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REVIEWED BLD2023-0612+Structural_Calculations+5.16.2023_11.50.06_AM+3547739BUILT engineering STRUCTURAL CALCULATIONS Project: Whitlock/Jensen Garage Apartment 424 Daley St Edmonds, WA Architect W. Geoff Gjertson, Architect, AIA william.gjertson@louisiana.edu Engineer: Built Engineering 539 Broadway Ste 305 Tacoma, WA 98402 S PA WASH 53937 RECEIVED Oct 02 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT _ REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT' BLD2023-0612 BUILT engineering CRITERIA Gravity pergola/ dead 26 ga metal roof @ 50% of area canopy 2x4's @ 24" oc 2x8 @ 24"oc 105 If beam (4x12 assumed) 21 If posts trib to pergola/canopy miscellaneous total dead + snow roof palletized decking deck PVC membrane 3/4" plywood tapered sleepers 5/8" plywood 2x10 @ 16"oc R38 closed cell insulation 1/2" gyp. wallboard miscellaneous total dead + live floor dead engineered flooring 3/4" plywood 2x10 @ 16"oc 1/2" gyp. wallboard miscellaneous total dead + live walls fiber cememt siding 1/2" plywood 2x6 @ 16"oc R21 insulation 1/2" gyp. wallboard miscellaneous Lateral wind wind importance factor basic wind speed wind exposure topographical factor (Kzt) seismic seismic importance factor latitude longitude mapped spectral response accel. at short periods (Ss) seismic design category response modification factor (R) 0.5 0.7 1.5 1.9 0.3 1.1 18% 6.0 psf 31.0 psf 5.0 0.5 2.3 0.3 1.8 2.8 1.5 2.2 1.6 9% 18.0 psf 78.0 psf 1.0 2.3 2.8 2.2 1.7 17% 10.0 psf 50.0 psf 2.5 1.5 1.7 0.8 2.2 0.3 3 /o 9.0 psf 1.0 110 mph B 1.00 live live live snow 25.0 psf deck 60.0 psf residential 40.0 psf 1.0 47.814 ° -122.375 ° 1.288 g (from USGS) D 6.5 (plywood shearwalls) 1.5 (timber cantilever column) 539 Broadway Ste 305 3/27/2023 tel - 253-985-5008 Page of aFORTEWEB' Roof Canopy/Pergola, rafters at canopy 1 piece(s) 2 x 8 HF No.2 @ 24" OC PASSED 5 ' 4' 6- 6' u o All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 601 @ 4' 8 3/4" 3620 (5.50") Passed (17%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 254 @ 5' 6 3/16" 1251 Passed (20%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) -704 @ 4' 8 3/4" 1477 Passed (48%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.237 @ 0 0.512 Passed (2L/518) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.291 @ 0 0.683 Passed (2L/422) 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Overhang deflection criteria: LL (2L/240) and TL (2L/180). • Left cantilever length exceeds 1/3 member length or 1/2 back span length. Additional bracing should be considered. • Allowed moment does not reflect the adjustment for the beam stability factor. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on Nos. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Factored 1 - Beveled Plate - DF 5.50" 5.50" 1.50" 124 477 601 Blocking 2 - Hanger on 7 1/4" GLB beam 3.50" Hangers 1.50" 15 109/-11 124 See note ' • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 11' 4" o/c Bottom Edge (Lu) 11' 4" o/c -Maximum allowable bracing intervals based on applied load. Member Length : 11' 7" System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 5/12 Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger LRU26Z 1.94" N/A 4-1061.5 5-10d • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Vertical Load Location (Side) Spacing Dead (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 10' 9" 24" 6.0 25.0 canopy roof Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Built Engineering, PLLC ForteWEB Software Operator Job Notes Brice Parrish Built Engineering (253) 985-5008 briceparrish@gmaii.com 4/7/2023 10:16:01 AM UTC ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 Weyerhaeuser File Name: Whitlock Tower Page 2/8 aFORTEWEB' Roof Canopy/Pergola, rim beam at canopy 1 piece(s) 4 x 12 DF No.2 PASSED i 1' 10" 0 10' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 3197 @ 12' 9 1/4" 12031 (5.50") Passed (27%) 1.0 D + 1.0 S (Adj Spans) Shear (Ibs) 1521 @ 11' 7 1/4" 5434 Passed (28%) 1.15 1.0 D + 1.0 S (Adj Spans) Moment (Ft-Ibs) 3416 @ 7' 5/16" 7004 Passed (49%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) 0.082 @ 7' 3 3/8" 0.535 Passed (L/999+) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.099 @ 72 15/16" 0.714 Passed (L/999+) 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Overhang deflection criteria: LL (2L/240) and TL (2L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports11 Bearing Length Loads to Supports (Ibs) Accessories Available Required Dead Snow Factored 1 - Column - DF 5.50" 5.50" 1.50" 488 1717 2205 Blocking 2 - Column - DF 5.50" 5.50" 1.50" 736 2461 3197 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 17' o/c Bottom Edge (Lu) IT o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 17' N/A 10.0 Linked from: rafters 1 - Uniform (PLF) 0 to 17' (Top) N/A 62.0 238.5 at canopy, Support 1 Notes System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -parry certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Built Engineering, PLLC ForteWEB Software Operator Job Notes Brice Parrish Built Engineering (253) 985-5008 briceparrish@gmaii.com 4/7/2023 10:16:01 AM UTC ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 Weyerhaeuser File Name: Whitlock Tower Page 3/8 aFORTEWEB' Roof Canopy/Pergola, ridge beam at canopy 1 piece(s) 4 x 10 DF No.2 PASSED All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) [Group] Member Reaction (Ibs) 1648 @ 12' 8 1/4" 7656 (3.50") Passed (22%) 1.0 D + 1.0 S (Adj Spans) [1] Shear (Ibs) 822 @ 11' 9 1/4" 4468 Passed (18%) 1.15 1.0 D + 1.0 S (Adj Spans) [1] Moment (Ft-Ibs) 1741 @ 7' 11/16" 5166 Passed (34%) 1.15 1.0 D + 1.0 S (Alt Spans) [1] Live Load Defl. (in) 0.075 @ 7' 3 1/2" 0.527 Passed (L/999+) 1.0 D + 1.0 S (Alt Spans) [1] Total Load Defl. (in) 0.088 @ 73 1/16" 0.703 Passed (L/999+) 1.0 D + 1.0 S (Alt Spans) [1] • Deflection criteria: LL (L/240) and TL (L/180). • Overhang deflection criteria: LL (2L/240) and TL (2L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Bearing Length Supports Available Required Loads to Supports (Ibs) Accessories Dead Snow Factored 1 - Column - DF 3.50" 3.50" 1.50" 230 936 1166 Blocking 2 - Column - DF 3.50" 3.50" 1.50" 337 1311 1648 Blocking • rswcKmg vaneis are assumes ro carry no ioaas appuea Direcoy aoove mem ano me Tuu ioaa is appuea co cne memoer Demg Designeo. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 16' 10" o/c Bottom Edge (Lu) 16' 10" o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.15) 0 - Self Weight (PLF) 0 to 16' 10" N/A 8.2 1 - Uniform (PSF) 0 to 16' 10" (Front) 3' 6.0 25.0 canopy rafters right Linked from: rafters 2 - Uniform (PLF) 0 to 16' 10" (Back) N/A 7.5 54.5/-5.5 at canopy, Support 2 System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Built Engineering, PLLC ForteWEB Software Operator Job Notes Brice Parrish Built Engineering (253) 985-5008 briceparrish@gmaii.com 4/7/2023 10:16:01 AM UTC ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 Weyerhaeuser File Name: Whitlock Tower Page 4 / 8 aFORTEWEB' Roof Canopy/Pergola, canopy beam carrying king post from ridge 1 piece(s) 4 x 12 DF No.2 PASSED Overall Length: 12' 5" 0 1 11' 6" 1 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 886 @ 4" 12031 (5.50") Passed (7%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 872 @ 1' 4 3/4" 5434 Passed (16%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 5013 @ 6' 2 1/2" 7004 Passed (72%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.115 @ 6' 2 1/2" 0.587 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.151 @ 6' 2 1/2" 0.783 Passed (L/932) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on Nos. Bearing Length Supports Available Required Loads to Supports (Ibs) Accessories Dead Snow Factored 1 - Column - DF 5.50" 5.50" F 1.50" 230 656 886 Blocking 2 - Column - DF 5.50" 5.50" 1 1.50" 230 656 886 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 12' 5" o/c Bottom Edge (Lu) 12' 5" o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Loads ' Location (Side) Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 12' 5" N/A 10.0 Linked from: ridge 1 - Point (lb) 6' 2 1/2" (Top) N/A 337 1311 beam at canopy, Support 2 System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -parry certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Built Engineering, PLLC ForteWEB Software Operator Job Notes Brice Parrish Built Engineering (253) 985-5008 briceparrish@gmaii.com 4/7/2023 10:16:01 AM UTC ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 Weyerhaeuser File Name: Whitlock Tower Page 5/8 aFORTEWEB' Roof Deck, roof deck joists 1 piece(s) 2 x 10 HF No.2 @ 16" OC PASSED J 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 674 @ 2 1/2" 1367 (2.25") Passed (49%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 544 @ 1' 3/4" 1388 Passed (39%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1924 @ 6' 3 1/2" 1917 Passed (100%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.326 @ 6' 3 1/2" 0.406 Passed (L/448) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.418 @ 6' 3 1/2" 0.608 Passed (L/349) 1.0 D + 0.75 L + 0.75 S (All Spans) TJ-ProT"' Rating N/A N/A N/A N/A • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on Nos. • No composite action between deck and joist was considered in analysis. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Factored 1 - Stud wall - SPF 3.50" 2.25" 1.50" 151 503 210 686 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.50" 151 503 210 686 1 1/4" Rim Board • Kim uoam is assumea m carry an icaas appueo aireary aoove a, Dypassmg me memoer Deing oesignea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 3' 2" o/c Bottom Edge (Lu) 12' 5" o/c -Maximum allowable bracing intervals based on applied load. Vertical Load Location (Side) Spacing Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 12' 7" 16" 18.0 60.0 25.0 roof deck System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Built Engineering, PLLC ForteWEB Software Operator Job Notes Brice Parrish Built Engineering (253) 985-5008 briceparrish@gmaii.com 4/7/2023 10:16:01 AM UTC ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 Weyerhaeuser File Name: Whitlock Tower Page 6 / 8 aFORTEWEB' Roof Deck, header 2 piece(s) 2 x 8 HF No.2 PASSED IV 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 968 @ 1 1/2" 3645 (3.00") Passed (27%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 503 @ 10 1/4" 2175 Passed (23%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 755 @ 1' 10 1/2" 2234 Passed (34%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.011 @ 1' 10 1/2" 0.117 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.014 @ 1' 10 1/2" 0.175 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Bearing Length Supports Available Required Loads to Supports (Ibs) Accessories Dead Floor Live Snow Factored 1 - Trimmer - HF 3.00" 3.00" F 1.50" 221 703 293 968 None 2 - Trimmer - HF 3.00" 3.00" 1 1.50" 221 703 293 968 None Lateral Bracing Bracing Intervals comments Top Edge (Lu) 3' 9" o/c Bottom Edge (Lu) 3' 9" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 3' 9" N/A 5.5 -- -- 1 - Uniform (PSF) 0 to 3' 9" 6' 3" 18.0 60.0 25.0 roof deck 0 System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser Notes Veyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties elated to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is esponsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Veyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-138-, nd/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to A,vw.weyerhaeuser.com/woodproducts/document-library. 'he product application, input design loads, dimensions and support information have been provided by Built Engineering, PLLC ForteWEB Software Operator Job Notes Brice Parrish Built Engineering (253) 985-5008 briceparrish@gmaii.com 4/7/2023 10:16:01 AM UTC ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 Weyerhaeuser File Name: Whitlock Tower Page 7 / 8 aFORTEWEB' Second level, header at east 1 piece(s) 3 1/2" x 9" 24F-V4 DF Glulam PASSED F1_ 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 3275 @ 7' 4 1/2" 6825 (3.00") Passed (48%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 2423 @ 6' 6" 5565 Passed (44%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 5669 @ 3' 10 7/16" 9450 Passed (60%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.105 @ 3' 10" 0.242 Passed (L/832) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.143 @ 3' 9 15/16" 0.363 Passed (L/607) 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 7' 3". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on Nos. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Factored 1 - Trimmer - HF 3.00" 3.00" 1.50" 783 2344 409 3127 None 2 - Trimmer - HF 3.00" 3.00" 1.50" 887 2344 841 3275 None Lateral Bracing Elm Bracing Intervals Comments Top Edge (Lu) 7' 6" o/c Bottom Edge (Lu) 76" o/c -Maximum allowable bracing intervals based on applied load. Dead Floor Live Snow Vertical Loads Location Tributary Width (0.90) (1.00) (1.15) Comments 0 - Self Weight (PLF) 0 to 7' 6" N/A 7.7 roof deck - snow 1 - Uniform (PSF) 0 to 7' 6" 6' 3" 18.0 60.0 included at roof point load 2 - Uniform (PSF) 0 to 7' 6" 6' 3" 10.0 40.0 floor 3 - Point (lb) 5' N/A 300 - 1250 canopy ncolumn reacti System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Built Engineering, PLLC ForteWEB Software Operator Job Notes Brice Parrish Built Engineering (253) 985-5008 briceparrish@gmaii.com 4/7/2023 10:16:01 AM UTC ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 Weyerhaeuser File Name: Whitlock Tower Page 8 / 8 WIND CRITERIA ASCE7-16Ch.27DirectionalProcedure V = 98 mph Kd = 0.85 Exposure = C G = 0.85 h = 27 ft KZt = 1.00 Roof Slope = 5 : 12 = 23 ° PRESSURE COEFFICIENTS (Cp) Windward Wall = 0.8 Windward Roof = 0.3 Leeward Wall = -0.5 Leeward Roof = -0.6 PRESSURE (PSF) q = 0.00256KZKZtKdV2 Ht Kz qz 0.6xgzt qh PWW PLW PWALL PROOF 0-15 0.85 17.8 10.7 7.2 5.2 12.5 15-20 0.90 18.8 11.3 7.7 5.2 12.9 20-25 0.94 19.6 11.8 8.0 5.2 13.2 25-30 0.98 20.5 12.3 12.3 8.4 5.2 13.6 9.4 30-35 1.02 21.3 12.8 8.7 5.2 13.9 35-40 1.04 21.7 13.0 8.9 5.2 14.1 40-45 1.07 22.4 13.4 9.1 5.2 14.3 45-50 1.09 1 22.8 1 13.7 1 9.3 1 5.2 14.5 Per IBC 2018 1605.3.1 Basic Load Combinations 3/27/23, 1:03 PM U.S. Seismic Design Maps OSH PD Whitlock Tower 424 Daley St, Edmonds, WA 98020, USA Latitude, Longitude: 47.813564,-122.3754207 Sunset Beach Edmonds Center Q 19 For the Arts ,b Bella Soul Hair Design � H rinity Edmonds Q Brackett'S Q Daley St Daley St 3nding North / Fa�Onds � St Sprague St z Ror 's of Edmonds Go gle y Map data ©2023 Date 3/27/2023, 1:03:26 PM Design Code Reference Document ASCE7-16 Risk Category II Site Class D - Default (See Section 11.4.3) Type Value Description Ss 1.288 MCER ground motion. (for 0.2 second period) S, 0.453 MCER ground motion. (for 1.0s period) SMs 1.545 Site -modified spectral acceleration value SMi null -See Section 11.4.8 Site -modified spectral acceleration value SDs 1.03 Numeric seismic design value at 0.2 second SA SDI null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null -See Section 11.4.8 Seismic design category Fa 1.2 Site amplification factor at 0.2 second Fv null -See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.548 MCER peak ground acceleration FpGA 1.2 Site amplification factor at PGA PGAM 0.657 Site modified peak ground acceleration T, 6 Long -period transition period in seconds SsRT 1.288 Probabilistic risk -targeted ground motion. (0.2 second) SsUH 1.415 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 2.186 Factored deterministic acceleration value. (0.2 second) S1RT 0.453 Probabilistic risk -targeted ground motion. (1.0 second) S1 UH 0.506 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. S1D 0.889 Factored deterministic acceleration value. (1.0 second) PGAd 0.771 Factored deterministic acceleration value. (Peak Ground Acceleration) PGAUH 0.548 Uniform -hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration CRs 0.91 Mapped value of the risk coefficient at short periods https://www.seismicmaps.org 1 /3 BUILT engineering SEISMIC DESIGN ASCE 7-16 Equivalent Lateral Force Procedure Occupancy Category Seismic Design Category Importance Factor Site Class Ss Fa Ct x hn SMs = Fa*Ss SDS = (2/3)*SMs Period Ta = Ct*hn"x II Table 1-1 D Table 11.6-1 1.00 Table 11.5-1 D Table 20.3-1 128.80 %g (from USGS Seismic Hazard Curves, 2014 data) 1.20 Table 11.4-1 0.02 Table 12.8-2 0.75 Table 12.8-2 27.00 feet (height to highest level) 1.5456 Eq.11.4-1 1.0304 g Eq. 11.4-3 0.2369 s Eq. 12.8-7 R 6.5 Table 12.2-1 Do 3 Table 12.2-1 Cd 4 Table 12.2-1 Section 9.5.5 ok? Yes Table 12.6-1 Equivalent Lateral Force Procedure (section 12.8) Cs 0.1585 Eq.12.8-2 W, weight 16,634 lb per table below QE 2,637lb Eq.12.8-1 Vertical Force Distribution (section 12.8.3) k = 1.00 Floor Floor Floor Wall Wall Total (LRFD) (ASD) Level Hx Area Wt. Wt. psf Wt. Wt. WxHx Cvx QE 0.7QE (ft) (ft2) (psf) (k) (k) (k) (k-ft) (%) (k) (k) roof canopy 27.00 313 6 1.9 0 0.0 1.9 50.7 20.2 0.53 0.37 level 18.00 271 18 4.9 7.5 2.0 6.9 124.4 49.6 1.31 0.92 Ivl 3 stair trib 18.00 55 10 0.6 0 0.0 0.6 9.9 3.9 0.10 0.07 level 9.00 271 10 2.7 15 4.1 6.8 61.0 24.3 0.64 0.45 Ivl 2 stair trib 9.00 52 10 0.5 0 0.0 0.5 4.7 1.9 0.05 0.03 16.6 250.7 100.0 2.64 1.85 539 Broadway Ste 305 Tacoma, WA 98406 tel. 253-985-5008 4/4/2023 Page of CANOPY LATERAL - SEISMIC IN () rho = 1.3 * Adjust redundancy factor to R = 1.5, design shear = 0.37 `6.5/1.5*1.3= 2.1 k " See calculation at right for wind load calculation per ASCE 7-16 29.4.1 0 4 N Fh = gh(GC,)Af (lb) (29.4-2) (GC,) = 1.9 for rooftop structures and equipment with Af less than (0.1Bh). (GC,) shall be permitted to be reduced linearly from 1.9 to 1.0 as the value of Af is increased from (O.1Bh) to (Bh). Bh = 477, Af = 90, GCr = 1.8 0.6xFh = 12.3*1.8*90x.6 = 1.2k co -' wind 0.9k bolts uplift = (3) 1/2" ok 313 sf IR uplift @rafters, not including contribution from architectural pipe brace, = 0.2k, Timberl-OK screw is ok to resist this uplift force. ROOF DECK LATERAL - SEISMIC IN () * rho = 1.3 * plate = 9' * wind = 12.9x6' = 75 plf C7 --L Cn N CO ^ cy) w O N O O r v N O O r W Cn OONN(nINU�� X X O CA) O ^ ^ O �w�� rnbo �o 0 n n � CNn ~ 0 un w O 7 0 0 N Adjusted for R=6.5, vertical ,— combination allowed per exemption ASCE 7-16 12.2.3.1 (0.2) (0.2) 75(104) 1 Rxn 0.5(0.9) 0.5(0.9) Lwall 14.5' 14.75' Vplf 34(62) 33(61) SW SW1 SW1 OT - - HD - - H:W - 67x(241)= (160) SW1 OK SECOND FLOOR LATERAL - SEISMIC IN () * rho = 1.3 plate = 9' except where noted * wind = 12.5x10 = 125 plf cn(nU)(;I _N (D *o o ` w N O— o -I — 0 (D C)C)W Cn --1-P:,N (.n (.nID CD �CUn W --& O O N N O p --1 O Z II O RUIN N c 0-)co CC/) Ul O plate height = garage door header height = 7' max U CA G Footnotes: 1) Provide (3)CS16 to spreader beam above and (2)HDU2 at concrete Rxn 1.2(1.2) Lwall 22' Vplf 54(54) SW SW1 OT - HD - H:W - 0.5(0.9) 1.2(1.2) 14.67' 81(81) SW1