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REV1 REVIEWED BLD RESUB1 BLD2021-0809+Structural_Calculations+9.11.2024_1.55.46_PM+4494361ESGDESIGN Ell Grassley,PF REVISION..............................................� REVIEWED RESUB BY Sep 11 2024 BLD2021-0809 CITY OF EDMONDS BUILDING DEPARTMENT CITYOF EDMONDS;............................................... DEVELOPMENT SERVICES DEPARTMENT 5TRUCTURAL CALCULATION5 FOR EDMONDS HOMES -UNIT 2 FRAMING REY1510N5 Edmonds, kYA PREPARED BY: E5G 0f51GN, PLLO J une 10 , ZOZ4 ENGINEERED • STRUCTURES • GLOBAL • DESIGN 6-10-2024 / WAS/1�,y�\. <,e,o, I �„ ;�- ' AL 0 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 Homes E S G D E S I G N Eli Grassley, P.E. ROOF FRAMING SCHIEME ENGINEERED STRUCTURES GLOBAL DESIGN Edmonds Homes .l FO RT E W E B MEMBER REPORT Unit 2 Roof, Roof Rafter 1 piece(s) 11 7/8" THO 360 @ 24" OC PASSED - + 0 � 0 r IL � l 1 22 i 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) 931 @ 2 1/2" 1731 (3.50") Passed (54%) 1.15 1.0 D + 1.0 S (All Spans) Shear (Ibs) 908 @ 3 1/2" 1961 Passed (46%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 5220 @ 11' 7 1/2" 7107 Passed (73%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.793 @ 11' 7 1/2" 1.146 Passed (L/347) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 1.271 @ 11' 7 1/2" 1.527 Passed (L/216) 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 - SPF 3.50" 3.50" 1.75" 350 581 931 Blocking 2 - Beveled Plate - SPF 3.50" 3.50" 1.75" 350 581 931 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' o/c Bottom Edge (Lu) 23' 4" 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 23' 3" 24" 15.0 25.0 Roof Member Length : 23' 4 15/16" 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 6/6/2024 9:12:35 PM UTC ForteWEB 0.8, Engine: V8.4.1.22, Data: V8.1.6.2 Vkyerhacuser File Name: Edmonds A Units Page 1 / 1 .l FO RT E W E B MEMBER REPORT Unit 2 Roof, Roof Beam B1 1 piece(s) 3 1/2" x 12" 24F-V4 DF Glulam PASSED - + I. 12 I. C 2 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 5349 @ 2" 7963 (3.50") Passed (67%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 4251 @ 1' 3 1/2" 8533 Passed (50%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 15948 @ 6' 3 1/2" 19320 Passed (83%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.293 @ 6' 3 1/2" 0.408 Passed (L/501) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.475 @ 6' 3 1/2" 0.613 Passed (L/310) 1.0 D + 1.0 S (All Spans) • Deflection criteria: ILL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 12' 3". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Factored 1 - Column - SPF 3.50" 3.50" 2.35" 2046 3303 5349 Blocking 2 - Column - SPF 3.50" 3.50" 2.35" 2046 3303 5349 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 12' 7" o/c Bottom Edge (Lu) 12' 7" o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Loads Location (Side) Tributary (0.90) (1.15) Comments Width 0 - Self Weight (PLF) 0 to 12' 7" N/A 10.2 1 - Uniform (PSF) 0 to 12' 7" (Front) 21' 15.0 25.0 Roof • Side loads are assumed to not induce cross -grain tension. Member Length : 12' 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 6/6/2024 9:18:22 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 VA- erhacuser File Name: Edmonds x4 Units Page 1 / 1 .l FO RT E W E B MEMBER REPORT PASSED Unit 2 Roof, B1 Post 1 piece(s) 4 x 6 HF No.2 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) 5349 9143 Passed (59%) 1.15 1.0 D + 1.0 S Plate Bearing (Ibs) 5349 8181 Passed (65%) -- 1.0 D + 1.0 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) 0.06 @ mid -span 0.86 Passed (L/1703) 1.0 D + 0.45 W + 0.75 L + 0.75 S Bending/Compression 0.66 1 Passed (66%) 1.15 1.0 D + 1.0 S • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. Supports Type Material Top Dbl 2X Spruce -Pine -Fir Base 2X Spruce -Pine -Fir Max Unbraced Length Comments 8' Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A System : Wall Member Type: Column Building Code : IBC 2021 Design Methodology : ASD • Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Vertical Load Tributary Width Dead (0.90) Snow (1.15) Comments 1 - Point (lb) N/A 2046 3303 B1 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 6/6/2024 9:38:16 PM UTC AForteWEB 0.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 .l FO RT E W E B MEMBER REPORT Unit 2 Roof, Roof Beam B2 1 piece(s) 5 1/2" x 12" 24F-V4 DF Glulam PASSED . - 1:-.11 _- - -: 7 1 4 - + 0 149" I. C 2 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 6563 @ 2" 12513 (3.50") Passed (52%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 5457 @ 1' 3 1/2" 13409 Passed (41%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 24076 @ 7' 8" 30360 Passed (79%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.419 @ 7' 8" 0.500 Passed (L/429) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.684 @ 7' 8" 0.750 Passed (L/263) 1.0 D + 1.0 S (All Spans) • Deflection criteria: ILL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 15'. • 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 - Column - SPF 3.50" 3.50" 1.84" 2538 4025 6563 Blocking 2 - Column - SPF 3.50" 3.50" 1.84" 2538 4025 6563 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) 15' 4" o/c Bottom Edge (Lu) 15' 4" o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Loads Location (Side) Tributary (0.90) (1.15)Width Comments 0 - Self Weight (PLF) 0 to 15' 4" N/A 16.0 1 - Uniform (PSF) 0 to 15' 4" (Front) 21' 15.0 25.0 Roof • Side loads are assumed to not induce cross -grain tension. Member Length : 15' 4" 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 6/6/2024 9:46:07 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 VA- erhacuser File Name: Edmonds x4 Units Page 1 / 1 .l FO RT E W E B MEMBER REPORT Unit 2 Roof, B2 Post 1 piece(s) 4 x 6 HF No.2 PASSED Wall Height: 9' Member Height: 8' 7 1/2" Tributary Width: 1' Design Results Actual Allowed Result LDF Load: Combination Slenderness 27 50 Passed (55%) Compression (Ibs) 6563 9143 Passed (72%) 1.15 1.0 D + 1.0 S Plate Bearing (Ibs) 6563 8181 Passed (80%) 1.0 D + 1.0 S Lateral Reaction (Ibs) 65 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 58 3080 Passed (2%) 1.60 1.0 D + 0.6 W Lateral Moment(ft-Ibs) 140 @ mid -span 2558 Passed (5%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.07 @ mid -span 0.86 Passed (L/1456) 1.0 D + 0.45 W + 0.75 L + 0.75 S Bending/Compression 0.94 1 Passed (94%) 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. Supports Type Material Top Dbl 2X Spruce -Pine -Fir Base 2X Spruce -Pine -Fir Drawing is Conceptual Max Unbraced Length Comments 8' Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A System : Wall Member Type: Column Building Code : IBC 2021 Design Methodology : ASD • Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Vertical Load Tributary Width Dead (0.90) Snow (1.15) Comments 1 - Point (lb) N/A 2538 4025 62 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 6/6/2024 9:49:46 PM UTC AForteWEB 0.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 .l FO RT E W E B MEMBER REPORT Unit 2 Roof, Roof Beam B3 1 piece(s) 5 1/2" x 12" 24F-V4 DF Glulam PASSED C 0 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 5743 @ 2" 12513 (3.50") Passed (46%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 4637 @ 1' 3 1/2" 13409 Passed (35%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 18316 @ 6' 8 1/2" 30360 Passed (60%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.243 @ 6' 8 1/2" 0.436 Passed (L/647) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.396 @ 6' 8 1/2" 0.654 Passed (L/397) 1.0 D + 1.0 S (All Spans) • Deflection criteria: ILL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 13' 1". • 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 - Column - SPF 3.50" 3.50" 1.61" 2221 3522 5743 Blocking 2 - Column - SPF 3.50" 3.50" 1.61" 2221 3522 5743 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) 13' 5" o/c Bottom Edge (Lu) 13' 5" 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 13' 5" N/A 16.0 1 - Uniform (PSF) 0 to 13' 5" (Front) 21' 15.0 25.0 Roof • Side loads are assumed to not induce cross -grain tension. Member Length : 13' 5" 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 6/6/2024 9:51:57 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 VA- erhacuser File Name: Edmonds x4 Units Page 1 / 1 .l FO RT E W E B MEMBER REPORT Unit 2 Roof, 82-83 Post 1 piece(s) 5 1/4" x 5 1/4" 1.8E Parallam@ PSL PASSED Wall Height: 9' Member Height: 8' 7 1/2" Tributary Width: 1' Design Results Actual Allowed Result LDF Load: Combination Slenderness 18 50 Passed (37%) Compression (Ibs) 12306 52037 Passed (24%) 1.15 1.0 D + 1.0 S Plate Bearing (Ibs) 12306 17227 Passed (71%) 1.0 D + 1.0 S Lateral Reaction (Ibs) 65 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 58 6762 Passed (1%) 1.60 1.0 D + 0.6 W Lateral Moment(ft-Ibs) 140 @ mid -span 8812 Passed (2%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.06 @ mid -span 0.86 Passed (L/1594) 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. • This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation. Supports Type Material Top Dbl 2X Douglas Fir -Larch Base 2X Douglas Fir -Larch Drawing is Conceptual Max Unbraced Length Comments 8' Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A System : Wall Member Type: Column Building Code : IBC 2021 Design Methodology : ASD • Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Vertical Loads Tributary Width Dead (0.90) Snow (1.15) Comments 1 - Point (lb) N/A 2538 4025 B2 2 - Point (lb) N/A 2221 3522 B3 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 6/8/2024 5:14:30 PM UTC AForteWEB 0.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 IFORTEWEB MEMBER REPORT Unit 2 Roof, Header H1 2 piece(s) 2 x 8 HF No.2 PASSED 0 Overall Length: 6' 3" 1 � I E❑ ❑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) 1267 @ 0 1823 (1.50") Passed (70%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 972 @ 8 3/4" 2501 Passed (39%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1980 @ 3' 1 1/2" 2569 Passed (77%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.069 @ 3' 1 1/2" 0.208 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.112 @ 3' 1 1/2" 0.313 Passed (L/667) 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" 486 781 1267 None 2 - Trimmer - SPF 1.50" 1.50" 1.50" 486 781 1267 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 5.5 1 - Uniform (PSF) 0 to 6' 3" 10' 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. 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 6/6/2024 9:15:01 PM UTC !- ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 AWW 3ik File Name: Edmonds x4 Units Page 1 / 1 .1FORTEWEB MEMBER REPORT Unit 2 Roof, Header H2 1 piece(s) 6 x 10 HF No.2 PASSED C L 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) 7915 @ 3" 10024 (4.50") Passed (79%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1199 @ 1' 2" 5608 Passed (21%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 3643 @ 1' 4 1/2" 5352 Passed (68%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.005 @ 1' 4 1/2" 0.075 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.008 @ 1' 4 1/2" 0.112 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. • 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 Snow Factored 1 - Trimmer - HF 4.50" 4.50" 3.55" 3072 4843 7915 None 2 - Trimmer - HF 4.50" 4.50" 3.55" 3072 4843 7915 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 2' 9" o/c Bottom Edge (Lu) 2' 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 2' 9" N/A 13.2 1 - Uniform (PSF) 0 to 2' 9" 1' 2221.0 3522.0 Beam B3 0 Member Length : 2' 9" 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 6/6/2024 10:02:35 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Wayahac.,,_. File Name: Edmonds x4 Units Page 1 / 1 IFORTEWEB MEMBER REPORT Unit 2 Roof, Header H3 2 piece(s) 2 x 8 HF No.2 PASSED 0 Overall Length: 6' 3" 1 � I E❑ ❑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) 1517 @ 0 1823 (1.50") Passed (83%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1163 @ 8 3/4" 2501 Passed (47%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 2371 @ 3' 1 1/2" 2569 Passed (92%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.083 @ 3' 1 1/2" 0.208 Passed (L/902) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.135 @ 3' 1 1/2" 0.313 Passed (L/557) 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" 580 938 1517 None 2 - Trimmer - SPF 1.50" 1.50" 1.50" 580 938 1517 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 5.5 1 - Uniform (PSF) 0 to 6' 3" 12' 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. 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 6/6/2024 10:05:39 PM UTC !- ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 AWW 3ik File Name: Edmonds x4 Units Page 1 / 1 IFORTEWEB MEMBER REPORT Unit 2 Roof, Header H4 1 piece(s) 4 x 10 HF No.2 PASSED 0 in 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) 2129 @ 1 1/2" 4253 (3.00") Passed (50%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1671 @ 1' 1/4" 3723 Passed (45%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 4794 @ 4' 9" 4879 Passed (98%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.151 @ 4' 9" 0.308 Passed (L/735) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.246 @ 4' 9" 0.463 Passed (L/451) 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 3.00" 3.00" 1.50" 823 1306 2129 None 2 - Trimmer - SPF 3.00" 3.00" 1.50" 823 1306 2129 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) T 3" o/c Bottom Edge (Lu) 9' 6" o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Loads Location Tributary (0.90) (1.15) Comments Width 0 - Self Weight (PLF) 0 to 9' 6" N/A 8.2 1 - Uniform (PSF) 0 to 9' 6" 11' 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 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 6/6/2024 10:06:58 PM UTC !- ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 AWW 3ik File Name: Edmonds x4 Units Page 1 / 1 E S G D E S I G N Eli Grassley, P.E. UPPER FLOOR FRAMING SCHEME r w/12 RIZGO SCREZH NAIL @ 4/12 PATTERN 2'_0" 14 21'_6" 42'-0" ENGINEERED STRUCTURES GLOBAL DESIGN Edmonds Homes .I F0 RT E W E B MEMBER REPORT Unit 2 Upper Level, Upper Floor Joists 1 piece(s) 11 7/8" TJI@ 360 @ 16" OC PASSED r:-. 11 _ r -: T - 1 1 + G 0 2' 21' 6" o 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) 762 @ 23' 10 1/2" 1202 (2.25") Passed (63%) 1.00 1.0 D + 1.0 L (Alt Spans) Shear (Ibs) 970 @ 2' 1961 Passed (49%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 3883 @ 13' 7" 6180 Passed (63%) 1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in) 0.595 @ 13' 1/8" 0.724 Passed (L/438) 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.725 @ 13' 2 11/16" 1.086 Passed (L/360) 1.0 D + 1.0 L (Alt Spans) TJ-Pro"" Rating 27 25 Passed • Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL (2L/360) and TL (2L/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 Snow Factored 1 - Stud wall - SPF 3.50" 3.50" 3.50" 707 700 577 1665 Blocking 2 - Stud wall - SPF 3.50" 2.25" 1.75" 179 591 -52 770 1 1/4" Rim Board • 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) 4' 8" o/c Bottom Edge (Lu) 6' 8" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Vertical Loads Location Spacing Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 24' 1" 16" 15.0 40.0 - Upper Floor 2 - Point (lb) 0 N/A 405 - 525 Roof Member Length : 23' 11 3/4" System : Floor Member Type : Joist 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 6/6/2024 11:31:12 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds 0 Units Page 1 / 1 .l FO RT E W E B MEMBER REPORT PASSED Unit 2 Upper Level, Beam B4 1 piece(s) 4 x 12 HF No.2 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) 2167 @ 2" 4961 (3.50") Passed (44%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1546 @ 1' 2 3/4" 3938 Passed (39%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 4296 @ 4' 3 1/2" 5752 Passed (75%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.070 @ 4' 3 1/2" 0.275 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.097 @ 4' 3 1/2" 0.412 Passed (L/999+) 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Stud wall - SPF 3.50" 3.50" 1.53" 622 1545 2167 Blocking 2 - Stud wall - SPF 3.50" 3.50" 1.53" 622 1545 2167 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) 8' 7" o/c Bottom Edge (Lu) 8' 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 8' 7" N/A 10.0 1 - Uniform (PSF) 0 to 8' 7" (Front) 9' 15.0 40.0 Upper Floor • Side loads are assumed to not induce cross -grain tension. Member Length : 8' 7" 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 6/8/2024 11:49:11 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 VA- erhacuser File Name: Edmonds x4 Units Page 1 / 1 .l FO RT E W E B MEMBER REPORT Unit 2 Upper Level, 84 Post 1 piece(s) 3 1/2" x 5 1/4" 1.8E Parallam@ PSL PASSED Wall Height: 9' Member Height: 8' 7 1/2" Tributary Width: 1' Design Results Actual Allowed Result LDF Load: Combination Slenderness 27 50 Passed (55%) Compression (Ibs) 8730 17320 Passed (50%) 1.00 1.0 D + 1.0 L Plate Bearing (Ibs) 8730 11484 Passed (76%) 1.0 D + 1.0 L Lateral Reaction (Ibs) 65 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 58 4508 Passed (1%) 1.60 1.0 D + 0.6 W Lateral Moment (ft-Ibs) 140 @ mid -span 5753 Passed (2%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.07 @ mid -span 0.86 Passed (L/1447) 1.0 D + 0.45 W + 0.75 L + 0.75 S Bending/Compression 0.48 1 Passed (48%) 1.00 1.0 D + 1.0 L • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. • Bearing shall be on a metal plate or strap, or on other equivalently durable, rigid, homogeneous material with sufficient stiffness to distribute applied load. Supports Type Material Top Dbl 2X Douglas Fir -Larch Base 2X Douglas Fir -Larch Drawing is Conceptual Max Unbraced Length Comments 8' Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A System : Wall Member Type: Column Building Code : IBC 2021 Design Methodology : Aso • 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 622 1545 B4 2 - Point (lb) N/A 2538 4025 B2 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 POST FOUNDATION CALCULATIONS: ASSUMED SOIL BEARNG CAPACITY- 1,500 PSF MIN. FOUNDATION AF'EA: (622# + 2538# + 1545# + 4025#) / 1,500 PSF = 5.8 SF PROVIDE 30"x 30" FOUNDATION - 6.25 SF ForteWEB Software Operator Job Notes Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/6/2024 10:47:16 PM UTC AForteWEB 0.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 .l FO RT E W E B MEMBER REPORT Unit 2 Upper Level, Beam B5 1 piece(s) 5 1/2" x 12" 24F-V4 DF Glulam PASSED C 1 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) 6067 @ 4" 9467 (4.25") Passed (64%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 4854 @ 1' 5 1/2" 11660 Passed (42%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 19172 @ 6' 10 1/2" 26400 Passed (73%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.296 @ 6' 10 1/2" 0.327 Passed (L/530) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.414 @ 6' 10 1/2" 0.654 Passed (L/379) 1.0 D + 1.0 L (All Spans) • Deflection criteria: ILL (L/480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 13' 1". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Stud wall - HF 5.50" 4.25" 2.72" 1759 4400 6159 1 1/4" Rim Board 2 - Stud wall - HF 5.50" 4.25" 2.72" 1759 4400 6159 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 13' 7" 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) 1 1/4" to 13' 7 3/4" N/A 16.0 1 - Uniform (PSF) 0 to 13' 9" (Front) 16' 15.0 40.0 Upper Floor • Side loads are assumed to not induce cross -grain tension. Member Length : 13' 6 1/2" System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document -library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/6/2024 10:53:56 PM UTC ForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 VA- erhacuser File Name: Edmonds x4 Units Page 1 / 1 .l FO RTE W E B MEMBER REPORT PASSED Unit 2 Upper Level, 85 Post 1 1 piece(s) 5 1/4" x 5 1/4" 1.8E Parallam@ PSL 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) 15508 52037 Passed (30%) 1.15 1.0 D + 0.75 L + 0.75 S Plate Bearing (Ibs) 15508 17227 Passed (90%) -- 1.0 D + 0.75 L + 0.75 S Lateral Reaction (Ibs) 65 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 58 6762 Passed (1%) 1.60 1.0 D + 0.6 W Lateral Moment(ft-Ibs) 140 @ mid -span 8812 Passed (2%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.09 @ mid -span 0.86 Passed (L/1140) -- 1.0 D + 0.45 W + 0.75 L + 0.75 S Bending/Compression 0.34 1 Passed (34%) 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 : Aso • 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 1759 4440 - 135 2 - Point (lb) N/A 2538 - 4025 B2 3 - Point (lb) N/A 2221 3522 - B3 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 POST FOUNDATION CALCULATIONS: ASSUMED SOIL BEARING CAPACITY- 1,500 PSF MIN. FOUNDATION ARE4 (1759# + 2538# + 2221 # + 4440# + 3522#) / 1,500 PSF = 9.65 SF PROVIDE 4 2 " x 4 2 " FOUNDATION - 12.25 SF ForteWEB Software Operator Job Notes Mark Trembach ESGD (701) 660-9422 mark.esgd@outlook.com 6/8/2024 5:27:42 PM UTC AForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1 .l FO RT E W E B MEMBER REPORT Unit 2 Upper Level, 85 Post 2 1 piece(s) 3 1/2" x 5 1/4" 1.8E Parallam@ PSL PASSED Wall Height: 9' Member Height: 8' 7 1/2" Tributary Width: 1' Design Results Actual Allowed Result LDF Load: Combination Slenderness 27 50 Passed (55%) Compression (Ibs) 11942 17320 Passed (69%) 1.00 1.0 D + 1.0 L Plate Bearing (Ibs) 11942 12311 Passed (97%) 1.0 D + 1.0 L Lateral Reaction (Ibs) 65 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 58 4508 Passed (1%) 1.60 1.0 D + 0.6 W Lateral Moment (ft-Ibs) 140 @ mid -span 5753 Passed (2%) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.09 @ mid -span 0.86 Passed (L/1095) 1.0 D + 1.0 L Bending/Compression 0.81 1 Passed (81%) 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 StrandGuard@ LSL Base 2X StrandGuard@ LSL Drawing is Conceptual Max Unbraced Length Comments 8' Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe) 2 N/A System : Wall Member Type: Column Building Code : IBC 2021 Design Methodology : Aso • 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 1759 4440 B5 2 - Point (lb) N/A 2221 3522 B3 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 6/8/2024 11:31:56 PM UTC AForteWEB v3.8, Engine: V8.4.1.22, Data: V8.1.6.2 Weyerhaeuser File Name: Edmonds x4 Units Page 1 / 1