left rafter - Purlin Num 10 Design cycle 1 Flange brace length = 36.81 Bolt Bearing on Girt/Purlin. . . d/t = 7.1429 C = 3.0000 Cecc = 1.7365 Flange brace force = 0.0430 mf value used = 0.7500 Allow bolt bearing on member = 3.8289 UC bolt bearing on member = 0.0112 Shear in the Bolt at Clip to Flange Brace connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 5.3014 UC bolt shear = 0.0081 Shear at purlin/girt connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 9.2058 Flange brace force = 0.0430 UC bolt shear = 0.0047 Tension in the Bolt at rafter/column flange connection. . . Allow bolt tens stress = 90.0000 Bolt shear stress = 0.1474 Allow bolt tens stress w/shr = 90.0000 Allow bolt tens force w/shr = 8.8357 UC bolt tens w/shr = 0.0036 Tension in the Bolt between CL199 and CL196-198. . . Allow bolt tens force = 8.8357 Q = 0.2684 Allow bolt tens force w/ prying = 2.3718 Flange brace force = 0.0430 UC bolt tens (FB in tension) = 0.0159 UC bolt tens (FB in comp.) = 0.0024 left rafter - Purlin Num 10 Input = Single Cold-Formed Flg Brace (C) Output = Single Cold-Formed Flg Brace (C) Horiz Length [Purlin System] (inch) = 24.75000 Vert Length [Purlin System] (inch) = 27.25000 Brace Length [Purlin System] (inch) = 36.81202 Controlling LC for Brace Stiffness = 17 Design Moment for stiffness (K-in) = 0.00 Sx (in**3) = 68.02 rt (inch) = 1.41 Iyc (in**4) = 4.50 ho (inch) = 30.25 Lq (ft) = 12.26 Braces (n) = 3.00 Ni = 3.33 Ct = 1.40 Cd = 1.00 Cb = 1.06 Lateral Relative Stiffness Total Lateral Stiffness Required (kips/in) = 0.47 Purlin Lateral Stiffness (kips/in) = 7.26 129 3/7/2024 Angle Braces Stiffness [Purlin System] (kips/in) = 216.64 Lateral Stiffness of Purlin System (kips/in) = 7.02 Total Lateral Stiffness Available (kips/in) = 7.02 Unity Check for Brace Stiffness = 0.07 Controlling LC for Brace Force = 17 Iy (bot flg) (in**4) = 4.50 Tributary Length (ft) = 30.11 Comp Area (in**2) = 2.28 Equivalent MOE (ksi) = 29000.00 Member Mx (K-in) _ -268.44 Member Pa (kips) _ -0.35 Flange Brace Bolt Type [Purlin System] = A325 Lateral Relative Strength P(actual) (kips) _ -9.10 Pcr (kips) = 15.20 Pe (kips) = 9.87 Ph (horz force) (kips) = 0.09 Brace Axial Force [Purlin System] (kips) = 0.04 Torsional Nodal Stiffness Purlin Stiffness (kip-in/rad) = 5389.4 Angle Stiffness (kip-in/rad) = 79492.36 Total Torsional Stiffness Required (kip-in/RAD) = 130.5 Purlin System Torsional Stiffness Available (kip-in/RAD) = 5047.2 BT (kip-in/RAD) = 130.5 Total Torsional Stiffness Available (kip-in/RAD) = 5047.18 Unity Check for Brace Stiffness = 0.03 Adjusted Moment (k-in) _ -271.5 Lq (in) = 402.7 Cb = 1.7 Torsional Nodal Strength Ph (horz force) (kips) Torsion = 0.03 Brace Axial Force [Purlin System] (kips) = 0.04 Unity Check for Angle [Purlin System] = 0.05 Unity Check for Bolt Shear at flange brace to purlin/girt connection [Purlin System] = 0.00 Unity Check for single Bolt Shear at flange brace to clip connection [Purlin System] = 0.01 Unity Check for Bolt Bearing for purlin/girt member [Purlin System] = 0.01 Unity Check for Bolt Tension at rafter/column flange connection [Purlin System] = 0.00 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in tension) [Purlin System] = 0.02 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in comp. ) [Purlin System] = 0.00 -------------------------------------------------------------- Begin flange brace design -------------------------------------------------------------- left rafter - Purlin Num 13 Design cycle 1 Flange brace length = 36.81 Bolt Bearing on Girt/Purlin. . . d/t = 7.1429 C = 3.0000 Cecc = 1.7365 Flange brace force = 0.0046 mf value used = 0.7500 Allow bolt bearing on member = 3.8289 UC bolt bearing on member = 0.0012 Shear in the Bolt at Clip to Flange Brace connection. . . Allow bolt shear stress = 54.0000 130 3/7/2024 Allow bolt shear force = 5.3014 UC bolt shear = 0.0009 Shear at purlin/girt connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 9.2058 Flange brace force = 0.0046 UC bolt shear = 0.0005 Tension in the Bolt at rafter/column flange connection. . . Allow bolt tens stress = 90.0000 Bolt shear stress = 0.0157 Allow bolt tens stress w/shr = 90.0000 Allow bolt tens force w/shr = 8.8357 UC bolt tens w/shr = 0.0004 Tension in the Bolt between CL199 and CL196-198. . . Allow bolt tens force = 8.8357 Q = 0.2684 Allow bolt tens force w/ prying = 2.3718 Flange brace force = 0.0046 UC bolt tens (FB in tension) = 0.0017 UC bolt tens (FB in comp.) = 0.0003 left rafter - Purlin Num 13 Input = Single Cold-Formed Flg Brace (C) Output = Single Cold-Formed Flg Brace (C) Horiz Length [Purlin System] (inch) = 24.75000 Vert Length [Purlin System] (inch) = 27.25000 Brace Length [Purlin System] (inch) = 36.81202 Controlling LC for Brace Force = 39 Iy (bot flg) (in**4) = 4.50 Tributary Length (ft) = 20.07 Comp Area (in**2) = 2.28 Equivalent MOE (ksi) = 29000.00 Member Mx (K-in) = 0.00 Member Pa (kips) _ -7.26 Flange Brace Bolt Type [Purlin System] = A325 Lateral Relative Strength P(actual) (kips) _ -2.16 Pcr (kips) = 2.16 Pe (kips) = 22.20 Ph (horz force) (kips) = 0.00 Brace Axial Force [Purlin System] (kips) = 0.00 Torsional Nodal Stiffness Purlin Stiffness (kip-in/rad) = 5389.4 Angle Stiffness (kip-in/rad) = 79492.36 BT (kip-in/RAD) = 14.1 Adjusted Moment (k-in) _ -65.2 Lq (in) = 1006.5 Cb = 1.0 Torsional Nodal Strength Ph (horz force) (kips) Torsion = 0.00 Brace Axial Force [Purlin System] (kips) = 0.00 Unity Check for Angle [Purlin System] = 0.01 Unity Check for Bolt Shear at flange brace to purlin/girt connection [Purlin System] = 0.00 Unity Check for single Bolt Shear at flange brace to clip connection [Purlin System] = 0.00 Unity Check for Bolt Bearing for purlin/girt member [Purlin System] = 0.00 Unity Check for Bolt Tension at rafter/column flange connection [Purlin System] = 0.00 Unity Check for Bolt Tension between CL199 and CL196-198 131 3/7/2024 (flange brace in tension) [Purlin System] = 0.00 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in comp. ) [Purlin System] = 0.00 -------------------------------------------------------------- Begin flange brace design -------------------------------------------------------------- left rafter - Purlin Num 14 Design cycle 1 Flange brace length = 36.81 Bolt Bearing on Girt/Purlin. . . d/t = 7.1429 C = 3.0000 Cecc = 1.7365 Flange brace force = 0.0100 mf value used = 0.7500 Allow bolt bearing on member = 3.8289 UC bolt bearing on member = 0.0026 Shear in the Bolt at Clip to Flange Brace connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 5.3014 UC bolt shear = 0.0019 Shear at purlin/girt connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 9.2058 Flange brace force = 0.0100 UC bolt shear = 0.0011 Tension in the Bolt at rafter/column flange connection. . . Allow bolt tens stress = 90.0000 Bolt shear stress = 0.0341 Allow bolt tens stress w/shr = 90.0000 Allow bolt tens force w/shr = 8.8357 UC bolt tens w/shr = 0.0008 Tension in the Bolt between CL199 and CL196-198. . . Allow bolt tens force = 8.8357 Q = 0.2684 Allow bolt tens force w/ prying = 2.3718 Flange brace force = 0.0100 UC bolt tens (FB in tension) = 0.0037 UC bolt tens (FB in comp.) = 0.0006 left rafter - Purlin Num 14 Input = Single Cold-Formed Flg Brace (C) Output = Single Cold-Formed Flg Brace (C) Horiz Length [Purlin System] (inch) = 24.75000 Vert Length [Purlin System] (inch) = 27.25000 Brace Length [Purlin System] (inch) = 36.81202 Controlling LC for Brace Stiffness = 18 Design Moment for stiffness (K-in) = 0.00 Sx (in**3) = 68.02 rt (inch) = 1.41 Iyc (in**4) = 4.50 ho (inch) = 30.25 Lq (ft) = 12.26 Braces (n) = 3.00 Ni = 3.33 Ct = 1.40 Cd = 1.00 Cb = 1.06 Lateral Relative Stiffness Total Lateral Stiffness Required (kips/in) = 0.21 132 3/7/2024 Purlin Lateral Stiffness (kips/in) = 7.26 Angle Braces Stiffness [Purlin System] (kips/in) = 216.64 Lateral Stiffness of Purlin System (kips/in) = 7.02 Total Lateral Stiffness Available (kips/in) = 7.02 Unity Check for Brace Stiffness = 0.03 Controlling LC for Brace Force = 18 Iy (bot flg) (in**4) = 4.50 Tributary Length (ft) = 20.07 Comp Area (in**2) = 2.28 Equivalent MOE (ksi) = 29000.00 Member Mx (K-in) _ -178.57 Member Pa (kips) _ -0.09 Flange Brace Bolt Type [Purlin System] = A325 Lateral Relative Strength P(actual) (kips) _ -6.01 Pcr (kips) = 10.04 Pe (kips) = 22.20 Ph (horz force) (kips) = 0.00 Brace Axial Force [Purlin System] (kips) = 0.01 Torsional Nodal Stiffness Purlin Stiffness (kip-in/rad) = 5389.4 Angle Stiffness (kip-in/rad) = 79492.36 Total Torsional Stiffness Required (kip-in/RAD) = 17.4 Purlin System Torsional Stiffness Available (kip-in/RAD) = 5047.2 BT (kip-in/RAD) = 17.4 Total Torsional Stiffness Available (kip-in/RAD) = 5047.18 Unity Check for Brace Stiffness = 0.00 Adjusted Moment (k-in) _ -179.4 Lq (in) = 512.9 Cb = 2.5 Torsional Nodal Strength Ph (horz force) (kips) Torsion = 0.01 Brace Axial Force [Purlin System] (kips) = 0.01 Unity Check for Angle [Purlin System] = 0.01 Unity Check for Bolt Shear at flange brace to purlin/girt connection [Purlin System] = 0.00 Unity Check for single Bolt Shear at flange brace to clip connection [Purlin System] = 0.00 Unity Check for Bolt Bearing for purlin/girt member [Purlin System] = 0.00 Unity Check for Bolt Tension at rafter/column flange connection [Purlin System] = 0.00 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in tension) [Purlin System] = 0.00 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in comp. ) [Purlin System] = 0.00 -------------------------------------------------------------- Begin flange brace design -------------------------------------------------------------- left rafter - Purlin Num 17 Design cycle 1 Flange brace length = 36.81 Bolt Bearing on Girt/Purlin. . . d/t = 7.1429 C = 3.0000 Cecc = 1.7365 Flange brace force = 0.0047 mf value used = 0.7500 Allow bolt bearing on member = 3.8289 UC bolt bearing on member = 0.0012 Shear in the Bolt at Clip to Flange Brace connection. . . 133 3/7/2024 Allow bolt shear stress = 54.0000 Allow bolt shear force = 5.3014 UC bolt shear = 0.0009 Shear at purlin/girt connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 9.2058 Flange brace force = 0.0047 UC bolt shear = 0.0005 Tension in the Bolt at rafter/column flange connection. . . Allow bolt tens stress = 90.0000 Bolt shear stress = 0.0162 Allow bolt tens stress w/shr = 90.0000 Allow bolt tens force w/shr = 8.8357 UC bolt tens w/shr = 0.0004 Tension in the Bolt between CL199 and CL196-198. . . Allow bolt tens force = 8.8357 Q = 0.2684 Allow bolt tens force w/ prying = 2.3718 Flange brace force = 0.0047 UC bolt tens (FB in tension) = 0.0017 UC bolt tens (FB in comp.) = 0.0003 left rafter - Purlin Num 17 Input = Single Cold-Formed Flg Brace (C) Output = Single Cold-Formed Flg Brace (C) Horiz Length [Purlin System] (inch) = 24.75000 Vert Length [Purlin System] (inch) = 27.25000 Brace Length [Purlin System] (inch) = 36.81202 Controlling LC for Brace Force = 85 Iy (bot flg) (in**4) = 4.50 Tributary Length (ft) = 25.09 Comp Area (in**2) = 2.28 Equivalent MOE (ksi) = 29000.00 Member Mx (K-in) _ -75.51 Member Pa (kips) _ -0.53 Flange Brace Bolt Type [Purlin System] = A325 Lateral Relative Strength P(actual) (kips) _ -2.69 Pcr (kips) = 4.49 Pe (kips) = 14.21 Ph (horz force) (kips) = 0.00 Brace Axial Force [Purlin System] (kips) = 0.00 Torsional Nodal Stiffness Purlin Stiffness (kip-in/rad) = 5389.4 Angle Stiffness (kip-in/rad) = 79492.36 BT (kip-in/RAD) = 9.0 Adjusted Moment (k-in) _ -80.2 Lq (in) = 865.5 Cb = 1.7 Torsional Nodal Strength Ph (horz force) (kips) Torsion = 0.00 Brace Axial Force [Purlin System] (kips) = 0.00 Unity Check for Angle [Purlin System] = 0.01 Unity Check for Bolt Shear at flange brace to purlin/girt connection [Purlin System] = 0.00 Unity Check for single Bolt Shear at flange brace to clip connection [Purlin System] = 0.00 Unity Check for Bolt Bearing for purlin/girt member [Purlin System] = 0.00 Unity Check for Bolt Tension at rafter/column flange connection [Purlin System] = 0.00 134 3/7/2024 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in tension) [Purlin System] = 0.00 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in comp. ) [Purlin System] = 0.00 -------------------------------------------------------------- Begin flange brace design -------------------------------------------------------------- left rafter - Purlin Num 19 Design cycle 1 Flange brace length = 36.81 Bolt Bearing on Girt/Purlin. . . d/t = 7.1429 C = 3.0000 Cecc = 1.7365 Flange brace force = 0.0182 mf value used = 0.7500 Allow bolt bearing on member = 3.8289 UC bolt bearing on member = 0.0047 Shear in the Bolt at Clip to Flange Brace connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 5.3014 UC bolt shear = 0.0034 Shear at purlin/girt connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 9.2058 Flange brace force = 0.0182 UC bolt shear = 0.0020 Tension in the Bolt at rafter/column flange connection. . . Allow bolt tens stress = 90.0000 Bolt shear stress = 0.0622 Allow bolt tens stress w/shr = 90.0000 Allow bolt tens force w/shr = 8.8357 UC bolt tens w/shr = 0.0015 Tension in the Bolt between CL199 and CL196-198. . . Allow bolt tens force = 8.8357 Q = 0.2684 Allow bolt tens force w/ prying = 2.3718 Flange brace force = 0.0182 UC bolt tens (FB in tension) = 0.0067 UC bolt tens (FB in comp. ) = 0.0010 left rafter - Purlin Num 19 Input = Single Cold-Formed Flg Brace (C) Output = Single Cold-Formed Flg Brace (C) Horiz Length [Purlin System] (inch) = 24.75000 Vert Length [Purlin System] (inch) = 27.25000 Brace Length [Purlin System] (inch) = 36.81202 Controlling LC for Brace Stiffness = 27 Design Moment for stiffness (K-in) = 0.00 Sx (in**3) = 60.52 rt (inch) = 1.13 Iyc (in**4) = 2.60 ho (inch) = 30.25 Lq (ft) = 12.26 Braces (n) = 3.00 Ni = 3.33 Ct = 1.40 Cd = 1.00 Cb = 1.06 Lateral Relative Stiffness 135 3/7/2024 Total Lateral Stiffness Required (kips/in) = 0.40 Purlin Lateral Stiffness (kips/in) = 7.26 Angle Braces Stiffness [Purlin System] (kips/in) = 216.64 Lateral Stiffness of Purlin System (kips/in) = 7.02 Total Lateral Stiffness Available (kips/in) = 7.02 Unity Check for Brace Stiffness = 0.06 Controlling LC for Brace Force = 27 Iy (bot flg) (in**4) = 2.60 Tributary Length (ft) = 15.05 Comp Area (in**2) = 2.03 Equivalent MOE (ksi) = 29000.00 Member Mx (K-in) _ -195.27 Member Pa (kips) = 0.08 Flange Brace Bolt Type [Purlin System] = A325 Lateral Relative Strength P(actual) (kips) _ -6.53 Pcr (kips) = 10.90 Pe (kips) = 22.84 Ph (horz force) (kips) = 0.00 Brace Axial Force [Purlin System] (kips) = 0.02 Torsional Nodal Stiffness Purlin Stiffness (kip-in/rad) = 5389.4 Angle Stiffness (kip-in/rad) = 79492.36 Total Torsional Stiffness Required (kip-in/RAD) = 67.9 Purlin System Torsional Stiffness Available (kip-in/RAD) = 5047.2 BT (kip-in/RAD) = 67.9 Total Torsional Stiffness Available (kip-in/RAD) = 5047.18 Unity Check for Brace Stiffness = 0.01 Adjusted Moment (k-in) _ -194.6 Lq (in) = 368.0 Cb = 1.5 Torsional Nodal Strength Ph (horz force) (kips) Torsion = 0.01 Brace Axial Force [Purlin System] (kips) = 0.02 Unity Check for Angle [Purlin System] = 0.02 Unity Check for Bolt Shear at flange brace to purlin/girt connection [Purlin System] = 0.00 Unity Check for single Bolt Shear at flange brace to clip connection [Purlin System] = 0.00 Unity Check for Bolt Bearing for purlin/girt member [Purlin System] = 0.00 Unity Check for Bolt Tension at rafter/column flange connection [Purlin System] = 0.00 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in tension) [Purlin System] = 0.01 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in comp.) [Purlin System] = 0.00 -------------------------------------------------------------- Begin flange brace design -------------------------------------------------------------- left rafter - Purlin Num 20 Design cycle 1 Flange brace length = 36.81 Bolt Bearing on Girt/Purlin. . . d/t = 7.1429 C = 3.0000 Cecc = 1.7365 Flange brace force = 0.0027 mf value used = 0.7500 Allow bolt bearing on member = 3.8289 UC bolt bearing on member = 0.0007 136 3/7/2024 Shear in the Bolt at Clip to Flange Brace connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 5.3014 UC bolt shear = 0.0005 Shear at purlin/girt connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 9.2058 Flange brace force = 0.0027 UC bolt shear = 0.0003 Tension in the Bolt at rafter/column flange connection. . . Allow bolt tens stress = 90.0000 Bolt shear stress = 0.0091 Allow bolt tens stress w/shr = 90.0000 Allow bolt tens force w/shr = 8.8357 UC bolt tens w/shr = 0.0002 Tension in the Bolt between CL199 and CL196-198. . . Allow bolt tens force = 8.8357 Q = 0.2684 Allow bolt tens force w/ prying = 2.3718 Flange brace force = 0.0027 UC bolt tens (FB in tension) = 0.0010 UC bolt tens (FB in comp.) = 0.0002 left rafter - Purlin Num 20 Input = Single Cold-Formed Flg Brace (C) Output = Single Cold-Formed Flg Brace (C) Horiz Length [Purlin System] (inch) = 24.75000 Vert Length [Purlin System] (inch) = 27.25000 Brace Length [Purlin System] (inch) = 36.81202 Controlling LC for Brace Force = 30 Iy (bot flg) (in**4) = 2.60 Tributary Length (ft) = 15.05 Comp Area (in**2) = 2.03 Equivalent MOE (ksi) = 29000.00 Member Mx (K-in) _ -64.46 Member Pa (kips) _ -0.54 Flange Brace Bolt Type [Purlin System] = A325 Lateral Relative Strength P(actual) (kips) _ -2.31 Pcr (kips) = 3.86 Pe (kips) = 22.84 Ph (horz force) (kips) = 0.00 Brace Axial Force [Purlin System] (kips) = 0.00 Torsional Nodal Stiffness Purlin Stiffness (kip-in/rad) = 5389.4 Angle Stiffness (kip-in/rad) = 79492.36 BT (kip-in/RAD) = 5.6 Adjusted Moment (k-in) _ -69.0 Lq (in) = 715.8 Cb = 1.9 Torsional Nodal Strength Ph (horz force) (kips) Torsion = 0.00 Brace Axial Force [Purlin System] (kips) = 0.00 Unity Check for Angle [Purlin System] = 0.00 Unity Check for Bolt Shear at flange brace to purlin/girt connection [Purlin System] = 0.00 Unity Check for single Bolt Shear at flange brace to clip connection [Purlin System] = 0.00 Unity Check for Bolt Bearing for purlin/girt member [Purlin System] = 0.00 Unity Check for Bolt Tension at rafter/column flange connection 137 3/7/2024 [Purlin System] = 0.00 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in tension) [Purlin System] = 0.00 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in comp. ) [Purlin System] = 0.00 -------------------------------------------------------------- Begin flange brace design -------------------------------------------------------------- left rafter - Purlin Num 22 Design cycle 1 Flange brace length = 36.81 Bolt Bearing on Girt/Purlin. . . d/t = 7.1429 C = 3.0000 Cecc = 1.7365 Flange brace force = 0.0577 mf value used = 0.7500 Allow bolt bearing on member = 3.8289 UC bolt bearing on member = 0.0151 Shear in the Bolt at Clip to Flange Brace connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 5.3014 UC bolt shear = 0.0109 Shear at purlin/girt connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 9.2058 Flange brace force = 0.0577 UC bolt shear = 0.0063 Tension in the Bolt at rafter/column flange connection. . . Allow bolt tens stress = 90.0000 Bolt shear stress = 0.1974 Allow bolt tens stress w/shr = 90.0000 Allow bolt tens force w/shr = 8.8357 UC bolt tens w/shr = 0.0048 Tension in the Bolt between CL199 and CL196-198. . . Allow bolt tens force = 8.8357 Q = 0.2684 Allow bolt tens force w/ prying = 2.3718 Flange brace force = 0.0577 UC bolt tens (FB in tension) = 0.0213 UC bolt tens (FB in comp.) = 0.0033 left rafter - Purlin Num 22 Input = Single Cold-Formed Flg Brace (C) Output = Single Cold-Formed Flg Brace (C) Horiz Length [Purlin System] (inch) = 24.75000 Vert Length [Purlin System] (inch) = 27.25000 Brace Length [Purlin System] (inch) = 36.81202 Controlling LC for Brace Stiffness = 30 Design Moment for stiffness (K-in) = 0.00 Sx (in**3) = 60.52 rt (inch) = 1.13 Iyc (in**4) = 2.60 ho (inch) = 30.25 Lq (ft) = 12.26 Braces (n) = 3.00 Ni = 3.33 Ct = 1.40 Cd = 1.00 Cb = 1.06 138 3/7/2024 Lateral Relative Stiffness Total Lateral Stiffness Required (kips/in) = 1.36 Purlin Lateral Stiffness (kips/in) = 7.26 Angle Braces Stiffness [Purlin System] (kips/in) = 216.64 Lateral Stiffness of Purlin System (kips/in) = 7.02 Exterior Column Lateral Stiffness (kips/in) = 1.71 Total Lateral Stiffness Available (kips/in) = 8.74 Unity Check for Brace Stiffness = 0.16 Controlling LC for Brace Force = 30 Iy (bot flg) (in**4) = 2.60 Tributary Length (ft) = 12.78 Comp Area (in**2) = 2.03 Equivalent MOE (ksi) = 29000.00 Member Mx (K-in) _ -442.13 Member Pa (kips) _ -0.50 Flange Brace Bolt Type [Purlin System] = A325 Lateral Relative Strength P(actual) (kips) _ -14.97 Pcr (kips) = 25.00 Pe (kips) = 31.67 Ph (horz force) (kips) = 0.00 Brace Axial Force [Purlin System] (kips) = 0.06 Torsional Nodal Stiffness Purlin Stiffness (kip-in/rad) = 5389.4 Angle Stiffness (kip-in/rad) = 79492.36 Total Torsional Stiffness Required (kip-in/RAD) = 304.4 Purlin System Torsional Stiffness Available (kip-in/RAD) = 5047.2 Exterior Column Torsional Stiffness (kip-in/RAD) = 628.6 BT (kip-in/RAD) = 304.4 Total Torsional Stiffness Available (kip-in/RAD) = 5675.82 Unity Check for Brace Stiffness = 0.05 Adjusted Moment (k-in) _ -446.4 Lq (in) = 231.6 Cb = 1.5 Torsional Nodal Strength Ph (horz force) (kips) Torsion = 0.04 Brace Axial Force [Purlin System] (kips) = 0.06 Unity Check for Angle [Purlin System] = 0.07 Unity Check for Bolt Shear at flange brace to purlin/girt connection [Purlin System] = 0.01 Unity Check for single Bolt Shear at flange brace to clip connection [Purlin System] = 0.01 Unity Check for Bolt Bearing for purlin/girt member [Purlin System] = 0.02 Unity Check for Bolt Tension at rafter/column flange connection [Purlin System] = 0.00 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in tension) [Purlin System] = 0.02 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in comp. ) [Purlin System] = 0.00 -------------------------------------------------------------- Begin flange brace design -------------------------------------------------------------- right column - Girt Num 1 Design cycle 1 Flange brace length = 27.35 Bolt Bearing on Girt/Purlin. . . d/t = 8.4746 C = 3.0000 Cecc = 1.4350 Flange brace force = 0.1563 139 3/7/2024 mf value used = 0.7500 Allow bolt bearing on member = 2.6670 UC bolt bearing on member = 0.0586 Shear in the Bolt at Clip to Flange Brace connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 5.3014 UC bolt shear = 0.0295 Shear at purlin/girt connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 7.6077 Flange brace force = 0.1563 UC bolt shear = 0.0205 Tension in the Bolt at rafter/column flange connection. . . Allow bolt tens stress = 90.0000 Bolt shear stress = 0.7201 Allow bolt tens stress w/shr = 90.0000 Allow bolt tens force w/shr = 8.8357 UC bolt tens w/shr = 0.0075 Tension in the Bolt between CL199 and CL196-198. . . Allow bolt tens force = 8.8357 Q = 0.2684 Allow bolt tens force w/ prying = 2.3718 Flange brace force = 0.1563 UC bolt tens (FB in tension) = 0.0587 UC bolt tens (FB in comp.) = 0.0307 right column - Girt Num 1 Input = Single Cold-Formed Flg Brace (C) Output = Single Cold-Formed Flg Brace (C) Horiz Length [Purlin System] (inch) = 24.75000 Vert Length [Purlin System] (inch) = 11.64802 Brace Length [Purlin System] (inch) = 27.35396 Controlling LC for Brace Force = 26 Iy (bot flg) (in**4) = 4.50 Tributary Length (ft) = 13.54 Comp Area (in**2) = 1.87 Equivalent MOE (ksi) = 29000.00 Member Mx (K-in) _ -168.45 Member Pa (kips) _ -6.61 Min Brace Force (kips) = 0.14 Flange Brace Bolt Type [Purlin System] = A325 Lateral Relative Strength P(actual) (kips) _ -14.14 Pcr (kips) = 23.61 Pe (kips) = 48.81 Ph (horz force) (kips) = 0.14 Brace Axial Force [Purlin System] (kips) = 0.16 Unity Check for Angle [Purlin System] = 0.18 Unity Check for Bolt Shear at purlin/girt connection [Purlin System] = 0.02 Unity Check for single Bolt Shear at flange brace to clip connection [Purlin System] = 0.03 Unity Check for Bolt Bearing for purlin/girt member [Purlin System] = 0.06 Unity Check for Bolt Tension at rafter/column flange connection [Purlin System] = 0.01 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in tension) [Purlin System] = 0.06 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in comp. ) [Purlin System] = 0.03 Torsional Nodal Stiffness 140 3/7/2024 Adjusted Moment (k-in) _ -203.1 Lq (in) = 349.7 Cb = 1.4 Torsional Nodal Strength Ph (horz force) (kips) Torsion = 0.14 Brace Axial Force [Purlin System] (kips) = 0.16 -------------------------------------------------------------- Begin flange brace design -------------------------------------------------------------- right column - Girt Num 2 Design cycle 1 Flange brace length = 29.99 Bolt Bearing on Girt/Purlin. . . d/t = 8.4746 C = 3.0000 Cecc = 1.5208 Flange brace force = 0.2169 mf value used = 0.7500 Allow bolt bearing on member = 2.8265 UC bolt bearing on member = 0.0767 Shear in the Bolt at Clip to Flange Brace connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 5.3014 UC bolt shear = 0.0409 Shear at purlin/girt connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 8.0626 Flange brace force = 0.2169 UC bolt shear = 0.0269 Tension in the Bolt at rafter/column flange connection. . . Allow bolt tens stress = 90.0000 Bolt shear stress = 0.9114 Allow bolt tens stress w/shr = 90.0000 Allow bolt tens force w/shr = 8.8357 UC bolt tens w/shr = 0.0139 Tension in the Bolt between CL199 and CL196-198. . . Allow bolt tens force = 8.8357 Q = 0.2684 Allow bolt tens force w/ prying = 2.3718 Flange brace force = 0.2169 UC bolt tens (FB in tension) = 0.0824 UC bolt tens (FB in comp.) = 0.0308 right column - Girt Num 2 Input = Single Cold-Formed Flg Brace (C) Output = Single Cold-Formed Flg Brace (C) Horiz Length [Purlin System] (inch) = 24.75000 Vert Length [Purlin System] (inch) = 16.94293 Brace Length [Purlin System] (inch) = 29.99376 Controlling LC for Brace Force = 26 Iy (bot flg) (in**4) = 4.50 Tributary Length (ft) = 20.00 Comp Area (in**2) = 2.01 Equivalent MOE (ksi) = 29000.00 Member Mx (K-in) _ -308.28 Member Pa (kips) _ -6.47 Min Brace Force (kips) = 0.18 Flange Brace Bolt Type [Purlin System] = A325 Lateral Relative Strength P(actual) (kips) _ -17.90 141 3/7/2024 Pcr (kips) = 29.88 Pe (kips) = 22.36 Ph (horz force) (kips) = 0.18 Brace Axial Force [Purlin System] (kips) = 0.22 Unity Check for Angle [Purlin System] = 0.25 Unity Check for Bolt Shear at purlin/girt connection [Purlin System] = 0.03 Unity Check for single Bolt Shear at flange brace to clip connection [Purlin System] = 0.04 Unity Check for Bolt Bearing for purlin/girt member [Purlin System] = 0.08 Unity Check for Bolt Tension at rafter/column flange connection [Purlin System] = 0.01 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in tension) [Purlin System] = 0.08 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in comp. ) [Purlin System] = 0.03 Torsional Nodal Stiffness Adjusted Moment (k-in) _ -351.0 Lq (in) = 287.3 Cb = 1.1 Torsional Nodal Strength Ph (horz force) (kips) Torsion = 0.18 Brace Axial Force [Purlin System] (kips) = 0.22 142 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F8- 32 R-Frame Design Program - Version V8.20 Job : 57322A Primary Deflection Report File: frame_l.fra Date: 02/01/24 ssm4 113.25/20./21. 20./100./25. Start Time: 13:46:47 -------------------------------------------------------------------------------- Column Top Deflections for Load Combs. (Positive = X:Right Y:Upward) (Inches) ------------------------------------------------------------------------------ Ext. Left Col Int. Column-1 Int. Column-2 Int. Column-3 X-Def Y-Def X-Def Y-Def X-Def Y-Def X-Def Y-Def ------------------------------------------------------------------------------ Pos. Max 4.835 0.081 4.840 0.011 4.849 0.005 4.857 0.007 Load Comb 153 152 153 152 153 141 153 147 Defl. H/ 45 H/ 49 H/ 54 H/ 59 ------------------------------------------------------------------------------ Neg. Max -4.638 -0.089 -4.643 -0.034 -4.653 -0.028 -4.662 -0.030 Load Comb 152 153 152 17 152 17 152 17 Defl. H/ 47 H/ 52 H/ 57 H/ 61 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Int. Column-4 Ext Right Col X-Def Y-Def X-Def Y-Def ------------------------------------------------------------------------------ Pos. Max 4.856 0.005 4.841 0.050 Load Comb 153 29 153 151 Defl. H/ 63 H/ 68 ------------------------------------------------------------------------------ Neg. Max -4.662 -0.028 -4.650 -0.055 Load Comb 152 17 152 154 Defl. H/ 66 H/ 70 ------------------------------------------------------------------------------ Maximum Rafter Deflections for Span #1 (Positive = Y:Upward) ------------------------------------------------------------------------------ Max. Downward Deflection Max. Upward Deflection Y-Def. X-Dist. from Right S.L. Y-Def. X-Dist. from Right S.L. ------------------------------------------------------------------------------ Max. Def -0.248 in. 10.16 ft. 0.212 in. 9.51 ft. Load Comb 153 152 Defl. L/999 L/999 ------------------------------------------------------------------------------ Maximum Rafter Deflections for Span #2 (Positive = Y:Upward) ------------------------------------------------------------------------------ Max. Downward Deflection Max. Upward Deflection Y-Def. X-Dist. from Left S.L. Y-Def. X-Dist. from Left S.L. ------------------------------------------------------------------------------ Max. Def -0.073 in. 37.02 ft. 0.041 in. 34.49 ft. Load Comb 17 151 Defl. L/999 L/999 ------------------------------------------------------------------------------ Maximum Rafter Deflections for Span #3 (Positive = Y:Upward) ------------------------------------------------------------------------------ Max. Downward Deflection Max. Upward Deflection Y-Def. X-Dist. from Left S.L. Y-Def. X-Dist. from Left S.L. ------------------------------------------------------------------------------ Max. Def -0.042 in. 60.86 ft. 0.008 in. 59.52 ft. Load Comb 17 147 Defl. L/999 L/999 143 3/7/2024 Maximum Rafter Deflections for Span #4 (Positive = Y:Upward) ------------------------------------------------------------------------------ Max. Downward Deflection Max. Upward Deflection Y-Def. X-Dist. from Left S.L. Y-Def. X-Dist. from Left S.L. ------------------------------------------------------------------------------ Max. Def -0.059 in. 80.08 ft. 0.018 in. 81.93 ft. Load Comb 17 147 Defl. L/999 L/999 ------------------------------------------------------------------------------ Maximum Rafter Deflections for Span #5 (Positive = Y:Upward) ------------------------------------------------------------------------------ Max. Downward Deflection Max. Upward Deflection Y-Def. X-Dist. from Left S.L. Y-Def. X-Dist. from Left S.L. ------------------------------------------------------------------------------ Max. Def -0.108 in. 104.52 ft. 0.090 in. 105.86 ft. Load Comb 154 151 Defl. L/999 L/999 ------------------------------------------------------------------------------ Peak Deflections (Positive = Y:Upward) -------------------- Y-Def -------------------- Pos. Max 0.050 in. Load Comb 151 Defl. L/999 -------------------- Neg. Max -0.055 in. Load Comb 154 Defl. L/999 -------------------- Note: The reported horizontal deflections for the load combinations shown below have been amplified by the value of Cd (deflection amplification factor) . LC# Cd Used 149 3.0 150 3.0 151 3.0 152 3.0 153 3.0 154 3.0 Vertical Clearance at the Left Knee is 17.0524 feet Vertical Clearance at the Right Knee is 26.0535 feet 144 071024 Star Building Systems, OKC, OK User: wwokeefe Page: F5- 1 R-Frame Design Program - Version V8.20 Job : 57322A Input Data Echo File: frame_5.fra Date: 02/01/24 ssm4 113.25/20./11.583 20./100./25. Start Time: 13:46:44 \\acrfiler0l\TS\Jobs\active\Eng\19-B-57322\ver01-wwokeefe\BLDG-A\ -------------------------------------------------------------------------------- VERSION V8.20 BRAND STAR DESCRIPTION ssm4 113.25/20./11.583 20./100./25. FRAME ID 5 # FRAME LEFT SIDE IS BLDG. PLANE SWC # AND FRAME RIGHT SIDE IS BLDG. PLANE SWA PRINT echo code loads base connection deflection profile seismic detail \ 1_flg_brace summary stiffeners pro_grplds OPTIMIZATION none *PLANT atw *JOB 57322A ANALYZE all *DATASET members brace combinations wind-array connection base BUILDING LABEL A LOCATION frame lines 1 LATERAL GRID LABEL 5 LONGITUDINAL GRID LABEL F E D C B A NUMBER FRAMES 1 *PRICE complete TYPE LEFT ssm t cs 60. 60. TYPE RIGHT ssm t cs 60. 60. WIDTH 113.25 113.25 LENGTH 86. EAVE LEFT 20. *ROOF SLOPE LEFT 1.0155 EAVE RIGHT 29.5833 SPANS 25. 24.3333 20.5833 21.5833 21.75 GIRT DEPTH 8. 8.25 *PURLIN DEPTH 8. 8.25 GIRT THICKNESS 0.059 *PURLIN THICKNESS 0.07 GIRT FLANGE 2.5 *PURLIN FLANGE 2.5 PURLIN STIFFNESS 9.011 14.429 2.692 6.51 CODE LABEL 2018 IBC BUILDING CODE IB18 U=Normal DEAD LOAD 2.563 *COLLATERAL LOAD 8. LIVE LOAD 20. SNOW G=25. T=1. S=N WML=113.25 MRSL=25. SEISMIC LOAD 51=37.175 SS=104.3 TL=16. %CR=NORM %SR=NORM RHOT=1.3 RHOL=1.3 \ R=3.5 LOF=2. TOF=3. RL=3.25 Cd=3. Ct=0.028 SOIL PROFILE D SECOND ORDER FOA AMPLIFY RBEQ RIGHT 1.5 ROOF TRIBUTARY TR=11.583 WALL TRIBUTARY LEFT TR= 11.583 S=O. E=20. WALL TRIBUTARY RIGHT TR= 11.583 S=O. E=29.5833 DESIGN ASD16 MAXIMUM UNITY CHECK 1. LATERAL BRACE LENGTH 2O.83 STIFFNESS CHECK ALL BOLT TIGHTENING Fully DEFLECTION ROOF L=180. 5=180. W=180. G=120. DEFLECTION WALL L=60. 5=60. W=60. E=40. C=100. G=60. TE=40. MIN_MOMT_BOLT_DIA 0.75 SYMKNEE CONNECTION SPLICE GUSSETS NA BRACING SIDES LC=3 RA=3 RC=3 BRACE ATTACHMENT FLANGE FLANGE BRACE ATTACHMENT LC=2 RA=2 RC=2 GIRT SPACING LEFT 3.2083 4.2917 2.3333 5.2083 GIRT SPACING RIGHT 7.5 2@6. 3.5 GIRT BRACE LEFT N N N M1 GIRT BRACE RIGHT Cl Cl N Cl 145 3/7/2024 PURLIN SPACING 2@4.125 20@5. PURLIN BRACE C C N C C N C N N C N N C C N N C N C N N C LEFT COLUMN BASE W=6. T=0.375 L=30.5 N=2 D=0.75 10. 0. 10. 6. 0.375 0.185 6. 0.3125 0. 30. 0. 6. 0.375 0.375 6. 0.375 LEFT RAFTER 1 CONNECTION 0=2E I=2E W=8. T=1. D=1. 26. 0. 0. 6. 0.25 0.156 6. 0.25 0. 26. 10. 6. 0.25 0.156 6. 0.25 26. 26. 4.8166 6. 0.25 0.156 6. 0.25 INTERIOR COLUMN 1 BASE W=6. T=0.375 L=8.75 N=2 D=0.75 8. 8. 0. 6. 0.375 0.185 6. 0.375 CONNECTION 0=lF I=lF W=6. T=0.375 D=0.5 LEFT RAFTER 2 26. 26. 5.1834 6. 0.25 0.156 6. 0.25 26. 0. 0. 6. 0.25 0.156 6. 0.25 0. 26. 10. 6. 0.25 0.156 6. 0.25 CONNECTION 0=2E I=2E W=6. T=0.375 D=0.75 26. 26. 4.8166 6. 0.25 0.156 6. 0.25 INTERIOR COLUMN 2 BASE W=6. T=0.375 L=8.75 N=2 D=0.75 8. 8. 0. 6. 0.375 0.185 6. 0.375 CONNECTION 0=lF I=lF W=6. T=0.375 D=0.5 LEFT RAFTER 3 26. 26. 5.1834 6. 0.25 0.156 6. 0.25 26. 26. 0. 6. 0.25 0.156 6. 0.25 26. 26. 2.3166 6. 0.25 0.156 6. 0.25 INTERIOR COLUMN 3 BASE W=8. T=0.375 L=8.5 N=2 D=0.75 8. 8. 0. 8. 0.25 0.156 8. 0.25 CONNECTION 0=lF I=lF W=8. T=0.375 D=0.5 LEFT RAFTER 4 26. 26. 2.6834 6. 0.25 0.156 6. 0.25 26. 0. 0. 6. 0.25 0.156 6. 0.25 0. 26. 10. 6. 0.25 0.156 6. 0.25 CONNECTION 0=2E I=2E W=6. T=0.375 D=0.75 26. 26. 2.3166 5. 0.25 0.156 5. 0.25 INTERIOR COLUMN 4 BASE W=8. T=0.375 L=8.5 N=2 D=0.75 8. 8. 0. 8. 0.25 0.156 8. 0.25 CONNECTION 0=lF I=lF W=8. T=0.375 D=0.5 LEFT RAFTER 5 26. 26. 2.6834 5. 0.25 0.156 5. 0.25 26. 0. 0. 5. 0.25 0.156 5. 0.25 0. 26. 10. 5. 0.25 0.156 5. 0.25 CONNECTION 0=2E I=2E W=6. T=0.75 D=0.75 RIGHT COLUMN BASE W=8. T=0.625 L=10.5 N=2 D=1. 10. 0. 10. 5. 0.25 0.156 5. 0.25 0. 0. 10. 5. 0.25 0.185 5. 0.25 0. 30. 0. 5. 0.25 0.185 5. 0.25 WIND LOAD WL1 19.525 0.4300 -1.2500 -0.7100 -0.6100 50.000 Left WIND LOAD WL2 19.525 0.7900 -0.8900 -0.3500 -0.2500 50.000 Left WIND LOAD LWL1 19.525 -0.6600 -1.2500 -0.7100 -0.6600 50.000 WIND LOAD LWL2 19.525 -0.6600 -0.7100 -1.2500 -0.6600 63.250 WIND LOAD LWL3 19.525 -0.3000 -0.8900 -0.3500 -0.3000 50.000 WIND LOAD LWL4 19.525 -0.3000 -0.3500 -0.8900 -0.3000 63.250 WIND LOAD MWL1 16.000 0.5000 0.5000 0.5000 -0.5000 0.000 WIND LOAD MWL2 16.000 -0.5000 -0.5000 -0.5000 0.5000 0.000 WIND LOAD WL3 19.525 -0.6100 -0.7100 -1.2500 0.4300 63.250 Right 146 3/7/2024 WIND LOAD WL4 19.525 -0.2500 -0.3500 -0.8900 0.7900 63.250 Right WIND LOAD WL1D 9.075 0.4300 -1.2500 -0.7100 -0.6100 50.000 Left WIND LOAD WL2D 9.075 0.7900 -0.8900 -0.3500 -0.2500 50.000 Left WIND LOAD LWL1D 9.075 -0.6600 -1.2500 -0.7100 -0.6600 50.000 WIND LOAD LWL2D 9.075 -0.6600 -0.7100 -1.2500 -0.6600 63.250 WIND LOAD LWL3D 9.075 -0.3000 -0.8900 -0.3500 -0.3000 50.000 WIND LOAD LWL4D 9.075 -0.3000 -0.3500 -0.8900 -0.3000 63.250 WIND LOAD WL3D 9.075 -0.6100 -0.7100 -1.2500 0.4300 63.250 Right WIND LOAD WL4D 9.075 -0.2500 -0.3500 -0.8900 0.7900 63.250 Right LOAD COMBINATIONS 1) 1. DL 1. COLL 1. PSL1 0.5 PSL2 0.5 PSL3 0.5 PSL4 0.5 PSL5 *DEFL 60. 120. *PDELTA L 2) 1. DL 1. COLL 1. PSL1 0.5 PSL2 0.5 PSL3 0.5 PSL4 0.5 PSL5 *DEFL 60. 120. *PDELTA R 3) 1. DL 1. COLL 0.5 PSL1 0.5 PSL2 0.5 PSL3 0.5 PSL4 1. PSL5 *DEFL 60. 120. *PDELTA L 4) 1. DL 1. COLL 0.5 PSL1 0.5 PSL2 0.5 PSL3 0.5 PSL4 1. PSL5 *DEFL 60. 120. *PDELTA R 5) 1. DL 1. COLL 0.5 PSL1 1. PSL2 1. PSL3 1. PSL4 1. PSL5 *DEFL 60. 120. *PDELTA L 6) 1. DL 1. COLL 0.5 PSL1 1. PSL2 1. PSL3 1. PSL4 1. PSL5 *DEFL 60. 120. *PDELTA R 7) 1. DL 1. COLL 1. PSL1 1. PSL2 1. PSL3 1. PSL4 0.5 PSL5 *DEFL 60. 120. *PDELTA L 8) 1. DL 1. COLL 1. PSL1 1. PSL2 1. PSL3 1. PSL4 0.5 PSL5 *DEFL 60. 120. *PDELTA R 9) 1. DL 1. COLL 1. PSL1 1. PSL2 0.5 PSL3 0.5 PSL4 0.5 PSL5 *DEFL 60. 120. *PDELTA L 10) 1. DL 1. COLL 1. PSL1 1. PSL2 0.5 PSL3 0.5 PSL4 0.5 PSL5 *DEFL 60. 120. *PDELTA R 11) 1. DL 1. COLL 0.5 PSL1 1. PSL2 1. PSL3 0.5 PSL4 0.5 PSL5 *DEFL 60. 120. *PDELTA L 12) 1. DL 1. COLL 0.5 PSL1 1. PSL2 1. PSL3 0.5 PSL4 0.5 PSL5 *DEFL 60. 120. *PDELTA R 13) 1. DL 1. COLL 0.5 PSL1 0.5 PSL2 1. PSL3 1. PSL4 0.5 PSL5 *DEFL 60. 120. *PDELTA L 14) 1. DL 1. COLL 0.5 PSL1 0.5 PSL2 1. PSL3 1. PSL4 0.5 PSL5 *DEFL 60. 120. *PDELTA R 15) 1. DL 1. COLL 0.5 PSL1 0.5 PSL2 0.5 PSL3 1. PSL4 1. PSL5 *DEFL 60. 120. *PDELTA L 16) 1. DL 1. COLL 0.5 PSL1 0.5 PSL2 0.5 PSL3 1. PSL4 1. PSL5 *DEFL 60. 120. *PDELTA R 17) 1. DL 1. COLL 1. SNOW *DEFL 60. 120. *PDELTA L 18) 1. DL 1. COLL 1. SNOW *DEFL 60. 120. *PDELTA R 19) 1. DL 1. LL 1. COLL *DEFL 60. 120. *PDELTA L 20) 1. DL 1. LL 1. COLL *DEFL 60. 120. *PDELTA R 21) 1.11682 DL 1.11682 COLL 0.91 RBDWEQ *DEFL 60. 120. *PDELTA L 22) 1.11682 DL 1.11682 COLL 0.91 RBDWEQ *DEFL 60. 120. *PDELTA R 23) 1.11682 DL 0.91 EQ *DEFL 40. 120. *PDELTA L 24) 1.11682 DL 0.91 EQ *DEFL 40. 120. *PDELTA R 25) 1.11682 DL -0.91 EQ *DEFL 40. 120. *PDELTA L 26) 1.11682 DL -0.91 EQ *DEFL 40. 120. *PDELTA R 27) 1.11682 DL 1.11682 COLL 0.91 EQ *DEFL 40. 120. *PDELTA L 28) 1.11682 DL 1.11682 COLL 0.91 EQ *DEFL 40. 120. *PDELTA R 29) 1.11682 DL 1.11682 COLL -0.91 EQ *DEFL 40. 120. *PDELTA L 30) 1.11682 DL 1.11682 COLL -0.91 EQ *DEFL 40. 120. *PDELTA R 31) 0.48318 DL 0.91 RBUPEQ *DEFL 60. 120. *PDELTA L 32) 0.48318 DL 0.91 RBUPEQ *DEFL 60. 120. *PDELTA R 33) 0.48318 DL 0.91 EQ *DEFL 40. 120. *PDELTA L 34) 0.48318 DL 0.91 EQ *DEFL 40. 120. *PDELTA R 35) 0.48318 DL -0.91 EQ *DEFL 40. 120. *PDELTA L 36) 0.48318 DL -0.91 EQ *DEFL 40. 120. *PDELTA R 147 3/7/2024 37) 0.73312 DL 2. RBUPEQ *TYPE R *APP C *PDELTA L 38) 0.73312 DL 2. RBUPEQ *TYPE R *APP C *PDELTA R 39) 1.36688 DL 1.36688 COLL 2. RBDWEQ *TYPE R *APP C *PDELTA L 40) 1.36688 DL 1.36688 COLL 2. RBDWEQ *TYPE R *APP C *PDELTA R 41) 0.73312 DL 3. EQ *TYPE R *APP C *PDELTA L 42) 0.73312 DL 3. EQ *TYPE R *APP C *PDELTA R 43) 0.73312 DL -3. EQ *TYPE R *APP C *PDELTA L 44) 0.73312 DL -3. EQ *TYPE R *APP C *PDELTA R 45) 1.36688 DL 1.36688 COLL 3. EQ *TYPE R *APP C *PDELTA L 46) 1.36688 DL 1.36688 COLL 3. EQ *TYPE R *APP C *PDELTA R 47) 1.36688 DL 1.36688 COLL -3. EQ *TYPE R *APP C *PDELTA L 48) 1.36688 DL 1.36688 COLL -3. EQ *TYPE R *APP C *PDELTA R 49) 0.73312 DL 2. RBUPEQ *TYPE R *APP B *PDELTA L 50) 0.73312 DL 2. RBUPEQ *TYPE R *APP B *PDELTA R 51) 1.36688 DL 1.36688 COLL 2. RBDWEQ *TYPE R *APP B *PDELTA L 52) 1.36688 DL 1.36688 COLL 2. RBDWEQ *TYPE R *APP B *PDELTA R 53) 0.73312 DL 3. EQ *TYPE R *APP B *PDELTA L 54) 0.73312 DL 3. EQ *TYPE R *APP B *PDELTA R 55) 0.73312 DL -3. EQ *TYPE R *APP B *PDELTA L 56) 0.73312 DL -3. EQ *TYPE R *APP B *PDELTA R 57) 1.36688 DL 1.36688 COLL 3. EQ *TYPE R *APP B *PDELTA L 58) 1.36688 DL 1.36688 COLL 3. EQ *TYPE R *APP B *PDELTA R 59) 1.36688 DL 1.36688 COLL -3. EQ *TYPE R *APP B *PDELTA L 60) 1.36688 DL 1.36688 COLL -3. EQ *TYPE R *APP B *PDELTA R 61) 0.73312 DL 3.5 EQ *TYPE R *APP K *PDELTA L 62) 0.73312 DL 3.5 EQ *TYPE R *APP K *PDELTA R 63) 0.73312 DL -3.5 EQ *TYPE R *APP K *PDELTA L 64) 0.73312 DL -3.5 EQ *TYPE R *APP K *PDELTA R 65) 1.36688 DL 1.36688 COLL 3.5 EQ *TYPE R *APP K *PDELTA L 66) 1.36688 DL 1.36688 COLL 3.5 EQ *TYPE R *APP K *PDELTA R 67) 1.36688 DL 1.36688 COLL -3.5 EQ *TYPE R *APP K *PDELTA L 68) 1.36688 DL 1.36688 COLL -3.5 EQ *TYPE R *APP K *PDELTA R 69) 1. DL 0.6 WL1 *PDELTA L 70) 1. DL 0.6 WL1 *PDELTA R 71) 1. DL 0.6 WL2 *PDELTA L 72) 1. DL 0.6 WL2 *PDELTA R 73) 1. DL 0.6 WL3 *PDELTA L 74) 1. DL 0.6 WL3 *PDELTA R 75) 1. DL 0.6 WL4 *PDELTA L 76) 1. DL 0.6 WL4 *PDELTA R 77) 0.6 DL 0.6 WL1 *PDELTA L 78) 0.6 DL 0.6 WL1 *PDELTA R 79) 0.6 DL 0.6 WL2 *PDELTA L 80) 0.6 DL 0.6 WL2 *PDELTA R 81) 0.6 DL 0.6 LWL1 0.6 RBUPLW *PDELTA L 82) 0.6 DL 0.6 LWL1 0.6 RBUPLW *PDELTA R 83) 0.6 DL 0.6 LWL2 0.6 RBUPLW *PDELTA L 84) 0.6 DL 0.6 LWL2 0.6 RBUPLW *PDELTA R 85) 0.6 DL 0.6 LWL3 0.6 RBUPLW *PDELTA L 86) 0.6 DL 0.6 LWL3 0.6 RBUPLW *PDELTA R 87) 0.6 DL 0.6 LWL4 0.6 RBUPLW *PDELTA L 88) 0.6 DL 0.6 LWL4 0.6 RBUPLW *PDELTA R 89) 0.6 DL 0.6 WL3 *PDELTA L 90) 0.6 DL 0.6 WL3 *PDELTA R 91) 0.6 DL 0.6 WL4 *PDELTA L 92) 0.6 DL 0.6 WL4 *PDELTA R 93) 0.6 MWL1 *TYPE M 94) 0.6 MWL2 *TYPE M 95) 1. DL 1. COLL 0.6 WL1 *PDELTA L 96) 1. DL 1. COLL 0.6 WL1 *PDELTA R 97) 1. DL 1. COLL 0.6 WL2 *PDELTA L 98) 1. DL 1. COLL 0.6 WL2 *PDELTA R 148 3/7/2024 99) 1. DL 1. COLL 0.6 WL3 *PDELTA L 100) 1. DL 1. COLL 0.6 WL3 *PDELTA R 101) 1. DL 1. COLL 0.6 WL4 *PDELTA L 102) 1. DL 1. COLL 0.6 WL4 *PDELTA R 103) 1. DL 1. COLL 0.75 SBAL 0.45 WL1 *PDELTA L 104) 1. DL 1. COLL 0.75 SBAL 0.45 WL1 *PDELTA R 105) 1. DL 1. COLL 0.75 SBAL 0.45 WL2 *PDELTA L 106) 1. DL 1. COLL 0.75 SBAL 0.45 WL2 *PDELTA R 107) 1. DL 1. COLL 0.75 SBAL 0.45 LWL1 0.45 RBUPLW *PDELTA L 108) 1. DL 1. COLL 0.75 SBAL 0.45 LWL1 0.45 RBUPLW *PDELTA R 109) 1. DL 1. COLL 0.75 SBAL 0.45 LWL2 0.45 RBUPLW *PDELTA L 110) 1. DL 1. COLL 0.75 SBAL 0.45 LWL2 0.45 RBUPLW *PDELTA R 111) 1. DL 1. COLL 0.75 SBAL 0.45 LWL3 0.45 RBUPLW *PDELTA L 112) 1. DL 1. COLL 0.75 SBAL 0.45 LWL3 0.45 RBUPLW *PDELTA R 113) 1. DL 1. COLL 0.75 SBAL 0.45 LWL4 0.45 RBUPLW *PDELTA L 114) 1. DL 1. COLL 0.75 SBAL 0.45 LWL4 0.45 RBUPLW *PDELTA R 115) 1. DL 1. COLL 0.75 SBAL 0.45 WL3 *PDELTA L 116) 1. DL 1. COLL 0.75 SBAL 0.45 WL3 *PDELTA R 117) 1. DL 1. COLL 0.75 SBAL 0.45 WL4 *PDELTA L 118) 1. DL 1. COLL 0.75 SBAL 0.45 WL4 *PDELTA R 119) 1. DL 0.75 LL 1. COLL 0.45 WL1 *PDELTA L 120) 1. DL 0.75 LL 1. COLL 0.45 WL1 *PDELTA R 121) 1. DL 0.75 LL 1. COLL 0.45 WL2 *PDELTA L 122) 1. DL 0.75 LL 1. COLL 0.45 WL2 *PDELTA R 123) 1. DL 0.75 LL 1. COLL 0.45 WL3 *PDELTA L 124) 1. DL 0.75 LL 1. COLL 0.45 WL3 *PDELTA R 125) 1. DL 0.75 LL 1. COLL 0.45 WL4 *PDELTA L 126) 1. DL 0.75 LL 1. COLL 0.45 WL4 *PDELTA R 127) 1. DL 1. COLL 1. SBAL *PDELTA L 128) 1. DL 1. COLL 1. SBAL *PDELTA R 129) 1. DL 1. COLL 1. SBAL 1. DSNW *PDELTA L 130) 1. DL 1. COLL 1. SBAL 1. DSNW *PDELTA R 131) 1. DL 1. COLL 0.6 LWL1 0.6 RBDWLW *PDELTA L 132) 1. DL 1. COLL 0.6 LWL1 0.6 RBDWLW *PDELTA R 133) 1. DL 1. COLL 0.6 LWL2 0.6 RBDWLW *PDELTA L 134) 1. DL 1. COLL 0.6 LWL2 0.6 RBDWLW *PDELTA R 135) 1. DL 1. COLL 0.6 LWL3 0.6 RBDWLW *PDELTA L 136) 1. DL 1. COLL 0.6 LWL3 0.6 RBDWLW *PDELTA R 137) 1. DL 1. COLL 0.6 LWL4 0.6 RBDWLW *PDELTA L 138) 1. DL 1. COLL 0.6 LWL4 0.6 RBDWLW *PDELTA R 139) 1. DL 0.75 LL 1. COLL 0.45 LWL1 0.45 RBDWLW *PDELTA L 140) 1. DL 0.75 LL 1. COLL 0.45 LWL1 0.45 RBDWLW *PDELTA R 141) 1. DL 0.75 LL 1. COLL 0.45 LWL2 0.45 RBDWLW *PDELTA L 142) 1. DL 0.75 LL 1. COLL 0.45 LWL2 0.45 RBDWLW *PDELTA R 143) 1. DL 0.75 LL 1. COLL 0.45 LWL3 0.45 RBDWLW *PDELTA L 144) 1. DL 0.75 LL 1. COLL 0.45 LWL3 0.45 RBDWLW *PDELTA R 145) 1. DL 0.75 LL 1. COLL 0.45 LWL4 0.45 RBDWLW *PDELTA L 146) 1. DL 0.75 LL 1. COLL 0.45 LWL4 0.45 RBDWLW *PDELTA R 147) 1.36688 DL 1.36688 COLL 2. RBUPEQ *TYPE R *APP C *PDELTA L 148) 1.36688 DL 1.36688 COLL 2. RBUPEQ *TYPE R *APP C *PDELTA R 149) 1.36688 DL 1.36688 COLL 2. RBUPEQ *TYPE R *APP B *PDELTA L 150) 1.36688 DL 1.36688 COLL 2. RBUPEQ *TYPE R *APP B *PDELTA R 151) 1. LL *DEFL 60. 180. *TYPE D 152) 1. SNOW *DEFL 60. 180. *TYPE D 153) 1. SBAL 1. DSNW *DEFL 60. 180. *TYPE D 154) 1. WL1D *DEFL 60. 180. *TYPE D 155) 1. WL2D *DEFL 60. 180. *TYPE D 156) 1. LWL1D *DEFL 60. 180. *TYPE D 157) 1. LWL2D *DEFL 60. 180. *TYPE D 158) 1. LWL3D *DEFL 60. 180. *TYPE D 159) 1. LWL4D *DEFL 60. 180. *TYPE D 160) 1. WL3D *DEFL 60. 180. *TYPE D 149 3/7/2024 161) 1. WL4D *DEFL 60. 180. *TYPE D 162) 1.36688 DL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 163) 1.36688 DL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 164) 0.73312 DL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 165) 0.73312 DL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 166) 1.36688 DL 1.36688 COLL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 167) 1.36688 DL 1.36688 COLL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 168) 1. DL 1. COLL 1. PSL1 0.5 PSLR1 *DEFL 60. 120. *PDELTA L 169) 1. DL 1. COLL 1. PSL1 0.5 PSLR1 *DEFL 60. 120. *PDELTA R 170) 1. DL 1. COLL 0.5 PSL1 1. PSLR1 *DEFL 60. 120. *PDELTA L 171) 1. DL 1. COLL 0.5 PSL1 1. PSLR1 *DEFL 60. 120. *PDELTA R LOADS LC SNOW GLOB X C 9.833300 1.300000 0.687500 \ # CANOPY LOAD LC SNOW GLOB X C 15.041600 -1.300000 0.687500 \ # CANOPY LOAD RC EQDW GLOB M C 29.583300 0.510000 0.000000 \ # PANEL/GIRT SELF-WEIGHT FOR EQ LC EQDW GLOB M C 3.000000 0.960000 0.000000 \ # WALL WEIGHT FOR EQ LC EQDW GLOB M C 3.000000 0.300000 0.000000 \ # PANEL/GIRT SELF-WEIGHT FOR EQ LC EQDW GLOB M C 20.000000 0.300000 0.000000 \ # PANEL/GIRT SELF-WEIGHT FOR EQ RC RBUPLW GLOB Y C 13.500000 5.327000 -0.916700 \ # WIND BRACE FORCE RC RBUPLW GLOB Y C 0.010000 4.472000 -0.916700 \ # WIND BRACE FORCE RC RBUPLW GLOB L C 0.010000 6.901000 0.000000 \ # WIND BRACE FORCE RC RBDWLW GLOB Y C 29.583000 -5.327000 -0.916700 \ # WIND BRACE FORCE RC RBDWLW GLOB Y C 13.500000 -4.472000 -0.916700 \ # WIND BRACE FORCE RC RBUPEQ GLOB Y C 13.500000 7.858000 -0.916700 \ # SEISMIC BRACE FORCE RC RBUPEQ GLOB Y C 0.010000 6.596000 -0.916700 \ # SEISMIC BRACE FORCE RC RBUPEQ GLOB L C 0.010000 10.179000 0.000000 \ # SEISMIC BRACE FORCE RC RBDWEQ GLOB Y C 29.583000 -7.858000 -0.916700 \ # SEISMIC BRACE FORCE RC RBDWEQ GLOB Y C 13.500000 -6.596000 -0.916700 \ # SEISMIC BRACE FORCE IC1 LWL1 GLOB X U 0.000000 0.478000 0.000000 #LOAD TO COLUMN IC1 LWL2 GLOB X U 0.000000 0.478000 0.000000 #LOAD TO COLUMN IC1 LWL3 GLOB X U 0.000000 -0.478000 0.000000 #LOAD TO COLUMN IC1 LWL4 GLOB X U 0.000000 -0.478000 0.000000 #LOAD TO COLUMN IC1 LWL1 GLOB X C 20.420000 -4.880380 0.000000 \ #COUNTERACTING LOAD IC1 LWL2 GLOB X C 20.420000 -4.880380 0.000000 \ #COUNTERACTING LOAD IC1 LWL3 GLOB X C 20.420000 4.880380 0.000000 \ #COUNTERACTING LOAD IC1 LWL4 GLOB X C 20.420000 4.880380 0.000000 \ #COUNTERACTING LOAD IC1 LWL1 GLOB X C 0.010000 -4.880380 0.000000 \ #REACTION FIX IC1 LWL1 GLOB L C 0.010000 4.880380 0.000000 \ #REACTION FIX IC1 LWL2 GLOB X C 0.010000 -4.880380 0.000000 \ #REACTION FIX 150 3/7/2024 IC1 LWL2 GLOB L C 0.010000 4.880380 0.000000 \ #REACTION FIX IC1 LWL3 GLOB X C 0.010000 4.880380 0.000000 \ #REACTION FIX IC1 LWL3 GLOB L C 0.010000 -4.880380 0.000000 \ #REACTION FIX IC1 LWL4 GLOB X C 0.010000 4.880380 0.000000 \ #REACTION FIX IC1 LWL4 GLOB L C 0.010000 -4.880380 0.000000 \ #REACTION FIX IC2 LWL1 GLOB X U 0.000000 0.435000 0.000000 #LOAD TO COLUMN #REACTION FIX IC2 LWL2 GLOB X U 0.000000 0.435000 0.000000 #LOAD TO COLUMN #REACTION FIX IC2 LWL3 GLOB X U 0.000000 -0.435000 0.000000 #LOAD TO COLUMN IC2 LWL4 GLOB X U 0.000000 -0.435000 0.000000 #LOAD TO COLUMN IC2 LWL1 GLOB X C 22.500000 -4.893750 0.000000 \ #COUNTERACTING LOAD IC2 LWL2 GLOB X C 22.500000 -4.893750 0.000000 \ #COUNTERACTING LOAD IC2 LWL3 GLOB X C 22.500000 4.893750 0.000000 \ #COUNTERACTING LOAD IC2 LWL4 GLOB X C 22.500000 4.893750 0.000000 \ #COUNTERACTING LOAD IC2 LWL1 GLOB X C 0.010000 -4.893750 0.000000 \ #REACTION FIX IC2 LWL1 GLOB L C 0.010000 4.893750 0.000000 \ #REACTION FIX IC2 LWL2 GLOB X C 0.010000 -4.893750 0.000000 \ #REACTION FIX IC2 LWL2 GLOB L C 0.010000 4.893750 0.000000 \ #REACTION FIX IC2 LWL3 GLOB X C 0.010000 4.893750 0.000000 \ #REACTION FIX IC2 LWL3 GLOB L C 0.010000 -4.893750 0.000000 \ #REACTION FIX IC2 LWL4 GLOB X C 0.010000 4.893750 0.000000 \ #REACTION FIX IC2 LWL4 GLOB L C 0.010000 -4.893750 0.000000 \ #REACTION FIX IC3 LWL1 GLOB X U 0.000000 0.474000 0.000000 #LOAD TO COLUMN IC3 LWL2 GLOB X U 0.000000 0.474000 0.000000 #LOAD TO COLUMN IC3 LWL3 GLOB X U 0.000000 -0.474000 0.000000 #LOAD TO COLUMN IC3 LWL4 GLOB X U 0.000000 -0.474000 0.000000 #LOAD TO COLUMN IC3 LWL1 GLOB X C 24.030001 -5.695110 0.000000 \ #COUNTERACTING LOAD IC3 LWL2 GLOB X C 24.030001 -5.695110 0.000000 \ #COUNTERACTING LOAD IC3 LWL3 GLOB X C 24.030001 5.695110 0.000000 \ #COUNTERACTING LOAD IC3 LWL4 GLOB X C 24.030001 5.695110 0.000000 \ #COUNTERACTING LOAD IC3 LWL1 GLOB X C 0.010000 -5.695110 0.000000 \ #REACTION FIX IC3 LWL1 GLOB L C 0.010000 5.695110 0.000000 \ #REACTION FIX IC3 LWL2 GLOB X C 0.010000 -5.695110 0.000000 \ #REACTION FIX IC3 LWL2 GLOB L C 0.010000 5.695110 0.000000 \ #REACTION FIX IC3 LWL3 GLOB X C 0.010000 5.695110 0.000000 \ #REACTION FIX 151 3/7/2024 IC3 LWL3 GLOB L C 0.010000 -5.695110 0.000000 \ #REACTION FIX IC3 LWL4 GLOB X C 0.010000 5.695110 0.000000 \ #REACTION FIX IC3 LWL4 GLOB L C 0.010000 -5.695110 0.000000 \ #REACTION FIX IC4 LWL1 GLOB X U 0.000000 0.419000 0.000000 #LOAD TO COLUMN IC4 LWL2 GLOB X U 0.000000 0.419000 0.000000 #LOAD TO COLUMN IC4 LWL3 GLOB X U 0.000000 -0.419000 0.000000 #LOAD TO COLUMN IC4 LWL4 GLOB X U 0.000000 -0.419000 0.000000 #LOAD TO COLUMN IC4 LWL1 GLOB X C 25.860001 -5.417670 0.000000 \ #COUNTERACTING LOAD IC4 LWL2 GLOB X C 25.860001 -5.417670 0.000000 \ #COUNTERACTING LOAD IC4 LWL3 GLOB X C 25.860001 5.417670 0.000000 \ #COUNTERACTING LOAD IC4 LWL4 GLOB X C 25.860001 5.417670 0.000000 \ #COUNTERACTING LOAD IC4 LWL1 GLOB X C 0.010000 -5.417670 0.000000 \ #REACTION FIX IC4 LWL1 GLOB L C 0.010000 5.417670 0.000000 \ #REACTION FIX IC4 LWL2 GLOB X C 0.010000 -5.417670 0.000000 \ #REACTION FIX IC4 LWL2 GLOB L C 0.010000 5.417670 0.000000 \ #REACTION FIX IC4 LWL3 GLOB X C 0.010000 5.417670 0.000000 \ #REACTION FIX IC4 LWL3 GLOB L C 0.010000 -5.417670 0.000000 \ #REACTION FIX IC4 LWL4 GLOB X C 0.010000 5.417670 0.000000 \ #REACTION FIX IC4 LWL4 GLOB L C 0.010000 -5.417670 0.000000 \ #REACTION FIX LC DL GLOB Y C 13.869000 -0.406600 0.000000 \ # RC LEANTO VERT. DL LC COLL GLOB Y C 13.869000 -0.739200 0.000000 \ # RC LEANTO VERT. COLL LC PSLR1 GLOB Y C 13.869000 -1.616500 0.000000 \ # RC LEANTO VERT. PSLR1 LC SNOW GLOB Y C 13.869000 -2.310000 0.000000 \ # RC LEANTO VERT. SNOW LC LL GLOB Y C 13.869000 -1.848000 0.000000 \ # RC LEANTO VERT. LL LC EQ GLOB Y C 13.869000 0.054900 0.000000 \ # RC LEANTO VERT. EQ LC WL1 GLOB Y C 13.869000 1.176700 0.000000 \ # RC LEANTO VERT. WL1 LC WL2 GLOB Y C 13.869000 0.587800 0.000000 \ # RC LEANTO VERT. WL2 LC LWL1 GLOB Y C 13.869000 1.169100 0.000000 \ # RC LEANTO VERT. LWL1 LC LWL2 GLOB Y C 13.869000 2.135100 0.000000 \ # RC LEANTO VERT. LWL2 LC LWL3 GLOB Y C 13.869000 0.580200 0.000000 \ # RC LEANTO VERT. LWL3 LC LWL4 GLOB Y C 13.869000 1.546200 0.000000 \ # RC LEANTO VERT. LWL4 LC WL3 GLOB Y C 13.869000 2.301900 0.000000 \ # RC LEANTO VERT. WL3 LC WL4 GLOB Y C 13.869000 1.713000 0.000000 \ # RC LEANTO VERT. WL4 152 3/7/2024 LC MWL1 GLOB Y C 13.869000 -0.068600 0.000000 \ # RC LEANTO VERT. MWL1 LC MWL2 GLOB Y C 13.869000 0.068600 0.000000 \ # RC LEANTO VERT. MWL2 LC SBAL GLOB Y C 13.869000 -1.617000 0.000000 \ # RC LEANTO VERT. SBAL LC DSNW GLOB Y C 13.869000 -3.767100 0.000000 \ # RC LEANTO VERT. DSNW LC WL1D GLOB Y C 13.869000 0.546900 0.000000 \ # RC LEANTO VERT. WL1D LC WL2D GLOB Y C 13.869000 0.273200 0.000000 \ # RC LEANTO VERT. WL2D LC LWL1D GLOB Y C 13.869000 0.543400 0.000000 \ # RC LEANTO VERT. LWL1D LC LWL2D GLOB Y C 13.869000 0.992300 0.000000 \ # RC LEANTO VERT. LWL2D LC LWL3D GLOB Y C 13.869000 0.269700 0.000000 \ # RC LEANTO VERT. LWL3D LC LWL4D GLOB Y C 13.869000 0.718600 0.000000 \ # RC LEANTO VERT. LWL4D LC WL3D GLOB Y C 13.869000 1.069900 0.000000 \ # RC LEANTO VERT. WL3D LC WL4D GLOB Y C 13.869000 0.796200 0.000000 \ # RC LEANTO VERT. WL4D LC DL GLOB Y L 13.869000 -0.629700 0.000000 \ # RC LEANTO (SOA) DL LC COLL GLOB Y L 13.869000 -0.900600 0.000000 \ # RC LEANTO (SOA) COLL LC PSLR1 GLOB Y L 13.869000 -1.876400 0.000000 \ # RC LEANTO (SOA) PSLR1 LC SNOW GLOB Y L 13.869000 -2.814200 0.000000 \ # RC LEANTO (SOA) SNOW LC LL GLOB Y L 13.869000 -2.251400 0.000000 \ # RC LEANTO (SOA) LL LC EQ GLOB Y L 13.869000 -0.054900 0.000000 \ # RC LEANTO (SOA) EQ LC WL1 GLOB Y L 13.869000 1.664700 0.000000 \ # RC LEANTO (SOA) WL1 LC WL2 GLOB Y L 13.869000 0.812900 0.000000 \ # RC LEANTO (SOA) WL2 LC LWL1 GLOB Y L 13.869000 1.672400 0.000000 \ # RC LEANTO (SOA) LWL1 LC LWL2 GLOB Y L 13.869000 2.867500 0.000000 \ # RC LEANTO (SOA) LWL2 LC LWL3 GLOB Y L 13.869000 0.820500 0.000000 \ # RC LEANTO (SOA) LWL3 LC LWL4 GLOB Y L 13.869000 2.015700 0.000000 \ # RC LEANTO (SOA) LWL4 LC WL3 GLOB Y L 13.869000 2.700700 0.000000 \ # RC LEANTO (SOA) WL3 LC WL4 GLOB Y L 13.869000 1.848800 0.000000 \ # RC LEANTO (SOA) WL4 LC MWL1 GLOB Y L 13.869000 0.068600 0.000000 \ # RC LEANTO (SOA) MWL1 LC MWL2 GLOB Y L 13.869000 -0.068600 0.000000 \ # RC LEANTO (SOA) MWL2 LC SBAL GLOB Y L 13.869000 -1.970000 0.000000 \ # RC LEANTO (SOA) SBAL LC DSNW GLOB Y L 13.869000 -1.959500 0.000000 \ # RC LEANTO (SOA) DSNW LC WL1D GLOB Y L 13.869000 0.773700 0.000000 \ # RC LEANTO (SOA) WL1D 153 3/7/2024 LC WL2D GLOB Y L 13.869000 0.377800 0.000000 \ # RC LEANTO (SOA) WL2D LC LWL1D GLOB Y L 13.869000 0.777300 0.000000 \ # RC LEANTO (SOA) LWL1D LC LWL2D GLOB Y L 13.869000 1.332700 0.000000 \ # RC LEANTO (SOA) LWL2D LC LWL3D GLOB Y L 13.869000 0.381400 0.000000 \ # RC LEANTO (SOA) LWL3D LC LWL4D GLOB Y L 13.869000 0.936800 0.000000 \ # RC LEANTO (SOA) LWL4D LC WL3D GLOB Y L 13.869000 1.255200 0.000000 \ # RC LEANTO (SOA) WL3D LC WL4D GLOB Y L 13.869000 0.859300 0.000000 \ # RC LEANTO (SOA) WL4D IC1 DL GLOB Y C 13.855000 -0.896300 0.000000 \ # RC LEANTO VERT. DL IC1 DL GLOB X C 13.855000 -0.027600 0.000000 \ # RC LEANTO HORZ. DL IC1 COLL GLOB Y C 13.855000 -1.700900 0.000000 \ # RC LEANTO VERT. COLL IC1 COLL GLOB X C 13.855000 -0.045600 0.000000 \ # RC LEANTO HORZ. COLL IC1 PSLR1 GLOB Y C 13.855000 -3.719500 0.000000 \ # RC LEANTO VERT. PSLR1 IC1 PSLR1 GLOB X C 13.855000 -0.115000 0.000000 \ # RC LEANTO HORZ. PSLR1 IC1 SNOW GLOB Y C 13.855000 -5.315400 0.000000 \ # RC LEANTO VERT. SNOW IC1 SNOW GLOB X C 13.855000 -0.142400 0.000000 \ # RC LEANTO HORZ. SNOW IC1 LL GLOB Y C 13.855000 -4.252300 0.000000 \ # RC LEANTO VERT. LL IC1 LL GLOB X C 13.855000 -0.113900 0.000000 \ # RC LEANTO HORZ. LL IC1 EQ GLOB Y C 13.855000 0.111000 0.000000 \ # RC LEANTO VERT. EQ IC1 EQ GLOB X C 13.855000 1.332000 0.000000 \ # RC LEANTO HORZ. EQ IC1 WL1 GLOB Y C 13.855000 2.098200 0.000000 \ # RC LEANTO VERT. WL1 IC1 WL1 GLOB X C 13.855000 2.472300 0.000000 \ # RC LEANTO HORZ. WL1 IC1 WL2 GLOB Y C 13.855000 0.743300 0.000000 \ # RC LEANTO VERT. WL2 IC1 WL2 GLOB X C 13.855000 0.632500 0.000000 \ # RC LEANTO HORZ. WL2 IC1 LWL1 GLOB Y C 13.855000 2.041800 0.000000 \ # RC LEANTO VERT. LWL1 IC1 LWL1 GLOB X C 13.855000 3.149300 0.000000 \ # RC LEANTO HORZ. LWL1 IC1 LWL2 GLOB Y C 13.855000 3.359000 0.000000 \ # RC LEANTO VERT. LWL2 IC1 LWL2 GLOB X C 13.855000 3.430700 0.000000 \ # RC LEANTO HORZ. LWL2 IC1 LWL3 GLOB Y C 13.855000 0.686900 0.000000 \ # RC LEANTO VERT. LWL3 IC1 LWL3 GLOB X C 13.855000 1.309500 0.000000 \ # RC LEANTO HORZ. LWL3 IC1 LWL4 GLOB Y C 13.855000 2.004100 0.000000 \ # RC LEANTO VERT. LWL4 IC1 LWL4 GLOB X C 13.855000 1.590900 0.000000 \ # RC LEANTO HORZ. LWL4 154 3/7/2024 IC1 WL3 GLOB Y C 13.855000 3.658700 0.000000 \ # RC LEANTO VERT. WL3 IC1 WL3 GLOB X C 13.855000 -0.165800 0.000000 \ # RC LEANTO HORZ. WL3 IC1 WL4 GLOB Y C 13.855000 2.303800 0.000000 \ # RC LEANTO VERT. WL4 IC1 WL4 GLOB X C 13.855000 -2.005600 0.000000 \ # RC LEANTO HORZ. WL4 IC1 MWL1 GLOB Y C 13.855000 -0.158100 0.000000 \ # RC LEANTO VERT. MWL1 IC1 MWL1 GLOB X C 13.855000 2.039500 0.000000 \ # RC LEANTO HORZ. MWL1 IC1 MWL2 GLOB Y C 13.855000 0.158100 0.000000 \ # RC LEANTO VERT. MWL2 IC1 MWL2 GLOB X C 13.855000 -2.039500 0.000000 \ # RC LEANTO HORZ. MWL2 IC1 SBAL GLOB Y C 13.855000 -3.720800 0.000000 \ # RC LEANTO VERT. SBAL IC1 SBAL GLOB X C 13.855000 -0.099700 0.000000 \ # RC LEANTO HORZ. SBAL IC1 DSNW GLOB Y C 13.855000 -8.628900 0.000000 \ # RC LEANTO VERT. DSNW IC1 DSNW GLOB X C 13.855000 -0.145600 0.000000 \ # RC LEANTO HORZ. DSNW IC1 WL1D GLOB Y C 13.855000 0.975200 0.000000 \ # RC LEANTO VERT. WL1D IC1 WL1D GLOB X C 13.855000 1.149100 0.000000 \ # RC LEANTO HORZ. WL1D IC1 WL2D GLOB Y C 13.855000 0.345500 0.000000 \ # RC LEANTO VERT. WL2D IC1 WL2D GLOB X C 13.855000 0.294000 0.000000 \ # RC LEANTO HORZ. WL2D IC1 LWL1D GLOB Y C 13.855000 0.948900 0.000000 \ # RC LEANTO VERT. LWL1D IC1 LWL1D GLOB X C 13.855000 1.463700 0.000000 \ # RC LEANTO HORZ. LWL1D IC1 LWL2D GLOB Y C 13.855000 1.561100 0.000000 \ # RC LEANTO VERT. LWL2D IC1 LWL2D GLOB X C 13.855000 1.594500 0.000000 \ # RC LEANTO HORZ. LWL2D IC1 LWL3D GLOB Y C 13.855000 0.319200 0.000000 \ # RC LEANTO VERT. LWL3D IC1 LWL3D GLOB X C 13.855000 0.608600 0.000000 \ # RC LEANTO HORZ. LWL3D IC1 LWL4D GLOB Y C 13.855000 0.931400 0.000000 \ # RC LEANTO VERT. LWL4D IC1 LWL4D GLOB X C 13.855000 0.739400 0.000000 \ # RC LEANTO HORZ. LWL4D IC1 WL3D GLOB Y C 13.855000 1.700400 0.000000 \ # RC LEANTO VERT. WL3D IC1 WL3D GLOB X C 13.855000 -0.077100 0.000000 \ # RC LEANTO HORZ. WL3D IC1 WL4D GLOB Y C 13.855000 1.070700 0.000000 \ # RC LEANTO VERT. WL4D IC1 WL4D GLOB X C 13.855000 -0.932100 0.000000 \ # RC LEANTO HORZ. WL4D IC1 DL GLOB Y L 13.855000 -1.211100 0.000000 \ # RC LEANTO (SOA) DL IC1 COLL GLOB Y L 13.855000 -2.072200 0.000000 \ # RC LEANTO (SOA) COLL IC1 PSLR1 GLOB Y L 13.855000 -4.317500 0.000000 \ # RC LEANTO (SOA) PSLR1 155 3/7/2024 IC1 SNOW GLOB Y L 13.855000 -6.475500 0.000000 \ # RC LEANTO (SOA) SNOW IC1 LL GLOB Y L 13.855000 -5.180400 0.000000 \ # RC LEANTO (SOA) LL IC1 EQ GLOB Y L 13.855000 -0.111000 0.000000 \ # RC LEANTO (SOA) EQ IC1 WL1 GLOB Y L 13.855000 2.966600 0.000000 \ # RC LEANTO (SOA) WL1 IC1 WL2 GLOB Y L 13.855000 1.006400 0.000000 \ # RC LEANTO (SOA) WL2 IC1 LWL1 GLOB Y L 13.855000 3.023000 0.000000 \ # RC LEANTO (SOA) LWL1 IC1 LWL2 GLOB Y L 13.855000 4.652600 0.000000 \ # RC LEANTO (SOA) LWL2 IC1 LWL3 GLOB Y L 13.855000 1.062800 0.000000 \ # RC LEANTO (SOA) LWL3 IC1 LWL4 GLOB Y L 13.855000 2.692400 0.000000 \ # RC LEANTO (SOA) LWL4 IC1 WL3 GLOB Y L 13.855000 4.352900 0.000000 \ # RC LEANTO (SOA) WL3 IC1 WL4 GLOB Y L 13.855000 2.392700 0.000000 \ # RC LEANTO (SOA) WL4 IC1 MWL1 GLOB Y L 13.855000 0.158100 0.000000 \ # RC LEANTO (SOA) MWL1 IC1 MWL2 GLOB Y L 13.855000 -0.158100 0.000000 \ # RC LEANTO (SOA) MWL2 IC1 SBAL GLOB Y L 13.855000 -4.532900 0.000000 \ # RC LEANTO (SOA) SBAL IC1 DSNW GLOB Y L 13.855000 -4.488400 0.000000 \ # RC LEANTO (SOA) DSNW IC1 WL1D GLOB Y L 13.855000 1.378800 0.000000 \ # RC LEANTO (SOA) WL1D IC1 WL2D GLOB Y L 13.855000 0.467700 0.000000 \ # RC LEANTO (SOA) WL2D IC1 LWL1D GLOB Y L 13.855000 1.405000 0.000000 \ # RC LEANTO (SOA) LWL1D IC1 LWL2D GLOB Y L 13.855000 2.162400 0.000000 \ # RC LEANTO (SOA) LWL2D IC1 LWL3D GLOB Y L 13.855000 0.493900 0.000000 \ # RC LEANTO (SOA) LWL3D IC1 LWL4D GLOB Y L 13.855000 1.251300 0.000000 \ #USER INPUT LOAD IC1 WL3D GLOB Y L 13.855000 2.023100 0.000000 \ #USER INPUT LOAD IC1 WL4D GLOB Y L 13.855000 1.112000 0.000000 \ #USER INPUT LOAD IC2 DL GLOB Y C 13.869000 -0.412700 0.000000 \ #USER INPUT LOAD IC2 DL GLOB X C 13.869000 -0.014200 0.000000 \ #USER INPUT LOAD IC2 COLL GLOB Y C 13.869000 -0.753300 0.000000 \ #USER INPUT LOAD IC2 COLL GLOB X C 13.869000 -0.020200 0.000000 \ #USER INPUT LOAD IC2 PSLR1 GLOB Y C 13.869000 -1.647400 0.000000 \ #USER INPUT LOAD IC2 PSLR1 GLOB X C 13.869000 -0.050900 0.000000 \ #USER INPUT LOAD IC2 SNOW GLOB Y C 13.869000 -2.354200 0.000000 \ #USER INPUT LOAD IC2 SNOW GLOB X C 13.869000 -0.063000 0.000000 \ #USER INPUT LOAD 156 3/7/2024 IC2 LL GLOB Y C 13.869000 -1.883400 0.000000 \ #USER INPUT LOAD IC2 LL GLOB X C 13.869000 -0.050400 0.000000 \ #USER INPUT LOAD IC2 EQ GLOB Y C 13.869000 0.055700 0.000000 \ #USER INPUT LOAD IC2 EQ GLOB X C 13.869000 0.668500 0.000000 \ #USER INPUT LOAD IC2 WL1 GLOB Y C 13.869000 1.199200 0.000000 \ #USER INPUT LOAD IC2 WL1 GLOB X C 13.869000 1.418400 0.000000 \ #USER INPUT LOAD IC2 WL2 GLOB Y C 13.869000 0.599100 0.000000 \ #USER INPUT LOAD IC2 WL2 GLOB X C 13.869000 0.604300 0.000000 \ #USER INPUT LOAD IC2 LWL1 GLOB Y C 13.869000 1.191400 0.000000 \ #USER INPUT LOAD IC2 LWL1 GLOB X C 13.869000 1.512000 0.000000 \ #USER INPUT LOAD IC2 LWL2 GLOB Y C 13.869000 2.175900 0.000000 \ #USER INPUT LOAD IC2 LWL2 GLOB X C 13.869000 1.722200 0.000000 \ #USER INPUT LOAD IC2 LWL3 GLOB Y C 13.869000 0.591300 0.000000 \ #USER INPUT LOAD IC2 LWL3 GLOB X C 13.869000 0.697900 0.000000 \ #USER INPUT LOAD IC2 LWL4 GLOB Y C 13.869000 1.575700 0.000000 \ #USER INPUT LOAD IC2 LWL4 GLOB X C 13.869000 0.908200 0.000000 \ #USER INPUT LOAD IC2 WL3 GLOB Y C 13.869000 2.345900 0.000000 \ #USER INPUT LOAD IC2 WL3 GLOB X C 13.869000 -0.318100 0.000000 \ #USER INPUT LOAD IC2 WL4 GLOB Y C 13.869000 1.745800 0.000000 \ #USER INPUT LOAD IC2 WL4 GLOB X C 13.869000 -1.132200 0.000000 \ #USER INPUT LOAD IC2 MWL1 GLOB Y C 13.869000 -0.070000 0.000000 \ #USER INPUT LOAD IC2 MWL1 GLOB X C 13.869000 0.902500 0.000000 \ #USER INPUT LOAD IC2 MWL2 GLOB Y C 13.869000 0.070000 0.000000 \ #USER INPUT LOAD IC2 MWL2 GLOB X C 13.869000 -0.902500 0.000000 \ #USER INPUT LOAD IC2 SBAL GLOB Y C 13.869000 -1.647900 0.000000 \ #USER INPUT LOAD IC2 SBAL GLOB X C 13.869000 -0.044100 0.000000 \ #USER INPUT LOAD IC2 DSNW GLOB Y C 13.869000 -3.839100 0.000000 \ #USER INPUT LOAD IC2 DSNW GLOB X C 13.869000 -0.064700 0.000000 \ #USER INPUT LOAD IC2 WL1D GLOB Y C 13.869000 0.557400 0.000000 \ #USER INPUT LOAD IC2 WL1D GLOB X C 13.869000 0.659200 0.000000 \ #USER INPUT LOAD IC2 WL2D GLOB Y C 13.869000 0.278400 0.000000 \ #USER INPUT LOAD 157 3/7/2024 IC2 WL2D GLOB X C 13.869000 0.280800 0.000000 \ #USER INPUT LOAD IC2 LWLiD GLOB Y C 13.869000 0.553700 0.000000 \ #USER INPUT LOAD IC2 LWLiD GLOB X C 13.869000 0.702700 0.000000 \ #USER INPUT LOAD IC2 LWL2D GLOB Y C 13.869000 1.011300 0.000000 \ #USER INPUT LOAD IC2 LWL2D GLOB X C 13.869000 0.800400 0.000000 \ #USER INPUT LOAD IC2 LWL3D GLOB Y C 13.869000 0.274800 0.000000 \ #USER INPUT LOAD IC2 LWL3D GLOB X C 13.869000 0.324300 0.000000 \ #USER INPUT LOAD IC2 LWL4D GLOB Y C 13.869000 0.732400 0.000000 \ #USER INPUT LOAD IC2 LWL4D GLOB X C 13.869000 0.422100 0.000000 \ #USER INPUT LOAD IC2 WL3D GLOB Y C 13.869000 1.090300 0.000000 \ #USER INPUT LOAD IC2 WL3D GLOB X C 13.869000 -0.147900 0.000000 \ #USER INPUT LOAD IC2 WL4D GLOB Y C 13.869000 0.811400 0.000000 \ #USER INPUT LOAD IC2 WL4D GLOB X C 13.869000 -0.526200 0.000000 \ #USER INPUT LOAD IC2 DL GLOB Y L 13.869000 -0.637200 0.000000 \ #USER INPUT LOAD IC2 COLL GLOB Y L 13.869000 -0.917800 0.000000 \ #USER INPUT LOAD IC2 PSLR1 GLOB Y L 13.869000 -1.912200 0.000000 \ #USER INPUT LOAD IC2 SNOW GLOB Y L 13.869000 -2.868000 0.000000 \ #USER INPUT LOAD IC2 LL GLOB Y L 13.869000 -2.294400 0.000000 \ #USER INPUT LOAD IC2 EQ GLOB Y L 13.869000 -0.055700 0.000000 \ #USER INPUT LOAD IC2 WL1 GLOB Y L 13.869000 1.696500 0.000000 \ #USER INPUT LOAD IC2 WL2 GLOB Y L 13.869000 0.828400 0.000000 \ #USER INPUT LOAD IC2 LWL1 GLOB Y L 13.869000 1.704300 0.000000 \ #USER INPUT LOAD IC2 LWL2 GLOB Y L 13.869000 2.922300 0.000000 \ #USER INPUT LOAD IC2 LWL3 GLOB Y L 13.869000 0.836200 0.000000 \ #USER INPUT LOAD IC2 LWL4 GLOB Y L 13.869000 2.054200 0.000000 \ #USER INPUT LOAD IC2 WL3 GLOB Y L 13.869000 2.752300 0.000000 \ #USER INPUT LOAD IC2 WL4 GLOB Y L 13.869000 1.884100 0.000000 \ #USER INPUT LOAD IC2 MWL1 GLOB Y L 13.869000 0.070000 0.000000 \ #USER INPUT LOAD IC2 MWL2 GLOB Y L 13.869000 -0.070000 0.000000 \ #USER INPUT LOAD IC2 SBAL GLOB Y L 13.869000 -2.007600 0.000000 \ #USER INPUT LOAD IC2 DSNW GLOB Y L 13.869000 -1.997000 0.000000 \ #USER INPUT LOAD 158 3/7/2024 IC2 WL1D GLOB Y L 13.869000 0.788500 0.000000 \ #USER INPUT LOAD IC2 WL2D GLOB Y L 13.869000 0.385000 0.000000 \ #USER INPUT LOAD IC2 LWL1D GLOB Y L 13.869000 0.792100 0.000000 \ #USER INPUT LOAD IC2 LWL2D GLOB Y L 13.869000 1.358200 0.000000 \ #USER INPUT LOAD IC2 LWL3D GLOB Y L 13.869000 0.388600 0.000000 \ #USER INPUT LOAD IC2 LWL4D GLOB Y L 13.869000 0.954700 0.000000 \ #USER INPUT LOAD IC2 WL3D GLOB Y L 13.869000 1.279200 0.000000 \ #USER INPUT LOAD IC2 WL4D GLOB Y L 13.869000 0.875700 0.000000 \ #USER INPUT LOAD END 159 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F5- 2 R-Frame Design Program - Version V8.20 Job : 57322A Building Grid label legend File: frame_5.fra Date: 02/01/24 ssm4 113.25/20./11.583 20./100./25. Start Time: 13:46:44 -------------------------------------------------------------------------------- Building Grid Label Legend -------------------------- Building: A Frame Number: 5 No. of Frames: 1 Left Column: Column @ * - F Right Column: Column @ * - A Interior Column #1: Column @ * - E Interior Column #2: Column @ * - D Interior Column #3: Column @ * - C Interior Column #4: Column @ * - B *Frames located @ 5 160 3/71024 Star Building Systems, OKC, OK User: wwokeefe Page: F5- 3 R-Frame Design Program - Version V8.20 Job : 57322A Code Summary Report File: frame_5.fra Date: 02/01/24 ssm4 113.25/20./11.583 20./100./25. Start Time: 13:46:44 -------------------------------------------------------------------------------- Building: A Frame Number: 5 Location: frame lines 1 No. of Frames: 1 Building Code: 2018 IBC Supporting Design Standard(s) : 2018 International Building Code ASCE 7-16 Minimum Design Loads and Associated Criteria for Buildings and Other Structures AISC 360-16 Specification for Structural Steel Buildings, July 2016 AISC 341-16 Seismic Provisions for Structural Steel Buildings, July 2016 Frame Data Eave height left (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20.000 Eave height right (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 29.583 Horizontal width from left to right steel line (feet) . . . . . . . . . . . . . . . 113.250 Horizontal distance to ridge from left side (feet) . . . . . . . . . . . . . . . . . . 113.250 Roof slope left (rise:12) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.015 Roof angle left (degrees) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4.837 Column slope left & right (lat:12) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.000 Purlin depth left & right side (inches) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8.000 Frame rafter inset left & right side (inches) . . . . . . . . . . . . . . . . . . . . . . . 8.250 Girt depth left & right side (inches) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8.000 Frame column inset left & right side (inches) . . . . . . . . . . . . . . . . . . . . . . . 8.250 Tributary width left side (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11.583 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .from height 0.00 to height 20.00 Tributary width right side (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11.583 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .from height 0.00 to height 29.58 Tributary Width roof (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11.583 Frame spans 1 to 5 (feet) 25.000 24.333 20.583 21.583 21.750 Tension flange bolt hole reduction. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Yes Tension Field Action at Knee. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Yes Second order analysis method. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C2.2b Frame Design Loads ------------------ Dead load to frame rafter (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2.563 Frame rafter dead weight (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2.000 Total roof dead weight (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4.563 Collateral load to frame rafter (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8.000 Roof live load entered (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20.000 Design roof live load used (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20.000 Ground Snow Load Entered [Pg] (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25.000 Minimum Roof Snow Load Entered [MRSL] (psf) . . . . . . . . . . . . . . . . . . . . . . . . . 25.000 Snow Importance Factor [I] - Risk Category II (Standard) . . . . . . . . . . . . 1.000 Snow Thermal Factor Entered [Ct] - User Entered. . . . . . . . . . . . . . . . . . . . . 1.000 Snow Thermal Factor Used [Ct] Heated Building. . . . . . . . . . . . . . . . . . . . . . . 1.000 Snow Exposure Factor [Ce] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.000 Flat Roof Snow Load [Pf = 0.7*Ce*Ct*Is*Pg] (psf) . . . . . . . . . . . . . . . . . . . . 17.500 Slippery & Unobstructed roof surface. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . No SnowSlope Factor [Cs] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.000 161 3/7/2024 Balanced Roof Snow Load [SBal = Pf*Cs] (psf) . . . . . . . . . . . . . . . . . . . . . . . . 17.500 Minimum Roof Snow Load [Pm = 20*Is] (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . 20.000 Maximum horizontal roof width [W] (ft) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 113.250 Rain-on-Snow surcharge load . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . N/A Uniform Roof Snow Load [Snow = MRSL] (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . 25.000 No Unbalanced Roof Snow Loadings. Pattern and Drifting Snow Load [0.7*Ce*Ct*Is*Pg*Cs] (psf) . . . . . . . . . . . 17.500 Pattern Snow Loading(s) ----------------------- 1) An end span loaded with 100% of the roof load & all the remaining spans loaded with 50% (min. of 2 spans) . 100% 50% 50% ---------------- 2) An end span loaded with 50% of the roof load & all the remaining spans loaded with 100% (min. of 2 spans) . 50% 100% 100% ---------------- 3) Any two adjacent spans loaded with 100% of the roof load & all the remaining spans loaded with 50% (min. of 3 spans) . 100% 100% 50% ---------------- 162 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F5- 4 R-Frame Design Program - Version V8.20 Job : 57322A Wind Summary Report File: frame_5.fra Date: 02/01/24 ssm4 113.25/20./11.583 20./100./25. Start Time: 13:46:44 -------------------------------------------------------------------------------- Wind Design Criteria Eave height left (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20.000 Eave height right (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 29.583 Wind elevation on left column (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20.000 Wind elevation on right column (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 29.583 Total frame width (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 113.250 Total building length (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 86.000 Number of primary wind loadings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18 163 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F5- 5 R-Frame Design Program - Version V8.20 Job : 57322A Continue Wind Summary Report File: frame_5.fra Date: 02/01/24 ssm4 113.25/20./11.583 20./100./25. Start Time: 13:46:44 -------------------------------------------------------------------------------- *** Primary Wind Coefficients for Main Frame *** -------------------------------------------------------------------------------- Wind Load WL1 Wind from left direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.430 -1.250 ( 44.2%) -0.710 ( 55.8%) -0.610 -------------------------------------------------------------------------------- Wind Load WL2 Wind from left direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.790 -0.890 ( 44.2%) -0.350 ( 55.8%) -0.250 -------------------------------------------------------------------------------- Wind Load LWL1 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.660 -1.250 ( 44.2%) -0.710 ( 55.8%) -0.660 -------------------------------------------------------------------------------- Wind Load LWL2 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.660 -0.710 ( 55.8%) -1.250 ( 44.2%) -0.660 -------------------------------------------------------------------------------- Wind Load LWL3 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.300 -0.890 ( 44.2%) -0.350 ( 55.8%) -0.300 -------------------------------------------------------------------------------- Wind Load LWL4 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.300 -0.350 ( 55.8%) -0.890 ( 44.2%) -0.300 -------------------------------------------------------------------------------- Wind Load MWL1 Min. Wind from left dir. ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.500 0.500 0.500 -0.500 -------------------------------------------------------------------------------- Wind Load MWL2 Min. Wind from right dir. ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.500 -0.500 -0.500 0.500 -------------------------------------------------------------------------------- Wind Load WL3 Wind from right direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.610 -0.710 ( 55.8%) -1.250 ( 44.2%) 0.430 -------------------------------------------------------------------------------- Wind Load WL4 Wind from right direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.250 -0.350 ( 55.8%) -0.890 ( 44.2%) 0.790 -------------------------------------------------------------------------------- Notes : 1. Wind coefficients applied to the roof may be located as a percentage of the total frame width (xx.x%) . If not shown the coefficients are applied fully to their respective rafter. 164 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F5- 6 R-Frame Design Program - Version V8.20 Job : 57322A Load Combinations Report File: frame_5.fra Date: 02/01/24 ssm4 113.25/20./11.583 20./100./25. Start Time: 13:46:44 -------------------------------------------------------------------------------- Load Combination : ------------------ 1) DL +COLL +PSL1 +0.5PSL2 +0.5PSL3 +0.5PSL4 +0.5PSL5 (SOA-L) N A P 2) DL +COLL +PSL1 +0.5PSL2 +0.5PSL3 +0.5PSL4 +0.5PSL5 (SOA-R) N A P 3) DL +COLL +0.5PSL1 +0.5PSL2 +0.5PSL3 +0.5PSL4 +PSL5 (SOA-L) N A P 4) DL +COLL +0.5PSL1 +0.5PSL2 +0.5PSL3 +0.5PSL4 +PSL5 (SOA-R) N A P 5) DL +COLL +0.5PSL1 +PSL2 +PSL3 +PSL4 +PSL5 (SOA-L) N A P 6) DL +COLL +0.5PSL1 +PSL2 +PSL3 +PSL4 +PSL5 (SOA-R) N A P 7) DL +COLL +PSL1 +PSL2 +PSL3 +PSL4 +0.5PSL5 (SOA-L) N A P 8) DL +COLL +PSL1 +PSL2 +PSL3 +PSL4 +0.5PSL5 (SOA-R) N A P 9) DL +COLL +PSL1 +PSL2 +0.5PSL3 +0.5PSL4 +0.5PSL5 (SOA-L) N A P 10) DL +COLL +PSL1 +PSL2 +0.5PSL3 +0.5PSL4 +0.5PSL5 (SOA-R) N A P 11) DL +COLL +0.5PSL1 +PSL2 +PSL3 +0.5PSL4 +0.5PSL5 (SOA-L) N A P 12) DL +COLL +0.5PSL1 +PSL2 +PSL3 +0.5PSL4 +0.5PSL5 (SOA-R) N A P 13) DL +COLL +0.5PSL1 +0.5PSL2 +PSL3 +PSL4 +0.5PSL5 (SOA-L) N A P 14) DL +COLL +0.5PSL1 +0.5PSL2 +PSL3 +PSL4 +0.5PSL5 (SOA-R) N A P 15) DL +COLL +0.5PSL1 +0.5PSL2 +0.5PSL3 +PSL4 +PSL5 (SOA-L) N A P 16) DL +COLL +0.5PSL1 +0.5PSL2 +0.5PSL3 +PSL4 +PSL5 (SOA-R) N A P 17) DL +COLL +SNOW (SOA-L) N A P 18) DL +COLL +SNOW (SOA-R) N A P 19) DL +LL +COLL (SOA-L) N A P 20) DL +LL +COLL (SOA-R) N A P 21) 1.1168DL +1.1168COLL +0.91RBDWEQ (SOA-L) N A P 22) 1.1168DL +1.1168COLL +0.91RBDWEQ (SOA-R) N A P 23) 1.1168DL +0.91EQ (SOA-L) N A P 24) 1.1168DL +0.91EQ (SOA-R) N A P 25) 1.1168DL -0.91EQ (SOA-L) N A P 26) 1.1168DL -0.91EQ (SOA-R) N A P 27) 1.1168DL +1.1168COLL +0.91EQ (SOA-L) N A P 28) 1.1168DL +1.1168COLL +0.91EQ (SOA-R) N A P 29) 1.1168DL +1.1168COLL -0.91EQ (SOA-L) N A P 30) 1.1168DL +1.1168COLL -0.91EQ (SOA-R) N A P 31) 0.4832DL +0.91RBUPEQ (SOA-L) N A P 32) 0.4832DL +0.91RBUPEQ (SOA-R) N A P 33) 0.4832DL +0.91EQ (SOA-L) N A P 34) 0.4832DL +0.91EQ (SOA-R) N A P 35) 0.4832DL -0.91EQ (SOA-L) N A P 36) 0.4832DL -0.91EQ (SOA-R) N A P 37) 0.7331DL +2.RBUPEQ (SOA-L) N C R P 38) 0.7331DL +2.RBUPEQ (SOA-R) N C R P 39) 1.3669DL +1.3669COLL +2.RBDWEQ (SOA-L) N C R P 40) 1.3669DL +1.3669COLL +2.RBDWEQ (SOA-R) N C R P 41) 0.7331DL +3.EQ (SOA-L) N C R P 42) 0.7331DL +3.EQ (SOA-R) N C R P 43) 0.7331DL -3.EQ (SOA-L) N C R P 44) 0.7331DL -3.EQ (SOA-R) N C R P 45) 1.3669DL +1.3669COLL +3.EQ (SOA-L) N C R P 46) 1.3669DL +1.3669COLL +3.EQ (SOA-R) N C R P 47) 1.3669DL +1.3669COLL -3.EQ (SOA-L) N C R P 48) 1.3669DL +1.3669COLL -3.EQ (SOA-R) N C R P 49) 0.7331DL +2.RBUPEQ (SOA-L) N B R P 50) 0.7331DL +2.RBUPEQ (SOA-R) N B R P 165 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F5- 7 R-Frame Design Program - Version V8.20 Job : 57322A Continue Load Comb Report File: frame_5.fra Date: 02/01/24 ssm4 113.25/20./11.583 20./100./25. Start Time: 13:46:44 -------------------------------------------------------------------------------- Load Combination : ------------------ 51) 1.3669DL +1.3669COLL +2.RBDWEQ (SOA-L) N B R P 52) 1.3669DL +1.3669COLL +2.RBDWEQ (SOA-R) N B R P 53) 0.7331DL +3.EQ (SOA-L) N B R P 54) 0.7331DL +3.EQ (SOA-R) N B R P 55) 0.7331DL -3.EQ (SOA-L) N B R P 56) 0.7331DL -3.EQ (SOA-R) N B R P 57) 1.3669DL +1.3669COLL +3.EQ (SOA-L) N B R P 58) 1.3669DL +1.3669COLL +3.EQ (SOA-R) N B R P 59) 1.3669DL +1.3669COLL -3.EQ (SOA-L) N B R P 60) 1.3669DL +1.3669COLL -3.EQ (SOA-R) N B R P 61) 0.7331DL +3.5EQ (SOA-L) N K R P 62) 0.7331DL +3.5EQ (SOA-R) N K R P 63) 0.7331DL -3.5EQ (SOA-L) N K R P 64) 0.7331DL -3.5EQ (SOA-R) N K R P 65) 1.3669DL +1.3669COLL +3.5EQ (SOA-L) N K R P 66) 1.3669DL +1.3669COLL +3.5EQ (SOA-R) N K R P 67) 1.3669DL +1.3669COLL -3.5EQ (SOA-L) N K R P 68) 1.3669DL +1.3669COLL -3.5EQ (SOA-R) N K R P 69) DL +0.6WL1 (SOA-L) N A P 70) DL +0.6WL1 (SOA-R) N A P 71) DL +0.6WL2 (SOA-L) N A P 72) DL +0.6WL2 (SOA-R) N A P 73) DL +0.6WL3 (SOA-L) N A P 74) DL +0.6WL3 (SOA-R) N A P 75) DL +0.6WL4 (SOA-L) N A P 76) DL +0.6WL4 (SOA-R) N A P 77) 0.6DL +0.6WL1 (SOA-L) N A P 78) 0.6DL +0.6WL1 (SOA-R) N A P 79) 0.6DL +0.6WL2 (SOA-L) N A P 80) 0.6DL +0.6WL2 (SOA-R) N A P 81) 0.6DL +0.6LWL1 +0.6RBUPLW (SOA-L) N A P 82) 0.6DL +0.6LWL1 +0.6RBUPLW (SOA-R) N A P 83) 0.6DL +0.6LWL2 +0.6RBUPLW (SOA-L) N A P 84) 0.6DL +0.6LWL2 +0.6RBUPLW (SOA-R) N A P 85) 0.6DL +0.6LWL3 +0.6RBUPLW (SOA-L) N A P 86) 0.6DL +0.6LWL3 +0.6RBUPLW (SOA-R) N A P 87) 0.6DL +0.6LWL4 +0.6RBUPLW (SOA-L) N A P 88) 0.6DL +0.6LWL4 +0.6RBUPLW (SOA-R) N A P 89) 0.6DL +0.6WL3 (SOA-L) N A P 90) 0.6DL +0.6WL3 (SOA-R) N A P 91) 0.6DL +0.6WL4 (SOA-L) N A P 92) 0.6DL +0.6WL4 (SOA-R) N A P 93) 0.6MWL1 N M 94) 0.6MWL2 N M 95) DL +COLL +0.6WL1 (SOA-L) N A P 96) DL +COLL +0.6WL1 (SOA-R) N A P 97) DL +COLL +0.6WL2 (SOA-L) N A P 98) DL +COLL +0.6WL2 (SOA-R) N A P 99) DL +COLL +0.6WL3 (SOA-L) N A P 100) DL +COLL +0.6WL3 (SOA-R) N A P 166 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F5- 8 R-Frame Design Program - Version V8.20 Job : 57322A Continue Load Comb Report File: frame_5.fra Date: 02/01/24 ssm4 113.25/20./11.583 20./100./25. Start Time: 13:46:44 -------------------------------------------------------------------------------- Load Combination : ------------------ 101) DL +COLL +0.6WL4 (SOA-L) N A P 102) DL +COLL +0.6WL4 (SOA-R) N A P 103) DL +COLL +0.75SBAL +0.45WL1 (SOA-L) N A P 104) DL +COLL +0.75SBAL +0.45WL1 (SOA-R) N A P 105) DL +COLL +0.75SBAL +0.45WL2 (SOA-L) N A P 106) DL +COLL +0.75SBAL +0.45WL2 (SOA-R) N A P 107) DL +COLL +0.75SBAL +0.45LWL1 +0.45RBUPLW (SOA-L) N A P 108) DL +COLL +0.75SBAL +0.45LWL1 +0.45RBUPLW (SOA-R) N A P 109) DL +COLL +0.75SBAL +0.45LWL2 +0.45RBUPLW (SOA-L) N A P 110) DL +COLL +0.75SBAL +0.45LWL2 +0.45RBUPLW (SOA-R) N A P 111) DL +COLL +0.75SBAL +0.45LWL3 +0.45RBUPLW (SOA-L) N A P 112) DL +COLL +0.75SBAL +0.45LWL3 +0.45RBUPLW (SOA-R) N A P 113) DL +COLL +0.75SBAL +0.45LWL4 +0.45RBUPLW (SOA-L) N A P 114) DL +COLL +0.75SBAL +0.45LWL4 +0.45RBUPLW (SOA-R) N A P 115) DL +COLL +0.75SBAL +0.45WL3 (SOA-L) N A P 116) DL +COLL +0.75SBAL +0.45WL3 (SOA-R) N A P 117) DL +COLL +0.75SBAL +0.45WL4 (SOA-L) N A P 118) DL +COLL +0.75SBAL +0.45WL4 (SOA-R) N A P 119) DL +0.75LL +COLL +0.45WL1 (SOA-L) N A P 120) DL +0.75LL +COLL +0.45WL1 (SOA-R) N A P 121) DL +0.75LL +COLL +0.45WL2 (SOA-L) N A P 122) DL +0.75LL +COLL +0.45WL2 (SOA-R) N A P 123) DL +0.75LL +COLL +0.45WL3 (SOA-L) N A P 124) DL +0.75LL +COLL +0.45WL3 (SOA-R) N A P 125) DL +0.75LL +COLL +0.45WL4 (SOA-L) N A P 126) DL +0.75LL +COLL +0.45WL4 (SOA-R) N A P 127) DL +COLL +SBAL (SOA-L) N A P 128) DL +COLL +SBAL (SOA-R) N A P 129) DL +COLL +SBAL +DSNW (SOA-L) N A P 130) DL +COLL +SBAL +DSNW (SOA-R) N A P 131) DL +COLL +0.6LWL1 +0.6RBDWLW (SOA-L) N A P 132) DL +COLL +0.6LWL1 +0.6RBDWLW (SOA-R) N A P 133) DL +COLL +0.6LWL2 +0.6RBDWLW (SOA-L) N A P 134) DL +COLL +0.6LWL2 +0.6RBDWLW (SOA-R) N A P 135) DL +COLL +0.6LWL3 +0.6RBDWLW (SOA-L) N A P 136) DL +COLL +0.6LWL3 +0.6RBDWLW (SOA-R) N A P 137) DL +COLL +0.6LWL4 +0.6RBDWLW (SOA-L) N A P 138) DL +COLL +0.6LWL4 +0.6RBDWLW (SOA-R) N A P 139) DL +0.75LL +COLL +0.45LWL1 +0.45RBDWLW (SOA-L) N A P 140) DL +0.75LL +COLL +0.45LWL1 +0.45RBDWLW (SOA-R) N A P 141) DL +0.75LL +COLL +0.45LWL2 +0.45RBDWLW (SOA-L) N A P 142) DL +0.75LL +COLL +0.45LWL2 +0.45RBDWLW (SOA-R) N A P 143) DL +0.75LL +COLL +0.45LWL3 +0.45RBDWLW (SOA-L) N A P 144) DL +0.75LL +COLL +0.45LWL3 +0.45RBDWLW (SOA-R) N A P 145) DL +0.75LL +COLL +0.45LWL4 +0.45RBDWLW (SOA-L) N A P 146) DL +0.75LL +COLL +0.45LWL4 +0.45RBDWLW (SOA-R) N A P 147) 1.3669DL +1.3669COLL +2.RBUPEQ (SOA-L) N C R P 148) 1.3669DL +1.3669COLL +2.RBUPEQ (SOA-R) N C R P 149) 1.3669DL +1.3669COLL +2.RBUPEQ (SOA-L) N B R P 150) 1.3669DL +1.3669COLL +2.RBUPEQ (SOA-R) N B R P 167 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F5- 9 R-Frame Design Program - Version V8.20 Job : 57322A Continue Load Comb Report File: frame_5.fra Date: 02/01/24 ssm4 113.25/20./11.583 20./100./25. Start Time: 13:46:44 -------------------------------------------------------------------------------- Load Combination : ------------------ 151) LL D 152) SNOW D 153) SBAL +DSNW D 154) WL1D D 155) WL2D D 156) LWL1D D 157) LWL2D D 158) LWL3D D 159) LWL4D D 160) WL3D D 161) WL4D D 162) 1.3669DL +EQ D E 163) 1.3669DL -EQ D E 164) 0.7331DL +EQ D E 165) 0.7331DL -EQ D E 166) 1.3669DL +1.3669COLL +EQ D E 167) 1.3669DL +1.3669COLL -EQ D E 168) DL +COLL +PSL1 +0.5PSLR1 (SOA-L) N A P 169) DL +COLL +PSL1 +0.5PSLR1 (SOA-R) N A P 170) DL +COLL +0.5PSL1 +PSLR1 (SOA-L) N A P 171) DL +COLL +0.5PSL1 +PSLR1 (SOA-R) N A P 168 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F5- 10 R-Frame Design Program - Version V8.20 Job : 57322A Continue Load Comb Report File: frame_5.fra Date: 02/01/24 ssm4 113.25/20./11.583 20./100./25. Start Time: 13:46:44 -------------------------------------------------------------------------------- Where DL = Roof Dead Load COLL = Roof Collateral Load PSL1 = Pattern Snow Load [PSLxx] PSL2 = Pattern Snow Load [PSLxx] PSL3 = Pattern Snow Load [PSLxx] PSL4 = Pattern Snow Load [PSLxx] PSL5 = Pattern Snow Load [PSLxx] SNOW = Uniform snow = Larger of: Balanced snow (SBAL) Minimum roof snow (Pm) Input minimum roof snow (MRSL) LL = Roof Live Load RBDWEQ= Downward Acting Rod Brace Load from Long. Seismic EQ = Lateral Seismic Load [parallel to plane of frame] RBUPEQ= Upward Acting Rod Brace Load from Long. Seismic WL1 = Wind from Left to Right with +GCpi WL2 = Wind from Left to Right with -GCpi WL3 = Wind from Right to Left with +GCpi WL4 = Wind from Right to Left with -GCpi LWL1 = Windward Corner Left with +GCpi RBUPLW= Upward Acting Rod Brace Load from Long. Wind LWL2 = Windward Corner Right with +GCpi LWL3 = Windward Corner Left with -GCpi LWL4 = Windward Corner Right with -GCpi MWL1 = Minimum Wind Load MWL2 = Minimum Wind Load SBAL = Code Calculated Balanced Roof Snow Load DSNW = Drifting Snow RBDWLW= Downward Acting Rod Brace Load from Long. Wind WL1D = Wind from Left to Right with +GCpi at Service Level WL2D = Wind from Left to Right with -GCpi at Service Level LWL1D = Windward Corner Left with +GCpi at Service Level LWL2D = Windward Corner Right with +GCpi at Service Level LWL3D = Windward Corner Left with -GCpi at Service Level LWL4D = Windward Corner Right with -GCpi at Service Level WL3D = Wind from Right to Left with +GCpi at Service Level WL4D = Wind from Right to Left with -GCpi at Service Level PSLR1 = Pattern Snow Load Right Leanto/Canopy [PSLRxx] Combination Descriptions : -------------------------- N= No 1/3 Increase in Allowable for Combination B= Base Only Combination K= Knee Connection Only Combination A= Allowable Strength Design Combination - ASD16 C= Column Only Combination for Seismic D= Deflection Only Combination P= Second Order Analysis Combination - SOA R= Load and Resistance Factor Design Combination - LRFD E= Cd is applied and Ie is omitted from frame drift calculations M= Minimum Wind Load Combination. Checked for Allowable Strength not for Deflection 169 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F5- 11 R-Frame Design Program - Version V8.20 Job : 57322A User Load Report File: frame_5.fra Date: 02/01/24 ssm4 113.25/20./11.583 20./100./25. Start Time: 13:46:44 -------------------------------------------------------------------------------- * User Input Loads ------------------ Load Mem Name Sys Dir Typ Distance Intensity Length No. Start End 1 LC SNOW GLOB x C 9.833 1.3000 0.0000 0.688 2 LC SNOW GLOB x C 15.042 -1.3000 0.0000 0.688 3 RC EQDW GLOB M C 29.583 0.5100 0.0000 0.000 4 LC EQDW GLOB M C 3.000 0.9600 0.0000 0.000 5 LC EQDW GLOB M C 3.000 0.3000 0.0000 0.000 6 LC EQDW GLOB M C 20.000 0.3000 0.0000 0.000 7 RC RBUPLW GLOB Y C 13.500 5.3270 0.0000 -0.917 8 RC RBUPLW GLOB Y C 0.010 4.4720 0.0000 -0.917 9 RC RBUPLW GLOB L C 0.010 6.9010 0.0000 0.000 10 RC RBDWLW GLOB Y C 29.583 -5.3270 0.0000 -0.917 11 RC RBDWLW GLOB Y C 13.500 -4.4720 0.0000 -0.917 12 RC RBUPEQ GLOB Y C 13.500 11.7870 0.0000 -0.917 13 RC RBUPEQ GLOB Y C 0.010 9.8940 0.0000 -0.917 14 RC RBUPEQ GLOB L C 0.010 15.2685 0.0000 0.000 15 RC RBDWEQ GLOB Y C 29.583 -11.7870 0.0000 -0.917 16 RC RBDWEQ GLOB Y C 13.500 -9.8940 0.0000 -0.917 17 ICO1 LWL1 GLOB x U 0.000 0.4780 0.0000 0.000 18 ICO1 LWL2 GLOB x U 0.000 0.4780 0.0000 0.000 19 ICO1 LWL3 GLOB x U 0.000 -0.4780 0.0000 0.000 20 ICO1 LWL4 GLOB x U 0.000 -0.4780 0.0000 0.000 21 ICO1 LWL1 GLOB x C 20.420 -4.8804 0.0000 0.000 22 ICO1 LWL2 GLOB x C 20.420 -4.8804 0.0000 0.000 23 ICO1 LWL3 GLOB x C 20.420 4.8804 0.0000 0.000 24 ICO1 LWL4 GLOB x C 20.420 4.8804 0.0000 0.000 25 ICO1 LWL1 GLOB x C 0.010 -4.8804 0.0000 0.000 26 ICO1 LWL1 GLOB L C 0.010 4.8804 0.0000 0.000 27 ICO1 LWL2 GLOB x C 0.010 -4.8804 0.0000 0.000 28 ICO1 LWL2 GLOB L C 0.010 4.8804 0.0000 0.000 29 ICO1 LWL3 GLOB x C 0.010 4.8804 0.0000 0.000 30 ICO1 LWL3 GLOB L C 0.010 -4.8804 0.0000 0.000 31 ICO1 LWL4 GLOB x C 0.010 4.8804 0.0000 0.000 32 ICO1 LWL4 GLOB L C 0.010 -4.8804 0.0000 0.000 33 IC2 LWL1 GLOB x U 0.000 0.4350 0.0000 0.000 34 IC2 LWL2 GLOB x U 0.000 0.4350 0.0000 0.000 35 IC2 LWL3 GLOB x U 0.000 -0.4350 0.0000 0.000 36 IC2 LWL4 GLOB x U 0.000 -0.4350 0.0000 0.000 37 IC2 LWL1 GLOB x C 22.500 -4.8938 0.0000 0.000 38 IC2 LWL2 GLOB x C 22.500 -4.8938 0.0000 0.000 39 IC2 LWL3 GLOB x C 22.500 4.8938 0.0000 0.000 40 IC2 LWL4 GLOB x C 22.500 4.8938 0.0000 0.000 41 IC2 LWL1 GLOB x C 0.010 -4.8938 0.0000 0.000 42 IC2 LWL1 GLOB L C 0.010 4.8938 0.0000 0.000 43 IC2 LWL2 GLOB x C 0.010 -4.8938 0.0000 0.000 44 IC2 LWL2 GLOB L C 0.010 4.8938 0.0000 0.000 45 IC2 LWL3 GLOB x C 0.010 4.8938 0.0000 0.000 46 IC2 LWL3 GLOB L C 0.010 -4.8938 0.0000 0.000 47 IC2 LWL4 GLOB x C 0.010 4.8938 0.0000 0.000 48 IC2 LWL4 GLOB L C 0.010 -4.8938 0.0000 0.000 49 IC3 LWL1 GLOB x U 0.000 0.4740 0.0000 0.000 50 IC3 LWL2 GLOB x U 0.000 0.4740 0.0000 0.000 51 IC3 LWL3 GLOB x U 0.000 -0.4740 0.0000 0.000 52 IC3 LWL4 GLOB x U 0.000 -0.4740 0.0000 0.000 170 3/7/2024 53 IC3 LWL1 GLOB x C 24.030 -5.6951 0.0000 0.000 54 IC3 LWL2 GLOB x C 24.030 -5.6951 0.0000 0.000 55 IC3 LWL3 GLOB x C 24.030 5.6951 0.0000 0.000 56 IC3 LWL4 GLOB x C 24.030 5.6951 0.0000 0.000 57 IC3 LWL1 GLOB x C 0.010 -5.6951 0.0000 0.000 58 IC3 LWL1 GLOB L C 0.010 5.6951 0.0000 0.000 59 IC3 LWL2 GLOB x C 0.010 -5.6951 0.0000 0.000 60 IC3 LWL2 GLOB L C 0.010 5.6951 0.0000 0.000 61 IC3 LWL3 GLOB x C 0.010 5.6951 0.0000 0.000 62 IC3 LWL3 GLOB L C 0.010 -5.6951 0.0000 0.000 63 IC3 LWL4 GLOB x C 0.010 5.6951 0.0000 0.000 64 IC3 LWL4 GLOB L C 0.010 -5.6951 0.0000 0.000 65 IC4 LWL1 GLOB x U 0.000 0.4190 0.0000 0.000 66 IC4 LWL2 GLOB x U 0.000 0.4190 0.0000 0.000 67 IC4 LWL3 GLOB x U 0.000 -0.4190 0.0000 0.000 68 IC4 LWL4 GLOB x U 0.000 -0.4190 0.0000 0.000 69 IC4 LWL1 GLOB x C 25.860 -5.4177 0.0000 0.000 70 IC4 LWL2 GLOB x C 25.860 -5.4177 0.0000 0.000 71 IC4 LWL3 GLOB x C 25.860 5.4177 0.0000 0.000 72 IC4 LWL4 GLOB x C 25.860 5.4177 0.0000 0.000 73 IC4 LWL1 GLOB x C 0.010 -5.4177 0.0000 0.000 74 IC4 LWL1 GLOB L C 0.010 5.4177 0.0000 0.000 75 IC4 LWL2 GLOB x C 0.010 -5.4177 0.0000 0.000 76 IC4 LWL2 GLOB L C 0.010 5.4177 0.0000 0.000 77 IC4 LWL3 GLOB x C 0.010 5.4177 0.0000 0.000 78 IC4 LWL3 GLOB L C 0.010 -5.4177 0.0000 0.000 79 IC4 LWL4 GLOB x C 0.010 5.4177 0.0000 0.000 80 IC4 LWL4 GLOB L C 0.010 -5.4177 0.0000 0.000 81 LC DL GLOB Y C 13.869 -0.4066 0.0000 0.000 82 LC COLL GLOB Y C 13.869 -0.7392 0.0000 0.000 83 LC PSLR1 GLOB Y C 13.869 -1.6165 0.0000 0.000 84 LC SNOW GLOB Y C 13.869 -2.3100 0.0000 0.000 85 LC LL GLOB Y C 13.869 -1.8480 0.0000 0.000 86 LC EQ GLOB Y C 13.869 0.0549 0.0000 0.000 87 LC WL1 GLOB Y C 13.869 1.1767 0.0000 0.000 88 LC WL2 GLOB Y C 13.869 0.5878 0.0000 0.000 89 LC LWL1 GLOB Y C 13.869 1.1691 0.0000 0.000 90 LC LWL2 GLOB Y C 13.869 2.1351 0.0000 0.000 91 LC LWL3 GLOB Y C 13.869 0.5802 0.0000 0.000 92 LC LWL4 GLOB Y C 13.869 1.5462 0.0000 0.000 93 LC WL3 GLOB Y C 13.869 2.3019 0.0000 0.000 94 LC WL4 GLOB Y C 13.869 1.7130 0.0000 0.000 95 LC MWL1 GLOB Y C 13.869 -0.0686 0.0000 0.000 96 LC MWL2 GLOB Y C 13.869 0.0686 0.0000 0.000 97 LC SBAL GLOB Y C 13.869 -1.6170 0.0000 0.000 98 LC DSNW GLOB Y C 13.869 -3.7671 0.0000 0.000 99 LC WLiD GLOB Y C 13.869 0.5469 0.0000 0.000 100 LC WL2D GLOB Y C 13.869 0.2732 0.0000 0.000 101 LC LWL1D GLOB Y C 13.869 0.5434 0.0000 0.000 102 LC LWL2D GLOB Y C 13.869 0.9923 0.0000 0.000 103 LC LWL3D GLOB Y C 13.869 0.2697 0.0000 0.000 104 LC LWL4D GLOB Y C 13.869 0.7186 0.0000 0.000 105 LC WL3D GLOB Y C 13.869 1.0699 0.0000 0.000 106 LC WL4D GLOB Y C 13.869 0.7962 0.0000 0.000 107 LC DL GLOB Y L 13.869 -0.6297 0.0000 0.000 108 LC COLL GLOB Y L 13.869 -0.9006 0.0000 0.000 109 LC PSLR1 GLOB Y L 13.869 -1.8764 0.0000 0.000 110 LC SNOW GLOB Y L 13.869 -2.8142 0.0000 0.000 111 LC LL GLOB Y L 13.869 -2.2514 0.0000 0.000 112 LC EQ GLOB Y L 13.869 -0.0549 0.0000 0.000 113 LC WL1 GLOB Y L 13.869 1.6647 0.0000 0.000 114 LC WL2 GLOB Y L 13.869 0.8129 0.0000 0.000 171 3/7/2024 115 LC LWL1 GLOB Y L 13.869 1.6724 0.0000 0.000 116 LC LWL2 GLOB Y L 13.869 2.8675 0.0000 0.000 117 LC LWL3 GLOB Y L 13.869 0.8205 0.0000 0.000 118 LC LWL4 GLOB Y L 13.869 2.0157 0.0000 0.000 119 LC WL3 GLOB Y L 13.869 2.7007 0.0000 0.000 120 LC WL4 GLOB Y L 13.869 1.8488 0.0000 0.000 121 LC MWL1 GLOB Y L 13.869 0.0686 0.0000 0.000 122 LC MWL2 GLOB Y L 13.869 -0.0686 0.0000 0.000 123 LC SBAL GLOB Y L 13.869 -1.9700 0.0000 0.000 124 LC DSNW GLOB Y L 13.869 -1.9595 0.0000 0.000 125 LC WL1D GLOB Y L 13.869 0.7737 0.0000 0.000 126 LC WL2D GLOB Y L 13.869 0.3778 0.0000 0.000 127 LC LWL1D GLOB Y L 13.869 0.7773 0.0000 0.000 128 LC LWL2D GLOB Y L 13.869 1.3327 0.0000 0.000 129 LC LWL3D GLOB Y L 13.869 0.3814 0.0000 0.000 130 LC LWL4D GLOB Y L 13.869 0.9368 0.0000 0.000 131 LC WL3D GLOB Y L 13.869 1.2552 0.0000 0.000 132 LC WL4D GLOB Y L 13.869 0.8593 0.0000 0.000 133 ICO1 DL GLOB Y C 13.855 -0.8963 0.0000 0.000 134 ICO1 DL GLOB x C 13.855 -0.0276 0.0000 0.000 135 ICO1 COLL GLOB Y C 13.855 -1.7009 0.0000 0.000 136 ICO1 COLL GLOB x C 13.855 -0.0456 0.0000 0.000 137 ICO1 PSLR1 GLOB Y C 13.855 -3.7195 0.0000 0.000 138 ICO1 PSLR1 GLOB x C 13.855 -0.1150 0.0000 0.000 139 ICO1 SNOW GLOB Y C 13.855 -5.3154 0.0000 0.000 140 ICO1 SNOW GLOB x C 13.855 -0.1424 0.0000 0.000 141 ICO1 LL GLOB Y C 13.855 -4.2523 0.0000 0.000 142 ICO1 LL GLOB x C 13.855 -0.1139 0.0000 0.000 143 ICO1 EQ GLOB Y C 13.855 0.1110 0.0000 0.000 144 ICO1 EQ GLOB x C 13.855 1.3320 0.0000 0.000 145 ICO1 WL1 GLOB Y C 13.855 2.0982 0.0000 0.000 146 ICO1 WL1 GLOB x C 13.855 2.4723 0.0000 0.000 147 ICO1 WL2 GLOB Y C 13.855 0.7433 0.0000 0.000 148 ICO1 WL2 GLOB x C 13.855 0.6325 0.0000 0.000 149 ICO1 LWL1 GLOB Y C 13.855 2.0418 0.0000 0.000 150 ICO1 LWL1 GLOB x C 13.855 3.1493 0.0000 0.000 151 ICO1 LWL2 GLOB Y C 13.855 3.3590 0.0000 0.000 152 ICO1 LWL2 GLOB x C 13.855 3.4307 0.0000 0.000 153 ICO1 LWL3 GLOB Y C 13.855 0.6869 0.0000 0.000 154 ICO1 LWL3 GLOB x C 13.855 1.3095 0.0000 0.000 155 ICO1 LWL4 GLOB Y C 13.855 2.0041 0.0000 0.000 156 ICO1 LWL4 GLOB x C 13.855 1.5909 0.0000 0.000 157 ICO1 WL3 GLOB Y C 13.855 3.6587 0.0000 0.000 158 ICO1 WL3 GLOB x C 13.855 -0.1658 0.0000 0.000 159 ICO1 WL4 GLOB Y C 13.855 2.3038 0.0000 0.000 160 ICO1 WL4 GLOB x C 13.855 -2.0056 0.0000 0.000 161 ICO1 MWL1 GLOB Y C 13.855 -0.1581 0.0000 0.000 162 ICO1 MWL1 GLOB x C 13.855 2.0395 0.0000 0.000 163 ICO1 MWL2 GLOB Y C 13.855 0.1581 0.0000 0.000 164 ICO1 MWL2 GLOB x C 13.855 -2.0395 0.0000 0.000 165 ICO1 SBAL GLOB Y C 13.855 -3.7208 0.0000 0.000 166 ICO1 SBAL GLOB x C 13.855 -0.0997 0.0000 0.000 167 ICO1 DSNW GLOB Y C 13.855 -8.6289 0.0000 0.000 168 ICO1 DSNW GLOB x C 13.855 -0.1456 0.0000 0.000 169 ICO1 WL1D GLOB Y C 13.855 0.9752 0.0000 0.000 170 ICO1 WL1D GLOB x C 13.855 1.1491 0.0000 0.000 171 ICO1 WL2D GLOB Y C 13.855 0.3455 0.0000 0.000 172 ICO1 WL2D GLOB x C 13.855 0.2940 0.0000 0.000 173 ICO1 LWLlD GLOB Y C 13.855 0.9489 0.0000 0.000 174 IC01 LWL1D GLOB x C 13.855 1.4637 0.0000 0.000 175 ICO1 LWL2D GLOB Y C 13.855 1.5611 0.0000 0.000 176 ICO1 LWL2D GLOB x C 13.855 1.5945 0.0000 0.000 172 3/7/2024 177 ICO1 LWL3D GLOB Y C 13.855 0.3192 0.0000 0.000 178 IC01 LWL3D GLOB x C 13.855 0.6086 0.0000 0.000 179 IC01 LWL4D GLOB Y C 13.855 0.9314 0.0000 0.000 180 ICO1 LWL4D GLOB x C 13.855 0.7394 0.0000 0.000 181 ICO1 WL3D GLOB Y C 13.855 1.7004 0.0000 0.000 182 ICO1 WL3D GLOB x C 13.855 -0.0771 0.0000 0.000 183 ICO1 WL4D GLOB Y C 13.855 1.0707 0.0000 0.000 184 IC01 WL4D GLOB x C 13.855 -0.9321 0.0000 0.000 185 ICO1 DL GLOB Y L 13.855 -1.2111 0.0000 0.000 186 ICO1 COLL GLOB Y L 13.855 -2.0722 0.0000 0.000 187 ICO1 PSLR1 GLOB Y L 13.855 -4.3175 0.0000 0.000 188 ICO1 SNOW GLOB Y L 13.855 -6.4755 0.0000 0.000 189 ICO1 LL GLOB Y L 13.855 -5.1804 0.0000 0.000 190 ICO1 EQ GLOB Y L 13.855 -0.1110 0.0000 0.000 191 IC01 WL1 GLOB Y L 13.855 2.9666 0.0000 0.000 192 ICO1 WL2 GLOB Y L 13.855 1.0064 0.0000 0.000 193 IC01 LWL1 GLOB Y L 13.855 3.0230 0.0000 0.000 194 ICO1 LWL2 GLOB Y L 13.855 4.6526 0.0000 0.000 195 ICO1 LWL3 GLOB Y L 13.855 1.0628 0.0000 0.000 196 ICO1 LWL4 GLOB Y L 13.855 2.6924 0.0000 0.000 197 IC01 WL3 GLOB Y L 13.855 4.3529 0.0000 0.000 198 IC01 WL4 GLOB Y L 13.855 2.3927 0.0000 0.000 199 ICO1 MWL1 GLOB Y L 13.855 0.1581 0.0000 0.000 200 ICO1 MWL2 GLOB Y L 13.855 -0.1581 0.0000 0.000 201 ICO1 SBAL GLOB Y L 13.855 -4.5329 0.0000 0.000 202 ICO1 DSNW GLOB Y L 13.855 -4.4884 0.0000 0.000 203 IC01 WLiD GLOB Y L 13.855 1.3788 0.0000 0.000 204 ICO1 WL2D GLOB Y L 13.855 0.4677 0.0000 0.000 205 ICO1 LWL1D GLOB Y L 13.855 1.4050 0.0000 0.000 206 ICO1 LWL2D GLOB Y L 13.855 2.1624 0.0000 0.000 207 IC01 LWL3D GLOB Y L 13.855 0.4939 0.0000 0.000 208 ICO1 LWL4D GLOB Y L 13.855 1.2513 0.0000 0.000 209 IC01 WL3D GLOB Y L 13.855 2.0231 0.0000 0.000 210 ICO1 WL4D GLOB Y L 13.855 1.1120 0.0000 0.000 211 IC2 DL GLOB Y C 13.869 -0.4127 0.0000 0.000 212 IC2 DL GLOB x C 13.869 -0.0142 0.0000 0.000 213 IC2 COLL GLOB Y C 13.869 -0.7533 0.0000 0.000 214 IC2 COLL GLOB x C 13.869 -0.0202 0.0000 0.000 215 IC2 PSLR1 GLOB Y C 13.869 -1.6474 0.0000 0.000 216 IC2 PSLR1 GLOB x C 13.869 -0.0509 0.0000 0.000 217 IC2 SNOW GLOB Y C 13.869 -2.3542 0.0000 0.000 218 IC2 SNOW GLOB x C 13.869 -0.0630 0.0000 0.000 219 IC2 LL GLOB Y C 13.869 -1.8834 0.0000 0.000 220 IC2 LL GLOB x C 13.869 -0.0504 0.0000 0.000 221 IC2 EQ GLOB Y C 13.869 0.0557 0.0000 0.000 222 IC2 EQ GLOB x C 13.869 0.6685 0.0000 0.000 223 IC2 WL1 GLOB Y C 13.869 1.1992 0.0000 0.000 224 IC2 WL1 GLOB x C 13.869 1.4184 0.0000 0.000 225 IC2 WL2 GLOB Y C 13.869 0.5991 0.0000 0.000 226 IC2 WL2 GLOB x C 13.869 0.6043 0.0000 0.000 227 IC2 LWL1 GLOB Y C 13.869 1.1914 0.0000 0.000 228 IC2 LWL1 GLOB x C 13.869 1.5120 0.0000 0.000 229 IC2 LWL2 GLOB Y C 13.869 2.1759 0.0000 0.000 230 IC2 LWL2 GLOB x C 13.869 1.7222 0.0000 0.000 231 IC2 LWL3 GLOB Y C 13.869 0.5913 0.0000 0.000 232 IC2 LWL3 GLOB x C 13.869 0.6979 0.0000 0.000 233 IC2 LWL4 GLOB Y C 13.869 1.5757 0.0000 0.000 234 IC2 LWL4 GLOB x C 13.869 0.9082 0.0000 0.000 235 IC2 WL3 GLOB Y C 13.869 2.3459 0.0000 0.000 236 IC2 WL3 GLOB x C 13.869 -0.3181 0.0000 0.000 237 IC2 WL4 GLOB Y C 13.869 1.7458 0.0000 0.000 238 IC2 WL4 GLOB x C 13.869 -1.1322 0.0000 0.000 173 3/7/2024 239 IC2 MWL1 GLOB Y C 13.869 -0.0700 0.0000 0.000 240 IC2 MWL1 GLOB x C 13.869 0.9025 0.0000 0.000 241 IC2 MWL2 GLOB Y C 13.869 0.0700 0.0000 0.000 242 IC2 MWL2 GLOB x C 13.869 -0.9025 0.0000 0.000 243 IC2 SBAL GLOB Y C 13.869 -1.6479 0.0000 0.000 244 IC2 SBAL GLOB x C 13.869 -0.0441 0.0000 0.000 245 IC2 DSNW GLOB Y C 13.869 -3.8391 0.0000 0.000 246 IC2 DSNW GLOB x C 13.869 -0.0647 0.0000 0.000 247 IC2 WL1D GLOB Y C 13.869 0.5574 0.0000 0.000 248 IC2 WL1D GLOB x C 13.869 0.6592 0.0000 0.000 249 IC2 WL2D GLOB Y C 13.869 0.2784 0.0000 0.000 250 IC2 WL2D GLOB x C 13.869 0.2808 0.0000 0.000 251 IC2 LWL1D GLOB Y C 13.869 0.5537 0.0000 0.000 252 IC2 LWL1D GLOB x C 13.869 0.7027 0.0000 0.000 253 IC2 LWL2D GLOB Y C 13.869 1.0113 0.0000 0.000 254 IC2 LWL2D GLOB x C 13.869 0.8004 0.0000 0.000 255 IC2 LWL3D GLOB Y C 13.869 0.2748 0.0000 0.000 256 IC2 LWL3D GLOB x C 13.869 0.3243 0.0000 0.000 257 IC2 LWL4D GLOB Y C 13.869 0.7324 0.0000 0.000 258 IC2 LWL4D GLOB x C 13.869 0.4221 0.0000 0.000 259 IC2 WL3D GLOB Y C 13.869 1.0903 0.0000 0.000 260 IC2 WL3D GLOB x C 13.869 -0.1479 0.0000 0.000 261 IC2 WL4D GLOB Y C 13.869 0.8114 0.0000 0.000 262 IC2 WL4D GLOB x C 13.869 -0.5262 0.0000 0.000 263 IC2 DL GLOB Y L 13.869 -0.6372 0.0000 0.000 264 IC2 COLL GLOB Y L 13.869 -0.9178 0.0000 0.000 265 IC2 PSLR1 GLOB Y L 13.869 -1.9122 0.0000 0.000 266 IC2 SNOW GLOB Y L 13.869 -2.8680 0.0000 0.000 267 IC2 LL GLOB Y L 13.869 -2.2944 0.0000 0.000 268 IC2 EQ GLOB Y L 13.869 -0.0557 0.0000 0.000 269 IC2 WL1 GLOB Y L 13.869 1.6965 0.0000 0.000 270 IC2 WL2 GLOB Y L 13.869 0.8284 0.0000 0.000 271 IC2 LWL1 GLOB Y L 13.869 1.7043 0.0000 0.000 272 IC2 LWL2 GLOB Y L 13.869 2.9223 0.0000 0.000 273 IC2 LWL3 GLOB Y L 13.869 0.8362 0.0000 0.000 274 IC2 LWL4 GLOB Y L 13.869 2.0542 0.0000 0.000 275 IC2 WL3 GLOB Y L 13.869 2.7523 0.0000 0.000 276 IC2 WL4 GLOB Y L 13.869 1.8841 0.0000 0.000 277 IC2 MWL1 GLOB Y L 13.869 0.0700 0.0000 0.000 278 IC2 MWL2 GLOB Y L 13.869 -0.0700 0.0000 0.000 279 IC2 SBAL GLOB Y L 13.869 -2.0076 0.0000 0.000 280 IC2 DSNW GLOB Y L 13.869 -1.9970 0.0000 0.000 281 IC2 WL1D GLOB Y L 13.869 0.7885 0.0000 0.000 282 IC2 WL2D GLOB Y L 13.869 0.3850 0.0000 0.000 283 IC2 LWL1D GLOB Y L 13.869 0.7921 0.0000 0.000 284 IC2 LWL2D GLOB Y L 13.869 1.3582 0.0000 0.000 285 IC2 LWL3D GLOB Y L 13.869 0.3886 0.0000 0.000 286 IC2 LWL4D GLOB Y L 13.869 0.9547 0.0000 0.000 287 IC2 WL3D GLOB Y L 13.869 1.2792 0.0000 0.000 288 IC2 WL4D GLOB Y L 13.869 0.8757 0.0000 0.000 174 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F5- 12 R-Frame Design Program - Version V8.20 Job : 57322A Load Report File: frame_5.fra Date: 02/01/24 ssm4 113.25/20./11.583 20./100./25. Start Time: 13:46:44 -------------------------------------------------------------------------------- * General Loads Generated - ------------------------- Load Mem Name Sys Dir Typ Distance Intensity Length No. Start End 1 LC SNOW GLOB x C 9.833 1.3000 N/A 0.688 2 LC SNOW GLOB x C 15.042 -1.3000 N/A 0.688 3 RC EQDW GLOB M C 29.583 0.5100 N/A 0.000 4 LC EQDW GLOB M C 3.000 0.9600 N/A 0.000 5 LC EQDW GLOB M C 3.000 0.3000 N/A 0.000 6 LC EQDW GLOB M C 20.000 0.3000 N/A 0.000 7 RC RBUPLW GLOB Y C 13.500 5.3270 N/A -0.917 8 RC RBUPLW GLOB Y C 0.010 4.4720 N/A -0.917 9 RC RBUPLW GLOB L C 0.010 6.9010 N/A 0.000 10 RC RBDWLW GLOB Y C 29.583 -5.3270 N/A -0.917 11 RC RBDWLW GLOB Y C 13.500 -4.4720 N/A -0.917 12 RC RBUPEQ GLOB Y C 13.500 11.7870 N/A -0.917 13 RC RBUPEQ GLOB Y C 0.010 9.8940 N/A -0.917 14 RC RBUPEQ GLOB L C 0.010 15.2685 N/A 0.000 15 RC RBDWEQ GLOB Y C 29.583 -11.7870 N/A -0.917 16 RC RBDWEQ GLOB Y C 13.500 -9.8940 N/A -0.917 17 ICO1 LWL1 GLOB x U 0.000 0.4780 N/A 0.000 18 ICO1 LWL2 GLOB x U 0.000 0.4780 N/A 0.000 19 ICO1 LWL3 GLOB x U 0.000 -0.4780 N/A 0.000 20 ICO1 LWL4 GLOB x U 0.000 -0.4780 N/A 0.000 21 ICO1 LWL1 GLOB x C 20.420 -4.8804 N/A 0.000 22 ICO1 LWL2 GLOB x C 20.420 -4.8804 N/A 0.000 23 ICO1 LWL3 GLOB x C 20.420 4.8804 N/A 0.000 24 ICO1 LWL4 GLOB x C 20.420 4.8804 N/A 0.000 25 ICO1 LWL1 GLOB x C 0.010 -4.8804 N/A 0.000 26 ICO1 LWL1 GLOB L C 0.010 4.8804 N/A 0.000 27 ICO1 LWL2 GLOB x C 0.010 -4.8804 N/A 0.000 28 ICO1 LWL2 GLOB L C 0.010 4.8804 N/A 0.000 29 ICO1 LWL3 GLOB x C 0.010 4.8804 N/A 0.000 30 ICO1 LWL3 GLOB L C 0.010 -4.8804 N/A 0.000 31 ICO1 LWL4 GLOB x C 0.010 4.8804 N/A 0.000 32 ICO1 LWL4 GLOB L C 0.010 -4.8804 N/A 0.000 33 IC2 LWL1 GLOB x U 0.000 0.4350 N/A 0.000 34 IC2 LWL2 GLOB x U 0.000 0.4350 N/A 0.000 35 IC2 LWL3 GLOB x U 0.000 -0.4350 N/A 0.000 36 IC2 LWL4 GLOB x U 0.000 -0.4350 N/A 0.000 37 IC2 LWL1 GLOB x C 22.500 -4.8938 N/A 0.000 38 IC2 LWL2 GLOB x C 22.500 -4.8938 N/A 0.000 39 IC2 LWL3 GLOB x C 22.500 4.8938 N/A 0.000 40 IC2 LWL4 GLOB x C 22.500 4.8938 N/A 0.000 41 IC2 LWL1 GLOB x C 0.010 -4.8938 N/A 0.000 42 IC2 LWL1 GLOB L C 0.010 4.8938 N/A 0.000 43 IC2 LWL2 GLOB x C 0.010 -4.8938 N/A 0.000 44 IC2 LWL2 GLOB L C 0.010 4.8938 N/A 0.000 45 IC2 LWL3 GLOB x C 0.010 4.8938 N/A 0.000 46 IC2 LWL3 GLOB L C 0.010 -4.8938 N/A 0.000 47 IC2 LWL4 GLOB x C 0.010 4.8938 N/A 0.000 48 IC2 LWL4 GLOB L C 0.010 -4.8938 N/A 0.000 49 IC3 LWL1 GLOB x U 0.000 0.4740 N/A 0.000 50 IC3 LWL2 GLOB x U 0.000 0.4740 N/A 0.000 175 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F5- 13 R-Frame Design Program - Version V8.20 Job : 57322A Load Report File: frame_5.fra Date: 02/01/24 ssm4 113.25/20./11.583 20./100./25. Start Time: 13:46:44 -------------------------------------------------------------------------------- 51 IC3 LWL3 GLOB X U 0.000 -0.4740 N/A 0.000 52 IC3 LWL4 GLOB X U 0.000 -0.4740 N/A 0.000 53 IC3 LWL1 GLOB X C 24.030 -5.6951 N/A 0.000 54 IC3 LWL2 GLOB X C 24.030 -5.6951 N/A 0.000 55 IC3 LWL3 GLOB X C 24.030 5.6951 N/A 0.000 56 IC3 LWL4 GLOB X C 24.030 5.6951 N/A 0.000 57 IC3 LWL1 GLOB X C 0.010 -5.6951 N/A 0.000 58 IC3 LWL1 GLOB L C 0.010 5.6951 N/A 0.000 59 IC3 LWL2 GLOB X C 0.010 -5.6951 N/A 0.000 60 IC3 LWL2 GLOB L C 0.010 5.6951 N/A 0.000 61 IC3 LWL3 GLOB X C 0.010 5.6951 N/A 0.000 62 IC3 LWL3 GLOB L C 0.010 -5.6951 N/A 0.000 63 IC3 LWL4 GLOB X C 0.010 5.6951 N/A 0.000 64 IC3 LWL4 GLOB L C 0.010 -5.6951 N/A 0.000 65 IC4 LWL1 GLOB X U 0.000 0.4190 N/A 0.000 66 IC4 LWL2 GLOB X U 0.000 0.4190 N/A 0.000 67 IC4 LWL3 GLOB X U 0.000 -0.4190 N/A 0.000 68 IC4 LWL4 GLOB X U 0.000 -0.4190 N/A 0.000 69 IC4 LWL1 GLOB X C 25.860 -5.4177 N/A 0.000 70 IC4 LWL2 GLOB X C 25.860 -5.4177 N/A 0.000 71 IC4 LWL3 GLOB X C 25.860 5.4177 N/A 0.000 72 IC4 LWL4 GLOB X C 25.860 5.4177 N/A 0.000 73 IC4 LWL1 GLOB X C 0.010 -5.4177 N/A 0.000 74 IC4 LWL1 GLOB L C 0.010 5.4177 N/A 0.000 75 IC4 LWL2 GLOB X C 0.010 -5.4177 N/A 0.000 76 IC4 LWL2 GLOB L C 0.010 5.4177 N/A 0.000 77 IC4 LWL3 GLOB X C 0.010 5.4177 N/A 0.000 78 IC4 LWL3 GLOB L C 0.010 -5.4177 N/A 0.000 79 IC4 LWL4 GLOB X C 0.010 5.4177 N/A 0.000 80 IC4 LWL4 GLOB L C 0.010 -5.4177 N/A 0.000 81 LC DL GLOB Y C 13.869 -0.4066 N/A 0.000 82 LC COLL GLOB Y C 13.869 -0.7392 N/A 0.000 83 LC PSLR1 GLOB Y C 13.869 -1.6165 N/A 0.000 84 LC SNOW GLOB Y C 13.869 -2.3100 N/A 0.000 85 LC LL GLOB Y C 13.869 -1.8480 N/A 0.000 86 LC EQ GLOB Y C 13.869 0.0549 N/A 0.000 87 LC WL1 GLOB Y C 13.869 1.1767 N/A 0.000 88 LC WL2 GLOB Y C 13.869 0.5878 N/A 0.000 89 LC LWL1 GLOB Y C 13.869 1.1691 N/A 0.000 90 LC LWL2 GLOB Y C 13.869 2.1351 N/A 0.000 91 LC LWL3 GLOB Y C 13.869 0.5802 N/A 0.000 92 LC LWL4 GLOB Y C 13.869 1.5462 N/A 0.000 93 LC WL3 GLOB Y C 13.869 2.3019 N/A 0.000 94 LC WL4 GLOB Y C 13.869 1.7130 N/A 0.000 95 LC MWL1 GLOB Y C 13.869 -0.0686 N/A 0.000 96 LC MWL2 GLOB Y C 13.869 0.0686 N/A 0.000 97 LC SBAL GLOB Y C 13.869 -1.6170 N/A 0.000 98 LC DSNW GLOB Y C 13.869 -3.7671 N/A 0.000 99 LC WL1D GLOB Y C 13.869 0.5469 N/A 0.000 100 LC WL2D GLOB Y C 13.869 0.2732 N/A 0.000 176 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F5- 14 R-Frame Design Program - Version V8.20 Job : 57322A Load Report File: frame_5.fra Date: 02/01/24 ssm4 113.25/20./11.583 20./100./25. Start Time: 13:46:44 -------------------------------------------------------------------------------- 101 LC LWL1D GLOB Y C 13.869 0.5434 N/A 0.000 102 LC LWL2D GLOB Y C 13.869 0.9923 N/A 0.000 103 LC LWL3D GLOB Y C 13.869 0.2697 N/A 0.000 104 LC LWL4D GLOB Y C 13.869 0.7186 N/A 0.000 105 LC WL3D GLOB Y C 13.869 1.0699 N/A 0.000 106 LC WL4D GLOB Y C 13.869 0.7962 N/A 0.000 107 LC DL GLOB Y L 13.869 -0.6297 N/A 0.000 108 LC COLL GLOB Y L 13.869 -0.9006 N/A 0.000 109 LC PSLR1 GLOB Y L 13.869 -1.8764 N/A 0.000 110 LC SNOW GLOB Y L 13.869 -2.8142 N/A 0.000 111 LC LL GLOB Y L 13.869 -2.2514 N/A 0.000 112 LC EQ GLOB Y L 13.869 -0.0549 N/A 0.000 113 LC WL1 GLOB Y L 13.869 1.6647 N/A 0.000 114 LC WL2 GLOB Y L 13.869 0.8129 N/A 0.000 115 LC LWL1 GLOB Y L 13.869 1.6724 N/A 0.000 116 LC LWL2 GLOB Y L 13.869 2.8675 N/A 0.000 117 LC LWL3 GLOB Y L 13.869 0.8205 N/A 0.000 118 LC LWL4 GLOB Y L 13.869 2.0157 N/A 0.000 119 LC WL3 GLOB Y L 13.869 2.7007 N/A 0.000 120 LC WL4 GLOB Y L 13.869 1.8488 N/A 0.000 121 LC MWL1 GLOB Y L 13.869 0.0686 N/A 0.000 122 LC MWL2 GLOB Y L 13.869 -0.0686 N/A 0.000 123 LC SBAL GLOB Y L 13.869 -1.9700 N/A 0.000 124 LC DSNW GLOB Y L 13.869 -1.9595 N/A 0.000 125 LC WL1D GLOB Y L 13.869 0.7737 N/A 0.000 126 LC WL2D GLOB Y L 13.869 0.3778 N/A 0.000 127 LC LWL1D GLOB Y L 13.869 0.7773 N/A 0.000 128 LC LWL2D GLOB Y L 13.869 1.3327 N/A 0.000 129 LC LWL3D GLOB Y L 13.869 0.3814 N/A 0.000 130 LC LWL4D GLOB Y L 13.869 0.9368 N/A 0.000 131 LC WL3D GLOB Y L 13.869 1.2552 N/A 0.000 132 LC WL4D GLOB Y L 13.869 0.8593 N/A 0.000 133 ICO1 DL GLOB Y C 13.855 -0.8963 N/A 0.000 134 ICO1 DL GLOB X C 13.855 -0.0276 N/A 0.000 135 ICO1 COLL GLOB Y C 13.855 -1.7009 N/A 0.000 136 ICO1 COLL GLOB X C 13.855 -0.0456 N/A 0.000 137 ICO1 PSLR1 GLOB Y C 13.855 -3.7195 N/A 0.000 138 ICO1 PSLR1 GLOB X C 13.855 -0.1150 N/A 0.000 139 ICO1 SNOW GLOB Y C 13.855 -5.3154 N/A 0.000 140 ICO1 SNOW GLOB X C 13.855 -0.1424 N/A 0.000 141 ICO1 LL GLOB Y C 13.855 -4.2523 N/A 0.000 142 ICO1 LL GLOB X C 13.855 -0.1139 N/A 0.000 143 ICO1 EQ GLOB Y C 13.855 0.1110 N/A 0.000 144 ICO1 EQ GLOB X C 13.855 1.3320 N/A 0.000 145 ICO1 WL1 GLOB Y C 13.855 2.0982 N/A 0.000 146 ICO1 WL1 GLOB X C 13.855 2.4723 N/A 0.000 147 ICO1 WL2 GLOB Y C 13.855 0.7433 N/A 0.000 148 ICO1 WL2 GLOB X C 13.855 0.6325 N/A 0.000 149 ICO1 LWL1 GLOB Y C 13.855 2.0418 N/A 0.000 150 ICO1 LWL1 GLOB X C 13.855 3.1493 N/A 0.000 177 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F5- 15 R-Frame Design Program - Version V8.20 Job : 57322A Load Report File: frame_5.fra Date: 02/01/24 ssm4 113.25/20./11.583 20./100./25. Start Time: 13:46:44 -------------------------------------------------------------------------------- 151 ICO1 LWL2 GLOB Y C 13.855 3.3590 N/A 0.000 152 ICO1 LWL2 GLOB X C 13.855 3.4307 N/A 0.000 153 ICO1 LWL3 GLOB Y C 13.855 0.6869 N/A 0.000 154 ICO1 LWL3 GLOB X C 13.855 1.3095 N/A 0.000 155 ICO1 LWL4 GLOB Y C 13.855 2.0041 N/A 0.000 156 ICO1 LWL4 GLOB X C 13.855 1.5909 N/A 0.000 157 ICO1 WL3 GLOB Y C 13.855 3.6587 N/A 0.000 158 ICO1 WL3 GLOB X C 13.855 -0.1658 N/A 0.000 159 ICO1 WL4 GLOB Y C 13.855 2.3038 N/A 0.000 160 ICO1 WL4 GLOB X C 13.855 -2.0056 N/A 0.000 161 ICO1 MWL1 GLOB Y C 13.855 -0.1581 N/A 0.000 162 ICO1 MWL1 GLOB X C 13.855 2.0395 N/A 0.000 163 ICO1 MWL2 GLOB Y C 13.855 0.1581 N/A 0.000 164 ICO1 MWL2 GLOB X C 13.855 -2.0395 N/A 0.000 165 ICO1 SBAL GLOB Y C 13.855 -3.7208 N/A 0.000 166 ICO1 SBAL GLOB X C 13.855 -0.0997 N/A 0.000 167 ICO1 DSNW GLOB Y C 13.855 -8.6289 N/A 0.000 168 ICO1 DSNW GLOB X C 13.855 -0.1456 N/A 0.000 169 ICO1 WL1D GLOB Y C 13.855 0.9752 N/A 0.000 170 ICO1 WL1D GLOB X C 13.855 1.1491 N/A 0.000 171 ICO1 WL2D GLOB Y C 13.855 0.3455 N/A 0.000 172 ICO1 WL2D GLOB X C 13.855 0.2940 N/A 0.000 173 ICO1 LWL1D GLOB Y C 13.855 0.9489 N/A 0.000 174 ICO1 LWL1D GLOB X C 13.855 1.4637 N/A 0.000 175 ICO1 LWL2D GLOB Y C 13.855 1.5611 N/A 0.000 176 ICO1 LWL2D GLOB X C 13.855 1.5945 N/A 0.000 177 ICO1 LWL3D GLOB Y C 13.855 0.3192 N/A 0.000 178 ICO1 LWL3D GLOB X C 13.855 0.6086 N/A 0.000 179 ICO1 LWL4D GLOB Y C 13.855 0.9314 N/A 0.000 180 ICO1 LWL4D GLOB X C 13.855 0.7394 N/A 0.000 181 ICO1 WL3D GLOB Y C 13.855 1.7004 N/A 0.000 182 ICO1 WL3D GLOB X C 13.855 -0.0771 N/A 0.000 183 ICO1 WL4D GLOB Y C 13.855 1.0707 N/A 0.000 184 ICO1 WL4D GLOB X C 13.855 -0.9321 N/A 0.000 185 ICO1 DL GLOB Y L 13.855 -1.2111 N/A 0.000 186 ICO1 COLL GLOB Y L 13.855 -2.0722 N/A 0.000 187 ICO1 PSLR1 GLOB Y L 13.855 -4.3175 N/A 0.000 188 ICO1 SNOW GLOB Y L 13.855 -6.4755 N/A 0.000 189 ICO1 LL GLOB Y L 13.855 -5.1804 N/A 0.000 190 ICO1 EQ GLOB Y L 13.855 -0.1110 N/A 0.000 191 ICO1 WL1 GLOB Y L 13.855 2.9666 N/A 0.000 192 ICO1 WL2 GLOB Y L 13.855 1.0064 N/A 0.000 193 ICO1 LWL1 GLOB Y L 13.855 3.0230 N/A 0.000 194 ICO1 LWL2 GLOB Y L 13.855 4.6526 N/A 0.000 195 ICO1 LWL3 GLOB Y L 13.855 1.0628 N/A 0.000 196 ICO1 LWL4 GLOB Y L 13.855 2.6924 N/A 0.000 197 ICO1 WL3 GLOB Y L 13.855 4.3529 N/A 0.000 198 ICO1 WL4 GLOB Y L 13.855 2.3927 N/A 0.000 199 ICO1 MWL1 GLOB Y L 13.855 0.1581 N/A 0.000 200 ICO1 MWL2 GLOB Y L 13.855 -0.1581 N/A 0.000 178 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F5- 16 R-Frame Design Program - Version V8.20 Job : 57322A Load Report File: frame_5.fra Date: 02/01/24 ssm4 113.25/20./11.583 20./100./25. Start Time: 13:46:44 -------------------------------------------------------------------------------- 201 ICO1 SBAL GLOB Y L 13.855 -4.5329 N/A 0.000 202 ICO1 DSNW GLOB Y L 13.855 -4.4884 N/A 0.000 203 ICO1 WL1D GLOB Y L 13.855 1.3788 N/A 0.000 204 ICO1 WL2D GLOB Y L 13.855 0.4677 N/A 0.000 205 ICO1 LWL1D GLOB Y L 13.855 1.4050 N/A 0.000 206 ICO1 LWL2D GLOB Y L 13.855 2.1624 N/A 0.000 207 ICO1 LWL3D GLOB Y L 13.855 0.4939 N/A 0.000 208 ICO1 LWL4D GLOB Y L 13.855 1.2513 N/A 0.000 209 ICO1 WL3D GLOB Y L 13.855 2.0231 N/A 0.000 210 ICO1 WL4D GLOB Y L 13.855 1.1120 N/A 0.000 211 IC2 DL GLOB Y C 13.869 -0.4127 N/A 0.000 212 IC2 DL GLOB x C 13.869 -0.0142 N/A 0.000 213 IC2 COLL GLOB Y C 13.869 -0.7533 N/A 0.000 214 IC2 COLL GLOB x C 13.869 -0.0202 N/A 0.000 215 IC2 PSLR1 GLOB Y C 13.869 -1.6474 N/A 0.000 216 IC2 PSLR1 GLOB x C 13.869 -0.0509 N/A 0.000 217 IC2 SNOW GLOB Y C 13.869 -2.3542 N/A 0.000 218 IC2 SNOW GLOB x C 13.869 -0.0630 N/A 0.000 219 IC2 LL GLOB Y C 13.869 -1.8834 N/A 0.000 220 IC2 LL GLOB x C 13.869 -0.0504 N/A 0.000 221 IC2 EQ GLOB Y C 13.869 0.0557 N/A 0.000 222 IC2 EQ GLOB x C 13.869 0.6685 N/A 0.000 223 IC2 WL1 GLOB Y C 13.869 1.1992 N/A 0.000 224 IC2 WL1 GLOB x C 13.869 1.4184 N/A 0.000 225 IC2 WL2 GLOB Y C 13.869 0.5991 N/A 0.000 226 IC2 WL2 GLOB x C 13.869 0.6043 N/A 0.000 227 IC2 LWL1 GLOB Y C 13.869 1.1914 N/A 0.000 228 IC2 LWL1 GLOB x C 13.869 1.5120 N/A 0.000 229 IC2 LWL2 GLOB Y C 13.869 2.1759 N/A 0.000 230 IC2 LWL2 GLOB x C 13.869 1.7222 N/A 0.000 231 IC2 LWL3 GLOB Y C 13.869 0.5913 N/A 0.000 232 IC2 LWL3 GLOB x C 13.869 0.6979 N/A 0.000 233 IC2 LWL4 GLOB Y C 13.869 1.5757 N/A 0.000 234 IC2 LWL4 GLOB x C 13.869 0.9082 N/A 0.000 235 IC2 WL3 GLOB Y C 13.869 2.3459 N/A 0.000 236 IC2 WL3 GLOB x C 13.869 -0.3181 N/A 0.000 237 IC2 WL4 GLOB Y C 13.869 1.7458 N/A 0.000 238 IC2 WL4 GLOB x C 13.869 -1.1322 N/A 0.000 239 IC2 MWL1 GLOB Y C 13.869 -0.0700 N/A 0.000 240 IC2 MWL1 GLOB x C 13.869 0.9025 N/A 0.000 241 IC2 MWL2 GLOB Y C 13.869 0.0700 N/A 0.000 242 IC2 MWL2 GLOB x C 13.869 -0.9025 N/A 0.000 243 IC2 SBAL GLOB Y C 13.869 -1.6479 N/A 0.000 244 IC2 SBAL GLOB x C 13.869 -0.0441 N/A 0.000 245 IC2 DSNW GLOB Y C 13.869 -3.8391 N/A 0.000 246 IC2 DSNW GLOB x C 13.869 -0.0647 N/A 0.000 247 IC2 WL1D GLOB Y C 13.869 0.5574 N/A 0.000 248 IC2 WL1D GLOB x C 13.869 0.6592 N/A 0.000 249 IC2 WL2D GLOB Y C 13.869 0.2784 N/A 0.000 250 IC2 WL2D GLOB x C 13.869 0.2808 N/A 0.000 179 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F5- 17 R-Frame Design Program - Version V8.20 Job : 57322A Load Report File: frame_5.fra Date: 02/01/24 ssm4 113.25/20./11.583 20./100./25. Start Time: 13:46:44 -------------------------------------------------------------------------------- 251 IC2 LWL1D GLOB Y C 13.869 0.5537 N/A 0.000 252 IC2 LWL1D GLOB X C 13.869 0.7027 N/A 0.000 253 IC2 LWL2D GLOB Y C 13.869 1.0113 N/A 0.000 254 IC2 LWL2D GLOB X C 13.869 0.8004 N/A 0.000 255 IC2 LWL3D GLOB Y C 13.869 0.2748 N/A 0.000 256 IC2 LWL3D GLOB x C 13.869 0.3243 N/A 0.000 257 IC2 LWL4D GLOB Y C 13.869 0.7324 N/A 0.000 258 IC2 LWL4D GLOB X C 13.869 0.4221 N/A 0.000 259 IC2 WL3D GLOB Y C 13.869 1.0903 N/A 0.000 260 IC2 WL3D GLOB X C 13.869 -0.1479 N/A 0.000 261 IC2 WL4D GLOB Y C 13.869 0.8114 N/A 0.000 262 IC2 WL4D GLOB X C 13.869 -0.5262 N/A 0.000 263 IC2 DL GLOB Y L 13.869 -0.6372 N/A 0.000 264 IC2 COLL GLOB Y L 13.869 -0.9178 N/A 0.000 265 IC2 PSLR1 GLOB Y L 13.869 -1.9122 N/A 0.000 266 IC2 SNOW GLOB Y L 13.869 -2.8680 N/A 0.000 267 IC2 LL GLOB Y L 13.869 -2.2944 N/A 0.000 268 IC2 EQ GLOB Y L 13.869 -0.0557 N/A 0.000 269 IC2 WL1 GLOB Y L 13.869 1.6965 N/A 0.000 270 IC2 WL2 GLOB Y L 13.869 0.8284 N/A 0.000 271 IC2 LWL1 GLOB Y L 13.869 1.7043 N/A 0.000 272 IC2 LWL2 GLOB Y L 13.869 2.9223 N/A 0.000 273 IC2 LWL3 GLOB Y L 13.869 0.8362 N/A 0.000 274 IC2 LWL4 GLOB Y L 13.869 2.0542 N/A 0.000 275 IC2 WL3 GLOB Y L 13.869 2.7523 N/A 0.000 276 IC2 WL4 GLOB Y L 13.869 1.8841 N/A 0.000 277 IC2 MWL1 GLOB Y L 13.869 0.0700 N/A 0.000 278 IC2 MWL2 GLOB Y L 13.869 -0.0700 N/A 0.000 279 IC2 SBAL GLOB Y L 13.869 -2.0076 N/A 0.000 280 IC2 DSNW GLOB Y L 13.869 -1.9970 N/A 0.000 281 IC2 WL1D GLOB Y L 13.869 0.7885 N/A 0.000 282 IC2 WL2D GLOB Y L 13.869 0.3850 N/A 0.000 283 IC2 LWL1D GLOB Y L 13.869 0.7921 N/A 0.000 284 IC2 LWL2D GLOB Y L 13.869 1.3582 N/A 0.000 285 IC2 LWL3D GLOB Y L 13.869 0.3886 N/A 0.000 286 IC2 LWL4D GLOB Y L 13.869 0.9547 N/A 0.000 287 IC2 WL3D GLOB Y L 13.869 1.2792 N/A 0.000 288 IC2 WL4D GLOB Y L 13.869 0.8757 N/A 0.000 289 LR DL XREF Y U 0.000 -0.0297 N/A 0.000 290 LC SW GLOB Y U 0.000 -0.0353 N/A 0.000 291 LR SW GLOB Y U 0.000 -0.0237 N/A 0.000 292 RC SW GLOB Y U 0.000 -0.0209 N/A 0.000 293 ICO1 SW YREF Y U 0.000 -0.0203 N/A 19.194 294 IC2 SW YREF Y U 0.000 -0.0203 N/A 21.253 295 IC3 SW YREF Y U 0.000 -0.0179 N/A 22.995 296 IC4 SW YREF Y U 0.000 -0.0179 N/A 24.821 297 LR LL XREF Y U 0.000 -0.2317 N/A 0.000 298 LR PSL1 XREF Y U 0.000 -0.2027 N/A 25.000 299 LR PSL2 XREF Y U 25.000 -0.2027 N/A 24.333 300 LR PSL3 XREF Y U 49.333 -0.2027 N/A 20.583 180 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F5- 18 R-Frame Design Program - Version V8.20 Job : 57322A Load Report File: frame_5.fra Date: 02/01/24 ssm4 113.25/20./11.583 20./100./25. Start Time: 13:46:44 -------------------------------------------------------------------------------- 301 LR PSL4 XREF Y U 69.917 -0.2027 N/A 21.583 302 LR PSL5 XREF Y U 91.500 -0.2027 N/A 21.750 303 LR COLL XREF Y U 0.000 -0.0927 N/A 0.000 304 LR SNOW XREF Y U 0.000 -0.2896 N/A 0.000 305 LR SBAL XREF Y U 0.000 -0.2027 N/A 0.000 306 LC WL1 MEMB Y U 0.000 -0.0972 N/A 0.000 307 RC WL1 MEMB Y U 0.000 0.1380 N/A 0.000 308 LR WL1 MEMB Y U 0.000 0.2827 N/A 0.000 309 LR WL1 MEMB Y U 50.179 -0.1221 N/A 63.476 310 LC WL2 MEMB Y U 0.000 -0.1787 N/A 0.000 311 RC WL2 MEMB Y U 0.000 0.0565 N/A 0.000 312 LR WL2 MEMB Y U 0.000 0.2013 N/A 0.000 313 LR WL2 MEMB Y U 50.179 -0.1221 N/A 63.476 314 LC LWL1 MEMB Y U 0.000 0.1493 N/A 0.000 315 RC LWL1 MEMB Y U 0.000 0.1493 N/A 0.000 316 LR LWL1 MEMB Y U 0.000 0.2827 N/A 0.000 317 LR LWL1 MEMB Y U 50.179 -0.1221 N/A 63.476 318 LC LWL2 MEMB Y U 0.000 0.1493 N/A 0.000 319 RC LWL2 MEMB Y U 0.000 0.1493 N/A 0.000 320 LR LWL2 MEMB Y U 0.000 0.1606 N/A 0.000 321 LR LWL2 MEMB Y U 63.476 0.1221 N/A 50.179 322 LC LWL3 MEMB Y U 0.000 0.0678 N/A 0.000 323 RC LWL3 MEMB Y U 0.000 0.0678 N/A 0.000 324 LR LWL3 MEMB Y U 0.000 0.2013 N/A 0.000 325 LR LWL3 MEMB Y U 50.179 -0.1221 N/A 63.476 326 LC LWL4 MEMB Y U 0.000 0.0678 N/A 0.000 327 RC LWL4 MEMB Y U 0.000 0.0678 N/A 0.000 328 LR LWL4 MEMB Y U 0.000 0.0792 N/A 0.000 329 LR LWL4 MEMB Y U 63.476 0.1221 N/A 50.179 330 LC MWL1 MEMB Y U 0.000 -0.0927 N/A 0.000 331 RC MWL1 MEMB Y U 0.000 0.0927 N/A 0.000 332 LR MWL1 GLOB X U 0.000 0.0078 N/A 113.655 333 LC MWL2 MEMB Y U 0.000 0.0927 N/A 0.000 334 RC MWL2 MEMB Y U 0.000 -0.0927 N/A 0.000 335 LR MWL2 GLOB X U 0.000 -0.0078 N/A 113.655 336 LC WL3 MEMB Y U 0.000 0.1380 N/A 0.000 337 RC WL3 MEMB Y U 0.000 -0.0972 N/A 0.000 338 LR WL3 MEMB Y U 0.000 0.1606 N/A 0.000 339 LR WL3 MEMB Y U 63.476 0.1221 N/A 50.179 340 LC WL4 MEMB Y U 0.000 0.0565 N/A 0.000 341 RC WL4 MEMB Y U 0.000 -0.1787 N/A 0.000 342 LR WL4 MEMB Y U 0.000 0.0792 N/A 0.000 343 LR WL4 MEMB Y U 63.476 0.1221 N/A 50.179 344 LC WL1D MEMB Y U 0.000 -0.0452 N/A 0.000 345 RC WL1D MEMB Y U 0.000 0.0641 N/A 0.000 346 LR WL1D MEMB Y U 0.000 0.1314 N/A 0.000 347 LR WL1D MEMB Y U 50.179 -0.0568 N/A 63.476 348 LC WL2D MEMB Y U 0.000 -0.0830 N/A 0.000 349 RC WL2D MEMB Y U 0.000 0.0263 N/A 0.000 350 LR WL2D MEMB Y U 0.000 0.0936 N/A 0.000 181 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F5- 19 R-Frame Design Program - Version V8.20 Job : 57322A Load Report File: frame_5.fra Date: 02/01/24 ssm4 113.25/20./11.583 20./100./25. Start Time: 13:46:44 -------------------------------------------------------------------------------- 351 LR WL2D MEMB Y U 50.179 -0.0568 N/A 63.476 352 LC LWL1D MEMB Y U 0.000 0.0694 N/A 0.000 353 RC LWL1D MEMB Y U 0.000 0.0694 N/A 0.000 354 LR LWL1D MEMB Y U 0.000 0.1314 N/A 0.000 355 LR LWL1D MEMB Y U 50.179 -0.0568 N/A 63.476 356 LC LWL2D MEMB Y U 0.000 0.0694 N/A 0.000 357 RC LWL2D MEMB Y U 0.000 0.0694 N/A 0.000 358 LR LWL2D MEMB Y U 0.000 0.0746 N/A 0.000 359 LR LWL2D MEMB Y U 63.476 0.0568 N/A 50.179 360 LC LWL3D MEMB Y U 0.000 0.0315 N/A 0.000 361 RC LWL3D MEMB Y U 0.000 0.0315 N/A 0.000 362 LR LWL3D MEMB Y U 0.000 0.0936 N/A 0.000 363 LR LWL3D MEMB Y U 50.179 -0.0568 N/A 63.476 364 LC LWL4D MEMB Y U 0.000 0.0315 N/A 0.000 365 RC LWL4D MEMB Y U 0.000 0.0315 N/A 0.000 366 LR LWL4D MEMB Y U 0.000 0.0368 N/A 0.000 367 LR LWL4D MEMB Y U 63.476 0.0568 N/A 50.179 368 LC WL3D MEMB Y U 0.000 0.0641 N/A 0.000 369 RC WL3D MEMB Y U 0.000 -0.0452 N/A 0.000 370 LR WL3D MEMB Y U 0.000 0.0746 N/A 0.000 371 LR WL3D MEMB Y U 63.476 0.0568 N/A 50.179 372 LC WL4D MEMB Y U 0.000 0.0263 N/A 0.000 373 RC WL4D MEMB Y U 0.000 -0.0830 N/A 0.000 374 LR WL4D MEMB Y U 0.000 0.0368 N/A 0.000 375 LR WL4D MEMB Y U 63.476 0.0568 N/A 50.179 182 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F5- 20 R-Frame Design Program - Version V8.20 Job : 57322A Seismic Summary Report File: frame_5.fra Date: 02/01/24 ssm4 113.25/20./11.583 20./100./25. Start Time: 13:46:44 -------------------------------------------------------------------------------- Seismic Design Criteria Standard Risk Category Building for Seismic Loadings Seismic loads required for building . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Yes Response Acceleration Coeff. , for Short Periods [Ss] (%g) . . . . . . . . . . 104.300 Response Acceleration Coeff. , for 1 sec. Periods [S1] (%g) . . . . . . . . . 37.175 Long-period Transition Period Time [TL] (seconds) . . . . . . . . . . . . . . . . . . 16.000 Seismic Design Category . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . D Soil Profile Type . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . D Seismic Site Coefficient [Fa] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.2000 Seismic Site Coefficient [Fv] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.9282 Maximum Spectral Response Accel., for Short Periods [Sms] (g) . . . . . . 1.2516 Maximum Spectral Response Accel., for 1 sec. Periods [Sml] (g) 0.7168 Design Spectral Response Accel., for Short Periods [Sds] (g) . . . . . . . 0.8344 Design Spectral Response Accel., for 1 sec. Periods [Shc] (g) . . . . . . 0.4779 Sds and Shc values . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Code-calculated Seismic Response Modification Factor [R] . . . . . . . . . . . . . . . . . . . . . . . . . . . 3.5000 Seismic Importance Factor [I] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.0000 Storage/Equipment Areas and/or Service Rooms Exist . . . . . . . . . . . . . . . . . No Seismic Story Height [hn] (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 24.7919 Seismic Fundamental Period [T] Used (seconds) . . . . . . . . . . . . . . . . . . . . . . 0.3653 Longitudinal Seismic Overstrength Factor [OMEGA] . . . . . . . . . . . . . . . . . . . 2.0000 Seismic Overstrength Factor [OMEGAo] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3.0000 Longitudinal Seismic Redundancy/Reliability Factor [L-rho] . . . . . . . . . 1.3000 Seismic Redundancy/Reliability Factor [rho] . . . . . . . . . . . . . . . . . . . . . . . . 1.3000 Snow in Seismic Force Calculations [Used] (%) . . . . . . . . . . . . . . . . . . . . . . 0.00 Snow in Seismic Force Calculations [Min. Required] (%) . . . . . . . . . . . . . 0.00 Snow in Seismic Load Combinations [Used] (%) . . . . . . . . . . . . . . . . . . . . . . . 0.00 Snow in Seismic Load Combinations [Min. Required] (%) . . . . . . . . . . . . . . 0.00 Mezz. Live load in Seismic Force Calculations [Used] (%) . . . . . . . . . . . 0.00 Mezz. Live load in Seismic Force Calculations [Min. Required] (%) . . 0.00 Mezz. Live load in Seismic Load Combinations [Used] (%) . . . . . . . . . . . . 100.00 Mezz. Live load in Seismic Load Combinations [Min. Required] (%) . . . 100.00 Building Height Limit (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 65.0000 Seismic Story Drift Limit Factor . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.0250 Seismic Story Drift Limit (in) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8.8750 Seismic Deflection Amplification Factor [Cd] . . . . . . . . . . . . . . . . . . . . . . . 3.0000 Seismic Response Coefficient [Cs] Used . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.2384 Right Column RBEQ Amplification Factor . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.5000 Seismic Story Drift [Cd*Drift/Importance Factor] (in) . . . . . . . . . . . . . . 5.014 Theta [Px*Ie*Delta/Vx/hx/Cd] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.009 Theta Max [0.5/Beta/Cd] where Beta = 1.0 . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.167 Roof Dead Load = 11.633 Wall Weight = 0.000 Collateral Load = 13.688 Snow Load = 0.000 Rafter Crane Weight = 0.000 ------------------------------------- Total Roof Weight = 25.320 kips User Mass Load (1) = 0.510 User Mass Load (2) = 1.260 User Mass Load (3) = 0.300 ------------------------------------- Total User Mass = 2.070 kips 183 3/7/2024 Total Roof Weight = 25.320 Total User Mass = 2.070 Mezzanine Weight = 0.000 Col. Crane Weight = 0.000 ------------------------------------- Total Bldg Weight = 27.390 kips X X Seismic Coeff. = 0.2384 ------------------------------------- Base Shear = 6.5298 kips Seismic Load for roof at col # 1 = 0.9210 kips Seismic Load for roof at col # 2 = 1.7177 kips Seismic Load for roof at col # 3 = 1.2535 kips Seismic Load for roof at col # 4 = 0.8852 kips Seismic Load for roof at col # 5 = 0.9399 kips Seismic Load for roof at col # 6 = 0.5451 kips --------------------------------------------------- Seismic Load for roof in total = 6.2623 kips 184 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F5- 21 R-Frame Design Program - Version V8.20 Job : 57322A Continued Seismic Load Report File: frame_5.fra Date: 02/01/24 ssm4 113.25/20./11.583 20./100./25. Start Time: 13:46:44 -------------------------------------------------------------------------------- Seismic Ld for mass # 1 @ col # 1 = 0.0000 kips Seismic Ld for mass # 1 @ col # 2 = 0.0000 kips Seismic Ld for mass # 1 @ col # 3 = 0.0000 kips Seismic Ld for mass # 1 @ col # 4 = 0.0000 kips Seismic Ld for mass # 1 @ col # 5 = 0.0000 kips Seismic Ld for mass # 1 @ col # 6 = 0.1623 kips --------------------------------------------------- Seismic Load for mass in total = 0.1623 kips Seismic Ld for mass # 2 @ col # 1 = 0.0407 kips Seismic Ld for mass # 2 @ col # 2 = 0.0000 kips Seismic Ld for mass # 2 @ col # 3 = 0.0000 kips Seismic Ld for mass # 2 @ col # 4 = 0.0000 kips Seismic Ld for mass # 2 @ col # 5 = 0.0000 kips Seismic Ld for mass # 2 @ col # 6 = 0.0000 kips --------------------------------------------------- Seismic Load for mass in total = 0.0407 kips Seismic Ld for mass # 3 @ col # 1 = 0.0645 kips Seismic Ld for mass # 3 @ col # 2 = 0.0000 kips Seismic Ld for mass # 3 @ col # 3 = 0.0000 kips Seismic Ld for mass # 3 @ col # 4 = 0.0000 kips Seismic Ld for mass # 3 @ col # 5 = 0.0000 kips Seismic Ld for mass # 3 @ col # 6 = 0.0000 kips --------------------------------------------------- Seismic Load for mass in total = 0.0645 kips * Seismic General Loads Generated --------------------------------- Load Mem Name Sys Dir Typ Distance Intensity Length No. Start End 376 LC EQ YREF X C 18.373 0.9210 N/A 0.000 377 LC EQ YREF X C 3.000 0.0407 N/A 0.000 378 LC EQ YREF X C 20.000 0.0645 N/A 0.000 379 IC1 EQ YREF X C 20.318 1.7177 N/A 0.000 380 IC2 EQ YREF X C 22.377 1.2535 N/A 0.000 381 IC3 EQ YREF X C 24.119 0.8852 N/A 0.000 382 IC4 EQ YREF X C 25.945 0.9399 N/A 0.000 383 RC EQ YREF X C 27.617 0.5451 N/A 0.000 384 RC EQ YREF X C 29.583 0.1623 N/A 0.000 185 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F5- 22 R-Frame Design Program - Version V8.20 Job : 57322A Forces and Allowable Stresses Summary File: frame_5.fra Date: 02/01/24 ssm4 113.25/20./11.583 20./100./25. Start Time: 13:46:44 -------------------------------------------------------------------------------- Left Column Analysis Length = 18.40 ft Kx = 1.00 Weight = 648. lbs Effective Ix = 1052.2 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start (in) End(in) (in) Thick (in) Angle (ksi) 1 10.00 10.000 21.515 6.00x 0.3750 0.1850 6.00x 0.3125 5.48 55.0 2 7.37 21.515 30.000 6.00x 0.3750 0.3750 6.00x 0.3750 5.48 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 112 -9.9 -58.4 -6.3 6.0 36.0 15.3 9.9 0.10 0.49 0.94 0.94 29 205 -8.4 -88.6 -6.2 4.3 40.7 13.1 16.0 0.02 0.32 0.84 0.84 29 -------------------------------------------------------------------------------- Left Rafter # 1 Analysis Length = 23.06 ft Kx = 1.00 Weight = 554. lbs Effective Ix = 745.3 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start (in) End(in) (in) Thick (in) Angle (ksi) 3 7.01 26.000 26.000 6.00x 0.2500 0.1560 6.00x 0.2500 0.00 55.0 4 10.00 26.000 26.000 6.00x 0.2500 0.1560 6.00x 0.2500 0.00 55.0 5 4.82 26.000 26.000 6.00x 0.2500 0.1560 6.00x 0.2500 0.00 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 301 -5.8 -100.6 7.3 15.3 38.5 26.8 6.9 0.26 0.59 0.83 0.83 29 401 5.4 62.3 -5.5 32.9 26.8 38.5 6.9 0.19 0.51 0.36 0.51 28 507 5. 6 -38.3 -8.0 32.9 38.5 26.8 6.9 0.28 0.22 0.32 0.32 28 -------------------------------------------------------------------------------- Interior Column # 1 Analysis Length = 20.32 ft Kx = 1.00 Weight = 391. lbs Part Length Web Height at Left Flange Web Right Flange Taper Fy No. (ft) Start (in) End(in) (in) Thick (in) Angle (ksi) 6 19.19 8.000 8.000 6.00x 0.3750 0.1850 6.00x 0.3750 0.00 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 608 -12.2 16.5 -0.0 6.4 18.5 36.2 19.8 0.00 0.82 0.57 0.82 142 -------------------------------------------------------------------------------- 186 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F5- 23 R-Frame Design Program - Version V8.20 Job : 57322A Forces and Allowable Stresses Summary File: frame_5.fra Date: 02/01/24 ssm4 113.25/20./11.583 20./100./25. Start Time: 13:46:44 -------------------------------------------------------------------------------- Left Rafter # 2 Analysis Length = 24.42 ft Kx = 1.00 Weight = 586. lbs Effective Ix = 745.3 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start (in) End(in) (in) Thick (in) Angle (ksi) 7 5.18 26.000 26.000 6.00x 0.2500 0.1560 6.00x 0.2500 0.00 55.0 8 4.42 26.000 26.000 6.00x 0.2500 0.1560 6.00x 0.2500 0.00 55.0 9 10.00 26.000 26.000 6.00x 0.2500 0.1560 6.00x 0.2500 0.00 55.0 10 4.82 26.000 26.000 6.00x 0.2500 0.1560 6.00x 0.2500 0.00 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 701 1.9 -38.3 3.6 32.9 38.5 26.8 6.9 0.13 0.22 0.31 0.31 28 805 -2.6 19.3 -0.9 4.4 26.8 38.5 6.9 0.03 0.20 0.15 0.20 29 901 -2.6 18.4 -1.1 4.4 26.8 38.5 6.9 0.04 0.19 0.14 0.19 29 1007 -0.1 -19.4 -5.3 4.4 38.5 25.8 6.9 0.18 0.11 0.16 0.18 17 -------------------------------------------------------------------------------- Interior Column # 2 Analysis Length = 22.38 ft Kx = 1.00 Weight = 432. lbs Part Length Web Height at Left Flange Web Right Flange Taper Fy No. (ft) Start (in) End(in) (in) Thick (in) Angle (ksi) 11 21.25 8.000 8.000 6.00x 0.3750 0.1850 6.00x 0.3750 0.00 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 1108 -0.8 20.9 0.1 5.2 16.2 36.2 19.8 0.00 0.79 0.36 0.79 134 -------------------------------------------------------------------------------- Left Rafter # 3 Analysis Length = 20.66 ft Kx = 1.00 Weight = 496. lbs Effective Ix = 745.3 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start (in) End(in) (in) Thick (in) Angle (ksi) 12 5.18 26.000 26.000 6.00x 0.2500 0.1560 6.00x 0.2500 0.00 55.0 13 13.16 26.000 26.000 6.00x 0.2500 0.1560 6.00x 0.2500 0.00 55.0 14 2.32 26.000 26.000 6.00x 0.2500 0.1560 6.00x 0.2500 0.00 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 1201 -0.8 -19.4 4.7 4.4 38.5 25.8 6.9 0.16 0.12 0.17 0.17 17 1313 0.0 -6.5 -3.3 32.9 38.5 26.8 6.9 0.12 0.04 0.05 0.12 18 1406 0.1 -15.7 -4.3 32.9 38.5 19.8 6.9 0.15 0.09 0.17 0.17 18 -------------------------------------------------------------------------------- 187 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F5- 24 R-Frame Design Program - Version V8.20 Job : 57322A Forces and Allowable Stresses Summary File: frame_5.fra Date: 02/01/24 ssm4 113.25/20./11.583 20./100./25. Start Time: 13:46:44 -------------------------------------------------------------------------------- Interior Column # 3 Analysis Length = 24.12 ft Kx = 1.00 Weight = 411. lbs Part Length Web Height at Left Flange Web Right Flange Taper Fy No. (ft) Start (in) End(in) (in) Thick (in) Angle (ksi) 15 22.99 8.000 8.000 8.00x 0.2500 0.1560 8.00x 0.2500 0.00 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 1508 -2.3 -20.5 0.1 8.0 35.6 17.1 19.8 0.00 0.43 0.86 0.86 136 -------------------------------------------------------------------------------- Left Rafter # 4 Analysis Length = 21.66 ft Kx = 1.00 Weight = 516. lbs Effective Ix = 728.0 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start (in) End(in) (in) Thick (in) Angle (ksi) 16 2.68 26.000 26.000 6.00x 0.2500 0.1560 6.00x 0.2500 0.00 55.0 17 6.66 26.000 26.000 6.00x 0.2500 0.1560 6.00x 0.2500 0.00 55.0 18 10.00 26.000 26.000 6.00x 0.2500 0.1560 6.00x 0.2500 0.00 55.0 19 2.32 26.000 26.000 5.00x 0.2500 0.1560 5.00x 0.2500 0.00 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 1601 -0.7 -15.7 4.7 4.4 38.5 19.8 6.9 0.16 0.10 0.18 0.18 18 1701 -0.6 -5.1 3.5 4.4 38.5 19.8 6.9 0.12 0.04 0.07 0.12 18 1811 -0.0 -7.3 -3.7 8.6 38.5 26.8 6.9 0.13 0.04 0.06 0.13 17 1904 0.1 -19.5 -2.6 32.9 39.2 22.4 6.9 0.09 0.12 0.21 0.21 29 -------------------------------------------------------------------------------- Interior Column # 4 Analysis Length = 25.95 ft Kx = 1.00 Weight = 443. lbs Part Length Web Height at Left Flange Web Right Flange Taper Fy No. (ft) Start (in) End(in) (in) Thick (in) Angle (ksi) 20 24.82 8.000 8.000 8.00x 0.2500 0.1560 8.00x 0.2500 0.00 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 2008 -2.5 -21.0 -0.1 6.9 35.6 15.2 19.8 0.01 0.44 0.99 0.99 135 -------------------------------------------------------------------------------- 188 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F5- 25 R-Frame Design Program - Version V8.20 Job : 57322A Forces and Allowable Stresses Summary File: frame_5.fra Date: 02/01/24 ssm4 113.25/20./11.583 20./100./25. Start Time: 13:46:44 -------------------------------------------------------------------------------- Left Rafter # 5 Analysis Length = 19.82 ft Kx = 1.00 Weight = 442. lbs Effective Ix = 659.2 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start (in) End(in) (in) Thick (in) Angle (ksi) 21 2.68 26.000 26.000 5.00x 0.2500 0.1560 5.00x 0.2500 0.00 55.0 22 6.09 26.000 26.000 5.00x 0.2500 0.1560 5.00x 0.2500 0.00 55.0 23 10.00 26.000 26.000 5.00x 0.2500 0.1560 5.00x 0.2500 0.00 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 2104 -0.6 -8.5 4.1 3.0 31.4 8.5 6.9 0.15 0.08 0.26 0.26 17 2207 -0.7 -10.5 -2.7 3.0 39.2 13.6 6.9 0.09 0.08 0.20 0.20 34 2309 -0.7 -32.6 -2.9 3.0 31.4 13.6 6.9 0.10 0.27 0.59 0.59 34 -------------------------------------------------------------------------------- Right Column Analysis Length = 27.63 ft Kx = 1.00 Weight = 577. lbs Effective Ix = 594.5 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start (in) End(in) (in) Thick (in) Angle (ksi) 24 10.00 10.000 17.575 5.00x 0.2500 0.1560 5.00x 0.2500 3.61 55.0 25 10.00 17.575 25.149 5.00x 0.2500 0.1850 5.00x 0.2500 3.61 55.0 26 6.40 25.149 30.000 5.00x 0.2500 0.1850 5.00x 0.2500 3.61 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 2406 -46.9 6.7 -0.6 20.7 39.9 47.2 17.5 0.00 0.46 0.46 0.46 40 2511 -4.7 -33.1 -1.8 6.1 39.7 17.3 8.5 0.03 0.25 0.51 0.51 28 2604 -4.6 -37.7 -1.8 5.6 31.4 16.5 7.8 0.03 0.31 0.54 0.54 28 -------------------------------------------------------------------------------- Total Member Weight = 5496. lbs 189 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F5- 26 R-Frame Design Program - Version V8.20 Job : 57322A Anchor Rod and Base Plate Design File: frame_5.fra Date: 02/01/24 ssm4 113.25/20./11.583 20./100./25. Start Time: 13:46:44 -------------------------------------------------------------------------------- Left Exterior Column Anchor Rods and Base Plate Design ------------------------------------------------------ Anchor Rod & Base Plate Design Sizes >> --------------------------------------- Use (4) - 0.750 in. dia. F1554, Gr. 36 anchor rods Rod Gage: 4.000 in. Rod Spacing (in. ) : 3.000, 1 @ 4.0000, 23.5000 Plate size: 6.0000 x 30.5000 x 0.3750 in. (Width x Depth x Thickness) Controlling Reactions for Anchor Rod Design >> ---------------------------------------------- Shear Tension Allowable Load Unity Loading Type (kips) (kips) (kips) No. Check ----------------------------------------------------------------- Rod Tension 0.000 20.313 57.653 54 0.35 Rod Shear 21.954 0.000 34.592 59 0.63 Tension & Shear 20.535 20.313 40.724 54 0.50 Standard Base Plate Welding >> (Using E70 Electrodes) ------------------------------ Fillet Weld Weld Weld Design Weld Weld Size Length Capacity Force Load Unity Location (in.) (in.) (kips) (kips) No. Check ------------------------------------------------------------------ Inner Flg 0.3125 6.000 41.763 6.374 54 0.15 Outer Flg 0.3125 6.000 41.763 7.649 54 0.18 Web 0.1875 10.000 41.763 21.984 58 0.53 Right Exterior Column Anchor Rods and Base Plate Design ------------------------------------------------------- Anchor Rod & Base Plate Design Sizes >> --------------------------------------- Use (4) - 1.000 in. dia. F1554, Gr. 36 anchor rods Rod Gage: 4.000 in. Rod Spacing (in. ) : 4.000, 1 @ 4.0000, 2.5000 Plate size: 8.0000 x 10.5000 x 0.6250 in. (Width x Depth x Thickness) Controlling Reactions for Anchor Rod Design >> ---------------------------------------------- Shear Tension Allowable Load Unity Loading Type (kips) (kips) (kips) No. Check ----------------------------------------------------------------- Rod Tension 0.000 42.647 102.494 49 0.42 Rod Shear 30.542 0.000 61.497 150 0.50 Tension & Shear 30.538 42.647 82.346 49 0.52 Standard Base Plate Welding >> (Using E70 Electrodes) ------------------------------ Fillet Weld Weld Weld Design Weld Weld Size Length Capacity Force Load Unity Location (in. ) (in.) (kips) (kips) No. Check ------------------------------------------------------------------ Inner Flg 0.2500 5.000 27.842 15.188 49 0.55 Outer Flg 0.2500 5.000 27.842 26.400 49 0.95 190 3/7/2024 Web 0.1875 10.000 41.763 16.388 49 0.39 191 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F5- 27 R-Frame Design Program - Version V8.20 Job : 57322A Anchor Rod and Base Plate Design File: frame_5.fra Date: 02/01/24 ssm4 113.25/20./11.583 20./100./25. Start Time: 13:46:44 -------------------------------------------------------------------------------- Interior Column 1 Anchor Rods and Base Plate Design ---------------------------------------------------- Anchor Rod & Base Plate Design Sizes >> --------------------------------------- Use (4) - 0.750 in. dia. F1554, Gr. 36 anchor rods Rod Gage: 4.000 in. Rod Spacing (in. ) : 2.375, 1 @ 4.0000, 2.3750 Plate size: 6.0000 x 8.7500 x 0.3750 in. (Width x Depth x Thickness) Controlling Reactions for Anchor Rod Design >> ---------------------------------------------- Shear Tension Allowable Load Unity Loading Type (kips) (kips) (kips) No. Check ----------------------------------------------------------------- Rod Tension 0.000 23.729 57.653 55 0.41 Rod Shear 3.000 0.000 23.061 84 0.13 Standard Base Plate Welding >> (Using E70 Electrodes) ------------------------------ Fillet Weld Weld Weld Design Weld Weld Size Length Capacity Force Load Unity Location (in.) (in.) (kips) (kips) No. Check ------------------------------------------------------------------ Inner Flg 0.3125 6.000 41.763 8.928 55 0.21 Outer Flg 0.3125 6.000 41.763 8.928 55 0.21 Web 0.1875 8.000 33.411 6.018 55 0.18 Interior Column 2 Anchor Rods and Base Plate Design ---------------------------------------------------- Anchor Rod & Base Plate Design Sizes >> --------------------------------------- Use (4) - 0.750 in. dia. F1554, Gr. 36 anchor rods Rod Gage: 4.000 in. Rod Spacing (in.) : 2.375, 1 @ 4.0000, 2.3750 Plate size: 6.0000 x 8.7500 x 0.3750 in. (Width x Depth x Thickness) Controlling Reactions for Anchor Rod Design >> ---------------------------------------------- Shear Tension Allowable Load Unity Loading Type (kips) (kips) (kips) No. Check ----------------------------------------------------------------- Rod Tension 0.000 5.701 57.653 54 0.10 Rod Shear 2.962 0.000 23.061 84 0.13 Standard Base Plate Welding >> (Using E70 Electrodes) ------------------------------ Fillet Weld Weld Weld Design Weld Weld Size Length Capacity Force Load Unity Location (in. ) (in.) (kips) (kips) No. Check ------------------------------------------------------------------ Inner Flg 0.3125 6.000 27.842 1.827 82 0.07 Outer Flg 0.3125 6.000 27.842 1.827 82 0.07 Web 0.1875 8.000 33.411 1.611 54 0.05 192 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F5- 28 R-Frame Design Program - Version V8.20 Job : 57322A Anchor Rod and Base Plate Design File: frame_5.fra Date: 02/01/24 ssm4 113.25/20./11.583 20./100./25. Start Time: 13:46:44 -------------------------------------------------------------------------------- Interior Column 3 Anchor Rods and Base Plate Design ---------------------------------------------------- Anchor Rod & Base Plate Design Sizes >> --------------------------------------- Use (4) - 0.750 in. dia. F1554, Gr. 36 anchor rods Rod Gage: 4.000 in. Rod Spacing (in. ) : 2.250, 1 @ 4.0000, 2.2500 Plate size: 8.0000 x 8.5000 x 0.3750 in. (Width x Depth x Thickness) Controlling Reactions for Anchor Rod Design >> ---------------------------------------------- Shear Tension Allowable Load Unity Loading Type (kips) (kips) (kips) No. Check ----------------------------------------------------------------- Rod Tension 0.000 2.937 38.435 89 0.08 Rod Shear 3.417 0.000 23.061 81 0.15 Standard Base Plate Welding >> (Using E70 Electrodes) ------------------------------ Fillet Weld Weld Weld Design Weld Weld Size Length Capacity Force Load Unity Location (in.) (in.) (kips) (kips) No. Check ------------------------------------------------------------------ Inner Flg 0.2500 8.000 29.698 1.902 83 0.06 Outer Flg 0.2500 8.000 29.698 1.902 83 0.06 Web 0.1875 8.000 22.274 0.698 89 0.03 Interior Column 4 Anchor Rods and Base Plate Design ---------------------------------------------------- Anchor Rod & Base Plate Design Sizes >> --------------------------------------- Use (4) - 0.750 in. dia. F1554, Gr. 36 anchor rods Rod Gage: 4.000 in. Rod Spacing (in.) : 2.250, 1 @ 4.0000, 2.2500 Plate size: 8.0000 x 8.5000 x 0.3750 in. (Width x Depth x Thickness) Controlling Reactions for Anchor Rod Design >> ---------------------------------------------- Shear Tension Allowable Load Unity Loading Type (kips) (kips) (kips) No. Check ----------------------------------------------------------------- Rod Tension 0.000 11.054 57.653 54 0.19 Rod Shear 3.251 0.000 23.061 81 0.14 Standard Base Plate Welding >> (Using E70 Electrodes) ------------------------------ Fillet Weld Weld Weld Design Weld Weld Size Length Capacity Force Load Unity Location (in.) (in.) (kips) (kips) No. Check ------------------------------------------------------------------ Inner Flg 0.2500 8.000 44.548 4.213 54 0.09 Outer Flg 0.2500 8.000 44.548 4.213 54 0.09 Web 0.1875 8.000 33.411 2.629 54 0.08 193 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F5- 29 R-Frame Design Program - Version V8.20 Job : 57322A Connection Report File: frame_5.fra Date: 02/01/24 ssm4 113.25/20./11.583 20./100./25. Start Time: 13:46:44 -------------------------------------------------------------------------------- Vertical Knee Connection @ Left Rafter Depth 1 -------------------------------------------------------------------------------- Bolts: ASTM F3125, Grade A325 - Fully Tightened (O.S.) 2 rows Extended - 1 in. Dia. - Standard (2 bolts per row) (I.S.) 2 rows Extended - 1 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: Right Side of Conn Data: ----------------------- ------------------------ Plate: 8.00 x 1.0000 in. Plate: 8.00 x 1.0000 in. Fy(Min) 50.0 ksi Fy(Min) 50.0 ksi Fu 65.0 ksi Fu 65.0 ksi Flanges: Flanges: O.S. - 6.00 x 0.2500 in. O.S. - 6.00 x 0.2500 in. I.S. - 5.88 x 0.2500 in. I.S. - 6.00 x 0.2500 in. Web Depth - 26.093 in. Web Depth - 26.093 in. Web Thickness - 0.375 in. Web Thickness - 0.156 in. Gage - 3.500 in. Gage - 3.500 in. Center of Bolt to Flange: Center of Bolt to Flange: Pf top (out) - 2.522 in. Pf top (out) - 2.353 in. BFCD top (out) - 2.250 in. BFCD top (out) - 2.250 in. Rise top (out) - 0.182 in. Rise top (out) - 0.182 in. XTO top (out) - 2.438 in. XTO top (out) - 2.438 in. Pf top (ins) - 2.727 in. Pf top (ins) - 2.896 in. BFCD top (ins) - 2.250 in. BFCD top (ins) - 2.250 in. Rise top (ins) - 0.182 in. Rise top (ins) - 0.182 in. XTI top (ins) - 2.812 in. XTI top (ins) - 2.812 in. Pf bot (out) - 2.251 in. Pf bot (out) - 2.335 in. BFCD bot (out) - 2.250 in. BFCD bot (out) - 2.250 in. Rise bot (out) - 0.000 in. Rise bot (out) - 0.182 in. XBO bot (out) - 2.250 in. XBO bot (out) - 2.250 in. Pf bot (ins) - 2.499 in. Pf bot (ins) - 2.414 in. BFCD bot (ins) - 2.250 in. BFCD bot (ins) - 2.250 in. Rise bot (ins) - 0.000 in. Rise bot (ins) - 0.182 in. XBI bot (ins) - 2.499 in. XBI bot (ins) - 2.499 in. Bolt Spacing - 3.500 in. Bolt Spacing - 3.500 in. Controlling Mode Thick Plate Controlling Mode Thick Plate Angle top - 85.2 degrees Angle top - 94.8 degrees Angle bot - 90.0 degrees Angle bot - 85.2 degrees Left Side Conn Right Side Conn Controlling Moments Axial Shear Moments Axial Shear Load Combinations: (k-ft) (kips) (kips) (k-ft) (kips) (kips) ----------------------------- ------------------------------------------------- 67) 1.3669DL +1.3669COLL -3.5 -415.76 -19.82 28.21 -415.76 -19.82 28.21 66) 1.3669DL +1.3669COLL +3.5 408.84 21.32 -24.61 408.84 21.32 -24.61 Connection Design Summary: Bolt Unity Check (O.S.) = 0.8547 Plate Unity Check (O.S.) = 0.5615 Bolt Unity Check (I.S.) = 0.9332 Plate Unity Check (I.S.) = 0.6049 194 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F5- 30 R-Frame Design Program - Version V8.20 Job : 57322A Connection Report File: frame_5.fra Date: 02/01/24 ssm4 113.25/20./11.583 20./100./25. Start Time: 13:46:44 -------------------------------------------------------------------------------- Intermediate Connection @ Left Rafter Depth 7 -------------------------------------------------------------------------------- Bolts: ASTM F3125, Grade A325 - Fully Tightened (O.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) (I.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: Right Side of Conn Data: ----------------------- ------------------------ Plate: 6.00 x 0.3750 in. Plate: 6.00 x 0.3750 in. Fy(Min) 55.0 ksi Fy(Min) 55.0 ksi Fu 70.0 ksi Fu 70.0 ksi Flanges: Flanges: O.S. - 6.00 x 0.2500 in. O.S. - 6.00 x 0.2500 in. I.S. - 6.00 x 0.2500 in. I.S. - 6.00 x 0.2500 in. Web Depth - 26.000 in. Web Depth - 26.000 in. Web Thickness - 0.156 in. Web Thickness - 0.156 in. Gage - 3.000 in. Gage - 3.000 in. Center of Bolt to Flange: Center of Bolt to Flange: Pf top (out) - 1.750 in. Pf top (out) - 1.750 in. BFCD top (out) - 1.750 in. BFCD top (out) - 1.750 in. Rise top (out) - 0.000 in. Rise top (out) - 0.000 in. XTO top (out) - 1.750 in. XTO top (out) - 1.750 in. Pf top (ins) - 2.000 in. Pf top (ins) - 2.000 in. BFCD top (ins) - 1.750 in. BFCD top (ins) - 1.750 in. Rise top (ins) - 0.000 in. Rise top (ins) - 0.000 in. XTI top (ins) - 2.000 in. XTI top (ins) - 2.000 in. Pf bot (out) - 1.750 in. Pf bot (out) - 1.750 in. BFCD bot (out) - 1.750 in. BFCD bot (out) - 1.750 in. Rise bot (out) - 0.000 in. Rise bot (out) - 0.000 in. XBO bot (out) - 1.750 in. XBO bot (out) - 1.750 in. Pf bot (ins) - 2.000 in. Pf bot (ins) - 2.000 in. BFCD bot (ins) - 1.750 in. BFCD bot (ins) - 1.750 in. Rise bot (ins) - 0.000 in. Rise bot (ins) - 0.000 in. XBI bot (ins) - 2.000 in. XBI bot (ins) - 2.000 in. Bolt Spacing - 3.000 in. Bolt Spacing - 3.000 in. Angle top - 90.0 degrees Angle top - 90.0 degrees Angle bot - 90.0 degrees Angle bot - 90.0 degrees Left Side Conn Right Side Conn Controlling Moments Axial Shear Moments Axial Shear Load Combinations: (k-ft) (kips) (kips) (k-ft) (kips) (kips) ----------------------------- ------------------------------------------------- 82) 0.6DL +0.6LWL1 +0.6RBUPLW -1.32 1.40 1.12 -1.32 1.40 1.12 28) 1.1168DL +1.1168COLL +0.9 1.30 2.18 0.45 1.30 2.18 0.45 Connection Design Summary: Bolt Unity Check (O.S.) = 0.0402 Plate Unity Check (O.S.) = 0.0402 Bolt Unity Check (I.S.) = 0.0521 Plate Unity Check (I.S.) = 0.0521 Required Connection Plate Welding >> (Using E70 Electrodes) ------------------------------------ Welded Weld Weld Weld Design Weld Joint Size Length Capacity Force Load Unity Weld Location Type (in. ) (in. ) (kips) (kips) No. Check ------------------------------------------------------------------------------ Left Side of Connection Inner Flg Fillet-BS 0.1875 12.0000 50.1162 1.1015 10 0.0220 195 3/7/2024 Outer Flg Fillet-BS 0.1875 12.0000 50.1162 0.8995 82 0.0179 Web Plate Fillet-BS 0.1875 52.0000 144.7801 3.1586 17 0.0218 Right Side of Connection Inner Flg Fillet-BS 0.1875 12.0000 50.1162 1.1015 10 0.0220 Outer Flg Fillet-BS 0.1875 12.0000 50.1162 0.8995 82 0.0179 Web Plate Fillet-BS 0.1875 52.0000 144.7801 3.1586 17 0.0218 ------------------------------------------------------------------------------ NS - Near side weld, FS - Far side weld, BS - Both sides weld. 196 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F5- 31 R-Frame Design Program - Version V8.20 Job : 57322A Connection Report File: frame_5.fra Date: 02/01/24 ssm4 113.25/20./11.583 20./100./25. Start Time: 13:46:44 -------------------------------------------------------------------------------- Intermediate Connection @ Left Rafter Depth 14 -------------------------------------------------------------------------------- Bolts: ASTM F3125, Grade A325 - Fully Tightened (O.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) (I.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: Right Side of Conn Data: ----------------------- ------------------------ Plate: 6.00 x 0.3750 in. Plate: 6.00 x 0.3750 in. Fy(Min) 55.0 ksi Fy(Min) 55.0 ksi Fu 70.0 ksi Fu 70.0 ksi Flanges: Flanges: O.S. - 6.00 x 0.2500 in. O.S. - 5.00 x 0.2500 in. I.S. - 6.00 x 0.2500 in. I.S. - 5.00 x 0.2500 in. Web Depth - 26.000 in. Web Depth - 26.000 in. Web Thickness - 0.156 in. Web Thickness - 0.156 in. Gage - 3.000 in. Gage - 3.000 in. Center of Bolt to Flange: Center of Bolt to Flange: Pf top (out) - 1.750 in. Pf top (out) - 1.750 in. BFCD top (out) - 1.750 in. BFCD top (out) - 1.750 in. Rise top (out) - 0.000 in. Rise top (out) - 0.000 in. XTO top (out) - 1.750 in. XTO top (out) - 1.750 in. Pf top (ins) - 2.000 in. Pf top (ins) - 2.000 in. BFCD top (ins) - 1.750 in. BFCD top (ins) - 1.750 in. Rise top (ins) - 0.000 in. Rise top (ins) - 0.000 in. XTI top (ins) - 2.000 in. XTI top (ins) - 2.000 in. Pf bot (out) - 1.750 in. Pf bot (out) - 1.750 in. BFCD bot (out) - 1.750 in. BFCD bot (out) - 1.750 in. Rise bot (out) - 0.000 in. Rise bot (out) - 0.000 in. XBO bot (out) - 1.750 in. XBO bot (out) - 1.750 in. Pf bot (ins) - 2.000 in. Pf bot (ins) - 2.000 in. BFCD bot (ins) - 1.750 in. BFCD bot (ins) - 1.750 in. Rise bot (ins) - 0.000 in. Rise bot (ins) - 0.000 in. XBI bot (ins) - 2.000 in. XBI bot (ins) - 2.000 in. Bolt Spacing - 3.000 in. Bolt Spacing - 3.000 in. Angle top - 90.0 degrees Angle top - 90.0 degrees Angle bot - 90.0 degrees Angle bot - 90.0 degrees Left Side Conn Right Side Conn Controlling Moments Axial Shear Moments Axial Shear Load Combinations: (k-ft) (kips) (kips) (k-ft) (kips) (kips) ----------------------------- ------------------------------------------------- 29) 1.1168DL +1.1168COLL -0.9 -13.74 0.08 -2.22 -13.74 0.08 -2.22 34) 0.4832DL +0.91EQ (SOA-R) 10.36 -0.12 0.58 10.36 -0.12 0.58 Connection Design Summary: Bolt Unity Check (O.S.) = 0.1940 Plate Unity Check (O.S.) = 0.1940 Bolt Unity Check (I.S.) = 0.1437 Plate Unity Check (I.S.) = 0.1437 Required Connection Plate Welding >> (Using E70 Electrodes) ------------------------------------ Welded Weld Weld Weld Design Weld Joint Size Length Capacity Force Load Unity Weld Location Type (in. ) (in. ) (kips) (kips) No. Check ------------------------------------------------------------------------------ Left Side of Connection Inner Flg Fillet-BS 0.1875 12.0000 50.1162 4.7132 34 0.0940 197 3/7/2024 Outer Flg Fillet-BS 0.1875 12.0000 50.1162 6.2956 29 0.1256 Web Plate Fillet-BS 0.1875 52.0000 144.7801 3.7817 17 0.0261 Right Side of Connection Inner Flg Fillet-BS 0.1875 10.0000 41.7635 4.7158 34 0.1129 Outer Flg Fillet-BS 0.1875 10.0000 41.7635 6.2939 29 0.1507 Web Plate Fillet-BS 0.1875 52.0000 144.7801 3.7817 17 0.0261 ------------------------------------------------------------------------------ NS - Near side weld, FS - Far side weld, BS - Both sides weld. 198 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F5- 32 R-Frame Design Program - Version V8.20 Job : 57322A Connection Report File: frame_5.fra Date: 02/01/24 ssm4 113.25/20./11.583 20./100./25. Start Time: 13:46:44 -------------------------------------------------------------------------------- Vertical Knee Connection @ Left Rafter Depth 18 -------------------------------------------------------------------------------- Bolts: ASTM F3125, Grade A325 - Fully Tightened (O.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) (I.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: Right Side of Conn Data: ----------------------- ------------------------ Plate: 6.00 x 0.7500 in. Plate: 6.00 x 0.7500 in. Fy(Min) 50.0 ksi Fy(Min) 50.0 ksi Fu 65.0 ksi Fu 65.0 ksi Flanges: Flanges: O.S. - 5.00 x 0.2500 in. O.S. - 5.00 x 0.2500 in. I.S. - 5.00 x 0.2500 in. I.S. - 4.68 x 0.2500 in. Web Depth - 26.093 in. Web Depth - 26.093 in. Web Thickness - 0.156 in. Web Thickness - 0.185 in. Gage - 3.000 in. Gage - 3.000 in. Center of Bolt to Flange: Center of Bolt to Flange: Pf top (out) - 2.001 in. Pf top (out) - 1.874 in. BFCD top (out) - 1.750 in. BFCD top (out) - 1.750 in. Rise top (out) - 0.140 in. Rise top (out) - 0.140 in. XTO top (out) - 1.938 in. XTO top (out) - 1.938 in. Pf top (ins) - 2.248 in. Pf top (ins) - 2.375 in. BFCD top (ins) - 1.750 in. BFCD top (ins) - 1.750 in. Rise top (ins) - 0.140 in. Rise top (ins) - 0.140 in. XTI top (ins) - 2.312 in. XTI top (ins) - 2.312 in. Pf bot (out) - 1.874 in. Pf bot (out) - 1.938 in. BFCD bot (out) - 1.750 in. BFCD bot (out) - 1.750 in. Rise bot (out) - 0.140 in. Rise bot (out) - 0.000 in. XBO bot (out) - 1.938 in. XBO bot (out) - 1.938 in. Pf bot (ins) - 1.875 in. Pf bot (ins) - 1.812 in. BFCD bot (ins) - 1.750 in. BFCD bot (ins) - 1.750 in. Rise bot (ins) - 0.140 in. Rise bot (ins) - 0.000 in. XBI bot (ins) - 1.812 in. XBI bot (ins) - 1.812 in. Bolt Spacing - 3.000 in. Bolt Spacing - 3.000 in. Controlling Mode Thick Plate Controlling Mode Thick Plate Angle top - 85.2 degrees Angle top - 94.8 degrees Angle bot - 94.8 degrees Angle bot - 90.0 degrees Left Side Conn Right Side Conn Controlling Moments Axial Shear Moments Axial Shear Load Combinations: (k-ft) (kips) (kips) (k-ft) (kips) (kips) ----------------------------- ------------------------------------------------- 66) 1.3669DL +1.3669COLL +3.5 -167.34 -3.91 -13.13 -167.34 -3.91 -13.13 67) 1.3669DL +1.3669COLL -3.5 165.38 4.28 10.14 165.38 4.28 10.14 Connection Design Summary: Bolt Unity Check (O.S.) = 0.6283 Plate Unity Check (O.S.) = 0.4349 Bolt Unity Check (I.S.) = 0.6496 Plate Unity Check (I.S.) = 0.4423 199 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F5- 33 R-Frame Design Program - Version V8.20 Job : 57322A Cap Plate Summary File: frame_5.fra Date: 02/01/24 ssm4 113.25/20./11.583 20./100./25. Start Time: 13:46:44 -------------------------------------------------------------------------------- Interior Column 1 Cap Plate and Bolt Design -------------------------------------------- Cap Plate and Bolt Design Sizes >> ---------------------------------- Use ( 4) - 0.500 in. Dia. ASTM F3125, Grade A325N Bolts Bolt Gage 2.500 in. Bolt Spacing : 2.500 in. Plate Size 6.0000 x 8.8750 x 0.3750 in. (WidthxDepthxThickness) Controlling Forces for Cap Plate Bolt Design >> ----------------------------------------------- Shear Tension Allowable Load Unity Loading Type (kips) (kips) (kips) No. Check ----------------------------------------------------------------- Bolt Tension 0.000 6.603 35.343 35 0.19 Bolt Shear 4.189 0.000 21.206 134 0.20 Interior Column 2 Cap Plate and Bolt Design -------------------------------------------- Cap Plate and Bolt Design Sizes >> ---------------------------------- Use ( 4) - 0.500 in. Dia. ASTM F3125, Grade A325N Bolts Bolt Gage 2.500 in. Bolt Spacing : 2.500 in. Plate Size 6.0000 x 8.8750 x 0.3750 in. (WidthxDepthxThickness) Controlling Forces for Cap Plate Bolt Design >> ----------------------------------------------- Shear Tension Allowable Load Unity Loading Type (kips) (kips) (kips) No. Check ----------------------------------------------------------------- Bolt Tension 0.000 3.058 35.343 78 0.09 Bolt Shear 3.299 0.000 21.206 134 0.16 Interior Column 3 Cap Plate and Bolt Design -------------------------------------------- Cap Plate and Bolt Design Sizes >> ---------------------------------- Use ( 4) - 0.500 in. Dia. ASTM F3125, Grade A325N Bolts Bolt Gage 2.500 in. Bolt Spacing : 2.500 in. Plate Size 8.0000 x 8.6250 x 0.3750 in. (WidthxDepthxThickness) Controlling Forces for Cap Plate Bolt Design >> ----------------------------------------------- Shear Tension Allowable Load Unity Loading Type (kips) (kips) (kips) No. Check ----------------------------------------------------------------- Bolt Tension 0.000 3.172 35.343 89 0.09 Bolt Shear 3.239 0.000 21.206 87 0.15 200 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F5- 34 R-Frame Design Program - Version V8.20 Job : 57322A Cap Plate Summary File: frame_5.fra Date: 02/01/24 ssm4 113.25/20./11.583 20./100./25. Start Time: 13:46:44 -------------------------------------------------------------------------------- Interior Column 4 Cap Plate and Bolt Design -------------------------------------------- Cap Plate and Bolt Design Sizes >> ---------------------------------- Use ( 4) - 0.500 in. Dia. ASTM F3125, Grade A325N Bolts Bolt Gage 2.500 in. Bolt Spacing : 2.500 in. Plate Size 8.0000 x 8.6250 x 0.3750 in. (WidthxDepthxThickness) Controlling Forces for Cap Plate Bolt Design >> ----------------------------------------------- Shear Tension Allowable Load Unity Loading Type (kips) (kips) (kips) No. Check ----------------------------------------------------------------- Bolt Tension 0.000 3.509 35.343 84 0.10 Bolt Shear 3.150 0.000 21.206 88 0.15 201 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F5- 35 R-Frame Design Program - Version V8.20 Job : 57322A Knee and Stiffener Report File: frame_5.fra Date: 02/01/24 ssm4 113.25/20./11.583 20./100./25. Start Time: 13:46:44 -------------------------------------------------------------------------------- Left Knee Design ---------------- Knee web thickness Use 0.3750 in. thick web Bearing stiffener type Horizontal Bearing stiffener at knee 2.7500 x 0.2500 in. Column Cap Plate 6.0000 X 0.2500 in. Knee Panel Weld Sizes --------------------- Required (due to weld shear) min. fillet welds, around the knee web panel are: Column Cap Plate: 0.2500 in. x 30.107 in. GMAW on NEAR Side (STD. WELD) Column Cap Plate: 0.2500 in. x 3.000 in. GMAW on FAR Side (STD. WELD) Horizontal Stiffener: 0.2500 in. x 30.000 in. GMAW on NEAR Side (STD. WELD) Horizontal Stiffener: 0.2500 in. x 3.000 in. GMAW on FAR Side (STD. WELD) Column Outer Flange: 0.1875 in. x 23.554 in. SAW on NEAR Side (STD. WELD) Column Outer Flange: 0.1875 in. x 23.554 in. GMAW on FAR Side (STD. WELD) Column Connection Pl. : 0.3125 in. x 26.093 in. GMAW on BOTH Sides (STD. WELD) Knee Stiffener to Connection Plate Weld --------------------------------------- 0.1875 in. x 2.750 in.GMAW fillet weld on both sides of stiff. (STD. WELD) (STD. WELD) - Company standard weld was designed and checked as OK. Right Knee Design ----------------- Knee web thickness Use 0.1850 in. thick web Bearing stiffener type Horizontal Bearing stiffener at knee 2.2500 x 0.2500 in. Column Cap Plate 5.0000 X 0.2500 in. Knee Panel Weld Sizes --------------------- Required (due to weld shear) min. fillet welds, around the knee web panel are: Column Cap Plate: 0.1875 in. x 30.107 in. GMAW on NEAR Side (STD. WELD) Column Cap Plate: 0.1875 in. x 3.000 in. GMAW on FAR Side (STD. WELD) Horizontal Stiffener: 0.1875 in. x 30.000 in. GMAW on NEAR Side (STD. WELD) Horizontal Stiffener: 0.1875 in. x 3.000 in. GMAW on FAR Side (STD. WELD) Column Outer Flange: 0.1875 in. x 28.632 in. SAW on NEAR Side (STD. WELD) Column Outer Flange: 0.1875 in. x 28.632 in. GMAW on FAR Side (STD. WELD) Column Connection Pl. : 0.1875 in. x 26.093 in. GMAW on BOTH Sides (STD. WELD) Knee Stiffener to Connection Plate Weld --------------------------------------- 0.1875 in. x 2.250 in.GMAW fillet weld on both sides of stiff. (STD. WELD) (STD. WELD) - Company standard weld was designed and checked as OK. Rafter Web Stiffeners over Interior Columns ------------------------------------------- Stiff. Centerline Located from Col. Stiffener the Center No. of Stiff. Stiff. Stiff. No. Orientation of the Col. Stiff. Width Thick. Length 202 3/7/2024 ---- ------------ ----------- ------ (in.) (in.) (in.) 1 Vertical 4.1875 in. 4 2.7500 0.3750 23.0000 2 Vertical 4.1875 in. 4 2.7500 0.3750 23.0000 3 Vertical 4.1250 in. 4 2.7500 0.3750 23.0000 4 Vertical 4.1250 in. 4 2.2500 0.3125 23.0000 203 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F5- 36 R-Frame Design Program - Version V8.20 Job : 57322A Flange Brace Report File: frame_5.fra Date: 02/01/24 ssm4 113.25/20./11.583 20./100./25. Start Time: 13:46:44 -------------------------------------------------------------------------------- -------------------------------------------------------------- Begin flange brace design -------------------------------------------------------------- left column - Girt Nam 4 Design cycle 1 Flange brace length = 32.70 Bolt Bearing on Girt/Purlin. . . d/t = 8.4746 C = 3.0000 Cecc = 1.6466 Flange brace force = 0.7062 mf value used = 0.7500 Allow bolt bearing on member = 3.0603 UC bolt bearing on member = 0.2308 Shear in the Bolt at Clip to Flange Brace connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 5.3014 UC bolt shear = 0.1332 Shear at purlin/girt connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 8.7296 Flange brace force = 0.7062 UC bolt shear = 0.0809 Tension in the Bolt between CL199 and CL196-198. . . Allow bolt tens force = 8.8357 Q = 0.2684 Allow bolt tens force w/ prying = 2.3718 Flange brace force = 0.7062 UC bolt tens (FB in tension) = 0.2646 UC bolt tens (FB in comp.) = 0.0606 Bolt Bearing on the Angle. . . PaT = 2.1328 PaC = 4.8750 Allow bolt bearing on angle = 2.1328 UC bolt bearing on angle = 0.3311 Block Shear. . . Anv = 0.0547 Ant = 0.0703 Agv = 0.0938 Pal = 3.3516 Pa2 = 3.6914 Allow block shear = 3.3516 UC block shear = 0.2107 left column - Girt Num 4 Input = Single Moderate Flg Brace (M) Output = Single Moderate Flg Brace (M) Horiz Length [Purlin System] (inch) = 23.81250 Vert Length [Purlin System] (inch) = 22.40733 Brace Length [Purlin System] (inch) = 32.69746 Controlling LC for Brace Force = 29 Iy (bot flg) (in**4) = 6.75 Tributary Length (ft) = 18.46 Comp Area (in**2) = 3.94 Equivalent MOE (ksi) = 29000.00 Member Mx (K-in) _ -1063.35 204 3/7/2024 Member Pa (kips) = -8.43 Min Brace Force (kips) = 0.42 Flange Brace Bolt Type [Purlin System] = A325 Lateral Relative Strength P(actual) (kips) _ -42.06 Pcr (kips) = 70.24 Pe (kips) = 39.38 Ph (horz force) (kips) = 0.51 Brace Axial Force [Purlin System] (kips) = 0.71 Unity Check for Angle [Purlin System] = 0.15 Unity Check for Bolt Shear at purlin/girt connection [Purlin System] = 0.08 Unity Check for single Bolt Shear at flange brace to clip connection [Purlin System] = 0.13 Unity Check for Bolt Bearing for purlin/girt member [Purlin System] = 0.23 Unity Check for Bolt Bearing for flange brace member [Purlin System] = 0.33 Unity Check for Bolt Tension at rafter/column flange connection [Purlin System] = 0.00 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in tension) [Purlin System] = 0.26 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in comp. ) [Purlin System] = 0.06 Torsional Nodal Stiffness Adjusted Moment (k-in) _ -1125.5 Lq (in) = 242.5 Cb = 1.2 Torsional Nodal Strength Ph (horz force) (kips) Torsion = 0.42 Brace Axial Force [Purlin System] (kips) = 0.71 -------------------------------------------------------------- Begin flange brace design -------------------------------------------------------------- left rafter - Purlin Num 1 Design cycle 1 Flange brace length = 33. 96 Bolt Bearing on Girt/Purlin. . . d/t = 7.1429 C = 3.0000 Cecc = 1.6458 Flange brace force = 0.1810 mf value used = 0.7500 Allow bolt bearing on member = 3.6290 UC bolt bearing on member = 0.0499 Shear in the Bolt at Clip to Flange Brace connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 5.3014 UC bolt shear = 0.0341 Shear at purlin/girt connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 8.7250 Flange brace force = 0.1810 UC bolt shear = 0.0207 Tension in the Bolt at rafter/column flange connection. . . Allow bolt tens stress = 90.0000 Bolt shear stress = 0.6719 Allow bolt tens stress w/shr = 90.0000 Allow bolt tens force w/shr = 8.8357 UC bolt tens w/shr = 0.0140 Tension in the Bolt between CL199 and CL196-198. . . Allow bolt tens force = 8.8357 205 3/7/2024 Q = 0.2684 Allow bolt tens force w/ prying = 2.3718 Flange brace force = 0.1810 UC bolt tens (FB in tension) = 0.0678 UC bolt tens (FB in comp.) = 0.0156 left rafter - Purlin Num 1 Input = Single Cold-Formed Flg Brace (C) Output = Single Cold-Formed Flg Brace (C) Horiz Length [Purlin System] (inch) = 24.75000 Vert Length [Purlin System] (inch) = 23.25000 Brace Length [Purlin System] (inch) = 33.95770 Controlling LC for Brace Stiffness = 29 Design Moment for stiffness (K-in) _ -1143.60 Sx (in**3) = 56.25 rt (inch) = 1.44 Iyc (in**4) = 4.50 ho (inch) = 26.25 Lq (ft) = 11.03 Braces (n) = 3.00 Ni = 3.33 Ct = 1.40 Cd = 1.00 Cb = 1.06 Lateral Relative Stiffness Total Lateral Stiffness Required (kips/in) = 6.54 Purlin Lateral Stiffness (kips/in) = 10.21 Angle Braces Stiffness [Purlin System] (kips/in) = 234.85 Lateral Stiffness of Purlin System (kips/in) = 9.79 Exterior Column Lateral Stiffness (kips/in) = 5.25 Total Lateral Stiffness Available (kips/in) = 15.04 Unity Check for Brace Stiffness = 0.43 Controlling LC for Brace Force = 29 Iy (bot flg) (in**4) = 4.50 Tributary Length (ft) = 6.43 Comp Area (in**2) = 2.18 Equivalent MOE (ksi) = 26651.13 Member Mx (K-in) _ -1143.60 Member Pa (kips) _ -5.80 Flange Brace Bolt Type [Purlin System] = A325 Lateral Relative Strength P(actual) (kips) _ -46.03 Pcr (kips) = 76.87 Pe (kips) = 199.03 Ph (horz force) (kips) = 0.00 Brace Axial Force [Purlin System] (kips) = 0.18 Torsional Nodal Stiffness Purlin Stiffness (kip-in/rad) = 5519.8 Angle Stiffness (kip-in/rad) = 76158.03 Total Torsional Stiffness Required (kip-in/RAD) = 1332.1 Purlin System Torsional Stiffness Available (kip-in/RAD) = 5146.8 Exterior Column Torsional Stiffness (kip-in/RAD) = 1702.6 BT (kip-in/RAD) = 1332.1 Total Torsional Stiffness Available (kip-in/RAD) = 6849.39 Unity Check for Brace Stiffness = 0.19 Adjusted Moment (k-in) _ -1190.6 Lq (in) = 170.1 Cb = 1.1 Torsional Nodal Strength Ph (horz force) (kips) Torsion = 0.13 Brace Axial Force [Purlin System] (kips) = 0.18 206 3/7/2024 Unity Check for Angle [Purlin System] = 0.21 Unity Check for Bolt Shear at flange brace to purlin/girt connection [Purlin System] = 0.02 Unity Check for single Bolt Shear at flange brace to clip connection [Purlin System] = 0.03 Unity Check for Bolt Bearing for purlin/girt member [Purlin System] = 0.05 Unity Check for Bolt Tension at rafter/column flange connection [Purlin System] = 0.01 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in tension) [Purlin System] = 0.07 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in comp. ) [Purlin System] = 0.02 -------------------------------------------------------------- Begin flange brace design -------------------------------------------------------------- left rafter - Purlin Num 2 Design cycle 1 Flange brace length = 33.96 Bolt Bearing on Girt/Purlin. . . d/t = 7.1429 C = 3.0000 Cecc = 1.6458 Flange brace force = 0.2269 mf value used = 0.7500 Allow bolt bearing on member = 3.6290 UC bolt bearing on member = 0.0625 Shear in the Bolt at Clip to Flange Brace connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 5.3014 UC bolt shear = 0.0428 Shear at purlin/girt connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 8.7250 Flange brace force = 0.2269 UC bolt shear = 0.0260 Tension in the Bolt at rafter/column flange connection. . . Allow bolt tens stress = 90.0000 Bolt shear stress = 0.8421 Allow bolt tens stress w/shr = 90.0000 Allow bolt tens force w/shr = 8.8357 UC bolt tens w/shr = 0.0176 Tension in the Bolt between CL199 and CL196-198. . . Allow bolt tens force = 8.8357 Q = 0.2684 Allow bolt tens force w/ prying = 2.3718 Flange brace force = 0.2269 UC bolt tens (FB in tension) = 0.0850 UC bolt tens (FB in comp. ) = 0.0195 left rafter - Purlin Num 2 Input = Single Cold-Formed Flg Brace (C) Output = Single Cold-Formed Flg Brace (C) Horiz Length [Purlin System] (inch) = 24.75000 Vert Length [Purlin System] (inch) = 23.25000 Brace Length [Purlin System] (inch) = 33.95770 Controlling LC for Brace Force = 35 Iy (bot flg) (in**4) = 4.50 Tributary Length (ft) = 14.18 Comp Area (in**2) = 2.18 207 3/7/2024 Equivalent MOE (ksi) = 29000.00 Member Mx (K-in) _ -798.09 Member Pa (kips) _ -5.30 Flange Brace Bolt Type [Purlin System] = A325 Lateral Relative Strength P(actual) (kips) _ -32.51 Pcr (kips) = 54.29 Pe (kips) = 44.51 Ph (horz force) (kips) = 0.17 Brace Axial Force [Purlin System] (kips) = 0.23 Torsional Nodal Stiffness Purlin Stiffness (kip-in/rad) = 5519.8 Angle Stiffness (kip-in/rad) = 76158.03 BT (kip-in/RAD) = 1355.1 Adjusted Moment (k-in) _ -841.0 Lq (in) = 203.9 Cb = 1.1 Torsional Nodal Strength Ph (horz force) (kips) Torsion = 0.17 Brace Axial Force [Purlin System] (kips) = 0.23 Unity Check for Angle [Purlin System] = 0.26 Unity Check for Bolt Shear at flange brace to purlin/girt connection [Purlin System] = 0.03 Unity Check for single Bolt Shear at flange brace to clip connection [Purlin System] = 0.04 Unity Check for Bolt Bearing for purlin/girt member [Purlin System] = 0.06 Unity Check for Bolt Tension at rafter/column flange connection [Purlin System] = 0.02 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in tension) [Purlin System] = 0.09 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in comp. ) [Purlin System] = 0.02 -------------------------------------------------------------- Begin flange brace design -------------------------------------------------------------- left rafter - Purlin Num 4 Design cycle 1 Flange brace length = 33.96 Bolt Bearing on Girt/Purlin. . . d/t = 7.1429 C = 3.0000 Cecc = 1.6458 Flange brace force = 0.0159 mf value used = 0.7500 Allow bolt bearing on member = 3.6290 UC bolt bearing on member = 0.0044 Shear in the Bolt at Clip to Flange Brace connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 5.3014 UC bolt shear = 0.0030 Shear at purlin/girt connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 8.7250 Flange brace force = 0.0159 UC bolt shear = 0.0018 Tension in the Bolt at rafter/column flange connection. . . Allow bolt tens stress = 90.0000 Bolt shear stress = 0.0591 Allow bolt tens stress w/shr = 90.0000 Allow bolt tens force w/shr = 8.8357 208 3/7/2024 UC bolt tens w/shr = 0.0012 Tension in the Bolt between CL199 and CL196-198. . . Allow bolt tens force = 8.8357 Q = 0.2684 Allow bolt tens force w/ prying = 2.3718 Flange brace force = 0.0159 UC bolt tens (FB in tension) = 0.0060 UC bolt tens (FB in comp.) = 0.0014 left rafter - Purlin Num 4 Input = Single Cold-Formed Flg Brace (C) Output = Single Cold-Formed Flg Brace (C) Horiz Length [Purlin System] (inch) = 24.75000 Vert Length [Purlin System] (inch) = 23.25000 Brace Length [Purlin System] (inch) = 33.95770 Controlling LC for Brace Force = 47 Iy (bot flg) (in**4) = 4.50 Tributary Length (ft) = 15.05 Comp Area (in**2) = 2.18 Equivalent MOE (ksi) = 29000.00 Member Mx (K-in) = 0.00 Member Pa (kips) _ -18.67 Flange Brace Bolt Type [Purlin System] = A325 Lateral Relative Strength P(actual) (kips) _ -5.76 Pcr (kips) = 5.76 Pe (kips) = 39.47 Ph (horz force) (kips) = 0.00 Brace Axial Force [Purlin System] (kips) = 0.02 Torsional Nodal Stiffness Purlin Stiffness (kip-in/rad) = 5519.8 Angle Stiffness (kip-in/rad) = 76158.03 BT (kip-in/RAD) = 56.9 Adjusted Moment (k-in) _ -151.2 Lq (in) = 536.0 Cb = 1.0 Torsional Nodal Strength Ph (horz force) (kips) Torsion = 0.01 Brace Axial Force [Purlin System] (kips) = 0.02 Unity Check for Angle [Purlin System] = 0.02 Unity Check for Bolt Shear at flange brace to purlin/girt connection [Purlin System] = 0.00 Unity Check for single Bolt Shear at flange brace to clip connection [Purlin System] = 0.00 Unity Check for Bolt Bearing for purlin/girt member [Purlin System] = 0.00 Unity Check for Bolt Tension at rafter/column flange connection [Purlin System] = 0.00 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in tension) [Purlin System] = 0.01 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in comp. ) [Purlin System] = 0.00 -------------------------------------------------------------- Begin flange brace design -------------------------------------------------------------- left rafter - Purlin Num 5 Design cycle 1 Flange brace length = 33.96 Bolt Bearing on Girt/Purlin. . . d/t = 7.1429 209 3/7/2024 C = 3.0000 Cecc = 1.6458 Flange brace force = 0.0158 mf value used = 0.7500 Allow bolt bearing on member = 3.6290 UC bolt bearing on member = 0.0044 Shear in the Bolt at Clip to Flange Brace connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 5.3014 UC bolt shear = 0.0030 Shear at purlin/girt connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 8.7250 Flange brace force = 0.0158 UC bolt shear = 0.0018 Tension in the Bolt at rafter/column flange connection. . . Allow bolt tens stress = 90.0000 Bolt shear stress = 0.0586 Allow bolt tens stress w/shr = 90.0000 Allow bolt tens force w/shr = 8.8357 UC bolt tens w/shr = 0.0012 Tension in the Bolt between CL199 and CL196-198. . . Allow bolt tens force = 8.8357 Q = 0.2684 Allow bolt tens force w/ prying = 2.3718 Flange brace force = 0.0158 UC bolt tens (FB in tension) = 0.0059 UC bolt tens (FB in comp.) = 0.0014 left rafter - Purlin Num 5 Input = Single Cold-Formed Flg Brace (C) Output = Single Cold-Formed Flg Brace (C) Horiz Length [Purlin System] (inch) = 24.75000 Vert Length [Purlin System] (inch) = 23.25000 Brace Length [Purlin System] (inch) = 33.95770 Controlling LC for Brace Stiffness = 28 Design Moment for stiffness (K-in) = 0.00 Sx (in**3) = 56.25 rt (inch) = 1.44 Iyc (in**4) = 4.50 ho (inch) = 26.25 Lq (ft) = 11.03 Braces (n) = 3.00 Ni = 3.33 Ct = 1.40 Cd = 1.00 Cb = 1.06 Lateral Relative Stiffness Total Lateral Stiffness Required (kips/in) = 0.53 Purlin Lateral Stiffness (kips/in) = 10.21 Angle Braces Stiffness [Purlin System] (kips/in) = 234.85 Lateral Stiffness of Purlin System (kips/in) = 9.79 Total Lateral Stiffness Available (kips/in) = 9.79 Unity Check for Brace Stiffness = 0.05 Controlling LC for Brace Force = 47 Iy (bot flg) (in**4) = 4.50 Tributary Length (ft) = 15.05 Comp Area (in**2) = 2.18 Equivalent MOE (ksi) = 29000.00 Member Mx (K-in) = 0.00 Member Pa (kips) _ -18.59 210 3/7/2024 Flange Brace Bolt Type [Purlin System] = A325 Lateral Relative Strength P(actual) (kips) _ -5.73 Pcr (kips) = 5.73 Pe (kips) = 39.47 Ph (horz force) (kips) = 0.00 Brace Axial Force [Purlin System] (kips) = 0.02 Torsional Nodal Stiffness Purlin Stiffness (kip-in/rad) = 5519.8 Angle Stiffness (kip-in/rad) = 76158.03 Total Torsional Stiffness Required (kip-in/RAD) = 26.4 Purlin System Torsional Stiffness Available (kip-in/RAD) = 5146.8 BT (kip-in/RAD) = 56.4 Total Torsional Stiffness Available (kip-in/RAD) = 5146.80 Unity Check for Brace Stiffness = 0.01 Adjusted Moment (k-in) _ -150.5 Lq (in) = 537.5 Cb = 1.0 Torsional Nodal Strength Ph (horz force) (kips) Torsion = 0.01 Brace Axial Force [Purlin System] (kips) = 0.02 Unity Check for Angle [Purlin System] = 0.02 Unity Check for Bolt Shear at flange brace to purlin/girt connection [Purlin System] = 0.00 Unity Check for single Bolt Shear at flange brace to clip connection [Purlin System] = 0.00 Unity Check for Bolt Bearing for purlin/girt member [Purlin System] = 0.00 Unity Check for Bolt Tension at rafter/column flange connection [Purlin System] = 0.00 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in tension) [Purlin System] = 0.01 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in comp. ) [Purlin System] = 0.00 -------------------------------------------------------------- Begin flange brace design -------------------------------------------------------------- left rafter - Purlin Num 7 Design cycle 1 Flange brace length = 33.96 Bolt Bearing on Girt/Purlin. . . d/t = 7.1429 C = 3.0000 Cecc = 1.6458 Flange brace force = 0.0277 mf value used = 0.7500 Allow bolt bearing on member = 3.6290 UC bolt bearing on member = 0.0076 Shear in the Bolt at Clip to Flange Brace connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 5.3014 UC bolt shear = 0.0052 Shear at purlin/girt connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 8.7250 Flange brace force = 0.0277 UC bolt shear = 0.0032 Tension in the Bolt at rafter/column flange connection. . . Allow bolt tens stress = 90.0000 Bolt shear stress = 0.1030 Allow bolt tens stress w/shr = 90.0000 211 3/7/2024 Allow bolt tens force w/shr = 8.8357 UC bolt tens w/shr = 0.0022 Tension in the Bolt between CL199 and CL196-198. . . Allow bolt tens force = 8.8357 Q = 0.2684 Allow bolt tens force w/ prying = 2.3718 Flange brace force = 0.0277 UC bolt tens (FB in tension) = 0.0104 UC bolt tens (FB in comp. ) = 0.0024 left rafter - Purlin Num 7 Input = Single Cold-Formed Flg Brace (C) Output = Single Cold-Formed Flg Brace (C) Horiz Length [Purlin System] (inch) = 24.75000 Vert Length [Purlin System] (inch) = 23.25000 Brace Length [Purlin System] (inch) = 33.95770 Controlling LC for Brace Force = 34 Iy (bot flg) (in**4) = 4.50 Tributary Length (ft) = 25.09 Comp Area (in**2) = 2.18 Equivalent MOE (ksi) = 29000.00 Member Mx (K-in) _ -190.10 Member Pa (kips) = 2.16 Flange Brace Bolt Type [Purlin System] = A325 Lateral Relative Strength P(actual) (kips) _ -6.69 Pcr (kips) = 11.17 Pe (kips) = 14.21 Ph (horz force) (kips) = 0.00 Brace Axial Force [Purlin System] (kips) = 0.03 Torsional Nodal Stiffness Purlin Stiffness (kip-in/rad) = 5519.8 Angle Stiffness (kip-in/rad) = 76158.03 BT (kip-in/RAD) = 87.5 Adjusted Moment (k-in) _ -172.6 Lq (in) = 493.6 Cb = 1.2 Torsional Nodal Strength Ph (horz force) (kips) Torsion = 0.02 Brace Axial Force [Purlin System] (kips) = 0.03 Unity Check for Angle [Purlin System] = 0.03 Unity Check for Bolt Shear at flange brace to purlin/girt connection [Purlin System] = 0.00 Unity Check for single Bolt Shear at flange brace to clip connection [Purlin System] = 0.01 Unity Check for Bolt Bearing for purlin/girt member [Purlin System] = 0.01 Unity Check for Bolt Tension at rafter/column flange connection [Purlin System] = 0.00 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in tension) [Purlin System] = 0.01 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in comp. ) [Purlin System] = 0.00 -------------------------------------------------------------- Begin flange brace design -------------------------------------------------------------- left rafter - Purlin Num 10 Design cycle 1 Flange brace length = 33.96 Bolt Bearing on Girt/Purlin. . . 212 3/7/2024 d/t = 7.1429 C = 3.0000 Cecc = 1.6458 Flange brace force = 0.0215 mf value used = 0.7500 Allow bolt bearing on member = 3.6290 UC bolt bearing on member = 0.0059 Shear in the Bolt at Clip to Flange Brace connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 5.3014 UC bolt shear = 0.0040 Shear at purlin/girt connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 8.7250 Flange brace force = 0.0215 UC bolt shear = 0.0025 Tension in the Bolt at rafter/column flange connection. . . Allow bolt tens stress = 90.0000 Bolt shear stress = 0.0796 Allow bolt tens stress w/shr = 90.0000 Allow bolt tens force w/shr = 8.8357 UC bolt tens w/shr = 0.0017 Tension in the Bolt between CL199 and CL196-198. . . Allow bolt tens force = 8.8357 Q = 0.2684 Allow bolt tens force w/ prying = 2.3718 Flange brace force = 0.0215 UC bolt tens (FB in tension) = 0.0080 UC bolt tens (FB in comp.) = 0.0018 left rafter - Purlin Num 10 Input = Single Cold-Formed Flg Brace (C) Output = Single Cold-Formed Flg Brace (C) Horiz Length [Purlin System] (inch) = 24.75000 Vert Length [Purlin System] (inch) = 23.25000 Brace Length [Purlin System] (inch) = 33.95770 Controlling LC for Brace Stiffness = 17 Design Moment for stiffness (K-in) = 0.00 Sx (in**3) = 56.25 rt (inch) = 1.44 Iyc (in**4) = 4.50 ho (inch) = 26.25 Lq (ft) = 11.03 Braces (n) = 3.00 Ni = 3.33 Ct = 1.40 Cd = 1.00 Cb = 1.06 Lateral Relative Stiffness Total Lateral Stiffness Required (kips/in) = 0.27 Purlin Lateral Stiffness (kips/in) = 10.21 Angle Braces Stiffness [Purlin System] (kips/in) = 234.85 Lateral Stiffness of Purlin System (kips/in) = 9.79 Total Lateral Stiffness Available (kips/in) = 9.79 Unity Check for Brace Stiffness = 0.03 Controlling LC for Brace Force = 17 Iy (bot flg) (in**4) = 4.50 Tributary Length (ft) = 30.11 Comp Area (in**2) = 2.18 Equivalent MOE (ksi) = 29000.00 Member Mx (K-in) _ -157.99 213 3/7/2024 Member Pa (kips) = -0.14 Flange Brace Bolt Type [Purlin System] = A325 Lateral Relative Strength P(actual) (kips) _ -6.15 Pcr (kips) = 10.28 Pe (kips) = 9.87 Ph (horz force) (kips) = 0.01 Brace Axial Force [Purlin System] (kips) = 0.02 Torsional Nodal Stiffness Purlin Stiffness (kip-in/rad) = 5519.8 Angle Stiffness (kip-in/rad) = 76158.03 Total Torsional Stiffness Required (kip-in/RAD) = 48.6 Purlin System Torsional Stiffness Available (kip-in/RAD) = 5146.8 BT (kip-in/RAD) = 48.6 Total Torsional Stiffness Available (kip-in/RAD) = 5146.80 Unity Check for Brace Stiffness = 0.01 Adjusted Moment (k-in) _ -159.1 Lq (in) = 519.0 Cb = 1.6 Torsional Nodal Strength Ph (horz force) (kips) Torsion = 0.02 Brace Axial Force [Purlin System] (kips) = 0.02 Unity Check for Angle [Purlin System] = 0.02 Unity Check for Bolt Shear at flange brace to purlin/girt connection [Purlin System] = 0.00 Unity Check for single Bolt Shear at flange brace to clip connection [Purlin System] = 0.00 Unity Check for Bolt Bearing for purlin/girt member [Purlin System] = 0.01 Unity Check for Bolt Tension at rafter/column flange connection [Purlin System] = 0.00 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in tension) [Purlin System] = 0.01 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in comp. ) [Purlin System] = 0.00 -------------------------------------------------------------- Begin flange brace design -------------------------------------------------------------- left rafter - Purlin Num 13 Design cycle 1 Flange brace length = 33.96 Bolt Bearing on Girt/Purlin. . . d/t = 7.1429 C = 3.0000 Cecc = 1.6458 Flange brace force = 0.0008 mf value used = 0.7500 Allow bolt bearing on member = 3.6290 UC bolt bearing on member = 0.0002 Shear in the Bolt at Clip to Flange Brace connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 5.3014 UC bolt shear = 0.0001 Shear at purlin/girt connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 8.7250 Flange brace force = 0.0008 UC bolt shear = 0.0001 Tension in the Bolt at rafter/column flange connection. . . Allow bolt tens stress = 90.0000 Bolt shear stress = 0.0028 214 3/7/2024 Allow bolt tens stress w/shr = 90.0000 Allow bolt tens force w/shr = 8.8357 UC bolt tens w/shr = 0.0001 Tension in the Bolt between CL199 and CL196-198. . . Allow bolt tens force = 8.8357 Q = 0.2684 Allow bolt tens force w/ prying = 2.3718 Flange brace force = 0.0008 UC bolt tens (FB in tension) = 0.0003 UC bolt tens (FB in comp.) = 0.0001 left rafter - Purlin Num 13 Input = Single Cold-Formed Flg Brace (C) Output = Single Cold-Formed Flg Brace (C) Horiz Length [Purlin System] (inch) = 24.75000 Vert Length [Purlin System] (inch) = 23.25000 Brace Length [Purlin System] (inch) = 33.95770 Controlling LC for Brace Force = 47 Iy (bot flg) (in**4) = 4.50 Tributary Length (ft) = 20.07 Comp Area (in**2) = 2.18 Equivalent MOE (ksi) = 29000.00 Member Mx (K-in) = 0.00 Member Pa (kips) _ -2.90 Flange Brace Bolt Type [Purlin System] = A325 Lateral Relative Strength P(actual) (kips) _ -0.89 Pcr (kips) = 0.89 Pe (kips) = 22.20 Ph (horz force) (kips) = 0.00 Brace Axial Force [Purlin System] (kips) = 0.00 Torsional Nodal Stiffness Purlin Stiffness (kip-in/rad) = 5519.8 Angle Stiffness (kip-in/rad) = 76158.03 BT (kip-in/RAD) = 1.8 Adjusted Moment (k-in) _ -23.5 Lq (in) = 2297.5 Cb = 1.0 Torsional Nodal Strength Ph (horz force) (kips) Torsion = 0.00 Brace Axial Force [Purlin System] (kips) = 0.00 Unity Check for Angle [Purlin System] = 0.00 Unity Check for Bolt Shear at flange brace to purlin/girt connection [Purlin System] = 0.00 Unity Check for single Bolt Shear at flange brace to clip connection [Purlin System] = 0.00 Unity Check for Bolt Bearing for purlin/girt member [Purlin System] = 0.00 Unity Check for Bolt Tension at rafter/column flange connection [Purlin System] = 0.00 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in tension) [Purlin System] = 0.00 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in comp. ) [Purlin System] = 0.00 -------------------------------------------------------------- Begin flange brace design -------------------------------------------------------------- left rafter - Purlin Num 14 Design cycle 1 Flange brace length = 33.96 215 3/7/2024 Bolt Bearing on Girt/Purlin. . . d/t = 7.1429 C = 3.0000 Cecc = 1.6458 Flange brace force = 0.0045 mf value used = 0.7500 Allow bolt bearing on member = 3.6290 UC bolt bearing on member = 0.0012 Shear in the Bolt at Clip to Flange Brace connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 5.3014 UC bolt shear = 0.0008 Shear at purlin/girt connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 8.7250 Flange brace force = 0.0045 UC bolt shear = 0.0005 Tension in the Bolt at rafter/column flange connection. . . Allow bolt tens stress = 90.0000 Bolt shear stress = 0.0165 Allow bolt tens stress w/shr = 90.0000 Allow bolt tens force w/shr = 8.8357 UC bolt tens w/shr = 0.0003 Tension in the Bolt between CL199 and CL196-198. . . Allow bolt tens force = 8.8357 Q = 0.2684 Allow bolt tens force w/ prying = 2.3718 Flange brace force = 0.0045 UC bolt tens (FB in tension) = 0.0017 UC bolt tens (FB in comp.) = 0.0004 left rafter - Purlin Num 14 Input = Single Cold-Formed Flg Brace (C) Output = Single Cold-Formed Flg Brace (C) Horiz Length [Purlin System] (inch) = 24.75000 Vert Length [Purlin System] (inch) = 23.25000 Brace Length [Purlin System] (inch) = 33.95770 Controlling LC for Brace Stiffness = 18 Design Moment for stiffness (K-in) = 0.00 Sx (in**3) = 56.25 rt (inch) = 1.44 Iyc (in**4) = 4.50 ho (inch) = 26.25 Lq (ft) = 11.03 Braces (n) = 3.00 Ni = 3.33 Ct = 1.40 Cd = 1.00 Cb = 1.06 Lateral Relative Stiffness Total Lateral Stiffness Required (kips/in) = 0.11 Purlin Lateral Stiffness (kips/in) = 10.21 Angle Braces Stiffness [Purlin System] (kips/in) = 234.85 Lateral Stiffness of Purlin System (kips/in) = 9.79 Total Lateral Stiffness Available (kips/in) = 9.79 Unity Check for Brace Stiffness = 0.01 Controlling LC for Brace Force = 18 Iy (bot flg) (in**4) = 4.50 Tributary Length (ft) = 20.07 Comp Area (in**2) = 2.18 Equivalent MOE (ksi) = 29000.00 216 3/7/2024 Member Mx (K-in) = -102.12 Member Pa (kips) = 0.02 Flange Brace Bolt Type [Purlin System] = A325 Lateral Relative Strength P(actual) (kips) _ -3.94 Pcr (kips) = 6.58 Pe (kips) = 22.20 Ph (horz force) (kips) = 0.00 Brace Axial Force [Purlin System] (kips) = 0.00 Torsional Nodal Stiffness Purlin Stiffness (kip-in/rad) = 5519.8 Angle Stiffness (kip-in/rad) = 76158.03 Total Torsional Stiffness Required (kip-in/RAD) = 5.7 Purlin System Torsional Stiffness Available (kip-in/RAD) = 5146.8 BT (kip-in/RAD) = 5.7 Total Torsional Stiffness Available (kip-in/RAD) = 5146.80 Unity Check for Brace Stiffness = 0.00 Adjusted Moment (k-in) _ -101.9 Lq (in) = 694.1 Cb = 2.5 Torsional Nodal Strength Ph (horz force) (kips) Torsion = 0.00 Brace Axial Force [Purlin System] (kips) = 0.00 Unity Check for Angle [Purlin System] = 0.01 Unity Check for Bolt Shear at flange brace to purlin/girt connection [Purlin System] = 0.00 Unity Check for single Bolt Shear at flange brace to clip connection [Purlin System] = 0.00 Unity Check for Bolt Bearing for purlin/girt member [Purlin System] = 0.00 Unity Check for Bolt Tension at rafter/column flange connection [Purlin System] = 0.00 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in tension) [Purlin System] = 0.00 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in comp. ) [Purlin System] = 0.00 -------------------------------------------------------------- Begin flange brace design -------------------------------------------------------------- left rafter - Purlin Num 17 Design cycle 1 Flange brace length = 33.96 Bolt Bearing on Girt/Purlin. . . d/t = 7.1429 C = 3.0000 Cecc = 1.6458 Flange brace force = 0.0035 mf value used = 0.7500 Allow bolt bearing on member = 3.6290 UC bolt bearing on member = 0.0010 Shear in the Bolt at Clip to Flange Brace connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 5.3014 UC bolt shear = 0.0007 Shear at purlin/girt connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 8.7250 Flange brace force = 0.0035 UC bolt shear = 0.0004 Tension in the Bolt at rafter/column flange connection. . . Allow bolt tens stress = 90.0000 217 3/7/2024 Bolt shear stress = 0.0128 Allow bolt tens stress w/shr = 90.0000 Allow bolt tens force w/shr = 8.8357 UC bolt tens w/shr = 0.0003 Tension in the Bolt between CL199 and CL196-198. . . Allow bolt tens force = 8.8357 Q = 0.2684 Allow bolt tens force w/ prying = 2.3718 Flange brace force = 0.0035 UC bolt tens (FB in tension) = 0.0013 UC bolt tens (FB in comp.) = 0.0003 left rafter - Purlin Num 17 Input = Single Cold-Formed Flg Brace (C) Output = Single Cold-Formed Flg Brace (C) Horiz Length [Purlin System] (inch) = 24.75000 Vert Length [Purlin System] (inch) = 23.25000 Brace Length [Purlin System] (inch) = 33.95770 Controlling LC for Brace Force = 89 Iy (bot flg) (in**4) = 4.50 Tributary Length (ft) = 25.09 Comp Area (in**2) = 2.18 Equivalent MOE (ksi) = 29000.00 Member Mx (K-in) _ -58.95 Member Pa (kips) _ -0.67 Flange Brace Bolt Type [Purlin System] = A325 Lateral Relative Strength P(actual) (kips) _ -2.49 Pcr (kips) = 4.16 Pe (kips) = 14.21 Ph (horz force) (kips) = 0.00 Brace Axial Force [Purlin System] (kips) = 0.00 Torsional Nodal Stiffness Purlin Stiffness (kip-in/rad) = 5519.8 Angle Stiffness (kip-in/rad) = 76158.03 BT (kip-in/RAD) = 5.3 Adjusted Moment (k-in) _ -64.4 Lq (in) = 967.9 Cb = 1.8 Torsional Nodal Strength Ph (horz force) (kips) Torsion = 0.00 Brace Axial Force [Purlin System] (kips) = 0.00 Unity Check for Angle [Purlin System] = 0.00 Unity Check for Bolt Shear at flange brace to purlin/girt connection [Purlin System] = 0.00 Unity Check for single Bolt Shear at flange brace to clip connection [Purlin System] = 0.00 Unity Check for Bolt Bearing for purlin/girt member [Purlin System] = 0.00 Unity Check for Bolt Tension at rafter/column flange connection [Purlin System] = 0.00 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in tension) [Purlin System] = 0.00 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in comp. ) [Purlin System] = 0.00 -------------------------------------------------------------- Begin flange brace design -------------------------------------------------------------- left rafter - Purlin Num 19 Design cycle 1 218 3/7/2024 Flange brace length = 33.96 Bolt Bearing on Girt/Purlin. . . d/t = 7.1429 C = 3.0000 Cecc = 1.6458 Flange brace force = 0.0222 mf value used = 0.7500 Allow bolt bearing on member = 3.6290 UC bolt bearing on member = 0.0061 Shear in the Bolt at Clip to Flange Brace connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 5.3014 UC bolt shear = 0.0042 Shear at purlin/girt connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 8.7250 Flange brace force = 0.0222 UC bolt shear = 0.0025 Tension in the Bolt at rafter/column flange connection. . . Allow bolt tens stress = 90.0000 Bolt shear stress = 0.0823 Allow bolt tens stress w/shr = 90.0000 Allow bolt tens force w/shr = 8.8357 UC bolt tens w/shr = 0.0017 Tension in the Bolt between CL199 and CL196-198. . . Allow bolt tens force = 8.8357 Q = 0.2684 Allow bolt tens force w/ prying = 2.3718 Flange brace force = 0.0222 UC bolt tens (FB in tension) = 0.0083 UC bolt tens (FB in comp.) = 0.0019 left rafter - Purlin Num 19 Input = Single Cold-Formed Flg Brace (C) Output = Single Cold-Formed Flg Brace (C) Horiz Length [Purlin System] (inch) = 24.75000 Vert Length [Purlin System] (inch) = 23.25000 Brace Length [Purlin System] (inch) = 33.95770 Controlling LC for Brace Stiffness = 29 Design Moment for stiffness (K-in) = 0.00 Sx (in**3) = 49.75 rt (inch) = 1.16 Iyc (in**4) = 2.60 ho (inch) = 26.25 Lq (ft) = 11.03 Braces (n) = 3.00 Ni = 3.33 Ct = 1.40 Cd = 1.00 Cb = 1.06 Lateral Relative Stiffness Total Lateral Stiffness Required (kips/in) = 0.33 Purlin Lateral Stiffness (kips/in) = 10.21 Angle Braces Stiffness [Purlin System] (kips/in) = 234.85 Lateral Stiffness of Purlin System (kips/in) = 9.79 Total Lateral Stiffness Available (kips/in) = 9.79 Unity Check for Brace Stiffness = 0.03 Controlling LC for Brace Force = 29 Iy (bot flg) (in**4) = 2.60 Tributary Length (ft) = 25.09 Comp Area (in**2) = 1.93 219 3/7/2024 Equivalent MOE (ksi) = 29000.00 Member Mx (K-in) _ -148.10 Member Pa (kips) = 0.49 Flange Brace Bolt Type [Purlin System] = A325 Lateral Relative Strength P(actual) (kips) _ -5.59 Pcr (kips) = 9.33 Pe (kips) = 8.22 Ph (horz force) (kips) = 0.02 Brace Axial Force [Purlin System] (kips) = 0.02 Torsional Nodal Stiffness Purlin Stiffness (kip-in/rad) = 5519.8 Angle Stiffness (kip-in/rad) = 76158.03 Total Torsional Stiffness Required (kip-in/RAD) = 68.0 Purlin System Torsional Stiffness Available (kip-in/RAD) = 5146.8 BT (kip-in/RAD) = 68.0 Total Torsional Stiffness Available (kip-in/RAD) = 5146.80 Unity Check for Brace Stiffness = 0.01 Adjusted Moment (k-in) _ -144.3 Lq (in) = 413.6 Cb = 1.5 Torsional Nodal Strength Ph (horz force) (kips) Torsion = 0.02 Brace Axial Force [Purlin System] (kips) = 0.02 Unity Check for Angle [Purlin System] = 0.03 Unity Check for Bolt Shear at flange brace to purlin/girt connection [Purlin System] = 0.00 Unity Check for single Bolt Shear at flange brace to clip connection [Purlin System] = 0.00 Unity Check for Bolt Bearing for purlin/girt member [Purlin System] = 0.01 Unity Check for Bolt Tension at rafter/column flange connection [Purlin System] = 0.00 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in tension) [Purlin System] = 0.01 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in comp. ) [Purlin System] = 0.00 -------------------------------------------------------------- Begin flange brace design -------------------------------------------------------------- left rafter - Purlin Num 22 Design cycle 1 Flange brace length = 33.96 Bolt Bearing on Girt/Purlin. . . d/t = 7.1429 C = 3.0000 Cecc = 1.6458 Flange brace force = 0.0576 mf value used = 0.7500 Allow bolt bearing on member = 3.6290 UC bolt bearing on member = 0.0159 Shear in the Bolt at Clip to Flange Brace connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 5.3014 UC bolt shear = 0.0109 Shear at purlin/girt connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 8.7250 Flange brace force = 0.0576 UC bolt shear = 0.0066 Tension in the Bolt at rafter/column flange connection. . . 220 3/7/2024 Allow bolt tens stress = 90.0000 Bolt shear stress = 0.2138 Allow bolt tens stress w/shr = 90.0000 Allow bolt tens force w/shr = 8.8357 UC bolt tens w/shr = 0.0045 Tension in the Bolt between CL199 and CL196-198. . . Allow bolt tens force = 8.8357 Q = 0.2684 Allow bolt tens force w/ prying = 2.3718 Flange brace force = 0.0576 UC bolt tens (FB in tension) = 0.0216 UC bolt tens (FB in comp.) = 0.0050 left rafter - Purlin Num 22 Input = Single Cold-Formed Flg Brace (C) Output = Single Cold-Formed Flg Brace (C) Horiz Length [Purlin System] (inch) = 24.75000 Vert Length [Purlin System] (inch) = 23.25000 Brace Length [Purlin System] (inch) = 33.95770 Controlling LC for Brace Stiffness = 34 Design Moment for stiffness (K-in) = 0.00 Sx (in**3) = 49.75 rt (inch) = 1.16 Iyc (in**4) = 2.60 ho (inch) = 26.25 Lq (ft) = 11.03 Braces (n) = 3.00 Ni = 3.33 Ct = 1.40 Cd = 1.00 Cb = 1.06 Lateral Relative Stiffness Total Lateral Stiffness Required (kips/in) = 1.22 Purlin Lateral Stiffness (kips/in) = 10.21 Angle Braces Stiffness [Purlin System] (kips/in) = 234.85 Lateral Stiffness of Purlin System (kips/in) = 9.79 Exterior Column Lateral Stiffness (kips/in) = 1.43 Total Lateral Stiffness Available (kips/in) = 11.21 Unity Check for Brace Stiffness = 0.11 Controlling LC for Brace Force = 34 Iy (bot flg) (in**4) = 2.60 Tributary Length (ft) = 17.88 Comp Area (in**2) = 1.93 Equivalent MOE (ksi) = 29000.00 Member Mx (K-in) _ -391.10 Member Pa (kips) _ -0.68 Flange Brace Bolt Type [Purlin System] = A325 Lateral Relative Strength P(actual) (kips) _ -15.34 Pcr (kips) = 25.62 Pe (kips) = 16.18 Ph (horz force) (kips) = 0.17 Brace Axial Force [Purlin System] (kips) = 0.06 Torsional Nodal Stiffness Purlin Stiffness (kip-in/rad) = 5519.8 Angle Stiffness (kip-in/rad) = 76158.03 Total Torsional Stiffness Required (kip-in/RAD) = 195.6 Purlin System Torsional Stiffness Available (kip-in/RAD) = 5146.8 Exterior Column Torsional Stiffness (kip-in/RAD) = 462.4 BT (kip-in/RAD) = 195.6 Total Torsional Stiffness Available (kip-in/RAD) = 5609.2kl 3/7/2024 Unity Check for Brace Stiffness = 0.03 Adjusted Moment (k-in) _ -396.4 Lq (in) = 230.7 Cb = 2.0 Torsional Nodal Strength Ph (horz force) (kips) Torsion = 0.04 Brace Axial Force [Purlin System] (kips) = 0.06 Unity Check for Angle [Purlin System] = 0.07 Unity Check for Bolt Shear at flange brace to purlin/girt connection [Purlin System] = 0.01 Unity Check for single Bolt Shear at flange brace to clip connection [Purlin System] = 0.01 Unity Check for Bolt Bearing for purlin/girt member [Purlin System] = 0.02 Unity Check for Bolt Tension at rafter/column flange connection [Purlin System] = 0.00 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in tension) [Purlin System] = 0.02 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in comp. ) [Purlin System] = 0.00 -------------------------------------------------------------- Begin flange brace design -------------------------------------------------------------- right column - Girt Num 1 Design cycle 1 Flange brace length = 27.84 Bolt Bearing on Girt/Purlin. . . d/t = 8.4746 C = 3.0000 Cecc = 1.4510 Flange brace force = 0.1239 mf value used = 0.7500 Allow bolt bearing on member = 2.6966 UC bolt bearing on member = 0.0459 Shear in the Bolt at Clip to Flange Brace connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 5.3014 UC bolt shear = 0.0234 Shear at purlin/girt connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 7.6923 Flange brace force = 0.1239 UC bolt shear = 0.0161 Tension in the Bolt at rafter/column flange connection. . . Allow bolt tens stress = 90.0000 Bolt shear stress = 0.5610 Allow bolt tens stress w/shr = 90.0000 Allow bolt tens force w/shr = 8.8357 UC bolt tens w/shr = 0.0064 Tension in the Bolt between CL199 and CL196-198. . . Allow bolt tens force = 8.8357 Q = 0.2684 Allow bolt tens force w/ prying = 2.3718 Flange brace force = 0.1239 UC bolt tens (FB in tension) = 0.0468 UC bolt tens (FB in comp.) = 0.0229 right column - Girt Num 1 Input = Single Cold-Formed Flg Brace (C) Output = Single Cold-Formed Flg Brace (C) 222 3/7/2024 Horiz Length [Purlin System] (inch) = 24.75000 Vert Length [Purlin System] (inch) = 12.74152 Brace Length [Purlin System] (inch) = 27.83719 Controlling LC for Brace Force = 28 Iy (bot flg) (in**4) = 2.60 Tributary Length (ft) = 13.53 Comp Area (in**2) = 1.65 Equivalent MOE (ksi) = 29000.00 Member Mx (K-in) _ -143.77 Member Pa (kips) _ -4.96 Min Brace Force (kips) = 0.11 Flange Brace Bolt Type [Purlin System] = A325 Lateral Relative Strength P(actual) (kips) _ -11.01 Pcr (kips) = 18.39 Pe (kips) = 28.29 Ph (horz force) (kips) = 0.11 Brace Axial Force [Purlin System] (kips) = 0.12 Unity Check for Angle [Purlin System] = 0.14 Unity Check for Bolt Shear at purlin/girt connection [Purlin System] = 0.02 Unity Check for single Bolt Shear at flange brace to clip connection [Purlin System] = 0.02 Unity Check for Bolt Bearing for purlin/girt member [Purlin System] = 0.05 Unity Check for Bolt Tension at rafter/column flange connection [Purlin System] = 0.01 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in tension) [Purlin System] = 0.05 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in comp. ) [Purlin System] = 0.02 Torsional Nodal Stiffness Adjusted Moment (k-in) _ -170.0 Lq (in) = 300.9 Cb = 1.5 Torsional Nodal Strength Ph (horz force) (kips) Torsion = 0.11 Brace Axial Force [Purlin System] (kips) = 0.12 -------------------------------------------------------------- Begin flange brace design -------------------------------------------------------------- right column - Girt Num 2 Design cycle 1 Flange brace length = 30.19 Bolt Bearing on Girt/Purlin. . . d/t = 8.4746 C = 3.0000 Cecc = 1.5271 Flange brace force = 0.1791 mf value used = 0.7500 Allow bolt bearing on member = 2.8380 UC bolt bearing on member = 0.0631 Shear in the Bolt at Clip to Flange Brace connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 5.3014 UC bolt shear = 0.0338 Shear at purlin/girt connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 8.0956 Flange brace force = 0.1791 UC bolt shear = 0.0221 223 3/7/2024 Tension in the Bolt at rafter/column flange connection. . . Allow bolt tens stress = 90.0000 Bolt shear stress = 0.7479 Allow bolt tens stress w/shr = 90.0000 Allow bolt tens force w/shr = 8.8357 UC bolt tens w/shr = 0.0116 Tension in the Bolt between CL199 and CL196-198. . . Allow bolt tens force = 8.8357 Q = 0.2684 Allow bolt tens force w/ prying = 2.3718 Flange brace force = 0.1791 UC bolt tens (FB in tension) = 0.0681 UC bolt tens (FB in comp.) = 0.0248 right column - Girt Num 2 Input = Single Cold-Formed Flg Brace (C) Output = Single Cold-Formed Flg Brace (C) Horiz Length [Purlin System] (inch) = 24.75000 Vert Length [Purlin System] (inch) = 17.28623 Brace Length [Purlin System] (inch) = 30.18901 Controlling LC for Brace Force = 28 Iy (bot flg) (in**4) = 2.60 Tributary Length (ft) = 15.53 Comp Area (in**2) = 1.87 Equivalent MOE (ksi) = 29000.00 Member Mx (K-in) _ -263.10 Member Pa (kips) _ -4.82 Min Brace Force (kips) = 0.15 Flange Brace Bolt Type [Purlin System] = A325 Lateral Relative Strength P(actual) (kips) _ -14.68 Pcr (kips) = 24.52 Pe (kips) = 21.46 Ph (horz force) (kips) = 0.15 Brace Axial Force [Purlin System] (kips) = 0.18 Unity Check for Angle [Purlin System] = 0.20 Unity Check for Bolt Shear at purlin/girt connection [Purlin System] = 0.02 Unity Check for single Bolt Shear at flange brace to clip connection [Purlin System] = 0.03 Unity Check for Bolt Bearing for purlin/girt member [Purlin System] = 0.06 Unity Check for Bolt Tension at rafter/column flange connection [Purlin System] = 0.01 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in tension) [Purlin System] = 0.07 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in comp. ) [Purlin System] = 0.02 Torsional Nodal Stiffness Adjusted Moment (k-in) _ -292.5 Lq (in) = 245.9 Cb = 1.1 Torsional Nodal Strength Ph (horz force) (kips) Torsion = 0.15 Brace Axial Force [Purlin System] (kips) = 0.18 -------------------------------------------------------------- Begin flange brace design -------------------------------------------------------------- right column - Girt Num 4 Design cycle 1 224 3/7/2024 Flange brace length = 34.81 Bolt Bearing on Girt/Purlin. . . d/t = 8.4746 C = 3.0000 Cecc = 1.6728 Flange brace force = 0.2534 mf value used = 0.7500 Allow bolt bearing on member = 3.1089 UC bolt bearing on member = 0.0815 Shear in the Bolt at Clip to Flange Brace connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 5.3014 UC bolt shear = 0.0478 Shear at purlin/girt connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 8.8681 Flange brace force = 0.2534 UC bolt shear = 0.0286 Tension in the Bolt at rafter/column flange connection. . . Allow bolt tens stress = 90.0000 Bolt shear stress = 0.9176 Allow bolt tens stress w/shr = 90.0000 Allow bolt tens force w/shr = 8.8357 UC bolt tens w/shr = 0.0202 Tension in the Bolt between CL199 and CL196-198. . . Allow bolt tens force = 8.8357 Q = 0.2684 Allow bolt tens force w/ prying = 2.3718 Flange brace force = 0.2534 UC bolt tens (FB in tension) = 0.0945 UC bolt tens (FB in comp.) = 0.0194 right column - Girt Num 4 Input = Single Cold-Formed Flg Brace (C) Output = Single Cold-Formed Flg Brace (C) Horiz Length [Purlin System] (inch) = 24.75000 Vert Length [Purlin System] (inch) = 24.48202 Brace Length [Purlin System] (inch) = 34.81281 Controlling LC for Brace Force = 28 Iy (bot flg) (in**4) = 2.60 Tributary Length (ft) = 14.14 Comp Area (in**2) = 2.09 Equivalent MOE (ksi) = 29000.00 Member Mx (K-in) _ -452.69 Member Pa (kips) _ -4.59 Min Brace Force (kips) = 0.18 Flange Brace Bolt Type [Purlin System] = A325 Lateral Relative Strength P(actual) (kips) _ -18.02 Pcr (kips) = 30.09 Pe (kips) = 25.87 Ph (horz force) (kips) = 0.18 Brace Axial Force [Purlin System] (kips) = 0.25 Unity Check for Angle [Purlin System] = 0.29 Unity Check for Bolt Shear at purlin/girt connection [Purlin System] = 0.03 Unity Check for single Bolt Shear at flange brace to clip connection [Purlin System] = 0.05 Unity Check for Bolt Bearing for purlin/girt member [Purlin System] = 0.08 Unity Check for Bolt Tension at rafter/column flange connection 225 3/7/2024 [Purlin System] = 0.02 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in tension) [Purlin System] = 0.09 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in comp. ) [Purlin System] = 0.02 Torsional Nodal Stiffness Adjusted Moment (k-in) _ -487.7 Lq (in) = 212.9 Cb = 1.0 Torsional Nodal Strength Ph (horz force) (kips) Torsion = 0.18 Brace Axial Force [Purlin System] (kips) = 0.25 226 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F5- 37 R-Frame Design Program - Version V8.20 Job : 57322A Primary Deflection Report File: frame_5.fra Date: 02/01/24 ssm4 113.25/20./11.583 20./100./25. Start Time: 13:46:44 -------------------------------------------------------------------------------- Column Top Deflections for Load Combs. (Positive = X:Right Y:Upward) (Inches) ------------------------------------------------------------------------------ Ext. Left Col Int. Column-1 Int. Column-2 Int. Column-3 X-Def Y-Def X-Def Y-Def X-Def Y-Def X-Def Y-Def ------------------------------------------------------------------------------ Pos. Max 5.072 0.076 5.079 0.009 5.085 0.005 5.089 0.006 Load Comb 166 165 166 165 166 154 166 160 Defl. H/ 43 H/ 48 H/ 52 H/ 56 ------------------------------------------------------------------------------ Neg. Max -4.995 -0.081 -5.001 -0.023 -5.008 -0.019 -5.013 -0.017 Load Comb 165 166 165 17 165 17 165 17 Defl. H/ 44 H/ 48 H/ 53 H/ 57 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Int. Column-4 Ext Right Col X-Def Y-Def X-Def Y-Def ------------------------------------------------------------------------------ Pos. Max 5.086 0.006 5.071 0.046 Load Comb 166 157 166 164 Defl. H/ 61 H/ 65 ------------------------------------------------------------------------------ Neg. Max -5.010 -0.020 -4.998 -0.050 Load Comb 165 17 165 167 Defl. H/ 62 H/ 66 ------------------------------------------------------------------------------ Maximum Rafter Deflections for Span #1 (Positive = Y:Upward) ------------------------------------------------------------------------------ Max. Downward Deflection Max. Upward Deflection Y-Def. X-Dist. from Right S.L. Y-Def. X-Dist. from Right S.L. ------------------------------------------------------------------------------ Max. Def -0.290 in. 10.14 ft. 0.268 in. 10.14 ft. Load Comb 166 165 Defl. L/954 L/999 ------------------------------------------------------------------------------ Maximum Rafter Deflections for Span #2 (Positive = Y:Upward) ------------------------------------------------------------------------------ Max. Downward Deflection Max. Upward Deflection Y-Def. X-Dist. from Left S.L. Y-Def. X-Dist. from Left S.L. ------------------------------------------------------------------------------ Max. Def -0.082 in. 35.32 ft. 0.058 in. 34.48 ft. Load Comb 167 164 Defl. L/999 L/999 ------------------------------------------------------------------------------ Maximum Rafter Deflections for Span #3 (Positive = Y:Upward) ------------------------------------------------------------------------------ Max. Downward Deflection Max. Upward Deflection Y-Def. X-Dist. from Left S.L. Y-Def. X-Dist. from Left S.L. ------------------------------------------------------------------------------ Max. Def -0.027 in. 59.51 ft. 0.008 in. 58.59 ft. Load Comb 17 160 Defl. L/999 L/999 227 3/7/2024 Maximum Rafter Deflections for Span #4 (Positive = Y:Upward) ------------------------------------------------------------------------------ Max. Downward Deflection Max. Upward Deflection Y-Def. X-Dist. from Left S.L. Y-Def. X-Dist. from Left S.L. ------------------------------------------------------------------------------ Max. Def -0.041 in. 80.06 ft. 0.018 in. 81.92 ft. Load Comb 17 160 Defl. L/999 L/999 ------------------------------------------------------------------------------ Maximum Rafter Deflections for Span #5 (Positive = Y:Upward) ------------------------------------------------------------------------------ Max. Downward Deflection Max. Upward Deflection Y-Def. X-Dist. from Left S.L. Y-Def. X-Dist. from Left S.L. ------------------------------------------------------------------------------ Max. Def -0.118 in. 104.51 ft. 0.103 in. 104.51 ft. Load Comb 167 164 Defl. L/999 L/999 ------------------------------------------------------------------------------ Peak Deflections (Positive = Y:Upward) -------------------- Y-Def -------------------- Pos. Max 0.046 in. Load Comb 164 Defl. L/999 -------------------- Neg. Max -0.050 in. Load Comb 167 Defl. L/999 -------------------- Note: The reported horizontal deflections for the load combinations shown below have been amplified by the value of Cd (deflection amplification factor) . LC# Cd Used 162 3.0 163 3.0 164 3.0 165 3.0 166 3.0 167 3.0 Vertical Clearance at the Left Knee is 17.3803 feet Vertical Clearance at the Right Knee is 26.3950 feet 228 071024 Star Building Systems, OKC, OK User: wwokeefe Page: F2- 1 R-Frame Design Program - Version V8.20 Job : 57322A Input Data Echo File: frames_2-4.fra Date: 01/30/24 ss 113.25/20./21.5 20./100./25. Start Time: 11:56:35 \\acrfiler0l\TS\Jobs\active\Eng\19-B-57322\ver01-wwokeefe\BLDG-A\ -------------------------------------------------------------------------------- VERSION V8.20 BRAND STAR DESCRIPTION ss 113.25/20./21.5 20./100./25. FRAME ID 2 # FRAME LEFT SIDE IS BLDG. PLANE SWC # AND FRAME RIGHT SIDE IS BLDG. PLANE SWA PRINT echo code loads base connection deflection profile seismic detail \ 1_flg_brace summary stiffeners pro_grplds OPTIMIZATION none *PLANT atw *JOB 57322A ANALYZE all *DATASET members brace combinations wind-array connection base BUILDING LABEL A LOCATION frame lines 2 3 4 LATERAL GRID LABEL 2 3 4 LONGITUDINAL GRID LABEL F A NUMBER FRAMES 3 *PRICE complete TYPE LEFT ss t cs 60. 60. TYPE RIGHT ss t cs 60. 60. WIDTH 113.25 113.25 LENGTH 86. EAVE LEFT 20. *ROOF SLOPE LEFT 1.0155 EAVE RIGHT 29.5833 GIRT DEPTH 8. 8.25 *PURLIN DEPTH 8. 8.25 GIRT THICKNESS 0.059 *PURLIN THICKNESS 0.07 GIRT FLANGE 2.5 *PURLIN FLANGE 2.5 PURLIN STIFFNESS 15.696 12.639 4.35 5.683 CODE LABEL 2018 IBC BUILDING CODE IB18 U=Normal DEAD LOAD 2.563 *COLLATERAL LOAD 8. LIVE LOAD 20. SNOW G=25. T=1. S=N WML=113.25 MRSL=25. SEISMIC LOAD 51=37.175 SS=104.3 TL=16. %CR=NORM %SR=NORM RHOT=1.3 RHOL=1.3 \ R=3.5 LOF=2. TOF=3. RL=3.25 Cd=3. Ct=0.028 SOIL PROFILE D SECOND ORDER FOA AMPLIFY RBEQ RIGHT 1.5 ROOF TRIBUTARY TR=21.5 WALL TRIBUTARY LEFT TR= 21.5 S=O. E=20. WALL TRIBUTARY RIGHT TR= 21.5 S=O. E=29.5833 DESIGN ASD16 MAXIMUM UNITY CHECK 1. LATERAL BRACE LENGTH 22.00 STIFFNESS CHECK ALL BOLT TIGHTENING Fully DEFLECTION ROOF L=180. 5=180. W=180. G=120. DEFLECTION WALL L=60. 5=60. W=60. E=40. C=100. G=60. TE=40. MIN_MOMT_BOLT_DIA 0.75 SYMKNEE CONNECTION SPLICE GUSSETS NA BRACING SIDES LC=1 RA=1 RC=1 BRACE ATTACHMENT CLIP FLANGE BRACE ATTACHMENT LC=2 RA=2 RC=2 GIRT SPACING LEFT 3.2083 4.2917 2.3333 5.2083 GIRT SPACING RIGHT 7.5 2@6. 3.5 GIRT BRACE LEFT N N N F1 GIRT BRACE RIGHT MM FF N FF PURLIN SPACING 2@4.125 20@5. 229 3/7/2024 PURLIN BRACE N FF N CC N N CC N MM N MM N MM N CC N CC N MM FF FF N LEFT COLUMN BASE W=10. T=0.75 L=16.875 N=2 D=1.25 16. 0. 10. 10. 0.375 0.25 10. 0.5 0. 47. 0. 10. 0.375 0.3125 10. 0.625 LEFT RAFTER CONNECTION 0=2E I=2E W=10. 8. T=1. D=1. 50. 0. 10. 8. 0.5 0.25 8. 0.625 0. 26. 10. 8. 0.375 0.156 8. 0.5 26. 0. 10. 8. 0.5 0.156 8. 0.5 0. 0. 10. 8. 0.75 0.156 8. 0.625 CONNECTION 0=2E I=4E W=8. T=0.75 D=0.75 0. 0. 10. 8. 0.75 0.185 8. 0.625 0. 0. 10. 8. 0.75 0.185 8. 0.75 0. 0. 0. 8. 0.625 0.185 8. 0.625 0. 26. 10. 8. 0.5 0.185 8. 0.5 CONNECTION 0=3E I=2E W=8. T=0.5 D=0.75 26. 0. 10. 8. 0.5 0.185 8. 0.625 0. 57. 10. 8. 0.5 0.25 8. 0.75 CONNECTION 0=2E I=2E W=10. T=1. D=1.25 RIGHT COLUMN BASE W=10. T=0.75 L=13.875 N=2 D=1.25 13. 0. 10. 10. 0.375 0.25 10. 0.5 0. 0. 10. 10. 0.375 0.25 10. 0.625 0. 59. 0. 10. 0.375 0.375 10. 0.5 WIND LOAD WL1 19.525 0.2200 -0.8700 -0.5500 -0.4700 50.000 Left WIND LOAD WL2 19.525 0.5800 -0.5100 -0.1900 -0.1100 50.000 Left WIND LOAD LWL1 19.525 -0.6300 -0.8700 -0.5500 -0.6300 50.000 WIND LOAD LWL2 19.525 -0.6300 -0.5500 -0.8700 -0.6300 63.250 WIND LOAD LWL3 19.525 -0.2700 -0.5100 -0.1900 -0.2700 50.000 WIND LOAD LWL4 19.525 -0.2700 -0.1900 -0.5100 -0.2700 63.250 WIND LOAD MWL1 16.000 0.5000 0.5000 0.5000 -0.5000 0.000 WIND LOAD MWL2 16.000 -0.5000 -0.5000 -0.5000 0.5000 0.000 WIND LOAD WL3 19.525 -0.4700 -0.5500 -0.8700 0.2200 63.250 Right WIND LOAD WL4 19.525 -0.1100 -0.1900 -0.5100 0.5800 63.250 Right WIND LOAD WL1D 9.075 0.2200 -0.8700 -0.5500 -0.4700 50.000 Left WIND LOAD WL2D 9.075 0.5800 -0.5100 -0.1900 -0.1100 50.000 Left WIND LOAD LWL1D 9.075 -0.6300 -0.8700 -0.5500 -0.6300 50.000 WIND LOAD LWL2D 9.075 -0.6300 -0.5500 -0.8700 -0.6300 63.250 WIND LOAD LWL3D 9.075 -0.2700 -0.5100 -0.1900 -0.2700 50.000 WIND LOAD LWL4D 9.075 -0.2700 -0.1900 -0.5100 -0.2700 63.250 WIND LOAD WL3D 9.075 -0.4700 -0.5500 -0.8700 0.2200 63.250 Right WIND LOAD WL4D 9.075 -0.1100 -0.1900 -0.5100 0.5800 63.250 Right LOAD COMBINATIONS 1) 1. DL 1. COLL 1. SNOW *DEFL 60. 120. *PDELTA L 2) 1. DL 1. COLL 1. SNOW *DEFL 60. 120. *PDELTA R 3) 1. DL 1. LL 1. COLL *DEFL 60. 120. *PDELTA L 4) 1. DL 1. LL 1. COLL *DEFL 60. 120. *PDELTA R 5) 1.11682 DL 1.11682 COLL 0.91 RBDWEQ *DEFL 60. 120. *PDELTA L 6) 1.11682 DL 1.11682 COLL 0.91 RBDWEQ *DEFL 60. 120. *PDELTA R 7) 1.11682 DL 0.91 EQ *DEFL 40. 120. *PDELTA L 8) 1.11682 DL 0.91 EQ *DEFL 40. 120. *PDELTA R 9) 1.11682 DL -0.91 EQ *DEFL 40. 120. *PDELTA L 10) 1.11682 DL -0.91 EQ *DEFL 40. 120. *PDELTA R 11) 1.11682 DL 1.11682 COLL 0.91 EQ *DEFL 40. 120. *PDELTA L 12) 1.11682 DL 1.11682 COLL 0.91 EQ *DEFL 40. 120. *PDELTA R 13) 1.11682 DL 1.11682 COLL -0.91 EQ *DEFL 40. 120. *PDELTA L 14) 1.11682 DL 1.11682 COLL -0.91 EQ *DEFL 40. 120. *PDELTA R 15) 0.48318 DL 0.91 RBUPEQ *DEFL 60. 120. *PDELTA L 16) 0.48318 DL 0.91 RBUPEQ *DEFL 60. 120. *PDELTA R 17) 0.48318 DL 0.91 EQ *DEFL 40. 120. *PDELTA L 18) 0.48318 DL 0.91 EQ *DEFL 40. 120. *PDELTA R 230 3/7/2024 19) 0.48318 DL -0.91 EQ *DEFL 40. 120. *PDELTA L 20) 0.48318 DL -0.91 EQ *DEFL 40. 120. *PDELTA R 21) 0.73312 DL 2. RBUPEQ *TYPE R *APP C *PDELTA L 22) 0.73312 DL 2. RBUPEQ *TYPE R *APP C *PDELTA R 23) 1.36688 DL 1.36688 COLL 2. RBDWEQ *TYPE R *APP C *PDELTA L 24) 1.36688 DL 1.36688 COLL 2. RBDWEQ *TYPE R *APP C *PDELTA R 25) 0.73312 DL 3. EQ *TYPE R *APP C *PDELTA L 26) 0.73312 DL 3. EQ *TYPE R *APP C *PDELTA R 27) 0.73312 DL -3. EQ *TYPE R *APP C *PDELTA L 28) 0.73312 DL -3. EQ *TYPE R *APP C *PDELTA R 29) 1.36688 DL 1.36688 COLL 3. EQ *TYPE R *APP C *PDELTA L 30) 1.36688 DL 1.36688 COLL 3. EQ *TYPE R *APP C *PDELTA R 31) 1.36688 DL 1.36688 COLL -3. EQ *TYPE R *APP C *PDELTA L 32) 1.36688 DL 1.36688 COLL -3. EQ *TYPE R *APP C *PDELTA R 33) 0.73312 DL 2. RBUPEQ *TYPE R *APP B *PDELTA L 34) 0.73312 DL 2. RBUPEQ *TYPE R *APP B *PDELTA R 35) 1.36688 DL 1.36688 COLL 2. RBDWEQ *TYPE R *APP B *PDELTA L 36) 1.36688 DL 1.36688 COLL 2. RBDWEQ *TYPE R *APP B *PDELTA R 37) 0.73312 DL 3. EQ *TYPE R *APP B *PDELTA L 38) 0.73312 DL 3. EQ *TYPE R *APP B *PDELTA R 39) 0.73312 DL -3. EQ *TYPE R *APP B *PDELTA L 40) 0.73312 DL -3. EQ *TYPE R *APP B *PDELTA R 41) 1.36688 DL 1.36688 COLL 3. EQ *TYPE R *APP B *PDELTA L 42) 1.36688 DL 1.36688 COLL 3. EQ *TYPE R *APP B *PDELTA R 43) 1.36688 DL 1.36688 COLL -3. EQ *TYPE R *APP B *PDELTA L 44) 1.36688 DL 1.36688 COLL -3. EQ *TYPE R *APP B *PDELTA R 45) 0.73312 DL 3.5 EQ *TYPE R *APP K *PDELTA L 46) 0.73312 DL 3.5 EQ *TYPE R *APP K *PDELTA R 47) 0.73312 DL -3.5 EQ *TYPE R *APP K *PDELTA L 48) 0.73312 DL -3.5 EQ *TYPE R *APP K *PDELTA R 49) 1.36688 DL 1.36688 COLL 3.5 EQ *TYPE R *APP K *PDELTA L 50) 1.36688 DL 1.36688 COLL 3.5 EQ *TYPE R *APP K *PDELTA R 51) 1.36688 DL 1.36688 COLL -3.5 EQ *TYPE R *APP K *PDELTA L 52) 1.36688 DL 1.36688 COLL -3.5 EQ *TYPE R *APP K *PDELTA R 53) 1. DL 0.6 WL1 *PDELTA L 54) 1. DL 0.6 WL1 *PDELTA R 55) 1. DL 0.6 WL2 *PDELTA L 56) 1. DL 0.6 WL2 *PDELTA R 57) 1. DL 0.6 WL3 *PDELTA L 58) 1. DL 0.6 WL3 *PDELTA R 59) 1. DL 0.6 WL4 *PDELTA L 60) 1. DL 0.6 WL4 *PDELTA R 61) 0.6 DL 0.6 WL1 *PDELTA L 62) 0.6 DL 0.6 WL1 *PDELTA R 63) 0.6 DL 0.6 WL2 *PDELTA L 64) 0.6 DL 0.6 WL2 *PDELTA R 65) 0.6 DL 0.6 LWL1 0.6 RBUPLW *PDELTA L 66) 0.6 DL 0.6 LWL1 0.6 RBUPLW *PDELTA R 67) 0.6 DL 0.6 LWL2 0.6 RBUPLW *PDELTA L 68) 0.6 DL 0.6 LWL2 0.6 RBUPLW *PDELTA R 69) 0.6 DL 0.6 LWL3 0.6 RBUPLW *PDELTA L 70) 0.6 DL 0.6 LWL3 0.6 RBUPLW *PDELTA R 71) 0.6 DL 0.6 LWL4 0.6 RBUPLW *PDELTA L 72) 0.6 DL 0.6 LWL4 0.6 RBUPLW *PDELTA R 73) 0.6 DL 0.6 WL3 *PDELTA L 74) 0.6 DL 0.6 WL3 *PDELTA R 75) 0.6 DL 0.6 WL4 *PDELTA L 76) 0.6 DL 0.6 WL4 *PDELTA R 77) 0.6 MWL1 *TYPE M 78) 0.6 MWL2 *TYPE M 79) 1. DL 1. COLL 0.6 WL1 *PDELTA L 80) 1. DL 1. COLL 0.6 WL1 *PDELTA R 231 3/7/2024 81) 1. DL 1. COLL 0.6 WL2 *PDELTA L 82) 1. DL 1. COLL 0.6 WL2 *PDELTA R 83) 1. DL 1. COLL 0.6 WL3 *PDELTA L 84) 1. DL 1. COLL 0.6 WL3 *PDELTA R 85) 1. DL 1. COLL 0.6 WL4 *PDELTA L 86) 1. DL 1. COLL 0.6 WL4 *PDELTA R 87) 1. DL 1. COLL 0.75 SBAL 0.45 WL1 *PDELTA L 88) 1. DL 1. COLL 0.75 SBAL 0.45 WL1 *PDELTA R 89) 1. DL 1. COLL 0.75 SBAL 0.45 WL2 *PDELTA L 90) 1. DL 1. COLL 0.75 SBAL 0.45 WL2 *PDELTA R 91) 1. DL 1. COLL 0.75 SBAL 0.45 LWL1 0.45 RBUPLW *PDELTA L 92) 1. DL 1. COLL 0.75 SBAL 0.45 LWL1 0.45 RBUPLW *PDELTA R 93) 1. DL 1. COLL 0.75 SBAL 0.45 LWL2 0.45 RBUPLW *PDELTA L 94) 1. DL 1. COLL 0.75 SBAL 0.45 LWL2 0.45 RBUPLW *PDELTA R 95) 1. DL 1. COLL 0.75 SBAL 0.45 LWL3 0.45 RBUPLW *PDELTA L 96) 1. DL 1. COLL 0.75 SBAL 0.45 LWL3 0.45 RBUPLW *PDELTA R 97) 1. DL 1. COLL 0.75 SBAL 0.45 LWL4 0.45 RBUPLW *PDELTA L 98) 1. DL 1. COLL 0.75 SBAL 0.45 LWL4 0.45 RBUPLW *PDELTA R 99) 1. DL 1. COLL 0.75 SBAL 0.45 WL3 *PDELTA L 100) 1. DL 1. COLL 0.75 SBAL 0.45 WL3 *PDELTA R 101) 1. DL 1. COLL 0.75 SBAL 0.45 WL4 *PDELTA L 102) 1. DL 1. COLL 0.75 SBAL 0.45 WL4 *PDELTA R 103) 1. DL 0.75 LL 1. COLL 0.45 WL1 *PDELTA L 104) 1. DL 0.75 LL 1. COLL 0.45 WL1 *PDELTA R 105) 1. DL 0.75 LL 1. COLL 0.45 WL2 *PDELTA L 106) 1. DL 0.75 LL 1. COLL 0.45 WL2 *PDELTA R 107) 1. DL 0.75 LL 1. COLL 0.45 WL3 *PDELTA L 108) 1. DL 0.75 LL 1. COLL 0.45 WL3 *PDELTA R 109) 1. DL 0.75 LL 1. COLL 0.45 WL4 *PDELTA L 110) 1. DL 0.75 LL 1. COLL 0.45 WL4 *PDELTA R 111) 1. DL 1. COLL 0.6 LWL1 0.6 RBDWLW *PDELTA L 112) 1. DL 1. COLL 0.6 LWL1 0.6 RBDWLW *PDELTA R 113) 1. DL 1. COLL 0.6 LWL2 0.6 RBDWLW *PDELTA L 114) 1. DL 1. COLL 0.6 LWL2 0.6 RBDWLW *PDELTA R 115) 1. DL 1. COLL 0.6 LWL3 0.6 RBDWLW *PDELTA L 116) 1. DL 1. COLL 0.6 LWL3 0.6 RBDWLW *PDELTA R 117) 1. DL 1. COLL 0.6 LWL4 0.6 RBDWLW *PDELTA L 118) 1. DL 1. COLL 0.6 LWL4 0.6 RBDWLW *PDELTA R 119) 1. DL 0.75 LL 1. COLL 0.45 LWL1 0.45 RBDWLW *PDELTA L 120) 1. DL 0.75 LL 1. COLL 0.45 LWL1 0.45 RBDWLW *PDELTA R 121) 1. DL 0.75 LL 1. COLL 0.45 LWL2 0.45 RBDWLW *PDELTA L 122) 1. DL 0.75 LL 1. COLL 0.45 LWL2 0.45 RBDWLW *PDELTA R 123) 1. DL 0.75 LL 1. COLL 0.45 LWL3 0.45 RBDWLW *PDELTA L 124) 1. DL 0.75 LL 1. COLL 0.45 LWL3 0.45 RBDWLW *PDELTA R 125) 1. DL 0.75 LL 1. COLL 0.45 LWL4 0.45 RBDWLW *PDELTA L 126) 1. DL 0.75 LL 1. COLL 0.45 LWL4 0.45 RBDWLW *PDELTA R 127) 1.36688 DL 1.36688 COLL 2. RBUPEQ *TYPE R *APP C *PDELTA L 128) 1.36688 DL 1.36688 COLL 2. RBUPEQ *TYPE R *APP C *PDELTA R 129) 1.36688 DL 1.36688 COLL 2. RBUPEQ *TYPE R *APP B *PDELTA L 130) 1.36688 DL 1.36688 COLL 2. RBUPEQ *TYPE R *APP B *PDELTA R 131) 1. LL *DEFL 60. 180. *TYPE D 132) 1. SNOW *DEFL 60. 180. *TYPE D 133) 1. WL1D *DEFL 60. 180. *TYPE D 134) 1. WL2D *DEFL 60. 180. *TYPE D 135) 1. LWL1D *DEFL 60. 180. *TYPE D 136) 1. LWL2D *DEFL 60. 180. *TYPE D 137) 1. LWL3D *DEFL 60. 180. *TYPE D 138) 1. LWL4D *DEFL 60. 180. *TYPE D 139) 1. WL3D *DEFL 60. 180. *TYPE D 140) 1. WL4D *DEFL 60. 180. *TYPE D 141) 1.36688 DL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 142) 1.36688 DL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 232 3/7/2024 143) 0.73312 DL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 144) 0.73312 DL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 145) 1.36688 DL 1.36688 COLL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 146) 1.36688 DL 1.36688 COLL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 LOADS RC EQDW GLOB M C 29.583300 0.950000 0.000000 \ # PANEL/GIRT SELF-WEIGHT FOR EQ LC EQDW GLOB M C 3.000000 1.770000 0.000000 \ # WALL WEIGHT FOR EQ LC EQDW GLOB M C 3.000000 0.550000 0.000000 \ # PANEL/GIRT SELF-WEIGHT FOR EQ LC EQDW GLOB M C 20.000000 0.550000 0.000000 \ # PANEL/GIRT SELF-WEIGHT FOR EQ LC RBDWLW GLOB Y C 20.000000 -13.014000 0.916700 \ # WIND BRACE FORCE LC RBUPLW GLOB Y C 0.010000 15.742000 0.916700 \ # WIND BRACE FORCE LC RBUPLW GLOB L C 0.010000 19.016001 0.000000 \ # WIND BRACE FORCE RC RBUPLW GLOB Y C 0.010000 4.235000 -0.916700 \ # WIND BRACE FORCE RC RBDWLW GLOB Y C 29.583000 -5.045000 -0.916700 \ # WIND BRACE FORCE RC RBDWLW GLOB Y C 13.500000 -4.235000 -0.916700 \ # WIND BRACE FORCE RC RBUPLW GLOB L C 0.010000 6.901000 0.000000 \ # WIND BRACE FORCE RC RBUPLW GLOB Y C 13.500000 5.045000 -0.916700 \ # WIND BRACE FORCE LC RBDWEQ GLOB Y C 20.000000 -18.403999 0.916700 \ # SEISMIC BRACE FORCE LC RBUPEQ GLOB Y C 0.010000 18.403999 0.916700 \ # SEISMIC BRACE FORCE LC RBUPEQ GLOB L C 0.010000 21.245001 0.000000 \ # SEISMIC BRACE FORCE RC RBUPEQ GLOB Y C 0.010000 4.164000 -0.916700 \ # SEISMIC BRACE FORCE RC RBDWEQ GLOB Y C 29.583000 -4.961333 -0.916700 \ # SEISMIC BRACE FORCE RC RBDWEQ GLOB Y C 13.500000 -4.164000 -0.916700 \ # SEISMIC BRACE FORCE RC RBUPEQ GLOB L C 0.010000 6.786000 0.000000 \ # SEISMIC BRACE FORCE RC RBUPEQ GLOB Y C 13.500000 4.961333 -0.916700 \ # SEISMIC BRACE FORCE END 233 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F2- 2 R-Frame Design Program - Version V8.20 Job : 57322A Building Grid label legend File: frames_2-4.fra Date: 01/30/24 ss 113.25/20./21.5 20./100./25. Start Time: 11:56:35 -------------------------------------------------------------------------------- Building Grid Label Legend -------------------------- Building: A Frame Number: 2 No. of Frames: 3 Left Column: Column @ * - F Right Column: Column @ * - A *Frames located @ 2 3 4 234 3/71024 Star Building Systems, OKC, OK User: wwokeefe Page: F2- 3 R-Frame Design Program - Version V8.20 Job : 57322A Code Summary Report File: frames_2-4.fra Date: 01/30/24 ss 113.25/20./21.5 20./100./25. Start Time: 11:56:35 -------------------------------------------------------------------------------- Building: A Frame Number: 2 Location: frame lines 2 3 4 No. of Frames: 3 Building Code: 2018 IBC Supporting Design Standard(s) : 2018 International Building Code ASCE 7-16 Minimum Design Loads and Associated Criteria for Buildings and Other Structures AISC 360-16 Specification for Structural Steel Buildings, July 2016 AISC 341-16 Seismic Provisions for Structural Steel Buildings, July 2016 Frame Data Eave height left (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20.000 Eave height right (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 29.583 Horizontal width from left to right steel line (feet) . . . . . . . . . . . . . . . 113.250 Horizontal distance to ridge from left side (feet) . . . . . . . . . . . . . . . . . . 113.250 Roof slope left (rise:12) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.015 Roof angle left (degrees) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4.837 Column slope left & right (lat:12) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.000 Purlin depth left & right side (inches) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8.000 Frame rafter inset left & right side (inches) . . . . . . . . . . . . . . . . . . . . . . . 8.250 Girt depth left & right side (inches) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8.000 Frame column inset left & right side (inches) . . . . . . . . . . . . . . . . . . . . . . . 8.250 Tributary width left side (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21.500 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .from height 0.00 to height 20.00 Tributary width right side (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21.500 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .from height 0.00 to height 29.58 Tributary Width roof (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21.500 Tension flange bolt hole reduction. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Yes Tension Field Action at Knee. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Yes Second order analysis method. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C2.2b Frame Design Loads ------------------ Dead load to frame rafter (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2.563 Frame rafter dead weight (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2.383 Total roof dead weight (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4.946 Collateral load to frame rafter (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8.000 Roof live load entered (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20.000 Design roof live load used (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20.000 Ground Snow Load Entered [Pg] (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25.000 Minimum Roof Snow Load Entered [MRSL] (psf) . . . . . . . . . . . . . . . . . . . . . . . . . 25.000 Snow Importance Factor [I] - Risk Category II (Standard) . . . . . . . . . . . . 1.000 Snow Thermal Factor Entered [Ct] - User Entered. . . . . . . . . . . . . . . . . . . . . 1.000 Snow Thermal Factor Used [Ct] Heated Building. . . . . . . . . . . . . . . . . . . . . . . 1.000 Snow Exposure Factor [Ce] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.000 Flat Roof Snow Load [Pf = 0.7*Ce*Ct*Is*Pg] (psf) . . . . . . . . . . . . . . . . . . . . 17.500 Slippery & Unobstructed roof surface. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . No Snow Slope Factor [Cs] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.000 Balanced Roof Snow Load [SBal = Pf*Cs] (psf) . . . . . . . . . . . . . . . . . . . . . . . . 17.500 235 3/7/2024 Minimum Roof Snow Load [Pm = 20*Is] (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . 20.000 Maximum horizontal roof width [W] (ft) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 113.250 Rain-on-Snow surcharge load . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . N/A Uniform Roof Snow Load [Snow = MRSL] (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . 25.000 No Unbalanced Roof Snow Loadings. Pattern and Drifting Snow Load [0.7*Ce*Ct*Is*Pg*Cs] (psf) . . . . . . . . . . . 17.500 236 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F2- 4 R-Frame Design Program - Version V8.20 Job : 57322A Wind Summary Report File: frames_2-4.fra Date: 01/30/24 ss 113.25/20./21.5 20./100./25. Start Time: 11:56:35 -------------------------------------------------------------------------------- Wind Design Criteria Eave height left (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20.000 Eave height right (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 29.583 Wind elevation on left column (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20.000 Wind elevation on right column (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 29.583 Total frame width (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 113.250 Total building length (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 86.000 Number of primary wind loadings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18 237 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F2- 5 R-Frame Design Program - Version V8.20 Job : 57322A Continue Wind Summary Report File: frames_2-4.fra Date: 01/30/24 ss 113.25/20./21.5 20./100./25. Start Time: 11:56:35 -------------------------------------------------------------------------------- *** Primary Wind Coefficients for Main Frame *** -------------------------------------------------------------------------------- Wind Load WL1 Wind from left direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.220 -0.870 ( 44.2%) -0.550 ( 55.8%) -0.470 -------------------------------------------------------------------------------- Wind Load WL2 Wind from left direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.580 -0.510 ( 44.2%) -0.190 ( 55.8%) -0.110 -------------------------------------------------------------------------------- Wind Load LWL1 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.630 -0.870 ( 44.2%) -0.550 ( 55.8%) -0.630 -------------------------------------------------------------------------------- Wind Load LWL2 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.630 -0.550 ( 55.8%) -0.870 ( 44.2%) -0.630 -------------------------------------------------------------------------------- Wind Load LWL3 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.270 -0.510 ( 44.2%) -0.190 ( 55.8%) -0.270 -------------------------------------------------------------------------------- Wind Load LWL4 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.270 -0.190 ( 55.8%) -0.510 ( 44.2%) -0.270 -------------------------------------------------------------------------------- Wind Load MWL1 Min. Wind from left dir. ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.500 0.500 0.500 -0.500 -------------------------------------------------------------------------------- Wind Load MWL2 Min. Wind from right dir. ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.500 -0.500 -0.500 0.500 -------------------------------------------------------------------------------- Wind Load WL3 Wind from right direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.470 -0.550 ( 55.8%) -0.870 ( 44.2%) 0.220 -------------------------------------------------------------------------------- Wind Load WL4 Wind from right direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.110 -0.190 ( 55.8%) -0.510 ( 44.2%) 0.580 -------------------------------------------------------------------------------- Notes : 1. Wind coefficients applied to the roof may be located as a percentage of the total frame width (xx.x%) . If not shown the coefficients are applied fully to their respective rafter. 238 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F2- 6 R-Frame Design Program - Version V8.20 Job : 57322A Load Combinations Report File: frames_2-4.fra Date: 01/30/24 ss 113.25/20./21.5 20./100./25. Start Time: 11:56:35 -------------------------------------------------------------------------------- Load Combination : ------------------ 1) DL +COLL +SNOW (SOA-L) N A P 2) DL +COLL +SNOW (SOA-R) N A P 3) DL +LL +COLL (SOA-L) N A P 4) DL +LL +COLL (SOA-R) N A P 5) 1.1168DL +1.1168COLL +0.91RBDWEQ (SOA-L) N A P 6) 1.1168DL +1.1168COLL +0.91RBDWEQ (SOA-R) N A P 7) 1.1168DL +0.91EQ (SOA-L) N A P 8) 1.1168DL +0.91EQ (SOA-R) N A P 9) 1.1168DL -0.91EQ (SOA-L) N A P 10) 1.1168DL -0.91EQ (SOA-R) N A P 11) 1.1168DL +1.1168COLL +0.91EQ (SOA-L) N A P 12) 1.1168DL +1.1168COLL +0.91EQ (SOA-R) N A P 13) 1.1168DL +1.1168COLL -0.91EQ (SOA-L) N A P 14) 1.1168DL +1.1168COLL -0.91EQ (SOA-R) N A P 15) 0.4832DL +0.91RBUPEQ (SOA-L) N A P 16) 0.4832DL +0.91RBUPEQ (SOA-R) N A P 17) 0.4832DL +0.91EQ (SOA-L) N A P 18) 0.4832DL +0.91EQ (SOA-R) N A P 19) 0.4832DL -0.91EQ (SOA-L) N A P 20) 0.4832DL -0.91EQ (SOA-R) N A P 21) 0.7331DL +2.RBUPEQ (SOA-L) N C R P 22) 0.7331DL +2.RBUPEQ (SOA-R) N C R P 23) 1.3669DL +1.3669COLL +2.RBDWEQ (SOA-L) N C R P 24) 1.3669DL +1.3669COLL +2.RBDWEQ (SOA-R) N C R P 25) 0.7331DL +3.EQ (SOA-L) N C R P 26) 0.7331DL +3.EQ (SOA-R) N C R P 27) 0.7331DL -3.EQ (SOA-L) N C R P 28) 0.7331DL -3.EQ (SOA-R) N C R P 29) 1.3669DL +1.3669COLL +3.EQ (SOA-L) N C R P 30) 1.3669DL +1.3669COLL +3.EQ (SOA-R) N C R P 31) 1.3669DL +1.3669COLL -3.EQ (SOA-L) N C R P 32) 1.3669DL +1.3669COLL -3.EQ (SOA-R) N C R P 33) 0.7331DL +2.RBUPEQ (SOA-L) N B R P 34) 0.7331DL +2.RBUPEQ (SOA-R) N B R P 35) 1.3669DL +1.3669COLL +2.RBDWEQ (SOA-L) N B R P 36) 1.3669DL +1.3669COLL +2.RBDWEQ (SOA-R) N B R P 37) 0.7331DL +3.EQ (SOA-L) N B R P 38) 0.7331DL +3.EQ (SOA-R) N B R P 39) 0.7331DL -3.EQ (SOA-L) N B R P 40) 0.7331DL -3.EQ (SOA-R) N B R P 41) 1.3669DL +1.3669COLL +3.EQ (SOA-L) N B R P 42) 1.3669DL +1.3669COLL +3.EQ (SOA-R) N B R P 43) 1.3669DL +1.3669COLL -3.EQ (SOA-L) N B R P 44) 1.3669DL +1.3669COLL -3.EQ (SOA-R) N B R P 45) 0.7331DL +3.5EQ (SOA-L) N K R P 46) 0.7331DL +3.5EQ (SOA-R) N K R P 47) 0.7331DL -3.5EQ (SOA-L) N K R P 48) 0.7331DL -3.5EQ (SOA-R) N K R P 49) 1.3669DL +1.3669COLL +3.5EQ (SOA-L) N K R P 50) 1.3669DL +1.3669COLL +3.5EQ (SOA-R) N K R P 239 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F2- 7 R-Frame Design Program - Version V8.20 Job : 57322A Continue Load Comb Report File: frames_2-4.fra Date: 01/30/24 ss 113.25/20./21.5 20./100./25. Start Time: 11:56:35 -------------------------------------------------------------------------------- Load Combination : ------------------ 51) 1.3669DL +1.3669COLL -3.5EQ (SOA-L) N K R P 52) 1.3669DL +1.3669COLL -3.5EQ (SOA-R) N K R P 53) DL +0.6WL1 (SOA-L) N A P 54) DL +0.6WL1 (SOA-R) N A P 55) DL +0.6WL2 (SOA-L) N A P 56) DL +0.6WL2 (SOA-R) N A P 57) DL +0.6WL3 (SOA-L) N A P 58) DL +0.6WL3 (SOA-R) N A P 59) DL +0.6WL4 (SOA-L) N A P 60) DL +0.6WL4 (SOA-R) N A P 61) 0.6DL +0.6WL1 (SOA-L) N A P 62) 0.6DL +0.6WL1 (SOA-R) N A P 63) 0.6DL +0.6WL2 (SOA-L) N A P 64) 0.6DL +0.6WL2 (SOA-R) N A P 65) 0.6DL +0.6LWL1 +0.6RBUPLW (SOA-L) N A P 66) 0.6DL +0.6LWL1 +0.6RBUPLW (SOA-R) N A P 67) 0.6DL +0.6LWL2 +0.6RBUPLW (SOA-L) N A P 68) 0.6DL +0.6LWL2 +0.6RBUPLW (SOA-R) N A P 69) 0.6DL +0.6LWL3 +0.6RBUPLW (SOA-L) N A P 70) 0.6DL +0.6LWL3 +0.6RBUPLW (SOA-R) N A P 71) 0.6DL +0.6LWL4 +0.6RBUPLW (SOA-L) N A P 72) 0.6DL +0.6LWL4 +0.6RBUPLW (SOA-R) N A P 73) 0.6DL +0.6WL3 (SOA-L) N A P 74) 0.6DL +0.6WL3 (SOA-R) N A P 75) 0.6DL +0.6WL4 (SOA-L) N A P 76) 0.6DL +0.6WL4 (SOA-R) N A P 77) 0.6MWL1 N M 78) 0.6MWL2 N M 79) DL +COLL +0.6WL1 (SOA-L) N A P 80) DL +COLL +0.6WL1 (SOA-R) N A P 81) DL +COLL +0.6WL2 (SOA-L) N A P 82) DL +COLL +0.6WL2 (SOA-R) N A P 83) DL +COLL +0.6WL3 (SOA-L) N A P 84) DL +COLL +0.6WL3 (SOA-R) N A P 85) DL +COLL +0.6WL4 (SOA-L) N A P 86) DL +COLL +0.6WL4 (SOA-R) N A P 87) DL +COLL +0.75SBAL +0.45WL1 (SOA-L) N A P 88) DL +COLL +0.75SBAL +0.45WL1 (SOA-R) N A P 89) DL +COLL +0.75SBAL +0.45WL2 (SOA-L) N A P 90) DL +COLL +0.75SBAL +0.45WL2 (SOA-R) N A P 91) DL +COLL +0.75SBAL +0.45LWL1 +0.45RBUPLW (SOA-L) N A P 92) DL +COLL +0.75SBAL +0.45LWL1 +0.45RBUPLW (SOA-R) N A P 93) DL +COLL +0.75SBAL +0.45LWL2 +0.45RBUPLW (SOA-L) N A P 94) DL +COLL +0.75SBAL +0.45LWL2 +0.45RBUPLW (SOA-R) N A P 95) DL +COLL +0.75SBAL +0.45LWL3 +0.45RBUPLW (SOA-L) N A P 96) DL +COLL +0.75SBAL +0.45LWL3 +0.45RBUPLW (SOA-R) N A P 97) DL +COLL +0.75SBAL +0.45LWL4 +0.45RBUPLW (SOA-L) N A P 98) DL +COLL +0.75SBAL +0.45LWL4 +0.45RBUPLW (SOA-R) N A P 99) DL +COLL +0.75SBAL +0.45WL3 (SOA-L) N A P 100) DL +COLL +0.75SBAL +0.45WL3 (SOA-R) N A P 240 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F2- 8 R-Frame Design Program - Version V8.20 Job : 57322A Continue Load Comb Report File: frames_2-4.fra Date: 01/30/24 ss 113.25/20./21.5 20./100./25. Start Time: 11:56:35 -------------------------------------------------------------------------------- Load Combination : ------------------ 101) DL +COLL +0.75SBAL +0.45WL4 (SOA-L) N A P 102) DL +COLL +0.75SBAL +0.45WL4 (SOA-R) N A P 103) DL +0.75LL +COLL +0.45WL1 (SOA-L) N A P 104) DL +0.75LL +COLL +0.45WL1 (SOA-R) N A P 105) DL +0.75LL +COLL +0.45WL2 (SOA-L) N A P 106) DL +0.75LL +COLL +0.45WL2 (SOA-R) N A P 107) DL +0.75LL +COLL +0.45WL3 (SOA-L) N A P 108) DL +0.75LL +COLL +0.45WL3 (SOA-R) N A P 109) DL +0.75LL +COLL +0.45WL4 (SOA-L) N A P 110) DL +0.75LL +COLL +0.45WL4 (SOA-R) N A P 111) DL +COLL +0.6LWL1 +0.6RBDWLW (SOA-L) N A P 112) DL +COLL +0.6LWL1 +0.6RBDWLW (SOA-R) N A P 113) DL +COLL +0.6LWL2 +0.6RBDWLW (SOA-L) N A P 114) DL +COLL +0.6LWL2 +0.6RBDWLW (SOA-R) N A P 115) DL +COLL +0.6LWL3 +0.6RBDWLW (SOA-L) N A P 116) DL +COLL +0.6LWL3 +0.6RBDWLW (SOA-R) N A P 117) DL +COLL +0.6LWL4 +0.6RBDWLW (SOA-L) N A P 118) DL +COLL +0.6LWL4 +0.6RBDWLW (SOA-R) N A P 119) DL +0.75LL +COLL +0.45LWL1 +0.45RBDWLW (SOA-L) N A P 120) DL +0.75LL +COLL +0.45LWL1 +0.45RBDWLW (SOA-R) N A P 121) DL +0.75LL +COLL +0.45LWL2 +0.45RBDWLW (SOA-L) N A P 122) DL +0.75LL +COLL +0.45LWL2 +0.45RBDWLW (SOA-R) N A P 123) DL +0.75LL +COLL +0.45LWL3 +0.45RBDWLW (SOA-L) N A P 124) DL +0.75LL +COLL +0.45LWL3 +0.45RBDWLW (SOA-R) N A P 125) DL +0.75LL +COLL +0.45LWL4 +0.45RBDWLW (SOA-L) N A P 126) DL +0.75LL +COLL +0.45LWL4 +0.45RBDWLW (SOA-R) N A P 127) 1.3669DL +1.3669COLL +2.RBUPEQ (SOA-L) N C R P 128) 1.3669DL +1.3669COLL +2.RBUPEQ (SOA-R) N C R P 129) 1.3669DL +1.3669COLL +2.RBUPEQ (SOA-L) N B R P 130) 1.3669DL +1.3669COLL +2.RBUPEQ (SOA-R) N B R P 131) LL D 132) SNOW D 133) WL1D D 134) WL2D D 135) LWL1D D 136) LWL2D D 137) LWL3D D 138) LWL4D D 139) WL3D D 140) WL4D D 141) 1.3669DL +EQ D E 142) 1.3669DL -EQ D E 143) 0.7331DL +EQ D E 144) 0.7331DL -EQ D E 145) 1.3669DL +1.3669COLL +EQ D E 146) 1.3669DL +1.3669COLL -EQ D E 241 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F2- 9 R-Frame Design Program - Version V8.20 Job : 57322A Continue Load Comb Report File: frames_2-4.fra Date: 01/30/24 ss 113.25/20./21.5 20./100./25. Start Time: 11:56:35 -------------------------------------------------------------------------------- Where DL = Roof Dead Load COLL = Roof Collateral Load SNOW = Uniform snow = Larger of: Balanced snow (SBAL) Minimum roof snow (Pm) Input minimum roof snow (MRSL) LL = Roof Live Load RBDWEQ= Downward Acting Rod Brace Load from Long. Seismic EQ = Lateral Seismic Load [parallel to plane of frame] RBUPEQ= Upward Acting Rod Brace Load from Long. Seismic WL1 = Wind from Left to Right with +GCpi WL2 = Wind from Left to Right with -GCpi WL3 = Wind from Right to Left with +GCpi WL4 = Wind from Right to Left with -GCpi LWL1 = Windward Corner Left with +GCpi RBUPLW= Upward Acting Rod Brace Load from Long. Wind LWL2 = Windward Corner Right with +GCpi LWL3 = Windward Corner Left with -GCpi LWL4 = Windward Corner Right with -GCpi MWL1 = Minimum Wind Load MWL2 = Minimum Wind Load SBAL = Code Calculated Balanced Roof Snow Load RBDWLW= Downward Acting Rod Brace Load from Long. Wind WL1D = Wind from Left to Right with +GCpi at Service Level WL2D = Wind from Left to Right with -GCpi at Service Level LWL1D = Windward Corner Left with +GCpi at Service Level LWL2D = Windward Corner Right with +GCpi at Service Level LWL3D = Windward Corner Left with -GCpi at Service Level LWL4D = Windward Corner Right with -GCpi at Service Level WL3D = Wind from Right to Left with +GCpi at Service Level WL4D = Wind from Right to Left with -GCpi at Service Level Combination Descriptions : -------------------------- N= No 1/3 Increase in Allowable for Combination B= Base Only Combination K= Knee Connection Only Combination A= Allowable Strength Design Combination - ASD16 C= Column Only Combination for Seismic D= Deflection Only Combination P= Second Order Analysis Combination - SOA R= Load and Resistance Factor Design Combination - LRFD E= Cd is applied and Ie is omitted from frame drift calculations M= Minimum Wind Load Combination. Checked for Allowable Strength not for Deflection 242 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F2- 10 R-Frame Design Program - Version V8.20 Job : 57322A User Load Report File: frames_2-4.fra Date: 01/30/24 ss 113.25/20./21.5 20./100./25. Start Time: 11:56:35 -------------------------------------------------------------------------------- * User Input Loads ------------------ Load Mem Name Sys Dir Typ Distance Intensity Length No. Start End 1 RC EQDW GLOB M C 29.583 0.9500 0.0000 0.000 2 LC EQDW GLOB M C 3.000 1.7700 0.0000 0.000 3 LC EQDW GLOB M C 3.000 0.5500 0.0000 0.000 4 LC EQDW GLOB M C 20.000 0.5500 0.0000 0.000 5 LC RBDWLW GLOB Y C 20.000 -13.0140 0.0000 0.917 6 LC RBUPLW GLOB Y C 0.010 15.7420 0.0000 0.917 7 LC RBUPLW GLOB L C 0.010 19.0160 0.0000 0.000 8 RC RBUPLW GLOB Y C 0.010 4.2350 0.0000 -0.917 9 RC RBDWLW GLOB Y C 29.583 -5.0450 0.0000 -0.917 10 RC RBDWLW GLOB Y C 13.500 -4.2350 0.0000 -0.917 11 RC RBUPLW GLOB L C 0.010 6.9010 0.0000 0.000 12 RC RBUPLW GLOB Y C 13.500 5.0450 0.0000 -0.917 13 LC RBDWEQ GLOB Y C 20.000 -18.4040 0.0000 0.917 14 LC RBUPEQ GLOB Y C 0.010 18.4040 0.0000 0.917 15 LC RBUPEQ GLOB L C 0.010 21.2450 0.0000 0.000 16 RC RBUPEQ GLOB Y C 0.010 6.2460 0.0000 -0.917 17 RC RBDWEQ GLOB Y C 29.583 -7.4420 0.0000 -0.917 18 RC RBDWEQ GLOB Y C 13.500 -6.2460 0.0000 -0.917 19 RC RBUPEQ GLOB L C 0.010 10.1790 0.0000 0.000 20 RC RBUPEQ GLOB Y C 13.500 7.4420 0.0000 -0.917 243 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F2- 11 R-Frame Design Program - Version V8.20 Job : 57322A Load Report File: frames_2-4.fra Date: 01/30/24 ss 113.25/20./21.5 20./100./25. Start Time: 11:56:35 -------------------------------------------------------------------------------- * General Loads Generated - ------------------------- Load Mem Name Sys Dir Typ Distance Intensity Length No. Start End 1 RC EQDW GLOB M C 29.583 0.9500 N/A 0.000 2 LC EQDW GLOB M C 3.000 1.7700 N/A 0.000 3 LC EQDW GLOB M C 3.000 0.5500 N/A 0.000 4 LC EQDW GLOB M C 20.000 0.5500 N/A 0.000 5 LC RBDWLW GLOB Y C 20.000 -13.0140 N/A 0.917 6 LC RBUPLW GLOB Y C 0.010 15.7420 N/A 0.917 7 LC RBUPLW GLOB L C 0.010 19.0160 N/A 0.000 8 RC RBUPLW GLOB Y C 0.010 4.2350 N/A -0.917 9 RC RBDWLW GLOB Y C 29.583 -5.0450 N/A -0.917 10 RC RBDWLW GLOB Y C 13.500 -4.2350 N/A -0.917 11 RC RBUPLW GLOB L C 0.010 6.9010 N/A 0.000 12 RC RBUPLW GLOB Y C 13.500 5.0450 N/A -0.917 13 LC RBDWEQ GLOB Y C 20.000 -18.4040 N/A 0.917 14 LC RBUPEQ GLOB Y C 0.010 18.4040 N/A 0.917 15 LC RBUPEQ GLOB L C 0.010 21.2450 N/A 0.000 16 RC RBUPEQ GLOB Y C 0.010 6.2460 N/A -0.917 17 RC RBDWEQ GLOB Y C 29.583 -7.4420 N/A -0.917 18 RC RBDWEQ GLOB Y C 13.500 -6.2460 N/A -0.917 19 RC RBUPEQ GLOB L C 0.010 10.1790 N/A 0.000 20 RC RBUPEQ GLOB Y C 13.500 7.4420 N/A -0.917 21 LR DL XREF Y U 0.000 -0.0551 N/A 0.000 22 LC SW GLOB Y U 0.000 -0.0636 N/A 0.000 23 LR SW GLOB Y U 0.000 -0.0542 N/A 0.000 24 RC SW GLOB Y U 0.000 -0.0692 N/A 0.000 25 LR LL XREF Y U 0.000 -0.4300 N/A 0.000 26 LR COLL XREF Y U 0.000 -0.1720 N/A 0.000 27 LR SNOW XREF Y U 0.000 -0.5375 N/A 0.000 28 LR SBAL XREF Y U 0.000 -0.3762 N/A 0.000 29 LC WL1 MEMB Y U 0.000 -0.0924 N/A 0.000 30 RC WL1 MEMB Y U 0.000 0.1973 N/A 0.000 31 LR WL1 MEMB Y U 0.000 0.3652 N/A 0.000 32 LR WL1 MEMB Y U 50.179 -0.1343 N/A 63.476 33 LC WL2 MEMB Y U 0.000 -0.2435 N/A 0.000 34 RC WL2 MEMB Y U 0.000 0.0462 N/A 0.000 35 LR WL2 MEMB Y U 0.000 0.2141 N/A 0.000 36 LR WL2 MEMB Y U 50.179 -0.1343 N/A 63.476 37 LC LWL1 MEMB Y U 0.000 0.2645 N/A 0.000 38 RC LWL1 MEMB Y U 0.000 0.2645 N/A 0.000 39 LR LWL1 MEMB Y U 0.000 0.3652 N/A 0.000 40 LR LWL1 MEMB Y U 50.179 -0.1343 N/A 63.476 41 LC LWL2 MEMB Y U 0.000 0.2645 N/A 0.000 42 RC LWL2 MEMB Y U 0.000 0.2645 N/A 0.000 43 LR LWL2 MEMB Y U 0.000 0.2309 N/A 0.000 44 LR LWL2 MEMB Y U 63.476 0.1343 N/A 50.179 45 LC LWL3 MEMB Y U 0.000 0.1133 N/A 0.000 46 RC LWL3 MEMB Y U 0.000 0.1133 N/A 0.000 47 LR LWL3 MEMB Y U 0.000 0.2141 N/A 0.000 48 LR LWL3 MEMB Y U 50.179 -0.1343 N/A 63.476 49 LC LWL4 MEMB Y U 0.000 0.1133 N/A 0.000 50 RC LWL4 MEMB Y U 0.000 0.1133 N/A 0.000 244 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F2- 12 R-Frame Design Program - Version V8.20 Job : 57322A Load Report File: frames_2-4.fra Date: 01/30/24 ss 113.25/20./21.5 20./100./25. Start Time: 11:56:35 -------------------------------------------------------------------------------- 51 LR LWL4 MEMB Y U 0.000 0.0798 N/A 0.000 52 LR LWL4 MEMB Y U 63.476 0.1343 N/A 50.179 53 LC MWL1 MEMB Y U 0.000 -0.1720 N/A 0.000 54 RC MWL1 MEMB Y U 0.000 0.1720 N/A 0.000 55 LR MWL1 GLOB X U 0.000 0.0145 N/A 113.655 56 LC MWL2 MEMB Y U 0.000 0.1720 N/A 0.000 57 RC MWL2 MEMB Y U 0.000 -0.1720 N/A 0.000 58 LR MWL2 GLOB X U 0.000 -0.0145 N/A 113.655 59 LC WL3 MEMB Y U 0.000 0.1973 N/A 0.000 60 RC WL3 MEMB Y U 0.000 -0.0924 N/A 0.000 61 LR WL3 MEMB Y U 0.000 0.2309 N/A 0.000 62 LR WL3 MEMB Y U 63.476 0.1343 N/A 50.179 63 LC WL4 MEMB Y U 0.000 0.0462 N/A 0.000 64 RC WL4 MEMB Y U 0.000 -0.2435 N/A 0.000 65 LR WL4 MEMB Y U 0.000 0.0798 N/A 0.000 66 LR WL4 MEMB Y U 63.476 0.1343 N/A 50.179 67 LC WL1D MEMB Y U 0.000 -0.0429 N/A 0.000 68 RC WL1D MEMB Y U 0.000 0.0917 N/A 0.000 69 LR WL1D MEMB Y U 0.000 0.1697 N/A 0.000 70 LR WL1D MEMB Y U 50.179 -0.0624 N/A 63.476 71 LC WL2D MEMB Y U 0.000 -0.1132 N/A 0.000 72 RC WL2D MEMB Y U 0.000 0.0215 N/A 0.000 73 LR WL2D MEMB Y U 0.000 0.0995 N/A 0.000 74 LR WL2D MEMB Y U 50.179 -0.0624 N/A 63.476 75 LC LWL1D MEMB Y U 0.000 0.1229 N/A 0.000 76 RC LWL1D MEMB Y U 0.000 0.1229 N/A 0.000 77 LR LWL1D MEMB Y U 0.000 0.1697 N/A 0.000 78 LR LWL1D MEMB Y U 50.179 -0.0624 N/A 63.476 79 LC LWL2D MEMB Y U 0.000 0.1229 N/A 0.000 80 RC LWL2D MEMB Y U 0.000 0.1229 N/A 0.000 81 LR LWL2D MEMB Y U 0.000 0.1073 N/A 0.000 82 LR LWL2D MEMB Y U 63.476 0.0624 N/A 50.179 83 LC LWL3D MEMB Y U 0.000 0.0527 N/A 0.000 84 RC LWL3D MEMB Y U 0.000 0.0527 N/A 0.000 85 LR LWL3D MEMB Y U 0.000 0.0995 N/A 0.000 86 LR LWL3D MEMB Y U 50.179 -0.0624 N/A 63.476 87 LC LWL4D MEMB Y U 0.000 0.0527 N/A 0.000 88 RC LWL4D MEMB Y U 0.000 0.0527 N/A 0.000 89 LR LWL4D MEMB Y U 0.000 0.0371 N/A 0.000 90 LR LWL4D MEMB Y U 63.476 0.0624 N/A 50.179 91 LC WL3D MEMB Y U 0.000 0.0917 N/A 0.000 92 RC WL3D MEMB Y U 0.000 -0.0429 N/A 0.000 93 LR WL3D MEMB Y U 0.000 0.1073 N/A 0.000 94 LR WL3D MEMB Y U 63.476 0.0624 N/A 50.179 95 LC WL4D MEMB Y U 0.000 0.0215 N/A 0.000 96 RC WL4D MEMB Y U 0.000 -0.1132 N/A 0.000 97 LR WL4D MEMB Y U 0.000 0.0371 N/A 0.000 98 LR WL4D MEMB Y U 63.476 0.0624 N/A 50.179 245 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F2- 13 R-Frame Design Program - Version V8.20 Job : 57322A Seismic Summary Report File: frames_2-4.fra Date: 01/30/24 ss 113.25/20./21.5 20./100./25. Start Time: 11:56:35 -------------------------------------------------------------------------------- Seismic Design Criteria Standard Risk Category Building for Seismic Loadings Seismic loads required for building . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Yes Response Acceleration Coeff. , for Short Periods [Ss] (%g) . . . . . . . . . . 104.300 Response Acceleration Coeff. , for 1 sec. Periods [S1] (%g) . . . . . . . . . 37.175 Long-period Transition Period Time [TL] (seconds) . . . . . . . . . . . . . . . . . . 16.000 Seismic Design Category . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . D Soil Profile Type . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . D Seismic Site Coefficient [Fa] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.2000 Seismic Site Coefficient [Fv] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.9282 Maximum Spectral Response Accel., for Short Periods [Sms] (g) . . . . . . 1.2516 Maximum Spectral Response Accel., for 1 sec. Periods [Sml] (g) 0.7168 Design Spectral Response Accel., for Short Periods [Sds] (g) . . . . . . . 0.8344 Design Spectral Response Accel., for 1 sec. Periods [Shc] (g) . . . . . . 0.4779 Sds and Shc values . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Code-calculated Seismic Response Modification Factor [R] . . . . . . . . . . . . . . . . . . . . . . . . . . . 3.5000 Seismic Importance Factor [I] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.0000 Storage/Equipment Areas and/or Service Rooms Exist . . . . . . . . . . . . . . . . . No Seismic Story Height [hn] (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 24.7919 Seismic Fundamental Period [T] Used (seconds) . . . . . . . . . . . . . . . . . . . . . . 0.3653 Longitudinal Seismic Overstrength Factor [OMEGA] . . . . . . . . . . . . . . . . . . . 2.0000 Seismic Overstrength Factor [OMEGAo] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3.0000 Longitudinal Seismic Redundancy/Reliability Factor [L-rho] . . . . . . . . . 1.3000 Seismic Redundancy/Reliability Factor [rho] . . . . . . . . . . . . . . . . . . . . . . . . 1.3000 Snow in Seismic Force Calculations [Used] (%) . . . . . . . . . . . . . . . . . . . . . . 0.00 Snow in Seismic Force Calculations [Min. Required] (%) . . . . . . . . . . . . . 0.00 Snow in Seismic Load Combinations [Used] (%) . . . . . . . . . . . . . . . . . . . . . . . 0.00 Snow in Seismic Load Combinations [Min. Required] (%) . . . . . . . . . . . . . . 0.00 Mezz. Live load in Seismic Force Calculations [Used] (%) . . . . . . . . . . . 0.00 Mezz. Live load in Seismic Force Calculations [Min. Required] (%) . . 0.00 Mezz. Live load in Seismic Load Combinations [Used] (%) . . . . . . . . . . . . 100.00 Mezz. Live load in Seismic Load Combinations [Min. Required] (%) . . . 100.00 Building Height Limit (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 65.0000 Seismic Story Drift Limit Factor . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.0250 Seismic Story Drift Limit (in) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8.8750 Seismic Deflection Amplification Factor [Cd] . . . . . . . . . . . . . . . . . . . . . . . 3.0000 Seismic Response Coefficient [Cs] Used . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.2384 Right Column RBEQ Amplification Factor . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.5000 Seismic Story Drift [Cd*Drift/Importance Factor] (in) . . . . . . . . . . . . . . 2.094 Theta [Px*Ie*Delta/Vx/hx/Cd] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.005 Theta Max [0.5/Beta/Cd] where Beta = 1.0 . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.167 Roof Dead Load = 16.436 Wall Weight = 0.000 Collateral Load = 19.479 Snow Load = 0.000 Rafter Crane Weight = 0.000 ------------------------------------- Total Roof Weight = 35.915 kips User Mass Load (1) = 0.950 User Mass Load (2) = 2.320 User Mass Load (3) = 0.550 ------------------------------------- Total User Mass = 3.820 kips 246 3/7/2024 Total Roof Weight = 35.915 Total User Mass = 3.820 Mezzanine Weight = 0.000 Col. Crane Weight = 0.000 ------------------------------------- Total Bldg Weight = 39.735 kips X X Seismic Coeff. = 0.2384 ------------------------------------- Base Shear = 9.4729 kips Seismic Load for roof at col # 1 = 4.3874 kips Seismic Load for roof at col # 2 = 4.5530 kips --------------------------------------------------- Seismic Load for roof in total = 8.9404 kips Seismic Ld for mass # 1 @ col # 1 = 0.0000 kips Seismic Ld for mass # 1 @ col # 2 = 0.3249 kips --------------------------------------------------- Seismic Load for mass in total = 0.3249 kips Seismic Ld for mass # 2 @ col # 1 = 0.0805 kips Seismic Ld for mass # 2 @ col # 2 = 0.0000 kips --------------------------------------------------- Seismic Load for mass in total = 0.0805 kips Seismic Ld for mass # 3 @ col # 1 = 0.1272 kips Seismic Ld for mass # 3 @ col # 2 = 0.0000 kips --------------------------------------------------- Seismic Load for mass in total = 0.1272 kips 247 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F2- 14 R-Frame Design Program - Version V8.20 Job : 57322A Continued Seismic Load Report File: frames_2-4.fra Date: 01/30/24 ss 113.25/20./21.5 20./100./25. Start Time: 11:56:35 -------------------------------------------------------------------------------- * Seismic General Loads Generated --------------------------------- Load Mem Name Sys Dir Typ Distance Intensity Length No. Start End 99 LC EQ YREF X C 17.263 4.3874 N/A 0.000 100 LC EQ YREF X C 3.000 0.0805 N/A 0.000 101 LC EQ YREF X C 20.000 0.1272 N/A 0.000 102 RC EQ YREF X C 25.804 4.5530 N/A 0.000 103 RC EQ YREF X C 29.583 0.3249 N/A 0.000 248 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F2- 15 R-Frame Design Program - Version V8.20 Job : 57322A Forces and Allowable Stresses Summary File: frames_2-4.fra Date: 01/30/24 ss 113.25/20./21.5 20./100./25. Start Time: 11:56:35 -------------------------------------------------------------------------------- Left Column Analysis Length = 17.34 ft Kx = 1.00 Weight = 1098. lbs Effective Ix = 5225.5 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start (in) End(in) (in) Thick (in) Angle (ksi) 1 10.00 16.000 36.089 10.00x 0.3750 0.2500 10.00x 0.5000 9.50 55.0 2 5.43 36.089 47.000 10.00x 0.3750 0.3125 10.00x 0.6250 9.50 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 112 -47.0 -372.8 -41.6 11.6 32.9 30.0 8.0 0.34 0.85 0.82 0.85 1 205 -46.7 -550.9 -41.6 9.4 32.9 29.8 7.9 0.20 0.80 0.74 0.80 1 -------------------------------------------------------------------------------- Left Rafter Analysis Length =107.21 ft Kx = 1.00 Weight = 5802. lbs Effective Ix = 2978.4 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start (in) End(in) (in) Thick (in) Angle (ksi) 3 10.00 50.000 38.000 8.00x 0.5000 0.2500 8.00x 0.6250 -5.71 55.0 4 10.00 38.000 26.000 8.00x 0.3750 0.1560 8.00x 0.5000 -5.71 55.0 5 10.00 26.000 26.000 8.00x 0.5000 0.1560 8.00x 0.5000 0.00 55.0 6 10.00 26.000 26.000 8.00x 0.7500 0.1560 8.00x 0.6250 0.00 55.0 7 10.00 26.000 26.000 8.00x 0.7500 0.1850 8.00x 0.6250 0.00 55.0 8 10.00 26.000 26.000 8.00x 0.7500 0.1850 8.00x 0.7500 0.00 55.0 9 13.61 26.000 26.000 8.00x 0.6250 0.1850 8.00x 0.6250 0.00 55.0 10 10.00 26.000 26.000 8.00x 0.5000 0.1850 8.00x 0.5000 0.00 55.0 11 10.00 26.000 41.818 8.00x 0.5000 0.1850 8.00x 0.6250 7.51 55.0 12 10.00 41.818 57.000 8.00x 0.5000 0.2500 8.00x 0.7500 7.51 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 301 -44.4 -584.3 39.2 8.0 32.9 30.5 5.8 0.39 0.90 0.89 0.90 1 401 -43.7 -259.3 31.3 12.2 32.9 29.2 4.7 0.82 0.89 0.87 0.89 1 512 -42.2 186.2 14.6 15.1 32.1 32.9 6.9 0.50 0.90 0.88 0.90 2 612 -41.5 290.1 6.5 14.1 32.6 32.9 6.9 0.22 0.86 0.95 0.95 2 708 -41.0 317.1 0.0 13.6 32.7 32.9 8.2 0.00 0.91 1.0 1.0 2 801 -40.8 315.7 -1.7 13.3 32.8 35.9 8.2 0.04 0.87 0.80 0.87 2 901 -40.3 262.9 -9.4 14.0 32.7 32.9 8.2 0.23 0.88 0.87 0.88 1 1009 -38.5 -196.3 -29.0 14.6 36.4 31.8 8.2 0.71 0.79 0.87 0.87 2 1109 -37.8 -498.1 -37.2 10.6 32.9 30.6 5.1 0.51 0.98 0.95 0.98 2 1209 -37.2 -874.5 -45.2 6.8 32.9 29.9 5.0 0.36 0.98 0.94 0.98 2 -------------------------------------------------------------------------------- 249 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F2- 16 R-Frame Design Program - Version V8.20 Job : 57322A Forces and Allowable Stresses Summary File: frames_2-4.fra Date: 01/30/24 ss 113.25/20./21.5 20./100./25. Start Time: 11:56:35 -------------------------------------------------------------------------------- Right Column Analysis Length = 25.89 ft Kx = 1.00 Weight = 1786. lbs Effective Ix = 7450.5 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start (in) End(in) (in) Thick (in) Angle (ksi) 13 10.00 13.000 32.540 10.00x 0.3750 0.2500 10.00x 0.5000 9.25 55.0 14 10.00 32.540 52.079 10.00x 0.3750 0.2500 10.00x 0.6250 9.25 55.0 15 3.54 52.079 59.000 10.00x 0.3750 0.3750 10.00x 0.5000 9.25 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 1310 -47.4 -370.4 -41.4 18.5 34.4 31.4 8.9 0.31 0.83 0.80 0.83 2 1409 -46.8 -716.5 -41.4 13.1 32.9 28.2 5.5 0.26 0.90 0.86 0.90 2 1504 -46.6 -850.4 -41.4 10.8 32.9 28.1 7.5 0.14 0.78 0.84 0.84 2 -------------------------------------------------------------------------------- Total Member Weight = 8686. lbs 250 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F2- 17 R-Frame Design Program - Version V8.20 Job : 57322A Anchor Rod and Base Plate Design File: frames_2-4.fra Date: 01/30/24 ss 113.25/20./21.5 20./100./25. Start Time: 11:56:35 -------------------------------------------------------------------------------- Left Exterior Column Anchor Rods and Base Plate Design ------------------------------------------------------ Anchor Rod & Base Plate Design Sizes >> --------------------------------------- Use (4) - 1.250 in. dia. F1554, Gr. 36 anchor rods Rod Gage: 5.000 in. Rod Spacing (in. ) : 4.000, 1 @ 5.0000, 7.8750 Plate size: 10.0000 x 16.8750 x 0.7500 in. (Width x Depth x Thickness) Controlling Reactions for Anchor Rod Design >> ---------------------------------------------- Shear Tension Allowable Load Unity Loading Type (kips) (kips) (kips) No. Check ----------------------------------------------------------------- Rod Tension 0.000 31.663 160.148 34 0.20 Rod Shear 41.595 0.000 64.059 1 0.65 Standard Base Plate Welding >> (Using E70 Electrodes) ------------------------------ Fillet Weld Weld Weld Design Weld Weld Size Length Capacity Force Load Unity Location (in.) (in.) (kips) (kips) No. Check ------------------------------------------------------------------ Inner Flg 0.3125 10.000 69.606 14.080 34 0.20 Outer Flg 0.3125 10.000 69.606 37.041 34 0.53 Web 0.2500 16.000 59.397 41.595 1 0.70 Right Exterior Column Anchor Rods and Base Plate Design ------------------------------------------------------- Anchor Rod & Base Plate Design Sizes >> --------------------------------------- Use (4) - 1.250 in. dia. F1554, Gr. 36 anchor rods Rod Gage: 5.000 in. Rod Spacing (in.) : 4.000, 1 @ 5.0000, 4.8750 Plate size: 10.0000 x 13.8750 x 0.7500 in. (Width x Depth x Thickness) Controlling Reactions for Anchor Rod Design >> ---------------------------------------------- Shear Tension Allowable Load Unity Loading Type (kips) (kips) (kips) No. Check ----------------------------------------------------------------- Rod Tension 0.000 21.614 160.148 33 0.13 Rod Shear 41.352 0.000 64.059 2 0.65 Standard Base Plate Welding >> (Using E70 Electrodes) ------------------------------ Fillet Weld Weld Weld Design Weld Weld Size Length Capacity Force Load Unity Location (in. ) (in.) (kips) (kips) No. Check ------------------------------------------------------------------ Inner Flg 0.3125 10.000 69.606 9.820 33 0.14 Outer Flg 0.3125 10.000 69.606 17.776 33 0.26 Web 0.2500 13.000 48.260 41.352 2 0.86 251 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F2- 18 R-Frame Design Program - Version V8.20 Job : 57322A Connection Report File: frames_2-4.fra Date: 01/30/24 ss 113.25/20./21.5 20./100./25. Start Time: 11:56:35 -------------------------------------------------------------------------------- Vertical Knee Connection @ Left Rafter Depth 1 -------------------------------------------------------------------------------- Bolts: ASTM F3125, Grade A325 - Fully Tightened (O.S.) 2 rows Extended - 1 in. Dia. - Standard (2 bolts per row) (I.S.) 2 rows Extended - 1 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: Right Side of Conn Data: ----------------------- ------------------------ Plate: 10.00 x 1.0000 in. Plate: 8.00 x 1.0000 in. Fy(Min) 50.0 ksi Fy(Min) 50.0 ksi Fu 65.0 ksi Fu 65.0 ksi Flanges: Flanges: O.S. - 10.00 x 0.5000 in. O.S. - 8.00 x 0.5000 in. I.S. - 9.81 x 0.6250 in. I.S. - 8.00 x 0.6250 in. Web Depth - 49.967 in. Web Depth - 49.967 in. Web Thickness - 0.312 in. Web Thickness - 0.250 in. Gage - 3.500 in. Gage - 3.500 in. Center of Bolt to Flange: Center of Bolt to Flange: Pf top (out) - 2.522 in. Pf top (out) - 2.353 in. BFCD top (out) - 2.250 in. BFCD top (out) - 2.250 in. Rise top (out) - 0.182 in. Rise top (out) - 0.182 in. XTO top (out) - 2.438 in. XTO top (out) - 2.438 in. Pf top (ins) - 2.476 in. Pf top (ins) - 2.645 in. BFCD top (ins) - 2.250 in. BFCD top (ins) - 2.250 in. Rise top (ins) - 0.182 in. Rise top (ins) - 0.182 in. XTI top (ins) - 2.561 in. XTI top (ins) - 2.561 in. Pf bot (out) - 2.261 in. Pf bot (out) - 2.436 in. BFCD bot (out) - 2.250 in. BFCD bot (out) - 2.250 in. Rise bot (out) - 0.000 in. Rise bot (out) - 0.401 in. XBO bot (out) - 2.250 in. XBO bot (out) - 2.250 in. Pf bot (ins) - 3.114 in. Pf bot (ins) - 2.928 in. BFCD bot (ins) - 2.250 in. BFCD bot (ins) - 2.250 in. Rise bot (ins) - 0.000 in. Rise bot (ins) - 0.401 in. XBI bot (ins) - 3.114 in. XBI bot (ins) - 3.114 in. Bolt Spacing - 3.500 in. Bolt Spacing - 3.500 in. Controlling Mode Thick Plate Controlling Mode Thick Plate Angle top - 85.2 degrees Angle top - 94.8 degrees Angle bot - 90.0 degrees Angle bot - 79.5 degrees Left Side Conn Right Side Conn Controlling Moments Axial Shear Moments Axial Shear Load Combinations: (k-ft) (kips) (kips) (k-ft) (kips) (kips) ----------------------------- ------------------------------------------------- 1) DL +COLL +SNOW (SOA-L) -584.31 -40.94 42.83 -584.31 -40.94 42.83 46) 0.7331DL +3.5EQ (SOA-R) 266.88 -0.01 -2.35 266.88 -0.01 -2.35 Connection Design Summary: Bolt Unity Check (O.S.) = 0.8442 Plate Unity Check (O.S.) = 0.5291 Bolt Unity Check (I.S.) = 0.3014 Plate Unity Check (I.S.) = 0.1906 252 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F2- 19 R-Frame Design Program - Version V8.20 Job : 57322A Connection Report File: frames_2-4.fra Date: 01/30/24 ss 113.25/20./21.5 20./100./25. Start Time: 11:56:35 -------------------------------------------------------------------------------- Intermediate Connection @ Left Rafter Depth 5 -------------------------------------------------------------------------------- Bolts: ASTM F3125, Grade A325 - Fully Tightened (O.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) (I.S.) 4 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: Right Side of Conn Data: ----------------------- ------------------------ Plate: 8.00 x 0.7500 in. Plate: 8.00 x 0.7500 in. Fy(Min) 50.0 ksi Fy(Min) 50.0 ksi Fu 65.0 ksi Fu 65.0 ksi Flanges: Flanges: O.S. - 8.00 x 0.7500 in. O.S. - 8.00 x 0.7500 in. I.S. - 8.00 x 0.6250 in. I.S. - 8.00 x 0.6250 in. Web Depth - 26.000 in. Web Depth - 26.000 in. Web Thickness - 0.156 in. Web Thickness - 0.185 in. Gage - 3.000 in. Gage - 3.000 in. Center of Bolt to Flange: Center of Bolt to Flange: Pf top (out) - 1.750 in. Pf top (out) - 1.750 in. BFCD top (out) - 1.750 in. BFCD top (out) - 1.750 in. Rise top (out) - 0.000 in. Rise top (out) - 0.000 in. XTO top (out) - 1.750 in. XTO top (out) - 1.750 in. Pf top (ins) - 2.000 in. Pf top (ins) - 2.000 in. BFCD top (ins) - 1.750 in. BFCD top (ins) - 1.750 in. Rise top (ins) - 0.000 in. Rise top (ins) - 0.000 in. XTI top (ins) - 2.000 in. XTI top (ins) - 2.000 in. Pf bot (out) - 1.750 in. Pf bot (out) - 1.750 in. BFCD bot (out) - 1.750 in. BFCD bot (out) - 1.750 in. Rise bot (out) - 0.000 in. Rise bot (out) - 0.000 in. XBO bot (out) - 1.750 in. XBO bot (out) - 1.750 in. Pf bot (ins) - 2.125 in. Pf bot (ins) - 2.125 in. BFCD bot (ins) - 1.750 in. BFCD bot (ins) - 1.750 in. Rise bot (ins) - 0.000 in. Rise bot (ins) - 0.000 in. XBI bot (ins) - 2.125 in. XBI bot (ins) - 2.125 in. Bolt Spacing - 3.000 in. Bolt Spacing - 3.000 in. Angle top - 90.0 degrees Angle top - 90.0 degrees Angle bot - 90.0 degrees Angle bot - 90.0 degrees Left Side Conn Right Side Conn Controlling Moments Axial Shear Moments Axial Shear Load Combinations: (k-ft) (kips) (kips) (k-ft) (kips) (kips) ----------------------------- ------------------------------------------------- 65) 0.6DL +0.6LWL1 +0.6RBUPLW -48.06 7.19 0.07 -48.06 7.19 0.07 2) DL +COLL +SNOW (SOA-R) 290.06 -41.53 6.48 290.06 -41.53 6.48 Connection Design Summary: Bolt Unity Check (O.S.) = 0.3226 Plate Unity Check (O.S.) = 0.1778 Bolt Unity Check (I.S.) = 0.8016 Plate Unity Check (I.S.) = 0.5811 Required Connection Plate Welding >> (Using E70 Electrodes) ------------------------------------ Welded Weld Weld Weld Design Weld Joint Size Length Capacity Force Load Unity Weld Location Type (in. ) (in. ) (kips) (kips) No. Check ------------------------------------------------------------------------------ Left Side of Connection Inner Flg Groove 0.6250 8.0000 165.0000 116.6357 2 0.7069 253 3/7/2024 Outer Flg Groove 0.7500 8.0000 198.0000 24.4780 65 0.1236 Web Plate Fillet-BS 0.1875 52.0000 144.7801 6.9127 1 0.0477 Right Side of Connection Inner Flg Groove 0.6250 8.0000 165.0000 117.2934 2 0.7109 Outer Flg Groove 0.7500 8.0000 198.0000 24.3413 65 0.1229 Web Plate Fillet-BS 0.1875 52.0000 144.7801 6.9127 1 0.0477 ------------------------------------------------------------------------------ NS - Near side weld, FS - Far side weld, BS - Both sides weld. 254 3/02024 Star Building Systems, OKC, OK User: wwokeefe Page: F2- 20 R-Frame Design Program - Version V8.20 Job : 57322A Connection Report File: frames_2-4.fra Date: 01/30/24 ss 113.25/20./21.5 20./100./25. Start Time: 11:56:35 -------------------------------------------------------------------------------- Intermediate Connection @ Left Rafter Depth 9 -------------------------------------------------------------------------------- Bolts: ASTM F3125, Grade A325 - Fully Tightened (O.S.) 3 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) (I.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: Right Side of Conn Data: ----------------------- ------------------------ Plate: 8.00 x 0.5000 in. Plate: 8.00 x 0.5000 in. Fy(Min) 50.0 ksi Fy(Min) 50.0 ksi Fu 65.0 ksi Fu 65.0 ksi Flanges: Flanges: O.S. - 8.00 x 0.5000 in. O.S. - 8.00 x 0.5000 in. I.S. - 8.00 x 0.5000 in. I.S. - 8.00 x 0.6250 in. Web Depth - 26.000 in. Web Depth - 26.000 in. Web Thickness - 0.185 in. Web Thickness - 0.185 in. Gage - 3.000 in. Gage - 3.000 in. Center of Bolt to Flange: Center of Bolt to Flange: Pf top (out) - 1.750 in. Pf top (out) - 1.750 in. BFCD top (out) - 1.750 in. BFCD top (out) - 1.750 in. Rise top (out) - 0.000 in. Rise top (out) - 0.000 in. XTO top (out) - 1.750 in. XTO top (out) - 1.750 in. Pf top (ins) - 1.750 in. Pf top (ins) - 1.750 in. BFCD top (ins) - 1.750 in. BFCD top (ins) - 1.750 in. Rise top (ins) - 0.000 in. Rise top (ins) - 0.000 in. XTI top (ins) - 1.750 in. XTI top (ins) - 1.750 in. Pf bot (out) - 2.068 in. Pf bot (out) - 1.872 in. BFCD bot (out) - 1.750 in. BFCD bot (out) - 1.750 in. Rise bot (out) - 0.000 in. Rise bot (out) - 0.185 in. XBO bot (out) - 1.938 in. XBO bot (out) - 1.938 in. Pf bot (ins) - 1.932 in. Pf bot (ins) - 1.998 in. BFCD bot (ins) - 1.750 in. BFCD bot (ins) - 1.750 in. Rise bot (ins) - 0.000 in. Rise bot (ins) - 0.185 in. XBI bot (ins) - 1.932 in. XBI bot (ins) - 1.932 in. Bolt Spacing - 3.000 in. Bolt Spacing - 3.000 in. Angle top - 90.0 degrees Angle top - 90.0 degrees Angle bot - 90.0 degrees Angle bot - 97.5 degrees Left Side Conn Right Side Conn Controlling Moments Axial Shear Moments Axial Shear Load Combinations: (k-ft) (kips) (kips) (k-ft) (kips) (kips) ----------------------------- ------------------------------------------------- 2) DL +COLL +SNOW (SOA-R) -196.28 -38.53 -28.99 -196.28 -38.53 -28.99 65) 0.6DL +0.6LWL1 +0.6RBUPLW 43.20 7.43 3.74 43.20 7.43 3.74 Connection Design Summary: Bolt Unity Check (O.S.) = 0.9194 Plate Unity Check (O.S.) = 0.9194 Bolt Unity Check (I.S.) = 0.3802 Plate Unity Check (I.S.) = 0.3802 Required Connection Plate Welding >> (Using E70 Electrodes) ------------------------------------ Welded Weld Weld Weld Design Weld Joint Size Length Capacity Force Load Unity Weld Location Type (in. ) (in. ) (kips) (kips) No. Check ------------------------------------------------------------------------------ Left Side of Connection Inner Flg Groove 0.5000 8.0000 132.0000 21.8825 65 0.1658 255 3/7/2024 Outer Flg Groove 0.5000 8.0000 132.0000 76.8506 2 0.5822 Web Plate Fillet-BS 0.1875 52.0000 144.7801 28.9918 2 0.2002 Right Side of Connection Inner Flg Groove 0.6250 8.0000 165.0000 22.2067 65 0.1346 Outer Flg Groove 0.5000 8.0000 132.0000 77.5127 2 0.5872 Web Plate Fillet-BS 0.1875 52.0000 144.7801 28.9917 2 0.2002 ------------------------------------------------------------------------------ NS - Near side weld, FS - Far side weld, BS - Both sides weld. 256 3/02024 Star Building Systems, OKC, OK User: wwokeefe Page: F2- 21 R-Frame Design Program - Version V8.20 Job : 57322A Connection Report File: frames_2-4.fra Date: 01/30/24 ss 113.25/20./21.5 20./100./25. Start Time: 11:56:35 -------------------------------------------------------------------------------- Vertical Knee Connection @ Left Rafter Depth 11 -------------------------------------------------------------------------------- Bolts: ASTM F3125, Grade A325 - Fully Tightened (O.S.) 2 rows Extended - 1 1/4 in. Dia. - Standard (2 bolts per row) (I.S.) 2 rows Extended - 1 1/4 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: Right Side of Conn Data: ----------------------- ------------------------ Plate: 10.00 x 1.0000 in. Plate: 10.00 x 1.0000 in. Fy(Min) 50.0 ksi Fy(Min) 50.0 ksi Fu 65.0 ksi Fu 65.0 ksi Flanges: Flanges: O.S. - 8.00 x 0.5000 in. O.S. - 10.00 x 0.5000 in. I.S. - 8.00 x 0.7500 in. I.S. - 9.88 x 0.7500 in. Web Depth - 57.494 in. Web Depth - 57.494 in. Web Thickness - 0.250 in. Web Thickness - 0.375 in. Gage - 4.000 in. Gage - 4.000 in. Center of Bolt to Flange: Center of Bolt to Flange: Pf top (out) - 2.835 in. Pf top (out) - 2.665 in. BFCD top (out) - 2.500 in. BFCD top (out) - 2.500 in. Rise top (out) - 0.204 in. Rise top (out) - 0.204 in. XTO top (out) - 2.750 in. XTO top (out) - 2.750 in. Pf top (ins) - 2.664 in. Pf top (ins) - 2.833 in. BFCD top (ins) - 2.500 in. BFCD top (ins) - 2.500 in. Rise top (ins) - 0.204 in. Rise top (ins) - 0.204 in. XTI top (ins) - 2.748 in. XTI top (ins) - 2.748 in. Pf bot (out) - 2.547 in. Pf bot (out) - 2.501 in. BFCD bot (out) - 2.500 in. BFCD bot (out) - 2.500 in. Rise bot (out) - 0.112 in. Rise bot (out) - 0.000 in. XBO bot (out) - 2.500 in. XBO bot (out) - 2.500 in. Pf bot (ins) - 2.703 in. Pf bot (ins) - 2.749 in. BFCD bot (ins) - 2.500 in. BFCD bot (ins) - 2.500 in. Rise bot (ins) - 0.112 in. Rise bot (ins) - 0.000 in. XBI bot (ins) - 2.749 in. XBI bot (ins) - 2.749 in. Bolt Spacing - 4.000 in. Bolt Spacing - 4.000 in. Controlling Mode Thick Plate Controlling Mode Thick Plate Angle top - 85.2 degrees Angle top - 94.8 degrees Angle bot - 87.3 degrees Angle bot - 90.0 degrees Left Side Conn Right Side Conn Controlling Moments Axial Shear Moments Axial Shear Load Combinations: (k-ft) (kips) (kips) (k-ft) (kips) (kips) ----------------------------- ------------------------------------------------- 2) DL +COLL +SNOW (SOA-R) -874.47 -40.83 -41.88 -874.47 -40.83 -41.88 2) DL +COLL +SNOW (SOA-R) -874.47 -40.83 -41.88 -874.47 -40.83 -41.88 Connection Design Summary: Bolt Unity Check (O.S.) = 0.9325 Plate Unity Check (O.S.) = 0.6801 Bolt Unity Check (I.S.) = 0.2469 Plate Unity Check (I.S.) = 0.1374 257 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F2- 22 R-Frame Design Program - Version V8.20 Job : 57322A Knee and Stiffener Report File: frames_2-4.fra Date: 01/30/24 ss 113.25/20./21.5 20./100./25. Start Time: 11:56:35 -------------------------------------------------------------------------------- Left Knee Design ---------------- Knee web thickness Use 0.3125 in. thick web Bearing stiffener type Horizontal Bearing stiffener at knee 4.7500 x 0.6250 in. Column Cap Plate 10.0000 X 0.5000 in. Knee Panel Weld Sizes --------------------- Required (due to weld shear) min. fillet welds, around the knee web panel are: Column Cap Plate: 0.3125 in. x 47.168 in. GMAW on NEAR Side (STD. WELD) Column Cap Plate: 0.3125 in. x 3.000 in. GMAW on FAR Side (STD. WELD) Horizontal Stiffener: 0.3125 in. x 47.000 in. GMAW on NEAR Side (STD. WELD) Horizontal Stiffener: 0.3125 in. x 3.000 in. GMAW on FAR Side (STD. WELD) Column Outer Flange: 0.1875 in. x 46.201 in. SAW on NEAR Side (STD. WELD) Column Outer Flange: 0.1875 in. x 46.201 in. GMAW on FAR Side (STD. WELD) Column Connection Pl. : 0.2500 in. x 50.179 in. GMAW on BOTH Sides (STD. WELD) Knee Stiffener to Connection Plate Weld --------------------------------------- Use 4.750 in. long Complete-Joint-Penetration GMAW groove weld (STD. WELD) (STD. WELD) - Company standard weld was designed and checked as OK. Right Knee Design ----------------- Knee web thickness Use 0.3750 in. thick web Bearing stiffener type Horizontal Bearing stiffener at knee 4.7500 x 0.7500 in. Column Cap Plate 10.0000 X 0.5000 in. Knee Panel Weld Sizes --------------------- Required (due to weld shear) min. fillet welds, around the knee web panel are: Column Cap Plate: 0.3125 in. x 59.211 in. GMAW on NEAR Side (STD. WELD) Column Cap Plate: 0.3125 in. x 3.000 in. GMAW on FAR Side (STD. WELD) Horizontal Stiffener: 0.3125 in. x 59.000 in. GMAW on NEAR Side (STD. WELD) Horizontal Stiffener: 0.3125 in. x 3.000 in. GMAW on FAR Side (STD. WELD) Column Outer Flange: 0.1875 in. x 62.197 in. SAW on NEAR Side (STD. WELD) Column Outer Flange: 0.1875 in. x 62.197 in. GMAW on FAR Side (STD. WELD) Column Connection Pl. : 0.3125 in. x 57.204 in. GMAW on BOTH Sides (STD. WELD) Knee Stiffener to Connection Plate Weld --------------------------------------- Use 4.750 in. long Complete-Joint-Penetration GMAW groove weld (STD. WELD) (STD. WELD) - Company standard weld was designed and checked as OK. 258 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F2- 23 R-Frame Design Program - Version V8.20 Job : 57322A Flange Brace Report File: frames_2-4.fra Date: 01/30/24 ss 113.25/20./21.5 20./100./25. Start Time: 11:56:35 -------------------------------------------------------------------------------- -------------------------------------------------------------- Begin flange brace design -------------------------------------------------------------- left column - Girt Nam 4 Design cycle 1 Flange brace length = 69.91 Bolt Bearing on Girt/Purlin. . . d/t = 8.4746 C = 3.0000 Cecc = 1.5307 Flange brace force = 2.1169 mf value used = 0.7500 Allow bolt bearing on member = 2.8449 UC bolt bearing on member = 0.7441 Shear in the Bolt at Clip to Flange Brace connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 5.3014 UC bolt shear = 0.3993 Shear at purlin/girt connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 8.1151 Flange brace force = 2.1169 UC bolt shear = 0.2609 Tension in the Bolt between CL199 and CL196-198. . . Allow bolt tens force = 8.8357 Q = 0.2684 Allow bolt tens force w/ prying = 2.3718 Flange brace force = 2.1169 UC bolt tens (FB in tension) = 0.8042 UC bolt tens (FB in comp.) = 0.2892 Bolt Bearing on the Angle. . . PaT = 2.9711 PaC = 7.3125 Allow bolt bearing on angle = 2.9711 UC bolt bearing on angle = 0.7125 Block Shear. . . Anv = 0.0762 Ant = 0.1875 Agv = 0.1406 Pal = 7.5793 Pa2 = 8.2031 Allow block shear = 7.5793 UC block shear = 0.2793 left column - Girt Num 4 Input = 5ft Location Single Large Brace (F) Output = 5ft Location Single Large Brace (F) Horiz Length [Purlin System] (inch) = 57.09375 Vert Length [Purlin System] (inch) = 40.34033 Brace Length [Purlin System] (inch) = 69.90736 Controlling LC for Brace Force = 1 Iy (bot flg) (in**4) = 52.08 Tributary Length (ft) = 17.50 Comp Area (in**2) = 8.63 Equivalent MOE (ksi) = 27641.68 Member Mx (K-in) _ -6611.05 259 3/71024 Member Pa (kips) = -46.66 Min Brace Force (kips) = 1.73 Flange Brace Bolt Type [Purlin System] = A325 Lateral Relative Strength P(actual) (kips) _ -172.89 Pcr (kips) = 288.72 Pe (kips) = 322.06 Ph (horz force) (kips) = 1.73 Brace Axial Force [Purlin System] (kips) = 2.12 Unity Check for Angle [Purlin System] = 0.51 Unity Check for Bolt Shear at purlin/girt connection [Purlin System] = 0.26 Unity Check for single Bolt Shear at flange brace to clip connection [Purlin System] = 0.40 Unity Check for Bolt Bearing for purlin/girt member [Purlin System] = 0.74 Unity Check for Bolt Bearing for flange brace member [Purlin System] = 0.71 Unity Check for Bolt Tension at rafter/column flange connection [Purlin System] = 0.00 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in tension) [Purlin System] = 0.80 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in comp. ) [Purlin System] = 0.29 Torsional Nodal Stiffness Adjusted Moment (k-in) _ -7377.4 Lq (in) = 303.9 Cb = 1.2 Torsional Nodal Strength Ph (horz force) (kips) Torsion = 1.73 Brace Axial Force [Purlin System] (kips) = 2.12 -------------------------------------------------------------- Begin flange brace design -------------------------------------------------------------- left rafter - Purlin Num 2 Design cycle 1 Flange brace length = 69. 92 Bolt Bearing on Girt/Purlin. . . d/t = 7.1429 C = 3.0000 Cecc = 1.5304 Flange brace force = 0.5757 mf value used = 0.7500 Allow bolt bearing on member = 3.3746 UC bolt bearing on member = 0.1706 Shear in the Bolt at Clip to Flange Brace connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 5.3014 UC bolt shear = 0.1086 Shear at purlin/girt connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 8.1136 Flange brace force = 0.5757 UC bolt shear = 0.0710 Tension in the Bolt between CL199 and CL196-198. . . Allow bolt tens force = 8.8357 Q = 0.2684 Allow bolt tens force w/ prying = 2.3718 Flange brace force = 0.5757 UC bolt tens (FB in tension) = 0.2187 UC bolt tens (FB in comp.) = 0.0787 Bolt Bearing on the Angle. . . 260 3/7/2024 PaT = 2.9711 PaC = 7.3125 Allow bolt bearing on angle = 2.9711 UC bolt bearing on angle = 0.1938 Block Shear. . . Anv = 0.0762 Ant = 0.1875 Agv = 0.1406 Pal = 7.5793 Pa2 = 8.2031 Allow block shear = 7.5793 UC block shear = 0.0760 left rafter - Purlin Num 2 Input = 5ft Location Double Large Brace (FF) Output = 5ft Location Double Large Brace (FF) Horiz Length [Purlin System] (inch) = 57.12500 Vert Length [Purlin System] (inch) = 40.32584 Brace Length [Purlin System] (inch) = 69.92453 Controlling LC for Brace Stiffness = 1 Design Moment for stiffness (K-in) = 0.00 Sx (in**3) = 302.54 rt (inch) = 1.98 Iyc (in**4) = 26.67 ho (inch) = 46.14 Lq (ft) = 0.00 Braces (n) = 5.00 Ni = 4.00 Ct = 0.00 Cd = 0.00 Cb = 0.00 Lateral Relative Stiffness Total Lateral Stiffness Required (kips/in) = 11.91 Purlin Lateral Stiffness (kips/in) = 22.81 Angle Braces Stiffness [Purlin System] (kips/in) = 747.35 Lateral Stiffness of Purlin System (kips/in) = 22.13 Exterior Column Lateral Stiffness (kips/in) = 9.80 Total Lateral Stiffness Available (kips/in) = 31.93 Unity Check for Brace Stiffness = 0.37 Controlling LC for Brace Force = 1 Iy (bot flg) (in**4) = 26.67 Tributary Length (ft) = 15.67 Comp Area (in**2) = 6.90 Equivalent MOE (ksi) = 27362.25 Member Mx (K-in) _ -5510.63 Member Pa (kips) _ -44.17 Flange Brace Bolt Type [Purlin System] = A325 Lateral Relative Strength P(actual) (kips) _ -140.60 Pcr (kips) = 234.81 Pe (kips) = 203.76 Ph (horz force) (kips) = 0.52 Brace Axial Force [Purlin System] (kips) = 0.58 Torsional Nodal Stiffness Purlin Stiffness (kip-in/rad) = 18545.2 Angle Stiffness (kip-in/rad) = 962828.19 Total Torsional Stiffness Required (kip-in/RAD) = 14582.0 Purlin System Torsional Stiffness Available (kip-in/RAD) = 18194.7 Exterior Column Torsional Stiffness (kip-in/RAD) = 12620.6 BT (kip-in/RAD) = 14582.0 Total Torsional Stiffness Available (kip-in/RAD) = 30815.3Aj 3/7/2024 Unity Check for Brace Stiffness = 0.47 Adjusted Moment (k-in) _ -6200.0 Lq (in) = 239.7 Cb = 1.1 Torsional Nodal Strength Ph (horz force) (kips) Torsion = 0.94 Brace Axial Force [Purlin System] (kips) = 0.58 Unity Check for Angle [Purlin System] = 0.09 Unity Check for Bolt Shear at flange brace to purlin/girt connection [Purlin System] = 0.07 Unity Check for single Bolt Shear at flange brace to clip connection [Purlin System] = 0.11 Unity Check for Bolt Bearing for purlin/girt member [Purlin System] = 0.17 Unity Check for Bolt Bearing for flange brace member [Purlin System] = 0.19 Unity Check for Bolt Tension at rafter/column flange connection [Purlin System] = 0.00 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in tension) [Purlin System] = 0.22 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in comp. ) [Purlin System] = 0.08 -------------------------------------------------------------- Begin flange brace design -------------------------------------------------------------- left rafter - Purlin Num 4 Design cycle 1 Flange brace length = 39.60 Bolt Bearing on Girt/Purlin. . . d/t = 7.1429 C = 3.0000 Cecc = 1.8256 Flange brace force = 0.4393 mf value used = 0.7500 Allow bolt bearing on member = 4.0255 UC bolt bearing on member = 0.1091 Shear in the Bolt at Clip to Flange Brace connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 5.3014 UC bolt shear = 0.0829 Shear at purlin/girt connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 9.6784 Flange brace force = 0.4393 UC bolt shear = 0.0454 Tension in the Bolt at rafter/column flange connection. . . Allow bolt tens stress = 90.0000 Bolt shear stress = 1.3984 Allow bolt tens stress w/shr = 90.0000 Allow bolt tens force w/shr = 8.8357 UC bolt tens w/shr = 0.0388 Tension in the Bolt between CL199 and CL196-198. . . Allow bolt tens force = 8.8357 Q = 0.2684 Allow bolt tens force w/ prying = 2.3718 Flange brace force = 0.4393 UC bolt tens (FB in tension) = 0.1591 UC bolt tens (FB in comp.) = 0.0145 left rafter - Purlin Num 4 Input = Double Cold-Formed Flg Brace (CC) 262 3/7/2024 Output = Double Cold-Formed Flg Brace (CC) Horiz Length [Purlin System] (inch) = 24.75000 Vert Length [Purlin System] (inch) = 30.90942 Brace Length [Purlin System] (inch) = 39.59741 Controlling LC for Brace Force = 1 Iy (bot flg) (in**4) = 21.33 Tributary Length (ft) = 25.17 Comp Area (in**2) = 4.87 Equivalent MOE (ksi) = 29000.00 Member Mx (K-in) _ -1890.97 Member Pa (kips) _ -43.48 Flange Brace Bolt Type [Purlin System] = A325 Lateral Relative Strength P(actual) (kips) _ -76.07 Pcr (kips) = 127.04 Pe (kips) = 66.94 Ph (horz force) (kips) = 1.00 Brace Axial Force [Purlin System] (kips) = 0.44 Torsional Nodal Stiffness Purlin Stiffness (kip-in/rad) = 7742.2 Angle Stiffness (kip-in/rad) = 161188.11 BT (kip-in/RAD) = 4359.2 Adjusted Moment (k-in) _ -2479.3 Lq (in) = 293.6 Cb = 1.1 Torsional Nodal Strength Ph (horz force) (kips) Torsion = 0.55 Brace Axial Force [Purlin System] (kips) = 0.44 Unity Check for Angle [Purlin System] = 0.52 Unity Check for Bolt Shear at flange brace to purlin/girt connection [Purlin System] = 0.05 Unity Check for single Bolt Shear at flange brace to clip connection [Purlin System] = 0.08 Unity Check for Bolt Bearing for purlin/girt member [Purlin System] = 0.11 Unity Check for Bolt Tension at rafter/column flange connection [Purlin System] = 0.04 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in tension) [Purlin System] = 0.16 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in comp. ) [Purlin System] = 0.01 -------------------------------------------------------------- Begin flange brace design -------------------------------------------------------------- left rafter - Purlin Num 7 Design cycle 1 Flange brace length = 34.13 Bolt Bearing on Girt/Purlin. . . d/t = 7.1429 C = 3.0000 Cecc = 1.6512 Flange brace force = 0.0175 mf value used = 0.7500 Allow bolt bearing on member = 3.6409 UC bolt bearing on member = 0.0048 Shear in the Bolt at Clip to Flange Brace connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 5.3014 UC bolt shear = 0.0033 Shear at purlin/girt connection. . . Allow bolt shear stress = 54.0000 263 3/7/2024 Allow bolt shear force = 8.7537 Flange brace force = 0.0175 UC bolt shear = 0.0020 Tension in the Bolt at rafter/column flange connection. . . Allow bolt tens stress = 90.0000 Bolt shear stress = 0.0645 Allow bolt tens stress w/shr = 90.0000 Allow bolt tens force w/shr = 8.8357 UC bolt tens w/shr = 0.0014 Tension in the Bolt between CL199 and CL196-198. . . Allow bolt tens force = 8.8357 Q = 0.2684 Allow bolt tens force w/ prying = 2.3718 Flange brace force = 0.0175 UC bolt tens (FB in tension) = 0.0065 UC bolt tens (FB in comp.) = 0.0015 left rafter - Purlin Num 7 Input = Double Cold-Formed Flg Brace (CC) Output = Double Cold-Formed Flg Brace (CC) Horiz Length [Purlin System] (inch) = 24.75000 Vert Length [Purlin System] (inch) = 23.50000 Brace Length [Purlin System] (inch) = 34.12935 Controlling LC for Brace Force = 19 Iy (bot flg) (in**4) = 21.33 Tributary Length (ft) = 25.12 Comp Area (in**2) = 4.68 Equivalent MOE (ksi) = 29000.00 Member Mx (K-in) _ -346.44 Member Pa (kips) _ -3.90 Flange Brace Bolt Type [Purlin System] = A325 Lateral Relative Strength P(actual) (kips) _ -14.90 Pcr (kips) = 24.89 Pe (kips) = 67.20 Ph (horz force) (kips) = 0.00 Brace Axial Force [Purlin System] (kips) = 0.02 Torsional Nodal Stiffness Purlin Stiffness (kip-in/rad) = 7742.2 Angle Stiffness (kip-in/rad) = 152901.23 BT (kip-in/RAD) = 102.2 Adjusted Moment (k-in) _ -386.5 Lq (in) = 908.7 Cb = 1.1 Torsional Nodal Strength Ph (horz force) (kips) Torsion = 0.03 Brace Axial Force [Purlin System] (kips) = 0.02 Unity Check for Angle [Purlin System] = 0.02 Unity Check for Bolt Shear at flange brace to purlin/girt connection [Purlin System] = 0.00 Unity Check for single Bolt Shear at flange brace to clip connection [Purlin System] = 0.00 Unity Check for Bolt Bearing for purlin/girt member [Purlin System] = 0.00 Unity Check for Bolt Tension at rafter/column flange connection [Purlin System] = 0.00 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in tension) [Purlin System] = 0.01 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in comp. ) [Purlin System] = 0.00 264 3/7/2024 -------------------------------------------------------------- Begin flange brace design -------------------------------------------------------------- left rafter - Purlin Num 9 Design cycle 1 Flange brace length = 32.33 Bolt Bearing on Girt/Purlin. . . d/t = 7.1429 C = 3.0000 Cecc = 1.6298 Flange brace force = 0.0145 mf value used = 0.7500 Allow bolt bearing on member = 3.5938 UC bolt bearing on member = 0.0040 Shear in the Bolt at Clip to Flange Brace connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 5.3014 UC bolt shear = 0.0027 Shear at purlin/girt connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 8.6405 Flange brace force = 0.0145 UC bolt shear = 0.0017 Tension in the Bolt between CL199 and CL196-198. . . Allow bolt tens force = 8.8357 Q = 0.2684 Allow bolt tens force w/ prying = 2.3718 Flange brace force = 0.0145 UC bolt tens (FB in tension) = 0.0054 UC bolt tens (FB in comp.) = 0.0013 Bolt Bearing on the Angle. . . PaT = 2.1328 PaC = 4.8750 Allow bolt bearing on angle = 2.1328 UC bolt bearing on angle = 0.0068 Block Shear. . . Anv = 0.0547 Ant = 0.0703 Agv = 0.0938 Pal = 3.3516 Pa2 = 3.6914 Allow block shear = 3.3516 UC block shear = 0.0043 left rafter - Purlin Num 9 Input = Double Moderate Flg Brace (MM) Output = Double Moderate Flg Brace (MM) Horiz Length [Purlin System] (inch) = 23.92200 Vert Length [Purlin System] (inch) = 21.75000 Brace Length [Purlin System] (inch) = 32.33148 Controlling LC for Brace Force = 65 Iy (bot flg) (in**4) = 26.67 Tributary Length (ft) = 20.07 Comp Area (in**2) = 5.68 Equivalent MOE (ksi) = 29000.00 Member Mx (K-in) _ -576.88 Member Pa (kips) = 7.19 Flange Brace Bolt Type [Purlin System] = A325 Lateral Relative Strength P(actual) (kips) _ -19.16 Pcr (kips) = 32.00 265 3/7/2024 Pe (kips) = 131.57 Ph (horz force) (kips) = 0.00 Brace Axial Force [Purlin System] (kips) = 0.01 Torsional Nodal Stiffness Purlin Stiffness (kip-in/rad) = 7232.8 Angle Stiffness (kip-in/rad) = 279489.62 BT (kip-in/RAD) = 115.5 Adjusted Moment (k-in) _ -504.6 Lq (in) = 1143.1 Cb = 1.1 Torsional Nodal Strength Ph (horz force) (kips) Torsion = 0.02 Brace Axial Force [Purlin System] (kips) = 0.01 Unity Check for Angle [Purlin System] = 0.00 Unity Check for Bolt Shear at flange brace to purlin/girt connection [Purlin System] = 0.00 Unity Check for single Bolt Shear at flange brace to clip connection [Purlin System] = 0.00 Unity Check for Bolt Bearing for purlin/girt member [Purlin System] = 0.00 Unity Check for Bolt Bearing for flange brace member [Purlin System] = 0.01 Unity Check for Bolt Tension at rafter/column flange connection [Purlin System] = 0.00 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in tension) [Purlin System] = 0.01 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in comp. ) [Purlin System] = 0.00 -------------------------------------------------------------- Begin flange brace design -------------------------------------------------------------- left rafter - Purlin Num 11 Design cycle 1 Flange brace length = 32.32 Bolt Bearing on Girt/Purlin. . . d/t = 7.1429 C = 3.0000 Cecc = 1.6301 Flange brace force = 0.0115 mf value used = 0.7500 Allow bolt bearing on member = 3.5944 UC bolt bearing on member = 0.0032 Shear in the Bolt at Clip to Flange Brace connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 5.3014 UC bolt shear = 0.0022 Shear at purlin/girt connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 8.6420 Flange brace force = 0.0115 UC bolt shear = 0.0013 Tension in the Bolt between CL199 and CL196-198. . . Allow bolt tens force = 8.8357 Q = 0.2684 Allow bolt tens force w/ prying = 2.3718 Flange brace force = 0.0115 UC bolt tens (FB in tension) = 0.0043 UC bolt tens (FB in comp.) = 0.0011 Bolt Bearing on the Angle. . . PaT = 2.1328 PaC = 4.8750 Allow bolt bearing on angle = 2.1328 266 3/7/2024 UC bolt bearing on angle = 0.0054 Block Shear. . . Anv = 0.0547 Ant = 0.0703 Agv = 0.0938 Pal = 3.3516 Pa2 = 3.6914 Allow block shear = 3.3516 UC block shear = 0.0034 left rafter - Purlin Num 11 Input = Double Moderate Flg Brace (MM) Output = Double Moderate Flg Brace (MM) Horiz Length [Purlin System] (inch) = 23.90750 Vert Length [Purlin System] (inch) = 21.75000 Brace Length [Purlin System] (inch) = 32.32076 Controlling LC for Brace Force = 61 Iy (bot flg) (in**4) = 26.67 Tributary Length (ft) = 20.07 Comp Area (in**2) = 5.80 Equivalent MOE (ksi) = 29000.00 Member Mx (K-in) _ -493.69 Member Pa (kips) = 6.11 Flange Brace Bolt Type [Purlin System] = A325 Lateral Relative Strength P(actual) (kips) _ -16.46 Pcr (kips) = 27.49 Pe (kips) = 131.57 Ph (horz force) (kips) = 0.00 Brace Axial Force [Purlin System] (kips) = 0.01 Torsional Nodal Stiffness Purlin Stiffness (kip-in/rad) = 7224.1 Angle Stiffness (kip-in/rad) = 279394.44 BT (kip-in/RAD) = 96.5 Adjusted Moment (k-in) _ -433.9 Lq (in) = 1321.1 Cb = 1.0 Torsional Nodal Strength Ph (horz force) (kips) Torsion = 0.02 Brace Axial Force [Purlin System] (kips) = 0.01 Unity Check for Angle [Purlin System] = 0.00 Unity Check for Bolt Shear at flange brace to purlin/girt connection [Purlin System] = 0.00 Unity Check for single Bolt Shear at flange brace to clip connection [Purlin System] = 0.00 Unity Check for Bolt Bearing for purlin/girt member [Purlin System] = 0.00 Unity Check for Bolt Bearing for flange brace member [Purlin System] = 0.01 Unity Check for Bolt Tension at rafter/column flange connection [Purlin System] = 0.00 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in tension) [Purlin System] = 0.00 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in comp. ) [Purlin System] = 0.00 -------------------------------------------------------------- Begin flange brace design -------------------------------------------------------------- left rafter - Purlin Num 13 Design cycle 1 Flange brace length = 32.32 267 3/7/2024 Bolt Bearing on Girt/Purlin. . . d/t = 7.1429 C = 3.0000 Cecc = 1.6301 Flange brace force = 0.0063 mf value used = 0.7500 Allow bolt bearing on member = 3.5944 UC bolt bearing on member = 0.0018 Shear in the Bolt at Clip to Flange Brace connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 5.3014 UC bolt shear = 0.0012 Shear at purlin/girt connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 8.6420 Flange brace force = 0.0063 UC bolt shear = 0.0007 Tension in the Bolt between CL199 and CL196-198. . . Allow bolt tens force = 8.8357 Q = 0.2684 Allow bolt tens force w/ prying = 2.3718 Flange brace force = 0.0063 UC bolt tens (FB in tension) = 0.0024 UC bolt tens (FB in comp. ) = 0.0006 Bolt Bearing on the Angle. . . PaT = 2.1328 PaC = 4.8750 Allow bolt bearing on angle = 2.1328 UC bolt bearing on angle = 0.0030 Block Shear. . . Anv = 0.0547 Ant = 0.0703 Agv = 0.0938 Pal = 3.3516 Pa2 = 3.6914 Allow block shear = 3.3516 UC block shear = 0.0019 left rafter - Purlin Num 13 Input = Double Moderate Flg Brace (MM) Output = Double Moderate Flg Brace (MM) Horiz Length [Purlin System] (inch) = 23.90750 Vert Length [Purlin System] (inch) = 21.75000 Brace Length [Purlin System] (inch) = 32.32076 Controlling LC for Brace Force = 68 Iy (bot flg) (in**4) = 32.00 Tributary Length (ft) = 20.07 Comp Area (in**2) = 6.80 Equivalent MOE (ksi) = 29000.00 Member Mx (K-in) _ -441.04 Member Pa (kips) = 7.15 Flange Brace Bolt Type [Purlin System] = A325 Lateral Relative Strength P(actual) (kips) _ -14.16 Pcr (kips) = 23.65 Pe (kips) = 157.88 Ph (horz force) (kips) = 0.00 Brace Axial Force [Purlin System] (kips) = 0.01 Torsional Nodal Stiffness Purlin Stiffness (kip-in/rad) = 7224.1 Angle Stiffness (kip-in/rad) = 279976.19 268 3/7/2024 BT (kip-in/RAD) = 52.3 Adjusted Moment (k-in) _ -363.7 Lq (in) = 1887.8 Cb = 1.1 Torsional Nodal Strength Ph (horz force) (kips) Torsion = 0.01 Brace Axial Force [Purlin System] (kips) = 0.01 Unity Check for Angle [Purlin System] = 0.00 Unity Check for Bolt Shear at flange brace to purlin/girt connection [Purlin System] = 0.00 Unity Check for single Bolt Shear at flange brace to clip connection [Purlin System] = 0.00 Unity Check for Bolt Bearing for purlin/girt member [Purlin System] = 0.00 Unity Check for Bolt Bearing for flange brace member [Purlin System] = 0.00 Unity Check for Bolt Tension at rafter/column flange connection [Purlin System] = 0.00 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in tension) [Purlin System] = 0.00 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in comp. ) [Purlin System] = 0.00 -------------------------------------------------------------- Begin flange brace design -------------------------------------------------------------- left rafter - Purlin Num 15 Design cycle 1 Flange brace length = 34.22 Bolt Bearing on Girt/Purlin. . . d/t = 7.1429 C = 3.0000 Cecc = 1.6539 Flange brace force = 0.0045 mf value used = 0.7500 Allow bolt bearing on member = 3.6469 UC bolt bearing on member = 0.0012 Shear in the Bolt at Clip to Flange Brace connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 5.3014 UC bolt shear = 0.0008 Shear at purlin/girt connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 8.7681 Flange brace force = 0.0045 UC bolt shear = 0.0005 Tension in the Bolt between CL199 and CL196-198. . . Allow bolt tens force = 8.8357 Q = 0.2684 Allow bolt tens force w/ prying = 2.3718 Flange brace force = 0.0045 UC bolt tens (FB in tension) = 0.0017 UC bolt tens (FB in comp.) = 0.0004 left rafter - Purlin Num 15 Input = Double Cold-Formed Flg Brace (CC) Output = Double Cold-Formed Flg Brace (CC) Horiz Length [Purlin System] (inch) = 24.75000 Vert Length [Purlin System] (inch) = 23.62500 Brace Length [Purlin System] (inch) = 34.21554 Controlling LC for Brace Force = 68 Iy (bot flg) (in**4) = 26.67 269 3/7/2024 Tributary Length (ft) = 20.07 Comp Area (in**2) = 5.80 Equivalent MOE (ksi) = 29000.00 Member Mx (K-in) _ -326.68 Member Pa (kips) = 7.20 Flange Brace Bolt Type [Purlin System] = A325 Lateral Relative Strength P(actual) (kips) _ -9.81 Pcr (kips) = 16.39 Pe (kips) = 131.57 Ph (horz force) (kips) = 0.00 Brace Axial Force [Purlin System] (kips) = 0.00 Torsional Nodal Stiffness Purlin Stiffness (kip-in/rad) = 7742.2 Angle Stiffness (kip-in/rad) = 153184.61 BT (kip-in/RAD) = 30.8 Adjusted Moment (k-in) _ -251.5 Lq (in) = 1927.2 Cb = 1.1 Torsional Nodal Strength Ph (horz force) (kips) Torsion = 0.01 Brace Axial Force [Purlin System] (kips) = 0.00 Unity Check for Angle [Purlin System] = 0.01 Unity Check for Bolt Shear at flange brace to purlin/girt connection [Purlin System] = 0.00 Unity Check for single Bolt Shear at flange brace to clip connection [Purlin System] = 0.00 Unity Check for Bolt Bearing for purlin/girt member [Purlin System] = 0.00 Unity Check for Bolt Tension at rafter/column flange connection [Purlin System] = 0.00 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in tension) [Purlin System] = 0.00 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in comp. ) [Purlin System] = 0.00 -------------------------------------------------------------- Begin flange brace design -------------------------------------------------------------- left rafter - Purlin Num 17 Design cycle 1 Flange brace length = 34.13 Bolt Bearing on Girt/Purlin. . . d/t = 7.1429 C = 3.0000 Cecc = 1.6512 Flange brace force = 0.0607 mf value used = 0.7500 Allow bolt bearing on member = 3.6409 UC bolt bearing on member = 0.0167 Shear in the Bolt at Clip to Flange Brace connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 5.3014 UC bolt shear = 0.0114 Shear at purlin/girt connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 8.7537 Flange brace force = 0.0607 UC bolt shear = 0.0069 Tension in the Bolt at rafter/column flange connection. . . Allow bolt tens stress = 90.0000 Bolt shear stress = 0.2241 270 3/7/2024 Allow bolt tens stress w/shr = 90.0000 Allow bolt tens force w/shr = 8.8357 UC bolt tens w/shr = 0.0047 Tension in the Bolt between CL199 and CL196-198. . . Allow bolt tens force = 8.8357 Q = 0.2684 Allow bolt tens force w/ prying = 2.3718 Flange brace force = 0.0607 UC bolt tens (FB in tension) = 0.0227 UC bolt tens (FB in comp.) = 0.0051 left rafter - Purlin Num 17 Input = Double Cold-Formed Flg Brace (CC) Output = Double Cold-Formed Flg Brace (CC) Horiz Length [Purlin System] (inch) = 24.75000 Vert Length [Purlin System] (inch) = 23.50000 Brace Length [Purlin System] (inch) = 34.12935 Controlling LC for Brace Force = 2 Iy (bot flg) (in**4) = 21.33 Tributary Length (ft) = 20.12 Comp Area (in**2) = 4.80 Equivalent MOE (ksi) = 29000.00 Member Mx (K-in) _ -849.78 Member Pa (kips) _ -38.85 Flange Brace Bolt Type [Purlin System] = A325 Lateral Relative Strength P(actual) (kips) _ -47.44 Pcr (kips) = 79.22 Pe (kips) = 104.74 Ph (horz force) (kips) = 0.00 Brace Axial Force [Purlin System] (kips) = 0.06 Torsional Nodal Stiffness Purlin Stiffness (kip-in/rad) = 7742.2 Angle Stiffness (kip-in/rad) = 152901.23 BT (kip-in/RAD) = 295.9 Adjusted Moment (k-in) _ -1235.7 Lq (in) = 403.7 Cb = 1.9 Torsional Nodal Strength Ph (horz force) (kips) Torsion = 0.09 Brace Axial Force [Purlin System] (kips) = 0.06 Unity Check for Angle [Purlin System] = 0.07 Unity Check for Bolt Shear at flange brace to purlin/girt connection [Purlin System] = 0.01 Unity Check for single Bolt Shear at flange brace to clip connection [Purlin System] = 0.01 Unity Check for Bolt Bearing for purlin/girt member [Purlin System] = 0.02 Unity Check for Bolt Tension at rafter/column flange connection [Purlin System] = 0.00 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in tension) [Purlin System] = 0.02 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in comp. ) [Purlin System] = 0.01 -------------------------------------------------------------- Begin flange brace design -------------------------------------------------------------- left rafter - Purlin Num 19 Design cycle 1 Flange brace length = 38.37 271 3/7/2024 Bolt Bearing on Girt/Purlin. . . d/t = 7.1429 C = 3.0000 Cecc = 1.8296 Flange brace force = 0.8245 mf value used = 0.7500 Allow bolt bearing on member = 4.0343 UC bolt bearing on member = 0.2044 Shear in the Bolt at Clip to Flange Brace connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 5.3014 UC bolt shear = 0.1555 Shear at purlin/girt connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 9.6997 Flange brace force = 0.8245 UC bolt shear = 0.0850 Tension in the Bolt between CL199 and CL196-198. . . Allow bolt tens force = 8.8357 Q = 0.2684 Allow bolt tens force w/ prying = 2.3718 Flange brace force = 0.8245 UC bolt tens (FB in tension) = 0.2984 UC bolt tens (FB in comp. ) = 0.0265 Bolt Bearing on the Angle. . . PaT = 2.1328 PaC = 4.8750 Allow bolt bearing on angle = 2.1328 UC bolt bearing on angle = 0.3866 Block Shear. . . Anv = 0.0547 Ant = 0.0703 Agv = 0.0938 Pal = 3.3516 Pa2 = 3.6914 Allow block shear = 3.3516 UC block shear = 0.2460 left rafter - Purlin Num 19 Input = Double Moderate Flg Brace (MM) Output = Double Moderate Flg Brace (MM) Horiz Length [Purlin System] (inch) = 23.90750 Vert Length [Purlin System] (inch) = 30.01316 Brace Length [Purlin System] (inch) = 38.37132 Controlling LC for Brace Force = 2 Iy (bot flg) (in**4) = 26.67 Tributary Length (ft) = 15.15 Comp Area (in**2) = 6.06 Equivalent MOE (ksi) = 24217.21 Member Mx (K-in) _ -4181.90 Member Pa (kips) _ -38.15 Flange Brace Bolt Type [Purlin System] = A325 Lateral Relative Strength P(actual) (kips) _ -140.41 Pcr (kips) = 234.49 Pe (kips) = 192.93 Ph (horz force) (kips) = 0.69 Brace Axial Force [Purlin System] (kips) = 0.82 Torsional Nodal Stiffness Purlin Stiffness (kip-in/rad) = 7224.1 Angle Stiffness (kip-in/rad) = 289640.41 272 3/7/2024 BT (kip-in/RAD) = 7355.2 Adjusted Moment (k-in) _ -4709.4 Lq (in) = 242.4 Cb = 1.2 Torsional Nodal Strength Ph (horz force) (kips) Torsion = 1.03 Brace Axial Force [Purlin System] (kips) = 0.82 Unity Check for Angle [Purlin System] = 0.18 Unity Check for Bolt Shear at flange brace to purlin/girt connection [Purlin System] = 0.09 Unity Check for single Bolt Shear at flange brace to clip connection [Purlin System] = 0.16 Unity Check for Bolt Bearing for purlin/girt member [Purlin System] = 0.20 Unity Check for Bolt Bearing for flange brace member [Purlin System] = 0.39 Unity Check for Bolt Tension at rafter/column flange connection [Purlin System] = 0.00 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in tension) [Purlin System] = 0.30 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in comp. ) [Purlin System] = 0.03 -------------------------------------------------------------- Begin flange brace design -------------------------------------------------------------- left rafter - Purlin Num 20 Design cycle 1 Flange brace length = 67.83 Bolt Bearing on Girt/Purlin. . . d/t = 7.1429 C = 3.0000 Cecc = 1.5014 Flange brace force = 0.3671 mf value used = 0.7500 Allow bolt bearing on member = 3.3105 UC bolt bearing on member = 0.1109 Shear in the Bolt at Clip to Flange Brace connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 5.3014 UC bolt shear = 0.0693 Shear at purlin/girt connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 7.9595 Flange brace force = 0.3671 UC bolt shear = 0.0461 Tension in the Bolt between CL199 and CL196-198. . . Allow bolt tens force = 8.8357 Q = 0.2684 Allow bolt tens force w/ prying = 2.3718 Flange brace force = 0.3671 UC bolt tens (FB in tension) = 0.1395 UC bolt tens (FB in comp.) = 0.0561 Bolt Bearing on the Angle. . . PaT = 2.9711 PaC = 7.3125 Allow bolt bearing on angle = 2.9711 UC bolt bearing on angle = 0.1236 Block Shear. . . Anv = 0.0762 Ant = 0.1875 Agv = 0.1406 Pal = 7.5793 273 3/7/2024 Pa2 = 8.2031 Allow block shear = 7.5793 UC block shear = 0.0484 left rafter - Purlin Num 20 Input = 5ft Location Double Large Brace (FF) Output = 5ft Location Double Large Brace (FF) Horiz Length [Purlin System] (inch) = 57.12500 Vert Length [Purlin System] (inch) = 36.56792 Brace Length [Purlin System] (inch) = 67.82682 Controlling LC for Brace Force = 2 Iy (bot flg) (in**4) = 32.00 Tributary Length (ft) = 10.12 Comp Area (in**2) = 7.74 Equivalent MOE (ksi) = 26270.27 Member Mx (K-in) _ -5977.34 Member Pa (kips) _ -37.83 Flange Brace Bolt Type [Purlin System] = A325 Lateral Relative Strength P(actual) (kips) _ -166.61 Pcr (kips) = 278.24 Pe (kips) = 562.30 Ph (horz force) (kips) = 0.00 Brace Axial Force [Purlin System] (kips) = 0.37 Torsional Nodal Stiffness Purlin Stiffness (kip-in/rad) = 18545.2 Angle Stiffness (kip-in/rad) = 894258.94 BT (kip-in/RAD) = 10527.0 Adjusted Moment (k-in) _ -6585.2 Lq (in) = 244.4 Cb = 1.0 Torsional Nodal Strength Ph (horz force) (kips) Torsion = 0.62 Brace Axial Force [Purlin System] (kips) = 0.37 Unity Check for Angle [Purlin System] = 0.06 Unity Check for Bolt Shear at flange brace to purlin/girt connection [Purlin System] = 0.05 Unity Check for single Bolt Shear at flange brace to clip connection [Purlin System] = 0.07 Unity Check for Bolt Bearing for purlin/girt member [Purlin System] = 0.11 Unity Check for Bolt Bearing for flange brace member [Purlin System] = 0.12 Unity Check for Bolt Tension at rafter/column flange connection [Purlin System] = 0.00 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in tension) [Purlin System] = 0.14 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in comp. ) [Purlin System] = 0.06 -------------------------------------------------------------- Begin flange brace design -------------------------------------------------------------- left rafter - Purlin Num 21 Design cycle 1 Flange brace length = 72.81 Bolt Bearing on Girt/Purlin. . . d/t = 7.1429 C = 3.0000 Cecc = 1.5699 Flange brace force = 0.7751 mf value used = 0.7500 274 3/7/2024 Allow bolt bearing on member = 3.4617 UC bolt bearing on member = 0.2239 Shear in the Bolt at Clip to Flange Brace connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 5.3014 UC bolt shear = 0.1462 Shear at purlin/girt connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 8.3229 Flange brace force = 0.7751 UC bolt shear = 0.0931 Tension in the Bolt between CL199 and CL196-198. . . Allow bolt tens force = 8.8357 Q = 0.2684 Allow bolt tens force w/ prying = 2.3718 Flange brace force = 0.7751 UC bolt tens (FB in tension) = 0.2936 UC bolt tens (FB in comp. ) = 0.0910 Bolt Bearing on the Angle. . . PaT = 2.9711 PaC = 7.3125 Allow bolt bearing on angle = 2.9711 UC bolt bearing on angle = 0.2609 Block Shear. . . Anv = 0.0762 Ant = 0.1875 Agv = 0.1406 Pal = 7.5793 Pa2 = 8.2031 Allow block shear = 7.5793 UC block shear = 0.1023 left rafter - Purlin Num 21 Input = 5ft Location Double Large Brace (FF) Output = 5ft Location Double Large Brace (FF) Horiz Length [Purlin System] (inch) = 57.12500 Vert Length [Purlin System] (inch) = 45.13673 Brace Length [Purlin System] (inch) = 72.80515 Controlling LC for Brace Stiffness = 2 Design Moment for stiffness (K-in) = 0.00 Sx (in**3) = 382.93 rt (inch) = 2.01 Iyc (in**4) = 32.00 ho (inch) = 51.01 Lq (ft) = 0.00 Braces (n) = 5.00 Ni = 4.00 Ct = 0.00 Cd = 0.00 Cb = 0.00 Lateral Relative Stiffness Total Lateral Stiffness Required (kips/in) = 19.06 Purlin Lateral Stiffness (kips/in) = 18.21 Angle Braces Stiffness [Purlin System] (kips/in) = 717.78 Lateral Stiffness of Purlin System (kips/in) = 17.76 Exterior Column Lateral Stiffness (kips/in) = 3.95 Total Lateral Stiffness Available (kips/in) = 21.71 Unity Check for Brace Stiffness = 0.88 Controlling LC for Brace Force = 2 Iy (bot flg) (in**4) = 32.00 Tributary Length (ft) = 11.32 275 3/7/2024 Comp Area (in**2) = 8.10 Equivalent MOE (ksi) = 23718.30 Member Mx (K-in) _ -8361.91 Member Pa (kips) _ -37.46 Flange Brace Bolt Type [Purlin System] = A325 Lateral Relative Strength P(actual) (kips) _ -190.29 Pcr (kips) = 317.79 Pe (kips) = 406.03 Ph (horz force) (kips) = 0.00 Brace Axial Force [Purlin System] (kips) = 0.78 Torsional Nodal Stiffness Purlin Stiffness (kip-in/rad) = 18545.2 Angle Stiffness (kip-in/rad) = 1039156.56 Total Torsional Stiffness Required (kip-in/RAD) = 22359.0 Purlin System Torsional Stiffness Available (kip-in/RAD) = 18220.0 Exterior Column Torsional Stiffness (kip-in/RAD) = 5719.0 BT (kip-in/RAD) = 22359.0 Total Torsional Stiffness Available (kip-in/RAD) = 23939.05 Unity Check for Brace Stiffness = 0.93 Adjusted Moment (k-in) _ -9046.8 Lq (in) = 226.1 Cb = 1.0 Torsional Nodal Strength Ph (horz force) (kips) Torsion = 1.22 Brace Axial Force [Purlin System] (kips) = 0.78 Unity Check for Angle [Purlin System] = 0.13 Unity Check for Bolt Shear at flange brace to purlin/girt connection [Purlin System] = 0.09 Unity Check for single Bolt Shear at flange brace to clip connection [Purlin System] = 0.15 Unity Check for Bolt Bearing for purlin/girt member [Purlin System] = 0.22 Unity Check for Bolt Bearing for flange brace member [Purlin System] = 0.26 Unity Check for Bolt Tension at rafter/column flange connection [Purlin System] = 0.00 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in tension) [Purlin System] = 0.29 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in comp. ) [Purlin System] = 0.09 -------------------------------------------------------------- Begin flange brace design -------------------------------------------------------------- right column - Girt Num 1 Design cycle 1 Flange brace length = 32.83 Bolt Bearing on Girt/Purlin. . . d/t = 8.4746 C = 3.0000 Cecc = 1.6483 Flange brace force = 0.9812 mf value used = 0.7500 Allow bolt bearing on member = 3.0634 UC bolt bearing on member = 0.3203 Shear in the Bolt at Clip to Flange Brace connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 5.3014 UC bolt shear = 0.1851 Shear at purlin/girt connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 8.7385 276 3/7/2024 Flange brace force = 0.9812 UC bolt shear = 0.1123 Tension in the Bolt between CL199 and CL196-198. . . Allow bolt tens force = 8.8357 Q = 0.2684 Allow bolt tens force w/ prying = 2.3718 Flange brace force = 0.9812 UC bolt tens (FB in tension) = 0.3676 UC bolt tens (FB in comp. ) = 0.0836 Bolt Bearing on the Angle. . . PaT = 2.1328 PaC = 4.8750 Allow bolt bearing on angle = 2.1328 UC bolt bearing on angle = 0.4600 Block Shear. . . Anv = 0.0547 Ant = 0.0703 Agv = 0.0938 Pal = 3.3516 Pa2 = 3.6914 Allow block shear = 3.3516 UC block shear = 0.2928 right column - Girt Num 1 Input = Double Moderate Flg Brace (MM) Output = Double Moderate Flg Brace (MM) Horiz Length [Purlin System] (inch) = 23.87500 Vert Length [Purlin System] (inch) = 22.54124 Brace Length [Purlin System] (inch) = 32.83479 Controlling LC for Brace Force = 2 Iy (bot flg) (in**4) = 41.67 Tributary Length (ft) = 13.68 Comp Area (in**2) = 6.13 Equivalent MOE (ksi) = 24051.09 Member Mx (K-in) _ -3222.00 Member Pa (kips) _ -47.63 Min Brace Force (kips) = 1.43 Flange Brace Bolt Type [Purlin System] = A325 Lateral Relative Strength P(actual) (kips) _ -142.69 Pcr (kips) = 238.29 Pe (kips) = 367.14 Ph (horz force) (kips) = 1.43 Brace Axial Force [Purlin System] (kips) = 0.98 Unity Check for Angle [Purlin System] = 0.21 Unity Check for Bolt Shear at purlin/girt connection [Purlin System] = 0.11 Unity Check for single Bolt Shear at flange brace to clip connection [Purlin System] = 0.19 Unity Check for Bolt Bearing for purlin/girt member [Purlin System] = 0.32 Unity Check for Bolt Bearing for flange brace member [Purlin System] = 0.46 Unity Check for Bolt Tension at rafter/column flange connection [Purlin System] = 0.00 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in tension) [Purlin System] = 0.37 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in comp. ) [Purlin System] = 0.08 Torsional Nodal Stiffness Adjusted Moment (k-in) _ -3740.7 Lq (in) = 301.9 277 3/7/2024 Cb = 1.3 Torsional Nodal Strength Ph (horz force) (kips) Torsion = 1.43 Brace Axial Force [Purlin System] (kips) = 0.98 -------------------------------------------------------------- Begin flange brace design -------------------------------------------------------------- right column - Girt Num 2 Design cycle 1 Flange brace length = 66.23 Bolt Bearing on Girt/Purlin. . . d/t = 8.4746 C = 3.0000 Cecc = 1.4790 Flange brace force = 1.0571 mf value used = 0.7500 Allow bolt bearing on member = 2.7488 UC bolt bearing on member = 0.3846 Shear in the Bolt at Clip to Flange Brace connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 5.3014 UC bolt shear = 0.1994 Shear at purlin/girt connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 7.8410 Flange brace force = 1.0571 UC bolt shear = 0.1348 Tension in the Bolt between CL199 and CL196-198. . . Allow bolt tens force = 8.8357 Q = 0.2684 Allow bolt tens force w/ prying = 2.3718 Flange brace force = 1.0571 UC bolt tens (FB in tension) = 0.4011 UC bolt tens (FB in comp.) = 0.1755 Bolt Bearing on the Angle. . . PaT = 2.9711 PaC = 7.3125 Allow bolt bearing on angle = 2.9711 UC bolt bearing on angle = 0.3558 Block Shear. . . Anv = 0.0762 Ant = 0.1875 Agv = 0.1406 Pal = 7.5793 Pa2 = 8.2031 Allow block shear = 7.5793 UC block shear = 0.1395 right column - Girt Num 2 Input = 5ft Location Double Large Brace (FF) Output = 5ft Location Double Large Brace (FF) Horiz Length [Purlin System] (inch) = 57.12500 Vert Length [Purlin System] (inch) = 33.51503 Brace Length [Purlin System] (inch) = 66.23083 Controlling LC for Brace Force = 2 Iy (bot flg) (in**4) = 52.08 Tributary Length (ft) = 15.70 Comp Area (in**2) = 7.87 Equivalent MOE (ksi) = 24194.93 Member Mx (K-in) _ -5903.77 278 3/7/2024 Member Pa (kips) = -47.21 Min Brace Force (kips) = 1.82 Flange Brace Bolt Type [Purlin System] = A325 Lateral Relative Strength P(actual) (kips) _ -182.36 Pcr (kips) = 304.54 Pe (kips) = 350.21 Ph (horz force) (kips) = 1.82 Brace Axial Force [Purlin System] (kips) = 1.06 Unity Check for Angle [Purlin System] = 0.16 Unity Check for Bolt Shear at purlin/girt connection [Purlin System] = 0.13 Unity Check for single Bolt Shear at flange brace to clip connection [Purlin System] = 0.20 Unity Check for Bolt Bearing for purlin/girt member [Purlin System] = 0.38 Unity Check for Bolt Bearing for flange brace member [Purlin System] = 0.36 Unity Check for Bolt Tension at rafter/column flange connection [Purlin System] = 0.00 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in tension) [Purlin System] = 0.40 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in comp. ) [Purlin System] = 0.18 Torsional Nodal Stiffness Adjusted Moment (k-in) _ -6645.9 Lq (in) = 295.9 Cb = 1.0 Torsional Nodal Strength Ph (horz force) (kips) Torsion = 1.82 Brace Axial Force [Purlin System] (kips) = 1.06 -------------------------------------------------------------- Begin flange brace design -------------------------------------------------------------- right column - Girt Num 4 Design cycle 1 Flange brace length = 77.25 Bolt Bearing on Girt/Purlin. . . d/t = 8.4746 C = 3.0000 Cecc = 1.6316 Flange brace force = 1.3477 mf value used = 0.7500 Allow bolt bearing on member = 3.0324 UC bolt bearing on member = 0.4444 Shear in the Bolt at Clip to Flange Brace connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 5.3014 UC bolt shear = 0.2542 Shear at purlin/girt connection. . . Allow bolt shear stress = 54.0000 Allow bolt shear force = 8.6500 Flange brace force = 1.3477 UC bolt shear = 0.1558 Tension in the Bolt between CL199 and CL196-198. . . Allow bolt tens force = 8.8357 Q = 0.2684 Allow bolt tens force w/ prying = 2.3718 Flange brace force = 1.3477 UC bolt tens (FB in tension) = 0.5063 UC bolt tens (FB in comp.) = 0.1233 Bolt Bearing on the Angle. . . 279 3/7/2024 PaT = 2.9711 PaC = 7.3125 Allow bolt bearing on angle = 2.9711 UC bolt bearing on angle = 0.4536 Block Shear. . . Anv = 0.0762 Ant = 0.1875 Agv = 0.1406 Pal = 7.5793 Pa2 = 8.2031 Allow block shear = 7.5793 UC block shear = 0.1778 right column - Girt Num 4 Input = 5ft Location Double Large Brace (FF) Output = 5ft Location Double Large Brace (FF) Horiz Length [Purlin System] (inch) = 57.06250 Vert Length [Purlin System] (inch) = 52.07769 Brace Length [Purlin System] (inch) = 77.25422 Controlling LC for Brace Force = 2 Iy (bot flg) (in**4) = 41.67 Tributary Length (ft) = 12.47 Comp Area (in**2) = 8.59 Equivalent MOE (ksi) = 24188.95 Member Mx (K-in) _ -10204.31 Member Pa (kips) _ -46.55 Min Brace Force (kips) = 1.99 Flange Brace Bolt Type [Purlin System] = A325 Lateral Relative Strength P(actual) (kips) _ -199.08 Pcr (kips) = 332.47 Pe (kips) = 444.51 Ph (horz force) (kips) = 1.99 Brace Axial Force [Purlin System] (kips) = 1.35 Unity Check for Angle [Purlin System] = 0.37 Unity Check for Bolt Shear at purlin/girt connection [Purlin System] = 0.16 Unity Check for single Bolt Shear at flange brace to clip connection [Purlin System] = 0.25 Unity Check for Bolt Bearing for purlin/girt member [Purlin System] = 0.44 Unity Check for Bolt Bearing for flange brace member [Purlin System] = 0.45 Unity Check for Bolt Tension at rafter/column flange connection [Purlin System] = 0.00 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in tension) [Purlin System] = 0.51 Unity Check for Bolt Tension between CL199 and CL196-198 (flange brace in comp. ) [Purlin System] = 0.12 Torsional Nodal Stiffness Adjusted Moment (k-in) _ -10968.5 Lq (in) = 250.1 Cb = 1.0 Torsional Nodal Strength Ph (horz force) (kips) Torsion = 1.99 Brace Axial Force [Purlin System] (kips) = 1.35 280 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F2- 24 R-Frame Design Program - Version V8.20 Job : 57322A Primary Deflection Report File: frames_2-4.fra Date: 01/30/24 ss 113.25/20./21.5 20./100./25. Start Time: 11:56:35 -------------------------------------------------------------------------------- Column Top Deflections for Load Combs. (Positive = X:Right Y:Upward) (Inches) ------------------------------------------------------------------------------ Ext. Left Col Ext Right Col X-Def Y-Def X-Def Y-Def ------------------------------------------------------------------------------ Pos. Max 2.988 0.054 3.158 0.078 Load Comb 145 144 145 145 Defl. H/ 69 H/ 98 ------------------------------------------------------------------------------ Neg. Max -1.841 -0.101 -1.791 -0.050 Load Comb 144 1 144 144 Defl. H/112 H/172 ------------------------------------------------------------------------------ Maximum Rafter Deflections for Span #1 (Positive = Y:Upward) ------------------------------------------------------------------------------ Max. Downward Deflection Max. Upward Deflection Y-Def. X-Dist. from Right S.L. Y-Def. X-Dist. from Right S.L. ------------------------------------------------------------------------------ Max. Def -5.630 in. 52.18 ft. 0.969 in. 46.95 ft. Load Comb 1 135 Defl. L/228 L/999 ------------------------------------------------------------------------------ Peak Deflections (Positive = Y:Upward) -------------------- Y-Def -------------------- Pos. Max 0.078 in. Load Comb 145 Defl. L/999 -------------------- Neg. Max -0.050 in. Load Comb 144 Defl. L/999 -------------------- Note: The reported horizontal deflections for the load combinations shown below have been amplified by the value of Cd (deflection amplification factor) . LC# Cd Used 141 3.0 142 3.0 143 3.0 144 3.0 145 3.0 146 3.0 Vertical Clearance at the Left Knee is 15.4401 feet Vertical Clearance at the Right Knee is 23.5308 feet 281 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F3- 1 R-Frame Design Program - Version V8.20 Job : 57322X Input Data Echo File: ltfrar_d.fra Date: 02/23/24 It 15.667/13.667/13.083 20./100./25. Start Time: 11:03:33 \\acrfiler0l\TS\Jobs\active\Eng\19-B-57322\ver01-wwokeefe\BLDG-A\ -------------------------------------------------------------------------------- VERSION V8.20 BRAND STAR DESCRIPTION It 15.667/13. 667/13.083 20./100./25. FRAME ID 3 # FRAME LEFT SIDE IS BLDG. PLANE SWB # AND FRAME RIGHT SIDE IS BLDG. PLANE PRINT echo code loads base connection deflection boss profile seismic detail \ flg_brace summary stiffeners pro_grplds pro_mcomb OPTIMIZATION none *PLANT atw *JOB 57322X ANALYZE all *DATASET members brace combinations wind-array connection base BUILDING LABEL B LOCATION frame lines 2 LATERAL GRID LABEL F D LONGITUDINAL GRID LABEL F D NUMBER FRAMES 2 *PRICE complete TYPE It p cs 60. 60. right MAIN GEOMETRY WIDTH 113.25 113.25 LENGTH 86. EAVE LEFT 20. *ROOF SLOPE LEFT 1.0155 EAVE RIGHT 29.5833 LEANTO RIGHT GEOMETRY WIDTH 15.667 0. LENGTH 50.5 EAVE 13.6667 *ROOF SLOPE 1. BOSS 8.25 GIRT DEPTH 8. 8.25 *PURLIN DEPTH 8. 8.25 GIRT THICKNESS 0.059 *PURLIN THICKNESS 0.07 GIRT FLANGE 2.5 *PURLIN FLANGE 2.5 PURLIN STIFFNESS 5.864 10.631 1.828 4.699 CODE LABEL 2018 IBC BUILDING CODE IB18 U=Normal DEAD LOAD 3.487 *COLLATERAL LOAD 8. LIVE LOAD 20. SNOW G=25. T=1. S=N WML=15.667 MRSL=25. SEISMIC LOAD 51=37.175 SS=104.3 TL=16. %CR=NORM %SR=NORM RHOT=1.3 RHOL=1.3 \ R=3.5 LOF=2. TOF=3. RL=3.25 Cd=3. Ct=0.028 SOIL PROFILE D SECOND ORDER FOA ROOF TRIBUTARY TR=13.083 WALL TRIBUTARY LEFT TR= 13.083 S=O. E=13.6667 WALL TRIBUTARY RIGHT TR= 13.083 S=O. E=14.9723 DESIGN ASD16 MAXIMUM UNITY CHECK 1. LATERAL BRACE LENGTH 23.83 STIFFNESS CHECK SNOW ONLY BOLT TIGHTENING Fully DEFLECTION ROOF L=180. 5=180. W=180. G=120. DEFLECTION WALL L=60. 5=60. W=60. E=40. C=100. G=60. TE=40. MIN_MOMT_BOLT_DIA 0.75 SPLICE GUSSETS NA BRACING SIDES LC=3 RA=3 RC=3 BRACE ATTACHMENT FLANGE FLANGE BRACE ATTACHMENT LC=O RA=O GIRT SPACING 3.2083 4.2917 3. GIRT BRACE N N N 282 3/7/2024 PURLIN SPACING 2@2.0718 2.6667 1.8333 2.6667 1.1667 2.3333 PURLIN BRACE C N N N N N C LEFT COLUMN BASE W=6. T=0.375 L=9.87 N=2 D=0.75 W1ox12 0. LEFT RAFTER CONNECTION 0=2P W=3.96 5. T=0.21 0.25 D=0.5 W1ox12 0. CONNECTION 0=2P W=5. T=0.25 D=0.5 WIND LOAD WL1 19.525 -0.6100 -0.7100 -1.2500 0.4300 15.667 Left WIND LOAD WL2 19.525 -0.2500 -0.3500 -0.8900 0.7900 15.667 Left WIND LOAD LWL1 19.525 -0.6600 -0.7100 -1.2500 -0.6600 15.667 WIND LOAD LWL2 19.525 -0.6600 -1.2500 -0.7100 -0.6600 15.667 WIND LOAD LWL3 19.525 -0.3000 -0.3500 -0.8900 -0.3000 15.667 WIND LOAD LWL4 19.525 -0.3000 -0.8900 -0.3500 -0.3000 15.667 WIND LOAD MWL1 16.000 -0.5000 0.5000 0.5000 0.5000 0.000 WIND LOAD MWL2 16.000 0.5000 -0.5000 -0.5000 -0.5000 0.000 WIND LOAD WL3 19.525 0.4300 -1.2500 -0.7100 -0.6100 15.667 Right WIND LOAD WL4 19.525 0.7900 -0.8900 -0.3500 -0.2500 15.667 Right WIND LOAD WL1D 9.075 -0.6100 -0.7100 -1.2500 0.4300 15.667 Left WIND LOAD WL2D 9.075 -0.2500 -0.3500 -0.8900 0.7900 15.667 Left WIND LOAD LWL1D 9.075 -0.6600 -0.7100 -1.2500 -0.6600 15.667 WIND LOAD LWL2D 9.075 -0.6600 -1.2500 -0.7100 -0.6600 15.667 WIND LOAD LWL3D 9.075 -0.3000 -0.3500 -0.8900 -0.3000 15.667 WIND LOAD LWL4D 9.075 -0.3000 -0.8900 -0.3500 -0.3000 15.667 WIND LOAD WL3D 9.075 0.4300 -1.2500 -0.7100 -0.6100 15.667 Right WIND LOAD WL4D 9.075 0.7900 -0.8900 -0.3500 -0.2500 15.667 Right LOAD COMBINATIONS 1) 1. DL 1. COLL 0.5 PSLR1 *DEFL 60. 120. 2) 1. DL 1. COLL 1. PSLR1 *DEFL 60. 120. 3) 1. DL 1. COLL 1. SNOW *DEFL 60. 120. 4) 1. DL 1. LL 1. COLL *DEFL 60. 120. 5) 1.11682 DL 0.91 EQ *DEFL 40. 120. 6) 1.11682 DL -0.91 EQ *DEFL 40. 120. 7) 1.11682 DL 1.11682 COLL 0.91 EQ *DEFL 40. 120. 8) 1.11682 DL 1.11682 COLL -0.91 EQ *DEFL 40. 120. 9) 0.48318 DL 0.91 EQ *DEFL 40. 120. 10) 0.48318 DL -0.91 EQ *DEFL 40. 120. 11) 0.73312 DL 3. EQ *TYPE R *APP C 12) 0.73312 DL -3. EQ *TYPE R *APP C 13) 1.36688 DL 1.36688 COLL 3. EQ *TYPE R *APP C 14) 1.36688 DL 1.36688 COLL -3. EQ *TYPE R *APP C 15) 0.73312 DL 3. EQ *TYPE R *APP B 16) 0.73312 DL -3. EQ *TYPE R *APP B 17) 1.36688 DL 1.36688 COLL 3. EQ *TYPE R *APP B 18) 1.36688 DL 1.36688 COLL -3. EQ *TYPE R *APP B 19) 1. DL 0.6 WL1 20) 1. DL 0.6 WL2 21) 1. DL 0.6 LWL1 22) 1. DL 0.6 LWL2 23) 1. DL 0.6 LWL3 24) 1. DL 0.6 LWL4 25) 1. DL 0.6 WL3 26) 1. DL 0.6 WL4 27) 0.6 DL 0.6 WL1 28) 0.6 DL 0.6 WL2 29) 0.6 DL 0.6 LWL1 30) 0.6 DL 0.6 LWL2 31) 0.6 DL 0.6 LWL3 32) 0.6 DL 0.6 LWL4 33) 0.6 DL 0.6 WL3 34) 0.6 DL 0.6 WL4 283 3/7/2024 35) 0.6 MWL1 *TYPE M 36) 0.6 MWL2 *TYPE M 37) 1. DL 1. COLL 0.6 WL1 38) 1. DL 1. COLL 0.6 WL2 39) 1. DL 1. COLL 0.6 LWL1 40) 1. DL 1. COLL 0.6 LWL2 41) 1. DL 1. COLL 0.6 LWL3 42) 1. DL 1. COLL 0.6 LWL4 43) 1. DL 1. COLL 0.6 WL3 44) 1. DL 1. COLL 0.6 WL4 45) 1. DL 1. COLL 0.75 SBAL 0.45 WL1 46) 1. DL 1. COLL 0.75 SBAL 0.45 WL2 47) 1. DL 1. COLL 0.75 SBAL 0.45 LWL1 48) 1. DL 1. COLL 0.75 SBAL 0.45 LWL2 49) 1. DL 1. COLL 0.75 SBAL 0.45 LWL3 50) 1. DL 1. COLL 0.75 SBAL 0.45 LWL4 51) 1. DL 1. COLL 0.75 SBAL 0.45 WL3 52) 1. DL 1. COLL 0.75 SBAL 0.45 WL4 53) 1. DL 0.75 LL 1. COLL 0.45 WL1 54) 1. DL 0.75 LL 1. COLL 0.45 WL2 55) 1. DL 0.75 LL 1. COLL 0.45 LWL1 56) 1. DL 0.75 LL 1. COLL 0.45 LWL2 57) 1. DL 0.75 LL 1. COLL 0.45 LWL3 58) 1. DL 0.75 LL 1. COLL 0.45 LWL4 59) 1. DL 0.75 LL 1. COLL 0.45 WL3 60) 1. DL 0.75 LL 1. COLL 0.45 WL4 61) 1. DL 1. COLL 1. SBAL 62) 1. DL 1. COLL 1. SBAL 1. DSNW 63) 1. DL 1. COLL 1. SBAL 1. SSNW 64) 1. LL *DEFL 60. 180. *TYPE D 65) 1. SNOW *DEFL 60. 180. *TYPE D 66) 1. SBAL 1. DSNW *DEFL 60. 180. *TYPE D 67) 1. SBAL 1. SSNW *DEFL 60. 180. *TYPE D 68) 1. WL1D *DEFL 60. 180. *TYPE D 69) 1. WL2D *DEFL 60. 180. *TYPE D 70) 1. LWL1D *DEFL 60. 180. *TYPE D 71) 1. LWL2D *DEFL 60. 180. *TYPE D 72) 1. LWL3D *DEFL 60. 180. *TYPE D 73) 1. LWL4D *DEFL 60. 180. *TYPE D 74) 1. WL3D *DEFL 60. 180. *TYPE D 75) 1. WL4D *DEFL 60. 180. *TYPE D 76) 1.36688 DL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 77) 1.36688 DL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 78) 0.73312 DL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 79) 0.73312 DL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 80) 1.36688 DL 1.36688 COLL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 81) 1.36688 DL 1.36688 COLL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 LOADS LR DSNW XREF Y T 1.426000 0.000000 -0.805200 14.240700\ # DRIFTING SNOW ON LEANTO BUILD LC EQDW GLOB M C 3.000000 1.080000 0.000000 \ # WALL WEIGHT FOR EQ LC EQDW GLOB M C 3.000000 0.210000 0.000000 \ # PANEL/GIRT SELF-WEIGHT FOR EQ LC EQDW GLOB M C 13.666700 0.210000 0.000000 \ # PANEL/GIRT SELF-WEIGHT FOR EQ LC DL GLOB Y C 9.916667 -2.000000 0.000000 # LT RXN C01 LC DL GLOB X C 9.916667 0.200000 0.000000 # LT RXN C01 LC SNOW GLOB Y C 9.916667 -3.333333 0.000000 # LT RXN CO1 LC SNOW GLOB X C 9.916667 0.333333 0.000000 # LT RXN CO1 LC WL1 GLOB Y C 9.916667 2.560000 0.000000 # LT RXN C01 LC WL1 GLOB X C 9.916667 -0.256000 0.000000 # LT RXN C01 284 3/7/2024 LC WL2 GLOB Y C 9.916667 2.560000 0.000000 # LT RXN C01 LC WL2 GLOB X C 9.916667 -0.256000 0.000000 # LT RXN C01 LC WL3 GLOB Y C 9.916667 2.560000 0.000000 # LT RXN C01 LC WL3 GLOB X C 9.916667 0.256000 0.000000 # LT RXN C01 LC WL4 GLOB Y C 9.916667 2.560000 0.000000 # LT RXN C01 LC WL4 GLOB X C 9.916667 0.256000 0.000000 # LT RXN C01 LC LWL$ GLOB Y C 9.916667 2.560000 0.000000 # LT RXN C01 LC LWL$ GLOB X C 9.916667 -0.256000 0.000000 # LT RXN C01 LC EQ GLOB Y C 9.916667 -1.333333 0.000000 # LT RXN C01 LC EQ GLOB X C 9.916667 0.133333 0.000000 # LT RXN C01 LC SBAL GLOB Y C 9.916667 -1.066200 0.000000 # LT RXN C01 LC SBAL GLOB X C 9.916667 0.054400 0.000000 # LT RXN C01 LC DSNW GLOB Y C 9.916667 -0.660500 0.000000 # LT RXN C01 LC DSNW GLOB X C 9.916667 0.008300 0.000000 # LT RXN C01 LC SSNW GLOB Y C 9.916667 -0.508900 0.000000 # LT RXN C01 LC SSNW GLOB X C 9.916667 0.027100 0.000000 # LT RXN C01 END 285 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F3- 2 R-Frame Design Program - Version V8.20 Job : 57322X Building Grid label legend File: ltfrar_d.fra Date: 02/23/24 It 15.667/13.667/13.083 20./100./25. Start Time: 11:03:33 -------------------------------------------------------------------------------- Building Grid Label Legend -------------------------- Building: B Frame Number: 3 No. of Frames: 2 Left Column: Column @ * - F Right Support: Support @ * - D *Frames located @ F D 286 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F3- 3 R-Frame Design Program - Version V8.20 Job : 57322X Code Summary Report File: ltfrar_d.fra Date: 02/23/24 It 15.667/13.667/13.083 20./100./25. Start Time: 11:03:33 -------------------------------------------------------------------------------- Building: B Frame Number: 3 Location: frame lines 2 No. of Frames: 2 Building Code: 2018 IBC Supporting Design Standard(s) : 2018 International Building Code ASCE 7-16 Minimum Design Loads and Associated Criteria for Buildings and Other Structures AISC 360-16 Specification for Structural Steel Buildings, July 2016 AISC 341-16 Seismic Provisions for Structural Steel Buildings, July 2016 Frame Data Eave height left (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13.667 Horizontal width from left to right steel line (feet) . . . . . . . . . . . . . . . 15.667 Horizontal distance to ridge from left side (feet) . . . . . . . . . . . . . . . . . . 15.667 Roof slope left (rise:12) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.000 Roof angle left (degrees) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4.764 Column slope left & right (lat:12) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.000 Purlin depth left & right side (inches) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8.000 Frame rafter inset left & right side (inches) . . . . . . . . . . . . . . . . . . . . . . . 8.250 Girt depth left & right side (inches) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8.000 Frame column inset left & right side (inches) . . . . . . . . . . . . . . . . . . . . . . . 8.250 Tributary width left side (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13.083 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .from height 0.00 to height 13.67 Tributary Width roof (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13.083 Tension flange bolt hole reduction. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Yes Tension Field Action at Knee. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Yes Second order analysis method. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C2.2b Frame Design Loads ------------------ Dead load to frame rafter (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3.487 Frame rafter dead weight (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.913 Total roof dead weight (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4.400 Collateral load to frame rafter (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8.000 Roof live load entered (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20.000 Design roof live load used (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20.000 Ground Snow Load Entered [Pg] (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25.000 Minimum Roof Snow Load Entered [MRSL] (psf) . . . . . . . . . . . . . . . . . . . . . . . . . 25.000 Snow Importance Factor [I] - Risk Category II (Standard) . . . . . . . . . . . . 1.000 Snow Thermal Factor Entered [Ct] - User Entered. . . . . . . . . . . . . . . . . . . . . 1.000 Snow Thermal Factor Used [Ct] Heated Building. . . . . . . . . . . . . . . . . . . . . . . 1.000 Snow Exposure Factor [Ce] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.000 Flat Roof Snow Load [Pf = 0.7*Ce*Ct*Is*Pg] (psf) . . . . . . . . . . . . . . . . . . . . 17.500 Slippery & Unobstructed roof surface. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . No Snow Slope Factor [Cs] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.000 Balanced Roof Snow Load [SBal = Pf*Cs] (psf) . . . . . . . . . . . . . . . . . . . . . . . . 17.500 Minimum Roof Snow Load [Pm = 20*Is] (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . 20.000 Maximum horizontal roof width [W] (ft) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15.667 Rain-on-Snow surcharge load . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . N/A 287 3/7/2024 Uniform Roof Snow Load [Snow = MRSL] (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . 25.000 No Unbalanced Roof Snow Loadings. Pattern and Drifting Snow Load [0.7*Ce*Ct*Is*Pg*Cs] (psf) . . . . . . . . . . . 17.500 Pattern Snow Loading(s) ----------------------- 1) An end span loaded with 100% of the roof load & all the remaining spans loaded with 50% (min. of 2 spans) . 100% 50% 50% ---------------- 2) An end span loaded with 50% of the roof load & all the remaining spans loaded with 100% (min. of 2 spans) . 50% 100% 100% ---------------- 288 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F3- 4 R-Frame Design Program - Version V8.20 Job : 57322X Wind Summary Report File: ltfrar_d.fra Date: 02/23/24 It 15.667/13.667/13.083 20./100./25. Start Time: 11:03:33 -------------------------------------------------------------------------------- Wind Design Criteria Eave height left (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13.667 Wind elevation on left column (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20.000 Wind elevation on right column (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 29.583 Total frame width (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15.667 Total building length (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 50.500 Number of primary wind loadings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18 289 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F3- 5 R-Frame Design Program - Version V8.20 Job : 57322X Continue Wind Summary Report File: ltfrar_d.fra Date: 02/23/24 It 15.667/13.667/13.083 20./100./25. Start Time: 11:03:33 -------------------------------------------------------------------------------- *** Primary Wind Coefficients for Lean-To Frame *** -------------------------------------------------------------------------------- Wind Load WL1 Wind from left direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.610 -0.710 (100.0%) -1.250 ( 0.0%) 0.430 -------------------------------------------------------------------------------- Wind Load WL2 Wind from left direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.250 -0.350 (100.0%) -0.890 ( 0.0%) 0.790 -------------------------------------------------------------------------------- Wind Load LWL1 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.660 -0.710 (100.0%) -1.250 ( 0.0%) -0.660 -------------------------------------------------------------------------------- Wind Load LWL2 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.660 -1.250 (100.0%) -0.710 ( 0.0%) -0.660 -------------------------------------------------------------------------------- Wind Load LWL3 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.300 -0.350 (100.0%) -0.890 ( 0.0%) -0.300 -------------------------------------------------------------------------------- Wind Load LWL4 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.300 -0.890 (100.0%) -0.350 ( 0.0%) -0.300 -------------------------------------------------------------------------------- Wind Load MWL1 Min. Wind from left dir. ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.500 0.500 0.500 0.500 -------------------------------------------------------------------------------- Wind Load MWL2 Min. Wind from right dir. ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.500 -0.500 -0.500 -0.500 -------------------------------------------------------------------------------- Wind Load WL3 Wind from right direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.430 -1.250 (100.0%) -0.710 ( 0.0%) -0.610 -------------------------------------------------------------------------------- Wind Load WL4 Wind from right direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.790 -0.890 (100.0%) -0.350 ( 0.0%) -0.250 -------------------------------------------------------------------------------- Notes : 1. Wind coefficients applied to the roof may be located as a percentage of the total frame width (xx.x%) . If not shown the coefficients are applied fully to their respective rafter. 290 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F3- 6 R-Frame Design Program - Version V8.20 Job : 57322X Load Combinations Report File: ltfrar_d.fra Date: 02/23/24 It 15.667/13.667/13.083 20./100./25. Start Time: 11:03:33 -------------------------------------------------------------------------------- Load Combination : ------------------ 1) DL +COLL +0.5PSLR1 N A 2) DL +COLL +PSLR1 N A 3) DL +COLL +SNOW N A 4) DL +LL +COLL N A 5) 1.1168DL +0.91EQ N A 6) 1.1168DL -0.91EQ N A 7) 1.1168DL +1.1168COLL +0.91EQ N A 8) 1.1168DL +1.1168COLL -0.91EQ N A 9) 0.4832DL +0.91EQ N A 10) 0.4832DL -0.91EQ N A 11) 0.7331DL +3.EQ N C R 12) 0.7331DL -3.EQ N C R 13) 1.3669DL +1.3669COLL +3.EQ N C R 14) 1.3669DL +1.3669COLL -3.EQ N C R 15) 0.7331DL +3.EQ N B R 16) 0.7331DL -3.EQ N B R 17) 1.3669DL +1.3669COLL +3.EQ N B R 18) 1.3669DL +1.3669COLL -3.EQ N B R 19) DL +0.6WL1 N A 20) DL +0.6WL2 N A 21) DL +0.6LWL1 N A 22) DL +0.6LWL2 N A 23) DL +0.6LWL3 N A 24) DL +0.6LWL4 N A 25) DL +0.6WL3 N A 26) DL +0.6WL4 N A 27) 0.6DL +0.6WL1 N A 28) 0.6DL +0.6WL2 N A 29) 0.6DL +0.6LWL1 N A 30) 0.6DL +0.6LWL2 N A 31) 0.6DL +0.6LWL3 N A 32) 0.6DL +0.6LWL4 N A 33) 0.6DL +0.6WL3 N A 34) 0.6DL +0.6WL4 N A 35) 0.6MWL1 N M 36) 0.6MWL2 N M 37) DL +COLL +0.6WL1 N A 38) DL +COLL +0.6WL2 N A 39) DL +COLL +0.6LWL1 N A 40) DL +COLL +0.6LWL2 N A 41) DL +COLL +0.6LWL3 N A 42) DL +COLL +0.6LWL4 N A 43) DL +COLL +0.6WL3 N A 44) DL +COLL +0.6WL4 N A 45) DL +COLL +0.75SBAL +0.45WL1 N A 46) DL +COLL +0.75SBAL +0.45WL2 N A 47) DL +COLL +0.75SBAL +0.45LWL1 N A 48) DL +COLL +0.75SBAL +0.45LWL2 N A 49) DL +COLL +0.75SBAL +0.45LWL3 N A 50) DL +COLL +0.75SBAL +0.45LWL4 N A 291 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F3- 7 R-Frame Design Program - Version V8.20 Job : 57322X Continue Load Comb Report File: ltfrar_d.fra Date: 02/23/24 It 15.667/13.667/13.083 20./100./25. Start Time: 11:03:33 -------------------------------------------------------------------------------- Load Combination : ------------------ 51) DL +COLL +0.75SBAL +0.45WL3 N A 52) DL +COLL +0.75SBAL +0.45WL4 N A 53) DL +0.75LL +COLL +0.45WL1 N A 54) DL +0.75LL +COLL +0.45WL2 N A 55) DL +0.75LL +COLL +0.45LWL1 N A 56) DL +0.75LL +COLL +0.45LWL2 N A 57) DL +0.75LL +COLL +0.45LWL3 N A 58) DL +0.75LL +COLL +0.45LWL4 N A 59) DL +0.75LL +COLL +0.45WL3 N A 60) DL +0.75LL +COLL +0.45WL4 N A 61) DL +COLL +SBAL N A 62) DL +COLL +SBAL +DSNW N A 63) DL +COLL +SBAL +SSNW N A 64) LL D 65) SNOW D 66) SBAL +DSNW D 67) SBAL +SSNW D 68) WL1D D 69) WL2D D 70) LWL1D D 71) LWL2D D 72) LWL3D D 73) LWL4D D 74) WL3D D 75) WL4D D 76) 1.3669DL +EQ D E 77) 1.3669DL -EQ D E 78) 0.7331DL +EQ D E 79) 0.7331DL -EQ D E 80) 1.3669DL +1.3669COLL +EQ D E 81) 1.3669DL +1.3669COLL -EQ D E 292 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F3- 8 R-Frame Design Program - Version V8.20 Job : 57322X Continue Load Comb Report File: ltfrar_d.fra Date: 02/23/24 It 15.667/13.667/13.083 20./100./25. Start Time: 11:03:33 -------------------------------------------------------------------------------- Where DL = Roof Dead Load COLL = Roof Collateral Load PSLR1 = Pattern Snow Load Right Leanto/Canopy [PSLRxx] SNOW = Uniform snow = Larger of: Balanced snow (SBAL) Minimum roof snow (Pm) Input minimum roof snow (MRSL) LL = Roof Live Load EQ = Lateral Seismic Load [parallel to plane of frame] WL1 = Wind from Left to Right with +GCpi WL2 = Wind from Left to Right with -GCpi LWL1 = Windward Corner Left with +GCpi LWL2 = Windward Corner Right with +GCpi LWL3 = Windward Corner Left with -GCpi LWL4 = Windward Corner Right with -GCpi WL3 = Wind from Right to Left with +GCpi WL4 = Wind from Right to Left with -GCpi MWL1 = Minimum Wind Load MWL2 = Minimum Wind Load SBAL = Code Calculated Balanced Roof Snow Load DSNW = Drifting Snow SSNW = Sliding Snow WL1D = Wind from Left to Right with +GCpi at Service Level WL2D = Wind from Left to Right with -GCpi at Service Level LWL1D = Windward Corner Left with +GCpi at Service Level LWL2D = Windward Corner Right with +GCpi at Service Level LWL3D = Windward Corner Left with -GCpi at Service Level LWL4D = Windward Corner Right with -GCpi at Service Level WL3D = Wind from Right to Left with +GCpi at Service Level WL4D = Wind from Right to Left with -GCpi at Service Level Combination Descriptions : -------------------------- N= No 1/3 Increase in Allowable for Combination B= Base Only Combination A= Allowable Strength Design Combination - ASD16 C= Column Only Combination for Seismic D= Deflection Only Combination R= Load and Resistance Factor Design Combination - LRFD E= Cd is applied and Ie is omitted from frame drift calculations M= Minimum Wind Load Combination. Checked for Allowable Strength not for Deflection 293 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F3- 9 R-Frame Design Program - Version V8.20 Job : 57322X User Load Report File: ltfrar_d.fra Date: 02/23/24 It 15.667/13.667/13.083 20./100./25. Start Time: 11:03:33 -------------------------------------------------------------------------------- * User Input Loads ------------------ Load Mem Name Sys Dir Typ Distance Intensity Length No. Start End 1 LR DSNW XREF Y T 1.426 0.0000 -0.8052 14.241 2 LC EQDW GLOB M C 3.000 1.0800 0.0000 0.000 3 LC EQDW GLOB M C 3.000 0.2100 0.0000 0.000 4 LC EQDW GLOB M C 13.667 0.2100 0.0000 0.000 5 LC DL GLOB Y C 9.917 -2.0000 0.0000 0.000 6 LC DL GLOB X C 9.917 0.2000 0.0000 0.000 7 LC SNOW GLOB Y C 9.917 -3.3333 0.0000 0.000 8 LC SNOW GLOB x C 9.917 0.3333 0.0000 0.000 9 LC WL1 GLOB Y C 9.917 2.5600 0.0000 0.000 10 LC WL1 GLOB X C 9.917 -0.2560 0.0000 0.000 11 LC WL2 GLOB Y C 9.917 2.5600 0.0000 0.000 12 LC WL2 GLOB X C 9.917 -0.2560 0.0000 0.000 13 LC WL3 GLOB Y C 9.917 2.5600 0.0000 0.000 14 LC WL3 GLOB x C 9.917 0.2560 0.0000 0.000 15 LC WL4 GLOB Y C 9.917 2.5600 0.0000 0.000 16 LC WL4 GLOB x C 9.917 0.2560 0.0000 0.000 17 LC LWL$ GLOB Y C 9.917 2.5600 0.0000 0.000 18 LC LWL$ GLOB X C 9.917 -0.2560 0.0000 0.000 19 LC EQ GLOB Y C 9.917 -1.3333 0.0000 0.000 20 LC EQ GLOB X C 9.917 0.1333 0.0000 0.000 21 LC SBAL GLOB Y C 9.917 -1.0662 0.0000 0.000 22 LC SBAL GLOB X C 9.917 0.0544 0.0000 0.000 23 LC DSNW GLOB Y C 9.917 -0.6605 0.0000 0.000 24 LC DSNW GLOB X C 9.917 0.0083 0.0000 0.000 25 LC SSNW GLOB Y C 9.917 -0.5089 0.0000 0.000 26 LC SSNW GLOB X C 9.917 0.0271 0.0000 0.000 294 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F3- 10 R-Frame Design Program - Version V8.20 Job : 57322X Load Report File: ltfrar_d.fra Date: 02/23/24 It 15.667/13.667/13.083 20./100./25. Start Time: 11:03:33 -------------------------------------------------------------------------------- * General Loads Generated - ------------------------- Load Mem Name Sys Dir Typ Distance Intensity Length No. Start End 1 LR DSNW XREF Y T 1.426 0.0000 -0.8052 14.241 2 LC EQDW GLOB M C 3.000 1.0800 N/A 0.000 3 LC EQDW GLOB M C 3.000 0.2100 N/A 0.000 4 LC EQDW GLOB M C 13.667 0.2100 N/A 0.000 5 LC DL GLOB Y C 9.917 -2.0000 N/A 0.000 6 LC DL GLOB X C 9.917 0.2000 N/A 0.000 7 LC SNOW GLOB Y C 9.917 -3.3333 N/A 0.000 8 LC SNOW GLOB x C 9.917 0.3333 N/A 0.000 9 LC WL1 GLOB Y C 9.917 2.5600 N/A 0.000 10 LC WL1 GLOB X C 9.917 -0.2560 N/A 0.000 11 LC WL2 GLOB Y C 9.917 2.5600 N/A 0.000 12 LC WL2 GLOB X C 9.917 -0.2560 N/A 0.000 13 LC WL3 GLOB Y C 9.917 2.5600 N/A 0.000 14 LC WL3 GLOB X C 9.917 0.2560 N/A 0.000 15 LC WL4 GLOB Y C 9.917 2.5600 N/A 0.000 16 LC WL4 GLOB X C 9.917 0.2560 N/A 0.000 17 LC LWL$ GLOB Y C 9.917 2.5600 N/A 0.000 18 LC LWL$ GLOB X C 9.917 -0.2560 N/A 0.000 19 LC EQ GLOB Y C 9.917 -1.3333 N/A 0.000 20 LC EQ GLOB X C 9.917 0.1333 N/A 0.000 21 LC SBAL GLOB Y C 9.917 -1.0662 N/A 0.000 22 LC SBAL GLOB X C 9.917 0.0544 N/A 0.000 23 LC DSNW GLOB Y C 9.917 -0.6605 N/A 0.000 24 LC DSNW GLOB X C 9.917 0.0083 N/A 0.000 25 LC SSNW GLOB Y C 9.917 -0.5089 N/A 0.000 26 LC SSNW GLOB X C 9.917 0.0271 N/A 0.000 27 LC LWL1 GLOB Y C 9.917 2.5600 N/A 0.000 28 LC LWL2 GLOB Y C 9.917 2.5600 N/A 0.000 29 LC LWL3 GLOB Y C 9.917 2.5600 N/A 0.000 30 LC LWL4 GLOB Y C 9.917 2.5600 N/A 0.000 31 LC LWL1D GLOB Y C 9.917 2.5600 N/A 0.000 32 LC LWL2D GLOB Y C 9.917 2.5600 N/A 0.000 33 LC LWL3D GLOB Y C 9.917 2.5600 N/A 0.000 34 LC LWL4D GLOB Y C 9.917 2.5600 N/A 0.000 35 LC LWL1 GLOB X C 9.917 -0.2560 N/A 0.000 36 LC LWL2 GLOB X C 9.917 -0.2560 N/A 0.000 37 LC LWL3 GLOB X C 9.917 -0.2560 N/A 0.000 38 LC LWL4 GLOB X C 9.917 -0.2560 N/A 0.000 39 LC LWL1D GLOB X C 9.917 -0.2560 N/A 0.000 40 LC LWL2D GLOB X C 9.917 -0.2560 N/A 0.000 41 LC LWL3D GLOB X C 9.917 -0.2560 N/A 0.000 42 LC LWL4D GLOB X C 9.917 -0.2560 N/A 0.000 43 LR DL XREF Y U 0.000 -0.0456 N/A 0.000 44 LC SW GLOB Y U 0.000 -0.0120 N/A 0.000 45 LR SW GLOB Y U 0.000 -0.0119 N/A 0.000 46 LR LL XREF Y U 0.000 -0.2617 N/A 0.000 47 LR PSLR1 XREF Y U 0.000 -0.2290 N/A 15.667 48 LR COLL XREF Y U 0.000 -0.1047 N/A 0.000 49 LR SNOW XREF Y U 0.000 -0.3271 N/A 0.000 50 LR SBAL XREF Y U 0.000 -0.2290 N/A 0.000 295 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F3- 11 R-Frame Design Program - Version V8.20 Job : 57322X Load Report File: ltfrar_d.fra Date: 02/23/24 It 15.667/13.667/13.083 20./100./25. Start Time: 11:03:33 -------------------------------------------------------------------------------- 51 LC WL1 MEMB Y U 0.000 0.1558 N/A 0.000 52 LR WL1 MEMB Y U 0.000 0.1814 N/A 0.000 53 LC WL2 MEMB Y U 0.000 0.0639 N/A 0.000 54 LR WL2 MEMB Y U 0.000 0.0894 N/A 0.000 55 LC LWL1 MEMB Y U 0.000 0.1686 N/A 0.000 56 LR LWL1 MEMB Y U 0.000 0.1814 N/A 0.000 57 LC LWL2 MEMB Y U 0.000 0.1686 N/A 0.000 58 LR LWL2 MEMB Y U 0.000 0.3193 N/A 0.000 59 LC LWL3 MEMB Y U 0.000 0.0766 N/A 0.000 60 LR LWL3 MEMB Y U 0.000 0.0894 N/A 0.000 61 LC LWL4 MEMB Y U 0.000 0.0766 N/A 0.000 62 LR LWL4 MEMB Y U 0.000 0.2273 N/A 0.000 63 LC MWL1 MEMB Y U 0.000 0.1047 N/A 0.000 64 LR MWL1 GLOB X U 0.000 -0.0087 N/A 15.721 65 LC MWL2 MEMB Y U 0.000 -0.1047 N/A 0.000 66 LR MWL2 GLOB X U 0.000 0.0087 N/A 15.721 67 LC WL3 MEMB Y U 0.000 -0.1098 N/A 0.000 68 LR WL3 MEMB Y U 0.000 0.3193 N/A 0.000 69 LC WL4 MEMB Y U 0.000 -0.2018 N/A 0.000 70 LR WL4 MEMB Y U 0.000 0.2273 N/A 0.000 71 LC WL1D MEMB Y U 0.000 0.0724 N/A 0.000 72 LR WL1D MEMB Y U 0.000 0.0843 N/A 0.000 73 LC WL2D MEMB Y U 0.000 0.0297 N/A 0.000 74 LR WL2D MEMB Y U 0.000 0.0416 N/A 0.000 75 LC LWL1D MEMB Y U 0.000 0.0784 N/A 0.000 76 LR LWL1D MEMB Y U 0.000 0.0843 N/A 0.000 77 LC LWL2D MEMB Y U 0.000 0.0784 N/A 0.000 78 LR LWL2D MEMB Y U 0.000 0.1484 N/A 0.000 79 LC LWL3D MEMB Y U 0.000 0.0356 N/A 0.000 80 LR LWL3D MEMB Y U 0.000 0.0416 N/A 0.000 81 LC LWL4D MEMB Y U 0.000 0.0356 N/A 0.000 82 LR LWL4D MEMB Y U 0.000 0.1057 N/A 0.000 83 LC WL3D MEMB Y U 0.000 -0.0511 N/A 0.000 84 LR WL3D MEMB Y U 0.000 0.1484 N/A 0.000 85 LC WL4D MEMB Y U 0.000 -0.0938 N/A 0.000 86 LR WL4D MEMB Y U 0.000 0.1057 N/A 0.000 87 LR DSNW XREF Y U 1.426 -0.0805 N/A 14.241 88 LR DSNW XREF Y U 4.274 -0.1610 N/A 11.393 89 LR DSNW XREF Y U 7.122 -0.1610 N/A 8.544 90 LR DSNW XREF Y U 9.970 -0.1610 N/A 5.696 91 LR DSNW XREF Y U 12.819 -0.1610 N/A 2.848 296 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F3- 12 R-Frame Design Program - Version V8.20 Job : 57322X Seismic Summary Report File: ltfrar_d.fra Date: 02/23/24 It 15.667/13.667/13.083 20./100./25. Start Time: 11:03:33 -------------------------------------------------------------------------------- Seismic Design Criteria Standard Risk Category Building for Seismic Loadings Seismic loads required for building . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Yes Response Acceleration Coeff. , for Short Periods [Ss] (%g) . . . . . . . . . . 104.300 Response Acceleration Coeff. , for 1 sec. Periods [S1] (%g) . . . . . . . . . 37.175 Long-period Transition Period Time [TL] (seconds) . . . . . . . . . . . . . . . . . . 16.000 Seismic Design Category . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . D Soil Profile Type . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . D Seismic Site Coefficient [Fa] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.2000 Seismic Site Coefficient [Fv] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.9282 Maximum Spectral Response Accel., for Short Periods [Sms] (g) . . . . . . 1.2516 Maximum Spectral Response Accel., for 1 sec. Periods [Sml] (g) 0.7168 Design Spectral Response Accel., for Short Periods [Sds] (g) . . . . . . . 0.8344 Design Spectral Response Accel., for 1 sec. Periods [Shc] (g) . . . . . . 0.4779 Sds and Shc values . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Code-calculated Seismic Response Modification Factor [R] . . . . . . . . . . . . . . . . . . . . . . . . . . . 3.5000 Seismic Importance Factor [I] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.0000 Storage/Equipment Areas and/or Service Rooms Exist . . . . . . . . . . . . . . . . . No Seismic Story Height [hn] (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14.3195 Seismic Fundamental Period [T] Used (seconds) . . . . . . . . . . . . . . . . . . . . . . 0.2355 Seismic Overstrength Factor [OMEGAo] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3.0000 Longitudinal Seismic Redundancy/Reliability Factor [L-rho] . . . . . . . . . 1.3000 Seismic Redundancy/Reliability Factor [rho] . . . . . . . . . . . . . . . . . . . . . . . . 1.3000 Snow in Seismic Force Calculations [Used] (%) . . . . . . . . . . . . . . . . . . . . . . 0.00 Snow in Seismic Force Calculations [Min. Required] (%) . . . . . . . . . . . . . 0.00 Snow in Seismic Load Combinations [Used] (%) . . . . . . . . . . . . . . . . . . . . . . . 0.00 Snow in Seismic Load Combinations [Min. Required] (%) . . . . . . . . . . . . . . 0.00 Mezz. Live load in Seismic Force Calculations [Used] (%) . . . . . . . . . . . 0.00 Mezz. Live load in Seismic Force Calculations [Min. Required] (%) . . 0.00 Mezz. Live load in Seismic Load Combinations [Used] (%) . . . . . . . . . . . . 100.00 Mezz. Live load in Seismic Load Combinations [Min. Required] (%) . . . 100.00 Building Height Limit (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 65.0000 Seismic Story Drift Limit Factor . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.0250 Seismic Story Drift Limit (in) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4.4917 Seismic Deflection Amplification Factor [Cd] . . . . . . . . . . . . . . . . . . . . . . . 3.0000 Seismic Response Coefficient [Cs] Used . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.2384 Seismic Story Drift [Cd*Drift/Importance Factor] (in) . . . . . . . . . . . . . . 0.007 Theta [Px*Ie*Delta/Vx/hx/Cd] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.000 Theta Max [0.5/Beta/Cd] where Beta = 1.0 . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.167 Roof Dead Load = 2.896 Wall Weight = 0.000 Collateral Load = 0.901 Snow Load = 0.000 Rafter Crane Weight = 0.000 ------------------------------------- Total Roof Weight = 3.797 kips User Mass Load (1) = 1.290 User Mass Load (2) = 0.210 ------------------------------------- Total User Mass = 1.500 kips Total Roof Weight = 3.797 Total User Mass = 1.500 297 3/7/2024 Mezzanine Weight = 0.000 Col. Crane Weight = 0.000 ------------------------------------- Total Bldg Weight = 5.297 kips X X Seismic Coeff. = 0.2384 ------------------------------------- Base Shear = 1.2627 kips Seismic Load for roof at col # 1 = 1.1137 kips Seismic Load for roof at col # 2 = 0.0000 kips --------------------------------------------------- Seismic Load for roof in total = 1.1137 kips Seismic Ld for mass # 1 @ col # 1 = 0.0856 kips Seismic Ld for mass # 1 @ col # 2 = 0.0000 kips --------------------------------------------------- Seismic Load for mass in total = 0.0856 kips Seismic Ld for mass # 2 @ col # 1 = 0.0635 kips Seismic Ld for mass # 2 @ col # 2 = 0.0000 kips --------------------------------------------------- Seismic Load for mass in total = 0.0635 kips 298 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F3- 13 R-Frame Design Program - Version V8.20 Job : 57322X Continued Seismic Load Report File: ltfrar_d.fra Date: 02/23/24 It 15.667/13.667/13.083 20./100./25. Start Time: 11:03:33 -------------------------------------------------------------------------------- * Seismic General Loads Generated --------------------------------- Load Mem Name Sys Dir Typ Distance Intensity Length No. Start End 92 LC EQ YREF X C 12.656 1.1137 N/A 0.000 93 LC EQ YREF X C 3.000 0.0856 N/A 0.000 94 LC EQ YREF X C 13.667 0.0635 N/A 0.000 299 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F3- 14 R-Frame Design Program - Version V8.20 Job : 57322X Forces and Allowable Stresses Summary File: ltfrar_d.fra Date: 02/23/24 It 15.667/13.667/13.083 20./100./25. Start Time: 11:03:33 -------------------------------------------------------------------------------- Left Column Analysis Length = 12.66 ft Kx = 1.00 Weight = 152. lbs Part Length Mem Depths at Member Description Web Fy No. (ft) Start (in) End(in) Thickness (ksi) 1 12.28 9.870 9.870 W10x12 0.1900 in 50.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 109 -9.6 2.6 0.3 3.9 34.4 26.6 20.0 0.01 0.77 0.79 0.79 3 -------------------------------------------------------------------------------- Left Rafter Analysis Length = 14.21 ft Kx = 1.00 Weight = 170. lbs Part Length Mem Depths at Member Description Web Fy No. (ft) Start (in) End(in) Thickness (ksi) 2 14.27 9.870 9.870 W10x12 0.1900 in 50.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 212 -0.1 20.1 0.2 3.8 34.4 26.6 20.0 0.00 0.65 0.83 0.83 62 -------------------------------------------------------------------------------- Total Member Weight = 322. lbs 300 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F3- 15 R-Frame Design Program - Version V8.20 Job : 57322X Anchor Rod and Base Plate Design File: ltfrar_d.fra Date: 02/23/24 It 15.667/13.667/13.083 20./100./25. Start Time: 11:03:33 -------------------------------------------------------------------------------- Left Exterior Column Anchor Rods and Base Plate Design ------------------------------------------------------ Anchor Rod & Base Plate Design Sizes >> --------------------------------------- Use (4) - 0.750 in. dia. F1554, Gr. 36 anchor rods Rod Gage: 4.000 in. Rod Spacing (in. ) : 3.000, 1 @ 4.0000, 2.8700 Plate size: 6.0000 x 9.8700 x 0.3750 in. (Width x Depth x Thickness) Controlling Reactions for Anchor Rod Design >> ---------------------------------------------- Shear Tension Allowable Load Unity Loading Type (kips) (kips) (kips) No. Check ----------------------------------------------------------------- Rod Tension 0.000 1.679 38.435 30 0.04 Rod Shear 0.908 0.000 23.061 26 0.04 Standard Base Plate Welding >> (Using E70 Electrodes) ------------------------------ Fillet Weld Weld Weld Design Weld Weld Size Length Capacity Force Load Unity Location (in.) (in.) (kips) (kips) No. Check ------------------------------------------------------------------ Inner Flg 0.1875 3.960 11.026 0.404 30 0.04 Outer Flg 0.1875 3.960 11.026 0.404 30 0.04 Web 0.1875 9.450 26.311 1.090 30 0.04 301 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F3- 16 R-Frame Design Program - Version V8.20 Job : 57322X Leanto Boss Report File: ltfrar_d.fra Date: 02/23/24 It 15.667/13.667/13.083 20./100./25. Start Time: 11:03:33 -------------------------------------------------------------------------------- Boss Design Segment Starting Ending Web Outer Flange Inner Flange Seg Length Web Depth Web Depth Thickness Width Thickness Width Thickness Nam (feet) (inches) (inches) (inches) (in. ) (in. ) (in. ) (in. ) --- ------ --------- --------- --------- --------------- --------------- 1 0.688 9.4500 9.4500 0.1340 5.00 x 0.2500 5.00 x 0.2500 Fy = 55.0 ksi Fu = 70.0 ksi Length = 8.25 in. Weight = 8.8 lbs. 302 3/02024 Star Building Systems, OKC, OK User: wwokeefe Page: F3- 17 R-Frame Design Program - Version V8.20 Job : 57322X Connection Report File: ltfrar_d.fra Date: 02/23/24 It 15.667/13.667/13.083 20./100./25. Start Time: 11:03:33 -------------------------------------------------------------------------------- Vertical Knee Connection @ Left Rafter Depth 1 -------------------------------------------------------------------------------- Bolts: ASTM F3125, Grade A325 - Fully Tightened (O.S.) 2 rows P. Depth - 1/2 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: Right Side of Conn Data: ----------------------- ------------------------ Plate: 3.96 x 0.2100 in. Plate: 5.00 x 0.2500 in. Fy(Min) 55.0 ksi Fy(Min) 55.0 ksi Fu 70.0 ksi Fu 70.0 ksi Flanges: O.S. - 3.96 x 0.2100 in. I.S. - 3.96 x 0.2100 in. Web Depth - 9.483 in. Web Thickness - 0.190 in. Gage - 2.500 in. Center of Bolt to Flange: Pf top (ins) - 1.685 in. BFCD top (ins) - 1.500 in. Rise top (ins) - 0.076 in. XTI top (ins) - 1.664 in. Bolt Spacing - 2.500 in. Angle top - 94.8 degrees Angle bot - 85.2 degrees Plate Length - 5.685 in. Left Side Conn Right Side Conn Controlling Moments Axial Shear Moments Axial Shear Load Combinations: (k-ft) (kips) (kips) (k-ft) (kips) (kips) ----------------------------- ------------------------------------------------- 62) DL +COLL +SBAL +DSNW 0.00 -0.13 4.73 0.00 -0.13 4.73 Connection Design Summary: Bolt Unity Check (O.S.) = 0.2232 Plate Unity Check (O.S.) = 0.1828 Weld Unity Check = 0.2406 303 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F3- 18 R-Frame Design Program - Version V8.20 Job : 57322X Connection Report File: ltfrar_d.fra Date: 02/23/24 It 15.667/13.667/13.083 20./100./25. Start Time: 11:03:33 -------------------------------------------------------------------------------- Peak Connection @ Left Rafter Depth 2 -------------------------------------------------------------------------------- Bolts: ASTM F3125, Grade A325 - Fully Tightened (O.S.) 2 rows P. Depth - 1/2 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: Right Side of Conn Data: ----------------------- ------------------------ Plate: 5.00 x 0.2500 in. Plate: 5.00 x 0.2500 in. Fy(Min) 55.0 ksi Fy(Min) 55.0 ksi Fu 70.0 ksi Fu 70.0 ksi Flanges: Flanges: O.S. - 3.96 x 0.2100 in. O.S. - 5.00 x 0.2500 in. I.S. - 3.96 x 0.2100 in. I.S. - 5.00 x 0.2500 in. Web Depth - 9.483 in. Web Depth - 9.483 in. Web Thickness - 0.190 in. Web Thickness - 0.190 in. Gage - 2.500 in. Gage - 2.500 in. Center of Bolt to Flange: Center of Bolt to Flange: Pf top (ins) - 1.729 in. Pf top (ins) - 1.750 in. BFCD top (ins) - 1.500 in. BFCD top (ins) - 1.500 in. Rise top (ins) - 0.076 in. Rise top (ins) - 0.000 in. XTI top (ins) - 1.750 in. XTI top (ins) - 1.750 in. Bolt Spacing - 2.500 in. Bolt Spacing - 2.500 in. Angle top - 85.2 degrees Angle top - 90.0 degrees Angle bot - 94.8 degrees Angle bot - 90.0 degrees Plate Length - 5.750 in. Plate Length - 5.750 in. Left Side Conn Right Side Conn Controlling Moments Axial Shear Moments Axial Shear Load Combinations: (k-ft) (kips) (kips) (k-ft) (kips) (kips) ----------------------------- ------------------------------------------------- 62) DL +COLL +SBAL +DSNW 0.00 -0.13 -6.53 Connection Design Summary: Bolt Unity Check (O.S.) = 0.3080 Plate Unity Check (O.S.) = 0.1902 Weld Unity Check = 0.3279 Required Connection Plate Welding >> (Using E70 Electrodes) ------------------------------------ Welded Weld Weld Weld Design Weld Joint Size Length Capacity Force Load Unity Weld Location Type (in. ) (in. ) (kips) (kips) No. Check ------------------------------------------------------------------------------ Left Side of Connection Inner Flg Fillet-BS 0.1875 7.9200 33.0767 0.2609 10 0.0079 Outer Flg Fillet-BS 0.1875 7.9200 33.0767 0.2609 10 0.0079 Web Plate Fillet-BS 0.1875 18.9655 52.8044 6.5309 62 0.1237 ------------------------------------------------------------------------------ NS - Near side weld, FS - Far side weld, BS - Both sides weld. 304 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F3- 19 R-Frame Design Program - Version V8.20 Job : 57322X Knee and Stiffener Report File: ltfrar_d.fra Date: 02/23/24 It 15.667/13.667/13.083 20./100./25. Start Time: 11:03:33 -------------------------------------------------------------------------------- Left Knee Design Knee web web thickness Use 0.1900 in. thick web Column Cap Plate 5.0000 X 0.2500 in. 305 3/02024 Star Building Systems, OKC, OK User: wwokeefe Page: F3- 20 R-Frame Design Program - Version V8.20 Job : 57322X Flange Brace Report File: ltfrar_d.fra Date: 02/23/24 It 15.667/13.667/13.083 20./100./25. Start Time: 11:03:33 -------------------------------------------------------------------------------- Girt Spaces - Vertical Measurements Left Column Right Column 1 @ 312-1/2" @ FLOOR 1 @ 413-1/2" 1 @ 3'0 1 @ 312 @ EAVE Purlin Spaces - Horizontal Measurements Left Rafter Right Rafter 2 @ 210-7/8" @ EAVE 1 @ 2'8 1 @ 1'10 1 @ 2'8 1 @ 1'2 1 @ 2'4 1 @ 0110-1/4" @ PEAK -------------------------------------------------------------------------------- Member Distance to Brace Points (feet) - Left Rafter Measured along T.F. from left steel line - Right Rafter Measured along T.F. from right steel line - Ext. Columns Measured along T.F. from base -------------------------------------------------------------------------------- LFT COLUMN 3.21 7.50 10.50 (N) (N) (N) LFT RAFTER 2.08 4.16 6.83 8.67 11.35 12.52 14.86 (C) (N) (N) (N) (N) (N) (C) -------------------------------------------------------------------------------- "N" Indicates that No flange braces are located at the brace point "C" Indicates that One L2x2x14 ga flange brace is located at the brace point -------------------------------------------------------------------------------- 306 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F3- 21 R-Frame Design Program - Version V8.20 Job : 57322X Primary Deflection Report File: ltfrar_d.fra Date: 02/23/24 It 15.667/13.667/13.083 20./100./25. Start Time: 11:03:33 -------------------------------------------------------------------------------- Column Top Deflections for Load Combs. (Positive = X:Right Y:Upward) (Inches) ------------------------------------------------------------------------------ Ext. Left Col Ext Right Col X-Def Y-Def X-Def Y-Def ------------------------------------------------------------------------------ Neg. Max -0.006 -0.013 Load Comb 79 3 Defl. H/999 ------------------------------------------------------------------------------ Maximum Rafter Deflections for Span #1 (Positive = Y:Upward) ------------------------------------------------------------------------------ Max. Downward Deflection Max. Upward Deflection Y-Def. X-Dist. from Right S.L. Y-Def. X-Dist. from Right S.L. ------------------------------------------------------------------------------ Max. Def -0.372 in. 8.93 ft. 0.089 in. 8.43 ft. Load Comb 66 74 Defl. L/457 L/999 ------------------------------------------------------------------------------ Vertical Clearance at the Left Knee is 12.2790 feet Vertical Clearance at the Right Knee is 13.3295 feet 307 071024 Star Building Systems, OKC, OK User: wwokeefe Page: F1- 1 R-Frame Design Program - Version V8.20 Job : 57322X Input Data Echo File: ltfrar_e.fra Date: 02/23/24 It 15.667/13.667/30.104 20./100./25. Start Time: 12:44:46 \\acrfiler0l\TS\Jobs\active\Eng\19-B-57322\ver01-wwokeefe\BLDG-A\ -------------------------------------------------------------------------------- VERSION V8.20 BRAND STAR DESCRIPTION It 15.667/13.667/30.104 20./100./25. FRAME ID 1 # FRAME LEFT SIDE IS BLDG. PLANE SWB # AND FRAME RIGHT SIDE IS BLDG. PLANE PRINT echo code loads base connection deflection boss profile seismic detail \ flg_brace summary stiffeners pro_grplds pro_mcomb OPTIMIZATION none *PLANT atw *JOB 57322X ANALYZE all *DATASET members brace combinations wind-array connection base BUILDING LABEL B LOCATION frame lines 3 LATERAL GRID LABEL E LONGITUDINAL GRID LABEL 6 5 NUMBER FRAMES 1 *PRICE complete TYPE It p cs 60. 60. right MAIN GEOMETRY WIDTH 113.25 113.25 LENGTH 86. EAVE LEFT 20. *ROOF SLOPE LEFT 1.0155 EAVE RIGHT 29.5833 LEANTO RIGHT GEOMETRY WIDTH 15.667 0. LENGTH 50.5 EAVE 13.6667 *ROOF SLOPE 1. BOSS 8.25 GIRT DEPTH 8. 8.25 *PURLIN DEPTH 8. 8.25 GIRT THICKNESS 0.059 *PURLIN THICKNESS 0.07 GIRT FLANGE 2.5 *PURLIN FLANGE 2.5 PURLIN STIFFNESS 27.964 14.581 4.064 4.874 CODE LABEL 2018 IBC BUILDING CODE IB18 U=Normal DEAD LOAD 3.487 *COLLATERAL LOAD 8. LIVE LOAD 20. SNOW G=25. T=1. S=N WML=15.667 MRSL=25. SEISMIC LOAD 51=37.175 SS=104.3 TL=16. %CR=NORM %SR=NORM RHOT=1.3 RHOL=1.3 \ R=3.5 LOF=2. TOF=3. RL=3.25 Cd=3. Ct=0.028 SOIL PROFILE D SECOND ORDER FOA ROOF TRIBUTARY TR=30.1038 WALL TRIBUTARY LEFT TR= 30.1038 S=O. E=13.6667 WALL TRIBUTARY RIGHT TR= 24.083 S=O. E=14.9723 DESIGN ASD16 MAXIMUM UNITY CHECK 1. LATERAL BRACE LENGTH 24.33 STIFFNESS CHECK SNOW ONLY BOLT TIGHTENING Fully DEFLECTION ROOF L=180. 5=180. W=180. G=120. DEFLECTION WALL L=60. 5=60. W=60. E=40. C=100. G=60. TE=40. MIN_MOMT_BOLT_DIA 0.75 SPLICE GUSSETS NA BRACING SIDES LC=1 RA=1 RC=1 BRACE ATTACHMENT FLANGE FLANGE BRACE ATTACHMENT LC=O RA=O GIRT SPACING 3.2083 4.2917 3. GIRT BRACE N N C 308 3/7/2024 PURLIN SPACING 2@2.0718 2.6667 1.8333 2.6667 1.1667 2.3333 PURLIN BRACE C N N N N N C LEFT COLUMN BASE W=6. T=0.375 L=10.2 N=2 D=0.75 W10X22 0. LEFT RAFTER CONNECTION 0=2P W=5.75 6. T=0.36 0.25 D=0.5 WlOX22 0. CONNECTION 0=2P W=6. T=0.25 D=0.5 WIND LOAD WL1 19.525 -0.4700 -0.5500 -0.8700 0.2200 15.667 Left WIND LOAD WL2 19.525 -0.1100 -0.1900 -0.5100 0.5800 15.667 Left WIND LOAD LWL1 19.525 -0.6300 -0.5500 -0.8700 -0.6300 15.667 WIND LOAD LWL2 19.525 -0.6300 -0.8700 -0.5500 -0.6300 15.667 WIND LOAD LWL3 19.525 -0.2700 -0.1900 -0.5100 -0.2700 15.667 WIND LOAD LWL4 19.525 -0.2700 -0.5100 -0.1900 -0.2700 15.667 WIND LOAD MWL1 16.000 -0.5000 0.5000 0.5000 0.5000 0.000 WIND LOAD MWL2 16.000 0.5000 -0.5000 -0.5000 -0.5000 0.000 WIND LOAD WL3 19.525 0.2200 -0.8700 -0.5500 -0.4700 15.667 Right WIND LOAD WL4 19.525 0.5800 -0.5100 -0.1900 -0.1100 15.667 Right WIND LOAD WL1D 9.075 -0.4700 -0.5500 -0.8700 0.2200 15.667 Left WIND LOAD WL2D 9.075 -0.1100 -0.1900 -0.5100 0.5800 15.667 Left WIND LOAD LWL1D 9.075 -0.6300 -0.5500 -0.8700 -0.6300 15.667 WIND LOAD LWL2D 9.075 -0.6300 -0.8700 -0.5500 -0.6300 15.667 WIND LOAD LWL3D 9.075 -0.2700 -0.1900 -0.5100 -0.2700 15.667 WIND LOAD LWL4D 9.075 -0.2700 -0.5100 -0.1900 -0.2700 15.667 WIND LOAD WL3D 9.075 0.2200 -0.8700 -0.5500 -0.4700 15.667 Right WIND LOAD WL4D 9.075 0.5800 -0.5100 -0.1900 -0.1100 15.667 Right LOAD COMBINATIONS 1) 1. DL 1. COLL 0.5 PSLR1 *DEFL 60. 120. 2) 1. DL 1. COLL 1. PSLR1 *DEFL 60. 120. 3) 1. DL 1. COLL 1. SNOW *DEFL 60. 120. 4) 1. DL 1. LL 1. COLL *DEFL 60. 120. 5) 1.11682 DL 0.91 EQ *DEFL 40. 120. 6) 1.11682 DL -0.91 EQ *DEFL 40. 120. 7) 1.11682 DL 1.11682 COLL 0.91 EQ *DEFL 40. 120. 8) 1.11682 DL 1.11682 COLL -0.91 EQ *DEFL 40. 120. 9) 0.48318 DL 0.91 EQ *DEFL 40. 120. 10) 0.48318 DL -0.91 EQ *DEFL 40. 120. 11) 0.73312 DL 3. EQ *TYPE R *APP C 12) 0.73312 DL -3. EQ *TYPE R *APP C 13) 1.36688 DL 1.36688 COLL 3. EQ *TYPE R *APP C 14) 1.36688 DL 1.36688 COLL -3. EQ *TYPE R *APP C 15) 0.73312 DL 3. EQ *TYPE R *APP B 16) 0.73312 DL -3. EQ *TYPE R *APP B 17) 1.36688 DL 1.36688 COLL 3. EQ *TYPE R *APP B 18) 1.36688 DL 1.36688 COLL -3. EQ *TYPE R *APP B 19) 1. DL 0.6 WL1 20) 1. DL 0.6 WL2 21) 1. DL 0.6 LWL1 22) 1. DL 0.6 LWL2 23) 1. DL 0.6 LWL3 24) 1. DL 0.6 LWL4 25) 1. DL 0.6 WL3 26) 1. DL 0.6 WL4 27) 0.6 DL 0.6 WL1 28) 0.6 DL 0.6 WL2 29) 0.6 DL 0.6 LWL1 30) 0.6 DL 0.6 LWL2 31) 0.6 DL 0.6 LWL3 32) 0.6 DL 0.6 LWL4 33) 0.6 DL 0.6 WL3 34) 0.6 DL 0.6 WL4 309 3/7/2024 35) 0.6 MWL1 *TYPE M 36) 0.6 MWL2 *TYPE M 37) 1. DL 1. COLL 0.6 WL1 38) 1. DL 1. COLL 0.6 WL2 39) 1. DL 1. COLL 0.6 LWL1 40) 1. DL 1. COLL 0.6 LWL2 41) 1. DL 1. COLL 0.6 LWL3 42) 1. DL 1. COLL 0.6 LWL4 43) 1. DL 1. COLL 0.6 WL3 44) 1. DL 1. COLL 0.6 WL4 45) 1. DL 1. COLL 0.75 SBAL 0.45 WL1 46) 1. DL 1. COLL 0.75 SBAL 0.45 WL2 47) 1. DL 1. COLL 0.75 SBAL 0.45 LWL1 48) 1. DL 1. COLL 0.75 SBAL 0.45 LWL2 49) 1. DL 1. COLL 0.75 SBAL 0.45 LWL3 50) 1. DL 1. COLL 0.75 SBAL 0.45 LWL4 51) 1. DL 1. COLL 0.75 SBAL 0.45 WL3 52) 1. DL 1. COLL 0.75 SBAL 0.45 WL4 53) 1. DL 0.75 LL 1. COLL 0.45 WL1 54) 1. DL 0.75 LL 1. COLL 0.45 WL2 55) 1. DL 0.75 LL 1. COLL 0.45 LWL1 56) 1. DL 0.75 LL 1. COLL 0.45 LWL2 57) 1. DL 0.75 LL 1. COLL 0.45 LWL3 58) 1. DL 0.75 LL 1. COLL 0.45 LWL4 59) 1. DL 0.75 LL 1. COLL 0.45 WL3 60) 1. DL 0.75 LL 1. COLL 0.45 WL4 61) 1. DL 1. COLL 1. SBAL 62) 1. DL 1. COLL 1. SBAL 1. DSNW 63) 1. DL 1. COLL 1. SBAL 1. SSNW 64) 1. LL *DEFL 60. 180. *TYPE D 65) 1. SNOW *DEFL 60. 180. *TYPE D 66) 1. SBAL 1. DSNW *DEFL 60. 180. *TYPE D 67) 1. SBAL 1. SSNW *DEFL 60. 180. *TYPE D 68) 1. WL1D *DEFL 60. 180. *TYPE D 69) 1. WL2D *DEFL 60. 180. *TYPE D 70) 1. LWL1D *DEFL 60. 180. *TYPE D 71) 1. LWL2D *DEFL 60. 180. *TYPE D 72) 1. LWL3D *DEFL 60. 180. *TYPE D 73) 1. LWL4D *DEFL 60. 180. *TYPE D 74) 1. WL3D *DEFL 60. 180. *TYPE D 75) 1. WL4D *DEFL 60. 180. *TYPE D 76) 1.36688 DL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 77) 1.36688 DL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 78) 0.73312 DL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 79) 0.73312 DL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 80) 1.36688 DL 1.36688 COLL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 81) 1.36688 DL 1.36688 COLL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 LOADS LR DSNW XREF Y T 1.426000 0.000000 -1.844400 14.240700\ # DRIFTING SNOW ON LEANTO BUILD LC EQDW GLOB M C 3.000000 1.990000 0.000000 \ # WALL WEIGHT FOR EQ LC EQDW GLOB M C 3.000000 0.390000 0.000000 \ # PANEL/GIRT SELF-WEIGHT FOR EQ LC EQDW GLOB M C 13.666700 0.390000 0.000000 \ # PANEL/GIRT SELF-WEIGHT FOR EQ LC DL GLOB Y C 9.916667 -2.500000 0.000000 # LT RXN C01 LC DL GLOB X C 9.916667 0.200000 0.000000 # LT RXN C01 LC SNOW GLOB Y C 9.916667 -3.333333 0.000000 # LT RXN CO1 LC SNOW GLOB X C 9.916667 0.333333 0.000000 # LT RXN CO1 LC WL1 GLOB Y C 9.916667 2.560000 0.000000 # LT RXN C01 LC WL1 GLOB X C 9.916667 -0.256000 0.000000 # LT RXN C01 310 3/7/2024 LC WL2 GLOB Y C 9.916667 2.560000 0.000000 # LT RXN C01 LC WL2 GLOB X C 9.916667 -0.256000 0.000000 # LT RXN C01 LC WL3 GLOB Y C 9.916667 2.560000 0.000000 # LT RXN C01 LC WL3 GLOB X C 9.916667 0.256000 0.000000 # LT RXN C01 LC WL4 GLOB Y C 9.916667 2.560000 0.000000 # LT RXN C01 LC WL4 GLOB X C 9.916667 0.256000 0.000000 # LT RXN C01 LC LWL$ GLOB Y C 9.916667 2.560000 0.000000 # LT RXN C01 LC LWL$ GLOB X C 9.916667 -0.256000 0.000000 # LT RXN C01 LC EQ GLOB Y C 9.916667 -1.333333 0.000000 # LT RXN C01 LC EQ GLOB X C 9.916667 0.133333 0.000000 # LT RXN C01 LC SBAL GLOB Y C 9.916667 -1.066200 0.000000 # LT RXN C01 LC SBAL GLOB X C 9.916667 0.054400 0.000000 # LT RXN C01 LC DSNW GLOB Y C 9.916667 -0.660500 0.000000 # LT RXN C01 LC DSNW GLOB X C 9.916667 0.008300 0.000000 # LT RXN C01 LC SSNW GLOB Y C 9.916667 -0.508900 0.000000 # LT RXN C01 LC SSNW GLOB X C 9.916667 0.027100 0.000000 # LT RXN C01 END 311 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F1- 2 R-Frame Design Program - Version V8.20 Job : 57322X Building Grid label legend File: ltfrar_e.fra Date: 02/23/24 It 15.667/13.667/30.104 20./100./25. Start Time: 12:44:46 -------------------------------------------------------------------------------- Building Grid Label Legend -------------------------- Building: B Frame Number: 1 No. of Frames: 1 Left Column: Column @ * - 6 Right Support: Support @ * - 5 *Frames located @ E 312 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F1- 3 R-Frame Design Program - Version V8.20 Job : 57322X Code Summary Report File: ltfrar_e.fra Date: 02/23/24 It 15.667/13.667/30.104 20./100./25. Start Time: 12:44:46 -------------------------------------------------------------------------------- Building: B Frame Number: 1 Location: frame lines 3 No. of Frames: 1 Building Code: 2018 IBC Supporting Design Standard(s) : 2018 International Building Code ASCE 7-16 Minimum Design Loads and Associated Criteria for Buildings and Other Structures AISC 360-16 Specification for Structural Steel Buildings, July 2016 AISC 341-16 Seismic Provisions for Structural Steel Buildings, July 2016 Frame Data Eave height left (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13.667 Horizontal width from left to right steel line (feet) . . . . . . . . . . . . . . . 15.667 Horizontal distance to ridge from left side (feet) . . . . . . . . . . . . . . . . . . 15.667 Roof slope left (rise:12) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.000 Roof angle left (degrees) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4.764 Column slope left & right (lat:12) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.000 Purlin depth left & right side (inches) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8.000 Frame rafter inset left & right side (inches) . . . . . . . . . . . . . . . . . . . . . . . 8.250 Girt depth left & right side (inches) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8.000 Frame column inset left & right side (inches) . . . . . . . . . . . . . . . . . . . . . . . 8.250 Tributary width left side (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 30.104 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .from height 0.00 to height 13.67 Tributary Width roof (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 30.104 Tension flange bolt hole reduction. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Yes Tension Field Action at Knee. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Yes Second order analysis method. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C2.2b Frame Design Loads ------------------ Dead load to frame rafter (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3.487 Frame rafter dead weight (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.727 Total roof dead weight (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4.214 Collateral load to frame rafter (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8.000 Roof live load entered (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20.000 Design roof live load used (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20.000 Ground Snow Load Entered [Pg] (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25.000 Minimum Roof Snow Load Entered [MRSL] (psf) . . . . . . . . . . . . . . . . . . . . . . . . . 25.000 Snow Importance Factor [I] - Risk Category II (Standard) . . . . . . . . . . . . 1.000 Snow Thermal Factor Entered [Ct] - User Entered. . . . . . . . . . . . . . . . . . . . . 1.000 Snow Thermal Factor Used [Ct] Heated Building. . . . . . . . . . . . . . . . . . . . . . . 1.000 Snow Exposure Factor [Ce] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.000 Flat Roof Snow Load [Pf = 0.7*Ce*Ct*Is*Pg] (psf) . . . . . . . . . . . . . . . . . . . . 17.500 Slippery & Unobstructed roof surface. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . No Snow Slope Factor [Cs] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.000 Balanced Roof Snow Load [SBal = Pf*Cs] (psf) . . . . . . . . . . . . . . . . . . . . . . . . 17.500 Minimum Roof Snow Load [Pm = 20*Is] (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . 20.000 Maximum horizontal roof width [W] (ft) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15.667 Rain-on-Snow surcharge load . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . N/A 313 3/7/2024 Uniform Roof Snow Load [Snow = MRSL] (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . 25.000 No Unbalanced Roof Snow Loadings. Pattern and Drifting Snow Load [0.7*Ce*Ct*Is*Pg*Cs] (psf) . . . . . . . . . . . 17.500 Pattern Snow Loading(s) ----------------------- 1) An end span loaded with 100% of the roof load & all the remaining spans loaded with 50% (min. of 2 spans) . 100% 50% 50% ---------------- 2) An end span loaded with 50% of the roof load & all the remaining spans loaded with 100% (min. of 2 spans) . 50% 100% 100% ---------------- 314 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F1- 4 R-Frame Design Program - Version V8.20 Job : 57322X Wind Summary Report File: ltfrar_e.fra Date: 02/23/24 It 15.667/13.667/30.104 20./100./25. Start Time: 12:44:46 -------------------------------------------------------------------------------- Wind Design Criteria Eave height left (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13.667 Wind elevation on left column (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20.000 Wind elevation on right column (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 29.583 Total frame width (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15.667 Total building length (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 50.500 Number of primary wind loadings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18 315 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F1- 5 R-Frame Design Program - Version V8.20 Job : 57322X Continue Wind Summary Report File: ltfrar_e.fra Date: 02/23/24 It 15.667/13.667/30.104 20./100./25. Start Time: 12:44:46 -------------------------------------------------------------------------------- *** Primary Wind Coefficients for Lean-To Frame *** -------------------------------------------------------------------------------- Wind Load WL1 Wind from left direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.470 -0.550 (100.0%) -0.870 ( 0.0%) 0.220 -------------------------------------------------------------------------------- Wind Load WL2 Wind from left direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.110 -0.190 (100.0%) -0.510 ( 0.0%) 0.580 -------------------------------------------------------------------------------- Wind Load LWL1 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.630 -0.550 (100.0%) -0.870 ( 0.0%) -0.630 -------------------------------------------------------------------------------- Wind Load LWL2 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.630 -0.870 (100.0%) -0.550 ( 0.0%) -0.630 -------------------------------------------------------------------------------- Wind Load LWL3 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.270 -0.190 (100.0%) -0.510 ( 0.0%) -0.270 -------------------------------------------------------------------------------- Wind Load LWL4 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.270 -0.510 (100.0%) -0.190 ( 0.0%) -0.270 -------------------------------------------------------------------------------- Wind Load MWL1 Min. Wind from left dir. ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.500 0.500 0.500 0.500 -------------------------------------------------------------------------------- Wind Load MWL2 Min. Wind from right dir. ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.500 -0.500 -0.500 -0.500 -------------------------------------------------------------------------------- Wind Load WL3 Wind from right direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.220 -0.870 (100.0%) -0.550 ( 0.0%) -0.470 -------------------------------------------------------------------------------- Wind Load WL4 Wind from right direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.580 -0.510 (100.0%) -0.190 ( 0.0%) -0.110 -------------------------------------------------------------------------------- Notes : 1. Wind coefficients applied to the roof may be located as a percentage of the total frame width (xx.x%) . If not shown the coefficients are applied fully to their respective rafter. 316 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F1- 6 R-Frame Design Program - Version V8.20 Job : 57322X Load Combinations Report File: ltfrar_e.fra Date: 02/23/24 It 15.667/13.667/30.104 20./100./25. Start Time: 12:44:46 -------------------------------------------------------------------------------- Load Combination : ------------------ 1) DL +COLL +0.5PSLR1 N A 2) DL +COLL +PSLR1 N A 3) DL +COLL +SNOW N A 4) DL +LL +COLL N A 5) 1.1168DL +0.91EQ N A 6) 1.1168DL -0.91EQ N A 7) 1.1168DL +1.1168COLL +0.91EQ N A 8) 1.1168DL +1.1168COLL -0.91EQ N A 9) 0.4832DL +0.91EQ N A 10) 0.4832DL -0.91EQ N A 11) 0.7331DL +3.EQ N C R 12) 0.7331DL -3.EQ N C R 13) 1.3669DL +1.3669COLL +3.EQ N C R 14) 1.3669DL +1.3669COLL -3.EQ N C R 15) 0.7331DL +3.EQ N B R 16) 0.7331DL -3.EQ N B R 17) 1.3669DL +1.3669COLL +3.EQ N B R 18) 1.3669DL +1.3669COLL -3.EQ N B R 19) DL +0.6WL1 N A 20) DL +0.6WL2 N A 21) DL +0.6LWL1 N A 22) DL +0.6LWL2 N A 23) DL +0.6LWL3 N A 24) DL +0.6LWL4 N A 25) DL +0.6WL3 N A 26) DL +0.6WL4 N A 27) 0.6DL +0.6WL1 N A 28) 0.6DL +0.6WL2 N A 29) 0.6DL +0.6LWL1 N A 30) 0.6DL +0.6LWL2 N A 31) 0.6DL +0.6LWL3 N A 32) 0.6DL +0.6LWL4 N A 33) 0.6DL +0.6WL3 N A 34) 0.6DL +0.6WL4 N A 35) 0.6MWL1 N M 36) 0.6MWL2 N M 37) DL +COLL +0.6WL1 N A 38) DL +COLL +0.6WL2 N A 39) DL +COLL +0.6LWL1 N A 40) DL +COLL +0.6LWL2 N A 41) DL +COLL +0.6LWL3 N A 42) DL +COLL +0.6LWL4 N A 43) DL +COLL +0.6WL3 N A 44) DL +COLL +0.6WL4 N A 45) DL +COLL +0.75SBAL +0.45WL1 N A 46) DL +COLL +0.75SBAL +0.45WL2 N A 47) DL +COLL +0.75SBAL +0.45LWL1 N A 48) DL +COLL +0.75SBAL +0.45LWL2 N A 49) DL +COLL +0.75SBAL +0.45LWL3 N A 50) DL +COLL +0.75SBAL +0.45LWL4 N A 317 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F1- 7 R-Frame Design Program - Version V8.20 Job : 57322X Continue Load Comb Report File: ltfrar_e.fra Date: 02/23/24 It 15.667/13.667/30.104 20./100./25. Start Time: 12:44:46 -------------------------------------------------------------------------------- Load Combination : ------------------ 51) DL +COLL +0.75SBAL +0.45WL3 N A 52) DL +COLL +0.75SBAL +0.45WL4 N A 53) DL +0.75LL +COLL +0.45WL1 N A 54) DL +0.75LL +COLL +0.45WL2 N A 55) DL +0.75LL +COLL +0.45LWL1 N A 56) DL +0.75LL +COLL +0.45LWL2 N A 57) DL +0.75LL +COLL +0.45LWL3 N A 58) DL +0.75LL +COLL +0.45LWL4 N A 59) DL +0.75LL +COLL +0.45WL3 N A 60) DL +0.75LL +COLL +0.45WL4 N A 61) DL +COLL +SBAL N A 62) DL +COLL +SBAL +DSNW N A 63) DL +COLL +SBAL +SSNW N A 64) LL D 65) SNOW D 66) SBAL +DSNW D 67) SBAL +SSNW D 68) WL1D D 69) WL2D D 70) LWL1D D 71) LWL2D D 72) LWL3D D 73) LWL4D D 74) WL3D D 75) WL4D D 76) 1.3669DL +EQ D E 77) 1.3669DL -EQ D E 78) 0.7331DL +EQ D E 79) 0.7331DL -EQ D E 80) 1.3669DL +1.3669COLL +EQ D E 81) 1.3669DL +1.3669COLL -EQ D E 318 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F1- 8 R-Frame Design Program - Version V8.20 Job : 57322X Continue Load Comb Report File: ltfrar_e.fra Date: 02/23/24 It 15.667/13.667/30.104 20./100./25. Start Time: 12:44:46 -------------------------------------------------------------------------------- Where DL = Roof Dead Load COLL = Roof Collateral Load PSLR1 = Pattern Snow Load Right Leanto/Canopy [PSLRxx] SNOW = Uniform snow = Larger of: Balanced snow (SBAL) Minimum roof snow (Pm) Input minimum roof snow (MRSL) LL = Roof Live Load EQ = Lateral Seismic Load [parallel to plane of frame] WL1 = Wind from Left to Right with +GCpi WL2 = Wind from Left to Right with -GCpi LWL1 = Windward Corner Left with +GCpi LWL2 = Windward Corner Right with +GCpi LWL3 = Windward Corner Left with -GCpi LWL4 = Windward Corner Right with -GCpi WL3 = Wind from Right to Left with +GCpi WL4 = Wind from Right to Left with -GCpi MWL1 = Minimum Wind Load MWL2 = Minimum Wind Load SBAL = Code Calculated Balanced Roof Snow Load DSNW = Drifting Snow SSNW = Sliding Snow WL1D = Wind from Left to Right with +GCpi at Service Level WL2D = Wind from Left to Right with -GCpi at Service Level LWL1D = Windward Corner Left with +GCpi at Service Level LWL2D = Windward Corner Right with +GCpi at Service Level LWL3D = Windward Corner Left with -GCpi at Service Level LWL4D = Windward Corner Right with -GCpi at Service Level WL3D = Wind from Right to Left with +GCpi at Service Level WL4D = Wind from Right to Left with -GCpi at Service Level Combination Descriptions : -------------------------- N= No 1/3 Increase in Allowable for Combination B= Base Only Combination A= Allowable Strength Design Combination - ASD16 C= Column Only Combination for Seismic D= Deflection Only Combination R= Load and Resistance Factor Design Combination - LRFD E= Cd is applied and Ie is omitted from frame drift calculations M= Minimum Wind Load Combination. Checked for Allowable Strength not for Deflection 319 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F1- 9 R-Frame Design Program - Version V8.20 Job : 57322X User Load Report File: ltfrar_e.fra Date: 02/23/24 It 15.667/13.667/30.104 20./100./25. Start Time: 12:44:46 -------------------------------------------------------------------------------- * User Input Loads ------------------ Load Mem Name Sys Dir Typ Distance Intensity Length No. Start End 1 LR DSNW XREF Y T 1.426 0.0000 -1.8444 14.241 2 LC EQDW GLOB M C 3.000 1.9900 0.0000 0.000 3 LC EQDW GLOB M C 3.000 0.3900 0.0000 0.000 4 LC EQDW GLOB M C 13.667 0.3900 0.0000 0.000 5 LC DL GLOB Y C 9.917 -2.5000 0.0000 0.000 6 LC DL GLOB X C 9.917 0.2000 0.0000 0.000 7 LC SNOW GLOB Y C 9.917 -3.3333 0.0000 0.000 8 LC SNOW GLOB x C 9.917 0.3333 0.0000 0.000 9 LC WL1 GLOB Y C 9.917 2.5600 0.0000 0.000 10 LC WL1 GLOB X C 9.917 -0.2560 0.0000 0.000 11 LC WL2 GLOB Y C 9.917 2.5600 0.0000 0.000 12 LC WL2 GLOB X C 9.917 -0.2560 0.0000 0.000 13 LC WL3 GLOB Y C 9.917 2.5600 0.0000 0.000 14 LC WL3 GLOB x C 9.917 0.2560 0.0000 0.000 15 LC WL4 GLOB Y C 9.917 2.5600 0.0000 0.000 16 LC WL4 GLOB x C 9.917 0.2560 0.0000 0.000 17 LC LWL$ GLOB Y C 9.917 2.5600 0.0000 0.000 18 LC LWL$ GLOB X C 9.917 -0.2560 0.0000 0.000 19 LC EQ GLOB Y C 9.917 -1.3333 0.0000 0.000 20 LC EQ GLOB X C 9.917 0.1333 0.0000 0.000 21 LC SBAL GLOB Y C 9.917 -1.0662 0.0000 0.000 22 LC SBAL GLOB X C 9.917 0.0544 0.0000 0.000 23 LC DSNW GLOB Y C 9.917 -0.6605 0.0000 0.000 24 LC DSNW GLOB X C 9.917 0.0083 0.0000 0.000 25 LC SSNW GLOB Y C 9.917 -0.5089 0.0000 0.000 26 LC SSNW GLOB X C 9.917 0.0271 0.0000 0.000 320 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F1- 10 R-Frame Design Program - Version V8.20 Job : 57322X Load Report File: ltfrar_e.fra Date: 02/23/24 It 15.667/13.667/30.104 20./100./25. Start Time: 12:44:46 -------------------------------------------------------------------------------- * General Loads Generated - ------------------------- Load Mem Name Sys Dir Typ Distance Intensity Length No. Start End 1 LR DSNW XREF Y T 1.426 0.0000 -1.8444 14.241 2 LC EQDW GLOB M C 3.000 1.9900 N/A 0.000 3 LC EQDW GLOB M C 3.000 0.3900 N/A 0.000 4 LC EQDW GLOB M C 13.667 0.3900 N/A 0.000 5 LC DL GLOB Y C 9.917 -2.5000 N/A 0.000 6 LC DL GLOB X C 9.917 0.2000 N/A 0.000 7 LC SNOW GLOB Y C 9.917 -3.3333 N/A 0.000 8 LC SNOW GLOB x C 9.917 0.3333 N/A 0.000 9 LC WL1 GLOB Y C 9.917 2.5600 N/A 0.000 10 LC WL1 GLOB X C 9.917 -0.2560 N/A 0.000 11 LC WL2 GLOB Y C 9.917 2.5600 N/A 0.000 12 LC WL2 GLOB X C 9.917 -0.2560 N/A 0.000 13 LC WL3 GLOB Y C 9.917 2.5600 N/A 0.000 14 LC WL3 GLOB X C 9.917 0.2560 N/A 0.000 15 LC WL4 GLOB Y C 9.917 2.5600 N/A 0.000 16 LC WL4 GLOB X C 9.917 0.2560 N/A 0.000 17 LC LWL$ GLOB Y C 9.917 2.5600 N/A 0.000 18 LC LWL$ GLOB X C 9.917 -0.2560 N/A 0.000 19 LC EQ GLOB Y C 9.917 -1.3333 N/A 0.000 20 LC EQ GLOB X C 9.917 0.1333 N/A 0.000 21 LC SBAL GLOB Y C 9.917 -1.0662 N/A 0.000 22 LC SBAL GLOB X C 9.917 0.0544 N/A 0.000 23 LC DSNW GLOB Y C 9.917 -0.6605 N/A 0.000 24 LC DSNW GLOB X C 9.917 0.0083 N/A 0.000 25 LC SSNW GLOB Y C 9.917 -0.5089 N/A 0.000 26 LC SSNW GLOB X C 9.917 0.0271 N/A 0.000 27 LC LWL1 GLOB Y C 9.917 2.5600 N/A 0.000 28 LC LWL2 GLOB Y C 9.917 2.5600 N/A 0.000 29 LC LWL3 GLOB Y C 9.917 2.5600 N/A 0.000 30 LC LWL4 GLOB Y C 9.917 2.5600 N/A 0.000 31 LC LWL1D GLOB Y C 9.917 2.5600 N/A 0.000 32 LC LWL2D GLOB Y C 9.917 2.5600 N/A 0.000 33 LC LWL3D GLOB Y C 9.917 2.5600 N/A 0.000 34 LC LWL4D GLOB Y C 9.917 2.5600 N/A 0.000 35 LC LWL1 GLOB X C 9.917 -0.2560 N/A 0.000 36 LC LWL2 GLOB X C 9.917 -0.2560 N/A 0.000 37 LC LWL3 GLOB X C 9.917 -0.2560 N/A 0.000 38 LC LWL4 GLOB X C 9.917 -0.2560 N/A 0.000 39 LC LWL1D GLOB X C 9.917 -0.2560 N/A 0.000 40 LC LWL2D GLOB X C 9.917 -0.2560 N/A 0.000 41 LC LWL3D GLOB X C 9.917 -0.2560 N/A 0.000 42 LC LWL4D GLOB X C 9.917 -0.2560 N/A 0.000 43 LR DL XREF Y U 0.000 -0.1050 N/A 0.000 44 LC SW GLOB Y U 0.000 -0.0220 N/A 0.000 45 LR SW GLOB Y U 0.000 -0.0219 N/A 0.000 46 LR LL XREF Y U 0.000 -0.6021 N/A 0.000 47 LR PSLR1 XREF Y U 0.000 -0.5268 N/A 15.667 48 LR COLL XREF Y U 0.000 -0.2408 N/A 0.000 49 LR SNOW XREF Y U 0.000 -0.7526 N/A 0.000 50 LR SBAL XREF Y U 0.000 -0.5268 N/A 0.000 321 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F1- 11 R-Frame Design Program - Version V8.20 Job : 57322X Load Report File: ltfrar_e.fra Date: 02/23/24 It 15.667/13.667/30.104 20./100./25. Start Time: 12:44:46 -------------------------------------------------------------------------------- 51 LC WL1 MEMB Y U 0.000 0.2763 N/A 0.000 52 LR WL1 MEMB Y U 0.000 0.3233 N/A 0.000 53 LC WL2 MEMB Y U 0.000 0.0647 N/A 0.000 54 LR WL2 MEMB Y U 0.000 0.1117 N/A 0.000 55 LC LWL1 MEMB Y U 0.000 0.3703 N/A 0.000 56 LR LWL1 MEMB Y U 0.000 0.3233 N/A 0.000 57 LC LWL2 MEMB Y U 0.000 0.3703 N/A 0.000 58 LR LWL2 MEMB Y U 0.000 0.5114 N/A 0.000 59 LC LWL3 MEMB Y U 0.000 0.1587 N/A 0.000 60 LR LWL3 MEMB Y U 0.000 0.1117 N/A 0.000 61 LC LWL4 MEMB Y U 0.000 0.1587 N/A 0.000 62 LR LWL4 MEMB Y U 0.000 0.2998 N/A 0.000 63 LC MWL1 MEMB Y U 0.000 0.2408 N/A 0.000 64 LR MWL1 GLOB X U 0.000 -0.0200 N/A 15.721 65 LC MWL2 MEMB Y U 0.000 -0.2408 N/A 0.000 66 LR MWL2 GLOB X U 0.000 0.0200 N/A 15.721 67 LC WL3 MEMB Y U 0.000 -0.1293 N/A 0.000 68 LR WL3 MEMB Y U 0.000 0.5114 N/A 0.000 69 LC WL4 MEMB Y U 0.000 -0.3409 N/A 0.000 70 LR WL4 MEMB Y U 0.000 0.2998 N/A 0.000 71 LC WL1D MEMB Y U 0.000 0.1284 N/A 0.000 72 LR WL1D MEMB Y U 0.000 0.1503 N/A 0.000 73 LC WL2D MEMB Y U 0.000 0.0301 N/A 0.000 74 LR WL2D MEMB Y U 0.000 0.0519 N/A 0.000 75 LC LWL1D MEMB Y U 0.000 0.1721 N/A 0.000 76 LR LWL1D MEMB Y U 0.000 0.1503 N/A 0.000 77 LC LWL2D MEMB Y U 0.000 0.1721 N/A 0.000 78 LR LWL2D MEMB Y U 0.000 0.2377 N/A 0.000 79 LC LWL3D MEMB Y U 0.000 0.0738 N/A 0.000 80 LR LWL3D MEMB Y U 0.000 0.0519 N/A 0.000 81 LC LWL4D MEMB Y U 0.000 0.0738 N/A 0.000 82 LR LWL4D MEMB Y U 0.000 0.1393 N/A 0.000 83 LC WL3D MEMB Y U 0.000 -0.0601 N/A 0.000 84 LR WL3D MEMB Y U 0.000 0.2377 N/A 0.000 85 LC WL4D MEMB Y U 0.000 -0.1585 N/A 0.000 86 LR WL4D MEMB Y U 0.000 0.1393 N/A 0.000 87 LR DSNW XREF Y U 1.426 -0.1844 N/A 14.241 88 LR DSNW XREF Y U 4.274 -0.3689 N/A 11.393 89 LR DSNW XREF Y U 7.122 -0.3689 N/A 8.544 90 LR DSNW XREF Y U 9.970 -0.3689 N/A 5.696 91 LR DSNW XREF Y U 12.819 -0.3689 N/A 2.848 322 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F1- 12 R-Frame Design Program - Version V8.20 Job : 57322X Seismic Summary Report File: ltfrar_e.fra Date: 02/23/24 It 15.667/13.667/30.104 20./100./25. Start Time: 12:44:46 -------------------------------------------------------------------------------- Seismic Design Criteria Standard Risk Category Building for Seismic Loadings Seismic loads required for building . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Yes Response Acceleration Coeff. , for Short Periods [Ss] (%g) . . . . . . . . . . 104.300 Response Acceleration Coeff. , for 1 sec. Periods [S1] (%g) . . . . . . . . . 37.175 Long-period Transition Period Time [TL] (seconds) . . . . . . . . . . . . . . . . . . 16.000 Seismic Design Category . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . D Soil Profile Type . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . D Seismic Site Coefficient [Fa] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.2000 Seismic Site Coefficient [Fv] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.9282 Maximum Spectral Response Accel., for Short Periods [Sms] (g) . . . . . . 1.2516 Maximum Spectral Response Accel., for 1 sec. Periods [Sml] (g) 0.7168 Design Spectral Response Accel., for Short Periods [Sds] (g) . . . . . . . 0.8344 Design Spectral Response Accel., for 1 sec. Periods [Shc] (g) . . . . . . 0.4779 Sds and Shc values . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Code-calculated Seismic Response Modification Factor [R] . . . . . . . . . . . . . . . . . . . . . . . . . . . 3.5000 Seismic Importance Factor [I] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.0000 Storage/Equipment Areas and/or Service Rooms Exist . . . . . . . . . . . . . . . . . No Seismic Story Height [hn] (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14.3195 Seismic Fundamental Period [T] Used (seconds) . . . . . . . . . . . . . . . . . . . . . . 0.2355 Seismic Overstrength Factor [OMEGAo] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3.0000 Longitudinal Seismic Redundancy/Reliability Factor [L-rho] . . . . . . . . . 1.3000 Seismic Redundancy/Reliability Factor [rho] . . . . . . . . . . . . . . . . . . . . . . . . 1.3000 Snow in Seismic Force Calculations [Used] (%) . . . . . . . . . . . . . . . . . . . . . . 0.00 Snow in Seismic Force Calculations [Min. Required] (%) . . . . . . . . . . . . . 0.00 Snow in Seismic Load Combinations [Used] (%) . . . . . . . . . . . . . . . . . . . . . . . 0.00 Snow in Seismic Load Combinations [Min. Required] (%) . . . . . . . . . . . . . . 0.00 Mezz. Live load in Seismic Force Calculations [Used] (%) . . . . . . . . . . . 0.00 Mezz. Live load in Seismic Force Calculations [Min. Required] (%) . . 0.00 Mezz. Live load in Seismic Load Combinations [Used] (%) . . . . . . . . . . . . 100.00 Mezz. Live load in Seismic Load Combinations [Min. Required] (%) . . . 100.00 Building Height Limit (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 65.0000 Seismic Story Drift Limit Factor . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.0250 Seismic Story Drift Limit (in) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4.4917 Seismic Deflection Amplification Factor [Cd] . . . . . . . . . . . . . . . . . . . . . . . 3.0000 Seismic Response Coefficient [Cs] Used . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.2384 Seismic Story Drift [Cd*Drift/Importance Factor] (in) . . . . . . . . . . . . . . 0.006 Theta [Px*Ie*Delta/Vx/hx/Cd] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.000 Theta Max [0.5/Beta/Cd] where Beta = 1.0 . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.167 Roof Dead Load = 4.224 Wall Weight = 0.000 Collateral Load = 2.076 Snow Load = 0.000 Rafter Crane Weight = 0.000 ------------------------------------- Total Roof Weight = 6.299 kips User Mass Load (1) = 2.380 User Mass Load (2) = 0.390 ------------------------------------- Total User Mass = 2.770 kips Total Roof Weight = 6.299 Total User Mass = 2.770 323 3/7/2024 Mezzanine Weight = 0.000 Col. Crane Weight = 0.000 ------------------------------------- Total Bldg Weight = 9.069 kips X X Seismic Coeff. = 0.2384 ------------------------------------- Base Shear = 2.1621 kips Seismic Load for roof at col # 1 = 1.8811 kips Seismic Load for roof at col # 2 = 0.0000 kips --------------------------------------------------- Seismic Load for roof in total = 1.8811 kips Seismic Ld for mass # 1 @ col # 1 = 0.1609 kips Seismic Ld for mass # 1 @ col # 2 = 0.0000 kips --------------------------------------------------- Seismic Load for mass in total = 0.1609 kips Seismic Ld for mass # 2 @ col # 1 = 0.1201 kips Seismic Ld for mass # 2 @ col # 2 = 0.0000 kips --------------------------------------------------- Seismic Load for mass in total = 0.1201 kips 324 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F1- 13 R-Frame Design Program - Version V8.20 Job : 57322X Continued Seismic Load Report File: ltfrar_e.fra Date: 02/23/24 It 15.667/13.667/30.104 20./100./25. Start Time: 12:44:46 -------------------------------------------------------------------------------- * Seismic General Loads Generated --------------------------------- Load Mem Name Sys Dir Typ Distance Intensity Length No. Start End 92 LC EQ YREF X C 12.643 1.8811 N/A 0.000 93 LC EQ YREF X C 3.000 0.1609 N/A 0.000 94 LC EQ YREF X C 13.667 0.1201 N/A 0.000 325 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F1- 14 R-Frame Design Program - Version V8.20 Job : 57322X Forces and Allowable Stresses Summary File: ltfrar_e.fra Date: 02/23/24 It 15.667/13.667/30.104 20./100./25. Start Time: 12:44:46 -------------------------------------------------------------------------------- Left Column Analysis Length = 12.64 ft Kx = 1.00 Weight = 278. lbs Part Length Mem Depths at Member Description Web Fy No. (ft) Start (in) End(in) Thickness (ksi) 1 12.25 10.200 10.200 W10x22 0.2400 in 50.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 101 -16.7 0.0 -0.0 15.4 0.0 0.0 20.0 0.00 0.17 0.17 0.17 62 -------------------------------------------------------------------------------- Left Rafter Analysis Length = 14.18 ft Kx = 1.00 Weight = 312. lbs Part Length Mem Depths at Member Description Web Fy No. (ft) Start (in) End(in) Thickness (ksi) 2 14.25 10.200 10.200 W10x22 0.2400 in 50.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 211 -0.3 45.8 0.4 11.2 33.6 33.6 20.0 0.01 0.71 0.71 0.71 62 -------------------------------------------------------------------------------- Total Member Weight = 590. lbs 326 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F1- 15 R-Frame Design Program - Version V8.20 Job : 57322X Anchor Rod and Base Plate Design File: ltfrar_e.fra Date: 02/23/24 It 15.667/13.667/30.104 20./100./25. Start Time: 12:44:46 -------------------------------------------------------------------------------- Left Exterior Column Anchor Rods and Base Plate Design ------------------------------------------------------ Anchor Rod & Base Plate Design Sizes >> --------------------------------------- Use (4) - 0.750 in. dia. F1554, Gr. 36 anchor rods Rod Gage: 4.000 in. Rod Spacing (in. ) : 3.000, 1 @ 4.0000, 3.2000 Plate size: 6.0000 x 10.2000 x 0.3750 in. (Width x Depth x Thickness) Controlling Reactions for Anchor Rod Design >> ---------------------------------------------- Shear Tension Allowable Load Unity Loading Type (kips) (kips) (kips) No. Check ----------------------------------------------------------------- Rod Tension 0.000 2.030 38.435 30 0.05 Rod Shear 1.470 0.000 23.061 26 0.06 Standard Base Plate Welding >> (Using E70 Electrodes) ------------------------------ Fillet Weld Weld Weld Design Weld Weld Size Length Capacity Force Load Unity Location (in.) (in.) (kips) (kips) No. Check ------------------------------------------------------------------ Inner Flg 0.3125 5.750 26.682 0.655 30 0.02 Outer Flg 0.3125 5.750 26.682 0.655 30 0.02 Web 0.1875 9.480 26.395 1.580 30 0.06 327 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F1- 16 R-Frame Design Program - Version V8.20 Job : 57322X Leanto Boss Report File: ltfrar_e.fra Date: 02/23/24 It 15.667/13.667/30.104 20./100./25. Start Time: 12:44:46 -------------------------------------------------------------------------------- Boss Design Segment Starting Ending Web Outer Flange Inner Flange Seg Length Web Depth Web Depth Thickness Width Thickness Width Thickness Nam (feet) (inches) (inches) (inches) (in. ) (in. ) (in. ) (in. ) --- ------ --------- --------- --------- --------------- --------------- 1 0.688 9.4800 9.4800 0.1340 6.00 x 0.3750 6.00 x 0.3750 Fy = 55.0 ksi Fu = 70.0 ksi Length = 8.25 in. Weight = 13.5 lbs. 328 3/02024 Star Building Systems, OKC, OK User: wwokeefe Page: F1- 17 R-Frame Design Program - Version V8.20 Job : 57322X Connection Report File: ltfrar_e.fra Date: 02/23/24 It 15.667/13.667/30.104 20./100./25. Start Time: 12:44:46 -------------------------------------------------------------------------------- Vertical Knee Connection @ Left Rafter Depth 1 -------------------------------------------------------------------------------- Bolts: ASTM F3125, Grade A325 - Fully Tightened (O.S.) 2 rows P. Depth - 1/2 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: Right Side of Conn Data: ----------------------- ------------------------ Plate: 5.75 x 0.3600 in. Plate: 6.00 x 0.2500 in. Fy(Min) 55.0 ksi Fy(Min) 55.0 ksi Fu 70.0 ksi Fu 70.0 ksi Flanges: O.S. - 5.75 x 0.3600 in. I.S. - 5.75 x 0.3600 in. Web Depth - 9.513 in. Web Thickness - 0.240 in. Gage - 2.500 in. Center of Bolt to Flange: Pf top (ins) - 2.035 in. BFCD top (ins) - 1.500 in. Rise top (ins) - 0.076 in. XTI top (ins) - 2.014 in. Bolt Spacing - 2.500 in. Angle top - 94.8 degrees Angle bot - 85.2 degrees Plate Length - 6.035 in. Left Side Conn Right Side Conn Controlling Moments Axial Shear Moments Axial Shear Load Combinations: (k-ft) (kips) (kips) (k-ft) (kips) (kips) ----------------------------- ------------------------------------------------- 62) DL +COLL +SBAL +DSNW 0.00 -0.29 10.82 0.00 -0.29 10.82 Connection Design Summary: Bolt Unity Check (O.S.) = 0.5104 Plate Unity Check (O.S.) = 0.3152 Weld Unity Check = 0.4087 329 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F1- 18 R-Frame Design Program - Version V8.20 Job : 57322X Connection Report File: ltfrar_e.fra Date: 02/23/24 It 15.667/13.667/30.104 20./100./25. Start Time: 12:44:46 -------------------------------------------------------------------------------- Peak Connection @ Left Rafter Depth 2 -------------------------------------------------------------------------------- Bolts: ASTM F3125, Grade A325 - Fully Tightened (O.S.) 2 rows P. Depth - 1/2 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: Right Side of Conn Data: ----------------------- ------------------------ Plate: 6.00 x 0.2500 in. Plate: 6.00 x 0.2500 in. Fy(Min) 55.0 ksi Fy(Min) 55.0 ksi Fu 70.0 ksi Fu 70.0 ksi Flanges: Flanges: O.S. - 5.75 x 0.3600 in. O.S. - 6.00 x 0.3750 in. I.S. - 5.75 x 0.3600 in. I.S. - 6.00 x 0.3750 in. Web Depth - 9.513 in. Web Depth - 9.513 in. Web Thickness - 0.240 in. Web Thickness - 0.240 in. Gage - 2.500 in. Gage - 2.500 in. Center of Bolt to Flange: Center of Bolt to Flange: Pf top (ins) - 1.604 in. Pf top (ins) - 1.625 in. BFCD top (ins) - 1.500 in. BFCD top (ins) - 1.500 in. Rise top (ins) - 0.076 in. Rise top (ins) - 0.000 in. XTI top (ins) - 1.625 in. XTI top (ins) - 1.625 in. Bolt Spacing - 2.500 in. Bolt Spacing - 2.500 in. Angle top - 85.2 degrees Angle top - 90.0 degrees Angle bot - 94.8 degrees Angle bot - 90.0 degrees Plate Length - 5.625 in. Plate Length - 5.625 in. Left Side Conn Right Side Conn Controlling Moments Axial Shear Moments Axial Shear Load Combinations: (k-ft) (kips) (kips) (k-ft) (kips) (kips) ----------------------------- ------------------------------------------------- 62) DL +COLL +SBAL +DSNW 0.00 -0.29 -14.93 Connection Design Summary: Bolt Unity Check (O.S.) = 0.7040 Plate Unity Check (O.S.) = 0.4347 Weld Unity Check = 0.6076 Required Connection Plate Welding >> (Using E70 Electrodes) ------------------------------------ Welded Weld Weld Weld Design Weld Joint Size Length Capacity Force Load Unity Weld Location Type (in. ) (in. ) (kips) (kips) No. Check ------------------------------------------------------------------------------ Left Side of Connection Inner Flg Fillet-BS 0.3125 11.5000 80.0467 0.6651 30 0.0083 Outer Flg Fillet-BS 0.3125 11.5000 80.0467 0.6651 30 0.0083 Web Plate Fillet-BS 0.1875 19.0257 52.9720 14.9281 62 0.2818 ------------------------------------------------------------------------------ NS - Near side weld, FS - Far side weld, BS - Both sides weld. 330 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F1- 19 R-Frame Design Program - Version V8.20 Job : 57322X Knee and Stiffener Report File: ltfrar_e.fra Date: 02/23/24 It 15.667/13.667/30.104 20./100./25. Start Time: 12:44:46 -------------------------------------------------------------------------------- Left Knee Design ---------------- Knee web thickness Use 0.2400 in. thick web Column Cap Plate 6.0000 X 0.2500 in. 331 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F1- 20 R-Frame Design Program - Version V8.20 Job : 57322X Flange Brace Report File: ltfrar_e.fra Date: 02/23/24 It 15.667/13.667/30.104 20./100./25. Start Time: 12:44:46 -------------------------------------------------------------------------------- Girt Spaces - Vertical Measurements Left Column Right Column 1 @ 312-1/2" @ FLOOR 1 @ 413-1/2" 1 @ 3'0 1 @ 312 @ EAVE Purlin Spaces - Horizontal Measurements Left Rafter Right Rafter 2 @ 210-7/8" @ EAVE 1 @ 2'8 1 @ 1'10 1 @ 2'8 1 @ 1'2 1 @ 2'4 1 @ 0110-1/4" @ PEAK -------------------------------------------------------------------------------- Member Distance to Brace Points (feet) - Left Rafter Measured along T.F. from left steel line - Right Rafter Measured along T.F. from right steel line - Ext. Columns Measured along T.F. from base -------------------------------------------------------------------------------- LFT COLUMN 3.21 7.50 10.50 (N) (N) (C) LFT RAFTER 2.08 4.16 6.83 8.67 11.35 12.52 14.86 (C) (N) (N) (N) (N) (N) (C) -------------------------------------------------------------------------------- "N" Indicates that No flange braces are located at the brace point "C" Indicates that One L2x2x14 ga flange brace is located at the brace point -------------------------------------------------------------------------------- 332 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F1- 21 R-Frame Design Program - Version V8.20 Job : 57322X Primary Deflection Report File: ltfrar_e.fra Date: 02/23/24 It 15.667/13.667/30.104 20./100./25. Start Time: 12:44:46 -------------------------------------------------------------------------------- Column Top Deflections for Load Combs. (Positive = X:Right Y:Upward) (Inches) ------------------------------------------------------------------------------ Ext. Left Col Ext Right Col X-Def Y-Def X-Def Y-Def ------------------------------------------------------------------------------ Neg. Max -0.005 -0.012 Load Comb 79 3 Defl. H/999 ------------------------------------------------------------------------------ Maximum Rafter Deflections for Span #1 (Positive = Y:Upward) ------------------------------------------------------------------------------ Max. Downward Deflection Max. Upward Deflection Y-Def. X-Dist. from Right S.L. Y-Def. X-Dist. from Right S.L. ------------------------------------------------------------------------------ Max. Def -0.385 in. 8.93 ft. 0.064 in. 8.43 ft. Load Comb 66 74 Defl. L/442 L/999 ------------------------------------------------------------------------------ Vertical Clearance at the Left Knee is 12.2537 feet Vertical Clearance at the Right Knee is 13.2996 feet 333 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F3- 1 R-Frame Design Program - Version V8.20 Job : 57322X Input Data Echo File: ltfrar_f_d.fra Date: 02/23/24 It 15.667/13.667/13.083 20./100./25. Start Time: 12:46:00 \\acrfiler0l\TS\Jobs\active\Eng\19-B-57322\ver01-wwokeefe\BLDG-A\ -------------------------------------------------------------------------------- VERSION V8.20 BRAND STAR DESCRIPTION It 15.667/13. 667/13.083 20./100./25. FRAME ID 3 # FRAME LEFT SIDE IS BLDG. PLANE SWB # AND FRAME RIGHT SIDE IS BLDG. PLANE PRINT echo code loads base connection deflection boss profile seismic detail \ flg_brace summary stiffeners pro_grplds pro_mcomb OPTIMIZATION none *PLANT atw *JOB 57322X ANALYZE all *DATASET members brace combinations wind-array connection base BUILDING LABEL B LOCATION frame lines 2 LATERAL GRID LABEL F D LONGITUDINAL GRID LABEL F D NUMBER FRAMES 2 *PRICE complete TYPE It p cs 60. 60. right MAIN GEOMETRY WIDTH 113.25 113.25 LENGTH 86. EAVE LEFT 20. *ROOF SLOPE LEFT 1.0155 EAVE RIGHT 29.5833 LEANTO RIGHT GEOMETRY WIDTH 15.667 0. LENGTH 50.5 EAVE 13.6667 *ROOF SLOPE 1. BOSS 8.25 GIRT DEPTH 8. 8.25 *PURLIN DEPTH 8. 8.25 GIRT THICKNESS 0.059 *PURLIN THICKNESS 0.07 GIRT FLANGE 2.5 *PURLIN FLANGE 2.5 PURLIN STIFFNESS 5.864 10.631 1.828 4.699 CODE LABEL 2018 IBC BUILDING CODE IB18 U=Normal DEAD LOAD 3.487 *COLLATERAL LOAD 8. LIVE LOAD 20. SNOW G=25. T=1. S=N WML=15.667 MRSL=25. SEISMIC LOAD 51=37.175 SS=104.3 TL=16. %CR=NORM %SR=NORM RHOT=1.3 RHOL=1.3 \ R=3.5 LOF=2. TOF=3. RL=3.25 Cd=3. Ct=0.028 SOIL PROFILE D SECOND ORDER FOA ROOF TRIBUTARY TR=13.083 WALL TRIBUTARY LEFT TR= 13.083 S=O. E=13.6667 WALL TRIBUTARY RIGHT TR= 13.083 S=O. E=14.9723 DESIGN ASD16 MAXIMUM UNITY CHECK 1. LATERAL BRACE LENGTH 23.83 STIFFNESS CHECK SNOW ONLY BOLT TIGHTENING Fully DEFLECTION ROOF L=180. 5=180. W=180. G=120. DEFLECTION WALL L=60. 5=60. W=60. E=40. C=100. G=60. TE=40. MIN_MOMT_BOLT_DIA 0.75 SPLICE GUSSETS NA BRACING SIDES LC=3 RA=3 RC=3 BRACE ATTACHMENT FLANGE FLANGE BRACE ATTACHMENT LC=O RA=O GIRT SPACING 3.2083 4.2917 3. GIRT BRACE N N N 334 3/7/2024 PURLIN SPACING 2@2.0718 2.6667 1.8333 2.6667 1.1667 2.3333 PURLIN BRACE C N N N N N C LEFT COLUMN BASE W=6. T=0.375 L=10.2 N=2 D=0.75 W10X22 0. LEFT RAFTER CONNECTION 0=2P W=5.75 5. T=0.36 0.25 D=0.5 WlOX12 0. CONNECTION 0=2P W=5. T=0.25 D=0.5 WIND LOAD WL1 19.525 -0.6100 -0.7100 -1.2500 0.4300 15.667 Left WIND LOAD WL2 19.525 -0.2500 -0.3500 -0.8900 0.7900 15.667 Left WIND LOAD LWL1 19.525 -0.6600 -0.7100 -1.2500 -0.6600 15.667 WIND LOAD LWL2 19.525 -0.6600 -1.2500 -0.7100 -0.6600 15.667 WIND LOAD LWL3 19.525 -0.3000 -0.3500 -0.8900 -0.3000 15.667 WIND LOAD LWL4 19.525 -0.3000 -0.8900 -0.3500 -0.3000 15.667 WIND LOAD MWL1 16.000 -0.5000 0.5000 0.5000 0.5000 0.000 WIND LOAD MWL2 16.000 0.5000 -0.5000 -0.5000 -0.5000 0.000 WIND LOAD WL3 19.525 0.4300 -1.2500 -0.7100 -0.6100 15.667 Right WIND LOAD WL4 19.525 0.7900 -0.8900 -0.3500 -0.2500 15.667 Right WIND LOAD WL1D 9.075 -0.6100 -0.7100 -1.2500 0.4300 15.667 Left WIND LOAD WL2D 9.075 -0.2500 -0.3500 -0.8900 0.7900 15.667 Left WIND LOAD LWL1D 9.075 -0.6600 -0.7100 -1.2500 -0.6600 15.667 WIND LOAD LWL2D 9.075 -0.6600 -1.2500 -0.7100 -0.6600 15.667 WIND LOAD LWL3D 9.075 -0.3000 -0.3500 -0.8900 -0.3000 15.667 WIND LOAD LWL4D 9.075 -0.3000 -0.8900 -0.3500 -0.3000 15.667 WIND LOAD WL3D 9.075 0.4300 -1.2500 -0.7100 -0.6100 15.667 Right WIND LOAD WL4D 9.075 0.7900 -0.8900 -0.3500 -0.2500 15.667 Right LOAD COMBINATIONS 1) 1. DL 1. COLL 0.5 PSLR1 *DEFL 60. 120. 2) 1. DL 1. COLL 1. PSLR1 *DEFL 60. 120. 3) 1. DL 1. COLL 1. SNOW *DEFL 60. 120. 4) 1. DL 1. LL 1. COLL *DEFL 60. 120. 5) 1.11682 DL 0.91 EQ *DEFL 40. 120. 6) 1.11682 DL -0.91 EQ *DEFL 40. 120. 7) 1.11682 DL 1.11682 COLL 0.91 EQ *DEFL 40. 120. 8) 1.11682 DL 1.11682 COLL -0.91 EQ *DEFL 40. 120. 9) 0.48318 DL 0.91 EQ *DEFL 40. 120. 10) 0.48318 DL -0.91 EQ *DEFL 40. 120. 11) 0.73312 DL 3. EQ *TYPE R *APP C 12) 0.73312 DL -3. EQ *TYPE R *APP C 13) 1.36688 DL 1.36688 COLL 3. EQ *TYPE R *APP C 14) 1.36688 DL 1.36688 COLL -3. EQ *TYPE R *APP C 15) 0.73312 DL 3. EQ *TYPE R *APP B 16) 0.73312 DL -3. EQ *TYPE R *APP B 17) 1.36688 DL 1.36688 COLL 3. EQ *TYPE R *APP B 18) 1.36688 DL 1.36688 COLL -3. EQ *TYPE R *APP B 19) 1. DL 0.6 WL1 20) 1. DL 0.6 WL2 21) 1. DL 0.6 LWL1 22) 1. DL 0.6 LWL2 23) 1. DL 0.6 LWL3 24) 1. DL 0.6 LWL4 25) 1. DL 0.6 WL3 26) 1. DL 0.6 WL4 27) 0.6 DL 0.6 WL1 28) 0.6 DL 0.6 WL2 29) 0.6 DL 0.6 LWL1 30) 0.6 DL 0.6 LWL2 31) 0.6 DL 0.6 LWL3 32) 0.6 DL 0.6 LWL4 33) 0.6 DL 0.6 WL3 34) 0.6 DL 0.6 WL4 335 3/7/2024 35) 0.6 MWL1 *TYPE M 36) 0.6 MWL2 *TYPE M 37) 1. DL 1. COLL 0.6 WL1 38) 1. DL 1. COLL 0.6 WL2 39) 1. DL 1. COLL 0.6 LWL1 40) 1. DL 1. COLL 0.6 LWL2 41) 1. DL 1. COLL 0.6 LWL3 42) 1. DL 1. COLL 0.6 LWL4 43) 1. DL 1. COLL 0.6 WL3 44) 1. DL 1. COLL 0.6 WL4 45) 1. DL 1. COLL 0.75 SBAL 0.45 WL1 46) 1. DL 1. COLL 0.75 SBAL 0.45 WL2 47) 1. DL 1. COLL 0.75 SBAL 0.45 LWL1 48) 1. DL 1. COLL 0.75 SBAL 0.45 LWL2 49) 1. DL 1. COLL 0.75 SBAL 0.45 LWL3 50) 1. DL 1. COLL 0.75 SBAL 0.45 LWL4 51) 1. DL 1. COLL 0.75 SBAL 0.45 WL3 52) 1. DL 1. COLL 0.75 SBAL 0.45 WL4 53) 1. DL 0.75 LL 1. COLL 0.45 WL1 54) 1. DL 0.75 LL 1. COLL 0.45 WL2 55) 1. DL 0.75 LL 1. COLL 0.45 LWL1 56) 1. DL 0.75 LL 1. COLL 0.45 LWL2 57) 1. DL 0.75 LL 1. COLL 0.45 LWL3 58) 1. DL 0.75 LL 1. COLL 0.45 LWL4 59) 1. DL 0.75 LL 1. COLL 0.45 WL3 60) 1. DL 0.75 LL 1. COLL 0.45 WL4 61) 1. DL 1. COLL 1. SBAL 1. DSNW 62) 1. LL *DEFL 60. 180. *TYPE D 63) 1. SNOW *DEFL 60. 180. *TYPE D 64) 1. SBAL 1. DSNW *DEFL 60. 180. *TYPE D 65) 1. WL1D *DEFL 60. 180. *TYPE D 66) 1. WL2D *DEFL 60. 180. *TYPE D 67) 1. LWL1D *DEFL 60. 180. *TYPE D 68) 1. LWL2D *DEFL 60. 180. *TYPE D 69) 1. LWL3D *DEFL 60. 180. *TYPE D 70) 1. LWL4D *DEFL 60. 180. *TYPE D 71) 1. WL3D *DEFL 60. 180. *TYPE D 72) 1. WL4D *DEFL 60. 180. *TYPE D 73) 1.36688 DL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 74) 1.36688 DL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 75) 0.73312 DL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 76) 0.73312 DL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 77) 1.36688 DL 1.36688 COLL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 78) 1.36688 DL 1.36688 COLL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 LOADS LR DSNW XREF Y T 1.426000 0.000000 -0.805200 14.240700\ # DRIFTING SNOW ON LEANTO BUILD LC EQDW GLOB M C 3.000000 1.080000 0.000000 \ # WALL WEIGHT FOR EQ LC EQDW GLOB M C 3.000000 0.210000 0.000000 \ # PANEL/GIRT SELF-WEIGHT FOR EQ LC EQDW GLOB M C 13.666700 0.210000 0.000000 \ # PANEL/GIRT SELF-WEIGHT FOR EQ END 336 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F3- 2 R-Frame Design Program - Version V8.20 Job : 57322X Building Grid label legend File: ltfrar_f_d.fra Date: 02/23/24 It 15.667/13.667/13.083 20./100./25. Start Time: 12:46:00 -------------------------------------------------------------------------------- Building Grid Label Legend -------------------------- Building: B Frame Number: 3 No. of Frames: 2 Left Column: Column @ * - F Right Support: Support @ * - D *Frames located @ F D 337 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F3- 3 R-Frame Design Program - Version V8.20 Job : 57322X Code Summary Report File: ltfrar_f_d.fra Date: 02/23/24 It 15.667/13.667/13.083 20./100./25. Start Time: 12:46:00 -------------------------------------------------------------------------------- Building: B Frame Number: 3 Location: frame lines 2 No. of Frames: 2 Building Code: 2018 IBC Supporting Design Standard(s) : 2018 International Building Code ASCE 7-16 Minimum Design Loads and Associated Criteria for Buildings and Other Structures AISC 360-16 Specification for Structural Steel Buildings, July 2016 AISC 341-16 Seismic Provisions for Structural Steel Buildings, July 2016 Frame Data Eave height left (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13.667 Horizontal width from left to right steel line (feet) . . . . . . . . . . . . . . . 15.667 Horizontal distance to ridge from left side (feet) . . . . . . . . . . . . . . . . . . 15.667 Roof slope left (rise:12) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.000 Roof angle left (degrees) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4.764 Column slope left & right (lat:12) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.000 Purlin depth left & right side (inches) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8.000 Frame rafter inset left & right side (inches) . . . . . . . . . . . . . . . . . . . . . . . 8.250 Girt depth left & right side (inches) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8.000 Frame column inset left & right side (inches) . . . . . . . . . . . . . . . . . . . . . . . 8.250 Tributary width left side (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13.083 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .from height 0.00 to height 13.67 Tributary Width roof (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13.083 Tension flange bolt hole reduction. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Yes Tension Field Action at Knee. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Yes Second order analysis method. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C2.2b Frame Design Loads ------------------ Dead load to frame rafter (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3.487 Frame rafter dead weight (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.913 Total roof dead weight (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4.400 Collateral load to frame rafter (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8.000 Roof live load entered (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20.000 Design roof live load used (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20.000 Ground Snow Load Entered [Pg] (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25.000 Minimum Roof Snow Load Entered [MRSL] (psf) . . . . . . . . . . . . . . . . . . . . . . . . . 25.000 Snow Importance Factor [I] - Risk Category II (Standard) . . . . . . . . . . . . 1.000 Snow Thermal Factor Entered [Ct] - User Entered. . . . . . . . . . . . . . . . . . . . . 1.000 Snow Thermal Factor Used [Ct] Heated Building. . . . . . . . . . . . . . . . . . . . . . . 1.000 Snow Exposure Factor [Ce] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.000 Flat Roof Snow Load [Pf = 0.7*Ce*Ct*Is*Pg] (psf) . . . . . . . . . . . . . . . . . . . . 17.500 Slippery & Unobstructed roof surface. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . No Snow Slope Factor [Cs] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.000 Balanced Roof Snow Load [SBal = Pf*Cs] (psf) . . . . . . . . . . . . . . . . . . . . . . . . 17.500 Minimum Roof Snow Load [Pm = 20*Is] (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . 20.000 Maximum horizontal roof width [W] (ft) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15.667 Rain-on-Snow surcharge load . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . N/A 338 3/7/2024 Uniform Roof Snow Load [Snow = MRSL] (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . 25.000 No Unbalanced Roof Snow Loadings. Pattern and Drifting Snow Load [0.7*Ce*Ct*Is*Pg*Cs] (psf) . . . . . . . . . . . 17.500 Pattern Snow Loading(s) ----------------------- 1) An end span loaded with 100% of the roof load & all the remaining spans loaded with 50% (min. of 2 spans) . 100% 50% 50% ---------------- 2) An end span loaded with 50% of the roof load & all the remaining spans loaded with 100% (min. of 2 spans) . 50% 100% 100% ---------------- 339 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F3- 4 R-Frame Design Program - Version V8.20 Job : 57322X Wind Summary Report File: ltfrar_f_d.fra Date: 02/23/24 It 15.667/13.667/13.083 20./100./25. Start Time: 12:46:00 -------------------------------------------------------------------------------- Wind Design Criteria Eave height left (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13.667 Wind elevation on left column (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20.000 Wind elevation on right column (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 29.583 Total frame width (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15.667 Total building length (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 50.500 Number of primary wind loadings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18 340 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F3- 5 R-Frame Design Program - Version V8.20 Job : 57322X Continue Wind Summary Report File: ltfrar_f_d.fra Date: 02/23/24 It 15.667/13.667/13.083 20./100./25. Start Time: 12:46:00 -------------------------------------------------------------------------------- *** Primary Wind Coefficients for Lean-To Frame *** -------------------------------------------------------------------------------- Wind Load WL1 Wind from left direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.610 -0.710 (100.0%) -1.250 ( 0.0%) 0.430 -------------------------------------------------------------------------------- Wind Load WL2 Wind from left direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.250 -0.350 (100.0%) -0.890 ( 0.0%) 0.790 -------------------------------------------------------------------------------- Wind Load LWL1 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.660 -0.710 (100.0%) -1.250 ( 0.0%) -0.660 -------------------------------------------------------------------------------- Wind Load LWL2 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.660 -1.250 (100.0%) -0.710 ( 0.0%) -0.660 -------------------------------------------------------------------------------- Wind Load LWL3 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.300 -0.350 (100.0%) -0.890 ( 0.0%) -0.300 -------------------------------------------------------------------------------- Wind Load LWL4 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.300 -0.890 (100.0%) -0.350 ( 0.0%) -0.300 -------------------------------------------------------------------------------- Wind Load MWL1 Min. Wind from left dir. ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.500 0.500 0.500 0.500 -------------------------------------------------------------------------------- Wind Load MWL2 Min. Wind from right dir. ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.500 -0.500 -0.500 -0.500 -------------------------------------------------------------------------------- Wind Load WL3 Wind from right direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.430 -1.250 (100.0%) -0.710 ( 0.0%) -0.610 -------------------------------------------------------------------------------- Wind Load WL4 Wind from right direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.790 -0.890 (100.0%) -0.350 ( 0.0%) -0.250 -------------------------------------------------------------------------------- Notes : 1. Wind coefficients applied to the roof may be located as a percentage of the total frame width (xx.x%) . If not shown the coefficients are applied fully to their respective rafter. 341 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F3- 6 R-Frame Design Program - Version V8.20 Job : 57322X Load Combinations Report File: ltfrar_f_d.fra Date: 02/23/24 It 15.667/13.667/13.083 20./100./25. Start Time: 12:46:00 -------------------------------------------------------------------------------- Load Combination : ------------------ 1) DL +COLL +0.5PSLR1 N A 2) DL +COLL +PSLR1 N A 3) DL +COLL +SNOW N A 4) DL +LL +COLL N A 5) 1.1168DL +0.91EQ N A 6) 1.1168DL -0.91EQ N A 7) 1.1168DL +1.1168COLL +0.91EQ N A 8) 1.1168DL +1.1168COLL -0.91EQ N A 9) 0.4832DL +0.91EQ N A 10) 0.4832DL -0.91EQ N A 11) 0.7331DL +3.EQ N C R 12) 0.7331DL -3.EQ N C R 13) 1.3669DL +1.3669COLL +3.EQ N C R 14) 1.3669DL +1.3669COLL -3.EQ N C R 15) 0.7331DL +3.EQ N B R 16) 0.7331DL -3.EQ N B R 17) 1.3669DL +1.3669COLL +3.EQ N B R 18) 1.3669DL +1.3669COLL -3.EQ N B R 19) DL +0.6WL1 N A 20) DL +0.6WL2 N A 21) DL +0.6LWL1 N A 22) DL +0.6LWL2 N A 23) DL +0.6LWL3 N A 24) DL +0.6LWL4 N A 25) DL +0.6WL3 N A 26) DL +0.6WL4 N A 27) 0.6DL +0.6WL1 N A 28) 0.6DL +0.6WL2 N A 29) 0.6DL +0.6LWL1 N A 30) 0.6DL +0.6LWL2 N A 31) 0.6DL +0.6LWL3 N A 32) 0.6DL +0.6LWL4 N A 33) 0.6DL +0.6WL3 N A 34) 0.6DL +0.6WL4 N A 35) 0.6MWL1 N M 36) 0.6MWL2 N M 37) DL +COLL +0.6WL1 N A 38) DL +COLL +0.6WL2 N A 39) DL +COLL +0.6LWL1 N A 40) DL +COLL +0.6LWL2 N A 41) DL +COLL +0.6LWL3 N A 42) DL +COLL +0.6LWL4 N A 43) DL +COLL +0.6WL3 N A 44) DL +COLL +0.6WL4 N A 45) DL +COLL +0.75SBAL +0.45WL1 N A 46) DL +COLL +0.75SBAL +0.45WL2 N A 47) DL +COLL +0.75SBAL +0.45LWL1 N A 48) DL +COLL +0.75SBAL +0.45LWL2 N A 49) DL +COLL +0.75SBAL +0.45LWL3 N A 50) DL +COLL +0.75SBAL +0.45LWL4 N A 342 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F3- 7 R-Frame Design Program - Version V8.20 Job : 57322X Continue Load Comb Report File: ltfrar_f_d.fra Date: 02/23/24 It 15.667/13.667/13.083 20./100./25. Start Time: 12:46:00 -------------------------------------------------------------------------------- Load Combination : ------------------ 51) DL +COLL +0.75SBAL +0.45WL3 N A 52) DL +COLL +0.75SBAL +0.45WL4 N A 53) DL +0.75LL +COLL +0.45WL1 N A 54) DL +0.75LL +COLL +0.45WL2 N A 55) DL +0.75LL +COLL +0.45LWL1 N A 56) DL +0.75LL +COLL +0.45LWL2 N A 57) DL +0.75LL +COLL +0.45LWL3 N A 58) DL +0.75LL +COLL +0.45LWL4 N A 59) DL +0.75LL +COLL +0.45WL3 N A 60) DL +0.75LL +COLL +0.45WL4 N A 61) DL +COLL +SBAL +DSNW N A 62) LL D 63) SNOW D 64) SBAL +DSNW D 65) WL1D D 66) WL2D D 67) LWL1D D 68) LWL2D D 69) LWL3D D 70) LWL4D D 71) WL3D D 72) WL4D D 73) 1.3669DL +EQ D E 74) 1.3669DL -EQ D E 75) 0.7331DL +EQ D E 76) 0.7331DL -EQ D E 77) 1.3669DL +1.3669COLL +EQ D E 78) 1.3669DL +1.3669COLL -EQ D E 343 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F3- 8 R-Frame Design Program - Version V8.20 Job : 57322X Continue Load Comb Report File: ltfrar_f_d.fra Date: 02/23/24 It 15.667/13.667/13.083 20./100./25. Start Time: 12:46:00 -------------------------------------------------------------------------------- Where DL = Roof Dead Load COLL = Roof Collateral Load PSLR1 = Pattern Snow Load Right Leanto/Canopy [PSLRxx] SNOW = Uniform snow = Larger of: Balanced snow (SBAL) Minimum roof snow (Pm) Input minimum roof snow (MRSL) LL = Roof Live Load EQ = Lateral Seismic Load [parallel to plane of frame] WL1 = Wind from Left to Right with +GCpi WL2 = Wind from Left to Right with -GCpi LWL1 = Windward Corner Left with +GCpi LWL2 = Windward Corner Right with +GCpi LWL3 = Windward Corner Left with -GCpi LWL4 = Windward Corner Right with -GCpi WL3 = Wind from Right to Left with +GCpi WL4 = Wind from Right to Left with -GCpi MWL1 = Minimum Wind Load MWL2 = Minimum Wind Load SBAL = Code Calculated Balanced Roof Snow Load DSNW = Drifting Snow WL1D = Wind from Left to Right with +GCpi at Service Level WL2D = Wind from Left to Right with -GCpi at Service Level LWL1D = Windward Corner Left with +GCpi at Service Level LWL2D = Windward Corner Right with +GCpi at Service Level LWL3D = Windward Corner Left with -GCpi at Service Level LWL4D = Windward Corner Right with -GCpi at Service Level WL3D = Wind from Right to Left with +GCpi at Service Level WL4D = Wind from Right to Left with -GCpi at Service Level Combination Descriptions : -------------------------- N= No 1/3 Increase in Allowable for Combination B= Base Only Combination A= Allowable Strength Design Combination - ASD16 C= Column Only Combination for Seismic D= Deflection Only Combination R= Load and Resistance Factor Design Combination - LRFD E= Cd is applied and Ie is omitted from frame drift calculations M= Minimum Wind Load Combination. Checked for Allowable Strength not for Deflection 344 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F3- 9 R-Frame Design Program - Version V8.20 Job : 57322X User Load Report File: ltfrar_f_d.fra Date: 02/23/24 It 15.667/13.667/13.083 20./100./25. Start Time: 12:46:00 -------------------------------------------------------------------------------- * User Input Loads ------------------ Load Mem Name Sys Dir Typ Distance Intensity Length No. Start End 1 LR DSNW XREF Y T 1.426 0.0000 -0.8052 14.241 2 LC EQDW GLOB M C 3.000 1.0800 0.0000 0.000 3 LC EQDW GLOB M C 3.000 0.2100 0.0000 0.000 4 LC EQDW GLOB M C 13.667 0.2100 0.0000 0.000 345 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F3- 10 R-Frame Design Program - Version V8.20 Job : 57322X Load Report File: ltfrar_f_d.fra Date: 02/23/24 It 15.667/13.667/13.083 20./100./25. Start Time: 12:46:00 -------------------------------------------------------------------------------- * General Loads Generated - ------------------------- Load Mem Name Sys Dir Typ Distance Intensity Length No. Start End 1 LR DSNW XREF Y T 1.426 0.0000 -0.8052 14.241 2 LC EQDW GLOB M C 3.000 1.0800 N/A 0.000 3 LC EQDW GLOB M C 3.000 0.2100 N/A 0.000 4 LC EQDW GLOB M C 13.667 0.2100 N/A 0.000 5 LR DL XREF Y U 0.000 -0.0456 N/A 0.000 6 LC SW GLOB Y U 0.000 -0.0220 N/A 0.000 7 LR SW GLOB Y U 0.000 -0.0119 N/A 0.000 8 LR LL XREF Y U 0.000 -0.2617 N/A 0.000 9 LR PSLR1 XREF Y U 0.000 -0.2290 N/A 15.667 10 LR COLL XREF Y U 0.000 -0.1047 N/A 0.000 11 LR SNOW XREF Y U 0.000 -0.3271 N/A 0.000 12 LR SBAL XREF Y U 0.000 -0.2290 N/A 0.000 13 LC WL1 MEMB Y U 0.000 0.1558 N/A 0.000 14 LR WL1 MEMB Y U 0.000 0.1814 N/A 0.000 15 LC WL2 MEMB Y U 0.000 0.0639 N/A 0.000 16 LR WL2 MEMB Y U 0.000 0.0894 N/A 0.000 17 LC LWL1 MEMB Y U 0.000 0.1686 N/A 0.000 18 LR LWL1 MEMB Y U 0.000 0.1814 N/A 0.000 19 LC LWL2 MEMB Y U 0.000 0.1686 N/A 0.000 20 LR LWL2 MEMB Y U 0.000 0.3193 N/A 0.000 21 LC LWL3 MEMB Y U 0.000 0.0766 N/A 0.000 22 LR LWL3 MEMB Y U 0.000 0.0894 N/A 0.000 23 LC LWL4 MEMB Y U 0.000 0.0766 N/A 0.000 24 LR LWL4 MEMB Y U 0.000 0.2273 N/A 0.000 25 LC MWL1 MEMB Y U 0.000 0.1047 N/A 0.000 26 LR MWL1 GLOB X U 0.000 -0.0087 N/A 15.721 27 LC MWL2 MEMB Y U 0.000 -0.1047 N/A 0.000 28 LR MWL2 GLOB X U 0.000 0.0087 N/A 15.721 29 LC WL3 MEMB Y U 0.000 -0.1098 N/A 0.000 30 LR WL3 MEMB Y U 0.000 0.3193 N/A 0.000 31 LC WL4 MEMB Y U 0.000 -0.2018 N/A 0.000 32 LR WL4 MEMB Y U 0.000 0.2273 N/A 0.000 33 LC WL1D MEMB Y U 0.000 0.0724 N/A 0.000 34 LR WL1D MEMB Y U 0.000 0.0843 N/A 0.000 35 LC WL2D MEMB Y U 0.000 0.0297 N/A 0.000 36 LR WL2D MEMB Y U 0.000 0.0416 N/A 0.000 37 LC LWL1D MEMB Y U 0.000 0.0784 N/A 0.000 38 LR LWL1D MEMB Y U 0.000 0.0843 N/A 0.000 39 LC LWL2D MEMB Y U 0.000 0.0784 N/A 0.000 40 LR LWL2D MEMB Y U 0.000 0.1484 N/A 0.000 41 LC LWL3D MEMB Y U 0.000 0.0356 N/A 0.000 42 LR LWL3D MEMB Y U 0.000 0.0416 N/A 0.000 43 LC LWL4D MEMB Y U 0.000 0.0356 N/A 0.000 44 LR LWL4D MEMB Y U 0.000 0.1057 N/A 0.000 45 LC WL3D MEMB Y U 0.000 -0.0511 N/A 0.000 46 LR WL3D MEMB Y U 0.000 0.1484 N/A 0.000 47 LC WL4D MEMB Y U 0.000 -0.0938 N/A 0.000 48 LR WL4D MEMB Y U 0.000 0.1057 N/A 0.000 49 LR DSNW XREF Y U 1.426 -0.0805 N/A 14.241 50 LR DSNW XREF Y U 4.274 -0.1610 N/A 11.393 346 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F3- 11 R-Frame Design Program - Version V8.20 Job : 57322X Load Report File: ltfrar_f_d.fra Date: 02/23/24 It 15.667/13.667/13.083 20./100./25. Start Time: 12:46:00 -------------------------------------------------------------------------------- 51 LR DSNW XREF Y U 7.122 -0.1610 N/A 8.544 52 LR DSNW XREF Y U 9.970 -0.1610 N/A 5.696 53 LR DSNW XREF Y U 12.819 -0.1610 N/A 2.848 347 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F3- 12 R-Frame Design Program - Version V8.20 Job : 57322X Seismic Summary Report File: ltfrar_f_d.fra Date: 02/23/24 It 15.667/13.667/13.083 20./100./25. Start Time: 12:46:00 -------------------------------------------------------------------------------- Seismic Design Criteria Standard Risk Category Building for Seismic Loadings Seismic loads required for building . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Yes Response Acceleration Coeff. , for Short Periods [Ss] (%g) . . . . . . . . . . 104.300 Response Acceleration Coeff. , for 1 sec. Periods [S1] (%g) . . . . . . . . . 37.175 Long-period Transition Period Time [TL] (seconds) . . . . . . . . . . . . . . . . . . 16.000 Seismic Design Category . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . D Soil Profile Type . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . D Seismic Site Coefficient [Fa] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.2000 Seismic Site Coefficient [Fv] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.9282 Maximum Spectral Response Accel., for Short Periods [Sms] (g) . . . . . . 1.2516 Maximum Spectral Response Accel., for 1 sec. Periods [Sml] (g) 0.7168 Design Spectral Response Accel., for Short Periods [Sds] (g) . . . . . . . 0.8344 Design Spectral Response Accel., for 1 sec. Periods [Shc] (g) . . . . . . 0.4779 Sds and Shc values . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Code-calculated Seismic Response Modification Factor [R] . . . . . . . . . . . . . . . . . . . . . . . . . . . 3.5000 Seismic Importance Factor [I] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.0000 Storage/Equipment Areas and/or Service Rooms Exist . . . . . . . . . . . . . . . . . No Seismic Story Height [hn] (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14.3195 Seismic Fundamental Period [T] Used (seconds) . . . . . . . . . . . . . . . . . . . . . . 0.2355 Seismic Overstrength Factor [OMEGAo] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3.0000 Longitudinal Seismic Redundancy/Reliability Factor [L-rho] . . . . . . . . . 1.3000 Seismic Redundancy/Reliability Factor [rho] . . . . . . . . . . . . . . . . . . . . . . . . 1.3000 Snow in Seismic Force Calculations [Used] (%) . . . . . . . . . . . . . . . . . . . . . . 0.00 Snow in Seismic Force Calculations [Min. Required] (%) . . . . . . . . . . . . . 0.00 Snow in Seismic Load Combinations [Used] (%) . . . . . . . . . . . . . . . . . . . . . . . 0.00 Snow in Seismic Load Combinations [Min. Required] (%) . . . . . . . . . . . . . . 0.00 Mezz. Live load in Seismic Force Calculations [Used] (%) . . . . . . . . . . . 0.00 Mezz. Live load in Seismic Force Calculations [Min. Required] (%) . . 0.00 Mezz. Live load in Seismic Load Combinations [Used] (%) . . . . . . . . . . . . 100.00 Mezz. Live load in Seismic Load Combinations [Min. Required] (%) . . . 100.00 Building Height Limit (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 65.0000 Seismic Story Drift Limit Factor . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.0250 Seismic Story Drift Limit (in) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4.4917 Seismic Deflection Amplification Factor [Cd] . . . . . . . . . . . . . . . . . . . . . . . 3.0000 Seismic Response Coefficient [Cs] Used . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.2384 Seismic Story Drift [Cd*Drift/Importance Factor] (in) . . . . . . . . . . . . . . 0.003 Theta [Px*Ie*Delta/Vx/hx/Cd] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.000 Theta Max [0.5/Beta/Cd] where Beta = 1.0 . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.167 Roof Dead Load = 0.833 Wall Weight = 0.000 Collateral Load = 0.902 Snow Load = 0.000 Rafter Crane Weight = 0.000 ------------------------------------- Total Roof Weight = 1.735 kips User Mass Load (1) = 1.290 User Mass Load (2) = 0.210 ------------------------------------- Total User Mass = 1.500 kips Total Roof Weight = 1.735 Total User Mass = 1.500 348 3/7/2024 Mezzanine Weight = 0.000 Col. Crane Weight = 0.000 ------------------------------------- Total Bldg Weight = 3.235 kips X X Seismic Coeff. = 0.2384 ------------------------------------- Base Shear = 0.7712 kips Seismic Load for roof at col # 1 = 0.5964 kips Seismic Load for roof at col # 2 = 0.0000 kips --------------------------------------------------- Seismic Load for roof in total = 0.5964 kips Seismic Ld for mass # 1 @ col # 1 = 0.1003 kips Seismic Ld for mass # 1 @ col # 2 = 0.0000 kips --------------------------------------------------- Seismic Load for mass in total = 0.1003 kips Seismic Ld for mass # 2 @ col # 1 = 0.0744 kips Seismic Ld for mass # 2 @ col # 2 = 0.0000 kips --------------------------------------------------- Seismic Load for mass in total = 0.0744 kips 349 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F3- 13 R-Frame Design Program - Version V8.20 Job : 57322X Continued Seismic Load Report File: ltfrar_f_d.fra Date: 02/23/24 It 15.667/13.667/13.083 20./100./25. Start Time: 12:46:00 -------------------------------------------------------------------------------- * Seismic General Loads Generated --------------------------------- Load Mem Name Sys Dir Typ Distance Intensity Length No. Start End 54 LC EQ YREF X C 12.657 0.5964 N/A 0.000 55 LC EQ YREF X C 3.000 0.1003 N/A 0.000 56 LC EQ YREF X C 13.667 0.0744 N/A 0.000 350 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F3- 14 R-Frame Design Program - Version V8.20 Job : 57322X Forces and Allowable Stresses Summary File: ltfrar_f_d.fra Date: 02/23/24 It 15.667/13.667/13.083 20./100./25. Start Time: 12:46:00 -------------------------------------------------------------------------------- Left Column Analysis Length = 12.66 ft Kx = 1.00 Weight = 278. lbs Part Length Mem Depths at Member Description Web Fy No. (ft) Start (in) End(in) Thickness (ksi) 1 12.28 10.200 10.200 W10x22 0.2400 in 50.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 101 -5.6 0.0 -0.1 11.4 0.0 0.0 20.0 0.00 0.08 0.08 0.08 61 -------------------------------------------------------------------------------- Left Rafter Analysis Length = 14.18 ft Kx = 1.00 Weight = 170. lbs Part Length Mem Depths at Member Description Web Fy No. (ft) Start (in) End(in) Thickness (ksi) 2 14.25 9.870 9.870 W10x12 0.1900 in 50.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 211 -0.2 20.0 0.2 3.8 34.4 26.6 20.0 0.01 0.65 0.83 0.83 61 -------------------------------------------------------------------------------- Total Member Weight = 449. lbs 351 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F3- 15 R-Frame Design Program - Version V8.20 Job : 57322X Anchor Rod and Base Plate Design File: ltfrar_f_d.fra Date: 02/23/24 It 15.667/13.667/13.083 20./100./25. Start Time: 12:46:00 -------------------------------------------------------------------------------- Left Exterior Column Anchor Rods and Base Plate Design ------------------------------------------------------ Anchor Rod & Base Plate Design Sizes >> --------------------------------------- Use (4) - 0.750 in. dia. F1554, Gr. 36 anchor rods Rod Gage: 4.000 in. Rod Spacing (in. ) : 3.000, 1 @ 4.0000, 3.2000 Plate size: 6.0000 x 10.2000 x 0.3750 in. (Width x Depth x Thickness) Controlling Reactions for Anchor Rod Design >> ---------------------------------------------- Shear Tension Allowable Load Unity Loading Type (kips) (kips) (kips) No. Check ----------------------------------------------------------------- Rod Tension 0.000 1.269 38.435 30 0.03 Rod Shear 0.802 0.000 23.061 34 0.03 Standard Base Plate Welding >> (Using E70 Electrodes) ------------------------------ Fillet Weld Weld Weld Design Weld Weld Size Length Capacity Force Load Unity Location (in.) (in.) (kips) (kips) No. Check ------------------------------------------------------------------ Inner Flg 0.3125 5.750 26.682 0.409 30 0.02 Outer Flg 0.3125 5.750 26.682 0.409 30 0.02 Web 0.1875 9.480 26.395 0.835 34 0.03 352 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F3- 16 R-Frame Design Program - Version V8.20 Job : 57322X Leanto Boss Report File: ltfrar_f_d.fra Date: 02/23/24 It 15.667/13.667/13.083 20./100./25. Start Time: 12:46:00 -------------------------------------------------------------------------------- Boss Design Segment Starting Ending Web Outer Flange Inner Flange Seg Length Web Depth Web Depth Thickness Width Thickness Width Thickness Nam (feet) (inches) (inches) (inches) (in. ) (in. ) (in. ) (in. ) --- ------ --------- --------- --------- --------------- --------------- 1 0.688 9.4500 9.4500 0.1340 5.00 x 0.2500 5.00 x 0.2500 Fy = 55.0 ksi Fu = 70.0 ksi Length = 8.25 in. Weight = 8.8 lbs. 353 3/02024 Star Building Systems, OKC, OK User: wwokeefe Page: F3- 17 R-Frame Design Program - Version V8.20 Job : 57322X Connection Report File: ltfrar_f_d.fra Date: 02/23/24 It 15.667/13.667/13.083 20./100./25. Start Time: 12:46:00 -------------------------------------------------------------------------------- Vertical Knee Connection @ Left Rafter Depth 1 -------------------------------------------------------------------------------- Bolts: ASTM F3125, Grade A325 - Fully Tightened (O.S.) 2 rows P. Depth - 1/2 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: Right Side of Conn Data: ----------------------- ------------------------ Plate: 5.75 x 0.3600 in. Plate: 5.00 x 0.2500 in. Fy(Min) 55.0 ksi Fy(Min) 55.0 ksi Fu 70.0 ksi Fu 70.0 ksi Flanges: O.S. - 3.96 x 0.2100 in. I.S. - 3.96 x 0.2100 in. Web Depth - 9.483 in. Web Thickness - 0.190 in. Gage - 2.500 in. Center of Bolt to Flange: Pf top (ins) - 1.685 in. BFCD top (ins) - 1.500 in. Rise top (ins) - 0.076 in. XTI top (ins) - 1.664 in. Bolt Spacing - 2.500 in. Angle top - 94.8 degrees Angle bot - 85.2 degrees Plate Length - 5.685 in. Left Side Conn Right Side Conn Controlling Moments Axial Shear Moments Axial Shear Load Combinations: (k-ft) (kips) (kips) (k-ft) (kips) (kips) ----------------------------- ------------------------------------------------- 61) DL +COLL +SBAL +DSNW 0.00 -0.15 4.73 0.00 -0.15 4.73 Connection Design Summary: Bolt Unity Check (O.S.) = 0.2231 Plate Unity Check (O.S.) = 0.1378 Weld Unity Check = 0.2405 354 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F3- 18 R-Frame Design Program - Version V8.20 Job : 57322X Connection Report File: ltfrar_f_d.fra Date: 02/23/24 It 15.667/13.667/13.083 20./100./25. Start Time: 12:46:00 -------------------------------------------------------------------------------- Peak Connection @ Left Rafter Depth 2 -------------------------------------------------------------------------------- Bolts: ASTM F3125, Grade A325 - Fully Tightened (O.S.) 2 rows P. Depth - 1/2 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: Right Side of Conn Data: ----------------------- ------------------------ Plate: 5.00 x 0.2500 in. Plate: 5.00 x 0.2500 in. Fy(Min) 55.0 ksi Fy(Min) 55.0 ksi Fu 70.0 ksi Fu 70.0 ksi Flanges: Flanges: O.S. - 3.96 x 0.2100 in. O.S. - 5.00 x 0.2500 in. I.S. - 3.96 x 0.2100 in. I.S. - 5.00 x 0.2500 in. Web Depth - 9.483 in. Web Depth - 9.483 in. Web Thickness - 0.190 in. Web Thickness - 0.190 in. Gage - 2.500 in. Gage - 2.500 in. Center of Bolt to Flange: Center of Bolt to Flange: Pf top (ins) - 1.729 in. Pf top (ins) - 1.750 in. BFCD top (ins) - 1.500 in. BFCD top (ins) - 1.500 in. Rise top (ins) - 0.076 in. Rise top (ins) - 0.000 in. XTI top (ins) - 1.750 in. XTI top (ins) - 1.750 in. Bolt Spacing - 2.500 in. Bolt Spacing - 2.500 in. Angle top - 85.2 degrees Angle top - 90.0 degrees Angle bot - 94.8 degrees Angle bot - 90.0 degrees Plate Length - 5.750 in. Plate Length - 5.750 in. Left Side Conn Right Side Conn Controlling Moments Axial Shear Moments Axial Shear Load Combinations: (k-ft) (kips) (kips) (k-ft) (kips) (kips) ----------------------------- ------------------------------------------------- 61) DL +COLL +SBAL +DSNW 0.00 -0.15 -6.52 Connection Design Summary: Bolt Unity Check (O.S.) = 0.3075 Plate Unity Check (O.S.) = 0.1898 Weld Unity Check = 0.3274 Required Connection Plate Welding >> (Using E70 Electrodes) ------------------------------------ Welded Weld Weld Weld Design Weld Joint Size Length Capacity Force Load Unity Weld Location Type (in. ) (in. ) (kips) (kips) No. Check ------------------------------------------------------------------------------ Left Side of Connection Inner Flg Fillet-BS 0.1875 7.9200 33.0767 0.2411 30 0.0073 Outer Flg Fillet-BS 0.1875 7.9200 33.0767 0.2411 30 0.0073 Web Plate Fillet-BS 0.1875 18.9655 52.8044 6.5201 61 0.1235 ------------------------------------------------------------------------------ NS - Near side weld, FS - Far side weld, BS - Both sides weld. 355 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F3- 19 R-Frame Design Program - Version V8.20 Job : 57322X Knee and Stiffener Report File: ltfrar_f_d.fra Date: 02/23/24 It 15.667/13.667/13.083 20./100./25. Start Time: 12:46:00 -------------------------------------------------------------------------------- Left Knee Design ---------------- Knee web thickness Use 0.2400 in. thick web Column Cap Plate 6.0000 X 0.2500 in. 356 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F3- 20 R-Frame Design Program - Version V8.20 Job : 57322X Flange Brace Report File: ltfrar_f_d.fra Date: 02/23/24 It 15.667/13.667/13.083 20./100./25. Start Time: 12:46:00 -------------------------------------------------------------------------------- Girt Spaces - Vertical Measurements Left Column Right Column 1 @ 312-1/2" @ FLOOR 1 @ 413-1/2" 1 @ 3'0 1 @ 312 @ EAVE Purlin Spaces - Horizontal Measurements Left Rafter Right Rafter 2 @ 210-7/8" @ EAVE 1 @ 2'8 1 @ 1'10 1 @ 2'8 1 @ 1'2 1 @ 2'4 1 @ 0110-1/4" @ PEAK -------------------------------------------------------------------------------- Member Distance to Brace Points (feet) - Left Rafter Measured along T.F. from left steel line - Right Rafter Measured along T.F. from right steel line - Ext. Columns Measured along T.F. from base -------------------------------------------------------------------------------- LFT COLUMN 3.21 7.50 10.50 (N) (N) (N) LFT RAFTER 2.08 4.16 6.83 8.67 11.35 12.52 14.86 (C) (N) (N) (N) (N) (N) (C) -------------------------------------------------------------------------------- "N" Indicates that No flange braces are located at the brace point "C" Indicates that One L2x2x14 ga flange brace is located at the brace point -------------------------------------------------------------------------------- 357 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F3- 21 R-Frame Design Program - Version V8.20 Job : 57322X Primary Deflection Report File: ltfrar_f_d.fra Date: 02/23/24 It 15.667/13.667/13.083 20./100./25. Start Time: 12:46:00 -------------------------------------------------------------------------------- Column Top Deflections for Load Combs. (Positive = X:Right Y:Upward) (Inches) ------------------------------------------------------------------------------ Ext. Left Col Ext Right Col X-Def Y-Def X-Def Y-Def ------------------------------------------------------------------------------ Neg. Max -0.003 -0.004 Load Comb 76 3 Defl. H/999 ------------------------------------------------------------------------------ Maximum Rafter Deflections for Span #1 (Positive = Y:Upward) ------------------------------------------------------------------------------ Max. Downward Deflection Max. Upward Deflection Y-Def. X-Dist. from Right S.L. Y-Def. X-Dist. from Right S.L. ------------------------------------------------------------------------------ Max. Def -0.365 in. 8.93 ft. 0.087 in. 8.43 ft. Load Comb 64 71 Defl. L/466 L/999 ------------------------------------------------------------------------------ Vertical Clearance at the Left Knee is 12.2813 feet Vertical Clearance at the Right Knee is 13.3272 feet 358 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F9- 1 R-Frame Design Program - Version V8.20 Job : 57322X Input Data Echo File: pframe grid6 bay2.fra 02/23/24 pf 24.333/13.667 leanto plane of main Start Time: 13:07:08 building \\acrfiler0l\TS\Jobs\active\Eng\19-B-57322\ver01-wwokeefe\BLDG-A\ -------------------------------------------------------------------------------- VERSION V8.20 BRAND STAR DESCRIPTION pf 24.333/13.667 leanto plane of main building FRAME_ID 9 PRINT echo code reactions base connection deflection profile seismic detail \ flg_brace summary stiffeners pro_mcomb OPTIMIZATION none *PLANT atw *JOB 57322X ANALYZE all *DATASET members brace combinations wind-array connection base BUILDING LABEL B LOCATION bays 2- (Gridline 6) LATERAL GRID LABEL 6 LONGITUDINAL GRID LABEL LEFT RIGHT NUMBER FRAMES 1 *PRICE complete TYPE pf p cs 8. 15. WIDTH 24.333 EAVE 13.667 GIRT DEPTH 0. 4.25 *PURLIN DEPTH 0. 14. GIRT FLANGE 2.5 *PURLIN FLANGE 2.5 CODE LABEL 2018 IBC BUILDING CODE IB18 U=Normal SEISMIC LOAD 51=37.175 SS=104.3 TL=16. %CR=NORM %SR=NORM RHOT=1.3 R=3.25 \ TOF=3. LOF=3. Cd=3. Ct=0.028 SOIL PROFILE D SECOND ORDER FOA ROOF TRIBUTARY TR=O. WALL TRIBUTARY TR= 0. S=O. E=0. DESIGN ASD16 MAXIMUM UNITY CHECK 1. STIFFNESS CHECK NONE BOLT TIGHTENING Fully DEFLECTION WALL L=60. 5=60. W=60. E=40. C=100. G=60. TE=40. MIN_MOMT_BOLT_DIA 0.5 SYMKNEE CONNECTION SPLICE GUSSETS NA FLANGE BRACE ATTACHMENT LC=O RA=O RC=O GIRT BRACE PURLIN BRACE LEFT COLUMN BASE W=8. T=0.375 L=9.5 N=2 D=0.75 8. 8. 0. 8. 0.3125 0.3125 8. 0.3125 LEFT RAFTER CONNECTION 0=2E I=2E W=8. T=0.75 D=0.75 13.5 0. 0. 8. 0.25 0.156 8. 0.25 0. 0. 10. 8. 0.25 0.156 8. 0.25 0. 13.5 6.1457 8. 0.25 0.156 8. 0.25 CONNECTION 0=2E I=2E W=8. T=0.75 D=0.75 SYMMETRICAL ALL LOAD COMBINATIONS 1) 1. DL *DEFL 60. 0. *PDELTA L 2) 1. DL *DEFL 60. 0. *PDELTA R 3) 1.11682 DL 0.91 LEQ *DEFL 40. 0. *PDELTA L 4) 1.11682 DL 0.91 LEQ *DEFL 40. 0. *PDELTA R 5) 1.11682 DL -0.91 LEQ *DEFL 40. 0. *PDELTA L 6) 1.11682 DL -0.91 LEQ *DEFL 40. 0. *PDELTA R 7) 0.48318 DL 0.91 LEQ *DEFL 40. 0. *PDELTA L 359 3/7/2024 8) 0.48318 DL 0.91 LEQ *DEFL 40. 0. *PDELTA R 9) 0.48318 DL -0.91 LEQ *DEFL 40. 0. *PDELTA L 10) 0.48318 DL -0.91 LEQ *DEFL 40. 0. *PDELTA R 11) 0.73312 DL 3. LEQ *TYPE R *APP C *PDELTA L 12) 0.73312 DL 3. LEQ *TYPE R *APP C *PDELTA R 13) 0.73312 DL -3. LEQ *TYPE R *APP C *PDELTA L 14) 0.73312 DL -3. LEQ *TYPE R *APP C *PDELTA R 15) 1.36688 DL 3. LEQ *TYPE R *APP C *PDELTA L 16) 1.36688 DL 3. LEQ *TYPE R *APP C *PDELTA R 17) 1.36688 DL -3. LEQ *TYPE R *APP C *PDELTA L 18) 1.36688 DL -3. LEQ *TYPE R *APP C *PDELTA R 19) 0.73312 DL 3. LEQ *TYPE R *APP B *PDELTA L 20) 0.73312 DL 3. LEQ *TYPE R *APP B *PDELTA R 21) 0.73312 DL -3. LEQ *TYPE R *APP B *PDELTA L 22) 0.73312 DL -3. LEQ *TYPE R *APP B *PDELTA R 23) 1.36688 DL 3. LEQ *TYPE R *APP B *PDELTA L 24) 1.36688 DL 3. LEQ *TYPE R *APP B *PDELTA R 25) 1.36688 DL -3. LEQ *TYPE R *APP B *PDELTA L 26) 1.36688 DL -3. LEQ *TYPE R *APP B *PDELTA R 27) 0.73312 DL 3.25 LEQ *TYPE R *APP K *PDELTA L 28) 0.73312 DL 3.25 LEQ *TYPE R *APP K *PDELTA R 29) 0.73312 DL -3.25 LEQ *TYPE R *APP K *PDELTA L 30) 0.73312 DL -3.25 LEQ *TYPE R *APP K *PDELTA R 31) 1.36688 DL 3.25 LEQ *TYPE R *APP K *PDELTA L 32) 1.36688 DL 3.25 LEQ *TYPE R *APP K *PDELTA R 33) 1.36688 DL -3.25 LEQ *TYPE R *APP K *PDELTA L 34) 1.36688 DL -3.25 LEQ *TYPE R *APP K *PDELTA R 35) 1. DL 0.6 LWL1 *PDELTA L 36) 1. DL 0.6 LWL1 *PDELTA R 37) 1. DL 0.6 LWL2 *PDELTA L 38) 1. DL 0.6 LWL2 *PDELTA R 39) 0.6 DL 0.6 LWL1 *PDELTA L 40) 0.6 DL 0.6 LWL1 *PDELTA R 41) 0.6 DL 0.6 LWL2 *PDELTA L 42) 0.6 DL 0.6 LWL2 *PDELTA R 43) 1. LWL1D *DEFL 60. 0. *TYPE D 44) 1. LWL2D *DEFL 60. 0. *TYPE D 45) 1.36688 DL 1. LEQ *DEFL 40. 0. *TYPE D *EQCD 3.0 46) 1.36688 DL -1. LEQ *DEFL 40. 0. *TYPE D *EQCD 3.0 47) 0.73312 DL 1. LEQ *DEFL 40. 0. *TYPE D *EQCD 3.0 48) 0.73312 DL -1. LEQ *DEFL 40. 0. *TYPE D *EQCD 3.0 LOADS LC LWL1 GLOB X C 12.500000 0.878000 0.000000 \ #USER INPUT LOAD RC LWL2 GLOB X C 12.500000 -0.878000 0.000000 \ #USER INPUT LOAD LC LWL1D GLOB X C 12.500000 0.406000 0.000000 \ #USER INPUT LOAD RC LWL2D GLOB X C 12.500000 -0.406000 0.000000 \ #USER INPUT LOAD LC LEQ GLOB X C 12.500000 1.521000 0.000000 \ #USER INPUT LOAD LC LEQ GLOB X C 9.354000 2.667000 0.000000 #CO1 LT LOAD #CO1 LT LOAD END 360 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F9- 2 R-Frame Design Program - Version V8.20 Job : 57322X Building Grid label legend File: pframe grid6 bay2.fra 02/23/24 pf 24.333/13.667 leanto plane of main Start Time: 13:07:08 building -------------------------------------------------------------------------------- Building Grid Label Legend -------------------------- Building: B Frame Number: 9 No. of Frames: 1 Left Column: Column @ * - LEFT Right Column: Column @ * - RIGHT *Frames located @ 6 361 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F9- 3 R-Frame Design Program - Version V8.20 Job : 57322X Code Summary Report File: pframe grid6 bay2.fra 02/23/24 pf 24.333/13.667 leanto plane of main Start Time: 13:07:08 building -------------------------------------------------------------------------------- Building: B Frame Number: 9 Location: bays 2- (Gridline 6) No. of Frames: 1 Building Code: 2018 IBC Supporting Design Standard(s) : 2018 International Building Code ASCE 7-16 Minimum Design Loads and Associated Criteria for Buildings and Other Structures AISC 360-16 Specification for Structural Steel Buildings, July 2016 AISC 341-16 Seismic Provisions for Structural Steel Buildings, July 2016 Frame Data Eave height left & right (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13.667 Horizontal width from left to right steel line (feet) . . . . . . . . . . . . . . . 24.333 Horizontal distance to ridge from left side (feet) . . . . . . . . . . . . . . . . . . 24.333 Roof slope left & right (rise:12) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.000 Roof angle left & right (degrees) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.000 Column slope left & right (lat:12) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.000 Purlin depth left & right side (inches) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.000 Frame rafter inset left & right side (inches) . . . . . . . . . . . . . . . . . . . . . . . 14.000 Girt depth left & right side (inches) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.000 Frame column inset left & right side (inches) . . . . . . . . . . . . . . . . . . . . . . . 4.250 Tributary width left & right side (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.000 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .from height 0.00 to height 0.00 Tributary Width roof (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.000 Tension flange bolt hole reduction. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Yes Tension Field Action at Knee. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Yes Second order analysis method. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C2.2b Frame Design Loads ------------------ Snow Load Entered . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.000 362 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F9- 4 R-Frame Design Program - Version V8.20 Job : 57322X Wind Summary Report File: pframe grid6 bay2.fra 02/23/24 pf 24.333/13.667 leanto plane of main Start Time: 13:07:08 building -------------------------------------------------------------------------------- Wind Design Criteria Eave height left & right (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13.667 Wind elevation on left column (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13.667 Wind elevation on right column (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13.667 Total frame width (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 24.333 Number of primary wind loadings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 Building Enclosure Classification . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Partially Open 363 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F9- 5 R-Frame Design Program - Version V8.20 Job : 57322X Continue Wind Summary Report File: pframe grid6 bay2.fra 02/23/24 pf 24.333/13.667 leanto plane of main Start Time: 13:07:08 building -------------------------------------------------------------------------------- *** Primary Wind Coefficients for Main Frame *** -------------------------------------------------------------------------------- Wind Load User entered coefficient ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.000 0.000 ( 0.0%) 0.000 (100.0%) 0.000 -------------------------------------------------------------------------------- Wind Load User entered coefficient ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.000 0.000 ( 0.0%) 0.000 (100.0%) 0.000 -------------------------------------------------------------------------------- Notes 1. Wind coefficients applied to the roof may be located as a percentage of the total frame width (xx.x%) . If not shown the coefficients are applied fully to their respective rafter. 364 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F9- 6 R-Frame Design Program - Version V8.20 Job : 57322X Load Combinations Report File: pframe grid6 bay2.fra 02/23/24 pf 24.333/13.667 leanto plane of main Start Time: 13:07:08 building -------------------------------------------------------------------------------- Load Combination : ------------------ 1) DL (SOA-L) N A P 2) DL (SOA-R) N A P 3) 1.1168DL +0.91LEQ (SOA-L) N A P 4) 1.1168DL +0.91LEQ (SOA-R) N A P 5) 1.1168DL -0.91LEQ (SOA-L) N A P 6) 1.1168DL -0.91LEQ (SOA-R) N A P 7) 0.4832DL +0.91LEQ (SOA-L) N A P 8) 0.4832DL +0.91LEQ (SOA-R) N A P 9) 0.4832DL -0.91LEQ (SOA-L) N A P 10) 0.4832DL -0.91LEQ (SOA-R) N A P 11) 0.7331DL +3.LEQ (SOA-L) N C R P 12) 0.7331DL +3.LEQ (SOA-R) N C R P 13) 0.7331DL -3.LEQ (SOA-L) N C R P 14) 0.7331DL -3.LEQ (SOA-R) N C R P 15) 1.3669DL +3.LEQ (SOA-L) N C R P 16) 1.3669DL +3.LEQ (SOA-R) N C R P 17) 1.3669DL -3.LEQ (SOA-L) N C R P 18) 1.3669DL -3.LEQ (SOA-R) N C R P 19) 0.7331DL +3.LEQ (SOA-L) N B R P 20) 0.7331DL +3.LEQ (SOA-R) N B R P 21) 0.7331DL -3.LEQ (SOA-L) N B R P 22) 0.7331DL -3.LEQ (SOA-R) N B R P 23) 1.3669DL +3.LEQ (SOA-L) N B R P 24) 1.3669DL +3.LEQ (SOA-R) N B R P 25) 1.3669DL -3.LEQ (SOA-L) N B R P 26) 1.3669DL -3.LEQ (SOA-R) N B R P 27) 0.7331DL +3.25LEQ (SOA-L) N K R P 28) 0.7331DL +3.25LEQ (SOA-R) N K R P 29) 0.7331DL -3.25LEQ (SOA-L) N K R P 30) 0.7331DL -3.25LEQ (SOA-R) N K R P 31) 1.3669DL +3.25LEQ (SOA-L) N K R P 32) 1.3669DL +3.25LEQ (SOA-R) N K R P 33) 1.3669DL -3.25LEQ (SOA-L) N K R P 34) 1.3669DL -3.25LEQ (SOA-R) N K R P 35) DL +0.6LWL1 (SOA-L) N A P 36) DL +0.6LWL1 (SOA-R) N A P 37) DL +0.6LWL2 (SOA-L) N A P 38) DL +0.6LWL2 (SOA-R) N A P 39) 0.6DL +0.6LWL1 (SOA-L) N A P 40) 0.6DL +0.6LWL1 (SOA-R) N A P 41) 0.6DL +0.6LWL2 (SOA-L) N A P 42) 0.6DL +0.6LWL2 (SOA-R) N A P 43) LWL1D D 44) LWL2D D 45) 1.3669DL +LEQ D E 46) 1.3669DL -LEQ D E 47) 0.7331DL +LEQ D E 48) 0.7331DL -LEQ D E 365 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F9- 7 R-Frame Design Program - Version V8.20 Job : 57322X Continue Load Comb Report File: pframe grid6 bay2.fra 02/23/24 pf 24.333/13.667 leanto plane of main Start Time: 13:07:08 building -------------------------------------------------------------------------------- Where DL = Roof Dead Load LEQ = Longitudinal Seismic Load LWL1 = Wind from Left to Right with +GCpi LWL2 = Wind from Right to Left with -GCpi LWL1D = Wind from Left to Right with +GCpi at Service Level LWL2D = Wind from Right to Left with -GCpi at Service Level Combination Descriptions : -------------------------- N= No 1/3 Increase in Allowable for Combination B= Base Only Combination K= Knee Connection Only Combination A= Allowable Strength Design Combination - ASD16 C= Column Only Combination for Seismic D= Deflection Only Combination P= Second Order Analysis Combination - SOA R= Load and Resistance Factor Design Combination - LRFD E= Cd is applied and Ie is omitted from frame drift calculations 366 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F9- 8 R-Frame Design Program - Version V8.20 Job : 57322X User Load Report File: pframe grid6 bay2.fra 02/23/24 pf 24.333/13.667 leanto plane of main Start Time: 13:07:08 building -------------------------------------------------------------------------------- * User Input Loads ------------------ Load Mem Name Sys Dir Typ Distance Intensity Length No. Start End 1 LC LWL1 GLOB X C 12.500 0.8780 0.0000 0.000 2 RC LWL2 GLOB X C 12.500 -0.8780 0.0000 0.000 3 LC LWL1D GLOB X C 12.500 0.4060 0.0000 0.000 4 RC LWL2D GLOB X C 12.500 -0.4060 0.0000 0.000 5 LC LEQ GLOB X C 12.500 1.5210 0.0000 0.000 6 LC LEQ GLOB X C 9.354 2.6670 0.0000 0.000 367 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F9- 9 R-Frame Design Program - Version V8.20 Job : 57322X Seismic Summary Report File: pframe grid6 bay2.fra 02/23/24 pf 24.333/13.667 leanto plane of main Start Time: 13:07:08 building -------------------------------------------------------------------------------- Seismic Design Criteria Standard Risk Category Building for Seismic Loadings Seismic loads required for building . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Yes Response Acceleration Coeff., for Short Periods [Ss] (%g) . . . . . . . . . . 104.300 Response Acceleration Coeff. , for 1 sec. Periods [S1] (%g) . . . . . . . . . 37.175 Long-period Transition Period Time [TL] (seconds) . . . . . . . . . . . . . . . . . . 16.000 Seismic Design Category . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . D Soil Profile Type . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . D Seismic Site Coefficient [Fa] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.2000 Seismic Site Coefficient [Fv] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.9282 Maximum Spectral Response Accel., for Short Periods [Sms] (g) . . . . . . 1.2516 Maximum Spectral Response Accel., for 1 sec. Periods [Sml] (g) . . . . . 0.7168 Design Spectral Response Accel., for Short Periods [Sds] (g) . . . . . . . 0.8344 Design Spectral Response Accel., for 1 sec. Periods [Shc] (g) . . . . . . 0.4779 Sds and Shc values . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Code-calculated Seismic Response Modification Factor [R] . . . . . . . . . . . . . . . . . . . . . . . . . . . 3.2500 Seismic Importance Factor [I] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.0000 Storage/Equipment Areas and/or Service Rooms Exist . . . . . . . . . . . . . . . . . No Seismic Story Height [hn] (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13.6670 Seismic Fundamental Period [T] Used (seconds) . . . . . . . . . . . . . . . . . . . . . . 0.2268 Longitudinal Seismic Overstrength Factor [OMEGA] . . . . . . . . . . . . . . . . . . . 3.0000 Seismic Overstrength Factor [OMEGAo] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3.0000 Longitudinal Seismic Redundancy/Reliability Factor [L-rho] . . . . . . . . . 1.3000 Seismic Redundancy/Reliability Factor [rho] . . . . . . . . . . . . . . . . . . . . . . . . 1.3000 Snow in Seismic Force Calculations [Used] (%) . . . . . . . . . . . . . . . . . . . . . . 0.00 Snow in Seismic Force Calculations [Min. Required] (%) . . . . . . . . . . . . . 0.00 Snow in Seismic Load Combinations [Used] (%) . . . . . . . . . . . . . . . . . . . . . . . 0.00 Snow in Seismic Load Combinations [Min. Required] (%) . . . . . . . . . . . . . . 0.00 Mezz. Live load in Seismic Force Calculations [Used] (%) . . . . . . . . . . . 0.00 Mezz. Live load in Seismic Force Calculations [Min. Required] (%) . . 0.00 Mezz. Live load in Seismic Load Combinations [Used] (%) . . . . . . . . . . . . 100.00 Mezz. Live load in Seismic Load Combinations [Min. Required] (%) . . . 100.00 Building Height Limit (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 65.0000 Seismic Story Drift Limit Factor . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.0250 Seismic Story Drift Limit (in) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4.1001 Seismic Deflection Amplification Factor [Cd] . . . . . . . . . . . . . . . . . . . . . . . 3.0000 Seismic Response Coefficient [Cs] Used . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.2567 Roof Dead Load = 1.193 Wall Weight = 0.000 Collateral Load = 0.000 Snow Load = 0.000 Rafter Crane Weight = 0.000 ------------------------------------- Total Roof Weight = 1.193 kips Total Roof Weight = 1.193 Mezzanine Weight = 0.000 Col. Crane Weight = 0.000 ------------------------------------- Total Bldg Weight = 1.193 kips X X Seismic Coeff. = 0.2567 368 3/7/2024 ------------------------------------- Base Shear = 0.3062 kips Seismic Load for roof at col # 1 = 0.1531 kips Seismic Load for roof at col # 2 = 0.1531 kips --------------------------------------------------- Seismic Load for roof in total = 0.3062 kips * Seismic General Loads Generated --------------------------------- Load Mem Name Sys Dir Typ Distance Intensity Length No. Start End 10 LC LEQ YREF X C 11.917 0.1531 N/A 0.000 11 RC LEQ YREF X C 11.917 0.1531 N/A 0.000 369 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F9- 10 R-Frame Design Program - Version V8.20 Job : 57322X Forces and Allowable Stresses Summary File: pframe grid6 bay2.fra 02/23/24 pf 24.333/13.667 leanto plane of main Start Time: 13:07:08 building -------------------------------------------------------------------------------- Left Column Analysis Length = 11.92 ft Kx = 1.00 Weight = 304. lbs Effective Ix = 99.7 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start (in) End(in) (in) Thick (in) Angle (ksi) 1 11.33 8.000 8.000 8.00x 0.3125 0.3125 8.00x 0.3125 0.00 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 108 -2.2 -21.3 0.1 19.8 36.7 32.7 19.8 0.00 0.31 0.35 0.35 5 -------------------------------------------------------------------------------- Left Rafter Analysis Length = 22. 91 ft Kx = 1.00 Weight = 476. lbs Effective Ix = 221.1 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start (in) End(in) (in) Thick (in) Angle (ksi) 2 6.04 13.500 13.500 8.00x 0.2500 0.1560 8.00x 0.2500 0.00 55.0 3 10.00 13.500 13.500 8.00x 0.2500 0.1560 8.00x 0.2500 0.00 55.0 4 6.15 13.500 13.500 8.00x 0.2500 0.1560 8.00x 0.2500 0.00 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 201 -1.7 20.3 -1.8 6.4 24.8 36.1 13.3 0.06 0.33 0.24 0.33 8 307 -1.7 -9.9 -2.0 6.4 36.1 24.8 13.3 0.07 0.13 0.18 0.18 8 406 -1.8 -22.5 -2.2 6.4 36.1 24.8 13.3 0.07 0.26 0.37 0.37 4 -------------------------------------------------------------------------------- Right Column Analysis Length = 11.92 ft Kx = 1.00 Weight = 304. lbs Effective Ix = 99.7 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start (in) End(in) (in) Thick (in) Angle (ksi) 5 11.33 8.000 8.000 8.00x 0.3125 0.3125 8.00x 0.3125 0.00 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 508 -2.2 -22.1 -2.0 19.8 36.7 32.7 19.8 0.04 0.32 0.36 0.36 4 -------------------------------------------------------------------------------- Total Member Weight = 1084. lbs 370 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F9- 11 R-Frame Design Program - Version V8.20 Job : 57322X Reactions Report File: pframe grid6 bay2.fra 02/23/24 pf 24.333/13.667 leanto plane of main Start Time: 13:07:08 building -------------------------------------------------------------------------------- General Reaction Notes ---------------------- 1. Vertical column reactions are positive in the upward direction. 2. Transverse horizontal column reactions are positive to the right on all columns. 3. Longitudinal horizontal reactions are perpendicular to the transverse horizontal reactions, and the positive direction is inward to the page. 4. Fixed base moments are positive in the counter-clockwise direction on all columns. 5. Reactions for a particular load combination may be obtained by summing-up individual load reactions that have been multiplied by their load factors. 6. Forces on the foundations will act in the opposite direction to the direction of the column reactions. 7. These reactions are from loads determined from the applicable code for ASD design. Seismic loads are limit state and include magnification factors when so required by the seismic provisions of the applicable code for ASD design. It is the responsibility of the foundation designer to apply the load factors and load combinations appropriate for the concrete foundation design. 8. Seismic overstrength factor is not included in the LEQ Load Group reactions. Seismic BASE-ONLY comb. reactions include an overstrength factor of: 3.000 Reactions for Load Combinations ------------------------------- Vertical Horizontal Longi- Load Reaction Reaction tudinal Moment Comb. Member (kips) (kips) (kips) (kip-ft) ----- ------ -------- -------- -------- ------ 1 Left Column 0.544 0.045 0.000 0.000 Right Column 0.540 -0.042 0.000 0.000 2 Left Column 0.540 0.042 0.000 0.000 Right Column 0.544 -0.045 0.000 0.000 3 Left Column -1.262 -2.137 0.000 0.000 Right Column 2.472 -1.906 0.000 0.000 4 Left Column -1.310 -2.184 0.000 0.000 Right Column 2.521 -1.953 0.000 0.000 5 Left Column 2.521 2.280 0.000 0.000 Right Column -1.310 1.856 0.000 0.000 6 Left Column 2.472 2.233 0.000 0.000 Right Column -1.262 1.809 0.000 0.000 7 Left Column -1.607 -2.166 0.000 0.000 Right Column 2.131 -1.880 0.000 0.000 8 Left Column -1.652 -2.209 0.000 0.000 Right Column 2.176 -1.924 0.000 0.000 371 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F9- 12 R-Frame Design Program - Version V8.20 Job : 57322X Reactions Report File: pframe grid6 bay2.fra 02/23/24 pf 24.333/13.667 leanto plane of main Start Time: 13:07:08 building -------------------------------------------------------------------------------- Reactions for Load Combinations ------------------------------- Vertical Horizontal Longi- Load Reaction Reaction tudinal Moment Comb. Member (kips) (kips) (kips) (kip-ft) ----- ------ -------- -------- -------- ------ 9 Left Column 2.176 2.251 0.000 0.000 Right Column -1.652 1.882 0.000 0.000 10 Left Column 2.131 2.208 0.000 0.000 Right Column -1.607 1.838 0.000 0.000 11 Left Column -5.599 -7.020 0.000 0.000 Right Column 6.394 -6.004 0.000 0.000 12 Left Column -6.076 -7.478 0.000 0.000 Right Column 6.871 -6.463 0.000 0.000 13 Left Column 6.872 7.543 0.000 0.000 Right Column -6.077 6.400 0.000 0.000 14 Left Column 6.394 7.082 0.000 0.000 Right Column -5.599 5.940 0.000 0.000 15 Left Column -5.250 -6.987 0.000 0.000 Right Column 6.732 -6.026 0.000 0.000 16 Left Column -5.738 -7.456 0.000 0.000 Right Column 7.220 -6.496 0.000 0.000 17 Left Column 7.221 7.575 0.000 0.000 Right Column -5.739 6.378 0.000 0.000 18 Left Column 6.731 7.104 0.000 0.000 Right Column -5.249 5.908 0.000 0.000 19 Left Column -5.599 -7.020 0.000 0.000 Right Column 6.394 -6.004 0.000 0.000 20 Left Column -6.076 -7.478 0.000 0.000 Right Column 6.871 -6.463 0.000 0.000 21 Left Column 6.872 7.543 0.000 0.000 Right Column -6.077 6.400 0.000 0.000 22 Left Column 6.394 7.082 0.000 0.000 Right Column -5.599 5.940 0.000 0.000 23 Left Column -5.250 -6.987 0.000 0.000 Right Column 6.732 -6.026 0.000 0.000 372 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F9- 13 R-Frame Design Program - Version V8.20 Job : 57322X Reactions Report File: pframe grid6 bay2.fra 02/23/24 pf 24.333/13.667 leanto plane of main Start Time: 13:07:08 building -------------------------------------------------------------------------------- Reactions for Load Combinations ------------------------------- Vertical Horizontal Longi- Load Reaction Reaction tudinal Moment Comb. Member (kips) (kips) (kips) (kip-ft) ----- ------ -------- -------- -------- ------ 24 Left Column -5.738 -7.456 0.000 0.000 Right Column 7.220 -6.496 0.000 0.000 25 Left Column 7.221 7.575 0.000 0.000 Right Column -5.739 6.378 0.000 0.000 26 Left Column 6.731 7.104 0.000 0.000 Right Column -5.249 5.908 0.000 0.000 27 Left Column -6.078 -7.588 0.000 0.000 Right Column 6.873 -6.482 0.000 0.000 28 Left Column -6.637 -8.124 0.000 0.000 Right Column 7.432 -7.019 0.000 0.000 29 Left Column 7.432 8.189 0.000 0.000 Right Column -6.638 6.956 0.000 0.000 30 Left Column 6.872 7.650 0.000 0.000 Right Column -6.077 6.418 0.000 0.000 31 Left Column -5.729 -7.554 0.000 0.000 Right Column 7.210 -6.503 0.000 0.000 32 Left Column -6.299 -8.102 0.000 0.000 Right Column 7.781 -7.052 0.000 0.000 33 Left Column 7.782 8.222 0.000 0.000 Right Column -6.300 6.934 0.000 0.000 34 Left Column 7.210 7.671 0.000 0.000 Right Column -5.728 6.385 0.000 0.000 35 Left Column 0.256 -0.211 0.000 0.000 Right Column 0.828 -0.312 0.000 0.000 36 Left Column 0.253 -0.215 0.000 0.000 Right Column 0.831 -0.316 0.000 0.000 37 Left Column 0.831 0.315 0.000 0.000 Right Column 0.253 0.215 0.000 0.000 38 Left Column 0.828 0.312 0.000 0.000 Right Column 0.256 0.211 0.000 0.000 373 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F9- 14 R-Frame Design Program - Version V8.20 Job : 57322X Reactions Report File: pframe grid6 bay2.fra 02/23/24 pf 24.333/13.667 leanto plane of main Start Time: 13:07:08 building -------------------------------------------------------------------------------- Reactions for Load Combinations ------------------------------- Vertical Horizontal Longi- Load Reaction Reaction tudinal Moment Comb. Member (kips) (kips) (kips) (kip-ft) ----- ------ -------- -------- -------- ------ 39 Left Column 0.039 -0.229 0.000 0.000 Right Column 0.611 -0.295 0.000 0.000 40 Left Column 0.036 -0.232 0.000 0.000 Right Column 0.614 -0.298 0.000 0.000 41 Left Column 0.614 0.298 0.000 0.000 Right Column 0.036 0.232 0.000 0.000 42 Left Column 0.611 0.295 0.000 0.000 Right Column 0.039 0.229 0.000 0.000 43 Left Column -0.222 -0.198 0.000 0.000 Right Column 0.222 -0.208 0.000 0.000 44 Left Column 0.222 0.208 0.000 0.000 Right Column -0.222 0.198 0.000 0.000 45 Left Column -1.337 -2.368 0.000 0.000 Right Column 2.819 -2.126 0.000 0.000 46 Left Column 2.819 2.486 0.000 0.000 Right Column -1.337 2.008 0.000 0.000 47 Left Column -1.681 -2.395 0.000 0.000 Right Column 2.476 -2.099 0.000 0.000 48 Left Column 2.476 2.459 0.000 0.000 Right Column -1.681 2.036 0.000 0.000 374 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F9- 15 R-Frame Design Program - Version V8.20 Job : 57322X Anchor Rod and Base Plate Design File: pframe grid6 bay2.fra 02/23/24 pf 24.333/13.667 leanto plane of main Start Time: 13:07:08 building -------------------------------------------------------------------------------- Both Exterior Columns Anchor Rods and Base Plate Design ------------------------------------------------------- Anchor Rod & Base Plate Design Sizes >> --------------------------------------- Use (4) - 0.750 in. dia. F1554, Gr. 36 anchor rods Rod Gage: 4.000 in. Rod Spacing (in. ) : 3.000, 1 @ 4.0000, 2.5000 Plate size: 8.0000 x 9.5000 x 0.3750 in. (Width x Depth x Thickness) Controlling Reactions for Anchor Rod Design >> ---------------------------------------------- Shear Tension Allowable Load Unity Loading Type (kips) (kips) (kips) No. Check ----------------------------------------------------------------- Rod Tension 0.000 6.077 57.653 21 0.11 Rod Shear 7.575 0.000 34.592 25 0.22 Standard Base Plate Welding >> (Using E70 Electrodes) ------------------------------ Fillet Weld Weld Weld Design Weld Weld Size Length Capacity Force Load Unity Location (in.) (in.) (kips) (kips) No. Check ------------------------------------------------------------------ Inner Flg 0.3125 8.000 55.685 2.026 21 0.04 Outer Flg 0.3125 8.000 55.685 2.026 21 0.04 Web 0.3125 8.000 55.685 7.747 20 0.14 375 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F9- 16 R-Frame Design Program - Version V8.20 Job : 57322X Connection Report File: pframe grid6 bay2.fra 02/23/24 pf 24.333/13. 667 leanto plane of main Start Time: 13:07:08 building -------------------------------------------------------------------------------- Vertical Knee Connection @ Both Sides -------------------------------------------------------------------------------- Bolts: ASTM F3125, Grade A325 - Fully Tightened (O.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) (I.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: Right Side of Conn Data: ----------------------- ------------------------ Plate: 8.00 x 0.7500 in. Plate: 8.00 x 0.7500 in. Fy(Min) 50.0 ksi Fy(Min) 50.0 ksi Fu 65.0 ksi Fu 65.0 ksi Flanges: Flanges: O.S. - 8.00 x 0.2500 in. O.S. - 8.00 x 0.2500 in. I.S. - 7.81 x 0.2500 in. I.S. - 8.00 x 0.2500 in. Web Depth - 13.500 in. Web Depth - 13.500 in. Web Thickness - 0.312 in. Web Thickness - 0.156 in. Gage - 3.000 in. Gage - 3.000 in. Center of Bolt to Flange: Center of Bolt to Flange: Pf top (out) - 1.750 in. Pf top (out) - 1.750 in. BFCD top (out) - 1.750 in. BFCD top (out) - 1.750 in. Rise top (out) - 0.000 in. Rise top (out) - 0.000 in. XTO top (out) - 1.750 in. XTO top (out) - 1.750 in. Pf top (ins) - 2.000 in. Pf top (ins) - 2.000 in. BFCD top (ins) - 1.750 in. BFCD top (ins) - 1.750 in. Rise top (ins) - 0.000 in. Rise top (ins) - 0.000 in. XTI top (ins) - 2.000 in. XTI top (ins) - 2.000 in. Pf bot (out) - 1.750 in. Pf bot (out) - 1.750 in. BFCD bot (out) - 1.750 in. BFCD bot (out) - 1.750 in. Rise bot (out) - 0.000 in. Rise bot (out) - 0.000 in. XBO bot (out) - 1.750 in. XBO bot (out) - 1.750 in. Pf bot (ins) - 2.000 in. Pf bot (ins) - 2.000 in. BFCD bot (ins) - 1.750 in. BFCD bot (ins) - 1.750 in. Rise bot (ins) - 0.000 in. Rise bot (ins) - 0.000 in. XBI bot (ins) - 2.000 in. XBI bot (ins) - 2.000 in. Bolt Spacing - 3.000 in. Bolt Spacing - 3.000 in. Controlling Mode Thick Plate Controlling Mode Thick Plate Angle top - 90.0 degrees Angle top - 90.0 degrees Angle bot - 90.0 degrees Angle bot - 90.0 degrees Left Side Frame Right Side Frame Controlling Moments Axial Shear Moments Axial Shear Load Combinations: (k-ft) (kips) (kips) (k-ft) (kips) (kips) ----------------------------- ------------------------------------------------- 33) 1.3669DL -3.25LEQ (SOA-L -76.00 6.44 7.36 80.22 6.44 6.73 29) 0.7331DL -3.25LEQ (SOA-L -75.66 6.46 7.20 80.43 6.46 6.87 Connection Design Summary: Bolt Unity Check (O.S.) = 0.5890 Plate Unity Check (O.S.) = 0.3391 Bolt Unity Check (I.S. ) = 0.6217 Plate Unity Check (I.S.) = 0.3578 376 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F9- 17 R-Frame Design Program - Version V8.20 Job : 57322X Knee and Stiffener Report File: pframe grid6 bay2.fra 02/23/24 pf 24.333/13.667 leanto plane of main Start Time: 13:07:08 building -------------------------------------------------------------------------------- Left and Right Knee Design -------------------------- Knee web thickness Use 0.3125 in. thick web Bearing stiffener type Horizontal Bearing stiffener at knee 3.7500 x 0.2500 in. Column Cap Plate 8.0000 X 0.2500 in. Knee Panel Weld Sizes --------------------- Required (due to weld shear) min. fillet welds, around the knee web panel are: Column Cap Plate: 0.2500 in. x 8.000 in. GMAW on BOTH Sides (STD. WELD) Horizontal Stiffener: 0.2500 in. x 8.000 in. GMAW on NEAR Side (STD. WELD) Horizontal Stiffener: 0.2500 in. x 3.000 in. GMAW on FAR Side (STD. WELD) Column Outer Flange: 0.1875 in. x 13.500 in. SAW on NEAR Side (STD. WELD) Column Outer Flange: 0.1875 in. x 13.500 in. GMAW on FAR Side (STD. WELD) Column Connection Pl. : 0.2500 in. x 13.500 in. GMAW on BOTH Sides (STD. WELD) Knee Stiffener to Connection Plate Weld --------------------------------------- 0.1875 in. x 3.750 in.GMAW fillet weld on both sides of stiff. (STD. WELD) (STD. WELD) - Company standard weld was designed and checked as OK. 377 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F9- 18 R-Frame Design Program - Version V8.20 Job : 57322X Flange Brace Report File: pframe grid6 bay2.fra 02/23/24 pf 24.333/13.667 leanto plane of main Start Time: 13:07:08 building -------------------------------------------------------------------------------- Girt Spaces - Vertical Measurements Left Column Right Column 1 @ 1318 @ FLOOR 1 @ 1318 @ FLOOR Purlin Spaces - Horizontal Measurements Left Rafter Right Rafter 1 @ 2414 @ EAVE -------------------------------------------------------------------------------- Member Distance to Brace Points (feet) - Left Rafter Measured along T.F. from left steel line - Right Rafter Measured along T.F. from right steel line - Ext. Columns Measured along T.F. from base -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 378 3/7/2024 Star Building Systems, OKC, OK User: wwokeefe Page: F9- 19 R-Frame Design Program - Version V8.20 Job : 57322X Primary Deflection Report File: pframe grid6 bay2.fra 02/23/24 pf 24.333/13.667 leanto plane of main Start Time: 13:07:08 building -------------------------------------------------------------------------------- Column Top Deflections for Load Combs. (Positive = X:Right Y:Upward) (Inches) ------------------------------------------------------------------------------ Ext. Left Col Ext Right Col X-Def Y-Def X-Def Y-Def ------------------------------------------------------------------------------ Pos. Max 3.053 0.001 3.044 0.001 Load Comb 45 47 47 48 Defl. H/ 46 H/ 46 ------------------------------------------------------------------------------ Neg. Max -3.053 -0.002 -3.044 -0.002 Load Comb 48 46 46 45 Defl. H/ 46 H/ 46 ------------------------------------------------------------------------------ Maximum Rafter Deflections for Span #1 (Positive = Y:Upward) ------------------------------------------------------------------------------ Max. Downward Deflection Max. Upward Deflection Y-Def. X-Dist. from Right S.L. Y-Def. X-Dist. from Right S.L. ------------------------------------------------------------------------------ Max. Def -0.070 in. 17.88 ft. 0.057 in. 17.88 ft. Load Comb 46 47 Defl. L/999 L/999 ------------------------------------------------------------------------------ Peak Deflections (Positive = Y:Upward) -------------------- Y-Def -------------------- Pos. Max 0.001 in. Load Comb 48 Defl. L/999 -------------------- Neg. Max -0.002 in. Load Comb 45 Defl. L/999 -------------------- Note: The reported horizontal deflections for the load combinations shown below have been amplified by the value of Cd (deflection amplification factor) . LC# Cd Used 45 3.0 46 3.0 47 3.0 48 3.0 Vertical Clearance at the Left Knee is 11.3337 feet Vertical Clearance at the Right Knee is 11.3337 feet 379 3/7/2024 i DEFERRED SUBMITTAL REQUEST Community and Economic Development City of Arlington• 18204 59th Ave NE•Arlington,WA 98223 • Phone(360) 403-3551 The undersigned has been issued a permit for construction prior to final approval of the following. The following items shall be considered deferred submittals and shall be submitted AND approved prior to installation. Property Address: 19712 Arlington Valley Road Parcel ID No.: 31051400204300 Project Name: Temperate Habits Brewing Project Description: 10,488 sqft Metal Building to house brewing facility and tasting room for Temperate Habits Brewing. Primary Contact: ❑ Owner 0 Owner's Agent Owner Name: Bosses & Kings Property Group LLC Office No.: (360) 399-7740 Email Address: katie@temperatehabitsbrewing.com Cell No.: Mailing Address: 500 S 1st City: Mount Vernon State: WA Zip: 98723 Owner's Agent: Carletti Architects Office No.: (360) 424 0394 Email Address: quientin@carlettiarchitects.com Cell No.: Mailing Address: 116 E. Fir St, Suite A City: Mount Vernon State: WA Zip: 98273 LIST ALL ITEMS PROPOSED TO BE DEFERRED ESTIMATED DATE OF SUBMITTAL ITEM: Fire Sprinkler & Fire Alarm DATE: 4/25/24 ITEM. Plumbing Permit DATE: 4/25/24 ITEM: Electrical Permit DATE: 5/15/24 ITEM. Signage Permit DATE: 6/25/24 ITEM: DATE: ITEM: DATE: 1, ❑ Owner/El Owner's Agent, hereby assumes all risk,financially and otherwise,for any construction performed that may need to be removed if the deferred submittals listed above are not appropriate. 1 understand that certain inspections will NOT be performed until the submissions are accepted, reviewed and issued.I understand additional fees will be required based on the additional time spent for plan review. All deferred submittals must be submitted to the City of Arlington Community and Economic Development Department for review. Quientin Sutter Digitally signed by Quientin Sutter Date:2024.03.13 09:22:10-07'00' Quientin Sutter 3-13-24 Signature Print Name Date SAVE PRINT REV03.2022 ARPNA5E vns `DA � Tnl 36PP o� 'T�4. t3.3 .]64. ]3_r1.5 -F ._ ♦ -_ *0.8 *1 2*1.4_+1 8 24 3.3 , 8.5. .]*s. .3'�3.,�L'b *. *�-4-SA_t8fi*S�BQ+'{.6 3,- _ _ - - « - ` • . _ - � 1.0 }1.2 +1.3 +0.8 + - _-_ _- _-_- _- 6-].]_ 12 f `.c.• 1` 1 '1.4 *15 +1'3 1 10.71 ~` +1.5 _*1s zz 'zO ] .WP{u.e J 1�1 PS j« C +2EXIST .0 *z.] *3.2 +3_2 .8 « a+1 \ O POLE + ' +2k +35 +64 +72 t+68 A7` ` ``• , ` .1 2_9 .9 *7.4 • - - - - - , - - - 4 • -+3.0 .0 ].6 +64 1 _*8.0 +8.1,*6`1•1 ♦�` U� ,4 1 - _ 2.5 +3.4 0.1 +6.6 8.6 7.8 4 O 4j - 8 9PEN•SPACE FOR « ` _ p o 4 *za +s., PROPOSED 10,488 ,` '�♦ FUTURE-15,970 SOFT` 2.0 +z.f7 +a. *4 WP '' + EXPANSION +2 *2'8 SOFT BUILDING 5s 6.7-` *5p afi 4 ' l 0 *3.7 *11. - T +21 *47 *3.6 7.d } F`ht3 31 29 - _ - « - ♦ < , . . , t - e - _ ^ ♦ ` « « • . , ( .. - *2.5 +. *11 29 +LA *40 +48 0O �I tUo 3 ' 1.1' rvZ n +3.5 *5.7 *7.9 *3.6 '5.9ELECT. 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GNLED13NSTB DECORATIVE 577 LUMENS GOOSENECK 577 1 15.2 G N 13W 4000K 35"ARM STRAIGHT SHADE FLOOD 15"GREEN ❑ 2 RAB Lighting Inc. A22 150@10OW4000K 150/120/I0OW AREA LIGHT,DOWN LIGHT. 16214 1 99.4 P FIXTURE MOUNTED ON 20'SQUARE STEEL POLE ❑ 8 ELITE LIGHTING OWP-FC-211-LED-9400L LED WALL PACK(DOWN LIGHT) 9284 1 71 W P 1 -DIM 10-MVOLT-40K-BZ WSC O 8 RAB LIGHTING CDLED4WD-20W- CYLINDER 1853 LUMENS 20 4"WALL 1151 1 19.9 5OD940-Z MOUNT(DOWNLIGHT)ONLY BRONZE Designer BEN ROBERTS Date 02/27/2024 Scale Not to Scale Drawing No. Summary I \ 1NGT°N F ARL36p0 CITY 31p 14pp2° _ \ \ _- I \ _ W \ N I `rQmin PROPERTY LINE I \\ \ \ \\ 1 CHAIN LINK FENCE E— O�W SEPARATOR e UTILITY EASEMENT E E` I I° I � nE v 1 It , L0 EXIST. H (D POLE 45 I 14 I v v v v \ 1 1 11 I I Q 06 BUPTEUNRESP1A5C9E FOR PROPOSED 10,488 F 70M m Z ap SOFT, SOFT BUILDING I \ I 0 } N EXPANSION \ I LJLI I I fll F I I ° .0 q W J> a �\ I ~ Z ° o S8 I _ I I Q J Z J EF I I 04 ELECT.ROOM F ,\ I I N II RISER ROOM � W Q� � I IIE v I I E E E E F l ® I N I III w I ' I I I II cn 33 2 1 �I E f I PROPOSED FIRE LINE I 32 I PROPOSED DOMESTIC WATER I 13 12 _ _ —�———_ _ —_ — — I I I N IfTI BUILDING SETBACK _ _«f f I �E ` 0 E IS. IGH x PROPERTY LINE a i Lu I I I Il s EXTERIOR LIGHTING FIXTURE SCHEDULE II U) Ur a SYMBOL ILABELl QTY DESCRIPTION VOLTS I WATTS \ (RAB)A22 150@100W4000B I / I LED AREA DO `rS rr0 P 2 16,214'LUMENS 4000KWNLIGHT FIXTURE UNV 100 I I II 20'SQUARE POLE MOUNT 41 ED NG E N ;I 1 1 1 DATE: 02-02-2024 N RE A / // APPROVED: JM VIER C E L p p � ® � �/ N DRAWN BY: LHW PA�pp2p33 T // / / JOB#: s4sa 310 51 s Q,3 F / SCALE:1"=20' W E SCALE: 1"=20' 2'78'7°4 ACRES / / SHEET. �� I / S E0.3 T V I S U A L ARIE,*. .- ELECTRIC SUPPLY CO® 1 2 tom) 4 OS S 2Ti' 2T-0' 22'-0' 20'•4' 1b'-0' O +30.9 +33.6 +36.2 +3T8�+37-1 + +39.5 +39.6 +39.6 +39.6 .4 +39.0 +385 37.5 35.8 +33.3 +31.1bB'1-0y�'x Y-0'W 5'•0'x Y•0'U� • /EM +33.2 A36.] �%SILt41.314-0XWA +42.7 +43.2 �A3.4 +43.2 +43.2 A43.0 W'04#!+L µ ff A40.8 +38.7 +35.6 2. B-0'x 3'-0'UPPER +35.1 +39.1 +42.3 +44.2 I+45.5 +46.2 +46.4 +46.5 +46.5 +46.3 +46.0 +45.5 +44,6 +43.2 +40.7 +37.3 +33 WOO SILL•14--0- +36.4 +40.5 +43.7 +46.0 +47.3 +47.8 +48.3 +48.3 +48.0 +47.9 +47.3 +46.5 +45.7 +44.1 +40.7 +37.6 +3 O +36.8 +40.8 +44.2 +46.5 +47a +48.5 +48.7 +48.6 +48.2 +47.7 +46.9 +46.0 +45;0 +41.5 +39.1 +35.7 +3 5-.W x 3--0-UPPER • • • • • WOO SILL•14'-0' +37.0 AAIA +44.4 +46.8 A48.1 +48.6 +48.8 AABS �47.8 +47.0 AA5.8 +44.4 +40A A38a +35.8 +32.4 A: I am lhnking UFO looking for 45FC k +37.3 +41.6 +45.2 +47.4 +48.7 +49.3 +49.1 +48.6 +47.7 +46.1 +44.3 +27.9 +2 oug 5'-O'x Y-O'UPPER R.R. JANITOR WOO SILL•14'-0' +37.8 +42.0 +45.2 +47.7 +48.8 +49.1 +49.0 +48.1 �+46.6 +44.0 +41.1 + 6 I U EM _ +37.7 +41.7 +45.1 +47.2 48.3 +484 +477 +46.3 44.2 +41.4 +34.3 .5 F8 MEN • +� - +-[[�' • -[�� • RR +37.7 IAll +44.9 +46B ;AT7 +47.5 +46.5 A44.6 +41.8 +36.5 A32.0 i. 22ft Mounting Height ot" Q (D N Q +37.9 +42.0 +45.4 +47A +4T7 +47.4 +45.7 +43.2 +39.1 +34.0 +29.8 0 e ^ IT-B +39.0 +42.2 +45.2 +47.3 +47.7 +46.7 +44.9 +41.6 +37.3 +31.5 +26.8 .4 WOM. S'-0' W r FDe RR OI_ VFM+41.8 +44.9 46.7 '47.2 +45.9 +43.3 40.2 + .6 ❑e W • • • +)2 +11.5 +10.9 +15.6 15S +124 +12. r A4.8 423 • • •+37.5 441.4 + + + +4 4 +4.7 +16.9 +CC +245 +183 +1cc . M +37.1 +41.2 +44.5 +46.2 +46a +46.1 +42.9 +38.6 4 S W STORAGE COLD COOLER 240 +18.1 •263 *5d +18.6 •+2� ❑e T 12'-%x IT-O'+ ER C i Z 3670VEROM'AD DOOR8 +45.9 +46.6 +46.0 +44.5 +37.4 3 _ LU O +683 • 4 1 +18.5 26.2 �5.6 +18.9 6+20. Fee +352 +39.0 +42.3 +44.6 +45.7 +45.7 +44.5 +41.9 9 C C C C M I (n B Q O • � • ].2 3 19.1 ---25®! 25;1 19da�. ❑� � �J L +33.1 A36.9 +40.1 +42.9 ��W4.6 45.1 +44.5 42.3 _ + + B�C + • • + I.1 f - � �L 2.1 14.3 19.2 16 19.9 2T(] +27F1 20.5 A +30.9 +34.6 +382 +411 43a +449 +441 +423 +39.3 +33.3 /ENam Minkin•induslrialDrative Pend�m lhislpen to ceilin{e' S'-0' • c22.0 23.4 +20.9`+2�7 +27L9 +19.5 +� Q p SEATING LU Y .8 +354 +39.1 +41.9 +43.3 +43.2 +41.7 �38.5 +28.0 _. .. TTP.b'-0'x F-S' air 6'-6' •+22.1 +23.0•+23.0 +2&7 1�tt�4� g�1 H �� +19.0 •+2 WDO 581•7-0' Fee +36.7 1+39.3 +40.8 +40.8 +39.6 C C C C C SEP•ING ELEC. RISER +25.7 662 +229 y�, +21.1 +25.6 +24.6 +187 +1 1 ROOM 4§ o • OFFICE - ENTGCG • • • 10 • • +31.4 A35.8 +36.9 +37.0 A30.8 C O - 15.6 15. 15.8 :. 14.5 128 WOO SILL� '-0%0'3 WDO L FLOOR PLAN 10.488 S.F. SCALE:1/8'.1'•0' ,. Plan In Description O 26 Lithonia Lighting JHB 920L 18000LM JHBL high bay,18000 lumens, 14 130.96 A PCL WD 40K clear polycarbonate lens,wide Description 80CRI distribution,4000 K,80 CRI O B 6 Juno Lighting R600L 35K 80CRI JUNO TRAC-LITES 1OW LED 821 10.1 Breese FL TRAC FIXTURE 40.9 fc 49.3 fc 16.0 fc 3.1:1 2.6:1 rY 35 TROY-CSL RD12-100INC 14"DIA.X 12-19/32"H.12" 919 15 1 Bar Seating + 20.1 fc 27.7 fc 9.2 fc 3.0:1 2.2:1 LIGHTING DEEP BOWL REFLECTOR ONE O C LED 15W INCANDESCENT, WHITE REFLECTOR WITH TCP L15A19D2530K o" "o EX/EM 6 COOPER APC7G EXIT/COMBO 45 0 LIGHTING li "o EM 0 COOPER SEL17 Emergency Lighting 45 0 LIGHTING Designer BEN ROBERTS Date 12/21/2023 Scale Not to Scale Drawing No. Summary 3 4 5 6 ADDENDUM a a U a v11 Q F r r Axo� EM/EX I a VA p V 'mw G A GA OA eIE AM x 3 0 m�nm STORAGE n it LIGHTING FIXTURE SCHEDULE �j\ j� SYMBOL LABEL OTY DESCRIPTION VOLT WATT 12 // 1 O°n�b 1 O°A O'A �A �A LA JA /J L ` /J G 15"ROUND LED SUSPENDED HIGH-BAY A 31 FIXTURE UNV 135 \ \ 19,303 LUMENS 4000K JANITOR (LITHONIA)JEBL-18L-40K-80CRI-WH ( O 1 ` LIP]` e 15"ROUND LED SUSPENDED HIGH-BAY / A/EM 4 FIXTURE UNV 135 v!1 _ 19,303 LUMENS 4000K / o\ \ 0R F WITH EMERGENCY BACK-UP l ( o l _ (JUNO)RBOOL-G2-35K-80CRI-FL \ w� \�� R.R. 3"CONED LED TRAC-LITE LIGHT e� B 6 FIXTURE 120 10Ell­ A/� I ,��\\`` 897 LUMENS 3500K W ( T(� — — '� - (TROV)RD12-LED235-B a�\ ` \"E- (HW 12"ROUND LED SUSPENDED PENDENT \` O �0 1 gA ( o\ GA eA/EM Q C 24 LIGHT FIXTURE WITH DOME SHADE 120 12 } 1 /T 0R 0R 0R\ D LIGHT ENS IXTURE I T Z 0 MEN R.R. (TROY)RD12-LED235-B y O W Do ��"� - 12"ROUND LED SUSPENDED PENDENT J O) \ \ V V. O C/EM 2 LIGHT FIXTURE WITH DOME SHADE 120 12 w Q Q ( 0 1 \ ( 0 1 872 LUMENS 3500K r n 0 1 WITH EMERGENCY BACK-UP v Z :"'VVV (LITHONIA)LBL4LP835-8OCRI-35K-MVOLT 7 Q Z UUU,,,,,,,,, 48"LED SURFACE MOUNT LOW-PROFILE L H �D Q D 6 WRAPAROUNDLIGHTFIXTUREWITH MVOLT 32 Q ZU' CURVED BASKET LENS J Z OR OR OR 4,188 LUMENS 3500K RQ (COOPER)4ST1L2040R J I EMIEX 48'LED SURFACE MOUNT COMMERCIAL Q W F 4 STRIP LIGHT FIXTURE UNV 20 w Q N_ Q 2,20OLUMENS 4000K (ACUII TY)RB56-SW WS-MW-M6 eAIEM OA GA VT O Vf 6"ROUND LED RECESSED DOWNLIGHT B O B g OC } 0 R 7 FXTURE 120 10 8 LUMENS 3500K COLD STORAGE OCOOLER + 30K36 NIA)FMVCSLS 24IN MVOLT ui 0 i0 B 30K35K W LL M BN M6 V 5 24"LED WALL MOUNT SQUARE VANITY MVOLT 27 I�R LIGHT FIXTURE VT O B Vf B } (LI HILE LUMENS 3500K 48'V NIA) D SURFACE MOUNT VAPOR TIGHT o SER NG+ LE m VT 6 LIGHT FIXTURE WITH GASKETED MVOLT 42 O B�s 4,946 LUMENS 4000K NS 2 O OC CC/EM OC X (LITHONIA)LHOM-LED-G-HO + DUAL HEAD LED EMERGENCY/EXIT S WARE4HOUSE �YT O B Lk B EM/EX 6 COMBO LIGHT FIXTURE WITH BATTERY UNV 10 G°A G°A G°A l BACKUP AND GREEN LETTERING EF _ B } } +O +c GA OC } ELEC.RM. SEATING w ' F RISER + SEA `J O SEATING O+C } O ENTRANCE II��II����llll E I O G+c ® J Q HGIGH-BAY ABOVE ELEC. A F A�M A �D OFFICE �D LU J �F O + + O+c J w+ + + 0- EMIEXR W U D.S DS Di L DATE: 02-02-2024 APPROVED: JM N DRAWN BY: LHW JOB#: 5458 SCALE: 1/8"=1' W E SCALE: 1/8"=1' SHEET: S E2.0 1 2 3 4 5 6 ADDENDUM a a Q U r � EM/EX �wxaa° Ruud mo° �A D. *A $A SA W m� L__J L__L °�W � u mU 7 F— 7 1 Legend a MS-OPS2-WH(5) L-GWH-L01(CW-1- *A 4PA WH)(4) LRF2-OKLB-P(5) JANITOR \ Staa tto N`/ uz MRF2S-8SD010-WH(1) 0l RMJS-8T-DV-B(3) '^ (\✓ Reetroom m 'enz /E C3 RMJS-PNE-DV(1) ,,/J m ( 7 A ■ R Q O �^ w aR D Men RR 115 T MEN1.... i O } r ( O w W � J Do Z Z `R 1 EM EX Z Z < J 1 1 I < N Q AA AA VT 1�� B COLDOAGE OCOOOLER B o OLij _ Cdtl105 / ervin to 01 (( v u w SER NG O ©C ®C IEX gg WAREHOUSE VT Vr 2 •A 9A OT icy VA .� B `�f��— W enovsrt05 bV C Entrant NJalkway 100 ELEC.RM. SEATING 09 i0x ��n1rLF MISER . SEATINGIpC Il .i QO ENO E '�' (^ J E z O HGIGH-BAY ABOVE ELEC. Elec�nrrv�om tos BF 9A 9AD E (sC E./E. = 7 J s.s. s.s. ss. J O LL I I L J DATE: 02-02-2024 APPROVED: JM N DRAWN BY: LHW JOB#: 5458 SCALE:NTS W E SCALE: NTS SHEET: S E2 . 1 0 0 0 o Q e 10T-0' 2T-4 2T-0' 22'-0' 20'-P OADDENDUM a 1.2 1.1 1.1 1.1 1.1 .2 1.4 1.5 11.8 2.2 3 0 4210.5 11.6 t3. V EM 3'0' py 5•'d-0K'� S'-0'� - � � al 12 Al..1 '14 B1LL1�µ1aA1.2 1.3 1.4 A7.6 11.9 2.4 A3.1 WD04%ILL E�W A8.7 10.6 11.5 AEI FI m N S-0'K 5'-W I.PPEIt w 1.2 1.1 1.1 1.2 1 1.3 1.5 1.7 2.0 12.3 2.7 34 4.7 6.4 8.3 9.5 10.3 10 WOO SILL•W-Wo a rn II -1.3 1.2 1.3 1.4 -1.6 1.8 2.1 2.5 2.8 3.3 3S 4A 6.1 7.5 7.8 8.5 8. O o 1.4 1.41.5 1.8 1 1.8 2.3 2.83.3 13.94.34.8 5.3 6.0 5.1 6.0 8.5 8. Stp'KY-O'IFPGR mOa • • • • • WDO RILL•M'4y' 1.7 A1.6 1.7 2.0 A2.3 2.9 3.7 'A 5A 6.0 A5.3 6.3 3.1 AILS 4.3 4.5 At r; I am thinking UFO looking for45FC 2.0 2.0 22 2.5 2.9 3.6 4.7 6.0 7.1 7.8 8.2 3.0 3 a V4r UPPER RR. 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WSC WSC \ N 0'—C F,F, SOUTH A e c o E H Z 29'-7"EAIE HEIGHT Z ------------- - ----- ----- ------ D O ---- ---------- m I--- Z Q Q EXTERIOR LIGHTING FIXTURE SCHEDULE O w a SYMBOL LABEL QTY DESCRIPTION VOLTS WATTS (RAB)GNLED13NSTB LED 15"WALL MOUNT GOOSENECK ui J GN 2 FIXTURE UNV 15 1 ui 577 LUMENS 4000K (ELITE LIGHTING)CDLED4WD-20W- 12'-0'i.D.—HEAD DODR, \/ WSC 10 LED 4"WALL MOUNT D—NU..T SCONCE UNV 20 W IXTRE 1851 LUMENS 4000K (ELITE LIGHTING)OWP—FC-211—LED-940OL— DIM10—MVOLT40K WP1 8 LED DARK SKY WALL PACK FIXTURE MVOLT 70 9,284 LUMENS 4000K (ELITE LIGHTING)OWP—FC-104—LED—i60OL— DATE: 02-02-2024 —MVOLT-40K 0'-D"FF, APPROVED: JM ® EMANP 5 LED WALL PACK DARK SKY FIXTURE WITH MVOLT 15 EMERGENCY BATTERY BACK-UP MOWN 1,616 LUMENS 4000K DRAWN BY: LHW PHOTO CELL JOB#: 5458 Pc Pc + o o WEST SCALE: 1/8"=1' SHEET: SCALE:1/8"=1' E3.0 Infiltration Feasibility and Limited Geotechnical Investigation Arlington Business Park, Lot E Prepared For: Katie King Temperate Habits Brewing Co. 730 N Waugh Road Mount Vernon, WA 98273 41P T An RMA Company 1.888.251.5276 Bellingham I Arlington I Oak Harbor www.geotest-inc.com GEC,�T E S T 1.888.251.5276 Bellingham Arlington I Oak Harbor www.geotest-inc.com An RMA Company November 14, 2023 Project No. 23-2556 Katie King Temperate Habits Brewing Co. 730 N Waugh Road Mount Vernon, WA 98273 Regarding: Infiltration Feasibility and Limited Geotechnical Investigation Arlington Business Park, Lot E Arlington Valley Road, North of 1915t Place NE Arlington, Washington Dear Katie, As requested, GeoTest Services, Inc. [GeoTest] is pleased to submit the following report summarizing the results of our infiltration testing and limited geotechnical evaluation for the proposed Arlington Business Park, Lot E, located at Arlington Valley Road, North of 191s' Place NE in Arlington, WA (see Vicinity Map, Figure 1). This report has been prepared in general accordance with the terms and conditions established in our services agreement dated August 21, 2023 and authorized by Katie King of Temperate Habits Brewing Co. We appreciate the opportunity to provide geotechnical services on this project and look forward to assisting you during the construction phase. Should you have any further questions regarding the information contained within the report, or if we may be of service in other regards, please contact the undersigned. Respectfully, GeoTest Services, Inc. A. Gq WASH��C9�/ �T q� 40819 �O �� ��- (y- a3 F Q/STEP ONAL Coire McCabe, L.G. Edwardo Garcia, P.E. Staff Geologist Geotechnical Department Manager Enclosure: Infiltration Feasibility and Geotechnical Investigation Et�T E S T 1.888.251.5276 Bellingham I Arlington I Oak Harbor www.geotest-inc.com An RMA Company TABLE OF CONTENTS PURPOSE AND SCOPE OF SERVICES ........................................................................................1 PROJECT DESCRIPTION...........................................................................................................1 SITECONDITIONS...................................................................................................................2 SurfaceConditions...................................................................................................................... 2 Subsurface Soil Conditions.......................................................................................................... 3 General Geologic Conditions ......................................................................................................4 Groundwater...............................................................................................................................4 GEOLOGICHAZARDS..............................................................................................................5 Seismic and Liquefaction Hazards............................................................................................... 5 CONCLUSIONS AND RECOMMENDATIONS..............................................................................6 Site Preparation and Earthwork ................................................................................................. 7 Filland Compaction .................................................................................................................... 8 Reuse of On-Site Soil — Existing Fill......................................................................................... 8 Reuse of On-Site Soil — Native Soil.......................................................................................... 8 ImportedStructural Fill........................................................................................................... 8 Backfilland Compaction .........................................................................................................9 WetWeather Earthwork.............................................................................................................9 Seismic Design Considerations ...................................................................................................9 FoundationSupport.................................................................................................................. 10 Grade Beam Supported Foundation..................................................................................... 10 MatSlab Foundation............................................................................................................. 11 Allowable Bearing Capacity .................................................................................................. 11 FoundationSettlement......................................................................................................... 12 FloorSupport............................................................................................................................ 12 Foundation and Site Drainage .................................................................................................. 12 Resistance to Lateral Loads....................................................................................................... 13 Temporary and Permanent Slopes ........................................................................................... 14 Utilities...................................................................................................................................... 15 Pavement Subgrade Preparation.............................................................................................. 16 Light-Duty Flexible Pavement............................................................................................... 16 Heavy-Duty Flexible Pavement............................................................................................. 16 ConcretePavement .............................................................................................................. 17 Stormwater Infiltration Potential ............................................................................................. 17 Design Infiltration Rates........................................................................................................ 18 Stormwater Treatment......................................................................................................... 19 Geotechnical Consultation and Construction Monitoring........................................................ 20 USE OF THIS REPORT............................................................................................................20 REFERENCES.........................................................................................................................21 GeoTest Services, Inc. November 14, 2023 Arlington Business Park, Lot E—Arlington, WA Project Number: 23-2556 PURPOSE AND SCOPE OF SERVICES The purpose of this investigation is to establish general subsurface conditions beneath the site from which conclusions and recommendations pertaining to project design can be formulated. Specifically, our scope of services includes the following tasks: • Perform one Pilot Infiltration Test (PIT) on the project site, at a location specified by the Civil Engineer (TerraVista NW LLC), in accordance with the Stormwater Management Manual for Western Washington (SWMMWW). • Exploration of soil and groundwater conditions underlying the project site by excavating five test pits to evaluate subsurface conditions and document soil types.The explorations were advanced with a tracked excavator and extended to depths of approximately 8 to 10.5 feet below ground surface (BGS). • Perform laboratory testing on representative samples to classify and evaluate the engineering characteristics of the soils encountered and to assess on-site infiltration capabilities. • Provide a written report containing a description of subsurface conditions and exploration logs. The findings and recommendations in this report pertain to the site preparation and earthwork, fill and compaction, seismic design, foundation recommendations, concrete slab-on-grade construction, foundation and site drainage, utilities, temporary and permanent slopes, geotechnical consultation, and construction monitoring. • Assess geologically hazardous areas (if present) per the Arlington Municipal Code (AMC) Chapter 20.93.600. PROJECT DESCRIPTION The project site is a vacant, approximately 1.49-acre lot within the Arlington Business Park development that is currently under construction. GeoTest understands that a new one-story building will be constructed on the subject property, along with associated parking areas and drive paths. GeoTest anticipates that the building will utilize either wood-or metal-frame frame construction. GeoTest expects that slab-on-grade floors and shallow conventional foundations will be used. GeoTest has not been provided with a formalized development plan, but it is expected that structural loads will be light. GeoTest is not aware of any specific stormwater plan for the property, but it is expected that elements of infiltration or Low Impact Development are likely to be utilized to address stormwater concerns. Stormwater design services will be performed by others. 1 GeoTest Services, Inc. November 14, 2023 Arlington Business Park, Lot E—Arlington, WA Project Number: 23-2556 SITE CONDITIONS This section includes a description of the general surface and subsurface conditions observed at the project site during the time of our field investigation. Interpretations of site conditions are based on the results and review of available information, site reconnaissance, subsurface explorations, laboratory testing, and previous experience in the project vicinity. Surface Conditions The project is located on a vacant, approximately 1.49-acre lot that is currently identified as "Lot P. The lots to the north (lot F) and south (lot D) are also vacant and 197th PL NE with a cul-de- sac borders lot F to the north. A commercial warehouse is located to the west, separated by a chain link fence. Arlington Valley Road runs along the east side of the site. The property is vegetated with short grass and scrub vegetation trying to re-establish itself after historical clearing and grading that has occurred. The topography of the site is relatively flat with a gentle slope descending to the northeast. Historic ariel imagery indicates that the site has been previously filled and graded, bringing it to the present grade. ice! �IGF-+[�- � �` - -�-•�I. tSi . - _ .'Y _ 1 r - Image 1—Site conditions upon our arrival, site was relatively flat and filled with vegetation. Image taken facing northeast. Images 1-3 taken on October 19, 2023. 2 GeoTest Services, Inc. November 14, 2023 Arlington Business Park, Lot E—Arlington, WA Project Number: 23-2556 Subsurface Soil Conditions Subsurface conditions were explored by advancing five test pits (TP-1 — TP-5) as well as a Pilot Infiltration Test on October 19, 2023 (PIT-1). The explorations were advanced to depths of between 8 and 10.5 feet below ground surface (BGS) using an excavator subcontracted by Geotest. The approximate locations of these explorations have been plotted on the Site and Exploration Plan (Figure 2). _t 2 Image 2-Typical subsurface conditions within test pits TP-1,TP-2,TP-4, and PIT-1 illustrating 2 to 4 feet of uncontrolled fill on top of native unweathered Marysville Sand outwash deposits below. The subsurface soils consisted of uncontrolled fill material to a depth of between 2 and 4 feet below ground surface (BGS). The uncontrolled fill consists of loose, dark brown, moist, sandy gravels, with chunks of construction debris, relict topsoil, and scattered to numerous organics. Based on our limited findings, the exposed extent of this uncontrolled fill appears to be distributed over the entire site. GeoTest interprets the native soils below 2 to 4 to be that of the Marysville Sand Member of the locally mapped Recessional Outwash deposits These deposits are primarily made up of loose to medium dense sands and gravels in flat valley landscape and can at times contain beds and or layer of silts and clays. 3 GeoTest Services, Inc. November 14, 2023 Arlington Business Park, Lot E—Arlington, WA Project Number: 23-2556 General Geologic Conditions Geologic information for the project site was obtained from the geologic map entitled, Geologic map of the Arlington West 7.5-minute quadrangle, Snohomish County, Washington (Minard, 1985), published by the U.S. Geological Survey. According to Minard, the subject property is underlain by Marysville Sand Member Recessional Outwash (Qvrm) from the Fraser glaciation period. For the purpose of this geotechnical report,this soil unit is referred to as Marysville Sand. This soil unit is generally comprised of well-drained, stratified to massive outwash sand, some gravel, and some areas of silt and clay. The near-surface soils exposed in test pit and PIT exploration 3.5 to 4 feet consisted of uncontrolled fill that was not identified on the regional map. Underlying the fill, the native soils were consistent with Marysville Sand Member Recessional Outwash. The mapped geologic materials are consistent with our project experience in the vicinity of the project site. .�'- -��r �. �� X may{,"+_ .i•'�tr ` ' r iC►W J� �d 4 :Y_ rf� �r �wel L/`,�� _.✓'� IMP"��` � ' Mir. Image 3—Typical groundwater conditions within test pits TP-3 and TP-5, illustrating seepage and flooding. Groundwater The ground water depth in the test pit explorations varied on the site. Generally, presence of ground water was not observed in the explorations performed in the western portions of site i.e., TP-1, T-P2 and PIT-1. The test pits (TP-3 and TP-5) excavated on the eastern portions of the site 4 GeoTest Services, Inc. November 14, 2023 Arlington Business Park, Lot E—Arlington, WA Project Number: 23-2556 were quickly flooded with ground water at a shallow depth of 3 feet with minor seepage occurring at a depth of 6 inches. The groundwater conditions reported on the exploration logs are for the specific locations and dates indicated, and therefore may not be indicative of other locations and/or times. Groundwater levels are variable throughout the year and will fluctuate depending on local subsurface conditions, precipitation, and changes in on-site and off-site use. Of particular note are the temporary stormwater management systems on the project site. These systems consist of a series of three pits excavated on the project site, paired with soil berms, that appeared to route surface water to a nearby catch basin. GeoTest is not specifically aware of when these systems were constructed but has antidotal information that these systems were constructed to manage water that accumulated during the wet season and that water was present during extended periods of rainfall. Site development should account for the potential for wet-season accumulations of surface water at existing site conditions, specifically in the eastern third of the project site. GEOLOGIC HAZARDS As the subject property is located within the City of Arlington, GeoTest reviewed Chapter 20.93.600 (Geologically Hazardous Areas) of the Arlington Municipal Code. The subject property is relatively flat and had been historically graded. Thus, it is GeoTest's opinion that the subject property does not contain erosion or landslide hazards. However,the subject property is mapped as having a low to moderate susceptibility to liquefaction. This is addressed in the next section. Seismic and Liquefaction Hazards Based on a review of information obtained from the Washington State Department of Natural Resource Geologic Information Portal, the subject site is classified as having a low to moderate liquefaction susceptibility. However, this map only provides an estimate of the likelihood that soil will liquefy as a result of an earthquake and is meant as a general guide to delineate areas prone to liquefaction. GeoTest's services did not include deep borings or a liquefaction analysis. The proposed construction is of similar size and scope as other manufacturing and warehouse buildings in the region, most of which were constructed without ground improvement or deep foundation systems. It is our opinion that regional seismic hazard mapping accurately identifies a low to moderate risk of liquefaction during a major seismic event. Outside of compliance with current building code, GeoTest does not recommend specific mitigations for the planned construction to address potential seismic hazards that exist in the region. 5 GeoTest Services, Inc. November 14, 2023 Arlington Business Park, Lot E—Arlington, WA Project Number: 23-2556 CONCLUSIONS AND RECOMMENDATIONS Based on the evaluation of the data collected during this investigation, it is our opinion that the subsurface conditions at the site are suitable for the proposed development, provided the recommendations contained herein are incorporated into the project design. Our subsurface explorations generally encountered 2 to 4 feet of uncontrolled fill at all locations. This uncontrolled fill consisted of loose, dark brown, damp, gravelly sand with pockets and occasional lenses of silt. The native Marysville Sands encountered below the uncontrolled fill consisted primarily of medium dense, brown to gray, slightly silty sand with various amounts of gravel. Based on our observations, firm and unyielding, native, silty sands and gravels (Marysville Sand) are suitable for the support of conventional foundations and slab-on-grade systems. These foundational elements may also bear directly on properly placed and compacted Structural Fill atop firm and unyielding native soil. A GeoTest representative should be on-site to confirm these subgrade conditions prior to the footing or Structural Fill placement. Due to the variability in composition and grain size, existing uncontrolled fill should not be re-used as Structural Fill. The native soils, however, may be re-used for Structural Fill applications. For ancillary driveways and pavement structures, GeoTest recommends stripping no more than 2 feet of fill and preparing the subgrade in accordance with the Site Preparation and Earthwork section of this report. Additional stripping activities may be required depending on the quality of the soils that are exposed. The soils exposed during stripping activities should be remedially compacted to a firm and unyielding condition with a vibratory drum roller, or similar larger-scale piece of equipment. Where firm and unyielding conditions cannot be established, overexcavation and replacement with Structural Fill, as defined in this report, should occur. Alternatively, a geosynthetic product may be considered to limit the amount of additional excavations and removal of existing unsuitable soil. GeoTest recommends that a geosynthetic product be similar to Tensar InterAx NX650, or performance equivalent, to provide additional reinforcement and stabilization of otherwise unsuitable soil. After conducting a Pilot Infiltration Test (PIT-1) on site, shallow stormwater infiltration into the Marysville Sand appears to be feasible based on the presence of predominantly granular soils. However, it should be noted that groundwater and/or perched groundwater was encountered as shallow as 3 feet BGS at the time of our investigation at locations TP-5. Seasonal groundwater monitoring may be required by the City of Arlington and is outside the scope of this report. It should be noted that a groundwater mounding analysis may be needed for this project due to the shallow groundwater table.The bottoms of infiltration facilities are not intended to be placed in uncontrolled fill soils. As such, GeoTest should be present during the excavation of infiltration facilities to confirm that the bottoms of these facilities extend into the intended soil type. 6 GeoTest Services, Inc. November 14, 2023 Arlington Business Park, Lot E—Arlington, WA Project Number: 23-2556 Site Preparation and Earthwork Based on our explorations, it appears that most of the site has been stripped of topsoil, however, GeoTest did observe 2 to 4 feet of uncontrolled fill with a high percentage of fines (silt), deleterious material, and organics. As such, GeoTest anticipates the need for 2 to 4 feet of stripping to expose native granular soils under the building footprint. If other deleterious material and/or significant accumulations of organics are discovered during the construction phase,those soils should be removed underneath proposed foundation(s), floor slabs, pavement and/or sidewalks, as needed. Since GeoTest is not aware of a finished or final grading plan, GeoTest understands that we may be asked to update, revise, or change the reference to stripping depth and fill removal, especially in drive paths or parking areas, based on the submitted and approved grading plan. Based on the costs associated with a complete uncontrolled fill removal and replacement with Structural Fill under ancillary driveways and parking lots, GeoTest is providing an alternative "mitigated risk" option for the civil project team to consider. This path for development would implement a directive to remove no more than 2 feet of the existing fill soils followed by the recompaction (as feasible) of existing subgrade materials.The prepared subgrade soils should be reviewed by GeoTest to determine their suitability for continued construction. Where existing fill soils are observed to be unsuitable after preparation, additional removal to suitable soils or the use of geosynthetic similar to Tensar InterAx NX650, or performance equivalent, can be used at the contact of the subgrade soil and Structural Fill materials. If selected for use, the geogrid should be installed in conformance with the manufacturer's installation instructions. Prior to the placement of any foundation elements or Structural Fill,the exposed subgrade under all areas to be occupied by soil-supported floor slabs, spread, or continuous foundations should be recompacted to a firm and unyielding condition. Verification of compaction can be accomplished through proof rolling with a loaded dump truck, large self-propelled vibrating roller, or similar piece of equipment applicable to the size of the excavation. The purpose of this effort is to identify loose or soft soil deposits so that, if feasible, the soil distributed during site work can be recompacted. Proof rolling should be carefully observed by qualified geotechnical personnel. Areas exhibiting significant deflection, pumping, or over-saturation that cannot be readily compacted should be overexcavated to firm soil. Alternatively, Dynamic Cone Penetrometers or soil probing by a qualified GeoTest representative can confirm firm and unyielding conditions if a proof roll cannot be performed. Overexcavated areas should be backfilled with compacted granular material placed in accordance with subsequent recommendations for Structural Fill. During periods of wet weather, proof rolling could damage the exposed subgrade. Under these conditions, qualified geotechnical personnel should observe subgrade conditions to determine if proof rolling is feasible. 7 GeoTest Services, Inc. November 14, 2023 Arlington Business Park, Lot E—Arlington, WA Project Number: 23-2556 Fill and Compaction Structural Fill used to obtain final site elevations must be properly placed and compacted. In most cases, suitable, non-organic, predominantly granular soil may be used for fill material provided the material is properly moisture conditioned prior to placement and compaction, and the specified degree of compaction is obtained. Material containing topsoil, wood, trash, organic material, or construction debris is not suitable for reuse as Structural Fill and should be properly disposed offsite or placed in nonstructural areas. Soils containing more than approximately 5 percent fines are considered moisture sensitive and are difficult to compact to a firm and unyielding condition when over the optimum moisture content by more than approximately 2 percent. The optimum moisture content is that which allows the greatest dry density to be achieved at a given level of compactive effort. Reuse of On-Site Soil—Existing Fill Due to the high percentage of organics and deleterious material observed in the uncontrolled fill soil, GeoTest does not recommend reusing the uncontrolled fill in Structural Fill applications. Existing fill soils may be utilized in non-structural applications. Reuse of On-Site Soil—Native Soil Marysville Sand Recessional Outwash consists predominately of sand and gravel with variable, but generally low silt contents. Thus,the native Marysville Sand is suitable for reuse as Structural Fill when placed at or near optimum moisture contents, as determined by ASTM D1557 and if allowed for in the project plans and specifications. Imported Structural Fill GeoTest recommends that imported Structural Fill consist of clean, well-graded sandy gravel, gravelly sand, or other approved naturally occurring granular material (pit run) with at least 30 percent retained on the No.4 sieve, or a well-graded crushed rock. Structural Fill for dry weather construction may contain up to 10 percent fines (that portion passing the U.S. No. 200 sieve) based on the portion passing the U.S. No. 4 sieve. The use of an imported fill having more than 10 percent fines may be feasible, but the use of these soils should generally be reviewed by the design team prior to the start of construction. Imported Structural Fill with less than 5 percent fines should be used during wet weather conditions. Due to wet site conditions, soil moisture contents could be high enough that it may be difficult to compact even clean imported select granular fill to a firm and unyielding condition. Soils with an over-optimum moisture content should be scarified and dried back to a suitable 8 GeoTest Services, Inc. November 14, 2023 Arlington Business Park, Lot E—Arlington, WA Project Number: 23-2556 moisture content during periods of dry weather, or removed and replaced with drier Structural Fill. Backfill and Compaction Structural Fill should be placed in horizontal lifts. The Structural Fill must measure 8 to 10 inches in loose thickness and be thoroughly compacted. All Structural Fill placed under load bearing areas should be compacted to at least 95 percent of the maximum dry density, as determined using test method ASTM D1557. The top of the compacted Structural Fill should extend outside all foundations and other structural improvements a minimum distance equal to the thickness of the fill. We recommend that compaction be tested after placement of each lift in the fill pad. Wet Weather Earthwork Native soils with elevated silt contents are particularly susceptible to degradation during wet weather. As a result, it may be difficult to control the moisture content of site soils during the wet season. If construction takes place during wet weather, GeoTest recommends that Structural Fill consist of imported, clean,well-graded sand or sand and gravel as described above. If fill is to be placed or earthwork is to be performed in wet conditions,the contractor may reduce soil disturbance by: • Limiting the size of areas that are stripped of topsoil and left exposed • Accomplishing earthwork in small sections • Limiting construction traffic over unprotected soil • Sloping excavated surfaces to promote runoff • Limiting the size and type of construction equipment used • Providing gravel 'working mats' over areas of prepared subgrade • Removing wet surficial soil prior to commencing fill placement each day • Sealing the exposed ground surface by rolling with a smooth drum compactor or rubber- tired roller at the end of each working day • Providing up-gradient perimeter ditches or low earthen berms and using temporary sumps to collect runoff and prevent water from ponding and damaging exposed subgrades Seismic Design Considerations The Pacific Northwest is seismically active, and the site could be subject to movement from a moderate or major earthquake. Consequently, moderate levels of seismic shaking should be accounted for during the design life of the project, and the proposed structure should be designed to resist earthquake loading using appropriate design methodology. 9 GeoTest Services, Inc. November 14, 2023 Arlington Business Park, Lot E—Arlington, WA Project Number: 23-2556 For structures designed using the seismic design provisions of the 2018 International Building Code,the native Marysville Sand is classified as Site Class D according to ASCE 7-16.The structural engineer should select the appropriate design response spectrum based on Site Class D soil and the geographical location of the proposed construction. Foundation Support The near-surface native soils underlying the proposed building footprint consisted of medium dense sands and gravels. Medium dense sands and an elevated groundwater condition present a low to moderate liquefaction potential for the project site. GeoTest is assuming that mitigation for differential settlement due to liquefaction will consist of an interconnected grade beam or through the use of mat foundations. The intent of the grade beams or mat foundation is to have the building settle as a unit and limit the amount of differential settlement that occurs across the building footprint. The use of either of these approaches requires that the Owner accept the risk of future settlement under the building during a design seismic event. There should not be an expectation that grade beams or mat slabs will prevent settlement that can occur during a design seismic event. Recommendations for interconnected grade beams and mat slabs are presented below. To provide proper foundation support, GeoTest recommends that topsoil, existing loose or organic fill, and/or loose/soft upper portions of the native soil be removed from beneath the building foundation area(s). The desired finished grades can be reestablished through the placement of properly compacted Structural Fill, as described in the Fill and Compaction section of this report, overlying firm and unyielding native soil. Localized overexcavation, if necessary, can be backfilled to the design footing elevation with lean concrete, or foundations may be extended to bear on firm and unyielding native soil. In areas requiring overexcavation to competent native soil, the limits of the overexcavation should extend laterally beyond the edge of each side of the footing a distance equal to the depth of the excavation below the base of the footing. If lean concrete is used to backfill the overexcavation, the limits of the overexcavation need only extend a nominal distance beyond the width of the footing. In addition, GeoTest recommends that foundation elements for the proposed structure(s) bear entirely on similar soil conditions to help prevent differential settlement from occurring. Continuous and isolated spread footings should be founded 18 inches, minimum, below the lowest adjacent final grade for freeze/thaw protection. The footings should be sized in accordance with the Structural Engineer's prescribed design criteria and seismic considerations. Grade Beam Supported Foundation GeoTest recommends that the proposed building be supported by an interconnected grade beam foundation system. GeoTest is assuming a rectangular unit foundation in which grade beams, typically spaced less than 15 feet apart, can be inserted within the footprint of the building. Grade 10 GeoTest Services, Inc. November 14, 2023 Arlington Business Park, Lot E—Arlington, WA Project Number: 23-2556 beams should be structurally connected to the foundation to provide a "snowshoe" effect that will help limit differential settlement across the building footprint. Foundation elements should be constructed on proof-rolled, remedially compacted, medium dense native soils or on properly compacted Structural Fill placed directly over firm and unyielding native soil. GeoTest must confirm that suitable bearing conditions have been achieved prior to the placement of reinforcing steel and formwork within the foundations and grade beams. Any overexcavation should be backfilled to the design elevations with compacted Structural Fill. Mat Slab Foundation An alternative option for mitigating post-construction differential settlements is to construct the proposed building on thickened edge mat slab foundations. With this option, the building foundation will be placed on proof-rolled, remedially compacted, medium dense native soil or on properly compacted Structural Fill placed directly over firm and unyielding native soil. Like the grade beam approach, utilizing a mat foundation will not reduce the total settlements beneath the planned structure, rather it will help reduce damaging differential settlement and allow the building to settle as a unit. Qualified geotechnical personnel must confirm that suitable bearing conditions have been achieved prior to the placement of reinforcing steel within the mat foundation. Any overexcavation should be backfilled to the design elevations with compacted Structural Fill. All exterior thickened edges should be founded a minimum of 18 inches below the lowest adjacent final grade for freeze/thaw protection. The mat foundation should be sized in accordance with the structural engineer's prescribed design criteria and seismic considerations. Allowable Bearing Capacity Assuming the above foundation support criteria are satisfied, continuous or isolated spread footings founded directly on medium dense native soils or on compacted Structural Fill placed directly over firm and unyielding native soils may be proportioned using a net allowable soil bearing pressure of 2,000 pounds per square foot (psf). The "net allowable bearing pressure" refers to the pressure that can be imposed on the soil at foundation level. This pressure includes all dead loads, live loads, the weight of the footing, and any backfill placed above the footing. The net allowable bearing pressure may be increased by one-third for transient wind or seismic loads. 11 GeoTest Services, Inc. November 14, 2023 Arlington Business Park, Lot E—Arlington, WA Project Number: 23-2556 Foundation Settlement Settlement of shallow foundations depends on foundation size and bearing pressure, as well as the strength and compressibility characteristics of the underlying soil. If construction is accomplished as recommended and at the maximum allowable soil bearing pressure, GeoTest estimates the total settlement of building foundations to be less than one inch under static conditions. Differential settlement between two adjacent load-bearing components supported on competent soil is estimated to be less than one half the total settlement. Floor Support Floor slabs for the proposed structures can be supported on Structural Fill overlying remedially compacted, firm and unyielding native soil. GeoTest generally anticipates 2 to 4 feet of stripping to expose mineral soil (with some localized areas needing additional over excavation) that can then be cut to the desired subgrade elevations and remedially compacted with vibratory compaction equipment. GeoTest recommends that interior concrete slab-on-grade floors be underlain with at least 6 inches of clean, compacted, free-draining crushed gravel to serve as cap break.The gravel should be a clean, crushed, %-inch rock with no fines or similar. The purpose of this gravel layer is to provide uniform support for the slab, provide a capillary break, and act as a drainage layer. To help reduce the potential for water vapor migration through floor slabs, a continuous 10-mil minimum thick polyethylene sheet with tape-sealed joints should be installed below the slab to serve as an impermeable vapor barrier. The vapor barrier should be installed and sealed in accordance with the manufacturer's instructions. American Concrete Institute (ACI) guidelines suggest that the slab may poured directly on to the vapor barrier. Exterior concrete slabs-on-grade, such as sidewalks, may be supported directly on undisturbed native soil or on properly placed and compacted Structural Fill; however, long-term performance will be enhanced if exterior slabs are placed on a layer of clean, durable, well-draining granular material. Foundation and Site Drainage Positive surface gradients should be provided adjacent to the proposed building to direct surface water away from the building and toward suitable drainage facilities. Roof drainage should not be introduced into the perimeter footing drains but should be separately discharged directly to the stormwater collection system or similar municipality-approved outlet. Pavement and sidewalk areas, if present,should be sloped and drainage gradients should be maintained to carry surface water away from the building towards an approved stormwater collection system. Surface water should not be allowed to pond and soak into the ground surface near buildings or paved areas during or after construction. Construction excavations should be sloped to drain to 12 GeoTest Services, Inc. November 14, 2023 Arlington Business Park, Lot E—Arlington, WA Project Number: 23-2556 sumps where water from seepage, rainfall, and runoff can be collected and pumped to a suitable discharge facility. To reduce the potential for groundwater and surface water to seep into interior spaces, GeoTest recommends that an exterior footing drain system be constructed around the perimeter of new building foundations as shown in the Conceptual Footing and Wall Drain Section (Figure 3) of this report. The drain should consist of a perforated pipe measuring 4 inches in diameter at minimum, surrounded by at least 12 inches of filtering media. The pipe should be sloped to carry water to an approved collection system. Be aware that the project site contains areas of elevated groundwater. Placement of drainage systems must account for this water. The filtering media may consist of open-graded drain rock wrapped in a nonwoven geotextile fabric such as Mirafi 140N (or equivalent) or wrapped with a graded sand and gravel filter. For foundations supporting retaining walls, drainage backfill should be carried up the back of the wall and be at least 12 inches wide. The drainage backfill should extend from the foundation drain to within approximately 1 foot of the finished grade and consist of open-graded drain rock containing less than 3 percent fines by weight passing the U.S. Standard No. 200 sieve (based on a wet sieve analysis of that portion passing the U.S. Standard No. 4 sieve). The invert of the footing drainpipe should be placed at approximately the same elevation as the bottom of the footing or 12 inches below the adjacent floor slab grade, whichever is deeper, so that water will be contained. This process prevents water from seeping through walls or floor slabs. The drain system should include cleanouts to allow for periodic maintenance and inspection. Please understand that the above recommendations are intended to assist the design engineer and/or architect in development of foundation and site drainage parameters and are based on our experience with similar projects in the area. The final foundation and site drainage plan that will be incorporated into the project plans will be determined by the design team. Resistance to Lateral Loads The lateral earth pressures that develop against retaining walls will depend on the method of backfill placement, degree of compaction, slope of backfill, type of backfill material, provisions for drainage, magnitude and location of any adjacent surcharge loads, and the degree to which the wall can yield laterally during or after placement of backfill. If the wall is allowed to rotate or yield so the top of the wall moves an amount equal to or greater than about 0.001 to 0.002 times its height (a yielding wall), the soil pressure exerted comprises the active soil pressure. When a wall is restrained against lateral movement or tilting (a nonyielding wall), the soil pressure exerted comprises the at rest soil pressure. Wall restraint may develop if a rigid structural network is constructed prior to backfilling or if the wall is inherently stiff. GeoTest recommends that yielding walls under drained conditions be designed for an equivalent fluid density of 35 pounds per cubic ft (pcf)for medium dense native soil or Structural Fill in active 13 GeoTest Services, Inc. November 14, 2023 Arlington Business Park, Lot E—Arlington, WA Project Number: 23-2556 soil conditions. Nonyielding walls under drained conditions should be designed for an equivalent fluid density of 55 pcf for medium dense native soil or Structural Fill in at-rest conditions. GeoTest should be contacted if walls that extend below the groundwater table are expected for this project so that we can provide pressures for submerged conditions. Design of walls should include appropriate lateral pressures caused by surcharge loads located within a horizontal distance equal to or less than the height of the wall. For uniform surcharge pressures, a uniformly distributed lateral pressure equal to 35 percent and 50 percent of the vertical surcharge pressure should be added to the lateral soil pressures for yielding and nonyielding walls, respectively. For structures designed using the seismic design provisions of the 2018 International Building Code, GeoTest recommends that retaining walls include a seismic surcharge in addition to the equivalent fluid densities presented above. We recommend that a seismic surcharge of approximately 8H (where H is the height of the wall in feet) be used for design purposes. Passive earth pressures developed against the sides of building foundations, in conjunction with friction developed between the base of the footings and the supporting subgrade, will resist lateral loads transmitted from the structure to its foundation. For design purposes, the passive resistance of well-compacted fill placed against the sides of foundations is equivalent to a fluid with a density of 300 pounds per cubic ft. The recommended value includes a safety factor of about 1.5 and is based on the assumption that the ground surface adjacent to the structure is level in the direction of movement for a distance equal to or greater than twice the embedment depth. The recommended value also assumes drained conditions that will prevent the buildup of hydrostatic pressure in the compacted fill. Retaining walls should include a drain system constructed in general accordance with the recommendations presented in the Foundation and Site Drainage section of this report. In design computations, the upper 12 inches of passive resistance should be neglected if the soil is not covered by floor slabs or pavement. If future plans call for the removal of the soil providing resistance, the passive resistance should not be considered. An allowable coefficient of base friction of 0.35, applied to vertical dead loads only, may be used between the underlying imported granular Structural Fill and the base of the footing. If passive and frictional resistance are considered together, one half the recommended passive soil resistance value should be used since larger strains are required to mobilize the passive soil resistance as compared to frictional resistance. A safety factor of about 1.5 is included in the base friction design value. GeoTest does not recommend increasing the coefficient of friction to resist seismic or wind loads. Temporary and Permanent Slopes The contractor is responsible for construction slope configurations and maintaining safe working conditions, including temporary excavation stability. All applicable local, state, and federal safety 14 GeoTest Services, Inc. November 14, 2023 Arlington Business Park, Lot E—Arlington, WA Project Number: 23-2556 codes should be followed. All open cuts should be monitored during and after excavation for any evidence of instability. If instability is detected, the contractor should flatten the side slopes or install temporary shoring. Temporary excavations in excess of 4 feet should be shored or sloped in accordance with Safety Standards for Construction Work Part N, WAC 296-155-66403. Temporary unsupported excavations in medium dense Marysville Sand are classified as a Type B soil according to WAC 296-155-66401 and may be sloped as steep as 1H:1V(Horizontal: Vertical). All soils encountered are classified as Type C soil in the presence of groundwater seepage. Flatter slopes or temporary shoring may be required in areas where groundwater flow is present and unstable conditions develop. Temporary slopes and excavations should be protected as soon as possible using appropriate methods to prevent erosion from occurring during periods of wet weather. GeoTest recommends that permanent cut or fill slopes be designed for inclinations of 2H:1V or flatter. Permanent cuts or fills used in detention ponds, retention ponds, or earth slopes intended to hold water should be 3H:1V or flatter. All permanent slopes should be vegetated or otherwise protected to limit the potential for erosion as soon as practical after construction. Utilities Utility trenches must be properly backfilled and compacted to reduce cracking or localized loss of foundation, slab, or pavement support. Excavations for new shallow underground utilities are expected to be placed within the medium dense Marysville Sand that was encountered during our field explorations. Trench backfill in improved areas (beneath structures, pavements, sidewalks, etc.) should consist of Structural Fill as defined in the Fill and Compaction section of this report. Outside of improved areas, trench backfill may consist of reused Marysville Sand provided the backfill can be compacted to the project specifications. Trench backfill should be placed and compacted in general accordance with the recommendations presented in the Fill and Compaction section of this report. Surcharge loads on trench support systems due to construction equipment, stockpiled material, and vehicle traffic should be included in the design of any anticipated shoring system. The contractor should implement measures to prevent surface water runoff from entering trenches and excavations. In addition, vibration as a result of construction activity and traffic may cause caving of the trench walls. 15 GeoTest Services, Inc. November 14, 2023 Arlington Business Park, Lot E—Arlington, WA Project Number: 23-2556 The contractor is responsible for trench configurations. All applicable local, state, and federal safety codes should be followed. All open cuts should be monitored by the contractor during excavation for any evidence of instability. If instability is detected, the contractor should flatten the side slopes or install temporary shoring. If groundwater or groundwater seepage is present, and the trench is not properly dewatered,the soil within the trench zone may be prone to caving, channeling, and running. Trench widths may be substantially wider than under dewatered conditions. Pavement Subgrade Preparation Selection of a pavement section is typically a choice relative to a higher initial cost and lower long-term maintenance, or a lower initial cost with more frequent maintenance. For this reason, we recommend that the Client participate in the selection of the proposed pavement sections planned for the site. Site grading plans should include provisions for sloping of the subgrade soils in proposed pavement areas, so that passive drainage of the pavement section(s) can proceed uninterrupted during the life of the project. For ancillary driveways and pavement structures, GeoTest recommends stripping no more than 2 feet of fill and preparing the subgrade in accordance with the Site Preparation and Earthwork section of this report. The soils exposed during stripping activities should be remedially compacted to a firm and unyielding condition with a vibratory drum roller, or similar larger-scale piece of equipment. Where firm and unyielding conditions cannot be established, overexcavation and replacement with Structural Fill, as defined in this report, should occur. Alternatively, a geosynthetic product may be considered to limit the amount of additional excavations and removal of existing unsuitable soil. GeoTest recommends that a geosynthetic product be similar to Tensar InterAx NX650, or performance equivalent, to provide additional reinforcement and stabilization of otherwise unsuitable soil. If utilized, the geosynthetic product should be installed in conformance with the manufacturer's installation instructions. Light-Duty Flexible Pavement GeoTest anticipates that asphalt pavement will be used for new passenger vehicle access drives and parking areas. We recommend that a standard, or 'light duty,' pavement section consist of 3 inches of%-inch HMA asphalt above 8 inches of crushed surfacing base course (CSBC) meeting criteria set forth in the Washington State Department of Transportation (WSDOT) Standard Specification 9-03.9[3] Crushed Surfacing Base Course. Heavy-Duty Flexible Pavement Areas that will be accessed by more heavily loaded vehicles, emergency access vehicles, garbage trucks, and similar vehicles will require a thicker asphalt section and should be designed using a 16 GeoTest Services, Inc. November 14, 2023 Arlington Business Park, Lot E—Arlington, WA Project Number: 23-2556 paving section consisting of 4 inches of Class %-inch HMA asphalt surfacing above 8 inches of CSBC meeting criteria set forth in WSDOT Standard Specification 9-03.9[3]. Concrete Pavement Concrete pavements could be used for access and driving areas. The design of concrete pavements is a function of concrete strength, reinforcement steel, and the anticipated loading conditions for the roads. For design purposes, a vertical modulus of subgrade reaction of 150 pounds per cubic inch (pci) should be expected for concrete roadways constructed over properly placed and compacted Structural Fill. GeoTest expects that concrete pavement sections, if utilized, will be at least 6 inches thick and be founded on a minimum of 8 inches of compacted CSBC. The design of concrete pavements will need to be performed by a Structural Engineer. GeoTest recommends that subgrade soils supporting concrete pavement sections include minor grade changes to allow for passive drainage away from the pavement. GeoTest is available to further consult, review, and/or modify our pavement section recommendations based on further discussion and/or analysis with the project team/owner. The above pavement sections are initial recommendations and may be accepted and/or modified by the site civil engineer based on the actual finished site grading elevations and/or the owner's preferences. Stormwater Infiltration Potential Based on our explorations, the subject property is underlain by medium dense, predominately granular sand (Marysville Sand) that is suitable for infiltration. GeoTest performed a singular infiltration test with the test pit bottom entirely in Marysville Sand. GeoTest also observed the excavation of numerous exploration pits to confirm the presence of Marysville Sand across the project site. Based on our findings, it is GeoTest's opinion that the underlying Marysville Sand is suitable for the conventional infiltration of stormwater. Approximately 2 to 4 feet of previously placed fill was observed across the site, in which infiltration should not be implemented. The results of our infiltration test are presented in the section below. Pilot Infiltration Test Results GeoTest performed one small-scale PIT test (PIT-1) on October 19, 2023 in accordance with the SWMMWW in order to determine the initial saturated hydraulic conductivity rate (Ksat initial) in inches per hour. The base of the PIT was excavated to the dimensions of approximately 6 feet long by 5.3 feet wide, with a depth of 5 feet BGS.The bottom of the PIT extended into the native, poorly graded Marysville Sand. Please note that elevation and survey data were not available to us at the time of this report. 17 GeoTest Services, Inc. November 14, 2023 Arlington Business Park, Lot E—Arlington, WA Project Number: 23-2556 Infiltration testing was conducted by discharging water into the flat-bottom excavation for a 5- hour "soaking period". The purpose of the 5-hour pre-soak was to allow the soils in the immediate vicinity of the test area to exhibit saturated conditions. Water was discharged into the excavation at a metered rate while keeping the water level within the testing area approximately fixed. The cumulative volume and instantaneous flow rates were recorded approximately every 15 to 30 minutes. Water for the infiltration testing was obtained from a municipal hydrant. Following the 5-hour pre-soak and steady-state period, the water was shut off and the rate of infiltration (the drop of the standing water) in inches per hour was recorded until fully drained. At the conclusion of the testing, the bottom of the PIT was excavated an additional 5 feet to identify possible restrictive layers. GeoTest did not observe noticeable indications of hydraulically restrictive layers between the bottom of the PIT test and the extent of the overexcavation. Hydraulically restrictive layers were also not observed in the native soils, within the other test pit explorations that were performed during the course of our subsurface soil investigation. Design Infiltration Rates The initial, uncorrected hydraulic conductivity (Ksat initial) was calculated for the PIT using the infiltration rate recorded during the falling-head test. This is measured as change in depth per recorded time interval. The Ksat initial value is shown below in Table 1. GeoTest then determined the corrected, long-term infiltration rate (Ksat design) by applying the following correction factors in accordance with the SWMMWW: • Site variability and number of locations tests, CFv= 0.45 • Test method (small-scale test), CFt = 0.5 • Degree of influent control to prevent siltation and bio-buildup, Um = 0.9. Table 1 provides a summary of the calculated infiltration rate determined at the PIT location: Table 1: Calculated Infiltration Rate PIT ID Ksat Initial Reduction Ksat Design (in/hr) Factor * (in/hr) PIT-1 9.1 .203 1.8 * Total Reduction Factor= (0.45)(0.50)(0.90) = 0.203 Based on our PIT result and analysis of the subsurface soils,the infiltration rates within the native, poorly graded Marysville Sand at the location tested was calculated to be 1.8 in/hr. This rate is representative of an excavation that extended at least 2.5 vertical feet into Marysville Sand. 18 GeoTest Services, Inc. November 14, 2023 Arlington Business Park, Lot E—Arlington, WA Project Number: 23-2556 Our excavation did not encounter groundwater or soil conditions that would suggest the presence of a restriction layer at this location other than the uncontrolled fill observed on site. GeoTest does not anticipate that additional reductions or corrections for the mounding of groundwater will be needed for this project, provided that infiltration facilities are contained within the western third of the project site. Infiltration facilities in the eastern two-thirds of the site are expected to have challenges based on the groundwater elevations that were observed. Stormwater Treatment The stormwater facilities on-site may require some form of pollutant pretreatment with an amended soil prior to on-site infiltration or offsite discharge.The reuse of on-site topsoil is often the most sustainable and cost-effective method for pollutant treatment purposes. Cation exchange capacities, organic contents, and pH of site subsurface soils were also tested to determine possible pollutant treatment suitability. Cation exchange capacity, organic content, and pH tests were performed by Northwest Agricultural Consultants on two soil samples collected from the project site. A summary of the laboratory test results is presented in Table 2 below. Table 2: Cation Exchange Capacity, Organic Content, and pH Laboratory Test Results Test Pit Sample Geologic Cation Exchange Organic Depth Capacity Content pH ID eft) Unit (meq/100 grams) N PIT-1 6 Marysville 2.9 0.71 6.5 Sand TP-4 5.3 Marysville 3.8 1.12 6.6 Sand Suitability for on-site pollutant treatment is determined in accordance with SSC-6 of the SWMMWW. Soils with an organic content of greater than or equal to 1 percent and a cation exchange capacity of greater than or equal to 5 meq/100 grams are characterized as suitable for stormwater treatment. Based on the results shown in Table 2, the Marysville Sand may be suitable for stormwater treatment when mixed with an amended soil, but does not appear to be suitable without being amended. Native Marysville Sand can be amended by mixing higher silt content soils or adding mulch (or other admixtures) to elevate the cation exchange capacity and organic contents. On-site amended soil requires additional testing to confirm compliance with ecological regulations. GeoTest is available to perform additional laboratory testing as part of an expanded scope of services if the soil is to be amended. Alternatively, the owner may elect to import amended soils with the desired properties for planned treatment facilities. 19 GeoTest Services, Inc. November 14, 2023 Arlington Business Park, Lot E—Arlington, WA Project Number: 23-2556 Geotechnical Consultation and Construction Monitoring GeoTest recommends that we be involved in the project design review process. The purpose of the review is to verify that the recommendations presented in this report are understood and incorporated in the design and specifications. We also recommend that geotechnical construction monitoring services be provided. These services should include observation by GeoTest personnel during (infiltration facility construction, Structural Fill placement, compaction activities, and subgrade preparation operations) to confirm that design subgrade conditions are obtained beneath the areas of improvement. Periodic field density testing should be performed to verify that the appropriate degree of compaction is obtained. The purpose of these services is to observe compliance with the design concepts, specifications, and recommendations of this report. In the event that subsurface conditions differ from those anticipated before the start of construction, GeoTest would be pleased to provide revised recommendations appropriate to the conditions revealed during construction. GeoTest is available to provide a full range of materials testing and special inspection during construction as required by the local building department and the International Building Code. This may include specific construction inspections on materials such as reinforced concrete, reinforced masonry, wood framing, and structural steel. These services are supported by our fully accredited materials testing laboratories. USE OF THIS REPORT GeoTest has prepared this report for the exclusive use of Temperate Habits Brewing Company, Katie King, and their design consultants for specific application to the design of the proposed Temperate Habits Building located on Lot E in the Arlington Business Park, off Arlington Valley Road, north of 191s' Place NE in Arlington, WA. Use of this report by others is at the user's sole risk. This report is not applicable to other site locations. Our services are conducted in accordance with accepted practices of the geotechnical engineering profession; no other warranty, express or implied, is made as to the professional advice included in this report. Our site explorations indicate subsurface conditions at the dates and locations indicated. It is not warranted that these conditions are representative of conditions at other locations and times. The analyses, conclusions, and recommendations contained in this report are based on site conditions to the limited depth and time of our explorations, a geological reconnaissance of the area, and a review of previously published geological information for the site. If variations in subsurface conditions are encountered during construction that differ from those contained within this report, GeoTest should be allowed to review the recommendations and, if necessary, 20 GeoTest Services, Inc. November 14, 2023 Arlington Business Park, Lot E—Arlington, WA Project Number: 23-2556 make revisions. If there is a substantial lapse of time between submission of this report and the start of construction, or if conditions change due to construction operations at or adjacent to the project site, we recommend that we review this report to determine the applicability of the conclusions and recommendations contained herein. The earthwork contractor is responsible to perform all work in conformance with all applicable WISHA/OSHA regulations. GeoTest Services, Inc. is not responsible for job site safety on this project, and this responsibility is specifically disclaimed. Attachments: Figure 1 Vicinity Map Figure 2 Site and Exploration Plan Figure 3 Typical Footing and Wall Drain Section Figure 4 Soil Classification and Key Figure 5—7 Test Pit Exploration Logs Figure 8—9 Grain Size Analysis Sheets Attachment Northwest Agricultural Results Attachment Report Limitations REFERENCES City of Arlington. Arlington Municipal Code (Updated February 27, 2023). Retrieved in November 2023 from https://library.municode.com/wa/arlington Gariepy, D., Graul, C., Heye, A., Howie, D., Labib, F., & Song, K. (n.d.), 2019 Stormwater Management Manual for Western Washington (2019 SMMWW) (pp. 1-1108) (United States, Washington State Department of Ecology). Minard, J.P., 1985. Geologic map of the Arlington West 7.5-minute quadrangle, Snohomish County, Washington [map]. 1:24,000. US Geological Survey MF-1740. Snohomish County, Washington. Snohomish County PDS Map Portal. Retrieved in November 2023. Washington Interactive Geologic Map. Washington State Department of Natural Resources-Online Web Services. Retrieved in November 2023 21 Mt Vernon Ae 44 ~ .� 10 m i , PROJECT LOCATIONpv T, Darrington Stanwood , 10 Arlington •' J n Warm I- Beach 10 . f Granite Falls Marysville Lake Stevens ' r� 4' MAP REFERENCED FROM ESRI TOPOGRAPHIC M uklltao JNaucn�I F f FllOnrOe�w��`. Evof.R'=� .. f i Lyutl d Tacorrm Edmonds Nountlaka — Terrace � S reline Bosh?i Purtl.n;cl Duvall Date: 10-18-2023 By: AU Scale: As Shown Project �� VICINITY MAP 23-2556 CO& TEMPERATE HABITS BUILDING Figure LOT E,ARLINGTON BUSINESS PARK RfWA ARLINGTON,WA 98223 1 ?tea, '_ � �",• ,J', 100-, 0 N 100 200 ft ; I. PIT-1 TP 1 --- r ■■ TP-3 ■ ■ �• lam P-5 i i _- �j .ff TP-4 // / '■ TP-# =Approximate Test Pit Location PIT-#=Approximate Pilot Infiltration Test Location pp � Date: 10-19-2023 By: AU Scale: As Shown Project Notes: 1)Parcel shapefile sourced from Google Earth OEOT E S T SITE AND EXPLORATION PLAN 23-2556 2)Approximate project area outlined in RED TEMPERATE HABITS BUILDING Figure 3)Map image created using QGIS 3.22.6. LOT E,ARLINGTON BUSINESS PARK -,RMa ARLINGTON,WA 98223 CONCEPTUAL FOOTINGS WITH INTERIOR SLAB-ON-GRADE tc ,• Typical Framing Compacted Low-Permeability Soil ,(12 inch minimum) ,' Floor Slab or Pavement ,' , , , , , , ,(2 inch minimum) +. .+.+.+.+.+.+.+. . . . . . . . . . . . ., , , , , , , ,. . . . . . . ., , , + + + + + Va or Barrier Slope to drain away + .r•r•r•r•r•r•r•ti.ti.ti.ti.ti.ti.tifrom structure. +' .�•r•r•r•r•r•r•r•r•r•r•r•r•r•r•�•r•r•r•r•r•r•r•r•r•r•r•r•r•1 _ — - •,•,•,• ti•ti•ti•ti•ti•ti•ti•ti•ti•ti•ti•ti•ti• ti ti•ti•ti•ti•ti•ti•ti•ti•ti•ti•ti•ti•ti•ti• .r.r.f.r.r.f.r.r.f.r.r.f.r.r. r.r.r.r.r.r.r.r.r.r.r.r.r.r.J .t•t•t• Coarse Gravel Capillary Break inch minimum,typically clear crushed) Suitable Soil + + + / + + Free Draining Sand and Gravel Fill Approved Non-woven + + + + + + + + + Geotextile Filter Fabric + + ' + + + + + + (18 inch minimum fabric lap) / + + + + + + + + + Suitable Soil Drainage Material (Drain Rock or Clear Crushed Rock w/no fines) Appropriate Waterproofing Four Inch Diameter,Perforated,Rigid PVC Pipe Applied to Exterior of Wall (Perforations oriented down,wrapped in non-woven geotextile filter fabric,directed to suitable discharge) Notes: This figure is not intended to be representative of a design. This figure is intended to present concepts that can be incorporated into a functional foundation drain designed by a Civil Engineer. In all cases, refer to the Civil plan sheet for drain details and elevations. Footings should be properly buried for frost protection in accordance with International Building Code or local building codes (Typically 18 inches below exterior finished grades). The footing drain will need to be modified from this typical drawing to fit the dimensions of the planned footing and slab configuration. Date: 11-1-2023 By: CM Scale: None Project T CONCEPTUAL FOOTING &WALL DRAIN SECTION 23-2556 (rolp TEMPERATE HABITS BUILDING Figure LOT E,ARLINGTON BUSINESS PARK AnRMACompany ARLINGTON,WA 98223 Soil Classification System uscs MAJOR GRAPHIC LETTER TYPICAL DIVISIONS SYMBOL SYMBOL DESCRIPTIONS(')(2) GRAVEL AND CLEAN GRAVEL o o o°o;o GW Well-graded gravel;gravel/sand mixture(s);little or no fines GRAVELLY SOIL (Little or no fines) o 0.p o GP Poorly graded gravel;gravel/sand mixture(s);little or no fines O N ° ° . .a (More than 50%of coarse fraction retained GRAVEL WITH FINES GM Silty gravel;gravel/sand/silt mixture(s) M a)W E o on No.4 sieve) (Appreciable amount of z o N fines) GC Clayey gravel;gravel/sand/clay mixture(s) o w SAND AND CLEAN SAND SW Well-graded sand;gravelly sand;little or no fines CO c;t SANDY SOIL (Little or no fines) QSP Poorly graded sand;gravelly sand;little or no fines O 2 (More than 50%of U_ m coarse fraction passed SAND WITH FINES SM Silty sand;sand/siltmixture(s) through No.4 sieve) (Appreciable amount of fines) SC Clayey sand;sand/clay mixture(s) Inorganic silt and very fine sand;rock flour;silty or clayey fine f6 ��', SILT AND CLAY ML sand or clayey silt with slight plasticity .N Inorganic clay of low to medium plasticity;gravelly clay;sandy 0 E N (Liquid limit less than 50) C�' clay;silty clay;lean clay W O o z o z QL Organic silt;organic,silty clay of low plasticity O C N � 0 (0 N C�7 r� SILT AND CLAY MH Inorganic silt;micaceous or diatomaceous fine sand CH Inorganic clay of high plasticity;fat clay LL 5 E (Liquid limit greater than 50) OH Organic clay of medium to high plasticity;organic silt HIGHLY ORGANIC SOIL PT Peat;humus;swamp soil with high organic content GRAPHIC LETTER OTHER MATERIALS SYMBOL SYMBOL TYPICAL DESCRIPTIONS PAVEMENT AC Or PC Asphalt concrete pavement or Portland cement pavement ROCK RK Rock(See Rock Classification) WOOD WD Wood,lumber,wood chips DEBRIS O O O Dg I Construction debris,garbage Notes: 1. Soil descriptions are based on the general approach presented in the Standard Practice for Description and Identification of Soils(Visual-Manual Procedure), as outlined in ASTM D 2488.Where laboratory index testing has been conducted,soil classifications are based on the Standard Test Method for Classification of Soils for Engineering Purposes,as outlined in ASTM D 2487. 2. Soil description terminology is based on visual estimates(in the absence of laboratory test data)of the percentages of each soil type and is defined as follows: Primary Constituent: >50%-"GRAVEL,""SAND,""SILT,""CLAY,"etc. Secondary Constituents: >30%and<50%-"very gravelly,""very sandy,""very silty,"etc. >12%and<30%-"gravelly,""sandy,""silty,"etc. Additional Constituents: > 5%and<12%-"slightly gravelly,""slightly sandy,""slightly silty,"etc. < 5%-"trace gravel,""trace sand,""trace silt,"etc.,or not noted. Drilling and Sampling Key Field and Lab Test Data SAMPLE NUMBER&INTERVAL SAMPLER TYPE Code Description Code Description Sample Identification Number a 3.25-inch O.D.,2.42-inch I.D.Split Spoon PP=1.0 Pocket Penetrometer,tsf b 2.00-inch O.D.,1.50-inch I.D.Split Spoon TV=0.5 Torvane,tsf Recovery Depth Interval c Shelby Tube PID=100 Photoionization Detector VOC screening,ppm 1� 14-- Sample Depth Interval d Grab Sample W=10 Moisture Content,% J e Other-See text if applicable D=120 Dry Density,pcf Portion of Sample Retained 1 300-lb Hammer,30-inch Drop -200=60 Material smaller than No.200 sieve,% for Archive or Analysis 2 140-lb Hammer,30-inch Drop GS Grain Size-See separate figure for data 3 Pushed AL Atterberg Limits-See separate figure for data 4 Other-See text if applicable GT Other Geotechnical Testing Groundwater CA Chemical Analysis L7 Approximate water elevation at time of drilling(ATD)or on date noted. Groundwater ATD levels can fluctuate due to precipitation,seasonal conditions,and other factors. Figure T Temperate Habits Building Arlington, WA Soil Classification Sy y `t stem and Key /� PIT-1 SAMPLE DATA SOIL PROFILE GROUNDWATER o E— a E -6 Excavation Method- Tracked Excavator T za, > v U N Ground Elevation(ft 138 CL v E N Excavated By: Luke's Enterprises-SEM/AU 0 N 06 In H C7 D 0 SM Loose,brown,damp,gravelly,silty SAND, scattered organics,construction debris(Fill) 1= d Groundwater not encountered. 2 2 d 3 d SM Loose,tan,damp,gravelly,silty SAND 4 d Sp (Weathered Marysville Sand) 4 5= d Loose,gray,damp,poorly graded SAND with 6= d W=4 gravel(Weathered Marysville Sand) GS 6 7= d SP Loose,gray,damp,poorly graded SAND (Weathered Marysville Sand) 8 8= d W=11 GS 10 9 d Test Pit Completed 10/19/23 12 Total Depth of Test Pit=10.5 ft. TP-1 SAMPLE DATA SOIL PROFILE GROUNDWATER o E— a E -6 Excavation Method. Tracked Excavator T _v v Y T Ground Elevation(ft 138 Ln v E S E N Excavated By: Luke's Enterprises-SEM/AU Vn 0 N F� C7 0 SM Loose,brown-gray,damp,silty,very gravelly W-12 SAND,occasional rootlets,construction Groundwater not encountered. 11= d debris(Fill) 2 GS 12= d SM Medium dense,brown,damp,slightly silty, 13= d gravelly SAND(Weathered Marysville Sand) 4 14= d 9 GS 15= d GP Medium dense,gray-tan,damp,poorly 6 16= d radedGRAVELwithsand(MarysvilleSand --/� SM �g--------- — --- 17= d SM \ Medium dense,orange,damp,gravelly,silty /— 8 \ SAND(Marysville Sand) 18= d \Becomes coarser with depth -------� 19= d 1(fw­ Medium dense,gray-blue,moist,poorly �\gradedSAND(MarysvilleSand) -----_ 10 Loose,tan,damp,well graded GRAVEL with Test Pit Completed 10/19/23 sand(Marysville Sand) Total Depth of Test Pit=10.0 ft. 12 Notes: Approximate Elevations Obtained from Google Earth AM Figure cO ST Temperate Habits Building Log of Test Pits Arlington, WA 5 TP-2 SAMPLE DATA SOIL PROFILE GROUNDWATER o 0 �— a -6 Excavation Method- Tracked Excavator T za, > v U N Ground Elevation(ft 138 v E S E o CL N Excavated By: Luke's Enterprises-SEM/AU 0 N 06 In H C7 D 0 SM Loose,gray,damp,slightly gravelly,silty 20= d SAND with cobbles,scattered rootlets and wood(Fill) Groundwater not encountered. 2 tl 21F d SP Medim dense,light tan,damp,poorly 22 d graded SAND(Weathered Marysville Sand) 4 23= d GS 6 24= d 8 25= d 10 261W d Test Pit Completed 10/19/23 12 Total Depth of Test Pit=10.5 ft. TP-3 SAMPLE DATA SOIL PROFILE GROUNDWATER o E— a E -6 Excavation Method. Tracked Excavator T _v v Y T Ground Elevation(ft 138 Ln v E S E N Excavated By: Luke's Enterprises-SEM/AU in 0 V) H C7 0 SM Loose,brown-gray,damp,silty,gravelly 27= d p GP o — 0 SAND scattered organics(Fill) ----/^ =------------ Slight o, Very loose,brown-gray,wet,poorly graded o 0 GRAVEL with sand,scattered rootlets(Fill) 2 28= d 00 p GP Very loose,gray,wet,poorly graded GRAVEL ATD 0 0 with sand,scattered rootlets,organics and 4 29= d D 0 1 asphalt layer(Fill) o GP Very loose,gray,wet,poorly graded GRAVEL 0.0 with sand(Weathered Marysville Sand) 0° 6 0 30I d D o GP Very loose,gray,wet,poorly graded GRAVEL o,a with sand and cobbles(Marysville Sand) 8 q0 311W d D n o Test Pit Completed 10/19/23 10 Total Depth of Test Pit=8.5 ft. Notes: Approximate Elevations Obtained from Google Earth Figure c" O ST Temperate Habits Building Log of Test Pits Arlington, WA 6 TPA SAMPLE DATA SOIL PROFILE GROUNDWATER o E— a E -6 Excavation Method- Tracked Excavator T za, > v U N Ground Elevation(ft 138 v E S E o CL N Excavated By: Luke's Enterprises-SEM/AU 0 N 06 In F C7 D 0 GP Loose,dark-brown,moist,poorly graded 32= d SM GRAVEL with sand,scattered organics(Fill) ------------------ Groundwater not encountered. 2 Loose,dark-brown,moist,silty,gravelly _SAND,occasional organics(Fill) 33= d GS SM Loose,orange-brown,moist,silty,gravelly SM SAND(Fill) 4 34 d 2.5 inches of relict topsoil observed at depth 35 d of 3 feet Loose,tan,moist,silty,gravelly SAND 6 3Ad , SM (Weathered Marysville Sand) — Loose,brown,moist,silty,gravelly SAND, seams of blue-gray sand(Marysville Sand) 8 3SM Loose,brown,moist,silty,gravelly SAND (Marysville Sand) 10 3 Test Pit Completed 10/19/23 12 Total Depth of Test Pit=10.5 ft. TP-5 SAMPLE DATA SOIL PROFILE GROUNDWATER o E— a E -6 Excavation Method. Tracked Excavator T _v v T Ground Elevation(ft 138 v E S E N Excavated By: Luke's Enterprises-SEM/AU In 0 V) H CJ 0 GM Loose,dark-brown,moist,silty,sandy 39I d 5 GM �--GRAVEL,numerousorganics(Fill) ----�— ------------ Loose,dark brown,wet,silty,sandy GRAVEL,scattered rootlets,construction 2 debris(Fill) 40I d o GP Very loose,dark brown,wet,poorly graded o,o GRAVEL with sand,numerous rootlets(Fill) ATD 00 4 41I d SP Very loose,gray,wet,poorly graded SAND with gravel(Weathered Marysville Sand) 6 42-W I d I GS 8 Test Pit Completed 10/19/23 Excavation terminated at 7.5 feet due to Total Depth of Test Pit=7.5 ft. caving of the test pit Notes: Approximate Elevations Obtained from Google Earth Figure O ST Temperate Habits Building Log of Test Pits 7 Arlington, WA / U.S.SIEVE OPENING IN INCHES I U.S.SIEVE NUMBERS I HYDROMETER 6 4 3 2 1.5 1 4 1/2 3 4 6 810 1416 20 30 40 50 60 100 140 200 100 90 80 70 60 T Q 50 ii c U a 40 30 20 10 0 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters Cobbles Gravel Sand Silt or Clay coarse fine coarse medium fine Point Depth Classification ILL PL PI C,� Cu • PIT-1 5.0 Poorly graded SAND with gravel (SP) 0.83 3.59 m PIT-1 8.0 Poorly graded SAND (SP) 1.03 2.71 A TP-1 1.2 Silty,very gravelly SAND (SM) * TP-1 4.0 Slightly silty,gravelly SAND (SM) 1.49 14.42 O TP-2 4.0 Poorly graded SAND (SP) 1.05 4.89 Point Depth D D D D D %Coarse %Fine %Coarse %Medium %Fine %Fines p 90 60 50 30 10 Gravel Gravel Sand Sand Sand 0 PIT-1 5.0 6.949 1.197 0.865 0.576 0.333 2.7 10.7 10.8 61.0 13.6 1.3 m PIT-1 8.0 0.787 0.484 0.411 0.299 0.178 0.0 0.6 0.4 46.9 50.6 1.5 A TP-1 1.2 23.171 9.606 1.555 0.178 36.1 7.4 4.6 11.1 19.5 21.3 * TP-1 4.0 10.494 0.828 0.537 0.266 0.057 4.0 14.9 9.0 27.6 33.2 11.4 O TP-2 4.0 2.524 1.213 1.008 0.561 0.248 0.0 1.8 11.2 64.2 21.6 1.3 C, = D3o2/(D60* D1o) To be well graded: 1 < C,< 3 and C,, = D6o/D10 C, > 4 for GW or C, > 6 for SW Figure CAM Temperate Habits Building Grain Size Test Data Q Arlingotn, WA 8 U.S.SIEVE OPENING IN INCHES U.S.SIEVE NUMBERS I HYDROMETER 6 4 3 2 1.5 1 3/4 1123/8 3 4 6 810 1416 20 30 40 50 60 100 140 200 100 90 80 70 60 T Q ii50 c U a 40 30 20 10 0 1:It it I I I 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters Cobbles Gravel Sand Silt or Clay coarse fine coarse medium fine Point Depth Classification ILL PL PI Cc CU • TP-4 2.5 Silty,gravelly SAND (SM) m TP-5 7.0 Poorly graded SAND with gravel (SP) 0.84 2.42 Point Depth D D D D D %Coarse %Fine %Coarse %Medium %Fine %Fines p 90 60 50 30 10 Gravel Gravel Sand Sand Sand 0 TP-4 2.5 9.449 0.839 0.529 0.235 3.9 14.3 10.1 26.5 31.3 13.9 m TP-5 7.0 2.955 0.611 0.512 0.359 0.252 1.0 6.7 4.1 48.6 37.8 1.7 C, = D3o2/(D60" D1o) To be well graded: 1 < C,< 3 and C,, = D6o/D10 C, > 4 for GW or C, > 6 for SW Figure OPEST Temperate Habits Building Grain Size Test Data gu Arlingotn, WA 9 Northwest Agricultural GeoTest Services Inc. `/� Consultants 741 Marine Drive �/ Bellingham, WA 98225 2545 W Falls Avenue PAP-Accredited Kennewick, WA 99336 509.783.7450 Report: 66298-1-1 Date: October 23,2023 www.nwag.com Project No: 23-2556 lab@nwag.com Project Name:TEMPERATE HABITS BUILDING Sample ID pH Organic Matter Cation Exchange Capacity PIT-1 @ 6.0' 6.5 0.71% 2.9 meq/100g TP-1 @ 5.3' 6.6 1.12% 3.8 meq/100g Method SM 4500-H+B ASTM D2974 EPA 9081 REPORT LIMITATIONS AND GUIDELINES FOR ITS USE' Subsurface issues may cause construction delays, cost overruns, claims, and disputes. While you cannot eliminate all such risks, you can manage them. The following information is provided to help: Geotechnical Services are Performed for Specific Purposes, Persons, and Projects At GeoTest our geotechnical engineers and geologists structure their services to meet specific needs of our clients. A geotechnical engineering study conducted for a civil engineer may not fulfill the needs of an owner, a construction contractor or even another civil engineer. Because each geotechnical engineering study is unique, each geotechnical engineering report is unique, prepared solely for the client. No one except you should rely on your geotechnical engineer who prepared it. And no one — not even you — should apply the report for any purpose or project except the one originally contemplated. Read the Full Report Serious problems have occurred because those relying on a geotechnical engineering report did not read it all. Do not rely on an executive summary. Do not read selected elements only. A Geotechnical Engineering Report is Based on a Unique Set of Project-Specific Factors GeoTest's geotechnical engineers consider a number of unique, project-specific factors when establishing the scope of a study. Typical factors include: the clients goals, objectives, and risk management preferences; the general nature of the structure involved its size, and configuration; the location of the structure on the site; and other planned or existing site improvements, such as access roads, parking lots, and underground utilities. Unless GeoTest, who conducted the study specifically states otherwise, do not rely on a geotechnical engineering report that was: • not prepared for you, • not prepared for your project, • not prepared for the specific site explored, or • completed before important project changes were made. 1 1lnformation in this document is based upon material developed by ASFE,Professional Firms Practicing in the Geosciences(asfe.org) Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect: • the function of the proposed structure, as when it's changed,for example,from a parking garage to an office building, or from a light industrial plant to a refrigerated warehouse, • elevation, configuration, location, orientation, or weight of the proposed construction, • alterations in drainage designs; or • composition of the design team; the passage of time; man-made alterations and construction whether on or adjacent to the site; or by natural alterations and events,such as floods, earthquakes or groundwater fluctuations; or project ownership. Always inform GeoTest's geotechnical engineer of project changes — even minor ones — and request an assessment of their impact. Geotechnical engineers cannot accept responsibility or liability for problems that occur because their reports do not consider developments of which they were not informed. Subsurface Conditions Can Change This geotechnical or geologic report is based on conditions that existed at the time the study was performed. Do not rely on the findings and conclusions of this report,whose adequacy may have been affected by: the passage of time; by man-made events, such as construction on or adjacent to the site;or by natural events,such as floods,earthquakes,or groundwater fluctuations.Always contact GeoTest before applying the report to determine if it is still relevant. A minor amount of additional testing or analysis will help determine if the report remains applicable. Most Geotechnical and Geologic Findings are Professional Opinions Our site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. GeoTest's engineers and geologists review field and laboratory data and then apply their professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ—sometimes significantly—from those indicated in your report. Retaining GeoTest who developed this report to provide construction observation is the most effective method of managing the risks associated with anticipated or unanticipated conditions. 2 1lnformation in this document is based upon material developed by ASFE,Professional Firms Practicing in the Geosciences(asfe.org) A Report's Recommendations are Not Final Do not over-rely on the construction recommendations included in this report. Those recommendations are not final, because geotechnical engineers or geologists develop them principally from judgment and opinion. GeoTest's geotechnical engineers or geologists can finalize their recommendations only by observing actual subsurface conditions revealed during construction. GeoTest cannot assume responsibility or liability for the report's recommendations if our firm does not perform the construction observation. A Geotechnical Engineering or Geologic Report may be Subject to Misinterpretation Misinterpretation of this report by other design team members can result in costly problems. Lower that risk by having GeoTest confer with appropriate members of the design team after submitting the report. Also, we suggest retaining GeoTest to review pertinent elements of the design teams plans and specifications. Contractors can also misinterpret a geotechnical engineering report. Reduce that risk by having GeoTest participate in pre-bid and preconstruction conferences, and by providing construction observation. Do not Redraw the Exploration Logs Our geotechnical engineers and geologists prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors of omissions,the logs included in this report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable; but recognizes that separating logs from the report can elevate risk. Give Contractors a Complete Report and Guidance Some owners and design professionals mistakenly believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give contractors the complete geotechnical engineering report, but preface it with a clearly written letter of transmittal. In that letter, consider advising the contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with GeoTest and/or to conduct additional study to obtain the specific types of information they need or prefer. A pre-bid conference can also be valuable. Be sure contractors have sufficient time to perform additional study. Only then might you be in a position to give contractors the best information available,while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. 3 1lnformation in this document is based upon material developed by ASFE,Professional Firms Practicing in the Geosciences(asfe.org) In addition, it is recommended that a contingency for unanticipated conditions be included in your project budget and schedule. Read Responsibility Provisions Closely Some clients, design professionals, and contractors do not recognize that geotechnical engineering or geology is far less exact than other engineering disciplines. This lack of understanding can create unrealistic expectations that can lead to disappointments, claims, and disputes. To help reduce risk, GeoTest includes an explanatory limitations section in our reports. Read these provisions closely. Ask questions and we encourage our clients or their representative to contact our office if you are unclear as to how these provisions apply to your project. Environmental Concerns Are Not Covered in this Geotechnical or Geologic Report The equipment, techniques, and personnel used to perform an environmental study differ significantly from those used to perform a geotechnical or geologic study. For that reason, a geotechnical engineering or geologic report does not usually relate any environmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated containments, etc. If you have not yet obtained your own environmental information, ask your geotechnical consultant for risk management guidance. Do not rely on environmental report prepared for some one else. Obtain Professional Assistance to Deal with Biological Pollutants Diverse strategies can be applied during building design, construction, operation, and maintenance to prevent significant amounts biological pollutants from growing on indoor surfaces. Biological pollutants includes but is not limited to molds, fungi, spores, bacteria and viruses. To be effective, all such strategies should be devised for the express purpose of prevention, integrated into a comprehensive plan, and executed with diligent oversight by a professional biological pollutant prevention consultant. Because just a small amount of water or moisture can lead to the development of severe biological infestations, a number of prevention strategies focus on keeping building surfaces dry. While groundwater, water infiltration, and similar issues may have been addressed as part of this study, the geotechnical engineer or geologist in charge of this project is not a biological pollutant prevention consultant; none of the services preformed in connection with this geotechnical engineering or geological study were designed or conducted for the purpose of preventing biological infestations. 4 1lnformation in this document is based upon material developed by ASFE,Professional Firms Practicing in the Geosciences(asfe.org) GENERAL NOTES REFRIGERANT HVAC LEGENDS HVAC LEGENDS z 0 G1 THESE DRAWINGS ARE DIAGRAMMATIC; THEY DO NOT SHOW EVERY OFFSET, BEND, TEE, OR d ELBOW WHICH MAY BE REQUIRED TO INSTALL WORK IN THE SPACE PROVIDED AND AVOID 1. REFRIGERANT PIPING SHALL CONSISTION OF ACR TYPE L COPPER TUBING WITH LONG RADIUS ROUND DUCTWORK � CONFLICTS. THE CONTRACTOR SHALL FOLLOW THE DRAWINGS AS CLOSELY AS IS PRACTICAL WROUGHT COPPER FITTINGS 12"x12' INDICATES UNLINED 12" x 12" SM DUCT TO DO SO AND INSTALL ADDITIONAL BENDS, OFFSETS, TEES, AND ELBOWS WHERE REQUIRED /� 1n BY LOCAL CONDITIONS FROM MEASUREMENTS TAKEN AT THE SITE, SUBJECT TO APPROVAL, 2. PURGE REFRIGERANT TUBING WITH NITROGEN GAS WHILE BRAZING WITH MINIMUM 6%SILVER Z w AND WITHOUT ADDITIONAL COST TO THE OWNER. 90 DEG ELBOW O BRZING ROD (R=1.5xDIA) 12N12"/W INDICATES UNLINED 12" x 12" SM DUCT W G2 MECHANICAL SYSTEMS AND MATERIALS SHALL BE IN ACCORDANCE WITH THE FOLLOWING 1.5 x DIA 1.5 x DIA WITH INSULATED WRAP 3. PRIOR TO CHARGING SYSTEM WITH REFRIGERANT, PIPING SYSTEM SHALL BE PRESSURE �j CODES AND LOCAL AMENDMENTS: TESTED AND AND EVACUATED TO A VACUUM OF 500 MICRONS FOR A MINIMUM OF 30 10� •2018 INTERN MINUTE PERIOD ATIONAL BUILDING CODE WITH WASHINGTON STATE AMENDMENTS x�(SUPPLY/OUTSIDE AIR) / FLEXIBLE DUCT W •2018 INTERNATIONAL MECHANICAL CODE WITH WASHINGTON STATE AMENDMENTS 4. INSULATE ALL REFRIGERANT LINES TO MEET THE WASHINGTON STATE ENERGY CODE /d Q •2018 INTERNATIONAL FIRE CODE WITH WASHINGTON STATE AMENDMENTS REQUIREMENTS. ALL EXTERIOR INSULATION SHALL BE UV RATED OR COVERED WITH UV 90 DEG ELBOW(DOWN OR •2018 INTERNATIONAL FUEL GAS CODE WITH WASHINGTON STATE AMENDMENTS PROTECTANT BARRIER i�(RETURN) AWAY) -024"4 INDICATES ROUND DUCT •2018 WASHINGTON ENERGY CODE r�(EXHAUST) G6 INSTALL EQUIPMENT IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. 1 SPIN-IN TAKE-OFF & VOLUME DAMPER WITH RIGID ROUND SM DUCT Z cv a r rn G7 ALL TRADES TO LEAVE 30" OR 42" CLEARANCE IN FRONT OF MECHANICAL EQUIPMENT ACCESS PANELS FOR SERVICING, PER NEC REQUIREMENTS. HVAC LEGENDS RISE OR DROP IN DIRECTION OF FLOW G8 PROVIDE MANUAL BALANCING DAMPERS IN ALL FINAL BRANCH DUCTS SERVING INLETS AND OUTLETS, AND AS REQUIRED FOR FULL SYSTEM AIR BALANCING; INSTALL MANUAL 00 BALANCING DAMPERS AS FAR FROM INLET OR OUTLET AS PRACTICAL. CYIS CONDENSER WATER SUPPLY A A A 0 �(SUPPLY/OUTSIDE AIR) fa1R CONDENSER WATER RETURN DIFFUSER /GRILLE CALLOUT N CD CONDENSATE DRAIN 01�(RETURN) 90 DEG ELBOW(UP OR } G9 DUCTWORK DIMENSIONS INDICATED ARE NET INSIDE DIMENSIONS. IR REFRIGERANT LIQUID TOWARD) �+ Y Mu MAKE UP WATER (EXHAUST) SIZE OR �� TYPE G10 PROVIDE FIRE SEALANT AT PENETRATIONS OF FIRE RATED ASSEMBLIES; CAULKING OR aS REFRIGERANT SUCTION �` ,,,,—NECK SIZE CD-' 8x8 OTHER ADHESIVE SEALANTS SHALL NOT BE USED TO FILL VOIDS BETWEEN FIRE SPRINKLER 350 CFM w GATE VALVE COVER PLATES AND WALLS OR CEILINGS. 45 DEG ELBOW AIRFLOW--"*" m G11 CONTRACTOR SHALL VERIFY THAT ALL EQUIPMENT, AS SHOWN ON THESE DRAWINGS, WILL PRESSURE REDUCING NOT CONFLICT WITH ANY DRAINS, SCUTTLES, JOINTS, VENTS, ETC. VALVE 1.5 x DIA 1.5 x DIA a Z W CHECK VALVE HVAC ABBREVIATIONS a z G12 TALL OUTSI DE AIR INTAKES ERMINATION OR SHALL BE A MINIMUM OF 10'-0" FROM ANY EXHAUST 101 BALL VALVE RECTANGULAR DUCTWORK Q U m J G13 VERIFY ALL WARRANTIES ON EQUIPMENT INSTALLED. Ir IZ GAS COCK THREE WAY VALVE 90 DEG ELBOW WITH %P.G. PERCENT PROPYLENE GLYCOL HP HORSEPOWER 41- �] G14 COORDINATE ALL DUCT AND AIR TERMINAL LOCATIONS WITH CEILING PLAN AND LIGHTING TURNING VANES /CW CERAMIC WRAP HWR HEATING WATER RETURN LAYOUTS AS REQUIRED. DOUBLE REDUCED PRESSURE /PERT WITH INTERIOR PERFORATED METAL LINER HWS HEATING WATER SUPPLY Zr— CHECK VALVE ASSEMBLY RPBP BACKFLOW PREVENTER /SL SOUND/ACUSTICAL LINED ID INSIDE DIMENSION ko� G15 COORDINATE ALL REQUIRED OPENINGS AND EXCAVATIONS. ALL REQUIRED OPENINGS IN /W WRAPPED (INSULATED) DUCT INSUL. INSULATION FOUNDATIONS, FLOORS, WALLS AND ROOFS SHALL BE DESIGNED INTO THE STRUCTURE AFT ABOVE FINISHED FLOOR KW KILOWATT INITIALLY BY THE USE OF SLEEVES, CURBS, ETC. CUTTING AND PATCHING SHALL BE HELD VVI 1 90 DEG ELBOW DOWN OR APR ACCESS PANEL LAT LEAVING AIR TEMPERAURE TO A MINIMUM. AWAYBDD BACKDRAFT DAMPER LPG LIQUIFIED PROPANE G16 TRANSITION ALL DUCTS AS REQUIRED TO ATTACH TO EQUIPMENT CONNECTIONS. HVAC LEGENDS (W/ TURNING VANES) BHP BRAKE HORSE POWER LWT LEAVING AIR TEMPERATURE BOD BOTTOM OF DUCT M MEZZANINE G17 OUTSIDE AIR AND EXHAUST AIR DAMPERS SHALL HAVE A MAXIMUM LEAKAGE RATE THAT DETAIL SYMBOL BOU BOTTOM OF UNIT MBH THOUSANDS BTU PER HOUR COMPLIES WITH THE WASHINGTON STATE ENERGY CODE. e G7 GENERAL NOTE - APPLIES TO N BTU BRITISH THERMAL UNIT MCA MINIMUM CIRCUIT AMPANCITY m A-IDENTIFYING NUMBER g ALL DRAWINGS C.C. CONTROL CONTRATOR MHP MOTOR HORSEPOWER cr7 G18 PROVIDE PIPE MARKERS IN ACCORDANCE WITH ASME 13.1 SCHEME FOR THE IDENTIFICATION B-SHEET WHERE DETAIL IS SHOWN t ® CBBDD COUNTER BALANCE BACKDRAFT DAMPER MOP MAXIMUM OVER-CURRENT PROTECTION OF PIPING SYSTEMS; BRADY, SETON, OR EQUAL. O1 DETAIL NOTE - APPLIES ONLY �I—I 90 DEG ELBOW UP OR CFM CUBIC FEET PER MINUTE NA, N/A NOT APPLICABLE m TO SPECIFIC DETAIL _II { TOWARD CO CARBON MONOXIDE INC NORMALLY CLOSED 0 G19 HEAT AND COOLING LOAD CALCULATIONS, EQUIPMENT SIZING, AND DUCT LAYOUT TO ELEVATION OR SECTION SYMBOL c�u (W/ TURNING VANES) HWR CHILLED WATER RETURN NIC NOT IN CONTRACT COMPLY WITH ASHRAE HANDBOOKS. POINT OF CONNECTION 8 A-IDENTIFYING NUMBER � �® CH WS CHILLED WATER SUPPLY NO NORMALLY OPEN G20 FURNISH ALL ACCESS PANELS. MOST ACCESS PANELS WILL BE COORDINATED WITH B-SHEET WHERE DETAIL IS SHOWN CKTS CIRCUITS NOM NOMINAL ARCHITECT. SOME OR ALL ACCESS PANELS MAY NOT APPEAR ON THE ARCHITECTURAL CLG CEILING NTS NOT TO SCLAE DRAWINGS. ARCHITECT SHALL DETERMINE WHICH ACCESS PANELS REQUIRE FIRE RATING. MISCELLANEOUS HVAC COP COEFFICIENT OF PERFORMACE CA OUTSIDE AIR G21 UNIT WEIGHTS AND LOCATIONS HAVE BEEN COORDINATED WITH ARCHITECT AND O NUMBERED KEYED NOTE. D DOWN OBD OPPOSED BLADE DAMPER STRUCTURAL ENGINEER TO DETERMINE BUILDING STRUCTURAL ADEQUACY, IF IT IS APPLIES TO KEYED ITEM IN SYMBOLS IDS DRY BUILB OSA OUTSIDE AIR NECESSARY TO RELOCATE A UNIT, NOTIFY DK SYSTEMS DESIGN DEPARTMENT FOR THE DRAWING CONTAINING THE NOTE ONLY DIA DIAMETER P.G. PROPYLENE GLYCOL RE-COORDINATION. VAV MECHANICAL EQUIPMENT TAG DINDOWN PH PHASE 1 SUPPLY DIFFUSER /GRILLE (FLOW ARROWS DP DIFFERENTIAL PRESSURE POC POINT OF CONNECITON ® INDICATE DIRECTION OF BLOW. IF NO ARROWS E.C. ELECTRICAL CONTRACTOR P/T PRESSURE TEMPERATURE PORT PIPE DOWN PIPE UP ARE SHOWN, DIFFUSER IS 4-WAY BLOW.) EA EACH /EXHAUST AIR PRESS PRESSURE EAT ENTERING AIR TEMPERATURE PRV PRESSURE REDUCING VALVE PIPE RISE OR 7 T BRANCH OFF RETURN GRILLE EER ENERGY EFFICEINCY RATIO PSI POUNDS PER SQUARE INCH DROP �� BOTTOM/TOP ESP EXTERNAL STATIC PRESSURE PS IG POUNDS PER SQUARE INCH GAUGE SHEET METAL NOTES EWT ENTERING WATER TEMPERATURE R RISE PIPE UNION PIPE TEE F.P.I. FINS PER INCH RA RETURN AIR �� EXHAUST GRILLE DOWN/UP FC FLEX CONNECTOR RM ROOM FD FIRE DAMPER RPM REVOLUTIONS PER MINUTE 1. DUCT SIZES INDICATED ON THE DRAWINGS ARE INSIDE DIMENSIONS. DUCT SIZE SHALL BE SIDEWALL GRILLE FEE FINISHED FLOOR ELEVATION SA SUPPLY AIR PERMIT INCREASED TO COMPENSATE FOR ACOUSTICAL DUCT LINER THICKNESS. PIPE REDUCER PIPE COUPLING FLA FULL LOAD AMPERAGE SF SQUARE FOOT SUPPLY AIR FLOW ARROW FOB FLAT ON BOTTOM SO SMOKE DETECTOR SET 2. DUCT ELBOWS SHALL BE RADIUS TYPE WITH FULL WIDTH THROAT RADIUS ON ALL PRIMARY DUCT THICK ESSK TURNING VAN SHOWN INSTALLED IN EVERY RAILWISE. TURNING NTABLBOWS SHALL HAVE DOUBLE H VAC LEGENDS RETURN OR ARROW EXHAUST AIR FLOW G.C. GENERAIL TOP CONTRACTOR TBDR TOABEND TAL ERIMRGDY EFFICIENCY RATIO G NATURAL GAS SP STATIC PRESSURE 3. EXHAUST DUCTWORK SHALL BE UNLINED GALVANIZED SHEET METAL (UNLESS OTHERWISE GPM GALLONS PER MINUTE T-STAT THERMOSTAT INDICATED). ELBOWS SHALL BE CONSTRUCTED WITH A MINIMUM CENTERLINE RADIUS TO DUCT GYP. GYPSUM (SHEETROCK) TSP TOTAL STATIC PRESSURE -3o DIAMETER OF 1.0. DUCT SHALL BE UNINSULATED UNLESS OTHERWISE INDICATED. DRYER MANUAL VOLUME DAMPER DUCTWORK TRANSITIONS TYP. TYPICAL EXHAUST DUCT SHALL NOT BE JOINED WITH SCREWS OR OTHER FASTENERS THAT PROTRUDE o MORE THEN 1/8" INTO THE INSIDE OF THE DUCT. FABRICATE AND SEAL EXHAUST DUCTWORK i PER SMACNA 1/2" PRESSURE CLASS MOTORIZED DAMPER SQUARE TO SQUARE L1_I rn OR ROUND TO ROUND 4. ALL DUCTWORK SHALL BE SEALED WITH WATER BASED LATEX SEALANT PER WSEC AND Eu BACK DRAFT DAMPER ANGLE 30° SHEET INDEX 0 SMACNA PRESSURE AND SEAL CLASSIFICATION BELOW: STATIC PRESSURE CONSTRUCTION CLASS SEAL CLASS SEALING REQUIREMENTS SMOKE DETECTOR OR LESS c 0 1/2" - 2" wg C TRANSVERSE JOINTS ONLY z rn 3" wg B TRANSVERSE JOINTS AND SQUARE TO ROUND 2--�-t o ``/^� LONGITUDINAL SEAMS FIRE DAMPER (1-1/2 HOUR) OUT OF AIRSTREAM w o VJ a 4" - 10' w9 A ALL JOINTS, SEAMS, AND WALL RUSKIN MODEL DIB2 STYLE B, VERTICAL MOUNT a LLI _ PENETRATIONS FIRE DAMPER (1-1/2 HOUR) OUT OF AIRSTREAM SQUARE w Q DUcr SHEET NUMBER SHEETTITLE m 5. THROUGH PENETRATION AND MEMBRANE PENETRATION FIRE STOP AS REQUIRED IN THE IBC RUSKIN MODEL D162 STYLE B, HORIZONTAL MOUNT o m ROUND Q SHALL BE PROVIDED AND INSTALLED BY THE MECHANICAL CONTRACTOR. FIRE STOP SYSTEM 3 HR FIRE DAMPER (3 HOUR) OUT OF AIRSTREAM DUCT M0.00 MECHANICALCOVERSHEET SHALL BE HILTI CP 601 S OR 3M BRAND FIRE BARRIER SEALANT IC 15WB+ OR APPROVED RUSKIN MODEL DIB2 STYLE B, VERTICAL MOUNT • 2 EQUIVALENT. M0.01 MECHANICALCODE • m 3 HR FIRE DAMPER (3 HOUR) OUT OF AIRSTREAM M0.02 MECHANICALSCHEDULES • 6. ACCESSORIES: RUSKIN MODEL DI62 STYLE B, HORIZONTAL MOUNT MISCELLANEOUS CONTROLS w = '1 ACUSTICAL LINER INDOORS: BACK DRAFT DAMPER THERMOSTAT OR M1.01 MECHANICAL SITEPLAN • r o RUSKIN MODEL BD2/A1, LOCAL VELOCITY<1500 FPM T HUMIDISTAT H o 1" THICK, FIBERGLASS DUCTLINER WITH BLACK MAT FACING, JOHNS MANVILLE, LINACOUSTIC �AV-1 TEMPERATURE SENSOR w/ O M200 MECHANICALFIRST LEVEL PLAN • z 1, RC. BACK DRAFT DAMPER CONTROLLED UNIT Q Q 7 (MINIMUM INSTALLED R-VALUE TO BE PER WSEC) RUSKIN MODEL BD2 A2, LOCAL VELOCITY<2500 FPM S M3.00 MECHANICAL DETAILS • Lu � / � SOLENOID ACTUATOR MOTOR ACTUATOR 4 �1 ACOUSTICAL LINER OUTDOORS: 2" THICK, FIBERGLASS DUCTLINER WITH BLACK MAT FACING. M3.01 MECHANICAL DETAILS • L"L Lu i JOHNS MANVILLE, LINACOUSTIC RC. (MINIMUM INSTALLED R-VALUE TO BE PER WSEC) SMOKE DAMPER ® REMOTE SENSOR a Z SMOKE DETECTOR M4.00 MECHANICAL LOAD CALCULATIONS • J LOW PRESSURE INSULATED FLEX DUCT: HART& COOLEY F-114, JPL PR-25, OR EQUAL. COMBINATION SMOKE AND FIRE DAMPER M5.00 WASHINGTON STATE ENERGY CODE • W Q TOTAL 9 0 0 0 0 r UNINSULATED VAPOR PROOF FLEX DUCT: THERMAFLEX S-LP. 12"x12"/SL INDICATES 14" x 14" O.D. SHEETMETAL WITH Last Revision Date: 1" SOUNDLINER (U.N.O.), 12" x 12" NET ID � DUCT INSULATION (INDOORS): REFLECTIX R-4.2 DUCT INSULATION 3/5/2024 i y DUCT INSULATION (OUTDOORS): RELECTIX R-8.0 DUCT INSULATION 12"/2"SL INDICATES 16" x 16" O.D. SHEETMETAL WITH D•EBBBD BY. Bn -: 2" SOUNDLINER (U.N.O.), 12" x 12" NET ID a K°K K.D MECHANICAL COVERSHEET a I SCALE: NTS M O.0 0 WASHINGTON ENERGY CODE NOTES WASHINGTON ENERGY CODE NOTES WASHINGTON ENERGY CODE NOTES WASHINGTON ENERGY CODE NOTES z 0 C403.2 SYSTEM DESIGN. MECHANICAL SYSTEMS SHALL BE DESIGNED TO COMPLY WITH SECTIONS EXCEPTION: THE USE OF MIXED AIR TEMPERATURE LIMIT CONTROL SHALL BE TOW UO3•� d C403.2.1 AND C403.2.2. WHERE ELEMENTS OF A BUILDINGS MECHANICAL SYSTEMS ARE EXCEPTIONS: PERMITTED FOR SYSTEMS THAT ARE BOTH Fur Contra ADDRESSED IN SECTIONS C403.3 THROUGH C403.13, SUCH ELEMENTS SHALL COMPLY WITH 1. CONTROL OF HEATING OR COOLING PROVIDED BY TRANSFER AIR THAT WOULD OTHERWISE cy CONTROLLED FROM SPACE TEMPERATURE (SUCH AS SINGLE ZONE SYSTEMS) AND tears sy.rm v.51•b aUarwul U THE APPLICABLE PROVISIONS OF THOSE SECTIONS. BE EXHAUSTED, HAVING COOLING CAPACITY LESS THAN 65,000 BTU/H. TW sQ` t�•a Z 0) 2. VESTIBULE HEATING ONLY SYSTEMS ARE PERMITTED TO BE CONTROLLED WITHOUT AN ILL! C403.2.2 VENTILATION AND EXHAUST. OUTDOOR AIR TEMPERATURE LOCKOUT WHEN CONTROLLED BY A THERMOSTAT LOCATED IN O 0403.5.3.3 HIGH-LIMIT SHUTOFF. AIR ECONOMIZERS SHALL BE CONFIGURED TO AUTOMATICALLY ox�r ip W z•z.ssomn C403.2.2.1 VENTILATION, VENTILATION, EITHER NATURAL OR MECHANICAL, SHALL BE THE VESTIBULE CONFIGURED TO LIMIT HEATING TO A TEMPERATURE NOT GREATER THAN REDUCE OUTDOOR AIR INTAKE TO THE DESIGN MINIMUM OUTDOOR AIR QUANTITY WHEN aie°wiW > PROVIDED IN ACCORDANCE WITH CHAPTER 4 OF THE INTERNATIONAL MECHANICAL CODE. 45°F(7°C) WHERE REQUIRED FOR FREEZE PROTECTION OF PIPING AND SPRINKLER HEADS OUTDOOR AIR INTAKE WILL NO LONGER REDUCE COOLING ENERGY USAGE. HIGH-LIMIT ��ro� z WHERE MECHANICAL VENTILATION IS PROVIDED, THE SYSTEM SHALL BE CONFIGURED TO LOCATED IN THE VESTIBULE, SHUTOFF CONTROL TYPES SHALL BE CHOSEN FROM TABLE C403.5.3.3. HIGH-LIMIT SHUTOFF 10� PROVIDE NO GREATER THAN 150 PERCENT OF THE MINIMUM OUTDOOR AIR REQUIRED BY CONTROL SETTINGS FOR THESE CONTROL TYPES SHALL BE THOSE SPECIFIED IN TABLE C403.10 CONSTRUCTION OF HVAC SYSTEM ELEMENTS. DUCTS, PLENUMS, PIPING AND OTHER CHAPTER 4 OF THE INTERNATIONAL MECHANICAL CODE OR OTHER APPLICABLE CODE OR C403.4.1.5 HOT WATER BOILER OUTDOOR TEMPERATURE SETBACK CONTROL. HOT WATER BOILERS C403.5.3.3 ELEMENTS THAT ARE PART OF AN HVAC SYSTEM SHALL BE CONSTRUCTED AND INSULATED IL STANDARD, WHICHEVER IS GREATER. THAT SUPPLY HEAT TO THE BUILDING THROUGH ONE- OR TWO-PIPE HEATING SYSTEMS IN ACCORDANCE WITH SECTIONS C403.10.1 THROUGH C403.10.3.1 Q SHALL HAVE AN OUTDOOR SETBACK CONTROL THAT LOWERS THE BOILER WATER C403.5.3.4 RELIEF OF EXCESS OUTDOOR AIR. SYSTEMS SHALL BE CAPABLE OF RELIEVING C403 3 EQUIPMENT SELECTION. HEATING AND COOLING EQUIPMENT INSTALLED IN MECHANICAL TEMPERATURE BASED ON THE OUTDOOR TEMPERATURE. EXCESS OUTDOOR AIR DURING AIR ECONOMIZER OPERATION TO PREVENT C403.10.1 DUCT AND PLENUM INSULATION AND SEALING. SYSTEMS SHALL BE SIZED IN ACCORDANCE WITH SECTION C403.3.1 AND SHALL BE NOT OVER-PRESSURIZING THE BUILDING. THE RELIEF AIR OUTLET SHALL BE LOCATED TO AVOID C403.10.1.1 DUCTS CONVEYING OUTDOOR AIR. DUCTS, SHAFTS AND PLENUMS CONVEYING LESS EFFICIENT IN THE USE OF ENERGY THAN AS SPECIFIED IN SECTION C403.3.2. C403.4.1.6 DOOR SWITCHES FOR HVAC SYSTEM THERMOSTATIC CONTROL. DOORS THAT OPEN TO RECIRCULATION INTO THE BUILDING. OUTDOOR AIR FROM THE EXTERIOR OF THE BUILDING TO THE MECHANICAL SYSTEM SHALL O N a h rn THE OUTDOORS FROM A CONDITIONED SPACE MUST HAVE CONTROLS CONFIGURED TO DO MEET ALL AIR LEAKAGE AND BUILDING ENVELOPE INSULATIONREQUIREMENTS OF SECTION Z C403.3.1 EQUIPMENT AND SYSTEM SIZING. THE OUTPUT CAPACITY OF HEATING AND THE FOLLOWING ONCE DOORS HAVE BEEN OPEN FOR 5 MINUTES: C403.5.3.5 ECONOMIZER DAMPERS. RETURN, EXHAUST/RELIEF AND OUTDOOR AIR DAMPERS USED C402, PLUS BUILDING ENVELOPE VAPOR CONTROL REQUIREMENTS FROM THE INTERNATIONAL COOLING EQUIPMENT SHALL BE NOT GREATER THAN THAT OF THE SMALLEST AVAILABLE 1. DISABLE THE MECHANICAL HEATING TO THE ZONE OR RESET THE SPACE HEATING IN ECONOMIZERS SHALL COMPLY WITH SECTION EXHAUST/RELIEF BUILDING CODE, EXTENDING CONTINUOUSLY FROM THE BUILDING EXTERIOR TO AN EQUIPMENT SIZE THAT EXCEEDS THE LOADS CALCULATED IN ACCORDANCE WITH SECTION TEMPERATURE SET POINT TO 55 'F OR LESS WITHIN 5 MINUTES OF THE DOOR OPEN AUTOMATIC SHUTOFF DAMPER OR HEATING OR COOLING EQUIPMENT. FOR THE PURPOSES C403.1.2. A SINGLE PIECE OF EQUIPMENT PROVIDING BOTH HEATING AND COOLING SHALL ENABLE SIGNAL. OF BUILDING ENVELOPE INSULATION REQUIREMENTS, DUCT SURFACES SHALL BE C403.5.5 ECONOMIZER FAULT DETECTION AND DIAGNOSTICS (FDD). AIR-COOLED UNITARY SATISFY THIS PROVISION FOR ONE FUNCTION WITH THE CAPACITY FOR THE OTHER 2. DISABLE THE MECHANICAL COOLING TO THE ZONE OR RESET THE SPACE COOLING INSULATED WITH THE MINIMUM INSULATION VALUES IN TABLE C403.10.1.1. DUCT SURFACES � FUNCTION AS SMALL AS POSSIBLE, WITHIN AVAILABLE EQUIPMENT OPTIONS. TEMPERATURE SET POINT TO 85 'F OR MORE WITHIN 5 MINUTES OF THE DOOR OPEN DIRECT-EXPANSION UNITS WITH A COOLING CAPACITY OF 54,000 BTU/H OR GREATER INCLUDED AS PART OF THE BUILDING ENVELOPE SHALL NOT BE USED IN THE CALCULATION � ENABLE SIGNAL. LISTED IN TABLES C403.3.2(1) THROUGH C403.3.2(3) THAT ARE EQUIPPED WITH AN OF MAXIMUM GLAZING AREA AS DESCRIBED IN SECTION C402.4.1. oY EXCEPTIONS: ECONOMIZER IN ACCORDANCE WITH SECTION C403.5 SHALL INCLUDE A FAULT DETECTION 1. REQUIRED STANDBY EQUIPMENT AND SYSTEMS PROVIDED WITH CONTROLS AND DEVICES EXCEPTIONS: AND DIAGNOSTICS (FDD) SYSTEM. EXCEPTIONS: U) THAT ALLOW SUCH SYSTEMS OR EQUIPMENT TO OPERATE AUTOMATICALLY ONLY WHEN THE 1. BUILDING ENTRANCES WITH VESTIBULES. 1. OUTDOOR AIR DUCTS SERVING INDIVIDUAL SUPPLY AIR UNITS WITH LESS THAN 2,800 CFM . U) PRIMARY EQUIPMENT IS NOT OPERATING. 2. ALTERATIONS TO EXISTING BUILDINGS. C403.7 VENTILATION AND EXHAUST SYSTEMS. IN ADDITION TO OTHER REQUIREMENTS OF SECTION OF TOTAL SUPPLY AIR CAPACITY, PROVIDED THESE ARE INSULATED TO THE MINIMUM 2. MULTIPLE UNITS OF THE SAME EQUIPMENT TYPE WITH COMBINED CAPACITIES EXCEEDING 3. LOADING DOCKS. C403 APPLICABLE TO THE PROVISIONS OF VENTILATION AIR OR THE EXHAUST OF AIR, INSULATION VALUES IN TABLE C403.10.1.1. THE DESIGN LOAD AND PROVIDED WITH CONTROLS THAT ARE CONFIGURED TO SEQUENCE VENTILATION AND EXHAUST SYSTEMS SHALL BE IN ACCORDANCE WITH SECTIONS C403.7.1 2. UNHEATED EQUIPMENT ROOMS WITH COMBUSTION AIR LOUVERS, PROVIDED THEY ARE THE OPERATION OF EACH UNIT BASED ON LOAD. C403.4.2 OFF-HOUR CONTROLS. FOR ALL OCCUPANCIES OTHER THAN GROUP R, EACH ZONE THROUGH C403.7.8. ISOLATED FROM CONDITIONED SPACE AT SIDES, TOP AND BOTTOM OF THE ROOM WITH R-11 W SHALL BE PROVIDED WITH THERMOSTATIC SETBACK CONTROLS THAT ARE CONTROLLED BY NOMINAL INSULATION. m C403.3.2 HVAC EQUIPMENT PERFORMANCE REQUIREMENTS. EQUIPMENT SHALL MEET THE MINIMUM EITHER AN AUTOMATIC TIME CLOCK OR PROGRAMMABLE CONTROL SYSTEM. C403.7.8 SHUTOFF DAMPERS. MECHANICAL OPENINGS SHALL BE PROVIDED WITH SHUTOFF EFFICIENCY REQUIREMENTS OF TABLES C403.3.2(1) THROUGH C403.3.2(12) WHEN TESTED DAMPERS IN ACCORDANCE WITH SECTIONS C403.7.8.1 THROUGH C403.7.8.4. AND RATED IN ACCORDANCE WITH THE APPLICABLE TEST PROCEDURE. PLATE-TYPE C403.4.2.1 THERMOSTATIC SETBACK. THERMOSTATIC SETBACK CONTROLS SHALL BE CONFIGURED o Z LIQUID-TO-LIQUID HEAT EXCHANGERS SHALL MEET THE MINIMUM REQUIREMENTS OF TABLE TO SET BACK OR TEMPORARILY OPERATE THE SYSTEM TO MAINTAIN ZONE TEMPERATURES C403.7.8.1 SHUTOFF DAMPERS FOR BUILDING ISOLATION. OUTDOOR AIR SUPPLY, EXHAUST s,a rr. ILL!C403.3.2(10). DOWN TO 55-F (13'C) OR UP TO 85-F (29'C). OPENINGS AND RELIEF OUTLETS AND STAIRWAY AND ELEVATOR HOISTWAY SHAFT VENTS ^"' °" •, Q Z SHALL BE PROVIDED WITH CLASS I MOTORIZED DAMPERS. SEE SECTIONS C403.10.1 AND W GAS-FIRED AND OIL-FIRED FORCED AIR FURNACES WITH INPUT RATINGS OF 225,000 C403.4.2.2 AUTOMATIC SETBACK AND SHUTDOWN. AUTOMATIC TIME CLOCK OR PROGRAMMABLE C403.10.2 FOR DUCTWORK INSULATION REQUIREMENTS UPSTREAM AND DOWNSTREAM OF ,..w „. 101 < U BTU/H (65 KW) OR GREATER AND ALL UNIT HEATERS SHALL ALSO HAVE AN INTERMITTENT CONTROLS SHALL BE CAPABLE OF STARTING AND STOPPING THE SYSTEM FOR SEVEN THE SHUTOFF DAMPER. ,�, J IGNITION OR INTERRUPTED DEVICE (IID), AND HAVE EITHER MECHANICAL DRAFT(INCLUDING DIFFERENT DAILY SCHEDULES PER WEEK AND RETAINING THEIR PROGRAMMING AND TIME EXCEPTIONS: SETTING DURING A LOSS OF POWER FOR AT LEAST 10 HOURS. ADDITIONALLY, THE 1. GRAVITY(NONMOTORIZED) DAMPERS SHALL BE PERMITTED IN LIEU OF MOTORIZED DAMPERS POWER VENTING) OR A FLUE DAMPER. A VENT DAMPER IS AN ACCEPTABLE ALTERNATIVE CONTROLS SHALL HAVE A MANUAL OVERRIDE THAT ALLOWS TEMPORARY OPERATION OF AS FOLLOWS: TO A FLUE DAMPER FOR FURNACES WHERE COMBUSTION AIR IS DRAWN FROM THE THE SYSTEM FOR UP TO 2 HOURS; A MANUALLY OPERATED TIMER CONFIGURED TO 1.1. RELIEF DAMPERS SERVING SYSTEMS LESS THAN 5,000 CFM TOTAL SUPPLY SHALL BEiea CONDITIONED SPACE. ALL FURNACES WITH INPUT RATINGS OF LOCATED 0 BTU/H (65 KW) OR OPERATE THE SYSTEM FOR UP TO 2 HOURS; OR AN OCCUPANCY SENSOR. PERMITTED IN BUILDINGS LESS THAN THREE STORIES IN HEIGHT. GREATER, INCLUDING ELECTRIC FURNACES, THAT ARE NOT LOCATED WITHIN THE 1.2. GRAVITY(NONMOTORIZED) DAMPERS WHERE THE DESIGN OUTDOOR AIR INTAKE OR EXHAUST CONDITIONED SPACE SHALL HAVE JACKET LOSSES NOT EXCEEDING 0.75 PERCENT OF THE C403.4.2.3 AUTOMATIC START AND STOP. AUTOMATIC START AND STOP CONTROLS SHALL BE CAPACITY DOES NOT EXCEED 400 CFM (189 L/S). C403.10.1.2 OTHER SUPPLY AND RETURN DUCTS. ALL OTHER SUPPLY AND RETURN AIR DUCTS INPUT RATING. AND PLENUMS SHALL BE INSULATED WITH A MINIMUM OF R-6 INSULATION WHERE LOCATED IN PROVIDED FOR EACH HVAC SYSTEM. THE AUTOMATIC START CONTROLS SHALL BE 1.3. SYSTEMS SERVING AREAS WHICH REQUIRE CONTINUOUS OPERATION FOR 24/7 OCCUPANCY UNCONDITIONED SPACES, AND WHERE LOCATED OUTSIDE THE BUILDING WITH A MINIMUM OF R-8 C403.4 HVAC SYSTEM CONTROLS. HVAC SYSTEMS SHALL BE PROVIDED WITH CONTROLS IN CONFIGURED ORDER TO BRING AUTOMATICALLY ADJUST THE DAILY START TIMEG EACH SPACE TO THE DESIRED OCCUPIED TEMPERATURE IMMEDIATELY THE HVAC SYSTEM IN SCHEDULES. INSULATION IN CLIMATE ZONE 4 AND R-12 INSULATION IN CLIMATE ZONE 5. WHERE LOCATED N ACCORDANCE WITH SECTIONS C403.4.1 THROUGH C403.4.11 AND SHALL BE CAPABLE OF WITHIN A BUILDING ENVELOPE ASSEMBLY, THE DUCT OR PLENUM SHALL BE SEPARATED FROM PRIOR TO SCHEDULED OCCUPANCY. THE AUTOMATIC STOP CONTROLS SHALL BE 2. SHUTOFF DAMPERS ARE NOT REQUIRED IN: AND CONFIGURED TO IMPLEMENT ALL REQUIRED CONTROL FUNCTIONS IN THIS CODE. THE BUILDING EXTERIOR UNCONDITIONED EXEMPT SPACES BY MINIMUM INSULATION VALUE CONFIGURED TO REDUCE THE HVAC SYSTEMS HEATING TEMPERATURE SET POINT AND 2.1. COMBUSTION AIR INTAKES. AS REQUIRED FOR EXTERIOR WALLS BY SECTION C402.1.3. C403.4.1 THERMOSTATIC CONTROLS. THE SUPPLY OF HEATING AND COOLING ENERGY TO INCREASE THE COOLING TEMPERATURE SET POINT BY AT LEAST 2°F(1.1°C) BEFORE 2.2. SYSTEMS SERVING AREAS WHICH REQUIRE CONTINUOUS OPERATION IN ANIMAL HOSPITALS, EACH ZONE SHALL BE CONTROLLED BY INDIVIDUAL THERMOSTATIC CONTROLS CAPABLE OF SCHEDULED UNOCCUPIED PERIODS BASED UPON THE THERMAL LAG AND ACCEPTABLE DRIFT KENNELS AND POUNDS, LABORATORIES, AND GROUP H, I AND R OCCUPANCIES. : RESPONDING TO TEMPERATURE WITHIN THE ZONE. CONTROLS IN THE SAME ZONE OR IN IN SPACE TEMPERATURE THAT IS WITHIN COMFORT LIMITS. AT A MINIMUM, THE CONTROLS 2.3. SUBDUCT EXHAUST SYSTEMS OR OTHER SYSTEMS THAT ARE REQUIRED TO OPERATE EXCEPTIONS rnr SHALL BE A FUNCTION OF THE SPACE TEMPERATURE, OCCUPIED AND UNOCCUPIED CONTINUOUSLY BY THE INTERNATIONAL MECHANICAL CODE. M NEIGHBORING ZONES CONNECTED BY OPENINGS LARGER THAN 10 PERCENT OF THE FLOOR 1. WHERE LOCATED WITHIN EQUIPMENT. AREA OF EITHER ZONE SHALL NOT ALLOW FOR SIMULTANEOUS HEATING AND COOLING. AT TEMPERATURES, AND THE AMOUNT OF TIME PRIOR TO SCHEDULED OCCUPANCY. 2.4. TYPE I GREASE EXHAUST SYSTEMS OR OTHER SYSTEMS WHERE DAMPERS ARE PROHIBITED 2. SUPPLY AND RETURN DUCTWORK LOCATED IN UNCONDITIONED SPACES WHERE THE DESIGN BY THE INTERNATIONAL MECHANICAL CODE TO BE IN THE AIRSTREAM. m A MINIMUM, EACH FLOOR OF A BUILDING SHALL BE CONSIDERED AS A SEPARATE ZONE. TEMPERATURE DIFFERENCE BETWEEN THE INTERIOR AND EXTERIOR OF THE DUCT OR PLENUM C403.4.2.4 EXHAUST SYSTEM OFF-HOUR CONTROLS. FOR ALL OCCUPANCIES OTHER THAN GROUP 2.5. UNCONDITIONED STAIRWELLS OR UNCONDITIONED ELEVATOR HOISTWAY SHAFTS THAT ARE DOES NOT EXCEED 15°F 8'C AND INSULATED IN ACCORDANCE WITH TABLE C403.10.1.2. CONTROLS ON SYSTEMS REQUIRED TO HAVE ECONOMIZERS AND SERVING SINGLE ZONES ( ) SHALL HAVE MULTIPLE COOLING STAGE CAPABILITY AND ACTIVATE THE ECONOMIZER WHEN R, EXHAUST SYSTEMS SERVING SPACES WITHIN THE CONDITIONED ENVELOPE SHALL BE ONLY CONNECTED TO UNCONDITIONED SPACES.CECON MI SHUTOFF DAMPERS FOR RETURN WHERE LOCATED WITHIN CONDITIONED SPACE, SUPPLY DUCTS WHICH CONVEY SUPPLY AIR AT APPROPRIATE AS THE FIRST STAGE H COOLING. SEE SECTION DIFICA FOR FURTHER CONTROLLED BY EITHER AN STEMAUTOMATIC TIME CLOCK, THERMOSTATIC CONTROLS E AIR. RETURN AIR OPENINGS USED FOR AIRSIDE ECONOMIZER OPERATION SHALL BE TEMPERATURES LESS THAN 55°F OR GREATER THAN 105°F SHALL BE INSULATED WITH A MINIMUM ECONOMIZER REQUIREMENTS. WHERE HUMIDIFICATION OR DEHUMIDIFICATION FOR BOTH IS PROGRAMMABLE CONTROL SYSTEM TO OPERATE ON THE SAME SCHEDULE AS THE HVAC EQUIPPED WITH CLASS MOTORIZED DAMPERS. INSULATION R-VALUE IN ACCORDANCE WITH TABLE C403.10.1.2. PROVIDED, AT LEAST ONE HUMIDITY CONTROL DEVICE SHALL BE PROVIDED FOR EACH SYSTEMS PROVIDING THEIR MAKE-UP AIR. HUMIDITY CONTROL SYSTEM. 0403.7.8.3 DAMPER LEAKAGE RATING. CLASS I DAMPERS SHALL HAVE A MAXIMUM LEAKAGE EXCEPTION: DUCTWORK EXPOSED TO VIEW WITHIN A ZONE THAT SERVES THAT ZONE IS NOT EXCEPTIONS: RATE OF 4 CFM/FT2 (20.3 L/S X M2) AT 1.0 INCH WATER GAUGE (W.G.) (249 PA) WHEN EXCEPTIONS: TESTED IN ACCORDANCE WITH AMCA 500D AND SHALL BE LABELED BY AN APPROVED REQUIRED TO BE INSULATED. 1. EXHAUST SYSTEMS REQUIRING CONTINUOUS OPERATION. AGENCY FOR SUCH PURPOSE. GRAVITY(NONMOTORIZED) DAMPERS SHALL HAVE AN AIR 2 EXHAUST SYSTEMS THAT ARE CONTROLLED BY OCCUPANCY SENSOR CONTROL CONFIGURED WHERE LOCATED WITHIN CONDITIONED SPACE, RETURN OR EXHAUST AIR DUCTS THAT CONVEY . 1. INDEPENDENT PERIMETER SYSTEMS THAT ARE DESIGNED TO OFFSET ONLY BUILDING LEAKAGE RATE NOT GREATER THAN 20 CFM/FT2 WHERE NOT LESS THAN 24 INCHES (610 RETURN OR EX WITH AIR DOWNSTREAM OF ENERGY RECOVERY MEDIA SHALL BE INSULATED ENVELOPE HEAT LOSSES OR GAINS OR BOTH SERVING ONE OR MORE PERIMETER ZONES WITH AUTOMATIC ON AND AUTOMATIC SHUTOFF WITHIN 15 MINUTES AFTER OCCUPANTS MM) IN EITHER DIMENSION AND 40 CFM/FT2 WHERE LESS THAN 24 INCHES IN EITHER WITH A MINIMUM R-VALUE IN ACCORDANCE WITH TABLE C403.10.1.2. ALSO SERVED BY AN INTERIOR SYSTEM PROVIDED: HAVE LEFT THE SPACE. DIMENSION. THE RATE OF AIR LEAKAGE SHALL BE DETERMINED AT 1.0 INCH W.G. (249 PA) ALL DUCTS, AIR HANDLERS, AND FILTER BOXES SHALL BE SEALED. JOINTS AND SEAMS SHALL 1.1. THE PERIMETER SYSTEM INCLUDES AT LEAST ONE THERMOSTATIC CONTROL ZONE FOR EACH C403.4.11 DIRECT DIGITAL CONTROL SYSTEMS. DIRECT DIGITAL CONTROL (DDC) SHALL BE WHEN TESTED IN ACCORDANCE WITH AMCA 500D FOR SUCH PURPOSE. THE DAMPER SHALL COMPLY WITH SECTION 603.9 OF THE INTERNATIONAL MECHANICAL CODE BUILDING EXPOSURE HAVING EXTERIOR WALLS FACING ONLY ONE ORIENTATION (WITHIN REQUIRED T SPECIFIED IN SECTIONS S. DIRECT THROUGH CONTROL .11.3. BE LABELED BY AN APPROVE AGENCY. GRAVITY DAMPERS FOR VENTILATION AIR INTAKES +/-45 DEGREES) (0.8 RAD) FOR MORE THAN 50 CONTIGUOUS FEET(15,240 MM); SHALL BE PROTECTED FROM DIRECT EXPOSURE TO WIND. TARLEU07.10.1.2 1.2. THE PERIMETER SYSTEM HEATING AND COOLING SUPPLY IS CONTROLLED BY A THERMOSTAT C403.4.11.1 DDC APPLICATIONS. DDC SHALL BE PROVIDED IN THE APPLICATIONS AND SUPPLY,RETURN,EXHAUST,Rns RELIEF M DUCTWORK INSULATION LOCATED WITHIN THE ZONES SERVED BY THE SYSTEM; AND QUALIFICATIONS LISTED IN TABLE C403.4.11.1. EXCEPTIONS: ramp 1.3. CONTROLS ARE CONFIGURED TO PREVENT THE PERIMETER SYSTEM FROM OPERATING IN A 1. GRAVITY(NONMOTORIZED) DAMPERS ARE NOT REQUIRED TO BE TESTED TO VERIFY THE AIR MLIMA DIFFERENT HEATING OR COOLING MODE FROM THE OTHER EQUIPMENT WITHIN THE ZONES OR LEAKAGE RATING WHEN INSTALLED IN EXHAUST SYSTEMS WHERE THE EXHAUST CAPACITY Rna sysnem Onu L•urim aM u•• Gi^"� Ru•r x•r•s FROM NEIGHBORING ZONES CONNECTED BY OPENINGS LARGER THAN 10 PERCENT OF THE C403.4.11.2 DDC CONTROLS. WHERE DDC IS REQUIRED BY SECTION C403.4.11.1, THE DDC SYSTEM Zs w.•I,a•n FLOOR AREA OF EITHER ZONE. SHALL BE CAPABLE OF ALL OF THE FOLLOWING, AS REQUIRED TO PROVIDE THE SYSTEM DOES NOT EXCEED 400 CFM (189 L/S) AND THE GRAVITY DAMPER S PROVIDED WITH A R.alu•+• AND ZONE CONTROL LOGIC REQUIRED IN SECTIONS C403.2, C403.4.3, C403.5, AND GASKETED SEAL. s pply a.w R.••n 0-m•wnai tauwows•ro 5••5•cUonG 3.10.1Rb 2. ANY INTERIOR ZONE OPEN TO A PERIMETER ZONE SHALL HAVE SET POINTS AND DEAD C403.6.8: 2. MO MINIMUMRS ON RE RATE NAIR AVOPENI EGS IN FROMUNITARY MANUFACTURER.PACKAGED EREQUIPMENT THAT ar •uoswto�...+n«F K Ra o.w• PERMIT BANDS COORDINATED SO THAT COOLING IN THE INTERIOR ZONE SHALL NOT OPERATE WHILE uMororoon.e s°•ul•.oloaw wr Sn 5•mon G03.t0.12b 1. MONITORING ZONE AND SYSTEM DEMAND FOR FAN PRESSURE, PUMP PRESSURE, HEATING g' 'MOr R'01n rvmnne was wanww �ii0 Ra aws THE PERIMETER ZONE IS IN HEATING UNTIL THE INTERIOR ZONE TEMPERATURE IS 5°F AND COOLING. C403.7.8.4 DAMPER ACTUATION. OUTDOOR AIR INTAKE, RELIEF AND EXHAUST SHUTOFF DAMPERS ^' •.�aoo•t a0 � SET (2.8'C) HIGHER THAN THE PERIMETER ZONE TEMPERATURE, UNLESS THE INTERIOR AND 2. TRANSFERRING ZONE AND SYSTEM DEMAND INFORMATION FROM ZONES TO AIR DISTRIBUTION SHALL BE INSTALLED WITH AUTOMATIC CONTROLS CONFIGURED TO CLOSE WHEN THE u��ororoon.s apau M•n u•ava s.•IML s.rnon soatzb PERIMETER ZONES ARE SEPARATED BY A PARTITION WHOSE PERMANENT OPENINGS ARE SYSTEM CONTROLLERS AND FROM AIR DISTRIBUTION SYSTEMS TO HEATING AND COOLING SYSTEMS OR SPACES SERVED ARE NOT IN USE OR DURING UNOCCUPIED PERIOD WARM-UP sw,y ar.r ramn, wn.2y..r n.<is.an�t5•F atn• •e.re �23 tlan•n.i r•y.em..rob SMALLER THAN 10 PERCENT OF THE PERIMETER ZONE FLOOR AREA. PLANT CONTROLLERS, AND SETBACK OPERATION, UNLESS THE SYSTEMS SERVED REQUIRE OUTDOOR OR EXHAUST ar .ir r..wr.•.•am.au,ranairo se �a....sm mn°a•r AIR IN ACCORDANCE WITH THE INTERNATIONAL MECHANICAL CODE OR THE DAMPERS ARE 3. DEDICATED OUTDOOR AIR UNITS THAT PROVIDE VENTILATION AIR, MAKE-UP AIR OR C403.4.11.3 DDC DISPLAY, WHERE DDC IS REQUIRED BY SECTION C403.4.11.1 FOR NEW OPENED TO PROVIDE INTENTIONAL ECONOMIZER COOLING. STAIRWAY AND ELEVATOR wnn.boa•0 in•b,iNinp•ninbq Dud>oi.n,.,h..wr.w REPLACEMENT AIR FOR EXHAUST SYSTEMS ARE PERMITTED TO BE CONTROLLED BASED ON HOISTWAY SHAFT VENT DAMPERS SHALL BE INSTALLED WITH AUTOMATIC CONTROLS �OOry�"R'°m •`�" �'n° R-te °'""�r0^"'iO0' a BUILDINGS, THE DDC SYSTEM SHALL BE CAPABLE OF TRENDING AND GRAPHICALLY a. se semelY..an m...:�m SUPPLY AIR TEMPERATURE. THE SUPPLY AIR TEMPERATURE SHALL BE CONTROLLED TO A DISPLAYING INPUT AND OUTPUT POINTS. CONFIGURED TO OPEN UPON THE ACTIVATION OF ANY FIRE ALARM INITIATING DEVICE OF .rwi.eo�hw o MAXIMUM OF 65°F(18.3°C) IN HEATING AND A MINIMUM OF 72-F (22°C) IN COOLING UNLESS THE BUILDINGS FIRE ALARM SYSTEM OR THE INTERRUPTION OF POWER TO THE DAMPER, wa.,..raoon•a w.�•M•R m• s••s•ma,cwaaa.t.zb THE SUPPLY AIR TEMPERATURE IS BEING RESET BASED ON THE STATUS OF COOLING OR Swsy At wppy wnca�wrs unMe nl••a •C•ntl waz a•wa s C403.5.1 INTEGRATED ECONOMIZER CONTROL. ECONOMIZER SYSTEMS SHALL BE INTEGRATED WITH tna"xx o,oa.<.,m.o ios•F x w m HEATING IN THE ZONES SERVED OR IT BEING RESET BASED ON OUTDOOR AIR THE MECHANICAL COOLING SYSTEM AND BE CONFIGURED TO PROVIDE PARTIAL COOLING C403.8.5 FAN CONTROLS. CONTROLS SHALL BE PROVIDED FOR FANS IN ACCORDANCE WITH TEMPERATURE. EVEN WHERE ADDITIONAL MECHANICAL COOLING IS REQUIRED TO PROVIDE THE REMAINDER SECTION C403.8.5.1 AND AS REQUIRED FOR SPECIFIC SYSTEMS PROVIDED IN SECTION C403. wnnm_waitt,.a.o.«m.nn.°.,a s.•s.aio.uasao.tzb ratty carves Men-ugPN autt •C•M MIM 'a C403.4.1.1 HEAT PUMP SUPPLEMENTARY HEAT. UNITARY AIR COOLED HEAT PUMPS SHALL OF THE COOLING LOAD. CONTROLS SHALL NOT BE CAPABLE OF CREATING A FALSE LOAD Sp ply �� i•::m.,s5`c or 5s N- 0 INCLUDE MICROPROCESSOR CONTROLS THAT MINIMIZE SUPPLEMENTAL HEAT USAGE DURING IN THE MECHANICAL COOLING SYSTEM BY LIMITING OR DISABLING THE ECONOMIZER OR ANY C403.8.5.1 FAN AIRFLOW CONTROL. EACH COOLING SYSTEM LISTED IN TABLE C403.8.5.1 ar...m.��,osi J START-UP, SET-UP, AND DEFROST CONDITIONS. THESE CONTROLS SHALL ANTICIPATE NEED OTHER MEANS, SUCH AS HOT GAS BYPASS, EXCEPT AT THE LOWEST STAGE OF SHALL BE DESIGNED TO VARY THE INDOOR FAN AIRFLOW AS A FUNCTION OF LOAD AND wnn -e,,,•e,.•aw<,•m• Or i FOR HEAT AND USE COMPRESSION HEATING AS THE FIRST STAGE OF HEAT. CONTROLS MECHANICAL COOLING. UNITS THAT INCLUDE AN AIR ECONOMIZER SHALL COMPLY WITH THE SHALL COMPLY WITH THE FOLLOWING REQUIREMENTS: sway ar wpoy aura cmwy.•wnwa w" ee N- SHALL INDICATE WHEN SUPPLEMENTAL HEATING IS BEING USED THROUGH VISUAL MEANS FOLLOWING: or pi••r•r r,e toy•F o.rs• z (E.G., LED INDI CATORS). HEAT PUMPS CE-60 2018 WASHINGTON STATE ENERGY CODE 1. DIRECT EXPANSION (DX) AND CHILLED WATER COOLING UNITS THAT CONTROL THE wip.,m"a-oon•a•s.o.. ♦/� P R~w E. Cvxnnwma•n-m r•mu•ry '- EQUIPPED WITH SUPPLEMENTARY HEATERS SHALL BE INSTALLED WITH CONTROLS THAT 1. UNIT CONTROLS SHALL HAVE THE MECHANICAL COOLING CAPACITY CONTROL INTERLOCKED CAPACITY OF THE MECHANICAL COOLING DIRECTLY BASED ON SPACE TEMPERATURE SHALL k Ra �JJ a PREVENT SUPPLEMENTAL HEATER OPERATION ABOVE 40°F (4.4°C). WITH THE AIR ECONOMIZER CONTROLS SUCH THAT THE OUTDOOR AIR DAMPER IS AT THE HAVE NOT FEWER THAN TWO STAGES OF FAN CONTROL. LOW OR MINIMUM SPEED SHALL " .nuimie:ms:r �_ W 100 PERCENT OPEN POSITION WHEN MECHANICAL COOLING IS ON AND THE OUTDOOR AIR NOT BE GREATER THAN 66 PERCENT OF FULL SPEED. AT LOW OR MINIMUM SPEED, THE EXCEPTION: PACKAGED TERMINAL HEAT PUMPS (PTHPS) OF LESS THAN 2 TONS DAMPER DOES NOT BEGIN TO CLOSE TO PREVENT COIL FREEZING DUE TO MINIMUM FAN SYSTEM SHALL DRAW NOT MORE THAN 40 PERCENT OF THE FAN POWER AT FULL FAN Ras•rar E4nul a. c..am,.a w.«.I,e aoo..v..•or kan0 R-ts m m (24,000 BTU/HR) COOLING CAPACITY PROVIDED WITH CONTROLS THAT PREVENT COMPRESSOR RUN TIME UNTIL THE LEAVING AIR TEMPERATURE IS LESS THAN 45-F(7'C). SPEED. LOW OR MINIMUM SPEED SHALL BE USED DURING PERIODS OF LOW COOLING LOAD :numn a.mp•. ee SUPPLEMENTARY HEATER OPERATION ABOVE 40°F. 2. DIRECT EXPANSION (DX) UNITS WITH COOLING CAPACITY 65,000 BTU/H (19 KW) OR AND VENTILATION-ONLY OPERATION. •.•�mm.u. Q C� 2. OTHER UNITS INCLUDING DX COOLING UNITS AND CHILLED WATER UNITS THAT CONTROL THE C403.10.2 DUCT CONSTRUCTION. DUCTWORK SHALL BE CONSTRUCTED AND ERECTED IN GREATER OF RATED CAPACITY SHALL COMPLY WITH THE FOLLOWING: 2 _ F C403.4.1.2 DEAD BAND. WHERE USED TO CONTROL BOTH HEATING AND COOLING, ZONE 2.1. OX UNITS THAT CONTROL THE CAPACITY OF THE MECHANICAL COOLING DIRECTLY BASED ON SPACE TEMPERATURE BY MODULATING THE AIRFLOW TO THE SPACE SHALL HAVE ACCORDANCE WITH THE INTERNATIONAL MECHANICAL MODULATING FAN CONTROL. MINIMUM SPEED SHALL BE NOT GREATER THAN 50 PERCENT CODE.C403.10.2.1 LOW-PRESSURE DUCT SYSTEMS. LONGITUDINAL AND TRANSVERSE JOINTS, m THERMOSTATIC CONTROLS SHALL BE CONFIGURED TO PROVIDE A TEMPERATURE RANGE OR OCCUPIED SPACE SEAMS AND CONNECTIONS OF SUPPLY AND RETURN DUCTS OPERATING AT A STATIC PRESSURE W Q Q OF FULL SPEED. AT MINIMUM SPEED, THE FAN SYSTEM SHALL DRAW NO MORE THAN 30 LL DEAD BAND OF AT LEAST 5'F(2.8'C) WITHIN WHICH THE SUPPLY OF HEATING AND TEMPERATURE SHALL HAVE NOT FEWER THAN TWO STAGES OF MECHANICAL COOLING CAPACITY. PERCENT OF THE POWER AT FULL FAN SPEED. LOW OR MINIMUM SPEED SHALL BE USED LESS THAN OR EQUAL TO 2 INCHES WATER GAUGE (W.G.) (500 PA) SHALL BE SECURELY r = COOLING ENERGY TO THE ZONE IS SHUT OFF OR REDUCED TO A MINIMUM. 2.2. OTHER DX UNITS, INCLUDING THOSE THAT CONTROL SPACE TEMPERATURE BY MODULATING DURING PERIODS OF LOW COOLING LOAD AND VENTILATION-ONLY OPERATION. FASTENED AND SEALED WITH WELDS, GASKETS, MASTICS (ADHESIVES), MASTIC-PLUS Q Lu o o THE AIRFLOW TO THE SPACE, SHALL BE IN ACCORDANCE WITH TABLE C403.5.1. 3. UNITS THAT INCLUDE AN AIRSIDE ECONOMIZER IN ACCORDANCE WITH SECTION C403.5 EMBEDDED FABRIC SYSTEMS OR TAPES INSTALLED IN ACCORDANCE WITH THE MANUFACTURERS n/ Z 11 C403.4.1.3 SET POINT OVERLAP RESTRICTION. WHERE A ZONE HAS A SEPARATE HEATING AND A C403.5.3. AIR ECONOMIZERS. AIR ECONOMIZERS SHALL COMPLY WITH SECTIONS C403.5.3.1 SHALL HAVE NOT FEWER THAN TWO SPEEDS OF FAN CONTROL DURING ECONOMIZER INSTALLATION INSTRUCTIONS. PRESSURE CLASSIFICATIONS SPECIFIC TO THE DUCT SYSTEM SHALL LL Q 0 OPERATION. IN CLEARLY INDICATED ON THE CONSTRUCTION DOCUMENTS IN ACCORDANCE WITH THE 7- SEPARATE COOLING THERMOSTATIC CONTROL LOCATED WITHIN THE ZONE, A LIMIT SWITCH, THROUGH C403.5.3.5. � � MECHANICAL STOP OR DIRECT DIGITAL CONTROL SYSTEM WITH SOFTWARE PROGRAMMING INTERNATIONAL MECHANICAL CODE. ^ W 0 SHALL BE CONFIGURED TO PREVENT THE HEATING SET POINT FROM EXCEEDING THE C403.5.3.1 DESIGN CAPACITY. AIR ECONOMIZER SYSTEMS SHALL BE CONFIGURED TO MODULATE EXCEPTIONS: L.L i COOLING SET POINT AND TO MAINTAIN A DEAD BAND IN ACCORDANCE WITH SECTION OUTDOOR AIR AND RETURN AIR DAMPERS TO PROVIDE UP TO 100 PERCENT OF THE DESIGN 1. MODULATING FAN CONTROL IS NOT REQUIRED FOR CHILLED WATER AND EVAPORATIVE EXCEPTION: CONTINUOUSLY WELDED AND LOCKING-TYPE LONGITUDINAL JOINTS AND SEAMS ON UNITS WITH FAN MOTORS OF LESS THAN 1 HP (0.746 KW) WHERE THE UNITS ARE DUCTS OPERATING AT STATIC PRESSURES LESS THAN 2 INCHES WATER GAUGE (W.G.) (500 PA) G G a Z C403.4.1.2 SUPPLY AIR QUANTITY AS OUTDOOR AIR FOR COOLING. COOLING J NOT USED TO PROVIDE VENTILATION AIR AND THE INDOOR FAN CYCLES WITH THE LOAD PRESSURE CLASSIFICATION. LLI C403.4.1.4 HEATED OR COOLED VESTIBULES. THE HEATING SYSTEM FOR HEATED VESTIBULES AND C403.5.3.2 CONTROL SIGNAL. ECONOMIZER CONTROLS AND DAMPERS SHALL BE CONFIGURED TO Q AIR CURTAINS WITH INTEGRAL HEATING SHALL BE PROVIDED WITH CONTROLS CONFIGURED SEQUENCE THE DAMPERS WITH MECHANICAL COOLING EQUIPMENT AND SHALL NOT BE 2. WHERE THE VOLUME OF OUTDOOR AIR REQUIRED TO COMPLY WITH THE VENTILATION C403.10.3.1 PROTECTION OF PIPING INSULATION. PIPING INSULATION EXPOSED TO WEATHER TO SHUT OFF THE SOURCE OF HEATING WHEN THE OUTDOOR AIR TEMPERATURE IS CONTROLLED BY ONLY MIXED AIR TEMPERATURE. AIR ECONOMIZERS ON SYSTEMS WITH REQUIREMENTS OF THE INTERNATIONAL MECHANICAL CODE AT LOW SPEED EXCEEDS THE SHALL BE PROTECTED FROM DAMAGE, INCLUDING THAT DUE TO SUNLIGHT, MOISTURE, EQUIPMENT Last Revision Date: GREATER THAN 45°F (7'C). VESTIBULE HEATING AND COOLING SYSTEMS SHALL BE COOLING CAPACITY GREATER THAN 65,000 BTU/H SHALL BE CONFIGURED TO PROVIDE AIR THAT WOULD BE DELIVERED AT THE MINIMUM SPEED DEFINED IN SECTION C403.8.5, MAINTENANCE AND WIND, AND SHALL PROVIDE SHIELDING FROM SOLAR RADIATION THAT CAN CONTROLLED BY A THERMOSTAT LOCATED IN THE VESTIBULE CONFIGURED TO LIMIT HEATING PARTIAL COOLING EVEN WHEN ADDITIONAL MECHANICAL COOLING IS REQUIRED TO MEET THE THE MINIMUM SPEED SHALL BE SELECTED TO PROVIDE THE REQUIRED VENTILATION AIR. CAUSE DEGRADATION OF THE MATERIAL. ADHESIVES TAPE SHALL NOT BE PERMITTED. 3/5/2024 TO A TEMPERATURE NOT GREATER THAN 60-F (16°C) AND COOLING TO A TEMPERATURE REMAINDER OF THE COOLING LOAD. C403.13 COMMISSIONING. MECHANICAL SYSTEMS SHALL BE COMMISSIONED IN ACCORDANCE WITH rn NOT LESS THAN 85°F (29°C). SECTION C408. urveerseo sv. anwry sv. a K.K K.D MECHANICAL CODE a D SCALE: NT5 M 0.01 Z O GAS UNIT HEATERS EVAPORATOR COILS a SUPPLY GAS GAS VENT TOTAL BASIS OF DESIGN AIR ENERYSTAR AREA CONTROLLED INPUT OUTPUT CONNECTION ELECTRICAL WEIGHT SUPPLY INLET OUTLET COOLING Z 0) CONDENSING BASIS OF DESIGN AIR ESP CONN CONN CAPACITY ELECTRICAL WEIGHT CONDENSATE O 11J TAG MARK CITY LOCATIONMANUF MODEL (CFM) STAR SERVED BY (MBH) (MBH) (INCHES) FU1 VOLTS pHASE LBF NOTES � PROGRAMMABLE TAG MARK QUANTITY UNIT LOCATION MANUF MODEL (SCFM) (IN WCI (IN) (I N) (MBTU) MCA VOLTS PHASE (LBF) (IN) NOTES U) UH 1 1 CEILINGREZNOR UDZ350 1921 83% MAUNFACTURING THERMOSTAT I50 124.5 5 3.8 115 1 179 1-3 W UH 2 1 CEILING REZNOR UDZ350 1921 83% MAUNFACTURING PROGRAMMABLE 150 124.5 5 3.8 115 1 179 1-3 C 1 2 CU-3 COOLER ROOM ARTICTEMP RU5A094ADARE 1,570 0.50 3/8 5/8 10,464.0 IS 115 1 45 34 1-4 10� THERMOSTAT C 2 2 C1-4 COOLER ROOM ARTICTEMP RL6A094ADARE 1,570 0.50 3/8 5/8 10,464.0 SS 115 1 45 3 4 1-4 lL NQTFS: 1.VERIFY ELECTRICAL VOLTAGE PRIORTO PIAONG ORDER. NDTEs. � 2.FURNISH AND INSTALL ONE DISCONNECT PER SYSTEM BY DIV 26. 1.VERITY ELECTRICAL VOLTAGE PRIOR TO PLACING ORDER. 3.PROVIDE 24 HOUR PROGRAMMABLE CONTROLLER CAPABLE OF AUTOMATIC SETBACK OR SHUTDOWN DURING PERIODS OF NON-USE. 2.FURNISH AND INSTALL ONE DISCONNECT PER SYSTEM BY DIV 26. O 3.CONDENSATE WASTE SHALL BE COLLECTED AND DISCHARGED TO AN APPROVED PLUMBING FIXTURE OR AREA. Z 4.REFRIGERANT PIPING TOOUTDOOR UNIT J WALL HEATERS o • T SUPPLY zOoTPUTs OUTPU08 T COOLER CONDENSING UNITS . r BASIS OF DESIGN AIR ENERY STAR AREA CONTROLLED OUTPUT OUTPUT ELECTRICAL WEIGHT TAG MARK QTY LOCATION MANUF MODEL (CFM) STAR TYPE SERVED BY (MBH) (MBH) FLA VOLTS PHASE LBF NOTES `L NOMINAL WH I I WALL CADET 6C102TW 40 SW% CENTRIFUGAL RISER UNIT MOUNTED 3415 2560 4.2/3.6 240/206 1 7.0 1-2 COOLING UQ GAS SOUND THERMOSTAT UNIT MOUNTED BASIS OF DESIGN CAPACITY CONN CONN REFRIGERANT ELECTRICAL POWER WEIGHT Q' WH 2 1 WALL CADET CSC202TW 55 100% CENTRIFUGAL ELECTRICALROOM THERMOSTAT M25 5120 8.3/7.2 240/208 1 7.0 1-2 TAG MARK QUANTITY LOCATION MANUF MODEL (BTU/HI (IN) (I N) TYPE MCA MOO, VOLTS PHASE dBA (LBF) NOTES ll.l m N01E5: CU 3 1 OUTDOOR ARTICTEMP RF0250E45EA-NT 10,464 1/2 7/8 R4g8A 17.3 AIR DEF.,32.2 ELEC DEF. 25 AIR DEF.,35 DEC.L DEF 208-230 3 72 230 1-2 Ql 4 1 OUTDOOR ARTICTEMP RF0250E45CA-TUT 10464 2 78 R448A 17.3 AIR DEF. 32.2 ELEC DEF. 25 AIR DEF. 35 ELEC.DEF 206-230 3 72 230 1-2 1.VERIFY ELECTRICAL VOLTAGE PRIOR TO PLACING ORDER. a Z 2.FURNISH AND INSTALL ONE DISCONNECT PER SYSTEM BY DIV 26. NOTES. W 1.VERIFY ELECTRICAL VOLTAGE PRIOR TO PLACING ORDER. UJ 2.FURNISH AND INSTALL ONE DISCONNECT PER SYSTEM BY DIV 26. ° Z QW m J ENERGY RECOVERY VENTILATORS GRILLES, REGISTERS,AND DIFFUSERS SENSIBLE SUPPLYFAN EXHAUST FAN ELECTRICAL WEIGHT CONSTRUCTION TAG MARK CITY LOCATION RECOVERY NOTES BASIS OF DESIGN BASIS OF DESIGN EFF(%) AIRFLOW ESP AIRFLOW ESP Tn MARK TYPE DESCRIPTION FACE SIZE MOUNTTVPE NECKCONNECTION NOTES MANUF MODEL (SCFM) (IN NC) (SCFM) (IN WC) MCA(A) MDCP(A) VOLTS PHASE (LBF) MANUF I MODEL (INAN) ERV 1 1 MFJ7ANINEABOVEBATHROOM7S RENEWAIRE HE1.5JINV-S35SSDANT-L 67.5% 1,300 0.57 1,300 0.80 5 15 208-230 3 514 it csD CEILING SUPPLY DIFFUSER TITUS M[D 4-CORE ADJUSTABLE 24"x24" LAY-IN ROUND 1-2 CEG CEILING EXHAUST DIFFUSER TITUS SOF 1R'0/70"ALUMINUM GRID 24"X24" LAY-IN ROUND 1-2 ERV 2 1 MEZZANINEABOVE BATHROOMS RENEWNRE HE10-JINV-SISEE-DGNT--L 65.6% 1,000 0.50 1,000 0.50 3.9 15 208-230 1 350 1d WSD WALL SUPPLY DIFFUSER TITUS 300 SPECAUZED GRILLES SEE M2.00 SURFACE RECTANGULAR 1-2 SD 1 SPIRAL DIFFUSER SHOEMAKER SD-34 TRANSITION BO%SPIRAL PIPE GRILLE SEE M2.00 SURFACE RECTANGULAR 1-2 co NOTES: WRG WALL RETURN GRILLE TITUS I 5OF SPECAUZED GRILLES SEE M2.00 SURFACE RECTANGULAR 1-2 M 1.VERIFY ELECTRICAL VOLTAGE AND PHASE PRIOR TO PLACING ORDER. WEG WALL EXHAUST GRILLE TITUS I 35ORL SPECAUZED GRILLES SEE M2.00 SURFACE RECTANGULAR 1-2 2.PROVIDE 2-INCH FILTER RPCK VMTH M£RV8 FILTERS. TQ 3.PROVIDE RUBBER-IN-SHEAR VIBRATION ISOLATORS,AND SEISMIC RESTRAINTS ON ERV-1 AND ERV2. NOTES: 0 4.PROVIDE 24 VOLT WIRED REMOTE CONTROLLER 1.STANDARD WHITE FINISH 2.WITH OPPOSED BLADE DAMPERS ELECTRIC DUCT HEATERS EXHAUST FAN SOUND BASIS OF DESIGN AIRFLOW ESP ELECTRICAL POWER WEIGHT BASIS OF DESIGN AIRFLOW DUCT SIZE CONTROLLED ELECTRICAL TAG MARK CITY LOCATION MANUF MODEL ISCFM) (IN WC) FLA HP VOLTS PHASE (d BA) (LBF) NOTES TAG MARK CITY LOCATION MANUF MODEL (CFM) (INxIN/IN) STAGES BY KW MCA MOPD VOLTS PHASE NOTES WEF 1 1 MANUFACTURING-WALL ftEENHECK G SE1-16-926-VG 3,000 0.19 1 3.8 O.S 208 1 72 1 119 1 1&2 EDH 1 1 DUCT-ERV1 RENEWAIRE EK-12120155CNR-23F155-N 1300 12X12 1 DISCHARGE AIR SENSOR 15 52.05 fO.00 208 3 1-3 EDH 2 1 DUCT-ERVI RENEW RE EK-1010012SOCVR-21FISS-N 1000 10X10 1 DISCIIARGEAIR SENSOR 12 72.11 80.00 208 1 1-3 NOTES: 1.WITH BACKDRAFTDAMPER AT FAN. NQ1E5: 2.WALL SWITCH BELOW FAN-BY ELERRICAN 1.VERIFY ELECTRICAL VOLTAGE PRIORTO PLACING ORDER. CRIVI PERMIT �E R M A I T 2.PROVIDE DISCONNECT SWITCH. r I 3.PROVIDESUPINWK. SET AIR HANDLER LOUVERS o VOLUMETRIC FREE FREE AREA TOTAL NOMINAL SUPPLY UQ GAS COOLING HEATING FILTER BASIS OF DESIGN WIDTH HEIGHT FLOW RATE AREA VELOCITY 6 CONDENSING TAG MARK LOCATION MANUF MODEL TYPE (I N) (IN) (CFM) (SF) (FPM) NOTES BASIS OF DESIGN AIR ESP CONN CONN CAPACITY CAPACITY MERV ELECTRICAL WEIGHT CONDENSATE LLI k�3 E (LBF) PN) L 1 WALL GREENHEIX ESD-635 EXTRUDED ALUMINUM 36 36 30D0 4.98 602 rn TAG HANK QUANTITY UNIT LOCATION MANUF MODEL (SCFM) RN WC) (I N) (I N) (MBTU) (MBTU) RATING MCA VOLTS NOTES L 2 WALL GREENHEIX ESD-635 EXTRUDED ALUMINUM 36 36 2300 4.98 462 O FCU 1 1 CU-1 MEZZANINE ABOVE BATHROOMS LENNOX CBA27UHE-060 3,900 0.50 3/8 7/8 55.8 53.5 MERV8 49 208 199 34 1-6 L 3 WALL GREENHEIX ESD-635 EXTRUDED ALUMINUM 36 36 2300 4.98 462 J L 4 WALL GREENHEIX ESD-635 EXTRUDED ALUMINUM 22.25 22.25 3000 �CY j FQl 2 1 Ql-2 MEZZANINE ABOVE BATHROOMS LENNOX CBA27UHE-O60 1,900 0.50 3/8 7/8 55.8 53.5 MERV8 49 208 3 199 34 1-6 V z rn NO1E5. `) ` a I.VERIFY ELECTRICAL VOLTAGE PRIORTO PLACING ORDER. Sw 2.FURNISH AND INSTALL ONE DISCONNECT PER SYSTEM BY DIV 26. MINIMUM 3.PROVIDE 24 HOUR PROGRAMMABLE CONTROLLER CAPABLE OF AUTOMATIC SETBACK OR SHUTDOWN DURING PERIODS OF NON-USE. VENTILATION RATE PER VENTILATION RATE 2018 VENTILATION RATES m m 4.CONDENSATE WASTE SHALL BE COLLECTED AND DISCHARGED TO AN APPROVED PLUMBING FIXTURE OR AREA VENTILATION CALCULATIONS 20181MC TABLE 403.3.1.1 IMC TABLE 403.3.1.1 PERROOMTYPE TQ U) 5.REFRIGERANT PIPING TO OUTDOOR HEATPUMP SPACES SOFT OCC CFM/QSFT CFM/OCC CFM 2 �_ 6.PROVIDE DUCT SMOKE DETECTOR FOR AIR HANDLERS DINING 2284 108 0.18 7.5 1221 m uj 7.FCU-1 and FCU-2 twinned together with a single thermostat OFFICE 129 1 0.06 5 8 L = x RR 400 0 0.06 0 24 r RR S6 0 0.06 0 4 < W z N MANUFACTURING 6951 5 0.12 5 859 Q O OUTDOOR HEATPUMPS TOTAL 2080 W w � o NOMINAL NOMINAL MINIMUM G a Z n COOU NG HEATING UQ GAS EFFICIENCY SOUND G J BASIS OF DESIGN CAPACITY CAPACITY CONN CONN REFRIGERANT ODOUNG HEATING POWER WEIGHT LLIG TAG MARK QUANTITY LOCATION MANUF MODEL (BTU/H) (BTU/H) (IN) (IN) TYPE SEER HSPF MCA MOCP VOLTS PHASE dBA (LBF) NOTES Q CU 1 1 OUTDOOR LENNO% ML14XP1-060-233 55$ID 53,500 3/8 7/8 R41M 14.5 9.0 18.0 :2 208 3 211 1-2 Ql 2 1 OUTDOOR LENNO% ML34%Pl-0GO-233 55$!0 53,500 3/8 7/8 R:1M 14.5 9.0 18.0 3Q0 208 3 295 1-2 Last Revision Date: NQvS 3/5/2024 1.VERIFY ELECTRICAL VOLTAGE PRIOR TO PLAC NG ORDER. 2.FURNISH AND INSTALL ONE DISCONNECT PER SYSTEM BY DIV 26. ENGINE-BY. -BY. a K.K K.D MECHANICAL SCHEDULE a SCALE: N S Z \ G 0 \ n ~ 'Inn \\ N \ \ \ \ \ z w PROPERTY ADDRESS: LOT E OF THE AVR BUSINESS PARK \ \ O BINDING SITE PLAN I \ \ ASSESSORS f: 31051400203500 3 I \\ \ w SITE SQUARE FOOTAGE fn I \\ \ \ 1.40 ACRES OR 84.7019F I \ \ \\ \ Q FIRE ACCESS TO ZONING ADJACENT SITE \ GI-GENERAL INDUSTRIAL/AIRPORT PROTECTION DISTRICT C PROPERTY LINE M CHAIN LINK FENCE 0/W SEPARATOR \ \ \ Chi \ 1 Z SETBACKS N I — FRONT STREET IEASTI,25'•0'REQUIRED(OKI SSr g \ 1 \ SIDE:INTERIOR(NORTH/SOUTH), 5'-0'REQUIRED(OKI L _ _Sa SS -SS SS----ASS SS REAR,(WESTI,5'-0' REQUIRED IOKI UTILITY - — -- -- — — — — — — — _Jy%,'°' EASEMENT — — I — — — ` "a \ \ EXIS HYD TI \\ 1 N BUILDING HEIGHT 45 — — . DS T• 50'-0'MAX ALLOWED(OKI FIRE ACCESS 35'-0' C I //� \ 1 EXIST. GH PO \\ HEIGHT DEFINED FROM THE AVERAGE EXISTING NATURAL GRADE EASEMENT - I 4'-0 \ 1 } TO THE RIDGELINE OF THE ROOF.(OKI 20 0' I \ \ I Y C SITE COVERAGE — I \ ° m\ I ' MAXIMUM LOT COVERAGE 1S 10OX 49 C, I I I \ \\\ ®\ \\ m 42 I COVERED AREA OUTDOOR GAMES L I F RE Y7 0 PROPOSED 10.488 v 3 I I QFT XPA ION 9 SOFT BUILDING \ ISTNG ORM DRAT 1 PE 18 S EENING I IS 0 •�� '1�«'f, R AD ERI I WHATIR 11 .r. IS RSTQI GEDR IN DITCH 1 LO D co , I _ I I I / o I i� j"�1\ R R 1 O 58 44((""�� 5 EEF1MIr 1 ,` I � E FY OU ` I OUTDOOR COVERED 95 3 I I � 106'•2f � SEATING I26-0' � BIKE PARKING I� I m / -MAIN COVERED ENTRANCE I III _ DS I', I 112' DEP XIST G J DS Al / TH 3 I I I AXIS NG I IDR1V AYI CUT 4 I I I I s I I 0 I 91 2 1 I I I I Nn I I 12'WIDE X 55'DEEP I I I vNi I I PERMIT LOADING SPACE DUMPSTER ENCLOSURE o I I 20X OF PARKING LOT SHADED.PER PROPOSED FIRE LINE n I I I I SET I I DESIGN STANDARDS 5'LANDSCAPE PROPOSED DOMESTIC WATER I 50 I BED PER EVERY 7 STALLS. m 27 28 25 a LEGEND: u! I I I 19 to I I I 12 11 NEW CONCRETE SIDEWALK/PATIO 2B — —� — _— — — — — — — — — — — 5 25.OI I ® I LLI — — GRASS/LANDSCAPING - - I I --- - - - - - - - - - - - - - - - - I ❑ j _ _ _ o o AREA OF EXTRUDED CURB — — - — — , J i N I BUILDING SETBACK _ — _ I I z ®-O SITE LIGHT PER ELECTRICAL PROPERTY LINE <�— ® DECORATIVE SITE PEDESTRIAN SCALE LIGHT PER ELEC. i I i I I H Lu 3 I m d 9 SS I iY] x I Q W o ; I SS w Q o d w 3 I I a z I I w i� iW Q Last Revision Date: u 3/5/2024 NNE-DBY — MECHANICAL SITE K,K K.D PLAN a scnLe: NTS M1 .01 NOTES �s< e ROUTE ALL CONDENSATE LINES AS SHORT AND DIRECT AS POSSIBLE Z TO AN APPROVED PLUMBING DISCHARGE AREA 0 O VENT FLUE UP THROUGH ROOF O ROUTE ALL REFRIGERANT LINES FROM AIR HANDLERS TO OUTDOOR cy E UNITS AS SHORT AND DIRECT AS POSSIBLE U U 1-1/4"G e 4 CONCRETE PAD PROVIDED BY Z 150 MBH OTHERS O EXHAUST DISCHARGE NEEDS TO BE AT LEAST 10 FEET AWAY FROM ANY L 200"MAX LENGTH •_�• X 3'-0' UPPER 5'-0' x 3'-0' UPPER INTAKE AND/OR 3 FEET OR MORE ABOVE ANY INTAKE LOCATION. j DO SILL 0 14'-0' WDO SILL 0 14-O' O CU O 200' MAX LENGTH - 850 MBH ® 2-1/2" NG _ 1 SIZED PER 2018 INTERNATIONAL FUEL GAS CODE TABLE 402.4 (2) AT LESS THAN 2.0 PSI INLET PRESSURE AND 0.5 PSI INLET PRESSURE W H DROP- SCHEDULE 40 METALLIC PIPE. Q cu PPER z ,. Z GU 3 CN W CU ` N e �• U) UPPER Y IY W CUSTOMER SUPPLIED m BOILER C ° Z W 2'G to 550 MBH "' o Z 200°MAX LENGTH < U 50 5'-0' x 3'-0' UPPER 60 e 17ILL 0 14' 0' taro 1e'r 3 EXHAUST DUCT BELOW OA DUCTS e'r is•s SINGLE EXHAUST LOUVER FOR BOTH SYSTEMS 0 36'X36' r� I I CSD 6'X6' L MOTORIZED DAMPER ON EACH EXHAUST FOR EACH ERV SYSTEM ERV ,I 0 1 ERV 2 OA DUCT TO BE ATLEAST 3'ABOVE EXHAUST DUCT 2 1 SINGLE INTAKE LOUVER FOR BOTH SYSTEMS 0 36'X36' MOTORIZED DAMPER ON EACH INTAKE FOR EACH ERV SYSTEM / `0WEG 20'X20' ED OA D CT SIZE18'X18' r 900 1 T ITION TO 018 AFTER EDH co 10" 4 EDH 200 O' 2 CSD B'X8' 00 2'G r— 700 MBH SUPPLY DUCT BELOW EXHAUST DUCT. C4 200"MAX LENGTH TRANSITION DUCT UP TO REGISTER. in ISO r 11'_r EG 1 e WSD 20X20' FCU PC U 1 26"0 1000 n WRG 34'X3e HIGH �-1- HX;HWALL GRILLE I WEG 24'X24' 1100 eC PERMIT T 2 SET - 1s'xa' SUPPLY DUCT BELOW EXHAUST DUCT. 430 COL ]RM 114 DUCT UP TO REGISTER. SIDEWALL GRILLES 3 , STORAGE —12'-0' x 12'-0' o OVERHEAD DOOR C 2 W N 3 I O 16.1. J 430 A;�. SIDEWALL GRILLES 0 24'X24' z 13D0 150 MBH 200"MAX LENGTH SD-1 16'X8' DSI EWA L GRILLES w Q Q UP L er L 7— g w Z o Q O VENT FLUE UP ui THROUGH ROOF A W (D N 0- Z_ H SD-1 16'X8' W � J 2-1/2°G 430 850 MBH SIDEWALL GRILLES Q a 200'MAX LENGTH OFF E O ENTRAINLast Revision N Q Q TRANSFER GRILLE GAS METER 2H WiH 36'X36"WALL LOUVER WITH E—NE—D BY: oanwry Bv: � � MOTORIZED CONTROL DAMPER cso za'zz+• MECHANICAL FIRST N K.K K.D -�-0 12o LEVEL PLAN DSCALE: 3/16°=1'0" a 1 TYP. 5'-0' X 5'6' I I M2.00 Z O a U U Z U O LU U) LU 111 Q Z NOTES: NOTES: 1. OFFSET OR ROTATE PIPE SECTION"B 45'FROM PIPE 1. REFER TO SPECIFICATIONS FOR HANGER SPACINGS. SECTION"A"TO PROVIDE CLEAR ACCESS FOR CLEAN-OUT. 2. ATTACHMENTS TO OVERHEAD STRUCTURE SHALL BE MADE IN ACCORDANCE WITH STRUCTURAL 2. DRAIN PIPE SIZES SHALL BE 3/4"SERVING AIR ENGINEER'S REQUIREMENTS AND WEIGHT LIMITATIONS. SUBMIT FOR REVIEW AND APPROVAL. CONDITIONERS UP TO 20 TONS OF COOLING AND 1" 3. PROVIDE SWAY AND SEISMIC BRACING PER SMACNA SEISMIC GUIDELINES. N SERVING AIR CONDITIONERS FROM 21 TO 40 TONS OF A.C. 00 DRAIN PIPE SHALL NOT BE SMALLER THAN THE AIR CONDTIONING UNITS CONNECTION. THESE TWO HANGERS ARE TO BE USED ` CO 3. DIMENSION"A"=S.P.x 1.5+2"DIMENSION"B"=S.P.x 0.5+ 1" ON DUCTS 25'AND LARGER THIS HANGER IS FOR DUCTS �. N (MAY BE USED ON SMALLER DUCTS) 24'B AND SMALLER `1 IF LENGTH OF HORIZONTAL DRAIN PIPE IS GREATER THAN 15',INSTALL FULL SIZE VEN HA T ROD 1"X 16Ga. of STRAP. AP.(TYPICAL) GO r.�to E^moment PGoinc detail z ABOVE6TOP OF Bull Se'lliLnent Q Z Valve rap Union WASHER(TYP.) U DRAIN PAN T "BOLT NUT AND STAR w DRAW-THROUGH AIR 1� 2"MAX J " B C.O. CONDITIONING UNIT DRAIN PAN. To Appliance or 1-1/2"X 22Ga. BOLT NUT pp AND STAR WASHER A DI-ELECTRIC PIPE COUPLING OR Equipment 1-1/2"X 22Ga. PIPE UNION AS REQUIRED. HANGER STRAP SLOPE DRAIN PIPE DOWN NUT AND LOCKNUT IN DIRECTION OF FLOW CONTINUOUS COLLAR(;L,:' DRAWN TIGHT AT 1/8"PER FOOT AROUND DUCT DRAIN INTO APPROVED �1-j"X 1213a.SPLIT RING EACH STRAP ADJACENT PLUMBING RECEPTACLE 3"MINIMUM COLLAR AROUND DUCE TO ONE ANOTHER AT N HANGER LOCATION(TYP.) m M AIR CONDITIONING UNIT CONDENSATE TRAP GAS TO EQUIPMENT PIPING DETAIL ��� ROUND DUCT HANGER DETAIL CO SCALE: NTS SCALE: NTS �./ SCALE: NTS 0 1. REFER TO SPECIFICATIONS FOR HANGER SPACINGS. PERMIT 2. ATTACHMENTS TO OVERHEAD STRUCTURE SHALL BE MADE IN ACCORDANCE WITH SET STRUCTURAL ENGINEER'S REQUIREMENTS AND WEIGHT UMITATIONS. SUBMIT FOR REVIEW AND APPROVAL 3. PROVIDE SWAY AND SEISMIC BRACING PER SMACNA SEISMIC GUIDEUNES. DETAIL NOTES: 1. THE CONCRETE PAD SHALL BE 4" THICK X MINIMUM o o 6" + EQUIPMENT DEPTH X 6" + EQUIPMENT WIDTH, N ALSO SEE DETAIL 11 BELOW. W �' STRUCTURE 0 �"0 ROD OR 1"X 16Ga. "0 ROD.(TYP.) 2"X 2'X d' ANCHOR 0 ANGLE 10P AND 1°X i6Ga.HANGER STRAP(TYPJ HANGER STRAP(TYP.) 0 BOTTOM CONCRETE PAD 6ANCHOR BOLT FLOOR LINE SPRING HANGER ISOLATOR�_, FLEXIBLE DUCT CONNECTOR z a a THREADED ROD BACKDRAFT DAMPER w SHEET METAL SCREWS XrHAU6"MIN _ (nI FLEXIBLE DUCT CONNECTOR wQTRIM AT 45' 61°aMAX. ANGLE(TYP.) ANGLEi(TYP.) AND OVER 4" EXHAUST GRILLE ACCESS PANEL O LU EXHAUST FAN DETAIL � a Z RECTANGULAR DUCT HANGER DETAIL TYPICAL CONCRETE PAD (�)I�IL-LIIE Q 4 SCALE: NTS SCALE: TUTS Last Revision Date: u 3/5/2024 i i MECHANICAL K.K 7KD D DETAILS SCALE: NTS M3.00 LOCATE DAMPER AS REMOTE TO DIFFUSER L AS POSSIBLE Z O TABLE 1: DUCT OVERALL ASSEMBLY HEIGHT AT MIN INSIDE HEIGHT CO CABLE(OR EQUAL) a CONTROL WIRE.LENGTH AS REO'D DUCT R-VALUE CONSTRUCTION DUCT HEIGHT DUCT HEIGHT(WIDTH>22� U) R-4.2 R-4.2 LINER 10.5" 11.5" CONTROL KIT MOUNTING p R-4.2 R-4.2 FOIL BY 9.5' F BRACKET. FIELD FAB&INSTALL — � R-6 R-6 FOIL 8.625" 9.625" I 1 N INSULATED PLENUM R-8 R-4.2 FOIL+ LINER* 10.5" 11.5" 5; R-8 R-8 FOIL 9.25" 10.25" YOUNG REGULATOR MODEL 1 1 270-275(OR APPROVED EQUAL) MANUAL VOLUME DIRECTION OF AIR • BEST ACOUSTICAL PERFORMANCE CONTROL KIT Q DAMPER FLOW-TYP. ADDITIONAL INSULATION TO MEET ENERGY CODE, INSULATED SLOT DIFFUSER ADJUSTABLE SEE TITLE 24 REPORT FOR REQUIRED VALUED HARD CEILING WITH PLENUM AIR EXTRACTOR EXTERIOR INSULATION ADDITIONAL EXTERIOR R VALUE NO ACCESS DOOR FOIL 5/16"=R-4.2 SLOT DIFFUSER Z w v rn r-TURNING VANES 3/4'SPACER+5/16" =R-6 MAIN SUPPLY DUCT 600 CFM MAX. WALL FRAMING OF SPLIT PROPORTIONAL UNLESS OTHER- 3/4'SPACER+5/8' =R-8 R FLOW QUANTITIES. WISE NOTED BATT(K=0.29): 1-1/2" =R-4.2 45'SQUARE-TO-ROUND WALL FINISH MATERW.S 2-3/16"=R-6 SIDE TAKE OFF OW DIRECTION-TYP. BRANCH TAKE-OFF 3' =R-8.4 1/4"CLEARANCE (APPROX.13'LONG) TEE SPLIT DUCT INCREASED PRIOR TO INLET DUCT 4 L � TURNING VANES YOUNG REGULATOR MODEL 5 MANUAL VOLUME �-- -------------- I 6" 10° + N - VOLUME DAMPER FOR BOWDEN OWDEN DAMPER — — — — _ _ _ _ CABLE CONTROL SYSTEM 2A A (OR EQUAL)(SEE CHART FOR LENGTH) 8" 10" }. Y --FOR RETURN AND 10" 10" EXHAUST AIR DUCTS 1 SIZE OF SPOT PROPORTIONAL MAX.SLOPE 12" 12" TO AIR FLOW QUANTITIES. 1°IN 5"ANY SIDE EXPANDED TAP FLEXIBLE DUCTWORK CONNECTION 14" 14" � AIR FLOW SEE TABLE 1 MIN CLEAR HEIGHT=6" m 16" 16` SINGLE BRANCH TAKE-OFF INCREASING MAX WIDTH=4tHEIGHT 18" 18" o Z 1"LINER(R4.2/IN) uJ MANUAL VOLUME AIR FLOW I DAMPER MAX.SLOPE DECREASING 8 Z 1"IN 6"ANY SIDE *TURNING DUCT TRANSINON - -------- ---- YOUNG REGULATOR MODEL 5020GC UVOLUME DAMPER FOR BOWDEN DUCT 1"FLANGE CABLE CONTROL SYSTEM VANES DIFFUSER (WIDTH>22":1.5'FLANGE) (OR EQUAL)(SEE 140280 M8.02) F SPLIT PROPORTIONAL ANECK SIZE FLOW QUANTITIES. `\ LOCATE DAMPER AS REMOTE DOUBLE BRANCH TAKE-OFF DUCT TERMINATION `CEILING DIFFUSER TO DIFFUSER AS POSSIBLE L BOWDEN CABLE(OR EQUAL) MAIN SUPPLY DUCT CONTROL WIRE. TYPICAL RECTANGULAR DUCT FITTING DETAIL RECTANGULAR DUCT INSTALLATION DETAIL LENGTH AS REQ'D FLEXIBLE DUCT SCALE: NTS SCALE: NTS SUPPORT ELBOW �y CONNECTED TO LO BUILDING STRUCTUREco r� Xk O YOUNG REGULATOR MODE CEILING 270-301 (OR APPROVED EQUAL) DIFFUSER RACK&PINION CONTROL KIT. HARD CEILING WITH NO 3"0 PLATED COVER ACCESS DOOR ON CEILING 3 REMOTE BALANCE DAMPER SCALE: NTS PERMIT SET i FLEXIBLE CONNECTION ROOM oo T'STAT i RESTRAINING W r CABLE (TYP.-4) 11 11 0 ` INTERNAL J 1"ACOUSTIC 1" LINING U` LINING 10' MIN. Z a F W SUPPLY a Lb RETURN AIR m DUCT / m` °0L IE FROM PLENUM Q 00 24" 1" DEFLECTION RETURN AIR PLENUM � _ x SPRING ISOL00 ATORS (TYP.-4) TO MATCH FAN COIL IBLE N P-1000 CONNECTION INLET SIZE 24' DEEP Q z UNISTRUT SUPPORT FILTERS L W a CHANNEL OR EQUIVALENT CONDENSATE DRAIN W Z H Q Last Revision Date: i 3/5/2024 ONEEa BY. 7KD FAN COIL UNIT SCHEMATIC MECHANICAL K.K 4 a SCALE: TUTS DETAILS I SCALE: NTS M 3.01 Z HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY S Project Name Date Project Name Date Project Name Date d TEMPERATE HABITS BREWING 3/5/2024 TEMPERATE HABITS BREWING 3/5/2024 TEMPERATE HABITS BREWING 3/5/2024 0-1 System Name FloorArea System Nama Floor Area System Name Floor Area (n U Dining Area 2,844 Manufacturing Space 6,951 ELEC 116 z w ENGINEERING CHECKS SYSTEM LOAD ENGINEERING CHECKS SYSTEM LOAD ENGINEERING CHECKS SYSTEM LOAD Number of Systems COIL COOLING PEAK COIL HTG.PEAK Number of Systems COIL COOLING PEAK COIL HTG.PEAK Number of Systems COIL COOLING PEAK COIL HTG.PEAK j RH-tingtem CFM Sensible Latent CFM Sensible Heatln S tem CFM Sensible Latent CFM Sensible Heatln S tem CFM Sensible Latent CFM Sensible w r S Total Room Loads 4,578 83,593 33,226 1,639 66,913 Out ut r 8 Total Room Loads 7,325 135,283 7,545 3,297 135,309 Out ul r 8 Total Room Loads 200 3,659 125 129 5,280 ut I tuh Return Vented Lighting 0 Total Ou ut Btuh Return Vented Lighting 0 Total O Stuh Return Vented Lighting 0 w luh/ Return Air Ducts 4,180 3,346 Out ut Bluhl Return Air Ducts 6,764 6,765 Out ul Btuhl Return Air Ducts 183Qtem Retum Fan 0 0 Coolie S tem Return Fan 0 0 Coolie S tem Retum Fan 0 0rS Ventilation 1,283 8,439 -21,244 1,263 70,337 O ul rS Ventilation 910 6,288 3,928 910 50,882 O ul rS Ventilation 0 0 0 0 0 m Btuh Supply Fan 0 0 Total O m Btuh Supply Fan 0 0 Total O m Bluh Supply Fan 0 0 Z ut on Supply Air Ducts 4,180 3,346 Total Output on Supply Air Ducts 6,764 6,765 Total Output on Supply Air Ducts 183 264 Total Output Btuhls Total Output Btuhls Total Output Btuhls Total Output Blron TOTAL SYSTEM LOAD 100,381 11,882 143,841 Total Output Mon TOTAL SYSTEM LOAD 155.079 11.473 199,722 Total Output TOTAL SYSTEM LOAD 4,025 125 5,808 Air System Air System Air System CFM per System HVAC EQUIPMENT SELECTION CFM psr Sprt.m HVAC EQUIPMENT SELECTION CFM psr Sprt.m HVAC EQUIPMENT SELECTION . 000 m arrow c1m c ar6ow c1m ar6ow 1m N Aimow cfm/sgh arrow cfmisgR arrow cfmisgk �. } AIM-cfrr r.n arrow cfmRon arrow cfm/ron Y Outside Air% Total Adjusted System Output Outside Air% Total Adjusted System Output Outside Air% Total Adjusted System Output Outside Ar chNsgll (Adjusted for Peak Desgn conft-) Outside Ar chNsgll (Adjusted for Peak Desgn conditions) Outside Ar chNsgll (Adjusted for Peak Desgn conditions) Note:values above ivan at Am wntlitlons TIME OF SYSTEM PEAK Aug 3 PM Jan 1 AM Note:values above ivan at ARI conditi.s TIME OF SYSTEM PEAK Jul 3 PM Jan 1 AM Note:values above wan at ARI wntli8ons TIME OF SYSTEM PEAK Aug 2 PM Jan 1 AM w HEATING SYSTEM PSYCHROMETRIC.(Airstream Temperatures at Time of Heating Peak) HEATING SYSTEM PSYCHROMETRICS(Airstream Temperatures at Time of Heating Peak) HEATING SYSTEM PSYCHROMETRICS(Airstream Temperatures at Time of Heating Peak) 16°F 22°F 110°F 16°F 55°F 110°F 16°F 58°F 110°F m o Z w r Outside Ar Outside Air Outside Air - o Z 1,263 c1m Healing Coil 910cfrn Heating Coil Oche Heating Coil a w 108°F 108°F 108°F a U m J ROOM ROOM ROOM 68°F 70°F F 70°Fn-F 70°F COOLI NG SYSTE M P SYC H ROM ETRICSAirstream Temperatures at Time of Coolie Peak C OOL I N G SYSTE M P SYC H ROM ETRICSAirstream Temperatures at Time of Coolie Peak COOLI N G SYSTE M P SYC H ROM ETRICSAirstream Temperatures at Time of Coolie Peak 82166°F 82/66°F 55/54°F .... 77/63°F 55/54°F 82/65°F 76162°F 55/54°F La La La Outside ar Outside Air Outside Air 1,263 cfm Cooling Coil 57/54°F 910 c(m Cooling Coil 57154°F 0 chn Cooling Coil 57/55°F ry N 73.4% ROOM 49.5% ROOM 49.6% ROOM M 76/68°F 74/68°F 76/62°F 74162°F 76/62°F 74162°F m O HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Date TEMPERATE HABITS BREWING 3/5/2024 System Name Floor Area RISER 58 ENGINEERING CHECKS SYSTEM LOAD Number of.stems COIL COOLING PEAK COIL HTG.PEAK Heading System CFM Sensible Latent CFM Sensible Output per System Total Room Loads 94 1,717 47 50 2,023 TOWI Output Btuh Return Vented Lighting PERMIT Out ut Bluhl Return Air Ducts 86 101 Cowin S tam Return Fan 0 0 SET Output pers Ventilation 0 0 0 0 0 Total Output Btuh Supply Fan 0 0 Total Output o Supply Air Ducts 101 3 Total Output Btuhls Total Output (iRon TOTAL SYSTEM LOAD F 1,889 47 2,225 0 Air S j CFM per5 tam HVAC EQUIPMENT SELECTION LLB °' ar6ow akn ' arrow akn/agrt 0 J arrow armrron outside Ar% Total Adjusted System Output Outside Ar cfin/sgrt (Atllusletl far Peak Desgn conditions) Z Note:values above ivan at AR wntlitlons TIME OF SYSTEM PEAK Sep 1 PM Jan 1 AM V) a` HEATING SYSTEM PSYCHROMETRICS Airstrearn Temperatures at Time of Heating Peak) LNU 16°F M-F 110°F Outside Air 0 crm Heating Coil 108°F 120 W Q Q ROOM 2 X Eti-F 70°F < LU Oa � ' w Q 00 COOLING SYSTEM PSYC H ROM ETRICS(Airstream Temperatures at Time of Cooling Peak) 5� L u V 78/63'F 76/62°F 55/54°F ` LL W Outside Ai, H Q 0 c1m Cooling Coil 57/55°F Last Revision Date: U 49.0% ROOM 3/5/2024 76/62°F 74/61°F y I rvelrvEEaEpe>-. p6AwrvBY: MECHANICAL LOADS K.K KID CALCULATIONS a I SCALE: NTS M4.00 Z O a 3/4/24,10:45 AM rvaanergywtles.wMprintyrojecl_summary_form.php?k=eWQ9MjOzMZEmZKpPTE3JmN0aT00Ng==&print=l 3/4/24,1045 AM waInergycodes.coWprintymjed_summary_form.php'tk=aWQ9MjpzMZEmZnZpPTE3JmN0aT00Ng==&print=l U Airs rt me Somme Informetlon Z e Quantity Supply Alrnaw Vemllvliav CFM Ventilation Energy Recovery O ll.l Sysremlayulp lD of I(emr Control Ventilation Standard (Totvl if Multlpleltems) Al r Source Pairedw-DOAS VentlleHan energy rerovery Emcleney(%) 2018 WSEC Complianre Forma for Commercial Buildings including Group RZ,R3 @ R4 over 3 stories and all RI Administered by:02024 NEEA,All rights reserved FCU-3-CU-I-2 2 Constant volume IMC Venlilalivn Separate DOAS ­1Provided bul not required 6g Pro set Title hm emm Habits Brewin-2018 WSEC For Building Department Use: AIrS stems&E ul men[-Conlin ll.l Date: Mar 04,2024 lvlingmn Vellry Rd Syrteml Cooling Capelty AEC Emcleney Eeano Exception Combinetl Emcienry Proposetl Cooling CE Propaeetl Pert PL Emeleney Complintt Project Addresr LotE E ul ID Cooling SyIt /Equip Type S,dit Type ritem(B[WM1) Mtlfpller Multlpner(FL&PL) MUItlplier(AEC@Fenno) Emcleney Unite Lovd Emclenc Unite Verinntlon Project&Applleen( Arli.p WA 98223 FCU I-2-M-1-2 Heet pump,air cooled Slit system 55,800 1 1.0 1 14.5 SEER IEER COMPLIES w Informelion p li (Nome Ravin—huk H A Ihnnt Ph... 360-755-1555 AIrS lame&E ul meat-Hntln A linnt Email kevin System Heetin S IE 1 S Inc Nee[Pum HnHn Ce It BtulM1 Caann C I( BtulM1 AEC Emcleney Propored Hnt Pump HPH Proposed Low OSA LTH Emcleney Compll.nre For u labour lhisre on act WSEC Commercial Txhnieal15un at 36 539-5300orvia email nt com.4chsu codes.com (Equip lD g y`tem qupTyPe pee TyPe p g pve y( ) g epee y( ) Multlplier NnW Emelene Unib Tem Emelene U.J. Verincellan eslion ,cool n n weeder FCU I-2-CU-1-2 H..(pump.aircwlcJ,hcnling Split ryrlem 53,500 55,900 1 90 HSPF COP COMPLIES Cevenl Oreu en All Commercial Ceneral BulNin U. a Services,Fgod Processin Builtlin Cond.FloorArev 9,T95 New BulMleg �Al- E,,tldi,EnHon Pro actCond.Floor Arn %M Air S hemr&E ul meat Detail.enerelProject Typm New or Adtllllon Single Zone Syalema&Equipmrnt Flaon Above Gnde I System/Equip lD Area(s)Served Laeetlon In Protect Demmnfs-P1a—ilN Mechanical Scope MecbnlnlSrope Com ll_Mmhod Comlia Method I-General FCU I-2-CU-1-2 Satin Aree ell MeeM1eninl Project Gas unit heaters with ventilation for the menufecl Split a heat h ventilmion for the seutin S m—Fi ui ID fora sin le or multi le items?:Multi le items w/identical healin&cgolin n DeseH tlon dn6 space P Yalem Pumps w, gore H-i,Sec onlAuxiliury Heu d T :Eleevie res ce(or None) Ecu zer Com Renee Mmhod:A I in -sidev Air side eronomir,: x,,: .n,, lied:Ex 1-WAS p.-d wilh cooled s tem(Nole ui location limilaw,)WSEC'.E ui Emciem Reference Table-Conlin:Table C403.3%2(2),uUni andA lied Heel Pum J Ecodomker Equlpmem Emcleney DOAS Ventilation Higher Equipment Proposed Low OSA Temp Ellicicncy. LTH Units:COP N MrcM1anicel Project Type MechevinlSrope Exceptlon(e) CompHvnce Provid- Emeleney Optlon ApplledT WSECE 1 Lni—t,Refvtl'able 11-mg:-1,C403.3,2[^_)-Unimryand Appllcd deal Primps . 00 Compliance A Iced? VerienHon 9u p T Scope and MelM1ad Single Zone Systems& �. } New Building E Yes Yes NA COMPLIES Siv le Zone E 1 Cat quipmen[ g qu pmeet Gory-Condenring Unit Amd...I Emciency Credi(r lndoded Dedicaled outside 1, 1­(DOHS) E ui m nt Summer Inrormetion Y (AEC) Syslen✓E9ulp ID Quantity o[Itemr Doer building include CU-3/CU4 2 m"opav`y No Doee projeer include D0A5 equipment? Y. r.—g DO re uiHng DOAS? E ui meat-Coollvg Q' Based on projeelrrope Syrhml Coollvg SyrteMEquip Type Speclne Type Cooling Cepaclty AEC Emeleney Erono Exception Combined Emcleney Proposed Cooling CE Propored Pert PL Emcleney Compllvnce w tlo TSPR rryuiremenH No Un all ryrhmr comply witM1 Appendix Urmnderd reference deeigv or quality for an exceprlon ro TSPR? No E ul ID er item(BfulM1) Muhl Iler Mul(Ipller(FL&PL) Muhl ller(AEC&Erono) Effid- Unih Lovd Emelene Units VerlMetlon 00 e 1'? CU-3/CU-0 Condensin6 unit,air cooled 16,Bfifi 1 0 NA IEER COMPLIES Equipment Detaih o Z Syslem/Equip lD Arn(r)Served Locetlon In Project Documenh-PInNDelellit Lu CU-3/CUA WI Cooler land Wl a kr2 all r U) Slagle Zone All Symem.Category-Furore,worm air S smME ui 1D far n sin le grmuhi le items?:Multi le items w/identinl hntin&coolie ca aci a Z WSECE. Emcien Referenre Table-Cgli,,:Table C403.3.2(UA-Uni Air Conditioners&Condrnain Units Q V Air Syrlemr Summery lnformeHon % J SyrtemlEqulp ID Quantity Supply Airgaw yen[iletlon Slvndard VentiM. CFM Ventilation Paired with DOAS ..dletinn energy rerovery Energy Recovery of Items Canmol (Tomlif Multiple Items) Air Source Emeleney(Yn) UH-I IUH-2 Consmntvolume I IMC Vemilation I Seamte WAS 1 ERV-2 1 Provided but no aired 1 66 AIrS rt mr&E ui m t-Heetin Symem en Heetlng Splem/Equip Type Sp Ift Type Hntlng Capacity HC Proposed Heating Effi—cy HE Emcleney Complintt (Equip l0 Unih Unih VerifinHon UH-I/UH-2 Furnace War,. Hred(AFUE) 1 150.000 Btu/h 1 83.0 APUE COMPLIBS Alr S.taro.&E ul men[Detail. S stemlE ui Area(.)Served t London In Pro ref Donments-P1enlpetvil q UH-1/UH-2 Mudufacturin-Warehouse ell WSEC Equip Eliinenry Rufcmocc'Ihble-Heating:T bin C403 3 2(4)Wuem A.,Fumncer Single Zone All Sy.tew Category-Hat pump,unhary,thlu- ,SDHV MipsVwaenergycodee.wm/pdnt_projecl_summary_tone.php7k=eWQ9MIQzMzEmZnZpPTE3JmNOaTOONg==Bprint=1 iR https:/twaenergycodea.mm/print_project_summary_(ono.phpTk=aWQ9MjQzMzEmZnZpPTE3JmNOaT00Ng==&print=l 212 M N M co m O PERMIT SET 3 Lu O J i z LU m � Lu Q (n a Q O d W z H w Q Last Revision Date: 3/5/2024 I ONEEB BY. RAYm BY. WASHINGTON STATE K.K K.D ENERGY CODE a i SCALE: arts M5.00 Coated:Thu Jan 18 22:17:32 2024,System Optima 1.4.92 BUILDER/CONTRACTOR RESPONSIBILITIES BUILDING DESCRIPTION ?"k,.STAR DRAWING VALIDITY -THESE DRAWINGS,SUPPORTING STRUCTURAL CALCULATIONS AND DESIGN (�'T F /� (' NOMINAL SIZE: WIDTH LENGTH EAVE HT.1 EAVE HT.2 SLOPE 1 SLOPE 2 CERTIFICATION ARE BASED ON THE ORDER DOCUMENTS AS OF THE DATE OF THESE DRAWINGS. BUILDING S YS I L I\/I \® BLD'G B 15-83X 5066 X 14911 11%6 0 1T-80 0.00:0 2 1?00:12 THESE DOCUMENTS DESCRIBE THE MATERIAL SUPPLIED BY THE MANUFACTURER AS OF THE DATE �/ �J OF THESE DRAWINGS.ANY CHANGES TO THE ORDER DOCUMENTS AFTER THE DATE ON THESE DRAWINGS MAY VOID THESE DRAWINGS,SUPPORTING STRUCTURAL CALCULATIONS AND DESIGN AN NO COMPANY CERTIFICATION.THE BUILDER/CONTRACTOR IS RESPONSIBLE FOR NOTIFYING THE BUILDING AUTHORITY OF ALL CHANGES TO THE ORDER DOCUMENTS WHICH RESULT IN CHANGES TO THE DRAWINGS,SUPPORTING STRUCTURAL CALCULATIONS AND DESIGN CERTIFICATION. DISSIMILAR MATERIALS NEVER ALLOW YOUR ROOF TO COME IN CONTACT WITH,OR WATER RUNOFF FROM,ANY DISSIMILAR BUILDER ACCEPTANCE OF DRAWINGS -APPROVAL OF THE MANUFACTURER'S DRAWINGS AND METAL INCLUDING BUT NOT LIMITED TO:COPPER AND ARSENIC SALTS USED IN TREATED LUMBER, DESIGN DATA AFFIRMS THAT THE MANUFACTURER HAS CORRECTLY INTERPRETED AND APPLIED CALCIUM USED IN CONCRETE,MORTAR AND GROUT. THE REQUIREMENTS OF THE ORDER DOCUMENTS AND CONSTITUTES BUILDER/CONTRACTOR ACCEPTANCE OF THE MANUFACTURER'S INTERPRETATIONS OF THE ORDER DOCUMENTS AND DEBRIS REMOVAL STANDARD PRODUCT SPECIFICATIONS,INCLUDING ITS DESIGN,FABRICATION AND QUALITY CRITERIA ANY FOREIGN DEBRIS SUCH AS SAWDUST,DIRT,ANIMAL DROPPINGS,ETC.WILL CAUSE CORROSION STANDARDS AND TOLERANCES.(AISC CODE OF STANDARD PRACTICE SEPT 86 SECTION 4.2.1) OF THE ROOF,GUTTERS,TRIM,ETC.IF LEFT ON BUILDING SURFACES FOR A LONG ENOUGH TIME. THE ROOF SHOULD BE PERIODICALLY INSPECTED FOR SUCH CONDITIONS AND IF FOUND,THEY (MAR 05 SECTION 4.4.1) SHOULD BE REMOVED. GENERAL NOTES o 0 d_ CODE OFFICIAL APPROVAL -IT IS THE RESPONSIBILITY OF THE BUILDER/CONTRACTOR TO ENSURE 1)ROOF PANEL ---N/A _ THAT ALL PROJECT PLANS AND SPECIFICATIONS COMPLY WITH THE APPLICABLE REQUIREMENTS OF 2)WALL PANEL —N/A no m" ANY GOVERNING BUILDING AUTHORITY.THE BUILDER/CONTRACTOR IS RESPONSIBLE FOR SECURING 3)CANOPY SOFFIT PANEL —N/A --- g¢ ALL REQUIRED APPROVALS AND PERMITS FROM THE APPROPRIATE AGENCY AS REQUIRED. ENGINEERING NOTES 4)FACADE SOFFIT PANEL N/A EAVE GUTTER ---N/A MATERIAL PROPERTIES OF STEEL BAR,PLATE,AND SHEET USED IN THE FABRICATION 6)EAVE FLASH —N/A = - BUILDER IS RESPONSIBLE FOR STATE,FEDERAL AND OSHASAFETY COMPLIANCE 7)GABLE FLASH —N/A Y¢ OF BUILT-UP STRUCTURAL FRAMING MEMBERS CONFORM TO ASTM A529,ASTM A572, N m THE BUILDERICONTRACTOR IS RESPONSIBLE FOR APPLYING AND OBSERVING ALL PERTINENT SAFETY 8)CORNER FLASH ---N/A _ c ASTM AAL O OR ASTM AHO HSLAS WITH U MINIMUM YIELD POINT OF 50 KSI. -- — Q. RULES AND REGULATIONS AND OSHA STANDARDS AS APPLICABLE. 9)BASE FLASH —N/A q ^— MATERIAL PROPERTIES OF HOT ROLLED STRUCTURAL SHAPES CONFORM SI ASTM A992, 10)ALL OTHER TRIM ---N/A ASTM A529,OR ASTM A572 WITH A MINIMUM SPECIFIED YIELD POINT OF 50 KSI. BUILDING ERECTION -THE BUILDER/CONTRACTOR IS RESPONSIBLE FOR ALL ERECTION OF THE HOT ROLLED ANGLES,OTHER THAN FLANGE BRACES,CONFORM TO ASTM 36 MINIMUM. c STEEL AND ASSOCIATED WORK IN COMPLIANCE WITH THE METAL BUILDING MANUFACTURERS HOLLOW STRUCTURAL SHAPES CONFORM TO ASTM A500 GRADE B,MINIMUM YIELD M a DRAWINGS.TEMPORARY SUPPORTS,SUCH AS TEMPORARY GUYS,BRACES,FALSE WORK OR OTHER POINT IS 42 KSI FOR ROUND HSS AND 46 KSI FOR RECTANGULAR HSS. ELEMENTS REQUIRED FOR ERECTION WILL BE DETERMINED,FURNISHED AND INSTALLED BY THE MATERIAL PROPERTIES OF COLD-FORMED LIGHT GAGE STEEL MEMBERS CONFORM TO F ERECTOR(AISC CODE OF STANDARD PRACTICE SEPT 86 SECTION 7.9.1)(MAR 05 SECTION 7.10.3) THE REQUIREMENTS OF ASTM A1011 SS GRADE 55,OR ASTM A1011 HSLAS CLASS 1 GRADE 55,WITH A MAXIMUM YIELD POINT OF 55 KSI. w DISCREPANCIES -WHERE DISCREPANCIES EXIST BETWEEN THE METAL BUILDING PLANS AND PLANS FOR OTHER TRADES,THE METAL BUILDING PLANS WILL GOVERN.(AISC CODE OF STANDARD PRACTICE ALL BOLTED JOINTS WITH A325 TYPE 1 BOLTS ARE SPECIFIED AS SNUG-TIGHTENED ENGINEERING DESIGN CRITERIA O o c JOINTS IN ACCORDANCE WITH THE"SPECIFICATION FOR STRUCTURAL JOINTS USING =¢o 011 SEPT 86 SECTION 3.3)(MAR O5 SECTION 3.3) ASTM A325 OR A490 BOLTS,JUNE 30,2004.PRETENSIONING METHODS,INCLUDING BUILDING CODE :2018 IBC j 2 N TURN-OF-NUT AND CALIBRATED WRENCH ARE NOT REQUIRED. BUILDING END USE :3B COMMERCIAL-WAREHOUSING AND STORAGE 00. u MATERIALS BY OTHERS -ALL INTERFACE AND COMPATIBILITY OF ANY MATERIALS NOT FURNISHED BUILDING CLASSIFICATION U) BY THE MANUFACTURER ARE THE RESPONSIBILITY OF AND TO BE COORDINATED BY THE GROUND SNOW LOAD :25.00 0o THE MANUFACTURER HAS NOT DESIGNED THE STRUCTURE FOR SNOW ACCUMULATION MINIMUM ROOF SNOW LOAD :25.00 c Y o O ci BUILDER/CONTRACTOR OR A/E FIRM.UNLESS SPECIFIC DESIGN CRITERIA CONCERNING ANY LOADS AT THE GROUND LEVEL WHICH MAY IMPOSE SNOW LOADS ON THE WALL c O a ¢ INTERFACE BETWEEN MATERIALS IF FURNISHED AS A PART OF THE ORDER DOCUMENTS,THE ROOF SNOW LOAD BY DESIGN :PAR F� FRAMING BY STAR. SNOW EXPOSURE :PARTIALLY EXPOSED Z 0 MANUFACTURERS ASSUMPTIONS WILL GOVERN. WIND LOAD :100.00 MPH('MAIN BUILDING') l!1 OO ALL GRAVITY LOADS OF THE WALL SYSTEM NOT BY STARARE SUPPORTED ENTIRELY 100.00 MPH('BUILDING B-BUMP OUT) c CORRECTION OF ERRORS -NORMAL ERECTION OPERATIONS INCLUDE THE CORRECTION OF MINOR BY THE BUILDING FOUNDATION. WIND EXPOSURE :EXPOSURE C LJJ MISFITS BY MODERATE AMOUNTS OF REAMING,CHIPPING,WELDING OR CUTTING AND THE DRAWING ROOF LIVE LOAD :20.00 Z OF ELEMENTS INTO LINE THROUGH THE USE OF DRIFT PINS.ERRORS WHICH CANNOT BE CORRECTED LIVE LOAD REDUCTION :NO 0 THE WALL SYSTEM NOT BY STAR SUPPORT MEMBERS OF BUILDING(S)PROVIDED BY BY THE FOREGOING MEANS OR WHICH REQUIRE MAJOR CHANGES IN THE MEMBER CONFIGURATION STAR HAVE BEEN DESIGNED TO DEFLECT LESS THAN L/240 UNDER WIND OR SEISMIC SEISMIC VALUES :SS-104.30D ,S1-37.17 } Li ❑ SHOULD BE REPORTED IMMEDIATELY TO THE OWNER AND FABRICATOR BY THE ERECTOR,TO ENABLE LOADING.THE WALL SYSTEM NOT BY STAR SHALL BE ATTACHED TO THE OUTSIDE PERCENT SNOW LOAD IN SESMIC ( )NORMAL STIFF SOIL N M � : IllWHOEVER IS RESPONSIBLE EITHER TO CORRECT THE ERROR OR TO APPROVE THE MOST EFFICIENT FLANGE OF THE SUPPORT MEMBER AT A MAXIMUM SPACING OF 4 FEET O.C.THE Z no AND ECONOMICAL METHOD OF CORRECTION TO BE USED BY OTHERS.(AISC CODE OF STANDARD INSIDE FLANGE OF THE SUPPORT HAS BEEN DESIGNED AS UNBRACED. COLLATERAL LOADS: CEILING OTHER TOTAL Z O_0 EL rn PRACTICE SEPT 86 SECTION 7.12)(MAR 05 SECTION 7.14) Main Building 5.00 3.00 8.00 0 0:c¢ o EAVE STRUTS AT BUILDING(S)A,C ARE NOT DESIGNED TO SUSTAIN TRANSVERSE Building B-Bump Out 5.00 3.00 8.00 .J =o 3 MODIFICATION OF THE METAL BUILDING FROM PLANS -THE METAL BUILDING SUPPLIED BY THE WIND OR SEISMIC LOADING FROM THE WALL SYSTEM NOT BY STAR. o_) 2 o MANUFACTURER HAS BEEN DESIGNED ACCORDING TO THE BUILDING CODE AND SPECIFICATIONS Q0 o a m .c AND THE LOADS SHOWN ON THIS DRAWING. MODIFICATION OF THE BUILDING CONFIGURATION,SUCH END RAFTERS AT BUILDING(S)A,C ARE NOT DESIGNED TO SUSTAIN TRANSVERSE AS REMOVING WALL PANELS OR BRACES,FROM THAT SHOWN ON THESE PLANS COULD AFFECT T WIND OR SEISMIC LOADING FROM THE WALL SYSTEM NOT BY STAR. HE STRUCTURAL INTEGRITY OF THE BUILDING.THE METAL BUILDING MANUFACTURER ORA LICENSED STRUCTURAL ENGINEER SHOULD BE CONSULTED PRIOR TO MAKING ANY CHANGES TO THE BUILDING BASE ANGLE PROVIDED ABOVE WALL SYSTEM NOT BY STAR IS NOT DESIGNED TO Scale: NOT TO SCALE CONFIGURATION SHOWN ON THESE DRAWINGS.THE METAL BUILDING MANUFACTURER WILL ASSUME SUSTAIN TRANSVERSE WIND OR SEISMIC LOADING FROM THE WALL SYSTEM VERSION PAPER SIZE NO RESPONSIBILITY FOR ANY LOADS APPLIED TO THE BUILDING NOT INDICATED ON THESE DRAWINGS. NOT BY STAR. 22x34 SAFETY COMMITMENT THE METAL BUILDING MANUFACTURER HAS A COMMITMENT TO MANUFACTURE QUALITY BUILDING ESTIMATOR DATE COMPONENTS THAT CAN BE SAFELY ERECTED. HOWEVER,THE SAFETY COMMITMENT AND JOB SITE Zack Collins PRACTICES OF THE ERECTOR ARE BEYOND THE CONTROL OF THE BUILDING MANUFACTURER.IT IS 1/18/024 STRONGLY RECOMMENDED THAT SAFE WORKING CONDITIONS AND ACCIDENT PREVENTION IS THE JOB NAME TOP PRIORITY OF ANY JOB SITE. LOCAL,STATE AND FEDERAL SAFETY AND HEALTH STANDARDS, OP 1111-Ri TemPerete Hama e WHETHER STANDARD STATUTORY OR CUSTOMARY,SHOULD ALWAYS BE FOLLOWED TO HELP ENSURE `awin� WORKER SAFETY. MAKE CERTAIN ALL EMPLOYEES KNOW THE SAFEST AND MOST PRODUCTIVE WAY 87887 TO ERECT A BUILDING. EMERGENCY PROCEDURES SHOULD BE KNOWN TO ALL EMPLOYEES.DAILY MEMBER MEETINGS HIGHLIGHTING SAFETY PROCEDURES ARE ALSO RECOMMENDED.THE USE OF HARD HATS, RUBBER SOLE SHOES FOR ROOF WORK,PROPER EQUIPMENT FOR HANDLING MATERIAL,AND SAFETY NETS WHERE APPLICABLE,ARE RECOMMENDED. FOR PURPOSES OF DETERMINING LIFT REQUIREMENTS, ®® NO BUNDLES SUPPLIED BY THE MANUFACTURER WILL EXCEED 4000 LBS.FOR FURTHER INFORMATION ALSO REFERENCE THE BILL OF MATERIALS FOR INDIVIDUAL MEMBER WEIGHTS OF OTHER STRUCTURAL MEMBERS. IF ADDITIONAL INFORMATION IS REQUIRED CONTACT THE CUSTOMER SERVICE DEPARTMENT. The engineer whose seal appears hereon FOUNDATION DESIGN is an employee for the manufacturer for the materials described herein.Said seal or THE METAL BUILDING MANUFACTURER IS NOT RESPONSIBLE FOR THE DESIGN,MATERIALS AND certification is limited to the products WORKMANSHIP OF THE FOUNDATION.ANCHOR ROD PLANS PREPARED BY THE MANUFACTURER ARE designed and manufactured by INTENDED TO SHOW ONLY LOCATION,DIAMETER AND PROJECTION OF THE ANCHOR RODS REQUIRED manufacturer only.The undersigned TO ATTACH THE METAL BUILDING SYSTEM TO THE FOUNDATION.IT IS THE RESPONSIBILITY OF THE engineer is not the overall engineer of END CUSTOMER TO ENSURE THAT ADEQUATE PROVISIONS ARE MADE FOR SPECIFYING ROD record for this project. EMBEDMENT,BEARING VALUES,TIE RODS AND OR OTHER ASSOCIATED ITEMS EMBEDDED IN THE CONCRETE FOUNDATION,AS WELL AS FOUNDATION DESIGN FOR THE LOADS IMPOSED BY THE METAL BUILDING SYSTEM,OTHER IMPOSED LOADS,AND THE BEARING CAPACITY OF THE SOIL AND OTHER CONDITIONS OF THE BUILDING SITE.(MBMA 06 SECTIONS 3.2.2 AND A3) SHOP PRIMED STEEL ALL STRUCTURAL MEMBERS OF THE METAL BUILDING SYSTEM NOT FABRICATED OF CORROSION RESISTANT MATERIAL OR PROTECTED BY A CORROSION RESISTANT COATING ARE PAINTED WITH ONE COAT OF SHOP PRIMER MEETING THE PERFORMANCE REQUIREMENTS OF SSPC PAINT SPECIFICATION NO.15.ALL SURFACES TO RECEIVE SHOP PRIMER ARE CLEANED OF LOOSE RUST,L OOSE MILL SCALE AND OTHER FOREIGN MATTER BY USING,AS A MINIMUM,THE HAND TOOL CLEANING METHOD SSPC-SP2(STEEL STRUCTURES PAINTING COUNCIL)PRIOR TO PAINTING.THE COAT OF SHOP PRIMER IS INTENDED TO PROTECT THE STEEL FRAMING FOR ONLY ASHORT PERIOD OF EXPOSURE TO ORDINARY ATMOSPHERIC CONDITIONS.SHOP PRIMED STEEL WHICH IS STORED IN THE FIELD PENDING ERECTION SHOULD BE KEPT FREE OF THE GROUND AND SO POSITIONED AS TO MINIMIZE WATER-HOLDING POCKETS,DUST,MUD AND OTHER CONTAMINATION OF THE PRIMER FILM.REPAIRS OF DAMAGE TO PRIMED SURFACES AND/OR REMOVAL OF FOREIGN MATERIAL DUE TO IMPROPER FIELD STORAGE OR SITE CONDITIONS ARE NOT THE RESPONSIBILITY OF THE MANUFACTURER.THE CORROSION THAT MAY RESULT FROM EXPOSURE TO ATMOSPHERIC AND ENVIRONMENTAL CONDITIONS,NOR THE COMPATIBILITY OF THE PRIMER TO ANY FIELD APPLIED COATING.MINOR ABRASIONS TO THE SHOP COAT(INCLUDING GALVANIZING)CAUSED BY HANDLING,LOADING,SHIPPING UNLOADING AND ERECTION AFTER PAINTING OR GALVANIZING ARE UNAVOIDABLE.TOUCH-UP OF THESE MINOR ABRASIONS IS THE RESPONSIBILITY OF THE END CUSTOMER(MBMA 06 IV 4.2.4) Created:Thu Jan 18 22:13:34 2024,System Optima 1.4.92 0 a' o Q m3 y Q O U Y 4 w a rM N Y w O r ❑ ❑ / r ON CJ �O� y N= J �Y o m O a z z LA O 0 ` l/) of ❑ ❑ o) M Z Z 8 0 = o o Q •J 02� � y m � 0 0 3 0 m Ur'm' O Scale NOT TO SCALE \\\ VERSION PAPER SIZE Optima 1.4.92 22x34 ESTIMATOR DATE Zack Collins 1/18/024 JOB NAME a-2&2 1111-R1 87887 _Tempe ete Habi s B ` 887 MEMBER M M F1 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein.Said seal or oertIr—tion is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. 3D BACK LEFT - (B) Building B - Bump Out QA C B Created:Thu Jan 18 22.15.56 2024,System Optima 1.4.92 I I I I �v$vv 3 ° w rT-�r 0 Wff, T 17 ga to _ EA H - I L I s rn I Wa Q n ~Y 6 WO El El P �U o o- rao v 00.Q M U N o, •\ •' co J rn co O� H vx x a� o- P X:�): �x x Z Q } o- Z � z o� t: 1 a a �� 0 1 —J S H 3' N B A N S [� � LLa,6 3 00 � _us c o- 2 m � m o F. ® ® Scale: NOT TO SCALE VERSION PAPER SIZE ro IN Optima 1.4.92 22x34 co ESTIMATOR DATE Q Zack Collins 1/18/024 W JOB NAME Q-23-240590-R1_Temperate Habits B f ewin� 22' 21' 27 21' 87 MEMM BER MBMR The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein.Said seal or Ocertfcation is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. 5° 5° 5 7°161 7°-W 7°-100 7°-10°° 2D BUILDING SKETCH - (A) Main Building C ENGINEERING CERTIFICATION OF MATERIALS Q SUPPLIED BY STAR WILL BE PROVIDED ATW-ATWATER,CA BY SEAL AND SIGNATURE OF LICENSED ENGINEER ON FINAL ERECTION DRAWINGS. 8 ALLEN D.HURTZ,WASHINGTON P.E.36642. P Created:Thu Jan 18 22.16.13 2024,System Optima 1.4.92 Mr b 0000-t zt o Tpar >" f� M bro � Y�¢ m rn W� r r ~ O Y � W ❑ ❑F F¢o 0 0 x Pp �00. Qo IN o �J N F x b co O a Q v o- z z N tL °o LL � 5 �r L o } c) a ali N�r� 00 U L .� m -J ¢ o ro S [� ZLLa`8 .e • o m b U ¢ 3 O m Uv'm O Scc%: NOT TO SCALE Jai VERSION PAPER SIZE Optima 1.4.92 22x34 ESTIMATOR DATE 14-41t Zack Collins 1I18I024 JOB NAME Q-23-240590-R1_Temperate Habits B f ewin� 87887 MEMBER MONK The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein.Said seal or certcation is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. sue• s b b 2D BUILDING SKETCH - (B) Building B - Bump Out C ENGINEERING CERTIFICATION OF MATERIALS Q SUPPLIED BY STAR WILL BE PROVIDED ATW-ATWATER,CA BY SEAL AND SIGNATURE OF LICENSED ENGINEER ON FINAL ERECTION DRAWINGS. 8 D ALLEN D.HURTZ,WASHINGTON P.E.36642. P Created:Thu Jan 18 22:16:27 2024,System Optima 1.4.92 I I I 4 I 86°0/0 CONCRETE T 2w 20°-10m 21' 2° I V-100 1 IN 16' v 3v� v v vv E rF G tF H ; I � YQo �N C w O a aY o- U) x O w ❑ ❑ F P F N CJ 0O p m u n N rn ® m O a H z z c BLD'G "A 'e7 0 Iw— g ®01 to FE ❑ ❑ F g l7 u) C Z Z o- W� o C 0 -w J LL a`° c co 3 0 m Ur'm' O Scale NOT TO SCALE VERSION PAPER SIZE Optima 1.4.92 22x34 ESTIMATOR DATE Zack Collins � I 1/18/024 JOB NAME 2&2 0a90-R1_Temperete Habits B 887 1 MEMBER YI The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein.Said seal or oertIcation is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. 20°-10w 21' 27 I V-10g 1 o-2w 1 o-2w ANCHOR ROD PLAN - (A) Main Building DESIGNS SHOWN ARE BASED ON THE ENGINEERING CERTIFICATION OF MATERIALS CONTACT SALES ENGINEER FOR REVIEW BEFORE Q BASIC BUILDING ITSELF, THEY DO NOT SUPPLIED BY STAR WILL BE PROVIDED USING THIS INFORMATION FOR CONSTRUCTION ATW-ATWATER,CA INCLUDE LOADS FROM ANY BUILDING BY SEAL AND SIGNATURE OF LICENSED OPTIONS OR ANY OTHER MATERIAL ENGINEER ON FINAL ERECTION DRAWINGS. i ALLEN D.HURTZ,WASHINGTON P.E.36642. STAR BUILDING SYSTEMS RESERVES THE RIGHT IT IS THE BUILDERS RESPONSIBILITY TO B /� D FOUNDATION MUST BE SQUARE AND LEVEL. TO CHANGE THE FINAL DESIGN. IF DESIGN COMMUNICATE TO STAR THE NEED TO HOLD `//A ALL ANCHOR RODS MUST BE TRUE IN SIZE, INFORMATION (IE. CLEARANCES, BASE PLATE/ANCHOR TO ANY PRELIMINARY DESIGN INFORMATION LOCATION, AND PROJECTION. THIS DRAWING IS FOR ANCHOR ROD PLACEMENT ROD DESIGN) IS TO BE USED FOR CONSTRUCTION PROVIDED BY SBSI STAR WILL NOT BE LIABLE ANCHOR ROD PROJECTIONS MUST BE HELD ONLY AND IS NOT A SUBSTITUTE FOR STAR MUST BE NOTIFIED PRIOR TO ACCEPTANCE OF FOR ANY CHANGES IN FINAL DESIGN IF THE TO KEEP THREADS CLEAR OF FINISHED CONCRETE. FOUNDATION DESIGN. ORDER, BUILDER DOES NOT COMMUNICATE THIS TO STARI Created:Thu Jan 18 22:16:40 2024,System Optima 1.4.92 15'-8'(0/0Concrete) EM P 0 a' o Q m3 6 _ _ y N O 0 a� m w O w a Q n U)Y x O w El El w �U o F<N I� 00. N00. o = N o Y O:oil F N ®9 mU H Z LA 00 LIJ Q� o ❑ ❑ Z � ® t; w Z 0Wm y U d rn .� w o 3 0 " =N O C1 U�m O Scale NOT TO SCALE VERSION PAPER SIZE a P m Optima 1.4.92 22x34 1 (7 Q 7zkIMIAkOR DATE 1/18/024 JOB NAME a-2&2 1111-R1_Tempe ete Habi s B 8In 87 MEMBER ILAN The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein.Said seal or 00 oertication is limited to the products 0 designed and manufactured by Q ® manufacturer only.The undersigned B engineer is no the overall engineer of o- o � record for this project. b b ANCHOR ROD PLAN - (B) Building B - Bump Out DESIGNS SHOWN ARE BASED ON THE ENGINEERING CERTIFICATION OF MATERIALS CONTACT SALES ENGINEER FOR REVIEW BEFORE Q BASIC BUILDING ITSELF, THEY DO NOT SUPPLIED BY STAR WILL BE PROVIDED USING THIS INFORMATION FOR CONSTRUCTION ATW-ATWATER,CA INCLUDE LOADS FROM ANY BUILDING BY SEAL AND SIGNATURE OF LICENSED OPTIONS OR ANY OTHER MATERIAL ENGINEER ON FINAL ERECTION DRAWINGS. i ALLEN O.HURTZ,WASHINGTON P.E.36642. STAR BUILDING SYSTEMS RESERVES THE RIGHT IT IS THE BUILDERS RESPONSIBILITY TO /� D FOUNDATION MUST BE SQUARE AND LEVEL. TO CHANGE THE FINAL DESIGN. IF DESIGN COMMUNICATE TO STAR THE NEED TO HOLD `//A ALL ANCHOR RODS MUST BE TRUE IN SIZE, INFORMATION CIE. CLEARANCES, BASE PLATE/ANCHOR TO ANY PRELIMINARY DESIGN INFORMATION LOCATION, AND PROJECTION. THIS DRAWING IS FOR ANCHOR ROD PLACEMENT ROD DESIGN) IS TO BE USED FOR CONSTRUCTION PROVIDED BY SBSI STAR WILL NOT BE LIABLE ANCHOR ROD PROJECTIONS MUST BE HELD ONLY AND IS NOT A SUBSTITUTE FOR STAR MUST BE NOTIFIED PRIOR TO ACCEPTANCE OF FOR ANY CHANGES IN FINAL DESIGN IF THE TO KEEP THREADS CLEAR OF FINISHED CONCRETE. FOUNDATION DESIGN. ORDER, BUILDER DOES NOT COMMUNICATE THIS TO STARI Created:Thu Jan 18 22:17:00 2024,System Optima 1.4.92 0 d_ o Q m3 y Q O BLD'G M O) w a Qn U)Y x O w ❑ ❑ 1 1 C)O o c F<N u 7 r u OC. M U m N= o N Y ~ m O�o F cc� Z z G O 8 W ` c a~ ° �Nof El El z o L)a� o •J = (1) `o 01 U,A O a.dA Mldltlt BOLR 1.w dA Mldltlt B0.E I.W dA MMJNM BOLR tall dA Ml—B0.E a.dA dA ANdltll aOLTi I.W dA MMJMR BOLR I.dl dA,wdaa aeLR Scale NOT TO SCALE arse —T�.1 -O eAa orb aASE a'SBn�Ar fuv.1 -o eAa or SCAT fuv.1 -0 aAg or sa¢�AT fuv.1 -0 ars a�wT�.1 -O aASE ar SBn�Ar fuv.1 -o aAg ar San�AT ncv.1 -e VERSION PAPER SIZE 22x34 ESTIMATOR DATE Zack Collins 1/18/024 JOB NAME 2 1111-R1 87887 _Tempereie Habits B ` 887 MEMBER M M F1 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein.Said seal or oertIcation is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. ANCHOR ROD SECTION DETAILS - (A) Main Building DESIGNS SHOWN ARE BASED ON THE ENGINEERING CERTIFICATION OF MATERIALS CONTACT SALES ENGINEER FOR REVIEW BEFORE BASIC BUILDING ITSELF, THEY DO NOT SUPPLIED BY STAR WILL BE PROVIDED USING THIS INFORMATION FOR CONSTRUCTION ATW-ATWATER,CA INCLUDE LOADS FROM ANY BUILDING BY SEAL AND SIGNATURE OF LICENSED OPTIONS OR ANY OTHER MATERIAL ENGINEER ON FINAL ERECTION DRAWINGS. ALLEN D.HURTZ,WASHINGTON P.E.36642. STAR BUILDING SYSTEMS RESERVES THE RIGHT IT IS THE BUILDERS RESPONSIBILITY TO FOUNDATION MUST BE SQUARE AND LEVEL. TO CHANGE THE FINAL DESIGN. IF DESIGN COMMUNICATE TO STAR THE NEED TO HOLD ALL ANCHOR RODS MUST BE TRUE IN SIZE, INFORMATION (IE. CLEARANCES, BASE PLATE/ANCHOR TO ANY PRELIMINARY DESIGN INFORMATION LOCATION, AND PROJECTION. THIS DRAWING IS FOR ANCHOR ROD PLACEMENT ROD DESIGN) IS TO BE USED FOR CONSTRUCTION PROVIDED BY SBSI STAR WILL NOT BE LIABLE ANCHOR ROD PROJECTIONS MUST BE HELD ONLY AND IS NOT A SUBSTITUTE FOR STAR MUST BE NOTIFIED PRIOR TO ACCEPTANCE OF FOR ANY CHANGES IN FINAL DESIGN IF THE TO KEEP THREADS CLEAR OF FINISHED CONCRETE. FOUNDATION DESIGN. ORDER, BUILDER DOES NOT COMMUNICATE THIS TO STARI Created:Thu Jan 18 22.1721 2024,System Optima 1.4.92 99 99 BLD ' G B 6.1/4 AT 12'BASE PLATE o 9Z„ 6„ &1/4 AT 10'BASE PLATE -\\O\ 8 ga 3" 4" 4-1/4 AT 8'BASEEA H T FRAME PLA COLUMN I I • co O O �O 0 W� 00 tl :tl I W 11 F FF Y O O OCID ❑ ❑ BASE DETAIL I� w j o QAL FRAME NOTE SETBACK FROM STEEL LINE IS °_ BASE DETAIL COLUMN BASED ON THE SMALLER ANCHOR S Y o N ROD SIZE OF BOTH FRAME COLUMNS O: a z MINIMUM-GIRT DEPTH+(PORTAL v °£0 3 FRAME WIDEST PLATE/2)+1/4' Z — — — 81 Ea LINE a } 0 ❑ ❑ 1 TYPICAL PORTAL FRAME ANCHOR ROD SETTING z ° FOR EXTERIOR/BYPASS MOUNTED GIRTS 0 =a -- J 0 es o .e 6-1/4 AT I BASE PLATE — m Uv'm O 5a1/4 AT Ur BASE Mild E Scc%: NOT TO SCALE VERSION PAPER SIZE 4-1/4 AT V 6ASE PLATE `\O� 22x34 3„ 11 „ 3„ G ESTIMATOR DATE COLUMN I O\J M Zack Collins 1f18f024 r---- G -SETBACK FROM STEEL UJ JOB NAME G LINE EQUALS THE LARGER Z o-23-140e00-Ri_Temperate Habits s O O ` O OF: O 87887 87887 A.GIRT DEPTH 12 a Z MEMBER B.PORTAL FRAME'S rtM I O O 0 . WIDEST PLATE/2 M B M R The engineer whose seal appears hereon NE m t employee for the manufacturer for the ( . PORTAL FRAME COLUMN materials described herein.Said seal or cert�cation is limited to the products 1G'IR�T DEPENDING ON �i designed and manufactured by SECTION "A" SECTION "B" manufacturer only.The undersigned W engineer is not the overall engineer of 0.75 DIA. ANCHOR BOLTS 0.75 DIA. ANCHOR BOLTS W record for this project. BASE OF STEEL AT ELEV. 100'-0 BASE OF STEEL AT ELEV. 100'-0 TYPICAL PORTAL FRAME ANCHOR ROD SETTING FOR FLUSH OR P INSET/OUTSET MOUNTED GIRTS NOTE:CONCRETE NOTCH OF APPLICABLE)NOT SHOWN.DIMENSIONS SHOWN ARE FROM STEEL LINE. ANCHOR ROD SECTION DETAILS - (B) Building B - Bump Out DESIGNS SHOWN ARE BASED ON THE ENGINEERING CERTIFICATION OF MATERIALS CONTACT SALES ENGINEER FOR REVIEW BEFORE BASIC BUILDING ITSELF, THEY DO NOT SUPPLIED BY STAR WILL BE PROVIDED USING THIS INFORMATION FOR CONSTRUCTION ATW-ATWATER,CA INCLUDE LOADS FROM ANY BUILDING BY SEAL AND SIGNATURE OF LICENSED OPTIONS OR ANY OTHER MATERIAL ENGINEER ON FINAL ERECTION DRAWINGS. ALLEN D.HURTZ,WASHINGTON P.E.36642. STAR BUILDING SYSTEMS RESERVES THE RIGHT IT IS THE BUILDERS RESPONSIBILITY TO FOUNDATION MUST BE SQUARE AND LEVEL. TO CHANGE THE FINAL DESIGN. IF DESIGN COMMUNICATE TO STAR THE NEED TO HOLD ALL ANCHOR RODS MUST BE TRUE IN SIZE, INFORMATION (IE. CLEARANCES, BASE PLATE/ANCHOR TO ANY PRELIMINARY DESIGN INFORMATION LOCATION, AND PROJECTION. THIS DRAWING IS FOR ANCHOR ROD PLACEMENT ROD DESIGN) IS TO BE USED FOR CONSTRUCTION PROVIDED BY SBSI STAR WILL NOT BE LIABLE ANCHOR ROD PROJECTIONS MUST BE HELD ONLY AND IS NOT A SUBSTITUTE FOR STAR MUST BE NOTIFIED PRIOR TO ACCEPTANCE OF FOR ANY CHANGES IN FINAL DESIGN IF THE TO KEEP THREADS CLEAR OF FINISHED CONCRETE. FOUNDATION DESIGN. ORDER. BUILDER DOES NOT COMMUNICATE THIS TO STARI Created:Thu Jan 18 22:14:38 2024,System Optima 1.4.92 Front WaH Back WWI 12 d_ rn o Q by m3 �N m y III M O a F� 14'$ @ 111-C @ w 27 21' 22' 21' 1@ +1 z v o ❑ ❑ _¢o 86' 21' 2? 21' 27 F-< = IN � m O a F Z :i O 8 LU N u, ❑ ❑ z Z � z OU d J Left Wd Might WaH .0_ _ 3 m 0 m Ur'm' O Sca/e NOT TO SCALE VERSION PAPER SIZE 22x34 ESTIMATOR DATE Zack Collins R � 1/18/024 JOB NAME 0-232 0590-R1_Temperate Habits B 6 In N 8 887 MEMBER M F1 T • @ @ • 8 21'-T 21'@$ 118',S•1@ 17 12' The engineer whose seal appears hereon 14' is an employee for the manufacturer for the 2p-T' 2-1 �. materials described herein.Said seal or 20-T '-' - certification is limited to the products 2@ 2{'4' manu 117-7 manufacture only.The undersigned engineer is not the overall engineer of record for this project. ARCHITECTURAL - (A) Main Building Created:Thu Jan 18 22:15:36 2024,System Optima 1.4.92 G3ught WaH Left V V d0 B 0 d_ y Q O U Y� M O) w a I n N Y x O w r-0• s r sue• ~ ❑ ❑ tos• s �a$ s F- N 3 2&4r 2s 18r1• B O= V) N p Y O F x W4r m 7 f 2s 25 cc� Z z G O 8 l yy� w Q}17, o ❑ ❑ Front Wal Back WaH V N M Z Z oil y 0 W ¢ o •J =-02� � my m a 0 0 3 0 m Urm' O Scale NOT TO SCALE VERSION PAPER SIZE 22x34 ESTIMATOR DATE VZack Collins 1/18/024 JOB NAME 441111-R1_Temperete Habits B 87887 MEMBER ELAN 8-4• v s-4• 9 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein.Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned Mr I" engineer is not the overall engineer of record for this project. ARCHITECTURAL - (B) Building B - Bump Out Created:Thu Jan 18 22:14:08 2024,System Optima 1.4.92 B 0 d_ o Q m3 y Q O cz Y�4 0 w O QO w� F n n Y w O w ❑ ❑ F o F�N CJ 0 x 0 ° o 00 V)_ N rn 0o Y o F m m0a F 0 I c° ° N 00 U I #� TR-11 c W a~ ° } of a of z Z L) o �a� o •J = 02� � y m cs 5u-4uu 0 m Ur'm' O J Scale NOT TO SCALE �j VERSION PAPER SIZE II 6° -4 99 22x34 ESTIMATOR DATE Zack Collins 1/18/024 JOB NAME 21° 22° 21° 22° 441111-Ri_Temperete ReblsB 87887 MEMBER g�° M M The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein.Said seal or certIr—tion is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. BACK ARCHITECTURAL - (A) Main Building Created:Thu Jan 18 22:15:14 2024,System Optima 1.4.92 no d_ o Q c� y Q O N� � M rn F M o N Y 0 00 xO 0M0 zoo ❑ ❑ lS"lJ r 2 N c� C)O O 0 0 V) (o N rn �o Y F m m � o F z LA 2 0 8 LU Q} U a N u) Z 00 d 0 c Q O •J =o 3 LL a° c fb o o °i 3 0 m Urm' O Scale NOT TO SCALE 0 M VERSION PAPER SIZE 22X34 ESTIMATOR DATE Zack Collins 1/18/024 JOB NAME 2 0590-R1 87887 _Temperete Habits B ` 887 MEMBER od ILAN M F1 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein.Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. BACK ARCHITECTURAL - (B) Building B - Bump Out Created:Thu Jan 18 22:12:23 2024,System Optima 1.4.92 I I 0 d_ c m� G Y N N^ C U Y� 0 p� w a v w ^8 F n OV xO ❑ ❑ O m ° 0 ° 00. = N rn mOzilNO z ° se o Z 0 I� (� � 8 ` LU Q Ln N o ❑ ❑ 0 8 a¢ o •J = 02� 6° °° 5° �° °° ° °° m ---------- ------- up 9 ------------- L =N 9g4go Scdw NOT TU SCALE VERSION PAPER SIZE Is, T-4°° zzX3a ESTIMATOR DATE Zack Collins 1/18/024 21° 2j 2' 21' 2j 2j° JOB NAME [L [L[L [/ [L[! �-2&2 0590-Ri 87887 _Temperete Habik B ` 887 MEMBER BC�° M F1 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein.Said seal or oertIr—tion is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. BACK STRUCTURAL ELEVATION - (A) Main Building Created:Thu Jan 18 22:13:07 2024,System Optima 1.4.92 0 d_ o Q m3 y Q O U Y� 0 w O a w a r a N Y ° w O Pqjr • ~ ❑ El P f-<N m r N= N 0o Y o F m o F In ZLA j O 2 8 1 LU O} U a N of Li L z M Z Z oW� 0 �o_Q o •J = 02� � y m � m 0 D_m 0 0 3 0 m Ur'm' O Scale NOT TO SCALE VERSION PAPER SIZE M 22x34 ESTIMATOR DATE Zack Collins 1/18/024 JOB NAME (]-2 41111-R1_Temperete Habik B IB 87887 MEMBER 5° M M F1 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein.Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. BACK STRUCTURAL ELEVATION - (B) Building B - Bump Out Created:Thu Jan 18 22:17:51 2024,System Optima 1.4.92 o B B(Q P B 6f9 m C1CID T R c CID B B 10 M�P L� � Ya g Mm M4 Wa P U)Y P x O B ~� El El ,2N 3 0 y B N= N mOa LA 00 w o Q} L) a 3e 7-118 N u) El El W. z oaf B 0 W �a o ° c P® � _� o Gl U�m O �\ Sca/e NOT TO SCALE see VERSION PAPER SIZE 22x34 ESTIMATOR DATE Zack Collins N 1/18/024 g � JOB NAME 2 0a90-R1 87887 _Temperete Habits B ` 887 MEMBER 113a-3"(OUTAOUT STEEL) �AN M 1 M The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein.Said seal or oertIcation is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. CROSS SECTION AT FRAME LINE "1" - (A) Main Building DESIGNS SHOWN ARE BASED ON THE CONTACT SALES ENGINEER FOR REVIEW BEFORE ENGINEERING CERTIFICATION OF MATERIALS BASIC BUILDING ITSELF, THEY DO NOT ATW-ATWATER.CA USING THIS INFORMATION FOR CONSTRUCTION SUPPLIED BY STAR WILL BE PROVIDED INCLUDE LOADS FROM ANY BUILDING BY SEAL AND SIGNATURE OF LICENSED OPTIONS OR ANY OTHER MATERIAL ENGINEER ON FINAL ERECTION DRAWINGS. STAR BUILDING SYSTEMS RESERVES THE RIGHT IT IS THE BUILDERS RESPONSIBILITY TO ALLEN D.HURTZ,WASHINGTON P.E.36642. FRAME CLEARANCES SHOWN ARE APPROXIMATE TO CHANGE THE FINAL DESIGN. IF DESIGN COMMUNICATE TO STAR THE NEED TO HOLD AND MAY VARY DUE TO FIELD CONDITIONS INFORMATION (IE. CLEARANCES, BASE PLATE/ANCHOR TO ANY PRELIMINARY DESIGN INFORMATION AND LOADS. ROD DESIGN) IS TO BE USED FOR CONSTRUCTION PROVIDED BY SBSI STAR WILL NOT BE LIABLE VERTICAL CLEARANCE DIMENSIONS ARE FROM STAR MUST BE NOTIFIED PRIOR TO ACCEPTANCE OF FOR ANY CHANGES IN FINAL DESIGN IF THE FINISHED FLOOR REFERENCE ELEVATION. ORDER. BUILDER DOES NOT COMMUNICATE THIS TO START Created:Thu Jan 18 22:18:16 2024,System Optima 1.4.92 o B B(Q P B 6f9 m C1CID T R c CID B B 10 M�P L� � Ya g Mm M4 Wa P U)Y P x O ~� ❑ ❑zoo F-< 3 B N= x N .Oa S z z B N 00 ` G B C14 to of N �� N � ❑ ❑ Z o a rn o co . .o 0 ppu_a` a. & 0 0 3 C1 U�m O �\ Scdw NOT TO SCALE see VERSION PAPER SIZE 22x34 ESTIMATOR DATE Zack Collins e 1 va ,� w 1/18/024 6Q_ JOB NAME �-2&2 1111-R1_T11111te Habits a 8788` 87 MEMBER 113a-3"(OUTAOUT STEEL) �AN M 1 M F1 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein.Said seal or oertIcation is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. CROSS SECTION AT FRAME LINES "2, 4" - (A) Main Building DESIGNS SHOWN ARE BASED ON THE CONTACT SALES ENGINEER FOR REVIEW BEFORE ENGINEERING CERTIFICATION OF MATERIALS BASIC BUILDING ITSELF, THEY DO NOT ATW-ATWATER.CA USING THIS INFORMATION FOR CONSTRUCTION SUPPLIED BY STAR WILL BE PROVIDED INCLUDE LOADS FROM ANY BUILDING BY SEAL AND SIGNATURE OF LICENSED OPTIONS OR ANY OTHER MATERIAL ENGINEER ON FINAL ERECTION DRAWINGS. STAR BUILDING SYSTEMS RESERVES THE RIGHT IT IS THE BUILDERS RESPONSIBILITY TO ALLEN D.HURTZ,WASHINGTON P.E.36642. FRAME CLEARANCES SHOWN ARE APPROXIMATE TO CHANGE THE FINAL DESIGN. IF DESIGN COMMUNICATE TO STAR THE NEED TO HOLD AND MAY VARY DUE TO FIELD CONDITIONS INFORMATION (IE. CLEARANCES, BASE PLATE/ANCHOR TO ANY PRELIMINARY DESIGN INFORMATION AND LOADS. ROD DESIGN) IS TO BE USED FOR CONSTRUCTION PROVIDED BY SBSI STAR WILL NOT BE LIABLE VERTICAL CLEARANCE DIMENSIONS ARE FROM STAR MUST BE NOTIFIED PRIOR TO ACCEPTANCE OF FOR ANY CHANGES IN FINAL DESIGN IF THE FINISHED FLOOR REFERENCE ELEVATION. ORDER. BUILDER DOES NOT COMMUNICATE THIS TO START Created:Thu Jan 18 22:18:42 2024,System Optima 1.4.92 o B B(Q P B 6f9 m C1CID T R c CID B B 10 M�P L� � Ya g Mm M4 Wa P U)Y P x O B ~� ❑ ❑ D21 3 B N= x N .Oa S � Z z 00 o Lu �Im N N ` v1 � ❑ ❑ oW� o way o ®B [® D coLL a`° c P® � _� o Gl U�m O �\ Scdw NOT TO SCALE see VERSION PAPER SIZE 22x34 ESTIMATOR DATE a_ Al�e Rl Zack Collins p II II 1/18/024 1�s JOB NAME 2 0a90-R1 87887 _Temperete Habits B ` 887 MEMBER 113a-3"(OUTAOUT STEEL) �AN M 1 M F1 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein.Said seal or oertIcation is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. CROSS SECTION AT FRAME LINE "3" - (A) Main Building DESIGNS SHOWN ARE BASED ON THE CONTACT SALES ENGINEER FOR REVIEW BEFORE ENGINEERING CERTIFICATION OF MATERIALS BASIC BUILDING ITSELF, THEY DO NOT ATW-ATWATER.CA USING THIS INFORMATION FOR CONSTRUCTION SUPPLIED BY STAR WILL BE PROVIDED INCLUDE LOADS FROM ANY BUILDING BY SEAL AND SIGNATURE OF LICENSED OPTIONS OR ANY OTHER MATERIAL ENGINEER ON FINAL ERECTION DRAWINGS. STAR BUILDING SYSTEMS RESERVES THE RIGHT IT IS THE BUILDERS RESPONSIBILITY TO ALLEN D.HURTZ,WASHINGTON P.E.36642. FRAME CLEARANCES SHOWN ARE APPROXIMATE TO CHANGE THE FINAL DESIGN. IF DESIGN COMMUNICATE TO STAR THE NEED TO HOLD AND MAY VARY DUE TO FIELD CONDITIONS INFORMATION (IE. CLEARANCES, BASE PLATE/ANCHOR TO ANY PRELIMINARY DESIGN INFORMATION AND LOADS. ROD DESIGN) IS TO BE USED FOR CONSTRUCTION PROVIDED BY SBSI STAR WILL NOT BE LIABLE VERTICAL CLEARANCE DIMENSIONS ARE FROM STAR MUST BE NOTIFIED PRIOR TO ACCEPTANCE OF FOR ANY CHANGES IN FINAL DESIGN IF THE FINISHED FLOOR REFERENCE ELEVATION. ORDER. BUILDER DOES NOT COMMUNICATE THIS TO START Created:Thu Jan 18 22:19:07 2024,System Optima 1.4.92 o B B(Q P B 6f9 m C1CID T R c CID B B 10 M�P L� � Ya g Mm M4 P U)Y P x O p ~� ❑ ❑ zoo F-< 3 M °°_ pS��p N S z z B N 00 ` pep Z w o p-1 w 5' 1 ` o U 1oa a s P t„ ❑ ❑ 3'-1 u) B P oa„ o u_a` a pp & 0 0E 3 P® � _� o Gl U�m O �\ Sca/e NOT TO SCALE see VERSION PAPER SIZE 22x34 ESTIMATOR DATE Zack Collins p4k 1p '8 1/18/024 JOB NAME 2 pa11-R1 87887 _Temperete HabitsB ` 887 MEMBER 113'-3"(OUT/OUT STEEL) �AN M 1 M F1 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein.Said seal or cert�cation is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. CROSS SECTION AT FRAME LINE "5" - (A) Main Building DESIGNS SHOWN ARE BASED ON THE CONTACT SALES ENGINEER FOR REVIEW BEFORE ENGINEERING CERTIFICATION OF MATERIALS BASIC BUILDING ITSELF, THEY DO NOT ATW-ATWATER.CA USING THIS INFORMATION FOR CONSTRUCTION SUPPLIED BY STAR WILL BE PROVIDED INCLUDE LOADS FROM ANY BUILDING BY SEAL AND SIGNATURE OF LICENSED OPTIONS OR ANY OTHER MATERIAL ENGINEER ON FINAL ERECTION DRAWINGS. STAR BUILDING SYSTEMS RESERVES THE RIGHT IT IS THE BUILDERS RESPONSIBILITY TO ALLEN D.HURTZ,WASHINGTON P.E.36642. FRAME CLEARANCES SHOWN ARE APPROXIMATE TO CHANGE THE FINAL DESIGN. IF DESIGN COMMUNICATE TO STAR THE NEED TO HOLD AND MAY VARY DUE TO FIELD CONDITIONS INFORMATION (IE. CLEARANCES, BASE PLATE/ANCHOR TO ANY PRELIMINARY DESIGN INFORMATION AND LOADS. ROD DESIGN) IS TO BE USED FOR CONSTRUCTION PROVIDED BY SBSI STAR WILL NOT BE LIABLE VERTICAL CLEARANCE DIMENSIONS ARE FROM STAR MUST BE NOTIFIED PRIOR TO ACCEPTANCE OF FOR ANY CHANGES IN FINAL DESIGN IF THE FINISHED FLOOR REFERENCE ELEVATION. ORDER. BUILDER DOES NOT COMMUNICATE THIS TO START Created:Thu Jan 18 22:19:26 2024,System Optima 1.4.92 O d_ N� O Q y Q O U Y� w O w a 1 n U)Y x O w ❑ ❑ U o _pp F 2N CJ O m IIJI- y=� tJ g rn C� moz g se Z z s t t/'1 00 0 � LU Z c M ` 0 a � ' r N R ❑ ❑ t9 r rn N r Z Z oW 0 �o_Q o •J = 02� � u) m 0 0 3 0 m Urm' O Scdw NOT TU SCALE VERSION PAPER SIZE 22x34 ESTIMATOR DATE Zack Collins 1/18/024 JOB NAME 2 1111-R1 87887 _Temperete Habits B ` 887 MEMBER ILAN FIN. FL . NF1 ELEVThe engineer whose seal appears hereon is an employee for the manufacturer for the mateda certification is limed herein.Said seal or dsignd is limited ct the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. W-W(OUT/OUT STEEL) CROSS SECTION AT FRAME LINE "1" - (B) Building B - Bump Out DESIGNS SHOWN ARE BASED ON THE CONTACT SALES ENGINEER FOR REVIEW BEFORE ENGINEERING CERTIFICATION OF MATERIALS BASIC BUILDING ITSELF, THEY DO NOT ATW-ATWATER.CA USING THIS INFORMATION FOR CONSTRUCTION SUPPLIED BY STAR WILL BE PROVIDED INCLUDE LOADS FROM ANY BUILDING BY SEAL AND SIGNATURE OF LICENSED OPTIONS OR ANY OTHER MATERIAL ENGINEER ON FINAL ERECTION DRAWINGS. STAR BUILDING SYSTEMS RESERVES THE RIGHT IT IS THE BUILDERS RESPONSIBILITY TO ALLEN D.HURTZ,WASHINGTON P.E.36642. FRAME CLEARANCES SHOWN ARE APPROXIMATE TO CHANGE THE FINAL DESIGN. IF DESIGN COMMUNICATE TO STAR THE NEED TO HOLD AND MAY VARY DUE TO FIELD CONDITIONS INFORMATION (IE. CLEARANCES, BASE PLATE/ANCHOR TO ANY PRELIMINARY DESIGN INFORMATION AND LOADS. ROD DESIGN) IS TO BE USED FOR CONSTRUCTION PROVIDED BY SBSI STAR WILL NOT BE LIABLE VERTICAL CLEARANCE DIMENSIONS ARE FROM STAR MUST BE NOTIFIED PRIOR TO ACCEPTANCE OF FOR ANY CHANGES IN FINAL DESIGN IF THE FINISHED FLOOR REFERENCE ELEVATION. ORDER. BUILDER DOES NOT COMMUNICATE THIS TO START Created:Thu Jan 18 22.1941 2024,System Optirris 1.4.92 r o --td g a 10A' j Y Q U co rn W� Q n do Y xO W ❑ ❑ U o _ 1-0 �O. x WC= O Q N rn Y Um m O:� < W Q Zz y W � a'o� 1z Z a } o N to 00 Z Z 0 0 x a¢ o _ ts H d C m- m'3 0 o c ¢us o m Uus m O Scc%: NOT TO SCALE VERSION PAPER SIZE 22x34 ESTIMATOR DATE Zack Collins 1/18/024 JOB NAME Q-23-240590-R1_Temperate Habits B f ewind 87887 MEMBER FIN FL. MBMR /S fL-/S V The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein.Said seal or d-i cedation d limited ct the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. 1&4r(0W10W STEEL) CROSS SECTION AT FRAME LINE "2" - (B) Building B - Bump Out DESIGNS SHOWN ARE BASED ON THE CONTACT SALES ENGINEER FOR REVIEW BEFORE ENGINEERING CERTIFICATION OF MATERIALS BASIC BUILDING ITSELF, THEY DO NOT ATW-ATWATER,CA USING THIS INFORMATION FOR CONSTRUCTION SUPPLIED BY STAR WILL BE PROVIDED INCLUDE LOADS FROM ANY BUILDING BY SEAL AND SIGNATURE OF LICENSED OPTIONS OR ANY OTHER MATERIAL ENGINEER ON FINAL ERECTION DRAWINGS. STAR BUILDING SYSTEMS RESERVES THE RIGHT IT IS THE BUILDERS RESPONSIBILITY TO ALLEN D.HURTZ,WASHINGTON P.E.36642. FRAME CLEARANCES SHOWN ARE APPROXIMATE TO CHANGE THE FINAL DESIGN. IF DESIGN COMMUNICATE TO STAR THE NEED TO HOLD AND MAY VARY DUE TO FIELD CONDITIONS INFORMATION CIE. CLEARANCES, BASE PLATE/ANCHOR TO ANY PRELIMINARY DESIGN INFORMATION AND LOADS. ROD DESIGN) IS TO BE USED FOR CONSTRUCTION PROVIDED BY SBSI STAR WILL NOT BE LIABLE VERTICAL CLEARANCE DIMENSIONS ARE FROM STAR MUST BE NOTIFIED PRIOR TO ACCEPTANCE OF FOR ANY CHANGES IN FINAL DESIGN IF THE FINISHED FLOOR REFERENCE ELEVATION. ORDER. BUILDER DOES NOT COMMUNICATE THIS TO START Created:Thu Jan 18 22:19:56 2024,System Optima 1.4.92 a 0 d_ 1 O Q y Q O U Y� w O w a 1 n U)Y x O w ❑ ❑ F<Mu N O 00. 'g V) N og� mom LU Q Zz s LA 00 �m LU 0 Z Qa N o0 �-0 r 0 N z z 0 L)aT o •J w - mm i`y a of & 0 0 3 0 m Ur'm' O Sca/e NOT TO SCALE VERSION PAPER SIZE 22x34 ESTIMATOR DATE Zack Collins 1/18/024 JOB NAME 2 1111-R1 87887 _Temperete Habits B ` 887 MEMBER ILAN DOWN, FL . M F1 LS 1L—LS V The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein.Said seal or oartIr—tid.aigned n is limited ct the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. W-8'(DUT/OUT STEEL) CROSS SECTION AT FRAME LINE "Y - (B) Building B - Bump Out DESIGNS SHOWN ARE BASED ON THE CONTACT SALES ENGINEER FOR REVIEW BEFORE ENGINEERING CERTIFICATION OF MATERIALS BASIC BUILDING ITSELF, THEY DO NOT ATW-ATWATER.CA USING THIS INFORMATION FOR CONSTRUCTION SUPPLIED BY STAR WILL BE PROVIDED INCLUDE LOADS FROM ANY BUILDING BY SEAL AND SIGNATURE OF LICENSED OPTIONS OR ANY OTHER MATERIAL ENGINEER ON FINAL ERECTION DRAWINGS. STAR BUILDING SYSTEMS RESERVES THE RIGHT IT IS THE BUILDERS RESPONSIBILITY TO ALLEN D.HURTZ,WASHINGTON P.E.36642. FRAME CLEARANCES SHOWN ARE APPROXIMATE TO CHANGE THE FINAL DESIGN. IF DESIGN COMMUNICATE TO STAR THE NEED TO HOLD AND MAY VARY DUE TO FIELD CONDITIONS INFORMATION (IE. CLEARANCES, BASE PLATE/ANCHOR TO ANY PRELIMINARY DESIGN INFORMATION AND LOADS. ROD DESIGN) IS TO BE USED FOR CONSTRUCTION PROVIDED BY SBSI STAR WILL NOT BE LIABLE VERTICAL CLEARANCE DIMENSIONS ARE FROM STAR MUST BE NOTIFIED PRIOR TO ACCEPTANCE OF FOR ANY CHANGES IN FINAL DESIGN IF THE FINISHED FLOOR REFERENCE ELEVATION. ORDER. BUILDER DOES NOT COMMUNICATE THIS TO START Created:Thu Jan 18 22:13:43 2024,System Optima 1.4.92 B 0 d_ o Q m3 y Q O U Y� 0 w O w a Q n o o ~Y p x O w Li w �V F 2N CJ C)O m n xo N rn 0o Y o F m m O a F Z LA:i O 8 0 0 } U a N u) ❑ ❑ z Z � Z OWE y 0 w o Q o •J = 02� � y m a 0 0 3 0 m Urm' O Sca/e NOT TO SCALE VERSION PAPER SIZE 22x34 ESTIMATOR DATE Zack Collins 1/18/024 9=899 59 9=699 5 90699 5 9=899 9 JOB NAME7 OO OO ] � �-241111-Ri 87887 _Temperete HabikB ` 887 MEMBER 22' 21' 22' 21' M 1 M The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein.Said seal or 86(0� 9 certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. FRONT ARCHITECTURAL - (A) Main Building Created:Thu Jan 18 22:14:53 2024,System Optima 1.4.92 0 d_ o Q m3 y Q O Sr— M rn F M o Q N Y 00 00 W El El oM V o c F �06 , O 0 0 V) (o N rn 0o Y F m m �o F z l/1 0 LU 08 Q} U a N on ❑ ❑ on z 00 d cfb o o °i 3 0 m Ur'm' O Scale NOT TO SCALE 0 M VERSION PAPER SIZE 22X34 ESTIMATOR DATE Zack Collins 1/18/024 JOB NAME �-2&2 a590-R1_T,1111te Habits I 8788` 87 MEMBER 5u-400 5 MF1 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein.Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Il NJV�00 00 FRONT ARCHITECTURAL - (B) Building B - Bump Out Created:Thu Jan 18 22:11:58 2024,System Optima 1.4.92 0 a P >2 Ile y Q O N� � U Y� 0 w O w a v Q n N W Y 0 O ~� Li CM 2 I D2, y Om _ o n o N rn 0o Y o F m m0z F cc� z z G 0 8 c Q o P 5r, �N a u) ❑ ❑ z B Z_ O W fri 0 W a¢ o 0 'J = � d a CIDof & �5 0. c 3 =N O G1 U�m O Lj Scdw NOT TO SCALE VERSION PAPER SIZE 22x34 ESTIMATOR DATE Zack Collins 1/18/024 70e800 50 80=690 50 80=690 50 570-800 59 VV VV 00 JOB NAME 2 0590-R1 87887 _Temperete Habits B ` 887 MEMBER M1iwF1 The engineer whose seal appears hereon 860 is an employee for the manufacturer for the materials described herein.Said seal or certIcation is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. FRONT STRUCTURAL ELEVATION - (A) Main Building Created:Thu Jan 18 22:12:45 2024,System Optima 1.4.92 0 d_ o Q m3 y Q O U Y� 0 w O �•f�p w a O r x O 0 El r K1 r r<N m r N= N tp o Y o T m0z F • Z QO} 00 LU U a N of ❑ ❑ z M Z Z o 0 �o_Q o •J = 02� m y m `a o & 0 0 3 0 m Urm' O Scale NOT TO SCALE VERSION PAPER SIZE M 22x34 ESTIMATOR DATE Zack Collins 1/18/024 JOB NAME (]-2 41111-R1_Temperete Habik B IB 87887 MEMBER M MF1 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein.Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. FRONT STRUCTURAL ELEVATION - (B) Building B - Bump Out Created:Thu Jan 18 22:13:56 2024,System Optima 1.4.92 0 d_ > o Q m3 y¢ O M O) w a Q n N Y w O w ❑ ❑ F a F 2N CJ 0 00. 614 N ! N rn �o Y o F m o O F Z LA 0 :i O 8El El ` LU N y M Z W N 0 0 w c¢ O CIS 3 I I IV I I I I I I I I I I I I I vi I I I I I I I I *�T =N O C1 U�m O qq q I� Scd NOT TO SCALE 7-42" 5g ®° g IW 5g °o IW I g° VERSION PAPER SIZE ® ®o_y/Ef' 1 4° 3° 22X34 ESTIMATOR DATE Zack Collins e� 1/18/024 2 a° 24Q-4w —Q2®g—/yW 21'-7w 21°e9°° JOB NAME °° �-2 n2 1111-R1 113° _Tempe ete Habi s B 8 887 MEMBER M M F1 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein.Said seal or certrfication is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. LEFT ARCHITECTURAL - (A) Main Building Created:Thu Jan 18 22:15:04 2024,System Optima 1.4.92 B 0 d_ >m o Q m3 y Q O U Y� QD M a 0 r M ~Y Sr, 6 xCD D O 0 0 o zU o Li L F N O n o N rn m O a F o Z� LA 0 JI�� ET L� L� " LU z �aao 000 aao �000aa aN o 00 EIFIF --IF-] F-IFIFIF-1 FIFIF-IFIF F7F F-IF-1 1Lv 0 M Z z W� 2 o �a. o T J co m m �`a of & ..:ZF---------I--- :�l -------------C- 0 0 3 =N o 9-1 5g 9 m ) 2 3 �g�oo �m o Scd NOT TO SCALE I® _u 0e300 59 ,2159-699 59 VERSION PAPER SIZE u qU 22X34 "'18-4 511 ESTIMATOR DATE Zack Collins 1/18/024 JOB NAME 2 0590-R1 87887 _Temperete Habits B ` 887 MEMBER GG 2 ug M 1M ®Oo�00 The engineer whose seal appears hereon �1 is an employee for the manufacturer for the materials described herein.Said seal or certrfication is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. LEFT ARCHITECTURAL - (B) Building B - Bump Out Created:Thu Jan 18 22:12:10 2024,System Optima 1.4.92 0 d_ > O N p U y 4 w O w a Q n N y w O w ❑ ❑F P =Q o C J qPq�p p�epp°pp N oRD \ N=� � U J CM og a mom Z b LA Z a� L) P P P Vl FE Li L z M B Z O W y •J y m c fY] poc 3 =N 3 O Gl U m O qqqq q q Scale NOT TO SCALE �Oed°n I W �° ®B e$I W 5° 0 I W 5° VERSION PAPER SIZE a� ®-_�Ln �g 4° 30 �°° 22z34 II ESTIMATOR DATE Zack Collins ag q egg 1/18/024 25° 24° a0 W 2®Be7W 24I tl°° °e�0° JOB NAME �f7 ° W g I �-2 n2 0590-R1_Temperete Habik B 8 887 MEMBER M M F1 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein.Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. LEFT STRUCTURAL ELEVATION - (A) Main Building Created:Thu Jan 18 22:12:56 2024,System Optima 1.4.92 0 d_ t i — o Q Fc� $ Y Q CO V Y� !; 1 = 1 M O w a Q n ~Y e� =as El El 0 w O 6 x g g n ( N rn pppp . F m oO m O�Yo F G OLA U .c N D a of ❑ ❑ 1 1 Q �a a o •J 0 2 5 30 6- a CIDfy m u a o & 0 0 3 = o N o oe�oo o ow m m Scale NOT TU SCALE I®pe3pp 59 15po6W 5V VERSION PAPER SIZE u 1 8O-4W 5g 22X34 ESTIMATOR DATE Zack Collins 1/18/024 JOB NAME �-2&2 a590-R1_T,1111te Habits I 8788` 87 250 25Q-600 MEMBER M M F1 509e699 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein.Said seal or oertIr—tion is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. LEFT STRUCTURAL ELEVATION - (B) Building B - Bump Out Created:Thu Jan 18 22:14:20 2024,System Optima 1.4.92 0 d_ o Q m3 y Q O U Y 4 0 w O w a Q n N 0 i w ❑ ❑ w �U o j 2 N 00. rr = o N m0Z F cc� z G 0 b Of z W a~ ° �N u, ❑ ❑ N Z � z 0wN y o Way o ° 'J = 3 U u) a =N O C1 U�m O Scale NOT TO SCALE e� VERSION PAPER SIZE 16, 3°=4°° 101 1 2° 22x34 ESTIMATOR DATE q� y �9 Zack Collins 1/18/024 6 6 6�7 JOB NAME `9 1 3'-3" (]-2 41111-R1_Temperete Habik B IB 87887 MEMBER M M F1 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein.Said seal or certrfication is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. RIGHT ARCHITECTURAL - (A) Main Building Created:Thu Jan 18 22:15:23 2024,System Optima 1.4.92 0 d_ o Q m3 �4 0 U w w w a 1 n F PIP K O P w El El 6 ?U o pp F<N CJ 0 O m , P 00. = J m O a F Z 2 00 O Q} U N u, ❑ ❑ z Z � Z OWE 0 � 1 O •J = 02� H y m � m 0 0 3 0 m Urm' O SCC/e NOT TO SCALE VERSION PAPER SIZE 22x34 ESTIMATOR DATE Zack Collins 1/18/024 JOB NAME �-2&2 1111-R1_Temperete Habits B � In 2�j 5Vo/�VO �AI�0 87887 l�7 royal MEMBER The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein.Said seal or certIr—tion is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. RIGHT ARCHITECTURAL - (B) Building B - Bump Out Created:Thu Jan 18 22:12:35 2024,System Optima 1.4.92 0 d_ > o Q m3 y Q O U Y 4 0 M O) w a Q n N Y O w El El �U o 6 B F<N Q� P B Om O N m CM o Y o F N I m O a F z LA 00 ® LJ I c �J B to u) ❑ ❑ N M z P Z oW. y = U a rn .�. y am a pip [a u_ of & �5 = < c 3 N O C1 cJ—m' O Scdw NOT TO SCALE VERSION PAPER SIZE 16, 30= 4°° 9®B 12° 22z34 ESTIMATOR DATE sy ay q y rq� y rp e� Zack Collins 6 Be�w 6 IIBe®W 6®a—C W 64a-4W 2V 1/18/024 1 JOB NAME 13"-3" �-2&2 0a90-R1 87887 _Temperete Habits B ` 887 MEMBER M M F1 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein.Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. RIGHT STRUCTURAL ELEVATION - (A) Main Building Created:Thu Jan 18 22:13:17 2024,System Optima 1.4.92 0 d_ o Q m3 y Q O cz Y�¢ 0 w O w a f3 Q n PIS U O P w ❑ ❑ w F 0 O. x P N= no N 0o Y o F m m O a F Z LA 00 Q} of a N of ❑ ❑ z Z � Z OWE y 0 � I o •J = 02� y m a m [a LLD_m �5 O 1c 3 =N O C1 U�m O Scale NOT TO SCALE VERSION PAPER SIZE 22x34 ESTIMATOR DATE Zack Collins 1/18/024 JOB NAME 2 1111-R1_Temperete Habits B `7887 25Oe�°9 259 l� MEMBER ILAN The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein.Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. RIGHT STRUCTURAL ELEVATION - (B) Building B - Bump Out CITY OF ARLINGTON TEMPERATE HABITSBREWERY ( PLN # s W SE 14 T31 N R5E 0 z s Arlington PROJECT SITE INFORMATION DENSITIES AND DIMENSIONS Arlington Lumber,Ineware� SURVEY REFERENCE LOT SIZE f - !1 BASE INFORMATION PROVIDED BY BENCHMARK SURVEYING, CONTRACTOR TOTAL SIZE: 64,701 SF (1.49 ACRES) N SHALL VERIFY EXISTING CONDITIONS PRIOR TO CONSTRUCTION. —V 3 ® DATUM BUILDING SETBACKS O y� t7 _ Pi of-leave Center i BUILDING SETBACK FROM ARTERIAL:............... BASIS OF BEARING: PER AVR BUSINESS PARK, CITY OF ARLINGTON BINDING SITE PLAN 25 FEET BUILDING SETBACK FROM LOT BOUNDARY OR ALLEY:...5 FEET y� — — FILE N0. PLN 798 AFN: 202106025003 W ' BUILDING DIMENSIONS SITE BENCHMARK: SOUTHWEST SSMH RIM, EL=145.31 _- 5 �. VERTICAL DATUM: NAVD88 PROPOSED BUILDING AREA (FOOTPRINT):...............10,488 SF • PARCEL ADDRESS PROPOSED BUILDING HEIGHT..................................<50' 19712 ARLINGTON VALLEY ROAD, ARLINGTON, WA 98223 ADJACENT STREETS i I PARCEL NUMBER ARLINGTON VALLEY ROAD.................COLLECTOR/MINOR ARTERIAL d Arlington 4 31051400204300 \ d -y Srwk iy"Pvmf Municipal Arlington High School�, SCREENING TYPES S•`— Alrpc LEGAL DESCRIPTION Awoj ARLINGTON VALLEY ROAD (EAST).......................TYPE B c LOT E, AVR BUSINESS PARK, CITY OF ARLINGTON BINDING SITE PLAN N0. DEVELOPED GI (WEST)........................................NONE o PLN 798, RECORDED UNDER SNOHOMISH COUNTY AUDITOR'S FILE N0. 1v Gleneagle Golf.`,Course UNDEVELOPED GI (NORTH).................................NONE (Cj c 202106025003 R DEVELOPED GI (SOUTH).....................................NONE om�3 Pick-n-Pull SITUATE IN SNOHOMISH COUNTY, WASHINGTON 1° 83gh Q m PARKING c a a� NORTH Asgard MassageIDeep ,1,a ZONING AND USE CLASSIFICATION —PARKING REQ'D EMPLOYEE = 1 STALL PER 2 EMPLOYEE V � e� Tissue;Relaxation. N©rpountShootingCentero2 LAKEWOOD Ity; 7 GI—GENERAL INDUSTRIAL —PARKING REQ'D TAP ROOM = 1 STALL PER 400 SF � £ Castcowhelesale �, —DRIVE AISLE LANES ARE TO BE 24'-0" WIDE v $e �l U AIRPORT PROTECTION DISTRICT SUBDISTRICT: C —12 EMPLOYEES = (6 STALLS REQ'D) INDUSTRIAL/MANUFACTURING —4,000 = (10 STALLS REQ'D) VICINITY MAP LOT (16) STALLS REQ'D (44) STALLS PROVIDED (OK) TOTAL SIZE: 1.49 ACRES —CHAPTER 11 IBC TABLE 1106.1 FOR PARKING SPACES BETWEEN DEVELOPED SIZE: 1.49 ACRES 25-50 REQUIRE (2) ADA STALLS SHEETINDEX —(2)ADA STALLS PROVIDED (OK) DEVEL NEW IMPERVIOUS AREA: 52,014 SF (1.19 ACRES) UTILITY PROVIDERS S HT NO DESCRIPTION PARKING (AMC 20.72) WATER..........CITY OF ARLINGTON PARKING STALLS REQUIRED = 16 STALLS SEWER..........CITY OF ARLINGTON ° PARKING STALLS PROVIDED = 44 STALLS + 2 ADA STALLS LU1 ZONING PERMIT COVER SHEET CUT/FILL ESTIMATED QUANTITIES LU2 ZONING PERMIT SITE PLAN SITE CUT AND FILL QUANTITIES ARE CALCULATED FROM AVAILABLE INFORMATION PROJECT CONTACTS ? PROVIDED BY THE OWNER PRIOR TO CONSTRUCTION. ACTUAL QUANTITIES WILL L1.1 LANDSCAPING PLAN VARY. QUANTITIES SHOWN ARE FOR PERMITTING PURPOSES ONLY AND SHALL NOT BE USED FOR BIDDING. BIDDERS SHALL PERFORM THEIR OWN QUANTITY OWNER W L1.2 LANDSCAPING DETAILS TAKEOFFS. BOSSES & KINGS PROPERTY GROUP, LLC 500 CY: SITE CUT KATIE KING & BROOKE BOSERMAN U I w 500 S 1ST ST m, 2000 CY: SITE FILL (EXCLUDING SELECT SURFACING MATERIAL) MOUNT VERNON, WA 98273 N F (831) 277-0323 w 00 rn CO NTRACTOR W Er 3 mZ o a Q c� z Uof m a 2 CIVIL ENGINEER CC Q z ERIC SCOTT — PRINCIPAL G = Of E TERRAVISTA NW CONSULTING ENGINEERS m 3204 SMOKEY POINT DRIVE, SUITE 207 LLI w �' ARINGTON, WA 98223 Q (425) 422-0840 ERICS®TERRAVISTANW.COM o SURVEYOR z W Z a BRIAN DEBOER � BENCHMARK SURVEYING, LLC z a 11915 44TH DRIVE SE O w EVERETT, WA 98208 e (206) 459-7010 N a CESCL U TBDL JOB NO. 230808 SW 14 T31 N R 5E r m i I I M I <s 0 voIn E PARCEL#31051400204400 ARUNGTON, W DIRT/x S STARTING POINT Fd Z Ilk DIMENSIONAL LAYOUT \, 1: I 1 .72' ——— 86' \ 22. 0\ o S87.56-019" 296.04' — — — — —— t1O\ �' Ta —— _ C O \two f \ \ Z E E. BACK OF CURB BLDG IS PARALLEL WITH 25 \ 1 \� EME \ C3 NORTH PROPERTY LINE s \ s , \ \ \ 0 E AIR \ N N \ 20' EMERGENCY ACCESS EASEMENT b U a� �3'�yi to f v � UTILITY EASEMENT l\\ I E \C R\ \ = e QN W WIDTH VARIES I I \\ mt Pi FUTURE \ 20' PROPOSED L--� BLDG M BLDG — I I 15 t _� \ $ fo ARCEL# 31051400204300 GTIL 'EASEgEN- \ PARCEL#31051400201800 ARLINGTON, WA. ER BSPJI 7301 197TH PL NE it (64,701 SQ. FT.) ` ` �1 4) ARLINGTON,WA. I Y" I ' '1� r 01 20' EMERGENCY tio��,SS Qtiti \ \� '? C W ACCESS EASEMENT ral�alS�' h0� C N — f �y IC nth �� 100.5' ' I �+'Z 3 ALIGN CURB � ry .S� N km ///f 4" WIDE RED STRIPE 56a8' r I Z I � r , 0 N \ � S87'56'19"E 337.49' ' � ui d I I I F—\_tµ---------------------- —--- " 30SSMH RIM=145.31 —_,µ— -- m I C/L CHAN 8'PVC(SW/SE/N) r 0 z PARCEL#3105140204200 . 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'.i\ _ I1' Ja I♦ f'1 >+ �1;♦ ... �_\' I,`' 'O,l' I♦ �♦ JC' I!y' I 'I,� J,Y' J7 as V • �• - •�•� .-• •- - •.•. .-• • :• I 1 1 I I I I I A PORTION OF SW14 T31 N R05E } m 0 N v S n�� w a, K hid C` c O 4 9 r o �. i a- MEDIUM HEIGHT TREES LOWER BRANCHES AT 7' € SEE APPROVED LIST HT. ABOVE BIKE LANE a MEDIUM TREES (35'-50' HT.) AND SIDEWALK, 14' HT. LARGE TREES (50' HT.AND �+I 36" 24" ABOVE TRAFFIC LANE LARGER) LOW SHRUBS, LAWN, OR 0 GROUNDCOVER (24" HT. GROUNDCOVER (24N AND LE55) 36"FOR LARGE TREES LOW SHRUBS, 24"FOR MEDIUM TREES AND LESS) fA CURB N '� SIDEWALK CURB N ZSIDEWALK 24" DEPTH AGO e�y N 24" DEPTH TYPE ty TOPE I �. qj B TOPSOIL m TOPSOIL M�J y 17 ROOTBARRIER 18" 3 M m '� INSTALL ROOTBARRIER 18" �] C''� DEPTH, 12 FEET, BOTH SIDES, a b DEPTH 15' LONG, 6" y.�. v 3 s FROM SIDEWALK/ROADWAY FROM SIDEWALK 'a d IMPROVEMENTS. 40 t" COMPACTED NATIVE (SIDEWALK SIDE ONLY) _ t+7 n ^ SOIL x COMPACTED NATIVE SOIL 1Y > TRAFFIC LANES BIKE LANE 4.5' PLANTING STRIP 5' MIN. SIDEWALK tv TRAFFIC LANES BIKE LANE 5' MIN.SIDEWALK 4.5' MIN. y d O �y MEDIUM AND LARGE TREES BEHIND SIDEWALK E I 41 h N co, g3�w C _ I �is a e - IS ° � v W U (A Z 3 J ygv �r� m C®k Z U y 4 w MEDIUM TREES(35'-50' HT.) N ml LARGE TREES (50' HT.AND N LARGER) W 00 LOW SHRUBS, LAWN, OR 36"FOR LARGE TREES a 24"FOR MEDIUM TREES /� GROUNDCOVER(24"AND LESS) c W Z O Q CURB V) ~U' Z SIDEWALK � J m z z < m Z 24"DEPTH ry'� Q yTOPSOIL < L,j ROOTBARRIER 18"DEPTH Z m Y d b 15' LONG, 6"FROM SIDEWALK (SIDEWALK SIDE ONLY) LL E. of w CJ � y o COMPACTED NATIVE SOIL uj � � J TRAFFIC LANES BIKE LANE DO 5' MIN. SIDEWALK 4.5' MIN. • ' ry C) pC Z 0 wz 2 MEDIUM AND LARGE TREES BEHIND SIDEWALK r Q � � Q �, know what's below. z W E o _ Call before you dig. a CITY OF ARLINGTON CONSTRUCTION DRAWING APPROVAL N N THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED Ll . Gn o PER THE CONDITIONS ON THE TITLE SHEET. BY: Development Services Manager 123080 08 NO. DATE: THIS APPROVAL VALID FOR 18 MONTHS 8 i SPECIAL INSPECTION AND TESTING AGREEMENT Community and Economic Development City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551 In accordance with International Building Code Chapter 17,where application is made for construction as described in this section,the Owner or the License Design Professional responsible for,and acting as the owner's agent shall employ one or more Special Inspectors to provide inspections during construction. Property Address: 19712 Arlington Valley Road Lot#: Parcel ID No.: 31051400204300 Subdivision: 10,488 sqft Metal Building to house brewing facility and tasting room for Temperate Habits Brewing. Project Description: Primary Contact: ❑ Owner 0 Architect ❑ Engineer ❑ Contractor Owner Name: Bosses & Kings Property Group LLC Office No.: (360) 399-7740 Email Address: katie@temperatehabitsbrewing.com Cell No.: Mailing Address: 500 S 1 st City: Mount Vernon State: WA zip: 98273 Architect Name: Carlettl Architects Office No.: (360) 424 0394 Email Address: quientin@carlettiarchitects.com Cell No.: Mailing Address: 116 E. Fir St, Suite A City: Mount Vernon State: Zip: Professional License Number: 10558 Expiration Date: 12/20/2024 Engineer Name: Davido/ Watershed Office No.: 360-899-1100 Email Address: jordan@dcgengr.com Cell No.: Mailing Address: 2124 Riverside Dr., Suite 211 City: Mount Vernon State: WA Zip: 98273 Professional License Number: 64132 Expiration Date: 07/16/2024 Contractor Name: Chad Fisher Construction, LLC Office No.: (360) 757-0580 Email Address: ZackC@cfisherconstruction.com Cell No.: Mailing Address: 15900 Preston PL City: Burlington State: WA Zip: 98233 L&I Contractor License Number: CHADFFC906DS Expiration Date: 03/10/2026 Before a permit can be issued: The owner, Architect or Engineer of record acting as the owner's agent, shall complete this agreement, including the required acknowledgements, and attach structural tests and inspections schedules.A pre-construction conference with the parties involved may be required to review the special inspection requirements and procedures. Page 1 of 4-REV03.2022 SPECIAL INSPECTION AND TESTING SHALL MEET THE MINIMUM REQUIREMENTS OF 2018 IBC. THE FOLLOWING CONDITIONS ARE ALSO APPLICABLE. 1. Duties and Responsibilities of Special Inspector a. Observe Work: The Special Inspector shall observe the work for conformance with City of Arlington approved (stamped) design drawings and specifications and applicable workmanship provisions of the IBC The Architect/ Engineer-reviewed shop drawings and/or project drawings may be used only as an aid to inspection. b. Report Non-Conforming Items: The Special Inspector shall bring non-conforming items to the attention of the Contractor and note all such items in the daily report. If any item is not resolved in a timely manner or is about to be incorporated in the work, the Special Inspector shall immediately notify the City of Arlington by telephone or in person, and notify the project Architect or Engineer. c. Furnish Daily Reports: Each Special Inspector shall complete and sign an inspection report for each day's inspections to remain at the iob site with the contractor for review by the City of Arlington. d. Furnish Weekly Reports: The Special Inspector or agency shall furnish weekly reports of tests and inspections directly to the City of Arlington,project Architect/Engineer,and others as designated.These reports must include the following: i. Description of daily inspections and test made,with applicable locations. ii. Listing of all non-conforming items. iii. Report on how non-conforming items were resolved or unresolved,as applicable. iv. Itemize all changes authorized by the Architect/Engineer of Record and City of Arlington if not included in non-conformance items. e. Furnish Final Report: The Special Inspector or inspection agency shall submit a final signed report to the City of Arlington stating that all items requiring special inspection and testing were fulfilled and reported,and to the best of his/her knowledge,in conformance with the approved design drawings,specifications,approved change orders and the applicable workmanship provisions of the IBC. Items not in conformance, unresolved items or any discrepancies in inspection coverage (i.e., missed inspections, periodic inspections when inspection was required, etc.) shall be specifically itemized in this report. 2. Contractor Responsibilities a. Notify the Special Inspector: The Contractor is responsible for notifying the Special Inspector or agency regarding individual inspection items on the summary schedule and as noted on the City of Arlington approved plan as specified by the Architect and or Engineer of record. b. Provide Access to Approved Plans: The Contractor is responsible for providing the Special Inspector access to approved plans at the job site. c. Retain Special Inspection Records: The Contractor is also responsible for retaining at the job site all Special Inspection records submitted by the Special Inspector and providing these records for review by City of Arlington,upon request. 3. City of Arlington a. Approve Special Inspector: The City of Arlington shall approve all Special Inspectors prior to performing any inspection. b. Monitor Special Inspection: Work requiring special inspection and the performance of Special Inspectors shall be monitored by the City of Arlington. His/ Her approval must be obtained prior to placement of concrete or similar activities in addition to that of the Special Inspector. Page 2 of 4- REV03.2022 4. Owner Responsibilities a. Funding: The project owner or the Architect or Engineer of record acting as the owner's agent shall fund the Special Inspection Services. S. Architect or Engineer of Record Responsibilities a. Drawings: The Architect or Engineer of record shall include special inspection requirements on the design drawings and specifications. b. Schedule Inspections: Provide a summary schedule of required inspections which would outline frequency of inspections for items which may require multiple inspections which may include but are not limited to concrete and grout testing, compaction, testing of backfill and or road beds as recommended by the geo-tech engineer, and structural welding as work progresses. 6. Indicate items requiring special inspection,structural testing,or structural observations by checking the appropriate box. El STRUCTURAL STEEL ......................................................................... (IBC 1705.2.1 & 1705.12.1) El STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL ....... (IBC 1705.2.2) 0 CONCRETE CONSTRUCTION ............................................................. (IBC 1705.3) 0 MASONRY CONSTRUCTION ............................................................... (IBC 1705.4) ❑ WOOD CONSTRUCTION ..................................................................... (IBC 1705.5, 1705.11.1 & 1705.12.2) El SOILS CONSTRUCTION ....................................................................... (IBC 1705.6) ❑ DRIVEN DEEP FOUNDATIONS .......................................................... (IBC 1705.7) ❑ CAST-IN-PLACE DEEP FOUNDATIONS ............................................. (IBC 1705.8) ❑ HELICAL PILE FOUNDATIONS .......................................................... (IBC 1705.9) ❑ SPRAYED FIRE-RESISTANT MATERIALS ......................................... (IBC 1705.14) ❑ MASTIC AND INTUMESCENT FIRE-RESISTANT COATINGS ........... (IBC 1705.15) ❑ EXTERIOR INSULATION AND FINISH SYSTEMS (EIFS) .................. (IBC 1705.16) ❑ FIRE-RESISTANT PENETRATIONS AND JOINTS ............................. (IBC 1705.17) Only required for high-rise buildings or those assigned to Risk Category III or IV per IBC Table 1604.5. ❑ SMOKE CONTROL ............................................................................... (IBC 1705.18) ❑ ARCHITECTURAL COMPONENTS ..................................................... (IBC 1705.12.5) Only required for buildings located within Seismic Design Category D,E, or F ❑ PLUMBING, MECHANICAL&ELECTRICAL COMPONENTS ............. (IBC 1705.12.6) Only required for buildings located within Seismic Design Category C,D,E, or F ❑ SEISMICALLY ISOLATED SYSTEMS ................................................... (IBC 1705.12.8) Material alternatives or unusual design applications ❑ SPECIAL CASES .................................................................................... (IBC 1705.1.1) ❑ MISCELLANEOUS AREA These inspections may be recommended by the Architect/Engineer and are to be approved by the Building department. Page 3 of 4- REV03.2022 Acknowledgements I HAVE READ AND AGREE TO COMPLY WITH THE TERMS AND CONDITIONS OF THIS AGREEMENT. (Attach more sheets for signatures if necessary) Owner Name:Katie King- Temperate Habits Brewing Date: Signature: Contractor Name:Zach Collins- Chad Fisher Construction Date: Signature: ❑ Submit written statement of responsibility in accordance with IBC Section 1704.4. S ecial Ins ector Name:TBD Date: Signature: ❑ Submit WABO certification for special inspection agency and inspectors, (or) ❑ Submit Special Inspection agency documentation for Building Official approval. Names of Special Inspectors Scope of Work. Submit copies of inspector certifications provided for each discipline. Inspector Name: Scope of Work: Inspector Name: Scope of Work: Inspector Name: Scope of Work: Inspector Name: Scope of Work: Inspector Name: Scope of Work: Inspector Name: Scope of Work: Architect/Engineer of Record Quientin Sutter- Carletti Architects Date:3-13-24 Signature: paz � '5744tE� Structural Observer Date: Signature: ❑ Statement of Special Inspections completed and submitted in accordance with IBC Section 1704.3. ❑ Structural Observations required in accordance with IBC Section 1704.5. SAVE PRINT Page 4 of 4- REV03.2022 STRUCTURAL CALCULATIONS FOR TEMPERATE HABITS ARLINGTON, WA 3/5/2024 ITEM PAGE DesignCriteria............................................................................................ DC-1 to DC-2 GravityDesign............................................................................................GD-1 to GD-19 LateralDesign ............................................................................................LD-1 to LD-10 Foundation Design ..................................................................................... FD-1 to FD-31 M. JAN 5�4� OF WASy7�ICy�j �n an M. nicki E 4.03.05 7:20: `0 ��� 46132 -PO� �cT�RAL �SS/ONAL ENG Seattle Mount Vernon Whidbey Federal Way Spokane Kirkland 9706 4th Ave NE,Ste 300 2210 Riverside Dr,Ste 110 1796 E Main St,Ste 105 31620 23rd Ave S,Ste 307 601 W Main Ave,Ste 617 750 611 St S Seattle,WA 98115 Mount Vernon,WA 98273 Freeland,WA 98249 Federal Way,WA 98003 Spokane,WA 99201 Kirkland,WA 98033 Tel206.523.0024 Tel360.899.1110 Tel360.331.4131 Tel253.237.7770 Tel509.606.3600 Tel425.822.5242 THIS PAGE INTENTIONALLY LEFT BLANK STRUCTURAL CALCULATIONS DESIGN CITERIA TEMPERATE HABITS ARLINGTON, WA Seattle Mount Vernon Whidbey Federal Way Spokane 9706 4th Ave NE,Ste 300 2210 Riverside Dr,Ste 110 1796 E Main St,Ste 105 31620 23rd Ave S,Ste 307 601 W Main Ave,Ste 617 Seattle,WA 98115 Mount Vernon,WA 98273 Freeland,WA 98249 Federal Way,WA 98003 Spokane,WA 99201 Tel206.523.0024 Tel360.899.1110 Tel360.331.4131 Tel253.237.7770 Tel509.606.3600 DC Section Cover DC-1 DC-1 DZ � G WATERSHED Date: 3/5/2024 Made By: LAO Project: Temperate Habits Description: Design Criteria Design Criteria Code: 2015 International Residential Code engineered design by 2015 IBC (R301.1.3) Seismic: CLT Handbook Latitude = 48.5755286 North SPDWS 2021 chapter 4 and appendix B Longitude = -122.509396 West Spectral Response Acceleration, Ss& S1 = 1.042 & 0.372 Spectral Response Acceleration, Sds& Sd1 = 0.834 & 0.478 Soil Site Class, Fa &Fv= 1.2 & 1.928 Seismic Design Category, SDC D Response Modification Factor, R= 4.0 Wind: Exposure = C Basic Wind Speed= 110 mph Topographical Terrain = Flat Kzt= 1.00 Flood Zone C End of flood zone mapped at 308 ft from shoreline.structure is>311 ft from Bulkkhei Live Loads: Mezz. Storage = 125 psf Dead Loads: Mezz. Roof= 15 psf Interior Wall= 10 psf Soils: Assumed By Owner Soil Bearing = 2,000 psf Active Soil Pressure =35 pcf Passive Soil Pressure =250 pcf IBC Soil Site Classification =D Frost Depth = 18 inches DCG/Watershed DC-2 DC-2 A This is a beta release of the new ATC Hazards by Location website.Please contact us with feedback. 8 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. ATCHazards by Location Search Information Burlington 9 Address: 19712 Arlington Vly Rd,Arlington,WA 98223,USA k Verr^^ © 162 ft Coordinates: 48.172584,-122.1334032 Ar on Elevation: 162 ft Timestam 2024-02-15T20:4628.213Z Mt. p: o� �Sequim Marysville Baker-Snoqualmie 0 Whidbey Everett National Forest Hazard Type: Seismic Island o © Reference ASCE7-16 GO le Edmonds g � Map data©2024 Google Report a map error Document: Risk Category: II Site Class: D-default Basic Parameters Name Value Description Ss 1.042 MCER ground motion(period=0.2s) St 0.372 MCER ground motion(period=1.0s) SMS 1.251 Site-modified spectral acceleration value SMt "null Site-modified spectral acceleration value SDS 0.834 Numeric seismic design value at 0.2s SA SDt 'null Numeric seismic design value at 1.0s SA See Section 11.4.8 Additional Information Name Value Description SDC "null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv 'null Site amplification factor at 1.0s CRS 0.912 Coefficient of risk(0.2s) CRt 0.891 Coefficient of risk(1.0s) PGA 0.443 MCER peak ground acceleration FpGA 1.2 Site amplification factor at PGA PGAM 0.531 Site modified peak ground acceleration DCG/Watershed THIS PAGE INTENTIONALLY LEFT BLANK STRUCTURAL CALCULATIONS GRAVITY DESIGN TEMPERATE HABITS ARLINGTON, WA Seattle Mount Vernon Whidbey Federal Way Spokane 9706 4th Ave NE,Ste 300 2210 Riverside Dr,Ste 110 1796 E Main St,Ste 105 31620 23rd Ave S,Ste 307 601 W Main Ave,Ste 617 Seattle,WA 98115 Mount Vernon,WA 98273 Freeland,WA 98249 Federal Way,WA 98003 Spokane,WA 99201 Tel206.523.0024 Tel360.899.1110 Tel360.331.4131 Tel253.237.7770 Tel509.606.3600 GD Section Cover THIS PAGE INTENTIONALLY LEFT BLANK GD-1 GD-1 I m m � m _ m Floor Joist-1 Awning Col m RA � ' � Awning Col m _ Awning Col -- - ... -- --�-- --- i Floor Joist-1 Header1 Floor Joist- EEL Gravity Key Scale: 1/16"= 1' DCG/Watershed G D-2 G D-2 Wood Beam Project File:Temperate Habits_Enercalc.ec LIC#:KW-06012482,Build:20.24.02.28 Davido Consulting Group (c)ENERCALC INC 1983-2023 DESCRIPTION: RJ1 CODE REFERENCES Calculations per NDS 2018, IBC 2021,ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination: IBC 2021 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-m 580.Oksi Wood Species Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(0.03)Lr( 04)S(0.05) D(0.03)Lr(0.04)S(0.05) 0 2x8 2x8 Span=8.750 ft Span=1.250 ft Applied Loads Service loads entered.Load Factors will be applied for calculation Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D =0.0150, Lr=0.020, S =0.0250 ksf, Tributary Width =2.0 ft, (Awning Roof Load) Load for Span Number 2 Uniform Load : D =0.0150, Lr=0.020, S =0.0250 ksf, Tributary Width =2.0 ft, (Awning Roof Load) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.556c 1 Maximum Shear Stress Ratio = 0.213 : 1 Section used for this span 2x8 Section used for this span 2x8 fb:Actual = 690.68psi fv:Actual = 44.05 psi F'b = 1,242.00psi F'v = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 4.302ft Location of maximum on span = 8.163ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.083 in Ratio= 1264-360 Span:1 :S Only Max Upward Transient Deflection -0.036 in Ratio= 832> 360 Span:2:S Only Max Downward Total Deflection 0.137 in Ratio= 767> 240 Span:1 :+D+S+H Max Upward Total Deflection -0.059 in Ratio= 506> 240 Span:2:+D+S+H Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Max Upward from all Load Conditions 0.353 0.471 Max Upward from Load Combinations 0.353 0.471 Max Upward from Load Cases 0.214 0.286 Max Downward from all Load Conditio -0.004 Max Downward from Load Cases(Resis -0.004 +D+H 0.139 0.185 +D+L+H, LL Comb Run(*L) 0.139 0.185 +D+L+H, LL Comb Run(L*) 0.139 0.185 +D+L+H, LL Comb Run(LL) 0.139 0.185 +D+Lr+H, LL Comb Run(*L) 0.135 0.238 +D+Lr+H, LL Comb Run(L*) 0.314 0.360 DCGNVatershed G D-3 G D-3 Wood Beam Project File:Temperate Habits_Enercalc.ec LIC#:KW-06012482,Build:20.24.02.28 Davido Consulting Group (c)ENERCALC INC 1983-2023 DESCRIPTION: RJ1 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+Lr+H, LL Comb Run(LL) 0.310 0.413 +D+S+H 0.353 0.471 +D+0.750Lr+0.750L+H,LL Comb Run( 0.136 0.225 +D+0.750Lr+0.750L+H,LL Comb Run(L 0.270 0.316 +D+0.750Lr+0.750L+H,LL Comb Run(L 0.267 0.356 +D+0.750L+0.750S+H,LL Comb Run(*L 0.299 0.399 +D+0.750L+0.750S+H,LL Comb Run(L* 0.299 0.399 +D+0.750L+0.750S+H,LL Comb Run(LL 0.299 0.399 +D+0.60W+H 0.139 0.185 +D+0.70E+H 0.139 0.185 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.136 0.225 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.270 0.316 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.267 0.356 +D+0.750L+0.750S+0.450W+H,LL Comb 0.299 0.399 +D+0.750L+0.750S+0.450W+H,LL Comb 0.299 0.399 +D+0.750L+0.750S+0.450W+H,LL Comb 0.299 0.399 +D+0.750L+0.750S+0.5250E+H,LL Comb 0.299 0.399 +D+0.750L+0.750S+0.5250E+H,LL Comb 0.299 0.399 +D+0.750L+0.750S+0.5250E+H,LL Comb 0.299 0.399 +0.60D+0.60W+0.60H 0.083 0.111 +0.60D+0.70E+0.60H 0.083 0.111 D Only 0.139 0.185 Lr Only,LL Comb Run(*L) -0.004 0.054 Lr Only,LL Comb Run(L*) 0.175 0.175 Lr Only,LL Comb Run(LL) 0.171 0.229 S Only 0.214 0.286 H Only DCG/Watershed G D-4 G D-4 Wood Beam Project File:Temperate Habits_Enercalc.ec LIC#:KW-06012482,Build:20.24.02.28 Davido Consulting Group (c)ENERCALC INC 1983-2023 DESCRIPTION: BM1 CODE REFERENCES Calculations per NDS 2018, IBC 2021,ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method: Allowable Stress Design Fb+ 675.0 psi E:Modulus of Elasticity Load Combination: IBC 2021 Fb- 675.0 psi Ebend-xx 1,100.Oksi Fc-Prll 500.0 psi Eminbend-m 400.0ksi Wood Species Hem-Fir Fc-Perp 405.0 psi Wood Grade No.2 Fv 140.0 psi Ft 350.0 psi Density 26.840pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(0.08445)Lr(0.1126)S(0.14075) D(0.075)Lr(0.1)S(0.125) D(0.075)Lr(0.1)S(0.125) D(0.075)Lr(0.1)S(0.125) 5b 63 6x10 6x10 j 6x10 6x10 Span=1.250 ft Span=12.0 ft Span=12.0 ft Span=1.250 ft Applied Loads Service loads entered.Load Factors will be applied for calculation Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D =0.0150, Lr=0.020, S =0.0250 ksf, Tributary Width =5.630 ft, (Awning Roof Load) Load for Span Number 2 Uniform Load : D =0.0150, Lr=0.020, S =0.0250 ksf, Tributary Width =5.0 ft, (Awning Roof Load) Load for Span Number 3 Uniform Load : D =0.0150, Lr=0.020, S =0.0250 ksf, Tributary Width =5.0 ft, (Awning Roof Load) Load for Span Number 4 Uniform Load : D =0.0150, Lr=0.020, S =0.0250 ksf, Tributary Width =5.0 ft, (Awning Roof Load) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.862 1 Maximum Shear Stress Ratio = 0.310 : 1 Section used for this span 6x10 Section used for this span 6x10 fb:Actual = 535.02psi fv:Actual = 39.99 psi F'b = 621.00psi F'v = 128.80 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 12.00Oft Location of maximum on span = 12.00Oft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#2 Maximum Deflection Max Downward Transient Deflection 0.082 in Ratio= 1749-360 Span:2:Lr Only,LL Comb Run(*L*L) Max Upward Transient Deflection -0.029 in Ratio= 1046-360 Span:4:Lr Only,LL Comb Run(L*L*) Max Downward Total Deflection 0.121 in Ratio= 1 187-240 Span:2:+D+Lr+H,LL Comb Run(*L*L) Max Upward Total Deflection -0.044 in Ratio= 688> 240 Span:4:+D+Lr+H,LL Comb Run(L*L*) Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Max Upward from all Load Conditions 1.260 3.103 1.227 Max Upward from Load Combinations 1.260 3.103 1.227 Max Upward from Load Cases 0.752 1.849 0.731 Max Downward from all Load Conditio -0.075 -0.021 -0.075 Max Downward from Load Cases(Resis -0.075 -0.021 -0.075 +D+H 0.508 1.254 0.496 DCGNVatershed G D-5 G D-5 Wood Beam Project File:Temperate Habits_Enercalc.ec LIC#:KW-06012482,Build:20.24.02.28 Davido Consulting Group (c)ENERCALC INC 1983-2023 DESCRIPTION: BM1 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 +D+L+H, LL Comb Run(***L) 0.508 1.254 0.496 +D+L+H, LL Comb Run(**L*) 0.508 1.254 0.496 +D+L+H, LL Comb Run(**LL) 0.508 1.254 0.496 +D+L+H, LL Comb Run(*L**) 0.508 1.254 0.496 +D+L+H, LL Comb Run(*L*L) 0.508 1.254 0.496 +D+L+H, LL Comb Run(*LL*) 0.508 1.254 0.496 +D+L+H, LL Comb Run(*LLL) 0.508 1.254 0.496 +D+L+H, LL Comb Run(L***) 0.508 1.254 0.496 +D+L+H, LL Comb Run(L**L) 0.508 1.254 0.496 +D+L+H, LL Comb Run(L*L*) 0.508 1.254 0.496 +D+L+H, LL Comb Run(L*LL) 0.508 1.254 0.496 +D+L+H, LL Comb Run(LL**) 0.508 1.254 0.496 +D+L+H, LL Comb Run(LL*L) 0.508 1.254 0.496 +D+L+H, LL Comb Run(LLL*) 0.508 1.254 0.496 +D+L+H,LL Comb Run(LLLL) 0.508 1.254 0.496 +D+Lr+H, LL Comb Run(***L) 0.510 1.244 0.629 +D+Lr+H, LL Comb Run(**L*) 0.433 2.004 1.021 +D+Lr+H, LL Comb Run(**LL) 0.435 1.994 1.154 +D+Lr+H, LL Comb Run(*L**) 1.033 2.004 0.421 +D+Lr+H, LL Comb Run(*L*L) 1.035 1.994 0.554 +D+Lr+H, LL Comb Run(*LL*) 0.958 2.754 0.946 +D+Lr+H,LL Comb Run(*LLL) 0.960 2.744 1.079 +D+Lr+H, LL Comb Run(L***) 0.658 1.243 0.498 +D+Lr+H, LL Comb Run(L**L) 0.660 1.233 0.631 +D+Lr+H, LL Comb Run(L*L*) 0.583 1.993 1.023 +D+Lr+H, LL Comb Run(L*LL) 0.585 1.983 1.156 +D+Lr+H, LL Comb Run(LL**) 1.183 1.993 0.423 +D+Lr+H, LL Comb Run(LL*L) 1.185 1.983 0.556 +D+Lr+H, LL Comb Run(LLL*) 1.108 2.743 0.948 +D+Lr+H, LL Comb Run(LLLL) 1.110 2.733 1.081 +D+S+H 1.260 3.103 1.227 +D+0.750Lr+0.750L+H,LL Comb Run(* 0.509 1.246 0.596 +D+0.750Lr+0.750L+H,LL Comb Run(* 0.452 1.816 0.889 +D+0.750Lr+0.750L+H,LL Comb Run(* 0.453 1.809 0.989 +D+0.750Lr+0.750L+H,LL Comb Run(* 0.902 1.816 0.439 +D+0.750Lr+0.750L+H,LL Comb Run(* 0.903 1.809 0.539 +D+0.750Lr+0.750L+H,LL Comb Run(* 0.846 2.379 0.833 +D+0.750Lr+0.750L+H,LL Comb Run(* 0.847 2.371 0.933 +D+0.750Lr+0.750L+H,LL Comb Run(L 0.621 1.245 0.497 +D+0.750Lr+0.750L+H,LL Comb Run(L 0.622 1.238 0.597 +D+0.750Lr+0.750L+H,LL Comb Run(L 0.564 1.808 0.891 +D+0.750Lr+0.750L+H,LL Comb Run(L 0.566 1.801 0.991 +D+0.750Lr+0.750L+H,LL Comb Run(L 1.014 1.808 0.441 +D+0.750Lr+0.750L+H,LL Comb Run(L 1.016 1.801 0.541 +D+0.750Lr+0.750L+H,LL Comb Run(L 0.958 2.370 0.835 +D+0.750Lr+0.750L+H,LL Comb Run(L 0.959 2.363 0.934 +D+0.750L+0.750S+H,LL Comb Run(** 1.072 2.640 1.044 +D+0.750L+0.750S+H,LL Comb Run(** 1.072 2.640 1.044 +D+0.750L+0.750S+H,LL Comb Run(** 1.072 2.640 1.044 +D+0.750L+0.750S+H,LL Comb Run(*L 1.072 2.640 1.044 +D+0.750L+0.750S+H,LL Comb Run(*L 1.072 2.640 1.044 +D+0.750L+0.750S+H,LL Comb Run(*L 1.072 2.640 1.044 +D+0.750L+0.750S+H,LL Comb Run(*L 1.072 2.640 1.044 +D+0.750L+0.750S+H,LL Comb Run(L* 1.072 2.640 1.044 +D+0.750L+0.750S+H,LL Comb Run(L* 1.072 2.640 1.044 +D+0.750L+0.750S+H,LL Comb Run(L* 1.072 2.640 1.044 +D+0.750L+0.750S+H,LL Comb Run(L* 1.072 2.640 1.044 +D+0.750L+0.750S+H,LL Comb Run(LL 1.072 2.640 1.044 +D+0.750L+0.750S+H,LL Comb Run(LL 1.072 2.640 1.044 DCG/Watershed G D-6 G D-6 Wood Beam Project File:Temperate Habits_Enercalc.ec LIC#:KW-06012482,Build:20.24.02.28 Davido Consulting Group (c)ENERCALC INC 1983-2023 DESCRIPTION: BM1 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 +D+0.750L+0.750S+H,LL Comb Run(LL 1.072 2.640 1.044 +D+0.750L+0.750S+H,LL Comb Run(LL 1.072 2.640 1.044 +D+0.60W+H 0.508 1.254 0.496 +D+0.70E+H 0.508 1.254 0.496 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.509 1.246 0.596 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.452 1.816 0.889 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.453 1.809 0.989 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.902 1.816 0.439 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.903 1.809 0.539 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.846 2.379 0.833 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.847 2.371 0.933 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.621 1.245 0.497 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.622 1.238 0.597 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.564 1.808 0.891 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.566 1.801 0.991 +D+0.750Lr+0.750L+0.450W+H,LL Comb 1.014 1.808 0.441 +D+0.750Lr+0.750L+0.450W+H,LL Comb 1.016 1.801 0.541 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.958 2.370 0.835 +D+0.750Lr+0.750L+0.450W+H,LL Comb 0.959 2.363 0.934 +D+0.750L+0.750S+0.450W+H,LL Comb 1.072 2.640 1.044 +D+0.750L+0.750S+0.450W+H,LL Comb 1.072 2.640 1.044 +D+0.750L+0.750S+0.450W+H,LL Comb 1.072 2.640 1.044 +D+0.750L+0.750S+0.450W+H,LL Comb 1.072 2.640 1.044 +D+0.750L+0.750S+0.450W+H,LL Comb 1.072 2.640 1.044 +D+0.750L+0.750S+0.450W+H,LL Comb 1.072 2.640 1.044 +D+0.750L+0.750S+0.450W+H,LL Comb 1.072 2.640 1.044 +D+0.750L+0.750S+0.450W+H,LL Comb 1.072 2.640 1.044 +D+0.750L+0.750S+0.450W+H,LL Comb 1.072 2.640 1.044 +D+0.750L+0.750S+0.450W+H,LL Comb 1.072 2.640 1.044 +D+0.750L+0.750S+0.450W+H,LL Comb 1.072 2.640 1.044 +D+0.750L+0.750S+0.450W+H,LL Comb 1.072 2.640 1.044 +D+0.750L+0.750S+0.450W+H,LL Comb 1.072 2.640 1.044 +D+0.750L+0.750S+0.450W+H,LL Comb 1.072 2.640 1.044 +D+0.750L+0.750S+0.450W+H,LL Comb 1.072 2.640 1.044 +D+0.750L+0.750S+0.5250E+H,LL Comb 1.072 2.640 1.044 +D+0.750L+0.750S+0.5250E+H,LL Comb 1.072 2.640 1.044 +D+0.750L+0.750S+0.5250E+H,LL Comb 1.072 2.640 1.044 +D+0.750L+0.750S+0.5250E+H,LL Comb 1.072 2.640 1.044 +D+0.750L+0.750S+0.5250E+H,LL Comb 1.072 2.640 1.044 +D+0.750L+0.750S+0.5250E+H,LL Comb 1.072 2.640 1.044 +D+0.750L+0.750S+0.5250E+H,LL Comb 1.072 2.640 1.044 +D+0.750L+0.750S+0.5250E+H,LL Comb 1.072 2.640 1.044 +D+0.750L+0.750S+0.5250E+H,LL Comb 1.072 2.640 1.044 +D+0.750L+0.750S+0.5250E+H,LL Comb 1.072 2.640 1.044 +D+0.750L+0.750S+0.5250E+H,LL Comb 1.072 2.640 1.044 +D+0.750L+0.750S+0.5250E+H,LL Comb 1.072 2.640 1.044 +D+0.750L+0.750S+0.5250E+H,LL Comb 1.072 2.640 1.044 +D+0.750L+0.750S+0.5250E+H,LL Comb 1.072 2.640 1.044 +D+0.750L+0.750S+0.5250E+H,LL Comb 1.072 2.640 1.044 +0.60D+0.60W+0.60H 0.305 0.752 0.297 +0.60D+0.70E+0.60H 0.305 0.752 0.297 D Only 0.508 1.254 0.496 Lr Only,LL Comb Run(**'L) 0.002 -0.010 0.133 Lr Only,LL Comb Run(**L*) -0.075 0.750 0.525 Lr Only,LL Comb Run(**LL) -0.073 0.740 0.658 Lr Only,LL Comb Run(*L**) 0.525 0.750 -0.075 Lr Only,LL Comb Run(*L*L) 0.527 0.740 0.058 Lr Only,LL Comb Run(*LL*) 0.450 1.500 0.450 Lr Only,LL Comb Run(*LLL) 0.452 1.490 0.583 DCG/Watershed G D-7 G D-7 Wood Beam Project File:Temperate Habits_Enercalc.ec LIC#:KW-06012482,Build:20.24.02.28 Davido Consulting Group (c)ENERCALC INC 1983-2023 DESCRIPTION: BM1 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Lr Only,LL Comb Run(L**') 0.150 -0.011 0.002 Lr Only,LL Comb Run(L**L) 0.152 -0.021 0.135 Lr Only,LL Comb Run(L*L*) 0.075 0.739 0.527 Lr Only,LL Comb Run(L*LL) 0.077 0.729 0.660 Lr Only,LL Comb Run(LL**) 0.675 0.739 -0.073 Lr Only,LL Comb Run(LL*L) 0.677 0.729 0.060 Lr Only,LL Comb Run(LLL*) 0.600 1.489 0.452 Lr Only,LL Comb Run(LLLL) 0.602 1.479 0.585 S Only 0.752 1.849 0.731 H Only DCG/Watershed G D-8 G D-8 Wood Column Project File:Temperate Habits_Enercalc.ecE LIC#:KW-06012482,Build:20.24.02.28 Davido Consulting Group (c)ENERCALC INC 1983-2M DESCRIPTION: Awning Col Code References Calculations per NDS 2018, IBC 2021,ASCE 7-16 Load Combinations Used : IBC 2021 General Information Analysis Method Allowable Stress Design Wood Section Name 6x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 14 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width 5.50 in Allow Stress Modification Factors Wood Species Hem-Fir Wood Grade No.2 Exact Depth 5.50 in Cf or Cv for Bending 1.0 Fb+ 575 psi Fv 140 psi Area 30.250 in^2 Cf or Cv for Compressio 1.0 Ix 76.255 in^4 Cf or Cv for Tension 1.0 Fb- 575 psi Ft 375 psi ly 76.255 in14 Cm :Wet Use Factor 1.0 Fc-Prll 575 psi Density 26.84 pcf Incising Factors: Ct:Temperature Fact 1.0 Fc-Perp 405 psi for Bending 0.80 Cfu: Flat Use Factor 1.0 E: Modulus of Elasticity. . . x-x Bending y-y Bending Axial for Elastic Modulus 0.95 Kf:Built-up columns 1.0 Basic 1100 1100 1100 ksi Use Cr: Repetitive? No Minimum 400 400 Column Buckling Condition: ABOUT X-X Axis: Lux= 14 ft, Kx= 1.0 ABOUT Y-Y Axis: Luy=14 ft,Ky=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations Column self weight included : 78.936 Ibs* Dead Load Factor AXIAL LOADS . . . Axial Load at 14.0 ft, D = 6.70 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9877: 1 Maximum SERVICE Lateral Load Reactions. . Load Combination D Only Top along Y-1 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-} 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are . Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 6.779 k for load combination : n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 226.894 psi for load combination :n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0 : 1 Bending Compression Tension Load Combination +0.60D Location of max.above base 14.0 ft Applied Design Shear 0.0 psi Allowable Shear 179.20 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D CP Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.548 0.9877 PASS 0.0 ft 0.0 PASS 14.0 ft +0.60D 1.600 0.346 0.5275 PASS 0.0 ft 0.0 PASS 14.0 ft Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 6.779 +0.60D 4.067 DCGNVatershed G D-9 G D-9 Wood Column Project File:Temperate Habits_Enercalc.ecE LIC#:KW-06012482,Build:20.24.02.28 Davido Consulting Group (c)ENERCALC INC 1983-2M DESCRIPTION: Awning Col Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance DOnly 0.0000in 0.000ft 0.000in 0.000ft +0.60D 0.0000 in 0.000ft 0.000 in 0.000ft Sketches 6 70k 6Yft +v Load 1 0 Lq L0 66 5.50 in DCG/Watershed GD-10 GD-10 Project Name: Temperate Habits Page 1 of 1 Model: Header 1 Date:03/05/2024 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTm 2.0.3.0 Reactions Support Reactions(lb) R1 147.00 R2 147.00 Shear and Web Crippling Checks 84.00 Bending and Shear 11.5% Stressed (Unstiffened): @R1 Bending and Shear NA (Stiffened): 1 R1 R2 Web Stiffeners No Required?: 3.50 Section : (2)60OS200-33 Boxed C Stud Fy=33.0 ksi Maxo= 2046.1 Ft-Lb Moment of Intertia, 1=4.12 in"4 Va=1276.1 lb Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Check Deflection Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 128.6 0.063 128.6 Third-Pt 2046.1 0.063 0.002 L/25686 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com DCG/Watershed GD-11 GD-11 Project Name: Temperate Habits Page 1 of 2 Model: Header Trimmer(Full Height) Date:03/05/2024 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTm 2.0.3.0 z N 29.60 3.35 � Pi Y Point Loads P1 Load(lb) 131 X-Dist.(ft) 10.00 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Built-Up Section: Section Ixx %of Total Area %of Total Number Section (in^4) Ixx (in^2) Area 1 8005200-43(33) 5.302 100.0 % 0.582 100.0% Overall Member Inputs: Flexure Axial Bracing K-phi Lm Load KyLy KtLt K-phi Lm Span (in) (lb-in/in) (in) (lb) (in) (in) (lb-in/in) (in) Span 60 0 355.2 0 N/A N/A N/A N/A Reaction And Point Load Data: R1 R2 P1 Load (lb) 136.3 93.8 131.0 Brng (in) 1.00 1.00 1.00 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com DCG/Watershed GD-12 GD-12 Project Name: Temperate Habits Page 2 of 2 Model: Header Trimmer(Full Height) Date:03/05/2024 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTm 2.0.3.0 Analysis Summary: Flexure Web Criplinq Shear&Bending Axial Section Defl M/Ma Stiffen Req'd V/Va Unstiffened Stiffened P/Pa Combined 8005200-43(33) L/485 0.684 No 0.13 0.57 N/A 0.00 0.00 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com DCG/Watershed GD-13 GD-13 Project Name: Temperate Habits Page 1 of 2 Model: Header Trimmer(Partial Height) Date:03/05/2024 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTm 2.0.3.0 1 N 10.00 11.68 y I Point Loads Load(lb) X-Dist.(ft) Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Built-Up Section: Section Ixx %of Total Area %of Total Number Section (in^4) Ixx (in^2) Area 1 6005200-33(33) 2.058 100.0 % 0.379 100.0% Overall Member Inputs: Flexure Axial Bracing K-phi Lm Load KyLy KtLt K-phi Lm Span (in) (lb-in/in) (in) (Ib) (in) (in) (lb-in/in) (in) Span 60 0 120 315.0(c) 60.0 60.0 0.0 120.0 Reaction And Point Load Data: R1 R2 P1 Load (lb) 58.4 58.4 0.0 Brng (in) 1.00 1.00 1.50 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com DCG/Watershed GD-14 GD-14 Project Name: Temperate Habits Page 2 of 2 Model: Header Trimmer(Partial Height) Date:03/05/2024 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTm 2.0.3.0 Analysis Summary: Flexure Web Criplinq Shear&Bending Axial Section Defl M/Ma Stiffen Req'd V/Va Unstiffened Stiffened P/Pa Combined 6005200-33(33) L/3960 0.163 No 0.09 0.09 N/A 0.11 0.28 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com DCG/Watershed GD-15 GD-15 Project Name: Temperate Habits Page 1 of 1 Model: Top Channel Date:03/05/2024 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTm 2.0.3.0 74.00 R1 R2 4.00 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Built-Up Section: Section Ixx %of Total Area %of Total Number Section (in^4) Ixx (in^2) Area 1 6005200-33(33) 2.058 60.7% 0.379 54.9% 2 600T150-33(33) 1.334 39.3% 0.311 45.1 % Overall Member Inputs: Flexure Axial Bracing K-phi Lm Load KyLy KtLt K-phi Lm Span (in) (lb-in/in) (in) (lb) (in) (in) (lb-in/in) (in) Span None 0 48 0 N/A N/A N/A N/A Reaction And Point Load Data: R1 R2 Load (lb) 148.0 148.0 Brng (in) 1.00 1.00 Analysis Summary: Flexure Web Cripling Shear&Bending Axial Section Defl M/Ma Stiffen Req'd V/Va Unstiffened Stiffened P/Pa Combined 6005200-33(33) L/16098 0.100 No 0.14 0.14 N/A 0.00 0.00 600T150-33(33) L/16098 0.128 No 0.09 0.09 N/A 0.00 0.00 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com DCG/Watershed GD-16 GD-16 Project Name: Temperate Habits Page 1 of 1 Model: Stud 1 Date:03/05/2024 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTm 2.0.3.0 Section Designation : 600S200-33 Single C Stud INPUT PROPERTIES : Web Height= 6.0000 in Steel Thickness= 0.0346 in Top Flange= 2.0000 in Inside Corner Radius= 0.0765 in Bottom Flange= 2.0000 in Yield Stress,Fy= 33.0000 ksi Stiffening Lip= 0.6250 in Fy With Cold-Work,Fya= 33.0000 ksi Punchout Width= 1.5000 in Punchout Length= 4.0000 in GENERAL INTERACTION ANALYSIS Bending Inputs and Results Input Moment,Mx= 120 Ft-Lb Flexural Bracing= 96 in Cb= 1 Load Multiplier for Strength Checks= 1.0 Allowable Moment,Ma(Fy)(x)= 1023 Ft-Lb Allowable Moment,Ma(brc)(x)= 793 Ft-Lb K-phi(distortional)= 0 lb-in/in Distortional Restraint,Lm= None Allowable Moment(distortional),Ma(dist)(x)= 897 Ft-Lb Moment Ratio,Mx/Ma(x)(including load multiplier)= 0.151 Input Moment,My= 0 Ft-Lb Allowable Moment,Ma(y)= 201 Ft-Lb Moment Ratio,My/Ma(y)(including load multiplier)= 0.000 Axial Inputs and Results Input Axial Load(+Comp,-Tens)= 2050 lb Unbraced Length,KxLx= 144 in Unbraced Length,KyLy= 60 in Unbraced Length,KtLt= 60 in Allowable Pure Axial Load,Pa= 2688 lb K-phi(distortional)= 0 lb-in/in Distortional Restraint,Lm= None Allowable Distortional Axial Load,Pa= 3990 lb Load Multiplier for Strength Checks= 1.0 Axial Load Ratio,P/Pa(including load multiplier)= 0.763 Maximum KL/r ratio= 81 Bending and Axial Interactions Axial Load Ratio,P/Pa(including load multiplier)= 0.763>0.15 Pcr(x)= 29136 lb Alpha(x)= 0.873 Pcr(y)= 16928 lb Alpha(y)= 0.782 Interaction C5.2.1-1 = 0.936 Pao= 3531 lb Interaction C5.2.1-2= 0.732 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com DCG/Watershed GD-17 GD-17 Project Name: Temperate Habits Page 1 of 1 Model: Stud 2 (Full Height Demising) Date:03/05/2024 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTm 2.0.3.0 Section Designation : 800S200-43 Single C Stud INPUT PROPERTIES : Web Height= 8.0000 in Steel Thickness= 0.0451 in Top Flange= 2.0000 in Inside Corner Radius= 0.0712 in Bottom Flange= 2.0000 in Yield Stress,Fy= 33.0000 ksi Stiffening Lip= 0.6250 in Fy With Cold-Work,Fya= 33.0000 ksi Punchout Width= 1.5000 in Punchout Length= 4.0000 in GENERAL INTERACTION ANALYSIS Bending Inputs and Results Input Moment,Mx= 1094 Ft-Lb Flexural Bracing= 96 in Cb= 1 Load Multiplier for Strength Checks= 1.0 Allowable Moment,Ma(Fy)(x)= 2128 Ft-Lb Allowable Moment,Ma(brc)(x)= 1555 Ft-Lb K-phi(distortional)= 0 lb-in/in Distortional Restraint,Lm= None Allowable Moment(distortional),Ma(dist)(x)= 1749 Ft-Lb Moment Ratio,Mx/Ma(x)(including load multiplier)= 0.704 Input Moment,My= 0 Ft-Lb Allowable Moment,Ma(y)= 270 Ft-Lb Moment Ratio,My/Ma(y)(including load multiplier)= 0.000 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com DCG/Watershed GD-18 GD-18 Project Name: Temperate Habits Page 1 of 1 Model: Stud 3 (Partial Height Demising) Date:03/05/2024 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTm 2.0.3.0 Section Designation : 600S200-33 Single C Stud INPUT PROPERTIES : Web Height= 6.0000 in Steel Thickness= 0.0346 in Top Flange= 2.0000 in Inside Corner Radius= 0.0765 in Bottom Flange= 2.0000 in Yield Stress,Fy= 33.0000 ksi Stiffening Lip= 0.6250 in Fy With Cold-Work,Fya= 33.0000 ksi Punchout Width= 1.5000 in Punchout Length= 4.0000 in GENERAL INTERACTION ANALYSIS Bending Inputs and Results Input Moment,Mx= 480 Ft-Lb Flexural Bracing= 48 in Cb= 1 Load Multiplier for Strength Checks= 1.0 Allowable Moment,Ma(Fy)(x)= 1023 Ft-Lb Allowable Moment,Ma(brc)(x)= 1023 Ft-Lb K-phi(distortional)= 0 lb-in/in Distortional Restraint,Lm= None Allowable Moment(distortional),Ma(dist)(x)= 897 Ft-Lb Moment Ratio,Mx/Ma(x)(including load multiplier)= 0.535 Input Moment,My= 0 Ft-Lb Allowable Moment,Ma(y)= 201 Ft-Lb Moment Ratio,My/Ma(y)(including load multiplier)= 0.000 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com DCG/Watershed GD-19 GD-19 Project Name: Temperate Habits Page 1 of 1 Model: Floor Joist-1 Date:03/05/2024 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTm 2.0.3.0 166.67 Uniform LL Uniform DL 20 R1 R2 11.00 Section : 800S200-54 Single C Stud Fy=50.0 ksi Maxo= 3738.9 Ft-Lb Moment of Intertia, 1=6.573 in^4 Va=2091.3 lb Joist Spacing= 16 in Deflection Limits: Total Load-240 Live Load -360 Load Cases: 1. DL+LL All spans 2. DL+LL Even spans 3. DL+LL Odd spans 4. LL All spans 5. LL Even spans 6. LL Odd spans Joist Flexural and Deflection Summary Mmax K-phi Lm Ma-dist Mmax/Ma Load Total Ld Load LL Load Ft-Lb lb-in/in in Ft-Lb (Min) Case Defl Case Defl Case Span 2823 0.0 132.0 3114.2 0.907 1 L/416 1 L/466 4 Joist Bending and Web Crippling Summary Load Load Bearing Pa Pn Max Load Stiffeners Rxn (Ib) Case (in) (Ib) (Ib) Intr. Case Required R1 1026.7 1 1.00 574.6 1005.5 0.93 1 YES R2 1026.7 1 1.00 574.6 1005.5 0.93 1 YES Joist Bending and Shear Summary Vmax Load Va Intr. Load Intr. Load Rxn (lb) Case Factor V/Va M/Ma Unstiffened Case Stiffened Case R1 1026.7 1 1.000 0.49 0.00 0.49 1 N/A N/A R2 1026.7 1 1.000 0.49 0.00 0.49 1 N/A N/A SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com DCG/Watershed STRUCTURAL CALCULATIONS LATERAL DESIGN TEMPERATE HABITS ARLINGTON, WA Seattle Mount Vernon Whidbey Federal Way Spokane 9706 4th Ave NE,Ste 300 2210 Riverside Dr,Ste 110 1796 E Main St,Ste 105 31620 23rd Ave S,Ste 307 601 W Main Ave,Ste 617 Seattle,WA 98115 Mount Vernon,WA 98273 Freeland,WA 98249 Federal Way,WA 98003 Spokane,WA 99201 Tel206.523.0024 Tel360.899.1110 Tel360.331.4131 Tel253.237.7770 Tel509.606.3600 LD Section Cover THIS PAGE INTENTIONALLY LEFT BLANK LID-1 LID-1 lawar"a Date: 3/4/2024 By: LAO Project: Temperate Habits Description: Seismic Weights DEAD LOAD WEIGHTS FOR SEISMIC CALCULATIONS: Unit Roof Weight: 15 psf Unit Floor Weight: 15 psf Unit Exterior Wall Wt: 10 psf Unit Interior Wall Wt: 10 psf AREA/LENGTH HEIGHT UNIT WT. Total Wt. Sub-Total sf/ft ft psf (Ibs) (kips) ROOF LEVEL: Roof 546 1 15 = 8190 Ext.Wall Below 0 5 10 = 0 Int.Wall Below 92 5 10 = 4600 12.8 Kips Ground Level: Ext.Wall Above 0 5.0 10 = 0 Int. Wall Above 92 5.0 10 = 4600 4.6 Kips STRUCTURE WEIGHT FOR SEISMIC BASE SHEAR: 12.8 Kips TOTAL WEIGHT OF STRUCTURE: 17.4 Kips IBC 2018 Lateral Design_Temperate Habits Area 1-Seismic WeighPCGNVatershed Last Saved Date: 15-Feb-2021 LD-2 LD-2 • Date: 3/4/2024 By: LAO Project: Temperate Habits Description: Seismic Weights ASCE 7-16 Seismic Use Group= II From Table 1.5-1 Site Classification = D Geotech Report Provided = YES Refer to attached sheet for Map specified variables SS= 1.042 Fa= 1.200 (Table 11.4-1) S, = 0.372 F = 1.928 (Table 11.4-1) SIDS= 0.834 =0.67*F a*S s (11.4-1&11.4-3) SDI = 0.478 =0.67*F *S f (11.4-2&11.4-4) Building Height, hn= 10.0 ft Building Period Coefficients, CT= 0.020 x= 0.750 per Table 12.8-2 Approx. Fundamental Period,T= 0.112 = C P(h )0,75 (12.8-7) Response Spectrum, Sa= 0.8336 (11.4-5&11.4-6) Response Modification Factor, R= 4 Occupancy Importance Factor, I = 1.0 per Table 1.5-2 Seismic Design Catergory= D -11.6 Redundancy Factor,p = Calculation Required Calculated Redundancy Factor,p = 1.0 Seismic Response Coefficient CS=SDS/R/I = 0.208 (12.8-2) Cs,MAX=SDI/T(R/1)= 1.063 (12.8-3) Cs,MIN = 0.044SD0 = 0.037 (12.8-5) CS= 0.208 Seismic Base Shear Seismic Base Shear,V= 0.208 W (12.8-1) W = 12.79 kips V= 2.67 kips Vfinai=0.7pV= 1.87 kips Vertical Distribution of Seismic Forces 12.8.3 k= 1 Story Total Story Story Story Floor Height Height Weight Force Shear H hX wX wxhx Fi V (ft) (ft) (kips) (k-ft) (kips) (kips) Roof 10.00 10.00 12.8 127.9 1 1.87 1.87 Base 0.00 0.00 4.6 0.0 0.00 1.87 Sum = 127.9 IBC 2018 Lateral Design_Temperate Habits Area 1-Seismic Story SYr&G/Watershed Last Saved Date: 15-Feb-2021 LD-3 LD-3 . I Date: 3/4/2024 By: LAO Project: Temperate Habits Description: Seismic Weights Level Wind Front/Back Wind Side Seismic (kips) (kips) (kips) Roof 1.87 Total 1.87 Controlling: Front/Back - Seismic Side - Seismic 1.87 K 1.87 K Front/Back Direction Side/Side Direction IBC 2018 Lateral Design_Temperate Habits Area 1-Lateral Design P�dG/Watershed Last Saved Date: 15-Feb-2021 LD-4 LD-4 Project Name: Temperate Habits Page 1 of 2 Model: X-Brace—1 Date:03/05/2024 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTm 2.0.3.0 Load Data (ASD) V(wind)= 1 lb V(seismic)= 935 lb Loads multiplied by 1.00 for strength checks Drift Data(at Service Load) Wind Drift= 0.009 in Height Seismic Drift= 0.070 in loft Length 13ft Strap Data Straps ONE side only Strap Design Tension,T= 1180 lb/Strap Strap Yield Stress, Fy= 33 ksi Specified Strap Thickness= 0.0566 in Specified Strap Width= 3.00 in Allowable Strap Tension,Ta= 3355 lb/strap Strap Connection Top Connection Bottom Connection Strap Connection Force 1180 Ib/strap Strap Connection Force 1180 lb/strap Allowable Connection Force 164 lb/Fasteners Allowable Connection Force 164 lb/Fasteners Required Connection 8 Fasteners Required Connection 8 Fasteners Chord Data Chords: 6005200-33(33)Back-To-Back Chord Fastener Spacing,a= 12 in Vertical Component of Brace Force= 719 lb Additional Axial Loads= 2050 lb Total Axial Loads= 2769 lb KyLy, KtLt for Axial Capacity= 96 in Maximum KL/r= 104 Allowable Axial Load = 4950 Ecc. Moment from Strap Force= 180 Ft-Lb Additional Design Moment= 120 Ft-Lb Total Chord Moment= 300 Ft-Lb Flexural Bracing = Full SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com DCG/Watershed LD-5 LD-5 Project Name: Temperate Habits Page 2 of 2 Model: X-Brace—1 Date:03/05/2024 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTm 2.0.3.0 Distortional Buckling Inputs for Moment and Axial K-phi= 0 lb-in/in Lm= None Allowable Moment= 1794 Ft-Lb Chord Interaction= 0.73 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com DCG/Watershed LD-6 LD-6 • Anchor Designer TM Company: Date: 9/8/2022 Engineer: Page: 1/5 Software Project: Version 3.1.2209.3 Address: Phone: E-mail: 1I.Project information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-19 Concrete: Normal-weight Units: Imperial units Concrete thickness, h(inch):24.00 State: Cracked Anchor Information: Compressive strength, F�(psi): 2500 Anchor type: Bonded anchor 4j�,v: 1.0 Material: F1554 Grade 36 Reinforcement condition: Supplementary reinforcement not present Diameter (inch):0.625 Supplemental edge reinforcement: Not applicable Effective Embedment depth, hef(inch):6.000 Reinforcement provided at corners: No Code report: ICC-ES ESR-4057 Ignore concrete breakout in tension: No Anchor category: - Ignore concrete breakout in shear: No Anchor ductility: Yes Hole condition: Dry concrete hmin(inch):7.38 Inspection: Continuous cap(inch):9.44 Temperature range, Short/Long: 150/110°F Cmin(inch): 1.75 Ignore 6do requirement: Not applicable Smin(inch):3.00 Build-up grout pad: No Recommended Anchor Anchor Name: SET-3G-SET-3G w/5/8"0 F1554 Gr.36 Code Report: ICC-ES ESR-4057 ru u� Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com DCG/Watershed LD-7 LD-7 • Anchor Designer TM Company: Date: 9/8/2022 Engineer: Page: 2/5 Software Project: Version 3.1.2209.3 Address: Phone: E-mail: Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: No Ductility section for tension: 17.10.5.2 not applicable Ductility section for shear: 17.10.6.2 not applicable Qo factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua[lb]: 5000 Vuax[lb]: 0 Vuay[lb]: 0 <Figure 1> 5000 lb Z r :l X 0 lb 0 lb Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com DCG/Watershed LD-8 LD-8 • Anchor Designer TM Company: Date: 9/8/2022 Engineer: Page: 3/5 Software Project: Version 3.1.2209.3 Address: Phone: E-mail: <Figure 2> C) c6 CD 12.00 12.00 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com DCG/Watershed LD-9 LD-9 • Anchor DesignerT"' Company: Date: 9/8/2022 Engineer: Page: 4/5 r i e Software Project: Version 3.1.2209.3 Address: Phone: E-mail: 3.Resultina Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(lb) Vuax(lb) Way(lb) V(Vuax)2+(Vuay)2(lb) 1 5000.0 0.0 0.0 0.0 Sum 5000.0 0.0 0.0 0.0 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress(psi):0 Resultant tension force(lb):5000 Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis, e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis, e'Ny(inch):0.00 4.Steel Strength of Anchor in Tension(Sec.17.6.1) Nsa(lb) 0 ONsa(lb) 13110 0.75 9833 5.Concrete Breakout Strength of Anchor in Tension(Sec.17.6.2) Nb=k,a�fchaf-5(Eq. 17.6.2.2.1) kc as fc(psi) hei(In) Nb(Ib) 17.0 1.00 2500 6.000 12492 0.750Ncb=0.750(ANC/ANCO)%d,NTe,NTep,NNb(Sec. 17.5.1.2 &Eq. 17.6.2.1a) ANC(In2) ANco(In2 Ca,min(In) T'ed,N Te,N Tep,N Nb(Ib) 0 0.750Ncb(lb) 288.00 324.00 8.00 0.967 1.00 1.000 12492 0.65 5233 6.Adhesive Strength of Anchor in Tension(Sec.17.6.5) Zk,cr= 1"k,crfshort-termKsat(fc12,500)naaseis Zk,cr(psi) fshort-term {sat aUseis fc(psi) n 2k,cr(psi) 1356 1.00 1.00 1.00 2500 0.24 1356 Nba=A azcr7rdahef(Eq. 17.6.5.2.1) A a zcr(psi) da(In) hei(In) Nba(lb) 1.00 1356 0.63 6.000 15975 0.750Na=0.750(ANa/ANao)%d,NaTcp,NaNba(Sec. 17.5.1.2 &Eq. 17.6.5.1a) ANa(In2) ANaO(In2) CNa(in) Ca,min(in) Ted,Na Tp,Na Nao(lb) 0 0.750Na(lb) 280.39 307.10 8.76 8.00 0.974 1.000 15975 0.65 6925 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com DCG/Watershed LD-10 LD-10 • Anchor Designer TM Company: Date: 9/8/2022 Engineer: Page: 5/5 Software Project: Version 3.1.2209.3 Address: Phone: E-mail: 11.Results Interaction of Tensile and Shear Forces(Sec.17.8) Tension Factored Load, N..(lb) Design Strength, oNn(lb) Ratio Status Steel 5000 9833 0.51 Pass Concrete breakout 5000 5233 0.96 Pass(Governs) Adhesive 5000 6925 0.72 Pass SET-3G w/5/8"0 F1554 Gr.36 with hef=6.000 inch meets the selected design criteria. 12.Warninas -Per designer input,the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.10.5.2 for tension need not be satisfied—designer to verify. -Per designer input,the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.10.6.2 for shear need not be satisfied—designer to verify. Designer must exercise own judgement to determine if this design is suitable. Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com DCG/Watershed STRUCTURAL CALCULATIONS FOUNDATION DESIGN TEMPERATE HABITS ARLINGTON, WA Seattle Mount Vernon Whidbey Federal Way Spokane 9706 4th Ave NE,Ste 300 2210 Riverside Dr,Ste 110 1796 E Main St,Ste 105 31620 23rd Ave S,Ste 307 601 W Main Ave,Ste 617 Seattle,WA 98115 Mount Vernon,WA 98273 Freeland,WA 98249 Federal Way,WA 98003 Spokane,WA 99201 Tel206.523.0024 Tel360.899.1110 Tel360.331.4131 Tel253.237.7770 Tel509.606.3600 FD Section Cover THIS PAGE INTENTIONALLY LEFT BLANK FD-1 FD-1 FTc3-A - r-iG J-A --------------- I I , I � I I - - -- -- --- ::: -- -- - -- --- O O I I , N _o ------------ - --------- ------ --- ---------- a zi GF I II I m I ' � I N 1 1 m -- -- -- - -- -- -- -- - -- - -- -- -- - �I—-- -- ` - 1 1 m' PT I I I I I I I I I I I N I F � I m 11 � 1 QI IF, FTCp3r-A- F7�, FT 3-A -k Foundation Key Scale: 1/16'= 1' DCG/Watershed N 0 LL m ^ � N N C7 G. 0 m c ^ V M l0 ^ l0 01 OR ^ ry ry O O ^ Q U E L.L wT N .�-I `� .N-I `""� Ol Ol V Ol y m O f0 U `..� w O IR .�-I V�1 M N M N - N W "i O O 6 LL ut .6 N N O N p N ul N p N T 1A Q QY ry iry nN w •--� NN � N VN- NC o Lq p ^ O oo n o IR -I oo OO OO .-I O O O O E riN o, m M ui Cn M 00 ui m O N U N U 2 M m W NV � O N ^ ry utul N NN Wutil q p p O QultiO aNti O O O O w 6 -4O O O6 C _O Q O O O O O N O O O O O n O O O O O N J O O O O O O ^ O O O O O O O O O O O O O O O E LL � L.L N ul N M ^ M ul ul l0 ^ N o M N N T l0 ^ l0 ^ lq Ol m W o O O N OE LL > iD N N . 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I, ro O V ro u n in m in m ro n 0 3 Ln m n co u v CLT C ¢ o0 lD 3 •y V Ql Ql m `""� N m c�-I al N cCo > lD N lD O lD N _ N u I, Ln N N m N Ln O V _ C O I.OL L.L m UD 00 U') lD o0 N lD c-I ll 2 L V Ql l.fl 7 `~ W 7 00 l.fl I, '6 O O O m lD c-I O r4 f1'1 6 O '6 L s u n � m ^O c Ln �D Q c m m N m W 00 M ry 01 o0 Ln l0 M O w a w O v n m N N m N N O U O 3 O bA -a C � N C R t pp °co 0 o E o o o o v ai v v v ai a v v a v v ° v E O O 3 4 -6 Vl v -6 O v -6 > — C c Q C Nf as = O _ a1 _ 7 3 Y O- °h0 h0 > pa .N C N ,ha ha 7 a1 h0 ha a1 3 z C O c tkiJ lu V o 2 C IC V O ¢ ¢ s u ¢ ¢ ¢ ¢ ¢ ¢ u C Q N L N L Q a-4 N ^ ^ r4 O CJ Ur u L U m m o0 N n N n M Q 0 to N i--I O i--I m '6 L U c v c c m o 0 Ln ° 'Dm ° `^ v c a a v o v a Ln �i ni m ^ m N N o ocn N N L O LL N ° o m oo O c m v roV l.fl l0 l0 N V r, O m O L L w o 4 6 .ry. u u ^� ^'� m R m O N d 0p aq Q M O N ry Ol m N N u a) Q C M P N 00 a 'D O Zo m V W O o f�9 C O U V l00 iO•I N m N m N i�-I l6 o E E LL u_ cc G N E t m 0 i+ R N L a0 f6 � E N a+ 3 E p c c wnn O v � o x rxa •� c u c c x rxa u c E E E £ E E E o m o '° O i 00 o 0 0 f0 O H — CC O CC O to O — O C m v) D' E U u U U E U U u U L f6 N '6 N C — U D O v 2 v v O v v v 2A c u (a 'N m vOi E y E p E p o O. 'v 2 2 -�j 2 v 2 2 O O ai H Oa 0a O 6 6 U C v 2 Q � U N • cl U- F D-8 F D-8 General Footing Project File:Temperate Habits_Enercalc.ec LIC#:KW-06012482,Build:20.24.02.28 Davido Consulting Group (c)ENERCALC INC 1983-2023 DESCRIPTION: FTG 3-A Code References Calculations per ACI 318-19, IBC 2021,ASCE 7-16 Load Combinations Used : IBC 2021 General Information Material Properties Soil Design Values f'c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = 60.0 ksi Soil Density = 110.0 pcf Ec:Concrete Elastic Modulus = 2,850.0 ksi Increase Bearing By Footing Weight = No Concrete Density = 145.0 pcf Soil Passive Resistance(for Sliding) = 250.0 pcf (P Values Flexure = 0.90 Soil/Concrete Friction Coeff. = 0.30 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 : 1 Min.Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure Yes when max.length or width is greater than — — ft Use Pedestal wt for stability,mom&shear Yes Dimensions Width parallel to X-X Axis = 4.0 ft Length parallel to Z-Z Axis = 6.50 ft Z Footing Thickness = 12.0 in Pedestal dimensions... X X ..........-_ ..............._ ............_.. px:parallel to X-X Axis = 8.0 in ZD pz:parallel to Z-Z Axis 13.0 in Height in ih Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in 0 a� rn Reinforcing 4' w Bars parallel to X-X Axis Number of Bars — 6.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 5.0 Reinforcing Bar Size = # 5 6-#5Bars s-#seat Bandwidth Distribution Check (ACI 15.4.4.2) co M ----------- -------- Direction Requiring Closer Separation x-x section Looking to+Z Z-z section Looking to.x Bars along X-X Axis #Bars required within zone 76.2% #Bars required on each side of zone 23.8% Applied Loads D Lr L S W E H P:Column Load = 17.090 24.320 30.40 -19.650 -11.760 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k DCG/Watershed F D-9 F D-9 General Footing Project File:Temperate Habits_Enercalc.ec LIC#:KW-06012482,Build:20.24.02.28 Davido Consulting Group (c)ENERCALC INC 1983-2023 DESCRIPTION: FTG 3-A DESIGN SUMMARY - •• • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9860 Soil Bearing 1.972 ksf 2.0 ksf +D+S about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS 1.062 Uplift -11.790 k 12.516 k +0.60D+0.60W PASS 0.3311 Z Flexure(+X) 3.694 k-ft/ft 11.156 k-ft/ft +1.20D+1.60S PASS 0.3311 Z Flexure(-X) 3.694 k-ft/ft 11.156 k-ft/ft +1.20D+1.60S PASS 0.6546 X Flexure(+Z) 9.753 k-ft/ft 14.899 k-ft/ft +1.20D+1.60S PASS 0.6546 X Flexure(-Z) 9.753 k-ft/ft 14.899 k-ft/ft +1.20D+1.60S PASS 0.5799 1-way Shear(+X) 22.655 psi 39.065 psi +1.20D+1.60S PASS 0.5799 1-way Shear(-X) 22.655 psi 39.065 psi +1.20D+1.60S PASS 0.9839 1-way Shear(+Z) 48.019 psi 48.805 psi +1.20D+1.60S PASS 0.9839 1-way Shear(-Z) 48.019 psi 48.805 psi +1.20D+1.60S PASS 0.5905 2-way Punching 88.572 psi 150.0 psi +1.20D+1.60S Top reinforcing mat required(see'Bending'tab). ! Hand check required for anchor pullout. DCGNVatershed FD-10 FD-10 • Anchor Designer TM Company: Date: 9/8/2022 Engineer: Page: 1/5 Software Project: Version 3.1.2209.3 Address: Phone: FTG 3-A Anchor E-mail: 1I.Project information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete: Normal-weight Units: Imperial units Concrete thickness, h(inch):24.00 State: Cracked Anchor Information: Compressive strength, F�(psi): 2500 Anchor type: Cast-in-place 4j�,v: 1.0 Material: AB Reinforcement condition: A tension, A shear Diameter (inch): 1.000 Supplemental edge reinforcement: Not applicable Effective Embedment depth, hef(inch): 18.000 Reinforcement provided at corners: Yes Anchor category: - Ignore concrete breakout in tension: Yes Anchor ductility: Yes Ignore concrete breakout in shear: Yes hmin(inch):20.63 Ignore 6do requirement: Yes Cmin(inch): 1.88 Build-up grout pad: No Smin(Inch):4.00 Base Plate Length x Width x Thickness(inch):8.00 x 12.00 x 0.25 Recommended Anchor Anchor Name: PAB Pre-Assembled Anchor Bolt-PAB8(1"0) Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com DCG/Watershed FD-11 FD-11 • Anchor Designer TM Company: Date: 9/8/2022 Engineer: Page: 2/5 Software Project: Version 3.1.2209.3 Address: Phone: FTG 3-A Anchor E-mail: Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: 17.2.3.4.3 (d)is satisfied Ductility section for shear: 17.2.3.5.3 (c)is satisfied Qo factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads: Nua[lb]: 28340 Vuax[lb]: 0 Vuay[lb]: 38130 Mux[ft-lb]: 0 Muy[ft-lb]: 0 Mu [ft-lb]: 0 <Figure 1> 28340 lb 0 ft-lb Z .4 r 41 Pill 0 ft-lb 0 ft-lb � Y 5 38130 lb 0 lb Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com DCG/Watershed FD-12 FD-12 • Anchor Designer TM Company: Date: 9/8/2022 Engineer: Page: 3/5 Software Project: Version 3.1.2209.3 Address: Phone: FTG 3-A Anchor E-mail: <Figure 2> 8.00 8.00 4.00 4.00 8 + 0 CD 0 0 0 0 0 CO + + 0 0 5.50 8 N N 12.00 =�12.00 8.00 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com DCG/Watershed FD-13 FD-13 • Anchor DesignerT"' Company: Date: 9/8/2022 Engineer: Page: 4/5 Software Project: Version 3.1.2209.3 Address: Phone: FTG 3-A Anchor E-mail: 3.Resultina Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(lb) Vuax(lb) Way(lb) V(Vuax)2+(Vuay)2(lb) 1 8855.4 0.0 9532.5 9532.5 2 5314.6 0.0 9532.5 9532.5 3 5314.6 0.0 9532.5 9532.5 4 8855.4 0.0 9532.5 9532.5 Sum 28340.0 0.0 38130.0 38130.0 Maximum concrete compression strain (%o): 0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(lb):0 Resultant compression force(lb):0 O4 O3 Eccentricity of resultant tension forces in x-axis, e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis, e'Ny(inch):0.00 Y Eccentricity of resultant shear forces in x-axis, e'vx(inch):0.00am Eccentricity of resultant shear forces in y-axis, e'vy(inch):0.00 01 02 4.Steel Strength of Anchor in Tension(Sec.17.4.1) Nsa(lb) 0 ONsa(lb) 35150 0.75 26363 6.Pullout Strength of Anchor in Tension(Sec.17.4.3) 0.750Np =0.750T'c,PNp=0.750T'c,P8Abr9fc(Sec. 17.3.1, Eq. 17.4.3.1 & 17.4.3.4) T'c,P Abr9(in2) fc(psi) 0 0.75^N (lb) 1.0 5.15 2500 0.70 54117 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com DCG/Watershed FD-14 FD-14 • Anchor DesignerT"' Company: Date: 9/8/2022 Engineer: Page: 5/5 t e Software Project: Version 3.1.2209.3 Address: Phone: FTG 3-A Anchor E-mail: 8.Steel Strength of Anchor in Shear(Sec.17.5.1) Vsa(lb) Ogrout 0 OgroutOVsa(lb) 21090 1.0 0.65 13709 10.Concrete Prvout Strength of Anchor in Shear(Sec.17.5.3) ovcpg=okcpNcbg=Okcp(ANc/ANco)%c,NT'ed,NT'c,NT'cp,NNb(Sec. 17.3.1 &Eq. 17.5.3.1 b) kcp ANc(in') ANco(in') 7'ec,N 7'ed,N 7e,N 7ep,N Nb(Ib) 0 0Vcpg(Ib) 2.0 1458.00 2916.00 1.000 0.789 1.000 1.000 98903 0.70 54617 11.Results Interaction of Tensile and Shear Forces(Sec.R17.6) Tension Factored Load, Nua(lb) Design Strength, oW(lb) Ratio Status Steel 8855 26363 0.34 Pass(Governs) Pullout 8855 54117 0.16 Pass Shear Factored Load, Vua(lb) Design Strength, OW(lb) Ratio Status Steel 9533 13709 0.70 Pass Pryout 38130 54617 0.70 Pass(Governs) Interaction check (Nua/ONua)1 (Vua/0Vua)513 Combined Ratio Permissible Status Sec.R17.6 0.16 0.55 71.2% 1.0 Pass PA138(1"0)with hef=18.000 inch meets the selected design criteria. 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast-in-place anchor is waived per designer option. -Concrete breakout strength in tension has not been evaluated against applied tension load(s) per designer option. Refer to ACI 318 Section 17.3.2.1 for conditions where calculations of the concrete breakout strength may not be required. -Concrete breakout strength in shear has not been evaluated against applied shear load(s) per designer option. Refer to ACI 318 Section 17.3.2.1 for conditions where calculations of the concrete breakout strength may not be required. Per designer input, ductility requirements for tension have been determined to be satisfied—designer to verify. Per designer input, ductility requirements for shear have been determined to be satisfied—designer to verify. Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com DCG/Watershed FD-15 FD-15 • Anchor Designer TM Company: Date: 9/8/2022 Engineer: Page: 1/5 Software Project: Version 3.1.2209.3 Address: Phone: FTG 3-A Anchor (Braced) E-mail: 1I.Project information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete: Normal-weight Units: Imperial units Concrete thickness, h(inch):24.00 State: Cracked Anchor Information: Compressive strength, F�(psi): 2500 Anchor type: Cast-in-place 4j�,v: 1.0 Material: AB Reinforcement condition: A tension, A shear Diameter (inch): 1.000 Supplemental edge reinforcement: Not applicable Effective Embedment depth, hef(inch): 18.000 Reinforcement provided at corners: Yes Anchor category: - Ignore concrete breakout in tension: Yes Anchor ductility: Yes Ignore concrete breakout in shear: Yes hmin(inch):20.63 Ignore 6do requirement: Yes Cmin(inch): 1.88 Build-up grout pad: No Smin(Inch):4.00 Base Plate Length x Width x Thickness(inch):8.00 x 12.00 x 0.25 Recommended Anchor Anchor Name: PAB Pre-Assembled Anchor Bolt-PAB8(1"0) Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com DCG/Watershed FD-16 FD-16 • Anchor Designer TM Company: Date: 9/8/2022 Engineer: Page: 2/5 Software Project: Version 3.1.2209.3 Address: Phone: FTG 3-A Anchor (Braced) E-mail: Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: 17.2.3.4.3 (d)is satisfied Ductility section for shear: 17.2.3.5.3 (c)is satisfied Qo factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads: Nua[lb]: 28340 Vuax[lb]:42900 Vuay[lb]: 7510 Mux[ft-lb]: 0 Muy[ft-lb]: 0 Mu [ft-lb]: 0 <Figure 1> 28340 lb 0 ft-lb Z 3 0 ft-lb 0 ft-lb Y X 7510 lb 42900 lb Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com DCG/Watershed FD-17 FD-17 • Anchor Designer TM Company: Date: 9/8/2022 Engineer: Page: 3/5 Software Project: Version 3.1.2209.3 Address: Phone: FTG 3-A Anchor (Braced) E-mail: <Figure 2> 8.00 8.00 4.00 4.00 8 0 CD 0 0 0 0 CD IL + + 113 CD 0 5.50 8 N N 12.00 12.00 8.00 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com DCG/Watershed FD-18 FD-18 • Anchor DesignerT"' Company: Date: 9/8/2022 Engineer: Page: 4/5 Software Project: Version 3.1.2209.3 Address: Phone: FTG 3-A Anchor (Braced) E-mail: 3.Resultina Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(lb) Vuax(lb) Way(lb) V(Vuax)2+(Vuay)2(lb) 1 8855.4 12065.6 3218.1 12487.4 2 5314.6 9384.4 3218.1 9920.8 3 5314.6 9384.4 536.9 9399.7 4 8855.4 12065.6 536.9 12077.6 Sum 28340.0 42900.0 7510.0 43885.5 Maximum concrete compression strain (%o): 0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(lb):0 Resultant compression force(lb):0 O4 O3 Eccentricity of resultant tension forces in x-axis, e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis, e'Ny(inch):0.00 Y Eccentricity of resultant shear forces in x-axis, e'vx(inch):0.49am Eccentricity of resultant shear forces in y-axis, e'vy(inch):0.08 01 02 4.Steel Strength of Anchor in Tension(Sec.17.4.1) Nsa(lb) 0 ONsa(lb) 35150 0.75 26363 6.Pullout Strength of Anchor in Tension(Sec.17.4.3) 0.750Np =0.750T'c,PNp=0.750T'c,P8Abr9fc(Sec. 17.3.1, Eq. 17.4.3.1 & 17.4.3.4) T'c,P Abr9(in2) fc(psi) 0 0.75^N (lb) 1.0 5.15 2500 0.70 54117 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com DCG/Watershed FD-19 FD-19 • Anchor DesignerT"' Company: Date: 9/8/2022 Engineer: Page: 5/5 t e Software Project: Version 3.1.2209.3 Address: Phone: FTG 3-A Anchor (Braced) E-mail: 8.Steel Strength of Anchor in Shear(Sec.17.5.1) Vsa(lb) Ogrout 0 OgroutOVsa(lb) 21090 1.0 0.65 13709 10.Concrete Prvout Strength of Anchor in Shear(Sec.17.5.3) ovcpg=okcpNcbg=Okcp(AWIANco)T'ec,NT'ed,NT'c,NT'cp,NNb(Sec. 17.3.1 &Eq. 17.5.3.1 b) kcp ANc(in') ANco(in') 7'ec,N 7'ed,N 7e,N 7ep,N Nb(Ib) 0 0Vcpg(Ib) 2.0 1458.00 2916.00 0.979 0.789 1.000 1.000 98903 0.70 53484 11.Results Interaction of Tensile and Shear Forces(Sec.R17.6) Tension Factored Load, Nua(lb) Design Strength, oW(lb) Ratio Status Steel 8855 26363 0.34 Pass(Governs) Pullout 8855 54117 0.16 Pass Shear Factored Load, Vua(lb) Design Strength, OW(lb) Ratio Status Steel 12487 13709 0.91 Pass(Governs) Pryout 43552 53484 0.81 Pass Interaction check (Nua/ONua)1 (Vu.1OVua)513 Combined Ratio Permissible Status Sec.R17.6 0.16 0.86 101.8% 1.0 Fail FAIL!Selected anchor type and embedment do not meet the selected design criteria. 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast-in-place anchor is waived per designer option. -Concrete breakout strength in tension has not been evaluated against applied tension load(s) per designer option. Refer to ACI 318 Section 17.3.2.1 for conditions where calculations of the concrete breakout strength may not be required. -Concrete breakout strength in shear has not been evaluated against applied shear load(s) per designer option. Refer to ACI 318 Section 17.3.2.1 for conditions where calculations of the concrete breakout strength may not be required. Per designer input, ductility requirements for tension have been determined to be satisfied—designer to verify. Per designer input, ductility requirements for shear have been determined to be satisfied—designer to verify. Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com DCG/Watershed O N 0 LL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 J 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 O O O O O H a N Y m C N c0 W N O O O M IR N cl O N cl O E N U 7 m O U p N to O O n V N N O ^ N N (D o m= O O O O � O Ol mV V 00 O N o ul `""� O O O O O O O O O O q O O O O O O O O Q O O O O O O O O O O O O O O O O O J p O O O O O O O O O O O O O O O O O O O O O O m O O O O O O O O O O O O O O O O O "a O. 6 N :2 N � to co C O V O ti O W M O Lq W p OC1 N o M O O O O O L C O O V N ..� O U 7 Qp a o i� U W M O M E ,y m O O O O 9 O N N O O c-i O O q N 0 o W U g p M J o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a � v T O 00 00 O ill M V e�i M a�-I l0 O W N N m m O N o� 00 N O O to p o O v -o U = O O N N O N O ti ri N ti N O a 6 O ~ ❑ to U co m E C7 2 O O O O O O O O V V o0 O N O O O O O O m ti O O O O O q O O M m = E J X X X N N N N X X X X X X X X X X 11 C1 yi m Q J J J J J J J J J J J J J J J J J J J J J J J � O J � ❑ ❑ !AcL � � Y E o m O O N W Vl M U mu V Uo o 7 E a • � u c � o w v o 3 0 E ° E o 'n 'n o 'a _ 'FLa -o •0 1+9 t? 1+90 N N J L L L L L J L L L o ?i u oo f6 O O v 3 3 3 3 v 3 3 c o O in ~ J f° 3 m ,- 3 ,� ,n m` c o a m m m m m m o a a N .0 II II II O a z o a 'z 'z o o °� -o 'z °� 'z zo oo o m E O ap+ u c z° v z° v v v " z c m t 0 to m a s u nu m m E nu E E E °p a u E `u N O oC Z N J m ¢ 'E c o c o 0 0 'z -9 ¢ a c 'E J �+ C nN a m 3 O E E E E u v O 3 ❑ d N O C J a w w w w E E E E "O N a O m o 0 o 0 3 v 3 c c c c c 3 c c c a a 3 Y 3 N i z° z° z° z° o° 3 3 3 3 3 3 3 3 > > no = o = OO 0 LL N 0 LL 0 0 0 0 0 0 0 0 O O O O 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O O O O O O O H a N Y. 01 In O O In cq O 1p O -I O CDl0 c14 q CoV O O O N o0 O l0 O r C > rl O O O N N CD O O N N O E N U 7 6 U M O O O M W N M W O N N 0 0 0 0 0 0 oo rn o o .i a O o o o o o CD N o y 0 0 0 0 0 0 0 0 0 0 0 o E 0 0 0 0 0 0 0 o O O O O ' E CD 0 0 0 0 0 0 0 0 0 0 0 E m O N E ° -4 -4 o 0 00 00 0 0 0 0 0 0) Y � N li o o ri v o 0 0 0 m L OO m C > M O CD CD VI lD CD �--I CD CDV V N i O U 7 o c Q 0n o 0 o N 4, m o ,4, o m r 01 U O O O O �--I c-I l0 N ri O ri 01 E (� = O CD CD CD O 14 N O CD N O N 2 V 0 0 l U a o 0 0 0 0 0 0 0 O o 0 o E 0 o 0 0 0 0 0 0 0 O o 0 0 M 0 0 0 0 0 0 0 0 0 0 0 0 > E O v a Y m v 1 ci W O O 0) I, O N O CD "I In � N O_ In G O O N 00 O l0 O O N m .-I Y �I O O O N N O O O O N N c =p a 2 c m m C > u Iv O E v v -O U O m c w v v ❑ c U co r 2 �o M O O O m l0 V c-I 00 O O O OO O O -i a `o_ E c m O U = 0 0 O O O O O ei O ri O u 2 0 N 6 N N C N O m 6 U C O ? 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N E * c a a s a v aui g II u u y ;� S O c 0 O c p c p w J O - u o °- � s o m r L m > -a d uLVi In O Z -0 m m J W C C_ 4) t+ C C H H N m W W w O N M £ O cLn a N Ii I 0 LL N N A LL cLT c 3 O L v N m V Ol 1p ^ Ql C tO > N O n .--I O O .--I c M.U o V - C O N N OH LL m 7 M V V N '� O l0 N O i--I N -O L c 3 Q c Lq r� Lo m N o on m Lrl N G� N '6 y v o b v c R t pp ocn o 0 ° o -� 0 0 v v v v v ) a v v a v v 3 ° v E O Vl v -6 p v -6 > Q C IA c = J O - mtw J U1 h0 = J 3 aL+ 7 Q O •N O N ,h0 h0 7 N h0 h0 N h0 h0 3 z > C ° C tki J 0 0U0 0U U D 2 lu IC V L L !.1 C L L C L L CU p O C C N ¢ ¢ C C •-i N u C N L N L O /�n V U 0 0 -O (0 � o � N 00 v _ LSO n n IR `i 14 ¢ N rry O a m O O O O O o on Or1l O H U v i \ J ° U N N O o6 O r4 ou u R E v in hq N m O N LO N — E N = m n W of n LO `~ c-I O 0 a m O C O O O E E u O m •j v O . c c 2E onC v 41 O y C m x x c c V c c x x c a+ yr i hq tO '6 N £ x f0 '6 .a 7 C N C E E H E E E 'a v v c ° 00 � o o o rn o 0 0 m E O. J O N — CC O CC O to O — O J C CO VI �' G U u U U G U U u U L f6 N '6 C — U O v v v v O v v v v A c u (a • 'm C v°i E y p p E o 0 J u = J = J V = J = J N UU N ¢ yr O O b � UO UO O 6 6 p LL U v � � Q CL U N N • � r) LL FD-23 FD-23 General Footing Project File:Temperate Habits_Enercalc.ec LIC#:KW-06012482,Build:20.24.02.28 Davido Consulting Group (c)ENERCALC INC 1983-2023 DESCRIPTION: Building B-2 Code References Calculations per ACI 318-19, IBC 2021,ASCE 7-16 Load Combinations Used : IBC 2021 General Information Material Properties Soil Design Values f'c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = 60.0 ksi Soil Density = 110.0 pcf Ec:Concrete Elastic Modulus = 2,850.0 ksi Increase Bearing By Footing Weight = No Concrete Density = 145.0 pcf Soil Passive Resistance(for Sliding) = 250.0 pcf (P Values Flexure = 0.90 Soil/Concrete Friction Coeff. = 0.30 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 : 1 Min.Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than - - ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 2.0 ft Length parallel to Z-Z Axis = 5.50 ft Z Footing Thickness = 12.0 in Pedestal dimensions... X I? X px:parallel to X-X Axis = in pz:parallel to Z-Z Axis in Height in Rebar Centerline to Edge of Concrete... ;° at Bottom of footing = 3.0 in N 0 m rn Reinforcing 2'Z0° w Bars parallel to X-X Axis Number of Bars - 5.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 2.0 5 - # 5 Bars Reinforcing Bar Size = # 5 2-#5 Bars Bandwidth Distribution Check (ACI 15.4.4.2) - Direction Requiring Closer Separation M z-Z Section Looking to+x Bars along X-X Axis X-X Section Looking to +Z #Bars required within zone 53.3% #Bars required on each side of zone 46.7% Applied Loads D Lr L S W E H P:Column Load = 3.210 5.180 6.480 -4.390 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k DCG/Watershed FD-24 FD-24 General Footing Project File:Temperate Habits_Enercalc.ec LIC#:KW-06012482,Build:20.24.02.28 Davido Consulting Group (c)ENERCALC INC 1983-2023 DESCRIPTION: Building B-2 DESIGN SUMMARY - •• • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.5130 Soil Bearing 1.026 ksf 2.0 ksf +D+S about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS 1.095 Uplift -2.634 k 2.883 k +0.60D+0.60W PASS 0.05880 Z Flexure(+X) 0.6464 k-ft/ft 10.993 k-ft/ft +1.20D+1.60S PASS 0.05880 Z Flexure(-X) 0.6464 k-ft/ft 10.993 k-ft/ft +1.20D+1.60S PASS 0.4058 X Flexure(+Z) 4.888 k-ft/ft 12.046 k-ft/ft +1.20D+1.60S PASS 0.4058 X Flexure(-Z) 4.888 k-ft/ft 12.046 k-ft/ft +1.20D+1.60S PASS 0.09440 1-way Shear(+X) 2.873 psi 30.431 psi +1.20D+1.60S PASS 0.09440 1-way Shear(-X) 2.873 psi 30.431 psi +1.20D+1.60S PASS 0.4096 1-way Shear(+Z) 23.70 psi 57.865 psi +1.20D+1.60S PASS 0.4096 1-way Shear(-Z) 23.70 psi 57.865 psi +1.20D+1.60S PASS 0.2770 2-way Punching 41.554 psi 150.0 psi +1.20D+1.60S Top reinforcing mat required(see'Bending'tab). ! Hand check required for anchor pullout. DCGNVatershed FD-25 FD-25 • Anchor Designer TM Company: Date: 9/8/2022 Engineer: Page: 1/5 Software Project: Version 3.1.2209.3 Address: Phone: Building B-2 E-mail: 1I.Project information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-19 Concrete: Normal-weight Units: Imperial units Concrete thickness, h(inch):24.00 State: Uncracked Anchor Information: Compressive strength, F�(psi): 2500 Anchor type: Cast-in-place 4J�,v: 1.4 Material: AB Reinforcement condition: Supplementary reinforcement not present Diameter (inch):0.750 Supplemental edge reinforcement: No Effective Embedment depth, hef(inch):5.000 Reinforcement provided at corners: No Anchor category: - Ignore concrete breakout in tension: No Anchor ductility: Yes Ignore concrete breakout in shear: No hmin(inch):7.25 Ignore 6do requirement: Yes Cmin(inch): 1.63 Build-up grout pad: No Smin(Inch):3.00 Base Plate Length x Width x Thickness(inch):8.00 x 8.69 x 0.25 Recommended Anchor Anchor Name: PAB Pre-Assembled Anchor Bolt-PAB6(3/4"0) Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com DCG/Watershed FD-26 FD-26 • Anchor Designer TM Company: Date: 9/8/2022 Engineer: Page: 2/5 Software Project: Version 3.1.2209.3 Address: Phone: Building B-2 E-mail: Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua[lb]: 2000 Vuax[lb]: 0 Vuay[lb]: 2300 Mux[ft-lb]: 0 Muy[ft-lb]: 0 Mu [ft-lb]: 0 <Figure 1> 2000 lb 0 ft-lb Z i 0 ft-lb 0 ft-lb Y X 2300 lb 0 lb Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com DCG/Watershed FD-27 FD-27 • Anchor Designer TM Company: Date: 9/8/2022 Engineer: Page: 3/5 Software Project: Version 3.1.2209.3 Address: Phone: Building B-2 E-mail: <Figure 2> 7.00 7.00 3.00 3.00 8 + + 0 0 0 0 0 CD 0 C6 0 0 0 0 5.00 8 N N 8.69 11.00 9.00 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com DCG/Watershed FD-28 FD-28 • Anchor DesignerT"' Company: Date: 9/8/2022 Engineer: Page: 4/5 Software Project: Version 3.1.2209.3 Address: Phone: Building B-2 E-mail: 3.Resultina Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(lb) Vuax(lb) Way(lb) V(Vuax)2+(Vuay)2(lb) 1 500.0 0.0 575.0 575.0 2 500.0 0.0 575.0 575.0 3 500.0 0.0 575.0 575.0 4 500.0 0.0 575.0 575.0 Sum 2000.0 0.0 2300.0 2300.0 Maximum concrete compression strain (%o): 0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(lb):2000 ! } Resultant compression force(lb):0 ()4 03 Eccentricity of resultant tension forces in x-axis, e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis, e'Ny(inch):0.00 Y Eccentricity of resultant shear forces in x-axis, e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis, e'vy(inch):0.00 01 02 4.Steel Strength of Anchor in Tension(Sec.17.6.1) Nsa(lb) 0 ONsa(lb) 19370 0.75 14528 5.Concrete Breakout Strength of Anchor in Tension(Sec.17.6.2) Nb=kelal f chat-5(Eq. 17.6.2.2.1) kc as fc(psi) hei(In) Nb(Ib) 24.0 1.00 2500 5.000 13416 ONCbg=0(ANCIANCo)T'ec,NT'ed,NT'c,NT'cp,NNb(Sec. 17.5.1.2 &Eq. 17.6.2.1a) ANC(In2) ANco(In2) ca,min(In) rec,N T'ed,N rc,N Tep,N Nb(Ib) 0 ONcbg(lb) 451.56 225.00 9.00 1.000 1.000 1.25 1.000 13416 0.70 23560 6.Pullout Strength of Anchor in Tension(Sec.17.6.3) ONpn=OT'c,PNp=OT'c,P8Abxgfc(Sec. 17.5.1.2, Eq. 17.6.3.1 & 17.6.3.2.2a) Tfc,P Ab g(in2) fc(psi) 0 ONpn(lb) 1.4 3.53 2500 0.70 69266 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com DCG/Watershed FD-29 FD-29 • Anchor DesignerT"' Company: Date: 9/8/2022 Engineer: Page: 5/5 r i e Software Project: Version 3.1.2209.3 Address: Phone: Building B-2 E-mail: 8.Steel Strength of Anchor in Shear(Sec.17.7.1) Vsa(lb) Ogrout 0 OgroutOVsa(lb) 11625 1.0 0.65 7556 9.Concrete Breakout Strength of Anchor in Shear(Sec.17.7.2) Shear perpendicular to edge in y-direction: Vby=min 17(le/da)0.21&1111lfccail'S;9aa�fcca71'SJ (Eq. 17.7.2.2.1a &Eq. 17.7.2.2.1b) le(in) da(in) Aa fc(psi) cal(in) Vby(Ib) 5.00 0.750 1.00 2500 13.00 20763 0Vcbgy=0(Avc/Avco)7%c,v7%d,vT'c,vT'b,Wby(Sec. 17.5.1.2 &Eq. 17.7.2.1b) Avc(in2) Avco(in2) 7'ec,V 7'ed,v 7e,V 7'h,V Vby(Ib) 0 OVcbgy(Ib) 838.50 760.50 1.000 1.000 1.400 1.000 20763 0.70 22435 10.Concrete Prvout Strength of Anchor in Shear(Sec.17.7.3) oVcpg=okcpNcbg=Okcp(ANc/ANco)%c,NT'ed,NT'c,NT'cp,NNb(Sec. 17.5.1.2 &Eq. 17.7.3.1 b) kcp ANc(in2) ANco(in2) 7'ec,N 7'ed,N 7e,N 7ep,N Nb(Ib) 0 0Vcpg(Ib) 2.0 451.56 225.00 1.000 1.000 1.250 1.000 13416 0.70 47120 11.Results Interaction of Tensile and Shear Forces(Sec.17.8) Tension Factored Load, Nua(lb) Design Strength, oW(lb) Ratio Status Steel 500 14528 0.03 Pass Concrete breakout 2000 23560 0.08 Pass(Governs) Pullout 500 69266 0.01 Pass Shear Factored Load, Vua(lb) Design Strength, OW(lb) Ratio Status Steel 575 7556 0.08 Pass T Concrete breakout y+ 2300 22435 0.10 Pass(Governs) Pryout 2300 47120 0.05 Pass Interaction check Nua/0Nn Vua/oV, Combined Ratio Permissible Status Sec. 17.8.2 0.00 0.10 10.3% 1.0 Pass PAB6(3/4"fd)with hef=5.000 inch meets the selected design criteria. 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Table 17.9.2(a) for torqued cast-in-place anchor is waived per designer option.\n -Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com DCG/Watershed FD-30 FD-30 General Footing Project File:Temperate Habits_Enercalc.ec LIC#:KW-06012482,Build:20.24.02.28 Davido Consulting Group (c)ENERCALC INC 1983-2023 DESCRIPTION: GF Code References Calculations per ACI 318-19, IBC 2021,ASCE 7-16 Load Combinations Used : IBC 2021 General Information Material Properties Soil Design Values f'c:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Soil Density = 110.0 pcf Ec:Concrete Elastic Modulus = 2,850.0 ksi Increase Bearing By Footing Weight = No Concrete Density = 145.0 pcf Soil Passive Resistance(for Sliding) = 250.0 pcf (P Values Flexure = 0.90 Soil/Concrete Friction Coeff. = 0.30 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 : 1 Min.Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than - - ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 1.50 ft Length parallel to Z-Z Axis = 1.50 ft Z Footing Thickness = 8.0 in Pedestal dimensions... X X px:parallel to X-X Axis = in pz:parallel to Z-Z Axis in Height in _ Rebar Centerline to Edge of Concrete... co at Bottom of footing = 3.0 in N_ 0 N m Reinforcing V-6" w Bars parallel to X-X Axis Number of Bars - 2.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 2.0 I2 - #4 Bari 2 - #4 Bari_ Reinforcing Bar Size = # 4 00 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation X-X Section Looking to +Z Z-Z Section Looking to +X n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 1.183 1.444 1.788 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k DCG/Watershed FD-31 FD-31 General Footing Project File:Temperate Habits_Enercalc.ec LIC#:KW-06012482,Build:20.24.02.28 Davido Consulting Group (c)ENERCALC INC 1983-2023 DESCRIPTION: GF DESIGN SUMMARY - . • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9447 Soil Bearing 1.417 ksf 1.50 ksf +D+S about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.09515 Z Flexure(+X) 0.5351 k-ft/ft 5.624 k-ft/ft +1.20D+1.60S PASS 0.09515 Z Flexure(-X) 0.5351 k-ft/ft 5.624 k-ft/ft +1.20D+1.60S PASS 0.09515 X Flexure(+Z) 0.5351 k-ft/ft 5.624 k-ft/ft +1.20D+1.60S PASS 0.09515 X Flexure(-Z) 0.5351 k-ft/ft 5.624 k-ft/ft +1.20D+1.60S PASS 0.2121 1-way Shear(+X) 10.463 psi 49.324 psi +1.20D+1.60S PASS 0.2121 1-way Shear(-X) 10.463 psi 49.324 psi +1.20D+1.60S PASS 0.2121 1-way Shear(+Z) 10.463 psi 49.324 psi +1.20D+1.60S PASS 0.2121 1-way Shear(-Z) 10.463 psi 49.324 psi +1.20D+1.60S PASS 0.2630 2-way Punching 39.448 psi 150.0 psi +1.20D+1.60S DCGNVatershed w DESIGN CRITERIA REINFORCING STEEL WOOD SHEATHING SHOP DRAWINGS AND SUBMITTALS ABBREVIATIONS: a w z CODE INTERNATIONAL BUILDING CODE-2018 EDITION 1. ROOF SHEATHING.MINIMUM THICKNESS PER PLAN.APA RATED,EXP-1 RATING,EDGE SEALED PANELS 1. SUBMIT LAYOUT DRAWINGS IN PDF FORMA T FOR REVIEW OF A.BOLT ANCHOR BOLT 1. REFERENCE STANDARDS:ACI"DETAIL MANUAL"AND CRSI MANUAL OF STANDARD PRACTICE ADD'L ADDITIONAL ROOF. 25 PSF CONFORMING TO INDENTIFICATION INDEX 32/16 FOR SLOPES GREATER THAN 3/12AND 40/20 FOR A. REINFORCING STEEL A.EF ABOVE FINISH FLOOR o z s FLOORS: SLOPES 3112AND LESS.PROVIDE MINIMUM 118"CLEAR BETWEEN PANELS TOALLOW FOR EXPANSION. 8. STEEL AWNING ALT ALTERNATE o, 2. MATERIALS: -- MEZZANINEIMECHANICAL 125 PSF A. REINFORCING STEEL ASTMA615,GRADE 60 NAIL 61NCHES ON CENTER ALONG EDGES AND 121NCHES ON CENTER AT INTERMEDIATE SUPPORTS, APPROX APPROXIMATE w F o WIND: UNLESS NOTED OTHERWISE.USE Bd COMMON NAILS. 2. SUBMIT SPECIFICATIONS IN PDF FORMA TFOR REVIEW OF. ARCH ARCHITECTURAL �o'QQ BASIC WIND SPEED 100 MPH B. WELDED WIRE REINFORCING:ASTMA82AND A 785,Fy=75 KSI A. CONCRETE DESIGN MIX BLKG BLOCKING a¢ Nq� EXPOSURE B 3. LAP CONTINUOUS REINFORCING BARS PER REQUIREMENTS LISTED BELOW,UNLESS NOTED 2. FLOOR SHEATHING.MINIMUM THICKNESS PER PLAN.APA RATED STURD-I-FLOOR,EXP-1 RATING, B. CONCRETE INSERTS BM BEAMm < ¢ 8 0.0. BOTTOM OF OPENING a w z o w TOPOGRAPHICAL FACTOR,KzL LO TONGUEAND GROOVE EDGES CONFORMING TO IDENTIFICATION INDEX 98/24.PROVIDE MINIMUM 1/8" o o w z_ OTHERWISE.PROVIDE CORNER BARS OR HOOKS BARS(90 OR 180 DEGREE)A77HE END DEALT BTM BOTTOM SEISMIC: CLEAR BETWEEN PANELS TO ALLOW FOR EXPANSION.NAIL AND GLUE TO SUPPORTS.GLUEADHESIVE SPECIAL INSPECTIONS o z~<N zw HORIZONTAL REINFORCEMENT IN WALLS.REFER TO NOTE 6 FOR BEND REQUIREMENTS. BRG BEARING w o c.,w w SPECTRAL RESPONSEACCELERATION,Ss 1042 IS TO CONFORM TOAPA SPECIFICATIONAFG-01.NAIL 61NCHES ON CENTER ALONG EDGESAND 12 m LL 81W BETWEEN w F SPECTRAL RESPONSEACCELERATION,Si 0.372 BAR SIZE MIN.LAP LENGTH INCHES ON CENTERAT INTERMEDIATE SUPPORTS,UNLESS NOTED OTHERWISE.USE 10d COMMON 1. SPECIAL INSPECTIONS ARE TO BE PERFORMED BY INDEPENDENT,JURISDICTIONALLYAPPROVED CLR CLEAR SPECTRAL RESPONSEACCELERATION,Sds 0,843 #4 2-6' NAILS. AGENCYINACCORDANCE WITH ISO SECTION 1703ANDPROVIDE THE DUTIES AND RESPONSIBILITIES CMU CONCRETE MASONRY UNIT zww�± SPECTRAL RESPONSEACCELERATION,Shc 0.47E LAYOUT PANELS AS INDICATED IN SECTION 1704. COL COLUMN "zo UM2cwp k<ww SOIL SITE CLASS.Fa 1.200 #5 h 3'-Q' PERPENDICULAR CONC CONCRETE ww 3-o SOIL SITE CLASS,Fv 1.928 #6 4'-6' STAGGER PANEL TO FRAMING,TIP. BOND CONDITION g 2. ACERTIFICATEOFSATISFACTORYCOMPLETIONOFWORKREQUIRINGSPECIALINSPECTIONMUSTBE PANEL EDGE NAILING JOINTS,TYP. CONN CONNECTION o 0 o w SEISMIC DESIGN CATEGORY D COMPLETED AND SUBMITTED TO THE BUILDING OFFICIAL UPON COMPLETION OF PROJECT. m z o 4. REINFORCEMENT COVER: AT DIAPHRAGM cw SEISMIC DESIGN(WOOD LEVELS): CONST CONSTRUCTION F a w z w FOOTINGS 31NCHES TO EARTH PERIMETER CONY CONTINUOUS o l z J RESPONSE MODIFICATION FACTOR,R 9.0(COLD FORMED STEEL STUD WALLS Wl 21NCHES TO FORMED SURFACE -_ - 3. SPECIAL INSPECTION IS NOTA SUBSTITUTE FOR INSPECTION BYA JURISDICTIONAL INSPECTOR. DBL DOUBLE z -w- FLAT STRAP BRACING) - - _ _ - a SLABS 21NCHES TO EARTH _ DIA DIAMETER a F z w REDUNDANCYFACTOR 1.0 - - 4. THE SPECIAL INSPECTIONS REQUIRED FOR THIS PROJECTAREAS NOTED IN THESUMMARYOF DIM DIMENSION I<z �� Oo a STEEL BUILDING REACTIONS AND DESIGN: FORMED SURFACE o i SPECIAL INSPECTION. DL D64D LOAD z ol I ow- EXTERIOR FACE 1%INCHES,#5 RARAND SMALLER -- - LA EACH �''o -EDGE NAILING - - EF EACH FACE z w 2INCHES,#6 RARAND LARGER _ - - JOB SITE SAFETY x g a u AT AL{SUPPORTED _ - - ELEV ELEVATION o w w THE FOUNDATION DESIGN IS BASED ON THE STEEL BUILDING REACRONS AS SPECIFIED/N THE ENGINEERED INTERIOR FACE 3/INCHES FOR SUBS AND WALLS - ¢ z z x i CALCULATIONS BYSTAR BUILDING SYSTEMS,DATED JANUARY 18,2024. PANEL EDGES EN EDGE NAILING 1/INCHES FOR BEAMS COLUMNS THE ENGINEER HAS NOT BEEN RETAINED OR COMPENSATED TO PROVIDE DESIGNAND/OR CONSTRUCTION EQ EQUAL z o FIELD NAILING PANEL EDGE REVIEW SERVICES RELATED TO THE CONTRACTOR'S SAFETYPRECAUTIONS OR TO MEANS,METHODS, EQUIP EQUIPMENT z a a z" THE DESIGN OF THE BUILDING HAS NOT BEEN REVIEWED BYDCG WATERSHED. 5. REINFORCING STEEL A615 MAYNOT BE WELDED TO OTHER STEEL ELEMENTS.(ACT 318-14 26.6.4.1) AT INTERMEDIATE - NAILING AT TECHNIQUES OR PROCEDURES FOR THE CONTRACTOR TO PERFORM THE WORK.THE UNDERTAKING OF ES EACH SIDE SUPPORTS,TYP ALL PANEL PERIODIC SITE VISITS BY THE ENGINEER SHALL NOTBE CONSTRUED AS SUPERVISION OFACTUAL EXIST EXISTING GENERAL CONDITIONS 6. REINFORCING STEEL BENDSAND HOOKS TOMEETACI REQUIREMENTS(PER 25.3.2). - EDGES CONSTRUCTION NOR MAKE HIM RESPONSIBLE FOR PROVIDING A SAFE PLACE FOR THE PERFORMANCE OF EXT LJ,?ERIOR - BLOCKED THE WORKBY THE CONTRACTOR,SUB-CONTRACTOR ORANYPERSON ON THE SITE. FD FLOOR DRAIN rn m _ FDN FOUNDATION F THE CONTRACTOR SHALL VERIFYAND REVIEW ALL ITEMS WITHIN THE DRAWINGS PRIOR TO N°-BAR DIAMETER DIAPHRAGM o 3 PROCEEDING WITH THE WORK.NOTIFY THE ENGINEER/ARCHITECT IMMEDIATELY WITH ANY 135' IF NOTED IF FINISH FLOOR M �, DISCREPANCIES. ND PER PLAN FG FINISH GRADE s UNBLOCKED FLFR FLUSH FRAMED FLAT2x4BLKGAT FLR FLOOR h 2. LEA SPECIFIC DETAIL ISNOTSHOWNFORANYPARTOF THE WORK THE CONSTRUCTION SHALL BETHE 1MAX. �ti DIAPHRAGM ALI UNSUPPORTED FT FEET K SAMEAS FOR SIMILAR WORK. TYP,U.N.O. PANEL EDGES FIG FOOTING 6 ROOFIFLOOR DIAPHRAGM NAILING ERE FIRE RETARDANT TREATED c 3. DIMENSIONSARE NOT TO BE SCALED FROM THE PLANS,SECTIONS,OR DETAILS WITHIN THE 3. WOOD SHEARWALL SHEATHING.MINIMUM THICKNESS PER PLAN.PLYWOOD OR OSBAPA RATED, FS FAR SIDE DRAWINGS. - .NAIUNG PER DRAWINGS. GA GAUGE MIN.BEND DDIAMETEREXP 1 RATING GALV GALVANIZED rn c 4. THE CONTRACTOR SHALL BE SOLEL Y RESPONSIBLE FOR THE CONSTRUCTION MEANS,METHODS, FOR TIES AND STIRRUPS: GLB GLUE LAMINATED BEAM TECHNIQUES,SEQUENCE,AND PROCEDURES. D=6.0° MECHANICAL HARDWARE CONNECTORS HDR HEADER o m x HGR HANGER -o c HORIZ HORIZONTAL E2 c 1. ALL MECHANICAL HARDWARE USED FOR CONNECTIONS ARE TO BE MANUFACTURED BYSIMPSON w o r 5. ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE REFERENCED BUILDING AND ALL 90° HT HEIGHT STRONG TIE OR EQUIVALENT HAVING A CAPACITY GREATER THAN OR EQUAL. .2t > OTHER REGULATING AGENCIES EXERCISING AUTHORITY OVERANVPORTIONOF THE WORK __ BEND I.F. INSIDE FACE El 126°FOR#6THRU#8 IN INCH' 6. SPECIFIC NOTES AND DETAILS IN THE DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL NOTES 3"MIN 2. ALL MECHANICAL CONNECTORS USED WITH PRESSURE TREATED WOOD ARE TO HAVEA ZINC LL LIVE LOAD N rn AND SPECIFICATIONS. OFFSET FOR STIRRUPS&TIES z FINISH UNLESS NOTED OTHERWISE ON THE PLANS. MAX MAXIMUM m g o �� MECH MECHANICAL Jq 3. FASTENERS ARE TO MATCH MANUFACTURER'S SPECIFICATION,ALWAYS USE HIGHEST CAPACITY MFR MANUFACTURER 4OPoF wnS q*, 7. NOTIFY THE ENGINEEROFALLCHANGESMADEINTHEFIELDPRIORTOINSTALLATION. MIN MINIMUM ror�j 180° REQUIREMENTS. FASTENERS USED WITH ZINC COAT FINISH CONNECTORS ARE TO BE MIN MISCELLANEOUS Ja M. Ickl, BEND HOT-DIPPED GALVANIZED CONFORMING TOASTMA153. FILL ALL HOLES WITH FASTENERS AND FOUNDATION i 90° NS NEAR SIDE a.os i 16 1 BEND DO NOT OVER DRIVE. NTS NOT TO SCALE T E111,MI'lN MIN.BEND DIAMETER O.C. ON CENTER arPG ias 1. FOUNDATION DESIGN PARAMETERS PER GEOTECHNICAL REPORT BYGEOTEST,INC. FOR REINF BARS: 4. THROUGH BOL T FASTENERS ARE TO BE MACHINE BOL IS CONFORMING TO ASTM STANDARD A307, PARA PARALLEL , CTUBp36NG DATED NOVEMBER 14,2023: FOR REINF.BARS GRADEA. NUTS USED WITH THROUGH BOLTS,THREADED RODS AND ANCHOR BOLTS SHALL BE PERP PERPENDICULAR FS3/ANAL D=6'(4° AT LEAST FLUSH WITH THE TOP OF NUT. PSF POUNDS PER SQUARE FOOT A.IBCSOILSITECLASSIFICATION............................D STRUCTURAL STEEL PSI POUNDS PER SQUARE INCH 5. JOISTS AND BEAMS SHALL BEAR FULLY ON THE CONNECTOR SEA TAND THE GAP BETWEEN PT PRESSURE TREATED 5 B.FOOTING BEARING PRESSURE...........................2,000PSF 1. REFERENCE STANDARDS:LATESTEDITION OF THEAISC"CODE OF STANDARD PRACTICE FOR STEEL MEMBERS SHALL NOT EXCEED I/B". RAP RAMMEDAGGRECATEPIER BUILDINGS AND BRIDGES". REINF REINFORCING _ REQ REQUIRED C.LATERAL EARTH PRESSURE 'D SCHD SCHEDULE • ACTIVE......................................................35 PCF 2. MATERIALS: SEC SECTION x PASSIVE....................................................55 PCF BOLTS: SF SQUARE FEET r COEFFICIENTOFFRIC77ON........................0.35 STEEL TO WOOD -ASTMA307 SIM SIMILAR STEEL TO STEEL -ASTMA325 SPEC SPECIFICATIONS 2. SUBGRADE PREPARATION,DRAINAGE PROVISIONS AND OTHER RELEVANT SOIL CONSIDERATIONS ARE STEEL TO CONCRETE -HEAVY HEX HEAD ASTM F1554 GR.36 STD STANDARD TO BE IN ACCORDANCE WITH THE GEOTECHNICAL REPORT WOOD TO CONCRETE -ASTM F1554 GR.36 STL STEEL W SHAPES: -ASTMA992(Fy=50,000 PSI) STRUCT STRUCTURAL 3. ALL FOUNDATIONS ARE TO BEAR ON COMPETENT NATIVE SOILS OR COMPACTED STRUCTURAL FILL. TUBE STEEL. SW THEARWALL THRU THROUGH STRUCTURAL FILL ISIOBE COMPACTED T095%DENSITY PER ASTM D-1551. SOIRECT -ASTMA500-iQ GRADE B(Fy=96,000 PSI MIN) TOO TOP OF CONCRETE ROUND -ASTMA500-10,GRADE (Fy=42,000 PSI MIN) TOE TOPOFFOORNG CONCRETE ALL OTHER STEEL ASTMA36(Fy=36,000 PSI) T.0.0. TOP OF OPENING IDS TOP OF STEEL _ m 1. REFERENCE STANDARDS:ACI-301 AND ACT-318. STRUCTURAL STEEL WELDING TOW TOPOF WALL m o TS TUBE STEEL co 2. MINIMUM CONCRETE STRENGTHAT28 DAYS:2,500 PSI(5/SACK MIX) 1. CONFORM TO THEAWS CODES DI.I AND DI.3.USE ONLYSTATE CERTIFIED WELDERS. 1YP TYPICAL rn i UNIT UNLESS NOTED OTHERWISE = 0 0 <� 3. THE WATERICEMENT RATIO SHALL NOT EXCEED:0.5 BY WEIGHT VERY VERTICAL ¢ w ( ) 2. USE DRYE70 ELECTRODES. Wl WITH W p CD y N 4. AGGREGATEGRADING SHALL COMPLY WITH AASHIO 451 GRADATION OR BETTER.PORTLAND CEMENT 3. WELDS ARE TO BE%41NCH CONTINUOUS FILLET WELDS UNLESS NOTED OTHERWISE IN THE WE WIDE FLANGE WHS WELDED HEADED STUD Q w SHALL CONFORM TOASIMC-150,TYPEO. DRAWINGS. SUMMARY OF SPECIAL INSPECTION WTS WELDED THREADED STUD cr ¢ ¢ m WE WEIGHT LLJ > m 5. COMPLY WITHACI-301 FOR MIXING.DO NOT EXCEED THEAMOUNT OF WATER SPECIFIED IN THE CONCRETE OR MASONRYANCHORS ITEM INSPECTION REQUIRED REMARK WWR WELDED WIRE REINFORCING 0 0 z APPROVED MIX PROPORTIONS OFAGGREGATE TO CEMENT SHALL BE SUCHAS TO PRODUCEA DENSE VERIFYMATERIAL BELOW FOOTING FOR DESIGN BEARING CAPACITY,,PERIODIC INSPECTION F- C.D v s¢� CD WORKABLE MIX WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESSIVE FREE SURFACE 1. MECHANICAL ANCHORS ARE TO BE EITHER SIMPSON STRONG-BOLT 2 OR SIMPSON nTEN HD GRADINGAND VERIPYIXCAVATION TO PROPER DEPTH,'PERIODIC INSPECTION � z z � o WATER. REFER TO GEOTECHNICAL REPORT W = O ANCHORS.ANCHOR SIZE AND EMBEDMENT IS AS SPECIFIED ON THE DRAWINGS OR IN THE FIELD. EXCAVATION VERIFY USE OF PROPER MATERIALS,DENSITIES AND LIFT THICKNESS DURING PLACEMENT AND COMPACTION OF FILL; 2 2 h CONTINUOUS INSPECTION 6. COMPLY WITH ACI-301FOR PLACEMENT.PRO VIDE A s4 INCH CHAMFER A T A LL EXPOSED CONCRETE 2. EPDXY FOR THREADED RODS ORREBAR INTO CONCRETE ISTOBE SIMPSON SET-3G.EPDXY FOR EDGES,UNLESS INDICATED OTHERWISE IN THE DRAWINGS. THREADED RODS OR RERAR INTO SOLID MASONRY IS TO BE SIMPSON SET ROD OR REBAR SIZE AND VERIFY MIX DESIGN SUPPLIED MEETSAPPROVED MIX DESIGN;PERIODIC INSPECTION REFER TO STAMPED MIX DESIGN BYDCG �> CONCRETE PLACEMENT OF CONCRETE,INCLUDES VERIFYING SLUMP AND AIR CONTENT TESTS;CONTINUOUS INSPECTION REFER TO DRAWINGS;NOTREQUIRED FOR SITE WORK CONCRETE SHEETINDEX. PERMIT SUBMITTAL EMBEDMENT IS AS SPECIFIED ON THE DRAWINGS OR IN THE FIELD. 0 7. MAXIMUM SLUMP TO BE 4"±P"TYPICAL.DO NOTADD WATER TO THE MIX TO INCREASE SLUMP VERIFYANCHOR BOLTS ARE PLACED AND TIED PROPERLY,CONTINUOUS INSPECTION REFER TO DRAWINGS Si -GENERAL NOTES MAXIMUM SLUMP MAYBE INCREASED BY I"IF THE SLUMP IS TESTED DIRECTLYFROM THE TRUCK COLD FORMED METAL(STEEL STUD) 57.1 -GENERAL NOTES(CONY.) PRIOR TO BEING PUMPED INTO PLACE. REINFORCING VERIFYPLACEMENT,COVER AND BAR SIZE,PERIODIC INSPECTION REFER TO DRAWINGS S2 -FOUNDATION PLAN �o STEEL VERIFY GRADE,PERIODIC INSPECTION ASTMA615,GRADE 60 S3 -CEILING FRAMING PLAN 1. REFERENCE STANDARDS:AISI"SPECIFICATIONS FOR THE DESIGN OF COLD-FORMED STEEL e o 8. ACCELERATED SET OR HIGH IARLYSTRENGTHMAYBEACHIEVEDBYUSINGAPPROVEDADMIXTURES. STRUCTURAL MEMBERS". EPDXYOR S4 FOUNDATION DETAILS GENERAL NOTES MECHANICAL VERIFYINSTALLATION SIZEAND DEPTH,CONTINUOUS INSPECTION REFER TO DRAWINGS OR FIELD DIRECTIVES S5 -FRAMING DETAILS 9. COMPLY WITHACI-305R FOR PLACEMENT IN HOT WEATHERAND ACI-306R FOR PLACEMENT IN COLD ANCHORS s z 2. MEMBERAND ACCESSORYSIZESAND SECTION PROPERTIES PER PLAN. e¢ WEATHER. H� 3. ALL MEMBERS AND ACCESSORIES ARE TO HAVEA FIELD STRESS OF 33 KSI.FRAMING MEMBERS DATE: 03J05J2024 a w 10. REFER TOARCHITECTURAL DRAWINGS FOR CONCRETE FINISH.ALL EXPOSED CONCRETE IS TO HAVEA OF 54 MIL THICKNESS OR GREATER TO HAVEA YIELD STRESS OF 50 KSI,U.N.O. s o CLASSAFINISH. PLAN NUMBER: 11. PROVIDEAIR ENTRAINMENT OF 5%±1.5%FOR ALL CONCRETE EXPOSED TO WEATHER. 4. EXTERIOR STUDSARE TO HAVE COMPLETE,LEVEL AND UNIFORM BLARING IN THE BOTTOM TRACK. x z S1 LL� =�wo w>w� awl X�m= o O o o Q FP O I I I I I I wwF3 map<� y ¢y I I I N p C w~¢w W I m0 OOyz 8 S/M 1 1 4'-0" 6 . �m- S4 S4 S4 9-oujw S4 w - zz- w� A ... .. O zzwww 1 --- --� r-- -- - --------- -- -rl r---- ------- -----------� r-----------------------1 z w EXTEND FOOTING FOA FUTUREADDITION III TYPICAL 6"SLAB-ON-GRADE s w a W/#4 AT 18"O.C.OR EQUIVALENT FIBER REINF x¢3 w J OVER MOISTURE BARRIER z o��„z AND SUB-GRADE PER GEOTECHNICAL REPORT zo a o- O d p li Oa�a J Q D U U m H U w LL III , ; II I I � OLL�N I a --------- _ III III l 1 Ix -z oo ¢w SlHDU4 z ,¢ II I li II PER 16/SS I o 0 5 HATCH INDICATES - 10-12"SLAB-ON-GRADE(SLOPE TO DRAIN) 1 1 9 6 2_p^ rn 0 m S4 S4 S4 Wl#5T/B AT 18"O.C.OR EQUIVALENT FIBER REINF lil S4 °p E2 - --- -� �------------- d OVER 15 MIL MOISTURE BARRIER M m - AND SUB-GRADE PER GEOTECHNICALREPORT 7S,4a ao l li S4 I � a 0 III II I d I III III I I III I I I I y I i I i I I I I I 3 -j' IL I I II I� I I y W I I I I I I = I I I S/M 6 I S g I I i II I I I IIc ' w o c m I ' I III I I I I III I I I III I I I I I II r________________________r _______________ _------� I i li I 9 I I i li li l li li S4 III m li III Qry1� Qry1� Oq�U2 ? �p Po 6132 URAL li li Q QFQ Q QFQ' SSIONAL C� 2`" 6 r- 0 I I I I li IL_ S4 I f I I I I I I I I I I R I I I I I I I I II I I I I I I I I I I i S I II I I I I I I #� �� 4 IIi l 6�F li li S4 6+ Q�J e I li 4 I r- rl-II I I I I I I I I I I I I I I I I li li TYP 9 l li li li II S4 I I I I I I I III . III III II li 1 li J II TYPAT 0 � I D I MISING WALL S4 I I I I li I l^ I I I I I I V J I I I I I I I I II I I o Q co h� 8 I II II I II rn H= S4 L = o 0 m ------ -------- ----- ------------------------ ----- ------ ----------- ---------- ----------- III I III I I I I I I I I I ----- -------- ----- L ---------------------- ----- ------ -----------� ---------------- ¢ ------------ -------------- ---------------- L u CD 0 F -- -- 1i ... 1 __________________________ __________________ J W FOUNDATION NOTES: cr EXTEND FOOTING FOR 84 V64 W LL FUTUREADDITION w Z Z CD 1. PROVIDE FOOTING DR41NAROUND PERIMETER OFBUILDINGS. U W 0 2. FOOTINGS ARE TO BEAR ON COMPETENT NATIVE SOIL OR STRUCTURAL FILL W J J O CAPABLE OF SUPPORTING THEALLOWABLE BEARING PRESSURE OF2,000 PSF, cl- 3. PROVIDEA MATCHING SIZE CORNER BAR INALL FOOTINGS AND GRADE BEAMS FOR EACH HORIZONTAL KARAT CORNERS AND INTERSECTIONS,UNLESS NOTED OTHERWISE.LAP PER SCHEDULE ON Si. FOUNDATION PLAN PERMIT SUBMITTAL 'm 0 4. PROVIDE SAWCUT JOINTSAT 12'-6"O.C.MAX.SLAB SAWCUT PANELS TO BEND MORE THAN 1:1.5 ASPECT RATIO. S2 SCALE 118"=1'-0" z CONTRACTOR TO COORDINATE CONTROL AND SAWCUT JOINTS WITHARCHITECTAND STRUCTURAL ENGINEER PRIOR TO POUR, 5. ALL ANCHOR BOLTS TO BE F1554 GR,36 STEEL,MATCH METAL BUILDING MANUFACTURER SIZES AND SPACING. FOUNDATION PLAN o INSTALL PER MANUFACTURER SPECIFICATIONS. FOOTING SCHEDULE g z 6. AT WINDOWIDOOR JAMB FRAMING,PROVIDEA MINIMUM OF(2)5%'0ANCHOR BOLTS W1 SIMPSON SET-3G AND 9" MARK SIZE THICKNESS I REINFORCING MINIMUM EMBEDMENT INTO THE THICKENED EDGE SLAB FOOTING.ANCHOR BOLT LAYOUT TO MATCH DETAILS FROM W U PRE-ENGINEERED METAL BUILDING DRAWINGS BYSTAR BUILDING SYSTEMS,DATES JANUARY 18,2026. pp 2'-0"SO 10" (3)#4 FA WAY DATE: 03/05/2024 0 1. REFER TO S3 FOR HDUAND SHEARWALL LOCATIONS. w PLAN NUMBER: S2 U U O Z �2 �d =�w0 TWA �aW< O o 0 0 Q poo= wwF3 O 0 U W W I W — I I F LL I I Z��W _ 2 H x>z O \_J zul z�r H I p O=w F S Q 3 W W � F O O W 0 z I Z r0¢w O 0( . m oz I .0 0 _ -- __ __—__- -- -- -- -- -- -- _ TO O1.ZE � O I ¢w z 0 I o �QLL Z O MEZZANINE FRAMING 13'-"MIN. - 5 8005200-54 GR.50 KSI AT 16"O.C. 1 s o Wl3/4'FLOOR SHEATHING (mod ) AND#8x1Ye"SCREWS AT 6"O.C.AT PANEL EDGES IN I EL (DESIGN FOR 125PSFLIVELOAD) AN -o C. z HI H 6 o w g SS ' 7 55 I I I 9P f A JC WOOD AWNING ROOF FRAMING v co 1 2x8 RAFTERS AT 24"O.0 h i 13'-0"MIN. SS W/%"ROOF SHEATHING l' AND 10dAT6"O.C.EDGEN4ILING 0 EXTEND DEMISING AWNING PER PEMB MFR WALL UP TO ROOF to AL - 14 �SSNAI LNG COOLERICOLD-STORAGE SS BYOTHERS 3 6 HIGH I S5-- I I I I I HIGH 7 \ / = I S5 e ' __ __ __ , HATCH INDICATES \ DEMISING WALL LID FRAMING 80OS200-54 GR.50 KSI AT 16"O.C. 5 Wl%FLOOR SHEATHING S5 AND#8x1%"SCREWS AT 6"O.C.AT PANEL EDGES 1 AND 12"O.C.IN THE FIELD SS (./� (NO STORAGE) h� 3� 1 1 5 5 0� Q rn 9 W S5 S5 SS S5 0 m3 o co CD W M Q CD o s r ¢ ¢ m W �m 19 z z z S5 O 0 STEEL CANOPY w WALL LEGEND: w J J o � 1. 0 PARTIAL HEIGHT 6005200-33 CFS SNDS AT i6"O.C. Q Q cl- DEVISING WALL WITH LID. 0 2. FULL HEIGHT80OS200-43CFSSTUDSAT16"D.C. CEILING FRAMING PLAN PERMIT SUBMITTAL o DEMISING WALL.BRACE TOP PER 6,7,AND 8/S5. S3 SCALE 1/8"=1'-0" z 3. ® METAL STRAP BRACE WALL PER IGIS5 WITH w 0 6005200-33 CFS STUDS AT 16"O.C. CEILING FRAMING FRAMING NOTES: PLAN R Z e h 1. TYPICAL HEADER FRAMING PER DETAIL 10/35. &0 2. STUD SPACING TO BE 16"O.C. DATE: 03/05/2024 w PLAN NUMBER: S3 U U O Z �Q �d MIN(4)1"OOR 3/4'®F1554 GR.36 CENTER COLUMN ON FIG+/-1" e > 1.c CENTER COLUMN ON FIG o ANCHORS PER METAL BUILDING SEC <N z o MFR Wl3/B'x3"SO PLATE WASHER STEEL FRAMEAND 3„ 3„ m w MIN(4)/4F7554 GR 9 .36 ANCHORS PER BLDG MFR i MIN(4)/L4 FY554 GR.36ANCHORS PER METAL BLD MFR w z AND DBL NUT CAST-IN-PLACE, BASE BYOTHERS GRADE BEAM REINF Wl%"x3"SO PLATE WASHER AND DBL NUT '�' GAP PER PEMB DWGS W/%4 x3"SO PLATE WASHER AND DBE NUT EMBED 18"MIN FINAL THREADED CAST-IN-PLACE,EMBED 9"MIN MIN(4)3/"tl F7554 GR.36 ANCHORS PER METAL BLD MFRA i CAST-IN-PLACE,EMBED 9"MIN o RODANCHOR SIZEAND SPACING PER 1/S4 OR 3/S4 PER MTL BLDG MFR 9"MIN (1)E4 IDE AN©ORS PER 1/S4 W//�FINA�HREADED ROD ANCHOR SIZE STEEL FRAMEAND FINAL ACINGTHREADED ANCHOR BLDG SIZE STEEL FRAMEAND o�z s FINAL THREADED ROD ANCHOR SIZE STEEL FRAMEAND t DBL NUT 44 4#6X70'-0"LONG Wl 90 R BOLLS 1 BASE BY OTHERS AND SPACING PER METAL BLDG MFR BASE BYOTHERS '�o o�PER METAL BLDG MFR GRADE BEAM STIRRUPS � (1)FA SIDEANCHORS #6 EO SPACED AND SPACING PER METAL BLDG MFR BASE BYOlHERS CAST-IN-PLACE,EMBED 9"MIN i AND LONG.REINF PER 9/S4 o. w a O PER MTL BLDG MFR 4"MIN 4"MIN F o 11/4 TO 12/MIN 11%"MIN A (2)#4 RES AND SPACING PER METAL BLDG MFR N o a (8)#4 LJ AT 6'O.C. A O SEC AROUNDANCHO w m o SEC z_ DEG HOOK PER Sl AT EDGE STIRRUP (8)#4 L]AT 24'O.C. z i m s z CENTER UNDER COLUMN z g GRADE BEAM REINF PER PER 1/S4 CENTER UNDER COLUMN g r BALANCE ~z o w 24"O.C.OTHERWISE o _ o (3)#SCONT.TOPLiARS o PER o0o z (3)#4x8'-0"CENTERED m ICI m 9/S4 CONT THRU FTG TYP OR 3154 0 (2)#4x8'-0"CENTERED m m 1, w .-w- �, g i; SLAB REINF PER PLAN m SLAB REINF PER PLAN z z a- o AT ANCHOR BOLTS " w GRADE BEAM AT ANCHOR BOLTS "' a W ST,HOOKAT STIRRUP g"umwi w 1 CLR = STIRRUPS PER 9/S4 ANCHOR l w w m rn FLOOR FLOOR ' FLOOR FLOOR o w F o TYPATEDGES _ , BOLTPER z w z 4 PEMB MFR I CENTER GRADE BEAM R 2'-0" (3)#4ATA.BOLTS ONANCHORBOLT z4 PER i/S4 OR 3/S4 GROUP CENTER 000 m a m 12'SLAB AT SIM SECTION < z 2'-0"MIN FIG REINF m w SECTIONA SECTIONS o z o N z &, (5)#5B CONT - 4'-O (3)BARS MIN IN STIRRUP p�_O� (3)#5 CONT BARS 2'-0" Z w ~ EDGE OF CONT FTG BEYOND EDGE OF SLAB BEYOND #5 TRANSAT 12'O.C. 12'SLAR AT SIM SECTION 1 FOUNDATION SECTION a FOUNDATION SECTION m FOUNDATION SECTION - U m o 0 0 U g K w S4 SCALE 1/2"=1'-0" S4 SCALE 1/2"=i'-O" S4 SCALE 1/2"=1'-0" LL.m >0o� STEEL BLDG-\\ � o g BY OTHERS 1 STEEL FRAMEAND oi DEMISING oi y —12 "OA.BOLT W/4"MIN EMBED OR%"0x4"TITEN i BASE BYOTHERS o 3 AT 48"D.C. i DEMISING WALLIX-BRACED 9, W WALLIX-BRACED SHEARWALL SHEARWALL 800T150-43 BOTTOM TRACK FOR FULL HEIGHT WALLS PER PLAN cg' g i AND 600T15044 FOR PARTIAL HEIGHT WALLS Wl SHOT i FULL HEIGHT BOT TOM TRACKFOR BALANCE FTG PER 3"MIN BASE CHANNEL PER METAL BLDG MFR BAULVCE BALANCE PINS AT 12"O.C.PER 51 US4 OR 3/S4 WHERE LAP PER Sl #5 AT EDGE #8x3/D SCREW FA FULL HEIGHT WALLS AND W PER 1/S4 ADO'L REBAR PER 1/S5 PER 3/S4 600T150-43 FOR PARTIAL HEIGHT OCCURS PER PLAN AT SIM SECTION,12"SLAB w 5 AT SIM SECTION,12"SLAB SIDE,EA STUD d+ ¢% NOT SHOWN FOR CLARITY WALLS Wl SHOT PINS AT 12"O.C. z c m H #8x3/"SCREW EA SLAB ON GRADEPER PLAN rc nwQ EDGE OF FIG BEYOND i SIDE,EA STUD PER S7 cn FLOOR h FLOOR J, FLOOR J,17 FLOOR}, rn Z R g SUB REINF PER PLAN CONTINUE STIRRUPS O 2r V Ew-1, AND TOPIBTM REINF q i a co PASTEDGEOFFIG E2 o x H H _ m °p U-BAR TO MATCH PROVIDE REBAR COUPLERS TIB 95 =PERPIN SUB REINF PER PUN FOR FUTURE BLDG EXPANSION �0 2'-0" ATTRENCHDRAIN N N FOUNDATION SECTION FOUNDATION SECTION FOUNDATION SECTION FOUNDATION SECTION to FOUNDATION SECTION °�� A f° P C S4 SCALE 1/2"=1'-0" 84 SCALE 112"=1'-0" 1,84 SCALE 112"=1'-0" 1,S4 SCALE 112"=1'-0" 1,84 SCALE 112"=1'-01, 051 02 r � P�x'�UUT URAL ENU\?� �SSIONAL ENG _ CPT66Z POST BASE POST PER PUN Wl(2)%"6A.BOLT EMBED T' 5 3/"CHAMFER,TYP = 16SO CONC PLINTH - SUB WHERE OCCURS m e a ° s e a a i m (8)#4V W g HOOKS INTO FIG O#4 TIES AT TOP g AND AT 12"O.C. _F � i a PER PUN m PER PUN o m m co Y Cr y'w 11 FOUNDATION SECTION 0 m U S4 SCALE 3/4"=11-0" L_LJ C) M SAW CUT JOINT PER PUNco Q w PROVIDEJOINTSEALER 12"S4W CUT UB REINF PER PUN ATALL SAWCUTS z CONTINUEAT SAW CUT O O CD C-0 U� w Lu Z Z //\//\//\//\/ //i//\//\/ //i//\//\//\/ //i//i//� ¢ ¢ ii HORIZREINE PER °%/\\j/` SAW CUT JOINT / m PUN AND DETAIL #5_�; \\, PERMIT SUBMITTAL z AT 6"O.C. PROVIDEJOINTSEALER m //�\//�` A TALL SAWCUTS CONTROLICONSTRUCTION JOINT PER PLAN FOUNDATION PLATE DOWELS UB REINF m e t w BYOTHERS 2SLAB DEPTH STOPAT DETAILS g m CONTROL JOINT \ \ \ \ \ \ \ \ \~\ \ \ \ \ \ \/\/\ DATE: 03/05/2024 PLAN NUMBER: CONTROL JOINT Is CORNER REINFORCEMENT DETAIL Is SAW CUT JOINT DETAIL 4 cai U ? S21 SCALE 3/4"=i'-O" S4 SCALE3/4'=l'-O" i >o w K DEMISING WALL WHERE �N z o DEMISING WELL WHERE PER PLAN OCCURS PER PLAN w z w OCCURS PER PLAN #8x%"SCREW y<w AT 6"O.C. J #8x%q'SCREW FLOOR SCREWS PER PLAN LOOR SCREWS PER PLAN u?m 1. FLOOR SCREWS PER PLAN L4x4x6"x18GA o g x 3 AT 6'O.C. 80OT200-54 GR.50 KSI BLKG FLOOR SHEATHING PER PLAN W 11(3)#8BLKG CREWS o 0A"SCREWAT O #8XP4"SCREWAT 4"O.C. w�o EA STUD EA SIDE FLOOR SHEATHING (3)#10 SCREWS #8x?/e"SCREW INTO BLOCKING LA END EA BLOCK o a z¢ PER PLAN TIP EA SIDE OF S137 NESTED STUD AT EA STUD VERTSTUDWEBBLKG SPUCE x THICKNESS EO TO EA SIDE m z a W1(6)#8x34"SCREWS TOP TRACK JOISTAT o z w MATCH JOIST GA �' EDGE o N o$z O O >> =NLLNw BOOT200-54 GR.50 KSI RIM — �' -z-�i #8x3/d'SCREW 0�\a #8x34"SCREW z � 600T750-33 GR 33 KSI L"A STUD,EA SIDE EA STUD,!ASIDE— o W F o s #Bx34"SCREW VERT STUD WEB BLKG N o k W #8x4"SCREW W/(6)*WX 'SCREWS o N m N AT 6"O.C.,TYP O ALIGN STUD WI JOIST AT EA STUD MATCHJOIST GA 60OT150-33 GR.33 KSI w 3 a EA SIDE O #8x%"SCREW JOIST PER PLAN ����w AT 6"O.C.,TYP #8x34"SCREW 8001200-54 GR.50 KSI o?w AT 6"D.C.,TYP BLKG AT 48"O.C.ALIGN WI F<3 z FLAT STRAPX-BRACE 600T150-33 GR 33 KSI z SHEARWALL PER ALIGN STUD Wl JOIST PLANAND 161S5 STUD WALL TO BE BRACEDAT STUD WALL TO BE BRACED STUDS w J STUD WALL TO BE BRACED AT 3RD POINTS PER 13/S5 o a o w w AT THIRD-POINTS PER 13/S5 z 3RD POINTS PER 13/S5 iE FIAT STRAP X-BRACE SHEARWALL w �iE a a. I MEZZANINE ROOF SECTION 2 MEZZANINE ROOF SECTION a TYPICAL TRACK SPLICE DETAIL PERPANAND,6IS5 5 MEZZANINE ROOF SECTIONJ o 0. W m �U O U ��R'W S5 SCALE 112"=1'-0" S5 SCALE 112"=1'-0" S5 SCALE I"=1'-0" S5 SCALE I"=1'-0" o LL N LL -ww ow 10 #10 SCREWAT METAL BLDG ROOF ¢ o #10 SCREWAT METAL BLDG BLKG MATCHING GAUGE T200 TRACK o 8"O.C.EASIDE��� GIRTSAND 60OS200-33GR.35KSI z 8"O.C.EA SIDE.= NESTED STUDS BEAM RIMVERT STUD WEB BLKG Wl NESTED 600T200-33 o E'. o ROOF NESTED STUDS #10 SCREWAT I/ O.C. -o NEW LADDER FRAMING JOISTATEDGE 5 GR.35 KSI AND#10 AT 6" Wl(6)#8 SCREWS 600S2D0-33 GR.35 � AT 48"O.C. MATCH JOIST GA KSI BOXED HEADER BLKG EA BAY 33 MIL STUD TO MATCH 8"O.C.EA SIDE�-= t ROOF PURLIN DEPTH AT7ACHMENT #B SCREW o Q? SIMPSON SCW INTALL PER MFR SCREW MATCH ROOF PURLIN NESTED STUDS m PLACE SCREW FOR MAX DEFLECTION c-� m w NESTED STUDS WI(2)#10x34" ATTACHMENT SIMPSON SCW INSTALL PER MFR /MAT 8"MT a rn SCREWS INTO EA METAL BLDG GIRT ryP S SIMPSON SCW INSTALL PER MFR PLACE SCREW FOR MAX DEFLECTION 0 STUDS d+ PLACE SCREW FOR MAX DEFLECTION SIMPSON MFCB FROM LADDER SIMPSON HYS �' FRAMING TO PURLIN INSTALL AT 48"O.C.W/ PER MFR W1 MAX SCREWS INSTALL PER MFR IMill] L4x4x5"Wl 600T150-33 GR.35 KSI (8)#10 EA LEG (2)#IOX'4"SCREWS NESTED 60OS200-33IN 600TI50-33 (2)#lox%,SCREWS Wl#10 AT 6"O.C. rn EA GIRT CONNECTION SCREW TRACK TO GIRTS THEN EA GIRT CONNECTION EA MEMBER s PLACE STUD IN TRACK O 3: o NESTED 6005200,331N 600T750-33 O TRACK JOIST — o I Z11 SCREW T GIRTS THEN PER 1,2,5/S5 ALIGN Wl IN 1" 16 GA L2x2x5"Wl STUD AND JOIST TO E2> o W 3 PLACE STUDUD IN N T TRACK PROVIDE JOIST BRIDGING (3)#8x3/4"TO JAMB � * STUDS PER PLAN STUDS PER PLAN AT 3RD POINTS OF SPAN o a; SIMTO13/S5 AND(2)0.145"*1" mN � o STUD WALL PERPENDICULAR TO ROOF GIRTS STUD WALL PARALELL TO ROOF GIRTS SHOT PINS N ti (�j) ROOF SECTION R ROOF SECTION ROOF SECTION s TYP MTL STUD FRAMING DETAIL Io TYP MTL STUD HEADER DETAIL 9P A f° P C S5 SC41E314"=1'-0" 1,S5 SCALE3I4"=1'-0" 1,S5 SC41E3I4"=1'-0" S5 SC41E3I4"=1'-0" 1,S5 SC41E3I4"=1'-0" TOP PLATE CONTINUOUS OVER p51 02 .t e LAP PLATE (2)SDWC15600 EA RAFTER SCREW THRU A rA 4­ BRACE PANEL 4'-0"MIN TO PLATE LAP PER 3/S5 FRAMING TO ALIGN RAFTER 3"ABOVE BTM EDGE TOEANGLE ��A G�TURAL ENS\# BETWEEN IO°AND 30° ROOF EDGE NAILING FSS/ONAL ENG sGIRT PER PEMB MFR PER 43mi1 MIN ROOF EDGE NAILING. COUPLER WELDED TO PEMB 5 ARC EATHING WALL STUDS COLUMNAT EA END OFAWNING Wl to 14GA SO PLATE DOOR PER ARCH PER PLAN THICKNESS ROOF SPER PLAN \ %"FILLET WELD ALL AROUND AND BEAM SPLICE - Wl EDGE FASTENERS RAFTER PER PLAN INTO STUDSIBLKG 3"x15GA STRAP FA SIDE WHERE OCCURS 2x BLKG Wl#10 SIMPSON 3"( BALANCE PER 10/S5 CBSDO SCREWAT 6"O.C. (2)34 s TO MATCH STRAP FASTENERS I)#10 SCREWS EAEND l EA MEMBER INTOPLATES DTT2ZW/%"®A.BOLT AND(2)#10 SCREWS EA STUD AT EA END OF AWNING 1�z'Typ MATCHING STUD BLKG PRE-TENSION STRAPS (2)#10 SCREWS NOTCH RAFTER (2)3/70 m EA CHANNELICLIP 2x BLKG WI TO BEAR ON BEAM EA MEMBER \ z BACK-TO-BACKDOUBLE A35 AT24"0.C. BEAMIP JOINT c N BEAM PER N JOINT STUD AT SIHDU WI(2) CUPANGLE EA STUD PLAN #10AT12"O.C. 5"MINWIDTH %'X3"KNIFE PLATE SlHDU4 FA END OF PER ELEVATION X-BRACE WALL A�THIRD POIN SHANNEL PER PLAN %a'x3"KNIFE PLATE COUNTRBOREAS '= PER ELEVATION NECESSARY KNIFE PLATE INSTALL PER MFR OF STUD WALL KNIFE PLATE ELEVATION CENTER IN BEAM ION o m DRILLANDEPDXYS/8'9 ATSPUCE ANCHOR E ND O 0"MINCE FLOOR h 00 o� cn END OFX-BRACE - � �w rn GRADE BEAM PER T13 MTL STUD WALL BRACING DETAIL 14 AWNING ROOF SECTION = oo PLAN AND 1/S4 • ° _ • SCALE 3/9 1 D SCALE 3/9 1 D O o S5 = - S5 = - w N Lu X-BRACE PANEL PER PLAN Ll� m 22 GAUGE 1%z' z z Z z L4x4x'/ METAL DECKING GRIND O) 0 U a ryp 6 GIRTAND BLKG TOPIBTM SMOOTH Z co i o PER PEMB MFR MC72/ 0.7 LLB 3 Is MEZZANINE WALL ELEVATION /2'x4"x6' ROUNDED PLATE N g m S5 SCALE 112"-I-O" 34„OERMIT SUBMITTAL WI CLEUIS FAL2x2x�" 2X6'x4"ROUNDED PLATE e� E4 END FRAMING DETAILS aC12x20.7In MCI2x20.7 DATE: 03/05/2024 TYp 6-MMAX w 6 Lza2X/4 PLAN NUMBER: (SEE SECTION B) Is STEEL CANOPYDETAIL S5 o U Z LL� ALE 3/4"=1'-0" 3/5/24, 12:55 PM waenergycodes.com/print_project_summary_form.php?k=Y29tYm9fdGZ2X3BOPXNjY19mdWxseV9jb25kaXRpb251ZCU3Q3BkX25ldl9idWlsZGIuZyZOZnY9c2NjX2Z1bGx5X2Nvbm... ENVELOPE COMPLIAN MMARY 2018 WSEC Compliance Forms for Commercial Buildings including Group R2,R3&R4 over 3 stories and all RI Administered by:02024 NEEA,All rights reserved Project Title Temperate Spirits Brewing-2018 WSEC For Building Department Use: Date: Mar 05,2024 Project Address Arlington Valley Road Lot E Project&Applicant Arlington,WA 98223 Information Applicant Name Applicant Phone Applicant Email 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 Warehouse,General Storage Building Cond.Floor Area 10,500 Type(s) Dining,Restaurant Project Cond.Floor Area 10,500 Project Scope New Building Space Conditioning Fully Conditioned Floors Above Grade 1 Categories Compliance Method Compliance Method 1-General Envelope Project New single story pre-engineered steel building over concrete slab on grade floor.Building is exempt form the mandatory skylight provisions of C402.4.2 per Exception#1.2:Installed lighting will be less than 0.5 watts/sf Description and at least 10%below the allowable lighting power density. Envelope Space Conditioning WWR/SRR Fenestration Compliance Compliance Scope Category Compliance Method per Category UA Calculation Adjustment Alternates Verification Scope and Method New Building Fully Conditioned Component performance 4.40%/0°/` None selected No alternates selected COMPLIES Air Barrier Testing Air barrier testing included in project scope Air Barrier Comments Project T' Temperate Spirits Brewing-2018 WSEC IN Date Mar 05,2024 Scope&Space Conditioning [NEWUNG-FULLY CONDITIONED Compliance Verification COMPLIES Window-to-wall Ratio 4.40% Skylight-to-roof-ratio 1 0% lVertical 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) Metal building(purlins) A5.0 Roof Exterior R-25 R-0(<0.04%) R-I I U-0.031 10,544 Thermal Spacer Block R-Value:R-3.5 Is liner system included?:Yes U-Factor Source:WSEC Appendix A U-Factor Source Description:Default U factor for double layer liner system 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 Metal building(girts) A5.0 I Wall Type 2 Exterior R-51 I R-0(<0.04%) U-0.037 1,825 Which insulation code target does wall comply with?:Wall Assembly U-factor U-Factor Source:Computed U-Factor Source Description:U factor calculation attached Framing Depth:Other Framing Depth Framing Spacing:16 Is this assembly exterior or interior?:Exterior Metal building(girts) A5.0 Wall Type 1 Exterior R-30 I R-0(<0.04%) U-0.052 6,987 Which insulation code target does wall comply with?:Wall Assembly U-factor U-Factor Source:Other U-Factor Source U-Factor Source Description:Manufacturer tested U factor for R30 liner system with foam tape Framing Depth:Other Framing Depth Framing Spacing:24 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 A5.0 Slab on grade At grade level R-10 I R-0 F-0.54 430 Slab Insulation Method:2 ft vertical(from top of slab downward) F-Factor Source:WSEC Appendix A IF-Factor Source Description:default value for 48"horizontal https://waenergycodes.com/print_project_summary_form.php?k=Y29tYm9fdGZ2X3BOPXNjY19mdWxseV9jb25kaXRpb251ZCU3Q3BkX25ldl9idWlsZGIuZyZOZnY9c2NjX2Z1 bGx5X2NvbmRpdGlvbmVk... 1/4 3/5/24, 12:55 PM waenergycodes.com/print_project_summary_form.php?k=Y29tYm9fdGZ2X3BOPXNjY19mdWxseV9jb25kaXRpb251ZCU3Q3BkX251dI9idWlsZG luZyZOZnY9c2NjX2Z1bGx5X2Nvbm... Fenestration&Opaque Door Assemblies Insulation R-Values Opaque Doors Location in DocumentsI :E Assembly ID Assembly Location Door Insulation U-Factor Rough Opening(SF) Swinging A2.3 1 Exterior opaque swinging doors Exterior U-0.37 84 What percentage of this opaque door is glazing?:50%or less U-Factor Source:WSEC Appendix A U-Factor Source Description:Insulated steel door Is this assembly exterior or interior?:Exterior Is this a public entrance door?:No Garage,Sectional A2.3 Garage door Exterior U-0.31 144 What percentage of this opaque door is glazing?:50%or less U-Factor Source:WSEC Appendix A U-Factor Source Description:Insulated garage door Is this assembly exterior or interior?:Exterior Vertical Fenestration Location in Documents Assembly ID Assembly Location Shading(PF) Fenestration Fenestration Rough SHGC U-Factor Opening(SF) All other fenestration types A2.3 Windows Exterior I PF<0.2 SHGC-0.38 U-0.30 353 U-Factor&SHGC Source:NFRC Rating U-Factor Source Description:Manufacturer 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 A2.3 I Glass storefront doors Exterior I PF<0.2 SHGC-0.38 U-0.60 63 U-Factor&SHGC Source:NFRC Rating U-Factor Source Description:Manufacturer Is this assembly exterior or interior?:Exterior 1���Is a public entrance door?:Yes Door enclosed within a vestibule?:No vestibule https://waenergycodes.com/print_project_summary_form.php?k=Y29tYm9fdGZ2X3BOPXNjY19mdWxseV9jb25kaXRpb251ZCU3Q3BkX25ld19idWlsZGIuZyZOZnY9c2NjX2Z1 bGx5X2NvbmRpdGlvbmVk... 2/4 3/5/24, 12:55 PM waenergycodes.com/print_project_summary_form.php?k=Y29tYm9fdGZ2X3BOPXNjY19mdWxseV9jb25kaXRpb251ZCU3Q3BkX25ldl9idWlsZGIuZyZOZnY9c2NjX2Z1 bGx5X2Nvbm... Project Ti Temperate Spirits Brewing-2018 WSEC Date Mar 05,2024 U x A Calculation NEW BUILDING-FULLY CONDITIONED COMPLIES 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 Metal building(purlins) Roof 0.031 10,544.0 326.9 0.031 10'O.0 326.9 Wall Wall Walls Assembly 1D Assembly U- Net Area(SF) U x A Assembly U- Net Area(SF) U x A factor factor Metal building(girts) Wall Type 2 0.037 1,825.0 67.5 0.052 1,825.0 ilk (1) Metal building(girts) Wall Type 1 0.052 6,987.0 363.3 0.052 6,987.0 363.3 Slab on Grade Floors 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 Slab on grade 0.54 430.0 232.2 0.54 431)0 232.2 Fenestration and Opaque Door Assemblies PROPOSED TARGET Door Door Opaque Doors Assembly ID Assembly U- Rough Opening U x A Assembly U- Rough Opening U x A Factor (SF) Factor (SF) Swinging Exterior opaque swinging doors 0.37 84.0 31.1 0.37 84. 31.1 Garage,Sectional Garage door 0.31 144.0 44.6 0.31 144.0 44.6 Fenestration Rough Opening Fenestration Rough Opening Vertical Fenestration Assembly ID Assembly U- (SF) U x A Assembly U- (SF) U x A Factor Factor All other fenestration types Windows 0.30 353.0 105.9 0.30 3(1)0 105.9 oor Glazed Doors Assembly ID Assembly U- Rough Opening U x A Assmoor bly U- Rough Opening U x A Factor (SF) Factor (SF) Swinging entrance door Glass storefront doors 0.60 63.0 37.8 0.60 63. 37.8 Proposed Area Proposed UxA Target Area Target UxA Project Totals 20,430 1,209 20,430 1,237 https://waenergycodes.com/print_project_summary_form.php?k=Y29tYm9fdGZ2X3BOPXNjY19mdWxseV9jb25kaXRpb251ZCU3Q3BkX25ldl9idWlsZGIuZyZOZnY9c2NjX2Z1 bGx5X2NvbmRpdGlvbmVk... 3/4 3/5/24, 12:55 PM waenergycodes.com/print_project_summary_form.php?k=Y29tYm9fdGZ2X3BOPXNjY19mdWxseV9jb25kaXRpb251ZCU3Q3BkX25ldl9idWlsZGIuZyZOZnY9c2NjX2Z1 bGx5X2Nvbm... Project Tim i Temperate Spirits Brewing-2018 WSEC Date Mar 05,2024 SHGC x A Calculation N —A NEEL— NEW BUILDING-FULLY CONDITIONE L COMPLIES Fenestration and Opaque Door Assemblies PROPOSED TARGET Glazed Doors Assembly ID PF Glazed Door Rough Opening SHGC x A Glazed Door Rough Opening SHGC x A SHGC (SF) SHGC (SF) Swinging entrance door Glass storefront doors PF<0.2 0.38 63.0 23.9 0.38 63. 23.9 Vertical Fenestration Assembly ID PF Fenestration Rough Opening SHGC x A Fenestration Rough Opening SHGC x A SHGC (SF) SHGC (SF) All other fenestration types Windows PF<0.2 0.38 353.0 134.1 0.38 353.0 134.1 Proposed Area Proposed SHGC x A Target Area Target SHGC x A Project Totals 832 316 832 316 https://waenergycodes.com/print_project_summary_form.php?k=Y29tYm9fdGZ2X3BOPXNjY19mdWxseV9jb25kaXRpb251ZCU3Q3BkX25ld19idWlsZGIuZyZOZnY9c2NjX2Z1 bGx5X2NvbmRpdGlvbmVk... 4/4 Lewellen Associates, LLC 3642 Smugglers Cove Rd. Greenbank WA 98253 206-915-8281 U-FACTOR CALCULATION Project: Temperate Habits Element: Type 2 Exterior walls with interior framing Date: March 5, 2024 Construction Detail: Wall Type 2 Detail 3/A5.0 W *Mrs - - - - - - --1 D, -M2 WC-AL KALL PAX[-6-"-"R 1'IN:bi 00 e-'VIN Z 61T8 PtR V__ &-Do 9.,PPL-=R .ro vaetrr StMMA.I60 ^,RJN"R R-M 01 PIROLMN SYSTW hM:-11 W1 ^L:.,:VB WA\L T4CRNAL 91lAK-AP"_ON-ACC O^PLRUNS TSO•JICT OR COLA_W/ WWTC VAIL VA►OR 9ARIC! WAX P_AWe 9PRCAD 79-I M W/ "AN BAP W/ N'V 7�.a5-:VB \ V Vh•TLOI•tV OC 0/ ""�•9'V V"-AL 'W BW9 LML•FIVM-RIWt/PNT Material Layer R Factor Source Pre-engineered metal building 19.2 Simple saver liner system manufacturer exterior wall with R30 batt liner performance data system with foam tape 2x6 metal framing 16" OC with R21 7.4 WSEC Appendix A Table A103.3.6.2 batt insulation Interior GWB 0.45 WSEC Appendix A Total R Factor 27.05 U Factor(1/R) 0.037 U factor calculation per ASHRAE Chapter 27 Parallel Path Method Page 1 LIGHTING COMPLIANCE SUMMARY 2018 WSEC Compliance Forms for Commercial Buildings including Group R2,R3&R4 over 3 stories and all RI Administered by:©2024 NEEA,All rights reserved Project Title Temperate Habits Brewery-Arlington-2018 WSEC For Building Department Use: Date Mar 07,2024 Project Address 19712 Arlington Valley Road Project&Applicant Arlington,WA 98223 Information Applicant Name Lance Witman Applicant Phone 360-410-0212 Applicant Email lance.primacelectric@gmail.com For questions about this report,contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com General Occupancy All Commercial General Building Use Type Manufacturing/Factory Building Cond.Floor Area 10,485 New Building or Project Cond.Floor Area 10,485 Interior Lighting Alteration General Project Types New Building Addition Exterior Lighting Lighting Scope Floors Above Grade 1 Lighting Scope Compliance Method Compliance Method 1-General Lighting Project Description The scope of this project entails providing Interior Lighting for Warehouse and Distribution,along with Retail Serving Room,Cooler Space,Restrooms,Office,Electrical Room,and Riser Room.We will also be providing Building Facade Lighting and Exterior Parking Lot Lighting. Project Type Interior/Exterior Luminaire Replacement Scope Compliance Method LPA Calculation Compliance Verification Lighting Compliance Scope (Interior includes both interior&paridng) Adjustment and Method New Building Interior Lighting Space by space No Calculation Adjustments selected COMPLIES New Building Exterior Lighting Not applicable to exterior COMPLIES oject Title Temperate Habits Brewery-Arlington-2018 WSEC Date Mar , Lighting Power Calculation NEW BUILDING-INTERIOR LIGHTING Compliance Verification COMPLIES Compliance Method Space by space LPA Calculation Adjustment LPA x 0.8 Interior Lighting Power Allowance-Space by Space General Space Type Specific Space Type Gross Interior Area(SF) LPA(Watts/SF) Total Watts Allowed Total Proposed Watts Compliance Status (SF x LPA x 0.8) (LPD+Display LPD) Dining area Bar/lounge/leisure dining 2,090 0.86 1,797 Electrical/mechanical 52 0.43 22 Electrical/mechanical 96 0.43 41 Office Enclosed less than 250 sf 111 0.74 82 Restroom General 185 0.63 117 Restroom General 58 0.63 37 Restroom General 1 185 0.63 117 Storage room General 232 0.38 88 Storage room 50-100 sf 59 0.38 22 Storage room 50-100 sf 258 0.38 98 Manufacturing facility Low bay area-Less than 25 ft 6,673 0.86 5,739 EL Proposed Total LPD 0 5,826 Totals Calculation Adjustment Applied-LPA x 0.8 6,528 5,826 COMPLIES Proposed Lighting Power Density Watts or Total Watts Fixture Type Fixture ID Quantity of Wattage Limit Total Linear Watts per Linear Proposed Fixtures(#F) per Fixture Feet(LF) Foot(WpLF) (#F x WpF)or (WpF) (LF x WpLF) Individual Fixtures Direct indirect pendant C 24 12 288 Direct/indirect pendant C/EM 2 12 24 Horizontal surface-mount D 6 32 192 Horizontal surface-mount F 4 20 80 Horizontal surface-mount VT 6 42 252 Recessed downlight R 7 10 70 Suspended A 31 135 4,185 Suspended A/EM 4 135 540 Wall-mounted V 5 27 135 Linear Fixtures Line voltage track(120V) B 6 10 60 Proposed Total LPD 5,826 Project Title Temperate Habits Brewery-Arlington-2018 WSEC Date Mar 07,2024 Proposed Fixtures Details NEW BUILDING-INTERIOR LIGHTING 19 L Fixture Type/Application Fixture ID Location in Documents Lamp Type New or Existing-to-Remain Individual Fixtures Direct/indirect pendant C E2.0 LED New Fixture Description:12"ROUND LED SUSPENDED PENDENT LIGHT FIXTURE WITH DOME SHADE Are these fixtures located within a daylight zone?:No Do these fixtures require specific application lighting controls?:None required Direct/indirect pendant C/EM I E2.0 LED New Fixture Description:12"ROUND LED SUSPENDED PENDENT LIGHT FIXTURE WITH DOME SHADE WITH EMERGENCY BACK-UP Are these fixtures located within a daylight zone?:No Do these fixtures require specific application lighting controls?:None required Horizontal surface-mount D I E2.0 LED New Fixture Description:48"LED SURFACE MOUNT LOW-PROFILE WRAPAROUND LIGHT FIXTURE WITH CURVED BASKET LENS Are these fixtures located within a daylight zone?:No Do these fixtures require specific application lighting controls?:None required Horizontal surface-mount F E2.0 LED New Fixture Description: Are these fixtures located within a daylight zone?:No Do these fixtures require specific application lighting controls?:None required Horizontal surface-mount VT I E2.0 LED New Fixture Description:48"LED SURFACE MOUNT VAPOR TIGHT LIGHT FIXTURE WITH GASKETED POLYCARBONATE LENS Are these fixtures located within a daylight zone?:No Do these fixtures require specific application lighting controls?:None required Recessed downlight R I E2.0 LED New Fixture Description:6"LED ROUND RECESSED DOWNLIGHT FIXTURE Are these fixtures located within a daylight zone?:No Do these fixtures require specific application lighting controls?:None required Suspended A I E2.0 LED New Fixture Description:15"ROUND LED SUSPENDED HIGH-BAY FIXTURE Are these fixtures located within a daylight zone?:No Do these fixtures require specific application lighting controls?:None required Suspended A/EM I E2.0 LED New Fixture Description:15"ROUND LED SUSPENDED HIGH-BAY FIXTURE WITH EMERGENCY BACK-UP Are these fixtures located within a daylight zone?:No Do these fixtures require specific application lighting controls?:None required Wall-mounted V E2.0 LED New Fixture Description:24"LED WALL MOUNT SQUARE VANITY LIGHT FIXTURE Are these fixtures located within a daylight zone?:No Do these fixtures require specific application lighting controls?:None required Linear Fixtures Line voltage track(120V) B I E2.0 LED New How is linear fixture quantity defined?:Quantity of specified luminaires on track section Length of track(LT):24 Fixture Description:3"CONED LED TRAC-LITE LIGHT FIXTURE Are these fixtures located within a daylight zone?:No Do these fixtures require specific application lighting controls?:None required Project llffr Temperate Habits Brewery-Arlington-2018 WSEC Mar 07,2024 Lighting Power Calculation NEW BUILDING-EXTERIOR LIGHTING F Compliance Verification COMPLIES Exterior Lighting Zone ZONE 2 Base Site Allowance 400 Exterior Tradable Lighting Power Allowance Total Watts Allowed Exterior Surface Surface Sub-Type Surface LPA Linear LPA (LPA x SF)or Total Compliance Status Area(SF) (Waft Feet(LF) (Watts/LF) (LPA x LF) Proposed Watts Uncovered parking areas and drives 17,760 0.04 710 Base Site Allowance 400 Totals 1,110 200 COMPLIES Proposed Tradable Lighting Power Density Watts or Total Watts Fixture Type Fixture ID Exterior Surface Type Quantity of Wattage Limit Total Linear Watts per Linear Proposed Fixtures(#F) per Fixture Feet(LF) Foot(WpLF) (#F x WpF)or (WpF) (LF x WpLF) Individual Fixtures Pole top-mounted P Uncovered parking areas and drives- 2 100 200 Proposed Total LPD 200 Remaining Base Site Allowance Watts 400 Exterior Non-Tradable Lighting Power Allowance Total Watts Allowed Total Additional LPA Surface Surface Sub-Type Surface LPA #of Items LPA (LPA x SF)or Proposed Watts Proposed Watts Compliance Status Area(SF) (Watts/SF) (Watts per#of items) Exceeding LPA (LPA x#of Items) b Surface e Building fapade 9,604 0.075 720 865 145 Total Proposed Watts Exceeding LPA -144.7 Remaining Base Site Allowance 255 COMPLIES Proposed Non-Tradable Lighting Power Density Watts or Total Watts Fixture Type Fixture ID Additional LPA Surface Type Quantity of Wattage Limit Total Linear Watts per Linear Proposed Fixtures(#F) per Fixture Feet(LIT) Foot(WpLF) (#F x WpF)or (WpF) (LF x WpLF) Individual Fixture Wall-mounted EM/WP Building fapade- 5 15 75 Wall-mounted WPl Building fapade- 8 70 560 Wall-mounted WSC Building fapade- 10 20 200 Wall-mounted GN Building fapade- 2 15 30 Project Title Temperate Habits Brewery-Arlington-2018 WSEC Date Mar 07,2024 Proposed Fixtures Details NEW BUILDING-EXTERIOR LIGHTING Fixture Type Fixture ID Location in Documents Lamp Type Exterior Surface Type New or Existing-to-Remain Individual Fixtures Pole top-mounted P E0.3 LED Uncovered parking areas and drives- New Fixture Description:23"xl2"LED AREA DOWNLIGHT FIXTURE Do these fixtures require specific exterior lighting controls?:Daylight sensing off controls Fixture Type Fixture ID Location in Documents Lamp Type Additional LPA Surface Type New or Existing-to-Remain Individual Fixture Wall-mounted EM/WP E3.0 LED Building fapade- New Do these fixtures require specific exterior lighting controls?:Daylight sensing off controls Wall-mounted WP 1 I E3.0 LED Building fapade- New Do these fixtures require specific exterior lighting controls?:Daylight sensing off controls Wall-mounted WSC I E3.0 LED Building fapade- New Do these fixtures require specific exterior lighting controls?:Daylight sensing off controls Wall-mounted GN I E3.0 LED Building fapade- New Do these fixtures require specific exterior lighting controls?:Daylight sensing off controls Lighting, Motor and Electrical Requirements List, pg 1 of 10 2018 WSEC Requirements for Commercial Buildings including Group R2,R3&R4 over 3 stories&all R1 -- Administered by @2024 NEEA,All rights reserved The following information is necessary to check a permit application for compliance with the lighting systems,motors and electrical system requirements in the Washington State Energy Code,Commercial Provisions. For questions about this report,contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com Project: Temperate Habits Brewery-Arlington-2018 WSEC 19712 Arlington Valley Road Arlington,WA 98223 Date: 2024-03-07 Applies Code Section Component Compliance Information Required In Permit Location in Building Department Documentation Documents Notes LIGHTING SCOPE C103.1 Construction For a shell&core or tenant space(first build- documents-General out)project,indicate if there is no lighting scope included in the project. C103.1 Construction For an alteration project,indicate if there is documents-General no lighting scope included in the project. LIGHTING CONTROLS YES C405.2 Lighting controls, For all lighting fixtures,indicate lighting E2.1,Lighting general control method on plans for spaces and Submittals lighting zone(s)served,or exception taken YES C405.2, Luminaire level Indicate on plans all fixtures provided with Option 2 lighting controls LLLC in lieu of C405.2 lighting controls; (LLLC) provide description of control capabilities and performance parameters C405.2.5, Lighting in dwelling Indicate method of automatic control of all Item 3 units(dormitory, installed luminaires in dwelling units in C405.2.1.1 hotel and all other buildings other than multifamily(occupancy C405.2.3.1 than multifamily) or light reduction controls) C405.2.5, Lighting in sleeping Indicate method of automatic off control of Item 2 units all installed luminaires in sleeping units (vacancy or key card control);also refer to Receptacles YES C405.2.3 Manual controls Indicate on plans the method of manual E2.1,Lighting C405.2.3.1 lighting control,location of manual control Submittals C405.2.5 device and the area or specific application it serves NO C405.2.3.1 Manual interior light Indicate on plans which method of manual C405.2.1.1 reduction controls 50%lighting load reduction is provided,or C405.2.4 indicate applicable exception YES C405.2.1 Method of automatic Indicate on plans the method of automatic E2.1,Lighting C405.2.2.1 shut-off control shut-off control during unoccupied periods Submittals C405.2.1, (occupancy sensor,time switch or digital Exception 3 timer switch)for all lighting zones YES C405.2.1 Occupant sensor Indicate on plans all luminaires that are E2.1,Lighting controls controlled by occupant sensor controls; Submittals indicate controls are configured to turn luminaires 100%off when the space is unoccupied NO C405.2.1 Occupant sensor Indicate if occupant sensor controls are C405.2.1.1 controls configured to be manual on or automatic on to not more than 50%power;indicate spaces eligible for exception that allows automatic on to 100%power Page 1/10 Lighting, Motor and Electrical Requirements List, pg 2 of 10 2018 WSEC Requirements for Commercial Buildings including Group R2,R3&R4 over 3 stories&all R1 -- Administered by @2024 NEEA,All rights reserved The following information is necessary to check a permit application for compliance with the lighting systems,motors and electrical system requirements in the Washington State Energy Code,Commercial Provisions. For questions about this report,contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com YES C405.2.1.2 Occupant sensor Indicate each aisleway and corridor within a E2.1,Lighting controls-warehouses warehouse space are designated as separate Submittals spaces zones that are independently controlled NO Indicate occupant sensors are configured to automatically reduce lighting power by 50% when the zone is unoccupied and 100%off after the zone is unoccupied for over 20 minutes;indicate controls are configured to automatically restore lighting to full power when the zone or space is occupied NO C405.2.1.3 Occupant sensor For open plan office areas larger than 300 sf, controls-open plan indicate general lighting is provided with office areas vacancy controls that reduce lighting power by not less than 80%and are configured to turn luminaires 100%off when the space is unoccupied;indicate that no individual control zone area exceeds 600 sf C405.2.1.4 Occupant sensor Indicate parking garage general lighting is controls-parking provided with vacancy controls that reduce garages lighting power by not less than 30%and are configured to turn luminaires 100%off when no vehicles or pedestrians are present,unless eligible for an exception;indicate that no individual control zone area exceeds 3,600 sf NO C405.2.1.5 Occupant sensor Indicate stairway lighting is provided with controls-enclosed vacancy controls that reduce lighting power by fire-rated stairwells not less than 50%when the stairway in unoccupied NO C405.2.2.1 Automatic time Indicate spaces on plans where time switch switch controls controls turn luminaires 100%off during unoccupied hours NO Indicate spaces on plans where time switch controls are configured to turn on lighting to full power versus 50%power NO Indicate locations of override switches on plans and the lighting zone(s)served;indicate that the area(s)served by each override switch does not exceeds 5,000 sf NO C405.2.1, Digital timer switch Indicate digital timer switch control includes: Exception 3 manual on/off,time delay,audible and visual indication of impending time-out NO C405.2.4.2 Daylight zones- Indicate primary and secondary sidelit C405.2.4.3 Sidelit and toplit daylight zone floor areas on plans NO Indicate toplit daylight zone floor areas on plans NO For small vertical fenestration assemblies (rough opening less than 10 percent of primary daylight zone floor area)where daylight responsive controls are not required, provide fenestration area to daylight zone floor area calculation(s) Page 2110 Lighting, Motor and Electrical Requirements List, pg 3 of 10 2018 WSEC Requirements for Commercial Buildings including Group R2,R3&R4 over 3 stories&all R1 -- Administered by @2024 NEEA,All rights reserved The following information is necessary to check a permit application for compliance with the lighting systems,motors and electrical system requirements in the Washington State Energy Code,Commercial Provisions. For questions about this report,contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com NO C405.2.4 Daylight responsive Indicate on plans lighting zone(s)served by controls daylight responsive controls;indicate that the area served by each control device does not exceeds 2,500 sf NO Identify sidelit and toplit daylight zones that are not provided with daylight sensing controls and the exception(s)that apply NO C405.2.4.1.1 Daylight responsive Indicate on plans the lighting load reduction controls method(continuous dimming,or stepped dimming that provides at least two even steps between 0%-100%of rated power) NO C405.2.4.1 Daylight responsive Indicate that daylight sensing controls are controls configured to completely shut off all controlled lights in the lighting zone NO C405.2.5 Additional controls- Identify spaces and lighting fixtures on plans Specific application that require specific application lighting lighting controls controls per this section YES C405.2.5, Display and accent Indicate on plans that manual controls are E2.1,Lighting Item 1 lighting provided that control display,accent lighting Submittals and display case lighting independently from both general area lighting and other lighting applications within the same space YES Indicate manual and automatic(occupant sensor or time switch)lighting control methods C405.2.5, Hotel/motel guest Indicate method of automatic control- Item 3 rooms vacancy or captive key control of all installed luminaires and switched receptacles in guest room NO C405.2.5, Supplemental task Indicate method and location of manual and Item 1 lighting automatic shut-off control(occupant sensor or time switch)for supplemental task lighting, including under-shelf or under-cabinet lighting NO C405.2.5, Lighting equipment Indicate on plans that lighting equipment for Item 1 for sale or sale or demonstration are controlled demonstration independently from both general area lighting and other lighting applications within the same space NO Indicate manual and automatic(occupant sensor or time switch)lighting control methods NO C405.2.5, Lighting for non- Identify all eligible non-visual lighting Item 4 visual applications applications on plans;indicate that the area served by each control device does not exceeds 4,000 sf NO Indicate on plans that non-visual lighting are controlled independently from both general area lighting and other lighting applications within the same space Page 3110 Lighting, Motor and Electrical Requirements List, pg 4 of 10 2018 WSEC Requirements for Commercial Buildings including Group R2,R3&R4 over 3 stories&all R1 -- Administered by @2024 NEEA,All rights reserved The following information is necessary to check a permit application for compliance with the lighting systems,motors and electrical system requirements in the Washington State Energy Code,Commercial Provisions. For questions about this report,contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com NO Indicate method of manual lighting control and applicable automatic lighting control YES C405.2.5, Means of egress Identify on plans egress fixtures that function E2.0,E2.2 Item 5 lighting as both normal and emergency means of egress illumination NA Provide calculation of lighting power density of total egress lighting NA If total egress lighting power density is greater than 0.02 W/sq.ft.,indicate on plans egress fixtures requiring automatic shut-off during unoccupied periods NO Indicate method of automatic shut-off control NO C405.4.1 Lighting control of Indicate that exempt interior lighting C405.4.2 exempt interior equipment and lighting located within spaces lighting that are eligible for a lighting power exemption are controlled independently from non-exempt and general area lighting NO C405.2.6 Exterior lighting For decorative exterior lighting,indicate on controls plans automatic daylight shut-off controls,or exception taken YES For exterior lighting that is not decorative, E2.0,E2.2 indicate on plans automatic daylight or time- switch shut-off controls and setback controls; or indicate exception taken NO For lighting requiring setback controls, include control sequence that reduces lighting power by at least 30%between 12am-6am,or from 1 hour after closing to 1 hour before opening,or based upon motion sensor YES For building facade and landscape lighting, E2.0,E2.2 indicate control sequence for shut-off control is based on dawn-to-dusk and business opening/closing schedule;indicate whether automatic or time switch controls will be provided for this function NO C405.5.2 Lighting control of Indicate that exempt exterior lighting and exempt exterior lighting located within exterior areas/surfaces lighting that eligible for a lighting power exemption are controlled independently from non- exempt exterior lighting NO C405.5.4 Exterior gas-fired Indicate ignition system is a method other lighting appliances then continuously burning pilot light NO C405.2.7 Area controls- Indicate location(s)of master control Master control switch(es)intended to control multiple switches and circuit independent switches;circuit breaker may not power limit be used as a master control switch NO Verify that no 20 amp circuit controlled by a single switch or automatic control is loaded beyond 80% ADDITIONAL EFFICIENCY CREDIT-ENHANCED INTERIOR LIGHTING CONTROLS Page 4110 Lighting, Motor and Electrical Requirements List, pg 5 of 10 2018 WSEC Requirements for Commercial Buildings including Group R2,R3&R4 over 3 stories&all R1 -- Administered by @2024 NEEA,All rights reserved The following information is necessary to check a permit application for compliance with the lighting systems,motors and electrical system requirements in the Washington State Energy Code,Commercial Provisions. For questions about this report,contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com C406.4 Enhanced digital To comply with additional efficiency credit, lighting controls indicate on plans that interior lighting fixtures are configured with all of the following control functions,as applicable: 1)Each fixture is individually addressed,or exception taken;2)Fixtures are configured for continuous dimming;3)No more than eight fixtures are controlled by a single daylight sensor;4)In enclosed and open office areas, illumination levels of overhead general area lighting is configured to be individually adjusted by occupants Include calculations that demonstrate the total lighting power of all interior lighting fixtures configured with enhanced lighting controls is no less than 90%of the total interior lighting power for the area the enhanced lighting controls credit is being applied to INTERIOR LIGHTING POWER&EFFICACY YES C405.4.1 Total connected Include all luminaires in interior lighting E2.0,Lighting C405.4.2 interior lighting fixture schedule;indicate fixture types,lamps, Submittals power ballasts,and manufacturer's watts per fixture for the installed lamp NO Identify spaces eligible for lighting power exemption on plans and in WSEC interior lighting compliance reports;indicate the exception applied NO Identify lighting equipment eligible for lighting power exemption in fixture schedule and in WSEC interior lighting compliance reports;indicate the exception applied C405.1 Lighting in dwelling For all installed luminaires,include lamp type C405.1.1 units(multifamily) and number of lamps in lighting fixture schedule;for lamps that are not LED,T-8 or small diameter fluorescent,indicate efficacy of other lamp types is 65 lumens per watt or greater For all installed luminaires,indicate in lighting fixture schedule whether complying via lighting power density or by qualifying lamp type;if by lamp type,include number of lamps For all installed luminaires,indicate in lighting fixture schedule whether complying via lighting power density or by qualifying lamp type;if by lamp type,include number of lamps INTERIOR LIGHTING POWER CALCULATION-INDICATE COMPLIANCE PATH TAKEN NO C405.4.2.1 Building Area Demonstrate that total proposed wattage per Method building area does not exceed maximum allowed wattage per building area;identify locations of building areas on plans;provide WSEC exterior lighting compliance reports Page 5/10 Lighting, Motor and Electrical Requirements List, pg 6 of 10 2018 WSEC Requirements for Commercial Buildings including Group R2,R3&R4 over 3 stories&all R1 -- Administered by @2024 NEEA,All rights reserved The following information is necessary to check a permit application for compliance with the lighting systems,motors and electrical system requirements in the Washington State Energy Code,Commercial Provisions. For questions about this report,contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com YES C405.4.2.2 Space-By-Space Demonstrate that total proposed wattage does Method not exceed maximum allowed wattage; identify locations of space types on plans, including retail display areas and areas with display,highlight and decorative lighting; provide WSEC exterior lighting compliance reports ADDITIONAL EFFICIENCY CREDITS-REDUCED INTERIOR LIGHTING POWER DENSITY YES C406.3.1 Reduced interior To comply with additional efficiency credit, C406.3.2 lighting power demonstrate that total connected interior density lighting wattage is 10%or 20%less than the total maximum allowed lighting wattage for the area the reduced lighting power credit is being applied to;indicate whether lighting power allowance is based on the building area method or space-by-space method;provide WSEC exterior lighting compliance reports C406.3 Reduced interior For project with dwelling units,to comply lighting power with additional efficiency credit indicate in density-dwelling lighting fixture schedule that lamps within unit lamp efficacy installed interior luminaires have an efficacy rating of at least 65 lumens per watt;include number of lamps and provide calculations that demonstrate at least 95%of lamps have this efficacy rating EXTERIOR LIGHTING POWER&EFFICACY YES C405.5.2 Total connected Include all luminaires in exterior lighting E0.3,E3.0,Submittals exterior lighting fixture schedule;indicate fixture types,lamps, power ballasts,and manufacturer's watts per fixture for the installed lamp NO Identify exterior applications eligible for lighting power exemption on plans and in WSEC exterior lighting compliance reports; indicate exception applied YES C405.5.3(1) Exterior lighting zone Indicate building exterior lighting zone as specified by the AHJ NO C405.5.1 Exterior building For building grounds fixtures rated at greater grounds lighting than 50 watts,indicate rated lamp efficacy(in lumens per watt)in fixture schedule EXTERIOR LIGHTING POWER CALCULATION YES C405.5.3 Tradable allowances Demonstrate that total proposed tradable surface wattage does not exceed maximum allowed tradable surface wattage(including base site allowance);identify locations of tradable surfaces on plans;provide WSEC exterior lighting compliance reports Page 6110 Lighting, Motor and Electrical Requirements List, pg 7 of 10 2018 WSEC Requirements for Commercial Buildings including Group R2,R3&R4 over 3 stories&all R1 -- Administered by @2024 NEEA,All rights reserved The following information is necessary to check a permit application for compliance with the lighting systems,motors and electrical system requirements in the Washington State Energy Code,Commercial Provisions. For questions about this report,contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com YES Demonstrate that proposed wattage per non- tradable surface type does not exceed maximum allowed wattage per non-tradable surface type(including base site allowance remaining after tradable allowance calculation);identify locations of non-tradable surfaces on plans;provide WSEC exterior lighting compliance reports LIGHTING ALTERATIONS C503.6.1 Interior and parking Where>50%of existing luminaires in an garage lighting interior space or parking garage are replaced; fixture alterations indicate compliance path(building area or space-by-space method);include all new and existing-to-remain luminaires in WSEC interior lighting compliance reports;indicate proposed lighting wattage does not exceed maximum allowed per compliance path Where<50%of existing luminaires in an interior space or parking garage are replaced; indicate total existing lighting wattage in each space prior to alteration;include all new and existing-to-remain luminaires in WSEC interior lighting compliance reports;indicate proposed total lighting wattage in alteration area does not exceed total existing lighting wattage prior to alteration Where>50%of existing exterior lighting wattage is replaced;include all new and existing-to-remain luminaires in WSEC exterior lighting compliance reports;indicate proposed total exterior lighting wattage does not exceed maximum allowed Where<50%of existing exterior lighting wattage is replaced;indicate total existing lighting wattage prior to alteration;include all new and existing-to-remain luminaires in WSEC interior exterior compliance reports; indicate proposed total exterior lighting wattage does not exceed total existing wattage prior to alteration C503.6.2 Interior lighting Where new wiring is installed to serve new wiring and circuiting interior luminaires and/or luminaires are alterations relocated to a new circuit;indicate manual and automatic lighting controls are provided (as applicable)-manual(C405.2.3); occupancy sensor(C405.2.1);light reduction (C405.2.3);daylight responsive(C405.2.4); specific application(C405.2.5) Where new wiring is installed to serve new exterior luminaires and/or luminaires are relocated to a new circuit;indicate automatic lighting controls are provided(C405.2.6) Page 7110 Lighting, Motor • • ElectricalRequirements • • i of 2018 WSEC Requirements for Commercial Buildings including Group R2,R3&R4 over 3 stories&all R1 -- Administered by @2024 NEEA,All rights reserved The following information is necessary to check a permit application for compliance with the lighting systems,motors and electrical system requirements in the Washington State Energy Code,Commercial Provisions. For questions about this report,contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com C503.6.3 Lighting panel Where a new interior and/or exterior lighting alterations panel is installed or an existing panel is moved (all new raceway and conductor wiring), indicate all applicable lighting controls requirements apply C503.6.4 Newly-created rooms Where interior space(s)is reconfigured (permanently installed walls or ceiling-height partitions)to create new enclosed spaces, indicate all applicable lighting controls requirements apply C504.2 Lighting repairs Identify existing luminaires being upgraded with bulb and/or ballast replacement; indicate fixture alteration does not increase existing fixture wattage C505.1 Change of interior Identify spaces on plans where the building space use area type or space use type is being changed from one type to another per Tables C405.4.2(l)or(2) Indicate compliance method(building area or space-by-space);include all new and existing- to-remain luminaires in WSEC interior lighting compliance reports;indicate proposed lighting wattage does not exceed maximum allowed per compliance path RECEPTACLES C405.10 Controlled Identify all controlled and uncontrolled receptacles receptacles on electrical plans in each space in which they are required;include receptacle configuration such as spacing between controlled and uncontrolled,duplex devices, etc Provide schedule that lists the number of controlled and uncontrolled receptacles in each space where controlled receptacles are required-classrooms,private offices,open office areas,conference rooms,copy rooms, break rooms and modular partitions/workstations Indicate on plans the method of automatic control for each controlled receptacle zone (occupant sensor or programmable time-of- day control);indicate that each zone served by a single controller does not exceed 5,000 sf C405.2.5, Switched receptacles Indicate method of automatic off control of Item 2 in sleeping units all switched receptacles in sleeping units (vacancy or key card control) C503.6.6 Electrical receptacle Where new receptacles are added or replaced alerations within an alteration project that is 5,000 sf or larger,indicate receptacles are provided with automatic controls per C405.10,or exception taken MOTORS,TRANSFORMERS,ELECTRIC METERS,INTERIOR TRANSPORTATION Page 8/10 Lighting, Motor and Electrical Requirements List, pg 9 of 10 2018 WSEC Requirements for Commercial Buildings including Group R2,R3&R4 over 3 stories&all R1 -- Administered by @2024 NEEA,All rights reserved The following information is necessary to check a permit application for compliance with the lighting systems,motors and electrical system requirements in the Washington State Energy Code,Commercial Provisions. For questions about this report,contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com C405.6 Electrical Include electrical transformer schedule on transformers electrical plans;indicate transformer type, size,efficiency,or exception taken NO C405.11 Feeders and branch Provide documentation that demonstrates circuits maximum voltage drop across feeders and branch circuits does not exceed 5% C405.7 Dwelling unit Indicate on electrical plans that each dwelling electrical energy unit in Group R-2 has a separate electrical consumption energy meter C405.8 Electric motor Include all motors,including fractional hp efficiency motors,in electric motor schedule on electrical plans;indicate motor type, horsepower,rpm,rated efficiency,or exception applied C405.9.1 Elevator cabs For luminaires in each elevator cab,provide calculations that demonstrate average efficacy is not less than 35 lumens per watt For elevators that do not have an integral air conditioning system,indicate rated watts per cfm for elevator cab ventilation fans do not exceed 0.33 watts per cfm Indicate automatic controls that de-energize lighting and ventilation fans when elevator is stopped and unoccupied for a period of 15 minutes or more C405.9.2 Escalators and Indicate escalators comply with ASME moving walks A17.1/CSA B44;automatic controls are configured to reduce operational speed to the minimum permitted when not in use C405.9.3 Regenerative drive Indicate all one-way down or reversible escalators are provided with a variable frequency regenerative drive DOCUMENTATION AND SYSTEM REQUIREMENTS TO SUPPORT COMMISSIONING(CX) C408.4 Scope of electrical Indicate that all electrical systems power and lighting (receptacles,transformers,motors,vertical systems and horizontal transportation)for which the commissioning WSEC requires control functions and/or configuration to perform specific functions are required to be commissioned Where total building lighting load is>20 kW, or where total lighting load of luminaires requiring daylight sensing and/or occupancy control>10 kW,indicate that all automatic lighting control systems are required to be commissioned;or provide building lighting power calculation demonstrating eligibility for exception C405.13 Commissioning Indicate Cx requirements in plans and C408.1.1 requirements in specifications for all applicable electrical and C408.1.2 construction lighting control systems per C408 C408.1.4.2 documents C103.6.3 Page 9110 Lighting, Motor and Electrical Requirements List, pg 10 of 10 2018 WSEC Requirements for Commercial Buildings including Group R2,R3&R4 over 3 stories&all R1 -- Administered by @2024 NEEA,All rights reserved The following information is necessary to check a permit application for compliance with the lighting systems,motors and electrical system requirements in the Washington State Energy Code,Commercial Provisions. For questions about this report,contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com I C408.1.2 Commissioning Include general summary of Cx plan per C408.1.2.1 requirements in C408.1.2 including: 1)Narrative description C408.1.4 construction of activities;2)Responsibilities of the Cx C103.6.3 documents team;3)Schedule of activities including verification of project close out documentation per C103.6;4)Conflict of interest plan(if required) C408.1.2 Commissioning Include in general summary that a Cx project C408.1.4 requirements in report and Compliance Checklist(Figure C103.6.3 construction C408.1.4.1)shall be completed by the documents Certified Cx Professional and provided to the owner prior to the final electrical inspection NO C408.4.1 Functional Identify in plans and specifications the performance testing intended operation of all equipment and criteria controls during all modes of operation, including interfacing between new and existing-to-remain systems PROJECT CLOSE OUT DOCUMENTATION NO C103.6.3 Project close out Indicate in plans that project close out documentation documentation is required including WSEC requirements lighting compliance reports that document all interior and exterior lighting area and/or surface types,lighting power allowances and installed densities If"no"is selected for any question,provide explanation. Page 10/10 3/4/24, 10:45 AM waenergycodes.com/print_project_summary_form.php?k=aWQ9MjQzMzEmZnZpPTE3JmN0aT00Ng==&print=1 MECHANICAL COMPLIANCE SUMMA 2018 WSEC Compliance Forms for Commercial Buildings including Group R2,R3&R4 over 3 stories and all RI Administered by:©2024 NEEA,All rights reserved Project Title Temperate Habits Brewing-2018 WSEC For Building Department Use: I Date: Mar 04,2024 Arlington Valley Rd Project Address Lot E Project&Applicant Arlington,WA 98223 Information Applicant Name Kevin Korthuis Applicant Phone 360-755-1555 Applicant Email kevin@dksystemsinc.com For questions about this report,contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com General Occupancy All Commercial General Building Use Type Services,Food Processing/Prep Building Cond.Floor Area 9,795 New Building Alteration Project Cond.Floor Area 9,795 General Project Types New Building or Addition Single Zone Systems&Equipment Floors Above Grade 1 Mechanical ScopeMechanical Scope Compliance Method Compliance Method 1-General Mechanical Project Gas unit heaters with ventilation for the manufacturing space.Split system heat pumps with ventilation for the seating area Description Economizer Equipment Efficiency DOAS Ventilation Higher Equipment Mechanical Project Type Mechanical Scope Exception(s) Provided? Efficiency Option Applied? Compliance Compliance Applied? y p PP Verification Scope and Method New Building Single Zone Systems& Yes Yes NA COMPLIES Equipment Additional Efficiency Credits Included Dedicated outside air systems(DOHS) (AEC) Does building include occupancy classifications No Does project include DOAS equipment? Yes requiring DOAS? Based on project scope do TSPR requirements No Do all systems comply with Appendix D standard reference design or qualify for an exception to TSPR? No apply? Scope&Space Conditioning NEW BUILDING-S EMS&EQUIPMENT Compliance Verification COMPLIES Single Zone Air Systems Category-Furnace,warm air Air Systems Summary Information Quantity Supply Airflow Ventilation CFM Ventilation Energy Recovery System/Equip ID of Items Control Ventilation Standard (Total if Multiple Items) Air Source Paired with DOAS Ventilation energy recovery Efficiency(%) UH-I/UH-21 I Constant volume IMC Ventilation Separate DOAS ERV-2 Provided but not required 66 Air Systems&Equipment-Heating System HeatingSystem/Equip Ty e Specific pa Heating Capacity HC Proposed Heating Efficiency HEs Efficiency Compliance /Equip ID Units Unit Verification UH-I/UH-21 Furnace Warm air,gas fired(AFUE) 1 150,000 Btu/h 83.0 AHIE COMPLIES Air Systems&Equipment Details System/Equip ID Area(s)Served Location In Project Documents-Plan/Detail# UH-I/UH-2 Manufacturing-Warehouse all WSEC Equip Efficiency Reference Table-Heating:Table C403.3.2(4)Warm Air Furnaces Single Zone Air Systems Category-Heat pump,unitary,thru-wall,SDHV https://waenergycodes.com/print_project_summary_form.php?k=aWQ9MjQzMzEmZnZpPTE3JmN0aT00Ng==&print=1 1/2 3/4/24, 10:45 AM waenergycodes.com/print_project_summary_form.php?k=aWQ9MjQzMzEmZnZpPTE3JmN0aT00Ng==&print=1 Air Systems Summary Information Quantity Supply Airflow Ventilation CFM Ventilation Energy Recovery System/Equip ID of Items Control Ventilation Standard (Total if Multiple Items) Air Source Paired with DOAS Ventilation energy recovery Efficiency(%) FCU 1-2-CU-1-21 2 1 Constant volume IMC Ventilation Separate DOAS ERV-1 Provided but not required 1 68 Air Systems&Equipment-Cooling System/ Cooling Capacity AEC Efficiency I Econo Exception Combined Efficiency Proposed Cooling CE Proposed Part PL Efficiency Compliance Equip ID Cooling System/Equip Type Specific Type per item(Btu/h) Multiplier Multiplier(FL&PL) Multiplier(AEC&Econo) Eff►cienc% Units Load Efficiency Units Verification FCU 1-2-CU-1-21 Heat pump,air cooled I Split system 1 55,800 1 1 1.0 1 14.5 SEER IEER COMPLIES Air Systems&Equipment-Heating System AEC Efficiency Proposed Heat Pump HPH Proposed Low OSA LTH Efficiency Compliance /Equip ID Heating System/Equip Type Specific Type Heat Pump Heating Capacity(Btu/h) Cooling Capacity(Btu/h) Multiplier Heating Efficiency Units Temp Efficiency Units Verification FCU 1-2-CU-1-21 Heat pump,air cooled,heating I Split system 1 53,500 1 55,800 1 1 9.0 1 HSPF COP COMPLIES Air Systems&Equipment Details System/Equip ID Area(s)Served Location In Project Documents-Plan/Detail# FCU 1-2-CU-1-2 Seating Area all System/Equip ID for a single or multiple items?:Multiple items w/identical heating&cooling capacity Heating Section/Auxiliary Heating Type:Electric resistance(or None) Economizer Compliance Method:Applying air-side economizer exception Air-side economizer exception applied:Exp 1-DOAS paired with cooling system(Note equip location limitations) WSEC Equip Efficiency Reference Table-Cooling:Table C403.3.2(2)-Unitary and Applied Heat Pumps Proposed Low OSA Temp Efficiency: LTH Units:COP WSEC Equip Efficiency Reference Table-Heating:Table C403.3.2(2)-Unitary and Applied Heat Pumps Single Zone Equipment Category-Condensing Unit Equipment Summary Information System/Equip ID Quantity of Items CU-3/CU-41 2 Equipment-Cooling System/ Cooling Capacity AEC Efficiency Econo Exception Combined Efficiency Proposed Cooling CE Proposed Part PL Efficiency Compliance Equip ID Cooling System/Equip Type Specific Type per item(Btu/h) Multiplier Multiplier(FL&PL) Multiplier(AEC&Econo) Efficiency Units Load Efficiency Units Verification CU-3/CU-41 Condensing unit,air cooled 1 16,866 1 0 NA IEER COMPLIES Equipment Details System/Equip ID Area(s)Served Location In Project Documents-Plan/Detail# CU-3/CU-4 WI Cooler 1 and WI cooler 2 all System/Equip ID for a single or multiple items?:Multiple items w/identical heating&cooling capacity WSEC Equip Efficiency Reference Table-Cooling:Table C403.3.2(1)A-Unitary Air Conditioners&Condensing Units https://waenergycodes.com/print_project_summary_form.php?k=aWQ9MjQzMzEmZnZpPTE3JmN0aT00Ng==&print=1 2/2 18204 591h Ave. Arlington,WA 98223 REVIEW COMMENT FORM —0 (360)403-3500 Project Name: Temperate Habits Brewery Permit No.: 5882 Review Date: 06/13/24 Contact: Quientin Sutter Phone No.: 360-424-0394 Review Phase: Report Date: 06/13/24 Reviewing Dept.: Building, KO. Applicant: Carletti Architects DWG Issue Date: 03/05/24 # Rev. Dwg. or Add'I Ref. Comment Response/Resolution City Spec. Ref. Checkoff 1. KO A-1.1 DET. 11 Chain-link enclosure doors not allowed per design review 2. KO A-4.0 Section-B All exterior canopies are required to have gutters with downspouts that terminate into drainage system.No sheet flow to parking lots or sidewalks allowed. 3. KO L-1.2 R-260 Provide root barrier all sides of trees or large ornamental R-270 plantings 4. When resubmitting,please provide electronic copies to cedgarlin ton�wa.gov and one hard copy set to the CED office. 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. 16. 17. 18. 19. 20. 21. Page 1 of 2 0 18204 59"Ave. Arlington,WA 98223 REVIEW COMMENT FORM (360)403-3500 Project Name: Temperate Habits Brewery Permit No.: 5882 Review Date: 06/13/24 Contact: Quientin Sutter Phone No.: 360-424-0394 Review Phase: Report Date: 06/13/24 Reviewing Dept.: Building, KO. Applicant: Carletti Architects DWG Issue Date: 03/05/24 Dwg. or Add'I Ref. Comment Response/Resolution City Spec. Ref. Check off 22. 23. 24. 25. 26. 27. 28. 29. 30. 31. 32. 33. 34. 35. 36. 37. 38. 39. Page 2 of 2 CARLETTI ARCHITECTS P.S. July 8th, 2024 Attention: City of Arlington Building Department 18204 591h Avenue NE Arlington, WA 98223 Reference: Project: Temperate Habits Brewing Facility 1670 SE Pioneer Way BUILDING PLAN COORECTIONS Permit PN#5882 Dear Kevin Thank you for your quick review and response to the above referenced project. Please see the following itemized responses to your correction items below. Changes to drawings have been made and noted on the title block"6-21-24 PERMIT REV." REVIEW COMMENT FORM RESPONSE: 1. See Revised Detail showing new dumpster enclosure with metal siding. Callouts for chain link have been removed 2. Elevations, sections and details have been updated to show a gutter and downspout at all canopy locations. 3. Root barrier notes have been added to the landscape plans. Carletti Architects,P.S. 116 E.Fir Street Suite A Mount Vernon,WA 98273 360-424-0394 City of Arlington Building Permit Correction Response Letter July 8th, 2024 Please reach out if there are any immediate questions or concerns. Look forward to concluding this process. Sincerely, 7-8-24 Quientin Sutter Carletti Architects, P.S. 116 E Fir Street, Suite A Mount Vernon, WA 98273 Phone: (360) 424-0394 Ext. 110 Fax: (360) 424-5726 E-mail: quientin@carlettiarchitects.com Carletti Architects,P.S. 116 E.Fir Street Suite A Mount Vernon,WA 98273 360-424-0394 PROJECT TEAM ABBREVIATIONS GENERAL NOTES PROJECT DATA DRAWING INDEX 1. IN GENERAL,PLAN DIMENSIONS SHOWN ARE TO FACE OF STUD OR PROPERTY INFORMATION ARCHITECTURAL OWNER ABV ABOVE JNT JOINT FACE OF CONCRETE,UNLESS OTHERWISE NOTED.DO NOT SCALE THESE BOSSES 6 KINGS PROPERTY GROUP LLC AFF ABOVE FINISH FLOOR DRAWINGS.USE CALCULATED DIMENSIONS ONLY. VERIFY ALL DIMENSIONS PROPERTY ADDRESS 19712 ARLINGTON VALLEY ROAD A-0.0 -OVER SHEET/CODE ANALYSIS 500 S 1ST DATUM.AND LEVELS PRIOR TO CONSTRUCTION. NOTIFY ARCHITECT A-0.1 ENERGY CODE NOTES/SIGNAGE NOTES AC TILE ACOUSTICAL TILE LVL LEVEL ARLINGTON.WA 98223 A-0.2 EXIT PLAN MOUNT VERNON.WA 98273 ACP ACOUSTICAL CEILING PANEL L LONG.LINE IMMEDIATELY OF ANY DISCREPANCIES. BUILDING CODE 2018 IBC/2018]FC ADA-1 BARRIER NOTES AND DETAILS EMAIL:katieetemperotehabitabrewing.com A-1.0 ARCHITECTURAL SITE PLAN ACT ACTUAL LAV LAVATORY 2. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS PRIOR TO A-1.1 SITE DETAILS CONTACT: KATIE KING AL ALUMINUM LIN LINOLEUM INITIATING THE WORK. NOTIFY ARCHITECT OF ANY DISCREPANCIES. ENERGY CODE 2018 WASHINGTON STATE NREC A-2.0 FLOOR PLAN ARCH ARCHITECTURAL LT LIGHT FIRE SPRINKLERS YES NFPA 13 A-2.1 REFLECTED CEILING PLAN REVISE D CONTRACTOR 3. ALL WORK SHALL COMPLY WITH THE 2016 IBC.IFC.IPC.IMC AS AMENDED BY WASH. A-22 ROOF PLAN CHAD FISHER CONSTRUCTION.LLC A TILE ASPHALT TILE STATE.PROJECT SHALL ALSO COMPLY WITH THE 2018 NREC AND THE VIACO CODES. FIRE ALARM YES MONITORING FOR FIRE SPRINKLER A-2.9 DOOR/WINDOW/FINISH SCHEDULES SHEETS /. 15900 PRESTON PL. AVG AVERAGE MAR MARBLE PROJECT SHALL ALSO COMPLY W/ JURISDICTIONAL CODE AMENDMENTS BY THE LOCAL A 40 BUILDING SECTIONS BUILDING `ieARLETTI ARCHITECTS P.S. BURLINGTON.WA 98233 MO MASONRY OPENING AGENCY. CONTRACTOR IS RESPONSIBLE FOR OBTAINING NECESSARY PERMITS 6 PARCEL #/ TAX ID A-5.0 WALL SECTIONS INSPECTIONS TO COMPLETE THE WORK. CONTRACTOR TO HAVE CURRENT VALID CITY PHONE: 13601 757-0580 ext.5 BFF BOTTOM FINISH FLOOR MFR MANUFACTURE OR COUNTY BUSINESS LICENSE PRIOR TO ISSUANCE OF PERMIT.WHEN REQUIRED BY LAW. 31051400204300 A-6.0 DETAILS el'dNNtLlt�lpWr1YIR CELL: 13601 840-7320 BILKS BLOCKING MATL MATERIAL A-6.1 DETAILS A-6.2 DETAILS SUITE EAST FIR STREET EMAIL: T:ZACcf'iCOLLI natruction.com BR BRICK MAX MAXIMUM 4. ERRORS,OMISSIONS,AND DISCREPANCIES,IF ANY.SHALL BE REFERRED TWN./ RNG./ SEC. LAND USE PERMIT/LANDSCAPE 1 SUITE A CONTACT:ZACK COLLINS BOS BOTTOM OF STRUCTURE MECH MECHANICAL TO THE ARCHITECT IMMEDIATELY FOR DIRECTION OF HOW TO PROCEED. SECTION 14 TOWNSHIP 91 RANGE 5 ARCHITECT MTL METAL 5. VERIFY ALL ROUGH-IN DIMENSIONS FOR EQUIPMENT PROVIDED IN THE CONTRACT BY LU1 LAND USE COVER SHEET MOUNT VERNON, WA. 98273 MIN MINIMUM OTHERS PROVIDE ALL BLOCK-OUTS,BLOCKING.BACKING AND JACKS REQUIRED FOR LEGAL DESCRIPTION LU2 SITE PLAN CARLETTI ARCHITECTS.P.S. CPT CARPET MUL MULLION DUCTS.PIPES.CONDUITS.EQUIPMENT.FIXTURES.AND CABINETS. VERIFY SIZE AND L-1.1 LANDSCAPE PLAN Phone: I360I 424-0394 CLG CEILING LOCATION. SECTION 14 TOWNSHIP 31 RANGE 5 QUARTER NW LOT E CITY ARL ESP PLN 798 REC AFN L-1.2 LANDSCAPE DETAILS Fax: 1360) 424-5726 116 FIR STREET.SUITE A 202106025003 BEING A PTN OF SE1/4 NW1/4 SO SEC STRUCTURAL CEM CEMENT MOUNT VERNON.36014WA.08279 NAT NATURAL 6. DO NOT SIGNIFICANTLY VARY OR MODIFY THE WORK SHOWN.EXCEPT ZONING/SETBACKS S-1 GENERAL NOTES 10558 PHONE: 13601 424-0394 t. CENTER LINE NOM NOMINAL UPON WRITTEN INSTRUCTIONS OF THE ARCHITECT. EMAIL: uientinecarlettiarchitecta.com C TO C CENTER TO CENTER ZONING: GI GENERAL INDUSTRIAL/AIRPORT PROTECTION DISTRICT C q NA NOT APPLICABLE 7. VERIFY LOCATION OF ALL EXISTING UTILITIES INCLUDING BUT NOT LIMITED TO: 5-1.1 GENERAL NOTES REGI TERED CONTACT: QUIENTIN SUTTER CT CERAMIC TILE NIC NOT IN THIS CONTRACT SEWER.SEPTIC.WATER.GAS.POWER.AND TELEPHONE. CAP.MARK AND PROTECT. SETBACKS: 25'FROM STREET S 9 FOUNDATIONCEILING PLAN PLAN AR HITECT CLO CLOSET NTS NOT TO SCALE 8. DETAILS ARE INTENDED TO SHOW THE INTENT OF THE DESIGN.MINOR MODIFICATION SIDE AND REAR 10' S-4 FOUNDATION DETAILS CIVIL ENGINEER/LANDSCAPE CW COLD WATER NO.f NUMBER MAY BE REQUIRED TO SUIT THE FIELD DIMENSIONS OR CONDITIONS AND SUCH HEIGHT LIMIT 50' S-5 FRAMING DETAILS TERRA VISTA NW-CONSULTING ENGINEERS COL COLUMN MODIFICATIONS SHALL BE INCLUDED AS PART OF THE WORK OF THE CONTRACT. SITE SIZE: 1.49 ACRES N ULSUTTER 3204 SMOKEY POINT DR f207 CONC CONCRETE MECHANICAL OC ON CENTER 9. PROVIDE CLOSURE.MEETING THE REQUIREMENTS OF ALL GOVERNING LOT COVERAGE: NO REQUIREMENTS STATE Of WASHINGTON ARLINGTON.WA 98223 CMU CONCRETE MASONRY UNIT OD OUTSIDE DIMENSION AUTHORITIES.AT RATED PARTITIONS.FLOORS.CEILINGS.AND ROOF MO.00 MECHANICAL COVER SHEET PHONE: (5601 691-0272 CONST CONSTRUCTION PARKING CALCULATION MO.01 MECHANICAL CODE EMAIL:ericeeterravistanw.com 0/ OVER LOCATIONS. ALL REQUIRED FIRE-RATED PARTITIONS SHALL BE MO.02 MECHANICAL SCHEDULES "" 6-21-24 CONTACT: ERIC SCOTT CONT CONTINUOUS OVHD OVERHEAD CONTINUOUS FROM FLOOR TO UNDERSIDE OF STRUCTURE ABOVE. M1.01 MECHANICAL SITE PLAN COORD COORDINATE 10. THE CONTRACTOR SHALL CONSULT PLANS OF ALL TRADES,INCLUDING THE TAP ROOM/TASTING ROOM IS AN ACCESSORY TO THE BREWERY. M2.00 MECHANICAL FIRST LEVEL PLAN STRUCTURAL ENGINEER CDR CORRIDOR PNT PAINT DESIGN-BUILD DOCUMENTS REQUIRED BY CONTRACT DOCUMENTS.TO VERIFY WE ARE ASSUMING A USE OF 4,20.WE ARE ASSUMING WE NEED 1/STALL PER M3.00 MECHANICAL DETAILS A NEW BUILDING FOR: DCG/WATERSHED CFM CUBIC FEET PER MINUTE SIZE.WEIGHT.POWER.LOCATION AND OTHER REQUIREMENTS AND LOCATION EVERY 2 EMPLOYEES ON MAXIMUM SHIFT.TAP ROOM 15 CALCULATED AT M3.01 MECHANICAL DETAILS PTO PAINTED 1/400 OF GR05S FLOOR AREA. M4.00 MECHANICAL LOAD CALCUALTIONS TEMPERATE HABITS BREWING MOO RIVERSIDE W 98 OF THOSE ITEMS TO BE INSTALLED PRIOR TO COMMENCEMENT OF WORK. M4.01 WIRING DETAILS MOUNT VERNON.0-89WA 98273 DTL DETAIL PL PLASTER.PLATE M5.00 WASHINGTON STATE ENERGY CODE 19712 ARLINGTON VALLEY ROAD P LAM PLASTIC LAMINATE 11. NO BUILDING OR PORTION OF A BUILDING SHALL BE OCCUPIED OR USED TAP ROOM 1.724 S.F./400 4.31 PHONE:960-898-1100 EXT:901 DIA DIAMETER PLYWD PLYWOOD FOR STORAGE PRIOR TO THE ISSUANCE OF THE CERTIFICATE EMPLOYEE COUNT 10 EMPLOYEES MAX.SHIFT/2•5 STALLS ELECTRICALARLINGTON, WA 98233 REQUIRED STALLS TOTAL:9 STALLS FAX:12061 523-1012 DIM DIMENSION OF OCCUPANCY.NO EXCEPTIONS. PT POST-TENSIONED CONCRETE 1 OF 1 ELECTRICAL SITE LIGHTING PHOTOMETRICS PLAN EMAIL:Jordanedcgengr.wm DO DITTO 12, SEPERATE PERMITS ARE REQUIRED FOR PLUMBING.MECH..ELEC.FIRE SPRINKLER. CONTACT: JORDAN JANICKI DR DOOR PRESSURE-TREATED WOOD FIRE ALARM SYSTEMS 6 SIGNAGE. TOTAL OF 47 STALLS PROVIDED.OF WHICH 2 STALLS ARE ADA 1 OF ELECTRICAL SITE LIGHTING PLAN AND 1 ADA STALL IS VAN ACCESSIBLE 1 OF 1 ELECTRICAL FLOOR PHOTOMETRICS PLAN ON DOWN qT QUARRY TILE 13. ALL EXPOSED EXTERIOR SHEET METAL SHALL BE GALVANIZED.PRIMED AND PANTED. E2.0 LIGHTING PLAN MECHANICAL D.S. DOWNSPOUT E2.1 LIGHTING CONTROL PLAN DK SYSTEMS RL RAIN LEADER 14. ALL WOOD IN CONTACT W/CONCRETE SHALL BE PRESSURE TREATED. BUILDING CODE DATA E2.2 EGRESS PLAN CONTACT: DWG DRAWING BUR NGTON.G RD E3.0 EXTERIOR ELEVATION PLAN OF DRINKING FOUNTAIN REF REFRIGERATOR. PRESSURE TREATED WOOD SHALL BE USED FOR WOOD MEMBERS WHICH OCCUPANCY F-2 MANUFACTUR]NG/BREWERY/S-1 STORAGE/ KATIE KING BURLINGTON.WA 98233 REFERENCE FORM THE STRUCTURAL SUPPORT OF BALCONIES.DECKS.OR PORCHES A2 TAP ROOM/TASTING ROOM PHONE: 360-755-1555 REINF REINFORCING BAR ETC.WHEN SUCH MEMBERS ARE EXPOSED TO THE WEATHER. (NOTHING BREWED OVER 16X ALCOHOL CONTENT( katie®temperatehabitsbrewing.com EA EACH EMAIL: kevinedkeystemainc.com REV REVISION 15. SLOPE ALL DECKS.PATIOS.AND WALKWAYS AWAY FROM BUILDING METAL BUILDING DRAWINGS 831-277-0323 CONTACT: KEVIN KORTHIUS ELEC ELECTRICAL R RISER,RADIUS MINIMUM OF 1/87FT FOR POSITIVE DRAINAGE. CONSTRUCTION TYPE (NVB FULLY SPRINKLED ELEV.EL ELEVATION RM.RM5 ROOM.ROOMS FIRST FLOOR 10.4B8 S.F. STAR BUILDING SYSTEMS PRE-ENGINEERED BUILDING DRAWINGS EQ EQUAL 16. PROVIDE EXPANSION JOINTS IN ALL CONCRETE SLABS A5 REQUIRED DATED 1/18/2024.33 PAGES TOTAL ELECTRICAL RO ROUGH OPENING TO PREVENT CRACKING.SAW CUT ALL SLABS AS REQ'D. CHAD FISHER PRIMAC ELECTRIC.LLC IEI EXIST EXISTING 17. PROVIDE FIREBLOCKING.DRAFTSTOPS.AND FIRESTOP6 IN ATTICS.FLOORS. ALLOWABLE AREA `� C O N S T R U C T 1 OLN EXT EXTERIOR 1781 OLD HWY 00 N SCHED SCHEDULE AND WALL CAVITIES AS REQUIRED PER THE UBC. THE BUILDING IS DESIGNED AS A NON-SEPARATED USE.THE MOST RESTRICTIVE DEFERRED SUBMITTALS BURLINGTON.WA 98233 SEC SECTION 18. ROOF DRAINS.AND OVERFLOW DRAINS SHALL COMPLY W/THE IPC 8 IBC. OCCUPANCY IS A2 ASSEMBLY FOR THE TAP ROOM/TASTING ROOM. CONTRACTOR TO SUBMIT PHONE: I3801 927-8919 FO FACE OF.FINISH OPENING SHT SHEET AND WALL CAVITIES AS REQUIRED PER THE IBC. CONTACT:(JOSH MACOMBER gmail.eom FRP FIN FINISH LASS REINF POLYESTER SC 50E D COREET L 19. WHERE CONDITIONS ARE GENERAL NOT AND TICALLY EMAIL INDICATED BUT ARECONSTRUCTION. 0 ION ALLOWABLE AREA OF 24.000 CY TYPE VB S.F.>10.468 SINGLE F.THEREFO STORY R OKAY LLY SPRINKLED HAS AN MECHANICAL ELECT CAL PERMIT FIRE SPRINKLERS&FIRE ALARM SHOP DRAWINGS *' gFAAP FIRE ALARM ANNUNCIATOR SPECS SPEC]F]CATIONS SIMILAR CHARACTER TO DETAILS SHOWN.SIMILAR DETAILS OF RATED WALLS FINAL PLUMBING DESIGN PANEL SF SQUARE FEET CONSTRUCTION SHALL BE USED SUBJECT TO REVIEW BY THE ARCHITECT. ALL EXTERIOR WALLS ARE GREATER THAN 10'FROM ANY PROPERTY LINE SIGNAGE PERMITS FD FIRE DAMPER S 6 V STAIN 6 VARNISH 20. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE MEANS, NO RATED EXTERIOR WALLS FE FIRE EXTINGUISHER SV SHEET VINYL METHODS.TECHNIQUES.SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE WORK. FF FACTORY FINISH STRWY STAIRWAY SPECIAL INSPECTIONS REQUIRED FF FINISH FLOOR STL STEEL 21. CONTRACTOR SHALL RETAIN ONE SET OF THE PLANS TO NOTE AND DOCUMENT ALL FIRE FLOW PER IBC CHAPTER 17 PROVIDE THE FOLLOWING 22-636 STOR STORAGE CHANGES DURING CONSTRUCTION. THE SET SHALL BE A PART OF THE CONTRACTOR'S IIB FULLY SPRINKLED CAN REDUCE BY 759 SPECIAL INSPECTIONS: FRT FIRE RETARDANT TREATED CLOSE-OUT PACKAGE TO THE OWNER. CLOSE-OUT PACKAGE SHALL INCLUDE. MIN.1.500 GPM a 20 PSI REQURIED EARTHWORK AND COMPACTION FLASH FLASHING STRUCT STRUCTURAL (11 SET OF SHOP DRAWINGS,PRODUCT LITERATURE.EQUIPMENT WARRANTEE MANUALS. STEEL CONSTRUCTION AND HIGH STRENGTH BOLTING FLR FLOOR SUSP SUSPENDED 2y. CONTACTOR SHALL PROVIDE SOLID BLOCKING.UNLESS NOTED OTHERWISE AS REQUIRED EPDXY AND DOWLED ANCHORS AND REPAR F.A. FLUID-APPLIED THRESH THRESHOLD FOR NAILING OF ALL INTERIOR AND EXTERIOR TRIMS,FINISHES,AND FIXTURES. THE OCCUPANT PANT LOADS STEEL REINFORCEMENT REVISIONS: FND FOUNDATION T.O. TOP OF CONTRACTOR SHALL PROVIDE FOR ALL THE NECESSARY FRAMING AND BRACING FOR THE CONCRETE FTIC FURNISHED BY TENANT. T TREAD.THICKNESS INSTALLATION OF OWNER FURNISHED ITEMS SUCH AS SIGNAGE.MENU BOARDS ETC. OCCUPANT LOAD EXIT REQUIRMENTS STRUCTURAL OBSERVATION 2-1-24 DESIGN SET INSTALLED BY CONTRACTOR TEMPERED 23. WHERE EXISTING WORK IS DAMAGED.CUT,OR DEFACED DUE TO PERFORMANCE ROOM NAME AREA OCCFAC. OCCLOAD EXITS PROVIDED SEE STRUCTURAL DRAWINGS FOR ADDITIONAL NOTES 7S TUBE STEEL 3-5-24 PERMIT SET FTIT FURNISHED BY TENANT, OF NEW WORK.THE CONTRACTOR SHALL PATCH AND REPAIR SAME MATCH ADJOINING FIRST FLOOR INSTALLED 8Y TENANT TYP TYPICAL SURFACES. REPAIRED FINISHES SHALL BE EXTENDED TO THE NEAREST VISUAL FCIC 1 6 FURNISHED BY CONTRACTOR, BREAK LINES SUCH AS CORNERS.CEILING LINES.TOP OF BASE OR SIMJLAR. #100 ENTRANCE 138 15 9.20 2IXITS PROV. -21-24 PERMIT REV. INSTALLED 8Y CONTRACTOR UNFIN UNFINISHED 24. THESE DRAWINGS ARE THE EXCLUSIVE PROPERTY OF THE ARCHITECT #1015EATING 255 15 17.00 2IXIT8 PROV. UNO UNLESS NOTED OTHERWISE AND MAY BE REPRODUCED ONLY WITH THE WRITTEN PERMISSION OF THE #102SEATING 1331 15 88.73 2EXITS PROV. GA GAUGE UR URINAL ARCHITECT. AUTHORIZED REPRODUCTIONS MUST BEAR THE NAME OF THE ARCHITECT. #103SERVING 516 200 2.58 2IX1T5 PROV. GALV GALVANIZED VCT VINYL COMPOSITION TILE #104 COOLER 249 300 0.83 1IXITPROV. GAP GENERATOR ALARM PANEL VERT VERTICAL #105 COLD STORAGE 276 300 0.92 1EXIT PROV. SYMBOLS GL GLASS VIN VINYL #106 WAREHOUSE 3847 3DO 12.82 2IXITSPROV. GWB GYPSUM WALLBOARD VR VTO VENT TO VAPOR RETARDER PROJECT SITE #107OFFICE 131 150 0.87 1EXIT PROV. HC HANDICAP WC WATER CLOSET #108 RISER 62 3DO 0.21 1EXITPROV. NORTH ARROW HOWE HARDWARE WP WATERPROOFING #109 ELEC.ROOM 115 300 0.38 1EXIT PROV. HP HEAT PUMP WS WHEEL STOP #11OSTORAGE 3045 300 10.15 lIXITPROV. GRID LINE HT HEIGHT W WIDTH - - - ( LeeMa #111 R.R. 65 = 0.00 1IXIT PROV. HM HOLLOW METAL WOO WINDOW -.'�y f 19712AA.0 y'RU #112 JANITOR 67 0.00 1EXIT PROV. SHEET TITLE: HOR HORIZONTAL w/ WITH - #113 MEN R.R. 195 - 0.01) 1EXIT PROV. A HB HOSE BIB WD WOOD �q L` #114 WOMEN R.R. 196 - 0.00 1EXIT PROV. A� BUILDING SECTION .!� - COVER SHEET HW HOT WATER WI WROUGHT IRON 10488 143.70 1 EXIT PATH FROM HWT HOT WATER TANK WRGB WATER RESISTANT " Untitled Map BUILDING TOTAL WALL SECTION HMD HOLLOW METAL DOOR GYPSUM BOARD - TE-E-M Wo S EA SPACE HMF HOLLOW METAL FRAME ZINC. ZINCALUME PLUMBING CALCULATIONS s DETAIL ID INSIDE DIMENSION 0,;,; s ABA INSUL INSULATION •a - PER 2002.1 PROPERTY CORNER INT INTERIOR - WATER CLOSETS INTERSECTION { A2 OCCUPANCY 76 PER EACH SEX TOP OF SUBFLOOR .[ 53 MEN 59 WOMEN EL.10'-10 1/2' ELEVATION MARK I b LAVATORIES 1/200 PER EA.SEX REQUIRED 25.00'(NEV4 SPOT ELEVATION I� WATER CLOSETS 23.72'(EXIST.( F2/91 OCCUPANCY ROOM-NAME {o PER EACH SEX F-101-1 ROOM NAME/NUMBER ' LAVATORIES f 1/200 PER EA.SEX REQUIRED QUIENTIN SUTTER DOOR MARK 3 WATER CLOSETS FOR WOMEN/2 LAVS PROVIDED PROJECT ARCHITECT: 1 WATER CLOSET/2 URINALS FOR MEN/2 LAVS PROVIDED WINDOW MARK 1 UNISEX RESTROOM WITH 1 WATER CLOSET/1 LAV PROVIDED QUIENTIN SUTTER a RESTROM COUNT IS OKAY PER THE ABOVE DRAWN BY. u FLOOR MATERIAL Pic o ADJACENCY CHECKED BY: ALIT ALIGNMENT OF ITEM ,JUNE 21, 2022 c::: ,VICINITY MAP DATE REVISION MARK N.T.S. S\:ARCH\22\DRAWINGS\22-636 SITE COMPUTER FILE NAME 1 INTERIOR ELEVATION A � 0 . 0 MARKS 3 + COPYRIOHT 2024 CARLETTI ARCHITECTS.P.S. ENERGY CODE ENVELOPE REQUIREMENTS PER WAC 51-50, WAC 51-11 BUILDING ENVELOPE & 2018 IECC. WSEC AMENDMENTS 1. ENVELOPE WALL,CEILING AND SLAB INSULATION SHALL BE AS CALLED OUT ON THE FOLLOWING ARE REFERENCES DIRECTLY FROM CHAPTER 51-11C WAC FOR ENVELOPE THE APPROVED PLANS AND SHALL CONFORM TO STANDARDS REGARDING DENSITIES REQUIREMENTS. CONTRACTOR TO VERIFY ALL SUB TRADES RECOGNIZE ALL REQUIREMENTS GARLETTI ARCHITECTS P.S. AND R-VALUES. TO ACHIEVE ENVELOPE LEAKAGE MINIMUMS AS REGULATED BY STATE CODE. SECTION 1111 not located adjacent to each other,directional signage Qd'IIwwre&pbnr&g SIGNAGE shall be provided indicating the location of the other 2. AN APPROPRIATE MOISTURE BARRIER SHALL BE INSTALLED ON THE WARM SIDE OF C402.5 AIR LEAKAGE-THERMAL ENVELOPE,THE THERMAL ENVELOPE OF BUILDINGS SHALL 116 EAST FIR STREET 1111.1 Signs.Required accessible elements shall be identi- drinking fountains. THE EXPOSED WALLS.IT SHALL BE CONTINUOUS AND SEALED. COMPLY WITH SECTIONS C402.5.1 THROUGH C402.5.8 C402.5.1 AIR BARRIERS A B e9 CONTINUOUS AIR BARRIER SHALL BE PROVIDED THROUGHOUT THE BUILDING THERMAL SUITE A fied by the International Symbol of Accessibility at the fol- 11113 Other signs.Signage indicating special accessibility 3. INSULATION COMPLIANCE ACHIEVED THROUGH THE PRESCRIPTIVE PATH.SLAB ENVELOPE. THE AIR BARRIER HAS BEEN DESIGNED TO BE LOCATED ON THE OUTSIDE OF MOUNT VERNON, WA. 98273 ]owing locations. provisions shall be provided as shown. INSULATION,IF ANY SHALL CONFORM TO THE SPECIFICATIONS AND,IF EXPOSED, THE BUILDING ENVELOPE.LOCATED WITH THE ASSEMBLIES COMPOSING THE ENVELOPE. 1.Accessible parking spaces required by Section 1106.1. 1.Each assembly area required to comply with Section SHALL BE PROTECTED AGAINST DAMAGE FROM ALL SOURCES OR ANY COMBINATION THEREOF.THE AIR BARRIER SHALL COMPLY WITH SECTIONS Phone: 36O 424-0394 Exception: Where the total number of puking 1108.2.7 shall provide a sign notifying patrons of the C402.5.1.1 AND C402.5.L2 C402.5.1.1 AIR BARRIER CONSTRUCTION THE CONTINUOUS AIR p r p g availability of assistive listening systems.The sign 4. ALL INSULATION SHALL BE OF THE THICKNESS AND DENSITY AS PRESCRIBED IN BARRIER SHALL BE CONSTRUCTED TO COMPLY WITH THE FOLLOWING: Fax: 360 424-5726 spaces provided is four or less,identification of shall comply with ICC Al 17.1 requirements for visual THE PLANS.INSULATION SHALL BE INSTALLED ACCORDING TO THE MANUFACTURERS' accessible parking spaces is not required. characters and include the International Symbol of RECOMMENDATIONS.A IDENTIFICATION MARK ON ALL INSULATION MATERIALS SHALL 1. THE AIR BARRIER SHALL BE CONTINUOUS FOR ALL ASSEMBLIES THAT ARE THE 2.Accessible parking spaces required by Section 1106.2. Access for Hearing Loss. BE OBSERVABLE DURING INSPECTION THERMAL ENVELOPE OF THE BUILDING AND ACROSS THE JOINTS AND ASSEMBLIES. 10558 Exception:In Grow I-1,R-2,R-3 and R-4 facili- 2. AIR BARRIER JOINTS AND SEAMS SHALL BE SEALED.INCLUDING SEALING REGI TEREO P P Exception:Where ticket offices or windows are 5. DOORS AND GLAZING SHALL BE OF THE TYPE AND SIZE OF THOSE PRESCRIBED IN TRANSITIONS IN PLACES AND CHANGES IN MATERIALS. THE JOINTS AND SEALS AR HITECT ties,where parking spaces are assigned to specific provided,signs are not required at each assembly dwelling units or sleeping units,identification of area provided that signs are displayed at each ticket POSTING OF OCCUPANT LOAD THE PLAN.U-VALUES SHALL MEET OR BE LESS THAN THOSE SHOWN ON THE PLAN. SHALL BE SECURELY INSTALLED IN OR ON THE JOINT FOR ITS ENTIRE LENGTH SO accessible parking spaces is not required. office or window informing patrons of the availabil- ALL LABELED WITH THE RATED U-FACTOR.SHGC,VT,AND LEAKAGE RATING FOR AS NOT TO DISLODGE.LOOSEN OR OTHERWISE IMPAIR ITS ABILITY TO RESIST INSPECTION PER IBC 1004.0 EVERY ASSEMBLY OCCUPANCY SHALL HAVE THE 3.Accessible passenger loading zones. ity of assistive listening systems. . POSITIVE AND NEGATIVE PRESSURE FROM WIND.STACK EFFECT AND MECHANICAL VENTILATION. 3.PENETRATIONS OF THE AIR BARRIER SHALL BE CAULKED.GASKETED UL BUTTER OCCUPANT LOAD OF THE ROOM/SPACE POSTED IN A CONSPICUOUS 4,Accessible rooms where multiple single-user toilet or 2.At each door to an area of refuge,an exterior area for 6. AIR LEAKAGE IS CONTROLLED BY SEALING OR CAULKING ALL JOINTS AND GAPS IN OR OTHERWISE SEALED IN A MANNER COMPATIBLE WITH THE CONSTRUCTION STATE OF WASHINGTON PLACE.NEAR THE MAIN EXIT OR EXIT ACCESS DOORWAY FROM THE bathing rooms are clustered at a single location. assisted rescue,an egress stairway,exit passageway FRAMING.SEALANTS SHALL BE OF THE NOWHARDENING TYPE.SEE AIR BARRIER MATERIALS AND LOCATION. SEALING SHALL ALLOW FOR EXPANSION.CONTRACTION ROOM OR SPACE.FOR THE INTENDED CONFIGURATIONS. POSTED and exit discharge,signage shall be provided in accor- DETAILING A-0.1 AND MECHANICAL VIBRATION.JOINTS AND SEAMS ASSOCIATED WITH PENETRATIONS -� 8-21-24 SIGNS SHALL BE OF AN APPROVED LEGIBLE PERMANENT DESIGN. 5.Accessible entrances where not all entrances are dance with Section 1013.4. SHALL BE SEALED IN THE SAME MANNER OR TAPED. SEALING MATERIALS SHALL BE accessible. 7. AIR SEALING WEATHERSTRIPPING OR GASKETS AT ALL EXTERIOR DOORS PER SECURELY INSTALLED AROUND THE PENETRATIONS SO AS NOT TO DISLODGE,LOOSEN 6.Accessible check-out aisles where not all aisles are 3.dance areas of refuge,signage shall be provided in accor- MANUFACTURER IF PROVIDED BY OR OTHERWISE IMPAIR THE PENETRATIONS ABILITY TO RESIST POSITIVE AND accessible.The sign,where provided,shall be above dance with Section 1009.11. A NEW BUILDING FOR. Pmvi NEGATIVE PRESSURE FROM WIND.STACK EFFECT.AND MECHANICAL VENTILATION. L°tau er�l os-) "os:,°:)r. the check-out aisle in the same location as the check- 4.At exterior areas for assisted rescue,signage shall be 8. PROJECT CLOSEOUT DOCUMENTATION IS REQUIRED FOR FINAL COMPLETE APPROVAL SEALING OF CONCEALED FIRE SPRINKLERS.WHERE REQUIRED SHALL BE IN A MANNER TEMPERATE HABITS BREWING <^°�uo'sm:.)ro�m"•""� �,.m trsamm).owa r,mm la.z m:.)I out aisle number or type of check-out identification. provided in accordance wrdl Section 1009.11. INCLUDING APPLICABLE WSEC ENVELOPE COMPLIANCE FORMS.CALCULATIONS,AND THAT IS RECOMMENDED BY THE MANUFACTURER. CAULKING OR OTHER ADHESIVE 19712 ARLINGTON VALLEY ROAD a m e+rat^.^� sreaq)eao m:.)am are°•. r°m tuts mm) t as 5.At two-way communications stems,signage shall be FENESTRATION NRFC RATING CERTIFICATES AS WELL AS TEST RESULTS OF SEALANTS SHALL NOT BE USED TO FILL VOIDS BETWEEN FIR SPRINKLER COVER"e°w•s)aaoeat.:m1 7.Family or assisted-use toilet and bathing rooms. Y YARLINGTON. WA 98233 watmro m:.r z:°tn..Is mm) provided in accordance with Section 1009.8.2. BLOWER DOOR TESTING. PLATES AND WALLS OR CEILINGS. ",ro��naa oreo mm)m�aa: mars "aa tsr.:m),qs i,°m iaz mmi 8.Accessible dressing,fitting and locker rooms where 4. RECESSED LIGHTING FIXTURES SHALL COMPLY WITH SECTION C402.5.8.WHERE .w r. . loom mm) )s i«i taro mm)a.a aaai®: 1-pos mm)m.�.o e�ararca not all such rooms are accessible. 6.In interior exit stairways and ramps,floor level signage "•'I"5J0inin) shall be provided in accordance with Section 1023.9. SIMILAR OBJECTS ARE INSTALLED WHICH PENETRATE THE AIR BARRIER,PROVISIONS yam".zr reau6aoo mm) a:.s�•o5 m:.) 9.Accessible areas of refuge in accordance with Section SHALL BE MADE TO MAINTAIN THE INTEGRITY OF THE AIR BARRIER. 1ama"120:.me,taoso:.:.) -(Is mm),w..'r,-eat mm) ]007.9. 7.Signs identifying the type of access provided on amuse- ENVELOPE REQUIREMENTS PER 2018 IECC.WSEC AMENDMENTS 5. CONSTRUCTION DOCUMENTS SHALL CONTAIN A DIAGRAM SHOWING THE BUILDINGS z)real lswo:.:.)a.a e:��a, r is mm)m ma v ate,.. ment rides required to be accessible by Section PRESSURE BOUNDARY IN PLANS AND SECTIONS AND A CALCULATION OF THE AREA _ e 1.i"'") 10.Exterior areas for assisted rescue in accordance with e es and REFERENCE CHAPTER 51-11C WAC FOR ENVELOPE REQUIREMENTS. CONTRACTOR TO waiting shall be provided at ere s es ible OF THE PRESSURE BOUNDARY TO BE CONSIDERED IN THE TEST. VISUAL CHARACTER HEIGHT In 10ons] CONTACT: waiting lines.)n addition,where accessible unload VERIFY ALL SUB TRADES RECOGNIZE ALL REQUIREMENTS TO ACHIEVE ENVELOPE 11.In recreational facilities,lockers that are required to areas also serve as accessible load areas,signs indicat- LEAKAGE MINIMUMS AS REGULATED BY STATE CODE. 6,PER BELOW: THE WASHINGTON STATE ENERGY CODE-COMMERCIAL 2018 SECOND PRINTING KATIE KING be accessible in accordance with Section 1109.9. ing the location of the accessible load and unload areas APRIL 2020:DIRECTION ON TESTING katie®tem eratehabit5brewin .com 1111.2 Directional signage.Directional signage indicating shall be provided at entries to queues and waiting lines. CAULK ALL SILL PLATES ON INTERIOR AND EXTERIOR SIDE OF PLATES TO ENSURE P 9 ---_I i AREA 0 _ the route to the nearest like accessible element shall be pro- These directional sign characters shall meet the visual FULL BUILDING LEAKAGE SEAL.CAULK ALL WOO'S/PENETRATIONS FOR AIR LEAKAGE 'C402.5.1.2 BUILDING TEST.THE COMPLETED BUILDING SHALL BE TESTED AND THE AIR 831-277-0323 REFUG v]ded at the following locations.These directional signs shall characterrequirements in accordance with ICC Al 17.1. SEAL. LEAKAGE RATE OF THE BUILDING ENVELOPE SHALL NOT EXCEED 0.25 CFM/FT2 AT A include the International Symbol of Accessibility and sign 1111.4 Variable message signs.Where provided in the loca- INSTALL CLG GWB FIRST.CAULK SEAL GWB TO TOP PLATE OF ALL PARTITION WALLS PRESSURE DIFFERENTIAL OF 0.5 INCHES WATER GAUGE 12.0 L/S X M2 AT 75 PA)AT characters shall meet the visual character requirements in [tons in Sections 1111.4.1 and 1111.4.2,variable message WITH FIRE RATED CAULK FOR 1-HOUR RATED CLG ASSEMBLY AND AIR LEAKAGE SEAL THE UPPER 05 PERCENT CONFIDENCE INTERVAL IN ACCORDANCE WITH ASTM E 770 OR r CI-IAD FISHER accordance with ICC A117.1. signs shall comply with the variable message sign require- PRIOR TO ANY WALL GWB INSTALLATION. AN EQUIVALENT METHOD APPROVED BY THE CODE OFFICIAL.A REPORT THAT " CONSTRUCTION 1.Inaccessible building entrances. meats of ICC A117.1. INCLUDES THE TESTED SURFACE AREA.FLOOR AREA AIR BY VOLUME.STORIES ABOVE 2.Inaccessible public toilets and bathing facilities. 1111.4.1 Transportation facilities.Where provided in PROVIDE PUTTY PADS AT ALL EXTERIOR FACING ELEC.PENETRATIONS FOR PROPER AIR GRADE.AND LEAKAGE RATES SHALL BE SUBMITTED TO THE BUILDING OWNER AND transportation facilities,variable message signs conveying LEAKAGE SEAL. THE CODE OFFICIAL.IF THE TESTED RATE EXCEEDS THAT DEFINED HERE BY UP TO 3.Elevators not serving an accessible route. tmnsportation-related information shall comply with Sec- 0.15 CFM/FT2.A VISUAL INSPECTION OF THE AIR BARRIER SHALL BE CONDUCTED AND >r';. 4.At each separate-sex toilet and bathing room indicating tion 1111.4. PROVIDE PUTTY PADS AT ALL ELEC.PENETRATIONS THROUGH GWB CLG LID FOR ANY LEAKS NOTED SHALL BE SEALED TO THE EXTENT PRACTICABLE.AN ADDITIONAL °,.•>a the location of the nearest family/assisted use toilet or 1111.4.2 Emergency shelters.Where provided in build- PROPER AIR LEAKAGE SEAL. REPORT IDENTIFYING THE CORRECTIVE ACTIONS TAKEN TO SEAL AIR LEAKS SHALL bathing room where provided in accordance with Sec- ins that are designated as emergency shelters,variable Ij -1 g 8 8 Y BE SUBMITTED TO THE BUILDING OWNER AND THE CODE OFFICIAL AND ANY FURTHER tion 1109.2.1. message signs conveying emer ene-related information TAPE/SEAL FSK/VAPOR BARRIER TO ALL PENETRATIONS:TRUSS WEBS.MECHANICAL 8 l; Y 8 8 Y REQUIREMENT TO MEET THE LEAKAGE AIR RATE WILL S BE MADE THE TESTED _ 5.At exits and exit stairways serving are aired accessible shall comply with Section 1111.4. AND ELECTRICAL PENETRATIONS TO SEAL BUILDING ENVELOPE. GC TO COORDINATE y g 9 PY RATE EXCEEDS 0.40 CFM/FT2.CORRECTIVE ACTIONS MUST BE MADE AND THE TEST a:,as a WITH ALL SUB TRADES. I space,but not providing an approved accessible means Exception:Where equivalent information is provided COMPLETED AGAIN.A TEST ABOVE 0.40 CFM/FT2 WILL NOT BE ACCEPTED.' r< of egress,signage shall be provided in accordance with in an audible manner,variable message signs are not Section 1007.10. 2 F'NOJI:L;l NUMBER: A required to comply with ICC A 117.1. 6 6.Where drinking fountains for persons using wheel- 1. TEST SHALL BE ACCOMPLISHED USING EITHER 11)BOTH PRESSURIZATION AND chairs and drinking fountains for standing persons are DEPRESSURIZATION OR 12I PRESSURIZATION ALONE.BUT NOT DEPRESSURIZATION SIGN• LOCATION IBC SECTION 1111 SIGNAGE REQUIREMENTS ENERGY EFFICENCY OPTIONS ALONE.THE TEST RESULTS SHALL BE PLOTTED AGAINST THE CORRECT P FOR PRESSURIZATION IN ACCORDANCE WITH SECTION 0.4 OF ASTM E770. REVISIONS: PER C406.1-6 CREDITS REQUIRED TABLE C406.1 POINTS 2. THE TEST PRESSURE RANGE SHALL BE FROM 25 PA TO 80 PA PER SECTION 8.10 • 2-1-24 DESIGN SET CREDIT 1-FLOOR AREA SERVED BY HVAC THAT EXCEEDS THE MINIMUM OF ASTM E779,BUT THE UPPER LIMIT SHALL NOT BE LESS THAN 50 PA.AND THE REQUIREMENTS BY 10%IF-1 AND CU-21 2.932 SOFT.TOTAL FLOOR AREA 17.743 SOFT. DIFFERENCE BETWEEN THE UPPER AND LOWER LIMIT SHALL NOT BE LESS THAN 3-5-24 PERMIT SET 2.052/17.743.16.5%. 3 CREDITS•16.5%•0.5 CREDITS. 25 PA. •CREDIT 3•THE TOTAL CONNECTED INTERIOR LIGHTING POWER CALCULATED IN 3. IF THE PRESSURE EXPONENT N IS LESS THAN 0.45 OR GREATER THAN 0.85 PER 6-21-24 PERMIT REV. ACCORDANCE WITH SECTION C405.4.1 SHALL BE 80%OR LESS OF THE LIGHTING SECTION 0.6.4 OF ASTM E770.THE TEST SHALL BE RERUN WITH ADDITIONAL POWER VALUES IN TABLE C405.4.2111. 4 CREDITS READINGS OVER A LONGER TIME INTERVAL. • CREDIT 6-PROVIDE DOAS WHERE NO REQUIRED BY PER SECTION C403.3.5. AREAS WITH DOAS NOT REQUIRED•4.411 SOFT. TOTAL AREA PROVIDED WITH MECHANICAL REFER TO www.waonorgycodea.com/waoc-documentb.php FOR MORE INFORMATION. VENTILATION(NO INCLUDING NATURALLY VENTILATED SPACES)11,980 SOFT. 4,411/11.908.37%. 4 CREDITS•37%•1.5 CREDITS. • 0.5.4.1.5.6 CREDITS. SKYLIGHTS PER C402.4.2 EXCEPTION 1.2.LIGHTING IS LESS THAN 10%OF THE ALLOWABLE LIGHTING POWER ALLOWANCE SKYLIGHTS ARE NOT REQUIRED SHEET TITLE ENERGY CODE NOTES SIGNAGE NOTES QUIENTIN BUTTER PROJECT ARCHITECT. QUIENTIN BUTTER DRAWN BY: Pic CHECKED BY: JUNE 21, 2022 DATE S\ARCH\22\DRAWINGS\22-636 SITE COMPUTER FILE NAME A � 0 . 1 COPYRIGHT 2024 CARLETTI ARCHITECTS.PS. CARLETTI ARCHITECTS P.S. amMb@ m 4 plonnkq 116 EAST FIR STREET SUITE A MOUNT VERNON, WA. 98273 Phone �3601 424-0394 Fax: 360 424-5726 10558 REGI TERED AR HITECT IN 4S T -'-FWATE O ASHINGTON 6-21-24 ANEW BUILDING FOR: TEMPERATE HABITS BREWING r -- ---- —————— ——————————————————— _'_` LOTS I � I i6 '-e ARLINGTON VALLEY ROAD •:LL ,oaM I I I FeeARLINGTON, WA I < I I o I EXIT PLAN NOTES: �, 1� j D I CONTACT _�.,9` I . ,� STORAGE I KATIE KING 1. PER 1006.2.1 TRAVEL DISTANCE TO COMMON PATH OF TRAVEL W SPRINKLER SYSTEM 100'-0'IOKI I / I 110 katie@temperatehabitsbrewing com 2. PER 1017.2 OVERALL EXIT TRAVEL DISTANCE a 200'-0'WITH SPRINKLERS FOR IF-1 OCC.I(OKI I I I 831-277-0323 \ I +. I 3.EXITS ARE ALL GREATER THAN 1/3 THE DIAGONAL DISTANCE APART WHERE O 1 I — -a ` THERE IS REQUIRED TO BE MORE THAN ONE EXIT. CoHADRSHEoR 4. PER 1005 EGRESS WIDTH PER OCCUPANT SERVED 144 OCCUPANTS(PER COVER SHEET) (.20)INCHES PER OCCUPANT[PER TABLE 1005.1 WITH IFA/S-1/A-21 OCCUPANCIES 144 X 1.201 29'. WE PROVIDE 5 EXIT DOORS X 1941 170'WHICH IS�29'IOKI S. MINIMUM NUMBER OF EXITS FOR OCCUPANT LOAD ISECTION 1019.11 OCCUPANT LOAD I \ \ e f———————— .R p IS 144 AND FOR OCCUPANT LOADS r 50 OCCUPANTS TWO EXITS REQUIRED(5)EXITS ARE PROVIDED AND DOORS SWING OUT. IOKI 6. INSTALL EXIT LIGHTS d FIRE EXTINGUISHERS SHOWN ON PLAN AND AS DIRECTED BY THE FIRE MARSHALL �l I I ` 111 JANITOR 22-636 �I I� EXIT PLAN LEGEND 1 FE* MEN RR m i REVISIONS: ry--P EMERGENCY LIGHTING W/BATTERY BACKUP FOR ` J I ��e I 3-5-24 PERMIT SET u MIN.90 MINUTES I Af� I m EXIT COMBINATION EXIT SIGN CONNECT TO EMERGENCY POWER AND 6-21-24 PERMIT REV. 1 I 1�® 1 FF m I UPS BATTERY BACKUP TO PROVIDE EMERGENCY \"'� I \F O O 0 0 POWER FOR MINIMUM 90 MINUTES I IT a 2A 105C FIRE EXTINGUISHER SEE FLOOR PLAN FOR LOCATIONS OFF 75 FEET MAX TRAVEL DISTANCE DWAM.4RR ° I COLD �. I STOER RAGE COOLER, Ell I 105 104 I FE SHEET TITLE. WAREHOUSE ERVIN I 106 103 I TRAVE DI TANCE 29' EXIT PLAN A I I A -4. ^ I I TRAVEL DI TANCE 52'-T TRAVEL DISTANCE 99'-5' _ ---------I _---------r--- I I I I SEATING I � F-j ffj 102 I I � l I I seAnNG NTRANce I QUIENTIN BUTTER ELEC. RISER ' 101 I 100 �I PROJECT ARCHITECT: ROOM I OFFICE 109 08 I 107 - QUIENTIN SUTTER E � � DRAWN BY. 'FD EXIT : E 1 — CHECKED BY. JUNE 21, 2022 DATE 4 B S\:ARCH\22\DRAWINGS\22-636 SITE COMPUTER FILE NAME EXIT PLAN A _ 0 . 2 COPYRIGHT 2021 CARLETTI ARCHITECTS.PS. SCALE: 1/81•1'-0' ACCESSORY MOUNTING SCHEDULEALL DIMENSIONS ARE FROM FINISHED SURFACE GENERIC NOTES FOR W.C. COMPARTMENTS + TOILET PAPER TOWEL DROP IN LAVATORY WALL HUNG TOILET PAPER SANITARY NAPKIN 36'GRAB BAR 42"GRAB BAR 30"x 48"MIRROR VERTICAL GRAB URINAL PER ICC A117.1.2000 DISPENSER LAVATORY,FAUCET DISPENSER DISPOSAL BAR 1. MIN.SIZE OF STALL 60'WIDE PERP.TO SIDEWALL 56'DEEP FOR WALL HUNG W.C.d 59'DEEP FOR FLR.MTD. 0 0 PROTRUDING OBJECT 1.WATER SUPPLY AND DRAINPIPES UNDER LAVATORIES WITHIN 1-1/2'BELOW OR 2.PROVIDE TOE CLEARANCES•FRONT PORTION AND MIN.(1I SIDE 0'A.F.F.HIGH EXTENDING MIN.8'BEYOND PARTITION.TOE AND SINKS SHALL BE INSULATED OR OTHERWISE SIDE OF GRAB BAR AND 39'-41" FLUSH VALVE CLEARANCE SHALL BE PERMITTED TO EXTEND MAX.25'UNDER AN ELEMENT.TOE CLEARANCE SHALL EXTEND 17'MIN. 2'-8' CONFIGURED TO PROTECT AGAINST CONTACT. NOTE:WALL MTD. 12'ABOVE GRAB BAR 54'MIN. 13% In BENEATH ELEMENT WHEN T.C.IS REQ'D.AS PART OF A CLEAR FLOOR SPACE.TOE CLEARANCE SHALL BE A MIN.OF 30'WIDE. 2.US[SHALLOW DEPTH SINK BOWLS FOR KNEE SOAP DISPENSER 36'MIN. aas 3.IN MULTIPLE STALL RESTROOMS OF(61 SIX OR MORE PROVIDE MIN.III AMBULATORY STALL W/MIN.36'WIDE BY 60'DEEP ENSURE FLUSH VALVE CLEARANCE TO MEET REACH 12' 42'MIN. O U FACES'WIDE-SIDE"OF MAX1'-5' w LL Q I COMPARTMENT. INSTALL SIDE-WALL GRAB BARS EA.SIDE OF COMPARTMENT. ROOM REQUIREMENTS ON MIx A orc IU ro I 4.STALL DOOR TO BE HINGED MAX.4'FROM THE ADJACENT WALL OR PARTITION FARTHEST FROM THE W.C. THIS SHEET. 7 9' w m 5.STALL DOOR SHALL BE SELF-CLOSING. DOOR PULL SHALL BE PLACED ON EA.SIDE OF STALL DOOR. MOUNT.PULL MIN.34' 0 MIN B'FOR KNEE g w 7- x I MAX.48'A.F.F. PULL SHALL NOT REQUIRE TIGHT GRASPING.PINCHING.OR TWISTING OF THE WRIST TO OPERATE. SPACE 2T A.F.F. MIN e'POR > N o 0 3 X o_ 17 max 6.PROVIDE MIN.42'CLEAR IN FRONT OF STALL DOOR. /�� ^ MIN 11'FOR KNEE KNEE SPACE e _x ? CL ¢ kE a30 I 7.PROVIDE COAT HOOKS WITHIN TOILET COMPARTMENT MAX.48'A.F.F. 'i.rARLETTI ARCHITECTS P.S. a i �111 < 2T A.F.F. a mQ- O w = n O _ y SPACE•P A.F.F. I i� ,n N m ul a o �' MIN 1Y FOR KNEE v�r' `� m J �m O0 MAX 8'TOE SPACE BEYOND SPACE•0'AFF. �¢ SIDE FRONT �1RGE(QA&plenning KNEE START OF CLEAR FLOOR SPACE 8 MAX 6'TOE SPACE 8 PROVIDE A 30'WIDE AND 48'DEEP CLEAR GENERIC NOTES FOR ONE W.C. TOILET RM. TOILET SEAT COVER D[SP[Ne[R MOUNT 116 EAST FIR STREET NOTE CLEAR FLOOR SPACE PROJECTION 11 BEYOND KNEE 11 T BELOW GRAB BAR.OUTLET TO Be 15' FLOOR SPACE A7 URINAL. 98'WIDE CLEAR PER ICC A117.1-2000 MEASURED 1T MAX IN FROM FRONT SPACE A.F.F.EITHER LOCATION IS ACCEPTABLE FLOOR EPAC[WHEN SIDE WALLS BOTH 1.UNLESS NOTED OTHERWISE ALL DIMENSIONS SHOWN ARE MINIMUM. SUITE A LEADING EDGE OF SINK COUNTER EXCEEDED 24'FROM WALL 2.OVER AND UNDER DIMENSIONS INDICATE ACCEPTABLE LIMITS. MOUNT VERNON. WA. 98273 TYPICAL R E S T R 0 0 M 8.DIMENSIONS SHOWN ARE ACCEPTABLE MINIMUM,AND MAY BE USED IN CONJUNCTION WITH OTHERS AS SHOWN. 4.EXPOSED DRAIN PIPES AND ALL WATER PIPES SHALL BE RECESSED.INSULATED OR GUARDED TO PREVENT BURN ACCIDENTS. Phone: 360 424-0394 60'DEEP CLEAR 4'-O'�-4B DEEP CLEAR FLOOR FLOOR T-10' 5.GRAB BARS SHALL BE 1 1/4'TO 1 1/2'OUTSIDE DIA.AND SHALL BE ABLE TO SUPPORT A 300 LB LIVE LOAD WITHOUT FCX. 360 424-5726 4B'DEEP CLEAR FLOOR SPACE SPACE ON PUSH SAD[ F54"­CLE.ANt IPUSHT-T PERMANENT DEFLECTION.NO PROTRUDING OBJECTS 1-1/2'BELOW OR SIDE OF GRAB BARS AND 12'ABOVE 60'DEEP CION FLOOR SPACE 5'-0' 9'-6' IF BO7N CLOSER AND IDE IF CLOSER 6.PLUMBING FIXTURES AND ACCESSORIES ARE FOR ILLUSTRATIVE PURPOBESONLY.REFER TO ACTUAL PLANS.INTERIOR PLOOR SPA _ LATCH ARE PROVIDED ROVIDED 60'TURNING RADIUS ELEVATIONS,SPECIFICATIONS,ECT.FOR SPECIFIC FIXTURES AND ACCESSORIES FOR THIS PROJECT. 10558 4'-0' 60'TURNING RADIUS /�- 7.ALL HANDICAPPED TOILET ROOMS FIXTURES AND ACCESSORIES SHALL COMPLY W/CHAPTER 11 AMENDED OF THE 42-DEEP CLEAR 4'-6' 4'-0' r S 1 \ REGI TERED FLOOR SPACE O• LINE OF 2018IBC.ACC A117.7.2000. 1 AR HITECT 4'-0' 9'-8' O' 8.ADDITIONAL FIXTURES SHALL BE MOUNTED AS FOLLOWS:LINE 5 / 60'X 5S CLEAR T.P.DISP. IF LOCATED ABOVE GRAB BAR SHALL BE LOCATED WITHIN AN AREA �I I 2'CLEAR FLOOR -- _ 46'CLEAR FLOOR -I--- FL. X 56'CLEAR --- r - FLOOR SPACE 24'MIN.AND 36-MAX.FROM REAR WALL.WHERE DISPENSER IS LOCATED BELOW WIDTH ON PUSH r1 WIDTH ON PUSH - ;O FLOOR SPACE oSAD[ 48'DEEP I I I SIDED CLOSER z \ z \ THE GRAB BAR,THE OUTLET OF THE DISPENSER SHALL BE LOCATED WITHIN ANPROVIDED \ II II < a0 AN AREA 24'MIN.AND 42'MAX.FROM THE REAR WALL.THE OUTLET OF THE N UL BUTTER CLEARI I I I 30'X 48'CLEAR 30'X 48'CLEAR DISPENSER SHALL BE LOCATED 18'MIN.AND 48'MAX.A.F.F.DISPENSER SHALL STATE OF WASHINGTON FLOOR I 42'DEEP CLEAR ILA QFLOOR SPACE COMPLY W[TH SECTION 6p0.3.DISPENSeRS SHALL NOT BE OF A TYPE THAT _J SPACE I I I FLOOR SPACE - I FLOOR SPACE�1' o �k I I LOCATED MIN 17' "� o LOCATED MIN iT CONTROL DELIVERY.OR DO NOT ALLOW CONTINUOUS PAPER FLOW. 8-21-24 II o o FROM FRONT EDGE iv I FROM FRONT EDGE MAX.40'LOW I A.F-N.I1/2 BTM.EEDGE OFAMRRORND PMAXN4.05AFFISPENSER 18'MI12'CLEAR FLOOR WIDTH Z12'CLEAR PLOOR UNGOF COUNTER WIDTX PUSH SIDE IF BOTH 96'MIN.CLL•P�--� WIDTH ON PUSH SIDE L L_ J FIXTURE �,LAM0.PROVIDE ADA SIGNAGE PER IBC 2018 AND ICC A117.1-2000. SIDE CLOSER AND LATCH ARE WIDTH ON PULL IF BOTH CLOSER AND 24'MIN.CL[AR�N 2W CLEAR FLOOR 1'-6 2'-6' 1'-6 2'-6' 10.SEE ACTUAL TOILET ROOM PLANS FOR ACTUAL DIMENSIONS AND LAYOUT. A NEW BUILDING FOR: PROVIDED SIDE.42'MIN IF LATCH ARE PROVIDED WIDTH ON PULL SPACe ON PusH 96'MIN. WALL HUNG FIXTURE 96'MIN. COUNTER/ 11.PROVIDE OPEN ENDED TOILET SEATS PER IPC 400.2.3. TEMPERATE HABITS BREWING 54'DEEP FLOOR SIDE SIDE 5'-0' WALL SHELVE W/ 5'-p• BACKSPLASH 12.T.O.W.C.SEAT MINAT/MAX.10'A.F.F.SEAT SHALL NOT RETURN AUTOMATICALLY. SPACE PROVIDED PURSE HOOK 36' 13. FLUSH CONTROLS HAND OPERATED OR AUTOMATIC. 19712 ARLINGTON VALLEY ROAD n MIN. PLAN MAX A.F.F. n MIN. PLAN 14. MAX.DEPTH OF LAV.BOWL TO BE 6.1/2'DEEP. HAND OPERATED FAUCETS, ARLINGTON, WA 98233 F R RD APPR ACH HI G PPR H L TCH PPRO CH O DROP WALL HUNG SINK •DROP IN SINK DOOR CLEARANCES SELF-CLOSING SHALL REMAIN ON FOR MIN.10 SECONDS. NOT[: 15.FRONT OF LAV.TO BE MAX.94'A.F.F.MEASURED TO RIM OF SINK. SCALE: 1/4'•1'-O' 1.USE SHALLOW DEPTH SINK BOWLS FOR KNEE CLEARANCE. GENER C URINAL NOTES: DRINKING FOUNTAINS CENTERLINE OF LOW DI„ NOTE: 2.WATER SUPPLY AND DRAINPIPES UNDER LAVATORIES AND SINKS SHALL BE TO BE MIN.15'FROM 'NOTE:SPOUT OUTLETS OF PERMANENT SIGNAGE TO BE INSTALLED INSULATED OR OTHERWISE CONFIGURED TO PROTECT AGAINST CONTACT. PER ICC A117.1.2000 PER ICC A117.1-2000 SEC.602.4 VERTICAL SURFACE FOUNTAINS FOR STANDING ADJACENT TO THE LATCH SIDE OF THE PERSONS SHALL BE 38' DOOR. MOUNTING LOCATION MUST ALLOW CORRESPONDING 7'-0' 1.A CLEAR SPACE OF 90 INCES WIDE BY 48'IN DEPTH 1.ALLOW R SPACE Or INCES WI E BE PROVID DEPTH 15-5- MAX 5'FROM FRONT MINIMUM AND 45'MAXIMUM A PERSON TO APPROACH WITHOUT T-T TO ALLOW FOR FORWARD APPROACH TO BE PROVIDED. APP CONTACT: LEADING EDGE ABOVE FINISH FLOOR BRAILLE ENCOUNTERING PROTRuOtNG OBJECTS OR 2.PROVIDE KNEE AND TOE CLEARANCES MIN.27'A.F.F. 4'-0' STANDING WITHIN THE SWING PATH OF 0 FACE >• 60'TURNING RADIUS 2.URINAL SHIELDS NOT TO EXTEND W/TOE CLR.OF MIN.0'FOR A DEPTH OF 25' KATIE KING 1s,5' THe DOOR o°•> 60'TURNING RADIUS - FRONT EDGE OF THE URINAL RIM FARTHER THAN THE _ Mm MAX WATER spout j7- _ 3.URINAL SHALL BE WALL HUNG W/AN 3.SPOUT OUTLET TO BE MAX.98'A.F.F.FOR WHEELCHAIR kalie®temperatehabitsbrewing.Lom ACCESSIBLE FOUNTAINS..SPOUT OUTLET TO BE MIN.r , PERMANENT ��S• S; LINE OF ELONGATED RIM AT A MAX.1T A.F.F. 831-277-0323 LETTERS AND NUMERALS SHALL BE RAISED O• 58'A.F.F.AND 43'MAX.A.F.F.FOR STANDING PERSON. oSIGNAGE 1,12•.UPPER CASE.SANS SERIF TYPE AND O'- LINE OF L-- - 60'X 56'CLEAR 4.FLUSH CONTROLS SHALL BE MTD.MAX. LOCATE SPOUT MIN.15'FROM VERTICAL SUPPORT AND >L- - 60'X 56'CLEARFLOOR SPACESHALL BE ACCOMPANIED WITH BRAILLE. 44'A.F.F.HAND OPERATED OR AUTOMATIC. 5'MAX.FROM THE FRONT EDGE OF DRINKINGo I ;o FLOOR SPACE I FOUNTAIN INCLUDING EDGE OF DRINKING FOUNTAINCHAD FISHER L - J e/ _ RAISED CHARACTERS SHALL BE AT LEAST rr _ 5.FLUSH VALVES SHALL HAVE A LEVER WHICH WILL5/B'HIGH.BUT NO HIGHER THAN 2' i 1 ^ PERMIT OPERATION BY WRIST OR ARM PRESSURE. INCLUDING THE BUMPERS.WHERE ONLY A PARALLELPROVIDE A 90'WAD[AND \ I 90'X 48'CLEAR \ 90'X 48'CLEAR APPROACH IS PROVIDED.SPOUT SHALL BE 3-1/2'MA. CONSTRUCTION 48-DEEP CLEAR FLOOR 5 11• PERMANENT SIGN: \ FLOOR SPACE 6.IF WALLS OR PARTITIONS ON BOTH SIDES OF URINALSPACE AT WHEELCHAIR 'm0 _ i I FLOOR SPACE m _ EXTEND MORE THAN 24'FROM WALL A CLEAR FLOOR FROM FRONT EDGE DRINKING FOUNTAIN INCLUDING -�' 11'MIN KNEE m LITERARY BRAILLE STANDARD DIMENSIONS < LOCATED MIN 17' oLOCATED MIN 1T BUMPERS. ALCOVE DRINKING FOUNTAIN. 50' CLEARANCE W/ a DOT DIAMETER 050 IN. II SPACE OF 56'WIDE SHALL BE PROVIDED BETWEEN STANDING DF. BASED ON CENTER LINE MAX.6'TO INTER-DOT SPACING 000 IN. FROM FRONT EDGE FROM FRONT EDGE WALLS/PARTITION. 4.OPERABLE PARTS SHALL COMPLY WITH OF LOW FOUNTAIN CLEARANCE HORIZONTAL SEPARATION BETWEEN CELLS 241 IN. OF WALL HUNG OF COUNTER SECTION 309. VERTICAL SEPARATION BETWEEN CELLS .395 IN. FIXTURE LAM 7. ONLY ONE URINAL TO BE ADA ACCESSIBLE. OTHER PLAN ELEVATION 1'-6 2'-6' WALL HUNG FIXTURE 1-8 2-6 COUNTER/ URINAL RIMS TO BE SET AT 24'A.F.F.PER IPC. BRAILLE SHALL BE 48'MIN AND 60'MAX ABOVE 96'MIN. 36'MIN. DRINKING FOUNTAIN ADA SIGNAGE FLOOR MEASURED TO THE BASELINE OF THE V-O' WALL SHELVE W/ SCALE: 1/4'4-0' BRAILLE CELLS n MIN. PLAN PURSE MAX A.HOOK 96' MIN. PLAN S. PER IPC 405.5.1 ALL FIXTURES TO HAVE 15'CLEAR FROM ANY FIXTURE TO SIDEWALL. �1 •DROP WALL HUNG SINK -DROP IN SINK GENERIC NOTES FOR TRANSFER SHOWER STALLS 2XUJIZ TYP.ADA REACH RANGES 1PER ICC A117.OF ST. MIN.SIZE OF STALL 98'X 38'W/96'WIDE 8Y 48'DEEP CLEAR FLOOR IN FRONT OF STALL. UNOBSTRUCTED FORWARD OBSTRUCTED HIGH UNOBSTRUCTED OBSTRUCTED SIDE 2.PROVIDE GRAB BARS ACROSS THE CONTROLL WALL AND ON THE BACK WALLTO A POINT IS' REACH FORWARD REACH SIDE REACH HIGH REACH FROM THE CONTROL WALL. REVISIONS: 3.PROVIDE SWING UP SEAT WHICH FASTENS TO WALL. SEAT TO SUPPORT MIN.250f LIVE LOAD. MNT.SEAT MIN.1T MAX.10'A.F.F. 2-1-24 DESIGN SET 4.MNT.CONTROLS ON THE SIDE WALL OPP THE SEAT 38'MIN.AND 48'MAX.THE SHOWER FLOOR. 20 max >20-25 max 1a) (b) 5.MAX.THRESHOLD FOR SHOWER LIP TO BE V.RECESS STALL INTO CONC.SLAB PER MANF-S. 3-$-24 PERMIT SET si s�usas 6.PROVIDE SHOWER SPRAY UNIT W/HOSE MIN.59'LONG. CONTROLS FOR HEAD TO BE WITHIN 15' ABLE 609.E MAXIMUM REACH DEPTH AND HIEGHT LEFT OR RIGHT OF THE CENTERLINE OF THE SEAT. 7.GRAB BARS TO BE 1-X2'DIA.W/MIN,1-le'CLEAR BETWEEN G.B.AND WALL. 6-21-24 PERMIT REV. MAX REACH.5 DEPTH INCH 2 INCHES 5 INCHES 6 INCHES 0 INCHES 11 INCHES B.INSTALL LIMIT DEVICE TO PREVENT THERMAL SHOCK PROTECTED TO 120 DEGREES F. MAX REACH48INCHES 46INCHES 42 INCHES 40INCHES 36 INCHES 34INCHES WT GENERIC NOTES FOR CASEWORK/ EQUIPMENT 1. IF COMBO REFRIGERATOR/FREEZER IS USED SOX OF FREEZER SHELVES TO BE MAX 54'A.F.F.PER ICC A117.1-2000 804,5.6 (a) (b)) 10 max >10-24 max 2. CONTROLS ON RANGE/OVEN TO BE PLACED SO THERE IS NO REACHING OVER/ACROSS BURNERS PER ICC A117.1.2000 2. 255 2 610 804.8.4.4 TYP.ADA KITCHEN STANDARDS SCALE 1/4'=1'-0- 5. MAINTAIN 60'TURNING RADIUS BETWEEN KITCHEN COUNTER TOPS TO ALLOW FOR ALL TYPES OF APPROACHES TO CASEWORK SECTION/ WORK SPACE @ COUNTER @ SINKS COUNTER @ 34" COUNTER @ 36" APPLIANCES. STORAGE RANGES 4. WATER SUPPLY AND DRAINPIPES UNDER LAVATORIES AND SINKS SHALL BE INSULATED OR OTHERWISE CONFIGURED TO PROTECT AGAINST CONTACT. DEEP SINK VERIFY 8' 16 ADJUSTABLE SHELVE. RANGE MIN KNEE CLEARANCE 02T COUNTERS AT 96'A.F.F. 5. USE SHALLOW DEPTH SINK BOWLS FOR KNEE CLEARANCE. SHEET TITLE: OPERABLE PART 46'MAX A.F.F. HIGH ADA WORK SHALL HAVE NO OPERABLEUPRSELVE AT 48'MAX AF.F. ,NOTE 44'MAX•FORWARD 6.SEE IBC FOR EMPLOYEE WORK AREA EXCEPTIONS. NOTE BREAK ROOMS,RESTROOMS,CONFERENCE ROOMS AND CORRIDORS 14. URFACE ADJACENT 3'-0' APPROACH, PARTSONWALLISWITCHES. OPERABLE PART 46'MAX AFF.(NOTE O RANGE ALL COUNTERS W/ OUTLETS.DATA ETC. DO NOT MEET INTENT OF EMPLOYEE WORK AREA. ADA NOTES 44'MAX•FORWARD APPROACHI SINKS TO BE AT IF OPERABLE PARTS ARCIF OPERABLE PARTS ARE ABOVE 0 94'MAX HEIGHT ABOVE COUNTER MAX 7.PER SECTION 606.2 EXCEPTION f1 OF ICC A117.1.2000 IF NO COOK TOP OR RANGE IS PROVIDED A PARALLEL APPROACH TO 2'-0' COUNTER MA%HEIGHT OF COUNTER AT HEIGHT OF COUNTER AT94'WITH MA%DEPTH OFSINK IG AccEPTABLE. BARRIER FREE NOTES 94'WITH MAX DEPTH OF 24'TO WALL IP NO RANGE OR 24'TO WALL50%OF OF LINER SHELVING STORAGE �, COOK TOP PROVIDED ;o - 8. 50%OF STORAGE SHALL BE ACCESSIBLE. VERIFY CABINET LENGTHS OF BOTH UPPERS AND LOWERS. IF UPPER CABINETS MUST BE WITHIN REACH RANGE. MIN. o A PARALLEL o o ARE OUT OF 48'A.F.F REACH RANGE THAN THE LINEAR FEET OF UPPERS MUST NOT EXCEED LINEAR FEET OF USABLE 15'A.F.F.AND MAX 48'A.F.F. Xo_ APPROACH AT SINK ------ �" IS ACCEPTABLE "' LOWER CABINETS. __= TOE KICK 90'WIDE CLEAR FLOOR SPACE TO WALL.PROVIDE P-LAM FINISH ALL 9 SIDES AND VRB AND FLOORING A117.1 608.2.1 y_p• 3•_0• y-p• TRANSFER TYPE SHOWER Q X B B QUIENTIN SUTTER COMPARTMENTS. SHALL COMPLY WITH secTloN 6-8.2.1 e BACK WALL PROJECT ARCHITECT. 3'-0. FINISHED FLOOR ACCESSIBLE LIGHT QUIENTIN SUTTER TRANSFER CONTROL SLIDE FIRE SWITHCH DRAWN BY: SHOWER W/ �? BAR EXTINGUISHER T-STAY. FOLDING fL `7 f 18-GRAB TYP.ABOVE Pic SEAT o CONTROL -- rL BENCH ^ q BAR CHECKED BY: 2'-8' �n DEVICES WALL �:•i WALL FOLDABLE 9� ,.'6. ^ 'L'GRAB JUNE 21. 2022 A'DA' m f BAR 1.ELECTRICAL RECEPTACLES 115.20 AND 30 AMPSI SHALL BE AT o f 'Q BENCH LEAST 15'A.F.F. DATE FOLDABLE -3 ,. N PER ADA BENCH o ADA GRAB A111.7.1 1'-11' 2.SWITCHES AND CONTROLS FOR LIGHTS,APPLIANCES,COOLING S\:ARCH\22\DRAWINGS\22-636 SITE PER A1117.1 /4'-0 BAR 810.9.2 HEATING AND VENTILATING EQUIPMENT SHALL BE NOT LESS COMPUTER FILE NAME 610.3.2 THAN 3'NOR MORE THAN 4'A.F.F.TRANSFER SHOWER PER A1117.1 SEAT WALL BACK WALL CONTROL WALL 9. FIRE ALARM INITIATING DEVICES SHALL BE 48'ABOVE THE FLOOR.GROUND OR SIDEWALK. 4.COAT HOOKS MIN 40'A.F.F.MAX 48'A.F.F. ADA � l + COPYRIGHT 2024 CARLETTI ARCHITECTS.P.5. PROPERTY ADDRESS: LOT E OF THE AVR BUSINESS PARK BINDING SITE PLAN \ CARLETTI ARCHITECTS P.S. �� \\ / \ ASSESSORS #: 31051400209900 I I I � I I I �\ \ / \ arcifteture&planrft 116 EAST FIR STREET SITE SQUARE FOOTAGE L N I I \\ \ SUITE A 1.49 ACRES OR 64.701SF FIRE ACCE�SITI'I I I \� �� \ \ MOUNT VERNON, WA. 98273 ZONING ADJACENT IISIrE l I 1 \ \ PROPERTY FIE I \ Phone: (3601 424-0394 GI -GENERAL INDUSTRIAL/AIRPORT PROTECTION DISTRICT C N \\ Fax: I360I 424-5726 SETBACKS ExlsnNo cHaINI _ —« _ _ � r LINK FENCE - - F- - A / A 25'FROM STREET EAST PROPERTY LINE OK — — _ -A_ - - _ _ / In 1 I I I -SS 5 — - - _ _ A V A 10658 25'FROM REAR (WEST PROPERTY LINE(IOKI E _ _ A �SS T « -� _ / - / I *4 \ REGI TERED 6'FROM SIDES (NORTH/SOUTH PROPERTY LINES(IOKI UTILITY `, — — — — — «�« — — — -- — — A EXIS FI A AR HITECT BUILDING HEIGHT 47 vv<« « �C< Ex sT. [GH poL \ 50'-0'MAX ALLOWED IOKI FIRE ACCES 35'-0' C «�« «.�«.« \ \ ' AV N UL BUTTER HEIGHT DEFINED FROM THE AVERAGE EXISTING NATURAL GRADE EASEMENT _ --- « « ««I. 1 STATE OFWASHINGTON TO THE RIDGELINE OF THE ROOF.(OKI - « �< <�« �� J A o-oo 86'-O. 1 6-21-24 SITE COVERAGE ---- r �`A, o CO. � MAXIMUM LOT COVERAGE IS 100X � l 45 C I �� �� 1\ MECHANICAL PAD « \« « \\«« ®� \V A NEW BUILDING FOR: PARKING TEMPERATE HABITS BREWING RESERVED PARKING A) OUTDOOR GAMES 7 A 19712 ARLINGTON VALLEY ROAD SIGN WITH R7-801 PLAQUE 44 I A 1 EI°« `� ,r[T �� �� < .� <� A A ARLINGTON, WA 98233 PAINTED 7 n 71 PER WSDOT STD PLAN H-SE �� �I I _«< ,° « « E r li F O ACCESSIBLE o I I I « <« « �-n 0 FIGURE o n I I I« « '� \ n_ n� o IN STALL L y " nn y /. \ E / CONTACT: 0 PAINTED STRIPES 0 0 �� �� I I` - «�`, - " I �� «/ « « 1 / KATIE KING AT LOAD AISLE —� <I « \� pD katie®tem eratehabitsbrewin com VAN ACCESS. STANDARD COMPACT vv �� «I« «PPEN SPAC1=« I PROPOSED 10.488 A « - -9 P 9 STALL STALL STALL A A FUTURE 15.070< « I SQFT BUILDING / « °�,5�« 1 \ 831-277-0323 \ - « SQFT EXPANSION I / - \` IST NG ORM DRAI PARKING REQUIREMENTS PER COA MUNICIPAL CODE: y 1 _ _ TABLE 20.72-1 BREWERY. DISTILLERY.CRAFT BEVERAGE PRODUCTION I I �N I ««�«« - «.I«« I 0 / -�t„\ \ m'L -- N PE\B S EENING T ��, I « I« I I O / 15'-0' 1 I I ON ARL GTON ( CHAD FISHER -PRODUCTION 8.764 SOFT/600 •14.6(15 STALLS REQ'D) x, - _ I _ I'° <<IE I f / \ / 1 R AD ERL WHAT/ 1 I `� C O N S T R U C T I O N -TAP ROOM 1.724 S.F. /200 8.62(9 STALLS REQ'D) OVERHEAD / fit' 1 I ,p IS REQ(RED � LO -1 STALL PER EIGHT OUTDOOR SEATS.24 SEATS PROVIDED I\ I Ili «I«« I DELIVERY DOOR s OI / STI G DR I BITCH 13 STALLS REQ'DI I� _ I O s.•' 1271 TOTAL REQUIRED STALLS o I l I « I ��� EET THE AD A, �� 1471 STALLS PROVIDED IOKI rn 98 \\\ « -DRIVE AISLE LANES ARE TO BE 24'-0'WIDE ��« \E --_ /� I E FY UN 1 -CHAPTER 11 IBC TABLE 1106.1 FOR PARKING SPACES BETWEEN « « I I -«« « E «`« �"�'• _� / 25-50 REQUIRE 121 ADA STALLS - I I �� - - - « -««� « OU�DOW-1 a -121 ADA STALLS PROVIDED.(1)OF WHICH IS VAN ACCESSIBLE(OKI II 97 I I I \ \ « SEATIN I I v - - - - 20-0' ISER ROOM �� BIKE PAR�YI • / I I I 22-636 LANDSCAPING REQUIREMENTS \ PA -j V - I I \ « E - (4I OLLARD PE 1. IRRIGATION SYSTEM WILL BE SUPPLIED. xl - I « tb \ .AttT COVERED `I TO NTRITH N E DEWA K 1' -` ,` « .� �E« \ S ENTRANCE / I L I 2 6'WIDE TYPE B LANDSCAPE SCREEN ALONG ARLINGTON VALLEY — - - II I I I I \ ««1.1« .� RS=- I 12' IDExlsr G REVISIONS: ROAD. I� I I I I -a-% a...«< « « \ c — �DS. \�� '� �, �i �TRAI/P / I — — \ EXIS NG I I 2-1-24 DESIGN SET 3. 20% OF PARKING TO BE SHADED SHOWN ON LANDSCAPE PLAN --- - - 3 uG I I I \ — �I \ X I I I IDRIV AY CUT / ti I OS 7/8 \ I \ OORDINATE CT 4.1 LANDSCAPE BED FOR EVERY 7 STALLS PER COA DESIGN I! rn I� 11 \\I - ENCLOSURE/MET \ FOOD TRUCK I I II I 3-5-24 PERMIT SET STANDARDS �d' - - I I _ - I�«< W/PUD v PARKING — _ Q 5-24-24 DESIGN REV. 5. NO SCREENING REQUIRED ON NORTH SOUTH OR WEST PROPERTY 99 I \ m I o I LINES 6-11-24 DESIGN REV. 6. STREET TREES REQ'D ALONG ARLINGTON VALLEY ROAD. SPACED « I OUTLINE OF STORM 35'APART. . « ` DRAIN AREA WIDE X 55'DEEP \ NCLOSURE 6-21-24 PERMIT REV. �B TYP LOADING SPACE DUTPSTER 2OX OF PARKING LOT SHADED.PER pROPOkD,FIRE LINE \ I\ DESIGN STANDARDS 5'LANDSCAPE PROPOSED BOMESTIC WATER 6 92 // / IS BED PER EVERY 7 STALLS. \ I« / LEGEND: / I�/� \ 2e 27 26 1 20 1e 0 NEW CONCRETE SIDEWALK/PATIO x SHEET TITLE: GRASS/LANDSCAPING SITE PLAN AREA OF EXTRUDED CURB BUILDING SETBACK _ I 1 �❑ SITE LIGHT PER ELECTRICAL I PROPERTY LINE LIGHT POLES TO BE 20'T ALL «I I PROPER �L G i -- ® I I I 1 Qe DECORATIVE SITE PEDESTRIAN SCALE LIGHT PER ELEC. INDICATES FUTURE DUAL SIDED EV CHARGING STATION I L / NO PROPOSED rpic NG ON NORTH OR SOUTH PROPERTY © SERVING 2 PARKING SPOTS. RUN ALL REQ'D 3-1/4' I I 1 / LINES. IF FENCING IS DESIRED PROVIDE SUBMITTALS 11J I II \ CONDUIT FROM ELEC. ROOM TO THIS LOCATION. SEE FOR CITYAP1 ROVAL WITH DESIGN GUIDELINES.' / ELEC.DWGS FOR MORE INFORMATION. (1)LOCS. FOR A TOTAL OF 121 STALLS N I - \----------- — 7 Bo I� QUIENTIN SUTTER PROJECT ARCHITECT: QUIENTIN SUTTER DRAWN BY. Pic / CHECKED BY: PROPOSED SITE PLAN 6-11-24 JUNE 21, 2022 SCALE 1/16'=1'-O' „ DATE S\:ARCH\22\DRAWINGS\22-636 SITE COMPUTER FILE NAME A � 1 . 0 COPYRIGHT 2024 CARLETT[ARCHITECTS.PS. STEEL ANGLe �'X 90'GALVANIZED CAIN STEEL ANGLE + BOLT STEEL ANGLE ANGLE BRACE MTL SIDING TO MATCH STEEL ANGLE SIDING OF BUILDING PIPE � UM STE ATE � 12 SCALE: 1 1/2'=1'- CARLETTI ARCHITECTS P.S. archftcture&Rlandns PRECAST CMU CAP CMU ENCLOSURE BEHIND CMU ENCLOSURE BEHIND 116 EAST FIR STREET WELD� CAP 0 OUTER PIPE SUITE A TO PROVIDE PIVOT FACE MOUNT VERNON, WA. 98273 Phone: (360) 424-0394 Fax: (360) 424-5726 STEEL ANGLE ALL 4 = 9'WIDE ACCESS SIDES AND BRACE TYP. GATE 10658 w - 18 GUAGE GALVANIZED REGI TEREO wAR HITEC7 0 18 GUAGE GALVANIZED METAL PANEL MINI'V'RIB PROFILE METAL PANEL MINI'V' RIB PROFILE SOLID GROUT w N UL SUTTER GROUND FACE CMU a„ m STATE OF WASHINGTON ENCLOSURE °1 6'DIA.PIPE a 6-21-24 o SPLIT FACE CMU • TO MATCH TURNED DOWN SOO BUILDING CMU A NEW BUILDING FOR: W/04'S 0 18'O.C. TEMPERATE HABITS BREWING io EA WAY 19712 ARLINGTON VALLEY ROAD CONCRETE SLAB. GATE CLASP LOCK ARLINGTON, WA 98233 SEE CIVIL DWGS _-_____ _____________ 5'0 INDUSTRIAL MEDIUM DUTY 1400 LB.CAPACITY)CASTOR ;z o o SEE STRUCTURAL z DWGS.FOR CONTACT: FOOTING DETAILS o o KATIE KING 1'-4'0 8'HIGH WALL katie®temperatehabitebrewing.com �k 24'WIDE 0 8'HIGH WALL 831-277-0323 11 DUMPSTER ENCLOSURE TYPICAL ELEVATION/ SECTION (� CHADFISHER SPLIT FACE CMU ENCLOSURE SCALE: q'=1'-O' C O N S T R U C T I OLN CONCRETE SIDEWALK ;�. �, 1 Vw- V-0,X 84 LIGHT POLE GATE W/M NI G PAVING E F TOOL EDGE 4'CONCRETE LIGHT BASE 22-636 a F !4 BAR 9/4'X10'J-BOLTS E _ E \ BIKE R CK ANCHOR MOUNT -v 4'CONCRETE SIDEWALK E - a 4 191 RPYCLING- 'RIBBON RACK' OR SURFACE MOUNT fbTE v E F RB-11 AS PREFERRED 7 241 SONNOTUBE --1 REVISIONS. <D 4 v - - GALVANI ED 12-43• BY CONTRACTOR A11 FILL W/CONC. _ 2-1-24 DESIGN SET TYPICAL SLOPE TO DRAIN (SEE PLANT GRADE 3-5-24 PERMIT SET 4 v 11 SLOP I — - o T - III I - 5-24-24 PERMIT SET 9 t'-8a a' 1'-8' IIIIIIIIIII a111 B YARD _"_"----- Z 1 6-21-24 PERMIT REV. - DUMPSTERv E IIIIII�' 181#5 VERT IIIIII II f3 BAR STIRRUPS _ CUT TO GRADE OR 018'O.C. 12 PROPOSED - - Q COMPACT FILL COMPACT FILL 1.1 LANDSCAPE SELF SUPPORTIVE CHAIN SCREENING - a PLACE FELT EXPANSION JOINT•20' O.C. STRESS 5'- OR AT STRESS POINTS SCORE JOINTS•5'0' LINK GATE WITH LOCKABLE PLACE 1/2'FELT EXPANSION JOINT 0 20'-0'O.C. O.C.W/LIGHT BROOM FINISH CROSS WAYS CLASP.GATE TO BE MINI'V' CURB OR AT STRESS POINTS SCORE JOINTS 0 F-O' TO WALK. METAL SIDING WITH STL CONTROL JOINT 4'CONCRETE O.C.W/LIGHT BROOM FINISH CROSS WAYS SUPPORTS SLAB ON GRADE TO WALK. BIKE RACK DETAIL SIDE WALK CURB TYPICAL SIDEWALK ; LIGHT POLE BASE SHEET TITLE =1' 1n DUMPSTER PLAN g SCALE: 1/4'=1'-O' g SCALE: 1/4'=1'-0' SCALE: -0' SCALE: 1' -0' Q (4) LOCATIONS SCALE: 3/4'=1'-O' SITE DETAILS SIGN (21 04 BARS NOTE:ALL SIGNS DEPICTING RESERV FASTEN w/121 9/S'DIA THE INTERNATIONAL SYMBOL PARKING GALV.BOLTS BROOM FIN. OF ACCESSIBILITY TO BE SIDE SLOPE WHITE W/ BLUE BACKGROUND VAN ACCESSIBLE TYP.PAVING PARKING STALL ONLY TYP.PAVING PLANTING SECTION PLANTING SECTION (SEE CIVIL.) 2'SQUARE STL.TUBE n R � TO TO END CAP WELDED (SEE SPEC.) TO TOPS GALV.AFTER LFLUSH EDGE FABRICATION:PAINT _ III VAN CHARCOAL GREY w III= ACCESSIBLE SLOPE CONC.AWAY FROM �oN 11= STL.PIPE QUIENTIN BUTTER I I= Jf1=fJ �=fJl�= —III=III=III PROJECT ARCHITECT: 00000000000000000000°0 - —III—III—III II—III III—III=III= TOP OF PAVING OR FIN.GRADE QUIENTIN BUTTER 0000o0000000o DRAWN BY: o. ool"I'lloo oll TYP GRAVBL Pic °Oo°oo°o°o°o°o°o°o°oo°o°o°Oo°o°o°o°oo BASE COLD JOINT INO BOND) CHECKED BY: ISEE CIVIL.I TRUNCATED PLACE 1/2'FELT EXPANSION JOINT 0 20'-0'O.C. JUNE 21, 2022 SURFACE INTERNATIONAL SYMBOL OF BARRIER-FREE - NONSLIP OR AT STRESS POINTS.SACK FACE IF REQUIRED ACCESS TRAFFIC WHITE PAINT ON ASPHALT ° - DATE TO REMOVE PITING OR ROUGHNESS •PARKING STALLS. .4 12 DIA.CONC.BASE a S\:ARCH\22\DRAWINGS\22-636 SITE COMPUTER FILE NAME ASIDE WALK CURB CAST IN PLACE CURB EXTRUDED CURB 2 B.E. STALL 1 ACCESSIBLE PARKING SCALE: 1'=1'-0' (2( LOCATIONS SCALE: 1'=1'-O' 1 (2( LOCATIONS SCALE: V-1'-0' A � 1 . 1 COPYRIGHT 2024 CAR-TT[ARCHITECTS.Ps. CARLETTI ARCHITECTS P.S. amMb@Mm 4 plannkq 116 EAST FIR STREET SUITE A MOUNT VERNON, WA. 98273 Phone �3601 424-0394 Fax: 360 424-5726 10558 REGI TERED AR HITECT IN P UL SUTTER 1 2 3 04 g OS 6 `STATE OF WASHINGTON 101'-B' 86'0• '- 6-21-24 2r-o 22'-0• 21'-0• 221-01 is-a A NEW BUILDING FOR: TEMPERATE HABITS BREWING B g g g _ LOT E A — — VENEER ALONG ARLINGTON VALLEY ROAD X NORTH ELEVATION ARLINGTON, WA 6 TO EXTEND 5'-4' 17 I FED LCONTACT \ KATIE KING g katie@temperatehabitsbrewing com STORAGE 831-277-0323 71g - - - - - `r' 0 0 INS FISHE oR FUTURE c EQUIPMENT B NOTE MECH Rl 1 u p J MEZZ.ABOVE 3 N MOP SINK FLOOR PLAN NOTES: PLANNED 3 R.R.O 3 22-636 1. PROVIDE BARRIER FREE SIGNAGE AT ALL ADA RESTROOMS PER ICC A117.1-2000 _ EQUIPMENT 11 JANITOR 2. CONFIRM ALL ROUGH OPENINGS FOR DOORS AND WINDOWS PRIOR TO T-3i' 112 FRAMING AND ORDERING. 17 5 16 15 3. CONFIRM ALL FINISHES W/OWNER AND ARCHITECT PRIOR TO ORDERING. �� r 4. SOUND INSULATE ALL WALLS TYP.THROUGH-OUT. � - ` — REVISIONS: 5. EXTERIOR WINDOWS TO RECEIVE GWB HEAD/JAMB AND SILL `;E \'T� `°Ea"i hW 5 F8 5 14 6. ALL RESTROOMS TO HAVE GREEN BOARD TYP. �� ,-,� MEN R 3-5-24 PERMIT SET 7.ALIGN STUDS.ELECTRICAL AND PLUMBING AS REQ'D TO ACCOMMODATE / FED W 113 RECESSED PAPERTOWEL/WASTE RECEPTACLE. APPROVE LAYOUT LOCATIONS ` I ���°° 3 �6-21-24 PERMIT REV. W/ARCHITECT PRIOR TO FRAMING. J �� S.COORDINATE LOCATION OF SOAP.PAPER TOWEL TOILET PAPER DISPENSER WITH ARCHITECT PRIOR TO INSTALLATION. ^ 1 1 0.SEE DEFERRED BREW EQUIPMENT DWGS FOR ALL BREWING EQUIPMENT REO'D. 10.COORDINATE SIDEWALL SPRINKLER HEADS FOR UNDER CANOPIES TYP. e� F TO TD DS CONNECTE Q WO RR� FLOOR PLAN LEGEND TO CANOPY A V 7 w 3 FDo 1 4 — METAL BUILDING MAIN FRAME(SEE METAL BUILDING DRAWINGS1 0 D.S. Ho 4 COMBINATION EXIT SIGN CONNECT TO EMERGENCY POWER AND EXIT UPS BATTERY BACKUP AND INVERTOR TO PROVIDE EMERGENCY 1 POWER FOR MINIMUM 00 MINUTES METAL BUILDING WALL 0/ 12 A ® 8'MIN.'Z'GIRTS PER MTL.BLDG.SUPPLIER OFF 2A 105C FIRE EXTINGUISHER SEE FLOOR PLAN FOR LOCATIONS (MANE.TO VERIFY SIZE/GAUGE) A-6.1 PRE-FAB ® 0 SHEET TITLE. 75 FEET MAX TRAVEL DISTANCE R-90(0')PROLINER SYSTEM(WHITE)W/THERMAL BREAK TAPE a TYP.AT BOLLARDS COOLER DOOR COLD x DOOR NUMBER SEE SHEET A-2.3 FOR SCHEDULE 'PRO-LINER'OR EQUAL W/ A-8.2 O WHITE VINYL VAPOR BARRIER o+ 12 STORAGE COOLER I FLOOR PLAN MAX.FLAME SPREAD 75-200 f OA WINDOW TAG SEE SHEET A-2.9 FOR SCHEDULE WAREHOUSE ERVIN ICEMAKER XXX ROOM NUMBER ®8'e k'Z'IGIRTS PER M_QLTL.BLDG.SUPPLIER O 106 109 X (MANF.TO VERIFY SIZE/GAUGE) A ADA SINK W/ DOWNSPOUT CONNECT TO CIVIL TIGHTLINE TYP. A D,$, R-30 10')PROLINER SYSTEM(WHITE)W/THERMAL BREAK TAPE 11 4 PARALLEL APPROACH 4 'PRO. �'LINER'OR EQUAL W/WHITE VINYL VAPOR BARRIER re. — FD MAX.FLAME SPREAD 75-200 W/ AIR GAP W/ D.S. E — � _ — O 6'FLOOR DRAIN 6'MTL STUDS W/GWB WALLBOARD PNT. o- SEE WALL TYPES DETAILS ON SHEET A-6.0 INTERIOR PARTITION 10 A' o MTL STUDS O 18'O.C. u�i DS CONNECTED SEE WALL TAGS FOR FINISHES 8 PLYWOOD SHEARWALL LOCATIONS W-0• t ( TO CANOPY ABOVE SHEET A-6.0 0 PRE-FAB FLOOR DRAIN FULL HGT WALL o O 4 SEATING G rt 6'MTL STUDS W/GWB BOTH SIDES 6'-6' TD PNT.SEE WALL TYPES SHEET A-6.0 N 3 3 J A 0 QUIENTIN BUTTER 0 PRE-FAB COOLER WALLS FE PROJECT ARCHITECT: SEATINGIM ENTRANCE QUIENTIN BUTTER ELEC. RISER 101 100 —q �ffE— R� �, DRAWN BY O DENOTES LOCATION OF 9'SOLID GROUT CMU FROM FINISHED FLOOR ROOM `-� t08 b 3 OFFICE IF-h Irttr-Y1—F TO 3'-0'A.F.F.METAL BUILDING PURLINS ABOVE PIN CONTINUOUS 109 RIGID INSULATION ON INSIDE FACE. SEAL OUTSIDE FACE oFD °D 107 EXIT E A CH CHECKED BY. EXIT :: F s. JUNE 21, 2022 D.S. 3 D.S. q _ S� A .S. A DATE L — S\:ARCH\22\DRAWINGS\22-636 SITE COORDINATE EXTERIOR DS CONNECTED COMPUTER FILE NAME CT CAN ENCLOSURE W/P5E TO CANOPY ABOVE A � 2 . 0 4. FLOOR PLAN COPYRIGHT 2021 CARLETTI ARCHITECTS.PS. SCALE: 1/8'•1'-0' CARLETTI ARCHITECTS P.S. ardliaot,, &plmnrft 116 EAST FIR STREET SUITE A MOUNT VERNON. WA. 98273 Phone: (360) 424-0394 Fax: (360) 424-5726 10558 REGI TERED AR HITECT N LSUTTER 1 l 1 J 3 4 B O5 6 STATE OF WASHINGTON `T 8-21-24 A NEW BUILDING FOR: TEMPERATE HABITS BREWING LOT E ARLINGTON VALLEY ROAD x ARLINGTON. WA CONTACT: KATIE KING katie®temperatehabitebrewing.com 831-277-0323 CEILING PLAN NOTES: L CHAD FISHER O N 1. LOCATE ALL DIFFUSERS 6 RETURN AIR GRILLES SO AS NOT TO C O N S T R U C T I INTERFERE W/LIGHTS. 2. SEE EXTERIOR ELEVATIONS FOR LOCATION OF EXTERIOR WALL PACKS. B.ARCHITECTURAL CEILING PLAN SHOWS GENERAL CEILING VAPOR BARRIER ABOVE BEAMS CONFIGURATION SEE ELEC.AND MECH DWGS FOR ADDITIONAL CEILING ITEMS. QF EXHAUST FAN V.T.O.AS REQUIRED 22-636 EXIT DIRECTIONAL EMERGENCY EXIT SIGN HARDWIRE W/ QF t �NUJrU I NUMbL-N: 0 BATTERY BACKUP I I COMBINATION EXIT SIGN/EMERGENCY LIGHTING WITH C EXIT BATTERY BACKUP HARDWARE REVISIONS: EMERGENCY LIGHTING WITH 3-5-24 PERMIT SET BATTERY BACKUP HARDWARE OF 6-21-24 PERMIT REV GWB CEILINGS •W-5/9'A.F.F. EXPOSED WD JOISTS AND PLYWOOD W/ QF SOLID BODY STAIN w EXPOSED WO BEAM W/ SOLID BODY STAIN I SHEET TITLE REFLECTED CEILING PLAN I TB LMETAL BUILDING GWB CEILINGS L / MANUFACTURER CANOPY ®8'-5/8'A.F.F ER AND SOFFITQUIENTIN BUTTER PROJECT ARCHITECTQUIENTIN SUTTER DRAWN BY: PJC EXIT :: CHECKED BYJUNE 21. 2022 DATE L — 5\:ARCH\22\DRAWINGS\22-636 SITE COMPUTER FILE NAME EXPOSED STEEL CANOPY AND DECKING PNT. A � 2 . 1 REFLECTED CEILING PLAN IN+ , , COPYRIGHT 20]t CARLETTI ARCHITECTS.PG. SCALE: 1/8'=1'-0' CARLETTI ARCHITECTS P.S. amMb@ m 4 plonnkq 116 EAST FIR STREET SUITE A MOUNT VERNON, WA. 98273 Phone �3601 424-0394 Fax: 360 424-5726 1 2 3 4 g 5 6 10558 REGI TERED AR HITECT IN P S BUTTER `STATE OF WASHINGTON RIG 6-21-24 A NEW BUILDING FOR: TEMPERATE HABITS BREWING LOT E ARLINGTON VALLEY ROAD ARLINGTON, WA CONTACT KATIE KING katie@temperatehabitsbrewing com 831-277-0323 24 GA GALV.KYNAR FINISH STANDING SEAM METAL ROOF PANELS j CHAD FISHER C O N S T R U C T I O N 1 tP 11 ii CC 6 �/`— 5 22-636 '82 PILL MBI NG V�T A D n rn REVISIONS: ;;� 3-5-24 PERMIT SET PROVIDE SPLASH CK FROM UPPER LOWER ROOF Ds 6-21-24 PERMIT REV. ;RE — I I I I 5'MTL G 5'MTL GUTTER I I I 1:12 1U2 ROOF NOTES: A SHEET TITLE. o INDICATES 3 X 4 RECTANGULAR SMOOTH -4. FACED DOWNSPOUT TIGHTLINE AS REQUIRED COORDINATE WITH CIVIL ALL DOWNSPOUT ROOF PLAN LOCATIONS AND DRAINAGE 1.ALL ROOFS SLOPES ARE AS NOTED2.CONNECT ALL DOWNSPOUTS TO TIGHTLINES AS REQUIRED. LOWE3.PROVIDE AND INSTALL STEP FLASHING FAB _ AS REQ'D. 4.SIZE OF GUTTERS A DOWNSPOUTS TO BE 1 OVERSIZED WHERE NECESSARY TO HANDLE RAINWATER FROM VALLEYS AND ROOF SURFACES. 5.PLUMBING/ELEC./MECH.SUBCONTRACTORS TO PROVIDE/INSTALL FLASHING BOOTS AT ALL ROOF PENETRATIONS TYP.MADE BY THEIR RESPECTIVE TRADES. 6.ALL ROOF TOP UNITS TO HAVE PRE-MANUF.CURBS MIN 14'ABOVE TOP OF ROOF SURFACE. RAKE D.S. QUIENTIN SUTTER .S. ,g, PROJECT ARCHITECT: 5'MTL GUTTER 2/3 wi D.S. QUIENTIN SUTTER -62 DRAWN BY Pic CHECKED BY. JUNE 21, 2022 DATE S\:ARCH\22\DRAWINGS\22-636 SITE ROOF PLAN 010'rN COMPUTER FILE NAME SCALE: 1/8'=1'-O' , , A , 2 . 2 + COPYRIGHT 2021 CARLETTI ARCHITECTS.P.S. id 5'-0' CARLETTI ARCHITECTS P.S. ardie�otus&plomini aD 116 EAST FIR STREET 1.ALL GLAZING IN FIXED OR OPERABLE PANELS ADJACENT TO A DOOR WHERE SUITE A THE NEAREST EXPOSED EDGE OF THE GLAZING IS WITHIN A 24'ARC OR EITHER MOUNT VERNON. WA. 98273 11E '0 VERTICAL EDGE OF THE DOOR IN A CLOSED POSITION AND WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING IS LESS THAN 60'ABOVE THE Phone: (360) 424-0394 WALKING SURFACE SHALL BE TEMPERED. Fax: 360 424-5726 O IGLAZING SUBCONTRACTOR TO VERIFY LOCATIONISI OF ALL SAFTEY GLAZING.) 2.GLAZING SHALL BE TEMPERED IN AN INDIVIDUAL FIXED OR OPERABLE PANEL. d- OTHER THAN THOSE LOCATIONS 10558 DESCRIBED IN ITEM 1.ABOVE.THAT MEETS ALL THE FOLLOWING CRITERIA. REGI TERED A)EXPOSED AREA OF INDIVIDUAL PANE GREATER THAN 9 SQUARE FEET. AR HITECT B)EXPOSED BOTTOM EDGE GREATER THAN 56'ABOVE THE FLOOR. FIBERGLASS FIBERGLASS C)EXPOSED TOP EDGE GREATER THAN 36'ABOVE THE FLOOR. D)ONE OR MORE WALKING SURFACES WITHIN 26'ABOVE THE FLOOR. N ).BUTTER 3.REFER TO THE DOOR SCHEDULE FOR SIZE OF ALL DOORS WITH GLAZING. STATE OF WASHINGTON WINDOW SCHEDULE 4.SEE BUILDING ELEVATIONS FOR MUTTON AND DOOR PLACEMENTS &OPERABLE WINDOWS. NO. QTY. SIZE FRAME U-VALUE NOTES 5.ALL WINDOW SIZES ARE ROUGH OPENINGS AND SHALL BE FIELD MEASURED 6-21-24 MAT'L. FIN. PRIOR TO FABRICATION. 8.U-VALUE OF ALL WINDOWS TO BE.28 OR BETTER.LOW E 6 THERMALLY BROKEN A 9 5'-0'x 5'-8' FIBERGLASS FF .28 JINSULATED FIBERGLASS FLANGE WINDOW LOW E ARGON MAX.SHGC.40 (SHADING COEFFICIENT TO BE.40 OR BETTER.) A NEW BUILDING FOR: B 7 5'-0'x 3'-0' FIBERGLASS JrF .28 1 INSULATED FIBERGLASS FLANGE WINDOW LOW E ARGON MAX.SHGC.40 7.CONTRACTOR TO VERIFY ALL WINDOW QUANTITIES. TEMPERATE HABITS BREWING 8.CONTRACTOR TO VERIFY ALL WINDOW SIZES. LOT E ARLINGTON VALLEY ROAD ARLINGTON. WA CONTACT: KATIE KING DOOR/SKYLIGHT NOTES: katie®tempenatehabitsbrewing.com 1.ALL DOORS TO BE 1 3/4'THICK,INSULATED POLYSTYRENE CORES. 831-277-0323 R-VALUE 2.67 OR BETTER U VALUE.0.37 OR BETTER 2.VERIFY ALL R.O.AND JAMB DEPTHS PRIOR TO ORDERING. 3.ALL DOORS TO HAVE BARRIER FREE HARDWARE AS REQUIRED. 4.EXIT DOORS SHALL BE OPENABLE FROM THE INSIDE CHAD FISHER WITHOUT THE USE OF A KEY OR SPECIAL KNOWLEDGE OR EFFORT. 4r,0 CONSTRUCTION 5.ALL GLAZING WITHIN A 24 INCH ARC OF EITHER EDGE OF DOORS AND WITHIN 18 INCHES OF FLOORS SHALL BE SAFTEY GLAZING AS REQUIRED BY IBC SECTION 2406.ALL SUCH GLAZING SHALL HAVE PERMANENT IDENTIFICATION SAFETY GLAZING STAMP. 6.DOORS SHALL HAVE LEVER HARDWARE WHICH WILL PERMIT OPERATION BY WRIST OR ARM PRESSURE. 7.ALL DOORS W/DEADBOLTS MUST HAVE SINGLE ACTION OPERATION BY •,..�`� HANDLE INSIDE AND KEY ON THE EXTERIOR S. ALL EXTERIOR DOORS ARE TO BE FULLY WEATHERSTRIPPED AND HAVE ADA COMPLYING THRESHOLDS AND CONCRETE LANDINGS(OR SIDEWALK).EXTERIOR DOORS OPENING ON TO TRAFFIC AREAS ARE TO BE PROTECTED BY PIPE BOLLARDS. 22-636 9. OH DOORS THERMACORE DOORS INSULATED STEEL SECTIONAL DOOR BY THE OVERHEAD DOOR CORPORATION,DALLAS.TEXAS;STANDARD BULB-TYPE DOOR SCHEDULE BOTTOM SEAL AND HEADER SEAL AND JAMB WEATHERSTRIPPING:2'TRACK: NO. SIZE DOOR LEAF FRAME HARDWARE RATING NOTES POWER OPERATION:COLOR:WHITE:WITH TWO(2)INTERIOR MOUNTED SLIDE LOCKS.ONE AT EACH SIDE AT•36'AFF. REVISIONS: TYPE MAT'L. FIN. MAT'L. FIN. CLSR. PANIC GRP. INSULATED CORE 2'THICK INSULATED DOOR R-10 U•.10 COLOR VERIFY 1 3'-0'X T-O' A HMD PNT. HMF PAINT YES LEVER HANDLE W/KEYED LOCK WITH OWNER. 3-5-24 PERMIT SET 2 V-O'X 7'-0' A HMD PNT. HMF PAINT YES - - - INSULATED.LEVER HANDLE W/KEYED LOCK.WEATHERSTRIP.DRIP HEAD.THRESHOLD.SWEEP.SEE NOTE 1..FIRE KNOX BOX 6-21-24 PERMIT REV. 3 3'-0'X 7'-0' A HMD PNT. HMF PAINT YES INSULATED.LEVER HANDLE W/KEYED LOCK.INTEGRAL MORTISED DEADBOLT.WEATHERSTRIP.DRIP HEAD.THRESHOLD.SWEEP.SEE NOTE 1. 4 3'-0'X T-O' D HMD PNT. HMF PAINT YES YES INSULATED,LEVER HANDLE W/KEYED LOCK,INTEGRAL MORTISED DEADBOLT,WEATHERSTRIP,DRIP HEAD.THRESHOLD.SWEEP,SEE NOTE 1. 5 (2)3'-0'X T-O' D HMD PNT. HMF PAINT YES YES INSULATED.LEVER HANDLE W/KEYED LOCK.INTEGRAL MORTISED DEADBOLT.WEATHERSTRIP.DRIP HEAD.THRESHOLD.SWEEP.SEE NOTE 1. T•TEMPERED 6 3'-0-X 7'-0' IB HMD IPNT. HMF PAINT IYES INSULATED.LEVER HANDLE W/KEYED LOCK.INTEGRAL MORTISED DEADBOLT.WEATHERSTRIP.DRIP HEAD.THRESHOLD.SWEEP.SEE NOTE 1. 7 V-O'X 7'-0' A HMD PNT. HMF PAINT YES INSULATED,LEVER HANDLE W/KEYED LOCK,INTEGRAL MORTISED DEADBOLT,WEATHERSTRIP,DRIP HEAD,THRESHOLD,SWEEP,SEE NOTE 1. 8 12'-0'X 12'-0' C MTL. F.F. YES OVERHEAD DOOR.INSULATED.AUTO OPENER.CHAIN HOIST,3'TRACK,75,000 CYCLE SPRINGS HIGH CLEARANCE LIFT TRACK,SEE NOTE 9. 9 3'-0'X 7'-0' A HMD PNT. HMF PAINT LEVER HANDLE W/KEYED LOCKSET 10 V-O'X 7'-0' E HMD PNT. HMF PAINT YES - - - LEVER HANDLE W/KEYED LOCKSET 11 V-O'X 7'-0' - - - - - - - - - PRE-FAB INSULATED DOOR PER COOLER MANUFACTURER T 12 3'-0'X T-O' - - - - - - PRE-FAB INSULATED DOOR PER COOLER MANUFACTURER 13 3'-0'X 7'-0' A HMD PNT. HMF PAINT YES LEVER HANDLE,PUSH PULL GRAB BARS,S.S.KICKPLATES 14 V-O'X 7'-0' A HMD PNT. HMF PAINT YES LEVER HANDLE.PUSH PULL GRAB BARS.S.S.KICKPLATES 15 1 3'-0'X 7'-0' 1 E lHMD IPNT. HMF 1 PAINT IYES LEVER HANDLE W/KEYED LOCKSET 18 3'-0'X 7'-O' A HMD PNT. HMF PAINT LEVER HANDLE.S.S. KICKPLATES 17 1 3'-0'X 7'-0' JA JHMD JPNT. I HMF I PAINT LEVER HANDLE W/PRIVACY LOCKSET SHEET TITLE: A B C D E WOO SCHEDULE ALL EXTERIOR DOORS TO BE HMD/HMF ALL LOWER FLOOR DOORS TO BE HMD/HMF PAINTED DOOR SCHEDULE QUIENTIN SUTTER PROJECT ARCHITECT: QUIENTIN SUTTER DRAWN BY: Pic CHECKED BY. JUNE 21, 2022 DATE 5\:ARCH\22\DRAWINGS\22-636 SITE COMPUTER FILE NAME A � 2 . 3 + COPYRIGHT 2021 CA-TTI ARCHITECTS.PS. Q Q Q Q Q Q Q Q Q CARLETTI ARCHITECTS P.S. ndl A PST 116 EAST A-4.0 A-4.0 ,. FIR STREET 29'-7'EAVE HEIGHT ,. 29'.7'EAVE HEIGHT SUITE A MOUNT VERNON, WA. 98273 Phone 1360� 424-0394 � Fax: I360 424-5726 0 20'-0'EAVE HEIGHT SIGNAGE 10558 �REER�ED STEEL BRACKET CANOPY�t 15'-8'EAVE HEIGHT 1 A•6.1 5 N UL BUTTER STATE OF WAS A- 6-21-24 OF 00 A A6t ❑❑ ❑ � �� ❑ ❑]' A NEW BUILDING FOR: TEMPERATE HABITS BREWING 0'-0'F.F. %�'•. F,F, LOT E ARLINGTON VALLEY ROAD .S. D.S. D D.S. 19 CONCRETE SIDEWALK ARLINGTON, WA CT ENCLOSURE AND METER. COORDINATE W/PLO MTL GUTTER BOLLARD LIGHT A-6.1 SOUTH ELEVATION , NORTH ELEVATION CONTACT: SCALE: 1/8'•1'-O' SCALE: 1/8'•1'-0' KATIE KING katie®temperatehabitsbrewing.com 831-277-0323 L \ CHAD FISHER `J CONSTR U C T I OLN O O 4 Q �II UP A-a.o LEGEND: _�\���jjj/\ 28'-7'EAVE HEIGHT •+�!/`- � BUILDING i 0 8 0 LIGHT FIXTURE-PROVIDE TRIM/ SIGNAG BLOCKING SIDING TYP. TASTIN ROOM 1� ENTRANCE VERTICAL METAL SIDING STAR 22-636 771 METAL BUILDING PBR PANEL COLOR: 0 20'-0'EAVE HEIGHT Ell HORIZONTAL METAL SIDING STAR METAL BUILDING BOX RIB REVISIONS: 5/a 3-5-24 PERMIT SET CMU VENEER TEMPER TF HABITS BREWr A-8.1 X-XX-24 PERMIT REV NGRG. ZL6-21-24 PERMIT REV. LILI 'll] X� tm ELEVATION NOTES: 0'-0'F.F. 1. CAULK ALL SIDING TRANSITIONS TYP. D.S. i.S, 2. MASONRY SUBCONTRACTOR TO CLEAN AND SEAL BOLLARD LIGHTS WD CANOPY ALONG CONCRETE SIDEWALK ALL CMU AS PER SPECIFICATIONS TO ENTRY DOORS CONC.PLINTH 9. ELEVATIONS SHOW GENERAL LAYOUT OF MECHANICAL VENT NS. EAST ELEVATION COORDINATE ALL W/OCATI MECHO DWGS.EA DY/ SCALE: 1/8'4-0' PROVIDE TRIM AS REQ'D SHEET TITLE. 4. ELEVATIONS SHOW GENERAL LAYOUT OF ELECTRICAL LIGHT LOCATIONS. VERIFY/ COORDINATE ALL W/ELEC.DWGS.AND ELEVATIONS PROVIDE TRIM AS REQ'D n n O A n 8. PROVIDE MTL.FLASHING AT ALL ROOF TO WALL Y Y A-40 Y TRANSITIONS. 7. PROVIDE PUTTY PADS AT ALL EXTERIOR ELEC.'J' BOX LOCATIONS FOR AIR BARRIER LEAKAGE STANDARDS. 12 i A. ALL EXPOSED WD BEAMS TO BE STAINED ----------- 10.ALL CANOPIES TO HAVE TYP.MTL GUTTER D.S. CONNECTED TO TIGHTLINE TYP. 11 2 1 11.NOTE SIDING CHANGE AND ADDED CMU PER _ DESIGN REVIEW COMMENTS. / QUIENTIN SUTTER "'-0'T.O. PROJECT ARCHITECT: 0OVERHEAD DOOR. QUIENTIN SUTTER DRAWN BY: 1 Pic 1 CHECKED BY. JUNE 21, 2022 0'-0'r.. iiiiikIi DATE D.S. S\:ARCH\22\DRAWINGS\22-636 SITE 1 COMPUTER FILE NAME WEST ELEVATION A _ 3 - 0 NOT SEEN FROM ROAD SCALE: 1/8'=1'-0' + COPYRIGHT 2021 LARLETTI ARCHITECTS.P.S. 0 0 o O + 2 5 6 A p-4.o 21'-0' 22'-0' 21'-0' 22'-0'ei� 20'-T EAVE HEIGHT 20'-7'SAVE HEIGHT CARLETTI ARCHITECTS P.S. archka re A pMr ft 116 EAST FIR STREET SUITE A I MOUNT VERNON, WA. 98273 Fhax: I360� 424-5394 726 I n20'-O'PAVE HEIGHT 12 20'-0'EAVE HEIGHTS 70558 REGI iERED I -6.0 3 AR HITECi fl A-6.0 18 N UL SLITTER A-6.2 FULL HGT -5' 12 ` STATEOFWASHINGTON i SEPERATION �1 I I WALL 6-21-24 ® PRE-FAB COOLER DOOR 1OVE RHEAD A.F.F. � WALLS AND CEILINGL A-6.2 7 TEMPERATE A NEW BUILDING HIABITS BREWING 10 LOT E 5'p ARLINGTON VALLEY ROAD ARLINGTON, WA 15 -8. COLD I CONTACT: WAREHOUSE STORAGE COOLER SERVING SEATING KATIE KING I 106 105 F104 F1031 F102 I katie®temperatehabitsbrewing.com 10 I 0 831-277-0323 0'-0'F.F. 0'.0-F F f _ \ CHAD FISHER Q < CONSTRUCT1OLN �� SECTION B 22-636 SCALE: 1/4'•1'-0' REVISIONS: F O D c e A 1 3-5-24 PERMIT SET B A4,0 -5'O X-XX-24 PERMIT REV `20'-T SAVE HEIGHT 25'-0' 24'-4' 21'-7' 21'-0' 6-21-24 PERMIT REV. 12 1� -- TYPICAL METAL I BUILDING MAINFRAME /�20'-0'EAVE HEIGHT -----—--—--—----—---—----- SHEET TITLE. FULL HGT 0 I - SEPERATION -8.0 WALL SECTIONS T.O.WOO 17'-0'A.F.F. PLYWO 0/ 10'MTL JOISTS PER STRUC 0/ Q'GWB CLG PNT. B.O.WOO 14'-0'A.F.F. MECHANICAL LID FOR STORAGE BEARING WALL 11 I -8.0 i T.O.WALLS 10'-0'A.F.FI 7 16 I A-6.1 A-6.1 n I I QUIENTIN SUTTER A-61 PROJECT ARCHITECT: ENTRANCE SERVING r MEN RR. JANITOR STORAGE 10o o3 na n3 112 no I QUIENTIN SUTTER DRAWN BY: 5 5 Pic A-6.1 / -80 CHECKED BY. 0'-0'F.F. — —_ - _ - _ _ 0'-0'F.F. JUNE 21, 2022 0, DATE a VERTICAL SLAB EDGE R-10 RIGID INSULATION S\:ARCH\22\DRAWINGS\22-636 SITE COMPUTER FILE NAME SECTiON A A � 4 - 0 SCALE: 1/4'=1-Q' COPYRIGHT 2021 CARLETTI ARCHITECTS.PS. TYP. ROOF CONSTRUCTION 24 GA GALV. KYNAR FINISH STANDING SEAM METAL ROOF PANELS TOTAL U-VALUE U•0.031 0/ 1' THERMAL BLOCKS R3.5 0/ ENVELOPE REQUIREMENTS PER 2018 IECC,WSEC AMENDMENTS 8-j MIN. ROOF PURLINS PER MTL. BLDG. MANUF. 0/ REFERENCE CHAPTER 51-IIC WAC FOR ENVELOPE REQUIREMENTS. (MANUFACTURER TO VERIFY SIZE AND GAUGE) CONTRACTOR TO VERIFY ALL SUB TRADES RECOGNIZE ALL R-36 (11.5'1 PROLINER SYSTEM (WHITE) W/ REQUIREMENTS TO ACHIEVE ENVELOPE LEAKAGE MINIMUMS AS BI-DIRECTIONAL BANDING W/ REGULATED BY srnrE CODE. TYP. ROOF CONS ; WHITE VINYL VAPOR BARRIER CAULK ALL SILL PLATES ON INTERIOR AND EXTERIOR SIDE OF SEE 1 A-5.0 FOR MAX. FLAME SPREAD 75-200 CARLETTI ARCHITECTS P.S. PLATES TO ENSURE FULL BUILDING LEAKAGE SEAL.CAULK ALL TYP. METAL BUILDING TYP. OTES WDO'S/PENETRATIONS FOR AIR LEAKAGE SEAL. archka=re&planrft INSTALL CLG GWB FIRST.CAULK SEAL GWB TO TOP PLATE OF RAKE FLASHING 116 EAST FIR STREET-_1 ALL PARTITION WALLS WITH FIRE RATED CAULK FOR 1-HOUR i ,' SUITE A RATED CLG ASSEMBLY AND AIR LEAKAGE SEAL PRIOR TO ANY MOUNT VERNON, WA. 98273 WALL GWB INSTALLATION. - PROVIDE PUTTY PADS AT ALL EXTERIOR FACING ELEC. Phone: 13601 424-0394 PENETRATIONS FOR PROPER AIR LEAKAGE SEAL. _ Fax: II360 424-5726 PROVIDE PUTTY PADS AT ALL ELEC.PENETRATIONS THROUGH + GWB CLG LID FOR PROPER AIR LEAKAGE SEAL. + 70558 REGI iERED TAPE/SEAL FSK/VAPOR BARRIER TO ALL PENETRATIONS:TRUSS '� TYPICAL METAL BLDG. 'Z' GIRT AR HITECT WEBS.MECHANICAL AND ELECTRICAL PENETRATIONS TO SEAL BUILDING ENVELOPE. GC TO COORDINATE WITH ALL SUB r`{ ER TRADES. TYP. METAL BUILDING _ j STATE OF WASH NGTON SEE SHEET A-0.1 FOR ADDITIONAL NOTES ON REQUIRED .� TESTING AND CODE REFERENCES. 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WHERE RE WALLS WALLS A ARE PARALLEL TO PURLINS MTL COMPENSATION TRACK PROVIDE LIGHT GAGE FRAMING AS BLOCKING MAXIMIZE INSULATION VALUE APPLY HEAVY BEAD OF 1/m/s CAULK•COMPENSATION : APPLY I2I HEAVY BEADS OP RAMSET ANCHOR. TRACK CAULK MIN BETWEEN ROOF DECK _ ATTACH®24'O.C. AND COMPENSATION PLASHING TO CONC FOUNDATION TYP. TRACK _ SEE STRUC7 FOR GAC BASE 6 FINISH - PER SCHEDULE SHEET TITLE. d - - SECTION WALL TYPES AND INTERIORS ���EXTERTO WA LL T YPE WALL TO CEILING PARTITION BASE NOT USED NOT USED I U GWB FINISH TYPICAL SCALE: 1 1/2'•1'-0' `y SCALE: 1 1/2'•1'-0' � SCALE: 3'=1'-0' NOTE LOCATION OF WD CAP W/ FULL HGT WALLS NOTE LOCATION OF R-21 BATT INSULATION CLEAR STN. FULL HGT WALLS I'GWB'GREENBOARD'LEVEL 4 FINISH }'GWB EA.SIDE Q'GWB RC.CHANNEL LEVEL 4 FINISH LEVEL 4 FINISH "`—� 6'MTL STUDS•16'O.C. (SEE STRUCT.) R-21 BATT INSULATION _ R-21 BATT INSULATION 6'MTL STUDS•16'O.C. I'GWB EA.SIDE 6'MTL STUDS•16'O.C. LEVEL 4 FINISH I'GWB'GREENBOARD'LEVEL 4 FINISH 3 4'MTL STUDS •12'Q.C. 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YP.®GONG.PLINTH 11'X 18'STEEL PLATEW/CLEAR TYP.ROOF CONSTRUCTION6" x 7 8"TAPE SIKKENSSTAIN MTL TRIM R-3 ROOFING 0/ MASTIC /' ' R-38 RIGID INSULATION 0/ (80068) __-_- ROOF SHEATHING 0/ AT PERIMETER 6x6 WD POST W/CLEAR MTL.PANELS 0/ ------ TJI PER STRUCTURAL SIKKENS STAIN TYP. 8 J'Z GIRTS W/ R•25 INSULATION 0/ INSULATION �'METAL HAT CHANNEL 0/ RETAINER(IR2) SHEET TITLE. GWB PNT.TYP. 10 CANOPY BEAM 9 CONC. PLINTH 8 LIGHT FIXTURE @ ROOF TO WALL FLASHING/ 6 TYP. ROOF PENETRATION ROOF DETAILS SCALE: 1 1/2'=1'-0' SCALE: 1 1/2'=1'-0' MTL. PANELS SCALE: 1-1/2'=1'-0' VENT SCALE: 1-1/2'=1'-0' SCALE: N.T.S. 1/4-14 x 1 1/8' EAVE OR RAKE MEMBER ROOF STITCH 12-14 x 1 1/4' FASTENER•EACH ROOF STRUCT FSNR STRAP 4 PER PANEL THERMAL BLOCK RAKE FASCIA 1/4' START PANEL SAVE GUTTjNN'rN' 7 NOTE;THERMAL BLOCKS DIMENSION WALL STRUCT FASTENER DOWNSPOUT AND TAB HOLE IN (NON/SKIIN SKINNING ENO OF 8'BEADPPNE1' MUST BE ADHERED 1 PER FOOT TYP. STEEL PIPE OR ROOF VENT FASTEN TOPAVE GUTTER SEALANT(80070( 1 3 A EAVE ANGLE a WALL PANAL NIPPLE TO GUTTER GUTTER STRAP SUPPORT w c WALL STITNNECTION WITH STAINLESS STEEL DRAW BAND WALL GIRT TYP 5'MAX SPACING BEND TABBE SEALANT AT 32'O.C. - <� 5/16'x 7/8'TAPE SEE METAL BUILDING FOR LAYOUT TO SECURE 3 E c MASTIC CONT. SEALANT METAL STORM COLLAR.FINISH TO HALVES OF o S V MATCH ROOF TOGETHERWNSPOUT NIPPLE S.S.ROOF STITCH QUIENTIN BUTTER STEN IN 1/4-14 x 1 1/8' ii 1/4-14 x 1 1/4' m J rc FASTENER PROJECT ARCHITECT: VE GUTTER ROOF STITCH FS ® It6'O.C.(AVOID PURLINS�CUT RUBBER B00T TO 20%SMALLER ;<.::�:?: �� „ STRUCTURAL n H QUIENTIN BUTTER THAN PIPE DIAMETER +' -- 1 4 PER PANEL FASTENERWALL TO BASE TO BE A'C' G;a THERMAL BLOCKNO ANGLE OR CLIP ALLOWED 2 STRAPS 1'-0'O.C. oo DRAWN BY FASTEN BOOT TO PANEL AT 1O.C. 10'SECTIOWITH A CONT.BEAD OF SEALANT DOWNSPOU VEE RIB Pic BETWEEN BOOT 6 PANEL.FASTEN W/ SIDING PROFILE BY MTL BUILDING 14 1' TA WOOD f 1'O.C. MANUFACTURER ATTACH AND TORCH 4 X 6 SHEET METAL CLOSURE ��a �12-R x 1 1/4'WALL CHECKED BY. STRUCT.FASTENER f % METAL W SCREWS PER MANUFACTURER DOWNSPOUT BOOT SMOOTH FACE D.S. EAVE GUTTER -1/4-14 x 7/8' 1/4-14 x 7/8' 3'-0'D.C. JUNE 21, 2022 AVOID OIL CANNING CONNECT TO FASTEN TO DOWNSPOUT WALL STITCH FSNR WALL STITCH DATE NIPPLE W/3 POP NOTES PANEL LAP TYP APPROVED OUT-FLOW RIVETS •1'-0'O.C. FASTENER RAKE CLOSURE 1. WHEN A PENETRATION OCCURS THROUGH THE PANEL SIDE-LAP. 8 SPACING OF FASTENERS NOTE: IT IS THE RESPONSIBILITY OF 1'-0'O.C. S\:ARCH\22\DRAWINGS\22-636 SITE INSTALL GUNNABLE CAULK FROM THE PENETRATION TO THE WHERE REQUIRED THE CONTRACTOR TO PROVIDE COMPUTER FILE NAME RIDGE.PEAK.OR END-WALL TO PREVENT WATER FROM RUNNING PROVIDE NEOPRENE CLOSURE STRIP 4'PVC.PNT. SEE ROOF PLAN RAKE FASCIA `� FIELD CUTTING PANELS DOWNHILL INTO THE OPENING. AT BASE TYPICAL CONNECT TO TIGHTLINE — FOR QUANTITY OF ADEQUATE WATER DRAINAGE AND VEE RIB RETAINER MAY BE REO'D. 2. THIS DETAIL IS SUITABLE FOR MAX.18'DIAMETER PIPES DOWNSPOUTS ICE SLIDE PROTECTION TO THE WALL PANEL GUTTER SYSTEM. 5 ROOF PENETRATION 4 VEE RIB WALL TYP. 3 TYP. DOWN SPOUT 2 GUTTER 1 RAKE TRIM A � 6 . 2 + SCALE: N.T.S. SCALE: N.TS. SCALE: N.T.S. COPYRIGHT zoz,LARLETTI ARCHITECTS.P5 SCALE: N.T.S. SCALE: N.T.S. CITY OF ARLINGTON TEMPERATE HABITSBREWERY ( PLN # s W SE 14 T31 N R5E 0 z ¢` PROJECT SITE INFORMATION DENSITIES AND DIMENSIONS 3 Q SURVEY REFERENCE LOT SIZE BASE INFORMATION PROVIDED BY BENCHMARK SURVEYING, CONTRACTOR TOTAL SIZE: 64,701 SF (1.49 ACRES) N SHALL VERIFY EXISTING CONDITIONS PRIOR TO CONSTRUCTION. _- PllotTravelCe— DATUM BUILDING SETBACKS �3 �\ BASIS OF BEARING: PER AVR BUSINESS PARK, CITY OF ARLINGTON BINDING SITE PLAN BUILDING SETBACK FROM ARTERIAL:.............................25 FEET 3 - FILE NO. PLN 798 AFN: 202106025003 BUILDING SETBACK FROM LOT BOUNDARY OR ALLEY:...5 FEET BENCHMARK: SOUTHWEST SSMH RIM, EL=145.31' BUILDING DIMENSIONS SITE VERTICAL DATUM: NAVD88 PROPOSED BUILDING AREA (FOOTPRINT):...............10,488 SF PARCEL ADDRESS PROPOSED BUILDING HEIGHT..................................<50, 19712 ARLINGTON VALLEY ROAD, ARLINGTON, WA 98223 ADJACENT STREETS PARCEL NUMBER ARLINGTON VALLEY ROAD.................COLLECTOR/MINOR ARTERIAL N Arlington 31051400204300 smokey Point Municipal Arlington High School0 SCREENING TYPES c 11 Airporti LEGAL DESCRIPTION ARLINGTON VALLEY ROAD (EAST).......................TYPE B C (AWO) LOT E, AVR BUSINESS PARK, CITY OF ARLINGTON BINDING SITE PLAN NO. W DEVELOPED GI (WEST)........................................NONE o PLN 798, RECORDED UNDER SNOHOMISH COUNTY AUDITOR'S FILE N0. tr !v GleneagleGolfCourse UNDEVELOPED GI (NORTH).................................NONE (Cj C ® 202106025003 DEVELOPED GI (SOUTH).....................................NONE v SITUATE IN SNOHOMISH COUNTY, WASHINGTON PARKING "c P% Pick-n-Pull h NORTH Asgard AsageIDeep ,1��,1 ZONING AND USE CLASSIFICATION —PARKING REQ'D EMPLOYEE = 1 STALL PER 2 EMPLOYEE (Cv W ei Tissue,Relazation... NorpointShootingCenter2, uicew000 tl,` O I GI—GENERAL INDUSTRIAL —PARKING REQ'D TAP ROOM = 1 STALL PER 400 SF �CostcoWholesale —DRIVE AISLE LANES ARE TO BE 24'-0" WIDE v o` II AIRPORT PROTECTION DISTRICT SUBDISTRICT: C —12 EMPLOYEES = (6 STALLS REQ'D) VICINITY MAP INDUSTRIAL/MANUFACTURING —4,000 = (10 STALLS REQ'D) LOT (16) STALLS REQ'D (44) STALLS PROVIDED (OK) TOTAL SIZE: 1.49 ACRES —CHAPTER 11 IBC TABLE 1106.1 FOR PARKING SPACES BETWEEN DEVELOPED SIZE: 1.49 ACRES 25-50 REQUIRE (2) ADA STALLS SHEETINDEX- —(2)ADA STALLS PROVIDED (OK) DEVEL NEW IMPERVIOUS AREA: 52,014 SF (1.19 ACRES) UTILITY PROVIDERS S HT NO DESCRIPTION PARKING (AMC 20.72) WATER..........CITY OF ARLINGTON PARKING STALLS REQUIRED = 16 STALLS SEWER..........CITY OF ARLINGTON ° PARKING STALLS PROVIDED = 44 STALLS + 2 ADA STALLS LU1 ZONING PERMIT COVER SHEET CUT/FILL ESTIMATED QUANTITIES LU2 ZONING PERMIT SITE PLAN SITE CUT AND FILL QUANTITIES ARE CALCULATED FROM AVAILABLE INFORMATION PROJECT CONTACTS ? PROVIDED BY THE OWNER PRIOR TO CONSTRUCTION. ACTUAL QUANTITIES WILL L1.1 LANDSCAPING PLAN VARY. QUANTITIES SHOWN ARE FOR PERMITTING PURPOSES ONLY AND SHALL NOT BE USED FOR BIDDING. BIDDERS SHALL PERFORM THEIR OWN QUANTITY OWNER W L1.2 LANDSCAPING DETAILS TAKEOFFS. BOSSES & KINGS PROPERTY GROUP, LLC 500 CY: SITE CUT KATIE KING & BROOKE BOSERMAN U I w 500 S 1ST ST m, 2000 CY: SITE FILL (EXCLUDING SELECT SURFACING MATERIAL) MOUNT VERNON, WA 98273 N F (831) 277-0323 w co CO NTRACTOR W Er 3 mZ o a Q c� z Uof m a 2 CIVIL ENGINEER CC Q z ERIC SCOTT — PRINCIPAL G = Of E TERRAVISTA NW CONSULTING ENGINEERS m 3204 SMOKEY POINT DRIVE, SUITE 207 LLI w �' ARINGTON, WA 98223 Q (425) 422-0840 ERICS®TERRAVISTANW.COM o SURVEYOR z W Z a BRIAN DEBOER � BENCHMARK SURVEYING, LLC z a 11915 44TH DRIVE SE O w EVERETT, WA 98208 e (206) 459-7010 N a CESCL U TBDL JOB NO. 230808 SW 14 T31 N R 5E r m i I I M I <s 0 voIn E PARCEL#31051400204400 ARUNGTON, W DIRT/x S STARTING POINT Fd Z Ilk DIMENSIONAL LAYOUT \, 1; I 1 .72' ——— 86' \ 22. 0\ o S87'56'l9" 296.04' — — — — —— ��\ �' Ta \' ---- C O Z �a NA E E. BACK OF CURB BLDG IS PARALLEL WITH 25 \ 1 \� EME \ C3 NORTH PROPERTY LINE \ s \ \ \ 0 E N N \ \ 20' EMERGENCY ACCESS EASEMENT b U , f v UTILITY EASEMENT l\\ I E \C R\ \ = e V.W WIDTH VARIES Pi FUTURE \ 20' PROPOSED L--� BLDG n BLDG 15 ARCEL# 31051400204300 GTIL 'EASEgEN- \ PARCEL#31051400201800 ARLINGTON, WA. ER BSPJI 7301 197TH PL NE it (64,701 SQ. FT.) ARLINGTON,WA. I Y" I ' '1� r C 20' EMERGENCY tio��,SS Qtiti \ \� '? �C W ACCESS EASEMENT ral�alS�' h0� 100.5' N — f 'X IC C nth �� I 4 +a+ 3 ALIGN CURB � .S� N x 3 /,T 4" WIDE RED 3w z. C I ] C .as STRIPE 56.18' r � rty 1Fy11 I Z I � 71 0 N o I m I w � S87'56'19"E 337.49' y SSMH RIM=145.31 \` �� // 1µ� ------_--1M--------- E ? 0 a f CHAN 8'PVC(SW/SE/N) —13 z 7.55 PARCEL#31051400204200 ' I � 1 =13 I / _ ARLINGTON,WA. I o �/WEWS ------—-------- I N I I j 3 y I ml I ,N I I N I I I I w0) : 3 � LOT C LU m Z 0 (n ~ Of a L 00 " Of w � E J d N � > M Z o 0 20 40 Z W z a � r Q Scale in Feet 0 w N E N LU2 JOB NO. 230808 d A PORTION OF SW14 T31 N R05E } I aw 0 20 40 m s'1s^ w Scale in Feet W W W + + W W W W W \ z W + + + W W W+ W+ +W d+ NOTES: s 1. PLACE A MINIMUM OF 6" TOPSOIL IN ALL PLANTING BEDS, EXCEPT FOR BIOFILTRATION. PLANTING SOIL MIX FOR BACKFILL uj a FOR ALL TREES, SHRUBS AND GROUNDCOVER SHALL BE MIXTURE W W W W W W W OF 2/3 TOPSOIL AND 1/3 ORGANIC MATTER, OR COMMERCIALLY > W W + W W W W AVAILABLE 3-WAY TOPSOIL + + + `+ + + + + + \ 2. PLANTING AND TOPSOIL STANDARDS SHALL MEET CITY OF + W W W ARLINGTON CODE. z W + + + + + + PROPOSED FUTU R�W W W NOT.PROPOSE4 + BLDG \ r" 3. CONTRACTOR SHALL FOLLOW STANDARDS FOR NURSERY STOCK +WITH THIS W 10,488 SF I ,• «h+ z AND THE ANI "AMERICAN STANDARDS FOR NURSERY STOCK. SUBMITPAL+ ++ W+ W+ W W LIMITS OF N\N 4. PLAN SHALL BE FOLLOWED. NO SUBSTITUTIONS SHALL BE MADE o x PARCEL# 31 051 400 204 3 TAPROOM WITHOUT THE APPROVAL OF THE GENERAL CONTRACTOR. x + ARLINGTON, WA (1,724 SF) 5. ALL PLANT PITS SHALL BE INSPECTED TO INSURE PROPER PARCELS 31051 400 201 80 .� �, , + + ,� 7301 197TH PL NE + +• +• �. �, �, W (64,701 SQ. FT. I "'u C ARLINGTON,WA. W W W "'W `�'W + W + + >1 DRAINAGE. N + W + L r y 6. SUBCONTRACTOR SHALL PLACE UNIFORM 2" MULCH OVER W W Cj +�1+ W +W .� PROPERLY CLEANED AND GRADED PLANT BEDS. K W ti 7. ALL TREES SHALL HAVE 24" PLASTIC ROOT BARRIER PLACED W W W �' 6�ti+ BETWEEN THE ROOT BALL AND CURBING, PAVEMENT, OR "o ��+W W W ttt" I d SIDEWALKS. ry W W ;.1.3`Yti.`j?r„r 1 s j? 8. OWNER WILL SELF-WATER TREES AND PLANTS FOR ESTABLISHMENT. �d3ryadi I � q h «,t,+ 0 e ` .ate;• PLANT SCHEDULE D o ACER PLATANOIDES 'COLUMNARE' - COLUMNAR NORWAY MAPLE 2" CALIPER (8) LLJ 04 ACER PLATANOIDES 'CRIMSON SENTRY' - CRIMSON SENTRY MAPLE 2" CALIPER (7) ro LLJ a) 3 m z � o TILIA CORDATA - LITTLE LEAF LINDEN 2" CALIPER (21) z AMC 20.76.130 SHADING CALCULATIONS z ~ a PARKING AREA = 19,889 SF J Q L o THUJA OCCIDENTALIS 'EMERALD GREEN' - EMERALD GREEN ARBORVITAE 5 GAL (35) TREE SHADING = 3,980 SF 3,980 SF / 19,889 SF = 20.0% SHADING (20% REQUIRED) w LLJ ACER CIRCINATUM - VINE MAPLE 2 GAL (38) Q Q CU CC o Lu ® RHODODENDRON 'JEAN MARIE' - JEAN MARIE RHODODENDRON 2 GAL (68) LANDSCAPING AREA Cl) FRONTAGE/NORTH AREA = 5,986 SF z 2 a SOUTH AREA = 3,807 SF Know what's below. Q LLi O MAHONIA AQUIFOLIUM - OREGON GRAPE 2 GAL (76) WEST AREA 1,993 SF Call before you dig. J = CITY OF ARLINGTON PERCENTAGE OF TOTAL LOT LANDSCAPED = 11786/64701 = 18.2% CONSTRUCTION DRAWING APPROVAL Ll 1ARCTOSTAPHYLOS UVA-URSI - KINNIKINNIK (24" SPACING) 4" POTS (AS REQ'D) THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED ■ 1 PER THE CONDITIONS ON THE TITLE SHEET. BY: Development Services Manager JOB NO. GRASS — LAWN (AS REQ'D) DATE: THIS APPROVAL VALID FOR 18 MONTHS 230808 A PORTION OF SW14 T31 N R05E } m Z r. N K JIN 0 8 a a Q O s 4 Z MEDIUM HEIGHT TREES LOWER BRANCHES N 7' MEDIUM TREES (35'-50' HT.) SEE APPROVED LIST HT. ABOVE BIKE LANE AND SIDEWALK, 14' HT. LARGE TREES (50' HT. AND 11 36" 24" ABOVE TRAFFIC LANE LARGER) '36"FOR LARGE TREES Q LOW SHRUBS, LAWN, OR 24"FOR MEDIUM TREES X LOW SHRUBS, LAWN, 0 GROUNDCOVER (24" HT. GROUNDCOVER (24"AND LESS) x AND LESS) y e CURB N SIDEWALK 'U CU { y a SIDEWALK G02 (0 e C P 24" DEPTH TYPE ' TYPE BPTH B TOPSOIL V,j y� y '' TOPSOIL F mG= b t1l S Liy a DEPTH, 1200FEEfRRBOTHI SIDES, U ROOTBARRIER 18 ; ty Y d S DEPTH 15' LONG, 6" a FROM SIDEWALK C RO SIDEWALK/ROADWAY aIMPROVEMENTS. o r„ COMPACTED NATIVE (SIDEWALK SIDE ONLY) i U) SOIL y COMPACTED NATIVE SOIL - TRAFFIC LANES BIKE LANE 4.5 PLANTING STRIP 5' MIN. SIDEWALK TRAFFIC LANES BIKE LANE 5' MIN. SIDEWALK 4.5' MIN. L y d Im n i+xy MEDIUM AND LARGE TREES BEHIND SIDEWALK C �, uj ti N � C1 ti�h2 \ he v •n�®O N a a W MEDIUM TREES(35'-50' HT.) > N LARGE TREES(50' HT.AND LARGER) 00 36"FOR LARGE TREES W Of LOW SHRUBS,LAWN,OR 24"FOR MEDIUM TREES GROUNDCOVER(24"AND LESS) M� % W Z rA CURB V) ~U' T g SIDEWALK '— J 'Fy3 9 t 11 24"DEPTH Z Q TYPE L.LI TOPSOIL Q L m ROOTBA� 18"DEPTH y d" 15'LONG, 6'FROM SIDEWALK tv (SIDEWALK SIDE ONLY) LIB :-7 o COMPACTED NATIVE SOIL tx rc J C T&WIC LANES BIKE LANE 5' MIN. SIDEWALK 4.5'MIN. , Q U fr Z 0 MEDIUM AND LARGE TREES BEHIND SIDEWALK C/) /w Z 0 P1 J Q =garsbelow Qz w o A� Call before you dig. J °' CITY OF ARLINGTON CONSTRUCTION DRAWING APPROVAL THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED L1 .2 PER THE CONDITIONS ON THE TITLE SHEET. BY, Development Services Manager r23�0808j . DATE: THIS APPROVAL VALID FOR 18 MONTHS DESIGN CRITERIA REINFORCING STEEL WOOD SHEATHING SHOP DRAWINGS AND SUBMITTALS ABBREVIATIONS: oww� A.BOLT ANCHOR BOLT CODE. INTERNATIONAL BUILDING CODE-2018 EDITION 1. REFERENCE STANDARDS.,ACT"DETAIL MANUAP AND CRSI MANUAL OF STANDARD PRACTICE. 1. ROOF SHEATHING.MINIMUM THICKNESS PER PLAN.APA RATED,EXP-1 RATING,EDGE SEALED PANELS 1. SUBMIT LAYOUT DRAWINGS IN POE FORMAT FOR REVIEW OF. ADD'L ADDITIONAL a o ROOF. 25 PSF CONFORMING TO INDENTIFICATION INDEX 32116 FOR SLOPES GREATER THAN 3112 AND 40120 FOR A. REINFORCING STEEL A.EF ABOVE FINISH FLOOR m FLOORS: 2. MATERIALS: SLOPES 3112AND LESS.PROVIDE MINIMUM 118"CLEAR BETWEEN PANELS TOALLOW FOR EXPANSION B. STEEL AWNING ALT ALTERNATE u, o MEZZANINE/MECHANICAL 125 PSF NAIL 6INCHES ON CENTER ALONG EDGES AND 121NCHES ON CENTER A T INTERMEDIATE SUPPORTS, APPROX APPROXIMATE A. REINFORCING STEEL AS7MA615,GRADE 60 d WIND. UNLESS NOTED OTHERWISE USE 8d COMMON NAILS. 2. SUBMIT SPECIFICATIONS IN PDF FORMAT FOR REVIEW OF ARCH ARCHITECTURAL o h B. WELDED WIRE REINFORCING:ASTMA82AND A785,Fy=75 KSI BLKG BLOCKING BASIC WIND SPEED 100 MPH A. CONCRETE DESIGN MIX EXPOSURE B 2. FLOOR SHEATHING.MINIMUM THICKNESS PER PLAN.APA RATED STURD-I-FLOOR,EXP-1 RATING, B. CONCRETE INSERTS BM BEAM o'6 3. LAP CONTINUOUS REINFORCING BARS PER REQUIREMENTS LISTED BELOW,UNLESS NOTED B.O.O. BOTTOM OF OPENING a � TOPOGRAPHICAL FACTOR,Kzt 1.0 TONGUE AND GROOVE EDGES CONFORMING TO IDENTIFICATION INDEX 48/24.PROVIDE MINIMUM 118" s LL w w SEISMIC: OTHERWISE.PROVIDE CORNER BARS OR HOOKS BARS(90 OR 180 DEGREE)AT THE END DEAL[ CLEAR BETWEEN PANELS TO ALLOW FOR EXPANSION.NAIL AND GLUE SUPPORTS.GLUEADHESIVE SPECIAL INSPECTIONS BIM BOTTOM z HORIZONTAL REINFORCEMENT IN WALLS.REFER TO NOTE 6 FOR BEND REQUIREMENTS. BRG BEARING m o z o SPECTRAL RESPONSEACCELERATION,Ss 1.042 IS TO CONFORM TOAPA SPECIFICATIONAFG-01.NAIL 6INCHES ON CENTER ALONG EDGESAND 12 BTW BETWEEN i r= SPECTRAL RESPONSEACCELERATION,SI 0.372 BAR SIZE MIN.LAP LENGTH INCHES ON CENTERAT INTERMEDIATE SUPPORTS,UNLESS NOTED OTHERWISE.USE 10d COMMON 1. SPECIAL INSPECTIONSARE TO BE PERFORMED BYINDEPENDENT,JURISDICTIONALLYAPPROVED CLR CLEAR o qg SPECTRAL RESPONSEACCELERATION,,Sds 0.843 #4 2'-6" NAILS. AGENCYINACCORDANCE WITH IBC SECTION 1703 AND PROVIDE THE DUTIES AND RESPONSIBILITIES CMU CONCRETE MASONRYUNIT SPECTRAL RESPONSEACCELERATION,Shc 0.478 LAYOUT PANELS AS INDICATED IN SECTION 1704. COL COLUMN a o #5 3'-0' z LL SOIL SITE CLASS.Fa 1.200 PERPENDICULAR CONC CONCRETE o SOIL SITE CLASS,Fv 1.928 #6 4'-6" STAGGER PANEL TO FRAMING,T)P. COND CONDITION 2. A CERTIFICATE OF SATISFACTORYCOMPLETION OFWORKREQUIRING SPECIAL INSPECTION MUST BE o s PANEL EDGE NAILING JOINTS,TIP. CONN CONNECTION 'a SEISMIC DESIGN CATEGORY D COMPLETED AND SUBMITTED TO THE BUILDING OFFICIAL UPON COMPLETION OF PROJECT. W'a 4. REINFORCEMENT COVER: AT DIAPHRAGM SEISMIC DESIGN(WOOD LEVELS): CONST CONSTRUCTION o w FOOTINGS 3INCHES TO EARTH PERIMETER CONE CONTINUOUS RESPONSE MODIFICATION FACTOR,R 4.0(COLD FORMED STEEL STUD WALLS Wl 21NCHES TO FORMED SURFACE -- _ - 3. SPECIAL INSPECTION IS NOT A SUBSTITUTE FOR INSPECTION BYA JURISDICTIONAL INSPECTOR. DBL DOUBLE z '�-�' o o FLAT STRAP BRACING) - - _ = - g e= o w w SLABS 21NCHES TO EARTH _ DIA DIAMETER �., REDUNDANCYFACTOR 1.0 - - 4. THE SPECIAL INSPECTIONS REQUIRED FOR THIS PROJECTAREAS NOTED IN THE SUMMARYOF DIM DIMENSION w g a o w FORMED SURFACE. STEEL BUILDING REACTIONS AND DESIGN. E o SPECIAL INSPECTION. DL DEAD LOAD K w EXTERIOR FACE *2 INCHES,#5lTARAND SMALLER 64 EACH EDG NAIL G IN - - EF EACH FACE g=J 21NCHES,#6 BARAND LARGER E - - JOB SITE SAFETY < _ A SUPP ELEV ELEVATION AT LL DRIED THE FOUNDATION DESIGN IS BASED ON THE STEEL BUILDING REACTIONS AS SPECIFIED IN THE ENGINEERED INTERIOR FACE 3/4 INCHES FOR SLABS AND WALLS - ¢ 3 CALCULATIONS BY STAR BUILDING SYSTEMS,DATED JANUARY 18,2024. PANEL EDGES EN EDGE NAILING c o N 1/z INCHES FOR BEAMS AND COLUMNS _ THE ENGINEER HAS NOT BEEN RETAINED OR COMPENSATED TO PROVIDE DESIGN AND/OR CONSTRUCTION EQ EQUAL FIELD NAILINGPANEL EDGE REVIEW SERVICES RELATED TO THE CONTRACTOR'S SAFETYPRECAUTIONS OR TO MEANS,METHODS, EQUIP EQUIPMENT z THE DESIGN OF THE BUILDING HAS NOTBEEN REVIEWED BYDCG WATERSHED. 5. REINFORCING STEEL A615 MAYNOTBE WELDED TO OTHER STEEL ELEMENTS.(AC/318-1426.6.4.1) ATINTERMED14TE - - NAIUNGAT TECHNIQUES OR PROCEDURES FOR THE CONTRACTOR TO PERFORM THE WORK THE UNDERTAKING OF ES EACHSIDE SUPPORTS,7YP - ALL PANEL PERIODIC SITE VISITS BY THE ENGINEER SHALL NOTBE CONSTRUEDAS SUPERVISION OFACTUAL EXIST EXISTING Z GENERAL CONDITIONS 6. REINFORCING STEEL BENDS AND HOOKS TOMEETACIREQUIREMENIS(PER 25.3.2). EDGES CONSTRUC TION NOR MAKE HIM RESPONSIBLE FOR PRO VIDING A SAFE PLA CE FOR THE PERFORMANCE OF EXT EXTERIOR BLOCKED THE WORK BY THE CONTRACTOR,SUB-CONTRACTOR OR ANY PERSON ON THE SITE. ED FLOOR DRAIN m d o DIAPHRAGM FDN FOUNDATION 1. THE CONTRACTOR SHALL VERIFYAND REVIEW ALL ITEMS WITHIN THE DRAWINGS PRIOR TO Ob-BAR DIAMETER PROCEEDING WITH THE WORK NOTIFY THE ENGINEERIARCHITECT IMMEDIA TELY WITH ANY 135' IFNO7ED IF FINISHFLOOR a - DISCREPANCIES. END PER PLAN FG FINISH GRADE III c® UNBLOCKED FLER FLUSH FRAMED W ° DIAPHRAGM FLAT2X4 BLKG AT HR FLOOR = 2. IFA SPECIFIC DETAIL IS NOT SHOWN FORANYPART OF THE WORK,THE CONSTRUCTION SHALL BE THE iMAX. ? TYP,U.N.O. ALL UNSUPPORTED FT FEET SAME AS FOR SIMILAR WORK PANEL EDGES FIG FOOTING 6 Q n o ROOFIFLOOR DIAPHRAGM NAILING FRT FIRE RETARDANT TREATED 3. DIMENSIONS ARE NOT TO BE SCALED FROM THE PLANS,SECTIONS,OR DETAILS WITHIN THE 3. WOOD SHEARWALL SHEATHING.MINIMUM THICKNESS PER PLAN.PLYWOOD OR OSBAPA RATED, FS FAR SIDE DRAWINGS. EXP-1 RATING.NAILING PER DRAWINGS. GA GAUGE LL MIN.BEND DIAMETER GALV GALVANIZED 4. THE CONTRACTOR SHALL BE SOLELYRESPONSIBLE FOR THE CONSTRUCTIONMEAN$METHODS, a FOR TIES AND STIRRUPS: GIB GLUE LAMINATED BEAM TECHNIQUES,SEQUENCE,AND PROCEDURES. D-6.Ob MECHANICAL HARDWARE CONNECTORS HDR HEADER HGR HANGERa ` - 1. ALL MECHANICAL HARDWARE USED FOR CONNECTIONS ARE TO BE MANUFACTURED BYSIMPSON HORIZ HORIZONTAL .°' E x 5. ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE REFERENCED BUILDING ANDALL 90" HT HEIGHT iv= > STRONG TIE OR EQUIVALENT HAVING A CAPACITYGREATER THAN OR EQUAL. > OTHER REGULATINGAGENCIES IXERCISINGAUTHORITYOVERANYPORTION OF THE WORK 6p' BEND I.F. INSIDEFACE i2 a 12/46 FOR#6 THRU#8 o =' 3"MIN. IN INCH ALL MECHANICAL CONNECTORS USED WITH PRESSURE TREATED WOOD ARE TO HAVEA ZINC 6. SPECIFIC NOTESAND DETAILS IN THE DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL NOTES 2. LL LIVE LOAD N y LL AND SPECIFICATIONS. OFFSET FOR STIRRUPS&TIES z FINISH UNLESS NOTED OTHERWISEON THEPLANS. MAX MAXIMUM m g o MECH MECHANICAL 23 7. NOTIFY THE ENGINEER OFALL CHANGES MADE IN THE FIELD PRIOR TO INSTALLATION. //�' 3. FASTENERSARE TO MATCH MANUFACTURER'S SPECIFICATION,ALWAYS USE HIGHEST CAPACITY MFR MANUFACTURER P q Ip 180° REQUIREMENTS. FASTENERS USED WITHZINC COATFINISH CONNECTORS ARE TO BE MIN MINIMUM p s BEND HOT-DIPPEDGALVANIZEDCONFORMINGTOASTMA153. FILL ALL HOLES WITH FASTENERS AND MISC MISCELLANEOUS h i FOUNDATION 1� 90, NS NEARSIDE Ed 1 ,L�BEND DO NOT OVER DRIVE. NTS NOT TO SCALE 031 02 4O6 or MIN.BEND DIAMETER O.C. ON CENTER aP"qL 1. FOUNDATION DESIGN PARAMETERS PER GE07ECHNIC4L REPORT BYGEOTEST,INC. 2/KgIN FOR REINFBARS.' 4. THROUGH BOLTFASTENERS ARE TO BE MACHINE BOLTS CONFORMING TOASTM STANDARDA307, PARA PARALLEL TUggLEN�oo � DATED NOVEMBER 14,2023.' FOR REINF.BARS D-6'0 GRADEA. NUTS USED WITH THROUGH BOLTS,THREADED RODS AND ANCHOR BOLTS SHALL BE PERP PERPENDICULAR SSS/ONAL AT LEAST FLUSH WITH THE TOP OF NUT. PSF POUNDS PER SQUARE FOOT 5 A.IBC SOIL SHE CLASSIFICATION............................D STRUCTURAL STEEL PSI POUNDS PER SQUARE INCH 5. JOISTS AND BEAMS SHALL BEAR FULLY ON THE CONNECTOR SEATAND THE GAP BETWEEN PT PRESSURE TREATED B.FOOTING BEARING PRESSURE...........................2,000 PSF 1. REFERENCE STANDARDS:LATEST EDITION OF THEAISC"CODE OF STANDARD PRACTICE FOR STEEL MEMBERS SHALL NOT EXCEED 1/8". RAP RAMMED AGGREGATE PIER BUILDINGSAND BRIDGES". REINF REINFORCING C.LATERAL EARTH PRESSURE.., REQ'D REQUIRED SCHD SCHEDULE .ACTIVE......................................................35 PCF 2. MATERIALS: SEC SECTION . PASSIVE...................................................55 PCF BOLTS., SF SQUARE FEET W . COEFFICIENTOFFRICTION........................0.35 STEEL TO WOOD -ASTMA307 SIM SIMILAR STEEL TO STEEL -ASTMA325 SPEC SPECIFICATIONS 2. SUBGRADE PREPARATION,DRAINAGE PRO VISIONS AND OTHER RELEVANTSOIL CONSIDERATIONSARE STEEL TO CONCRETE -HE4VYHEXHE4DASTMFI554 GR.36 STD STANDARD TO BEINACCORDANCE WITH THE GEOIECHNICAL REPORT WOOD TO CONCRETE -ASTM F1554 GR.36 STL STEEL W SHAPES: -ASTMA992(Fy=50,000 PSI) STRUCT STRUCTURAL 3. ALL FOUNDATIONS ARE TO BEAR ON COMPETENT NA SW SHEARWALL TIVE SOILS OR COMPACTED STRUCTURAL FILL. TUBE STEEL. THRU THROUGH STRUCTURAL FILL IS TO BE COMPACTED TO 95%DENSITYPER ASTM D-1557. SQIRECT -ASTMA500-10,GR4DEB(Fy=46,000 PSIMIN) TOC TOP OF CONCRETE ROUND -ASTMA500-10,GRADEB(Fy=42,000 PSIMIN) TOF TOP OF FOOTING CONCRETE ALL OTHER STEEL: -ASTMA36(Fy-36,000 PSI) TO.O. TOP OF OPENING TOS TOP OF STEEL �r 1. REFERENCE STANDARDS.,ACI-301 AND ACI-318. STRUCTURAL STEEL WELDING TOW TOP OF WALL h'e IS TUBESTEEL m qw 2. MINIMUM CONCRETE STRENGTH AT28 DAYS:2,500 PSI(5%SACK MIX) 1. CONFORM TO THEAWS CODES DI.I AND DI.3.USE ONLY STATE CERTIFIED WELDERS. Typ TYPICAL U.N.O. UNLESS NOTED OTHERWISE Q °O VERT VERTICAL = rn 3. THE WATERICEMENT RATIO SHALL NOT EXCEED:0.5(BY WEIGHT) 2. USE DRYE70 ELECTRODES. c W/ WITH W in M WF WIDE FLANGE 4. AGGREGATE GRADING SHALL COMPL Y WITH AA SHTO#5 7 GRADATION OR BETTER.FOR TLAND CEMENT 3. WELDS ARE TO BE%INCH CONTINUOUS FILLET WELDS UNLESS NOTED OTHERWISE IN THE WHS WELDED HEADED STUD Q w z SHALL CONFORM TO ASTM C-150,TYPE IL DRAWINGS. SUMMARY OF SPECIAL INSPECTION WTS WELDED THREADED STUD o WT WEIGHT 5. COMPLY WITHACI-301 FOR MIXING.DO NOTEXCEED THEAMOUNT OF WATER SPECIFIED IN THE CONCRETE OR MASONRYANCHORS ITEM INSPECTION REQUIRED REMARK WWR WELDED WIRE REINFORCING W z z z m APPROVED MIX PROPORTIONS OFAGGREGATE TO CEMENT SHALL BE SUCHAS TO PRODUCEA DENSE VERIFYMATERIAL BELOW FOOTING FOR DESIGN BEARING CAPACITY,,PERIODIC INSPECTION C�C O O r 3 G an anWORKABLE MIX WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESSIVE FREE SURFACE 4a 1. MECHANICAL ANCHORSARE TO BE EITHER SIMPSON STRONG-BOLT20R SIMPSON MEN HD GRADINGAND VERIFYIXCAVATION TO PROPER DEPTH;PERIODIC INSPECTION z z aw o WATER. ANCHORS.ANCHOR SIZEAND EMBEDMENTISAS SPECIFIED ON THE DRAWINGS OR IN THE FIELD. EXCAVATION REFER TO GEOTECHNICAL REPORT �J,J VERIFYUSE OF PROPER MATERIALS,DENSITIESAND LIFT THICKNESS DURING PLACEMENTAND COMPACTION OF FILL; ax CONTINUOUS INSPECTION W H 6. COMPLY WITHACI-301 FOR PLACEMENT.PROVIDE %INCH CHAMFER AT ALL EXPOSED CONCRETE 2. EPDXY FOR THREADED RODS OR REBAR INTO CONCRETE IS TO BE SIMPSON SET-3G.EPDXY FOR of EDGES,UNLESS INDICATED OTHERWISE IN THE DRAWINGS. THREADED RODS OR REBAR INTO SOLID MASONRY IS TO BE SIMPSON SET.ROD OR REBAR SIZE AND VERIFY MIX DESIGN SUPPLIED MEEI5APPROVED MIX DESIGN;PERIODIC INSPECTION REFER TO STAMPED MIX DESIGN BYDCG w 5, EMBEDMENT IS AS SPECIFIED ON THE ORA WINGS OR IN THE FIELD. CONCRETE PLA CEMENT OF CONCRETE,INCLUDESVERIFYING SLUMP AND AIR CONTENT TES IS,CONTINUOUS INSPECTION REFER TODRA WINGS,NOT REQUIRED FOR SITE-WORK CONCRETE SHEET INDEX PERMIT SUBMITTAL W o 7. MAXIMUM SLUMP TO BE 4 1'TYPICAL.DO NOTADD WA TER TO THE MIX TO INCREASE SLUMP. VERIFYANCHOR ROLISARE PLACED AND TIED PROPERLY,CONTINUOUS INSPECTION REFER TO DRAWINGS SI -GENERAL NOTES <� MAXIMUM SLUMP MAYBE INCREASED BY P IF THE SLUMP IS TESTED DIRECTLYFROM THE TRUCK COLD FORMED METAL STEEL STUD S7.1 -GENERAL NOTES(CONT) PRIOR TO BEING PUMPED INTO PLACE REINFORCING VERIFYPLACEMENT,COVER AND BAR SIZE,PERIODIC INSPECTION REFER TO DRAWINGS S2 -FOUNDATION PLAN v STEEL VERIFYGRADE,PERIODIC INSPECTION ASTMA615,GRADE 60 S3 -CEILING FRAMING PLAN GENERAL NOTES 1. REFERENCE STANDARDS:AISI"SPECIFICATIONS FOR THE DESIGN OFCOLD-FORMED STEEL 8. ACCELERATED SET OR HIGH EARLYSTRENGTH MAYBEACHIEVED BYUSING APPROVEDAOMIX7URES. S4 -FOUNDATION DETAILS s y STRUCTURAL MEMBERS". EPDX S5 -FRAMING DETAILS MECHANICAL AL VERIFYINSTALIATIONSIZEAND DEPTH,CONTINUOUS INSPECTION REFER TO DRAWINGS OR FIELD DIRECTIVES 9. COMPLY WITHACI-305R FOR PLACEMENTIN HOT WEATHER AND ACI-306R FOR PLACEMENTIN COLD WEATHER. 2 MEMBER AND ACCESSORY SIZES AND SECTION PROPERTIES PER PLAN ANCHORS z 3 W 10. REFER TO ARCHITECTURAL DRAWINGS FOR CONCRETE FINISH.ALL EXPOSED CONCRETE IS TO HAVEA 3. ALL MEMBERSANDACCESSORIESARE TOHAVEA YIELD STRESS OF33KSL FRAMINGMEMBERSOF 54 MIL THICKNESS OR GREATER TO HAVEA YIELD STRESS OF 50 KSI,U.N.O. DATE' 03I05I2024 CLASS FINISH. PLAN NUMBER: 6 11. PROWDEAIRENTRAINMENTOF5%±1.5%FORALL CONCRETEEXPOSED TO WEATHER. 4, EXTERIOR STUDSARE TOHAVECOMPLETE,LEVELAND UNIFORMBEARINGIN THEBOTTOM H TRACK 1 O U �Z �K woo= O o O O mo= I I I I Q Q w<d soh SIM 1 S84 I S ---- --------------------- I S64 I o�o"'o�wo wwsi o - �I :: -- ------- ------I--------------- ----------- --------------------- ------------ __1 EXTEND FOOTING FOR-? c�o FUTUREADDITION TYPICAL 6..SLAB-ON-GRADE z li Wl#4 AT 18"O.C.OR EQUIVALENT FIBER REINF w o OVER MOISTURE BARRIER _x I I I I I I I NZQw AND SUB-GRADE PER GEOTECHNICAL REPORT I I I I I i I I I I I I I Q k H j O I I I I I I II II OO �p 3 I I I I I i r doom I I I I I I II li SlHDU4 z 1 li III l li PER 16/SS o o E HATCHINDICATES III 10"-12"SLAB 7 III 7 SIM ICI I 6 ,_0� o; DESIGN 70 BE FINALIZED S9 li S4 S4 S4 0 _ I I z I li I I WITHBREWERYEQUIPMEM . III L------ -------I M Jtm W 1 ,l ''I li i li I i li li li I S4 li - � II III i lil I DR li li k U I III I I II I I I II I I I I II I I I I II I I I I I II I I I I - Jam;--- --- -----�------ Q I I I IM 6 S/,I 9 I -0^ 54 S4 h r--- r---------- � \ N E x li lil li S4 'L c c AQ I I I I I I I I I I � 9 I I I I I I I I I I I I I I I I I I I I I I li S4 li Q� _____J L_________________� L___� L_______ _____J I I I I I I r____________ ----- ___ ______ _------ L-� s 9 II , yp i li li Q% 031 p2 as 3 SlHDU4 I i i h�c�h, aP rqL i z ��'��2 RALE C� PER 16/S5 i; Q.�1\ ,ohs/ li li li i li Q� ONAL r_ 2'_0" 6 S 7 i � IL 5 q lil S4 lil - to 4`L I I I I i 5 li II i A�� e i lil lil i S4 II i i C�h4 c I I I I o I I II II �LL TYP 9 I II I I S4 I I I I 7ypA7 10 I I PiMISINGWALL S4 3� III i II III II I h m I II I II i 'I I I r H Gy� I i l l I I II I ------------------------J m � 2 I W � FOUNDATION NOTES. EXTEND FOOTING FOR S4 ¢ Q m o FUTUREADDITION > 1. PROVIDEFOOTINGDRAINAROUNDPERIMETEROFBUILDINGS. O O v z z w H o 2. FOOTINGSARE TO BEAR ON COMPETENT NATIVE SOIL OR STRUCTURAL FILL CAPABLE OF SUPPOR77NG THEALLOWABLE BEARING PRESSURE OF 2,000 PSF. ¢ ¢ a �o c 3. PROVIDEA MATCHING SIZE CORNER BAR INALL FOOTINGSAND GRADE BEAMS FOR EACH HORIZONTAL BAR AT CORNERSAND INTERSECTIONS,UNLESS NOTED OTHERWISE IAPPERSCHEDULEONS7. a PERMIT SUBMITTALFOU FOUNDATION DLAA 0 4. PROVIDE SAWCUT JOINTS A712'-6"O.C.MAX.SLAB SAWCUT PANELS TO BEND MORE THAN 1:1.5ASPECT RATIO. S2 SCALE 1/8"=1'-0" CONTRACTOR TO COORDINATE CONTROL AND SAWCUT JOINTS WITHARCH17ECT AND STRUCTURAL ENGINEER PRIOR TO `v c POUR. F 5. ALL ANCHOR BOLTS TO BE F7554 GR.36 STEEL,MATCH METAL BUILDING MANUFACTURER SIZESAND SPACING. FOUNDATION PLAN y INSTALL PER MANUFACTURER SPECIFICATIONS. FOOTING SCHEDULE W 6. AT WINDOWIDOOREMBED ENTINTOAMB THE THICKENED OF FOOTING. ANCHOR BOLTLSWISIM MATCHT DETAILS R MARK SIZE THICKNESS REINFORCING MINIMUM EMBEDMENT INTO THE THICKENED EDGE SLAB FOOTING.ANCHOR BOLT PAYOUT TO MATCH DETAILS FROM PRE-ENGINEERED METAL BUILDING DRAWINGS BYSTAR BUILDING SYSTEMS,DATES JANUARY 18,2026. a W Fz 2'-0^sQ 10" (3)#4IAWAY OATS. 03/0512024 7. REFER TO S3 FOR HDUAND SHEARWALL LOCATIONS. PLAN NUMBER: a 2 o� �z woo= O o O O mo= I I I I Q Q w<d soh �oww mom .. .. wam N I L........... L w o w I I I I W s ooz K ¢K r O — m O gi w \l o MEZZ ` 00-54 GI.5OFRAMING 1 rn 3 In _.. 8005200-54 O 50 KSI THING O.C. 1 @ o "S R FLOOR SHEATHING SS _ w AND#8x1%4'SCREWSAT 6"O.C.AT PANEL EDGES � d � AND 12"O.C.IN THE FIELD W 9 (DESIGNFOR 125PSFLIUELOAD) n V P Q - - o HI H LL 6 0 o N � S5 S5 I o = a HI 7 N y LL I i p0 D \ / WOOD AWNING ROOF FRAMING 1 F A sc i 2x8 RAFTERSAT 24"O.0 ° y a li 13-0"MIN. SS W/5%"ROOF SHEATHING AND 10dAT 6"O.C.EDGE NAIIJNG p2 AWNING PER PEMB MFR EXTEND DEMISING 03�mrgL <6 3z WALL UP TO ROOF o,�, cr�RALEN� li w FS3/ONAL fNV\ � 14 5 COOLERICOLDSTORAGE S5 to _ I BYOTHERS � 6 HIGH a o S5 HIGH 1 \ S5 o I I m HATCH INDICATES \ / DEMISING WALL LID FRAMING 60OS200-54 GR.50 KSI AT 16"O.C. 5 Wl%FLOOR SHEATHING - S5 AND#8x1Y4'SCREWS AT 6"O.C.AT PANEL EDGES 1 AND 12"0.C.IN THE FIELD SS (NO STORAGE) 5 5 g o SS S5 SS $w 2= m n W M � } N W z ss a m �> SS CD' CD, U h m 19 WALL LEGEND: STEEL CANOPY Z Z H LLl 0 1. 0 PARTIAL HEIGHT 60OS200-33 CFS STUDSAT 16"O.C. ~ ¢ ¢ a DEMISING WALL WITH LID. 2. FULL HEIGHT 800S20043 CFS STUDS AT 16"O.C. CEILING FRAMING PLAN PERMIT SUBMITTAL wY DEMISING WALL.BRACE TOP PER 6,1,AND 8/S5. S3 SCALE 1/8"=1'-0" <'? 3. METAL STRAP BRACE WALL PER 16/S5 WITH $0 60OS200-33 CFS STUDSAT 16"D.C. CEILING FRAMING sy �W FRAMING NOTES: PLAN 1. TYPICAL HEADER FRAMING PER DETAIL 10/S5. 2. STUD SPACING TO BE 16"D.C. onrE. 0310512024 o PLAN NUMBER: in 2=3 <a 3 o� �z MIN(4)1/4'9 OR 1"O F1554 GR.36 CENTER COLUMN ON FIG+/-1" CENTER COLUMN ON FTG z ANCHORS PER METAL BUILDING MIN(4)%O F1554 GR.36ANCHORS PE SEC STEEL FRAMEAND STEEL FRAMEAND _ MFR W x3 SD PLATE WASHER BLDG MFR W x3 SO PLATE WAS AND 3ii l BASE BYOTHERS l/a BASE BYOTHERS I MIN(4)/4®F7554 GR.36 ANCHORS o;3 z AND DBL NUT CAST-IN-PLACE, FULLY GROUTED 8"CMU WALL PER ARCH W/ DBL NUT CAST IN-PLACE,EMBED 9"MIN I GAP PER PEMB DWGS PER METAL BLD MFR W/%d'x3"SQ 22 a'a'w EMBED 18"MIN GRADE BEAM REINF a a 8 z 4"MIN FOR 3%0 #4VAT 24"O.0 EA WAY,(2)#4 AT TOP,AND FULLYGROUTED 8"CMU WALL PER ARCH Wl MIN 4 3" I PER 1/S4 OR 3/S4 GIRT PER METAL BLDG O/a 0 F7554 GR.36ANCHORS I PLATE WASHERAND DBL NUT z w?z GIRT PER METAL BLDG 5"MIN FOR 1%"0 RIGID INSULATON PER ARCH WHERE OCCURS #4VAT 24"O.0 EA WAY,(2)#4 AT TOP,AND PER METAL BLD MFR Wl%"x3"SQ i STEEL FRAMEAND CAST-IN-PLACE,EMBED 9"MIN STEEL FRAMEAND a s a w GRADE BEAM STIRRUPS MFR TIGHT TO CMU I m o LL MFR TIGHT TO CMU PROVIDE(3)#4© #6 EQ SPACED 4"MIN RIGID INSUlATON PER ARCH WHERE OCCURS PLATE WASHER AND DBL NUT III RASE BYOTHERS BASE BYOTHERS PER MTL BLDG MFR (1)EA SIDEANCHORS PER 1/S4 AND LONG.REINF PER 9/S4 PER MT[BLDG MFR 3'T' CAST-IN-PLACE,EMBED 9"MIN =<w o 11%4'TD 12//'MIN AND(1)BTWNANCHORS 11%4'MIN A (2)#4 TIES 44 I 4 MIN o w 8#4 L]AT 6"O.C. A AROUND ANCHOR BOLLS a CENTER UNDER COLUMN SEC (4)#6X70'-0"LONG W190 STIRRUP (8)#4 L]AT24"O.C. SEC a i e o DEG HODKPER S7 AT EDGE PER 1/S4 CENTER UNDER COLUMN g O III g BALANCE < " 24"O.C.OTHERWISE 0 3#5 CONT TOP BARS I o PER 3/S4 =LL z w (3)#4x8'-O"CENTERED GRADE BEAM REINF PER AND OR 3/S4 0 (2)#4x8'-0"CENTERED m m wm w "' ATANCHOR BOLTS g c� SLAB REINF PER PLAN I g SLAB REINF PER PLAN m o z ATANCHOR BOLTS III STIRRUPS 9/S4 CONT THRU FIG IYP - W/STD HOOKAT STIRRUPICI o o e w qg i%"CLR ANCHOR I Q m} FLOOR FLOOR FLOOR FLOOR TYPAT EDGES � BOLT PER � � � w�m a _ qg PEMB MFR 2 • qg qg z ¢o g CENTER GRADE BEAM 4 2'-0" (3)#4ATA.BOLTS ONANCHORBOLT �_ 777 - — PER 1/S4 OR 3/S9 GROUP CENTER - - 4 - -- 4 mSLABAT SIM SECTION " •- ` o 2'-0"MIN FTG REINF (3)#S CONT SECRONA SECTIONS m ti TOP BARS q'-0" M () 2'-0"MIN = (3)#5 CONT '-" EDGE OF SLAB BEYOND (3)BARS CS MINN 0 IN STIRRUP BARS 2 o o=w w EDGE OF CONT FTG BEYOND-1 #5 TRANS AT 12"O.C. 12"SLAB AT SIM SECTION 1 FOUNDATION SECTION a FOUNDATION SECTION 5 FOUNDATION SECTION m oo�a S4 SCALE 1/2"=i'-0" St1 SCALE 1/2"=i'-0" St1 SCALE 1/2"=1'-0" room e �ow o � z 1 u STEEL BLDG BYOTHERS i STEEL FRAME AND DEMISING o "L4 A.BOLT W/4"MIN EMBED OR%"14x4"TITEN I BASE BYOTHERS I f a — AT 48"D.C. I DEMISING WALLIX-BRACED WAL BRACED SHEARWALL SHE48W W � 800T750-43 BOTTOM TRACK FOR FULL HEIGHT WALLS PER PLAN CMU WALL WHERE SHFARWALL AND 600T150-44 FOR PARTIAL HEIGHT WALLS Wl SHOT 800TI50-03 BOTTOM TRACKFOR 3"MIN BASE CHANNEL PER METAL BLDG MFR UP PER S1 #5 AT EDGE BAANCE I BALANCE PINSAT 12"O.C.PER S7 OCCURS,BALANCE #8x?/"SCREW EA FULL HEIGHT WALL z PER 1/S4 i ADD'L REBAR PER 1/S9 PER 3/54 PER 1/S4 OR 3/S4 y I SIDE,EA STUD 600T75043 FOR PARTIAL HEIGHT _ AT SIM SECTION,12"SLAB ¢ H 12"MIN i NOT SHOWN FOR CLARITY T SIM SECTION,12"SLAB #8x%"SCREW EA SLAB ON GRADE PER PLAN WALLS SHOT NSAT 12" FLOORJ� EDGE OF FTG BEYOND ILLi FLO SIDE,FA STUD FLOOR J, PER SiWI PI FLOOR LL VSLAB REINF PER PLAN •I i • a g CONTINUE STIRRUPS — I _ AND TOPIBTM REINF ,-i H _ _ � ' H PAST EDGE OF FTG x m U-BAR TO MATCH SLAB REINF PROVIDE REBAR COUPLERS TIB m 77o BALANCE FTG PER iR PER PLAN AT TRENCH DRAIN FOR FUTURE BLDG EXPANSION T S4 OR 3/S4 WHERE PER PLAN OCCURS PER PLAN (�T) FOUNDATION SECTION (7) FOUNDATION SECTION FOUNDATION SECTION //'�q FOUNDATION SECTION 10 FOUNDATION SECTION P I° P t ' 4 SCALE 112"=1'-01. S4 SCALE 112"=1'-0" S[1 SCALE 112"=1'-0" S[1 SCALE 112"=1'-01. S[1 SCALE 112"=1'-01. D302 s q as 3z E, �O�LCTURAL FS3/ONAL ENG CPT44ZPOST RASE g POST PER PLAN Wl(2)5%0A.BOLT EMBED 7" %4'CHAMFER,1YP x 18"SQ CONC PLINTH SLAB WHERE OCCURS - ------------- (8)#4V ° r�i✓ a HOOKS INTO FTG �� �� (2�#4 TIES AT TOP g AND AT 12"O.C. a � a .�, PER PLAN o PER PLAN o� h m m 11 FOUNDATION SECTION = s St1 SCALE314"=P-0" 1 `W` o r � N SAW CUT JOINT PER PLAN Q J z w o' 'V'V •��V V/��/�A/V��% �!/�A�%V�/��/ PROVIDE JOINT SEALER I!1ySAWCUT j ATALL SAW CUTS LAB REINF PER PLAN W z h m � CONTINUEAT SAW CUT CD O CD CD /\/\ L u d HORIZ REINF PER / SAW CUT JOINT PERMIT SUBMITTAL PLANAND DETAa #5�0 w m W w AT 6"O.C. PROVIDEJOINTSEALER TION JOINT PER PLAN CONTROLCONSTRUC FOUNDATION o \\j PLATEDOWELS LAB REINF j ^" \/x %SLAB DEPTH STOPAT DETAILS BYOTHERS CONTROL JOINT \ \ \ \ � \ \ \ \ \ \ \ \ \ \ � \/\/\ DATE: 03/0512024 PLAN NUMBER: a CONTROL JOINT Lj o= ?S4 s CORNER REINFORCEMENT DETAIL 1s SAW CUT JOINT DETAIL S4 g SCALE 3/4"=i'-0" S4 SCALE 3/4"=1'-0" TOP TRACK DEMISING WALL WHERE DEMISING WELL WHERE PER PLAN OCCURS PER PLAN o z OCCURS PER PLAN #8x3/4'SCREW �„3 AT 6"O.C. a #8x3/4'SCREW zz FLOOR SCREWS PER PLAN LOOR SCREWS PER PLAN AT 6"O.C. FLOOR SCREWS PER PLAN ,14x4x6 m o LL #8X%"SCREW AT O 80OT200-54 GR.50 KSI BLKG FLOOR SHEATHING PER PLAN ll #11 JOISTIBLKG CREWS w< o #8X7/4 SCREW AT4"O.C. EA STUD FA SIDE FLOOR SHEATHING (3) EA SCREWS #8x3/4'SCREW INTO BLOCKING EA END FA BLOCK o"' PER PLAN TYP EA SIDE OF S137 NESTED STUD AT EA STUD o j o VERT STUD WEB BLKG SPLICE x THICKNESS EO TO FA SIDE W1(6)#8x?/"SCREWS TOP TRACK JOIST AT a mod' MATCHJOISTGA O O O ' EDGE 58 z mS.m 80OT200-54 GR.50 KSI RIM r' � ��� #7710,SCREW #BSTU SCREW 0 0 } 600T750-33 GR 33 KSI EA STUD,EA SIDE EA STUD,EA SIDE w m #8x'/"SCREW #8x3/4'SCREW VERT STUD3WEB BLKG —— - g o AT EA STUD WI(6)#8X/SCREWS "SCREW AT 6"O.C.,IYP ALIGN STUD Wl JOIST MATCH JOIST GA 600TI50-33 GR.33 KSI JOIST PER PLAN EA SIDE #8x3/"SCREW 8°OT200-54 GR.50 KSI FIAT STRAP X-BRACE 600T750-33 GR 33 KSI AT 6"O.C.,TYP AT 6/40.C.,TYP BLKGAT 48"O.C.ALIGN W1 SHEARWALL PER ALIGN STUD WI JOIST 0 w o PLAN AND 16/S5 STUD WALL TO BE BRACED AT STUD WALL TO BE BRACED STUDS _ �++ AT THIRD-POINTS PER 13/S5 > ti LL$ 3RD POINTS PER 13/S5 o w w STUD WALL TO BE BRACED AT o 3RD POINTS PER 13/S5 FLAT STRAP X-BRACE SHEARWALL w g ¢owe 1 MEZZANINE ROOF SECTION 2 MEZZANINE ROOF SECTION 3 TYPICAL TRACK SPLICE DETAIL PERPANAND 16/S5 5 MEZZANINE ROOF SECTION a oo3:a SJr SCALE 112"=1'-0" S5 SCALE 112"=1'-0" S5 SCALE I"=1'-0" S5 SCALE 1"=1'-0" #10 SCREW AT METAL BLDG ROOF e o #10 SCREW AT GIRTS AND METAL BLDG BLKG 60OS200-33 BIT 35 KSI " 8"O.C.EA SIDE���, MATCHING GAUGE T200 TRACK z 8"D.C.EA SIDE�-= BEAM RIM WI NESTED 60OT200-33 o E NESTED STUDS VERT STUD WEB BLKG _ ROOF NESTED STUDS NEW LADDER FRAMING JOISTAT EDGE G.35 KSI AND#1°AT 6" 3 #10 SCREW AT W1(6)#8 SCREWS 60OS200-33 GR.35 AT 48"D.C. MATCH JOIST GA KSI BOXED HEADER w 33 MIL STUD TO MATCH 8"O.C.EA SIDE -C. BLKG EA BAY SIMPSON SCW INTALL PER MFR ROOFPURLIN DEPTH SCREW #8 SCREW o4-2 ATTACHMENT H a i tm MATCH ROOF PURLIN NESTED STUDS PLACE FOR MAX DEFLECTION ATTACHMENT NESTED STUDS W/(2)#10xa/" SIMPSON SCW INSTALL PER MFR Typ IMAT 8"MT o SCREWS INTO FA METAL BLDG GIRT ui S/MPSON SCW INSTALL PER MFR PLACE SCREW FOR MAX DEFLECTION 0 STUDS � .' PLACE SCREW FOR MAX DEFLECTION SIMPSON MFCB FROM LADDER SIMPSON HYS � FRAMING TO PURLIN INSTALL AT 48"O.C.W/ 16GA Q PER MFR W1 MAX SCREWS INSTALL PER MFR L4x4x5"Wl 600TI50-33 GR.35 KSI (8)#10 EA LEG (2)#10xA/"SCREWS NESTED 60OS200-331N 600TI50-33 (2)#1Oxa/"SCREWS W/#10AT 6"0.C. EA GIRT CONNECTION SCREW TRACK TO GIRTS THEN EA GIRT CONNECTION IA MEMBER PLACE STUD IN TRACK NESTED 6COS200-331N 600TI50-33 0 TRACK `•, JOIST99 SCREW TRACK TO GIRTS THEN PER 1,2,5/S5 STUDAND JOIST TO ._ PLACE STUD IN TRACK ALIGN W1 IN 1" �'o STUDS PER PLAN-1STUDS PER PLAN PROVIDE JOIST BRIDGING 16 GA L2x2x5"Wl AT 3RD POINTS OF SPAN (3)#804"TO JAMB'-; SIM TO 13/S5 AND(2)0.145"9x1" o r 'o STUD WALL PERPENDICULAR TO ROOF GIRTS STUD WALL PARALELL TO ROOF GIRTS SHOTPINS �rnn LL E (T) ROOF SECTION ROOF SECTION ROOF SECTION s TYP MTL STUD FRAMING DETAIL 10 TYP MTL STUD HEADER DETAIL S5 SCALE 3/4"=T-O' S5 SCALE 3/4"=1'-0" S5 SCALE 3/4"=1'-0" S5 SCALE 3/4"=1'-O" S5 SCALE 3/4"=1'-0" 4- TOP PLATE CONTINUOUS OVER LAPPIATE 0311 U2 r e- BRACEPANEL 4'-0"MIN TO PLATE LAP PER 3/S5 FRAMING TO ALIGN P�A4,UCTURALEN��G�C\�� ROOFEDGENAILING SOLID BLKG WI SDWS22400 SgLONAL fN 5 SDWC15600 FROM FROM STEEL BFAMAT 12"O.C. PER SOWC15600 FA RAFTER TO BEAM RAFTER TO LEDGER STAGGERED TOPIBTM to 43mil MIN WALL STUDS 16dAT 6"O.C. BEAM PER BUILDING MFR ARC THICKNESS ROOFEDGE NAILING.--__-., ROOF SHEATHING PER PLAN - DESIGN FOR VERTLOAD. 4POS7� 14G4 SO PLATE DOOR PER ARCHPER PLAN _ WI EDGE FASTENERS RAFTER PER PLAN • 38PLF DL AND BEAM SPLICE INTO STUDSIBLKG 3"xl%4 STRAP EA SIDE WHERE OCCURS 63PLF SL a TO MATCH STRAP FASTENERS W/(7)#10 SCREWS EA END BALANCE PER 10/S5 / . +1-54PLF M. FA MEMBER INTO PLATES DESIGNED FOR HORZ LOAD. ej AND(2)#10 SCREWS EA STUD LRU287HGR • +1-20PLFEL 1�z'IYP zi MATCHING STUD BLKG (2)#10 SCREWS NOTCH RAFTER Q PRE-TENSION STRAPS (2)a/"B LL EA CHANNELICLIP 2x BLKG Wl TO BEAR ON BEAM 3 z 2x8LEDGERW/ EA MEMBER BEAMIPOST �v a A35AT 24"D.C. SDWS2240OAT 12"O.C. ° ��. BACK-TO-BACKDOUBLE BEAM PER Q JOINT_jam STUD ATSIHDU WI(2) CLIPANGLE EA STUD PLAN = STAGGERED TOPIBTM 6 z - #10AT12"D.C. 5"MIN WIDTH Is a S1HDU4 EA END OF BUILDING MFR X-BRACE WALLA A�THIRD POINTS�NNEL PER PLANL ° p INSTALL PER MFRwt? OF STUD WALL %"x3"KNIFE PLATE o ° ii PER ELEVATION STEEL BLDG KNIFE PLATE KNIFE PLATE ELEVATION AT SPLICE CENTER IN BEAM o' DRILL AND EPDXY S/8'9 ANCHOR EMBED 9"MIN EA FLO°R STEEL COLUMN BEYOND PER PEMB MTR(DESIGN m END OFX-BRACE -* FOR(+/-580EL)IRS HORIZAT END OFAWNING) m =W GRADE BEAM PER----- 13 MTL STUD WALL BRACING DETAIL 14 AWNING ROOF SECTION = � PLAN AND 1/S4 a a ° SCALE 3/9 SCALE 3/9 1 D °O S5 — D S5 — M } N z GIRTAND BLKG TOPIBTM PER Q ¢ m o 2g X-BRACE PANEL PER PLAN PEMB MFR j a DESIGNED FOR VERTICAL) 22 GAUGE 1%" W z z "x6"SO PLATE z OIL • 232LBS O O L4x4xa/ METAL DECKING 3; a/ • 386LBS SL SMOOT m w 4a TYP 16 +l-344LBS WL MC12x[01 z z H o DESIGNED FOR HORIZ LOAD 7W H %"x4"x6" . 156LBS DL ---------------------- ------------------- ¢ ¢ a e 16 MEZZANINE WALL ELEVATION ROUNDED PLATE . +/391 SL B FOR FA A00 . +1-391 LBS WL r S5 SCALE 112"—l'-D° a4"OROD PERMIT SUBMITTAL Wl CLEWS EA END _ _ U L2x2x% r= x6 x4 1 4' v c ROUNDED PLATE y, SEND AWNING FINISH FRAMING DETAILS �m =` PER � RAIN GUTTER 1 ------ PERARCH MC12x20.7 DATE: W c12x20.1 w� 0310512024 g Typ a/16 2 cc 6'-0"MAX a 6 L2xzx 4' L4x4xa/e" 3 PLAN NUMBER: (SEE PLAN) � Li o= 1s STEEL CANOPYDETAIL J� S SCALE 3/4"=1'-0" GENERAL NOTES REFRIGERANT HVAC LEGENDS HVAC LEGENDS z 0 G1 THESE DRAWINGS ARE DIAGRAMMATIC; THEY DO NOT SHOW EVERY OFFSET, BEND, TEE, OR d ELBOW WHICH MAY BE REQUIRED TO INSTALL WORK IN THE SPACE PROVIDED AND AVOID 1. REFRIGERANT PIPING SHALL CONSISTION of ACR TYPE L COPPER TUBING WITH LONG RADIUS ROUND DUCTWORK � CONFLICTS. THE CONTRACTOR SHALL FOLLOW THE DRAWINGS AS CLOSELY AS IS PRACTICAL WROUGHT COPPER FITTINGS 12"x12' INDICATES UNLINED 12" x 12" SM DUCT TO DO SO AND INSTALL ADDITIONAL BENDS, OFFSETS, TEES, AND ELBOWS WHERE REQUIRED /� U) BY LOCAL CONDITIONS FROM MEASUREMENTS TAKEN AT THE SITE, SUBJECT TO APPROVAL, 2. PURGE REFRIGERANT TUBING WITH NITROGEN GAS WHILE BRAZING WITH MINIMUM 6%SILVER Z w AND WITHOUT ADDITIONAL COST TO THE OWNER. 90 DEG ELBOW O BRZING ROD (R=1.5xDIA) 12N12"/W INDICATES UNLINED 12" x 12" SM DUCT W G2 MECHANICAL SYSTEMS AND MATERIALS SHALL BE IN ACCORDANCE WITH THE FOLLOWING 1.5 x DIA 1.5 x DIA WITH INSULATED WRAP 3. PRIOR TO CHARGING SYSTEM WITH REFRIGERANT, PIPING SYSTEM SHALL BE PRESSURE �j CODES AND LOCAL AMENDMENTS: TESTED AND AND EVACUATED TO A VACUUM OF 500 MICRONS FOR A MINIMUM OF 30 10� •2018 INTERN MINUTE PERIOD ATIONAL BUILDING CODE WITH WASHINGTON STATE AMENDMENTS x�(SUPPLY/OUTSIDE AIR) / FLEXIBLE DUCT W •2018 INTERNATIONAL MECHANICAL CODE WITH WASHINGTON STATE AMENDMENTS 4. INSULATE ALL REFRIGERANT LINES TO MEET THE WASHINGTON STATE ENERGY CODE /d Q •2018 INTERNATIONAL FIRE CODE WITH WASHINGTON STATE AMENDMENTS REQUIREMENTS. ALL EXTERIOR INSULATION SHALL BE UV RATED OR COVERED WITH UV 90 DEG ELBOW(DOWN OR •2018 INTERNATIONAL FUEL GAS CODE WITH WASHINGTON STATE AMENDMENTS PROTECTANT BARRIER i�(RETURN) AWAY) -024"4 INDICATES ROUND DUCT •2018 WASHINGTON ENERGY CODE r�(EXHAUST) G6 INSTALL EQUIPMENT IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. 10,10 SPIN-IN TAKE-OFF & VOLUME DAMPER WITH RIGID ROUND SM DUCT cv a r rn G7 ALL TRADES TO LEAVE 30" OR 42" CLEARANCE IN FRONT OF MECHANICAL EQUIPMENT ACCESS PANELS FOR SERVICING, PER NEC REQUIREMENTS. HVAC LEGENDS RISE OR DROP IN DIRECTION OF FLOW G8 PROVIDE MANUAL BALANCING DAMPERS IN ALL FINAL BRANCH DUCTS SERVING INLETS AND OUTLETS, AND AS REQUIRED FOR FULL SYSTEM AIR BALANCING; INSTALL MANUAL 00 BALANCING DAMPERS AS FAR FROM INLET OR OUTLET AS PRACTICAL. CYIS CONDENSER WATER SUPPLY A A A 0 �(SUPPLY/OUTSIDE AIR) fa1R CONDENSER WATER RETURN DIFFUSER /GRILLE CALLOUT N CD CONDENSATE DRAIN 01�(RETURN) 90 DEG ELBOW(UP OR } G9 DUCTWORK DIMENSIONS INDICATED ARE NET INSIDE DIMENSIONS. IR REFRIGERANT LIQUID TOWARD) �+SIZE OR Y Mu MAKE UP WATER (EXHAUST) �� TYPE 9 G10 PROVIDE FIRE SEALANT AT PENETRATIONS OF FIRE RATED ASSEMBLIES; CAULKING OR aS REFRIGERANT SUCTION �`CD-' 8x8��NECK SIZE OTHER ADHESIVE SEALANTS SHALL NOT BE USED TO FILL VOIDS BETWEEN FIRE SPRINKLER 350 CFM w GATE VALVE COVER PLATES AND WALLS OR CEILINGS. 45 DEG ELBOW AIRFLOW--"*" m G11 CONTRACTOR SHALL VERIFY THAT ALL EQUIPMENT, AS SHOWN ON THESE DRAWINGS, WILL PRESSURE REDUCING NOT CONFLICT WITH ANY DRAINS, SCUTTLES, JOINTS, VENTS, ETC. VALVE 1.5 x DIA 1.5 x DIA a Z W I%1 CHECK VALVE HVAC ABBREVIATIONS a z G12 TALL OUTSI DE AIR INTAKES ERMINATION OR SHALL BE A MINIMUM OF 10'-0" FROM ANY EXHAUST 101 BALL VALVE RECTANGULAR DUCTWORK Q U m J G13 VERIFY ALL WARRANTIES ON EQUIPMENT INSTALLED. GAS COCK THREE WAY VALVE 90 DEG ELBOW WITH %P.G. PERCENT PROPYLENE GLYCOL HP HORSEPOWER 44 CW CERAMIC WRAP HWR HEATING WATER RETURN G14 COORDINATE ALL DUCT AND AIR TERMINAL LOCATIONS WITH CEILING PLAN AND LIGHTING TURNING VANES / LAYOUTS AS REQUIRED. DOUBLE REDUCED PRESSURE /PERT WITH INTERIOR PERFORATED METAL LINER HWS HEATING WATER SUPPLY Zr— CHECK VALVE ASSEMBLY RPBP BACKFLOW PREVENTER /SL SOUND/ACUSTICAL LINED ID INSIDE DIMENSION ko� G15 COORDINATE ALL REQUIRED OPENINGS AND EXCAVATIONS. ALL REQUIRED OPENINGS IN /W WRAPPED (INSULATED) DUCT INSUL. INSULATION FOUNDATIONS, FLOORS, WALLS AND ROOFS SHALL BE DESIGNED INTO THE STRUCTURE AFT ABOVE FINISHED FLOOR KW KILOWATT INITIALLY BY THE USE OF SLEEVES, CURBS, ETC. CUTTING AND PATCHING SHALL BE HELD VVI 1 90 DEG ELBOW DOWN OR APR ACCESS PANEL LAT LEAVING AIR TEMPERAURE TO A MINIMUM. AWAYBDD BACKDRAFT DAMPER LPG LIQUIFIED PROPANE G16 TRANSITION ALL DUCTS AS REQUIRED TO ATTACH TO EQUIPMENT CONNECTIONS. HVAC LEGENDS (W/ TURNING VANES) BHP BRAKE HORSE POWER LWT LEAVING AIR TEMPERATURE BOD BOTTOM OF DUCT M MEZZANINE G17 OUTSIDE AIR AND EXHAUST AIR DAMPERS SHALL HAVE A MAXIMUM LEAKAGE RATE THAT DETAIL SYMBOL BOU BOTTOM OF UNIT MBH THOUSANDS BTU PER HOUR COMPLIES WITH THE WASHINGTON STATE ENERGY CODE. e G7 GENERAL NOTE - APPLIES TO N BTU BRITISH THERMAL UNIT MCA MINIMUM CIRCUIT AMPANCITY m A-IDENTIFYING NUMBER g ALL DRAWINGS C.C. CONTROL CONTRATOR MHP MOTOR HORSEPOWER cr7 G18 PROVIDE PIPE MARKERS IN ACCORDANCE WITH ASME 13.1 SCHEME FOR THE IDENTIFICATION B-SHEET WHERE DETAIL IS SHOWN t ® CBBDD COUNTER BALANCE BACKDRAFT DAMPER MOP MAXIMUM OVER-CURRENT PROTECTION OF PIPING SYSTEMS; BRADY, SETON, OR EQUAL. O1 DETAIL NOTE - APPLIES ONLY �I—I 90 DEG ELBOW UP OR CFM CUBIC FEET PER MINUTE NA, N/A NOT APPLICABLE m TO SPECIFIC DETAIL _II { TOWARD CO CARBON MONOXIDE INC NORMALLY CLOSED 0 G19 HEAT AND COOLING LOAD CALCULATIONS, EQUIPMENT SIZING, AND DUCT LAYOUT TO ELEVATION OR SECTION SYMBOL c�u (W/ TURNING VANES) HWR CHILLED WATER RETURN NIC NOT IN CONTRACT COMPLY WITH ASHRAE HANDBOOKS. POINT OF CONNECTION 8 A-IDENTIFYING NUMBER � �® CH WS CHILLED WATER SUPPLY NO NORMALLY OPEN G20 FURNISH ALL ACCESS PANELS. MOST ACCESS PANELS WILL BE COORDINATED WITH B-SHEET WHERE DETAIL IS SHOWN CKTS CIRCUITS NOM NOMINAL ARCHITECT. SOME OR ALL ACCESS PANELS MAY NOT APPEAR ON THE ARCHITECTURAL CLG CEILING NTS NOT To SCLAE DRAWINGS. ARCHITECT SHALL DETERMINE WHICH ACCESS PANELS REQUIRE FIRE RATING. MISCELLANEOUS HVAC COP COEFFICIENT of PERFORMACE CA OUTSIDE AIR G21 UNIT WEIGHTS AND LOCATIONS HAVE BEEN COORDINATED WITH ARCHITECT AND O NUMBERED KEYED NOTE. D DOWN OBD OPPOSED BLADE DAMPER STRUCTURAL ENGINEER TO DETERMINE BUILDING STRUCTURAL ADEQUACY, IF IT IS APPLIES TO KEYED ITEM IN SYMBOLS IDS DRY BUILB OSA OUTSIDE AIR NECESSARY TO RELOCATE A UNIT, NOTIFY DK SYSTEMS DESIGN DEPARTMENT FOR THE DRAWING CONTAINING THE NOTE ONLY DIA DIAMETER P.G. PROPYLENE GLYCOL RE-COORDINATION. VAV MECHANICAL EQUIPMENT TAG DINDOWN PH PHASE t SUPPLY DIFFUSER /GRILLE (FLOW ARROWS DP DIFFERENTIAL PRESSURE POC POINT OF CONNECITON ® INDICATE DIRECTION OF BLOW. IF NO ARROWS E.C. ELECTRICAL CONTRACTOR P/T PRESSURE TEMPERATURE PORT PIPE DOWN PIPE UP ARE SHOWN, DIFFUSER IS 4-WAY BLOW.) EA EACH /EXHAUST AIR PRESS PRESSURE EAT ENTERING AIR TEMPERATURE PRV PRESSURE REDUCING VALVE PIPE RISE OR 7 T BRANCH OFF RETURN GRILLE EER ENERGY EFFICEINCY RATIO PSI POUNDS PER SQUARE INCH DROP �� BOTTOM/TOP ESP EXTERNAL STATIC PRESSURE PS IG POUNDS PER SQUARE INCH GAUGE SHEET METAL NOTES EWT ENTERING WATER TEMPERATURE R RISE PIPE UNION PIPE TEE F.P.I. FINS PER INCH RA RETURN AIR �� EXHAUST GRILLE DOWN/UP FC FLEX CONNECTOR RM ROOM FD FIRE DAMPER RPM REVOLUTIONS PER MINUTE 1. DUCT SIZES INDICATED ON THE DRAWINGS ARE INSIDE DIMENSIONS. DUCT SIZE SHALL BE SIDEWALL GRILLE FEE FINISHED FLOOR ELEVATION SA SUPPLY AIR PERMIT INCREASED TO COMPENSATE FOR ACOUSTICAL DUCT LINER THICKNESS. PIPE REDUCER PIPE COUPLING FLA FULL LOAD AMPERAGE SF SQUARE FOOT SUPPLY AIR FLOW ARROW FOB FLAT ON BOTTOM SO SMOKE DETECTOR SET 2. DUCT ELBOWS SHALL BE RADIUS TYPE WITH FULL WIDTH THROAT RADIUS ON ALL PRIMARY DUCT THICK ESSK TURNING VAN SHOWN INSTALLED IN EVERY RAILWISE. TURNING NTABLBOWS SHALL HAVE DOUBLE H VAC LEGENDS RETURN OR ARROW EXHAUST AIR FLOW G.C. GENERAIL TOP CONTRACTOR TBDR TOABEND TAL ERIMRGDY EFFICIENCY RATIO G NATURAL GAS SP STATIC PRESSURE 3. EXHAUST DUCTWORK SHALL BE UNLINED GALVANIZED SHEET METAL (UNLESS OTHERWISE GPM GALLONS PER MINUTE T-STAT THERMOSTAT INDICATED). ELBOWS SHALL BE CONSTRUCTED WITH A MINIMUM CENTERLINE RADIUS TO DUCT GYP. GYPSUM (SHEETROCK) TSP TOTAL STATIC PRESSURE -3o DIAMETER OF 1.0. DUCT SHALL BE UNINSULATED UNLESS OTHERWISE INDICATED. DRYER MANUAL VOLUME DAMPER DUCTWORK TRANSITIONS TYP. TYPICAL EXHAUST DUCT SHALL NOT BE JOINED WITH SCREWS OR OTHER FASTENERS THAT PROTRUDE o MORE THEN 1/8" INTO THE INSIDE OF THE DUCT. FABRICATE AND SEAL EXHAUST DUCTWORK i PER SMACNA 1/2" PRESSURE CLASS MOTORIZED DAMPER SQUARE TO SQUARE L1_I rn OR ROUND TO ROUND F- 4. ALL DUCTWORK SHALL BE SEALED WITH WATER BASED LATEX SEALANT PER WSEC AND Eu BACK DRAFT DAMPER ANGLE 30° SHEET INDEX 0 SMACNA PRESSURE AND SEAL CLASSIFICATION BELOW: STATIC PRESSURE CONSTRUCTION CLASS SEAL CLASS SEALING REQUIREMENTS SMOKE DETECTOR OR LESS o 0 1/2" - 2" wg C TRANSVERSE JOINTS ONLY F w z rn 3" wg B TRANSVERSE JOINTS AND SQUARE TO ROUND 2--�-t o ``/^� LONGITUDINAL SEAMS FIRE DAMPER (1-1/2 HOUR) OUT OF AIRSTREAM w o VJ a 4" - 10' w9 A ALL JOINTS, SEAMS, AND WALL RUSKIN MODEL DIB2 STYLE B, VERTICAL MOUNT a Lu _ PENETRATIONS FIRE DAMPER (1-1/2 HOUR) OUT OF AIRSTREAM SQUARE w Q DUcr SHEET NUMBER SHEETTITLE m 5. THROUGH PENETRATION AND MEMBRANE PENETRATION FIRE STOP AS REQUIRED IN THE IBC RUSKIN MODEL DIB2 STYLE B, HORIZONTAL MOUNT o m ROUND SHALL BE PROVIDED AND INSTALLED BY THE MECHANICAL CONTRACTOR. FIRE STOP SYSTEM 3 HR F Q u) IRE DAMPER (3 HOUR) OUT OF AIRSTREAM DUCT MO.00 MECHANICAL • SHALL BE HILTI CP 601 S OR 3M BRAND FIRE BARRIER SEALANT IC 15WB+ OR APPROVED RUSKIN MODEL DIB2 STYLE B, VERTICAL MOUNT 2 EQUIVALENT. M0.01 MECHANICAL CODE • m 3 HR FIRE DAMPER (3 HOUR) OUT OF AIRSTREAM M0.02 MECHANICAL SCHEDULES • 6. ACCESSORIES: RUSKIN MODEL DIB2 STYLE B, HORIZONTAL MOUNT MISCELLANEOUS CONTROLS w = '1 ACUSTICAL LINER INDOORS: BACK DRAFT DAMPER THERMOSTAT OR M1.01 MECHANICAL SITEPLAN • r o RUSKIN MODEL BD2/Ai, LOCAL VELOCITY<1500 FPM T HUMIDISTAT H o 1" THICK, FIBERGLASS DUCTLINER WITH BLACK MAT FACING, JOHNS MANVILLE, LINACOUSTIC �AV-1 TEMPERATURE SENSOR w/ O M200 MECHANICALFIRST LEVEL PLAN • A/ Z 1, RC. BACK DRAFT DAMPER CONTROLLED UNIT LL Q O (MINIMUM INSTALLED R-VALUE TO BE PER WSEC) RUSKIN MODEL BD2 A2, LOCAL VELOCITY<2500 FPM S M3.00 MECHANICAL DETAILS • w / SOLENOID ACTUATOR MOTOR ACTUATOR 4 �1 ACOUSTICAL LINER OUTDOORS: 2" THICK, FIBERGLASS DUCTLINER WITH BLACK MAT FACING. M3.01 MECHANICAL DETAILS • L.L W Z i JOHNS MANVILLE, LINACOUSTIC RC. (MINIMUM INSTALLED R-VALUE TO BE PER WSEC) SMOKE DAMPER ® REMOTE SENSOR a Z SMOKE DETECTOR M4.00 MECHANICAL LOAD CALCULATIONS • J LOW PRESSURE INSULATED FLEX DUCT: HART& COOLEY F-114, JPL PR-25, OR EQUAL. COMBINATION SMOKE AND FIRE DAMPER M5.00 WASHINGTON STATE ENERGY CODE • W Q TOTAL 9 0 0 0 0 r UNINSULATED VAPOR PROOF FLEX DUCT: THERMAFLEX S-LP. 12"x12"/SL INDICATES 14" x 14" O.D. SHEETMETAL WITH Last Revision Date: 1" SOUNDLINER (U.N.O.), 12" x 12" NET ID � DUCT INSULATION (INDOORS): REFLECTIX R-4.2 DUCT INSULATION 3/5/2024 i y DUCT INSULATION (OUTDOORS): RELECTIX R-8.0 DUCT INSULATION 12"/2"SL INDICATES 16" x 16" O.D. SHEETMETAL WITH ONEBBBD BY anwry Bv. 2" SOUNDLINER (U.N.O.), 12" x 12" NET ID a K°K K.D MECHANICAL COVERSHEET a I SCALE: NTS M O.0 0 WASHINGTON ENERGY CODE NOTES WASHINGTON ENERGY CODE NOTES WASHINGTON ENERGY CODE NOTES WASHINGTON ENERGY CODE NOTES Z 0 C403.2 SYSTEM DESIGN. MECHANICAL SYSTEMS SHALL BE DESIGNED TO COMPLY WITH SECTIONS EXCEPTION: THE USE OF MIXED AIR TEMPERATURE LIMIT CONTROL SHALL BE TWI°C403XL d C403.2.1 AND C403.2.2. WHERE ELEMENTS OF A BUILDINGS MECHANICAL SYSTEMS ARE EXCEPTIONS: PERMITTED FOR SYSTEMS THAT ARE BOTH Fm Control ADDRESSED IN SECTIONS C403.3 THROUGH C403.13, SUCH ELEMENTS SHALL COMPLY WITH 1. CONTROL OF HEATING OR COOLING PROVIDED BY TRANSFER AIR THAT WOULD OTHERWISE CONTROLLED FROM SPACE TEMPERATURE (SUCH AS SINGLE ZONE SYSTEMS) AND Ce "Syo•n, Fz.3fa« M'a1z1Oz� 0 THE APPLICABLE PROVISIONS OF THOSE SECTIONS. BE EXHAUSTED. T3Fz svz tae°"° fn 0 HAVING COOLING CAPACITY LESS THAN 65,000 BTU/H. C.yary Z 2. VESTIBULE HEATING ONLY SYSTEMS ARE PERMITTED TO BE CONTROLLED WITHOUT AN W C403.2.2 VENTILATION AND EXHAUST. OUTDOOR AIR TEMPERATURE LOCKOUT WHEN CONTROLLED BY A THERMOSTAT LOCATED IN 0403.5.3.3 HIGH-LIMIT SHUTOFF. AIR ECONOMIZERS SHALL BE CONFIGURED TO AUTOMATICALLY O ox zamoawT C403.2.2.1 VENTILATION, VENTILATION, EITHER NATURAL OR MECHANICAL, SHALL BE THE VESTIBULE CONFIGURED TO LIMIT HEATING TO A TEMPERATURE NOT GREATER THAN REDUCE OUTDOOR AIR INTAKE TO THE DESIGN MINIMUM OUTDOOR AIR QUANTITY WHEN CZ r»r.re D PROVIDED IN ACCORDANCE WITH CHAPTER 4 OF THE INTERNATIONAL MECHANICAL CODE. 45°F(7°C) WHERE REQUIRED FOR FREEZE PROTECTION OF PIPING AND SPRINKLER HEADS OUTDOOR AIR INTAKE WILL NO LONGER REDUCE COOLING ENERGY USAGE. HIGH-LIMIT eV zip w WHERE MECHANICAL VENTILATION IS PROVIDED, THE SYSTEM SHALL BE CONFIGURED TO LOCATED IN THE VESTIBULE, SHUTOFF CONTROL TYPES SHALL BE CHOSEN FROM TABLE C403.5.3.3. HIGH-LIMIT SHUTOFF PROVIDE NO GREATER THAN 150 PERCENT OF THE MINIMUM OUTDOOR AIR REQUIRED BY CONTROL SETTINGS FOR THESE CONTROL TYPES SHALL BE THOSE SPECIFIED IN TABLE C403.10 CONSTRUCTION OF HVAC SYSTEM ELEMENTS. DUCTS, PLENUMS, PIPING AND OTHER CHAPTER 4 OF THE INTERNATIONAL MECHANICAL CODE OR OTHER APPLICABLE CODE OR C403.4.1.5 HOT WATER BOILER OUTDOOR TEMPERATURE SETBACK CONTROL. HOT WATER BOILERS C403.5.3.3 ELEMENTS THAT ARE PART OF AN HVAC SYSTEM SHALL BE CONSTRUCTED AND INSULATED w STANDARD, WHICHEVER IS GREATER. THAT SUPPLY HEAT TO THE BUILDING THROUGH ONE- OR TWO-PIPE HEATING SYSTEMS IN ACCORDANCE WITH SECTIONS C403.10.1 THROUGH C403.10.3.1 Q SHALL HAVE AN OUTDOOR SETBACK CONTROL THAT LOWERS THE BOILER WATER C403.5.3.4 RELIEF OF EXCESS OUTDOOR AIR. SYSTEMS SHALL BE CAPABLE OF RELIEVING C403 3 EQUIPMENT SELECTION. HEATING AND COOLING EQUIPMENT INSTALLED IN MECHANICAL TEMPERATURE BASED ON THE OUTDOOR TEMPERATURE. EXCESS OUTDOOR AIR DURING AIR ECONOMIZER OPERATION TO PREVENT C403.10.1 DUCT AND PLENUM INSULATION AND SEALING. SYSTEMS SHALL BE SIZED IN ACCORDANCE WITH SECTION C403.3.1 AND SHALL BE NOT OVER-PRESSURIZING THE BUILDING. THE RELIEF AIR OUTLET SHALL BE LOCATED TO AVOID C403.10.1.1 DUCTS CONVEYING OUTDOOR AIR. DUCTS, SHAFTS AND PLENUMS CONVEYING LESS EFFICIENT IN THE USE OF ENERGY THAN AS SPECIFIED IN SECTION C403.3.2. C403.4.1.6 DOOR SWITCHES FOR HVAC SYSTEM THERMOSTATIC CONTROL. DOORS THAT OPEN TO RECIRCULATION INTO THE BUILDING. OUTDOOR AIR FROM THE EXTERIOR OF THE BUILDING TO THE MECHANICAL SYSTEM SHALL 0�cv a F- rn THE OUTDOORS FROM A CONDITIONED SPACE MUST HAVE CONTROLS CONFIGURED TO DO MEET ALL AIR LEAKAGE AND BUILDING ENVELOPE INSULATIONREQUIREMENTS OF SECTION Z C403.3.1 EQUIPMENT AND SYSTEM SIZING. THE OUTPUT CAPACITY OF HEATING AND THE FOLLOWING ONCE DOORS HAVE BEEN OPEN FOR 5 MINUTES: C403.5.3.5 ECONOMIZER DAMPERS. RETURN, EXHAUST/RELIEF AND OUTDOOR AIR DAMPERS USED C402, PLUS BUILDING ENVELOPE VAPOR CONTROL REQUIREMENTS FROM THE INTERNATIONAL COOLING EQUIPMENT SHALL BE NOT GREATER THAN THAT OF THE SMALLEST AVAILABLE 1. DISABLE THE MECHANICAL HEATING TO THE ZONE OR RESET THE SPACE HEATING IN ECONOMIZERS SHALL COMPLY WITH SECTION C403.7.8. BUILDING CODE, EXTENDING CONTINUOUSLY FROM THE BUILDING EXTERIOR TO AN EQUIPMENT SIZE THAT EXCEEDS THE LOADS CALCULATED IN ACCORDANCE WITH SECTION TEMPERATURE SET POINT TO 55 'F OR LESS WITHIN 5 MINUTES OF THE DOOR OPEN AUTOMATIC SHUTOFF DAMPER OR HEATING OR COOLING EQUIPMENT. FOR THE PURPOSES C403.1.2. A SINGLE PIECE OF EQUIPMENT PROVIDING BOTH HEATING AND COOLING SHALL ENABLE SIGNAL. OF BUILDING ENVELOPE INSULATION REQUIREMENTS, DUCT SURFACES SHALL BE C403.5.5 ECONOMIZER FAULT DETECTION AND DIAGNOSTICS (FDD). AIR-COOLED UNITARY SATISFY THIS PROVISION FOR ONE FUNCTION WITH THE CAPACITY FOR THE OTHER 2. DISABLE THE MECHANICAL COOLING TO THE ZONE OR RESET THE SPACE COOLING INSULATED WITH THE MINIMUM INSULATION VALUES IN TABLE C403.10.1.1. DUCT SURFACES � FUNCTION AS SMALL AS POSSIBLE, WITHIN AVAILABLE EQUIPMENT OPTIONS. TEMPERATURE SET POINT TO 85 'F OR MORE WITHIN 5 MINUTES OF THE DOOR OPEN DIRECT-EXPANSION UNITS WITH A COOLING CAPACITY OF 54,000 BTU/H OR GREATER INCLUDED AS PART OF THE BUILDING ENVELOPE SHALL NOT BE USED IN THE CALCULATION � ENABLE SIGNAL. LISTED IN TABLES C403.3.2(1) THROUGH C403.3.2(3) THAT ARE EQUIPPED WITH AN OF MAXIMUM GLAZING AREA AS DESCRIBED N SECTION C402.4.1. oO EXCEPTIONS: ECONOMIZER IN ACCORDANCE WITH SECTION C403.5 SHALL INCLUDE A FAULT DETECTION 1. REQUIRED STANDBY EQUIPMENT AND SYSTEMS PROVIDED WITH CONTROLS AND DEVICES EXCEPTIONS: AND DIAGNOSTICS (FDD) SYSTEM. EXCEPTIONS: 1n THAT ALLOW SUCH SYSTEMS OR EQUIPMENT TO OPERATE AUTOMATICALLY ONLY WHEN THE 1. BUILDING ENTRANCES WITH VESTIBULES. 1. OUTDOOR AIR DUCTS SERVING INDIVIDUAL SUPPLY AIR UNITS WITH LESS THAN 2,800 CFM . 1n PRIMARY EQUIPMENT IS NOT OPERATING. 2. ALTERATIONS TO EXISTING BUILDINGS. C403.7 VENTILATION AND EXHAUST SYSTEMS. IN ADDITION TO OTHER REQUIREMENTS OF SECTION OF TOTAL SUPPLY AIR CAPACITY, PROVIDED THESE ARE INSULATED TO THE MINIMUM 2. MULTIPLE UNITS OF THE SAME EQUIPMENT TYPE WITH COMBINED CAPACITIES EXCEEDING 3. LOADING DOCKS. C403 APPLICABLE TO THE PROVISIONS OF VENTILATION AIR OR THE EXHAUST OF AIR, INSULATION VALUES IN TABLE C403.10.1.1. THE DESIGN LOAD AND PROVIDED WITH CONTROLS THAT ARE CONFIGURED TO SEQUENCE VENTILATION AND EXHAUST SYSTEMS SHALL BE IN ACCORDANCE WITH SECTIONS C403.7.1 2. UNHEATED EQUIPMENT ROOMS WITH COMBUSTION AIR LOUVERS, PROVIDED THEY ARE THE OPERATION OF EACH UNIT BASED ON LOAD. C403.4.2 OFF-HOUR CONTROLS. FOR ALL OCCUPANCIES OTHER THAN GROUP R, EACH ZONE THROUGH C403.7.8. ISOLATED FROM CONDITIONED SPACE AT SIDES, TOP AND BOTTOM OF THE ROOM WITH R-11 SHALL BE PROVIDED WITH THERMOSTATIC SETBACK CONTROLS THAT ARE CONTROLLED BY NOMINAL INSULATION. W w C403.3.2 HVAC EQUIPMENT PERFORMANCE REQUIREMENTS. EQUIPMENT SHALL MEET THE MINIMUM EITHER AN AUTOMATIC TIME CLOCK OR PROGRAMMABLE CONTROL SYSTEM. C403.7.8 SHUTOFF DAMPERS. MECHANICAL OPENINGS SHALL BE PROVIDED WITH SHUTOFF EFFICIENCY REQUIREMENTS OF TABLES C403.3.2(1) THROUGH C403.3.2(12) WHEN TESTED DAMPERS IN ACCORDANCE WITH SECTIONS C403.7.8.1 THROUGH C403.7.8.4. AND RATED IN ACCORDANCE WITH THE APPLICABLE TEST PROCEDURE. PLATE-TYPE C403.4.2.1 THERMOSTATIC SETBACK. THERMOSTATIC SETBACK CONTROLS SHALL BE CONFIGURED o Z LIQUID-TO-LIQUID HEAT EXCHANGERS SHALL MEET THE MINIMUM REQUIREMENTS OF TABLE TO SET BACK OR TEMPORARILY OPERATE THE SYSTEM TO MAINTAIN ZONE TEMPERATURES C403.7.8.1 SHUTOFF DAMPERS FOR BUILDING ISOLATION. OUTDOOR AIR SUPPLY, EXHAUST 1..� w C403.3.2(10). DOWN TO 55-F (13-C) OR UP TO 85-F (29-C). OPENINGS AND RELIEF OUTLETS AND STAIRWAY AND ELEVATOR HOISTWAY SHAFT VENTS °i Q Z SHALL BE PROVIDED WITH CLASS I MOTORIZED DAMPERS. SEE SECTIONS C403.10.1 AND W GAS-FIRED AND OIL-FIRED FORCED AIR FURNACES WITH INPUT RATINGS OF 225,000 C403.4.2.2 AUTOMATIC SETBACK AND SHUTDOWN. AUTOMATIC TIME CLOCK OR PROGRAMMABLE C403.10.2 FOR DUCTWORK INSULATION REQUIREMENTS UPSTREAM AND DOWNSTREAM OF •,. < U BTU/H (65 KW) OR GREATER AND ALL UNIT HEATERS SHALL ALSO HAVE AN INTERMITTENT CONTROLS SHALL BE CAPABLE OF STARTING AND STOPPING THE SYSTEM FOR SEVEN THE SHUTOFF DAMPER. ,�, J IGNITION OR INTERRUPTED DEVICE (IID), AND HAVE EITHER MECHANICAL DRAFT(INCLUDING DIFFERENT DAILY SCHEDULES PER WEEK AND RETAINING THEIR PROGRAMMING AND TIME EXCEPTIONS N : POWER VENTING) OR A FLUE DAMPER. A VENT DAMPER IS AN ACCEPTABLE ALTERNATIVE SETTING DURING A LOSS OF POWER FOR AT LEAST 10 HOURS. ADDITIONALLY, THE 1. GRAVITY(NONMOTORIZED) DAMPERS SHALL BE PERMITTED IN LIEU OF MOTORIZED DAMPERS »rAc w TO A FLUE DAMPER FOR FURNACES WHERE COMBUSTION AIR IS DRAWN FROM THE CONTROLS SHALL HAVE A MANUAL OVERRIDE THAT ALLOWS TEMPORARY OPERATION OF AS FOLLOWS: CONDITIONED SPACE. ALL FURNACES WITH INPUT RATINGS OF 225,000 BTU/H (65 KW) OR THE SYSTEM FOR UP TO 2 HOURS; A MANUALLY OPERATED TIMER CONFIGURED TO 1.1. RELIEF DAMPERS SERVING SYSTEMS LESS THAN 5,000 CFM TOTAL SUPPLY SHALL BE ° •.. 1ro OPERATE THE SYSTEM FOR UP TO 2 HOURS; OR AN OCCUPANCY SENSOR. PERMITTED IN BUILDINGS LESS THAN THREE STORIES IN HEIGHT GREATER, INCLUDING ELECTRIC FURNACES, THAT ARE NOT LOCATED . 1.2. GRAVITY(NONMOTORIZED) DAMPERS WHERE THE DESIGN OUTDOOR AIR INTAKE OR EXHAUST CONDITIONED SPACE SHALL HAVE JACKET LOSSES NOT EXCEEDING 0WITHIN THE.75 PERCENT OF THE C403.4.2.3 AUTOMATIC START AND STOP. AUTOMATIC START AND STOP CONTROLS SHALL BE CAPACITY DOES NOT EXCEED 400 CFM (189 L/S). C403.10.1.2 OTHER SUPPLY AND RETURN DUCTS. ALL OTHER SUPPLY AND RETURN AIR DUCTS INPUT RATING. AND PLENUMS SHALL BE INSULATED WITH A MINIMUM OF R-6 INSULATION WHERE LOCATED IN PROVIDED FOR EACH HVAC SYSTEM. THE AUTOMATIC START CONTROLS SHALL BE 1.3. SYSTEMS SERVING AREAS WHICH REQUIRE CONTINUOUS OPERATION FOR 24/7 OCCUPANCY UNCONDITIONED SPACES, AND WHERE LOCATED OUTSIDE THE BUILDING WITH A MINIMUM OF R-8 C403.4 HVAC SYSTEM CONTROLS. HVAC SYSTEMS SHALL BE PROVIDED WITH CONTROLS IN CONFIGURED IN AUTOMATICALLY ADJUST THE DAILY START TIME R THE HVAC SYSTEM IN SCHEDULES. INSULATION IN CLIMATE ZONE 4 AND R-12 INSULATION IN CLIMATE ZONE 5. WHERE LOCATED ORDER TO BRING EACH SPACE TO THE DESIRED OCCUPIED TEMPERATURE IMMEDIATELY ACCORDANCE WITH SECTIONS C403.4.1 THROUGH C403.4.11 AND SHALL BE CAPABLE OF WITHIN A BUILDING ENVELOPE ASSEMBLY, THE DUCT OR PLENUM SHALL BE SEPARATED FROM PRIOR UR SCHEDULED OCCUPANCY. THE AUTOMATIC STOP CONTROLS SHALL IN 2. SHUTOFF DAMPERS ARE NOT REQUIRED IN: AND CONFIGURED TO IMPLEMENT ALL REQUIRED CONTROL FUNCTIONS IN THIS CODE. THE BUILDING EXTERIOR IO UNCONDITIONED IO EXEMPT SPACES BY MINIMUM INSULATION VALUE CONFIGURED TO REDUCE THE HVAC SYSTEMS HEATING TEMPERATURE SET POINT AND 2.1. COMBUSTION AIR INTAKES. AS REQUIRED FOR EXTERIOR WALLS BY SECTION C402.1.3. C403.4.1 THERMOSTATIC CONTROLS. THE SUPPLY OF HEATING AND COOLING ENERGY TO INCREASE THE COOLING TEMPERATURE SET POINT BY AT LEAST 2°F(1.1°C) BEFORE 2.2. SYSTEMS SERVING AREAS WHICH REQUIRE CONTINUOUS OPERATION IN ANIMAL HOSPITALS, SCHEDULED UNOCCUPIED PERIODS BASED UPON THE THERMAL LAG AND ACCEPTABLE DRIFT KENNELS AND POUNDS, LABORATORIES, AND GROUP H, I AND R OCCUPANCIES. EACH ZONE SHALL BE CONTROLLED N THE ZONE. THERMOSTATIC CONTROLS CAPABLE OF EXCEPTIONS: ID RESPONDING TO TEMPERATURE WITHIN THE ZONE. CONTROLS IN THE SAME ZONE OR IN IN SPACE TEMPERATURE THAT IS WITHIN COMFORT LIMITS. AT A MINIMUM, THE CONTROLS 2.3. SUBDUCT EXHAUST SYSTEMS OR OTHER SYSTEMS THAT ARE REQUIRED TO OPERATE i. SHALL BE A FUNCTION OF THE SPACE TEMPERATURE, OCCUPIED AND UNOCCUPIED CONTINUOUSLY BY THE INTERNATIONAL MECHANICAL CODE. M NEIGHBORING ZONES CONNECTED BY OPENINGS LARGER THAN 10 PERCENT OF THE FLOOR 1. WHERE LOCATED WITHIN EQUIPMENT. AREA OF EITHER ZONE SHALL NOT ALLOW FOR SIMULTANEOUS HEATING AND COOLING. AT TEMPERATURES, AND THE AMOUNT OF TIME PRIOR TO SCHEDULED OCCUPANCY. 2.4. TYPE I GREASE EXHAUST SYSTEMS OR OTHER SYSTEMS WHERE DAMPERS ARE PROHIBITED 2. SUPPLY AND RETURN DUCTWORK LOCATED IN UNCONDITIONED SPACES WHERE THE DESIGN co BY THE INTERNATIONAL MECHANICAL CODE TO BE IN THE AIRSTREAM. co 0 A MINIMUM, EACH FLOOR OF I BUILDING SHALL BE CONSIDERED E I SEPARATE ZONE. TEMPERATURE DIFFERENCE BETWEEN THE INTERIOR AND EXTERIOR OF THE DUCT OR PLENUM C403 R, EX EXHAUST SYSTEM OFF-HOUR CONTROLS. FOR ALL OCCUPANCIES OTHER THAN GROUP 2.5. UNCONDITIONED STAIRWELLS DI UNCONDITIONED ELEVATOR HOISTWAY Y SHAFTS THAT ARE DOES NOT EXCEED 157E 8°C AND INSULATED IN ACCORDANCE WITH TABLE C403.10.1.2. CONTROLS ON SYSTEMS REQUIRED TO HAVE ECONOMIZERS AND SERVING SINGLE ZONES ( ) - SHALL HAVE MULTIPLE COOLING STAGE CAPABILITY AND ACTIVATE THE ECONOMIZER WHEN R, EXHAUST SYSTEMS SERVING SPACES WITHIN THE CONDITIONED ENVELOPE SHALL BE ONLY CONNECTED TO UNCONDITIONED SPACES.CECON MI SHUTOFF DAMPERS FOR RETURN WHERE LOCATED WITHIN CONDITIONED SPACE, SUPPLY DUCTS WHICH CONVEY SUPPLY AIR AT APPROPRIATE AS THE FIRST STAGE H COOLING. SEE SECTION DIFICA FOR FURTHER CONTROLLED BY EITHER AN STEMAUTOMATIC TIME CLOCK, THERMOSTATIC CONTROLS E AIR. RETURN AIR OPENINGS USED FOR AIRSIDE ECONOMIZER OPERATION SHALL BE TEMPERATURES LESS THAN 557E OR GREATER THAN 1057E SHALL BE INSULATED WITH A MINIMUM ECONOMIZER REQUIREMENTS. WHERE HUMIDIFICATION OR DEHUMIDIFICATION FOR BOTH IS PROGRAMMABLE CONTROL SYSTEM TO OPERATE ON THE SAME SCHEDULE AS THE HVAC EQUIPPED WITH CLASS MOTORIZED DAMPERS. INSULATION R-VALUE IN ACCORDANCE WITH TABLE C403.10.1.2. PROVIDED, AT LEAST ONE HUMIDITY CONTROL DEVICE SHALL BE PROVIDED FOR EACH SYSTEMS PROVIDING THEIR MAKE-UP AIR. HUMIDITY CONTROL SYSTEM. 0403.7.8.3 DAMPER LEAKAGE RATING. CLASS I DAMPERS SHALL HAVE A MAXIMUM LEAKAGE EXCEPTION: DUCTWORK EXPOSED TO VIEW WITHIN A ZONE THAT SERVES THAT ZONE IS NOT EXCEPTIONS: RATE OF 4 CFM/FT2 (20.3 L/S X M2) AT 1.0 INCH WATER GAUGE (W.G.) (249 PA) WHEN EXCEPTIONS: TESTED IN ACCORDANCE WITH AMCA 500D AND SHALL BE LABELED BY AN APPROVED REQUIRED TO BE INSULATED. 1. EXHAUST SYSTEMS REQUIRING CONTINUOUS OPERATION. AGENCY FOR SUCH PURPOSE. GRAVITY(NONMOTORIZED) DAMPERS SHALL HAVE AN AIR 2 EXHAUST SYSTEMS THAT ARE CONTROLLED BY OCCUPANCY SENSOR CONTROL CONFIGURED WHERE LOCATED WITHIN CONDITIONED SPACE, RETURN OR EXHAUST AIR DUCTS THAT CONVEY . 1. INDEPENDENT PERIMETER SYSTEMS THAT ARE DESIGNED TO OFFSET ONLY BUILDING LEAKAGE RATE NOT GREATER THAN 20 CFM/FT2 WHERE NOT LESS THAN 24 INCHES (610 RETURN OR EX WITH AIR DOWNSTREAM OF ENERGY RECOVERY MEDIA SHALL BE INSULATED ENVELOPE HEAT LOSSES OR GAINS OR BOTH SERVING ONE OR MORE PERIMETER ZONES WITH AUTOMATIC ON AND AUTOMATIC SHUTOFF WITHIN 15 MINUTES AFTER OCCUPANTS MM) IN EITHER DIMENSION AND 40 CFM/FT2 WHERE LESS THAN 24 INCHES IN EITHER WITH A MINIMUM R-VALUE IN ACCORDANCE WITH TABLE C403.10.1.2. ALSO SERVED BY AN INTERIOR SYSTEM PROVIDED: HAVE LEFT THE SPACE. DIMENSION. THE RATE OF AIR LEAKAGE SHALL BE DETERMINED AT 1.0 INCH W.G. (249 PA) ALL DUCTS, AIR HANDLERS, AND FILTER BOXES SHALL BE SEALED. JOINTS AND SEAMS SHALL 1.1. THE PERIMETER SYSTEM INCLUDES AT LEAST ONE THERMOSTATIC CONTROL ZONE FOR EACH C403.4.11 DIRECT DIGITAL CONTROL SYSTEMS. DIRECT DIGITAL CONTROL (DDC) SHALL BE WHEN TESTED IN ACCORDANCE WITH AMCA 500D FOR SUCH PURPOSE. THE DAMPER SHALL COMPLY WITH SECTION 603.9 OF THE INTERNATIONAL MECHANICAL CODE BUILDING EXPOSURE HAVING EXTERIOR WALLS FACING ONLY ONE ORIENTATION (WITHIN REQUIRED T SPECIFIED IN SECTIONS S. DIRECT THROUGH CONTROL .11.3. BE LABELED BY AN APPROVE AGENCY. GRAVITY DAMPERS FOR VENTILATION AIR INTAKES +/-45 DEGREES) (0.8 RAD) FOR MORE THAN 50 CONTIGUOUS FEET(15,240 MM); SHALL BE PROTECTED FROM DIRECT EXPOSURE TO WIND. TABLE C403.10.1.2 1.2. THE PERIMETER SYSTEM HEATING AND COOLING SUPPLY IS CONTROLLED BY A THERMOSTAT C403.4.11.1 DDC APPLICATIONS. DDC SHALL BE PROVIDED IN THE APPLICATIONS AND SUPPLY,pETURN,EINAUST.An RELIEF AIR DUCTWORK INSULATION LOCATED WITHIN THE ZONES SERVED BY THE SYSTEM; AND QUALIFICATIONS LISTED IN TABLE C403 EXCEPTIONS .4.11.1. 1.3. CONTROLS ARE CONFIGURED TO PREVENT THE PERIMETER SYSTEM FROM OPERATING IN A 1. GRAVITY(NONMOTORIZED) DAMPERS ARE NOT REQUIRED TO BE TESTED TO VERIFY THE AIR ...lzira DIFFERENT HEATING OR COOLING MODE FROM THE OTHER EQUIPMENT WITHIN THE ZONES OR LEAKAGE RATING WHEN INSTALLED N EXHAUST SYSTEMS WHERE THE EXHAUST CAPACITY Doa•ntz.. O•u Lowon•nI u•. CI'"� 0.a N.Ya FROM NEIGHBORING ZONES CONNECTED BY OPENINGS LARGER THAN 10 PERCENT OF THE C403.4.11.2 DDC CONTROLS. WHERE DDC IS REQUIRED BY SECTION C403.4.11.1, THE DDC SYSTEM z«r w••i,n«, FLOOR AREA OF EITHER ZONE. SHALL BE CAPABLE OF ALL OF THE FOLLOWING, AS REQUIRED TO PROVIDE THE SYSTEM DOES NOT EXCEED 400 CFM (189 L/S) AND THE GRAVITY DAMPER IS PROVIDED WITH A AND ZONE CONTROL LOGIC REQUIRED IN SECTIONS C403.2, C403.4.3, C403.5, AND GASKETED SEAL. s„ooy••«wv" o.nw m.awrol«•m«.w s«s.oeoe uoomlxa. 2. ANY INTERIOR ZONE OPEN TO A PERIMETER ZONE SHALL HAVE SET POINTS AND DEAD C403.6.8: 2. MOTORIZED DAMPERS ON RETURN AIR OPENINGS IN UNITARY PACKAGED EQUIPMENT THAT A.. wouelo n.WMrF K ae a.ws HAVE THE MINIMUM LEAKAGE RATE AVAILABLE FROM THE MANUFACTURER. PERMIT BANDS COORDINATED SO THAT COOLING IN THE INTERIOR ZONE SHALL NOT OPERATE WHILE Sw*Ar«a.e,n, um„mromM.F•«prcb•.e ea �� 5.•5•ama 3.10.11 IW 1. MONITORING ZONE AND SYSTEM DEMAND FOR FAN PRESSURE, PUMP PRESSURE, HEATING C403.7.8.4 DAMPER ACTUATION. OUTDOOR AIR INTAKE, RELIEF AND EXHAUST SHUTOFF DAMPERS .��•w lwaro mrvanow R4 a.na THE PERIMETER ZONE IS IN HEATING UNTIL THE INTERIOR ZONE TEMPERATURE IS 5°F AND COOLING. ^` s° ET (2.8°C) HIGHER THAN THE PERIMETER ZONE TEMPERATURE, UNLESS THE INTERIOR AND 2. TRANSFERRING ZONE AND SYSTEM DEMAND INFORMATION FROM ZONES TO AIR DISTRIBUTION SHALL BE INSTALLED WITH AUTOMATIC CONTROLS CONFIGURED TO CLOSE WHEN THE o"oroon•e w.«.m..a»an a•n.1c s«m W3.12ar PERIMETER ZONES ARE SEPARATED BY A PARTITION WHOSE PERMANENT OPENINGS ARE SYSTEM CONTROLLERS AND FROM AIR DISTRIBUTION SYSTEMS TO HEATING AND COOLING SYSTEMS OR SPACES SERVED ARE NOT IN USE OR DURING UNOCCUPIED PERIOD WARM-UP sway•.«wwm ��r•m..w1�...va"1s•F aO. •c ra R,J3 SMALLER THAN 10 PERCENT OF THE PERIMETER ZONE FLOOR AREA. PLANT CONTROLLERS, AND SETBACK OPERATION, UNLESS THE SYSTEMS SERVED REQUIRE OUTDOOR OR EXHAUST w .m«�•v.ae..«m«�ep 30 mna."..em m«a•1 AIR IN ACCORDANCE WITH THE INTERNATIONAL MECHANICAL CODE OR THE DAMPERS ARE "O0"eiepAfO f^'« aa1w. 3. DEDICATED OUTDOOR AIR UNITS THAT PROVIDE VENTILATION AIR, MAKE-UP AIR OR C403.4.11.3 DDC DISPLAY, WHERE DDC IS REQUIRED BY SECTION C403.4.11.1 FOR NEW OPENED TO PROVIDE INTENTIONAL ECONOMIZER COOLING. STAIRWAY AND ELEVATOR swq•.«nw,m wn.,.a•r.eM•e,.a•w.".Wm. art«owrn,Iww•ra 3 REPLACEMENT AIR FOR EXHAUST SYSTEMS ARE PERMITTED TO BE CONTROLLED BASED ON BUILDINGS, THE DDC SYSTEM SHALL BE CAPABLE OF TRENDING AND GRAPHICALLY HOISTWAY SHAFT VENT DAMPERS SHALL BE INSTALLED WITH AUTOMATIC CONTROLS ,� �"�"'°�' a-fe u..•e�ye�•�.:•um SUPPLY AIR TEMPERATURE. THE SUPPLY AIR TEMPERATURE SHALL BE CONTROLLED TO A DISPLAYING INPUT AND OUTPUT POINTS. CONFIGURED TO OPEN UPON THE ACTIVATION OF ANY FIRE ALARM INITIATING DEVICE OF o MAXIMUM OF 65-F(18.3'C) IN HEATING AND A MINIMUM OF 72-F (22°C) IN COOLING UNLESS THE BUILDINGS FIRE ALARM SYSTEM OR THE INTERRUPTION OF POWER TO THE DAMPER, w0."oaae«reww w.T°„ s«s«zm cwo.fo.ua THE SUPPLY AIR TEMPERATURE IS BEING RESET BASED ON THE STATUS OF COOLING OR 9wpTN wFFN aw m".•n..nr.r.• a33 «w. s C403.5.1 INTEGRATED ECONOMIZER CONTROL. ECONOMIZER SYSTEMS SHALL BE INTEGRATED WITH swss•F«pew.w"fos•F 3B w m HEATING IN THE ZONES SERVED OR IT BEING RESET BASED ON OUTDOOR AIR THE MECHANICAL COOLING SYSTEM AND BE CONFIGURED TO PROVIDE PARTIAL COOLING C403.8.5 FAN CONTROLS. CONTROLS SHALL BE PROVIDED FOR FANS IN ACCORDANCE WITH TEMPERATURE. EVEN WHERE ADDITIONAL MECHANICAL COOLING IS REQUIRED TO PROVIDE THE REMAINDER SECTION C403.8.5.1 AND AS REQUIRED FOR SPECIFIC SYSTEMS PROVIDED IN SECTION C403. w•w,m.euwe,o.«wluv e„c1 s«s«am uas lo.l.x ro. aN.e«...ne,.m..,eFy arc. •e."e acne. 's C403.4.1.1 HEAT PUMP SUPPLEMENTARY HEAT. UNITARY AIR COOLED HEAT PUMPS SHALL OF THE COOLING LOAD. CONTROLS SHALL NOT BE CAPABLE OF CREATING A FALSE LOAD At •.•T.rnnnk„1ti,ss•F« 30 NO"• 0 INCLUDE MICROPROCESSOR CONTROLS THAT MINIMIZE SUPPLEMENTAL HEAT USAGE DURING IN THE MECHANICAL COOLING SYSTEM BY LIMITING OR DISABLING THE ECONOMIZER OR ANY C403.8.5.1 FAN AIRFLOW CONTROL. EACH COOLING SYSTEM LISTED IN TABLE C403.8.5.1 p«M n•"1os•F __J START-UP, SET-UP, AND DEFROST CONDITIONS. THESE CONTROLS SHALL ANTICIPATE NEED OTHER MEANS, SUCH AS HOT GAS BYPASS, EXCEPT AT THE LOWEST STAGE OF SHALL BE DESIGNED TO VARY THE INDOOR FAN AIRFLOW AS A FUNCTION OF LOAD AND i FOR HEAT AND USE COMPRESSION HEATING AS THE FIRST STAGE OF HEAT. CONTROLS MECHANICAL COOLING. UNITS THAT INCLUDE AN AIR ECONOMIZER SHALL COMPLY WITH THE SHALL COMPLY WITH THE FOLLOWING REQUIREMENTS: swW, wpoira�aoo"»r..,11=Ne•. F 4C Ro« SHALL INDICATE WHEN SUPPLEMENTAL HEATING IS BEING USED THROUGH VISUAL MEANS FOLLOWING: «pnw�rq los•F o�n.s z E.G., LED INDICATORS). HEAT PUMPS CE-60 2018 WASHINGTON STATE ENERGY CODE 1. DIRECT EXPANSION (DX) AND CHILLED WATER COOLING UNITS THAT CONTROL THE 2�d� «•e m.«. ♦) j E-i- m•«,Or,•mnrv �JJEQUIPPED WITH SUPPLEMENTARY HEATERS SHALL BE INSTALLED WITH CONTROLS THAT 1. UNIT CONTROLS SHALL HAVE THE MECHANICAL COOLING CAPACITY CONTROL INTERLOCKED CAPACITY OF THE MECHANICAL COOLING DIRECTLY BASED ON SPACE TEMPERATURE SHALL x Ra PREVENT SUPPLEMENTAL HEATER OPERATION ABOVE 407E (4.4°C). WITH THE AIR ECONOMIZER CONTROLS SUCH THAT THE OUTDOOR AIR DAMPER IS AT THE HAVE NOT FEWER THAN TWO STAGES OF FAN CONTROL. LOW OR MINIMUM SPEED SHALL .. r W100 PERCENT OPEN POSITION WHEN MECHANICAL COOLING IS ON AND THE OUTDOOR AIR NOT BE GREATER THAN 66 PERCENT OF FULL SPEED. AT LOW OR MINIMUM SPEED, THE �EXCEPTION: PACKAGED TERMINAL HEAT PUMPS (PTHPS) OF LESS THAN 2 TONS DAMPER DOES NOT BEGIN TO CLOSE TO PREVENT COIL FREEZING DUE TO MINIMUM FAN SYSTEM SHALL DRAW NOT MORE THAN 40 PERCENT OF THE FAN POWER AT FULL FAN weo�°. .f •c w10(24,000 BTU/HR) COOLING CAPACITY PROVIDED WITH CONTROLS THAT PREVENT COMPRESSOR RUN TIME UNTIL THE LEAVING AIR TEMPERATURE IS LESS THAN 45-F(7'C). SPEED. LOW OR MINIMUM SPEED SHALL BE USED DURING PERIODS OF LOW COOLING LOADSUPPLEMENTARY HEATER OPERATION ABOVE 40°F. 2. DIRECT EXPANSION (DX) UNITS WITH COOLING CAPACITY 65,000 BTU H 19 KW OR AND VENTILATION-ONLY OPERATION. Q Cn / ( ) 2. OTHER UNITS INCLUDING DX COOLING UNITS AND CHILLED WATER UNITS THAT CONTROL THE C403.10.2 DUCT CONSTRUCTION. DUCTWORK SHALL BE CONSTRUCTED AND ERECTED IN GREATER OF RATED CAPACITY SHALL COMPLY WITH THE FOLLOWING: 2 _ F C403.4.1.2 DEAD BAND. WHERE USED TO CONTROL BOTH HEATING AND COOLING, ZONE 2.1. OX UNITS THAT CONTROL THE CAPACITY OF THE MECHANICAL COOLING DIRECTLY BASED ON SPACE TEMPERATURE BY MODULATING THE AIRFLOW TO THE SPACE SHALL HAVE ACCORDANCE WITH THE INTERNATIONAL MECHANICAL MODULATING FAN CONTROL. MINIMUM SPEED SHALL BE NOT GREATER THAN 50 PERCENT CODE.C403.10.2.1 LOW-PRESSURE DUCT SYSTEMS. LONGITUDINAL AND TRANSVERSE JOINTS, m THERMOSTATIC CONTROLS SHALL BE CONFIGURED TO PROVIDE A TEMPERATURE RANGE OR OCCUPIED SPACE SEAMS AND CONNECTIONS OF SUPPLY AND RETURN DUCTS OPERATING AT A STATIC PRESSURE W Q Q OF FULL SPEED. AT MINIMUM SPEED, THE FAN SYSTEM SHALL DRAW NO MORE THAN 30 LL DEAD BAND OF AT LEAST 5'F(2.8-C) WITHIN WHICH THE SUPPLY OF HEATING AND TEMPERATURE SHALL HAVE NOT FEWER THAN TWO STAGES OF MECHANICAL COOLING CAPACITY. PERCENT OF THE POWER AT FULL FAN SPEED. LOW OR MINIMUM SPEED SHALL BE USED LESS THAN OR EQUAL TO 2 INCHES WATER GAUGE (W.G.) (500 PA) SHALL BE SECURELY r = COOLING ENERGY TO THE ZONE IS SHUT OFF OR REDUCED TO A MINIMUM. 2.2. OTHER DX UNITS, INCLUDING THOSE THAT CONTROL SPACE TEMPERATURE BY MODULATING DURING PERIODS OF LOW COOLING LOAD AND VENTILATION-ONLY OPERATION. FASTENED AND SEALED WITH WELDS, GASKETS, MASTICS (ADHESIVES), MASTIC-PLUS o THE AIRFLOW TO THE SPACE, SHALL BE IN ACCORDANCE WITH TABLE C403.5.1. 3. UNITS THAT INCLUDE AN AIRSIDE ECONOMIZER IN ACCORDANCE WITH SECTION C403.5 EMBEDDED FABRIC SYSTEMS OR TAPES INSTALLED IN ACCORDANCE WITH THE MANUFACTURER QS Lo Z SHALL HAVE NOT FEWER THAN TWO SPEEDS OF FAN CONTROL DURING ECONOMIZER INSTALLATION INSTRUCTIONS. PRESSURE CLASSIFICATIONS SPECIFIC TO THE DUCT SYSTEM SHALL C403.4.1.3 SET POINT OVERLAP RESTRICTION. WHERE A ZONE HAS A SEPARATE HEATING AND A C403.5.3. AIR ECONOMIZERS. AIR ECONOMIZERS SHALL COMPLY WITH SECTIONS C403.5.3.1 LL Q O OPERATION. IN CLEARLY INDICATED ON THE CONSTRUCTION DOCUMENTS IN ACCORDANCE WITH THE 7- SEPARATE COOLING THERMOSTATIC CONTROL LOCATED WITHIN THE ZONE, A LIMIT SWITCH, THROUGH C403.5.3.5. � � MECHANICAL STOP OR DIRECT DIGITAL CONTROL SYSTEM WITH SOFTWARE PROGRAMMING INTERNATIONAL MECHANICAL CODE. ^ W SHALL BE CONFIGURED TO PREVENT THE HEATING SET POINT FROM EXCEEDING THE C403.5.3.1 DESIGN CAPACITY. AIR ECONOMIZER SYSTEMS SHALL BE CONFIGURED TO MODULATE EXCEPTIONS: L.L i COOLING SET POINT AND TO MAINTAIN A DEAD BAND IN ACCORDANCE WITH SECTION OUTDOOR AIR AND RETURN AIR DAMPERS TO PROVIDE UP TO 100 PERCENT OF THE DESIGN 1. MODULATING FAN CONTROL IS NOT REQUIRED FOR CHILLED WATER AND EVAPORATIVE EXCEPTION: CONTINUOUSLY WELDED AND LOCKING-TYPE LONGITUDINAL JOINTS AND SEAMS ON UNITS WITH FAN MOTORS OF LESS THAN 1 HP (0.746 KW) WHERE THE UNITS ARE DUCTS OPERATING AT STATIC PRESSURES LESS THAN 2 INCHES WATER GAUGE (W.G.) (500 PA) G G a Z C403.4.1.2 SUPPLY AIR QUANTITY AS OUTDOOR AIR FOR COOLING. COOLING J NOT USED TO PROVIDE VENTILATION AIR AND THE INDOOR FAN CYCLES WITH THE LOAD PRESSURE CLASSIFICATION. LLI C403.4.1.4 HEATED OR COOLED VESTIBULES. THE HEATING SYSTEM FOR HEATED VESTIBULES AND C403.5.3.2 CONTROL SIGNAL. ECONOMIZER CONTROLS AND DAMPERS SHALL BE CONFIGURED TO Q AIR CURTAINS WITH INTEGRAL HEATING SHALL BE PROVIDED WITH CONTROLS CONFIGURED SEQUENCE THE DAMPERS WITH MECHANICAL COOLING EQUIPMENT AND SHALL NOT BE 2. WHERE THE VOLUME OF OUTDOOR AIR REQUIRED TO COMPLY WITH THE VENTILATION C403.10.3.1 PROTECTION OF PIPING INSULATION. PIPING INSULATION EXPOSED TO WEATHER TO SHUT OFF THE SOURCE OF HEATING WHEN THE OUTDOOR AIR TEMPERATURE IS CONTROLLED BY ONLY MIXED AIR TEMPERATURE. AIR ECONOMIZERS ON SYSTEMS WITH REQUIREMENTS OF THE INTERNATIONAL MECHANICAL CODE AT LOW SPEED EXCEEDS THE SHALL BE PROTECTED FROM DAMAGE, INCLUDING THAT DUE TO SUNLIGHT, MOISTURE, EQUIPMENT Last Revision Date: GREATER THAN 45°F (7'C). VESTIBULE HEATING AND COOLING SYSTEMS SHALL BE COOLING CAPACITY GREATER THAN 65,000 BTU/H SHALL BE CONFIGURED TO PROVIDE AIR THAT WOULD BE DELIVERED AT THE MINIMUM SPEED DEFINED IN SECTION C403.8.5, MAINTENANCE AND WIND, AND SHALL PROVIDE SHIELDING FROM SOLAR RADIATION THAT CAN CONTROLLED BY A THERMOSTAT LOCATED IN THE VESTIBULE CONFIGURED TO LIMIT HEATING PARTIAL COOLING EVEN WHEN ADDITIONAL MECHANICAL COOLING IS REQUIRED TO MEET THE THE MINIMUM SPEED SHALL BE SELECTED TO PROVIDE THE REQUIRED VENTILATION AIR. CAUSE DEGRADATION OF THE MATERIAL. ADHESIVES TAPE SHALL NOT BE PERMITTED. 3/5/2024 TO A TEMPERATURE NOT GREATER THAN 60-F (16-C) AND COOLING TO A TEMPERATURE REMAINDER OF THE COOLING LOAD. C403.13 COMMISSIONING. MECHANICAL SYSTEMS SHALL BE COMMISSIONED IN ACCORDANCE WITH rn NOT LESS THAN 85°F (29°C). SECTION C408. 0weerseo sv. anwry sv. a K.K K.D MECHANICAL CODE a D STALE: NT5 M 0.01 Z O GAS UNIT HEATERS EVAPORATOR COILS a SUPPLY GAS GAS VENT TOTAL BASIS OF DESIGN AIR ENERYSTAR AREA CONTROLLED INPUT OUTPUT CONNECTION ELECTRICAL WEIGHT SUPPLY INLET OUTLET COOLING Z 0 CONDENSING BASIS OF DESIGN AIR ESP CONN CONN CAPACITY ELECTRICAL WEIGHT CONDENSATE O 11J TAG MARK CITY LOCATION MANUF MODEL (OM) STAR SERVED BY (MBH) (MBH) (INCHES) FLAVOLTS PHASE (LBF NOTES � PROGRAMMABLE TAG MARK QUANTITY UNIT LOCATION MANUF MODEL (SCFM) (IN WC) (I N) (I N) (MBTU) MCA VOLTS PHASE (LBF) (I N) NOTES D UH 1 1 CEILING REZNOR UD2150 1921 83% MAUNFACfURING THERMOSTAT 150 124.5 5 3S 115 1 179 1-3 W UH 2 1 CEIUNG REZNOR UDZ350 -21 83% MAUWACTURING PROGRAMMABLE 150 124.5 5 3.8 115 1 179 1-3 C 1 2 CU-3 COOLER ROOM ARTICTEMP RL6A094ADARE 1,570 0.50 3/8 SIB 10,464.0 IS 115 1 45 34 1-4 N4IE5: THERMOSTAT C 2 2 CU-4 COOLER ROOM ARTICTEMP RL6A094ADARE 1,570 0.50 3/8 5/8 30,464.0 IS 115 1 45 34 1-4 L! 1.VERIFY ELECTRICAL VOLTAGE PRIOR TO PLACING ORDER. NOTES: � 2.FURNISH AND INSTALL ONE DISCONNECT PER SYSTEM BY DIV 26. 1.VERIFY ILL VOLTAGE PRIOR TO PLACING ORDER. 3.PROVIDE 24 HOUR PROGRAMMABLE CONTROLLER CAPABLE OF AUTOMATIC SETBAIX OR SHUTDOWN DURING PERIODS OF NON-USE. 2.FURNISHH AND AND INSTALL ONE DISCONNECT PER SYSTEM BY DIV 26. Q N 3.CONDENSATE WASTE SHALL BE COLLECTED AND DISCHARGED TO AN APPROVED PLUMBING FIXTURE OR AREA. Z 4.REFRIGERANT PIPING TO OUTDOOR UNIT J WALL HEATERS DND • T SUPPLY 240 VOLTS 208 VOLT BASIS OF DESIGN AIR ENERYSTAR AREA CONTROLLED OUTPUT OUTPUT ELECTRICAL WEIGHT COOLER CONDENSING UNITS + r TAG MARK CITY LOCATION MANUF MODEL (CFM) STAR TYPE SERVED BY (MBH) (MBH) FLA VOLTS PHASE LBF NOTES Q NOMINAL WH 1 1 WALL CADET CSC102TW 40 300% CENTRIFUGAL RISER UNIT MOUNTED 3415 2560 4.2/3.6 240/208 3 1.0 1-2 COOLING UQ GAS SOUND THERMOSTAT UNIT MOUNTED BASIS OF DESIGN CAPACITY CONN CONN REFRIGERANT ELECTRICAL POWER WEIGHT Q' WH 2 1 WALL CADET 6C202TW 55 300% CENTRIFUGAL ELECTRICAL ROOM THERMOSTAT 6625 5120 8.3/].2 240/208 1 T. 1-2 TAG MARK QUANTITY LOCATION MANUF MODEL (BTU/H) (IN) (I N) TYPE MCA MOO VOLTS PHASE BA)d (LBF) NOTES Do m NDTES. CU 3 1 OUTDOOR ARTICTEMP RF0250E45EA-NT 114. 12 1/8 R448A 17.3AIR DEF.,32.2 ELEC.DEF. 2SAIR DEF.,35ELEC.DEF 208-230 3 72 230 1-2 2 Ql 4 1 OUTDOOR ARTICTEMP RF0250E45U-NT 10464 2 78 R448A 17.3 Alfl DEF. 32.2 ELEC.DEF. 25 AIR DEF.,35 ELEC.DEF 20H-230 3 72 230 1-2 1.VERIFY ELECTRICAL VOLTAGE PRIOR TO PLACING ORDER. a Z 2.FURNISH AND INSTALL ONE DISCONNECT PER SYSTEM BY DIV 26. NOTES. ~ U.I 1.VERIFY ELECTRICAL VOLTAGE PRIOR TO PIACI NG ORDER. CII 2.FURNISH AND INSTALL ONE DISCONNECT PER SYSTEM BY DIV 26. ° Z QU m J ENERGY RECOVERY VENTILATORS GRILLES, REGISTERS,AND DIFFUSERS SENSIBILE SUPPLYFAN EXHAUSTFAN ELECTRICAL WEIGHT CONSTRUCTION TAG MARK QTY LOCATION RECOVERY NOTES BASIS OF DESIGN BASIS OF DESIGN EFT(%) AIRFLOW ESP AIRFLOW ESP Tnc� MARK TYPE DESCRIPTION FACE SIZE MOUNTTYPE NECKCONNECTION NOTES MANUF MDDEL (ScFM) (INVVC) (SCFM) (IN WC) MCA(A) MIVOLTS PHASE (LBF) MANUF MODEL (INAN) ERV 1 1 MEZZANINE ABOVE BATHROOMS RENEWNRE HEI.SJINV-S35SSDANT-L 67.5% 1,300 0.57 1,300 0.60 5 15 208-230 3 504 1-0 CSD CEILING SUPPLY DIFFUSER TITUS MCD 4.CORE ADJUSTABLE 24"K24" LAY-IN ROUND 1.2 CEG CEILING EXHAUST DIFFUSER TITUS SOF 1/7K1/70'ALUMINUM GRID 24'Y34^ LAY-IN ROUND 1-2 ERV 2 1 MEZZANINEABOVE BATHROOMS RENEWNRE HE10-JINV.SI5EE-DGNT--L 85. 00 1000 0.50 3.9 15 6% 1, 0 0.50 , 208-230 1 350 1-4 WSD WALL SUPPLY DIFFUSER TITUS 300 SPECAU7ED GRILLES SEE M2.00 SURFACE RECTANGULAR 1-2 SO 1 SPIRAL DIFFUSER SHOEMAKER SD-34 TRANSI1ION BOXSPIRAL PIPE GRILLE SEE M2.00 SURFACE RECTANGULAR 1-2 to NOTES: WRG WALL RE TURN GRI LLE TITUS 50F SPECAU7EDGRILLES SEE M2.00 SURFACE RERANGULAR 1-2 prj 1.VERIFY ELECTRICAL VOLTAGE AND PHASE PRIOR TO PLACING ORDER. WEG WALL EXHAUSTGRI LLE TITUS 350RL SPECAUZE RILLES SEE M2.o0 SURFACE RERANGULAR 1-2 Xk 2.PROVIDE 2-INCH FILTER RACK WITH MERV8 FILTERS. DO 3.PROVIDE RUBBER-INSHEAR VIBRATION ISOLATORS,AND SEISMIC RESTRAINTS ON ERV-1 AND ERV2. NOTES: 0 4.PROVIDE 24 VOLT WIRED REMOTE CONTROLLER 1.STANDARD WH TE FINISH 2.WITH OPPOSED BLADE DAMPERS ELECTRIC DUCT HEATERS EXHAUST FAN SOUND BASIS OF DESIGN AIRFLOW ESP ELECTRICJLL POWER WEIGHT BASIS OF DESIGN AIRFLOW DUCTSIZE CONTROLLED ELECTRICAL TAG MARK CITY LOCATION MANUF MODEL IS (IN WC) FLA HP VOLTS PHASE (d BA) (LBF) NOTES TAG MARK CITY LOCATION MANUF MODEL (CFM) (INXIN/IN) STAGES BY KW MCA MOPD VOLTS PHASE NOTES WEF 1 1 MANUFACTURING-WALL GflEENHECK SE1-16126-VG 3,000 0.19 1 3.8 0.5 208 1 72 1 119 1 182 EDH 1 1 DUCT-ERV1 RENEWAIRE EK-121201SSCCVR-23F1SS-N 1300 12X32 1 DISCHARGEAIR SENSOR 15 1205. 60.00 208 3 1-3 EDH 2 1 DUCT-ERVI RENEWAIRE EK-1010012SCCVR--21F1SS-N 1000 1OX10 1 DISOHARGEAIR SENSOR 12 72.11 80.00 208 1 1-3 HQM 1.WI III BACKDRAfT DAMPER AT FAN, NOTES. 2.WALL SWITCH BELOW FAN-BY ELECTRICAN 1.VERIFY ELECTRICAL VOLTAGE PRIOR TO PLACING ORDER. CRIVI PERMIT �E R M A I T 2.PROVIDE DISODNNECTSWITCH. r I 3.PROVIDESUPINWK. SET AIR HANDLER LOUVERS a TOTAL NOMINAL VOLUMETRIC FREE FREE AREA SUPPLY UQ GAS COOLING HEATING FILTER BASIS OF DESIGN WIDTH HEIGHT FLOW HATE AREA VELOCITY TAG MARK LOCATION MANUF MODEL TYPE (IN) (IN) (CFM) (SF) (FPM) NOTES j CONDENSING BASIS OF DESIGN AIR ESP CONN CONN CAPACITY CAPAOTY MERV ELECTRICAL WEIGHT CONDENSATE LLJ PHASE (LBF) (IN) L 1 WALL GREENHEIX ESD-635 EXTRUDED ALUMINUM 36 36 3000 4.98 602 a, TAG MARK QUANTITY UNIT LOCATION MANUF MODEL (SCFM) (IN WQ (I N) (I N) (MBTU) (MBTU) RATING MCA VOLTS NOTES L 2 WALL GREENHEIX ESD-635 EXTRUDED ALUMINUM 36 36 2300 4.98 462 0 FCU 1 1 CU-1 MEZZANINE ABOVE BATHROOMS LENNOX CBA27UHE-060 1,900 0.50 3/8 7/8 55.8 53.5 MERV8 49 208 3 199 34 1-6 L 3 WALL GREENHEIX ESD-635 EXTRUDED ALUMINUM 36 36 3000 4.98 462 J L 4 WALL GREENHEIX ESD-635 EXTRUDED ALUMINUM 22.25 22.25 3000 �EY j FCU 2 1 CU-2 MEZZANI NE ABOVE BATHROOMS LENNOX CBA27UHE-060 1,900 0.50 3/8 7/8 55.8 53.5 MERV8 49 208 3 199 34 1-6 V z a 1.VERIFY ELECTRICAL VOLTAGE PRIORTO PLACING ORDER. Lt.i 2.FURNISH AND INSTALL ONE DISCONNECT PER SYSTEM BY DIV 26. MINIMUM 3.PROVIDE 24 HOUR PROGRAMMABLE CONTROLLER CAPABLE OF AUTOMATIC SETBACK OR SHUTDOWN DURING PERIODS OF NON-USE. VENTILATION RATE PER VENTILATION RATE 2018 VENTILATION RATES m m 4.CONDENSATE WASTE SHALL BE COLLECTED AND DISCHARGED TO AN APPROVED PLUMBING FIXTURE OR AREA VENTILATION CALCULATIONS 20181MC TABLE 403.3.1.1 IMC TABLE 403.3.1.1 PERROOMTYPE TQ U) S.REFRIGERANT PIPING TO OUTDOOR HEATPUMP SPACES SOFT OCC CFM/QSFT CFWOCC CFM 2 �_ F 6.PROVIDE DUCT SMOKE DETECTOR FOR AIR HANDLERS DINING 2284 108 0.18 7.5 1221. W m 7 FCU-1 and FCU-2 twinned together with a single thermostat OFFICE 129 1 0.06 5 8 L = x RR 400 0 0.06 0 24 rQ RR 66 0 0.06 0 4 LLI z N MANUFACTURING 6951 5 0.12 5 859 Q O OUTDOOR HEATPUMPS TOTAL zoeo I^LI w o NOMINAL NOMINAL MINIMUM G a Z m COOLING HEATING UQ GAS EFFICIENCY SOUND G G J BASIS OF DESIGN CAPACITY CAPACITY CONN CONN REFRIGERANT COOLING HEATING POWER WEIGHT W TAG MARK QUANTITY LOCATION MANUF MODEL (BTU/H) (BTU/H) (IN) (IN) TYPE SEER HSPF MCA MOCP VOLTS PHASE dRA (LBF) NOTES Q CU 1 1 OUTDOOR LENNOX ML14%P1-0G0233 55$ID 53,SOD 3/B 7/8 R-41M 14.5 9.0 18.0 3Q0 208 3 295 I-2 CU 2 1 OUTDOOR LENNOX ML14%PI 233 55,800 53,500 3/8 7/8 Rd10A 16.5 9.0 78.0 3Q0 208 3 295 1-2 Last Revision Date: NOTES' 3/5/2024 1.VERIFY ELECTRICAL VOLTAGE PRIOR TO PLAO NG ORDER. 2.FURNISH AND INSTALL ONE DISCONNECT PER SYSTEM BY DIV 26. ENGINEERED BY. -BY. a K.K K.D MECHANICAL SCHEDULE a i SCALE: NTS Z Z O PROPERTY ADDRESS: LOT E OF THE AVR BUSINESS PARK I \ BINDING SITE PLAN I �\ \\ \ p ASSESSORS #: 31051400203300 w w I � \ SITE SQUARE FOOTAGE ti I I \ \ w 1.40 ACRES OR 54.701SF FIRE ACCESS TO I \ Q ZONING ADJACENT SITE I I \ \ 01-GENERAL INDUSTRIAL/AIRPORT PROTECTION DISTRICT C PROPERTY LINE I� \� \ \\ ` z _ I \ L O�N Vl0 h O1� SETBACKS CHAIN LINK r 0/W SEPARATOR — — \ FRONT STREET IEAST),25'•0-REQUIRED(OKI FENCE .N SIDE(INTERIOR(NORTH/SOUTH), 5'-0'REQUIRED [OK) — — — _ S S� SS -SS SS----SS-- -- _ _ _ _ SS REAR,(WEST),5'-0' REQUIRED(OKI I 7 - — — — — _— — EXIS .FI EASEMENT \ N BUILDING HEIGHT 45 — EXIST.— — — — -- — Ds EXIHYDST. \ 1I 50'-0'MAX ALLOWED(OKI EASEMENT -- _ I \ FIRE ACCESS 95'•0'C I 1 OH POL T \ � } HEIGHT DEFINED FROM THE AVERAGE EXISTING NATURAL GRADE TO THE RIDGELINE OF THE ROOF. IOKI 0 20.0' I 4-0 SITE COVERAGE 49 C w C,MAXIMUM LOT COVERAGE IS 10OX I I •.I ❑«�« \`« ®I v \\ 0] �. 42 I • \ w A«` \ < w I I \ I •«I m n GAMES L —�-�•• •��\ I � I F RE 15.970 0 �,•1 ` \ \ « I QFTiEXPANSION/ i \ - n \ \ TTT��� q I IS NG ORM DRAI \ « « Ln PENG�AR \B S EENING I AD ERI W EQ IRE HAT \ \ I \ IS RD M 3 I I ,� .I `• 1`_ STI G DR IN DITCH \ M EET THEwho I \ N91101�R AD m rn 96 I I E PY OUN O I I OUTDOOR COVERED 95 I 106-21 2T�10, / ISER ROOM SEATING I 1 \26-0' OVERHEAD BIKE PARKING I I 1 to I DELIVERY DOOR AIN COVERED I I I — I ENTRANCE I 112' IDE XIST G I�RAI /P TH I �� I y AXIS NG I I i woo I\ / I I i I IDRIV A7 CUT 4 I I I I 9 I 2 I b I I 1 f 97 I I N I >YI I 12'WIDE X 56'DEEP I I I I vNi I I LOADING SPACE DUMPSTER ENCLOSURE o I I I I I PERMIT 20X OF PARKING LOT SHADED.PER PROPOSED FIRE LINE n I I I SET DESIGN STANDARDS 5'LANDSCAPE PROPOSED DOMESTIC WATER— BEDt� I 90 I i PER EVERY 7 STALLS. 3 I I a LEGEND: 27 26 25 j I 19 18 12 tt I I NEW CONCRETE SIDEWALK/PATIO ~ 5 28 — —I — — — — — — 25.0( — LLJ — — — — — — — — — — — — -- — I FOR GRASS/LANDSCAPING — — -- — — — _— — — — 0 AREA OF EXTRUDED CURB o I I I I J N r — — i N I BUILDING SETDACK — — — — — — — — — — I p I z O-O SITE LIGHT PER ELECTRICAL I P ® DECORATIVE SITE PEDESTRIAN SCALE LIGHT PER ELEC. I PROPERTY LINE & Lu m w 00 Q wQ i I co a z ILu ILu H Q I Last Revision Date: 3/5/2024 NNE-DBY -aY. MECHANICAL SITE K.K K.D 1 PLAN SCALE: NTS M1 .01 NOTES 4 O ROUTE ALL CONDENSATE LINES AS SHORT AND DIRECT AS POSSIBLE Z TO AN APPROVED PLUMBING DISCHARGE AREA 0 0 VENT FLUE UP 0_ THROUGH ROOF O ROUTE ALL REFRIGERANT LINES FROM AIR HANDLERS TO OUTDOOR cy E UNITS AS SHORT AND DIRECT AS POSSIBLE 1n U 1-1/4"G e 4 CONCRETE PAD PROVIDED BY Z w 150 MBH OTHERS O EXHAUST DISCHARGE NEEDS TO BE AT LEAST 10 FEET AWAY FROM ANY U 200"MAX LENGTH_ 5'-0' X 3'-0' UPPER 5'-0• x 3'-0' UPPER INTAKE AND/OR 3 FEET OR MORE ABOVE ANY INTAKE LOCATION. j WOO SILL 0 14'-0' WOO SILL 0 14'-0' cu 0 200' MAX LENGTH - 850 MBH @ 2-1/2" NG 1 SIZED PER 2018 INTERNATIONAL FUEL GAS CODE TABLE 402.4 (2) AT LESS THAN 2.0 PSI INLET PRESSURE AND 0.5 PSI INLET PRESSURE w H DROP- SCHEDULE 40 METALLIC PIPE. Q cu PPER z '4'-0' Z CU 3 J 00 }tol 5- x UPPEF Y 0 WOO SILL 0 14'-0' CC w CUSTOMER SUPPLIED m BOILER C CV o Z `qa w 2•G 550 MBH ° Z 200°MAX LENGTH < U CEG 8•X8• " -i 3 0 EXHAUST DUCT BELOW OA DUCTS e", e• SINGLE EXHAUST LOUVER FOR BOTH SYSTEMS 0 36•X36' CSD 6•X6• MOTORIZED DAMPER ON EACH EXHAUST FOR EACH ERV SYSTEM Y : � ERV -,I X 1e: a ERV 2 OA DUCT TO BE ATLEAST 3'ABOVE EXHAUST DUCT 2 SINGLE INTAKE LOUVER FOR BOTH SYSTEMS 0 36•X36° J MOTORIZED DAMPER ON EACH INTAKE FOR EACH ERV SYSTEM M N 1, 1414 WEG 0• ED DAD D CT SIZE18°X18° r yw 1 T ITION TO 018 AFTER EDH m CEG 10° EDH 200 O' 2 CSD B°%8• 00 2•G`T Fs 700 MBH SUPPLY DUCT BELOW EXHAUST DUCT. N 200•MAX LENGTH TRANSITION DUCT UP TO REGISTER. in 11'_t EG 1 e 1 WSD 20•X20• FCU PCU TODD n F- WRG 34•X34• (D HIGH �-1- HX;HWALL GRILLE I WEG 24•X24• e 1100 E EERMIT P ec 1 z SET [41 SUPPLY DUCT BELOW EXHAUST DUCT.TRANSITION DUCT UP TO REGISTER. LLES3 , STORAGE ,-12'-0' x 12'-0' OVERHEAD DOORE E s O LES 13DO V) 1-1/4"G150MBH Q w200"MAX LENGTH •LLES w Q Q UP LL 1 as r = o w z Q O VENT FLUE UP u�1J d- THROUGH ROOF 1y LJ (D o N 2 a Z H SD-1 16•X8• W � J 2-1/2•G 430 850 MBH SIDEWALL GRILLES Q a 200'MAX LENGTH Last Revision Date: OFF E 3/5/2024 N Q TRANSFER GRILLE GAS METER 2H WiH 36°X36°WALL COINER WITH FIRST CSDH NGINEEID eY. DanwrveY. MOTORIZED CONTROL DAMPER 24•X24• N E K.K K.D-�-0 120 LEVEL PLAN 7e SCALE: 3/16•=1'0' 1 TYP. 5'-0' x 5'_6•—�.,._. I M 2. Q Z O a U U Z U O p U) w w Q Z NOTES: NOTES, 1. OFFSET OR ROTATE PIPE SECTION"B",45'FROM PIPE 1. REFER TO SPECIFICATIONS FOR HANGER SPACINGS. SECTION"A"TO PROVIDE CLEAR ACCESS FOR CLEAN-OUT. 2. ATTACHMENTS TO OVERHEAD STRUCTURE SHALL BE MADE IN ACCORDANCE WITH STRUCTURAL 2. DRAIN PIPE SIZES SHALL BE 3/4"SERVING AIR ENGINEER'S REQUIREMENTS AND WEIGHT LIMITATIONS. SUBMIT FOR REVIEW AND APPROVAL. CONDITIONERS UP TO 20 TONS OF COOLING AND 1" 3. PROVIDE SWAY AND SEISMIC BRACING PER SMACNA SEISMIC GUIDELINES. N SERVING AIR CONDITIONERS FROM 21 TO 40 TONS OF A.C. 00 DRAIN PIPE SHALL NOT BE SMALLER THAN THE AIR CONDTIONING UNITS CONNECTION. THESE TWO HANGERS ARE TO BE USED ` UU 3. DIMENSION"A"=S.P.x 1.5+2"DIMENSION"B"=S.P.x 0.5+ 1" ON DUCTS 25'AND LARGER THIS HANGER IS FOR DUCTS . N (MAY BE USED ON SMALLER DUCTS) 24'B AND SMALLER `1 IF LENGTH OF HORIZONTAL DRAIN PIPE IS GREATER THAN 15',INSTALL FULL SIZE VEN HA T ROD 1"X 16Ga. w HANGER STRAP. AP.(TYPICAL) GO vas'o Eauianxnt Picinr Oeeail � z AB0VE6TOP OF Bell kcimen: Q NUT AND STAR 41 Z DRAIN PAN Valve Trap LnioyI�n BOLT WASHER C".) < U DRAW-THROUGH AIR Ili 2"MAX J C.O. CONDITIONING UNIT DRAIN PAN. To Appliance or AND STAR WASHER A DI-ELECTRIC PIPE COUPLING OR Epaiprlent 1-1/2"X 22Ga. PIPE UNION AS REQUIRED. HANGER STRAP B SLOPE DRAIN PIPE DOWN NUT AND LOCKNUT 1-1/2"X 22Ga. IN DIRECTION OF FLOW CONTINUOUS COLLAR(;L,:' DRAWN TIGHT AT 1/8"PER FOOT AROUND DUCT DRAIN INTO APPROVED �1-j"X 1213a.SPLIT RING EACH STRAP ADJACENT PLUMBING RECEPTACLE 3"MINIMUM COLLAR AROUND DUCE TO ONE ANOTHER AT N HANGER LOCATION(TYP.) m M AIR CONDITIONING UNIT CONDENSATE TRAP GAS TO EQUIPMENT PIPING DETAIL ��� ROUND DUCT HANGER DETAIL o SCALE: NTS SCALE: NTS �./ SCALE: NTS 0 1. REFER TO SPECIFICATIONS FOR HANGER SPACINGS. PERMIT 2. ATTACHMENTS TO OVERHEAD STRUCTURE SHALL BE MADE IN ACCORDANCE WITH SET STRUCTURAL ENGINEER'S REQUIREMENTS AND WEIGHT LIMITATIONS. SUBMIT FOR REVIEW AND APPROVAL 3. PROVIDE SWAY AND SEISMIC BRACING PER SMACNA SEISMIC GUIDEUNES. DETAIL NOTES: 1. THE CONCRETE PAD SHALL BE 4" THICK X MINIMUM o o 6" + EQUIPMENT DEPTH X 6" + EQUIPMENT WIDTH, N ALSO SEE DETAIL 11 BELOW. W �' STRUCTURE 0 �"0 ROD OR 1"X 16Ga. "0 RODj (TYP) 2"X 2'X d' ANCHOR 0 ANGLE 10P AND 1"X 16Ga.HANGER STRAP(TYP.) WAGER STRAP(TYP.) 0 BOTTOM CONCRETE PAD 6ANCHOR BOLT FLOOR LINE SPRING HANGER ISOLATOR�_, > FLEXIBLE DUCT CONNECTOR z a a OVER j'-THREADED ROD BACKDRAFT DAMPER L1J SHEET METAL SCREWS INLINE I m m( ) Xr HAUsr 6"MIN I 00 FLEXIBLE DUCT CONNECTOR wL Q Q �. TRIM AT 45' 61° 'IL aMAX ANGLE(TYP.) MAX. 2 X2"4GLE(TYP.) AND OVER 4" EXHAUST GRILLE ACCESS PANEL O d W IN-LINE EXHAUST FAN DETAIL a Z RECTANGULAR DUCT HANGER DETAIL TYPICAL CONCRETE PAD 6 SCALE: Q 4 SCALE: NTS SCALE: TUTS Last Revision Date: u 3/5/2024 i i MECHANICAL K.K 7KD D DETAILS SCALE: NTS M3.00 LOCATE DAMPER AS REMOTE TO DIFFUSER L AS POSSIBLE Z O TABLE 1: DUCT OVERALL ASSEMBLY HEIGHT AT MIN INSIDE HEIGHT CO CABLE(OR EQUAL) a CONTROL WIRE.LENGTH AS REO'D Of DUCT R-VALUE CONSTRUCTION DUCT HEIGHT DUCT HEIGHT(WIDTH>22� U) R-4.2 R-4.2 LINER 10.5" 11.5" CONTROL KIT MOUNTING p R-4.2 R-4.2 FOIL BY 9.5' F BRACKET. FIELD FAB&INSTALL — � R-6 R-6 FOIL 8.625" 9.625" I 1 N INSULATED PLENUM R-8 R-4.2 FOIL+ LINER* 10.5" 11.5" 5; R-8 R-8 FOIL 9.25" 10.25" YOUNG REGULATOR MODEL 1 1 270-275(OR APPROVED EQUAL) MANUAL VOLUME DIRECTION OF AIR * BEST ACOUSTICAL PERFORMANCE CONTROL KIT ILL! FLOW-TYP. ADDITIONAL INSULATION TO MEET ENERGY CODE, INSULATED SLOT DIFFUSER ADJUSTABLE SEE TITLE 24 REPORT FOR REQUIRED VALUED HARD CEILING WITH PLENUM AIR EXTRACTOR EXTERIOR INSULATION ADDITIONAL EXTERIOR R VALUE NO ACCESS DOOR FOIL 5/16"=R-4.2 SLOT DIFFUSER Z w v rn TURNING VANES 3/4'SPACER+5/16" =R-6 MAIN SUPPLY DUCT 600 CFM MAX. WALL FRAMING SIZE OF SPLIT PROPORTIONAL UNLESS OTHER- 3/4"SPACER+5/8' =R-8 TO AIR FLOW QUANTITIES. WISE NOTED BATT(K=0.29): 1-1/2" =R-4.2 45'SQUARE-TO-ROUND WALL FINISH MATERIALS 2-3/16"=R-6 SIDE TAKE OFF AIR FLOW DIRECTION-TYP. BRANCH TAKE-OFF 3' =R-8.4 1/4'CLEARANCE-{ (APPROX.13'LONG) TEE SPLIT DUCT INCREASED DUCT 4 L � PRIOR TO INLET TURNING VANES YOUNG VOLUME DAMP MODEL 5OWDEN MANUAL VOLUME � �-- -------- 6" 10° + N --------------I VOLUME DAMPER FOR BOWDEN DAMPER — — — — _ _ _ _ CABLE CONTROL SYSTEM } 2A A (OR EQUAL)(SEE CHART FOR LENGTH) 8" 10" . Y FOR RETURN AND 10" 10" EXHAUST AIR DUCTS 1 SIZE OF SPOT PROPORTIONAL MAX.SLOPE 12" 12" TO AIR FLOW QUANTITIES. 1°IN 5"ANY SIDE EXPANDED TAP FLEXIBLE DUCTWORK CONNECTION 14" 14" � AIR FLOW SEE TABLE 1 MIN CLEAR HEIGHT=6" m 16" 16" SINGLE BRANCH TAKE-OFF INCREASING 'If�I MAX WIDTH=4zHEIGHT 18" 18" o Z L — I. LINER(R4.2/IN) w MANUAL VOLUME AIR FLOW —� DAMPER MAX.SLOPE DECREASING 8 Z 1"IN 6"ANY SIDE *TURN DUCT TRANSINON - -------- ---- YOUNG REGULATOR MODEL 502000 UVOLUME DAMPER FOR BOWDEN DUCT 1 FLANGE CABLE CONTROL SYSTEM G VANES DIFFUSER (WIDTH>22":1.5"FLANGE) (OR EQUAL)(SEE 140280 M8.02) F SPLIT PROPORTIONAL A NECK SIZE FLOW QUANTITIES. `\ LOCATE DAMPER AS REMOTE DOUBLE BRANCH TAKE-OFF DUCT TERMINATION `CEILING DIFFUSER TO DIFFUSER AS POSSIBLE L BOWDEN CABLE(OR EQUAL) MAIN SUPPLY DUCT CONTROL WIRE. TYPICAL RECTANGULAR DUCT FITTING DETAIL RECTANGULAR DUCT INSTALLATION DETAIL LENGTH AS REQ'D FLEXIBLE DUCT SCALE: NTS SCALE: NTS —SUPPORT ELBOW �y CONNECTED TO LO BUILDING STRUCTUREco r� Xk O YOUNG REGULATOR MODE CEILING 270-301 (OR APPROVED EQUAL) DIFFUSER RACK&PINION CONTROL KIT. HARD CEILING WITH NO 3"0 PLATED COVER ACCESS DOOR ON CEILING 3 REMOTE BALANCE DAMPER SCALE: NTS PERMIT SET i FLEXIBLE CONNECTION ROOM oo T'STAT i RESTRAINING W CABLE (TYP.-4) 11 11 0 ` INTERNAL J 1"ACOUSTIC 1" LINING U` LINING 10' MIN. Z a F W SUPPLY a m RETURN AIR m DUCT / m` °0L IE FROM PLENUM Q 00 24" 1" DEFLECTION RETURN AIR PLENUM � _ x SPRING ISOL00 ATORS (TYP.-4) TO MATCH FAN COIL IBLE N P-1000 CONNECTION INLET SIZE 24' DEEP Q z UNISTRUT SUPPORT FILTERS L W a CHANNEL OR EQUIVALENT CONDENSATE DRAIN W Z H Q Last Revision Date: i 3/5/2024 ONEEa BY. 7KD FAN COIL UNIT SCHEMATIC MECHANICAL K.K 4 a SCALE: TUTS DETAILS I SCALE: NTS M 3.01 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY HV M HEATING AND COOLING LOADS SUMMARY HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY H Project Name Data .f Data Project Name Date d TEMPERATE HABITS BREWING 3/5/2024 ?E e T*ITS BREWING 3/5/2024 TEMPERATE HABITS BREWING 3/5/2024 System Name Flca Area Floor Area System Name Floor Area U) U Dining Area 2,844 uAng Space 8,951 ELEC 116 Q ENGINEERING CHECKS SYSTEM LOAD GON_ ING CHECKS SYSTEM LOAD ENGINEERING CHECKS SYSTEM LOAD LD 1n Number of Systems COIL COOLING PEAK COIL IN 0.PEAK Number o S tams COIL COOLING PEAK COIL IN 0.PEAK �r of Systems COIL COOLING P COIL HTG.PEAK j HeatingSystem CFM Sensible Latent CFM Sensible Heatin S tam CFM Sensible Latent CFM Sensible HeatingSystem CFM Sensible Latent CFM Sensible 111 Output r System Tolet Room Loads 4,576 83,593 33,226 1,639 66,913 Output r System Tolet Room Loads 7,325 135,283 7,545 3,297 135,309 Output r S Total Room Loads 200 3,659 125 129 5,280 Total Output Btuh Return Vented Lighting 0 Total Output Btuh Return Vented Lighting 0 Total O Stuh Return Vented Lighting 0 W H Output BWN Return Air Ducts 4,180 3,346 OutputBWN Return Air Ducts 6,764 8,765 O Btuhl Return Air Ducts 183 264 Q Cooling S Return Fan 0 0 Coolin S Return Fan 0 0 CoolingSystem Return Flat- 0 0 O ut Ventilation 1,283 8,439 -21,244 1,263 70,337 O W Ventilation 910 6,288 3,928 910 50,882 Output r5 m YBn 0 0 0 0 0 Total Ou'L2 Supply Fan 0 0 Total O Supply Fan 0 0 Total O Shm $t 9 0 Z N V l0 r D1 Total Output Tons Supply Air Ducts 4.186 3.346 Total D ut Tons Supply Air Ducts 6,764 6,765 Tob10 Supply " 183 264 Total Output Btuhls ft Total Ou ul Btuhls ft T.. Btuhl Total Output ft/ron TOTAL SYSTEM LOAD 10Q391 1 t,982 143,941 Total ou ut anon TOTAL SYSTEM LOAD 155,079 11,473 199,722 Total O on _ EM LOAD 4.025 125 5,808 Air System Airs m Air$ m --- - J CFM per System HVAC EQUIPMENT SELECTION CFM r System HVAC EQUIPMENT SELECTION CFM system HVAC _ ELECTION + 0000 m arrow(cm) Amme cho Arnow cfm - N Arnow,lets ft arrow,W ft arrow efM Y } Airtime ch l7on arrow cOnfron arrow danrron Y Outside Air% Total Adjusted System Output Outside Air% Total Adjusted System Output Outlets Air Total Adjusted System Output Outside Air ciM (Atllusted for Peak Design conditions) Outside Air ciM (Adjusted for Peak Design oandW.) Outside Air Card (Atllusted for Peak Desgn wMiBons) Nee:values above Ivan at ARI contlitlons TIME OF SYSTEM PEAK Aug 3 PM Jan 1 AM Noce:values above wen M ARI comiltlons TIME OF SYSTEM PEAK Jul 3 PM Jan 1 AM Note:values above iwn al ARI conditions TIME OF SYSTEM PEAK AS192 PM Jen 7 AM UU HEATING SYSTEM PSVCHROMETRICS Airstream Temperatures at Time of HeatingPeak HEATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of HeatingPeak HEATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of HeatingPeak 03 16°F 22°F 110°F 16°F 55°F 110°F 16°F 68°F 110°F o Z UU r to Outside Air I I Outside Air I I Outside Air o Z 1,263 Cfm Heating Coil 91006n Heating Coil Ocfm Heating Coil c 11J 108°F 9 108°F 108°F a (.j m J ROOM ROOM ROOM 68°F 7C°F 68°F 7C°F 68°F 70°F HMI 11 � COOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of CoolingPeak COOLING SYSTEM PSYCHROMETRICS(Airstream Temperatures at Time of CoolingPeak COOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Colin Peak ii°F 82/66°F 55/54°F l7't�i F 55/54°F 82/65°F 76162°F 55/54°F T( La owame Air I I �� Outaide Air Outside Air I I 1�� 1.263 cfm Cooling Coil 57154°F 910 Cfm Cooling Coil 57154°F 0ofm Cooling Coil 57/65"F M N 73.4% ROOM 49.5% ROOM 49.6% ROOM M 76/68°F 74/68°F 76/62°F 74162°F 76/62-F 74162°F co fl 11� 1 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Date-- TEMPERATE HABITS BREWING 3/5/2024 System Name Flow Area RISER 58 ENGINEERING CHECKS SYSTEM LOAD Num - - COIL COOLING PEAK I COIL HTG.PEAK Halting Sysite. CFM Sensible Latent CFM Sensible Output per S tam Total Room Loads 94 1,717 47 50 2.023 10 ut Btuh Return Vented Lighting D PERMIT Return Air Ducts 86 101 SET Coolin System Return Fan 0 0 Output per5 Ventilation 0 0 0 0 0 Total Output Btuh Supply Fan 0 0 Total Output Tons Supply Air Ducts 86 101 3 Total Output Btuhls ft Totll Ou ut TOTAL SYSTEM LOAD 1.- 47 2.225 o Air S stem j CFM parSystem HVAC EQUIPMENT SELECTION LLI °' arrow cfm ' arrow circle n 0 J arrow 4knrten i Outside Air% Total Adjusted System Output Outside ar cfm/s N (Mjustetl for Peak Design caMAions) Z Note:values above iven at ARI conditions TIME OF SYSTEM PEAK F Sep 1 FFM F Jan 1 AM V w a` HEATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of HeatingPeak nN/ 16°F 68°F 110°F m 11 Outside Air 0 cfm Heating Coil 108°F 00 W Q Q ROOM 2 0 66°F 70°F < LU Z Il 114 w Q o COOLING SYSTEM PSYCHROMETRICS(Airstream Temperatures at Time of Cooling Peak Ll..l V Z o, 62"F 55/54°F 5 G a o���d�mr � � J � Q _/ Cooling Coil 57/ °F Last Revision Date: 49.0% ROOM 3/5/2024 I 74161°F nalne-ee> p6awNeY. MECHANICAL LOADS K.K K.D CALCULATIONS a I SCALE: NTS M4.00 Z O a 3I4/24,10:45 AM weenergymCes.wMprini_praject_summary_(orm.php7k=a WC19MjOZMZEnSrSpPTE3JmN0aT00Ng==8prin1=1 3/4Y24,10:45 AM energywdes.coMprinl_pmje,,t summary_form.php?k=aW09MjOZMZEmZnZpPTE3JmN0aT00Ng==&prim=l U) U A-v Syneme Sum rvinformadon Z w ma Quantity Supply AlrMw Veotileliov CFM Vevmatlov Energy Rttovery O ll.l SYeternlEquip ID Cmtrol VenlBation Smntlartl (Tool if Multiple)tame) Alt Source Pairetl with DOAS vtilado energy rerovery Emeiency(%) 2018 WSEC Complimne F..fm CommemialBuildingsincluding Group R2.R3&R4 over3 mod —il RI Adminimcrcd by:0=4 NEEA,All righls«smM FNI-2-C'U-I-2 _ Comlant volume IMC Vemiftion S to DOAS ERV-1 VPmvidM bm noire aired 68 Prottt nd, Tam bHtbibll,win-2018WSEC For guiding Depvtne,U.. Date: Mar OQs 2O2Q Airs ems&E ui ment-Coolie w Adinglan Valley Rd System) Cooing Capacity AEC Emeiency Ettoo EnepNoe Combined Emcievry Propoud Caogog CE Proposed Part PL Emeiency Compliaett ProjM Address LmE Equip lD Cooling BpteMEq,,ip Type Speific Tvpe per item(BnJh) Multiplier Multiplier(FL&PL) Multiplier(AEC&Ecano) Emeiency Units Load Efficiency Unhs Verification Pnjttt&gpplk+et Arlm o"•WA 98223 FCU I-2-CU-i-2 Heat pump,air cooled Splil system 55,800 1 1.0 1 14.5 SEER IEER COAiPL1ES w Informatbv q Iicant Nvme Kevin Ktmhuia Q Ilnnt Phone 3-111-1555 Air Spbms&E elm t-Heating Q A Ikvnt F.mall keen)(Aks stemsinc.rom System Aec emrieney Proposed Hevl Pump HPH Proposed Lox OS.A LTH emeknry Complianre Fm a snNumM1is WSLC CommercielTtthnkal Su et J60.5J9-SJ00 or via email atemn.techsu n(mweener ades.rom lE ul ID m/Equip Type Specific TYpe H e amp HeerinR(:epacip'IBm/h)fooling Cvpaciry'(BIWh) —li liar Herring Emeiency Unib l'em Elficienry Unib Verifintion cvlion .conlam n FCU I-2-CL'-121 lea po�ip,oir c W.h-lift Slits alcm a 33,31111 Si.R00 9.0 11111E (OP COMPLIES C General Occu eney All Commercial Genenl BulNinR UxTy Services.Faad Pmcessi Pre BuiltllnR Cantl.Fluor A. 9,)95 II New Building Proem Cont.Floor A. 9.795 Airs bms&E ulmnrU lh Z GenenlProem TY New Buildin or Addition Sin eZ 1 & Altered°" Floors Above Gretle I SysbME I ID eArnD)Served Lrcation In Proect Oawments-PIenlDebilp Pm 8 gl plums Equipmwt Mmhtnkal St.pe q"P 1 Mechanical Scope Compliant¢Method Comlivntt Mmlmd l-Gcatml FCU I-2-CU-1-2 Seating Are" all Mtthenicel Project G.unithwttts wish ventilation for We manuf Slits hwt Ih vemilation for ilia sealin Ss EgWlDf°rasindeor mobile itemm?:Multi le ileins w/idenlicalhentin&c°olinc Desedprio 'ng space.p ptem pumpsw gate Hea nE Sec uxiliary HemingT :ElMric ce for None) Eco fir Com liance Wffio:A I' sideccmt _ " Ecanomiver E Emclen Airsidceconom fir tsception applied:Exp 1-WAS paired with cooling syn b(Not,equip location limiblions)WSEC Equip Emeiency Reference Table-Cv ,,:Table C403.32(2)bitarysnd APPliedlicat Purr s DOAS Ve ,,V.. Higher EquiPmt., 9uipment ty Proposed Low OSA Temp Et£icienc: TII Units'COP J Mxhevinl Prolm['rype Mxhaoical5rope Eueptian(s7 Compihntt N Compliance Applied^ _ __ Provided? Emeiency Opt ion AppUed? yerlBevrion \\'St(Equip Eli<ien<y Nefemnce Table-Healing:Table CdOJ}.2(2)-Unitary and Applied Heal pump + 00 Snipe end Method S Single Zonc ysbms& e New Building _ Yes NA COMPLIES Equipment Single Zone Equip,mt Cvtegory-Condeming Unk ` fn Addblontl Emmenry f)Credib lnclutled Dedictbd outride air ryebme(DOAS) E ui mnt Summery lnformmlan Y (AEC) ""I E."tt Quantity of Items Does buildin lode cupvnty No Dam pnjmt mdude DOAS equipment? It classifications requiring DOAS? E ui ment-Cooln jY Basetl on Syateml Cooling Capvelty AEC Emmeney Eeonv Exttption Combined Emtleney Proposed Cooling CE Proposed Pvrt PI. Emeiency Compliance w projettsrope F:ui ID Cooling SytleMEquip Type SpmIRt TYpe fir hem(8,W MUIIi Iler Multi tier l!'1.&PI.1 Multi Iler(AEC&Eeono) EDidene Unlb Load M:meleney Unib Verignllon m do TSPR requirements No Mtll sy'stematamply with Appendix D nandard referentt design or q"vlify far en exttptlon W TSPR? No ,.pp"? "? CU-1 C'U> Condcnsin un cooled Wt. 0 1 NA I I[_ER I COMPLIES E ui ment DetaW a Z Ss'skME ui ID Am(,)Berved Location In Pro tttDceumtnb-PIaNDebllp w CU-3/CUA Wl Cooler land Wl cooler 2 all r Slvgk Zane Air Sysbms Cmegory-Furntte,worm alr SY1m Equip IDfmasinglem multiple items?: dentical homing&cooling capacity o Z WSECEquip EDkicaey Rtkmtmt Tablt-Caoling:Tab1e C403.32(UA Unitary Air Conditioners&Condensing Unib Q V Alr Sysbms Somme Informetlon S /E ID Quavtiry Supply AirOow ntilation Sbndvrd \4vtilvtion CFM Vemilvtion Pairetl with DOAS ntilvtion area Ener�Recovery J ptem 9uiP of Items Conkol IT°vl it Multiple lams) Air Source rBY recovery Emclenm'1%1 Uii-I/U41-2 Constant volume eI MC Vemilation S rote-AS ERV-2 Provided but nulr aired AIrS bms&E el ment-Heetin Srskm Heating System/Equip Type SpttlOe type Heating Cvpadry HC Proposed Hewing EmNency NE Emmenry Compliance IF.yuIp lU Unib Unitx VeriRntion UII-I/UI12 Fumute Wutm air, Bmd(AFUEI IN).— BIWb 83U AFUL COMPLIES AIrS t ms&E ul meat Detmis e Sysrem/EgelplD .(.)Served Lotvti"n In P.ptt Dacamenls-PIenlDebilp UH-1/UH-2 M...factudng- ho_ all WSEC Equip Eliicicncy Rd-,­1e-Hwting:Table C403324)Warm Air Fu , Single Zoo Ah Syrtmt Ghgery-HM pump,IrWiry°t _.k SOHie Mips://vaenergycodes.wWpnnlyrojW_sbminary_lorm.php?k=aW09MjOzMzEmZnZpPTE3JmNCaT00Ng==&pant=l 112 ht4M://Waenergycodes.wMp6nlyrojett_WMIary_form.phpTk=aW09MjOzMzEmZnZpPTE3JmN08T00Ng==&pint=1 2/2 m to M co m O PERMIT SET 3 Lu O J i z LU m � Lu Q (n a Q O d W z H w Q Last Revision Date: 3/5/2024 I ONEER BY. —BY: WASHINGTON STATE KX K.D ENERGY CODE a i SCALE: NTS M5.00 ARPNA5E V6S4DA � Tn1 s PP o� II _ ---�----�-e------- ----------------. -- ------ Y-- -F - - _ 0.8 all -�] '2A p - . a _ _ _ _ _ _ _ _ 0-�. *2B ' - '6 3. �34• C'29 *3 42 h a a a < <««+ ` . - _ - _ EXIS I *.. 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Catalog Description Lampt LLF Input .tp Power Statistics O4 RAB LIGHTING INC. BLED12-180 42"LED Bollard 360 degree •1329 1 11.643 BL Description❑ EM/ 4 ELITE OWP-FC-104-LED-1600L Emergency back up full cut off wall pack. 1616 1 15.2 WP -MVOLT-40K-BZ Dark Sky Exterior I + 1 3.4 fc 1 39.4 fc 1 0.0 fc I N/A N/A O 2 RAB LIGHTING,INC. GNLED13NSTB DECORATIVE 577 LUMENS GOOSENECK 577 1 15.2 GN 13W 4000K 35"ARM STRAIGHT SHADE FLOOD 15"GREEN ❑ 4 RAB Lighting Inc. A22 150@10OW4000K 150/120/10OW AREA LIGHT,DOWN LIGHT. 16214 1 99.4 P FIXTURE MOUNTED ON 20'SQUARE STEEL POLE ❑ W P 1 8 ELITE LIGHTING OWP-FC-211-LED-9400L LED WALL PACK(DOWN LIGHT) 9284 1 71 -DIMI0-MVOLT-40K-BZ O 8 RAB LIGHTING CDLED4WD-20W- CYLINDER 1853 LUMENS 20 4"WALL 1851 1 19.9 WSC 50D940-Z MOUNT(DOWNLIGHT)ONLY BRONZE Designer BEN ROBERTS Date 05/24/24 Scale Not to Scale Drawing No. Summary I I ` ARLING00 N s I \\ 0iTy Of3 05 4002036 ---- __— \ \ EN Li 1 a 10 \\ N \ a U PROPERTY LINE \ m° CHAIN LINK SEPARATORNK FENCE � F — � UTILITY YI EII`F I < • ts_ .�:_e�_ --F SSe =_ 3 f —� EASEMENT T�Y1��1 ^� o EXIST.L H I POLE V A U) N �e OPEN,SPACE FOR PROPOSED 10,488 FUTUREF15,370 3OFTF E SOFT BUILDING EXPANSION F I L.LJ I�I I ' fll f I I o° � _ep •��� E� � q 1 � Q u a EE I � E I O I ` O I O LuN E �I 3B I ® �I I W ¢ ¢ �I I BUJ` �� o z ELECT.ROOM ai I RISER ROOM `-,� ° L v� � I III _juj � � Q a ¢ F ® I III I 0— I I I N I j s �Y QII III I I as I I I W PROPOSED FIRE LINE el az I PROPOSED DOMESTIC WATER Tti 21 27 IE fl I 26 20 E E F e I l a _ II �E 3o --r—t---F-------------- -------- 6 Fol � I x I UILDING SETBACK PROPERTY LINE e E IGH I II I III � I it N II — s EXTERIOR LIGHTING FIXTURE SCHEDULE c�6 SYMBOL LABEL CITY DESCRIPTION VOLTS WATTS I I I I II LLB z (RAB)A22 150@1 0OW4000B I I I T Q / I I 12"LED AREA DOWNLIGHT FIXTURE P 4 16,2 LUMENS UNV 100 20'SQUARE POLE MOUNT �I I w 1 a I � (RAB)BLED-I2-N-K-180 BL 4 �373 LUMENS 4OOK BOLLARD LIGHT FIXTURE UNV 12 I I II I / I � / I �7 Ei R,1� R�rE�L A �/ / / // DATE: 02-02-2024 33 6�i I V RIB L / APPROVED: JM PA 400203300�� / N DRAWN BY: LHW 31051 4 S Q. / / JOB#: 5458 278,70 ACRE s / / / SCALE:1 =20` W E SCALE: 1„=20' / SHEET: I I 6.40 s Iy E 0.3 T wI LTA ELI V I S U A L ARIE,*'!+- ELECTRIC SUPPLY W® 1 2 3 4 O e fOT-0' 2Ti' 2T-0' 22'-0' 20'•4' 1b'-0' O + + . + +3+36.2x +37.8 +38.] 9.2 +39.5 +39.6 +39.6 +39.6 A +390 +85 +33.•3 ';1.. /EM F-V Y-0'� • • 5-0x 5•0•W40 81 ` +3 W�4���L�dfi� 0.833.2 A36.7 � U0*� + + 4 +38.7 +35.6 A32. 5'-0'x 9'-0'UPPER +35.1 +39.1 +42.3 +44.2 1+45.5 +46.2 +46.4 +46.5 +46.5 +46.3 +46.0 +45.5 +44.6 +43.2 +40.7 +37.3 +33 WOO SILL•14'-0' +36.4 +40.5 +43.7 +46.0 +47.3 +47.8 +48.3 +48.3 +48.0 +47.9 +47.3 +46.5 +45.7 +44.1 +40.7 +37.6 +3 O +36.8 +40.8 +44.2 +46.5 +47a +48.5 +48.7 +48.6 +48.2 +47.7 +46.9 +46.0 +45.0 +41.5 +39.1 +35.7 +3 b'-0'x Y-0'UPPER • • • • • WOO SILL•14'-0' +37.0 AAIA +44.4 +46.8 A48A +48.6 +48.8 A48.5 r47.8 +47.0 A453 +44.4 +40.1 438.8 +35.8 +32.4 A2 I am lhnking UFO looking for 45FC k +37.3 +41.6 +45.2 +47.4 +48.7 +49.3 +49.1 +48.6 +47.7 +46.1 +44.3 +27.9 +2 5'-O'x Y-O'UPPER R.R. JANITOR WOO SILL•14'-0' +37.8 +42.0 +45.2 +47.7 +48.8 +49.1 +49.0 +48.1 +46.6 +44.0 +41.1 + .6 I U EM +37.7 +41.7 +45.1 +47.2 48.3 +484 +47.7 +46.3 +44.2 +41.4 +34.3 .5 F8 MEN • +� -+[� • --[[�� • RR +37.7 A41.7 +44.9 +46B A4].7 +47.5 +46.5 444 6 +41.8 +36.5 A32.o 22ft Mounting Height Q (D Q F +37.9 +42.0 +45.4 +47.1 +4T7 +47.4 +45.7 +43.2 39.1 +34.0 +29.8 p 0 e 04 ^ 1T-8' +39.0 +42.2 +45.2 +47.3 +47.7 +46.7 +44.9 +41.6 +37.3 +31.5 +26.8 .4 WOM. W r FDe RR OI_ M+41.8 +44.9 +46.7 +47.2 +45.9 +43.3 40.2 + .6 ❑B W • • • +2 +11.5 +10.9 +15.6 15.5 +12 4 +12. r +37.5 441.4 +44.4 +46.3 A46.8 +45.5 +42.3 A39.3 3 B • •CC •CC •CC +4.7 +16.9 +24.6 +24.2 +18.3 +18. M +37.1 +41.2 +44.5 +46.2 +46a +46.1 +42.9 +38.6 4 B W SOOORAGE COOLER 40 +18.1 •2E3 *5,9 +18.6 •+26J. ❑B 12-04 x 1 + ER C = Z 36.7;A"DONl8 +45.9 +46.6 +46.0 +44.5 +37.4 3 _ LU O +661 • 4 1 +18.5 26.2 �5.6 +18.9 6+20. +35.2 +39.0 +42.3 +44.6 +45.7 +45.7 +44.5 +41.9 9 C C C C M I r(n '1 Q O • • +]6 3 19.1--=--3®!:,25;1 93a�.._ ❑� Z L +33.1 JOGS +40.1 +42.9 �+414 .6 +451 +44.5 A42.3 + B�C • • �� - L1 1,3 19.2 16 19.9 2f7 2A 20.5+30.9 +34.6 +382 +41 t +448 +441 +423 +39.3 +33.3 /EI*a,,,�;,,nkiji•industnal Decorative Pendent Ihis i wpen to ceiling'- S'-0' • c22.0 23.4 +20.9_..+2&7 +27Lk1 +19.5 Q p SEATING W .8 +354 +39.1 +41.9 +43.3 +43.2 +41.7 +38.5 +26.0 $ TYP.b'-0'x S-b' air Fee 6'-6' •+22.8 +23.0•+23.0 +7&7 1a11$vt� g�1 H*lf`' +19.0 4 +2 WOO 561•Y-0' r +36.7 1+39.3 +40.8 +40.8 +39.6 c C C C C C 5EP•MG ELEC. RISER +25.7 &62 +229 y�, +21.1 +25.6 +24S +187 +1 1 ROOM o • OFFICE - ENTGLE • • • • • Ix +31.4 A35.8 +36 +37.0 A30.8 1 O - 15.6 15. 15.H:: 14.5 1&B 16.1 12.8 12.7 F TYP.B.O.x B Ir WOO SILL 0 3%0' FLOOR PLAN 10.488 S.F. SCALE:1/8'•1'•0- ,. Plan View Description O 26 Lithonia Lighting JHB 92 L 18000LM JHBL high bay,18000 lumens, 140 130.96 A PCL WD 40K clear polycarbonate lens,wide Description 80CRI distribution,4000 K,80 CRI O B 6 Juno Lighting R600L 35K 80CRI JUNO TRAC-LITES 1OW LED 821 10.1 FL TRAC FIXTURE Breese 40.9 fc 49.3 fc 16.0 fc 3.1:1 2.6:1 rY 35 TROY-CSL RD12-100INC 14"DIA.X 12-19/32"H.12" 919 15 lBarSeatinq + 20.1 fc 27.7 fc 9.2 fc 3.0:1 2.2:1 LIGHTING DEEP BOWL REFLECTOR ONE O C LED 15W INCANDESCENT, WHITE REFLECTOR WITH TCP L15A19D2530K o" "o EX/EM 6 COOPER APC7G EXIT/COMBO 45 0 LIGHTING o "o EM 0 COOPER SEL17 Emergency Lighting 45 0 LIGHTING Designer BEN ROBERTS Date 12/21/2023 Scale Not to Scale Drawing No. Summary 3 4 5 6 ADDENDUM a a U a v QI F rr EIEM/EX I a VA p VA�� OA OA OA eAM x 3 0 STORAGE LIGHTING FIXTURE SCHEDULE �j\ j� BY LABEL OTY DESCRIPTION VOLT WATT // 1 O°n�b 1 E A E)A OA GA (LITHONIA)JEBL-18L-40K-80CRI-WH JA /J L ` /J 0 15"ROUND LED SUSPENDED HIGH-BAY A 31 FIXTURE UNV 135 \ \ 19,303 LUMENS 4000K JANITOR (LITHONIA)JEBL-18L-40K-80CRI-WH ( O 1 ` LIP]` a 15"ROUND LED SUSPENDED HIGH-BAY / A/EM 4 FIXTURE UNV 135 v!1 _ 19,303 LUMENS 4000K / o\ \ 0R F WITH EMERGENCY BACK-UP l ( o l _ (JUNO)RBOOL-G2-35K-80CRI-FL w� 3"CONED LED TRAC-LITE LIGHT B 6 FIXTURE 120 10Ell— A/� I ,��\\`` 897 LUMENS 3500K W ( `Oea T(� — — '� - (TROV)RD12-LED235-B /� \�'� �HW 12"ROUND LED SUSPENDED PENDENT < O 00 1 gA ( o\ OA eAIEM Q C 24 LIGHT FIXTURE WITH DOME SHADE 120 12 } 1 rT 0R 0R 0R\ D LIGHT IXTUREENS I T Z 0 MEN R.R. (TROY)RD12-LED235-B y O W Do ��"� - 12"ROUND LED SUSPENDED PENDENT J OJ \ \ V V. O C/EM 2 LIGHT FIXTURE WITH DOME SHADE 120 12 w Q Q ( 0 1 \ ( 0 1 WITH LUMENS 3500 EMERGENCY r n z \'/ ( 0 1 WITH EMERGENCY BACK-UP v Z \pa� \�� : (LITHONIA)LBL4LP835-80CRI-35K-MVOLT 7 O Z UUU,,,,,,,,, "'VVV 48"LED SURFACE MOUNT LOW-PROFILE L - �D Q D 6 WRAPAROUNDLIGHTFIXTUREWITH MVOLT 32 Q U' CURVED BASKET LENS J Z Z OR OR OR 4,188 LUMENS 3500K RQ (COOPER)4ST1L2040R J I EMIE7( 48'LED SURFACE MOUNT COMMERCIAL Q W F 4 STRIP LIGHT FIXTURE UNV 20 w Q 04 Q 2,200LUMENS NIA)FM CSL (ACUITY)RB56-SW WS-MW-M6 eAIEM O°A O°A VT O Vf 6"ROUND LED RECESSED DOWNLIGHT B O B g OC } 0 R 7 FIXTURE 120 10 8IX LUMENS 3500K COLD STORAGE OCOOLER + (LITHONIA)FMVCSLS 241N MVOLT 0 i0 B 30K35K40K 90CRI BN M6 V 5 2 ui V LED WALL MOUNT SQUARE VANITY MVOLT 27 I�R LIGHT FIXTURE VT O B Vf } 1,725 LUMENS 3500K 48(LI LE NIA) B + 48'LED SURFACE MOUNT VAPOR TIGHT r SER NG m VT 6 LIGHT FIXTURE WITH GASKETED MVOLT 42 9 Eli A O IS s 4,946 LUMENS 4000K LENS 2 O OC CC/EM OC X (LITHONIA)LHQM-LED-G-HO + DUAL HEAD LED EMERGENCY/EXIT WAREHOUSE VT JISS EM/EX 6 COMBO LIGHT FIXTURE WITH BATTERY UNV 10 O°A O°A (�°A BACKUPAND GREEN LETTERING O° OC AELEC.RM. SEATINGRISER O+C } O `J ENTRANCE II��II����llll Z E O+c ® Q HGIGH-BAY ABOVE ELEC. p, F M O A �D OFFICE �D W J_ _/�j W 0- EmnExR W U D.S DS DS L- DATE: 02-02-2024 APPROVED: JM N DRAWN BY: LHW JOB#: 5458 SCALE: 1/8"=1' W E SCALE: 1/8"=1' SHEET: S E2.0 1 2 3 4 5 6 ADDENDUM a a Q U EM/E% yam( m�G m 3 0 �A L_ §m _J J ° W a U L � \Y STORAGE ta- IF/ Legend a.1 MS-OPS2-WH(5) ®A WH)(4RL-GWH-L01(CW-1- LRF2-0KLB-P(5) staa e 110 JANITOR 11ARF2S-8SD010.WH(1) 0l RMJS-BT-DV-B(3) '^ (\m R�y,omm Danz C3 RMJS-PNE-DV(1) ,,/J ��--.� Man RR 115 T Q 14E1415,R, i O W } r ( o w � J Do 1 Z Z b ,R1 Z_ EMIEX /�/ Z z 'L►i Z < J C 0oG COLD SOTORAGE OCOOOLER O WU s()ra�e toy � 1 �n o1 o IJl Illl SER INC OQ t Sc %C /EX WARENK] O f 2 B (rl *A 4PA 4PA 2 IINII'�-3/5y�-}{"ryII `�f� = WaralmoacieS trIIIB Yf C Enlranc(Walkway 100 ELEC.RM. SEATING afT 7}-,�� fLt LIL�fIRISER SEO 97c r E�ENTRANClam/ O( DHGIGH-BAY ABOVE ELEC. A I4PAn"Ir` 1®C = 7LD 0 9s. os. J C) LL L J DATE: 02-02-2024 APPROVED: JM N DRAWN BY: LHW JOB#: 5458 SCALE:NTS W E SCALE: NTS SHEET: S E2 . 1 0 0 0 0 0 0 101-0' 21'-4' 2T-0' 2.2'-0' 20-V 15'-8' ADDENDUM r- a a 12 1.1 1.1 1.1 1.1 2 1A 15 1B 2.2 0 4.2 6.2 8.4 10.5 11.6 13. /EM pUy N-o* 7Y-0' we 5'-0' 3'4'le a! 1.2 Al "SILL1,14.0A1.2 1.3 1.4 Al 1.9 14 A3.1 *DoO%-L•Ato* AB.] 10.6 11.5 Afl. [� X Y-O'UPPER W 1.2 1.1 1.1 1.2 1.3 1.5 1.7 2.0 2.3 2.7 3A 4.7 6.4 8.3 9.5 ID3 10 WDO SILL•W-O' a rn W �Qin^ 1.3 1.2 1.3 1.4 1.6 IS 2A 2.5 2.9 3.3 3.9 4.8 6.1 7.5 7.8 8.5 8. m R O LL�UQ 'OLL 1.4 1.4 1.5 1.6 1.9 2.3 2.8 3.3 3.9 4.3 4.8 5.3 60 5.1 6.0 6.5 6. 5'-0'x Y-0'UPPER m> • • • • • • WOO SILL•W-OD 1.7 A1.6 1.7 2.0 A2.3 2.9 3.7 A4.6 5A 6.0 A6.3 6.3 3.1 A3.8 4.3 4.5 A4 is I am thnking UFO looking for 45FC 2.0 2.0 2.2 2.5 2.9 3S 4.7 6.0 7.1 7.8 8.2 30 3 AE 5'-0'X 3-0'UPPER RR. JANITOR WDO SILL•W-O' IL 2.7 2.7 2.9 3.1 3.5 4A 5.7 T2 as 9.6 9S 8 O 3.8 3.9 4.0 40 4.3 5.0 6.5 SO9.5 10 4 10.5 F8 EM MEN RR 5.6 A53 5.6 5.3 A5.2 5.6 6.8 ABA 9.7 10.5 AM17 22R Mounting Height p p 7.5 7.7 7.5 68 62 6A 6S 8A 9A 9.9 10.1 v ^ tt$ 10.2 9.1 ID 10 TO 6.3 6.5 7.4 8.3 8.9 9.1 WOM. W-0' ro RR OI_ EVIYM 10.8 10.0 8.7 7.3 6.2 5.9 6.1 ❑• 00 .1 0.1 G2 0.2 02 D2. 02 7 O• • • • 10.6 AE1.0 10.2 8.9 A7.3 6.0 5.2 A5.0 IS • • • 20 } CC C � .1 0.2 Od 0.5C 04 OS O W co y, 10.1 10.5 10.0 8.7 T2 5.7 4.1 4.3 • • • H J B Uj Q Q STORAGE COOLER t • Oa 1,2 2.7C 1.3 ❑• 8.9 OVGIIAQAD D(RR 8.2 69 5.7 4.7 3.4 D.31 • 0.7 64.0 •10.3 4.3 •1.6.l Q Z Z ]7 8.3 84 78 70 6.0 5.1 3.7 B C C CE C M O • • • 0.3 0.6 2.I 6.1 2.8 1.0 ❑J 04 Q G • El C • ® • • - • W < iO4 z a' 6.7 A7.6 8.1 8.2 A7.8 7.0 5.9 M.4 � B .4 0.6 0.6 0.5 OS 10` 03 6.2 ].5 8.6 9.2 9.1 BA 7.0 5.3 3.7 2.8 ICI /E!•am thinkin,indus[rial D�COralive Pen�nt this iPen l0 ceiling• S•-0, • C3.1 1.0 C 0.5 OCI 0.4 0.3 p SEATING } 9.0 10.5 10.8 9.8 8.1 6.2 4.2 2.7 TYP.S'-0'z 5'-6' 1 1 I WDO SILL•5'-0' 1 E�1 a••e• 1.2 6.] • 94 � 1®$MdeRr�n tiAQ�; 0.2 •o. 11.8 12.1 10.9 9.1 7.1 SE/•ING CE C C C C ROON RISER • • OFFICE - 0.9 C3.9 5.0 ENT 0.5 0.3 0.2 0.2 0. • • • • 112 A22.3 11D 9.3 A7.3 C _ O0.5 O� 02 0.1 0.1 TTP.5'-0'X 5'-8' L J WDO SILL•Y-O' FLOOR PLAN 10.488 S.F. SCALE:1/8'•l'-O' „ Plan View U)r^ Description C/) � Q 22 Lithonia Lighting JHBL 18000LM JHBL high bay,18000 lumens, 14920 130.96 LL J A PCL WD 40K clear polycarbonate lens,wide Description !Il a 80CRI distribution,4000 K,80 CRI mbol e -x Min Max/Min Avg/Min lJ 4 Lithonia Lighting JHBL 18000LM PCL WD IHBL high bay,18000-en,,clear 14920 130.96 LIJ AE 40K 80CRI miyearbonate lens,wide distribution,4000 Brewery + 5.8 fc 13.4 fc 1.0 fc 13.4:1 5.8:1 K,80 C. B 6 Juno Lighting R600L 35K 80CRI JUNO TRAC-LITES IOW LED 821 10.1 Bar Seating + 1.2 fC 10.3 fC 0.1 fC 103.0:1 12.0:1 FL TRAC FIXTURE 33 TROY-CSL RD12-100INC 14"DIA.X 12-19/32"H.12" 919 15 LIGHTING DEEP BOWL REFLECTOR ONE C LED 15W INCANDESCENT, WHITE REFLECTOR WITH TCP L15A19D2530K 2 TROY-CSL LIGHTING RD12-10OINC 14-DIA.X 12-19/32-H.12-DEEP BOWL 919 15 REFLECrOR ONE LE CE WHITE ERECTORD15WI P NDESCENT DATE: 02-02-2024 L15A19D2530K ALL EGRESS FIXTURES WILL BE INVERTER CONTROLLED APPROVED: JM EX/EM 6 COOPER APC7G EXIT/COMBO 45 0 N DRAWN BY: LHW LIGHTING JOB#: 5458 SCALE:NTS W E SCALE: NTS SHEET: S E2 .2 6 0 29'-7"EAVE HEIGHT T T T T I I I REV A I I I ADDENDUM DATE el FP1� a 13'-B"EAVE HEIGHT o F r r U M FF I� w a3o^ m�1s o'-a'F.E. a m U NORTH F E o c e A 29'-I"EAVE HEIGHT ------ ------- I I I e 2C-0"EAVE HEIGHT v/ Z O o'-D- O W 04 J O) DS � I--- Q >Q z Z T T 6 EAST Q z o zo T T r• 29'-Y HEIGHT EASE z z J Z z LL � � J W Q N Q I I I I I I I I I I I I v 20'-O"E HEIGHT PC wpi I BPEWING CO. WSC WSCt 0'-C F,F, SOUTH A e c o T H Z 29'-7"EAIE HEIGHT Z ------------- - ----- ----- D O m Z I I I EXTERIOR LIGHTING FIXTURE SCHEDULE O a SYMBOL LABEL QTY DESCRIPTION VOLTS WATTS (RAB)GNLED13NSTB LED 15"WALL MOUNT GOOSENECK ui J GN 2 FIXTURE UNV 15 1 w ui 577 LUMENS 4000K (ELITE LIGHTING)CDLED4WD-20W- 12'-0'i.D.—HEAD DODR, \/ WSC 10 LED 4"XTREALL MOUNT DOWNLIGHT SCONCE UNV 20 mow\ 1851 LUMENS 4000K (ELITE LIGHTING)OWP-FC-211-LED-940OL- DIM10-MVOLT-40K WP1 8 LED DARK SKY WALL PACK FIXTURE MVOLT 70 9,284 LUMENS 4000K (ELITE LIGHTING)OWP-FC-104-LED-160OL- DATE: 02-02-2024 -MVOLT-40K 0'-D"FF, APPROVED: JM ® EMANP 5 LED WALL PACK DARK SKY FIXTURE WITH MVOLT 15 EMERGENCY BATTERY BACK-UP 1,616 LUMENS 4000K DRAWN BY: LHW PHOTO CELL JOB#: 5458 PC PC + o o WEST SCALE: 1/8"=1' SHEET: SCALE:1/8"=1' E3.0 Date: 05/18/2026 Permit#: 5882 Permit Date: 03/13/2024 Review Date: 03/14/2024 Permit Type: COMMERCIAL BUILDING Review Type: COMMERCIAL BUILDING Target Date: 04/11/2024 Scheduled Time: 00:00 Completed Date: 03/21/2024 Description: All water/sewer connection fees will apply. KS & LT Review Status: Approved Assigned To: PW-ADMIN-GIS Time In: 00:00 Time Out: 00:00 Hours: 0.0 Property Information Parcel#: 31051400204300 BOSSES &KINGS PROPERTY GROUP LLC BOSSES & KINGS PROPERTY GROUP LLC 500 S 1ST ST 19712 Arlington Valley Rd Mount Vernon,WA 98273 Zoning: 090 MASTER ADDRESSLot: Block: Date: 05/18/2026 Permit#: 5882 Permit Date: 03/13/2024 Review Date: 03/14/2024 Permit Type: COMMERCIAL BUILDING Review Type: COMMERCIAL BUILDING Target Date: 04/11/2024 Scheduled Time: 00:00 Completed Date: 03/26/2024 Description: A discharge agreement is required. Class 2. SB Review Status: Approved with Conditions Assigned To: PW-SEW-REV Time In: 00:00 Time Out: 00:00 Hours: 0.2 Notes 03/26/2024 Discharge agreement required. Property Information Parcel#: 31051400204300 BOSSES &KINGS PROPERTY GROUP LLC BOSSES & KINGS PROPERTY GROUP LLC 500 S 1ST ST 19712 Arlington Valley Rd Mount Vernon,WA 98273 Zoning: 090 MASTER ADDRESSLot: Block: Date: 05/18/2026 Permit#: 5882 Permit Date: 03/13/2024 Review Date: 03/14/2024 Permit Type: COMMERCIAL BUILDING Review Type: COMMERCIAL BUILDING Target Date: 04/11/2024 Scheduled Time: 00:00 Completed Date: Description: Pending LU permit approval Review Status: Pending Information Assigned To: PLANNING Time In: 00:00 Time Out: 00:00 Hours: 0.0 Property Information Parcel#: 31051400204300 BOSSES &KINGS PROPERTY GROUP LLC BOSSES & KINGS PROPERTY GROUP LLC 500 S 1ST ST 19712 Arlington Valley Rd Mount Vernon,WA 98273 Zoning: 090 MASTER ADDRESSLot: Block: Permit#: 5882 Permit Date: 03/13/24 Permit Type: COMMERCIAL BUILDING Project Name: Temperate Habits Brewery Applicant Name: Carletti Architects Applicant Address: 116 E. Fir St, Suite A Applicant, City, State, Zip: Mount Vernon,WA 98273 Contact: Quientin Sutter Phone: 360-424-0394 Email: quientin@carlettiarchitects.com Scope of Work: New Metal Building for Temperate Habits Brewing and Tasting room Valuation: 1289141.26 Square Feet: 10488 Number of Stories: 1 Construction Type: VB Occupancy Group: F-2; Factory Low Hazard ID Code: CIC Permit Issued: Permit Expires: 09/09/2024 Form Permit Type: COMMERCIAL BUILDING Status: EXPIRED Assigned To: Kristin Foster Property Parcel# Address Legal Description Owner Name Owner Phone Zoning Section 14 Township 31 Range 5 Quarter NW LOT E BOSSES&KINGS 31051400204300 19712 Arlington Valley Rd CITY ARL BSP PLN 798 PROPERTY GROUP 090 MASTER REC AFN 202106025003 LLC ADDRESS BEING A PTN OF SE1/4 NW1/4 SD SEC Contractors Contractor Primary Contact Phone Address Contractor Type License License# Chad Fisher CONSTRUCTION Construction Chad Fisher 15900 Preston PI CONTRACTOR L&I CHADFFC906DS Plan Reviews Date Review Type Description Assigned To Review Status 03/14/2024 PERMIT TECHNICIAN Kristin Foster In Review COMMERCIAL No Comment 03/14/2024 BUILDING AIRPORT Received 07/08/2024 COMMERCIAL BUILDING Approved BUILDING 03/14/2024 COMMERCIAL Pending LU permit approval PLANNING Pending Information BUILDING 03/14/2024 COMMERCIAL All water/sewer connection fees will apply.KS&LT PW-ADMIN-GIS Approved BUILDING COMMERCIAL Approved with 03/14/2024 BUILDING A discharge agreement is required.Class 2.SB PW-SEW-REV Conditions 03/14/2024 COMMERCIALBUILDING Comments cannot be made missing civil drawings.Gus PW-WAT-REV Pending Information Fees Fee Description Notes Amount Building Plan Review Table 4-2 $6,531.75 Total $6,531.75 Attached Letters Date Letter Description 03/13/2024 Web Form-Building Application Payments Date Paid By Description Payment Type Accepted By Amount 03/13/2024 XBP Con£ $6,531.75 167825367 Outstanding Balance $0.00 Notes Date Note Created By: 05/24/2024 Dumpster details on the Architectual plans don't meet the design review requirements.Plans will Kristin Foster need to be revised or redlined. 03/14/2024 Received hard copies Kristin Foster Deferred Submittal: 1.Fire Alarm 03/14/2024 2.Fire Sprinkler Kristin Foster 3.Plumbing 4.Electrical Valuation calculation-2698 sf A-2 VB construction=203.72/sf=total valuation of 03/13/2024 $549,363.56.7790 sf F-2 VB construction=$94.93=739,504.70.Total valuation= Kristin Foster 1,289,141.26 03/13/2024 Contractor needs COA license prior to issuance. Kristin Foster 03/13/2024 Emailed for hard copies. Kristin Foster Uploaded Files Date File Name 07/08/2024 21519500-20240708 BLD5882 ReviewCommentResponses.pdf 03/13/2024 18927000-20240312 BLD5882 Sp eciallnspection.pdf 03/13/2024 18927001-20240312 BLD5882 StructuralCalcs.pdf 03/13/2024 18926987-20240312 BLD5882 StructuralPlans.pdf 03/13/2024 18926988-20240312 BLD5882 WSECEnvelope.pdf 03/13/2024 18926989-20240312 BLD5882 WSECLighting,pdf 03/13/2024 18926990-20240312 BLD5882 WSECMechanical.pdf 03/13/2024 18926991-20240312 BLD5882 Apnlication.pdf 03/13/2024 18926992-20240312 BLD5882 ArchPlans.pdf 03/13/2024 18926993-20240312 BLD5882 BuildingDesignEoort.pdf 03/13/2024 18926994-20240312 BLD5882 DeferredSubmittal.pdf 03/13/2024 18926995-20240312 BLD5882 ElectricalPlans.pdf 03/13/2024 18926996-20240312 BLD5882 GeotechRep2ort.pdf 03/13/2024 18926997-20240312 BLD5882 MechPlans.pdf 03/13/2024 18926998-20240312 BLD5882 MetalBldg.Plans.pdf 03/13/2024 18926999-20240312 BLD5882 SitePlan.pdf Date: 05/18/2026 Permit#: 5882 Permit Date: 03/13/2024 Review Date: 03/14/2024 Permit Type: COMMERCIAL BUILDING Review Type: COMMERCIAL BUILDING Target Date: 04/11/2024 Scheduled Time: 00:00 Completed Date: 04/22/2024 Description: Comments cannot be made missing civil drawings. Gus Review Status: Pending Information Assigned To: PW-WAT REV Time In: 00:00 Time Out: 00:00 Hours: 0.5 Property Information Parcel#: 31051400204300 BOSSES &KINGS PROPERTY GROUP LLC BOSSES & KINGS PROPERTY GROUP LLC 500 S 1ST ST 19712 Arlington Valley Rd Mount Vernon,WA 98273 Zoning: 090 MASTER ADDRESSLot: Block: