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REVIEWED BLD2022-1329+Structural_Calculations+8.10.2022_9.45.31_AM+3042472BUILT engineering STRUCTURAL CALCULATIONS Project: 310 Daley Townhomes 310 Daley St Edmonds, WA 98020 Architect: Citizen Design 10 Dravus St Seattle, WA 98109 Engineer: Built Engineering 539 Broadway Ste 305 Tacoma, WA 98402 BLD2022-1325 - 308 DALEY - LOT B BLD2022-1326 - 310 DALEY - LOT C BLD2022-1327 - 312 DALEY - LOT D BLD2022-1329 - 306 DALEY - LOT A RECEIVED Nov 16 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT ,.,.....,. REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT. BUILT engineering CRITERIA Gravity roof dead asphalt shingles 2.5 live snow 25.0 psf 1/2" plywood 1.5 trusses @ 24" oc 4.2 R42 insulation 1.5 5/8" gyp. wallboard 2.8 miscellaneous 2.5 17% 15.0 psf total dead + snow 40.0 psf floor dead vinyl flooring 1.0 live residential 40.0 psf 6" MPP panel 18.5 miscellaneous 1.5 7% 21.0 psf total dead + live 61.0 psf walls cement fiber siding 2.5 1/2" plywood 1.5 2x6 @ 16"oc 1.7 R21 insulation 0.8 1/2" gyp. wallboard 2.2 miscellaneous 1.3 13% 10.0 psf Lateral wind wind importance factor 1.0 basic wind speed 110 mph wind exposure D topographical factor (Kzt) 1.00 seismic seismic importance factor 1.0 latitude 47.813 ° longitude -122.377 ° mapped spectral response 1.288 g (from USGS) accel. at short periods (Ss) seismic design category D response modification factor (R) 6.5 (plywood shearwalls) 539 Broadway, #305 Tacoma, WA 98402 3/11/2022 tel - 253-985-5008 Page of ROOF FRAMING R4 0 u AMA R2 THIRD FRAMING SECOND FRAMING MPP ASD Reference Design Values Major Strength Direction I Minor Strength Direction F16-2 2 37 6.2 1,110 16 0.82 2,190 210 2.8 0.17 695 F16-3 3 37 9.3 1,870 51 1.23 2,190 355 9 0.26 695 F16-4 4 37 12.3 3,325 122 1.64 2,925 630 21 0.34 930 F16-5 5 37 15.4 5,200 238 2.05 3,650 985 42 0.43 1,160 F16-6 6 37 18.5 7,500 410 2.46 4,375 1,420 72 0.69 1,390 F16 F16-7 7 37 21.6 10,200 652 2.66 5,100 1,930 114 0.81 1,630 F16-8 8 37 24.7 13,325 973 3.04 5,825 2,525 170 0.91 1,860 F16-9 9 37 27. 16,850 1,385 3.42 6,575 3,200 242 1.04 2,090 F16-10 10 37 30.8 20,825 1,900 3.8 7,300 3,950 333 1.15 2,320 F16-11 11 37 33.9 25,175 2,529 4.18 8,025 4,775 443 2,550 0 J==JJ6M F16-12 12 37 37.0 29,975 3,283 4.56 8,750 5,675 575 1.38 2,775 SIMPLE SPAN DESIGN - 6"MPP PANEL L (ft) 19.5 W (plf) 61 W (live, plf) 40 El 4.10E+08 MAX V 0.59475 M 2.89941 Vr 4.3 k Mr 7.5 k-ft defl (total) 0.48 L/ 483 690.6386 defl (live) 0.32 L/ 737 SIMPLE SPAN BEAM DESIGN - 6" MPP PANEL 12" strip minor streneth direction at stair openine Beam Width 12 Beam Depth 6 L (ft) 5.5 W (plf) 549 W (live, plf) 360 El 7.20E+07 V 1.50975 Vr 4.3 k M 2.07590625 Mr 7.5 k-ft defl (total) 0.16 L/ 420 600.5826 defl (live) 0.10 L/ 641 USE 6" F16 MPP PANEL USE 6" F16 MPP PANEL aFORTE'CM Roof, R1 1 piece(s) 4 x 10 DF No.1 PASSED FBI V'Jerall Length: 7 6 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. FBI Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 3181 @ 1 1/2" 6563 (3.00") Passed (48%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 2315 @ 1' 1/4" 4468 Passed (52%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 5573 @ 3' 9" 5740 Passed (97%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.083 @ 3' 9" 0.242 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.134 @ 3' 9" 0.363 Passed (L/648) 1.0 D + 1.0 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 Snow Total 1 - Trimmer - HF 3.00" 3.00" F 1.50" 1212 1969 3181 None 2 - Trimmer - HF 3.00" 3.00" 1 1.50" 1212 1969 3181 None Lateral Bracing Bracing Intervals comments Top Edge (Lu) 7' 6" o/c Bottom Edge (Lu) 7' 6" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 76" N/A 8.2 -- 1 - Uniform (PSF) 0 to 7' 6" 21' 15.0 25.0 roof 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 3/11/2022 9:06:19 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: 310 Daley Page 2 / 12 aFORTE'CM Roof, R2 1 piece(s) 4 x 10 DF No.1 PASSED V'Jerall Length: (. 8 9 i, 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) 2258 @ 1 1/2" 6563 (3.00") Passed (34%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1760 @ 1' 1/4" 4468 Passed (39%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 4943 @ 4' 7 1/2" 5740 Passed (86%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.113 @ 4' 7 1/2" 0.300 Passed (L/957) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.184 @ 4' 7 1/2" 0.450 Passed (L/588) 1.0 D + 1.0 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 Snow Total 1 - Trimmer - HF 3.00" 3.00" F 1.50" 870 1388 2258 None 2 - Trimmer - HF 3.00" 3.00" 1 1.50" 870 1388 2258 None Lateral Bracing Bracing Intervals comments Top Edge (Lu) 9' 3" o/c Bottom Edge (Lu) 9' 3" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 9' 3" N/A 8.2 -- 1 - Uniform (PSF) 0 to 9' 3" 12' 15.0 25.0 roof System: Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser Notes 911111111111111111 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 3/11/2022 9:06:19 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: 310 Daley Page 3 / 12 aFORTE'CM Roof, R3 2 piece(s) 2 x 8 HF No.2 PASSED FBI V'Jerall Length: 3 6 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. FBI Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 850 @ 1 1/2" 3645 (3.00") Passed (23%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 435 @ 10 1/4" 2501 Passed (17%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 641 @ 1' 9" 2569 Passed (25%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.006 @ 1' 9" 0.108 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 1 0.010 @ 1' 9" 0.162 Passed (L/999+) 1.0 D + 1.0 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 Snow Total 1 - Trimmer - HF 3.00" 3.00" F 1.50" 325 525 850 None 2 - Trimmer - HF 3.00" 3.00" 1 1.50" 325 525 850 None Lateral Bracing Bracing Intervals comments Top Edge (Lu) 3' 6" o/c Bottom Edge (Lu) T 6" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 3' 6" N/A 5.5 -- 1 - Uniform (PSF) 0 to 3' 6" 12' 15.0 25.0 roof 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 3/11/2022 9:06:19 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: 310 Daley Page 4 / 12 aFORTE'CM Roof, R4 2 piece(s) 2 x 8 HF No.2 PASSED FBI V'Jerall Length: 6 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. FBI Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 621 @ 1 1/2" 3645 (3.00") Passed (17%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 479 @ 10 1/4" 2501 Passed (19%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1087 @ 3' 9" 2569 Passed (42%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.050 @ 3' 9" 0.242 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.083 @ 3' 9" 0.313 Passed (L/999+) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/5/16"). • 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 Total 1 - Trimmer - HF 3.00" 3.00" F 1.50" 246 375 621 None 2 - Trimmer - HF 3.00" 3.00" 1 1.50" 246 375 621 None Lateral Bracing Bracing Intervals comments Top Edge (Lu) 7' 6" o/c Bottom Edge (Lu) 7' 6" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 76" N/A 5.5 -- 1 - Uniform (PSF) 0 to 7' 6" 4' 15.0 25.0 roof 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 3/11/2022 9:06:19 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: 310 Daley Page 5 / 12 .I F O R T E M) MEMBER REPORT PASSED Third, Tl 1 piece(s) 4 x 10 OF No.1 Overall Length: 7 6' I All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. FBI Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 3080 @ 1 1/2" 6563 (3.00") Passed (47%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 2241 @ 1' 1/4" 4468 Passed (50%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-Ibs) 5396 @ 3' 9" 5740 Passed (94%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.074 @ 3' 9" 0.242 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.130 @ 3' 9" 0.363 Passed (L/669) 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. Supports Bearing Length Available Required Loads to Supports (Ibs) Accessories Floor Live Snow Total 1 - Trimmer - HF 3.00'. 3.00" 1.50" 1336 1200 1125 3661 None 2 - Trimmer - HF 3.00" 3.00" 1.50" 1336 1200 1125 3661 None Lateral Bracing Bracing Intervals comments Top Edge (Lu) 7' 6" o/c Bottom Edge (Lu) 7' 6" 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 7' 6" N/A 8.2 1 - Uniform (PSF) 0 to 7' 6" 8' 21.0 40.0 - floor 2 - Uniform (PSF) 0 to 7' 6" 12' 15.0 - 25.0 roof System: Wall Member Type : Header 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 3/11/2022 9:06:19 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: 310 Daley Page 6 / 12 aFORTE'CM Third, T2 2 piece(s) 2 x 8 HF No.2 PASSED V'reraiI Length:4 6 - 1 0 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) 580 @ 4' 4 1/2" 3645 (3.00") Passed (16%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 461 @ 10 1/4" 2501 Passed (18%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 862 @ 2' 2569 Passed (34%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.012 @ 2' 3 1/4" 0.142 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.020 @ 2' 3 1/4" 0.213 Passed (L/999+) 1.0 D + 1.0 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 Snow Total 1 - Trimmer - HF 3.00" 3.00" F 1.50" 190 276 466 None 2 - Trimmer - HF 3.00" 3.00" 1 1.50" 231 349 580 None Lateral Bracing Bracing Intervals comments Top Edge (Lu) 4' 6" o/c Bottom Edge (Lu) 4' 6" o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Loads Location Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 4' 6" N/A 5.5 1 - Point (lb) 2' N/A 246 375 Linked from: R4, Support 1 2 - Uniform (PSF) 2' to 4' 6" 4' 15.0 25.0 roof 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 3/11/2022 9:06:19 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: 310 Daley Page 7 / 12 aFORTE'CM Third, T3 2 piece(s) 2 x 8 HF No.2 PASSED FBI V'rerall Length: 6 6 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. FBI Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 538 @ 1 1/2" 3645 (3.00") Passed (15%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 397 @ 10 1/4" 2501 Passed (16%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 808 @ T 3" 2569 Passed (31%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.028 @ 3' 3" 0.208 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.046 @ 3' 3" 0.313 Passed (L/999+) 1.0 D + 1.0 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 Snow Total 1 - Trimmer - HF 3.00" 3.00" F 1.50" 213 325 538 None 2 - Trimmer - HF 3.00" 3.00" 1 1.50" 213 325 538 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 6' 6" o/c Bottom Edge (Lu) 6' 6" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 6' 6" N/A 5.5 -- 1 - Uniform (PSF) 0 to 6' 6" 4' 15.0 25.0 roof System: Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser Notes 911111111111111111 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 3/11/2022 9:06:19 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: 310 Daley Page 8 / 12 aFORTE'CM Third, T4 2 piece(s) 2 x 8 HF No.2 PASSED FBI V'rerall Length: 3 6 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. FBI Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1480 @ 1 1/2" 3645 (3.00") Passed (41%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 757 @ 10 1/4" 2501 Passed (30%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1116 @ 1' 9" 2569 Passed (43%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.011 @ 1' 9" 0.108 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.017 @ 1' 9" 0.162 Passed (L/999+) 1.0 D + 1.0 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 Snow Total 1 - Trimmer - HF 3.00" 3.00" F 1.50" 561 919 1480 None 2 - Trimmer - HF 3.00" 3.00" 1 1.50" 561 919 1480 None Lateral Bracing Bracing Intervals comments Top Edge (Lu) 3' 6" o/c Bottom Edge (Lu) T 6" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 3' 6" N/A 5.5 -- 1 - Uniform (PSF) 0 to 3' 6" 21' 15.0 25.0 roof 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 3/11/2022 9:06:19 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: 310 Daley Page 9 / 12 aFORTE'CM Second, S1 1 piece(s) 5 1/8" x 10 1/2" 24F-V4 DF Glulam PASSED (,: 1' I f 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) 121 @ 1 1/2" 9994 (3.00") Passed (1%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 93 @ 1' 1 1/2" 8556 Passed (1%) 0.90 1.0 D (All Spans) Pos Moment (Ft-Ibs) 432 @ 8' 3" 16951 Passed (3%) 0.90 1.0 D (All Spans) Live Load Defl. (in) 0.000 @ 0 0.542 Passed (2L/999+) 1.0 D (All Spans) Total Load Defl. (in) 0.023 @ 8' 3" 0.813 Passed (L/999+) 1.0 D (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 = 16' 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 NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Trimmer - HF 3.00" 3.00" 1.50" 113 8 121 None 2 - Trimmer - HF 3.00" 3.00" 1.50" 108 - 108 None Lateral Bracing sm Bracing Intervals Comments Top Edge (Lu) 16' 6" o/c Bottom Edge (Lu) 166" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 16' 6" N/A 13.1 1 - Uniform (PSF) 0 4' 15.0 25.0 roof 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 3/11/2022 9:06:19 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: 310 Daley Page 10 / 12 .I F O R T E M) MEMBER REPORT PASSED Second, S2 1 piece(s) 5 1/8" x 10 1/2" 24F-V4 DF Glulam overall Length: 126' 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) 5988 @ 1 1/2" 9994 (3.00") Passed (60%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 4910 @ 1' 1 1/2" 10933 Passed (45%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 17971 @ 6' 3" 21660 Passed (83%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.342 @ 6' 3" 0.408 Passed (L/430) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.545 @ 6' 3" 0.613 Passed (L/269) 1.0 D + 1.0 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 = 12' 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 NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Trimmer - HF 3.00" 3.00" 1.80" 2238 3750 5988 None 2 - Trimmer - HF 3.00" 3.00" 1.80" 2238 3750 5988 None Lateral Bracing sm Bracing Intervals Comments Top Edge (Lu) 12' 6" o/c Bottom Edge (Lu) 12' 6" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 12' 6" N/A 13.1 1 - Uniform (PSF) 0 to 12' 6" 21' 15.0 25.0 roof 2 - Uniform (PSF) 0 to 12' 6" 3' 10.0 25.0 entry canopy 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 3/11/2022 9:06:19 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: 310 Daley Page 11 / 12 aFORTE'CM Second, S3 2 piece(s) 2 x 8 HF No.2 PASSED 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) 2414 @ 1 1/2" 3645 (3.00") Passed (66%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 1204 @ 10 1/4" 2175 Passed (55%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1775 @ 1' 9" 2234 Passed (79%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.016 @ 1' 9" 0.108 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.028 @ 1' 9" 0.162 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 Total 1 - Trimmer - HF 3.00" 3.00" F 1.99" 1023 1330 525 2878 None 2 - Trimmer - HF 3.00" 3.00" 1 1.99" 1023 1330 525 2878 None Lateral Bracing Bracing Intervals comments Top Edge (Lu) 3' 6" o/c Bottom Edge (Lu) 3' 6" 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' 6" N/A 5.5 1 - Uniform (PSF) 0 to 3' 6" 9' 6" 21.0 40.0 second floor 2 - Uniform (PSF) 0 to 3' 6" 9' 6" 21.0 40.0 third floor 3 - Uniform (PSF) 0 to 3' 6" 12' 15.0 25.0 roof 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 3/11/2022 9:06:19 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: 310 Daley Page 12 / 12 aFORTE'CM Second, S4 1 piece(s) 5 1/2" x 9" 24F-V4 DF Glulam PASSED Overall Length: 13 9' o � o 18' 2' 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) 2569 @ 18' 7" 8181 (3.50") Passed (31%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 2557 @ 17' 8 1/2" 8745 Passed (29%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 9122 @ 15' 14850 Passed (61%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.423 @ 10' 6 11/16" 0.614 Passed (L/523) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.696 @ 10' 5 9/16" 0.921 Passed (L/318) 1.0 D + 1.0 L (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 = 18' 5". • 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 NDS. Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stu�wall- 3.50" 3.50" 1.50" 317 389 706 Blocking 2 - Stud wall - SPF 3.50" 3.50" 1.50" 958 1611 2569 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) 18' 9" o/c Bottom Edge (Lu) 18' 9" o/c -Maximum allowable bracing intervals based on applied load. Dead Floor Live Vertical Loads Location (Side) Tributary Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 0 to 18' 9" N/A 12.0 -- 1 - Point (lb) 15' (Top) N/A 525 1000 25 sf trib second floor and stair 2 - Point (lb) 15' (Front) N/A 525 1000 25 sf trib third floor and stair System : Floor Member Type : Drop Beam 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 -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 5/23/2022 7:20:18 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: 310 Daley Page 1 / 1 310 Daley Townhomes 310 Daley St, Edmonds, WA 98020, USA Latitude, Longitude: 47.8135949,-122.3773285 Sunset Beach 1 Brackett, s Landirig North Rory's of Edmonds Google „ Date Design Code Reference Document Risk Category Site Class Edmonds Center For the Arts Z faley St Fd� °na SSA Sprague St 3/10/2022, 2:39:18 PM ASCE7-16 11 D - Default (See Section 11.4.3) OSH PD 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 SM9 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 MCEG 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 2.174 Factored deterministic acceleration value. (0.2 second) S1 RT 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. S1 D 0.883 Factored deterministic acceleration value. (1.0 second) PGAd 0.767 Factored deterministic acceleration value. (Peak Ground Acceleration) CRS 0.91 Mapped value of the risk coefficient at short periods Daley St .. Map data 02022 WIND CRITERIA ASCE7-16Ch.27DirectionalProcedure V = 110 mph Kd = 0.85 Exposure = C G = 0.85 h = 30 ft KZt = 1.00 Roof Slope = 4 : 12 = 18 ° PRESSURE COEFFICIENTS (Cp) Windward Wall = 0.8 Windward Roof = 0.2 Leeward Wall = -0.5 Leeward Roof = -0.5 PRESSURE (PSF) q = 0.00256KZKZtKdV2 Ht Kz qz 0.6xgzt qh PWW PLW PWALL PROOF 0-15 0.85 22.4 13.4 9.1 6.6 15.7 15-20 0.90 23.7 14.2 9.7 6.6 16.2 20-25 0.94 24.7 14.8 10.1 6.6 16.7 25-30 0.98 25.8 15.5 15.5 10.5 6.6 17.1 9.2 30-35 1.02 26.9 16.1 11.0 6.6 17.5 35-40 1.04 27.4 16.4 11.2 6.6 17.8 40-45 1.07 28.2 16.9 11.5 6.6 18.1 45-50 1.09 1 28.7 1 17.2 1 11.7 1 6.6 1 18.3 Per IBC 2018 1605.3.1 Basic Load Combinations BUILT engineering SEISMIC DESIGN ASCE 7-16 Equivalent Lateral Force Procedure Occupancy Category Seismic Design Category Importance Factor Site Class Ss S1 Fa Fv Ct x hn SMs = Fa*Ss SM1 = Fv*S1 SDS = (2/3)*SMs SD1 = (2/3)*SM1 Period Ta = Ct*hn"x To Ts Sa R Do Cd Section 9.5.5 ok? 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, 2008 data) 45.30 %g (from USGS Seismic Hazard Curves, 2008 data) 1.20 Table 11.4-1 1.77 Table 11.4-2 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 0.8018 Eq.11.4-2 1.0304 g Eq. 11.4-3 0.5345 g Eq. 11.4-4 0.2369 s Eq. 12.8-7 0.1038 s per section 11.4.5 0.5188 s per section 11.4.5 1.0304 g per section 11.4.5 6.5 Table 12.2-1 3 Table 12.2-1 4 Table 12.2-1 Yes Table 12.6-1 Equivalent Lateral Force Procedure (section 12.8) Cs W, weight QE 0.1585 Eq.12.8-2 243,527 lb per table below 38,605lb Eq.12.8-1 Vertical Force Distribution (section 12.8.3) k = 1.00 Floor Floor Floor Wall Wall Total Level Hx Area Wt. Wt. psf Wt. Wt. WxHx (ft) (ft2) (psf) (k) (k) (k) (k-ft) roof 27.00 2577 15 38.7 7.5 19.3 58.0 1565.5 third 16.50 2577 21 54.1 15 38.7 92.8 1530.7 second 8.00 2577 21 54.1 15 38.7 92.8 742.2 539 Broadway Ste 305 Tacoma, WA 98406 tel. 253-985-5008 (LRFD) (ASD) CVx QE 0.7QE (%) (k) (k) 40.8 15.75 11.02 39.9 15.40 10.78 19.3 7.46 5.23 243.5 3838.4 100.0 38.60 27.02 3/10/2022 Page of ROOF LATERAL - SEISMIC IN () RHO = 1.0 PLATE = 8' WIND=9.5*4'+4 * 16.7=105 ' (7,(nv NN O� C O 02 � O (J7 ' C) ;., (n co N N (niCOG.)O CO C11 O N F r Rxn 1.0(1.5) Lwall 10.7 VPlf 93(140) SW SW1 OT -(1.1) HD CS16 H:W - 1.8(2.7) 38' 47(71) SW1 THIRD LATERAL - SEISMIC IN () RHO = 1.0 PLATE = 8' WIND=16.7X8.5'=142 N3pcn AA cn - N N 6) cn O O + V co U) N A CD N q^ � O O Op Rxn 2.3(3.0) 4.2(5.4) Lwall 31' 38 Vplf 74(97) 110(142) SW SW1 SW1 OT () .8(1.1) HD (DL>1.1) H:W r II �J 5 U) W U) J CO Co Q � �' II W LO Q 06 JC)00r p II LO z II W II O Fp IUOQz U)R5� 1 4.7(10.8) 4.7(1" 133(137) T t 1 Y � o (6 ZIn CO M CO( N C, Vh M�Co� -i � >00�= Rxn 4.7(10.8) 5.0(5.2) 4.7(10.8) Lwall 8.5' 39' 26' Vplf 552(1280) 128(133) 180(415) SW SW6 SW1 SW4 OT 3.0(7.0) 1.0(1.1) 1.4+1.4=2.8(3.3+1.9=5.2) HD HDU8 (dl=1.2k) HDU4/HDU8 where accumulated H:W .75==>446 SW4 OK Project Information 310 Daley Second Floor West shearwalls at end units Code: Date: Designer: Client: Project: Wall Line: Ll(ft) V (lb) Lol(ft) L2(ft) P x c L. N(ft) Shear Wall Calculation Variables VL 34001bf Opening 1 Adj. Factor Method =1 21bs/I Ll 3.75 ft h.1 1.00 ftj Wall Pier Aspect Ratio Adj. Fai L21 4.25 ft ho 4.00 ft Pl=ha L1= 1.07 N/A hwau 8.00 ft hb 3.00 ft P2=hJL2= 0.94 N/A Lwau 14.00 ft Lol 6.00 ft 1. Hold-down forces: H = Vhwaii/Lwaii 1943 lbf 2. Unit shear above + below opening First opening: val = vb1 = H/(ha+hb) = 486 pIf 3. Total boundary force above + below openings First opening: 01=valx(Lol)= 2914 lbf 4. Corner forces F1=01(Ll)/(L1+L2)= 1366 lbf F2 = 01(L2)/(Ll+L2) = 1548 lbf S. Tributary length of openings T1 = (L1*Lol)/(Ll+L2) = 2.81 ft T2 = (L2*Lol)/(Ll+L2) = 3.19 ft 6. Unit shear beside opening v1= (V/L)(Ll+T1)/L1 = 425 pIf v2 = (V/L)(T2+L2)/L2 = 425 pIf Check vl*Ll+v2*L2=V? 3400 lbf OK 7. Resistance to corner forces R1=v1*L1= 15941bf R2=v2*L2= 18061bf 8. Difference corner force + resistance RI-F1= 2281bf R2-F2= 2581bf 9. Unit shear in corner zones vc1 = (RI-F1)/L1 = 61 pIf vc2 = (R2-F2)/L2 = 61 pIf Check Summary of Shear Values for One Opening Line 1: vc1(ha+hb)+v1(ho)=H? 243 1700 1943 lbf Line 2: va1(ha+hb)-vc1(ha+hb)-v1(ho)=0? 1943 243 1700 0 Line 3: va1(ha+hb)-vc2(ha+hb)-v1(hj=0? 1943 243 1700 0 Line 4: vc2(ha+hb)+v2(ho)=H? 243 1700 1943 lbf Design Summary* Req. Sheathing Capacity 486 plf SW4 4-Term Deflectionj 0.299 in. 3-Term Deflection 0.320 in. Req. Strap Force 1548 lbf CS 1 6 4-Term Story Drift %1 0.012 % 3-Term Story Drift % 0.013 % Req. HD Force (H) 1943 lbf (2)CS16 Req. Shear Wall Anchorage Force (vmj 243 pIf .The Design Summary assumes that the shear wall is designed as blocked. Project Information 310 Daley Second Floor West shearwalls at end units Code: Date: Client: Wall Line: Shear Wall Deflection Calculation Variables Unfactored Shear Load V,,,,f—red: 5000 (Ibf) Sheathing Type: Grade:1 Gt Override: G. Override: Wood Species: E:j Dimensions!j A: A Override: End Post Values: HF 1.30E+06 (psi) City Stud Size 2 1 2x6 16.5 (in.') (in .z ) Nail Type: 8d common Pier 1 Nail Spacing: HD Ca pacity: HD Deflection: (penny weight) Pier 2 2 3410 0.1 (in.) (Ibf) (in.) 1 7/16 OSB APA Rated Sheathing Four -Term Equation Deflection Check A s -i ° A t 0.75he,,* d, a (FEW 23-2A Vunfnt—d: E: h: A: Gt: Nail Spacing: V,,: e,,: b: HD Capacity: HD Defl: Pier 1-L Pier 1-R Pier 2-L Pier 2-R 625 625 625 625 1.30E+06 1.30E+06 1.30E+06 1.30E+06 8.00 5.00 5.00 8.00 16.5 16.5 16.5 16.5 83,500 83,500 83,500 83,500 2 2 2 2 104 104 104 104 0.0056 0.0056 0.0056 0.0056 3.75 3.75 4.25 4.25 3410 3410 3410 3410 0.1 0.1 0.1 0.1 Check Total Deflection of Wall System (plf) (psi) (ft) (in 2) (Ibf/in.) (in.) (plf) (in.) (ft) (Ibf) (in.) Sheathing Type: 7/16 OSB APA Rated Sheathing Nail Type: 8d common Pier 1 (left) Pier 1 (right) Term 1 Bending Term 2 Shear Term 3 Fastener Term 4 HD-1 Term 1 Bending Term 2 Shear Term 3 Fastener Term 4 HD-2 0.032 0.060 1 0.034 0.313 0.008 0.037 0.021 0.122 Sum 0.438 Sum 0.188 Pier 2 (left) Pier 2 (right) Term 1 Bending Term 2 Shear Term 3 Fastener Term 4 HD-1 Term 1 Bending Term 2 Shear Term 3 Fastener Term 4 HD-2 0.007 0.037 1 0.021 0.108 0.028 0.060 0.034 0.276 Sum 0.173 Sum 0.398 Tota I Defl. 0.299 (in.) 0.0125 %drift Project Information 310 Daley Second Floor West shearwalls at end units Code: Designer: Client: Project: Wall Line: Shear Wall Deflection Calculation Variables Date: Unfactored Shear Load V„nf--d: 5000 (Ibf) Wood End Post Values: Sheathi ng Type: 1 7/16 OSB Species: HF Nail Type: Sd common (pennyweight) Grade:1 APA Rated Sheathing E:l 130E+06 (psi) City Stud Size Pier 1 Pier 2 GtOverride: Diniensions!l 2 2x6 Nail Spacing: G. Override: A: 16.5 (in•z) HD Capacity: A Override: in .2) HD Deflection: Three -Term Equation Deflection Check ,x:, p k ) E ' 1 INN b Vunfnt—d: E: h: A: G,: b: HD Capacity: HD Defl: Pier 1-L Pier 1-11 1 Pier 2-L Pier 2-R 625 625 625 625 130E+06 130E+06 130E+06 130E+06 8.00 5.00 5.00 8.00 16.5 16.5 16.5 16.5 42.0 42.0 42.0 42.0 3.75 3.75 4.25 4.25 3410 3410 3410 3410 0.1 0.1 0.1 0.1 rl—k T—I nofl—i— of tN�ll r-- A psi) ft) in?) ,kips/in.) ft) Ibf) in.) 2 2 3410 3410 0.1 0.1 Sheathing Type: 7/16 OSB APA Rated Sheathing Nail Type: 8d common Pier 1 (left) Pier 1 (right) Term 1 Bending Term 2 Shear Term 3 Fastener Term 1 Bending Term 2 Shear Term 3 Fastener 0.032 0.119 0.313 0.008 1 0.074 0.122 Sum 0.464 Sum 0.204 Pier 2 (left) Pier 2 (right) Term 1 Bending Term 2 Shear Term 3 Fastener Term 1 Bending Term 2 Shear Term 3 Fastener 0.007 0.074 0.108 0.028 1 0.119 0.276 Sum 0.189 Sum 0.423 Tota I Defl. 0320 (in.) 0.0133 %drift Comment: The 3-term equation is calibrated to be approximately equal to 4-term equation at 1.4*ASD capacity. (in.) (Ibf) (in.) Project Information 310 Daley Second Floor West shearwalls at center units Code: Date: Designer: Client: Project: Wall Line: Ll(ft) V (lb) Lol(ft) L2(ft) P x c L. N(ft) Shear Wall Calculation Variables VL 20001bf Opening 1 Adj. Factor Meth Ll 2.67 ft ha 1.00 ftj Wall Pier Aspect Rat! L21 2.00 ft ho 4.00 ft Pl=h L1= 1.50 h..,,8.00 ft hb 3.00 ft P2=hJL2= 2.00 Lwau 10.67 ft Lol 6.00 ft 1. Hold-down forces: H = Vhw,ii/L„„ ii 1500 lbf 2. Unit shear above + below opening First opening: val = vb1 = H/(ha+hb) = 375 plf 3. Total boundary force above + below openings First opening: 01=valx(Lol)= 2249 lbf 4. Corner forces F1=01(Ll)/(L1+L2)= 1286 lbf F2 = 01(L2)/(Ll+L2) = 963 lbf S. Tributary length of openings T1 = (L1*Lol)/(Ll+L2) = 3.43 ft T2 = (L2*Lol)/(Ll+L2) = 2.57 ft 6. Unit shear beside opening N/A v1= (V/L)(Ll+T1)/L1 = 428 plf v2 = (V/L)(T2+L2)/L2 = 428 alf Check vl*Ll+v2*L2=V? 2000 lbf OK 7. Resistance to corner forces R1=v1*L1= 1143 lbf R2=v2*L2= 8571bf 8. Difference corner force + resistance RI-F1= -143 lbf R2-F2= -107 lbf 9. Unit shear in corner zones vc1 = (RI-F1)/L1 = -53 plf vc2 = (R2-F2)/L2 = -53 plf Check Summary of Shear Values for One Opening Line 1: vc1(h,+hb)+v1(ho)=H? -214 1713 1500 lbf Line 2: va1(h,+hb)-vc1(h,+hb)-v1(ho)=0? 1500 -214 1713 0 Line 3: va1(h,+hb)-vc2(h,+hb)-v1(hj=0? 1500 -214 1713 0 Line 4: vc2(ha+hb)+v2(h,)=H? -214 1713 1500 lbf Design Summary* Req. Sheathing Capacity 428 plf SW4 4-Term Deflectionj 0.516 in. 3-Term Deflection 0.523 in. Req. Strap Force 1286 lbf CS 16 4-Term Story Drift %1 0.021 % 3-Term Story Drift %1 0.022 Req. HD Force (H) 1500 lbf (2)CS16 Req. Shear Wall Anchorage Force (vma,) 187 plf no hd req'd at party walls *The Design Summary assumes that the shear wall is designed as blocked. Project Information 310 Daley Second Floor West shearwalls at center units Code: Date: Client: Wall Line: Shear Wall Deflection Calculation Variables Unfactored Shear Load V,,,,f—red: 2857 (Ibf) Sheathing Type: Grade:1 Gt Override: G. Override: Wood Species: E:j Dimensions!j A: A Override: End Post Values: HF 1.30E+06 (psi) City Stud Size 2 1 2x6 16.5 (in.') (in .z ) Nail Type: 8d common Pier 1 Nail Spacing: HD Ca pacity: HD Deflection: (penny weight) Pier 2 3 3410 0.1 (in.) (Ibf) (in.) 1 7/16 OSB APA Rated Sheathing Four -Term Equation Deflection Check A s -i ° A t 0.75he,,* d, ft (FEW 23-2A Vunfnt—d: E: h: A: Gt: Nail Spacing: V,,: en: b: HD Capacity: HD Defl: Pier 1-L Pier 1-R Pier 2-L Pier 2-R 612 612 612 612 1.30E+06 1.30E+06 1.30E+06 1.30E+06 8.00 5.00 5.00 8.00 16.5 16.5 16.5 16.5 83,500 83,500 83,500 83,500 3 3 3 3 153 153 153 153 0.0179 0.0179 0.0179 0.0179 2.67 2.67 2.00 2.00 3410 3410 3410 3410 0.1 0.1 0.1 0.1 Check Total Deflection of Wall System (plf) (psi) (ft) (in?) (Ibf/in.) (in.) (plf) (in.) (ft) (Ibf) (in.) Sheathing Type: 7/16 OSB APA Rated Sheathing Nail Type: 8d common Pier 1 (left) Pier 1 (right) Term 1 Bending Term 2 Shear Term 3 Fastener Term 4 HD-1 Term 1 Bending Term 2 Shear Term 3 Fastener Term 4 HD-2 0.044 0.059 1 0.107 0.430 0.011 0.037 0.067 0.168 Sum 0.640 Sum 0.282 Pier 2 (left) Pier 2 (right) Term 1 Bending Term 2 Shear Term 3 Fastener Term 4 HD-1 Term 1 Bending Term 2 Shear Term 3 Fastener Term 4 HD-2 0.014 0.037 1 0.067 0.224 0.058 0.059 0.107 0.574 Sum 0.342 Sum 0.799 Tota I Defl. 0.516 (in.) 0.0215 %drift Project Information 310 Daley Second Floor West shearwalls at center units Code: Date: Designer: Client: Project: Wall Line: Shear Wall Deflection Calculation Variables Unfactored Shear Load V„nf--d: 2857 (1bf) Wood End Post Values: Sheathi ng Type: 1 7/16 OSB Species: HF Nail Type: Sd common (pennyweight) Grade:l APA Rated Sheathing E:l 130E+06 (psi) City Stud Size Pier 1 Pier 2 GtOverride: Diniensions!l 2 2x6 Nail Spacing: G. Override: A: 16.5 (in•z) HD Capacity: A Override: in .2) HD Deflection: Three -Term Equation Deflection Check ,x:, p �k ) E ' I INNAb Vunfnt.red: E: h: A: G,: b: HD Capacity: HD Defl: Pier 1-L Pier 1-11 1 Pier 2-L Pier 2-R 612 612 612 612 130E+06 130E+06 130E+06 130E+06 8.00 5.00 5.00 8.00 16.5 16.5 16.5 16.5 28.0 28.0 28.0 28.0 2.67 2.67 2.00 2.00 3410 3410 3410 3410 0.1 0.1 0.1 0.1 rl—k T—I nofl—i— of tN�ll r-- PIS psi) ft) in 2) ,kips/in.) ft) Ibf) in.) 3 3 3410 3410 0.1 0.1 Sheathing Type: 7/16 OSB APA Rated Sheathing Nail Type: 8d common Pier 1 (left) Pier 1 (right) Term 1 Bending Term 2 Shear Term 3 Fastener Term 1 Bending Term 2 Shear Term 3 Fastener 0.044 0.175 0.430 0.011 1 0.109 0.168 Sum 0.649 Sum 0.288 Pier 2 (left) Pier 2 (right) Term 1 Bending Term 2 Shear Term 3 Fastener Term 1 Bending Term 2 Shear Term 3 Fastener 0.014 0.109 0.224 0.058 0.175 0.574 Sum 0.348 Sum 0.807 Tota I Defl. 0.523 (in.) 0.0218 %drift Comment: The 3-term equation is calibrated to be approximately equal to 4-term equation at 1.4*ASD capacity. (in.) (lbf) (in.)