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REV1 REVIEWED BLD RESUB1 BLD2021-0810+Structural_Calculations+9.11.2024_1.54.51_PM+4494359ESGDESIGN REVISION RESU B BLD2021-0810 Sep 11 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Eli Grassley, P.E. .............................................. REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT: :............................................... STRUCTURAL CALCULATION5 FOR EDMONDS HOMES -UNIT 1 Edmonds, AA PREPARED BY: ESG Of51GN, PLLG July Z4, ZOZ4 ENGINEERED • STRUCTURES • GLOBAL • DESIGN 7-24 2024 ,G - V 41810.. ^cIS1 ' At E ESG Design, PLLC - 12540 202nd PL SE, Issaquah, WA 98027 1 engineer@esg-design.com 1 206-660-2044 ESGDESIGN GRAVITY DESIGN Eli Grassley, P.E. ENGINEERED • STRUCTURES • GLOBAL • DESIGN I Project C ESGDESIGN 4.4 IIF12 TRACE DOWN TO EC (2)2 G TRIMMER (2)2 G TRIMMER 5T AT EACH NDR (2)2x6 TRACE DC ROOF FRAMING 5Ct1EME Eli Grassley, P.E. V2 P05T D TO POUND. TRIMMER STUDS ;M MDR END ENGINEERED - STRUCTURES - GLOBAL DESIGN Project I a FORTE W GB MEMBER REPORT Unit 1 Roof, Roof Rafter 1 piece(s) 11 7/8" THO 360 @ 24" OC PASSED + + G 0 r IL � l 1 21' 1' �. C 0 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 881 @ 21' 5 1/2" 1731 (3.50") Passed (51%) 1.15 1.0 D + 1.0 S (All Spans) Shear (Ibs) 844 @ 3 1/2" 1961 Passed (43%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 4521 @ 10' 10" 7107 Passed (64%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.602 @ 10' 10" 1.066 Passed (L/425) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.964 @ 10' 10" 1.422 Passed (L/265) 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. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Factored 1 - Beveled Plate - HF 3.50" 3.50" 1.75" 326 542 868 Blocking 2 - Beveled Plate - HF 5.50" 5.50" 1.75" 331 550 881 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' 4" o/c Bottom Edge (Lu) 21' 11" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. -Dimensions for lateral bracing intervals are measured along the length of the member for sloped conditions. Vertical Load Location Spacing Dead (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 21' 10" 24" 15.0 25.0 Roof Load Member Length : 21' 11 7/8" System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 1/12 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 Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/13/2024 11:23:25 AM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 ESG Design www.esg-design.com BeamChek v2023 licensed to: Markiian Trembach Reg # 5508-68673 Edmonds x4 Roof Beam B1 Prepared by: MT Date: 6/21/24 Selection W 12x 14 50 ksi Wide Flange Steel Lateral Support: Lc = 2.5 ft max. Conditions Actual Size is 4 x 11-7/8 in. Min Bearing Length R1= 0.7 in. R2= 0.7 in. (1.0) DL Defl= 0.37 in Recom Camber= 0.56 in Data Attributes Critical Status Ratio Values Adiustments Beam Span 19.75 ft Reaction 1 LL 4382 # Reaction 2 LL 4382 # Beam Wt per ft 14.0 # Reaction 1 TL 7150 # Reaction 2 TL 7150 # Bm Wt Included 277 # Maximum V 7150 # Max Moment 35301 '# Max V (Reduced) N/A TL Max Defl L / 240 TL Actual Defl L / 246 LL Max Defl L / 360 LL Actual Defl L / 402 Section (in3) Shear (in2) TL Defl (in) LL Defl 14.90 2.38 0.96 0.59 12.84 0.36 0.99 0.66 OK OK OK OK 86% 15% 98% 90% Fb (psi) Fv (psi) E (psi x mil) Ref. Value Fy Adjusted Values 50000 33000 50000 29.0 20000 29.0 YP Factor, Lc 0.66 0.40 Loads Uniform LL: 444 Uniform TL: 710 = A Uniform Load A R1 = 7150 R2 = 7150 SPAN = 19.75 FT Uniform and partial uniform loads are Ibs per lineal ft. .I FORTE W E B MEMBER REPORT Unit 1 Roof, B1 Exterior Post 3 piece(s) 2 x 6 HF NO.2 PASSED Drawing is Conceptual Wall Height: 9' Member Height: 8' 7 1/2" Tributary Width: 1' Design Results Actual Allowed Result LDF Load: Combination Slenderness 21 50 Passed (43%) Compression (Ibs) 7543 10865 Passed (69%) 1.15 1.0 D + 1.0 S Plate Bearing (Ibs) 7543 15469 Passed (49%) -- 1.0 D + 1.0 S Lateral Reaction (Ibs) 65 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 58 3960 Passed (1%) 1.60 1.0 D + 0.6 W Lateral Moment(ft-Ibs) 140 @ mid -span 3314 Passed (4%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.06 @ mid -span 0.86 Passed (L/1675) 1.0 D + 0.45 W + 0.75 L + 0.75 S Bending/Compression 0.84 1 Passed (84%) 1.15 1.0 D + 1.0 S • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. • The column stability factor (Kf = 0.6) applied to this design assumes nailed built-up columns per NDS section 15.3.3. For Weyerhaeuser ELP products refer to the U.S. Wall Guide for multiple -member connection requirements. Supports Type Material Top Dbl 2X Douglas Fir -Larch Base 2X Douglas Fir -Larch Max Unbraced Length Comments 8' Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD • Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Vertical Load Tributary Width Dead (0.90) Snow (1.15) Comments 1 - Point (lb) N/A 2958 4585 Beam B2 Load Lateral Load Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 1' 25.1 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33% Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. 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 Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/14/2024 6:38:49 AM UTC AForteWEB 0.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 .I FORTE W E B MEMBER REPORT Unit 1 Roof, B1 Interior Post 1 piece(s) 6 x 6 HF No.2 PASSED Wall Height: 9' Member Height: 8' 7 1/2" Tributary Width: 1' Design Results Actual Allowed Result LDF Load: Combination Slenderness 19 50 Passed (38%) Compression (Ibs) 7422 15875 Passed (47%) 1.15 1.0 D + 1.0 S Plate Bearing (Ibs) 7422 18906 Passed (39%) -- 1.0 D + 1.0 S Lateral Reaction (Ibs) 65 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 58 4517 Passed (1%) 1.60 1.0 D + 0.6 W Lateral Moment(ft-Ibs) 140 @ mid -span 2126 Passed (7%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.06 @ mid -span 0.86 Passed (L/1754) 1.0 D + 0.45 W + 0.75 L + 0.75 S Bending/Compression 0.75 1 Passed (75%) 1.15 1.0 D + 1.0 S • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. • This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation. Supports Type Material Top Dbl 2X Douglas Fir -Larch Base 2X Douglas Fir -Larch Drawing is Conceptual Max Unbraced Length Comments 8' Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A System : Wall Member Type: Column Building Code : IBC 2021 Design Methodology : ASD • Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Vertical Load Tributary Width Dead (0.90) Snow (1.15) Comments 1 - Point (lb) N/A 2911 4511 Beam B2 Load Lateral Load Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 1' 25.1 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33'), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. 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 Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/14/2024 6:41:17 AM UTC AForteWEB 0.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 ESG Design www.esg-design.com BeamChek v2023 licensed to: Markiian Trembach Reg # 5508-68673 Edmonds x4 Roof Beam B1 Prepared by: MT Date: 6/21/24 Selection W 12x 19 50 ksi Wide Flange Steel Lateral Support: Lc = 3.6 ft max. Conditions Actual Size is 4 x 12-1/8 in. Min Bearing Length R1= 0.8 in. R2= 0.8 in. (1.0) DL Defl= 0.41 in Recom Camber= 0.61 in Data Attributes Critical Status Ratio Values Adiustments Beam Span 22.1 ft Reaction 1 LL 4903 # Reaction 2 LL 4903 # Beam Wt per ft 19.0 # Reaction 1 TL 8055 # Reaction 2 TL 8055 # Bm Wt Included 420 # Maximum V 8055 # Max Moment 44506 '# Max V (Reduced) N/A TL Max Defl L / 240 TL Actual Defl L / 256 LL Max Defl L / 360 LL Actual Defl L / 420 Section (in3) Shear (in2) TL Defl (in) LL Defl 21.30 2.86 1.04 0.63 16.18 0.40 1.11 0.74 OK OK OK OK 76% 14% 94% 86% Fb (psi) Fv (psi) E (psi x mil) Ref. Value Fy Adjusted Values 50000 33000 50000 29.0 20000 29.0 YP Factor, Lc 0.66 0.40 Loads Uniform LL: 444 Uniform TL: 710 = A Uniform Load A 0 R1 = 8055 R2 = 8055 SPAN = 22.1 FT Uniform and partial uniform loads are Ibs per lineal ft. .I FORTE W E B MEMBER REPORT Unit 1 Roof, 82 Mid Post 1 piece(s) 5 1/4" x 5 1/4" 1.8E Parallam@ PSL PASSED Drawing is Conceptual Wall Height: 9' Member Height: 8' 7 1/2" Tributary Width: 1' Design Results Actual Allowed Result LDF Load: Combination Slenderness 18 50 Passed (37%) Compression (Ibs) 17296 52037 Passed (33%) 1.15 1.0 D + 1.0 S Plate Bearing (Ibs) 17296 17227 Passed (100%) -- 1.0 D + 1.0 S Lateral Reaction (Ibs) 65 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 58 6762 Passed (1%) 1.60 1.0 D + 0.6 W Lateral Moment(ft-Ibs) 140 @ mid -span 8812 Passed (2%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.09 @ mid -span 0.86 Passed (L/1134) 1.0 D + 1.0 S Bending/Compression 0.38 1 Passed (38%) 1.15 1.0 D + 1.0 S • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. • Bearing shall be on a metal plate or strap, or on other equivalently durable, rigid, homogeneous material with sufficient stiffness to distribute applied load. • This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation. Supports Type Material Top Dbl 2X Douglas Fir -Larch Base 2X Douglas Fir -Larch Max Unbraced Length Comments 8' Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD • Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Vertical Load Tributary Width Dead (0.90) Snow (1.15) Comments 1 - Point (lb) N/A 6809 10487 Beam B2 Load Lateral Load Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 1' 25.1 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33'), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. 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 Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/14/2024 6:14:28 AM UTC AForteWEB 0.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 .I FORTE W E B MEMBER REPORT Unit 1 Roof, B2 Exterior End Post 3 piece(s) 2 x 6 HF No.2 PASSED Drawing is Conceptual Wall Height: 9' Member Height: 8' 7 1/2" Tributary Width: 1' Design Results Actual Allowed Result LDF Load: Combination Slenderness 21 50 Passed (43%) Compression (Ibs) 3117 10865 Passed (29%) 1.15 1.0 D + 1.0 S Plate Bearing (Ibs) 3117 15469 Passed (20%) -- 1.0 D + 1.0 S Lateral Reaction (Ibs) 65 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 58 3960 Passed (1%) 1.60 1.0 D + 0.6 W Lateral Moment(ft-Ibs) 140 @ mid -span 3314 Passed (4%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.03 @ mid -span 0.86 Passed (L/3222) 1.0 D + 0.45 W + 0.75 L + 0.75 S Bending/Compression 0.20 1 Passed (20%) 1.15 1.0 D + 1.0 S • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. • The column stability factor (Kf = 0.6) applied to this design assumes nailed built-up columns per NDS section 15.3.3. For Weyerhaeuser ELP products refer to the U.S. Wall Guide for multiple -member connection requirements. Supports Type Material Top Dbl 2X Douglas Fir -Larch Base 2X Douglas Fir -Larch Max Unbraced Length Comments 8' Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD • Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Vertical Load Tributary Width Dead (0.90) Snow (1.15) Comments 1 - Point (lb) N/A 949 2168 Beam B2 Load Lateral Load Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 1' 25.1 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33% Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. 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 Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/14/2024 6:17:39 AM UTC AForteWEB 0.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 .I FORTE W E B MEMBER REPORT Unit 1 Roof, B2 Interior End Post 3 piece(s) 2 x 4 HF No.2 PASSED Drawing is Conceptual Wall Height: 4' Member Height: 3' 7 1/2" Tributary Width: 1' Design Results Actual Allowed Result LDF Load: Combination Slenderness 12 50 Passed (25%) Compression (Ibs) 6994 14527 Passed (48%) 1.15 1.0 D + 1.0 S Plate Bearing (Ibs) 6994 9844 Passed (71%) 1.0 D + 1.0 S Lateral Reaction (Ibs) 29 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 24 2520 Passed (1%) 1.60 1.0 D + 0.6 W Lateral Moment (ft-Ibs) 26 @ mid -span 1558 Passed (2%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.02 @ mid -span 0.36 Passed (L/1836) 1.0 D + 1.0 S Bending/Compression 0.62 1 Passed (62%) 1.15 1.0 D + 1.0 S • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. • The column stability factor (Kf = 0.6) applied to this design assumes nailed built-up columns per NDS section 15.3.3. For Weyerhaeuser ELP products refer to the U.S. Wall Guide for multiple -member connection requirements. Supports Type Material Top Dbl 2X Douglas Fir -Larch Base 2X Douglas Fir -Larch Max Unbraced Length Comments T 7 1/2" Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD • Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Dead Snow Vertical Load Tributary Width ■ (0.90) (1.15) Comments 1 - Point (lb) N/A 2722 4272 Beam B2 Load Lateral Load Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 1' 26.5 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33% Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. 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 Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/14/2024 6:27:24 AM UTC AForteWEB 0.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 aFORTEWEB' MEMBER REPORT Unit 1 Roof, Header H1 2 piece(s) 2 x 8 HF No.2 PASSED 0 0 0 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1394 @ 1 1/2" 3645 (3.00") Passed (38%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1027 @ 10 1/4" 2501 Passed (41%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 2094 @ 3' 3" 2569 Passed (82%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.073 @ 3' 3" 0.208 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.119 @ 3' 3" 0.313 Passed (L/631) 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. Supports Bearing Length Loads to Supports (Ibs) Accessories IF Total Available Required Dead Snow Factored 1 - Trimmer - HF 3.00" 3.00" 1.50" 534 860 1394 None 2 - Trimmer - HF 3.50" 3.50" 1.50" 541 871 1412 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 67" o/c Bottom Edge (Lu) 6' 7" o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Loads Location Tributary (0.90) (1.15) Comments Width 0 - Self Weight (PLF) 0 to 6' 6 1/2" N/A 5.5 1 - Uniform (PSF) 0 to 6' 6 1/2" 10' 7" 15.0 25.0 Roof Load 0 Member Length : 66 1/2" System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2021 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 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/ iocument-library. fhe product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/12/2024 10:37:38 AM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 aFORTEWEB' MEMBER REPORT Unit 1 Roof, Header H2 2 piece(s) 2 x 8 HF No.2 PASSED 0 F1 9' 2 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 501 @ 1 1/2" 3645 (3.00") Passed (14%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 411 @ 10 1/4" 2501 Passed (16%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1128 @ 4' 9" 2569 Passed (44%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.083 @ 4' 9" 0.308 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.140 @ 4' 9" 0.313 Passed (L/791) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (5/16"). • 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 IF Total Available Required Dead Snow Factored 1 - Trimmer - HF 3.00" 3.00" 1.50" 204 297 501 None 2 - Trimmer - HF 3.50" 3.50" 1.50" 206 299 506 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 9' 7" o/c Bottom Edge (Lu) 9' 7" 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 9' 6 1/2" N/A 5.5 1 - Uniform (PSF) 0 to 9' 6 1/2" 2' 6" 15.0 25.0 Roof Overhang Load 0 Member Length : 9' 6 1/2" System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2021 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 Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/12/2024 10:53:23 AM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 .I FORTE W E B MEMBER REPORT Unit 1 Roof, H1 & H2 Post 1 piece(s) 4 x 4 HF No.2 PASSED Wall Height: 7' Member Height: 6' 7 1/2" Tributary Width: 1' Design Results ILAtual Allowed Result LDF Load: Combination Slenderness 23 50 Passed (45%) Compression (Ibs) 1917 8145 Passed (24%) 1.15 1.0 D + 1.0 S Plate Bearing (Ibs) 1917 7656 Passed (25%) -- 1.0 D + 1.0 S Lateral Reaction (Ibs) 52 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 47 1960 Passed (2%) 1.60 1.0 D + 0.6 W Lateral Moment (ft-Ibs) 85 @ mid -span 1215 Passed (7%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.05 @ mid -span 0.66 Passed (L/1751) 1.0 D + 0.45 W + 0.75 L + 0.75 S Bending/Compression 0.20 1 Passed (20%) 1.15 1.0 D + 1.0 S • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. • This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation. Supports Type Material Top Dbl 2X Douglas Fir -Larch Base 2X Douglas Fir -Larch Drawing is Conceptual I Max Unbraced Length Comments 6' 7 112" Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A System : Wall Member Type: Column Building Code : IBC 2021 Design Methodology : ASD • Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Vertical Loads Tributary Width Dead (0.90) Snow (1.15) Comments 1 - Point (lb) N/A 541 871 HDR H1 Load 2 - Point (lb) N/A 206 299 HDR H2 Load Lateral Load Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 1' 25.9 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33'), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. 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 P05T FOUNDATION CALCULATION5: A55UMED 501L BEARING CAPACITY - 1,500 P51' MIN. FOUNDATION AREA: (541 # + 871 # + 20G# + 299# / 1,500 1`51' = 1.3 51' PROVIDE I G' x I G" FOUNDATION - 1.8 5F ForteWEB Software Operator Job Notes Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/12/2024 10:56:35 AM UTC AForteWEB 0.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 aFORTEWEB' MEMBER REPORT Unit 1 Roof, Header H3 1 piece(s) 4 x 10 HF No.2 PASSED 0 F1 9' E Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1828 @ 1 1/2" 4253 (3.00") Passed (43%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1435 @ 1' 1/4" 3723 Passed (39%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 4116 @ 4' 9" 4879 Passed (84%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.129 @ 4' 9" 0.308 Passed (L/859) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.211 @ 4' 9" 0.463 Passed (L/525) 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. Supports Bearing Length Loads to Supports (Ibs) Accessories IF Total Available Required Dead Snow Factored 1 - Trimmer - HF 3.00" 3.00" 1.50" 710 1118 1828 None 2 - Trimmer - HF 3.00" 3.00" 1.50" 710 1118 1828 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 9' 6" o/c Bottom Edge (Lu) 9' 6" o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Loads Location Tributary (0.90) (1.15) Comments Width 0 - Self Weight (PLF) 0 to 9' 6" N/A 8.2 1 - Uniform (PSF) 0 to 9' 6" 9151, 15.0 25.0 Roof Load 0 Member Length : 9' 6" System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2021 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 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/ iocument-library. fhe product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/12/2024 10:56:50 AM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 .I FORTE W E B MEMBER REPORT Unit 1 Roof, H3 Post 2 piece(s) 2 x 6 HF No.2 PASSED Drawing is Conceptual Wall Height: 7' Member Height: 6' 7 1/2" Tributary Width: 1' Design Results Actual Allowed Result LDF Load: Combination Slenderness 27 50 Passed (53%) Compression (Ibs) 1828 5003 Passed (37%) 1.15 1.0 D + 1.0 S Plate Bearing (Ibs) 1828 10313 Passed (18%) 1.0 D + 1.0 S Lateral Reaction (Ibs) 52 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 44 2640 Passed (2%) 1.60 1.0 D + 0.6 W Lateral Moment (ft-Ibs) 85 @ mid -span 2187 Passed (4%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.02 @ mid -span 0.66 Passed (L/4626) 1.0 D + 0.45 W + 0.75 L + 0.75 S Bending/Compression 0.23 1 Passed (23%) 1.15 1.0 D + 1.0 S • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. • The column stability factor (Kf = 0.6) applied to this design assumes nailed built-up columns per NDS section 15.3.3. For Weyerhaeuser ELP products refer to the U.S. Wall Guide for multiple -member connection requirements. Supports Type Material Top Dbl 2X Douglas Fir -Larch Base 2X Douglas Fir -Larch Max Unbraced Length Comments 6' 7 1/2" Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD • Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Vertical Load Tributary Width Dead (0.90) Snow (1.15) Comments 1 - Point (lb) N/A 710 1118 HDR H3 Load Lateral Load Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 1' 25.9 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33% Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. 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 Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/18/2024 8:17:44 AM UTC AForteWEB 0.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 aFORTEWEB' MEMBER REPORT Unit 1 Roof, Header H4 1 piece(s) 4 x 10 HF No.2 PASSED 0 r C 9' Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1575 @ 9' 5" 4253 (3.00") Passed (37%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1236 @ 1' 3/4" 3723 Passed (33%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 3546 @ 4' 9 1/2" 4879 Passed (73%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.111 @ 4' 9 1/2" 0.308 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.182 @ 4' 9 1/2" 0.463 Passed (L/610) 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. Supports Bearing Length Loads to Supports (Ibs) Accessories IF Total Available Required Dead Snow Factored 1 - Trimmer - HF 3.50" 3.50" 1.50" 620 968 1589 None 2 - Trimmer - HF 3.00" 3.00" 1.50" 615 960 1575 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 9' 7" o/c Bottom Edge (Lu) 9' 7" o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Loads Location Tributary (0.90) (1.15) Comments Width 0 - Self Weight (PLF) 0 to 9' 6 1/2" N/A 8.2 1 - Uniform (PSF) 0 to 9' 6 1/2" 8' 1" 15.0 25.0 Roof Load 0 Member Length : 9' 6 1/2" System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2021 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 Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/12/2024 11:01:59 AM UTC ForteWEB 0.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 aFORTEWEB' MEMBER REPORT Unit 1 Roof, Header H5 2 piece(s) 2 x 8 HF No.2 PASSED 0 0 0 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 343 @ 1 1/2" 3645 (3.00") Passed (9%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 253 @ 10 1/4" 2501 Passed (10%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 515 @ 3' 3" 2569 Passed (20%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.017 @ 3' 3" 0.208 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.029 @ 3' 3" 0.313 Passed (L/999+) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories IF Total Available Required Dead Snow Factored 1 - Trimmer - HF 3.00" 3.00" 1.50" 140 203 343 None 2 - Trimmer - HF 3.50" 3.50" 1.50" 142 206 347 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 67" o/c Bottom Edge (Lu) 6' 7" 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 6' 6 1/2" N/A 5.5 1 - Uniform (PSF) 0 to 6' 6 1/2" 2' 6" 15.0 25.0 Roof Overhang Load 0 Member Length : 66 1/2" System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2021 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 Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/12/2024 11:17:12 AM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds 0 Units Page 1 / 1 .I FORTE W E B MEMBER REPORT Unit 1 Roof, H4 & H5 Post 1 piece(s) 4 x 4 HF No.2 PASSED Wall Height: 7' Member Height: 6' 7 1/2" Tributary Width: 1' Design Results Actual Allowed Result LDF Load: Combination Slenderness 23 50 Passed (45%) Compression (Ibs) 1936 8145 Passed (24%) 1.15 1.0 D + 1.0 S Plate Bearing (Ibs) 1936 7656 Passed (25%) -- 1.0 D + 1.0 S Lateral Reaction (Ibs) 52 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 47 1960 Passed (2%) 1.60 1.0 D + 0.6 W Lateral Moment (ft-Ibs) 85 @ mid -span 1215 Passed (7%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.05 @ mid -span 0.66 Passed (L/1741) 1.0 D + 0.45 W + 0.75 L + 0.75 S Bending/Compression 0.20 1 Passed (20%) 1.15 1.0 D + 1.0 S • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. • This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation. Supports Type Material Top Dbl 2X Douglas Fir -Larch Base 2X Douglas Fir -Larch Drawing is Conceptual I Max Unbraced Length Comments 6' 7 112" Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A System : Wall Member Type: Column Building Code : IBC 2021 Design Methodology : ASD • Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Vertical Loads Tributary Width Dead (0.90) Snow (1.15) Comments 1 - Point (lb) N/A 620 968 HDR H4 Load 2 - Point (lb) N/A 142 206 HDR H5 Load Lateral Load Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 1' 25.9 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33'), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. 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 Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/14/2024 6:43:07 AM UTC AForteWEB 0.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 a FORTE W GB MEMBER REPORT Unit 1 Roof, Header H6 1 piece(s) 3 1/2" x 9" 24F-V4 DF Glulam PASSED 0 1 0 - r C 9 2 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 6397 @ 2" 7963 (3.50") Passed (80%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 4615 @ 1' 1/2" 6400 Passed (72%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 4262 @ 10" 10868 Passed (39%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.007 @ 1' 5 9/16" 0.092 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.011 @ 1' 5 9/16" 0.138 Passed (L/999+) 1.0 D + 1.0 S (All 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/size factor of 1.00 that was calculated using length L = 2' 9". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Factored 1 - Trimmer - HF 3.50" 3.50" 2.81" 2525 3872 6397 None 2 - Trimmer - HF 3.50" 3.50" 1.50" 816 1239 2055 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 3' 1" o/c Bottom Edge (Lu) 3' 1" o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Loads Location Tributary (0.90) (1.15) Comments Width 0 - Self Weight (PLF) 0 to 3' 1" N/A 7.7 1 - Point (lb) 10" N/A 3317 5111 Beam 2 Load Notes Member Length : 3' 1" System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2021 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.weyerhaeusercom/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 Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/14/2024 6:05:43 AM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 .I FORTE W E B MEMBER REPORT Unit 1 Roof, H6 Post (Right on Plan) 2 piece(s) 2 x 4 HF No.2 PASSED Drawing is Conceptual Wall Height: 7' Member Height: 6' 7 1/2" Tributary Width: 1' Design Results Actual Allowed Result LDF Load: Combination Slenderness 27 50 Passed (53%) Compression (Ibs) 2055 3198 Passed (64%) 1.15 1.0 D + 1.0 S Plate Bearing (Ibs) 2055 6563 Passed (31%) -- 1.0 D + 1.0 S Lateral Reaction (Ibs) 52 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 47 1680 Passed (3%) 1.60 1.0 D + 0.6 W Lateral Moment (ft-Ibs) 85 @ mid -span 1028 Passed (8%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.06 @ mid -span 0.66 Passed (L/1445) 1.0 D + 0.45 W + 0.75 L + 0.75 S Bending/Compression 0.61 1 Passed (61%) 1.15 1.0 D + 1.0 S • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. • The column stability factor (Kf = 0.6) applied to this design assumes nailed built-up columns per NDS section 15.3.3. For Weyerhaeuser ELP products refer to the U.S. Wall Guide for multiple -member connection requirements. Supports Type Material Top Dbl 2X Douglas Fir -Larch Base 2X Douglas Fir -Larch Max Unbraced Length Comments 6' 7 1/2" Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD • Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Vertical Load Tributary Width Dead (0.90) Snow (1.15) Comments 1 - Point (lb) N/A 816 1239 HDR H6 Load Lateral Load Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 1' 25.9 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33% Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. 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 Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/14/2024 6:44:44 AM UTC AForteWEB 0.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 .I FORTE W E B MEMBER REPORT Unit 1 Roof, H6 Post (Left on Plan) 1 piece(s) 4 x 6 HF No.2 PASSED Drawing is Conceptual Wall Height: 7' Member Height: 6' 7 1/2" Tributary Width: 1' Design Results dual Allowed Result LDF Load: Combination Slenderness 23 50 Passed (45%) Compression (Ibs) 6397 12710 Passed (50%) 1.15 1.0 D + 1.0 S Plate Bearing (Ibs) 6397 12031 Passed (53%) -- 1.0 D + 1.0 S Lateral Reaction (Ibs) 52 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 44 3080 Passed (1%) 1.60 1.0 D + 0.6 W Lateral Moment (ft-Ibs) 85 @ mid -span 2567 Passed (3%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.04 @ mid -span 0.66 Passed (L/2109) 1.0 D + 1.0 S Bending/Compression 0.59 1 Passed (59%) 1.15 1.0 D + 1.0 S • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. Supports Type Material Top Dbl 2X Douglas Fir -Larch Base 2X Douglas Fir -Larch Max Unbraced Length Comments 167 1/2" Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A System : Wall Member Type: Column Building Code : IBC 2021 Design Methodology : ASD • Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Vertical Load Tributary Width Dead (0.90) Snow (1.15) Comments 1 - Point (lb) N/A 2525 3872 HDR H6 Load Lateral Load Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 1' 25.9 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33% Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. 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 Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/14/2024 6:50:37 AM UTC AForteWEB 0.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 ESGDESIGN MIN. 4x6 HF82 P05T MDR If 13 UPPER FLOOR FRAMING SCHEME m 3-I/2"x .8E 151 HDRHI �sa� b <D � (2)2x HFA2 P05T L (2)2x MFk2 POST TRACE DOWN TO MDR BEAM B6 DBL 2 OE LVL H IIANGER NGER U J � O Lxm 5-1/4"x 54/4' 1.8E PSL P05T 1Isti Y ti MDR H] BEAM B/ I30 (A992) Lim`' 5-I/4" x 5-1/4" 1.5E PSL POST UNDER P05T ABOVE NON -LOAD ExB9f�2 BEARING WA �)2x TRIMMER5TUD5 AT ACH MDR END t° ro t 6 Iv xL MDR H 10 BEARING WALL T5I :5 (FWSH) 75 :5 777' �52 II'BA3.56/I 1.88' MANGER II II I I I II bE I .8E PSL P05T Eli Grassley, P.E. 4x6 MFs2 TRIMMER 5TUD5 AT EACH MDR END 1412x6 H112 POST P� II-7/B'TJI3GO pIG"oc 'R53.56/11.88' (2)2x6 TRIMMER 5TUD� HANGERS (3)2x6 TRIMMER 5TUD 'IT52.3 HAA NGEERSR5 N 3-I/2' x 5-1/4- ).8E R51- P05T II I P05T ABOVE II R\ HD�BL�#x e.BELYE (312x6 TRIMMER STUD HD6BLEEVE `(2)2x6 TRIMMER 5TUD�MDR HB ^ MIN. 4x6 HFM2 POST MIN. 1 1121 ENGINEERED - STRUCTURES - GLOBAL - DESIGN Project I a FO RT E W E B MEMBER REPORT PASSED Unit 1 Upper Level, Floor Joists 1 piece(s) 11 7/8" THO 360 @ 16" OC 0 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 629 @ 17' 4 1/2" 1080 (1.75") Passed (58%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 629 @ 17' 4 1/2" 1705 Passed (37%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2701 @ 8' 9 1/2" 6180 Passed (44%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.245 @ 8' 9 1/2" 0.572 Passed (L/841) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.337 @ 8' 9 1/2" 0.858 Passed (L/611) 1.0 D + 1.0 L (All Spans) TJ-Pro"" Rating 44 35 Passed • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser EdgeTM Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-ProTM Rating include: None. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Stud wall - HF 3.50" 2.25" 1.75" 176 469 645 1 1/4" Rim Board 2 - Hanger on 11 7/8" GLB beam 5.50" Hanger' 1.75" / - 3 181 482 663 See note' • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ' See Connector grid below for additional information and/or requirements. • z Required Bearing Length / Required Bearing Length with Web Stiffeners Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 5' 9" o/c Bottom Edge (Lu) 173" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Member Length : 17' 3 1/4" System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger IUS2.37/11.88 2.00" N/A 10-10dx1.5 2-Strong-Grip • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Vertical Load Location Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 17' 10" 16" 15.0 40.0 Floor Load Weverhaeuser 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 Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/14/2024 5:03:40 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 a FO RT E W E B MEMBER REPORT PASSED Unit 1 Upper Level, Floor Joists above Dining 1 piece(s) 11 7/8" THO 560 @ 16" OC r-:T 4 21' 7" V 2 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 794 @ 3 1/2" 1265 (1.75") Passed (63%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 794 @ 3 1/2" 2050 Passed (39%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 4303 @ 11' 1 1/2" 9500 Passed (45%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.415 @ 11' 1 1/2" 0.722 Passed (L/627) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.570 @ 11' 1 1/2" 1.083 Passed (L/456) 1.0 D + 1.0 L (All Spans) TJ-Pro"" Rating 37 35 Passed • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser EdgeTM Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-ProTM Rating include: None. Suppolts Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Hanger on 11 7/8" GLB beam 3.50" Hanger' 1.75" / - z 222 593 816 See note 1 2 - Stud wall - HF 5.50" 4.25" 1.75" 224 598 822 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. • z Required Bearing Length / Required Bearing Length with Web Stiffeners Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 8' 6" o/c Bottom Edge (Lu) 21' 11" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Member Length : 21' 11 1/4" System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger IUS3.56/11.88 2.00" N/A 12-10dx1.5 2-Strong-Grip • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Vertical Load Location Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 22' 4" 16" 15.0 40.0 Floor Load Weverhaeuser 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 Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/18/2024 7:46:28 AM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 aFORTEWEB' MEMBER REPORT Unit 1 Upper Level, Floor Beam B3 1 piece(s) 3 1/2" x 11 7/8" 24F-V4 DF Glulam PASSED + + G 0 7' 3'' I. C E Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 3637 @ 6 3/4" 3637 (1.60") Passed (100%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 2661 @ 1' 6 5/8" 7343 Passed (36%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 6706 @ 4' 3" 16452 Passed (41%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.054 @ 4' 3" 0.246 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.075 @ 4' 3" 0.369 Passed (L/999+) 1.0 D + 1.0 L (All 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/size factor of 1.00 that was calculated using length L = 7' 4 1/2". • 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. SuppoltS Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Hanger on 11 7/8" GLB beam 6.75" Hanger' 1.60" 1169 3018 4186 See note' 2 - Column - HF 5.25" 5.25" 1.73" 1105 2840 3945 Blocking • tsiocKing Naneis are assumea to carry no ioaas appuea airectry Move tnem ana the ruu ioaa is appuea to the memoer Deing aesignea. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ' See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 78" o/c Bottom Edge (Lu) 7' 8" o/c -Maximum allowable bracing intervals based on applied load. Member Length : 78 1/4" System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger HHUS48 3.00" N/A 22-16d 8-16d • Keter to manutacturer notes ana instructions Tor proper Installation and use or all connectors. Dead Floor Live Vertical Loads Location (Side) Tributary (0.90) (1.00) Comments Width 0 - Self Weight (PLF) 6 3/4" to 8' 3" N/A 10.1 1 - Uniform (PSF) 0 to 8' 3" (Front) 17' 9" 15.0 40.0 Floor Load • alae Ioaas are assumea to not Inauce cross -grain tension. Member Notes ;converted from: Floor Drop Beam) ForteWEB Software Operator Job Notes Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/18/2024 8:21:13 AM UTC FoIteWEB 0.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 2 .I FORTE W E B MEMBER REPORT Unit 1 Upper Level, 83 Mid Post 1 piece(s) 3 1/2" x 5 1/4" 1.8E Parallam@ PSL PASSED Drawing is Conceptual Wall Height: 9' Member Height: 8' 7 1/2" Tributary Width: 1' Design Results Actual Allowed Result LDF Load: Combination Slenderness 27 50 Passed (55%) Compression (Ibs) 8288 17501 Passed (47%) 1.15 1.0 D + 1.0 S Plate Bearing (Ibs) 8288 11484 Passed (72%) 1.0 D + 1.0 S Lateral Reaction (Ibs) 65 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 58 4508 Passed (1%) 1.60 1.0 D + 0.6 W Lateral Moment (ft-Ibs) 140 @ mid -span 5753 Passed (2%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.07 @ mid -span 0.86 Passed (L/1543) 1.0 D + 0.45 W + 0.75 L + 0.75 S Bending/Compression 0.41 1 Passed (41%) 1.15 1.0 D + 1.0 S • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. Supports Type Material Top Dbl 2X Douglas Fir -Larch Base 2X Douglas Fir -Larch Max Unbraced Length Comments 8' Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A System : Wall Member Type: Column Building Code : IBC 2021 Design Methodology : ASD • Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Vertical Load Tributary Width Dead (0.90) Snow (1.15) Comments 1 - Point (lb) N/A 2226 6062 Beam B3 Load Lateral Load Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 1' 25.1 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33% Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. 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 Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/14/2024 10:29:34 AM UTC AForteWEB 0.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 ESG Design www.esg-design.com BeamChek v2023 licensed to: Markiian Trembach Reg # 5508-68673 Edmonds Homes Lot 1 Beam B4 Prepared by: MT Date: 6/18/24 Selection W 12x 53 50 ksi Wide Flange Steel Lateral Support: Lc = 9 ft max. Conditions Actual Size is 10 x 12 in. Min Bearing Length R1= 1.3 in. R2= 1.3 in. (1.0) DL Defl= 0.53 in Recom Camber= 0.80 in Data Attributes Critical Status Ratio Values Adiustments Beam Span 28.25 ft Reaction 1 LL 11410 # Reaction 2 LL 6089 # Beam Wt per ft 53.0 # Reaction 1 TL 18307 # Reaction 2 TL 9932 # Bm Wt Included 1497 # Maximum V 18307 # Max Moment 133960 '# Max V (Reduced) N/A TL Max Defl L / 240 TL Actual Defl L / 242 LL Max Defl L / 360 LL Actual Defl L / 390 Section (in3) Shear (in2) TL Defl (in) LL Defl 70.60 4.16 1.40 0.87 48.71 0.92 1.41 0.94 OK OK OK OK 69% 22% 99% 92% Fb (psi) Fv (psi) E (psi x mil) Ref. Value Fy 50000 Adjusted Values 33000 50000 20000 29.0 29.0 YP Factor, Lc At Point Loads: B = 1.3 0.66 0.40 Provide these minimum bearing lengths in inches or provide web stiffeners. C = 1.3 D = 1.3 E = 1.3 Loads Uniform LL: 172 Uniform TL: 237 = A Point LL Point TL Distance 3872 B = 6397 6.75 3018 C = 4187 6.9 1239 D = 2055 9.5 4511 E = 7422 9.9 Uniform Load A Pt loads: 0 R1 = 18307 R2 = 9932 SPAN = 28.25 FT Uniform and partial uniform loads are Ibs per lineal ft. .I FORTE W E B MEMBER REPORT Unit 1 Upper Level, 84 Interior Post 1 piece(s) 5 1/4" x 7" 1.8E Parallam@ PSL PASSED Wall Height: 9' Member Height: 8' 7 1/2" Tributary Width: 1' Design Results Actual Allowed Result LDF Load: Combination Slenderness 18 50 Passed (37%) Compression (Ibs) 15734 69383 Passed (23%) 1.15 1.0 D + 0.75 L + 0.75 S Plate Bearing (Ibs) 15734 15619 Passed (SOS%) 1.0 D + 0.75 L + 0.75 S Lateral Reaction (Ibs) 65 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 56 9016 Passed (1%) 1.60 1.0 D + 0.6 W Lateral Moment(ft-Ibs) 140 @ mid -span 15016 Passed (1%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.05 @ mid -span 0.86 Passed (L/2046) 1.0 D + 0.45 W + 0.75 L + 0.75 S Bending/Compression 0.21 1 Passed (21%) 1.15 1.0 D + 0.75 L + 0.75 S • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. • Bearing shall be on a metal plate or strap, or on other equivalently durable, rigid, homogeneous material with sufficient stiffness to distribute applied load. Supports Type Material Top Dbl 2X Spruce -Pine -Fir Base 2X Spruce -Pine -Fir Drawing is Conceptual Max Unbraced Length Comments 8' Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A System : Wall Member Type: Column Building Code : IBC 2021 Design Methodology : ASD • Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Vertical Load Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 1 - Point (lb) N/A 6873 4979 6835 Beam B4 Load Lateral Load Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 1' 25.1 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33'), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. 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 Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/14/2024 5:10:35 PM UTC AForteWEB 0.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 .I FORTE W E B MEMBER REPORT Unit 1 Upper Level, B4 Exterior Post 4 piece(s) 2 x 6 HF No.2 PASSED Drawing is Conceptual Wall Height: 9' Member Height: 8' 7 1/2" Tributary Width: 1' Design Results Actual Allowed Result LDF Load: Combination Slenderness 19 50 Passed (38%) Compression (Ibs) 8037 21509 Passed (37%) 1.15 1.0 D + 0.75 L + 0.75 S Plate Bearing (Ibs) 8037 14025 Passed (57%) 1.0 D + 0.75 L + 0.75 S Lateral Reaction (Ibs) 65 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 58 5280 Passed (1%) 1.60 1.0 D + 0.6 W Lateral Moment(ft-Ibs) 140 @ mid -span 4436 Passed (3%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.06 @ mid -span 0.86 Passed (L/1851) 1.0 D + 0.45 W + 0.75 L + 0.75 S Bending/Compression 0.40 1 Passed (40%) 1.15 1.0 D + 0.75 L + 0.75 S • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. • The column stability factor (Kf = 0.6) applied to this design assumes nailed built-up columns per NDS section 15.3.3. For Weyerhaeuser ELP products refer to the U.S. Wall Guide for multiple -member connection requirements. Supports Type Material Top Dbl 2X Spruce -Pine -Fir Base 2X Spruce -Pine -Fir Max Unbraced Length Comments 8' Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD • Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Dead Floor Live Snow Vertical Load Tributary Width (0.90) (1.00) (1.15) Comments 1 - Point (lb) N/A 3553 3191 2787 Beam B4 Load Lateral Load Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 1' 25.1 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33% Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. 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 Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/14/2024 5:14:55 PM UTC AForteWEB 0.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 aFORTEWEB' MEMBER REPORT Unit 1 Upper Level, Floor Beam B5 1 piece(s) 1 1/2" x 11 7/8" 1.3E TimberStrand@ LSL PASSED 0 V Overall Length 10' 11" 1 U' 4" Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 294 @ 3 1/2" 1598 (1.50") Passed (18%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 198 @ 1' 3 3/8" 5047 Passed (4%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 447 @ 3' 3 15/16" 4999 Passed (9%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.019 @ 4' 11 5/16" 0.349 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.032 @ 5' 1/2" 0.523 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. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Hanger on 11 7/8" HF beam 3.50" Hanger' 1.50" 100 194 294 See note ' 2 - Column - HF 3.50" 3.50" 1.50" 43 39 82 Blocking • rsioci(ing Panels are assumea to carry no ioaas appiiea airectiy aoove tnem ana the ruii ioaa is appiiea to me memoer Deng aesignea. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ' See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 10' 8" o/c Bottom Edge (Lu) 10' 8" o/c -Maximum allowable bracing intervals based on applied load. 0 Member Length : 10' 7 1/2" System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger LUS210 1.75" N/A 8-10dx1.5 4-10d • teeter to manutacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Vertical Loads Location (Side) Tributary Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 3 1/2" to 10' 11" N/A 5.2 -- 1 - Uniform (PSF) 3 1/2" to 3' 9 1/2" (Front) 1' 8" 15.0 40.0 Stairs Load • �,iae ioaas are assumea to not inauce cross -grain tension. Member Notes (converted from: Floor Drop Beam) ForteWEB Software Operator Job Notes Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/14/2024 3:16:52 PM UTC ForteWEB 0.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds A Units Page 1 / 2 .I FORTE W E B MEMBER REPORT Unit 1 Upper Level, B5 Post 2 piece(s) 2 x 4 HF No.2 PASSED Drawing is Conceptual Wall Height: 9' Member Height: 8' 7 1/2" Tributary Width: 1' Design Results Actual Allowed Result LDF Load: Combination Slenderness 32 50 Passed (64%) Compression (Ibs) 82 2237 Passed (4%) 1.00 1.0 D + 1.0 L Plate Bearing (Ibs) 82 4463 Passed (2%) -- 1.0 D + 1.0 L Lateral Reaction (Ibs) 65 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 60 1680 Passed (4%) 1.60 1.0 D + 0.6 W Lateral Moment(ft-Ibs) 140 @ mid -span 1025 Passed (14%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.10 @ mid -span 0.86 Passed (L/1085) 1.0 D + 0.6 W Bending/Compression 0.14 1 Passed (14%) 1.60 1.0 D + 0.6 W • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. • The column stability factor (Kf = 0.6) applied to this design assumes nailed built-up columns per NDS section 15.3.3. For Weyerhaeuser ELP products refer to the U.S. Wall Guide for multiple -member connection requirements. Supports Type Material Top Dbl 2X Spruce -Pine -Fir Base 2X Spruce -Pine -Fir Max Unbraced Length Comments 8' Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD • Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Dead Floor Live Vertical Load Tributary Width (0.90) (1.00) Comments 1 - Point (lb) N/A 43 39 Beam B5 Load Lateral Load Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 1' 25.1 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33% Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. 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 Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/14/2024 4:43:48 PM UTC AForteWEB 0.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 a FO RT E W E B MEMBER REPORT PASSED Unit 1 Upper Level, Floor Beam B6 1 piece(s) 1 1/2" x 11 7/8" 1.3E TimberStrand@ LSL 0 I ' 9' 2., Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1354 @ 9' 7" 3728 (3.50") Passed (36%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 978 @ 8' 5 5/8" 5047 Passed (19%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2899 @ 5' 1 11/16" 4999 Passed (58%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.135 @ 4' 11 7/8" 0.314 Passed (L/836) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.193 @ 4' 11 3/4" 0.471 Passed (L/585) 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. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Column - HF 3.50" 2.25" 1.50" 234 512 746 1 1/4" Rim Board 2 - Column - HF 3.50" 3.50" 1.50" 395 959 1354 Blocking • Kim board is assumed to carry au loads applied directly above it, Dypassing the member Deing designed. • 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) 5' 9" o/c Bottom Edge (Lu) 9' 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) 1 1/4" to 9' 9" N/A 5.2 1 - Uniform (PSF) 3' 8" to 9' 9" (Front) 5' 3" 15.0 40.0 Floor Load 2 - Point (lb) 3' 8" (Front) N/A 100 194 Beam B5 Load • Side loads are assumed to not induce cross -grain tension. Member Notes (converted from: Floor Drop Beam) 0 Member Length : 9' 7 3/4" System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 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 Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/14/2024 3:48:12 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 .I FORTE W E B MEMBER REPORT Unit 1 Upper Level, B6 Exterior Post 2 piece(s) 2 x 4 HF No.2 PASSED Drawing is Conceptual Wall Height: 9' Member Height: 8' 7 1/2" Tributary Width: 1' Design Results Actual Allowed Result LDF Load: Combination Slenderness 32 50 Passed (64%) Compression (Ibs) 746 2237 Passed (33%) 1.00 1.0 D + 1.0 L Plate Bearing (Ibs) 746 4463 Passed (17%) -- 1.0 D + 1.0 L Lateral Reaction (Ibs) 65 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 60 1680 Passed (4%) 1.60 1.0 D + 0.6 W Lateral Moment(ft-Ibs) 140 @ mid -span 1025 Passed (14%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.10 @ mid -span 0.86 Passed (L/1026) 1.0 D + 0.6 W Bending/Compression 0.23 1 Passed (23%) 1.60 1.0 D + 0.45 W + 0.75 L + 0.75 S • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. • The column stability factor (Kf = 0.6) applied to this design assumes nailed built-up columns per NDS section 15.3.3. For Weyerhaeuser ELP products refer to the U.S. Wall Guide for multiple -member connection requirements. Supports Type Material Top Dbl 2X Spruce -Pine -Fir Base 2X Spruce -Pine -Fir Max Unbraced Length Comments 8' Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD • Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Vertical Load Tributary Width Dead (0.90) Floor Live (1.00) Comments 1 - Point (lb) N/A 234 512 Beam B6 Load Lateral Load Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 1' 25.1 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33% Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. 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 Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/14/2024 3:28:17 PM UTC AForteWEB 0.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 ESG Design www.esg-design.com BeamChek v2023 licensed to: Markiian Trembach Reg # 5508-68673 Edmonds Homes Lot 1 Beam B7 Prepared by: MT Date: 6/18/24 Selection W 10x 30 50 ksi Wide Flange Steel Lateral Support: Lc = 5.2 ft max. Conditions Actual Size is 5-3/4 x 10-1/2 in. Min Bearing Length R1= 0.9 in. R2= 0.9 in. (1.0) DL Defl= 0.22 in Recom Camber= 0.33 in Data Attributes Critical Status Ratio Values Adiustments Beam Span 21.1 ft Reaction 1 LL 6014 # Reaction 2 LL 6014 # Beam Wt per ft 30.0 # Reaction 1 TL 8585 # Reaction 2 TL 8585 # Bm Wt Included 633 # Maximum V 8585 # Max Moment 45286 '# Max V (Reduced) N/A TL Max DO L / 240 TL Actual Defl L / 345 LL Max Defl L / 360 LL Actual DO L / 492 Section (in3) Shear (in2) TL DO (in) LL Defl 32.40 3.14 0.73 0.51 16.47 0.43 1.06 0.70 OK OK OK OK 51% 14% 70% 73% Fb (psi) Fv (psi) E (psi x mil) Ref. Value Fy Adjusted Values 50000 33000 50000 29.0 20000 29.0 YP Factor, Lc 0.66 0.40 Loads Uniform LL: 570 Uniform TL: 784 = A Uniform Load A 0 R1 = 8585 R2 = 8585 SPAN = 21.1 FT Uniform and partial uniform loads are Ibs per lineal ft. .I FORTE W E B MEMBER REPORT Unit 1 Upper Level, 87Interior Post 1 piece(s) 3 1/2" x 5 1/4" 1.8E Parallam@ PSL PASSED Wall Height: 9' Member Height: 8' 7 1/2" Tributary Width: 1' Design Results Actual Allowed Result LDF Load: Combination Slenderness 27 50 Passed (55%) Compression (Ibs) 8883 17320 Passed (51%) 1.00 1.0 D + 1.0 L Plate Bearing (Ibs) 8883 11484 Passed (77%) 1.0 D + 1.0 L Lateral Reaction (Ibs) 65 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 58 4508 Passed (1%) 1.60 1.0 D + 0.6 W Lateral Moment (ft-Ibs) 140 @ mid -span 5753 Passed (2%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.07 @ mid -span 0.86 Passed (L/1450) 1.0 D + 0.45 W + 0.75 L + 0.75 S Bending/Compression 0.49 1 Passed (49%) 1.00 1.0 D + 1.0 L • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. • Bearing shall be on a metal plate or strap, or on other equivalently durable, rigid, homogeneous material with sufficient stiffness to distribute applied load. Supports Type Material Top Dbl 2X Douglas Fir -Larch Base 2X Douglas Fir -Larch Drawing is Conceptual Max Unbraced Length Comments 8' Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A System : Wall Member Type: Column Building Code : IBC 2021 Design Methodology : ASD • Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Vertical Load Tributary Width Dead (0.90) Floor Live (1.00) Comments 1 - Point (lb) N/A 2613 6270 Beam B7 Load Lateral Load Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 1' 25.1 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33'), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. 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 Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 7/24/2024 7:07:49 PM UTC AForteWEB 0.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 a FORTE W GB MEMBER REPORT Unit 1 Upper Level, Header H7 1 piece(s) 5 1/4" x 11 7/8" 2.2E Parallam@ PSL PASSED C 0 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 5326 @ 2" 11484 (3.50") Passed (46%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 4592 @ 1' 3 3/8" 12053 Passed (38%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 23865 @ 9' 3 1/2" 29854 Passed (80%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.502 @ 9' 3 1/2" 0.608 Passed (L/436) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.928 @ 9' 3 1/2" 0.913 Passed (L/236) 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. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Factored 1 - Trimmer - HF 3.50" 3.50" 1.62" 2446 2880 581 5326 None 2 - Trimmer - HF 3.50" 3.50" 1.62" 2446 2880 581 5326 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 18' 7" o/c Bottom Edge (Lu) 18' 7" o/c -Maximum allowable bracing intervals based on applied load. Dead Floor Live Snow Vertical Loads Location Tributary (0.90) (1.00) (1.1s) Comments Width 0 - Self Weight (PLF) 0 to 18' 7" N/A 19.5 1 - Uniform (PSF) 0 to 18' 7" 7' 9" 15.0 40.0 Floor Load 2 - Uniform (PLF) 0 to 18' 7" N/A 90.0 - Upper Level Exterior Wall Load 3 - Uniform (PSF) 0 to 18' 7" 2' 6" 15.0 25.0 Roof Overhang Load Member Length : 18' 7" System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2021 Design Methodology : ASO 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 Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/18/2024 8:50:28 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 .I FORTE W E B MEMBER REPORT Unit 1 Upper Level, H7 Post 1 piece(s) 4 x 6 HF No.2 PASSED Drawing is Conceptual Wall Height: 8' Member Height: 7' 7 1/2" Tributary Width: 1' Design Results Actual Allowed Result LDF Load: Combination Slenderness 26 50 Passed (52%) Compression (Ibs) 5313 9799 Passed (54%) 1.00 1.0 D + 1.0 L Plate Bearing (Ibs) 5313 12031 Passed (44%) 1.0 D + 1.0 L Lateral Reaction (Ibs) 58 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 51 3080 Passed (2%) 1.60 1.0 D + 0.6 W Lateral Moment(ft-Ibs) 111 @ mid -span 2561 Passed (4%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.05 @ mid -span 0.76 Passed (L/1885) 1.0 D + 0.45 W + 0.75 L + 0.75 S Bending/Compression 0.62 1 Passed (62%) 1.00 1.0 D + 1.0 L • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. Supports Type Material Top Dbl 2X Douglas Fir -Larch Base 2X Douglas Fir -Larch Max Unbraced Length Comments 177 1/2" Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A System : Wall Member Type: Column Building Code : IBC 2021 Design Methodology : ASD • Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Vertical Load Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 1 - Point (lb) N/A 2433 2880 518 HDR H7 Load Lateral Load Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 1' 25.5 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33% Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. 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 Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/15/2024 9:50:13 AM UTC AForteWEB 0.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 aFORTEWEB' MEMBER REPORT Unit 1 Upper Level, Header H8 2 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam@ LVL PASSED 0 F1 9' E Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1033 @ 1 1/2" 7613 (3.00") Passed (14%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 847 @ 10 1/4" 5544 Passed (15%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 2325 @ 4' 9" 8182 Passed (28%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.049 @ 4' 9" 0.308 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.172 @ 4' 9" 0.313 Passed (L/647) 1.0 D + 1.0 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 Snow Factored 1 - Trimmer - HF 3.00" 3.00" 1.50" 736 297 1033 None 2 - Trimmer - HF 3.00" 3.00" 1.50" 736 297 1033 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 9' 6" o/c Bottom Edge (Lu) 9' 6" o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Loads Location Tributary (0.90) (1.15) Comments Width 0 - Self Weight (PLF) 0 to 9' 6" N/A 7.4 1 - Uniform (PLF) 0 to 9' 6" N/A 110.0 - Exterior Wall Load 2 - Uniform (PSF) 0 to 9' 6" 2' 6" 15.0 25.0 Roof Overhang Load 0 Member Length : 9' 6" System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2021 Design Methodology : ASO 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 Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/18/2024 8:53:41 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 a FORTE W GB MEMBER REPORT Unit 1 Upper Level, Header H9 1 piece(s) 3 1/2" x 10 1/2" 24F-V4 DF Glulam PASSED + + G 0 C 0 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 4815 @ 2" 7963 (3.50") Passed (60%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 3286 @ 1' 2" 6493 Passed (51%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 9695 @ 4' 9 1/2" 12863 Passed (75%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.149 @ 4' 9 1/2" 0.308 Passed (L/747) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.272 @ 4' 9 1/2" 0.463 Passed (L/408) 1.0 D + 0.75 L + 0.75 S (All 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/size factor of 1.00 that was calculated using length L = 9' 3". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Factored 1 - Trimmer - HF 3.50" 3.50" 2.12" 2187 2156 1348 4815 None 2 - Trimmer - HF 3.50" 3.50" 2.12" 2187 2156 1348 4815 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 9' 7" o/c Bottom Edge (Lu) 9' 7" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 9' 7" N/A 8.9 1 - Uniform (PLF) 0 to 9' 7" N/A 110.0 - Exterior Wall Load 2 - Uniform (PSF) 0 to 9' 7" IVY 15.0 25.0 Roof Load 3 - Uniform (PSF) 0 to 9' 7" IVY 15.0 40.0 1 - Floor Load Member Length : 9' 7" System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Weyerhaeuser Notes IF I 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 ESP-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 Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/15/2024 3:18:14 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 .I FORTE W E B MEMBER REPORT Unit 1 Upper Level, H9 Post 3 piece(s) 2 x 6 HF No.2 PASSED Drawing is Conceptual Wall Height: 7' Member Height: 6' 7 1/2" Tributary Width: 1' Design Results Actual Allowed Result LDF Load: Combination Slenderness 18 50 Passed (35%) Compression (Ibs) 4815 14321 Passed (34%) 1.15 1.0 D + 0.75 L + 0.75 S Plate Bearing (Ibs) 4815 15469 Passed (31%) -- 1.0 D + 0.75 L + 0.75 S Lateral Reaction (Ibs) 52 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 44 3960 Passed (1%) 1.60 1.0 D + 0.6 W Lateral Moment (ft-Ibs) 85 @ mid -span 3319 Passed (3%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.03 @ mid -span 0.66 Passed (L/3008) 1.0 D + 0.45 W + 0.75 L + 0.75 S Bending/Compression 0.29 1 Passed (29%) 1.15 1.0 D + 0.75 L + 0.75 S • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. • The column stability factor (Kf = 0.6) applied to this design assumes nailed built-up columns per NDS section 15.3.3. For Weyerhaeuser ELP products refer to the U.S. Wall Guide for multiple -member connection requirements. Supports Type Material Top Dbl 2X Douglas Fir -Larch Base 2X Douglas Fir -Larch Max Unbraced Length Comments 6' 7 1/2" Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD • Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Vertical Load Tributary Width Dead (0.90) Floor Live Snow (1.00) (1.15) Comments 1 - Point (lb) N/A 2187 2156 1348 HDR H9 Load Lateral Load Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 1' 25.9 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33% Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. 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 Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/15/2024 3:35:10 PM UTC AForteWEB 0.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 .I FORTE W E B MEMBER REPORT Unit 1 Upper Level, H8 & H9 Post 1 piece(s) 4 x 6 HF No.2 PASSED Drawing is Conceptual Wall Height: 9' Member Height: 8' 7 1/2" Tributary Width: 1' Design Results Actual Allowed Result LDF Load: Combination Slenderness 27 50 Passed (55%) Compression (Ibs) 5765 9143 Passed (63%) 1.15 1.0 D + 0.75 L + 0.75 S Plate Bearing (Ibs) 5765 12031 Passed (48%) -- 1.0 D + 0.75 L + 0.75 S Lateral Reaction (Ibs) 65 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 58 3080 Passed (2%) 1.60 1.0 D + 0.6 W Lateral Moment(ft-Ibs) 140 @ mid -span 2558 Passed (5%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.07 @ mid -span 0.86 Passed (L/1415) 1.0 D + 0.45 W + 0.75 L + 0.75 S Bending/Compression 0.75 1 Passed (75%) 1.15 1.0 D + 0.75 L + 0.75 S • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. Supports Type Material Top Dbl 2X Douglas Fir -Larch Base 2X Douglas Fir -Larch Max Unbraced Length Comments 8' Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A System : Wall Member Type: Column Building Code : IBC 2021 Design Methodology : ASD • Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Vertical Loads Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 1 - Point (lb) N/A 2187 2156 1348 HDR H9 Load 2 - Point (lb) N/A 727 - 297 HDR H8 Load Lateral Load Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 1' 25.1 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33'), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. 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 Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/16/2024 2:00:58 PM UTC AForteWEB 0.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 .I FORTE W E B MEMBER REPORT Unit 1 Upper Level, H8 & H14 Post 1 piece(s) 4 x 6 HF No.2 PASSED Drawing is Conceptual Wall Height: 9' Member Height: 8' 7 1/2" Tributary Width: 1' Design Results Actual Allowed Result LDF Load: Combination Slenderness 27 50 Passed (55%) Compression (Ibs) 5962 9143 Passed (65%) 1.15 1.0 D + 0.75 L + 0.75 S Plate Bearing (Ibs) 5962 12031 Passed (50%) -- 1.0 D + 0.75 L + 0.75 S Lateral Reaction (Ibs) 65 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 58 3080 Passed (2%) 1.60 1.0 D + 0.6 W Lateral Moment(ft-Ibs) 140 @ mid -span 2558 Passed (5%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.08 @ mid -span 0.86 Passed (L/1378) 1.0 D + 0.45 W + 0.75 L + 0.75 S Bending/Compression 0.79 1 Passed (79%) 1.15 1.0 D + 0.75 L + 0.75 S • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. Supports Type Material Top Dbl 2X Douglas Fir -Larch Base 2X Douglas Fir -Larch Max Unbraced Length Comments 8' Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A System : Wall Member Type: Column Building Code : IBC 2021 Design Methodology : ASD • Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Vertical Loads Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 1 - Point (lb) N/A 1588 1358 1018 HDR H14 Load 2 - Point (lb) N/A 727 - 297 HDR H8 Load 3 - Point (lb) N/A 762 1174 HDR H4 & H5 Load (Upper Floor) Lateral Load Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 1' 25.1 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33'), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. 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 P05T FOUNDATION CALCULATIONS: A55UMED 501L BEARING CAPACITY - 1,500 P51' MIN. FOUNDATION AREA: (1 ,588# + 1 ,358# + 1,0 18# + 727# + 297# + 7G2# + 1, 174# / 1,500 F5f = 4.G 5F PROVIDE 28" x 28" FOUNDATION - 5.4 51' ForteWEB Software Operator Job Notes Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/16/2024 2:03:41 PM UTC AForteWEB 0.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 aFORTEWEB' MEMBER REPORT Unit 1 Upper Level, Header H10 2 piece(s) 2 x 8 HF No.2 PASSED 0 F1 L 6 E Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1088 @ 1 1/2" 3645 (3.00") Passed (30%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 468 @ 10 1/4" 2175 Passed (22%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 685 @ 1' 6" 2234 Passed (31%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.005 @ 1' 6" 0.092 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.008 @ 1' 6" 0.138 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. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Trimmer - HF 3.00" 3.00" 1.50" 303 785 1088 None 2 - Trimmer - HF 3.00" 3.00" 1.50" 303 785 1088 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 3' o/c Bottom Edge (Lu) 3' o/c -Maximum allowable bracing intervals based on applied load. Dead Floor Live Vertical Loads Location Tributary (0.90) (1.00) Comments Width 0 - Self Weight (PLF) 0 to 3' N/A 5.5 1 - Uniform (PSF) 0 to 3' 13' 1" 15.0 40.0 Floor Load 0 Member Length : 3' System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2021 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 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/ iocument-library. fhe product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/15/2024 10:33:28 AM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 .IFORTEWEB MEMBER REPORT Unit 1 Upper Level, Header H11 2 piece(s) 2 x 8 HF No.2 PASSED 0 C 5' 0 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1200 @ 1 1/2" 3645 (3.00") Passed (33%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 827 @ 10 1/4" 2175 Passed (38%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1503 @ 2' 9" 2234 Passed (67%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.043 @ 2' 9" 0.175 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.060 @ 2' 9" 0.262 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. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Trimmer - HF 3.00" 3.00" 1.50" 338 862 1200 None 2 - Trimmer - HF 3.00" 3.00" 1.50" 338 862 1200 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 56" o/c Bottom Edge (Lu) 5' 6" o/c -Maximum allowable bracing intervals based on applied load. Dead Floor Live Vertical Loads Location Tributary (0.90) (1.00) Comments Width 0 - Self Weight (PLF) 0 to 5' 6" N/A 5.5 1 - Uniform (PSF) 0 to 5' 6" 7' 10" 15.0 40.0 Floor Load 0 Member Length : 5' 6" System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2021 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 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/ iocument-library. fhe product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/15/2024 10:37:07 AM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 .I FORTE W E B MEMBER REPORT Unit 1 Upper Level, Header H12 2 piece(s) 2 x 8 HF No.2 PASSED 1 0 rw 9 24 L in 0 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 816 @ 1 1/2" 3645 (3.00") Passed (22%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 811 @ 10 1/4" 2175 Passed (37%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 846 @ 1' 2" 2234 Passed (38%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.005 @ 1' 4 11/16" 0.086 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.006 @ 1' 4 11/16" 0.129 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. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Trimmer - HF 3.00" 3.00" 1.50" 244 572 816 None 2 - Trimmer - HF 3.00" 3.00" 1.50" 167 387 554 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 2' 10" o/c Bottom Edge (Lu) 2' 10" o/c -Maximum allowable bracing intervals based on applied load. Dead Floor Live Vertical Loads Location Tributary (0.90) (1.00) Comments Width 0 - Self Weight (PLF) 0 to 2' 10" N/A 5.5 -- 1 - Point (lb) 1' 2" N/A 395 959 Beam B6 Load Member Length : 2' 10" System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2021 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 Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/15/2024 11:05:20 AM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 a FORTE W GB MEMBER REPORT Unit 1 Upper Level, Header H13 1 piece(s) 3 1/2" x 9" 24F-V4 DF Glulam PASSED C 0 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2852 @ 2" 7963 (3.50") Passed (36%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 2232 @ 1' 1/2" 5565 Passed (40%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 6365 @ 4' 9 1/2" 9450 Passed (67%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.138 @ 4' 9 1/2" 0.308 Passed (L/806) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.256 @ 4' 9 1/2" 0.463 Passed (L/433) 1.0 D + 1.0 L (All 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/size factor of 1.00 that was calculated using length L = 9' 3". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Factored 1 - Trimmer - HF 3.50" 3.50" 1.50" 1318 1533 299 2852 None 2 - Trimmer - HF 3.50" 3.50" 1.50" 1318 1533 299 2852 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 9' 7" o/c Bottom Edge (Lu) 9' 7" o/c -Maximum allowable bracing intervals based on applied load. Dead Floor Live Snow Vertical Loads Location Tributary (0.90) (1.00) (1.15) Comments Width 0 - Self Weight (PLF) 0 to 9' 7" N/A 7.7 1 - Uniform (PLF) 0 to 9' 7" N/A 110.0 - Exterior Wall Load 2 - Uniform (PSF) 0 to 9' 7" 2' 6" 15.0 - 25.0 Roof Overhang Load 3 - Uniform (PSF) 0 to 9' 7" 8' 15.0 40.0 - Floor Load Notes Member Length : 9' 7" System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2021 Design Methodology : ASO 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 Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/15/2024 3:10:08 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 .I FORTE W E B MEMBER REPORT Unit 1 Upper Level, H13 Post 2 piece(s) 2 x 6 HF No.2 PASSED Drawing is Conceptual Wall Height: 7' Member Height: 6' 7 1/2" Tributary Width: 1' Design Results Actual Allowed Result LDF Load: Combination Slenderness 27 50 Passed (53%) Compression (Ibs) 2851 4922 Passed (58%) 1.00 1.0 D + 1.0 L Plate Bearing (Ibs) 2851 10313 Passed (28%) 1.0 D + 1.0 L Lateral Reaction (Ibs) 52 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 44 2640 Passed (2%) 1.60 1.0 D + 0.6 W Lateral Moment (ft-Ibs) 85 @ mid -span 2187 Passed (4%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.03 @ mid -span 0.66 Passed (L/3174) 1.0 D + 0.45 W + 0.75 L + 0.75 S Bending/Compression 0.51 1 Passed (51%) 1.00 1.0 D + 1.0 L • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. • The column stability factor (Kf = 0.6) applied to this design assumes nailed built-up columns per NDS section 15.3.3. For Weyerhaeuser ELP products refer to the U.S. Wall Guide for multiple -member connection requirements. Supports Type Material Top Dbl 2X Douglas Fir -Larch Base 2X Douglas Fir -Larch Max Unbraced Length Comments 6' 7 1/2" Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD • Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Dead Floor Live Snow Vertical Load Tributary Width (0.90) (1.00) (1.15) Comments 1 - Point (lb) N/A 1318 1533 299 HDR H13 Load Lateral Load Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 1' 25.9 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33% Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. 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 Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/15/2024 3:37:41 PM UTC AForteWEB 0.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 a FORTE W GB MEMBER REPORT Unit 1 Upper Level, Header H14 1 piece(s) 3 1/2" x 9" 24F-V4 DF Glulam PASSED C 0 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 3370 @ 2" 7963 (3.50") Passed (42%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 2305 @ 1' 1/2" 5565 Passed (41%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 6575 @ 4' 9 1/2" 9450 Passed (70%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.160 @ 4' 9 1/2" 0.308 Passed (L/694) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.303 @ 4' 9 1/2" 0.463 Passed (L/367) 1.0 D + 0.75 L + 0.75 S (All 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/size factor of 1.00 that was calculated using length L = 9' 3". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Factored 1 - Trimmer - HF 3.50" 3.50" 1.50" 1588 1358 1018 3370 None 2 - Trimmer - HF 3.50" 3.50" 1.50" 1588 1358 1018 3370 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 9' 7" o/c Bottom Edge (Lu) 9' 7" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 9' 7" N/A 7.7 1 - Uniform (PLF) 0 to 9' 7" N/A 90.0 - Exterior Wall Load 2 - Uniform (PSF) 0 to 9' 7" 8' 6" 15.0 - 25.0 Roof Load 3 - Uniform (PSF) 0 to 9' 7" 7' 1" 15.0 1 40.0 Floor Load Member Length : 9' 7" System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2021 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 ESP-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 Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/15/2024 3:43:14 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 .I FORTE W E B MEMBER REPORT Unit 1 Upper Level, H14 Post 2 piece(s) 2 x 6 HF No.2 PASSED Drawing is Conceptual Wall Height: 7' Member Height: 6' 7 1/2" Tributary Width: 1' Design Results Actual Allowed Result LDF Load: Combination Slenderness 27 50 Passed (53%) Compression (Ibs) 3370 5003 Passed (67%) 1.15 1.0 D + 0.75 L + 0.75 S Plate Bearing (Ibs) 3370 10313 Passed (33%) 1.0 D + 0.75 L + 0.75 S Lateral Reaction (Ibs) 52 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 44 2640 Passed (2%) 1.60 1.0 D + 0.6 W Lateral Moment (ft-Ibs) 85 @ mid -span 2187 Passed (4%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.03 @ mid -span 0.66 Passed (L/2676) 1.0 D + 0.45 W + 0.75 L + 0.75 S Bending/Compression 0.64 1 Passed (64%) 1.15 1.0 D + 0.75 L + 0.75 S • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. • The column stability factor (Kf = 0.6) applied to this design assumes nailed built-up columns per NDS section 15.3.3. For Weyerhaeuser ELP products refer to the U.S. Wall Guide for multiple -member connection requirements. Supports Type Material Top Dbl 2X Douglas Fir -Larch Base 2X Douglas Fir -Larch Max Unbraced Length Comments 6' 7 1/2" Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD • Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Dead Floor Live Snow Vertical Load Tributary Width (0.90) (1.00) (1.15) Comments 1 - Point (lb) N/A 1588 1358 1018 HDR H14 Load Lateral Load Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 1' 25.9 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33% Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. 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 Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/15/2024 3:39:33 PM UTC ForteWEB 0.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds A Units Page 1 / 1 a FO RT E W E B MEMBER REPORT PASSED Unit 1 Upper Level, Header H15 1 piece(s) 3 1/2" x 11 7/8" 24F-V4 DF Glulam C ❑2 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 5915 @ 3" 10238 (4.50") Passed (58%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 5615 @ 1' 4 3/8" 8444 Passed (66%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 15721 @ 3' 1" 18920 Passed (83%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.100 @ 4' 1 1/16" 0.275 Passed (L/993) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.178 @ 4' 1 5/16" 0.412 Passed (L/557) 1.0 D + 1.0 S (All 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/size factor of 1.00 that was calculated using length L = 8' 3". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Factored 1 - Trimmer - HF 4.50" 4.50" 2.60" 2632 3284 5915 None 2 - Trimmer - HF 4.50" 4.50" 1.56" 1705 1848 3553 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 8' 9" o/c Bottom Edge (Lu) 8' 9" o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Loads Location Tributary (0.90) (1.15)Width Comments 0 - Self Weight (PLF) 0 to 8' 9" N/A 10.1 1 - Uniform (PLF) 0 to 8' 9" N/A 110.0 - Exterior Wall Load 2 - Uniform (PSF) 0 to 8' 9" 2' 6" 15.0 25.0 Roof Overhang Load 3 - Point (lb) 3' 1" N/A 2958 4585 Beam B1 Load Notes Member Length : 8' 9" System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2021 Design Methodology : ASO 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 Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/15/2024 3:51:47 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 .I FORTE W E B MEMBER REPORT Unit 1 Upper Level, H15 Post (Left on Plan) 3 piece(s) 2 x 6 HF No.2 PASSED Drawing is Conceptual Wall Height: 7' Member Height: 6' 7 1/2" Tributary Width: 1' Design Results Actual Allowed Result LDF Load: Combination Slenderness 18 50 Passed (35%) Compression (Ibs) 7492 14321 Passed (52%) 1.15 1.0 D + 0.75 L + 0.75 S Plate Bearing (Ibs) 7492 15469 Passed (48%) 1.0 D + 0.75 L + 0.75 S Lateral Reaction (Ibs) 52 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 44 3960 Passed (1%) 1.60 1.0 D + 0.6 W Lateral Moment (ft-Ibs) 85 @ mid -span 3319 Passed (3%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.04 @ mid -span 0.66 Passed (L/2055) 1.0 D + 0.45 W + 0.75 L + 0.75 S Bending/Compression 0.57 1 Passed (57%) 1.15 1.0 D + 0.75 L + 0.75 S • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. • The column stability factor (Kf = 0.6) applied to this design assumes nailed built-up columns per NDS section 15.3.3. For Weyerhaeuser ELP products refer to the U.S. Wall Guide for multiple -member connection requirements. Supports Type Material Top Dbl 2X Douglas Fir -Larch Base 2X Douglas Fir -Larch Max Unbraced Length Comments 6' 7 1/2" Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD • Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Dead Floor Livell� Snow Vertical Loads Tributary Width (0.90) (1.00) (1.15) Comments 1 - Point (lb) N/A 2632 - 3284 HDR H15 Load 2 - Point (lb) N/A 747 2200 Beam B3 Load Lateral Load= Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 1' 25.9 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33% Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. 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 Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/17/2024 2:50:51 PM UTC AForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 .I FORTE W E B MEMBER REPORT Unit 1 Upper Level, H15 Post (Right on Plan) 2 piece(s) 2 x 6 HF No.2 PASSED Drawing is Conceptual Wall Height: 7' Member Height: 6' 7 1/2" Tributary Width: 1' Design Results Actual Allowed Result LDF Load: Combination Slenderness 27 50 Passed (53%) Compression (Ibs) 3553 5003 Passed (71%) 1.15 1.0 D + 1.0 S Plate Bearing (Ibs) 3553 10313 Passed (34%) 1.0 D + 1.0 S Lateral Reaction (Ibs) 52 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 44 2640 Passed (2%) 1.60 1.0 D + 0.6 W Lateral Moment (ft-Ibs) 85 @ mid -span 2187 Passed (4%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.03 @ mid -span 0.66 Passed (L/2861) 1.0 D + 0.45 W + 0.75 L + 0.75 S Bending/Compression 0.70 1 Passed (70%) 1.15 1.0 D + 1.0 S • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. • The column stability factor (Kf = 0.6) applied to this design assumes nailed built-up columns per NDS section 15.3.3. For Weyerhaeuser ELP products refer to the U.S. Wall Guide for multiple -member connection requirements. Supports Type Material Top Dbl 2X Douglas Fir -Larch Base 2X Douglas Fir -Larch Max Unbraced Length Comments 6' 7 1/2" Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD • Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Vertical Load Tributary Width Dead (0.90) Snow (1.15) Comments 1 - Point (lb) N/A 1705 1848 HDR H15 Load Lateral Load Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 1' 25.9 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33% Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. 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 Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/16/2024 2:08:11 PM UTC AForteWEB 0.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 C ESGDESIGN MAIN FLOOR FRAMING / BASEMENT FOUNDATION SCHEME 28128'PPD UNDER POST\ -- MIN. 12'-'MDE FOOTING AT NORTH EKIERIOR WPll \ I Y.' CDX DUG ATTACH D w/, 12U RING OR SORE K NAILS @ 4/12 PATTERN MDR n 19 1Y'XI LSL RIM (TVP U.N.O.) (2)2x6 TRIMMER STUDS AT EACH nOR END 24'x24%02' FTC. w/ (2) 14 BAR EA. WAY HOLD 2' ABOVE BOTTOM FTG (TYP @ DECK) TOTAL OP (3) PR 4x4 MFIl2 .BE BRACE AT POST TOTAL OF f21 Eli Grassley, P.E. PT CDX T&G ATTACHED w/ HDG 16d RING OR SCREW SHANK NAILS @ 4/12 PATTERN, 4' CONC. TOPPING SLAB (HOLD TOP OF JOISTS 4. DOWN FROM FLOOR I BAD FRAMING, TYP@GARAGE) , ' UNDER POST 3).G 1— POST 20'x2B' PAD UNDERPOST 20'-VApC FOOTING (3)2x6 TRIMMER STUDS AT � EACH nOR END x MIN. 12'-WIDE FOOTING / AT ORTn EI(IERIGR WKL MDRMIB PT.-HF#2 LEDGER ATTACH TO (2)—R4MMER STUDS STRUCTURE w/HDG'AX4,h SDS AT EACH MDR END SCREWS _._. ��....,. AT S' (3 PQt BAY Mile 1W- `ABU62 BASE w/ P T. 116x6 POST (FY / @ DE ) TOTAL (3) MPt2 R- 9H TYP@DECK) ENGINEERED STRUCTURES GLOBAL - DESIGN Project a FO RT E W E B MEMBER REPORT PASSED Unit 1 Main Floor, Floor Joists 1 piece(s) 11 7/8" THO 360 @ 16" OC F 19' 9' I ❑2 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 727 @ 5 1/2" 1080 (1.75") Passed (67%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 727 @ 5 1/2" 1705 Passed (43%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 3606 @ 10' 4 1/2" 6180 Passed (58%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.421 @ W 4 1/2" 0.661 Passed (L/566) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.579 @ W 4 1/2" 0.992 Passed (L/411) 1.0 D + 1.0 L (All Spans) TJ-Pro"" Rating 36 35 Passed • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser EdgeTM Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-ProTM Rating include: None. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Hanger on 11 7/8" HF beam 5.50" Hanger' 1.75" / - z 208 553 761 See note 1 2 - Stud wall - HF 5.50" 4.25" 1.75" 206 549 755 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. • z Required Bearing Length / Required Bearing Length with Web Stiffeners Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 4' 11" o/c Bottom Edge (Lu) 20' 1" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Member Length : 20' 1 1/4" System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger IUS2.37/11.88 2.00" N/A 10-10dx1.5 2-Strong-Grip • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Vertical Load Location Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 20' 8" 16" 15.0 40.0 Floor Load Weverhaeuser 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 Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/17/2024 10:36:51 AM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 a FO RT E W E B MEMBER REPORT PASSED Unit 1 Main Floor, Garage Floor Joists 1 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam@ LVL @ 16" OC I,_1, 3, C 0 0 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 556 @ 10' 9 1/2" 1969 (1.50") Passed (28%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 450 @ 9' 9 5/8" 3948 Passed (11%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1447 @ 5' 7" 9281 Passed (16%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.038 @ 5' 7" 0.347 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.060 @ 5' 7" 0.521 Passed (L/999+) 1.0 D + 1.0 L (All Spans) TJ-Pro"" Rating 65 35 Passed • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A 4% increase in the moment capacity has been added to account for repetitive member usage. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser EdgeTM Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-ProTM Rating include: None. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Stud wall - HF 5.50" 4.25" 1.50" 223 372 596 1 1/4" Rim Board 2 - Hanger on 11 7/8" GLB beam 5.50" Hanger' 1.50" 227 378 604 See note' • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ' See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 10' 8" o/c Bottom Edge (Lu) 10' 8" o/c -Maximum allowable bracing intervals based on applied load. Member Length : 10' 8 1/4" System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger IUS1.81/9.5 2.00" N/A 8-10dx1.5 2-10dx1.5 • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Vertical Load Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to IVY 16" 30.0 50.0 Floor Load 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 Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/18/2024 9:14:40 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 ESG Design www.esg-design.com BeamChek v2023 licensed to: Markiian Trembach Reg # 5508-68673 Edmonds x4 Lot 1 Beam B8 Prepared by: MT Date: 7/02/24 Selection W 12x 26 50 ksi Wide Flange Steel Lateral Support: Lc = 5.8 ft max. Conditions Actual Size is 6-1/2 x 12-1/4 in. Min Bearing Length R1= 0.9 in. R2= 0.9 in. (1.0) DL Defl= 0.20 in Recom Camber= 0.30 in Data Attributes Critical Status Ratio Values Adiustments Beam Span 19.8 ft Reaction 1 LL 5888 # Reaction 2 LL 7083 # Beam Wt per ft 26.0 # Reaction 1 TL 8275 # Reaction 2 TL 9846 # Bm Wt Included 515 # Maximum V 9846 # Max Moment 61157 '# Max V (Reduced) N/A TL Max Defl L / 240 TL Actual Defl L / 332 LL Max Defl L / 360 LL Actual Defl L / 460 Section (in3) Shear (in2) TL Defl (in) LL Defl 33.40 2.81 0.72 0.52 22.24 0.49 0.99 0.66 OK OK OK OK 67% 18% 72% 78% Fb (psi) Fv (psi) E (psi x mil) Ref. Value Fy 50000 Adjusted Values 33000 50000 29.0 20000 29.0 YP Factor, Lc At Point Loads: B = 0.9 0.66 0.40 Provide these minimum bearing lengths in inches or provide web stiffeners. C = 0.9 Loads Uniform LL: 80 Uniform TL: 110 = A Point LL Point TL Distance 6062 B = 8288 7.9 5325 C = 7140 14.4 Uniform Load A Pt loads: 0 R1 = 8275 R2 = 9846 SPAN =19.8FT Uniform and partial uniform loads are Ibs per lineal ft. ESG Design www.esg-design.com BeamChek v2023 licensed to: Markiian Trembach Reg # 5508-68673 Edmonds Homes Lot 1 Beam B9 Prepared by: MT Date: 6/18/24 Selection W 12x 26 50 ksi Wide Flange Steel Lateral Support: Lc = 5.8 ft max. Conditions Actual Size is 6-1/2 x 12-1/4 in. Min Bearing Length R1= 0.9 in. R2= 0.9 in. (1.0) DL Defl= 0.10 in Recom Camber= 0.15 in Data Attributes Critical Status Ratio Values Adiustments Beam Span 15.25 ft Reaction 1 LL 7394 # Reaction 2 LL 6884 # Beam Wt per ft 26.0 # Reaction 1 TL 10462 # Reaction 2 TL 9743 # Bm Wt Included 397 # Maximum V 10462 # Max Moment 52347 '# Max V (Reduced) N/A TL Max Defl L / 240 TL Actual Defl L / 554 LL Max Defl L / 360 LL Actual Defl L / 783 Section (in3) Shear (in2) TL Defl (in) LL Defl 33.40 2.81 0.33 0.23 19.04 0.52 0.76 0.51 OK OK OK OK 57% 19% 43% 46% Fb (psi) Fv (psi) E (psi x mil) Ref. Value Fy 50000 Adjusted Values 33000 50000 29.0 20000 29.0 YP Factor, Lc At Point Loads: B = 0.9 0.66 0.40 Provide these minimum bearing lengths in inches or provide web stiffeners. Loads Uniform LL: 584 Uniform TL: 803 = A Point LL Point TL Distance 5372 B = 7562 6.9 Uniform Load A Pt loads: 0 R1 = 10462 R2 = 9743 SPAN = 15.25 FT Uniform and partial uniform loads are Ibs per lineal ft. .I FORTE W E B MEMBER REPORT Unit 1 Main Floor, 89 Mid Post 1 piece(s) 5 1/4" x 7" 1.8E Parallam@ PSL PASSED Wall Height: 9' Member Height: 8' 7 1/2" Tributary Width: 1' Design Results Actual Allowed Result LDF Load: Combination Slenderness 18 50 Passed (37%) Compression (Ibs) 19667 65917 Passed (30%) 1.00 1.0 D + 1.0 L Plate Bearing (Ibs) 19667 22969 Passed (86%) -- 1.0 D + 1.0 L Lateral Reaction (Ibs) 65 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 56 9016 Passed (1%) 1.60 1.0 D + 0.6 W Lateral Moment(ft-Ibs) 140 @ mid -span 15016 Passed (1%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.06 @ mid -span 0.86 Passed (L/1773) 1.0 D + 1.0 L Bending/Compression 0.32 1 Passed (32%) 1.00 1.0 D + 1.0 L • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. • Bearing shall be on a metal plate or strap, or on other equivalently durable, rigid, homogeneous material with sufficient stiffness to distribute applied load. Supports Type Material Top Dbl 2X Douglas Fir -Larch Base 2X Douglas Fir -Larch Drawing is Conceptual Max Unbraced Length Comments 8' Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A System : Wall Member Type: Column Building Code : IBC 2021 Design Methodology : ASD • Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Vertical Load Tributary Width Dead (0.90) Floor Live (1.00) Comments 1 - Point (lb) N/A 5798 13869 Beam B9 Load Lateral Load Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 1' 25.1 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33'), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. 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 P05T FOUNDATION CALCULATION5: A55UMED SOIL BEARING CAPACITY - 1,500 P5F MIN. FOUNDATION AREA: (5.798# + 13,869# / 1,500 P5F = 13.1 5F PROVIDE 44" x 44" FOUNDATION - 13.4 5F ForteWEB Software Operator Job Notes Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/17/2024 1:04:04 PM UTC AForteWEB 0.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 .I FORTE W E B MEMBER REPORT Unit 1 Main Floor, 89 Interior Post 1 piece(s) 5 1/4" x 7" 1.8E Parallam@ PSL PASSED Wall Height: 9' Member Height: 8' 7 1/2" Tributary Width: 1' Design Results Actual Allowed Result LDF Load: Combination Slenderness 18 50 Passed (37%) Compression (Ibs) 25021 69383 Passed (36%) 1.15 1.0 D + 0.75 L + 0.75 S Plate Bearing (Ibs) 25021 24623 Passed (102%) -- 1.0 D + 0.75 L + 0.75 S Lateral Reaction (Ibs) 65 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 56 9016 Passed (1%) 1.60 1.0 D + 0.6 W Lateral Moment(ft-Ibs) 140 @ mid -span 15016 Passed (1%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.08 @ mid -span 0.86 Passed (L/1324) 1.0 D + 0.45 W + 0.75 L + 0.75 S Bending/Compression 0.41 1 Passed (41%) 1.00 1.0 D + 1.0 L • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. • Bearing shall be on a metal plate or strap, or on other equivalently durable, rigid, homogeneous material with sufficient stiffness to distribute applied load. Supports Type Material Top Dbl 2X TimberStrand@ LSL Base 2X TimberStrand® LSL Drawing is Conceptual Max Unbraced Length Comments 8' Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A System : Wall Member Type: Column Building Code : IBC 2021 Design Methodology : ASD • Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Vertical Loads Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 1 - Point (lb) N/A 2644 6720 Beam B9 Load 2 - Point (lb) N/A 557 1395 Beam B13 Load 3 - Point (lb) N/A 6873 4979 6835 Beam B4 Load Lateral Load Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 1' 25.1 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33'), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. 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 Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/18/2024 9:41:56 PM UTC AForteWEB 0.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 a FO RT E W E B MEMBER REPORT PASSED Unit 1 Main Floor, Floor Beam B10 1 piece(s) 3 1/2" x 11 7/8" 24F-V4 DF Glulam 0 1� 7" 0 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 4042 @ 4" 6024 (4.25") Passed (67%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 2873 @ V 5 3/8" 7343 Passed (39%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 8487 @ 4' 9" 16452 Passed (52%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.084 @ 4' 9" 0.294 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.136 @ 4' 9" 0.442 Passed (L/782) 1.0 D + 1.0 L (All 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/size factor of 1.00 that was calculated using length L = 8' 10". • 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. SuppoltS Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Plate on concrete - HF 5.50" 4.25" 2.85" 1579 2553 4132 1 1/4" Rim Board 2 - Column - HF 5.50" 5.50" 1.82" 1580 2553 4133 Blocking • ram uoara is assumea to carry aii ioaas appuea airecuy aoove It, Dypassmg the memoer Demg aesignea. • 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) 9' 5" o/c Bottom Edge (Lu) 9' 5" o/c -Maximum allowable bracing intervals based on applied load. Dead Floor Live Vertical Loads Location (Side) Tributary (0.90) (1.00)Width Comments 0 - Self Weight (PLF) 1 1/4" to 9' 6" N/A 10.1 1 - Uniform (PSF) 0 to 9' 6" (Front) 10' 9" 30.0 50.0 Garage Floor Load • zioe icaus are assumes to not induce cross -grain tension. Member Notes (converted from: Floor Drop Beam) 0 Member Length : 9' 4 3/4" System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 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 Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/17/2024 11:52:52 AM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 .I FORTE W E B MEMBER REPORT Unit 1 Main Floor, B10 Post 1 piece(s) 5 1/4" x 5 1/4" 1.8E Parallam@ PSL PASSED Wall Height: 9' Member Height: 8' 7 1/2" Tributary Width: 1' Design Results Actual Allowed Result LDF Load: Combination Slenderness 18 50 Passed (37%) Compression (Ibs) 8747 49437 Passed (18%) 1.00 1.0 D + 1.0 L Plate Bearing (Ibs) 8747 11714 Passed (75%) -- 1.0 D + 1.0 L Lateral Reaction (Ibs) 65 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 58 6762 Passed (1%) 1.60 1.0 D + 0.6 W Lateral Moment(ft-Ibs) 140 @ mid -span 8812 Passed (2%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.05 @ mid -span 0.86 Passed (L/2159) 1.0 D + 0.45 W + 0.75 L + 0.75 S Bending/Compression 0.17 1 Passed (17%) 1.00 1.0 D + 1.0 L • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. • This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation. Supports Type Material Top Dbl 2X Spruce -Pine -Fir Base 2X Spruce -Pine -Fir Drawing is Conceptual Max Unbraced Length Comments 8' Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A System : Wall Member Type: Column Building Code : IBC 2021 Design Methodology : ASD • Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Vertical Load Tributary Width Dead (0.90) Floor Live (1.00) Comments 1 - Point (lb) N/A 3292 5455 Beam B10 Load Lateral Load Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 1' 25.1 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33'), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. 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 P05T FOUNDATION CALCULATIONS: A55UMED 501L BEARING CAPACITY - 1,500 P51' MIN. FOUNDATION AREA: (3,292# + 5,455# / 1,500 P5F = 5.5 5F PROVIDE 30" x 30" FOUNDATION - G.3 51' ForteWEB Software Operator Job Notes Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/17/2024 11:52:46 AM UTC AForteWEB 0.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 .I FORTE W E B MEMBER REPORT Unit 1 Main Floor, B10 Interior Post 3 piece(s) 2 x 6 HF No.2 PASSED Drawing is Conceptual Wall Height: 9' Member Height: 8' 7 1/2" Tributary Width: 1' Design Results Actual Allowed Result LDF Load: Combination Slenderness 21 50 Passed (43%) Compression (Ibs) 2318 10533 Passed (22%) 1.00 1.0 D + 1.0 L Plate Bearing (Ibs) 2318 10519 Passed (22%) 1.0 D + 1.0 L Lateral Reaction (Ibs) 65 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 58 3960 Passed (1%) 1.60 1.0 D + 0.6 W Lateral Moment(ft-Ibs) 140 @ mid -span 3314 Passed (4%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.03 @ mid -span 0.86 Passed (L/3827) 1.0 D + 0.45 W + 0.75 L + 0.75 S Bending/Compression 0.14 1 Passed (14%) 1.00 1.0 D + 1.0 L • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. • The column stability factor (Kf = 0.6) applied to this design assumes nailed built-up columns per NDS section 15.3.3. For Weyerhaeuser ELP products refer to the U.S. Wall Guide for multiple -member connection requirements. Supports Type Material Top Dbl 2X Spruce -Pine -Fir Base 2X Spruce -Pine -Fir Max Unbraced Length Comments 8' Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD • Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Vertical Load Tributary Width Dead (0.90) Floor Live (1.00) Comments 1 - Point (lb) N/A 730 1588 Beam B10 Load Lateral Load Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 1' 25.1 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33% Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. 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 F05T FOUNDATION CALCULATION5: A55UMED 501L BEARING CAPACITY - 1,500 P51' MIN. FOUNDATION AREA: (730# + 5,455# / 1,558 P51' = I .6 5F PROVIDE I G" x I G" FOUNDATION - 1.8 51' ForteWEB Software Operator Job Notes Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/18/2024 9:28:35 AM UTC AForteWEB 0.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 aFORTEWEB' MEMBER REPORT Unit 1 Main Floor, Floor Beam BI1 (1st Span) 1 piece(s) 5 1/2" x 14" 24F-V4 DF Glulam PASSED + 0 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1505 @ 8" 5363 (1.50") Passed (28%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 954 @ 1' 10" 13603 Passed (7%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 2398 @ 3' 10 1/4" 35933 Passed (7%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.005 @ 3' 10 1/4" 0.213 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.008 @ 3' 10 1/4" 0.319 Passed (L/999+) 1.0 D + 1.0 L (All 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/size factor of 1.00 that was calculated using length L = 6' 4 1/2". • 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. SuppoltS Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Hanger on concrete 8.00" Hanger' 1.50" 715 1092 1807 See note ' 2 - Column - PSL 2.50" 2.50" 1.50" 617 927 1544 Blocking • tsiocang Naneis are assumea to carry no ioaas appuea airectry aoove tnem ana the ruu ioaa is appuea to the memoer Deing aesignea. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ' See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 6' 6" o/c Bottom Edge (Lu) 6' 6" o/c -Maximum allowable bracing intervals based on applied load. 0 Member Length : 6' 5 1/2" System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger HU612 2.50" N/A 16-TNT25214H 6-16d • Keter to manutacturer notes ana instructions Tor proper Installation and use or all connectors. Dead Floor Live Vertical Loads Location (Side) Tributary Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 8" to 7' 1 1/2" N/A 18.7 1 - Uniform (PSF) 0 to 7' 1 1/2" (Front) 5' 8" 30.0 50.0 Garage Floor Load • aiae ioaas are assumea to not inauce cross -grain tension. Member Notes (converted from: Floor Drop Beam) ForteWEB Software Operator Job Notes Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/18/2024 6:43:40 AM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 2 aFORTEWEB' MEMBER REPORT Unit 1 Main Floor, Floor Beam B11 (2nd Span) 1 piece(s) 5 1/2" x 14" 24F-V4 DF Glulam PASSED 0 r I 7' 2. E Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 10681 @ 3" 11619 (3.25") Passed (92%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 14123 @ 6' 4 1/2" 15644 Passed (90%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 26021 @ 5' 10" 41323 Passed (63%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.062 @ 4' 5/8" 0.247 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.109 @ 4' 15/16" 0.371 Passed (L/813) 1.0 D + 0.75 L + 0.75 S (All 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/size factor of 1.00 that was calculated using length L = 7' 5". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Factored 1 - Column - PSL 4.50" 3.25" 2.99" 4395 5842 2592 10721 1 1/4" Rim Board 2 - Column - PSL 4.50" 4.50" 4.04" 6519 2671 7895 14443 Blocking • ram uoara is assumea to carry aii ioaas appuea airecuy aoove It, Dypassmg me memoer Demg aesignea. • 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' 10" o/c Bottom Edge (Lu) 7' 10" o/c -Maximum allowable bracing intervals based on applied load. Dead Floor Live Snow Vertical Loads Location (Side) Tributary (0.90) (1.00) (1.15)Width Comments 0 - Self Weight (PLF) 1 1/4" to 7' 11" N/A 18.7 1 - Uniform (PSF) 0 to 7' 11" (Front) 5181. 30.0 50.0 Garage Floor Load 2 - Point (lb) 2' 1" (Front) N/A 2613 6270 Beam B7 Post Load 3 - Point (lb) 5' 10" (Front) N/A 6809 - 10487 Beam B2 Post Load • 5iae ioaas are assumea to not inauce cross -grain tension. Member Notes EL (converted from: Floor Drop Beam) ForteWEB Software Operator Job Notes Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 0 Member Length : 79 3/4" System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD 6/18/2024 6:35:14 AM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 2 a FO RT E W E B MEMBER REPORT PASSED Unit 1 Main Floor, Floor Beam BI1 (3rd Span at Beam B15) 1 piece(s) 5 1/2" x 14" 24F-V4 DF Glulam F J' 9" Fe 0 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1190 @ 1 1/2" 6256 (1.75") Passed (19%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 570 @ V 5" 13603 Passed (4%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 1475 @ 2' 7 1/2" 35933 Passed (4%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.002 @ 2' 7 1/2" 0.167 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.003 @ 2' 7 1/2" 0.250 Passed (L/999+) 1.0 D + 1.0 L (All 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/size factor of 1.00 that was calculated using length L = 5'. • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Column - PSL 3.00" 1.75" 1.50" 493 744 1237 1 1/4" Rim Board 2 - Column - PSL 5.50" 5.50" 1.50" 535 803 1337 Blocking • ram uoara is assumea to carry aii ioaas appuea airecuy aoove It, Dypassmg the memoer Demg aesignea. • 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) 5' 4" o/c Bottom Edge (Lu) 5' 4" o/c -Maximum allowable bracing intervals based on applied load. Dead Floor Live Vertical Loads Location (Side) Tributary (0.90) (1.00)Width Comments 0 - Self Weight (PLF) 1 1/4" to 5' 5 1/2" N/A 18.7 1 - Uniform (PSF) 0 to 5' 5 1/2" (Front) 5' 8" 30.0 50.0 Garage Floor Load • zioe icaus are assumes to not induce cross -grain tension. Member Notes (converted from: Floor Drop Beam) 0 Member Length : 5' 4 1/4" System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 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 Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/18/2024 6:38:28 AM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 .I FORTE W E B MEMBER REPORT Unit 1 Main Floor, 811 Mid Post 1 piece(s) 5 1/4" x 5 1/4" 1.8E Parallam@ PSL PASSED Drawing is Conceptual Wall Height: 9' Member Height: 8' 7 1/2" Tributary Width: 1' Design Results Actual Allowed Result LDF Load: Combination Slenderness 18 50 Passed (37%) Compression (Ibs) 15495 52037 Passed (30%) 1.15 1.0 D + 0.75 L + 0.75 S Plate Bearing (Ibs) 15495 17227 Passed (90%) -- 1.0 D + 0.75 L + 0.75 S Lateral Reaction (Ibs) 65 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 58 6762 Passed (1%) 1.60 1.0 D + 0.6 W Lateral Moment(ft-Ibs) 140 @ mid -span 8812 Passed (2%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.09 @ mid -span 0.86 Passed (L/1141) 1.0 D + 0.45 W + 0.75 L + 0.75 S Bending/Compression 0.33 1 Passed (33%) 1.15 1.0 D + 0.75 L + 0.75 S • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. • Bearing shall be on a metal plate or strap, or on other equivalently durable, rigid, homogeneous material with sufficient stiffness to distribute applied load. • This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation. Supports Type Material Top Dbl 2X Douglas Fir -Larch Base 2X Douglas Fir -Larch Max Unbraced Length Comments 8' Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD • Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Vertical Loads Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 1 - Point (lb) N/A 6519 2671 7895 Beam B11 (2nd Span) Load 2 - Point (lb) N/A 493 744 - Beam B11 (3rd Span) Load Lateral Load Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 1' 25.1 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33'), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. 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 P05T FOUNDATION CALCULATIONS: A55UMED 501L BEARING CAPACITY - 1,500 P51' MIN. FOUNDATION AREA: (6,519# + 2,67 I # + 7,895# + 493# + 744# / 1,500 P5F = 12.2 5F PROVIDE 44" x 44" FOUNDATION - 13.44 51' ForteWEB Software Operator Job Notes Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/18/2024 9:49:39 PM UTC AForteWEB 0.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 .I FORTE W E B MEMBER REPORT Unit 1 Main Floor, 811 & B15 Post 3 piece(s) 2 x 6 HF No.2 PASSED Drawing is Conceptual Wall Height: 9' Member Height: 8' 7 1/2" Tributary Width: 1' Design Results Actual Allowed Result LDF Load: Combination Slenderness 21 50 Passed (43%) Compression (Ibs) 4683 10533 Passed (44%) 1.00 1.0 D + 1.0 L Plate Bearing (Ibs) 4683 10519 Passed (45%) -- 1.0 D + 1.0 L Lateral Reaction (Ibs) 65 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 58 3960 Passed (1%) 1.60 1.0 D + 0.6 W Lateral Moment(ft-Ibs) 140 @ mid -span 3314 Passed (4%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.04 @ mid -span 0.86 Passed (L/2447) 1.0 D + 0.45 W + 0.75 L + 0.75 S Bending/Compression 0.41 1 Passed (41%) 1.00 1.0 D + 1.0 L • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. • The column stability factor (Kf = 0.6) applied to this design assumes nailed built-up columns per NDS section 15.3.3. For Weyerhaeuser ELP products refer to the U.S. Wall Guide for multiple -member connection requirements. Supports Type Material Top Dbl 2X Spruce -Pine -Fir Base 2X Spruce -Pine -Fir Max Unbraced Length Comments 8' Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD • Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Vertical Loads Tributary Width Dead (0.90) Floor Live (1.00) Comments 1 - Point (lb) N/A 535 803 Beam B11 Load 2 - Point (lb) N/A 955 2390 Beam B15 Load Lateral Load= Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 1' 25.1 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33% Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. 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 -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 P05T FOUNDATION CALCULATIONS: A55UMED SOIL BEARING CAPACITY - 1,500 P5F MIN. FOUNDATION AREA: (535# + 803# + 955# + 2,390# / 1,300 P51' = 3.1 5F PROVIDE 22' x 22" FOUNDATION - 3.4 5F ForteWEB Software Operator Job Notes Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/18/2024 5:56:36 AM UTC AForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 aFORTEWEB' MEMBER REPORT Unit 1 Main Floor, Floor Beam B12 1 piece(s) 1 1/2" x 11 7/8" 1.3E TimberStrand@ LSL PASSED 0 Overall Length 10' 11" (. 10' 4" 0 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 291 @ 2" 2396 (2.25") Passed (12%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 194 @ V 3 3/8" 5047 Passed (4%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 470 @ 3' 3 7/16" 4999 Passed (9%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.020 @ 4' 10" 0.349 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.033 @ 4' 11 1/8" 0.523 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. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Column - HF 3.50" 2.25" 1.50" 99 192 291 1 1/4" Rim Board 2 - Hanger on 11 7/8" HF beam 3.50" Hanger' 1.50" 43 42 85 See note 1 • Kim boars is assumea to carry aii ioaas appiiea airecay aoove it, Dypassing the memoer Deing aesignea. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 10' 6" o/c Bottom Edge (Lu) 10' 6" o/c -Maximum allowable bracing intervals based on applied load. 0 Member Length : 10' 6 1/4" System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger LUS210 1.75" N/A 8-10dx1.5 4-10d • Reter to manutacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Vertical Loads Location (Side) Tributary Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 1 1/4" to 10' 7 1/2" N/A 5.2 -- 1 - Uniform (PSF) 3 1/2" to 3' 9 1/2" (Front) 1' 8" 15.0 40.0 Stairs Load • �,iae ioaas are assumea to not inauce cross -grain tension. Member Notes ;converted from: Floor Drop Beam) ForteWEB Software Operator Job Notes Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/17/2024 11:21:36 AM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 2 a FORTE W GB MEMBER REPORT Unit 1 Main Floor, Floor Beam B13 1 piece(s) 1 1/2" x 11 7/8" 1.3E TimberStrand@ LSL PASSED 0 0 I 0 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1781 @ 6' 1 1/2" 1781 (1.67") Passed (100%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1205 @ 5' 1 5/8" 5047 Passed (24%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2582 @ 3' 2" 4999 Passed (52%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.062 @ 3' 1 7/8" 0.199 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.086 @ 3' 1 7/8" 0.298 Passed (L/827) 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. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Column - HF 3.50" 2.25" 1.65" 510 1306 1816 1 1/4" Rim Board 2 - Hanger on 11 7/8" HF beam 5.50" Hanger' 1.67" 585 1457 2042 See note 1 • Kim boars is assumea to carry aii ioaas appiiea airecay aoove it, Dypassing the memoer Deing aesignea. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 6' o/c Bottom Edge (Lu) 6' o/c -Maximum allowable bracing intervals based on applied load. Member Length : 6' 1/4" System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger THA29 2.25" N/A 16-10d 4-10d • Reter to manutacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Vertical Loads Location (Side) Tributary (0.90) (1.00) Comments Width 0 - Self Weight (PLF) 1 1/4" to 6' 1 1/2" N/A 5.2 -- 1 - Uniform (PSF) 0 to 6' 7" (Front) 10' 4" 15.0 40.0 Floor Load 2 - Point (lb) 5' 3" (Front) N/A 43 42 Beam B12 Load • zioe ioaas are assumes to not induce cross -grain tension. Member Notes ;converted from: Floor Drop Beam) ForteWEB Software Operator Job Notes Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/17/2024 11:30:32 AM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 2 .IFORTEWEB MEMBER REPORT Unit 1 Main Floor, Floor Beam B14 1 piece(s) 11 7/8" THO 360 PASSED Overall Length 15' 8" 0 1 ♦ 0 0 = 7 0 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 988 @ 3 1/2" 1080 (1.75") Passed (91%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 988 @ 3 1/2" 1705 Passed (58%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 3768 @ 6' 1" 6180 Passed (61%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.252 @ 6' 1" 0.497 Passed (L/711) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.369 @ 6' 1" 0.746 Passed (L/485) 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. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Hanger on 11 7/8" HF beam 3.50" Hanger' 1.75" / - z 312 676 988 See note ' 2 - Hanger on 11 7/8" HF beam 5.50" Hanger' 1.75" / - z 144 283 427 See note' • At nanger supports, me iotai Hearing aimension is equal to me wiam or me material mat is supporting me nanger • ' See Connector grid below for additional information and/or requirements. • z Required Bearing Length / Required Bearing Length with Web Stiffeners Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 4' 9" o/c Bottom Edge (Lu) 14' 11" o/c •TII joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Member Length : 14' 11" System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger IUS2.37/11.88 2.00" N/A 10-10d 2-Strong-Grip 2 - Face Mount Hanger IUS2.37/11.88 2.00" N/A 10-10dx1.5 2-Strong-Grip • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Vertical Loads Location Tributary (0.90) (1.00) Comments Width 0 - Self Weight (PLF) 3 1/2" to 15' 2 1/2" N/A 3.0 1 - Point (lb) 3' 9" (Front) N/A 244 572 Header H12 Trimmer Load 2 - Point (lb) 6' 1" (Front) N/A 167 387 Header H12 Trimmer Load • sae loans are assumea to not mauce cross -gram tension. Member Notes ;converted from: Floor Drop Beam) ForteWEB Software Operator Job Notes Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/17/2024 11:43:43 AM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 2 aFORTEWEB' MEMBER REPORT Unit 1 Main Floor, Floor Beam B15 1 piece(s) 3 1/2" x 11 7/8" 24F-V4 DF Glulam PASSED 0 d 0 11' 7" 0 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 3087 @ 12' 1/2" 3413 (1.50") Passed (90%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 2519 @ 11' 5/8" 7343 Passed (34%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 8301 @ 6' 7 15/16" 16452 Passed (50%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.162 @ 6' 3 13/16" 0.390 Passed (L/866) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.228 @ 6' 3 3/4" 0.585 Passed (L/616) 1.0 D + 1.0 L (All 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/size factor of 1.00 that was calculated using length L = 11' 8 1/2". • 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. SuppoltS Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Plate on concrete - HF 5.50" 4.25" 1.64" 687 1669 2356 1 1/4" Rim Board 2 - Hanger on 11 7/8" HF beam 5.50" Hanger' 1.50" 955 2390 3345 See note t • ram uoara is assumea to carry au ioaas appuea airecuy aoove It, Dypassmg the memoer Demg aesignea. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ' See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 11' 11" o/c Bottom Edge (Lu) 11' 11" o/c -Maximum allowable bracing intervals based on applied load. 0 Member Length : 11' 11 1/4" System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger HHUS48 3.00" N/A 22-16d 8-16d • Keter to manutacturer notes ana instructions Tor proper Installation ana use or all connectors. Dead Floor Live Vertical Loads Location (Side) Tributary (0.90) (1.00) Comments Width 0 - Self Weight (PLF) 1 1/4" to 12' 1/2" N/A 10.1 1 - Uniform (PSF) 0 to 5' (Front) 4' 11" 15.0 40.0 Floor Load 2 - Uniform (PSF) 5' to 12' 6" (Front) 1 10' 3" 15.0 40.0 Floor Load • ziae ioaus are assumes to not induce cross -grain tension. Member Notes (converted from: Floor Drop Beam) ForteWEB Software Operator Job Notes Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/17/2024 12:47:38 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 2 a FORTE W GB MEMBER REPORT Unit 1 Main Floor, Beam B16 1 piece(s) 5 1/2" x 11 7/8" 24F-V4 DF Glulam PASSED 0 0 I E Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 7564 @ 2" 8044 (2.25") Passed (94%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 6207 @ 1' 3 3/8" 11539 Passed (54%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 24347 @ 6' 8" 25853 Passed (94%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.385 @ 6' 8" 0.433 Passed (L/406) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.536 @ 6' 8" 0.650 Passed (L/291) -- 1.0 D + 1.0 L (All 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/size factor of 1.00 that was calculated using length L = 13'. • 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" 2.25" 2.12" 2171 5511 7682 1 1/4" Rim Board 2 - Column - HF 5.50" 4.25" 2.17" 2225 5649 7874 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 13' 4" o/c Bottom Edge (Lu) 13' 4" o/c -Maximum allowable bracing intervals based on applied load. Dead Floor Live Vertical Loads Location (Side) Tributary (0.90) (1.00)Width Comments 0 - Self Weight (PLF) 1 1/4" to 13' 4 3/4" N/A 15.9 -- 1 - Uniform (PSF) 0 to 13' 6" (Front) 13' 1" 15.0 40.0 Upper Floor Load 2 - Uniform (PSF) 0 to 13' 6" (Front) 1 7' 7" 15.0 40.0 Main Floor Load • Side loads are assumed to not induce cross -grain tension. Member Notes (converted from: Floor Drop Beam) Member Length : 13' 3 1/2" System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 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 Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/17/2024 1:39:08 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 .I FORTE W E B MEMBER REPORT Unit 1 Main Floor, B16 Interior Post 1 piece(s) 6 x 6 HF No.2 PASSED Wall Height: 9' Member Height: 8' 7 1/2" Tributary Width: 1' Design Results Actual Allowed Result LDF Load: Combination Slenderness 19 50 Passed (38%) Compression (Ibs) 7682 14378 Passed (53%) 1.00 1.0 D + 1.0 L Plate Bearing (Ibs) 7682 18906 Passed (41%) -- 1.0 D + 1.0 L Lateral Reaction (Ibs) 65 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 58 4517 Passed (1%) 1.60 1.0 D + 0.6 W Lateral Moment(ft-Ibs) 140 @ mid -span 2126 Passed (7%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.06 @ mid -span 0.86 Passed (L/1752) 1.0 D + 0.45 W + 0.75 L + 0.75 S Bending/Compression 0.93 1 Passed (93%) 1.00 1.0 D + 1.0 L • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. • This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation. Supports Type Material Top Dbl 2X Douglas Fir -Larch Base 2X Douglas Fir -Larch Drawing is Conceptual Max Unbraced Length Comments 8' Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A System : Wall Member Type: Column Building Code : IBC 2021 Design Methodology : ASD • Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Vertical Load Tributary Width Dead (0.90) Floor Live (1.00) Comments 1 - Point (lb) N/A 2171 5511 Beam B16 Load Lateral Load Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 1' 25.1 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33'), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. 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 P05T FOUNDATION CALCULATIONS: A55UMED 501L BEARING CAPACITY - 1,500 P5F MIN. FOUNDATION AREA: (2, 1 71 # + 5,51 1 # / 1,500 P5F = 5.1 51' PROVIDE 28" x 28" FOUNDATION - 5.4 5F ForteWEB Software Operator Job Notes Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/18/2024 10:32:47 PM UTC AForteWEB 0.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 .I FORTE W E B MEMBER REPORT Unit 1 Main Floor, B16 Exterior Post 3 piece(s) 2 x 6 HF No.2 PASSED Drawing is Conceptual Wall Height: 9' Member Height: 8' 7 1/2" Tributary Width: 1' Design Results Actual Allowed Result LDF Load: Combination Slenderness 21 50 Passed (43%) Compression (Ibs) 7874 10533 Passed (75%) 1.00 1.0 D + 1.0 L Plate Bearing (Ibs) 7874 15469 Passed (51%) 1.0 D + 1.0 L Lateral Reaction (Ibs) 65 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 58 3960 Passed (1%) 1.60 1.0 D + 0.6 W Lateral Moment(ft-Ibs) 140 @ mid -span 3314 Passed (4%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.06 @ mid -span 0.86 Passed (L/1661) 1.0 D + 0.45 W + 0.75 L + 0.75 S Bending/Compression 1.00 1 Passed (100%) 1.00 1.0 D + 1.0 L • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. • The column stability factor (Kf = 0.6) applied to this design assumes nailed built-up columns per NDS section 15.3.3. For Weyerhaeuser ELP products refer to the U.S. Wall Guide for multiple -member connection requirements. Supports Type Material Top Dbl 2X Douglas Fir -Larch Base 2X Douglas Fir -Larch Max Unbraced Length Comments 8' Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD • Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Vertical Load Tributary Width Dead (0.90) Floor Live (1.00) Comments 1 - Point (lb) N/A 2225 5649 Beam B16 Load Lateral Load Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 1' 25.1 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33% Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. 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 P05T FOUNDATION CALCULATIONS: A55UMED 501L BEARING CAPACITY - 1,500 P51' MIN. FOUNDATION AREA: (2,225# + 5,649# / 1,500 P51' = 5.3 5F PROVIDE 28" x 28" FOUNDATION - 5.4 5F ForteWEB Software Operator Job Notes Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/17/2024 1:48:46 PM UTC AForteWEB 0.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 a FORTE rV GB MEMBER REPORT Unit 1 Main Floor, Deck Floor Joists 1 piece(s) 2 x 8 HF No.2 @ 16" OC PASSED C a Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 350 @ 7' 10 1/2" 911 (1.50") Passed (38%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 294 @ 7' 3 1/4" 1088 Passed (27%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 656 @ 4' 1 1/2" 1284 Passed (51%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.092 @ 4' 1 1/2" 0.250 Passed (L/979) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.107 @ 4' 1 1/2" 0.375 Passed (L/839) 1.0 D + 1.0 L (All Spans) TJ-Pro"" 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 NDS. • 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 - Beam - HF 5.50" 4.25" 1.50" 55 330 385 1 1/4" Rim Board 2 - Hanger on 7 1/4" HF Ledger 1.50" Hanger' 1.50" 52 310 362 See note' • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ' See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) T 9" o/c Bottom Edge (Lu) 79" o/c -Maximum allowable bracing intervals based on applied load. Member Length : 7' 9 1/4" System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger LU26 1.50" N/A 6-10dxl.5 4-10dxl.5 • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Vertical Load Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 8' 16" 10.0 60.0 Deck Floor Load 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 Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/12/2024 12:39:43 PM UTC ForteWEB 0.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds A Units Page 1 / 1 aFORTEWEB' MEMBER REPORT Unit 1 Main Floor, Deck Floor Beam 1 piece(s) 6 x 10 HF No.2 PASSED + 0 0 J 0 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1258 @ 4" 12251 (5.50") Passed (10%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 877 @ 1' 3" 4877 Passed (18%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2192 @ 4' 1 1/2" 4654 Passed (47%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.043 @ 4' 1 1/2" 0.253 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.052 @ 4' 1 1/2" 0.379 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. • Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Column - HF 5.50" 5.50" 1.50" 226 1031 1258 Blocking 2 - Column - HF 5.50" 5.50" 1.50" 226 1031 1258 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) 8' 3" o/c Bottom Edge (Lu) 8' 3" o/c -Maximum allowable bracing intervals based on applied load. Dead Floor Live Vertical Loads Location (Side) Tributary (0.90) (1.00) Comments Width 0 - Self Weight (PLF) 0 to 8' 3" N/A 13.2 1 - Uniform (PSF) 0 to 8' 3" (Front) 4' 2" 10.0 60.0 Deck Floor Load • side loads are assumed to not induce cross -grain tension. 0 Member Length : 8' 3" System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2021 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.weyerhaeusercom/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 Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/12/2024 12:48:21 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 a FO RT E W E B MEMBER REPORT PASSED Unit 1 Main Floor, Deck Floor Beam Post 1 piece(s) 6 x 6 HF No.2 4 Drawing is Conceptual Post Height: 10' Design Results A al Allowed Result LDF Load: Combination Slenderness 22 50 Passed (44%) Compression (Ibs) 2930 13051 Passed (22%) 1.00 1.0 D + 1.0 L Base Bearing (Ibs) 2930 898425 Passed (0%) -- 1.0 D + 1.0 L Bending/Compression 0.25 1 Passed (25%) 1.00 1.0 D + 1.0 L • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on Nos. Supports Type Material Member Type : Free Standing Post Base Beam Steel Building Code : IBC 2021 Design Methodology : Aso Max Unbraced Length Comments Full Member Length No bracing assumed. Vertical Load Dead (0.90) Floor Live (1.00) Comments 1 - Point (lb) 528 2402 Deck Floor Beam Load 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 P05T FOUNDATION CALCULATION5: A55UMED SOIL BEARING CAPACITY - 1,500 P5F MIN. FOUNDATION AREA: (528# + 2,402# / 1,500 P5F = 1.95 51' PROVIDE 18' x 18" FOUNDATION - 2.25 5F ForteWEB Software Operator Job Notes Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/18/2024 9:45:38 AM UTC AForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 aFORTEWEB' MEMBER REPORT Unit 1 Main Floor, Header H16 2 piece(s) 2 x 8 HF No.2 PASSED 0 F1 Z 4 E Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1618 @ 1 1/2" 3645 (3.00") Passed (44%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 642 @ 10 1/4" 2175 Passed (30%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 953 @ 1' 5" 2234 Passed (43%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.007 @ 1' 5" 0.086 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.009 @ 1' 5" 0.129 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. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Trimmer - HF 3.00" 3.00" 1.50" 447 1171 1618 None 2 - Trimmer - HF 3.00" 3.00" 1.50" 447 1171 1618 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 2' 10" o/c Bottom Edge (Lu) 2' 10" o/c -Maximum allowable bracing intervals based on applied load. Dead Floor Live Vertical Loads Location Tributary (0.90) (1.00) Comments Width 0 - Self Weight (PLF) 0 to 2' 10" N/A 5.5 1 - Uniform (PSF) 0 to 2' 10" 13' 1" 15.0 40.0 Upper Floor Load 2 - Uniform (PSF) 0 to 2' 10" 7' 7" 15.0 40.0 Main Floor Load 0 Member Length : 2' 10" System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2021 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 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/ iocument-library. fhe product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/17/2024 1:50:07 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 aFORTEWEB' MEMBER REPORT Unit 1 Main Floor, Header H17 2 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam@ LVL PASSED 0 I. 0 9 E Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2803 @ 1 1/2" 7613 (3.00") Passed (37%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 2066 @ 10 1/4" 5544 Passed (37%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-Ibs) 4211 @ 3' 3" 8182 Passed (51%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.066 @ 3' 3" 0.208 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.152 @ 3' 3" 0.313 Passed (L/492) 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Factored 1 - Trimmer - HF 3.00" 3.00" 1.50" 1584 812 812 2803 None 2 - Trimmer - HF 3.00" 3.00" 1.50" 1584 812 812 2803 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 6' 6" o/c Bottom Edge (Lu) 6' 6" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.1s) Comments 0 - Self Weight (PLF) 0 to 6' 6" N/A 7.4 -- -- 1 - Uniform (PSF) 0 to 6' 6" 5' 30.0 50.0 - Floor Load 2 - Uniform (PSF) 0 to 6' 6" 10' 12.0 - 25.0 Roof load 3 - Uniform (PLF) 0 to 6' 6" N/A 210.0 1 - - Wall 0 Member Length : 66" System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2021 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 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/ iocument-library. fhe product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/18/2024 10:36:40 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 .I FORTE W E B MEMBER REPORT Unit 1 Main Floor, H17 Post 2 piece(s) 2 x 6 HF NO.2 PASSED Drawing is Conceptual Wall Height: 4' 2" Member Height: 3' 9 1/2" Tributary Width: 1' Design Results Actual Allowed Result LDF Load: Combination Slenderness 15 50 Passed (30%) Compression (Ibs) 3427 10526 Passed (33%) 1.00 1.0 D + 1.0 L Plate Bearing (Ibs) 3427 10313 Passed (33%) -- 1.0 D + 1.0 L Lateral Reaction (Ibs) 30 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 23 2640 Passed (1%) 1.60 1.0 D + 0.6 W Lateral Moment (ft-Ibs) 29 @ mid -span 2206 Passed (1%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.01 @ mid -span 0.38 Passed (L/5897) 1.0 D + 1.0 L Bending/Compression 0.30 1 Passed (30%) 1.00 1.0 D + 1.0 L • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. • The column stability factor (Kf = 0.6) applied to this design assumes nailed built-up columns per NDS section 15.3.3. For Weyerhaeuser ELP products refer to the U.S. Wall Guide for multiple -member connection requirements. Supports Type Material Top Dbl 2X Douglas Fir -Larch Base 2X Douglas Fir -Larch Max Unbraced Length Comments T 9 1/2" Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD • Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Dead Floor Live Vertical Load Tributary Width ■ (0.90) (1.00) Comments 1 - Point (lb) N/A 1301 2126 HDR H17 Load Lateral Load Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 1' 26.5 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33% Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. 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 Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/17/2024 1:56:36 PM UTC AForteWEB 0.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 a FORTE W GB MEMBER REPORT Unit 1 Main Floor, Header H18 1 piece(s) 3 1/2" x 10 1/2" 24F-V4 DF Glulam PASSED Overall Length 2' 7" 0 1 0 -8 9 0 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 6895 @ 2' 5" 7963 (3.50") Passed (87%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 6011 @ 1' 5" 6493 Passed (93%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 6094 @ 1' 6" 12863 Passed (47%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.005 @ 1' 3 3/4" 0.075 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl.(in) 0.007 @ 1'3 3/4" 0.112 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 2' 3". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Factored 1 - Trimmer - HF 3.50" 3.50" 2.09" 1836 2742 1135 4744 None 2 - Trimmer - HF 3.50" 3.50" 3.03" 2665 3989 1652 6895 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 2' 7" o/c Bottom Edge (Lu) 2' 7" o/c -Maximum allowable bracing intervals based on applied load. Dead Floor Live Snow Vertical Loads Location Tributary (0.90) (1.00) (1.15) Comments Width 0 - Self Weight (PLF) 0 to 2' 7" N/A 8.9 1 - Point (lb) 1' 6" N/A 3553 3191 2787 Beam B4 Load 2 - Point (lb) 1' 6" N/A 925 3540 - Beam B9 Load Member Length : 2' 7" System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2021 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 Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/17/2024 3:04:01 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 .I FORTE W E B MEMBER REPORT Unit 1 Main Floor, H18 Post 3 piece(s) 2 x 6 HF No.2 PASSED Drawing is Conceptual Wall Height: 7' Member Height: 6' 7 1/2" Tributary Width: 1' Design Results Actual Allowed Result LDF Load: Combination Slenderness 18 50 Passed (35%) Compression (Ibs) 6654 13573 Passed (49%) 1.00 1.0 D + 1.0 L Plate Bearing (Ibs) 6896 15469 Passed (45%) -- 1.0 D + 0.75 L + 0.75 S Lateral Reaction (Ibs) 52 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 44 3960 Passed (1%) 1.60 1.0 D + 0.6 W Lateral Moment (ft-Ibs) 85 @ mid -span 3319 Passed (3%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.04 @ mid -span 0.66 Passed (L/2211) 1.0 D + 0.45 W + 0.75 L + 0.75 S Bending/Compression 0.54 1 Passed (54%) 1.00 1.0 D + 1.0 L • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. • The column stability factor (Kf = 0.6) applied to this design assumes nailed built-up columns per NDS section 15.3.3. For Weyerhaeuser ELP products refer to the U.S. Wall Guide for multiple -member connection requirements. Supports Type Material Top Dbl 2X Douglas Fir -Larch Base 2X Douglas Fir -Larch Max Unbraced Length Comments 6' 7 1/2" Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD • Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Vertical Load Tributary Width Dead (0.90) Floor Live Snow (1.00) (1.15) Comments 1 - Point (lb) N/A 2665 3989 1652 HDR H18 Load Lateral Load Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 1' 25.9 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33% Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. 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 P05T FOUNDATION CALCULATION5: ASSUMED 50IL BEARING CAPACITY - 1,500 P51' MIN. FOUNDATION AREA: (2,665# + 3,989# + I ,652# / 1 ,500-P5F = 5.4 51' PROVIDE 28" x 26 FOUNDATION - 5.4 51' ForteWEB Software Operator Job Notes Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/17/2024 3:14:48 PM UTC AForteWEB 0.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 aFORTEWEB' MEMBER REPORT Unit 1 Main Floor, Header H19 2 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam@ LVL PASSED 0 I. 0 9 E Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2186 @ 1 1/2" 7613 (3.00") Passed (29%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1612 @ 10 1/4" 4821 Passed (33%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 3285 @ 3' 3" 7115 Passed (46%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.073 @ 3' 3" 0.208 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.119 @ 3' 3" 0.313 Passed (L/631) 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. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Trimmer - HF 3.00" 3.00" 1.50" 843 1343 2186 None 2 - Trimmer - HF 3.00" 3.00" 1.50" 843 1343 2186 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 6' 6" o/c Bottom Edge (Lu) 6' 6" o/c -Maximum allowable bracing intervals based on applied load. Dead Floor Live Vertical Loads Location Tributary (0.90) (1.00) Comments Width 0 - Self Weight (PLF) 0 to 6' 6" N/A 7.4 Exterior Wall & 1 - Uniform (PLF) 0 to 6' 6" N/A 97.0 - Upper Floor Window Load 2 - Uniform (PSF) 0 to 6' 6" 10' 4" 15.0 40.0 Main Floor Load 0 Member Length : 66" System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2021 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 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/ iocument-library. fhe product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 7/24/2024 7:35:02 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 .I FORTE W E B MEMBER REPORT Unit 1 Main Floor, H19 Post 2 piece(s) 2 x 6 HF No.2 PASSED Drawing is Conceptual Wall Height: 7' Member Height: 6' 7 1/2" Tributary Width: 1' Design Results Actual Allowed Result LDF Load: Combination Slenderness 27 50 Passed (53%) Compression (Ibs) 2916 4922 Passed (59%) 1.00 1.0 D + 1.0 L Plate Bearing (Ibs) 2916 10313 Passed (28%) -- 1.0 D + 1.0 L Lateral Reaction (Ibs) 52 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 44 2640 Passed (2%) 1.60 1.0 D + 0.6 W Lateral Moment (ft-Ibs) 85 @ mid -span 2187 Passed (4%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.03 @ mid -span 0.66 Passed (L/3080) 1.0 D + 0.45 W + 0.75 L + 0.75 S Bending/Compression 0.53 1 Passed (53%) 1.00 1.0 D + 1.0 L • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. • The column stability factor (Kf = 0.6) applied to this design assumes nailed built-up columns per NDS section 15.3.3. For Weyerhaeuser ELP products refer to the U.S. Wall Guide for multiple -member connection requirements. Supports Type Material Top Dbl 2X Douglas Fir -Larch Base 2X Douglas Fir -Larch Max Unbraced Length Comments 6' 7 1/2" Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD • Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Vertical Loads Tributary Width Dead (0.90) Floor Livell� Snow (1.00) (1.15) Comments 1 - Point (lb) N/A 846 1343 - HDR H19 Load 2 - Point (lb) N/A 727 - 297 HDR H8 Load Lateral Load= Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 1' 25.9 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33% Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. 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 Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/17/2024 2:17:59 PM UTC AForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 a FO RT E W E B MEMBER REPORT PASSED Unit 1 Main Floor, Header H2O 1 piece(s) 3 1/2" x 9" 24F-V4 DF Glulam 0 0 E Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 4001 @ 1 1/2" 6825 (3.00") Passed (59%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 3059 @ 1' 5565 Passed (55%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 8009 @ 4' 3" 9450 Passed (85%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.175 @ 4' 3" 0.275 Passed (L/565) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.256 @ 4' 3" 0.412 Passed (L/386) 1.0 D + 1.0 L (All 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/size factor of 1.00 that was calculated using length L = 8' 3". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Trimmer - HF 3.00" 3.00" 1.76" 1266 2734 4001 None 2 - Trimmer - HF 3.00" 3.00" 1.76" 1266 2734 4001 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 8' 6" o/c Bottom Edge (Lu) 8' 6" o/c -Maximum allowable bracing intervals based on applied load. Dead Floor Live Vertical Loads Location Tributary (0.90) (1.00) Comments Width 0 - Self Weight (PLF) 0 to 8' 6" N/A 7.7 Exterior Wall & 1 - Uniform (PLF) 0 to 8' 6" N/A 97.0 - Upper Floor Window Load 2 -Uniform (PSF) 0 to 8' 6" 10' 4" 15.0 40.0 Main Floor Load 3 -Uniform (PSF) 0 to 8' 6" 3' 10" 10.0 60.0 Deck Floor Load Member Length : 8' 6" System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2021 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 Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/17/2024 2:24:55 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 .I FORTE W E B MEMBER REPORT Unit 1 Main Floor, H2O Post (Right on Plan) 3 piece(s) 2 x 6 HF No-2 PASSED Drawing is Conceptual Wall Height: 7' Member Height: 6' 7 1/2" Tributary Width: 1' Design Results Actual Allowed Result LDF Load: Combination Slenderness 18 50 Passed (35%) Compression (Ibs) 6408 14321 Passed (45%) 1.15 1.0 D + 0.75 L + 0.75 S Plate Bearing (Ibs) 6408 15469 Passed (41%) -- 1.0 D + 0.75 L + 0.75 S Lateral Reaction (Ibs) 52 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 44 3960 Passed (1%) 1.60 1.0 D + 0.6 W Lateral Moment (ft-Ibs) 85 @ mid -span 3319 Passed (3%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.03 @ mid -span 0.66 Passed (L/2357) 1.0 D + 0.45 W + 0.75 L + 0.75 S Bending/Compression 0.45 1 Passed (45%) 1.15 1.0 D + 0.75 L + 0.75 S • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. • The column stability factor (Kf = 0.6) applied to this design assumes nailed built-up columns per NDS section 15.3.3. For Weyerhaeuser ELP products refer to the U.S. Wall Guide for multiple -member connection requirements. Supports Type Material Top Dbl 2X Douglas Fir -Larch Base 2X Douglas Fir -Larch Max Unbraced Length Comments 6' 7 1/2" Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD • Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Vertical Loads Tributary Width Dead (0.90) Floor Livell� Snow (1.00) (1.15) Comments 1 - Point (lb) N/A 1266 2734 - HDR H2O Load 2 - Point (lb) N/A 1705 - 1848 HDR H15 Load Lateral Load= Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 1' 25.9 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33% Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. 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 P05T FOUNDATION CALCULATION5: A55UMED SOIL BEARING CAPACITY - 1 500 P5F MIN. FOUNDATION AREA: (I ,2GG# + 2,734# + 1,705# + 1,848# / 1 ,500 P51' = 5.0 5F PROVIDE 25" x 25" FOUNDATION - 5.4 5F ForteWEB Software Operator Job Notes Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/17/2024 2:45:53 PM UTC AForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 .I FORTE W E B MEMBER REPORT Unit 1 Main Floor, H2O Post (Left on Plan) 1 piece(s) 5 1/4" x 5 1/4" 1.8E Parallam@ PSL PASSED Drawing is Conceptual Wall Height: 7' Member Height: 6' 7 1/2" Tributary Width: 1' Design Results Actual Allowed Result LDF Load: Combination Slenderness 15 50 Passed (30%) Compression (Ibs) 17972 58309 Passed (31%) 1.00 1.0 D + 1.0 L Plate Bearing (Ibs) 17972 18467 Passed (97%) 1.0 D + 1.0 L Lateral Reaction (Ibs) 52 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 45 6762 Passed (1%) 1.60 1.0 D + 0.6 W Lateral Moment (ft-Ibs) 85 @ mid -span 8812 Passed (1%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.06 @ mid -span 0.66 Passed (L/1361) 1.0 D + 0.45 W + 0.75 L + 0.75 S Bending/Compression 0.38 1 Passed (38%) 1.00 1.0 D + 1.0 L • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. • Bearing shall be on a metal plate or strap, or on other equivalently durable, rigid, homogeneous material with sufficient stiffness to distribute applied load. • This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation. Supports Type Material Top Dbl 2X TimberStrand@ LSL Base 2X TimberStrand@ LSL Max Unbraced Length Comments 6' 7 1/2" Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD • Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Vertical Loads Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 1 - Point (lb) N/A 1266 2734 - HDR H2O Load 2 - Point (lb) N/A 2632 - 3284 HDR H15 Load 3 - Point (lb) N/A 747 2200 - Beam B3 Load 4 - Point (lb) N/A 2378 6015 - Beam B3 Load Lateral Load Location Tributary Width Wind (1.60) Comments 1 -Uniform (PSF) Full Length 1' 25.9 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33% Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. 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 Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/18/2024 10:39:14 PM UTC AForteWEB 0.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1