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REVIEWED BLD2023-0098+Structural_Analysis_or_Calculations+1.24.2023_4.32.22_PM+3331727BLD2023-0098 RECEIVED BYKONEN Apr 07 2023 CARTERCITY OF EDMONDS QUINN DEVELOPMENT SERVICES DIfPARTMENT REVIEWED CITY OF EDMONDS STRUCTURAL ENGINEERING STRUCTURAL CALCULATIONS Kleven Residence 734 Fir St, Edmonds, WA 98020 Coupe Architecture P.O. Box 560 Maple Valley, WA 98038 09/08/2022 ► 2033 Sixth Avenue #995 Seattle, WA 98121 206-264-7784 www.BCQ-SE.com RECEIVED Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Roof 2FORTEWEB' REGMIVED Roof, Roof: Joist #1 1 piece(s) 2 x 12 HF No.2 @ 24" OC Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 4 71 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) 568 @ 2 1/2" 2126 (3.50") Passed (27%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 459 @ 1' 2 3/16" 1941 Passed (24%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1636 @ 6' 2" 2964 Passed (55%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.109 @ 6' 2" 0.628 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.201 @ 6' 2" 0.837 Passed (L/751) 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. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on Nos. Supports 'Tntal Bearing Length Loads to Supports (Ibs) Accessories Available Required Dead Snow Factored 1 - Beveled Plate - HF 3.50" 3.50" 1.50" 260 308 568 Blocking 2 - Beveled Plate - HF 3.50" 3.50" 1.50" 260 308 568 Blocking • 1:51oCKmg Yaneus are assumes co carry no loaas appuueo alrecrly aoove mem ano me null loaa is appuea io cne memDer Deing oesugneo. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 7' o/c Bottom Edge (Lu) IT o/c -Maximum allowable bracing intervals based on applied load. Vertical Load Location (Side) Spacing Dead (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 12' 4" 24" 20.0 25.0 Roof Loading Member Length : 13' 3 3/4" System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 4/12 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 -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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Joshua Shin Bykonen Carter Quinn (206) 264-7784 jjs@bcq-se.com 9/8/2022 10:43:44 PM UTC ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0 Weyerhaeuser File Name: Kleven Page 4 / 53 2FORTEWEB" 1 2' 3" Roof, Roof: Ridge Beam #2A 2 piece(s) 1 3/4" x 11 1/4" 2.0E Microllam@ LVL 15' 9' 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) 5838 @ 2' 4 3/4" 8881 (3.50") Passed (66%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 3919 @ 3' 5 3/4" 8603 Passed (46%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 17122 @ 10' 6 7/16" 18558 Passed (92%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) 0.549 @ 10' 5 1/4" 0.801 Passed (L/350) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.998 @ 10' 5 3/8" 1.068 Passed (L/193) 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). • Upward deflection on left cantilever exceeds overhang deflection criteria. • Allowed moment does not reflect the adjustment for the beam stability factor. • Upward deflection on left cantilever exceeds 0.4". Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Factored 1 - Column - HF 3.50" 3.50" 2.30" 2662 3176 5838 Blocking 2 - Column - HF 3.50" 3.50" 1.75" 2011 2426 4438 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) 4' 10" o/c Bottom Edge (Lu) 18' 7" 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 18' 7" N/A 11.5 1 - Uniform (PSF) 0 to 18' 7" (Front) 12' 20.0 25.0 Roof Loading REGMIVED Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Joshua Shin Bykonen Carter Quinn (206) 264-7784 jjs@bcq-se.com 9/8/2022 10:43:44 PM UTC ForteWEB v3.4, Engine: V8.2.2.122, Data: VS.1.3.0 Weyerhaeuser File Name: Kleven Page 5 / 53 2FORTEWEB' REGMIVED Roof, Roof: Ridge Beam #2B 2 piece(s) 1 3/4" x 11 1/4" 2.0E Microllam@ LVL Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT r 2' 3' 1 1 a 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) 4768 @ 2' 4 3/4" 8881 (3.50") Passed (54%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 2849 @ 3' 5 3/4" 8603 Passed (33%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 9393 @ 8' 6 15/16" 18558 Passed (51%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) 0.177 @ 8' 5 3/8" 0.601 Passed (L/813) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.319 @ 8' 5 9/16" 0.801 Passed (L/452) 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. Bearing Length Supports Available Required Loads to Supports (Ibs) Accessories Dead Snow Factored 1 - Column - HF 3.50" 3.50" 1.88" 2174 2594 4768 Blocking 2 - Column - HF 3.50" 3.50" 1.50" 1493 1817 3311 Blocking • 1:51ocKing Panels are assumea to carry no loaas appllea alrectly above mem ana me Tull loaa Is appllea to me memoer Deing aeslgnea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 14' 7" o/c Bottom Edge (Lu) 14' 7" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads ' Location (Side) Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 14' 7" N/A 11.5 1 - Uniform (PSF) 0 to 14' 7" (Front) 12' 20.0 25.0 Roof Loading 0 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 -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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Joshua Shin Bykonen Carter Quinn (206) 264-7784 jjs@bcq-se.com 9/8/2022 10:43:44 PM UTC ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0 Weyerhaeuser File Name: Kleven Page 6 / 53 2FORTEWEB" I'AW Roof, Roof: Ridge Beam #2C 1 piece(s) 2 x 10 HF No.2 4 E 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) 1964 @ 2' 4 3/4" 2126 (3.50") Passed (92%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 714 @ 3' 3 3/4" 1596 Passed (45%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) -1083 @ 2' 4 3/4" 1917 Passed (57%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.027 @ 0 0.240 Passed (2L/999+) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.042 @ 0 0.319 Passed (2L/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. Bearing Length Supports Available Required Loads to Supports (Ibs) Accessories Dead Snow Factored 1 - Column - HF 3.50" 3.50" 3.23" 903 1061 1964 Blocking 2 - Column - HF 3.50" 3.50" 1.50" 283 401 684 Blocking • 1:51ocKmg vanels are assumes ro carry no loaas appuea alrecrly aoove mem ano me Tull loaa Is appuea co me memoer Deing oeslgneo. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 6' 10" o/c Bottom Edge (Lu) 6' 10" 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 6' 10" N/A 3.5 1 - Uniform (PSF) 0 to 6' 10" (Front) 2' 20.0 25.0 2 - Uniform (PLF) 0 to 6' 10" (Front) N/A 130.0 154.0 Linked from: Roof: Joist #1, Support 1 REGMIVED Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 0 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Joshua Shin Bykonen Carter Quinn (206) 264-7784 jjs@bcq-se.com 9/8/2022 10:43:44 PM UTC ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0 Weyerhaeuser File Name: Kleven Page 7 / 53 2FORTEWEB" Roof, Roof: Header #3 2 piece(s) 2 x 8 HF No.2 � ■o 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) 1499 @ 1 1/2" 3645 (3.00") Passed (41%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 930 @ 10 1/4" 2501 Passed (37%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1504 @ 2' 3" 2569 Passed (59%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.021 @ 2' 3" 0.142 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.039 @ 2' 3" 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 Factored 1 - Trimmer - HF 3.00" 3.00" 1.50" 691 808 1499 None 2 - Trimmer - HF 3.00" 3.00" 1.50" 691 808 1499 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 Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 4' 6" N/A 5.5 -- 1 - Uniform (PLF) 0 to 4' 6" N/A 301.5 359.0 Linked from: Roof: Joist #1, Support 1 rhaeuser Notes REGMIVED Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Joshua Shin Bykonen Carter Quinn (206) 264-7784 jjs@bcq-se.com 9/8/2022 10:43:44 PM UTC ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0 Weyerhaeuser File Name: Kleven Page 9 / 53 2FORTEWEB" Roof, Roof: Header #4 2 piece(s) 2 x 8 HF No.2 � ■o 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) 1704 @ 1 1/2" 3645 (3.00") Passed (47%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1057 @ 10 1/4" 2501 Passed (42%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1710 @ 2' 3" 2569 Passed (67%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.024 @ 2' 3" 0.142 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.045 @ 2' 3" 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 Factored 1 - Trimmer - HF 3.00" 3.00" 1.50" 785 919 1704 None 2 - Trimmer - HF 3.00" 3.00" 1.50" 785 919 1704 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 Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 4' 6" N/A 5.5 -- 1 - Uniform (PLF) 0 to 4' 6" N/A 343.5 408.5 Linked from: Roof: Joist #2, Support 1 rhaeuser Notes REGMIVED Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Joshua Shin Bykonen Carter Quinn (206) 264-7784 jjs@bcq-se.com 9/8/2022 10:43:44 PM UTC ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0 Weyerhaeuser File Name: Kleven Page 10 / 53 2FORTEWEB" Roof, Roof: Header #4A 2 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam@ LVL FBI 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) 4093 @ 1 1/2" 7613 (3.00") Passed (54%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 3444 @ 10 1/4" 5544 Passed (62%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 6781 @ 2' 3" 8182 Passed (83%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.062 @ 2' 3" 0.142 Passed (L/817) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.115 @ 2' 3" 0.213 Passed (L/443) 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. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Factored 1 - Trimmer - HF 3.00" 3.00" 1.61" 1877 2216 4093 None 2 - Trimmer - H F 3.00" 3.00" 1.61" 1877 2216 4093 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 7.4 -- Linked from: Roof: 1 - Point (lb) 2' 3" N/A 2174 2594 Ridge Beam #213, Support 1 2 - Uniform (PLF) 0 to 4' 6" N/A 343.5 408.5 Linked from: Roof: Joist #2, Support 1 REGMIVED Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 0 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Joshua Shin Bykonen Carter Quinn (206) 264-7784 jjs@bcq-se.com 9/8/2022 10:43:44 PM UTC ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0 Weyerhaeuser File Name: Kleven Page 11 / 53 WFORTEWEB MEMBER REPORT Roof, Roof: Joist #5 1 piece(s) 2 x 12 HF No.2 @ 24" OC overall Length: 124' 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) 555 @ 2 1/2" 2126 (3.50") Passed (26%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 444 @ 1' 2 3/4" 1941 Passed (23%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1598 @ 6' 2" 2964 Passed (54%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.098 @ 6' 2" 0.397 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.176 @ 6' 2" 0.596 Passed (L/810) 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. • 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 Available Required Dead Snow Factored 1 - Stud wall - HF 3.50" 3.50" 1.50" 247 308 555 Blocking 2 - Stud wall - HF 3.50" 3.50" 1.50" 247 308 555 Blocking • 1:51ocKmg vanels are assumes ro carry no loaas appuea alrecoy aoove mem ano me Tull loaa Is appuea ro cne memoer Deing oeslgneo. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) T 3" o/c Bottom Edge (Lu) 12' 4" o/c -Maximum allowable bracing intervals based on applied load. Vertical Load Location (Side) Spacing Dead (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 12' 4" 24" 20.0 25.0 Roof Loading REGMIVED Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 0 System : Roof Member Type : Joist 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 -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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Joshua Shin Bykonen Carter Quinn (206) 264-7784 jjs@bcq-se.com 9/8/2022 10:43:44 PM UTC ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0 Weyerhaeuser File Name: Kleven Page 13 / 53 2FORTEWEB" Roof, Roof: Drop Beam #6 2 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam@ LVL 1 � 1 � 4' 8' Fil 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) 2072 @ 4' 1 3/4" 4961 (3.50") Passed (42%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1311 @ T 4 3/4" 5544 Passed (24%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) -3319 @ 4' 1 3/4" 8182 Passed (41%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.229 @ 0 0.415 Passed (2L/434) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.415 @ 0 0.553 Passed (2L/240) 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. • -369 Ibs uplift at support located at 12' 5". Strapping or other restraint may be required. Bearing Length Supports Tntal Available Required Loads to Supports (Ibs) Accessories Dead Snow Factored 1 - Stud wall - HF 3.50" 3.50" 1.50" 960 1112 2072 Blocking 2 - Stud wall - HF 3.50" 3.50" 1.50" -151 -218 -369 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' 7" o/c Bottom Edge (Lu) 12' 7" 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' 7" N/A 7.4 1 - Uniform (PSF) 0 to 4' 3" (Front) 2' 3" 20.0 25.0 Roof Loading 2 - Uniform (PLF) 0 to 4' 3" (Front) N/A 123.5 154.0 Linked from: Roof: Joist #5, Support 1 REGMIVED Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 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 -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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Joshua Shin Bykonen Carter Quinn (206) 264-7784 jjs@bcq-se.com 9/8/2022 10:43:44 PM UTC ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0 Weyerhaeuser File Name: Kleven Page 14 / 53 2FORTEWEB" Roof, Roof: Drop Beam #7 1 piece(s) 1 3/4" x 5 1/2" 2.0E Microllam@ LVL 1 � 1 � 4' 8' Fil 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) 562 @ 4' 1 3/4" 2481 (3.50") Passed (23%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 369 @ 3' 6 1/2" 2103 Passed (18%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) -894 @ 4' 1 3/4" 2444 Passed (37%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.276 @ 0 0.415 Passed (2L/360) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.502 @ 0 0.553 Passed (2L/198) 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. Bearing Length Supports Available Required Loads to Supports (Ibs) Accessories Dead Snow Factored 1 - Stud wall - HF 3.50" 3.50" 1.50" 264 297 562 Blocking 2 - Stud wall - HF 3.50" 3.50" 1.50" -38 -58 -96 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' 7" o/c Bottom Edge (Lu) 12' 7" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads ' Location (Side) Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 12' 7" N/A 2.8 1 - Uniform (PSF) 0 to 4' 3" (Front) 2' 3" 20.0 25.0 Roof Loading REGMIVED Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 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 -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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Joshua Shin Bykonen Carter Quinn (206) 264-7784 jjs@bcq-se.com 9/8/2022 10:43:44 PM UTC ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0 Weyerhaeuser File Name: Kleven Page 15 / 53 2FORTEWEB' REGMIVED Roof, Roof: Joist #8 1 piece(s) 2 x 10 HF No.2 @ 24" OC Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 4 71 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) 568 @ 2 1/2" 2126 (3.50") Passed (27%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 474 @ 1' 1/4" 1596 Passed (30%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1636 @ 6' 2" 2204 Passed (74%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.196 @ 6' 2" 0.628 Passed (L/769) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.361 @ 6' 2" 0.837 Passed (L/417) 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. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on Nos. Supports 'Tntal Bearing Length Loads to Supports (Ibs) Accessories Available Required Dead Snow Factored 1 - Beveled Plate - HF 3.50" 3.50" 1.50" 260 308 568 Blocking 2 - Beveled Plate - HF 3.50" 3.50" 1.50" 260 308 568 Blocking • 1:51oCKmg Yaneus are assumes co carry no loaas appuueo alrecrly aoove mem ano me null loaa is appuea io cne memDer Deing oesugneo. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) T 3" o/c Bottom Edge (Lu) IT o/c -Maximum allowable bracing intervals based on applied load. Vertical Load Location (Side) Spacing Dead (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 12' 4" 24" 20.0 25.0 Roof Loading Member Length : 13' 3 1/16" System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 4/12 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 -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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Joshua Shin Bykonen Carter Quinn (206) 264-7784 jjs@bcq-se.com 9/8/2022 10:43:44 PM UTC ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0 Weyerhaeuser File Name: Kleven Page 16 / 53 RECEIVED Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 11 a. 11 b. 11 b. 11 a. Upper level WFORTEWEB M M ER Upper Floor, UF: Joist #1 1 piece(s) 2 x 8 HF No.2 @ 16" Overall Length: 10' 7` 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) 388 @ 2 1/2" 2126 (3.50") Passed (18%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 322 @ 10 3/4" 1088 Passed (30%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 947 @ 5' 3 1/2" 1284 Passed (74%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.207 @ 5' 3 1/2" 0.339 Passed (L/589) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.285 @ 5' 3 1/2" 0.508 Passed (L/429) 1.0 D + 1.0 L (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 Factored 1 - Stud wall - HF 3.50" 3.50" 1.50" 106 282 388 Blocking 2 - Stud wall - HF 3.50" 3.50" 1.50" 106 282 388 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) 7' 11" o/c Bottom Edge (Lu) 10' 7" o/c -Maximum allowable bracing intervals based on applied load. Vertical Load Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 10' 7" 16" 15.0 40.0 Residential Load REGMIVED Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Joshua Shin Bykonen Carter Quinn (206) 264-7784 jjs@bcq-se.com 9/8/2022 10:43:44 PM UTC ForteWEB 0.4, Engine: V8.2.2.122, Data: V8.1.3.0 Weyerhaeuser File Name: Kleven Page 17 / 53 WFORTEWEB MEMBER REPORT Upper Floor, UF: Joist #2 1 piece(s) 2 x 10 HF No.2 @ 16" OC Overall Length: 13' 10" 13' 3" 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) 507 @ 2 1/2" 2126 (3.50") Passed (24%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 429 @ 1' 3/4" 1388 Passed (31%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1650 @ 6' 11" 1917 Passed (86%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.302 @ 6' 11" 0.447 Passed (L/533) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.416 @ 6' 11" 0.671 Passed (L/387) 1.0 D + 1.0 L (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 Factored 1 - Stud wall - HF 3.50" 3.50" 1.50" 138 369 507 Blocking 2 - Stud wall - HF 3.50" 3.50" 1.50" 138 369 507 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) 4' 7" o/c Bottom Edge (Lu) 13' 10" o/c -Maximum allowable bracing intervals based on applied load. Vertical Load Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 13' 10" 16" 15.0 40.0 Residential Load REGMIVED Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Joshua Shin Bykonen Carter Quinn (206) 264-7784 jjs@bcq-se.com 9/8/2022 10:43:44 PM UTC ForteWEB v3.4, Engine: V8.2.2.122, Data: VS.1.3.0 Weyerhaeuser File Name: Kleven Page 18 / 53 WFORTEWEB MEMBER REPORT Upper Floor, UF: Joist #3 1 piece(s) 2 x 10 HF No.2 C@ 16" OC Overall Length: 12' 1" 11 ' 6" 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) 443 @ 2 1/2" 2126 (3.50") Passed (21%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 365 @ 1' 3/4" 1388 Passed (26%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1248 @ 6' 1/2" 1917 Passed (65%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.173 @ 6' 1/2" 0.389 Passed (L/810) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.238 @ 6' 1/2" 0.583 Passed (L/589) 1.0 D + 1.0 L (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 Factored 1 - Stud wall - HF 3.50" 3.50" 1.50" 121 322 443 Blocking 2 - Stud wall - HF 3.50" 3.50" 1.50" 121 322 443 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) 7' 9" o/c Bottom Edge (Lu) 12' 1" o/c -Maximum allowable bracing intervals based on applied load. Vertical Load Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 12' 1" 16" 15.0 40.0 Residential Load REGMIVED Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Joshua Shin Bykonen Carter Quinn (206) 264-7784 jjs@bcq-se.com 9/8/2022 10:43:44 PM UTC ForteWEB v3.4, Engine: V8.2.2.122, Data: VS.1.3.0 Weyerhaeuser File Name: Kleven Page 19 / 53 WFORTEWEB MEMBER REPORT Upper Floor, UF: Joist #4 1 piece(s) 2 x 8 HF No.2 @ 16" OC overall Length: 124' � 11 is 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) 452 @ 2 1/2" 2126 (3.50") Passed (21%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 387 @ 10 3/4" 1088 Passed (36%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1302 @ 6' 2" 1284 Passed (101%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.391 @ 6' 2" 0.397 Passed (L/366) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.537 @ 6' 2" 0.596 Passed (L/266) 1.0 D + 1.0 L (All Spans) TJ-ProT"' Rating N/A N/A N/A N/A • Deflection criteria: ILL (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 Factored 1 - Stud wall - HF 3.50" 3.50" 1.50" 123 329 452 Blocking 2 - Stud wall - HF 3.50" 3.50" 1.50" 123 329 452 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) 6" o/c Bottom Edge (Lu) 12' 4" o/c -Maximum allowable bracing intervals based on applied load. Vertical Load Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 12' 4" 16" 15.0 40.0 Residential Load REGMIVED Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Joshua Shin Bykonen Carter Quinn (206) 264-7784 jjs@bcq-se.com 9/8/2022 10:43:44 PM UTC ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0 Weyerhaeuser File Name: Kleven Page 20 / 53 2FORTEWEB" LJ MEMBER REPORT Upper Floor, UF: Joist #5 1 piece(s) 2 x 8 HF No.2 @ 16" OC Overall Length: 4' 7` 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) 229 @ 2 1/2" 2126 (3.50") Passed (11%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 140 @ 10 3/4" 1088 Passed (13%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 217 @ 2' 3 1/2" 1284 Passed (17%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.009 @ 2' 3 1/2" 0.139 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.011 @ 2' 3 1/2" 0.208 Passed (L/999+) 1.0 D + 1.0 L (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 Factored 1 - Stud wall - HF 3.50" 3.50" 1.50" 46 183 229 Blocking 2 - Stud wall - HF 3.50" 3.50" 1.50" 46 183 229 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) 4' 7" o/c Bottom Edge (Lu) 4' 7" o/c -Maximum allowable bracing intervals based on applied load. Vertical Load Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 4' 7" 16" 15.0 60.0 Deck Loading REGMIVED Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Joshua Shin Bykonen Carter Quinn (206) 264-7784 jjs@bcq-se.com 9/8/2022 10:43:44 PM UTC ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0 Weyerhaeuser File Name: Kleven Page 21 / 53 2FORTEWEB" Upper Floor, UF: Joist #6 1 piece(s) 2 x 8 HF No.2 @ 16" OC ■o F 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) 229 @ 2 1/2" 2126 (3.50") Passed (11%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 140 @ 10 3/4" 1088 Passed (13%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 217 @ 2' 3 1/2" 1284 Passed (17%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.009 @ 2' 3 1/2" 0.139 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.011 @ 2' 3 1/2" 0.208 Passed (L/999+) 1.0 D + 1.0 L (All Spans) TJ-ProT"' Rating N/A N/A N/A N/A • Deflection criteria: ILL (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 Factored 1 - Stud wall - HF 3.50" 3.50" 1.50" 46 183 229 Blocking 2 - Stud wall - HF 3.50" 3.50" 1.50" 46 183 229 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) 4' 7" o/c Bottom Edge (Lu) 4' 7" o/c -Maximum allowable bracing intervals based on applied load. Vertical Load Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 4' 7" 16" 15.0 60.0 Deck Loading REGMIVED Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Joshua Shin Bykonen Carter Quinn (206) 264-7784 jjs@bcq-se.com 9/8/2022 10:43:44 PM UTC ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0 Weyerhaeuser File Name: Kleven Page 22 / 53 2FORTEWEB" Upper Floor, UF: Beam #9 1 piece(s) 3 1/2" x 9 1/4" 2.0E Parallam@ PSL +�0 F Id All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. FRI Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 7451 @ 6' 8 1/4" 7656 (3.50") Passed (97%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 3546 @ T 7 1/4" 6259 Passed (57%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) -6902 @ 6' 8 1/4" 12416 Passed (56%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.192 @ 12' 2 5/16" 0.342 Passed (L/643) 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.258 @ 12' 2 3/4" 0.514 Passed (L/478) 1.0 D + 1.0 L (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • -242 Ibs uplift at support located at 2". Strapping or other restraint may be required. Bearing Length Supports Available Required Loads to Supports (Ibs) Accessories Dead Floor Live Factored 1 - Column - HF 3.50" 3.50" 1.50" 362 1519/-604 1881/-242 Blocking 2 - Column - HF 3.50" 3.50" 3.41" 2112 5339 7451 Blocking 3 - Column - HF 3.50" 3.50" 1.50" 833 2205/-98 3039 Blocking • 151OCKing Panels are assumea to carry no IOaas appllea alrecoy aoove mem ana me tUll IOaa Is appllea zo me memoer Deing oesignea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 17' 2" o/c Bottom Edge (Lu) 17' 2" 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 17' 1 1/2" N/A 10.1 - - Linked from: Upper 1 - Uniform (PLF) 0 to 17' 1 1/2" (Front) N/A 79.5 211.5 Floor: Joist #1, Support 1 Linked from: Upper 2 - Uniform (PLF) 0 to 17' 1 1/2" (Front) N/A 103.5 276.8 Floor: Joist #2, Support 1 REGMIVED Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT System : Floor Member Type : Drop Beam 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Joshua Shin Bykonen Carter Quinn (206) 264-7784 jjs@bcq-se.com 9/8/2022 10:43:44 PM UTC ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0 Weyerhaeuser File Name: Kleven Page 25 / 53 2FORTEWEB" Upper Floor, UF: Beam #10 1 piece(s) 5 1/4" x 9 1/4" 2.0E Parallam@ PSL i 1 i 1 � 1 � i 6' 6" 0 � 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) 8301 @ 11' 8 1/4" 11484 (3.50") Passed (72%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 4074 @ 10' 9 1/4" 9389 Passed (43%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) -8629 @ 11' 8 1/4" 18623 Passed (46%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.194 @ 5' 6 1/8" 0.384 Passed (L/712) 1.0 D + 1.0 L (Alt Spans) Total Load Defl.(in) 0.265 @ T 5 11/16" 0.576 Passed (L/522) 1.0 D + 1.0 L (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • -418 Ibs uplift at support located at 18' 5 1/2". Strapping or other restraint may be required. Bearing Length Supports Available Required Loads to Supports (Ibs) Accessories Dead Floor Live Factored 1 - Column - HF 3.50" 3.50" 1.50" 958 2451/-90 3409 Blocking 2 - Column - HF 3.50" 3.50" 2.53" 2397 5905 8301 Blocking 3 - Column - HF 3.50" 3.50" 1.50" 336 1581/-754 1917/-418 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' 8" o/c Bottom Edge (Lu) 18' 8" 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' 7 1/2" N/A 15.2 - - Linked from: Upper 1 - Uniform (PLF) 0 to 18' 7 1/2" (Front) N/A 90.8 241.5 Floor: Joist #3, Support 1 Linked from: Upper 2 - Uniform (PLF) 0 to 18' 7 1/2" (Front) N/A 92.3 246.8 Floor: Joist #4, Support 1 Notes REGMIVED Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT O 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 -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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Joshua Shin Bykonen Carter Quinn (206) 264-7784 jjs@bcq-se.com 9/8/2022 10:43:44 PM UTC ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0 Weyerhaeuser File Name: Kleven Page 26 / 53 WFORTEWEB MEMBER REPORT Upper Floor, UF: Beam #lla 1 piece(s) 4 x 8 HF No.2 Gverall Length: 9 1' 8' 6' 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) 809 @ 2" 4961 (3.50") Passed (16%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 650 @ 10 3/4" 2538 Passed (26%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1705 @ 4' 6 1/2" 2823 Passed (60%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.125 @ 4' 6 1/2" 0.292 Passed (L/838) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.163 @ 4' 6 1/2" 0.438 Passed (L/646) 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. • Applicable calculations are based on NDS. Bearing Length Supports Available Required Loads to Supports (Ibs) Accessories Dead Floor Live Factored 1 - Stud wall - HF 3.50" 3.50" 1.50" 186 623 809 Blocking 2 - Stud wall - HF 3.50" 3.50" 1.50" 186 623 809 Blocking • 1:51ocKing Panels are assumea to carry no loaas appllea alrectly aoove mem ana me Lull loaa Is appllea to me memoer Deing aeslgnea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 9' 1" o/c Bottom Edge (Lu) 9' 1" 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 9' 1" N/A 6.4 1 - Uniform (PLF) 0 to 9' 1" (Front) N/A 34.5 137.3 Linked from: UF: Joist #5, Support 1 REGMIVED Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 0 System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser Notes Neyerhaeuser 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 Neyerhaeuser 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 Ind/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to vww.weyerhaeuser.com/woodproducts/document-library. fhe product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Joshua Shin Bykonen Carter Quinn (206) 264-7784 jjs@bcq-se.com 9/8/2022 10:43:44 PM UTC ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0 Weyerhaeuser File Name: Kleven Page 27 / 53 2FORTEWEB" Upper Floor, UF: Beam #11b 1 piece(s) 4 x 8 HF No.2 � ■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) 898 @ 2" 4961 (3.50") Passed (18%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 739 @ 10 3/4" 2538 Passed (29%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2117 @ 5' 1/2" 2823 Passed (75%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.193 @ 5' 1/2" 0.325 Passed (L/606) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.251 @ T 1/2" 0.488 Passed (L/467) 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. • Applicable calculations are based on NDS. Bearing Length Supports Available Required Loads to Supports (Ibs) Accessories Dead Floor Live Factored 1 - Stud wall - HF 3.50" 3.50" 1.50" 206 692 898 Blocking 2 - Stud wall - HF 3.50" 3.50" 1.50" 206 692 898 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) 10' 1" o/c Bottom Edge (Lu) 10' 1" 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 10' 1" N/A 6.4 1 - Uniform (PLF) 0 to 10' 1" (Front) N/A 34.5 137.3 Linked from: UF: Joist #5, Support 1 REGMIVED Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT System : Floor Member Type : Drop Beam 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Joshua Shin Bykonen Carter Quinn (206) 264-7784 jjs@bcq-se.com 9/8/2022 10:43:44 PM UTC ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0 Weyerhaeuser File Name: Kleven Page 28 / 53 2FORTEWEB" PF 0 Upper Floor, UF: Beam #12a 1 piece(s) 4 x 8 HF No.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) 1612 @ 7' 8 1/4" 4961 (3.50") Passed (32%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 740 @ 6' 11 1/4" 2538 Passed (29%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) -1531 @ 78 1/4" 2823 Passed (54%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.207 @ 11' 10" 0.276 Passed (2L/480) 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.233 @ 11' 10" 0.415 Passed (2L/426) 1.0 D + 1.0 L (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL (2L/360) and TL (2L/240). • Right 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. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Stud wall - HF 3.50" 3.50" 1.50" 114 539/-157 653/-43 None 2 - Stud wall - HF 3.50" 3.50" 1 1.50" 370 1242 1612 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the Tull load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 11' 10" o/c Bottom Edge (Lu) 11' 10" 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 11' 10" N/A 6.4 -- 1 - Uniform (PLF) 0 to 11' 10" (Front) N/A 34.5 137.3 Linked from: UF: Joist #5, Support 1 REGMIVED Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 0 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 -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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Joshua Shin Bykonen Carter Quinn (206) 264-7784 jjs@bcq-se.com 9/8/2022 10:43:44 PM UTC ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0 Weyerhaeuser File Name: Kleven Page 30 / 53 Project Title: RECEIVED Engineer: Project ID: Project Descr: Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Steel Beam Project File: Kleven Residence.ec6 LIC# : KW-06015393, Build:20.21.12.16 BYKONEN CARTER QUINN (c) ENERCALC INC 1983-2021 DESCRIPTION: UF: Beam #12d CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method Load Resistance Factor Design Fy : Steel Yield : 50.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.06980) L(0.2798) D(0.06980) L(0.2798) D(0.09230) L(0.2468) D(0.09230) L(0.2468) W6x8.5 Span = 7.0 ft W6x8.5 Span = 4.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : D = 0.09230, L = 0.2468 k/ft, Tributary Width = 1.0 ft, (Upper Floor Joist #4 R1) Uniform Load : D = 0.06980, L = 0.2798 k/ft, Tributary Width = 1.0 ft, (Upper Floor Joist #8 R1) Load for Span Number 2 Uniform Load : D = 0.09230, L = 0.2468 k/ft, Tributary Width = 1.0 ft, (Upper Floor Joist #4 R1) Uniform Load : D = 0.06980, L = 0.2798 k/ft, Tributary Width = 1.0 ft, (Upper Floor Joist #8 R1) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.467 : 1 Maximum Shear Stress Ratio = W6x8.5 Section used for this span 9.366 k-ft Vu : Applied 20.072 k-ft Vn * Phi : Allowable +1.20D+1.60L Load Combination 0.000ft Location of maximum on span Span # 2 Span # where maximum occurs 0.146 in Ratio = 696 -480. Span: 2: L Only -0.006 in Ratio = 13,435 >=480. Span: 2: L Only 0.191 in Ratio = 533 >=360. Span: 2: +D+L -0.008 in Ratio = 10273 -360. Span: 2: +D+L Maximum Forces & Stresses for Load Combinations 0.167 : 1 W6x8.5 4.968 k 29.733 k +1.20D+1.60L 7.000 ft Span # 1 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx +1.40D Dsgn. L = 7.00 ft 1 0.098 0.037 0.55 -2.05 2.05 23.30 20.97 2.65 1.00 1.09 29.73 29.73 Dsgn. L = 4.25 ft 2 0.102 0.032 -2.05 2.05 22.30 20.07 1.00 1.00 0.96 29.73 29.73 +1.20D+1.60L Dsgn. L = 7.00 ft 1 0.447 0.167 2.53 -9.37 9.37 23.30 20.97 2.65 1.00 4.97 29.73 29.73 Dsgn. L = 4.25 ft 2 0.467 0.148 -9.37 9.37 22.30 20.07 1.00 1.00 4.41 29.73 29.73 +1.20D+L Dsgn. L = 7.00 ft 1 0.311 0.116 1.76 -6.51 6.51 23.30 20.97 2.65 1.00 3.45 29.73 29.73 Dsgn. L = 4.25 ft 2 0.324 0.103 -6.51 6.51 22.30 20.07 1.00 1.00 3.06 29.73 29.73 +1.20D Dsgn. L = 7.00 ft 1 0.084 0.031 0.47 -1.76 1.76 23.30 20.97 2.65 1.00 0.93 29.73 29.73 Dsgn. L = 4.25 ft 2 0.088 0.028 -1.76 1.76 22.30 20.07 1.00 1.00 0.83 29.73 29.73 Project Title: RECEIVED Engineer: Project ID: Project Descr: Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Steel Beam Project File: Kleven Residence.ec6 LIC# : KW-06015393, Build:20.21.12.16 BYKONEN CARTER QUINN (c) ENERCALC INC 1983-2021 DESCRIPTION: UF: Beam #12d Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm +0.90D Dsgn. L = 7.00 ft 1 0.063 0.024 0.36 -1.32 1.32 23.30 20.97 2.65 1.00 Dsgn. L = 4.25 ft 2 0.066 0.021 -1.32 1.32 22.30 20.07 1.00 1.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Summary of Shear Values VuMax Vnx Phi*Vnx 0.70 29.73 29.73 0.62 29.73 29.73 Max. "+^ Defl Location in Span +D+L 1 0.0148 2.296 +D+L-0.0082 6.020 +D+L 2 0.1914 4.250 0.0000 6.020 Vertical Reactions Support notation : Far left is #' Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 1.522 6.226 Overall MINimum -0.215 -0.879 D Only 0.358 1.465 +D+L 1.522 6.226 +D+0.750L 1.231 5.036 +0.60D 0.215 0.879 L Only 1.164 4.761 WFORTEWEB 1 0 MEMBER REPORT Upper Floor, UF: Header #13 2 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam@ LVL Gverall Length: 69' 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) 4334 @ 1 1/2" 7613 (3.00") Passed (57%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 4039 @ 10 1/4" 5544 Passed (73%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 5486 @ T 4 1/2" 8182 Passed (67%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.118 @ 3' 4 1/2" 0.217 Passed (L/662) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl.(in) 0.230 @ T 4 1/2" 0.313 Passed (L/339) 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/360) and TL (5/16"). • Allowed moment does not reflect the adjustment for the beam stability factor. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Factored 1 - Trimmer - HF 3.00" 3.00" 1.71" 2136 815 2116 4334 None 2 - Trimmer - H F 3.00" 3.00" 1.71" 2136 815 2116 4334 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 69" o/c Bottom Edge (Lu) 6' 9" 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 6' 9" N/A 7.4 -- -- Linked from: Wall: 1 - Point (lb) 1' 3" N/A 785 919 Header #4, Support 1 Linked from: Wall: 2 - Point (lb) 1' 3" N/A 785 919 Header #4, Support 1 Linked from: Wall: 3 - Point (lb) 5' 6" N/A 785 919 Header #4, Support 1 Linked from: Wall: 4 - Point (lb) 5' 6" N/A 785 - 919 Header #4, Support 1 Linked from: Upper 5 - Uniform (PLF) 0 to 6' 9" N/A 90.8 241.5 - Floor: Joist #3, Support 1 Linked from: Upper 6 - Uniform (PLF) 0 to 6' 9" N/A 69.5 - 82.5 Floor: Joist #14, Support 1 ForteWEB Software Operator Job Notes Joshua Shin Bykonen Carter Quinn (206) 264-7784 jjs@bcq-se.com REGMIVED Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT System: Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD 9/8/2022 10:43:44 PM UTC ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0 Weyerhaeuser File Name: Kleven Page 35 / 53 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 disclaimRy�CtT/11l�s/ C 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 reco �j�y s G 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 ESO33 GZ F20j?-137 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to CITY OF EDMONDS www.weyerhaeuser.com/woodproducts/document-library. DEVELOPMENT SERVICE The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator DEPARTMENT ForteWEB Software operator 9/8/2022 10:43:44 PM UTC ForteWEB 0.4, Engine: V8.2.2.122, Data: V8.1.3.0 Weyerhaeuser File Name: Kleven Page 36 / 53 Job Notes Joshua Shin Bykonen Carter Quinn (206) 264-7784 jjs@bcq-se.com 2FORTEWEB' REGMIVED Upper Floor, UF: Joist #14 1 piece(s) 2 x 6 HF No.2 @ 24" OC Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 4 71 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) 303 @ 2 1/2" 2126 (3.50") Passed (14%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 236 @ 8 11/16" 949 Passed (25%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 438 @ 3' 3 1/2" 921 Passed (48%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.067 @ 3' 3 1/2" 0.325 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.123 @ 3' 3 1/2" 0.433 Passed (L/633) 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. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on Nos. Supports 'Tntal Bearing Length Loads to Supports (Ibs) Accessories Available Required Dead Snow Factored 1 - Beveled Plate - HF 3.50" 3.50" 1.50" 139 165 303 Blocking 2 - Beveled Plate - HF 3.50" 3.50" 1.50" 139 165 303 Blocking • 1:51ocKmg vanels are assumes ro carry no loaas appuea alrecrly aoove mem ano me Tull loaa Is appuea co cne memoer Deing oeslgneo. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 6' 11" o/c Bottom Edge (Lu) 6' 11" o/c -Maximum allowable bracing intervals based on applied load. Vertical Load Location (Side) Spacing Dead (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 6' 7" 24" 20.0 25.0 Roof Loading Member Length : 7' 1 1/8" System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 4/12 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 -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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Joshua Shin Bykonen Carter Quinn (206) 264-7784 jjs@bcq-se.com 9/8/2022 10:43:44 PM UTC ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0 Weyerhaeuser File Name: Kleven Page 37 / 53 WFORTEWEB MEMBER REPORT Upper Floor, UF: Beam #15a 1 piece(s) 2 x 10 HF No.2 Gverall Length: 7 9' 7' 2' I; 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) 603 @ 2" 2126 (3.50") Passed (28%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 437 @ 1' 3/4" 1596 Passed (27%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1069 @ 3' 10 1/2" 1917 Passed (56%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.044 @ 3' 10 1/2" 0.371 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.082 @ 3' 10 1/2" 0.494 Passed (L/999+) 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 NDS. Bearing Length Supports Available Required Loads to Supports (Ibs) Accessories Dead Snow Factored 1 - Column - HF 3.50" 3.50" F 1.50" 283 320 603 Blocking 2 - Column - HF 3.50" 3.50" 1 1.50" 283 320 603 Blocking • 1:51ocKing Panels are assumea to carry no loaas appllea alrectly anove mem ana me Lull loaa Is appllea to me memoer Deing aeslgnea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 7' 9" o/c Bottom Edge (Lu) 7' 9" 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 7' 9" N/A 3.5 Linked from: Upper 1 - Uniform (PLF) 0 to 7' 9" (Front) N/A 69.5 82.5 Floor: Joist #14, Support 1 REGMIVED Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 0 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Joshua Shin Bykonen Carter Quinn (206) 264-7784 jjs@bcq-se.com 9/8/2022 10:43:44 PM UTC ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0 Weyerhaeuser File Name: Kleven Page 38 / 53 2FORTEWEB" Upper Floor, UF: Beam #15b 1 piece(s) 4 x 10 HF No.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) 2166 @ 10' 5 1/4" 4961 (3.50") Passed (44%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 995 @ 9' 6 1/4" 3723 Passed (27%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) -3277 @ 10' 5 1/4" 4879 Passed (67%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.244 @ 16' 10" 0.640 Passed (2L/630) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.408 @ 16' 10" 0.853 Passed (2L/376) 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Overhang deflection criteria: ILL (2L/240) and TL (2L/180). • Right 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. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Factored 1 - Column - HF 3.50" 3.50" 1.50" 257 355 613 Blocking 2 - Column - HF 3.50" 3.50" 1.53" 1051 1116 2166 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the Tull load is applied to the member being designed. 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) Comments 0 - Self Weight (PLF) 0 to 16' 10" N/A 8.2 Linked from: Upper 1 - Uniform (PLF) 0 to 16' 10" (Front) N/A 69.5 82.5 Floor: Joist #14, Support 1 REGMIVED Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 0 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Joshua Shin Bykonen Carter Quinn (206) 264-7784 jjs@bcq-se.com 9/8/2022 10:43:44 PM UTC ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0 Weyerhaeuser File Name: Kleven Page 39 / 53 Project Title: RECEIVED Engineer: Project ID: Project Descr: Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Steel Column Project File: Kleven Residence.ec6 LIC# : KW-06015393, Build:20.21.12.16 BYKONEN CARTER QUINN (c) ENERCALC INC 1983-2021 DESCRIPTION: Upper Floor Post 16a Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Steel Section Name : HSS3-1/2x3-1/2x3/8 Overall Column Height 8.50 ft Analysis Method : Load Resistance Factor Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Brace condition for deflection (buckling) along columns Fy : Steel Yield 36.0 ksi X-X (width) axis : E : Elastic Bending Modulus 29,000.0 ksi Fully braced against buckling ABOUT Y-Y Axis Y-Y (depth) axis : Fully braced against buckling ABOUT X-X Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 124.486 Ibs * Dead Load Factor AXIAL LOADS ... Axial Load at 8.50 ft, D = 0.5063, L = 1.350 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.02201 : 1 Maximum Load Reactions. . Load Combination +1.20D+1.60L Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are ... Top along Y-Y 0.0 k Pu 2.917 k Bottom along Y-Y 0.0 k 0.9' Pn 132.516 k Mu-x 0.0 k-ft Maximum Load Deflections ... 0.9 * Mn-x : 12.663 k-ft Along Y-Y 0.0 in at 0.0ft above base for load combination Mu-y 0.0 k-ft 0.9 * Mn-y : 12.663 k-ft Along X-X 0.0 in at 0.0ft above base for load combination PASS Maximum Shear Stress Ratil 0.0 : 1 Load Combination 0.0 Location of max.above base 0.0 ft At maximum location values are ... Vu : Applied 0.0 k Vn ' Phi : Allowable 0.0 k Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Cbx Cby KxLx/Ry KyLy/Rx Stress Ratio Status Location +1.40D 0.007 PASS 0.00 ft 1.00 1.00 0.00 0.00 0.000 PASS 0.00 ft +1.20D+1.60L 0.022 PASS 0.00 ft 1.00 1.00 0.00 0.00 0.000 PASS 0.00 ft +1.20D+L 0.016 PASS 0.00 ft 1.00 1.00 0.00 0.00 0.000 PASS 0.00 ft +1.20D 0.006 PASS 0.00 ft 1.00 1.00 0.00 0.00 0.000 PASS 0.00 ft +0.90D 0.004 PASS 0.00 ft 1.00 1.00 0.00 0.00 0.000 PASS 0.00 ft Maximum Reactions Note: Only non -zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top D Only 0.631 +D+L 1.981 +D+0.750L 1.643 +0.60D 0.378 L Only 1.350 Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 1.981 Steel Column LIC# : KW-06015393, Build:20.21.12.16 DESCRIPTION: Upper Floor Post 16a Extreme Reactions Project Title: Engineer: Project ID: Project Descr: BYKONEN CARTER QUINN RECEIVED Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Project File: Kleven Residence.ec6 (c) ENERCALC INC 1983-2021 Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top " Minimum 0.378 Reaction, X-X Axis Base Maximum 0.631 " Minimum 0.631 Reaction, Y-Y Axis Base Maximum 0.631 " Minimum 0.631 Reaction, X-X Axis Top Maximum 0.631 " Minimum 0.631 Reaction, Y-Y Axis Top Maximum 0.631 " Minimum 0.631 Moment, X-X Axis Base Maximum 0.631 " Minimum 0.631 Moment, Y-Y Axis Base Maximum 0.631 " Minimum 0.631 Moment, X-X Axis Top Maximum 0.631 " Minimum 0.631 Moment, Y-Y Axis Top Maximum 0.631 " Minimum 0.631 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000 in 0.000 ft +D+L 0.0000 in 0.000 ft +D+0.750L 0.0000 in 0.000 ft +0.60D 0.0000 in 0.000 ft L Only 0.0000 in 0.000 ft Steel Section Properties : HSS3-1/2x3-1/2x3/8 Depth = 3.500 in I xx = Design Thick = 0.349 in S xx = Width = 3.500 in R xx = Wall Thick = 0.375 in Zx = Area = 4.090 inA2 1 yy = Weight = 14.645 plf S yy = R yy = Ycg = 0.000 in 0.000 in 0.000 ft 0.000 in 0.000 ft 0.000 in 0.000 ft 0.000 in 0.000 ft 0.000 in 0.000 ft 6.49 inA4 J 3.71 inA3 1.260 in 4.690 inA3 6.490 inA4 C 3.710 inA3 1.260 in = 11.200 inA4 = 6.770 inA3 Steel Column LIC# : KW-06015393, Build:20.21.12.16 DESCRIPTION: Upper Floor Post 16a Sketches �_ ) UJ M WI Project Title: Engineer: Project ID: Project Descr: BYKONEN CARTER QUINN 1 958k RECEIVED Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Project File: Kleven Residence.ec6 (c) ENERCALC INC 1983-2021 �1' Project Title: RECEIVED Engineer: Project ID: Project Descr: Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Steel Column Project File: Kleven Residence.ec6 LIC# : KW-06015393, Build:20.21.12.16 BYKONEN CARTER QUINN (c) ENERCALC INC 1983-2021 DESCRIPTION: Upper Floor Post 16b Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Steel Section Name : HSS3-1/2x3-1/2x3/8 Overall Column Height 15.750 ft Analysis Method : Load Resistance Factor Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Brace condition for deflection (buckling) along columns Fy : Steel Yield 36.0 ksi X-X (width) axis : E : Elastic Bending Modulus 29,000.0 ksi Fully braced against buckling ABOUT Y-Y Axis Y-Y (depth) axis : Fully braced against buckling ABOUT X-X Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 230.665 Ibs Dead Load Factor AXIAL LOADS ... Axial Load at 15.750 ft, D = 0.5063, L = 1.350 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.02297 : 1 Maximum Load Reactions. . Load Combination +1.20D+1.60L Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are ... Top along Y-Y 0.0 k Pu 3.044 k Bottom along Y-Y 0.0 k 0.9' Pn 132.516 k Mu-x 0.0 k-ft Maximum Load Deflections ... 0.9' Mn-x : 12.663 k-ft Along Y-Y 0.0 in at 0.0ft above base for load combination Mu-y 0.0 k-ft 0.9 * Mn-y : 12.663 k-ft Along X-X 0.0 in at 0.0ft above base for load combination PASS Maximum Shear Stress Ratio 0.0 : 1 Load Combination 0.0 Location of max.above base 0.0 ft At maximum location values are ... Vu : Applied 0.0 k Vn " Phi : Allowable 0.0 k Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Cbx Cby KxLx/Ry KyLy/Rx Stress Ratio Status Location +1.40D 0.008 PASS 0.00 ft 1.00 1.00 0.00 0.00 0.000 PASS 0.00 ft +1.20D+1.60L 0.023 PASS 0.00 ft 1.00 1.00 0.00 0.00 0.000 PASS 0.00 ft +1.20D+L 0.017 PASS 0.00 ft 1.00 1.00 0.00 0.00 0.000 PASS 0.00 ft +1.20D 0.007 PASS 0.00 ft 1.00 1.00 0.00 0.00 0.000 PASS 0.00 ft +0.90D 0.005 PASS 0.00 ft 1.00 1.00 0.00 0.00 0.000 PASS 0.00 ft Maximum Reactions Note: Only non -zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top D Only 0.737 +D+L 2.087 +D+0.750L 1.749 +0.60D 0.442 L Only 1.350 Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 2.087 Project Title: RECEIVED Engineer: Project ID: Project Descr: Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Steel Column Project File: Kleven Residence.ec6 LIC# : KW-06015393, Build:20.21.12.16 BYKONEN CARTER QUINN (c) ENERCALC INC 1983-2021 DESCRIPTION: Upper Floor Post 16b Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top " Minimum 0.442 Reaction, X-X Axis Base Maximum 0.737 " Minimum 0.737 Reaction, Y-Y Axis Base Maximum 0.737 " Minimum 0.737 Reaction, X-X Axis Top Maximum 0.737 " Minimum 0.737 Reaction, Y-Y Axis Top Maximum 0.737 " Minimum 0.737 Moment, X-X Axis Base Maximum 0.737 " Minimum 0.737 Moment, Y-Y Axis Base Maximum 0.737 " Minimum 0.737 Moment, X-X Axis Top Maximum 0.737 " Minimum 0.737 Moment, Y-Y Axis Top Maximum 0.737 " Minimum 0.737 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : HSS3-1/2x3-1/2x3/8 Depth = 3.500 in I xx = 6.49 in14 J = 11.200 in14 Design Thick = 0.349 in S xx = 3.71 in13 Width = 3.500 in R xx = 1.260 in Wall Thick = 0.375 in Zx = 4.690 inA3 Area = 4.090 inA2 1 yy = 6.490 inA4 C = 6.770 inA3 Weight = 14.645 plf S yy = 3.710 inA3 R yy = 1.260 in Ycg = 0.000 in Project Title: RECEIVED Engineer: Project ID: Project Descr: Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Steel Column Project File: Kleven Residence.ec6 LIC# : KW-06015393, Build:20.21.12.16 BYKONEN CARTER QUINN (c) ENERCALC INC 1983-2021 DESCRIPTION: Upper Floor Post 16b Sketches �_ 0 UJ M WI +v I, 1.888k RECEIVED Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 11c 11d 11d 11d Main level WFORTEWEB EB P T Main Floor, IMF: Joist #5 1 piece(s) 2 x 8 HF No.2 @ 16" O srerall Length:: -- ad 8' 9' 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) 467 @ 2 1/2" 2126 (3.50") Passed (22%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 377 @ 10 3/4" 1088 Passed (35%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 994 @ 4' 8" 1284 Passed (77%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.184 @ 4' 8" 0.297 Passed (L/582) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.230 @ 4' 8" 0.446 Passed (L/466) 1.0 D + 1.0 L (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 Factored 1 - Stud wall - HF 3.50" 3.50" 1.50" 93 373 467 Blocking 2 - Stud wall - HF 3.50" 3.50" 1.50" 93 373 467 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) 7' 4" o/c Bottom Edge (Lu) 9' 4" o/c -Maximum allowable bracing intervals based on applied load. Vertical Load Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 9' 4" 16" 15.0 60.0 Deck Loading REGMIVED Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Joshua Shin Bykonen Carter Quinn (206) 264-7784 jjs@bcq-se.com 9/8/2022 10:43:44 PM UTC ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0 Weyerhaeuser File Name: Kleven Page 40 / 53 2FORTEWEB" Main Floor, MF: Joist #6 1 piece(s) 2 x 12 HIP No.2 @ 16" OC ■o F 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) 229 @ 2 1/2" 2126 (3.50") Passed (11%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 106 @ 1' 2 3/4" 1688 Passed (6%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 217 @ 2' 3 1/2" 2577 Passed (8%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.002 @ 2' 3 1/2" 0.139 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.003 @ 2' 3 1/2" 0.208 Passed (L/999+) 1.0 D + 1.0 L (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 Factored 1 - Stud wall - HF 3.50" 3.50" 1.50" 46 183 229 Blocking 2 - Stud wall - HF 3.50" 3.50" 1.50" 46 183 229 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) 4' 7" o/c Bottom Edge (Lu) 4' 7" o/c -Maximum allowable bracing intervals based on applied load. Vertical Load Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 4' 7" 16" 15.0 60.0 Deck Loading REGMIVED Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Joshua Shin Bykonen Carter Quinn (206) 264-7784 jjs@bcq-se.com 9/8/2022 10:43:44 PM UTC ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0 Weyerhaeuser File Name: Kleven Page 41 / 53 WFORTEWEB 0 MEMBER REPORT Main Floor, UF: Beam #9 1 piece(s) 8 3/4" x 10 1/2" 24F-V4 DF Glulam Overall Length: 258 1/2' 0 Ld Id 0 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) [Group] Member Reaction (Ibs) 12674 @ 6' 8 1/4" 19906 (3.50") Passed (64%) 1.0 D + 1.0 L (Adj Spans) [1] Shear (Ibs) 3077 @ 18' 1/2" 16231 Passed (19%) 1.00 1.0 D + 1.0 L (Adj Spans) [1] Pos Moment (Ft-Ibs) 4496 @ 21' 11 5/16" 32156 Passed (14%) 1.00 1.0 D + 1.0 L (Alt Spans) [1] Neg Moment (Ft-Ibs) -5301 @ IT 1/4" 24787 Passed (21%) 1.00 1.0 D + 1.0 L (Adj Spans) [1] Live Load Defl. (in) 0.025 @ 21' 6 9/16" 0.284 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) [1] Total Load Defl. (in) 0.034 @ 21' 6 7/8" 0.426 Passed (L/999+) 1.0 D + 1.0 L (Alt Spans) [1] • 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' 2 7/16". • Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 4' 2 3/4". • 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 Floor Live Factored 1 - Column - HF 3.50" 3.50" 1.50" 568 1462/-111 2030 Blocking 2 - Column - HF 3.50" 3.50" 2.23" 3593 9080 12674 Blocking 3 - Column - HF 3.50" 3.50" 1.50" 630 2940/-48 3570 Blocking 4 - Column - HF 3.50" 3.50" 1.66" 2680 6765 9444 Blocking 5 - Column - HF 3.50" 1 3.50" 1 1.50" 1 753 1 1860/-68 1 2613 1 Blocking • oiocKing raneis are assumea to carry no ioaas appuea airecay aoove mem ano me tuu ioaa is appuea to me memoer oeing oesigneo. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 259" o/c Bottom Edge (Lu) 25' 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 25' 8 1/2" N/A 22.3 Linked from: Upper 1 - Uniform (PLF) 0 to 25' 8 1/2" (Front) N/A 79.5 211.5 Floor: Joist #1, Support 1 Linked from: Upper 2 - Uniform (PLF) 0 to 25' 8 1/2" (Front) N/A 103.5 276.8 Floor: Joist #2, Support 1 Linked from: UF: 3 - Point (lb) 17' 3" (Front) N/A 833 2205/-98 Beam #9, Support 3 Linked from: UF: 4 - Point (lb) 6' 9" (Front) N/A 2112 5339 Beam #9, Support 2 ForteWEB Software Operator Job Notes Joshua Shin Bykonen Carter Quinn (206) 264-7784 jjs@bcq-se.com REGMIVED Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 0 System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD 9/8/2022 10:43:44 PM UTC ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0 Weyerhaeuser File Name: Kleven Page 42 / 53 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 disclaimRy�CtT/11l�s/ C 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 reco �j�y s G 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 ESO33 GZ F20j?-137 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to CITY OF EDMONDS www.weyerhaeuser.com/woodproducts/document-library. DEVELOPMENT SERVICE The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator DEPARTMENT ForteWEB Software operator 9/8/2022 10:43:44 PM UTC ForteWEB 0.4, Engine: V8.2.2.122, Data: V8.1.3.0 Weyerhaeuser File Name: Kleven Page 43 / 53 Job Notes Joshua Shin Bykonen Carter Quinn (206) 264-7784 jjs@bcq-se.com W FORTE YY Eo MEMBER REPORT Main Floor, MF: Beam #10 1 piece(s) 5 1/8" x 12" 24F-V4 DF Glulam Support 2 failed reaction check due to insufficient bearing capacity. An excessive uplift of -1016 Ibs at support located at 25' 11 1/2" failed this product. Overall Length: 26' 1 112" i 16 6" 4 L ❑1 ❑2 03 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) 20273 @ 17' 1 1/4" 18322 (5.50") Failed (111%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 6024 @ 15' 10 1/2" 10865 Passed (55%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 16755 @ 7' 2 7/8" 24600 Passed (68%) 1.00 1.0 D + 1.0 L (Alt Spans) Neg Moment (Ft-Ibs) -18289 @ 17' 1 1/4" 18963 Passed (96%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.408 @ 8' 3/16" 0.562 Passed (L/495) 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.559 @ 7' 11 5/8" 0.843 Passed (L/362) 1.0 D + 1.0 L (Alt Spans) • Deflection criteria: ILL (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 = 13' 11 11/16". • Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 9' 2 3/16". • 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 Floor Live Factored 1 - Column - HF 4.50" 4.50" 1.50" 1405 3562/-98 4967 Blocking 2 - Column - HF 5.50" 5.50" 6.09" 5850 14423 20273 Blocking 3 - Column - HF 3.50" 3.50" 1.50" 268 1935/-1284 2203/ 1016 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) 26' 2" o/c Bottom Edge (Lu) 26' 2" 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 26' 1 1/2" N/A 14.9 -- Linked from: Upper 1 - Uniform (PLF) 0 to 25' 10 1/2" (Front) N/A 90.8 241.5 Floor: Joist #3, Support 1 Linked from: Upper 2 - Uniform (PLF) 0 to 25' 10 1/2" (Front) N/A 92.3 246.8 Floor: Joist #4, Support 1 Linked from: UF: 3 - Point (lb) 17' (Front) N/A 2397 5905 Beam #10, Support 2 ForteWEB Software Operator Job Notes Joshua Shin Bykonen Carter Quinn (206) 264-7784 jjs@bcq-se.com RE691VED Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD 9/8/2022 10:43:44 PM UTC ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0 Weyerhaeuser File Name: Kleven Page 44 / 53 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 disclaimRy�CtT/11l�s/ C 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 reco �j�y s G 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 ESO33 GZ F20j?-137 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to CITY OF EDMONDS www.weyerhaeuser.com/woodproducts/document-library. DEVELOPMENT SERVICE The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator DEPARTMENT ForteWEB Software operator 9/8/2022 10:43:44 PM UTC ForteWEB 0.4, Engine: V8.2.2.122, Data: V8.1.3.0 Weyerhaeuser File Name: Kleven Page 45 / 53 Job Notes Joshua Shin Bykonen Carter Quinn (206) 264-7784 jjs@bcq-se.com 2FORTEWEB" ■ I Main Floor, MF: Beam #lla 1 piece(s) 4 x 10 HF No.2 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) 1580 @ 2" 4961 (3.50") Passed (32%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1200 @ 1' 3/4" 3238 Passed (37%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 3230 @ 4' 5" 4242 Passed (76%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.109 @ 4' 5" 0.283 Passed (L/932) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.140 @ 4' 5" 0.425 Passed (L/729) 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. • Applicable calculations are based on NDS. Bearing Length Supports Available Required Loads to Supports (Ibs) Accessories Dead Floor Live Factored 1 - Column - HF 3.50" 3.50" 1.50" 344 1236 1580 Blocking 2 - Column - HF 3.50" 3.50" 1.50" 344 1236 1580 Blocking • blocking Panels are assumea to carry no loaas appllea alrectly aoove mem ana me Tull loaa Is appllea to me memoer Deing aeslgnea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 8' 10" o/c Bottom Edge (Lu) 8' 10" 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 8' 10" N/A 8.2 1 - Uniform (PLF) 0 to 8' 10" (Front) N/A 69.8 279.8 Linked from: MF: Joist #5, Support 1 REGMIVED Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 0 System : Floor Member Type : Drop Beam 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Joshua Shin Bykonen Carter Quinn (206) 264-7784 jjs@bcq-se.com 9/8/2022 10:43:44 PM UTC ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0 Weyerhaeuser File Name: Kleven Page 46 / 53 2FORTEWEB" Main Floor, MF: Beam #11b 1 piece(s) 4 x 12 HF No.2 FBI 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) 2346 @ 2" 4961 (3.50") Passed (47%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1693 @ 1' 2 3/4" 3938 Passed (43%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 4798 @ 4' 5" 5752 Passed (83%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.091 @ 4' 5" 0.283 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.116 @ 4' 5" 0.425 Passed (L/883) 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. • Applicable calculations are based on NDS. Bearing Length Supports Available Required Loads to Supports (Ibs) Accessories Dead Floor Live Factored 1 - Column - HF 3.50" 3.50" 1.66" 504 1842 2346 Blocking 2 - Column - HF 3.50" 3.50" 1.66" 504 1842 2346 Blocking • 1:51ocKing Panels are assumea to carry no loads appllea alrectly aoove mem ana me tull loaa Is appllea to me memoer Deing aeslgnea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 8' 10" o/c Bottom Edge (Lu) 8' 10" 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 8' 10" N/A 10.0 1 - Uniform (PLF) 0 to 8' 10" (Front) N/A 69.8 279.8 Linked from: MF: Joist #5, Support 1 2 - Uniform (PLF) 0 to 8' 10" (Front) N/A 34.5 137.3 Linked from: Joist #6, Support 1 Support REGMIVED Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 0 System : Floor Member Type : Drop Beam 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Joshua Shin Bykonen Carter Quinn (206) 264-7784 jjs@bcq-se.com 9/8/2022 10:43:44 PM UTC ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0 Weyerhaeuser File Name: Kleven Page 47 / 53 W FORTE YY Eo MEMBER REPORT REG� �D Main Floor, MF: Beam #11c 1 piece(s) 4 x 8 HF No.2 Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT overall Length: 8' 10" 8' 3' 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) 844 @ 8' 8" 4961 (3.50") Passed (17%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 684 @ 7' 11 1/4" 2538 Passed (27%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1861 @ 4' 1 3/16" 2823 Passed (66%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.124 @ 4' 5 7/16" 0.283 Passed (L/824) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 1 0.160 @ 4' 5 7/16" 0.425 Passed (L/637) 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. • Applicable calculations are based on NDS. Bearing Length Supports Available Required Loads to Supports (Ibs) Accessories Dead Floor Live Factored 1 - Column - HF 3.50" 3.50" 1.50" 164 543 707 Blocking 2 - Column - HF 3.50" 3.50" 1.50" 192 652 844 Blocking • 1:51ocKing Panels are assumea to carry no loaas appllea alrectly aoove mem ana me Lull loaa Is appllea to me memoer Deing aeslgnea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 8' 10" o/c Bottom Edge (Lu) 8' 10" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads ' Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 0 to 8' 10" N/A 6.4 1 - Uniform (PLF) 4' to 8' 10" (Front) N/A 34.5 137.3 Linked from: MF: Joist #6, Support 1 2 - Uniform (PSF) 0 to 4' (Front) 1' 4" 15.0 60.0 Deck Loading 3 - Point (lb) 4' (Front) N/A 53 211 Deck Loading 0 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Joshua Shin Bykonen Carter Quinn (206) 264-7784 jjs@bcq-se.com 9/8/2022 10:43:44 PM UTC ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0 Weyerhaeuser File Name: Kleven Page 48 / 53 2FORTEWEB" Main Floor, MF: Beam #11c 1 piece(s) 4 x 8 HF No.2 � ■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) 898 @ 2" 4961 (3.50") Passed (18%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 739 @ 10 3/4" 2538 Passed (29%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2117 @ 5' 1/2" 2823 Passed (75%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.193 @ 5' 1/2" 0.325 Passed (L/606) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.251 @ T 1/2" 0.488 Passed (L/467) 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. • Applicable calculations are based on NDS. Bearing Length Supports Available Required Loads to Supports (Ibs) Accessories Dead Floor Live Factored 1 - Column - HF 3.50" 3.50" 1.50" 206 692 898 Blocking 2 - Column - HF 3.50" 3.50" 1.50" 206 692 898 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) 10' 1" o/c Bottom Edge (Lu) 10' 1" 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 10' 1" N/A 6.4 1 - Uniform (PLF) 0 to 10' 1" (Front) N/A 34.5 137.3 Linked from: MF: Joist #6, Support 1 REGMIVED Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT System : Floor Member Type : Drop Beam 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Joshua Shin Bykonen Carter Quinn (206) 264-7784 jjs@bcq-se.com 9/8/2022 10:43:44 PM UTC ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0 Weyerhaeuser File Name: Kleven Page 49 / 53 2FORTEWEB" Main Floor, MF: Beam #Ile 1 piece(s) 4 x 10 HF No.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) 795 @ 2" 4961 (3.50") Passed (16%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 604 @ 1' 3/4" 3238 Passed (19%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1625 @ 4' 5" 4242 Passed (38%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.054 @ 4' 5" 0.283 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.070 @ 4' 5" 0.425 Passed (L/999+) 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. • Applicable calculations are based on NDS. Bearing Length Supports Available Required Loads to Supports (Ibs) Accessories Dead Floor Live Factored 1 - Stud wall - HF 3.50" 3.50" 1.50" 189 606 795 Blocking 2 - Stud wall - HF 3.50" 3.50" 1.50" 189 606 795 Blocking • blocking Panels are assumea to carry no loads appllea alrectly anove mem ana me Tull loaa Is appllea to me memoer Deing aeslgnea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 8' 10" o/c Bottom Edge (Lu) 8' 10" 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 8' 10" N/A 8.2 Linked from: Upper 1 - Uniform (PLF) 0 to 8' 10" (Front) N/A 34.5 137.3 Floor: Joist #5, Support 1 REGMIVED Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 0 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Joshua Shin Bykonen Carter Quinn (206) 264-7784 jjs@bcq-se.com 9/8/2022 10:43:44 PM UTC ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0 Weyerhaeuser File Name: Kleven Page 50 / 53 2FORTEWEB" PF 0 Main Floor, MF: Beam #12a 1 piece(s) 4 x 8 HF No.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) 1612 @ 7' 8 1/4" 4961 (3.50") Passed (32%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 740 @ 6' 11 1/4" 2538 Passed (29%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) -1531 @ 78 1/4" 2823 Passed (54%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.207 @ 11' 10" 0.276 Passed (2L/480) 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.233 @ 11' 10" 0.415 Passed (2L/426) 1.0 D + 1.0 L (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL (2L/360) and TL (2L/240). • Right 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. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Stud wall - HF 3.50" 3.50" 1.50" 114 539/-157 653/-43 None 2 - Stud wall - HF 3.50" 3.50" 1 1.50" 370 1242 1612 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the Tull load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 11' 10" o/c Bottom Edge (Lu) 11' 10" 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 11' 10" N/A 6.4 -- 1 - Uniform (PLF) 0 to 11' 10" (Front) N/A 34.5 137.3 Linked from: MF: Joist #6, Support 1 REGMIVED Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 0 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 -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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Joshua Shin Bykonen Carter Quinn (206) 264-7784 jjs@bcq-se.com 9/8/2022 10:43:44 PM UTC ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0 Weyerhaeuser File Name: Kleven Page 51 / 53 Project Title: RECEIVED Engineer: Project ID: Project Descr: Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Steel Beam Project File: Kleven Residence.ec6 LIC# : KW-06015393, Build:20.21.12.16 BYKONEN CARTER QUINN (c) ENERCALC INC 1983-2021 DESCRIPTION: MF: Header #16 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method Load Resistance Factor Design Fy : Steel Yield : 50.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending W8x35 Span = 18.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.010 ksf, Tributary Width = 21.250 ft, (Wall Weight) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.333 ft, (Residential Loading) Point Load : D = 0.7580, L = 2.356 k @ 10.0 ft, (MF Beam #12d R2) Point Load : D = 0.7580, L = 2.356 k @ 10.0 ft, (UF Beam #12d R2) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.431 : 1 Maximum Shear Stress Ratio = W8x35 Section used for this span 56.078 k-ft Vu : Applied 130.125 k-ft Vn * Phi : Allowable +1.20D+1.60L Load Combination 9.977ft Location of maximum on span Span # 1 Span # where maximum occurs 0.300 in Ratio = 720 -480. 0.000 in Ratio = 0 <480.0 Span: 1 : L Only 0.535 in Ratio = 404 >=360. Span: 1 : +D+L 0.000 in Ratio = 0 <360.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx +1.40D Cb Rm Dsgn. L = 18.00 ft 1 0.178 0.054 22.44 22.44 140.15 126.13 1.22 1.00 +1.20D+1.60L Dsgn. L = 18.00 ft 1 0.431 0.112 56.08 56.08 144.58 130.13 1.29 1.00 +1.20D+L Dsgn. L = 18.00 ft 1 0.325 0.088 42.26 42.26 144.58 130.13 1.28 1.00 +1.20D Dsgn. L = 18.00 ft 1 0.152 0.047 19.23 19.23 140.15 126.13 1.22 1.00 +0.90D Dsgn. L = 18.00 ft 1 0.114 0.035 14.42 14.42 140.15 126.13 1.22 1.00 0.112 : 1 W8x35 8.478 k 75.516 k +1.20D+1.60L 18.000 ft Span # 1 Summary of Shear Values VuMax Vnx Phi*Vnx 4.11 75.52 75.52 8.48 75.52 75.52 6.62 75.52 75.52 3.52 75.52 75.52 2.64 75.52 75.52 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination +D+L 1 0.5347 9.257 Max. "+" Defl Location in Span 0.0000 0.000 Project Title: RECEIVED Engineer: Project ID: Project Descr: Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Steel Beam Project File: Kleven Residence.ec6 LIC# : KW-06015393, Build:20.21.12.16 BYKONEN CARTER QUINN (c) ENERCALC INC 1983-2021 DESCRIPTION: MF: Header #16 Vertical Reactions Load Combination Support 1 Support 2 Overall MAXimum 5.340 6.032 Overall MINimum -1.660 -1.761 D Only 2.766 2.935 +D+L 5.340 6.032 +D+0.750L 4.697 5.258 +0.60D 1.660 1.761 L Only 2.574 3.098 Support notation : Far left is #, Values in KIPS 2FORTEWEB" Main Floor, MF: Beam #17. 1 piece(s) 4 x 8 HF No.2 � ■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) 1010 @ 2" 4961 (3.50") Passed (20%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 850 @ 10 3/4" 2538 Passed (33%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2695 @ 5' 8" 2823 Passed (95%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.313 @ 5' 8" 0.367 Passed (L/422) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.406 @ 5' 8" 0.550 Passed (L/325) 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. • Applicable calculations are based on NDS. Bearing Length Supports Available Required Loads to Supports (Ibs) Accessories Dead Floor Live Factored 1 - Stud wall - HF 3.50" 3.50" 1.50" 232 778 1010 Blocking 2 - Stud wall - HF 3.50" 3.50" 1.50" 232 778 1010 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) 11' 4" o/c Bottom Edge (Lu) 11' 4" 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 11' 4" N/A 6.4 1 - Uniform (PLF) 0 to 11' 4" (Front) N/A 34.5 137.3 Linked from: MF: Joist #6, Support 1 REGMIVED Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT System : Floor Member Type : Drop Beam 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Joshua Shin Bykonen Carter Quinn (206) 264-7784 jjs@bcq-se.com 9/8/2022 10:43:44 PM UTC ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0 Weyerhaeuser File Name: Kleven Page 53 / 53 8/17/22, 1:19 PM ATC Hazards by Location A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 6 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why.. ATCHazards by Location Search Information Address: 734 Fir St, Edmonds, WA 98020, USA Coordinates: 47.8012259,-122.370346 Elevation: 239 ft Ti mestam p: 2022-08-17T20:19:06.543Z Hazard Type: Seismic Reference Document: ASCE7-16 Risk Category: II Site Class: D-default Basic Parameters Name Value Description Ss 1.281 MCER ground motion (period=0.2s) St 0.45 MCER ground motion (period=1.0s) SMs 1.538 Site -modified spectral acceleration value SMt ' null Site -modified spectral acceleration value SIDS 1.025 Numeric seismic design value at 0.2s SA Sol ' null Numeric seismic design value at 1.0s SA " See Section 11.4.8 Additional Information Marina O Edmonds Beach Park © © 239 ft Edmonds City Park ti t� Woodway Edmonds GoodwillQ RECEIVED Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Blain St ■ Way WinCo Foods® 220th St SW 22C 99 Ranch Market 19 Esperance Ballinger A Map data ©2022 Google Report a map error Name Value Description SDC ` null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv ' null Site amplification factor at 1.0s CRs 0.911 Coefficient of risk (0.2s) CR1 0.896 Coefficient of risk (1.0s) https://hazards.atcouncil.org/#/seismic?lat=47.8012259&ing=-122.370346&address=734 Fir St%2C Edmonds%2C WA 98020%2C USA 8/17/22, 1:19 PM PGA FPGA PGAM TL SsRT SsUH 0.544 1.2 0.653 6 1.281 1.406 SsD 2.074 S1RT 0.45 S1 UH 0.503 S1D 0.832 PGAd 0.731 * See Section 11.4.8 MCEG peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long -period transition period (s) Probabilistic risk -targeted ground motion (0.2s) Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) Factored deterministic acceleration value (0.2s) Probabilistic risk -targeted ground motion (1.0s) Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) Factored deterministic acceleration value (1.0s) Factored deterministic acceleration value (PGA) ATC Hazards by Location RECEIVED Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. https://hazards.atcouncil.org/#/seismic?lat=47.8012259&ing=-122.370346&address=734 Fir St%2C Edmonds%2C WA 98020%2C USA 2/2 8/17/22, 1:18 PM ATC Hazards by Location RECEIVED A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. Apr 07 2023 6 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why.. DEVELOPOF MENT MEND ONDS SERVICes DEPARTMENT 8TC Hazards by Location Search Information Address: 734 Fir St, Edmonds, WA 98020, USA Coordinates: 47.8012259,-122.370346 Elevation: 239 ft Timestam p: 2022-08-17T20:18:14.378Z Hazard Type: Wind ASCE 7-16 MRI 10-Year ASCE 7-10 67 mph MRI 10-Year Q239 ft �Owooq 8.ey Edmonds City Park y WinCo Foods 220th St sw roa Woodway `\ 99 Ranch Market Edmonds Goodwill f Esperance B \\WhirlvBall 0 Map data ©2022 Google, Report a map error ASCE 7-05 72 mph ASCE 7-05 Wind Speed MRI25-Year __ 73 mph MRI25-Year __ 79 mph MRI50-Year 78 mph MRI50-Year __ 85 mph MRI 100-Year 83 mph MRI 100-Year 91 mph Risk Category I 92 mph Risk Category 1 100 mph Risk Category 11 97 mph Risk Category 11 110 mph Risk Category 111 104 mph Risk Category III -IV 115 mph Risk Category IV 108 mph 85 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area — in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. https://hazards.atcouncil.org/#/wind?lat=47.8012259&ing=-l22.370346&address=734 Fir St%2C Edmonds%2C WA 98020%2C USA 1/2 8/17/22, 1:18 PM ATC Hazards by Location IV�FFn While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability forltst!t!ucf�e�nat2r'�fpresented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and appjklil®r/bQNiaeers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience go(*ngW®d@p in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this webs&.qMkUffIfif6rmation from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. https://hazards.atcouncil.org/#/wind?lat=47.8012259&ing=-l22.370346&address=734 Fir St%2C Edmonds%2C WA 98020%2C USA 2/2 Project: Kleven Residence Seismic Seismic Design Parameters Site Class D Risk Category II Table 1.5-1 Importance Factor 1 Table 1.5-2 Ss 1.281 From USGS S1 0.450 Fa 1.200 Table 11.4-1 Fv 1.850 Table 11.4-2 Sms 1.537 Eq.11.4-1 Sm1 0.833 Eq.11.4-2 Sds 1.025 Eq.11.4-3 Sd1 0.555 Eq.11.4-4 R 6.5 Table 12.2-1 CS 0.158 Eq.12.8-2 k 1 12.8.3 p 1.3 Seismic Desien Cateeory D Table 11.6-1 Seismic Weight Areas (ft) Roof 1815 Upper Level 1220 Main Level 1800 -- 0 -- 0 Loads DL-Floor (psf) 15 DL-Roof (psf) 15 DL-Solar (psf) 5 Seismic Base Shear Vultimate (k) 12.9 Eq. 12.8-1 Vallowable (k) 9.0 RECEIVED Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Level Weight (k) Height (ft) WXf.k C'X F. (ult.) F. (allow.) Roof 36.3 24.75 898.4 0.63 8.1 5.6 Upper Level 18.3 17 311.1 0.22 2.8 2.0 Main Level 27 8.25 222.8 0.16 2.0 1.4 -- 0 0 0.0 0.00 0.0 0.0 - 0 0.0 0.00 0.0 0.0 TOTAL 81.6 - 1432.3 1 12.9 9.0 All references are from ASCE 7-15: Minimum Design loads and Associated Criteria for Buildings and Other Structures Wind Project: Kleven Residence Wind Load Parameters Chapter 28- Envelope Procedure Sec. 26.7 Exposure B Risk Category II Table 1.5-1 Mean Roof Height (ft) 24.75 Roof Slope (X/12) 3 Angle 14.0 a (ft) 3 Figure 28.3-1 Note "a" Kd 0.85 Table 26.6-1 K,f 1 V (mph) 97 K, 0.70 Table 26. 10-1 qh (psf) 14.33 Eq. 26.10-1 Minimum Wind Pressure on Walls (psf) 16 Minimum Wind Pressure on Sec. 28.3.4 Building Geometry Level Height (ft) Trib. Height (ft) Load Case A Direction (ft) Load Case B Direction (ft) Plan North/South Plan East/West Above Roof 3.75 3.75 52 28 Roof 8.5 4.25 52 28 Upper Level 8.5 8.5 52 28 Main Level 8.5 8.5 52 28 0 0 0 0 0 0 0 0 Height below Level "Rectangle" Dimension "Pentagram" Dimension GCpf Values Summary (28.3-1) Building Surface Load Case A Load Case B Roof 0.25 Roof Corners 0.44 - Wall 0.85 0.69 Wall Corners 1.28 1.04 Load Case A - Plan North/South RECEIVED Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Level A (ft) F = qh*GCpf*A (k) Total Wind Load (Ultimate, k) Minimum Load (Ultimate, k) Total (allowable, k) Roof - roof 173 0.61 0.75 1.56 0.94 Corners 23 0.14 Roof - walls 196 2.39 2.86 3.54 2.12 Corners 26 0.47 Upper Level 391 4.78 5.71 7.07 4.24 Corners 51 0.94 Main Level 391 4.78 5.71 7.07 4.24 Corners 51 0.94 -- 0 0.00 0.00 0.00 0.00 Corners 0 0.00 -- 0 0.00 0.00 0.00 0.00 Corners 0 0.00 Load Case B - Plan East/West Level A (ft) F = qh*GCpf*A (k) Total Wind Load (Ultimate, k) Minimum Load (Ultimate, k) Total (allowable, k) Roof - roof 83 0.82 0.98 0.75 0.59 Corners 11 0.17 Roof - walls 94 0.92 1.11 1.70 1.02 Corners 13 0.19 Upper Level 187 1.85 2.23 3.40 2.04 Corners 26 0.38 Main Level 187 1.85 2.23 3.40 2.04 Corners 26 0.38 -- 0 0.00 0.00 0.00 0.00 Corners 0 0.00 - 0 0.00 0.00 0.00 0.00 Corners 0 0.00 Wind Loads Summary Plan North/South Plan East/West Level Wind Load (Ultimate, k) Wind Load (Allowable, k) Wind Load (Ultimate, k) Wind Load (Allowable, k) Roof 5.10 3.06 2.68 1.61 Upper Level 7.07 4.24 3.40 2.04 Main Level 7.07 4.24 3.40 2.04 -- 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Shear 1 19.24 11.54 1 9.48 5.69 Level Total Wall Line Seismic Forces (k) Wind Forces (k) Story Heights (ft) Lengths (ft) Roof 34.5 5.25 1.50 7.75 Upper Level 41 7.06 3.39 7.75 Main Level 51.5 8.36 5.28 7.5 0 0 WL-5 RECEIVED Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Max H/W Ratio 2 3.5 ROOF Length (ft) H/W Ratio Increase 1 Force in Wall Elements Dead Loads Seismic Overturning (k) Wind Overturning (k) Seismic Shear (plf) Wind Shear (plf) Wall (lb) Floor (lb) (ASD) (ASD) 19.5 0.40 1.00 152 43 1511 195 0.58 -0.18 15 0.52 1.00 152 43 1163 150 0.72 -0.06 Shear Wall ( SW-1 ( Strap Tie Strap Tie/Holdown Not Required UPPER LEVEL 1 Force in Wall Elements Dead Loads Seismic Overturning (k) Wind Overturning (k) Length (ft) H/W Ratio Increase Seismic Shear (plf) Wind Shear (plf) Wall (lb) Floor (lb) (ASD) (ASD) 22.75 0.34 1.00 172 83 1763 228 0.64 0.04 18.25 0.42 1.00 172 83 1414 183 0.78 0.16 Shear Wall ( SW-1 ( Strap Tie Strap Tie/Holdown Not Required MAIN LEVEL Force in Wall Elements Dead Loads Seismic Overturning (k) Wind Overturning (k) Length (ft) H/W Ratio Increase Seismic Shear (plf) Wind Shear (plf) Wall (lb) Floor (lb) (ASD) (ASD) 51.5 0.15 1.00 162 103 3863 515 -0.31 -0.54 Shear Wall SW-1 Strap Tie Strap Tie/Holdown Not Required Holdown Line 1 Increase per 4.3.4.2 ANSI/AWC SDPWS-2015 2 Per Table 4.3.4 ANSI/AWC SDPWS-2015 W L-N Total Wall Line Level Lengths (ft) Seismic Forces (k) Wind Forces (k) Story Heights (ft) Roof 0 5.25 1.50 7.75 Upper Level 9.5 7.06 3.39 7.75 Main Level 0 8.36 5.28 7.5 0 0 RECEIVED Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Max H/W Ratio Z 3.5 UPPER LEVEL 1 Force in Wall Elements Dead Loads Seismic Overturning (k) Wind Overturning (k) Length (ft) H/W Ratio Increase (p ) (p ) ( ) ( ) ( ) ( Seismic Shear If Wind Shear If Wall (lb) Floor (lb) ASD ASD) 5.5 1.41 1.00 743 357 426 55 5.59 2.62 4 1.94 1.00 743 357 310 40 5.64 2.66 Shear Wall Holdown Line 1 Increase per 4.3.4.2 ANSI/AWC SDPWS-2015 Z Per Table 4.3.4 ANSI/AWC SDPWS-2015 SW-6 Tie MSTC78 Level Total Wall Line Seismic Forces (k) Wind Forces (k) Story Heights (ft) Lengths (ft) Roof 10.75 2.82 1.53 7.75 Upper Level 11.25 3.80 3.65 7.75 Main Level 6 4.50 5.77 7.5 0 0 ` L-E RECEIVED Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Max H/W Ratio Z 3.5 ROOF 1 Length (ft) H/W Ratio Increase Force in Wall Elements Dead Loads Seismic Overturning (k) Wind Overturning (k) Seismic Shear (plf) Wind Shear (plf) Wall (Ila) Floor (Ila) (ASD) (ASD) 6.25 1.24 1.00 263 142 484 63 1.84 0.94 4.5 1.72 1.00 263 142 349 45 1.90 0.98 Shear Wall SW-2 Strap Tie MSTC40 UPPER LEVEL 1 Force in Wall Elements Dead Loads Seismic Overturning (k) Wind Overturning (k) Length (ft) H/W Ratio Increase Seismic Shear (plf) Wind Shear (plf) Wall (Ila) Floor (Ila) (ASD) (ASD) 4.5 1.72 1.00 338 324 349 45 2.48 2.40 3.5 2.21 1.03 347 324 271 35 2.51 2.42 3.25 2.38 1.05 355 324 252 33 2.52 2.43 Shear Wall SW-3 Strap Tie MSTC52 MAIN LEVEL 1 Force in Wall Elements Dead Loads Seismic Overturning (k) Wind Overturning (k) Length (ft) H/W Ratio Increase Seismic Shear (plf) Wind Shear (plf) Wall (Ila) Floor (Ila) (ASD) (ASD) 3 2.50 1.07 801 962 225 30 5.54 7.14 3 2.50 1.07 801 962 225 30 5.54 7.14 Shear Wall ( SW-6 ( Holdown Holdown Line 1 Increase per 4.3.4.2 ANSI/AWC SDPWS-2015 2 Per Table 4.3.4 ANSI/AWC SDPWS-2015 HDU11 w/ (4) 2x Level Total Wall Line Seismic Forces (k) Wind Forces (k) Story Heights (ft) Lengths (ft) Roof 13.75 2.82 1.53 7.75 Upper Level 7 3.80 3.65 7.75 Main Level 11 4.50 5.77 7.5 0 0 ` L RECEIVED Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Max H/W Ratio Z 3.5 ROOF 1 Length (ft) H/W Ratio Increase Force in Wall Elements Dead Loads Seismic Overturning (k) Wind Overturning (k) Seismic Shear (plf) Wind Shear (plf) Wall (Ila) Floor (Ila) (ASD) (ASD) 13.75 0.56 1.00 205 111 1066 138 1.17 0.50 Shear Wall SW-1 Strap Tie MSTC40 UPPER LEVEL 1 Force in Wall Elements Dead Loads Seismic Overturning (k) Wind Overturning (k) Length (ft) H/W Ratio Increase Seismic Shear (plf) Wind Shear (plf) Wall (Ila) Floor (Ila) (ASD) (ASD) 3.5 2.21 1.03 558 521 271 35 4.10 3.95 3.5 2.21 1.03 558 521 271 35 4.10 3.95 Shear Wall SW-4 Strap Tie MSTC66 MAIN LEVEL 1 Force in Wall Elements Dead Loads Seismic Overturning (k) Wind Overturning (k) Length (ft) H/W Ratio Increase Seismic Shear (plf) Wind Shear (plf) Wall (Ila) Floor (Ila) (ASD) (ASD) 11 0.68 1.00 409 525 825 110 2.74 3.65 Shear Wall ( SW-3 ( Holdown Holdown Line 1 Increase per 4.3.4.2 ANSI/AWC SDPWS-2015 2 Per Table 4.3.4 ANSI/AWC SDPWS-2015 HDU5 w/ (2) 2x SW Schedule RECEIVED Apr 07 2023 1 Attachment to Nailing to wood CITY OF EDMOI AVBIDX.,ftT SE IDS RvIZ4pacity (plf, Capacity (plf, Mark Sheathing Blocking Panel Nailing 3 top plate LSL Rim Joists 5 below DEPARTMF�J concrete below Seismic) wind) SW 1 15/32" APA Sheathing Yes 8d @ 6" oc CLIP @ 24"oc 2x/13/4" LSL 16d @ 6"oc 5/8" @ 48"oc 240 336 SW 2 15/32" APA Sheathing Yes 8d @ 4" oc 1 CLIP @ 20"oc 2x/13/4" LSL 16d @ 4%"oc 5/8" @ 48"oc 355 497 SW 3 15/32" APA Sheathing Yes 8d @ 3" oc 1 CLIP @ 16"oc 2x/13/4" LSL 16d @ 3Y2"oc 5/8" @ 36"oc 455 637 1 (2) Rows 16d @ SW 4 15/32" APA Sheathing Yes 8d @ 2" oc CLIP @ 12"oc 4x/31/2" LSL ' 4 5/8„ @ 24"oc 595 833 5Y2oc SW 5 15/32" APA Sheathing Yes z 8d @ 4' CLIP @ 9"oc 4x/31/z" LSL (2) Rows 16d @ 4 5/8" @ 24,OC7 705 987 each side 4/oc ' SW 6 15/32" APA Sheathing Yes 8d @ 3" oc 1 CLIP @ 8"oC 4x/3'/z" LSL (2) Rows 16d @ 4 5/8" @ 18"oc7 910 1274 each side 3Y"oc 1 Nails shall be 8d box. Nailing applies to all panel edges (block all unsupported panel edges), top & bottom plates and blocking. Nail to intermediate framing members w/ 8d @ 12"oc. (Note: where stud spacing is 24"oc, nail to intermediate framing members with 8d@6"oc) 2 Framing at adjoining panel edges shall be 3-inch nominal or wider and nails shall be staggered. 3 Clip shall be either A35, LTP4 4 Rows must be offset at least 1/2" and staggered. 5 Nails shall be 16d box (0.1350x3Y2") or 10d common (0.14800%") Screws shall be Simpson SDS25500 (1/4" Ox5"min) 6 Provide 3"x3"x0.229" plate washer at all anchor bolts. Anchor bolts shall be positioned such that plate edge of plate washer is with 1/2" of the edge of the bottom plate. (Plate washers may be diagonally slotted with a width of up to 13/16" and a length not to exceed 13/4") Alternate plate washers to provide 1/2" dimension on each side of the shearwall RECEIVED Company Bykonen Carter Quinn Apr 07 2023 9/8/2022 11RISA Designer JJS 4:08:52 PM CITY OF EDMONDS Job Number : DEVELOPMENT SERVICES Checked By ANEMETSCHEK COMPANY Model Name DEPARTMENT Node Coordinates I nhel X rftl Y rftl Z rftl Detach From Dianhranm 1 N1 0 0 0 2 N2 0 8.5 0 3 N3 0 11.25 0 4 N4 0 23.75 0 5 N5 22.75 0 0 6 N6 22.75 8.5 0 71 N7 22.75 1 11.25 0 81 N8 22.75 1 23.75 0 Node Boundary Conditions Node Label X rk/inl Y rk/inl Z rk/inl Y Rot rk-ft/radl 1 N3 Reaction 2 N2 Reaction 3 N4 Reaction 4 N6 Reaction 5 N7 Reaction 6 N8 Reaction 71 N5 Reaction Reaction Reaction Reaction 81 N 1 Reaction Reaction Reaction Reaction Hot Rolled Steel Properties Label E rksil G rksil Nu Therm. Coeff. rle"F-11 Density rk/ft31 Yield rksil Rv Fu rksil Rt 1 A992 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1 2 A36 Gr.36 29000 11154 0.3 0.65 0.49 36 1.5 58 1.2 3 A572 Gr.50 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1 4 A500 Gr.B RIND 29000 11154 0.3 0.65 0.527 42 1.4 58 1.3 5 A500 Gr.B RECT 29000 11154 0.3 0.65 0.527 46 1.4 58 1.3 6 A500 Gr.0 RIND 29000 11154 0.3 0.65 0.527 46 1.4 62 1.3 7 A500 Gr.0 RECT 29000 11154 0.3 0.65 0.527 50 1.4 62 1.3 8 A53 Gr.B 29000 11154 0.3 0.65 0.49 35 1.6 60 1.2 191 Al085 1 29000 1 11154 1 0.3 1 0.65 0.49 1 50 1 1.4 65 1 1.3 1101 A913 Gr.65 1 29000 1 11154 1 0.3 1 0.65 0.49 1 65 1 1.1 80 1.1 RISA-3D Version 20 [ Moment FrameAd ] Page 1 RECEIVED Company Bykonen Carter Quinn Apr 07 2023 9/8/2022 11RISA Designer JJS 4:08:52 PM CITY OF EDMONDS Job Number : DEVELOPMENT SERVICES Checked By ANEMETSCHEK COMPANY Model Name DEPARTMENT Design Size and Code Check Parameters Label Max Axial/Bending Chk Max Shear Chk 1 Typical 1 1 Drift Definitions TVDe Floor/Diaohraam Node Label Elevation [ft] Hot Rolled Steel Section Sets Label Shaoe Tvoe Desian List Material Desian Rule Area [inzl Ivv fin°l Izz fin°l J fin°l 1 Column W14X38 Column Wide Flan a A992 Typical 11.2 26.7 385 0.798 2 Top Beam W14X38 Beam Wide Flange A992 Typical 11.2 26.7 385 0.798 3 Med Beam W8X15 Beam Wide Flange A992 Typical 4.44 3.41 48 0.137 4 Low Beam W14X38 Beam Wide Flange A992 T ical 11.2 26.7 385 0.798 Member Primary Data Lahel I Node .l Nnde Section/Shane Tvne Design List Material Design Rule 1 M1 N1 N4 Column Column Wide Flange A992 Typical 2 M2 N8 N5 Column Column Wide Flange A992 TVpical 3 M3 N4 N8 Top Beam Beam Wide Flange A992 Typical 4 M4 N3 N7 Med Beam Beam Wide Flange A992 TVpical 5 M5 N2 N6 Low Beam Beam Wide Flange A992 Typical Member Advanced Data I ahal I RAIAACP .1 RAIAACP Phvcinni Dafiontinn Rntin nntinnc Saicmir. DR 1 M1 Yes * NA "" None 2 M2 Yes "* NA "" None 3 M3 Yes Default None 4 M4 BenPIN BenPIN Yes Default None 5 M5 Yes Default None RISA-31D Version 20 [ Moment FrameAd ] Page 2 RECEIVED Company Bykonen Carter Quinn Apr 07 2023 9/8/2022 11RISA Designer JJS 4:08:52 PM CITY OF EDMONDS Job Number : DEVELOPMENT SERVICES Checked By ANEMETSCHEK COMPANY Model Name DEPARTMENT Hot Rolled Steel Design Parameters Label Shape Length [ft] Lcomp top [ft] Channel Conn. a [ft] Function 1 M1 Column 23.75 Lb N/A N/A Lateral 2 M2 Column 23.75 Lb N/A N/A Lateral 3 M3 Top Beam 22.75 Lb N/A N/A Lateral 4 M4 Med Beam 22.75 Lb N/A N/A Lateral 5 M5 Low Beam 22.75 Lb N/A N/A Lateral Member Point Loads (BLC 1 : Dead) Member Label Direction Magnitude k, k-ftLocation ft, Ill M3 Y -2.662 %50 Member Point Loads (BLC 3: Snow) Member Label Direction Magnitude k, k-ftLocation ft, 1 M3 Y -3.176 %50 Member Distributed Loads (BLC 1 : Dead) Member Label Direction Start Magnitude k/ft, F, ksf, k-ft/ft End Magnitude k/ft, F, ksf, k-ft/ft Start Location ft, % End Location ft, Ill M4 Y -0.125 -0.125 0 %100 Basic Load Cases BLC Description Category Y Gravity Nodal Point Distributed 1 Dead DL -1 1 1 2 Live LL 3 Snow SL 1 4 EQ EL 2 5 Wind WL 2 Load Combinations Description Solve P-Delta BLC Factor BLC Factor BLC Factor BLC Factor 1 1.4D Yes Y DL 1.4 2 1.2D+1.6L+.5S Yes Y DL 1.2 LL 1.6 SL 0.5 3 1.2D+1.6S+L Yes Y DL 1.2 SL 1.6 LL 1 RISA-31D Version 20 [ Moment FrameAd ] Page 3 RECEIVED Company Bykonen Carter Quinn Apr 07 2023 9/8/2022 11RISA Designer JJS 4:08:52 PM CITY OF EDMONDS Job Number : DEVELOPMENT SERVICES Checked By ANEMETSCHEK COMPANY Model Name DEPARTMENT Load Combinations (Continued) Descrintinn SnlvP. P-Delta BLC Factor BLC Factor BLC Factor BLC Factor 4 1.2D+1.6S+.5W Yes Y DL 1.2 SL 1.6 WL 0.5 5 1.2D+1 W+L+.5S Yes Y DL 1.2 WL 1 LL 1 SL 0.5 6 .9D+1W Yes Y DL 0.9 WL 1 7 1.2D+E+L+.2S Yes Y DL 1.2 EL 1 LL 1 SL 0.2 8 .9D+E Yes Y DL 0.9 EL 1 91 D Y DL 1 10 S Y SL 1 11 L Y LL 1 12 E Y EL 1 13 W Y WL 1 14 D+L Y DL 1 LL 1 15 D+S Y DL 1 SL 1 16 D+.6W Y DL 1 WL 0.6 17 D+.75L+.45W+.75S Y DL 1 LL 0.75 WL 0.45 SL 0.75 18 .6D+.6W Y DL 0.6 WL 0.6 19 D+.7E Y DL 1 EL 0.7 20 D+.525E+.75L+.75S Y DL 1 EL 0.525 LL 0.75 SL 0.75 21 .6D+.7E Y DL 0.6 EL 0.7 Load Combination Design Descrintion Service Hot Rolled Cold Formed Wood Concrete Masonry Aluminum Stainless Connection 1 1.4D Yes Yes Yes Yes Yes Yes Yes 2 1.2D+1.6L+.5S Yes Yes Yes Yes Yes Yes Yes 3 1.2D+1.6S+L Yes Yes Yes Yes Yes Yes Yes 4 1.2D+1.6S+.5W Yes Yes Yes Yes Yes Yes Yes 5 1.2D+1 W+L+.5S Yes Yes Yes Yes Yes Yes Yes 6 .9D+1W Yes Yes Yes Yes Yes Yes Yes 7 1.2D+E+L+.2S Yes Yes Yes Yes Yes Yes Yes 8 .9D+E Yes Yes Yes Yes Yes Yes Yes 9 D Yes Yes Yes Yes Yes Yes Yes 10 S Yes Yes Yes Yes Yes Yes Yes 11 L Yes Yes Yes Yes Yes Yes Yes 12 E Yes Yes Yes Yes Yes Yes Yes 13 W Yes Yes Yes Yes Yes Yes Yes 14 D+L Yes Yes Yes Yes Yes Yes Yes 15 D+S Yes Yes Yes Yes Yes Yes Yes 16 D+.6W Yes Yes T Yes Yes Yes Yes Yes 17 D+.75L+.45W+.75S Yes Yes Yes Yes Yes Yes Yes RISA-31D Version 20 [ Moment Frame.r3d ] Page 4 RECEIVED Company Bykonen Carter Quinn Apr 07 2023 9/8/2022 11RISA Designer JJS 4:08:52 PM CITY OF EDMONDS Job Number : DEVELOPMENT SERVICES Checked By ANEMETSCHEK COMPANY Model Name DEPARTMENT Load Combination Design (Continued) Descrintinn Service Hnt Rnlled Cnld Formed Wnnd Cnncrete Masonry Aluminum Stainless Connection 18 .6D+.6W Yes Yes Yes Yes Yes Yes Yes 19 D+.7E Yes Yes Yes Yes Yes Yes Yes 20 D+.525E+.75L+.75S Yes Yes Yes Yes Yes Yes Yes 21 .6D+.7E Yes Yes Yes Yes Yes Yes Yes Envelope AISC 15TH (360-16): LRFD Member Steel Code Checks Member Shane Code Check Locrftl LC Shear Check Locfftl Dir LC ohi'Pnc rkl ohi'Pnt rkl ohi"Mn v-v rk-ftl Dhi*Mn z-z rk-ftl Cb Eon 1 M 1 W 14X38 0.166 8.411 5 0.027 8.411 y 5 74.261 504 45.375 197.635 2.361 H 1-1 b 2 M2 W 14X38 0.244 15.339 7 0.027 12.37 y 7 74.261 504 45.375 165.929 1.983 H 1-1 b 3 M3 W 14X38 0.232 11.375 4 0.039 22.75 y 4 80.933 504 45.375 142.075 1.603 H 1-1 b 4 M4 W8X15 0.993 11.375 1 0.037 22.75 y 1 10.336 199.8 10.013 12.822 1.136 H 1-1 b 5 M5 W 14X38 0.228 22.75 7 0.033 22.75 y 7 80.933 504 45.375 203.26 2.293 H 1-1 b Envelope Node Displacements Nnde I ahel X rinl I C Y rinl I C 7 rinl I C X Rntatinn rradl I C Y Rntatinn rradl I C 7 Rntatinn rradl I C 1 N1 max 0 5 0 8 0 8 0 8 0 8 -4.025e-7 1 2 min 0 1 0 3 0 1 0 1 0 1 -4.683e-3 7 3 N2 max 0.419 7 0.001 8 0 8 0 8 0 8 4.431e-5 3 4 min 0 1 -0.003 3 0 1 0 1 0 1 -2.749e-3 8 5 N3 max 0.52 7 0.001 8 0 8 0 8 0 8 2.275e-4 3 6 min -0.003 3 -0.004 3 0 1 0 1 0 1 -3.2e-3 8 7 N4 max 0.98 7 0.001 8 0 8 0 8 0 8 -5.937e-4 1 8 min 0.001 1 -0.007 3 0 1 0 1 0 1 -2.195e-3 7 9 N5 max 0 6 0 2 0 8 0 8 0 8 2.276e-5 3 10 min 0 3 0 7 0 1 0 1 0 1 -4.668e-3 7 11 N6 max 0.419 7 -0.002 2 0 8 0 8 0 8 1.76le-6 1 12 min 0 3 -0.005 7 0 1 0 1 0 1 -2.76e-3 7 13 N7 max 0.523 7 -0.003 2 0 8 0 8 0 8 -1.083e-4 1 14 min 0.002 1 -0.006 7 0 1 0 1 0 1 -3.385e-3 7 151 N8 max 0.976 7 -0.005 1 0 8 0 8 0 8 1.182e-3 3 161 min -0.001 3 -0.008 7 0 1 0 1 0 1 -1.199e-3 8 RISA-3D Version 20 [ Moment FrameAd ] Page 5 Project Title: RECEIVED Engineer: Project ID: Project Descr: Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Steel Base Plate Project File: Kleven Residence.ec6 LIC# : KW-06015393, Build:20.21.12.16 BYKONEN CARTER QUINN (c) ENERCALC INC 1983-2021 DESCRIPTION: Moment Frame Base Plate Code Reference: Calculations per AISC Design Guide # 1, IBC 2018, CBC 2019, ASCE 7-16, AISC 360-16 Load Combination Set: ASCE 7-16 General Information Material Properties AISC Design Method Load Resistance Factor Design Steel Plate Fy = 36 ksi Concrete Support fc = 3 ksi Assumed Bearing Are�Bearing Area = P / Fp Column & Plate Column Properties Steel Section W 12x40 Depth 11.9 in Width 8.01 in Flange Thickness 0.515 in Web Thicknes 0.295 in Plate Dimensions N : Length 15.0 in B : Width 15.0 in Thickness 0.3750 in Column assumed welded to base plat( Applied Loads Area Ixx lyy (1) c : LRFD Resistance Factor Nominal Bearing Fp per J8 11.7 in^2 307 inA4 44.1 inA4 Support Dimensions Width along "X" 18.0 in Length along 'T 18.0 in 1 P-Y V-Z M-X D : Dead Load 4.337 k k k-ft L : Live k k k-ft Lr : Roof Live k k k-ft S : Snow 1.588 k k k-ft W : Wind 3.539 k 3.502 k k-ft E : Earthquake 5.967 k 3.345 k k-ft H : Lateral Earth k k k-ft " P " = Gravity load, "+" sign is downwdtr" Moments create higher soil pressure at +Z e( "+" Shears push plate towards +Z edgE Anchor Bolts Anchor Bolt or Rod Description 1 1/2" Max of Tension or Pullout Capacity...... 9.825 k Shear Capacity ..................................... 5.112 k Edge distance : bolt to plate ................. 2.0 in Number of Bolts in each Row ............... 2 Number of Bolt Rows ........................ 1 02 +Z. 0.65 4.468 ksi 1'-6" EdW �� e Project Title: RECEIVED Engineer: Project ID: Project Descr: Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Steel Base Plate Project File: Kleven Residence.ec6 LIC# : KW-06015393, Build:20.21.12.16 BYKONEN CARTER QUINN (c) ENERCALC INC 1983-2021 DESCRIPTION: Moment Frame Base Plate GOVERNING DESIGN LOAD CASE SUMMARY Plate Design Summary Design Method Load Resistance Factor Design Governing Load Combinat +1.20D+0.20S+E Governing Load Case Typ Axial Load Only Governing STRESS RATI( 0.04150 Design Plate Size 1'-3" x 1'-3" x 0 -3/8" Pu : Axial ......... 0.000 k Mu : Moment ........ 0.000 k-ft Load Comb.: +1.20D Loading Pu : Axial ......... 5.204 k Design Plate Height ......... 11.900 in Design Plate Width ......... 8.010 in Will be different from entry if partial bearing used. Al : Plate Area ......... 95.319 in^2 A2: Support Area .................. 324.000 inA2 sgrt( A2/A1 ) 1.752 Distance for Moment Calculation m .. ..................... 0.298 in In .. ..................... 0.801 in X .............................. 0.018 inA2 Lambda ...................... 0.135 n'........................................ 2.441 in n'* Lambda .................................. 0.330 in L = max(m, n, n") ......................... 0.801 in Load Comb.: +1.20D+0.50S Loading Pu : Axial ......... 5.998 k Design Plate Height ......... 11.900 in Design Plate Width ......... 8.010 in Will be different from entry if partial bearing used. Al : Plate Area ......... 95.319 inA2 A2: Support Area .................. 324.000 inA2 sgrt( A2/A1 ) 1.752 Distance for Moment Calculation " m .. ..................... 0.298 in n .1 ..................... 0.801 in X .............................. 0.021 inA2 Lambda ...................... 0.145 n'........................................ 2.441 in n' * Lambda .................................. 0.354 in L = max(m, n, n") ......................... 0.801 in Mu : Max. Moment ..................... fb : Max. Bending Stress ............... Fb : Allowable: Fy * Phi Bending Stress Rati fu : Max. Plate Bearing Stress .... Fp : Allowable: 0.85*f'c/Omega Bearing Stress Rati( 0.039 k-in 0.733 ksi 32.400 ksi 0.023 Bending Stress OK 0.121 ksi 2.904 ksi 0.042 Bearing Stress OK Axial Load Only, No Moment Bearing Stresses Fp : Allowable ............................... 2.904 ksi fu : Max. Bearing Pressure 0.055 ksi Stress Ratio ...................... 0.019 Plate Bending Stresses Mmax = Fu * L12 / 2 ................... 0.018 k-in fb : Actual ................................ 0.332 ksi Fb : Allowable .............................. 32.400 ksi Stress Ratio .................... 0.010 Axial Load Only, No Moment Bearing Stresses Fp : Allowable ............................... 2.904 ksi fu : Max. Bearing Pressure 0.063 ksi Stress Ratio ...................... 0.022 Plate Bending Stresses Mmax = Fu * LA2/2 ................... 0.020 k-in fb : Actual ................................ 0.383 ksi Fb : Allowable .............................. 32.400 ksi Stress Ratio .................... 0.012 Project Title: RECEIVED Engineer: Project ID: Project Descr: Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Steel Base Plate Project File: Kleven Residence.ec6 LIC# : KW-06015393, Build:20.21.12.16 BYKONEN CARTER QUINN (c) ENERCALC INC 1983-2021 DESCRIPTION: Moment Frame Base Plate Load Comb.: +1.20D+0.50W Loadina Pu : Axial ......... 6.974 k Design Plate Height ......... 11.900 in Design Plate Width ......... 8.010 in Will be different from entry if partial bearing used. Al : Plate Area ......... 95.319 inA2 A2: Support Area .................. 324.000 inA2 sgrt( A2/A1 ) 1.752 Distance for Moment Calculation m 1. ..................... 0.298 in „n„..................... 0.801 in X .............................. 0.024 inA2 Lambda ...................... 0.157 n'........................................ 2.441 in n' * Lambda .................................. 0.382 in L = max(m, In, n") ......................... 0.801 in Load Comb.: +1.20D+1.60S Loading Pu : Axial ......... 7.745 k Design Plate Height ......... 11.900 in Design Plate Width ......... 8.010 in Will be different from entry if partial bearing used. Al : Plate Area ......... 95.319 inA2 A2: Support Area .................. 324.000 inA2 sgrt( A2/A1 ) 1.752 Distance for Moment Calculation m .. ..................... 0.298 in In " ..................... 0.801 in X .............................. 0.027 inA2 Lambda ...................... 0.165 n'........................................ 2.441 in n'* Lambda .................................. 0.403 in L = max(m, In, n") ......................... 0.801 in Load Comb.: +1.20D+1.60S+0.50W Loadina Pu : Axial ......... 9.515 k Design Plate Height ......... 11.900 in Design Plate Width ......... 8.010 in Will be different from entry if partial bearing used. Al : Plate Area ......... 95.319 inA2 A2: Support Area .................. 324.000 inA2 sgrt( A2/A1 ) 1.752 Distance for Moment Calculation „m„..................... 0.298 in n .1 ..................... 0.801 in X .............................. 0.033 inA2 Lambda ...................... 0.183 n'........................................ 2.441 in n" Lambda .................................. 0.448 in L = max(m, n, n") ......................... 0.801 in Axial Load Only, No Moment Bearing Stresses Fp : Allowable ............................... 2.904 ksi fu : Max. Bearing Pressure 0.073 ksi Stress Ratio ...................... 0.025 Plate Bending Stresses Mmax = Fu * LA2/2 ................... 0.023 k-in fb : Actual ................................ 0.445 ksi Fb : Allowable .............................. 32.400 ksi Stress Ratio .................... 0.014 Axial Load Only, No Moment Bearing Stresses Fp : Allowable ............................... 2.904 ksi fu : Max. Bearing Pressure 0.081 ksi Stress Ratio ...................... 0.028 Plate Bending Stresses Mmax = Fu " LA2/2 ................... 0.026 k-in fb : Actual ................................ 0.494 ksi Fb : Allowable .............................. 32.400 ksi Stress Ratio .................... 0.015 Axial Load Only, No Moment Bearing Stresses Fp : Allowable ............................... 2.904 ksi fu : Max. Bearing Pressure 0.100 ksi Stress Ratio ...................... 0.034 Plate Bending Stresses Mmax = Fu " LA2/2 ................... 0.032 k-in fb : Actual ................................ 0.607 ksi Fb : Allowable .............................. 32.400 ksi Stress Ratio .................... 0.019 Project Title: RECEIVED Engineer: Project ID: Project Descr: Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Steel Base Plate Project File: Kleven Residence.ec6 LIC# : KW-06015393, Build:20.21.12.16 BYKONEN CARTER QUINN (c) ENERCALC INC 1983-2021 DESCRIPTION: Moment Frame Base Plate Load Comb.: +1.20D+W Loadina Pu : Axial ......... 8.743 k Design Plate Height ......... 11.900 in Design Plate Width ......... 8.010 in Will be different from entry if partial bearing used. Al : Plate Area ......... 95.319 inA2 A2: Support Area .................. 324.000 inA2 sgrt( A2/A1 ) 1.752 Distance for Moment Calculation m 1. ..................... 0.298 in „n„..................... 0.801 in X .............................. 0.030 inA2 Lambda ...................... 0.176 n'........................................ 2.441 in n' * Lambda .................................. 0.429 in L = max(m, In, n") ......................... 0.801 in Load Comb.: +1.20D+0.50S+W Loading Pu : Axial ......... 9.537 k Design Plate Height ......... 11.900 in Design Plate Width ......... 8.010 in Will be different from entry if partial bearing used. Al : Plate Area ......... 95.319 inA2 A2: Support Area .................. 324.000 inA2 sgrt( A2/A1 ) 1.752 Distance for Moment Calculation m .. ..................... 0.298 in n " ..................... 0.801 in X .............................. 0.033 inA2 Lambda ...................... 0.184 n'........................................ 2.441 in n' " Lambda .................................. 0.448 in L = max(m, In, n") ......................... 0.801 in Load Comb.: +0.90D+W Loadina Pu : Axial ......... 7.442 k Design Plate Height ......... 11.900 in Design Plate Width ......... 8.010 in Will be different from entry if partial bearing used. Al : Plate Area ......... 95.319 inA2 A2: Support Area .................. 324.000 inA2 sgrt( A2/A1 ) 1.752 Distance for Moment Calculation „m„..................... 0.298 in n .. ..................... 0.801 in X .............................. 0.026 inA2 Lambda ...................... 0.162 n'........................................ 2.441 in n" Lambda .................................. 0.395 in L = max(m, n, n") ......................... 0.801 in Axial Load Only, No Moment Bearing Stresses Fp : Allowable ............................... 2.904 ksi fu : Max. Bearing Pressure 0.092 ksi Stress Ratio ...................... 0.032 Plate Bending Stresses Mmax = Fu * LA2/2 ................... 0.029 k-in fb : Actual ................................ 0.558 ksi Fb : Allowable .............................. 32.400 ksi Stress Ratio .................... 0.017 Axial Load Only, No Moment Bearing Stresses Fp : Allowable ............................... 2.904 ksi fu : Max. Bearing Pressure 0.100 ksi Stress Ratio ...................... 0.034 Plate Bending Stresses Mmax = Fu " LA2/2 ................... 0.032 k-in fb : Actual ................................ 0.609 ksi Fb : Allowable .............................. 32.400 ksi Stress Ratio .................... 0.019 Axial Load Only, No Moment Bearing Stresses Fp : Allowable ............................... 2.904 ksi fu : Max. Bearing Pressure 0.078 ksi Stress Ratio ...................... 0.027 Plate Bending Stresses Mmax = Fu " LA2/2 ................... 0.025 k-in fb : Actual ................................ 0.475 ksi Fb : Allowable .............................. 32.400 ksi Stress Ratio .................... 0.015 Project Title: RECEIVED Engineer: Project ID: Project Descr: Apr 07 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Steel Base Plate Project File: Kleven Residence.ec6 LIC# : KW-06015393, Build:20.21.12.16 BYKONEN CARTER QUINN (c) ENERCALC INC 1983-2021 DESCRIPTION: Moment Frame Base Plate Load Comb.: +1.20D+0.20S+E Loadina Pu : Axial ......... 11.489 k Design Plate Height ......... 11.900 in Design Plate Width ......... 8.010 in Will be different from entry if partial bearing used. Al : Plate Area ......... 95.319 inA2 A2: Support Area .................. 324.000 inA2 sgrt( A2/A1 ) 1.752 Distance for Moment Calculation m 1. ..................... 0.298 in „n„..................... 0.801 in X .............................. 0.040 inA2 Lambda ...................... 0.202 n'........................................ 2.441 in n' * Lambda .................................. 0.493 in L = max(m, In, n") ......................... 0.801 in Load Comb.: +0.90D+E Loading Pu : Axial ......... 9.870 k Design Plate Height ......... 11.900 in Design Plate Width ......... 8.010 in Will be different from entry if partial bearing used. Al : Plate Area ......... 95.319 inA2 A2: Support Area .................. 324.000 inA2 sgrt( A2/A1 ) 1.752 Distance for Moment Calculation m .. ..................... 0.298 in n " ..................... 0.801 in X .............................. 0.034 inA2 Lambda ...................... 0.187 n'........................................ 2.441 in n' " Lambda .................................. 0.456 in L = max(m, In, n") ......................... 0.801 in Axial Load Only, No Moment Bearing Stresses Fp : Allowable ............................... 2.904 ksi fu : Max. Bearing Pressure 0.121 ksi Stress Ratio ...................... 0.042 Plate Bending Stresses Mmax = Fu * LA2/2 ................... 0.039 k-in fb : Actual ................................ 0.733 ksi Fb : Allowable .............................. 32.400 ksi Stress Ratio .................... 0.023 Axial Load Only, No Moment Bearing Stresses Fp : Allowable ............................... 2.904 ksi fu : Max. Bearing Pressure 0.104 ksi Stress Ratio ...................... 0.036 Plate Bending Stresses Mmax = Fu " LA2/2 ................... 0.033 k-in fb : Actual ................................ 0.630 ksi Fb : Allowable .............................. 32.400 ksi Stress Ratio .................... 0.019