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REV1 REVIEWED BLD RESUB1 BLD2021-0811+Structural_Calculations+9.11.2024_1.56.25_PM+4494364E E S G D E S I G N Eli Grassley, P.E. REVISION L ..............................................� REVIEWED RESU B BLD2021-0811 BY Sep 11 2024 CITY OF EDMONDS CITY OF EDMONDS DEVELOPMENTSERVICES DEPARTMENTMENT = BUILDING DEPARTMENT : ............................................... 5TRUCTURAL CALCULATION5 FOR EDMONDS HOMES -UNIT 3 Edmonds, AA PREPARED BY: ESG Of51GN, PLLG July Z4, ZOZ4 ENGINEERED • STRUCTURES • GLOBAL • DESIGN 7-24 2024 %R 4IS1 :: AL 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 Edmonds — Lot 3 t MIN (2)2x6 (2)2 MIN ESGDESIGN ROOF FRAMING 5Ct1EME Eli Grassley, P.E. HF#2 P05T IMMER 5TUD RIMMER STUD {NF#2 P05T ENGINEERED STRUCTURES GLOBAL DESIGN Edmonds — Lot 3 a FORTE W GB MEMBER REPORT Unit 3 Roof, Roof Rafter 1 piece(s) 11 7/8" THO 360 @ 24" OC PASSED + + G 0 r IL � l 1 21 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) 864 @ 2 1/2" 1731 (3.50") Passed (50%) 1.15 1.0 D + 1.0 S (All Spans) Shear (Ibs) 841 @ 3 1/2" 1961 Passed (43%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 4486 @ 10' 9 1/2" 7107 Passed (63%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.593 @ W 9 1/2" 1.062 Passed (L/430) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.950 @ 10' 9 1/2" 1.416 Passed (L/268) 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" 325 540 864 Blocking 2 - Beveled Plate - HF 3.50" 3.50" 1.75" 325 540 864 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' 8" 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' 7" 24" 15.0 25.0 Roof Load Member Length : 21' 8 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 6/21/2024 8:59:52 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 3 Roof, Beam BI 1 piece(s) 3 1/2" x 10 1/2" 24F-V4 DF Glulam PASSED 10' C i r 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) 4492 @ 2" 5206 (3.50") Passed (86%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 3502 @ 1' 2" 7466 Passed (47%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 11149 @ 5' 3 1/2" 14792 Passed (75%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.215 @ 5' 3 1/2" 0.512 Passed (L/573) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.347 @ 5' 3 1/2" 0.683 Passed (L/355) 1.0 D + 1.0 S (All Spans) • Deflection criteria: ILL (L/240) and TL (L/180). • 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 = 10' 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 - Stud wall - SPF 3.50" 3.50" 3.02" 1714 2778 4492 Blocking 2 - Stud wall - SPF 3.50" 3.50" 3.02" 1714 2778 4492 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 10' 7" o/c Bottom Edge (Lu) 10' 7" o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Loads Location (Side) Tributary (0.90) (1.15) Comments Width 0 - Self Weight (PLF) 0 to 10' 7" N/A 8.9 1 - Uniform (PSF) 0 to 10' 7" (Front) 21' 15.0 25.0 Roof • Side loads are assumed to not induce cross -grain tension. Member Length : 10' 7" System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 0/12 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document -library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/21/2024 9:01:35 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 3 Roof, Beam B1 Exterior wall post 3 piece(s) 2 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 20 50 Passed (41%) Compression (Ibs) 4492 11716 Passed (38%) 1.15 1.0 D + 1.0 S Plate Bearing (Ibs) 4492 10519 Passed (43%) -- 1.0 D + 1.0 S Lateral Reaction (Ibs) 58 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 51 3960 Passed (1%) 1.60 1.0 D + 0.6 W Lateral Moment(ft-Ibs) 111 @ mid -span 3315 Passed (3%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.03 @ mid -span 0.76 Passed (L/2993) 1.0 D + 0.45 W + 0.75 L + 0.75 S Bending/Compression 0.32 1 Passed (32%) 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 Spruce -Pine -Fir Base 2X Spruce -Pine -Fir 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) Snow (1.15) Comments 1 - Point (lb) N/A 1714 2778 Beam BI 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. 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 6/21/2024 11:28:25 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 x4 - Lot 3 Roof Beam B2 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= 0.38 in Recom Camber= 0.57 in Data Attributes Critical Status Ratio Values Adiustments Beam Span 20.9 ft Reaction 1 LL 5486 # Reaction 2 LL 5486 # Beam Wt per ft 19.0 # Reaction 1 TL 8977 # Reaction 2 TL 8977 # Bm Wt Included 397 # Maximum V 8977 # Max Moment 46902 '# Max V (Reduced) N/A TL Max Defl L / 240 TL Actual Defl L / 257 LL Max Defl L / 360 LL Actual Defl L / 420 Section (in3) Shear (in2) TL Defl (in) LL Defl 21.30 2.86 0.98 0.60 17.06 0.45 1.05 0.70 OK OK OK OK 80% 16% 93% 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: 525 Uniform TL: 840 = A Uniform Load A 0 R1 = 8977 R2 = 8977 SPAN = 20.9 FT Uniform and partial uniform loads are Ibs per lineal ft. .I FORTE W E B MEMBER REPORT Unit 3 Roof, Beams BI-B2 post 1 piece(s) 5 1/4" x 5 1/4" 1.8E Parallam@ PSL 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 17 50 Passed (35%) Compression (Ibs) 13026 55383 Passed (24%) 1.15 1.0 D + 1.0 S Plate Bearing (Ibs) 13026 17227 Passed (76%) -- 1.0 D + 1.0 S Lateral Reaction (Ibs) 58 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 52 6762 Passed (1%) 1.60 1.0 D + 0.6 W Lateral Moment(ft-Ibs) 111 @ mid -span 8812 Passed (1%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.05 @ mid -span 0.76 Passed (L/1703) 1.0 D + 1.0 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. • 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 7' 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) Snow (1.15) Comments 1 - Point (lb) N/A 1714 2778 Beam BI 2 - Point (lb) N/A 3336 5198 Beam B2 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 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 6/21/2024 10:12:29 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 x4 - Lot 3 Roof Beam B3 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= 0.28 in Recom Camber= 0.42 in Data Attributes Critical Status Ratio Values Adiustments Beam Span 17.66 ft Reaction 1 LL 4636 # Reaction 2 LL 4636 # Beam Wt per ft 14.0 # Reaction 1 TL 7541 # Reaction 2 TL 7541 # Bm Wt Included 247 # Maximum V 7541 # Max Moment 33293 '# Max V (Reduced) N/A TL Max Defl L / 240 TL Actual Defl L / 292 LL Max Defl L / 360 LL Actual Defl L / 475 Section (in3) Shear (in2) TL Defl (in) LL Defl 14.90 2.38 0.73 0.45 12.11 0.38 0.88 0.59 OK OK OK OK 81% 16% 82% 76% 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: 525 Uniform TL: 840 = A Uniform Load A R1 = 7541 R2 = 7541 SPAN = 17.66 FT Uniform and partial uniform loads are Ibs per lineal ft. .I FORTE W E B MEMBER REPORT Unit 3 Roof, Beams B2-B3 post 1 piece(s) 5 1/4" x 5 1/4" 1.8E Parallam@ PSL 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 17 50 Passed (35%) Compression (Ibs) 15870 55383 Passed (29%) 1.15 1.0 D + 1.0 S Plate Bearing (Ibs) 15870 17227 Passed (92%) -- 1.0 D + 1.0 S Lateral Reaction (Ibs) 58 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 52 6762 Passed (1%) 1.60 1.0 D + 0.6 W Lateral Moment(ft-Ibs) 111 @ mid -span 8812 Passed (1%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.07 @ mid -span 0.76 Passed (L/1398) 1.0 D + 1.0 S Bending/Compression 0.31 1 Passed (31%) 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 7' 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) Snow (1.15) Comments 1 - Point (lb) N/A 3039 4791 Beam B2 2 - Point (lb) N/A 3151 4889 Beam B3 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 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 6/22/2024 7:30:23 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 3 Roof, Beam B3 Exterior wall post 3 piece(s) 2 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 20 50 Passed (41%) Compression (Ibs) 7830 11716 Passed (67%) 1.15 1.0 D + 1.0 S Plate Bearing (Ibs) 7830 15469 Passed (51%) 1.0 D + 1.0 S Lateral Reaction (Ibs) 58 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 51 3960 Passed (1%) 1.60 1.0 D + 0.6 W Lateral Moment(ft-Ibs) 111 @ mid -span 3315 Passed (3%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.05 @ mid -span 0.76 Passed (L/1915) 1.0 D + 0.45 W + 0.75 L + 0.75 S Bending/Compression 0.79 1 Passed (79%) 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 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. Dead Snow Vertical Load Tributary Width ■ (0.90) (1.15) Comments 1 - Point (lb) N/A 3039 4791 Beam B3 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. 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 6/21/2024 10:15:18 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 3 Roof, Max HDR span 2 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam@ LVL PASSED 0 I. 1❑ 6'' ❑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) 1870 @ 0 3806 (1.50") Passed (49%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1558 @ 8 3/4" 5544 Passed (28%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 4090 @ 4' 4 1/2" 8182 Passed (50%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.167 @ 4' 4 1/2" 0.292 Passed (L/628) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.272 @ 4' 4 1/2" 0.313 Passed (L/386) 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 - SPF 1.50" 1.50" 1.50" 721 1148 1870 None 2 - Trimmer - SPF 1.50" 1.50" 1.50" 721 1148 1870 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) Comments Width 0 - Self Weight (PLF) 0 to 8' 9" N/A 7.4 1 - Uniform (PSF) 0 to 8' 9" 10' 6" 15.0 25.0 Roof 0 Member Length : 8' 9" 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 6/21/2024 10:17:23 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 3 Roof, HDR HI 2 piece(s) 1 3/4" x 9 1/4" 2.0E Microllam@ LVL PASSED 0 I. El 9 3 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) 2040 @ 0 3806 (1.50") Passed (54%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1655 @ 10 3/4" 7074 Passed (23%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 4845 @ 4' 9" 12884 Passed (38%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.115 @ 4' 9" 0.317 Passed (L/994) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.188 @ 4' 9" 0.475 Passed (L/607) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Factored 1 - Trimmer - SPF 1.50" 1.50" 1.50" 793 1247 2040 None 2 - Trimmer - SPF 1.50" 1.50" 1.50" 793 1247 2040 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 9.4 1 - Uniform (PSF) 0 to 9' 6" 10' 6" 15.0 25.0 Roof 0 Member Length : 9' 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 6/21/2024 11:59:12 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 aFORTEWEB' MEMBER REPORT Unit 3 Roof, Corner HDR 1 piece(s) 4 x 10 HF No.2 PASSED 0 1❑ ❑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) 276 @ 0 2126 (1.50") Passed (13%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 197 @ 10 3/4" 3723 Passed (5%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 431 @ 3' 1 1/2" 4879 Passed (9%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.006 @ 3' 1 1/2" 0.208 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.010 @ 3' 1 1/2" 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 - SPF 1.50" 1.50" 1.50" 119 156 276 None 2 - Trimmer - SPF 1.50" 1.50" 1.50" 119 156 276 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 6' 3" o/c Bottom Edge (Lu) 6' 3" 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' 3" N/A 8.2 1 - Uniform (PSF) 0 to 6' 3" 2' 15.0 25.0 Roof 0 Member Length : 63" 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 6/21/2024 10:20:41 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 .I FORTE W E B MEMBER REPORT Unit 3 Roof, Corner Post 1 piece(s) 4 x 4 HF No.2 PASSED 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) 1062 6372 Passed (17%) 1.15 1.0 D + 1.0 S Plate Bearing (Ibs) 1062 5206 Passed (20%) -- 1.0 D + 1.0 S Lateral Reaction (Ibs) 58 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 54 1960 Passed (3%) 1.60 1.0 D + 0.6 W Lateral Moment (ft-Ibs) 111 @ mid -span 1215 Passed (9%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.07 @ mid -span 0.76 Passed (L/1355) 1.0 D + 0.6 W Bending/Compression 0.17 1 Passed (17%) 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. • 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 I Max Unbraced Length Comments 177 112" 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 787 - HDR 1 2 - Point (lb) N/A 119 156 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 6/21/2024 10:22:09 PM UTC AForteWEB 0.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 ESGDESIGN UPPER FLOOR FRAMING SCHEME QG HF#2 F 6x6 HF#2 F0 (3)2x6 I TR MMER 5 MIN. 4x6 HF#: Eli Grassley, P.E. F#2 5TUD5 D HF#2 !ER 5TUD5 ix6 HF#2 P05T D w/ HANK J ENGINEERED STRUCTURES GLOBAL DESIGN Edmonds — Lot 3 a FO RT E W E B MEMBER REPORT PASSED Unit 3 Upper Floor, Upper Floor Joists 1 piece(s) 11 7/8" TJI@ 360 @ 12" OC Overall Length. 21' 9" 21' 2" 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) 592 @ 2 1/2" 1202 (2.25") Passed (49%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 582 @ 3 1/2" 1705 Passed (34%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 3129 @ 10' 10 1/2" 6180 Passed (51%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.428 @ 10' 10 1/2" 0.711 Passed (L/598) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.588 @ 10' 10 1/2" 1.067 Passed (L/435) 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-ProT" Rating include: None. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Stud wall - SPF 3.50" 2.25" 1.75" 163 435 598 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.75" 163 435 598 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) 54" o/c Bottom Edge (Lu) 21' 7" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Vertical Load Location Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 21' 9" 12" 15.0 40.0 Floor Member Length : 21' 6 1/2" System : Floor Member Type : Joist 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 6/22/2024 5:44:28 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 ESG Design www.esg-design.com BeamChek v2023 licensed to: Markiian Trembach Reg # 5508-68673 Edmonds x4 - Lot 3 Beam B4 Prepared by: MT Date: 6/21/24 Selection W 12x 30 50 ksi Wide Flange Steel Lateral Support: Lc = 5.8 ft max. Conditions Actual Size is 6-1/2 x 12-3/8 in. Min Bearing Length R1= 0.9 in. R2= 0.9 in. (1.0) DL Defl= 0.25 in Recom Camber= 0.37 in Data Attributes Critical Status Ratio Values Adiustments Beam Span 17.66 ft Reaction 1 LL 10651 # Reaction 2 LL 12159 # Beam Wt per ft 30.0 # Reaction 1 TL 15745 # Reaction 2 TL 18208 # Bm Wt Included 530 # Maximum V 18208 # Max Moment 99964 '# Max V (Reduced) N/A TL Max Defl L / 240 TL Actual Defl L / 289 LL Max Defl L / 360 LL Actual Defl L / 437 Section (in3) Shear (in2) TL Defl (in) LL Defl 38.60 3.21 0.73 0.48 36.35 0.91 0.88 0.59 OK OK OK OK 94% 28% 83% 82% 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: 840 Uniform TL: 1155 = A Point LL Point TL Distance 7976 B = 13026 10.5 Uniform Load A Pt loads: 0 R1 = 15745 R2 = 18208 SPAN = 17.66 FT Uniform and partial uniform loads are Ibs per lineal ft. .I FORTE W E B MEMBER REPORT Unit 3 Upper Floor, Beam B4 Exterior wall 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) 14062 52037 Passed (27%) 1.15 1.0 D + 0.75 L + 0.75 S Plate Bearing (Ibs) 14062 17227 Passed (82%) 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) 0.08 @ mid -span 0.86 Passed (L/1244) 1.0 D + 0.45 W + 0.75 L + 0.75 S Bending/Compression 0.28 1 Passed (28%) 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 1714 - 2778 Beam B1 2 - Point (lb) N/A 3940 6160 2272 Beam B4 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 6/21/2024 11:49:20 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 3 Upper Floor, Beam B5 2 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam@ LVL 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) 3818 @ 2" 5206 (3.50") Passed (73%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 3098 @ 1' 3 3/8" 7897 Passed (39%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 12336 @ 6' 9 1/2" 17848 Passed (69%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.308 @ 6' 9 1/2" 0.442 Passed (L/516) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.433 @ 6' 9 1/2" 0.663 Passed (L/367) 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 - Stud wall - SPF 3.50" 3.50" 2.57" 1101 2717 3818 Blocking 2 - Stud wall - SPF 3.50" 3.50" 2.57" 1101 2717 3818 Blocking • 131001(ing Naneis are assumea to carry no ioaas appnea airecay aoove tnem ana the ruu ioaa is appuea to me memoer Deing aesignea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 10' 11" o/c Bottom Edge (Lu) 13' 7" o/c -Maximum allowable bracing intervals based on applied load. Dead Floor Live Vertical Loads Location (Side) Tributary Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 0 to 13' 7" N/A 12.1 1 - Uniform (PSF) 0 to 13' 7" (Front) 10' 15.0 40.0 Floor • aiae ioaas are assumea to not inauce cross -grain tension. 0 Member Length : 13' 7" 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.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 6/21/2024 11:26:05 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 3 Upper Floor, Beams B4-B5 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) 16091 49437 Passed (33%) 1.00 1.0 D + 1.0 L Plate Bearing (Ibs) 16091 17227 Passed (93%) 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) 0.09 @ mid -span 0.86 Passed (L/1135) 1.0 D + 0.45 W + 0.75 L + 0.75 S Bending/Compression 0.39 1 Passed (39%) 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 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 6112 6161 2272 Beam B4 2 - Point (lb) N/A 1101 2717 - Beam 5 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 6/21/2024 11:49:32 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 3 Upper Floor, B5 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) 3818 10533 Passed (36%) 1.00 1.0 D + 1.0 L Plate Bearing (Ibs) 3818 15469 Passed (25%) 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/2835) 1.0 D + 0.45 W + 0.75 L + 0.75 S 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 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 1101 2717 Beam 5 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 6/21/2024 11:50:22 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 3 Upper Floor, HDR H2 2 piece(s) 1 3/4" x 9 1/4" 2.0E Microllam@ LVL PASSED 0 I. Fil 9' 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) 2657 @ 1 1/2" 7613 (3.00") Passed (35%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 2086 @ 1' 1/4" 6151 Passed (34%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 5983 @ 4' 9" 11204 Passed (53%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.158 @ 4' 9" 0.308 Passed (L/703) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.221 @ 4' 9" 0.463 Passed (L/503) 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 - SPF 3.00" 3.00" 1.50" 757 1900 2657 None 2 - Trimmer - SPF 3.00" 3.00" 1.50" 757 1900 2657 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 Floor Live Vertical Loads Location Tributary (0.90) (1.00) Comments Width 0 - Self Weight (PLF) 0 to 9' 6" N/A 9.4 1 - Uniform (PSF) 0 to 9' 6" 10' 15.0 40.0 Floor 0 Member Length : 9' 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 6/21/2024 11:59:23 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 3 Upper Floor, H2 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) 3910 9143 Passed (43%) 1.15 1.0 D + 0.75 L + 0.75 S Plate Bearing (Ibs) 3910 8181 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) 0.05 @ mid -span 0.86 Passed (L/1894) 1.0 D + 0.45 W + 0.75 L + 0.75 S Bending/Compression 0.39 1 Passed (39%) 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 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) Snow (1.15) Comments 1 - Point (lb) N/A 793 - 1247 HI Post 2 - Point (lb) N/A 757 1900 - H2 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 6/22/2024 5:32:18 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 3 Upper Floor, HDR H3 2 piece(s) 1 3/4" x 9 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) 3812 @ 1 1/2" 7613 (3.00") Passed (50%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 2614 @ 1' 1/4" 6151 Passed (42%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 6887 @ 4' 3" 11204 Passed (61%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.125 @ 4' 3" 0.275 Passed (L/793) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.230 @ 4' 3" 0.412 Passed (L/431) 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 - SPF 3.00" 3.00" 1.50" 1740 1700 1062 3812 None 2 - Trimmer - SPF 3.00" 3.00" 1.50" 1740 1700 1062 3812 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. Vertical Loads Location Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.1s) Comments 0 - Self Weight (PLF) 0 to 8' 6" N/A 9.4 1 - Uniform (PSF) 0 to 8' 6" 10' 15.0 40.0 Floor 2 - Uniform (PLF) 0 to 8' 6" N/A 100.0 Upper Floor Wall 3 - Uniform (PSF) 0 to 8' 6" 10' 15.0 25.0 Roof 0 Member Length : 8' 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 6/22/2024 12:05:07 AM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 ESG Design www.esg-design.com BeamChek v2023 licensed to: Markiian Trembach Reg # 5508-68673 Edmonds x4 - Lot 3 Garage HDR H4 Prepared by: MT Date: 8/05/24 Selection W 14x 30 50 ksi Wide Flange Steel Lateral Support: Lc = 6 ft max. Conditions Actual Size is 6-3/4 x 13-7/8 in. Min Bearing Length R1= 0.9 in. R2= 0.9 in. (1.0) DL Defl= 0.13 in Recom Camber= 0.20 in Data Attributes Critical Status Ratio Values Adiustments Beam Span 18.0 ft Reaction 1 LL 6444 # Reaction 2 LL 6444 # Beam Wt per ft 30.0 # Reaction 1 TL 10575 # Reaction 2 TL 10575 # Bm Wt Included 540 # Maximum V 10575 # Max Moment 47588 '# Max V (Reduced) N/A TL Max Defl L / 240 TL Actual Defl L / 641 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in3) Shear (in2) TL Defl (in) LL Defl 42.00 3.74 0.34 0.20 17.30 0.53 0.90 0.60 OK OK OK OK 41% 14% 37% 34% 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: 440 Uniform TL: 605 = A Par Unif LL Par Unif TL Start End 1 H = 100 0 18.0 275 1 = 440 0 18.0 I H Uniform Load A 0 R1 = 10575 R2 = 10575 SPAN = 18 FT Uniform and partial uniform loads are Ibs per lineal ft. .I FORTE W E B MEMBER REPORT Unit 3 Upper Floor, H4 Post 1 piece(s) 6 x 6 HF No.2 PASSED Wall Height: 8' Member Height: 7' 7 1/2" Tributary Width: 1' Design Results Actual Allowed Result LDF Load: Combination Slenderness 17 50 Passed (33%) Compression (Ibs) 8290 15175 Passed (55%) 1.00 1.0 D + 1.0 L Plate Bearing (Ibs) 9181 12856 Passed (71%) -- 1.0 D + 0.75 L + 0.75 S Lateral Reaction (Ibs) 58 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 51 4517 Passed (1%) 1.60 1.0 D + 0.6 W Lateral Moment(ft-Ibs) 111 @ mid -span 2126 Passed (5%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.06 @ mid -span 0.76 Passed (L/1496) 1.0 D + 0.45 W + 0.75 L + 0.75 S Bending/Compression 0.95 1 Passed (95%) 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 I Max Unbraced Length Comments 177 112" 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 Load Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 1 - Point (lb) N/A 4220 4070 2544 HDR 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 6/22/2024 12:15:53 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 3 Upper Floor, HDR H5 2 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam@ LVL PASSED 0 Overall Length. 3' 2" PM 9 2 S Fil 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) 1840 @ 1 1/2" 7613 (3.00") Passed (24%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 848 @ 10 1/4" 4821 Passed (18%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1236 @ 1' 7" 7115 Passed (17%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.010 @ 1' 7" 0.097 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.014 @ 1' 7" 0.146 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 - Trimmer - SPF 3.00" 3.00" 1.50" 510 1330 1840 None 2 - Trimmer - SPF 3.00" 3.00" 1.50" 510 1330 1840 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 3' 2" o/c Bottom Edge (Lu) 3' 2" 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' 2" N/A 7.4 1 - Uniform (PSF) 0 to 3' 2" 21' 15.0 40.0 Floor 0 Member Length : 3' 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 6/22/2024 5:28:12 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 ESGDESIGN MAIN FLOOR FRAMING SCHEME P.T. 11W CDX T&G ATTACHED W/ HDG 16d RING OR SCREW SHANK NAILS @ 4/12 PATTERN. 4' CONC. TOPPING SLAB (HOLD TOP OF JOISTS 434DOWN FROM FLOOR FRAMING, TYP @ GARAGE) a-o d M a J e 24"x24"PAD MIN. 10"-WIDE THICKENED ' UNDER POST SIAB AT BEARING WALL BEAM 87 � 3 z3 DROPPED) a O (3)2xG 705T N N 11 24g4kkk24'MM PM ,d EACH END p N N Uf�DER.P05T MIN. 20'-WIDE FOOTING NT 'A/ AT IERIOR BEARING WALL OF 0 �O N \ "'S55 a 42142' PAD 7UNDER ' POST 5-1/4"x5-1/4" 1.8E P5L F45T UNDER I ABOVE /MIN. 0" 1DETHICKINED / 5B AT BEARING 1A Tppl WALL , • - UNDER POST .•� _ _ _ _ _ _ _ _ _ _ _ BEARING WALL " LF+2 6xG HF#2 P05T ,J `2• 566-@-16'bz N I I -7/8' TJI360 @ 2'oc - DBL 1Y"x11 "20E LVL p. O 11-7161 TJ13W @12'— _ p � V m N 1.8E P5L P05T — '`- 1Da 11W LSL RIM' 11/" TJI-230 @ 16"o.c. �' ' 48"x48" PAD LL O� C3 �Y Oa Z. N 1 1-7/8" TJ13G0 @ 12'oc a MIN. 20'-WIDE FOOTING AT INTERIOR BFEIMNG WALL s\ 1Yq''X11U" LSL RIM (TYP U.N.O.) `MIN. 12'-WIDE FOOTING AT SOUTH EXTERIOR WALL 21'-2' 19'-7 Eli Grassley, P.E. HDR DEL. 1Ya'x7%' 2.0E LVL MIN. 4x611F#2 P05T r K 24k24_PAD�--i 24'x24' PAD UNDER PO5T 24 x24"x12' FTG. 2 6' #4 BAR EA. WA HOLD 2" ABOVE BOTT M FTG (TYP @ DECK) l OK J P/T 4.4 NF#2 KNEE BRACE AT P05T TOTAL OF (2) P.T. 2x8 HF#2 LEDGER ATTACH TO STRUCTURE w/ HDG %'x4'h' SIDS SCREWS*49 .FS:A6�o�^P AT 5'(3 ER BAY (3)2x6 NF#2 FOR 16' JOISTS) TRIMMER STUDS ABU6Z BASE W/ P.T. 6x6 DF#2 POST (TYP @ DECK) L T / \ MIN. 4x6 H112 105T DEL. 1N"x7Y." 2.0E LVL CD &G ATTACHED w/ MDR 12d RI OR SCREW SHANK NAILS 4/12 PATTERN ENGINEERED STRUCTURES GLOBAL DESIGN Edmonds — Lot 3 a FO RT E W E B MEMBER REPORT PASSED Unit 3 Main Floor, Main Floor Joists 1 piece(s) 11 7/8" THO 360 @ 12" OC Overall Length. 21' 9" 21' 2" 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) 592 @ 2 1/2" 1202 (2.25") Passed (49%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 582 @ 3 1/2" 1705 Passed (34%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 3129 @ 10' 10 1/2" 6180 Passed (51%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.428 @ 10' 10 1/2" 0.711 Passed (L/598) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.588 @ 10' 10 1/2" 1.067 Passed (L/435) 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-ProT" Rating include: None. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Stud wall - SPF 3.50" 2.25" 1.75" 163 435 598 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.75" 163 435 598 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) 54" o/c Bottom Edge (Lu) 21' 7" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Vertical Load Location Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 21' 9" 12" 15.0 40.0 Floor Member Length : 21' 6 1/2" System : Floor Member Type : Joist 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 6/22/2024 5:44:28 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 a FO RT E W E B MEMBER REPORT PASSED Unit 3 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 a FORTE W GB MEMBER REPORT Unit 3 Main Floor, Beam B6 2 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam@ LVL PASSED Overcall Length 13' 9" r r 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) 4198 @ 2" 5206 (3.50") Passed (81%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 4513 @ 12' 3 5/8" 7897 Passed (57%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 14987 @ 7' 5 5/8" 17848 Passed (84%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.380 @ 6' 11 5/16" 0.442 Passed (L/418) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.532 @ 6' 11 1/4" 0.663 Passed (L/299) 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 - Stud wall - SPF 3.50" 3.50" 2.82" 1205 2994 4198 Blocking 2 - Stud wall - SPF 5.50" 5.50" 4.07" 1712 4340 6052 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) T 5" o/c Bottom Edge (Lu) 13' 9" o/c -Maximum allowable bracing intervals based on applied load. Dead Floor Live Vertical Loads Location (Side) Tributary Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 0 to 13' 9" N/A 12.1 1 - Uniform (PSF) 0 to 13' 9" (Front) 10' 15.0 40.0 Floor 2 - Uniform (PSF) 9' 4" to 13' 6" (Front) 11' 15.0 40.0 Floor • Side loads are assumed to not induce cross -grain tension. Member Length : 13' 9" System : Floor Member Type : Drop 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 6/22/2024 5:54:22 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 3 Main Floor, Beam B6 North Post 1 piece(s) 6 x 6 HF No.2 PASSED Wall Height: 8' Member Height: 7' 7 1/2" Tributary Width: 1' Design Results Actual Allowed Result LDF Load: Combination Slenderness 17 50 Passed (33%) Compression (Ibs) 8017 15175 Passed (53%) 1.00 1.0 D + 1.0 L Plate Bearing (Ibs) 8017 20268 Passed (40%) -- 1.0 D + 1.0 L Lateral Reaction (Ibs) 58 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 51 4517 Passed (1%) 1.60 1.0 D + 0.6 W Lateral Moment(ft-Ibs) 111 @ mid -span 2126 Passed (5%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.05 @ mid -span 0.76 Passed (L/1945) 1.0 D + 1.0 L Bending/Compression 0.90 1 Passed (90%) 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 TimberStrand@ LSL Base 2X TimberStrand@ LSL Drawing is Conceptual I Max Unbraced Length Comments 177 112" 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) Floor Live (1.00) Comments 1 - Point (lb) N/A 1101 2717 Beam 5 2 - Point (lb) N/A 1205 2994 Beam B6 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 6/22/2024 7:26:21 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 3 Main Floor, Beam B6 South Post 1 piece(s) 5 1/4" x 7" 1.8E Parallam@ PSL PASSED Wall Height: 8' Member Height: 7' 7 1/2" Tributary Width: 1' Design Results Actual Allowed Result LDF Load: Combination Slenderness 17 50 Passed (35%) Compression (Ibs) 20290 69460 Passed (29%) 1.00 1.0 D + 1.0 L Plate Bearing (Ibs) 20290 22969 Passed (88%) 1.0 D + 1.0 L Lateral Reaction (Ibs) 58 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 49 9016 Passed (1%) 1.60 1.0 D + 0.6 W Lateral Moment(ft-Ibs) 111 @ mid -span 15024 Passed (1%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.05 @ mid -span 0.76 Passed (L/1944) 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 I Max Unbraced Length Comments 177 112" 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) Floor Live (1.00) Snow (1.15) Comments 1 - Point (lb) N/A 6112 6161 2272 Beam B4 2 - Point (lb) N/A 1101 2717 - Beam 5 3 - Point (lb) N/A 1205 2994 - Beam B6 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 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 6/22/2024 7:24:43 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 3 Main Floor, Beam B7 2 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam@ LVL 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) 4721 @ 2" 5206 (3.50") Passed (91%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 3578 @ 1' 3 3/8" 7897 Passed (45%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 11716 @ 5' 3 1/2" 17848 Passed (66%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.160 @ 5' 3 1/2" 0.342 Passed (L/769) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.259 @ 5' 3 1/2" 0.512 Passed (L/474) 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 - Stud wall - SPF 3.50" 3.50" 3.17" 1810 2910 4721 Blocking 2 - Stud wall - SPF 3.50" 3.50" 3.17" 1810 2910 4721 Blocking • 131001(ing Naneis are assumea to carry no ioaas appnea airecay aoove tnem ana the ruu ioaa is appuea to me memoer Deing aesignea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 10' 7" o/c Bottom Edge (Lu) 10' 7" o/c -Maximum allowable bracing intervals based on applied load. Dead Floor Live Vertical Loads Location (Side) Tributary Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 0 to 10' 7" N/A 12.1 1 - Uniform (PSF) 0 to 10' 7" (Front) 11' 30.0 50.0 Garage floor • aiae ioaas are assumea to not inauce cross -grain tension. 0 Member Length : 10' 7" 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.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 6/22/2024 6:15:11 PM 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 3 Main Floor, Beam B7 Post 3 piece(s) 2 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 20 50 Passed (41%) Compression (Ibs) 4720 11304 Passed (42%) 1.00 1.0 D + 1.0 L Plate Bearing (Ibs) 4720 10519 Passed (45%) -- 1.0 D + 1.0 L Lateral Reaction (Ibs) 58 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 51 3960 Passed (1%) 1.60 1.0 D + 0.6 W Lateral Moment(ft-Ibs) 111 @ mid -span 3315 Passed (3%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.03 @ mid -span 0.76 Passed (L/2881) 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. • 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 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) Comments 1 - Point (lb) N/A 1810 2910 Beam 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. 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 6/22/2024 6:20:19 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 3 Main Floor, Deck Beam B8 1 piece(s) 6 x 10 HF No.2 PASSED 2" 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) 1624 @ 2" 7796 (3.50") Passed (21%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1103 @ 1' 1" 4877 Passed (23%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2477 @ 3' 4 1/2" 4654 Passed (53%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.034 @ 3' 4 1/2" 0.214 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.042 @ T 4 1/2" 0.321 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 - Stud wall - SPF 3.50" 3.50" 1.50" 308 1316 1624 Blocking 2 - Stud wall - SPF 3.50" 3.50" 1.50" 308 1316 1624 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the Lull load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 6' 9" o/c Bottom Edge (Lu) 6' 9" 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 6' 9" N/A 13.2 1 - Uniform (PSF) 0 to 6' 9" (Front) 6' 6" 12.0 60.0 Deck • side loads are assumed to not induce cross -grain tension. 0 Member Length : 6' 9" 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 6/22/2024 6:46:00 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 3 Main Floor, Deck Joists 1 piece(s) 2 x 8 HF No.2 @ 16" OC 2' 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) 606 @ 7' 11 1/4" 2126 (3.50") Passed (28%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 328 @ 7' 2 1/4" 1088 Passed (30%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 699 @ 4' 1/4" 1284 Passed (54%) 1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in) 0.104 @ 4' 7/8" 0.193 Passed (L/894) 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.121 @ 4' 11/16" 0.386 Passed (L/769) 1.0 D + 1.0 L (Alt Spans) TJ-Pro"" Rating N/A N/A N/A N/A • Deflection criteria: LL (L/480) and TL (L/240). • Overhang deflection criteria: LL (2L/480) and TL (2L/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 - Stud wall - SPF 3.50" 2.25" 1.50" 60 326/-15 386 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 3.50" 1.50" 101 505 606 Blocking • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being 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) 10' o/c Bottom Edge (Lu) 10' o/c -Maximum allowable bracing intervals based on applied load. Vertical Load Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 10' 1" 16" 12.0 60.0 Deck Notes Member Length : 9' 11 3/4" System : Floor Member Type : Joist 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 6/22/2024 6:43:51 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 3 Main Floor, Header H6 2 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam@ LVL PASSED 0 I. El 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) 2993 @ 0 3806 (1.50") Passed (79%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1304 @ 8 3/4" 4821 Passed (27%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1933 @ 1' 3 1/2" 7115 Passed (27%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.014 @ 1' 3 1/2" 0.086 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.019 @ 1' 3 1/2" 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. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Trimmer - SPF 1.50" 1.50" 1.50" 823 2170 2993 None 2 - Trimmer - SPF 1.50" 1.50" 1.50" 823 2170 2993 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 Vertical Loads Location Tributary (0.90) (1.00) Comments Width 0 - Self Weight (PLF) 0 to 2' 7" N/A 7.4 1 - Uniform (PSF) 0 to 2' 7" 21' 15.0 40.0 Upper Floor 2 - Uniform (PSF) 0 to 2' 7" 21' 15.0 40.0 Main Floor 0 Member Length : 2' 7" 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 6/22/2024 6:50:39 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 3 Main Floor, 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) 6107 9799 Passed (62%) 1.00 1.0 D + 1.0 L Plate Bearing (Ibs) 6107 8181 Passed (75%) 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) 0.06 @ mid -span 0.76 Passed (L/1599) 1.0 D + 0.45 W + 0.75 L + 0.75 S Bending/Compression 0.78 1 Passed (78%) 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 Spruce -Pine -Fir Base 2X Spruce -Pine -Fir 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 Loads Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 1 - Point (lb) N/A 793 - 1247 HI Post 2 - Point (lb) N/A 757 1900 - H2 3 - Point (lb) N/A 757 1900 - H7 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 6/22/2024 6:54:57 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 3 Main Floor, HDR H8 2 piece(s) 1 3/4" x 9 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) 3602 @ 1 1/2" 7613 (3.00") Passed (47%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 2737 @ 1' 1/4" 6151 Passed (44%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 7210 @ 4' 3" 11204 Passed (64%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.164 @ 4' 3" 0.275 Passed (L/604) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.217 @ 4' 3" 0.412 Passed (L/456) 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 - SPF 3.00" 3.00" 1.50" 882 2720 3602 None 2 - Trimmer - SPF 3.00" 3.00" 1.50" 882 2720 3602 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 9.4 -- 1 - Uniform (PSF) 0 to 8' 6" 10' 15.0 40.0 Floor 2 - Uniform (PSF) 0 to 8' 6" 4' 12.0 60.0 Deck 0 Member Length : 8' 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 6/22/2024 6:58:53 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 3 Main Floor, H8 Post 3 piece(s) 2 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 20 50 Passed (41%) Compression (Ibs) 7042 11304 Passed (62%) 1.00 1.0 D + 1.0 L Plate Bearing (Ibs) 7042 10519 Passed (67%) 1.0 D + 1.0 L Lateral Reaction (Ibs) 58 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 51 3960 Passed (1%) 1.60 1.0 D + 0.6 W Lateral Moment(ft-Ibs) 111 @ mid -span 3315 Passed (3%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.05 @ mid -span 0.76 Passed (L/1891) 1.0 D + 0.45 W + 0.75 L + 0.75 S Bending/Compression 0.73 1 Passed (73%) 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 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 Loads Tributary Width Dead (0.90) Floor Livell� Snow (1.00) (1.15) Comments 1 - Point (lb) N/A 1740 1700 1062 H3 Load 2 - Point (lb) N/A 882 2720 H8 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 6/22/2024 7:09:37 PM UTC AForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1