Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
18410 63rd Ave Ne_BLD6265_2026
COMMERCIAL TENANT IMPROVEMENT 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 ✓ Site Plan ✓ Architectural Plans 'e Structural Plans ✓ Structural Calculations Mechanical System Modifications, (if applicable) Plumbing System Modifications, (if applicable) Project Specification Manuals, (if applicable) ✓ WSEC Compliance Forms,(if applicable) https:[/waenergycodes.com/ Special Inspection and Testing Agreement Deferred Submittal Request Airport Property Lease (if building is located within the Arlington Airport Property Boundary) 1. Plan Review fee is due at time of submittal and remaining balance will be due at time of issuance. 2. The City of Arlington does not review or inspect electrical systems.Contact Labor and Industries at lni.wa.gov or 360-416-3000. A. DEFERRED SUBMITTALS If the project requires any of the following,a Deferred Submittal Request MUST be completed.Deferred submittals require separate applications,plans and plan review. 1. Mechanical Plans (if not included in the plan set) 2. Plumbing Plans (if not included in the plan set) 3. Fire Sprinkler 4. Fire Alarm 5. Signage B. SPECIAL INSPECTION AND TESTING AGREEMENT A Special Inspection Firm is required to perform special inspections for the following type of work. *The Special Inspection and Testing Agreement MUST be submitted with the Building Application. ❑ Reinforced Concrete ❑ Structural Steel and Welding ❑ Bolting in Concrete ❑ High-Strength Bolting ❑ Pre-stressed Concrete ❑ Spray-Applied Fireproofing ❑ Shotcrete ❑ Smoke-Control Systems ❑ Structural Masonry ❑ Other-Specify: ❑■ I acknowledge that all items designated as submittal requirements must accompany my Tenant Improvement Permit Application to be considered a complete submittal. COMMERCIAL TENANT IMPROVEMENT INSTALLATION,MODIFICATION OR REMOVAL MAY REQUIRE A SEPARATE PERMIT SUBMITAL *CHECKALL THAT APPLY ❑ Automatic fire extinguishing systems ❑ Compressed gas systems ❑ Fire pumps ❑ Flammable and combustible liquids (tanks,piping etc.) ❑ Standpipe systems ❑ Hazardous materials ❑ Private fire hydrants ❑ Industrial ovens/furnace ❑ Fire alarm and detection systems ❑ Spraying or dipping operations ❑ High piled/rack storage ❑ Temporary membrane structure,tents(>200 sq.ft.)or canopies(>400 sq.ft.) ❑ Provide details on any of the above checked items: Type of Permit: New Space ❑ Addition ✓ Alteration Property Address. 18410 63rd Ave. NE Project Valuation: $150,000. Lot#: Parcel ID No.: 31052200101000 Subdivision: Project Scope of Work: Convert 19,802 s.f semi heated to fully conditioned. New compressor room, opening in exist partition. Description of New Tenant Business Operations: IBC Construction Type: II-B Fully sprinklered IBC Occupancy Type: F-2,B,S-2(NO CHANGE) Building/Space Square Footage: 78,800 Number of Stories: 1 Square Footage Per Floor: 1St78,800 2nd 3rd 4th 5th 6th Primary Contact: ❑ Owner ❑■ Architect ❑ Engineer ❑ Contractor Owner Name: CASTING OPERATIONS, LLC, ATTN JAKE GILL Office No.: 253-437-4441 Email Address: jgill@blueorigin.com Cell No.: same Mailing Address: 2128 76th Ave. S city: Kent State: WA Zip. . 98032 Architect Name: Lance Mueller & Associates, Kathy Nagle Office No.: 206 325 2553 x6 Email Address: kathy@lmueller.com Cell No.: Mailing Address: 410 Lakeside Ave, Suite 310 City: Seattle State: WA Zip: 98122 Professional License Number: 2396 Expiration Date: 9/23/26 Engineer Name: Shutler Engineering, Carson Thompson Office No.: 425-450-4075 Email Address: carsont@shutler.com Cell No.: Mailing Address: 12503 Bel-Red Road #100 City: Bellevue State: WA Zip: 98005 Professional License Number: 31757 Expiration Date: 11/28/25 Primary Contractor: To Be Selected prior to permit issuance Office No.: Email Address: Cell No.: Mailing Address: City: State: Zip: L&I Contractor License Number: Expiration Date: REV03.2022 Page 2 of 7 COMMERCIAL TENANT IMPROVEMENT MECHANICAL SYSTEM INFORMATION Type of Permit: O New Installation O Addition O Alteration O Replaced O Gas Piping Mechanical Contractor: Office No.: Email Address: Cell No.: Mailing Address: City: State: Zip: L&I Contractor License Number: Expiration Date: • New gas piping requires a pressure test hooking to any appliance • Sediment traps (drips) are required on all gas lines • Gas lines are required to be supported/secured per IFGS,Section 415 • Proper Combustion air and venting required for all appliances • A shut-off valve is required within 6 feet of each appliance Gas Piping Specification and complete Schematic PAGE 4 O Not Applicable Proposed Piping Material: O CSST O Brass O Black Steel O Galvanized Steel O Other Proposed Piping Size: 0 1/2" O S/s" 03/4 O 1" O 11/2 O 2" Inlet Pressure: Pressure Drop: Specific Gravity: MECHANICAL PERMIT FEES (per unit) Type of Fixture No.of Units Cost per Unit Subtotal Additional Plan Review fees x $ 75.00 = $ Air Cond.Unit<_100Btu h x $ 15.00 = $ Air Cond.Unit>100Btu h x $ 25.00 = $ Air Cond.Unit>50OBtu/hp x $ 50.00 = $ Air Handling Units x $ 15.00 = $ Base Mechanical Fee $ 25.00 $ 25.00 Boiler<100Btu h>3h x $ 15.00 = $ Boiler>1 million Btu/h<50hp x $ 25.00 = $ Boiler>1.5 million Btu/h<50hp x $ 50.00 = $ Boiler>100Btu/h 3-15hp x $ 15.00 = $ Boiler>500Btu h 15-30hp x $ 25.00 = $ Commercial Hoods-Type I x 1 $ 25.00 = $ Commercial Hoods-Type II x $ 50.00 = $ Diffusers x $ 15.00 = $ Dryer Ducting x $ 15.00 = $ Ductwork(drawings required) x $ 25.00 = $ Evaporative Coolers x $ 15.00 = $ Exhaust Ventilation Fans x $ 15.00 = $ Fireplace/Insert/Stove x $ 15.00 = $ Forced Air Heat<_100 Btu h x $ 15.00 = $ Forced Air Heat>100 Btu/h x $ 25.00 = $ Gas Clothes Dryer x $ 15.00 = $ Gas Fired AC 15100 Btu h x $ 15.00 = $ REV03.2022 Page 3 of 7 COMMERCIAL TENANT IMPROVEMENT MECHANICAL PERMIT FEES (per unit) Gas Fired AC >100 Btu h x $ 25.00 = $ Gas Fired AC > 500 Btu h x $ 50.00 = $ Gas Pi in <_ 5 units x $ 15.00 = $ Gas Piping> 5 units (plus <5 units) x $ 2.00 = $ Heat Exchangers x $ 15.00 = $ Heat Pump-Condensing Unit x $ 25.00 = $ Hot Water Heat Coils x $ 15.00 = $ Miscellaneous Appliance-regulated by x $ 15.00 = $ mechanical code,not otherwise specified Pkg.Units <-100btu x $ 25.00 = $ Pkg.Units >100btu x $ 50.00 = $ Range/Cook top-Gas Fired x $ 15.00 = $ Refrigeration Unit 5100Btu h x $ 15.00 = $ Refrigeration Unit>100Btu/h x $ 25.00 = $ Refrigeration Unit>500Btu/h x $ 50.00 = $ Re-inspection fee all x $ 75.00 = $ Unit Heaters <_ 100 Btu h x $ 15.00 = $ Unit Heaters >100 Btu h x $ 25.00 = $ VAV Boxes (Variable Air Volume,part of air x $ 10.00 = $ conditioning system) Wall Heaters- Gas Fired x $ 25.00 = $ Water Heater- Gas Fired x $ 25.00 = $ Permit Fee $ Table 4-8; Plan Review Fee $ Processing/Technology Fee $25.00 Total $ PRESSURE PIPING SCHEMATIC COMPLETE FOR GAS PIPING ONLY— USE A SEPARATE SHEET, IF NECESSARY ❑ SCHEMATIC IS TO SCALE ❑ SCHEMATIC NOT TO SCALE Show Pipe Size(s) and Length(s) from meter to all appliances NOTE:Any interior pressure regulators must be indicated REV03.2022 Page 4 of 7 COMMERCIAL TENANT IMPROVEMENT PLUMBING SYSTEM INFORMATION Type of Permit: O New Installation O Addition O Alteration O Replaced O Industrial Plumbing Contractor: Office No.: Email Address: Cell No.: Mailing Address: City: State: Zip: L&I Contractor License Number: Expiration Date: The following items need to be specified on the plans: 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. Tvve of Fixture No. of Fixtures Cost per Fixture Subtotal Additional Plan Review fees x $ 75.00 = Alteration/repair piping x $ 15.00 = Backflow Assembly x $25.00 = Base Plumbing Fee $ 25.00 $25.00 Bath/Shower Combo x $ 15.00 = Building Main Waste x $ 25.00 = Clothes Washer x $ 15.00 = Dishwasher x $ 15.00 = Drinking Fountain x $ 15.00 = Floor Drains x $ 15.00 = REV03.2022 Page 5 of 7 COMMERCIAL TENANT IMPROVEMENT PLUMBING PERMIT FEES (per fixture) Grease Interceptor x $ 75.00 = Grease Trap x $ 25.00 = Hose Bibb x $ 15.00 = Icemaker Refri erator x $ 15.00 = Irrigation-per meter x $ 25.00 = Kitchen Sink&Disposal x $ 15.00 = Laundry Tray x $ 15.00 = Lavatory x $ 15.00 = Med Gas Pi in <- 5 inlets outlets x $ 60.00 = Med Gas Piping> 5 inlets/outlets (plus :5 5 x $ 5.00 = inlets outlets Miscellaneous -regulated by plumbing x $ 15.00 = code,not otherwise specified Pretreatment Interceptor x $ 15.00 = Re-inspection Fee all x $ 75.00 = Roof Drains x $ 15.00 = Shower (only) x $ 15.00 = Sink bar,service,etc. IXE $ 15.00 = Toilets $ 15.00 = Urinal $ 15.00 = Vacuum Breakers $ 25.00 = Water Heater x $ 25.00 = Water Heater-Tankless x $ 25.00 = Permit Fee Table 4-6; Plan Review Fee Processing/Technology Fee $25.00 Total PROPOSED BUILDING USE ❑ New ❑ Addition/Alteration ❑ Medical ❑ Automotive Based ❑ Industrial ❑ Office ❑ Restaurant ❑ Machine Shop ❑ Other: CROSS CONNECTION Please check all appliances that are proposed or permanently connected to the water supply. ❑ Ice Machine ❑ Dialysis Equip. ❑ Air washers ❑ Coffee Urn/Espresso ❑ Hydrotherapy Equip. ❑ Steam Generators ❑ Carbonated Bev. ❑ Dental Equip. ❑ Dye Vats ❑ Fume Hoods ❑ Laboratory Equip. ❑ Pressure Washers ❑ Degreasers ❑ Autoclave/Sterilizers ❑ Cooling Towers ❑ Hot Tub/Spa ❑ Decorative Fountain ❑ Fire Sprinkler ❑ Aquarium ❑ Swimming Pools ❑ Sprinkler w/chemicals ❑ Lawn Irrigation ❑ Well on property ❑ Other: WASTEWATER DISCHARGE Does the plumbing system currently have a grease interceptor? ❑ Yes ❑ No ❑ Don't Know Does the plumbing system currently have an oil/water ❑ Yes ❑ No ❑ Don't Know separator? REV03.2022 Page 6 of 7 COMMERCIAL TENANT IMPROVEMENT Is water used in the business process (washing,rinsing, ❑ Yes ❑ No ❑ Don't Know cooling)? Does your business require a NPDES permit? ❑ Yes ❑ No ❑ Don't Know I hereby certify that the above information is correct and that the construction on,and the occupancy and the use of the above-described property will be in accordance with the laws,rules and regulation of the State of Washington. Signature Print Name Date REV03.2022 Page 7 of 7 -- SHUTLER _ — CONSULTING JOB B.O.ARLINGTON—CASTING TI === ENGINEERS,Inc. SHEET NO. COVER OF CALCULATED BY CMT DATE 12/2/2024 12503 Bel-Red Road,Suite 100 CHECKED BY DATE Bellevue,Washington 98005 SCALE (425)450-4075 FAX(425)450-4076 JOB NUMBER 24-30.01 STRUCTURAL CALCULATIONS FOR: BLUE ORIGIN ARLINGTON—CASTING FACILITY TI 18410 63RD AVE NE ARLINGTON, WA 98223 PROPOSED BY: 4c�0 of WAs � .o CASTIN OPERATIONS, LLC Q co O U .� z 2128 76TH AVE. S a KENT, WA 98032 (253) 437-4441 �O� �T22014182G�� �SsrONAL ARCHITECT: LANCE MUELLER& ASSOCIATES 140 LAKESIDE, SUITE 310 SEATTLE, WA 98122 (206) 325-2553 DESIGN CRITERIA: CODE........................... INTERNATIONAL EXISTING BUILDING CODE, 2021 EDITION ROOF LIVE LOAD........... 25 PSF SNOW LOAD, Is = 1.0 WIND LOAD.................. 100 MPH ZONE, EXPOSURE "B", Iw= 1.0 SEISMIC ZONE............... SITE CLASS 'D', SDs = 0.756, SDI = 0.500, IE= 1.0 DESIGN CATEGORY 'D', R=2.0, S2o=2.5 LIGHT-FRAME COLD FORMED STEEL WALLS SHEATHED WITH OTHER MATERIALS 7 6 451_011 1 � (AV i t HALLS, IN6 AND of __ _ �_ COMPRESSORS =R HA 121 LL ENERGY l� S 'LATIONS I / � I 121A �l�"�`iy 121E '' NEW COMPRESSOR ROOM HITH-/ 6HB GEILING, CLEAR HT I2'-0" EXIST. FULL HT. HALL-I/ NO STORAGE ON GLNG .JOISTS i SHUTLER JOB _�-CONSULTING SHEET NO. OF -_� ENGINEERS, INC CALCULATED BY C 12503 NE Bel-Red Rd, Suite 100 Bellevue,WA 98005 DATE (425) 450-4075 SCALE 5 - `6 1 � C � M 512 I 6 ► 3� - 3 0 6 1 `c� Table Notes 1. Values are for simple span conditions. 5. Web crippling and shear capacity have not been reduced for 2. For unbraced sections, allowable moment is based on the AISI punchouts. If web punchouts occur near supports, members S100 Section C3.1.2 with unbraced length assumed to be the must be checked for reduced shear and web crippling in listed span. For mid-span braced sections, allowable moment accordance with the AISI S100. is based on AISI S100 Section C3.1.2 with unbraced length 6. Listed loads are total loads and have not been modified for assumed to be half of the listed span. strength or deflection calculations. 3. Web crippling check is based on 1"of bearing at end supports. 7. Allowable spans apply to pressures acting upwards or downwards 4. For spans listed with "e", web stiffeners are required at end on the surface of the ceiling/soffit. reactions. 8. See page 5 for additional table notes. Ceiling Joist ++ Lateral Bracing Blocking General Note: All connections should be designed by a licensed design professional. Anchor Brace at End Ceiling Joist Lateral Bracing Complies With 2009,2012 and 2015IBC www.SSMA.com 61 SpansExterior Allowable Ceiling/Soffit . .0 20 psf 25 psf 30 psf' Lateral Suppo o Compression Flan a Lateral Support of Compression Flange Lateral Support of Compression Flange Section (ksi)' Unsupported Midspan Unsupported Midspan Unsupported Midspan Joist Spacing(in)on center Joist Spacin on center Joist Spacing(in)on center Joist Spacing(in)on center Joist Spacing(in)on center Joist Spacing(in)on center 12 16 24 12 16 24 12 16 24 12 16 24 12 16 24 12 16 24 250S137-33 33 7'7" 6'11" 6'1" 7'8" 6'11" 6'1" TV 6'5" 5'7" 7'1" 6'5" 5'7' 6'8" 6'1" 5'3" 6'8" 6'1" 5'3" 250S137-43 33 8'3" 7'6" 6'7" 8'3" T 6" 6'7" 7'8" TO" 6'1" 7'8" 7'0" 6'1" T 3° 6'7° 5'9" 7'3" 6'7" 5'9" 250S137-54 50 8'10" 8'1" TO" 8'10" 8111. TO' 8'3" 7'6" 6'6" 8'3" T 6" 6'6" 7'9" TO' 6'2" T 9" 7'0" 6'2" 250S137-68 50 915. 8'7" 7,6" 9151, 8'7" TV 819. 8'0" TO" 8'9" 8'0" TT T 3" 7'6" 6'7" 8,3" TV 6'7" 250SI62-33 33 810. 7'3" 6'4" 8101, T 3" 6'4" 7-5- 6'9" 5'11" T 5" 6'9" 5'11" TO" 6'4" 5'7" TO" 6'4" 5'7' 250S162-43 33 8'8" T 11" 6'11" 8'8" 7'11" 6'11" 8'1" 7'4" 6'5" 8111, 7'4" 6'5" 7'7' 6'11" 6'0' 7'7" 6'11" 6'0" 250S162-54 50 9'4" 8'6" T 5" 9'4" 8'6" 7'5" 8'8" 7'10" 6'10" 8'8" 7'10" 6'10" 8'2" 7'5" 6'5" 8'2" 7'5" 6'5" 250S162-68 50 9111, 9'0" 7'11" 9'11" 9'0" T 11" 9'3" 8'5' T 4" 9'3" 8'5" 7'4" 8'8" 7'11" 6'11" 8'8" 7'11" 6'11" 25OS200-33 33 8'6" 7'8" 6'9" 8'6" 7'8" 6'9" T 10" T 2" WY 7'10" 7'2" 6'3" 7'S" 6'9" 5'11"a 7'5" 6'9" 5'11"e 25OS200-43 33 9'3" 8'4" 7'4" 9'3" 8'4" 7'4" 8'7" 7'9" 6'9" 8'7" T 9" 619. 8'1" 7,4" 6'5- 8,1" 7'4" 6'5" 25OS200-54 50 9110, 9'0" 7'10" 9'10" 9'0' T 10" 9'2" 8'4" T 3" 9'2" 8'4" 7'3" 8'7' 7'10" 6'10' 8'7' 7'10" 6'10° 250S200-68 50 10'7" 9'7" 8'4" 10'7" 9'7' 8'4" 9'10" 8'11 7'9" 9'10" 8'11" 7'9" 9'3" 8'4" 7'4" 9'3" 8'4" 7'4" 362S137-33 33 8'4" 7'9" 6'11" 10'2" 9'3" 8'1" 7'10" T 3" 6'6" 9'5" 8'7' 7'6"a 7'6' 6'11" 6'2"a 8'10' 8'1" TO"e 362S137-43 33 9'1" 8'5' 7'6" 11'1" 10'0" 8'9" 8'7' T 11" TV 10'3" 9'4" 8'2" 8'2" TV 6'9" 9'8' 819. 7'8" 362S137-54 50 9'10" 9111, 8'1" 11'10" 10'9" T Y 9'3' 8'6" 7'7' 11'0" 10'0" 8'9" 8'9" 8'1" 7'3" 10'4" 9'5" 8'2' 362S137-68 50 10'9" 9'11" 8'10' 12'8" 11'6' 10'0" 10'1" 9'3' 8'3" 11'9" 10'8" 9'4' 9'7' 8'10" 7'10' 11'0" 10'0" 8'9" 362S162-33 33 9'6" 8'10" 7'10" 10'8" 9'8" 8'5"a 9'0" 8'4" 7'4"a 91111, 9'0" 7'10"a 8'7" 7'11" 6'11"a 9'4" 8'5"a TV e 362S162-43 33 10'4' 9'7" 8'7" 11'7" 10'6" 9'2" 9.9. 910. 8'0" 10'9" 9'9" 8'6" 9131, 8'7" T 7" 1011, 9'2' 810. 362S162-54 50 11'2" 10'4" 9'3" 12'5" 11'3' 9'10" 10'6" 9'8" 8'8" 11'6' 10'6" 9'2" 1010, 9'3" 8'3" 10'10' 9'10" 8'7" 362S162-68 50 12'2" 11'3" 10'0" 13'3' 12'1" 10'6' 11'5" 10'6" 9'5" 12'4" 11'2" 9'9" 10'10" 10'0" 8'11" 11'7" 10'6" 9'2" 362S200-33 33 l l'0" 10'1" 8'10"a IVY 10'2" 8'11"a 10'4' 9'5" 8'1°a 10'5" 9'6" 8'3"a 9'9" 8'10'a 7'6"a 9'10" 8'11"e T 9"e 362S200-43 33 12'0' 11'1" 9'8" 12'3" 11'1" 9181, 11'4" 10'4" 910. 11'4" 10'4" 910, 10'8" 918. 8'6' 10'8" 918. 8'6" 362S200-54 50 12'11" 11'11" 10'5" 13'1" 11'11" 10'5" 12'2" 11'1" 9'8" 12'2" 11'1" 9'8' 11'5" 10'5" 911. 11'5" 10'5" 9'1" 362S200-68 50 14'0" 12'9" 11'2' 14'0" 12'9" 11'2" 13'0" 11'10" 10`4" 13'0" 11'10' 10'4" 12'3" 11'2" 9.9. 12'3" 11'2" 9.9. 40OS137-33 33 8'7' 7'11" 7'1" 11'0" 10'0" 8'8"a 8'1" TV 6'8"a 10'2" 9'3" 8'1"a 7'8" 7'1" 6'4"a 9'7" 8'8"a 7'5"e 40OS137-43 33 9'4" 8'7' 7'9' 11'11' 10'10" 9'6" 819. 811, 7'3" 11'1" 1011, 819. 8'4" 7'9" 6'11" 10'5" 9'6" 8'3' 40OS137-54 50 10'1" 9'4" 8'4" 12'9" 11'7' 10'2" 9'6" 8'9" 7'10" 11'10' 10'9" 9'5" 9101, 8'4" T 5" 11'2" 10'2" 8'10' 40OS137-68 50 ll'0' 10'2" 910, 13'8" 12'5" 10'10" 10'4" 9'6" 8'5" 12'8" 11'6' 10'1" 9'10' 9'0" 8'0" 11'11" 10'10" 9'6" 40OS162-33 33 9191. 911. 811. 11'6" 10'5" 9'1"a 9'2" 8'6" 7'7'a 10'8" 9'8" 8'5"a 819. 8'1" 7'2"a 10'0" 9'1"a 8'0"e 40OS162-43 33 10'7' 9'10" 8'10" 12'6" 11'4" 9'11" 10'0" 9'3" 8'3' 11'7" 10'6" 9'2" 9'6" 8'10' 7'10" 10'11" 9'11" 8-8: 40OS162-54 50 11'6" 10'7" 9'6" 13'5" 12'2" 10'7' 10'9" 10'0' 8'11" 12'5" 11'3" 9'10" 10'3" 9'6" 8'6" 11'8" 10'7" 9'3 400S162-68 50 12'6" 11'6' 10'3' 14'4' ITT 11'4" 11'9" 1019, 9'7" 13'4" 12'1' 10'7' 11'1" 10'3" 9'2" 12'6" 11'4" 9'11" 40OS200-33 33 11'4" 10'5" 9'2"a 12'1" 11'0" 9'7"a 10'8" 9'9" 8'5"a 11'3' 10'3"a 8'11"a 10'1" 9'2"a 7'10"a 10'7" 9'7"a 8'5"e 40OS200-43 33 12'4" 11'5' 10'2" 13'2" 12'0" 10'6" 11'7" 10'9" 9'6' 12'3" 11'1" 9'9" 11'1° 10'2' 9'0" 11'6' 10'6" 9'2'e 40OS200-54 50 13'3" 12'3' 11'0" 14'2" 12'10" 11'3' 12'6" 11'6" 10'4" 13'1" 11'11" 10'5" 11'10" 11'0" 9'10" 12'4" 11'3" 9'10" 40OS200-68 50 14'5" 13'3" 11'10' 15'2" ITT 12'0" 13'6" 12'6" 11'2" 14'1" 12'9" 11'2" 12'10' 11'10' 10'6" 13'3" 12'0" 10'6" 40OS250-43 33 13'11" 12'7" l l'0" 13'11" 12'7" 11'0" 12'11" 11'8" 10'3" 12'11" 11'8" 10'3" 12'2" 11'0" 9'7"e 12'2" 11'0" 9'7"e 40OS250-54 50 14'11" 13'6' 11'10" 14'11" 13'6" 11'10' 13'10' 12'7" WO" 13'10" 12'7" 11'0" 13'0" 11'10" 10'4" IT 0" 11'10" 10'4" 40OS250-68 50 16'0" 14'6" 12'8" 16'0" 14'6" 12'8" 14'10" 13'6" 11'9" 14'10" 13'6" 11'9" 13'11" IT 8" 11'1" 13'11" 12'8" 11'1" 600S137-33 33 919. 9'1" 8'2"a 13'11' 12'9"a 11'1°a 9'3' 8'7" 7'8"a 1 T 1"a 11'10"a 10'2"a 8'10" 8'2"a 7'4"a 12'4"a 11'P e 9'6"e 60OS137-43 33 10'6" 9'9" 8'9" 15'2' 14'0" 12'5" 9'11° 9'2" 8'3' 14'3" 13'2' 11'6"a 9'5" 8.9. 7'11" 13'7' 12'5" 10'9"e 600S137.54 50 11'3" 10'5" 9'4" 16'1" 14'11' 13'5" 10'7" 9'10" 8'10" 15'2" 14'1" 12'8" 10'1" 9'4" 8'5" 14'6" 13'5" 12'9" 60OS137-68 50 12'2" 11'3" 10'0" 17'2" 15'11' 14'3" 11'5" 10'7" 9'5" 16'2" 15'0" 13'5" 10'10" 10'0" 9'0" 15'5" 1 T 3" 12'10" 600S162-33 33 11'2' 10'4° 9'4'e 15'9"e 14'4°e 12'6"e 10'6' 9'9'e 8'10'e 14'8"e 13'4'e 11'7"e 10'0" 9'4"e 8'5'a 13'9"e 12'6"e 10'9"e 60OS162-43 33 12'0" 11'1" 10'0" 17'2° 15'7' 13'8"a 11'4" 10'6" 9'5" 15'11" 14'6" 12'8"a 10'9" 10'0" 9'0"a 15'0" 13'8"a l l'11"e 60OS162-54 50 12'10" 11'10" 10'8" 18'4" 16'9" 14'7' 12'1' 11'2' 10'0' 17'1" 15'6" ITT 11'6" 10'8" 9'7" 16'1" 14'7' 12'9° 600S162-68 50 13'10" 12'9" 11'5" 19'7" 17'11' 15'8" 13'0" 12'0" 10'9" 18'4" 16'8" 14'7" 12'4" 11'5" 10'3" 17'3" 15'8" 13-8. 60OS200-33 33 12'11' 12'0"a 10'10"a 16'7'a 15'0'a 13'2'a 12'2" 11'4"a 10'2"a 15'4"a 14'0"e 12'2"a 11'8"a 10'10"a 9'8"a 14'6"a 13'2"a 10'11'e 60OS200-43 33 13'10' 12'10" 11'7" 18'0" 16'5" 14'4"a 13'1" 12'2" 10'11"a 16'9" 15'2" 1T 3"a 12'6" 11'7' 10'5"a 15'9" 14'4"a 12'6"e 60OS200-54 50 14'10" 13'8" 12'4" 19'4" 17'7" 15'4" 13'11" 12'11" 11'7" 18'0" 16'4" 14'3" 13'3" 12'4" 11'1" 16'11" 15'4" 13'5" 60OS200-68 50 15'11" 14'9" 13'2" 20'9" 18'10" 16'6" 15'0" 13'10" 12'5" 19'3" 17'6" 15'4" 14'3' 13'2" 11'10" 18'2" 16'6" 14'5. 60OS250-43 33 15'9" 14'8" 13'2"a 18'11' 17'2" 15'0"a 14'11" 13'10" 12'5"a 17'6" 15'11"a 13'11'a 14'2" 13'2"a 11'10'a 16'6" 15'0'a 13'1'e 60OS250-54 50 16'10" 15'7' 14'0" 20'3" 18'5" 16'1" 15'10" 14'8" 13'3" 18'10" 17'1" 14'11" 15'1" WO" 12'7" 17'9" 16'1" 14'1" 60OS250-68 50 18'1" 16'8" 15'0" 21'9" 19'9" 1T 3" 17'0" 15'9" 14'1" 20'3" 18'4" 16'1" 16'2" 15'0" 13'5" 19'0" 1T 3" 15'1° 800S137-33 107'e 9'10"e 8'9"e 150"e 13'11"e 12'4°e 10'0"e 91"e 8'3"e 14'1"e 13'0"e 11'5"e 9'6"e 8'9"e 7'10"e 13'5"e 12'4"e 10'8"e 8 33 11'5' 10'7" 9'7" 16'5" = 13'7'a 10'9" 10'0" 9'0" 15'5" 14'3" 12'8"a 10'3' 9'6" 8'7'a 14'8" 13'7"a 12'0'e 80OS137-54 50 12'2" 11'3" 10'2" 17'6" 16'3' 14'7" 11'6" 10'8" 9'7" 16'6" 15'4" 13'9" 10'11" 10'2" 911. ITT 14'7" 13'1" 800S137-68 50 13'1" 12'1" 10'10' 18'7' 17'3" 15'6" 12'4" 11'5" 10'2" 17'7" 16'3" 14'7' 11'9' 10'10" 9'8" 16'9" 15'6" 13'11" 800S162-33 33 12'0"e 11'2"e 10'0"e 17'1"e 15'9"e 13'9"e 11'4"e 10'6"e 9'5"e 16'0"e 14'8"e 12'8"e 10'9"e 10'0"e 9'0"e 15'2"e 13'9"e 11'9"e 80OS162-43 33 13'0" 12'1" 10'11" 18'8" 1T 3" 15'4'e 12'3' IVY 10'3"a 17'6" 16'2"a 14'3"a 11'9" 10'11" 9'9"a 16'8"a 15'4"a 13'4"e 80OS162-54 50 13'10" 12'10" 11'7' 20'0" 18'6" 16'8' 13'1" 12'1" 10'11' 18'10" 17'6" 15'8' 12'5" 11'7' 10'5" 18'0" 16'8" 14'11" 80OS162-68 50 14'11" 13'9" 12'4" 21'3" 19'8" 17'8" 14'0" 12'11" 11'7' 20'0" 18'7' 16'8" 13'4" 12'4" 11'1" 19'1" 17'8" 15'11' 80OS200-33 33 14'1"e 131"e 11'10"e 20'1"e 18'1"e 15'5"e 137'o 12'4"e 11'2"e 18'7"e 167'e 14'1"e 12'8"e 11'10"e 10'8"e 17'4"e 15'5"e 13'0"e 80OS200-43 33 15'1" IT 0" 12'7"e 21'11" 20'3"a 17'10"a 14'3" 1T 3" 11'11"e 20'7"a 18'11"a 16'6"a 13'7" 12'7"e 11'5"a 19'6"a 17'10"a T 3°e 80OS200-54 50 16'0" 14'10" 13'5" 23'2" 21'6" 19'4" 15'2" 14'0" 12'8" 21'10" 20'4" 17'11" 14'5" 13'5" 12'1" 20'10" 19'4" 16'10" 80OS200-68 50 17'2" 15'11" 14'3" 24'7" 22'10" 20'7' 16'2" 15'0" 13'5" 2T 3" 21'6" 19'3" 15'5" WY 12'10' 22'2" 20'7' 18'1" 'e"web stiffeners required at ends. See Table Notes and figures on page 61. 66 www.SSMA.com Copyright p 2015 by the SSMA C1111111111 ClarkWestern Building Systems CW Tech Support: (888)437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 12/2/2024 SECTION DESIGNATION: 800S137-43 [33] Single Input Properties: Web Height= 8.000 in Design Thickness = 0.0451 in Top Flange= 1.375 in Inside Corner Radius = 0.0712 in Bottom Flange= 1.375 in Yield Point, Fy= 33.0 ksi Stiffening Lip= 0.375 in Fy With Cold-Work, Fya = 33.0 ksi Punchout Width = 1.500 in Punchout Length = 4.000 in Ceiling Solver Design Data -Simple Span Joist Span 15.00 ft Deflection Limit L/360 Joist Spacing 16.0 in Dead Load = 10.0 psf DL Multiplied by 1.00 for Strength Checks Live Load = 10.0 psf LL Multiplied by 1.00 for Strength Checks Check Flexure Input Flexural Bracing: Mid-Pt Cb= 1.30 Me= 1365 Ft-Lb My=2842 Ft-Lb Me <= 0.56 My Mc= 1365 Ft-Lb Sc/Sf= 0.95 Mmax= 750 Ft-Lb <= Ma = 779 Ft-Lb Check Deflection Deflection Limit: L/360 Maximum Deflection = 0.255 in Deflection Ratio= L/705 Check Shear Vmax= 200 lb (Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va= 1051 lb >=Vmax Check Web Crippling Rmax=200 lb (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Ra= 247 lb >= Rmax, stiffeners not required • • - • • • Table Notes 1. Allowable axial loads listed in kips (1 kip = 1,000 pounds), 6. Listed wind pressures represent calculated designed wind 2. Allowable axial loads listed are based on simple one span pressure (1.0 W based on 2009 or 0.6 W based on 2012 IBC or condition. later ASD load combinations). For deflection calculations, listed wind pressures have been reduced by 0.70 as allowed by IBC. 3. Allowable axial loads determined in accordance with AISI S100 The 5 psf pressure has not been reduced for deflection checks. Section C5 and with the assumption that axial load passes 7. End supports have not been checked for web crippling. See web through centroid of the effective section. crippling tables on page 51. 4. Allowable axial loads are based on 4'-0"on center bracing. 8. See page 5 for additional table notes. 5. Studs are assumed to be adequately braced at a maximum spacing of L.to develop full allowable moment, Ma. psf Lateral Load(interior 350S162 t43362S 137 362S162 362S200 Wall Spacing H[ ht (in)ce 33 ksi 50 ksi 33 50 ksi 33 ksi 50,ksi 33 ksi 50 ksi (ft33 43 54 68 33 54 68 33 43 54 68 33 43 54 68 12 1.81 2.56 3.97 5.08 1.49 2.14 3.32 4.37 1.87 2.65 4.15 5.38 2.25 3.28 5.18 6.68 8 16 1.74 2.48 3.90 5.01 1.42 2.07 3.26 4.30 1.80 2.57 4.08 5.31 2.17 3.20 5.10 6.60 24 1.58 2.32 3.76 4.87 1.29 1.93 3.13 4.17 1.65 2.42 3.94 5.17 2.01 3.03 4.94 6.45 12 1.67 2.38 3.65 4.67 1.38 2.01 3.11 4.07 1.74 2.48 3.86 4.99 2.10 3.07 4.79 6.17 9 16 1.57 2.28 3.56 4.58 1.30 1.92 3.02 3.99 1.64 2.38 3.77 4.90 2.00 2.96 4.69 6.07 24 1.39 2.09 3.39 4.41 1.13 1.74 2.87 3.82 1.46 2.19 3.60 4.72 1.80 2.76 4.49 5.88 12 1.51 2.18 3.29 4.23 1.26 1.85 2.85 3.73 1.58 2.29 3.53 4.55 1.93 2.84 4.37 5.61 10 16 1.40 2.07 3.19 4.12 1.16 1.75 2.75 3.63 1.47 2.17 3.42 4.44 1.81 2.71 4.25 5.49 24 1.19 1.84 2.99 3.92 0.96 1.54 2.57 3.44 1.26 1.95 3.22 4.23 1.57 2.47 4.01 5.27 12 1.18 1.75 2.56 3.31 0.99 1.51 2.27 2.97 1.25 1.87 2.79 3.60 1.56 2.32 3.45 4.44 12 Lj�3 1.04 4 1.61 2.44 3.18 0.86 4 1.37 2.15 2.85 1.11 1.72 2.66 3.47 1.40 2.16 3.30 4.30 24 0.79' 1.341 2.21 2.94 0.63' 1.12' 1.931 2.62 0.86 3 1.44 4 2.42 3.22 1.12 3 1.86 3.03 4.03 12 0.863 1.33 1.95 2.54 0.72' 1.154 1.75 2.30 0.93 4 1.44 2.14 2.78 1.18 1.81 2.64 3.43 '14 16 0.71' 1.17 3 1.82 4 2.40 0.59 3 1.00 3 1.62 4 2.16 0.783 1.281 2.00 2.64 1.01 3 1.63' 2.48 3.27 24 0.461 0.89' 1.58, 2.16 3 0.34 2 0.73 2 1.39' 1.921 0.52 2 0.993 1.753 2.3 8 4 0.703 1.31 3 2.19' 2.99 12 0.593 0.96' 1.484 1.95 0.50, 0.83' 1.331 1.76 4 0.653 1.06' 1.63 4 2.14 0.84 3 1.36 4 2.01 2.66 16 16 0.452 0.803 1.353 1.81, 0.362 0.682 1.203 1.63' 0.512 0.90, 1.493 2.004 0.673 1.18, 1.86' 2.50 24 0.21' 0.542 1 1.122 1.57' 1 0.12' 0.42' 0.972 1.39' 0.25' 0.622 1.252 1.743 0.382 0.862 1.583 2.213 psf Lateral Load(Interior 400S137 400S162 4005200 550S162 Wall Spacing H 00 (in)oc 33 ksi 50 ksi 33 ksi 50 ksi 33'ksi Silks! 33 ksi 50 ksi 33 43 54 68 33 43 54 68 33 43 54 68 33' 43 54 68 12 1.61 2.31 3.67 4.98 2.03 2.87 4.62 6.18 2.42 3.55 5.77 7.63 2.39 3.38 5.63 7.45 8 16 1.55 2.25 3.61 4.91 1.96 2.80 4.55 6.11 2.34 3.48 5.70 7.56 2.34 3.33 5.58 7.41 24 1.42 2.12 3.49 4.78 1.82 2.66 4A2 5.97 2.19 3.32 5.54 7.41 2.24 3.23 5.49 7.32 12 1.52 2.20 3.49 4.79 1.91 2.72 4.37 5.85 2.28 3.37 5.43 7.19 2.32 3.31 5.55 7.41 9 16 1.44 2.12 3.42 4.70 1.82 2.63 4.28 5.76 2.19 3.27 5.33 7.10 2.26 3.24 5.49 7.35 24 1.28 1.95 3.27 4.54 1.65 2.46 4.11 5.59 2.00 3.08 5.14 6.91 2.13 3.12 5.38 7.24 12 1.41 2.07 3.28 4.49 1.77 2.56 4.08 5.47 2.13 3.16 5.04 6.70 2.25 3.22 5.41 7.35 10 16 1.31 1.97 3.19 4.38 1.67 2.45 3.97 5.36 2.01 3.04 4.92 6.58 2.16 3.14 5.34 7.27 24 1.12 1.77 3.00 4.18 1.46 2.23 3.77 5.14 1.79 2.81 4.69 6.34 2.00 2.99 5.19 7.12 12 1.16 1.76 2.77 3.75 1.46 2.17 3.41 4.54 1.79 2.69 4.19 5.57 2.05 3.00 5.04 6.87 12 16 1.03 1.62 2.64 3.61 1.32 2.02 3.27 4.39 1.63 2.53 4.03 5.41- 1.93 2.89 4.93 6.76 24 0.803 1.364 2.40 3.35 1.064 1.74 3.01 4.12 1.35 2.22 3.74 5.11 1.71 2.68 4.71 6.54 12 0.904 1.41 2.22 2.96 1.14 1.75 2.71 3.57 1.43 2.19 3.32 4.39 1.81 2.72 4.54 6.23 14 16 0.75' 1.251 2.08 2.80 0.98 3 1.58 2.55 3.41 1.25 4 2.00 3.14 4.21 1.66 2.57 4.39 6.07 24 0.4 9 2 0.96' 1.81, 2.521 0.703 1.26 3 2.27 4 3.10 0.92 3 1.65, 2.82 3.88 1.37 2.29 4.11 5.78 12 0.65 3 1.08 3 1.74 2.30 0.84 3 1.351 2.12 2.78 1.074 1.71 2.60 3.42 1.53 2.39 3.95 5.45 16 16 0.502 0.913 1,59, 2.144 0.683 1.17' 1.964 2.61 0.89' 1.514 2A1 3.24 1.35 2.20 3.77 5.26 -24 1 0.23' 0.612 1 1.323 1.863 0.392 0.852 1.673 2.313 0.562 1.16' 2.093 2.914 1.023 1.87 3.43 4.90 If no note,deflection meets 4172D 'Deflection meets L112D 2Defiection meets 1/24D 'Deflection meets 1/36D 4Deflectlon meets L/6D0 Complies With 2009,2012 and 2015IBC www.SSMA.com 31- ��� III III ClarkWestern Building Systems III III CW Tech Support: (888)437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 12/2/2024 r XNN SECTION DESIGNATION: 600S137-54 [50] (2) Boxed Input Properties: Web Height= 6.000 in Design Thickness = 0.0566 in Top Flange= 1.375 in Inside Corner Radius= 0.0849 in Bottom Flange = 1.375 in Yield Point, Fy = 50.0 ksi Stiffening Lip= 0.375 in Fy With Cold-Work, Fya = 50.0 ksi Punchout Width = 1.500 in Punchout Length = 4.000 in Header/Beam Solver Design Data-Simple Span Header/Beam Span 6.50 ft Deflection Limit L/360 Dead Load = 150.0 Ib/ft DL Multiplied by 1.00 for Strength Checks Live Load = 150.0 Ib/ft LL Multiplied by 1.00 for Strength Checks Check Flexure Input Flexural Bracing: None Cb= 1.14 lyy (Box) = 1.384 in"4 J (Box) = 3.359 in14 Lu =602.9 in Mmax= 1584 Ft-Lb <= Ma= 3877 Ft-Lb Check Deflection Deflection Limit: L/360 Maximum Deflection = 0.081 in Deflection Ratio = L/962 Check Shear Vmax= 975 lb (Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va= 5646 lb >= Vmax Check Web Crippling Rmax= 975 lb (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Ra= 1198 lb >= Rmax, stiffeners not required ESR-2269 I Most Widely Accepted and Trusted Page 6 of 14 TABLE 3—ALLOWABLE LOADS FOR FASTENERS DRIVEN INTO NORMAL-WEIGHT CONCRETE'.2.4 SHANK MINIMUM FASTENER FASTENER DIAMETER EMBEDMENT ALLOWABLE LOADS(Ibf) DESCRIPTION (inch) DEPTH (inches) Concrete Compressive Strength: 2500 psi 4000 psi 6000 psi 8000 psi Load Direction: Tension Shear Tension Shear Tension Shear Tension Shear 3/4 100 125 100 125 105 205 — — Universal 1 165 190 170 225 1103 280' — — Knurled Shank X-U 0.157 1'/4 240 310 280 310 180 425 — — 1'/2 275 420 325 420 — — — — 3/45 100 155 100 175 105 205 135 205 15 165 220 180 225 150 300 150 215 Smooth Shank X-P 0.157 11/45 240 310 280 310 180 425 — — 11/25 310 420 — — — — —For SI: 1 inch=25.4 mm, 1 Ibf=4.4 N, 1 psi=6895 Pa. 'Unless otherwise noted,values apply to normal weight cast-in-place concrete.Fasteners must not be driven until the concrete has reached the designated minimum compressive strength. 2Unless otherwise noted,concrete thickness must be a minimum of 3 times the embedment depth of the fastener. 'This allowable load value for the X-U fastener also applies to normal weight hollow core concrete slabs with P.of 6600 psi and minimum dimensions shown in Figure 7,when installed in accordance with Section 4.2.4. 4The fasteners listed in the table above may be used for static load conditions and for the seismic load conditions described in Section 4.1.6,as applicable.The tabulated allowable loads apply to static load conditions. For seismic load conditions,the allowable loads must be limited in accordance with Section 4.1.6,Items 2 and 3,as applicable. 5Applies to fastening of cold-formed steel up to 54 mil thick using the X-P 22,X-P 27,X-P 34 and X-P 40 fasteners,respectively,for the 3/4,1,11/4 and 1'/2 inch embedment depths. TABLE 4—ALLOWABLE LOADS FOR FASTENERS DRIVEN INTO NORMAL-WEIGHT CONCRETE USING DX-KWIK''2,3,4 FASTENER SHANK MINIMUM DESCRIPTION I FASTENER DIAMETER EMBEDMENT ALLOWABLE LOADS(Ibf) (inch) (inches) Concrete Compressive Strength: 4,000 psi 6,000 psi Load Direction: Tension Shear Tension Shear Universal X-U 47 P8 w/ 0.157 1'/2 395 405 360 570 Knurled Shank DX-KWIK For SI: 1 inch=25.4 mm,1 Ibf=4.4 N, 1 psi=6895 Pa. 'X-U Fastener is installed using the DX-KWIK drilled pilot hole installation procedure described in Section 4.2.5. 2Pilot holes must not be drilled until the concrete has reached the designated minimum compressive strength. 3Concrete thickness must be a minimum of 3 times the embedment depth of the fastener. 4The fasteners listed in the table above may be used for static load conditions and for the seismic load conditions described in Section 4.1.6,as applicable.The tabulated allowable loads apply to static load conditions. For seismic load conditions,the allowable loads must be limited in accordance with Section 4.1.6,Items 2 and 3,as applicable. Screw Capacities Table Notes 1. Capacities based on AISI S100 Section E4. 6. Pull-out capacity is based on the lesser of pull-out capacity in 2. When connecting materials of different steel thicknesses or sheet closest to screw tip or tension strength of screw. tensile strengths, use the lowest values.Tabulated values 7. Pull-over capacity is based on the lesser of pull-over capacity for assume two sheets of equal thickness are connected. sheet closest to screw header or tension strength of screw. 3. Capacities are based on Allowable Strength Design (ASD) and 8. Values are for pure shear or tension loads. See AISI Section E4.5 include safety factor of 3.0. for combined shear and pull-over. 4. Where multiple fasteners are used,screws are assumed to 9. Screw Shear(Pss),tension (Pts), diameter,and head diameter have a center-to-center spacing of at least 3 times the nominal are from CFSEI Tech Note (F701-12). diameter(d). 10.Screw shear strength is the average value, and tension strength 5. Screws are assumed to have a center-of-screw to edge-of-steel is the lowest value listed in CFSEI Tech Note(F701-12), dimension of at least 1.5 times the nominal diameter(d)of the il.Higher values for screw strength (Pss, Pts), may be obtained b screw. specifying screws from a specific manufacturer. y Allowable Screw Connection •. • 46 Screw #8 Screw #10 Screw #12 Screw I/."Screw Thickness Design Yield Tensile Fu (Pss 6431bs,Pis=419lbs) (Pss=1278 lbs,Pis=586 lbs) (Pss=1644 lbs,Pis=1158 lbs) (Pas=2330 lbs,Pis=2326 lbs) (Pss=3048 lbs,Pts=3201 lbs) (Mils) Thickness (ksi) (ksl) 0.138"dia,0.272"Head 0.164"dia,0.272"Head 0.190"dia,0.340"Head 0.216"dia,0.340"Head 0,260"dia,0.409"Head Shear Pull-Out Pull-Over Shear Pull-Out Pull-Over Shear I Pull-Out Pull-Over Shear Pull-Out Pull-Over Shear I Pull-Out Pull-Over 18 0.0188 33 33 44 24 84 48 29 84 52 33 105 55 38 105 60 44 127 27 0.0283 33 33 82 37 127 89 43 127 96 50 159 102 57 159 110 66 191 30 0.0312 33 33 95 40 140 103 48 140 111 55 175 118 63 175 127 73 211 33 U346 33 45 151 61 140 164 72 195 177 84 265 188 95 265 203 110 318 43 0.0451 33 45 214 79 140 244 94 195 263 109 345 280 124 345 302 144 415 54 0.0566 33 45 214 100 140 344 118- 195 370 137 386 394 156 433 424 180 521 68 0.0713 33 45 214 125 140 426 149 195 523 173 386 557 196 545 600 227 656 97 0.1017 33 45 - 214 140 140 426 195 195 548 246 386 777 280 775 1,016 324 936 118 0.1242 33 45 214 140 140 426 195 195 548 301 386 777 342 775 1016 396 1,067 54 0.0566 50 65 214 140 140 426 171 195 534 198 386 569 225 625 613 261 752 68 0.0713 50 65 214 140 140 426 195 195 548 249 386 777 284 775 866 328 948 97 0.1017 50 65 214 140 140 426 195 195 548 356 386 777 405 775 1,016 468 1,067 118 0.1242 50 65 214 140 140 426 195 1 195 1 548 386 386 777 494 775 1016 572 1,067 Weld Capacities Table Notes 1. Capacities based on the AISI S100 Specification Sections E2.4 for 6. Transverse capacity is loading in perpendicular direction of the fillet welds and E2.5 for flare groove welds. length of the weld. 2. When connecting materials of different steel thicknesses or 7. For flare groove welds, the effective throat of weld is tensile strengths, use the lowest values. conservatively assumed to be less than 2t. 3. Capacities are based on Allowable Strength Design (ASD). 8. For longitudinal fillet welds,a minimum value of EQ E2.4-1, 4. Weld capacities are based on E60 electrodes. For material E2.4-2,and E2.4-4 was used, thinner than 68 mil,0.030"to 0.035"diameter wire electrodes 9. For transverse fillet welds, a minimum value of EQ E2.4-3 and may provide best results. E2.4-4 was used. 5. Longitudinal capacity is considered to be loading in the direction 10.For longitudinal flare groove welds, a minimum value of of the length of the weld. EQ E2.5-2 and E2.5-3 was used. Allowable Weld Capacity Thickness Design Fy Fu Fillet Welds Flare Groove Welds (Mils) Thickness Yield Tensile (ksi) (ksi) Longitudinal Transverse Longitudinal Transverse 43 0.0451 33 45 499 864 544 663 54 0.0566 33 45 626 1084 682 832 68 0.0713 33 45 789 1365 859 1048 97 0.1017 33 45 1125 1269 ' 1 54 0.0566 50 65 905 1566 985 1202 68 0.0713 50 65 1140 1972 1241 1514 97 0.1017 50 65 1269 1269 - Weld capacity for material thickness greater than 0.10"requires engineering judgment to determine leg of welds, WI and W2. 70 www.SSMA.com Copyright O 2015 by the SSMA SHUTLER JOB _�-CONSULTING SHEET NO. OF -_� ENGINEERS, INC CALCULATED BY 12503 NE Bel-Red Rd, Suite 100 Bellevue,WA 98005 DATE (425) 450-4075 SCALE i U LA 6 a nopsi 5' y ll?' > N � o n 4J F7V- P� r . U 2� V I SCE ASCE Hazards Report ,A AMEHIGM SOCIETY OF CML ENGINEIRS Address: Standard: ASCE/SE17-16 Latitude: 48.163507 18410 63rd Ave NE Risk Category: II Longitude: -122.147092 Arlington, Washington Soil Class: D-Stiff Soil Elevation: 138.96868742600049 ft 98223 (NAVD 88) 194rd SI NE I m - F — —.. .i' / z t # <t� [l'j1a - c 11 56f1ad EBEY HILL E,-, Field I681p PI NE t u/ ) \ / WH '18Bth'91;NE MIMy1on YIC I -- .2�—PIA € i An,mian t iM. o �.i' }. M.md.n 4 . ' t� I ttt ... z t A IAA 4 1 N I �I 1 'i Cia � 16tlA rl s �aamslNe � ��n�'n L�Io [ c �tiSI, , iI 1 E - _I I,�. a �6u ea In F IAIalyevdle A r G F x 4�t / TES .. t La Ae Slevana Wind Results: Wind Speed 98 Vmph 10-year MRI 68 Vmph 25-year MRI 74 Vmph 50-year MRI 79 Vmph 100-year MRI 84 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1 B and Figs. CC.2-1—CC.2-4, and Section 26.5.2 Date Accessed: Mon Dec 02 2024 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years(annual exceedance probability= 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. https://ascehazardtool.org/ Page 1 of 3 Mon Dec 02 2024 ASCE AMMI AN SOCIETY OF CML ENGINEERS Seismic Site Soil Class: D-Stiff Soil Results: SS 1.05 SW WA O' S, 0.375 TL 6 Fa 1.08 n PGA : 0.446 F, P}PAr PGAM : 0.514 SMS 1.134 FPCA 1.154 S M, -IAA Q '� le : 1 SOS 0.756 C : 1.31 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Mon Dec 02 2024 Date Source: USGS Seismic Design Maps https://ascehazardtool.org/ Page 2 of 3 Mon Dec 02 2024 6 5 I i i 45'-0" ! 40'-0" 14' i- __ 36 37 j OPNGS S3.1 38 39 -------- I VI ---------------s-- - rl i �77II 2 s3.2 �� 1 - AT ROOF ACCESS PLATFORM 221-011 221-011 ----------- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - T - I - - 16 MATCH 14Jm ITT yp 8'-6" Ti 2 ------ 5 8 3'-4" �3�- F36]7 1/2"THICK SEE [14] 37 7 112"THICK TILT-UP PANEL KEYNOTES: O #5 VERTICAL AT 6"OC AT CL OF PANEL AND#5 HORIZONTAL AT 16"OC PER DETAIL 2/6.1. �,[ OTYPICAL REINF ABOVE AND BELOW OPENINGS: #5 AT 16"OC 2 VERTICAL AND#5 AT 16"OC HORIZONTAL. CENTER VERTICAL REINF AT CL OF PANEL PER DETAIL 2/S6.1. EXTEND HORIZONTAL REINFORCING FULL WIDTH OF PANEL. HOOK VERTICAL REINF TOP AND BOTTOM WITH STANDARD 180 DEGREE HOOKS. O #5 x 4'-0"DIAGONAL TYPICAL AT OPENING CORNERS. WHERE OPENING IS LOCATED CLOSER THAN 24"FROM EDGE OF PANEL,BEND BAR TO FOLLOW EDGE OF PANEL. O (2)45 AT BOTTOM CORNER OF PANEL 24 REINFORCED WITH SINGLE MAT OF STEEL 1 24 O (2)#5 TYPICAL AT EDGE OF PANEL MINIMUM O (2)#5 TYPICAL AT EDGE OF OPENING OR FUTURE KNOCK-OUT MINIMUM. EXTEND VERTICAL REINFORCING FULL HEIGHT OF PANEL. EXTEND HORIZONTAL REINFORCING MINIMUM 30" PAST OPENING. HOOK HORIZONTAL REIINFORCING WITH STANDARD HOOK WHERE OPENING IS LOCATED CLOSER THAN 30"FROM EDGE OF PANEL. OAT PIERS PROVIDE 43 TIES = AT 6"OC ADJACENT TO OPENINGS OR FUTURE KNOCK-OUT AND FOR 30"ABOVE AND BELOW OPENING. INCREASE TIE SPACING TO 48"OC FOR THE REMAINDER OF THE PANEL. SEE PANEL ELEVATION WHERE TIGHTER TIE SPACING MAY BE SPECIFIED ADJACENT TO OPENING. O #5 SLAB DOWELS AT 24"OC HOOK 12 36 INTO PANEL #5 SLAB DOWELS AT 8"OC HOOK 112 36 OINTO PANEL AT PIERS. 10 FUTURE KNOCK-OUT PANEL.RUN TYP REINF ABOVE AND BELOW THRU FUTURE OPENING 11 NOT USED. 12 (2)#5 VERT EA FACE IN PIER,(4)TOTAL EQUALLY SPACED 13 (3)#5 VERT EA FACE IN PIER,(6)TOTAL EQUALLY SPACED 14 (4)#5 VERT EA FACE IN PIER,(8)TOTAL EQUALLY SPACED 15 (5)#5 VERT EA FACE IN PIER,(10)TOTAL EQUALLY SPACED 16 (6)#5 VERT EA FACE IN PIER,(12)TOTAL EQUALLY SPACED 17 (7)#5 VERT EA FACE IN PIER,(14)TOTAL EQUALLY SPACED 18 (8)#5 VERT EA FACE IN PIER,(16)TOTAL EQUALLY SPACED 19 (9)#5 VERT EA FACE IN PIER,(18)TOTAL EQUALLY SPACED 20 (10)#5 VERT EA FACE IN PIER,(20)TOTAL EQUALLY SPACED 21 (11)#5 VERT EA FACE IN PIER,(22)TOTAL EQUALLY SPACED 22 (12)#5 VERT EA FACE IN PIER,(24)TOTAL EQUALLY SPACED 23 (13)#5 VERT EA FACE IN PIER,(26)TOTAL EQUALLY SPACED 24 (14)#5 VERT EA FACE IN PIER,(28)TOTAL EQUALLY SPACED 25 (15)#5 VERT EA FACE IN PIER,(30)TOTAL EQUALLY SPACED 26 (6)#6 VERT AT 7"OC AT CL OF PANEL PER DETAIL 2/86.1. 30 PANEL TO PANEL CONNECTION SEE SHEET S6.1. FLOOR FOR ROOF ACCESS ONLY (20PSF LIVE LOAD).NO STORAGE 800T125-65 LEDGER TRACK EA END OF JOIST W/(3)#8 SIDS EA STUD(1/2"DIA EXP ANCHORS AT 32"OC AT TILT WALL, aEMBED 4"MIN) ELEV PER ARCH o r a 80OS200-54 UNPUNCHED STEEL JOISTS (MAX SPAN 18'-0")AT 24"OC W/MIN L2x2xl6GA WEB STIFF EA END(3)#8 SIDS TO WEB,DBL JST AT EDGE OF OPENING.3/4"USG STRUC PANELS W/ #8 SCREWS AT 12"OC ALL SUPPORTS 80OS200-54 STEEL STUD AT 16"OC(MAX 42'HEIGHT).COVER WALLS W/MIN 518" GYP SHEATHING a 600T125-33 TRACK W/MIN 0.145"DIA POWDER DRIVEN FASTENERS AT 12"OC STAGGERED PLATFORM FOR ROOF ACCESS OVER ELECTRIC ROOM-NOT FOR STORAGE SECTION 2 1 If = 1 '-0" SHUTLER JOB _�-CONSULTING SHEET NO. OF -_� ENGINEERS, INC CALCULATED BY 12503 NE Bel-Red Rd,Suite 100 ( Bellevue,WA 98005 DATE (425) 450-4075 SCALE bpuu & D" ►C M �b S Q c� a G a , Ph co � 5iV�VA tA SC _a C 7 C,a s SHUTLER JOB _�-CONSULTING SHEET NO. OF -_� ENGINEERS, INC CALCULATED BY C 12503 NE Bel-Red Rd, Suite 100 Bellevue,WA 98005 DATE (425) 450-4075 SCALE C 'fb 'ID F , C c P 6 - e b _ p P C ��� III III ClarkWestern Building Systems III III CW Tech Support: (888)437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 12/5/2024 I SECTION DESIGNATION: 1000S162-54 [50] Single Input Properties: Web Height= 10.000 in Design Thickness= 0.0566 in Top Flange= 1.625 in Inside Corner Radius= 0.0849 in Bottom Flange= 1.625 in Yield Point, Fy= 50.0 ksi Stiffening Lip= 0.500 in Fy With Cold-Work, Fya= 50.0 ksi Punchout Width = 1.500 in Punchout Length = 4.000 in Wall Solver Design Data -Simple Span Wall Height 37.00 ft Deflection Limit L/180 Lateral Pressure 5.00 psf Axial Load 0 lb Stud Spacing 16.0 in Check Flexure Load Multiplier for Flexural Strength = 1.00 Flexural Bracing: KyLy =48.0 in Cb= 1.00 Me = 9840 Ft-Lb My= 8292 Ft-Lb 0.56 My < Me < 2.78 My Mc= 7057 Ft-Lb Sc/Sf= 0.84 Mmax= 1141 Ft-Lb <= Ma= 3364 Ft-Lb (Distortional Buckling Controls) K-phi for Distortional Buckling = 0 Ib*in/in Check Deflection Deflection Limit: L/180 Load Multiplier for Deflection = 1.00 Maximum Deflection = 1.003 in Deflection Ratio = L/443 Check Shear Vmax= 123 lb (Including Flexural Load Multiplier) Shear capacity reduced for punchouts Va = 1661 lb >= Vmax Check Web Crippling - Rmax= 123 lb (Including Flexural Load Multiplier) Web Crippling capacity reduced for punchouts End Bearing Length = 1.00 in Ra= 531 lb >= Rmax, stiffeners not required ICI ICI ��S ClarkWestern Building Systems If� �II CW Tech Support: (888)437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 12/5/2024 qA SECTION DESIGNATION: 100051624[50] (2) Boxed Input Properties: Web Height= 10.000 in Design Thickness = 0.0451 in Top Flange= 1.625 in Inside Corner Radius= 0.0712 in Bottom Flange= 1.625 in Yield Point, Fy= 50.0 ksi Stiffening Lip= 0.500 in Fy With Cold-Work, Fya= 50.0 ksi Punchout Width = 1.500 in Punchout Length = 4.000 in Header/Beam Solver Design Data-Simple Span Header/Beam Span 12.00 ft Deflection Limit L/360 Dead Load =250.0 Ib/ft DL Multiplied by 1.00 for Strength Checks Check Flexure Input Flexural Bracing: None Cb= 1.14 lyy (Box) = 2.534 inA4 J (Box) = 6.977 inA4 Lu = 614.7 in Mmax=4500 Ft-Lb <= Ma= 5485 Ft-Lb Check Deflection Deflection Limit: L/360 Maximum Deflection = 0.265 in Deflection Ratio = L/543 Check Shear Vmax= 1500 lb (Including Flexural Load Multiplier) Shear capacity reduced for punchouts Va= 1672 lb >=Vmax Check Web Crippling Rmax= 1500 lb (Including Flexural Load Multiplier) Web Crippling capacity reduced for punchouts End Bearing Length = 1.00 in Web depth-to-thickness ratio= 1 > 200, STIFFENERS REQUIRED III III III ClarkWestern Building Systems III III CW Tech Support: (888)437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 12/5/2024 SECTION DESIGNATION: 1000S162-43 [33] Single Section Dimensions: Web Height= 10.000 in Top Flange= 1.625 in Bottom Flange= 1.625 in Stiffening Lip = 0.500 in Inside Corner Radius = 0.0712 in Punchout Width = 1.500 in Punchout Length = 4.000 in Design Thickness= 0.0451 in Steel Properties: Fy= 33.000 ksi Fu = 45.000 ksi Fya= 33.000 ksi ALLOWABLE AXIAL LOADS INPUT PARAMETERS Overall Stud Length = 12 ft Load has not been modified for load type or duration Member Configuration: SINGLE MEMBER K-phi (axial)for Distortional Buckling = 0.00 Ib*in/in TOTAL ALLOWABLE AXIAL LOADS (lb) WEAK AXIS MAXIMUM CONCENTRIC LOADED BRACING KL/r LOADING THROUGH WEB MID Pt 139 2184 1278 THIRD Pt 93 3348 1653 24 in 46 3462 1644 ClarkWestern Building Systems III IIII� IIII CW Tech Support: (888)437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 12/5/2024 SECTION DESIGNATION: 1000T150-54 [50] (2) Boxed fir l7 Input Properties: Web Height= 10.198 in Design Thickness= 0.0566 in Top Flange= 1.500 in Inside Corner Radius= 0.0849 in Bottom Flange= 1.500 in Yield Point, Fy= 50.0 ksi Fy With Cold-Work, Fya= 50.0 ksi Header/Beam Solver Design Data -Simple Span Header/Beam Span 12.00 ft Deflection Limit L/240 Dead Load = 93.0 Ib/ft DL Multiplied by 1.00 for Strength Checks Check Flexure Flexural Bracing: Full Mmax= 1674 Ft-Lb <= Ma= 5382 Ft-Lb & Ma(distortional) = 5382 Ft-Lb K-phi for Distortional Buckling = 0 Ib*in/in Check Deflection Deflection Limit: L/240 Maximum Deflection = 0.090 in Deflection Ratio= L/1592 Check Shear Vmax= 558 lb (Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va= 3255 lb>=Vmax Check Web Crippling Rmax= 558 lb(Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Ra= 771 lb >= Rmax, stiffeners not required III III III ClarkWestern Building Systems III III CW Tech Support: (888)437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 12/5/2024 PN(k SECTION DESIGNATION: 1000S200-54 [50] (2) Boxed Input Properties: Web Height= 10.000 in Design Thickness = 0.0566 in Top Flange= 2.000 in Inside Corner Radius= 0.0849 in Bottom Flange= 2.000 in Yield Point, Fy= 50.0 ksi Stiffening Lip= 0.625 in Fy With Cold-Work, Fya= 50.0 ksi Punchout Width = 1.500 in Punchout Length = 4.000 in Header/Beam Solver Design Data -Simple Span Header/Beam Span 37.00 ft Deflection Limit L/240 Dead Load =26.4 Ib/ft DL Multiplied by 1.00 for Strength Checks Check Flexure Flexural Bracing: KyLy=48.0 in Cb= 1.00 lyy (Box) =4.911 inA4 J (Box) = 12.533 inA4 Lu = 718.2 in Mmax=4518 Ft-Lb <= Ma = 8508 Ft-Lb Check Deflection Deflection Limit: L/240 Maximum Deflection = 1.742 in Deflection Ratio= L/255 Check Shear Vmax=488 lb(Including Flexural Load Multiplier) Shear capacity reduced for punchouts Va= 3322 lb >=Vmax Check Web Crippling Rmax=488 lb (Including Flexural Load Multiplier) Web Crippling capacity reduced for punchouts End Bearing Length = 1.00 in Ra = 1062 lb>= Rmax, stiffeners not required ClarkDietrich, Product Submittal Sheet Technical Services:888-437-3244,Engineering Services:877-832-3206,Sales 800-543-7140 1 0• (Cold-Formed MaxTrak® (SLT) 3" Leg Slotted Deflection Track for structural wall framing The MaxTrak(SLT)system is a head-of-wall deflection track that is used for framing exterior curtain walls and non-load bearing interior walls.This system allows for vertical live load movement of the primary structure without transferring axial loads to the wall studs. The MaxTrak system is attached to the wall studs through vertical slots using waferhead screws creating a positive connection that allows for vertical movement and also eliminates the requirement for lateral _ bracing near the top of the wall stud. The slots in the track's 3"legs are designed for a total allowable vertical movement of 2"(1"+/).The MaxTrak system must be designed to take the end reaction of the wall studs(point loads)by using the allowable loads below. Product Data & Ordering Information: Material; (Yield Strength:Grade 33ksi for 33mils&43mils Yield Strength:Grade 50ksi for 54mils&68mils _ Coating: I CP60(G60,CP90&G90 available)Per AISI S240 33mils:20ga STR,0.0346 Design Thickness 0.0329"Min.Thickness . Allows up to 2"(1"+/)vertical deflection Thickness: t 43mils:18ga,0.0451"Design Thickness,0.0428"Min.Thickness UL tested 1 &2 hour systems 54mils:16ga,0.0566"Design Thickness,0.0538"Min.Thickness • Guideline at center of vertical slots } !68mils:14ga,0.0713"Design Thickness,0.0677"Min.Thickness ! �. - - -- -. ..--- - ------ - - - - -- -- -- --- 3"legs with an inside depth equal to the depth of the stud Dimensions: Available in 2-1/2",3-5/8",4",6"and 8"wide systems Vertical slots are 0.22"wide x 2"long and spaced every 1"o.c. Track Length:, 1 10-0" MaxTrak 3" Leg Allowable Lateral Loads: Stud I 33mll(20ga) 43mll(18ga) 54mll(16ga) 68mil(14ga) 4 Thickness MaxTrak ' MaxTrakMaxTrak MaxTrak ' 33mil(20ga) 199 Ibs '147 lbs 187 Ibs I 187 Ibs 43mil(18ga) 121 Ibs 175 Ibs 226 Ibs 244 Ibs I 54mi1(16ga 1.921bs 230 Ibs 286 Ibs 367 Ibs Sustainability Credits For more details and 68mil(14ga) 256 Ibs 256 Ibs 330 Ibs 444 Ibs _ LEED letters contact Technical Services at 888-437- _-_ 97mi1(12ga) 2561 56 Ibs 256 Ibs 1368 Ibs 487 Ibs 3244 or visit clarkdietrich.com/LEED. — -- - -- --- - - • LEED v4.1 MR Credit:Environmental Product • #10 x 9/16"wafer head screws shall be used for the stud-to-track connection. Declarations:EPD(1 point)-Sourcing of Raw • Screws should be placed a minimum of 3/8"from the end of the stud. Materials(up to 2 points)-Material Ingredients(1 • Allowable loads are also applicable for single stud located at minimum 6"from the end of the point) Construction and Demolition Waste MaxTRAK. Management(up to 2 points) • Provide a gap of 1-1/8"between end of stud and inside face of track web for screws placed at mid- • LEED v4 MR Credit:Building Product length of slotted openings. Disclosure and Optimization:EPD(1 point)- For MaxTrak connection details,and fire rated assembly details on either of these systems,refer to Sourcing of Raw Materials(1 point)-Material Ingredients(1 point)-Construction and www.clarkdietrich.com/MaxTrak. Demolition Waste Management(up to 2 points)- Code Approvals & Performance Standards Innovation Credit(up to 2 points). • AISI S100-16(2020)w/S2-20 North American Specification for the Design of Cold-Formed Steel Structural Members • AISI S240-20 North American Standard for Cold-Formed Steel Structural Framing o (Compliant to ASTM C955,but IBC replaced with AISI S200 in IBC 2015,AISI S240 in IBC 2018) o Section A3 Material-Chemical&mechanical requirements(Referencing ASTM A1003/A1003M) o Section A4 Corrosion Protection(Referencing ASTM A653/A653M) o Section C Installation-(Referencing ASTM C1007) • UL Designs 2079 Fifth Edition Tests for Fire Resistance of Building Joint Systems • UL File Number R26034-XHLI Full list of MaxTrak and RipTrak UL design assemblies • SDS For ASTM A1003 Steel Framing Products For Interior Framing,Exterior Framing and Clips/Accessories MaxTrakOO Slotted Deflection Track The technical content of this literature is effective 11/13/23 and supersedes all previous information. VM'NOIDNnVV o. o 3N1SHISOI 9019 0 R O a�la�o-wae�..�..va • OB51'LL9'9- Iw nuns anN3nv wws S13NVd dWI NY1d 1100'li £ 9 Q8Q o k®j U M JNI'SY33NI`.JN3 ONitinSNOO WSd 'I l SNOIIVlgdO JNI.LS`:) e r I a OA. 9 / 9 I I I I g a I I I m� h i I I a i3 I 9 c _ a °5` n ao _ w I I I I I I I I @ I I I v = I I I I vmNoIE) , � E; ^Q § _o , 10 ! m \0/ \ 'mo7V42aogma� \ \ ( .� ! gin ] ) } 2) ` \§ , �y a < )) ) ux,_ a 6: - ` 2\ § \/ ! \/ . > 2Jg ----- : �� FOR REFERENCE ONLY ■ Wa�ht Table 300 Sene WEIGHT PER SQ. FT. 26 GA/26 GA 24 GA/26 GA 24 GA/24 GA PANEL THICKNESS 2" 2.05 2.20 2.35 2.5" 2.13 2.28 2.43 3" 2.21 2.36 2.51 4" 2.3 2.51 2.68 5" 2.55 2.70 2.85 6" 2.72 2.87 3.02 i i i i i F i1 r i i i 1 i f i i i t{ i I i i 1 A a 877-638-3266 (386)626-6789 Fax(386)626-6884Kin (209)531-9091 •Fax(209)531-9055 Insulated Panels wtvmkingspanpanelsms Revised4/2010 F R A N K L I N 625 Fourth Avenue FH 425 527-3324 Suite 202 FAX 425 827-6252 ENGINEERING Kirkland, WA 95055 natalleC�frankllneng.com MECHANICAL CONSULTING November 26th, 2024 ENVELOPE SUMMARY RE: Blue Origin Arlington Casting Facility 18410 63" Ave NE Arlington, WA 98223 Conversion of existing semi-heated warehouse to conditioned warehouse. Project complies with 2021 WSEC, Commercial Provisions, using the Component Performance approach. Original building was permitted prior to the 2009 WSEC or was unconditioned which allows this project to be within 110% of the Target UA per exception 1 listed under section C505.1 Roof (Existing): R-38 minimum rigid insulation above roof deck. U=0.027, default Table Al02.2.6(1) Wall (Mass, Opaque, Exterior, Floor to 10'-0" AFF): Concrete, min 6" thick, air gap, 3-1/2" metal studs, 24" oc with R-13 batt insulation, U=0.108, default Table A103.3.6.1(1) per footnote (c) to Table A103.3.7.1(4) Wall (Mass, Opaque, Exterior, 10'-0" AFF to Roof): Concrete, min. 6" thick, with continuous R-11 batt insulation on stickpins, U=0.081, default Table A103.3.7.1(4) Slab on Grade (Existing): No Insulation, F=0.73, default Table A106.1 Doors (Existing, Swinging, Opaque): Insulated metal, U=0.37, default Table A107.1(1) Vertical Glazing (Existing, Fixed): Metal frame, NFRC certified assembly, U=0.38, SHGC=0.38 Skylights (Existing): NFRC certified assembly, U-0.50, SHGC-0.35, VT=0.50 Please note that these values are minimum insulation requirements for code compliance. Higher insulation values may be installed. SHGC = Solar Heat Gain Coefficient. VT = Visible Transmittance. 11/26/24, 12:06 PM waenergycodes.com/print_project summary form.php?k=aWQ9MjkzODgmZnZpPT13JmNOaTO5MQ==&print=1 EINVELOPE COMPLIANCE SUMMA 2021 WSEC Compliance Forms for Commercial Buildings including Group R2,R3&R4 over 3 stories and all Rl Administered by:©2024 NEEA,All rights reserved Project Title Blue Origin Arlington-2021 WSEC For Building Department Use: I Date: Nov 26,2024 Project Address 6108 188th St.NE Project&Applicant Arlington,WA 98223 Information Applicant Name Kathy Nagle Applicant Phone 206-325-2553 Applicant Email kathy@lmueller.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 Manufacturing/Factory Building Cond.Floor Area 78,950 Type(s) Project Cond.Floor Area 20,283 Project Scope Change in Space Conditioning(Semi-heated converted to Fully Conditioned) Space Conditioning Fully Conditioned Floors Above Grade 1 Categories Compliance Method General Prescriptive Envelope Project Turning a portion of a Semi-heated warehouse into fully conditioned.New partition wall,and additional insulation are provided. Description Envelope Space Conditioning WWR/SRR Fenestration Compliance Compliance Scope Compliance Method Category per Category UA Calculation Adjustment Alternates Verification Scope and Change in Space Conditioning Fully Conditioned Component performance 5.47%/1.54% Change of space conditioning allowance No alternates selected COMPLIES Method None selected Additional Energy Efficiency(AEC) No envelope or miscellaneous additional energy efficiency measures included in Load Management(LDM) No envelope load management measure credits Measures Included project Measures Included included in project Air Barrier Testing Standard building thermal envelope test Air Barrier Comments Project Tit Blue Origin Arlington-2021 WSEC Nov 26,2024 Scope&Space Conditioning [CHANGE IN SPACE CONDITIONING-FULLY CONDITIONED Compliance Verification COMPLIES Window-to-wall Ratio 5.47% Skylight-to-roof-ratio 1.54% Vertical Fenestration Alternate No alternates selected Opaque Envelope Assemblies Insulation R-Values Roof/Ceiling Location in Documents Assembly ID Assembly Location Cavity Continuous 2nd Layer U-Factor Net Area(SF) (%penetration) (MB Roof) Insulation entirely above deck A2.1 Roof Exterior R-38(<0.04%) U-0.027 20,500 Sloped Roof&Tapered Insulation:Not sloped U-Factor Source:WSEC Appendix A Default U-Factor Source Description:Table A102.2.6(3) New,upgraded or unaltered existing?:Unaltered existing assembly Walls Location in Documents Assembly ID Assembly Location Cavity Continuous Insulated Wall U-Factor Net Area(SF) (%penetration) Furring Mass(precast concrete)-Commercial TA-2 I Ext Stickpin Exterior&above grade R-I I(<0.04%) No U-0.081 9,492 Does assembly include insulated wall furring?:No Other Framing Depth: Framing Spacing(OC): U-Factor Source:WSEC Appendix A Default U-Factor Source Description:Table A103.3.7.1(2) New,upgraded or unaltered existing?:Upgraded existing assembly Mass(precast concrete)-Commercial TA-2 Ext Furring Exterior&above grade R-13 I R-0(<0.04%) Yes U-0.108 4,047 Does assembly include insulated wall furring?:Yes Wall Furring Material:Steel-frame Framing Depth:2x4 Other Framing Depth: Framing Spacing(OC):24 U-Factor Source:WSEC Appendix A Default U-Factor Source Description:Table A103.3.6.1(1) New,upgraded or unaltered existing?:Upgraded existing assembly Slab-on-grade Floors Location in Documents Assembly ID Assembly Location Slab Edge Under Slab F-Factor Perimeter Length(SF) Unheated slab A2.1 SOG Floor At grade level R-0 R-0 F-0.73 425 https://waenergycodes.com/print_project_summary_form.php?k=aWQ9MjkzODgmZnZpPT13J mN0aT05MQ==&print=1 1/4 11/26/24, 12:06 PM waenergycodes.com/print_project_summary_form.php?k=aWQ9MjkzODgmZnZpPT13JmN0aT05MQ==&print=1 Slab Insulation Method:Uninsulated slab F-Factor Source:WSEC Appendix A Default F-Factor Source Description:Table Al06.1 New,upgraded or unaltered existing?:Unaltered existing assembly Fenestration&Opaque Door Assemblies Insulation R-Values Opaque Doors Location in Documents Assembly ID Assembly Location Door Insulation U-Factor Rough Opening(SF) Swinging TA-2 I Man Doors I Exterior I I U-0.37 21 What percentage of this opaque door is glazing?:50%or less U-Factor Source:WSEC Appendix A Default U-Factor Source Description:Table Al07.1(1) Is this a public entrance door?:No New,upgraded or unaltered existing?:Unaltered existing assembly Vertical Fenestration Location in Documents Assembly ID Assembly Location Shading(PF) Fenestration Fenestration Rough SHGC U-Factor Opening(SF) Fixed-Class AW or site built A3.1 I Vertical Fenestration Exterior I PF<0.2 SHGC-0.38 U-0.38 784 U-Factor&SHGC Source:NFRC Rating U-Factor Source Description:Sheet A3.1 New,upgraded or unaltered existing?:Unaltered existing assembly Skylights Location in Documents Assembly ID Assembly Location Fenestration Fenestration Rough SHGC U-Factor Opening(SF) All types A2.5 I Skylights Exterior I SHGC-0.35 U-0.50 320 U-Factor&SHGC Source:NFRC Rating U-Factor Source Description:Sheet A2.5 New,upgraded or unaltered existing?:Unaltered existing assembly https://waenergycodes.com/print_project_summary_form.php?k=aWQ9MjkzODgmZnZpPT13JmN0aT05MQ==&print=1 2/4 11/26/24, 12:06 PM waenergycodes.com/print_project summary form.php?k=aWQ9MjkzODgmZnZpPT13JmNOaTO5MQ==&print=1 Project Title Blue Origin Arlington-2021 WSEC Date Nov 26,2024 U x A Calculation CHANGE IN SPACE CONDITIONING-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 Insulation entirely above deck Roof 0.027 20,500.0 553.5 0.027 20,500.0 553.5 Wall Wall Walls Assembly ID Assembly U- Net Area(SF) U x A Assembly U- Net Area(SF) U x A factor factor Mass(precast concrete)-Commercial Ext Stickpin 0.081 9,492.0 768.9 0.104 9,492.0 (1) Mass(precast concrete)-Commercial Ext Furring 0.108 4,047.0 437.1 0.104 4,047.0 (1) 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 SOG Floor 0.73 424.5 309.9 0.54 424.5 (1) Fenestration Assemblies PROPOSED TARGET Door oor Opaque Doors Assembly ID Assembly U- Assembly Rough U x A Assembly U- Assembly Rough U x A Factor Opening(SF) Factor Opening(SF) Swinging Man Doors 0.37 21.0 7.8 0.37 21. 7.8 Vertical Fenestration Assembly ID Fenestration Assembly Rough U x A Fenestration Assembly Rough U x A U-Factor Opening(SF) U-Factor Opening(SF) Fixed-Class AW or site built Vertical Fenestration 0.38 784.0LEEL 0.34 784.0 (1) Skylight U- Assembly Rough Skylight U- Assembly Rough Skylights Assembly ID Factor Opening(SF) U x A Factor Opening(SF) U x A All types Skylights 0.50 320.0 160.0 0.50 320.0 160.0 Proposed Area Proposed UxA Target Area Target UxA Target UxA with Adjustment Project Totals 1 35,589 29535 M 35,58 2,62lk I J& 2,88-06 NOTE:Change in space conditioning or occupancy allowance applied-1.10 multiplier has been applied to the Total Target UxA for exterior areas only.Refer to Target UxA with Adjustment. https://waenergycodes.com/print_project_summary_form.php?k=aWQ9MjkzODgmZnZpPT13JmN0aT05MQ==&print=1 3/4 11/26/24, 12:06 PM waenergycodes.com/print_project summary form.php?k=aWQ9MjkzODgmZnZpPT13JmNOaTO5MQ==&print=1 Project Title Blue Origin Arlington-2021 WSEC Date Nov 26,2024 SHGC x A Calculatio CHANGE IN SPACE CONDITIONING-FULLY CONDITIONED COMPLIES Fenestration Assemblies PROPOSED TARGET Skylight Assembly Rough Skylight Assembly Rough Horizontal Assembly ID PF SHGC Opening(SF) SHGC x A SHGC Opening(SF) SHGC x A Skylights Skylights 0.35 320.0 112.0 0.35 320.0 112.0 Fenestration Assembly Rough Fenestration Assembly Rough Vertical Fenestration Assembly ID PF SHGC Opening(SF) SHGC x A SHGC Opening(SF) SHGC x A Fixed-Class AW or site built Vertical Fenestration PF<0.2 0.38 784.0 297.9 0.38 784.0 297.9 Proposed Area Proposed SHGC x A Target AreaA I Target SHGC x A Project Totals 1 1,104 1 410 1,104 410 https://waenergycodes.com/print_project_summary_form.php?k=aWQ9MjkzODgmZnZpPT13JmN0aT05MQ==&print=1 4/4 From: Kathy Na lee To: Kristin Foster Subject: RE:City of Arlington Permit#6265 Date: Tuesday,December 17,2024 7:35:55 AM This message is from an External Sender This message came from outside the City of Arlington Good Morning! The Owner has decided to cancel this application. Please let me know if I should be contacting someone else to handle cancellation, and I apologize for any inconvenience. Best Regards, Kathy Nagle Lance Mueller&Associates/Architects 206-325-2553 x 6 140 Lakeside Ave., Suite 310 Seattle, WA 98122 From: Arlington <wo@iworq.net> Sent: Wednesday, December 11, 2024 1:22 PM To: Kathy Nagle <kathy@lmueller.com> Subject: City of Arlington Permit#6265 If you would like to pay unpaid fees online please click Here JR-1 Permit#: 6265 Permit Date: 12/11/24 Permit Type: COMMERCIAL ALTERATION Project Name: Blue Origin Arlington Casting T.I. Applicant Name: Lance Mueller&Assoicates, Architects Applicant 140 Lakeside Suite 310 Address: Applicant, City, Seattle, WA 98122 State, Zip: Contact: Kathy Nagle Phone: 206-325-2553 x 6 Email: kathyCa)lmueller.com Scope of Work: Convert 19,802 s.f semi heated to fully conditioned. New compressor room, opening in exist partition. Valuation: 150000.00 Square Feet: 19802 Number of 1 Stories: Construction llB Type: Occupancy F-2; Factory Low Hazard Group: ID Code: CIC Permit Issued: Permit Expires: Form Permit COMMERCIAL ALTERATION Type: Status: PENDING PAYMENT Assigned To: Kristin Foster Property Parcel# Address Legal Description Owner Name Owner Phone Zoning Section 22 Township 31 Range 05 Quarter NE PAR C CITY ARL CASTING BLA FILE NO PLN-587 250 BUSINESS/ 31052200101000 18410 63RD AVE NE REC AFN OPERATIONS PROFESSIONAL LLC 201909245004 BEING PTN NW1/4 NE1/4SD SEC Fees Fee Description Notes Amount Building Plan Review Table 4-2 $1,246.86 Total $1,246.86 Attached Letters Date Letter Description 12/11/2024 Web Form-Building Application Uploaded Files Date File Name 12/11/2024 aa757ccbd7Of28ec2a7817c1dffcebaa blueo arlin ton application 2024-12-07.pdf 12/11/2024 Ofc926cc3670de9924154631ac3f1b5f blueo arlington calcs structural 2024-12-09.pdf 12/11/2024 6897d1d91f5fel3e6fOb1c7dOeabb671 blueo arlington drawings arch struct 2024-12-06.pdf 12/11/2024 d50894b5eO5dfbe7dea6a5cbff4e6O63 blueo arlington calcs envelope 2024-11-26.pdf Permit#: 6265 Permit Date: 12/11/24 Permit Type: COMMERCIAL ALTERATION Project Name: Blue Origin Arlington Casting T.I. Applicant Name: Lance Mueller&Assoicates,Architects Applicant Address: 140 Lakeside Suite 310 Applicant, City, State, Seattle,WA 98122 Zip: Contact: Kathy Nagle Phone: 206-325-2553 x 6 Email: kathy@lmueller.com Scope of Work: Convert 19,802 s.f semi heated to fully conditioned. New compressor room, opening in exist partition. Valuation: 150000.00 Square Feet: 19802 Number of Stories: 1 Construction Type: 11B Occupancy Group: F-2; Factory Low Hazard ID Code: CIC Permit Issued: Permit Expires: Form Permit Type: COMMERCIAL ALTERATION Status: VOID/WITHDRAWN Assigned To: Kristin Foster Property Parcel# Address Legal Description Owner Name Owner Phone Zoning Section 22 Township 31 Range 05 Quarter NE PAR 31052200101000 18410 63RD AVE NE C CITY ARL BLA FILE NO CASTING 250 BUSINESS/ PLN-587 REC AFN OPERATIONS LLC PROFESSIONAL 201909245004 BEING PTN NW1/4 NE1/4 SD SEC Fees Fee Description Notes Amount Building Plan Review Table 4-2 $1,246.86 Total $1,246.86 Attached Letters Date Letter Description 12/11/2024 Web Form-Building Application Notes Date Note Created By: 12/17/2024 Applicant has notified the city that the permit is no longer needed. Kristin Foster Uploaded Files Date File Name 12/11/2024 aa757ccbd7Of28ec2a7817cldffcebaa blueo arlington application 2024-12-07.pdf 12/11/2024 6897dld9lf5fel3e6fbblc7dOeabb671 blueo arlington drawings arch struct 2024-12-06.pdf 12/11/2024 Ofc926cc3670de9924154631ac3flb5f blueo arlington calcs structural 2024-12-09.pdf 12/11/2024 d50894b5eO5dfbe7dea6a5cbff4e6O63 blueo arling-on calcs envelope 2024-11-26.pdf