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REVIEWED RESUB2 BLD2023-0501+Structural_Calculations+12.3.2023_4.15.49_PM+3930528Structural Calculations Cover Sheet BLD2023-0501 Project Number: 2022.151 Date: November 17, 2023 Project Name: Lane Residence Architect: Michael Schoffner Structural Design For: Structural design for a remodel of an existing residence. Construction Type: Conventional wood framing with conventional concrete foundation. CODES �� A S. APO 2018 International Building Code (IBC)°F Wh�ti� 2018 NDS ASCE 7-16 LOADS c<`S, c�/RAL ENS' U S/ONA%_ Dead Loads As required Roof snow Load 25 psf Floor Load 40 psf Wind 110 mph, Exposure B, Per ASCE 7-16 Section 28, Kzt = 1.53 Seismic Per ASCE 7-16 Section 12 Peak Ground Accelerations (PGA) based on USGS Hazards Program (by address). PGA 1 sec = .453 PGA .2 sec = 1.306 %V = .134 * DL Material Design Values RESUB IZMIL' W1910491 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 2- .......... REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT? Soils (assumed) Minimum 1,500 psf allowed bearing (subject to field verification) Concrete fc=2,500 psi; 5-1/2 sack mix, or alternate mix pre -approved by bldg. dept. Reinforcing Grade 60; Fy=60,000 psi minimum Sawn Lumber Joists, Rafters: Hem -Fir #2 and better Beams, Posts: DF-L #2 Studs & Plates: Hem -Fir Standard Glu-Lam Beams 24F-V4 for simple span beams, 24F-V8 for cantilevered beams Parallam Beams 2.2E PSL, Fb=2,900 psi, Fv=290 psi, E=2.2* 10^6 psi (minimum) Microllam Beams 1.9E LVL, Fb=2,600 psi, Fv=285 psi, E=1.9* 10^6 psi (minimum) Structural Steel ASTM A36, Fy=36 ksi Plates, ASTM A992, Fy=50ski Wide Flanges, ASTMA500, Fy=46 ksi Tubes Anchor Bolts ASTM A325 hold down bolts, F 1554 Anchor Bolts, A307 other bolts CONSULTING STRUCTURAL ENGINEERING SERVICES, INC. 6311 - 17th Avenue NE, Seattle WA 98115 (206) 527-1288 email john@cses-engineering.com Structural Engineering Consulting and Design John S. Apolis, P.E. CSES, Inc. Job number: 2022.151 Project: Lane Residence Date: 8-Feb-23 Architect: Michael Schoffner Pate number: R2 BEAM DESIGN (Uniform Load+Concentrated Load) 2018 International Building Code (IBC) 2018 NDS Beam Description: Roof Joist Fully Supported: Snow Load: � Wind Load: Repetitive Member: 1 P.T. Lumber: Wet Use: Geometry and Loads: Span: 6.5 ft ributary Width: 2 ft P Location: 3.833 ft Add'l uniform DL: DL unit load: 15 psf Concentrated DL: Add'l uniform LL: LL unit load: 40 psf Concentrated LL: Add'l uniform SL: SL unit load: 25 psf Concentrated SL: Add'l uniform WL: WL unit load: Concentrated WL: DL Reaction 1: 98 lbs DL Reaction 2: 98 lbs Note: Design automatically uses LL Reaction 1: 260 lbs LL Reaction 2: 260 lbs ASD load combinations SL Reaction 1: 163 lbs SL Reaction 2: 163 lbs WL Reaction 1: 0 lbs WL Reaction 2: 0 lbs Total Reaction 1: 414 lbs Total Reaction 2: 414 lbs Material Properties: E 1.3 msi E' 1.3 msi Fb 850 psi Fb' 1461 psi Fv 150 psi Fv' 173 psi Fc perp 405 psi Fc perp' 405 psi Emin 0.47 msi Emin' 0.47 msi Deflection analysis: For total load: Allowed deflection criteria, span/ 240 For LL only: Allowed deflection criteria, span/ 360 Max. allowed total defl: 0.33 in Max LL defl: 0.22 in Total defl. * I: 4.94 inA4 Required 1: 15.21 in^4 LL defl. * I: 4.02 inA4 Required 1: 18.54 in^4 Actual deflections: TOTAL: 0.24 in 0.19 in Force analysis: Max. moment: 673 ft-lb Max Shear: 414 lbs Selected Member (1) H F #2 1.5 x 5.511 Member properties: Provided: Required: Moment of inertia: 20.8 in^4 18.54 in^4 Section Modulus: 7.56 in^3 5.53 in^3 Section Area: 8.25 in^2 3.6 in 2 Bearing Area: 1.02 in^2 Minimum bearing dimensions: 1.5 in x 0.68 in John S. Apolis, P.E. CSES, Inc. Job number: 2022.151 Project: Lane Residence Date: 8-Feb-23 Architect: Michael Schoffner Page number: R3 BEAM DESIGN (Uniform Load+Concentrated Load) 2018 International Building Code (IBC) 2018 NDS Beam Description: Roof End Rafter / Skylight Rafter Fully Supported: Snow Load: � Wind Load: Repetitive Member: 1 P.T. Lumber: Wet Use: Geometry and Loads: Span: 6.5 ft ributary Width: 3.5 ft P Location: 3.833 ft Add'l uniform DL: DL unit load: 15 psf Concentrated DL: Add'l uniform LL: LL unit load: 40 psf Concentrated LL: Add'l uniform SL: SL unit load: 25 psf Concentrated SL: Add'l uniform WL: WL unit load: Concentrated WL: DL Reaction 1: 171 lbs DL Reaction 2: 171 lbs Note: Design automatically uses LL Reaction 1: 455 lbs LL Reaction 2: 455 lbs ASD load combinations SL Reaction 1: 284 lbs SL Reaction 2: 284 lbs WL Reaction 1: 0 lbs WL Reaction 2: 0 lbs Total Reaction 1: 725 lbs Total Reaction 2: 725 lbs Material Properties: E 1.3 msi E' 1.3 msi Fb 850 psi Fb' 1461 psi Fv 150 psi Fv' 173 psi Fc perp 405 psi Fc perp' 405 psi Emin 0.47 msi Emin' 0.47 msi Deflection analysis: For total load: Allowed deflection criteria, span/ 240 For LL only: Allowed deflection criteria, span/ 360 Max. allowed total defl: 0.33 in Max LL defl: 0.22 in Total defl. * I: 8.65 inA4 Required 1: 26.62 in^4 LL defl. * I: 7.03 inA4 Required 1: 32.44 in^4 Actual deflections: TOTAL: 0.21 in 0.17 in Force analysis: Max. moment: 1178 ft-lb Max Shear: 725 lbs Selected Member (2) H F #2 1.5 x 5.5 Member properties: Provided: Required: Moment of inertia: 41.59 in^4 32.44 in^4 Section Modulus: 15.13 in^3 9.68 in^3 Section Area: 16.5 in^2 6.31 in 2 Bearing Area: 1.79 in^2 Minimum bearing dimensions: 3. in x 0.6 in John S. Apolis, P.E. CSES, Inc. Job number: 2022.151 Project: Lane Date: 17-Nov-23 Architect: Page number: R4 BEAM DESIGN (Uniform Load+Concentrated Load) 2018 International Building Code (IBC) 2018 NDS Beam Description: West window headers Fully Supported: Snow Load: 1 Wind Load: Repetitive Member: P.T. Lumber: Wet Use: Geometry and Loads: Span: 12.5 ft Tributary Width: 2 ft P Location: 12.5 ft Add'l uniform DL: DL unit load: 15 psf Concentrated DL: Add'l uniform LL: LL unit load: Concentrated LL: Add'l uniform SL: SL unit load: 25 psf Concentrated SL: Add'l uniform WL: WL unit load: Concentrated WL: DL Reaction 1: 188 lbs DL Reaction 2: 188 lbs Note: Design automatically uses LL Reaction 1: 0 lbs LL Reaction 2: 0 lbs ASD load combinations SL Reaction 1: 313 lbs SL Reaction 2: 313 lbs WL Reaction 1: 0 lbs WL Reaction 2: 0 lbs Total Reaction 1: 500 lbs Total Reaction 2: 500 lbs Material Properties: E 1.6 msi E' 1.6 msi Fb 900 psi Fb' 1346 psi Fv 180 psi Fv' 207 psi Fc perp 625 psi Fc perp' 625 psi Emin 0.58 msi Emin' 0.58 msi Deflection analysis: For total load: Allowed deflection criteria, span/ 240 For LL only: Allowed deflection criteria, span/ 360 Max. allowed total defl: 0.63 in Max LL defl: 0.42 in Total defl. * I: 27.47 in^4 Required I: 43.95 in^4 LL defl. * 1: 17.17 in^4 Required 1: 41.2 in^4 Actual deflections: TOTAL: 0.25 in 0.15 in Force analysis: Max. moment: 1563 ft-lb Max Shear: 500 lbs Selected Member: (1) DF #2 3.5 x 7.25 Member properties: Provided: Required: Moment of inertia: 111.15 in^4 43.95 in^4 Section Modulus: 30.66 in^3 13.94 in^3 Section Area: 25.38 in^2 3.62 in^2 Bearing Area: 0.8 in^2 Minimum bearing dimensions: 3.5 in x 0.23 in .IFORTEWEB Roof, R12: Existing North GLB 1 piece(s) 5 1/2" x 9" 24F-V4 DF Glulam PASSED I All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 7201 @ 3' 5" 12513 (3.50") Passed (58%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 7189 @ 2' 6 1/2" 10057 Passed (71%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 6594 @ 2' 6" 17078 Passed (39%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.009 @ 1' 10 7/16" 0.108 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.016 @ 1' 10 7/16" 0.162 Passed (L/999+) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 3' 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. Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Factored 1 - Column - DF 3.50" 3.50" 1.50" 1152 1690 2842 Blocking 2 - Column - DF 3.50" 3.50" 2.01" 2899 4302 7201 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 7" o/c Bottom Edge (Lu) 3' 7" o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 3' 7" N/A 12.0 Linked from: R9: 1 - Point (lb) 2' 6" (Top) N/A 2751 4161 North Purlin Backspan Beam, Support 1 Linked from: Rll: 2 - Point (lb) 2' 6" (Top) N/A 1257 1831 Middle Purlin Backspan Beam, Support 2 System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Weyerhaeuser Job Notes William Nocka CSES (978) 503-9935 llwnocka@gmail.com R12 .I FO RT E W E B MEMBER REPORT Roof, R13: Existing South GLB 1 piece(s) 5 1/2" x 9" 24F-V4 DF Glulam PASSED Overall Length: S' 7' I All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1857 @ 2" 12513 (3.50") Passed (15%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1845 @ 1' 1/2" 10057 Passed (18%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 4752 @ 2' 9" 17078 Passed (28%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.018 @ 2' 9 7/16" 0.175 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.031 @ 2' 9 7/16" 0.262 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. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 5' 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 Nos. Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Factored 1 - Column - DF 3.50" 3.50" 1.50" 774 1083 1857 Blocking 2 - Column - DF 3.50" 3.50" 1.50" 751 1049 1800 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) 5' 7" o/c Bottom Edge (Lu) 5' 7" o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 5' 7" N/A 12.0 Linked from: Rll: 1 - Point (lb) 2' 9" (Top) N/A 1458 2132 Middle Purlin Backspan Beam, Support 1 Notes System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Weyerhaeuser Job Notes William Nocka CSES (978) 503-9935 llwnocka@gmail.com R13 John S. Apolis, P.E. CSES, Inc. Job number: 2022.151 Project: Lane Residence Date: 8-Feb-23 Architect: Michael Schoffner Page number: R14 Post Design (Combined Axial and Moment Loading) 2018 International Building Code (IBC) 2018 NDS Post Description: Existing South GLB Support Posts Snow Load: 1 Wind Load: Repetitive Member: P.T. Lumber: Geometry and loads: Height 8 ft w(d) 0 plf M(d) Axial Load 5797 lbs w(b) 0 plf M(b) 0 ft-lbs Le(d) 8 ft Le(b) 8 ft Material Properties: Fbl 850 psi Fb(d)' 977.5 psi Fb2 850 psi Fb(b)' 977.5 psi Fc 1300 psi Fc' 355.15 psi E 1.3 msi E' 1.3 msi Emin 0.47 msi Emin' 0.47 msi Selected Member: HF #2 3 x 5.5 b d Member properties: Variables: Section Modulus (d): 15.1 in" 3 Rb(d) 3.09 Section Modulus (b): 8.3 inA3 Rb(b) 7.66 Section Area: 16.5 inA2 c 0.8 Member stresses: Provided Required FcE(d) 1268 psi > fc 351 psi OK FcE(b) 377 psi > fc 351 psi OK FbE 9614 psi > fb(d) 0 psi OK FbE 9614 psi > fb(b) 0 psi OK Bending and Axial Compression Check: NDS 2018 EQ 3.9-3 0.98 < 1.0 OK John S. Apolis, P.E. CSES, Inc. Job number: 2022.151 Project: Lane Residence Date: 8-Feb-23 Architect: Michael Schoffner Page number: R15 Post Design (Combined Axial and Moment Loading) 2018 International Building Code (IBC) 2018 NDS Post Description: Existing North GLB Support Posts Snow Load: 1 Wind Load: Repetitive Member: P.T. Lumber: Geometry and loads: Height 8 ft w(d) 0 plf M(d) Axial Load 8005 lbs w(b) 0 plf M(b) 0 ft-lbs Le(d) 8 ft Le(b) 8 ft Material Properties: Fbl 675 psi Fb(d)' 776.25 psi Fb2 675 psi Fb(b)' 776.25 psi Fc 1300 psi Fc' 716.83 psi E 1.3 msi E' 1.3 msi Emin 0.47 msi Emin' 0.47 msi Selected Member: HF #2 4.5 x 5.5 b d Member properties: Variables: Section Modulus (d): 22.7 in" 3 Rb(d) 3.78 Section Modulus (b): 18.6 inA3 Rb(b) 5.11 Section Area: 24.8 inA2 c 0.8 Member stresses: Provided Required FcE(d) 1268 psi > fc 323 psi OK FcE(b) 849 psi > fc 323 psi OK FbE 21631 psi > fb(d) 0 psi OK FbE 21631 psi > fb(b) 0 psi OK Bending and Axial Compression Check: NDS 2018 EQ 3.9-3 0.20 < 1.0 OK .IFORTEWEB Roof, R16: New South Cantilever Beam 1 piece(s) 4 x 10 DF No.2 PASSED 1 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2451 @ 4' 1 3/4" 5206 (3.50") Passed (47%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1195 @ 5' 3/4" 4468 Passed (27%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 2215 @ 9' 7 5/16" 5166 Passed (43%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) 0.063 @ 9' 2 1/16" 0.323 Passed (L/999+) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.093 @ 9' 3 3/16" 0.484 Passed (L/999+) 1.0 D + 1.0 S (Alt Spans) • 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. • Applicable calculations are based on NDS. Bearing Length $ Available Required Loads to Supports (Ibs) Accessories Dead Snow Factored 1 - Stud wall - SPF 3.50" 3.50" 1.65" 970 1482 2451 Blocking 2 - Stud wall - SPF 3.50" 3.50" 1.50" 405 685 1090 Blocking • 1:51OcKmg vaneis are assumes io carry no ioaas appuea Direcoy aoove mem ano me Tuu ioaa is appuea co cne memoer Demg Designeo. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 14' o/c Bottom Edge (Lu) 14' o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 14' N/A 8.2 -- 1 - Uniform (PSF) 0 to 14' (Top) 6' 15.0 25.0 Default Load System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Weyerhaeuser Job Notes William Nocka CSES (978) 503-9935 llwnocka@gmail.com R16 .IFORTEWEB Roof, R17: South Roof Joists 1 piece(s) 2 x 6 HF No.2 @ 24" OC PASSED 6.51 ' i a a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Member Length : 4' 3 7/8" Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 277 @ 1' 7 3/4" 2418 (3.50") Passed (11%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 92 @ 2' 2 5/16" 949 Passed (10%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) -114 @ 1' 7 3/4" 921 Passed (12%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.008 @ 0 0.200 Passed (2L/999+) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.014 @ 0 0.250 Passed (2L/999+) 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Overhang deflection criteria: LL (0.2") and TL (2L/180). • Left cantilever length exceeds 1/3 member length or 1/2 back span length. Additional bracing should be considered. • Allowed moment does not reflect the adjustment for the beam stability factor. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on Nos. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Factored 1 - Beveled Plate - SPF 3.50" 3.50" 1.50" 112 165 277 Blocking 2 - Beveled Plate - SPF 3.50" 3.50" 1.50" 10 34/-12 44/-2 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' 1" o/c Bottom Edge (Lu) 4' 1" o/c -Maximum allowable bracing intervals based on applied load. Vertical Load Location (Side) Spacing Dead (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 3' 7" 24" 15.0 25.0 Default Load System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 6.5/12 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 Weyerhaeuser Job Notes William Nocka CSES (978) 503-9935 llwnocka@gmail.com R17 .IFORTEWEB PASSED 0 12 2.47 1 Roof, R18: South East Hip Beam 1 piece(s) 2 x 6 HF No.2 Sloped Length: 10' 1 5/16' r 2' 9 15/16" �. 7' 7/8" Ll I a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 358 @ 2' 11 11/16" 2171 (3.50") Passed (17%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 214 @ 9' 1 15/16" 949 Passed (23%) 1.15 1.0 D + 1.0 S (Alt Spans) Moment (Ft-Ibs) 351 @ 7' 1" 801 Passed (44%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) 0.070 @ 6' 6 3/4" 0.230 Passed (L/999+) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 1 0.101 @ 6' 7 1/4" 0.345 Passed (L/819) 1.0 D + 1.0 S (Alt Spans) • 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. • Applicable calculations are based on Nos. Bearing Length Supports Available Required Loads to Supports (Ibs) Accessories Dead Snow Factored 1 - Beveled Plate - SPF 3.50" 3.50" 1.50" 141 218 358 Blocking 2 - Beveled Plate - SPF 3.50" 3.50" 1.50" 107 203 310 Blocking • 1:5100Kmg vaneis are assumes io carry no ioaas appuea airecoy aoove mem ano me Tuu ioaa is appuea co me memoer oemg oesigneo. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 10' 1" o/c Bottom Edge (Lu) 10' 1" o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 9' 10 13/16" N/A 2.1 1 - Tapered (PLF) 0 to 2' 9 15/16" N/A 0.0 to 43.3 0.0 to 70.7 Generated from Roof Geometry 2 - Tapered (PLF) 2' 9 15/16" to 9' 10 13/16" N/A 0.0 to 45.4 0.0 to 88.4 Generated from Roof Geometry Member Length : 10' 2 7/16" System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 2.47/12 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 William Nocka CSES (978) 503-9935 llwnocka@gmail.com A Weyerhaeuser R18 .IFORTEWEB Roof, R19: East Roof Joists 1 piece(s) 2 x 6 HF No.2 @ 24" OC PASSED - + 0 1� 3.5 - i b 1 u o All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Member Length : 8' 3/8" Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 423 @ 2' 1 3/4" 2215 (3.50") Passed (19%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 201 @ 2' 8 3/4" 949 Passed (21%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 217 @ 5' 13/16" 921 Passed (24%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) 0.027 @ 4' 10 1/4" 0.182 Passed (L/999+) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.040 @ 4' 10 3/4" 0.272 Passed (L/999+) 1.0 D + 1.0 S (Alt Spans) • 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 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on Nos. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead now Factored 1 - Beveled Plate - SPF 3.50" 3.50" 1.50" 163 260 423 Blocking 2 - Beveled Plate - SPF 3.50" 3.50" 1 1.50" 74 130 205 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 7' 11" o/c Bottom Edge (Lu) 7' 11" o/c -Maximum allowable bracing intervals based on applied load. Vertical Load Location (Side) Spacing Dead (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 7' 7" 24" 15.0 25.0 Default Load System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 3.5/12 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 Weyerhaeuser Job Notes William Nocka CSES (978) 503-9935 llwnocka@gmail.com R19 .IFORTEWEB Roof, R20: South East Drop Beam 1 piece(s) 4 x 10 DF No.2 PASSED 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1408 @ 11' 10" 5206 (3.50") Passed (27%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1159 @ 1' 3/4" 4468 Passed (26%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 3993 @ 6' 5166 Passed (77%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.147 @ 6' 0.583 Passed (L/954) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.265 @ 6' 0.778 Passed (L/529) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on Nos. Bearing Length Supports Available Required Loads to Supports (Ibs) Accessories Dead Roof Live Snow Factored 1 - Column - SPF 3.50" 3.50" 1.50" 769 120 998 1767 Blocking 2 - Stud wall - SPF 3.50" 3.50" 1.50" 628 120 780 1 1408 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' o/c Bottom Edge (Lu) 12' o/c -Maximum allowable bracing intervals based on applied load. Dead Roof Live Snow Vertical Loads ' Location (Side) Tributary Width (0.90) (non -snow: 1.00) (1.15) Comments 0 - Self Weight (PLF) 0 to 12' N/A 8.2 1 - Uniform (PSF) 0 to 12' (Front) 1' 15.0 20.0 - Default Load Linked from: R18: 2 - Point (lb) 0 (Top) N/A 141 - 218 South East Hip Beam, Support 1 Linked from: R19: 3 - Uniform (PLF) 0 to 12' (Top) N/A 81.5 130.0 East Roof Joists, Support 1 Notes System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Weyerhaeuser Job Notes William Nocka CSES (978) 503-9935 llwnocka@gmail.com R20 John S. Apolis, P.E. CSES, Inc. Job number: 2022.151 Project: Lane Residence Date: 8-Feb-23 Architect: Michael Schoffner Page number: R21 Post Design (Combined Axial and Moment Loading) 2018 International Building Code (IBC) 2018 NDS Post Description: South East Deck Post Snow Load: 1 Wind Load: Repetitive Member: P.T. Lumber: 1 Geometry and loads: Height 8 ft w(d) 0 plf M(d) Axial Load 2000 lbs w(b) 0 plf M(b) 0 ft-lbs Le(d) 8 ft Le(b) 8 ft Material Properties: Fbl 900 psi Fb(d)' 1035 psi Fb2 900 psi Fb(b)' 1035 psi Fc 1350 psi Fc' 568.13 psi E 1.6 msi E' 1.6 msi Emin 0.58 msi Emin' 0.58 msi Selected Member: DF #2 3.5 x 3.5 b d Member properties: Variables: Section Modulus (d): 7.1 in^3 Rb(d) 5.24 Section Modulus (b): 7.1 in^3 Rb(b) 5.24 Section Area: 12.3 in^2 c 0.8 Member stresses: Provided Required FcE(d) 634 psi > fc 163 psi OK FcE(b) 634 psi > fc 163 psi OK FbE 25375 psi > fb(d) 0 psi OK FbE 25375 psi > fb(b) 0 psi OK Bending and Axial Compression Check: NDS 2018 EQ 3.9-3 0.08 < 1.0 OK .IFORTEWEB Roof, R22: New French Door Header 2 piece(s) 2 x 8 HF No.2 PASSED 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. C Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 626 @ 0 1823 (1.50") Passed (34%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 506 @ 8 3/4" 2501 Passed (20%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 922 @ 2' 2569 Passed (36%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.022 @ 2' 6 15/16" 0.131 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.035 @ 2' 6 15/16" 0.262 Passed (L/999+) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports FF Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Factored 1 - Trimmer - HF 1.50" 1.50" 1.50" 238 388 626 None 2 - Trimmer - HF 1.50" 1.50" 1 1.50" 213 340 553 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 5' 3" o/c Bottom Edge (Lu) 5' 3" o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Loads Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 5' 3" N/A 5.5 -- 1 - Uniform (PSF) 0 to 5' 3" 4' 15.0 25.0 Default Load Linked from: R18: 2 - Point (lb) 2' N/A 107 203 South East Hip Beam, Support 2 System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Weyerhaeuser Job Notes William Nocka CSES (978) 503-9935 llwnocka@gmail.com R22 John S. Apolis, P.E. CSES, Inc. Job number: 2022.151 Project: Lane Date: 17-Nov-23 Architect: Page number: R23 BEAM DESIGN (Uniform Load+Concentrated Load) 2018 International Building Code (IBC) 2018 NDS Beam Description: South Support of R10 Fully Supported: Snow Load: 1 Wind Load: Repetitive Member: P.T. Lumber: Wet Use: Geometry and Loads: Span: 8.75 ft Tributary Width: 20 ft P Location: 6 ft Add'l uniform DL: DL unit load: 15 psf Concentrated DL: 2662 lbs Add'l uniform LL: LL unit load: Concentrated LL: Add'l uniform SL: SL unit load: 25 psf Concentrated SL: 3836 lbs Add'l uniform WL: WL unit load: Concentrated WL: DL Reaction 1: 3138 lbs DL Reaction 2: 2149 lbs Note: Design automatically uses LL Reaction 1: 0 lbs LL Reaction 2: 0 lbs ASD load combinations SL Reaction 1: 4818 lbs SL Reaction 2: 3393 lbs WL Reaction 1: 0 lbs WL Reaction 2: 0 lbs Total Reaction 1: 7956 lbs Total Reaction 2: 5542 lbs Material Properties: E 2 msi E' 2 msi Fb 2900 psi Fb' 3433 psi Fv 290 psi Fv' 334 psi Fc perp 625 psi Fc perp' 625 psi Emin 0.914 msi Emin' 0.914 msi Deflection analysis: For total load: Allowed deflection criteria, span/ 240 For LL only: Allowed deflection criteria, span/ 360 Max. allowed total defl: 0.44 in Max LL defl: 0.29 in Total defl. * I: 117.63 inA4 Required I: 268.88 inA4 LL defl. * 1: 71.27 inA4 Required 1: 244.36 inA4 Actual deflections: TOTAL: 0.34 in 0.21 in Force analysis: Max. moment: 18853 ft-lb Max Shear: 7956 lbs Selected Member: (1) PSL 5.25 x 9.25 Member properties: Provided: Required: Moment of inertia: 346.26 inA4 268.88 inA4 Section Modulus: 74.87 in^3 65.91 inA3 Section Area: 48.56 in^2 35.78 in^2 Bearing Area: 12.73 inA2 Minimum bearing dimensions: 5.25 in x 2.42 in John S. Apolis, P.E. CSES, Inc. Job number: 2022.151 Project: Lane Date: 17-Nov-23 Architect: Page number: R24 BEAM DESIGN (Uniform Load+Concentrated Load) 2018 International Building Code (IBC) 2018 NDS Beam Description: North and South Headers @ New Truss Roof Fully Supported: Snow Load: 1 Wind Load: Repetitive Member: P.T. Lumber: Wet Use: Geometry and Loads: Span: 4.5 ft Tributary Width: 20 ft P Location: 4.5 ft Add'l uniform DL: DL unit load: 15 psf Concentrated DL: Add'l uniform LL: LL unit load: Concentrated LL: Add'l uniform SL: SL unit load: 25 psf Concentrated SL: Add'l uniform WL: WL unit load: Concentrated WL: DL Reaction 1: 675 lbs DL Reaction 2: 675 lbs Note: Design automatically uses LL Reaction 1: 0 lbs LL Reaction 2: 0 lbs ASD load combinations SL Reaction 1: 1125 lbs SL Reaction 2: 1125 lbs WL Reaction 1: 0 lbs WL Reaction 2: 0 lbs Total Reaction 1: 1800 lbs Total Reaction 2: 1800 lbs Material Properties: E 1.3 msi E' 1.3 msi Fb 850 psi Fb' 1173 psi Fv 150 psi Fv' 173 psi Fc perp 405 psi Fc perp' 405 psi Emin 0.47 msi Emin' 0.47 msi Deflection analysis: For total load: Allowed deflection criteria, span/ 240 For LL only: Allowed deflection criteria, span/ 360 Max. allowed total defl: 0.23 in Max LL defl: 0.15 in Total defl. * I: 5.68 inA4 Required I: 25.23 in^4 LL defl. * 1: 3.55 inA4 Required I: 23.66 inA4 Actual deflections: TOTAL: 0.06 in 0.04 in Force analysis: Max. moment: 2025 ft-lb Max Shear: 1800 lbs Selected Member: (2) H F #2 1.5 x 7.25 Member properties: Provided: Required: Moment of inertia: 95.27 in^4 25.23 in^4 Section Modulus: 26.28 in^3 20.72 inA3 Section Area: 21.75 in^2 15.65 in^2 Bearing Area: 4.44 inA2 Minimum bearing dimensions: 3. in x 1.48 in John S. Apolis, P.E. CSES, Inc. Job number: 2022.151 Project: Lane Residence Date: 8-Feb-23 Architect: Michael Schoffner Page number: R25 Post Design (Combined Axial and Moment Loading) 2018 International Building Code (IBC) 2018 NDS Post Description: Beam R23 Supports Snow Load: 1 Wind Load: Repetitive Member: P.T. Lumber: Geometry and loads: Height 8 ft w(d) 0 plf M(d) Axial Load 5387 lbs w(b) 0 plf M(b) 0 ft-lbs Le(d) 8 ft Le(b) 8 ft Material Properties: Fbl 900 psi Fb(d)' 1035 psi Fb2 900 psi Fb(b)' 1035 psi Fc 1350 psi Fc' 568.13 psi E 1.6 msi E' 1.6 msi Emin 0.58 msi Emin' 0.58 msi Selected Member: DF #2 3.5 x 5.5 b d Member properties: Variables: Section Modulus (d): 17.6 in^3 Rb(d) 3.33 Section Modulus (b): 11.2 in^3 Rb(b) 6.57 Section Area: 19.3 in^2 c 0.8 Member stresses: Provided Required FcE(d) 1565 psi > fc 280 psi OK FcE(b) 634 psi > fc 280 psi OK FbE 16148 psi > fb(d) 0 psi OK FbE 16148 psi > fb(b) 0 psi OK Bending and Axial Compression Check: NDS 2018 EQ 3.9-3 0.24 < 1.0 OK .IFORTEWEB PASSED Roof, R26: Replacement Hip @ South Roof 1 piece(s) 4 x 10 DF No.2 Sloped Length: 10 67/16 r 4.6 5' 7 7/8 3' 10 11/16" ❑1 20 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Member Length : 10' 61/4" Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2482 @ 5' 9 5/8" 5576 (3.50") Passed (45%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1136 @ 6' 8" 4468 Passed (25%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) -2792 @ 5' 9 5/8" 5166 Passed (54%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.128 @ 0 0.621 Passed (2L/999+) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.214 @ 0 0.829 Passed (2L/696) 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Overhang deflection criteria: LL (2L/240) and TL (2L/180). • Left cantilever length exceeds 1/3 member length or 1/2 back span length. Additional bracing should be considered. • Allowed moment does not reflect the adjustment for the beam stability factor. • -228 Ibs uplift at support located at 9' 6 9/16". Strapping or other restraint may be required. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Factored 1 - Beveled Plate - SPF 3.50" 3.50" 1.56" 1030 1452 2482 Blocking 2 - Hanger on 9 1/4" SPF beam 3.50" Hangers 1.50" -12 221/-216 209/-228 See note ' • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 10' 3" o/c Bottom Edge (Lu) 10' 3" o/c -Maximum allowable bracing intervals based on applied load. System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 4.6/12 Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger LSSR41OZ 1.88" N/A 22-16dx2.5 18-16dx2.5 • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Vertical Loads Location (Side) Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 9' 6 9/16" N/A 8.2 1 - Tapered (PLF) 0 to T 7 7/8" N/A 5.0 to 49.0 17.0 to 74.0 Joists Below 2 - Tapered (PLF) 5' 7 7/8" to 9' 6 9/16" N/A 113.0 to 143.0 188.0 to 238.0 Generated from Roof Geometry 3 - Tapered (PSF) 0 to 9' 10 1/16" T to 0 15.0 25.0 ForteWEB Software Operator Weyerhaeuser Job Notes William Nocka CSES (978) 503-9935 llwnocka@gmail.com R26 .IFORTEWEB Roof, R27: Header Below R26 1 piece(s) 4 x 8 DF No.2 PASSED 1 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2150 @ 0 3281 (1.50") Passed (66%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1145 @ 8 3/4" 3502 Passed (33%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1064 @ 6" 3438 Passed (31%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.004 @ 1' 3 3/8" 0.092 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.006 @ 1' 3 7/16" 0.138 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 Total Available Required Dead Snow Factored 1 - Trimmer - HF 1.50" 1.50" 1.50" 893 1257 2150 None 2 - Trimmer - HF 1.50" 1.50" 1 1.50" 237 333 570 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 Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 2' 9" N/A 6.4 1 - Uniform (PSF) 0 to 2' 9" 2' 15.0 25.0 Default Load Linked from: R26: 2 - Point (lb) 6" N/A 1030 1452 Replacement Hip @ South Roof, Support 1 System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Weyerhaeuser Job Notes William Nocka CSES (978) 503-9935 llwnocka@gmail.com R27 John S. Apolis, P.E. CSES, Inc. Job number: 2022.151 Project: Lane Residence Date: 8-Feb-23 Architect: Michael Schoffner Page number: M1 Post Design (Combined Axial and Moment Loading) 2018 International Building Code (IBC) 2018 NDS Post Description: Post Either Side of West Door Header Snow Load: 1 Wind Load: Repetitive Member: P.T. Lumber: Geometry and loads: Height 8 ft w(d) 0 plf M(d) Axial Load 3984 lbs w(b) 0 plf M(b) 0 ft-lbs Le(d) 8 ft Le(b) 0.5 ft Material Properties: Fbl 850 psi Fb(d)' 977.5 psi Fb2 850 psi Fb(b)' 977.5 psi Fc 1300 psi Fc' 944.28 psi E 1.3 msi E' 1.3 msi Emin 0.47 msi Emin' 0.47 msi Selected Member: HF #2 3 x 5.5 b d Member properties: Variables: Section Modulus (d): 15.1 in" 3 Rb(d) 3.09 Section Modulus (b): 8.3 inA3 Rb(b) 1.91 Section Area: 16.5 inA2 c 0.8 Member stresses: Provided Required FcE(d) 1268 psi > fc 241 psi OK FcE(b) 96585 psi > fc 241 psi OK FbE 59240 psi > fb(d) 0 psi OK FbE 59240 psi > fb(b) 0 psi OK Bending and Axial Compression Check: NDS 2018 EQ 3.9-3 0.07 < 1.0 OK John S. Apolis, P.E. CSES, Inc. Job number: 2022.151 Project: Lane Residence Date: 8-Feb-23 Architect: Michael Schoffner Pate number: NV12 BEAM DESIGN (Uniform Load+Concentrated Load) 2018 International Building Code (IBC) 2018 NDS Beam Description: South West Existing Header Fully Supported: � Snow Load: � Wind Load: Repetitive Member: P.T. Lumber: Wet Use: Geometry and Loads: Span: 13 ft Tributary Width: 9 ft P Location: 3.833 ft Add'l uniform DL: 106 lbs/ft DL unit load: 12 psf Concentrated DL: Add'l uniform LL: 210 lbs/ft LL unit load: 40 psf Concentrated LL: Add'l uniform SL: SL unit load: Concentrated SL: Add'l uniform WL: WL unit load: Concentrated WL: DL Reaction 1: 1391 lbs DL Reaction 2: 1391 lbs Note: Design automatically uses LL Reaction 1: 3705 lbs LL Reaction 2: 3705 lbs ASD load combinations SL Reaction 1: 0 lbs SL Reaction 2: 0 lbs WL Reaction 1: 0 lbs WL Reaction 2: 0 lbs Total Reaction 1: 5096 lbs Total Reaction 2: 5096 lbs Material Properties: E 1.8 msi E' 1.8 msi Fb 2400 psi Fb' 2760 psi Fv 265 psi Fv' 305 psi Fc perp 650 psi Fc perp' 650 psi Emin 0.95 msi Emin' 0.95 msi Deflection analysis: For total load: Allowed deflection criteria, span/ 240 For LL only: Allowed deflection criteria, span/ 480 Max. allowed total defl: 0.65 in Max LL defl: 0.33 in Total defl. * I: 279.9 inA4 Required 1: 430.61 in^4 LL defl. * I: 203.5 inA4 Required 1: 626.15 in^4 Actual deflections: TOTAL: 0.71 in 0.52 in Force analysis: Max. moment: 16562 ft-lb Max Shear: 5096 lbs Selected Member (1) GLB 5.5 x 9.5 Member properties: Provided: Required: Moment of inertia: 392.96 in^4 626.15 in^4 Section Modulus: 82.73 in^3 72.01 in^3 Section Area: 52.25 in^2 25.08 in^2 Bearing Area: 7.84 in^2 Minimum bearing dimensions: 5.5 in x 1.43 in .IFORTEWEB Main Floor, MI Existing North Floor Flush Beam 1 piece(s) 5 1/2" x 16 1/2" 24F-V4 DF Glulam PASSED I� All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 17 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 4145 @ 16' 1" 12251 (5.50") Passed (34%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 3885 @ 14' 7" 18437 Passed (21%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Pos Moment (Ft-Ibs) 11148 @ 12' 49409 Passed (23%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.066 @ 8' 11 7/16" 0.394 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.137 @ 8' 9 11/16" 0.788 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (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 factor of 0.99 that was calculated using length L = 15' 9". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. Supports * Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Factored 1 -Stud wall - HF 5.50" 4.00" 1.50" 1141 769 304 1946 1 1/2" Rim Board 2 - Stud wall - HF 5.50" 5.50" 1.86" 2067 1385 1386 4145 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) 164" o/c Bottom Edge (Lu) 164" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 1 1/2" to 165" N/A 22.1 1 - Uniform (PSF) 0 to 16' 5" (Front) 1' 3 15/16" 12.0 40.0 Default Load 2 - Point (lb) 12' (Front) N/A 384 1280 3 - Uniform (PSF) 0 to 16' 5" (Front) 8' 8.0 - 4 - Point (lb) 13' 3" (Top) N/A 1152 1690 Linked from: R12: Existing North GLB, Support 1 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Weyerhaeuser Job Notes William Nocka CSES (978) 503-9935 llwnocka@gmail.com M3 .IFORTEWEB Main Floor, M4: Existing South Floor Flush Beam 1 piece(s) 5 1/2" x 16 1/2" 24F-V4 DF Glulam PASSED I� All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 17 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 3411 @ 16' 1" 12251 (5.50") Passed (28%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 2832 @ 14' 7" 16033 Passed (18%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 10641 @ 12' 49409 Passed (22%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.060 @ 8' 10 7/8" 0.394 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.126 @ 8' 9 1/16" 0.788 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (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 factor of 0.99 that was calculated using length L = 15' 9". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on Nos. Supports * Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Factored 1 -Stud wall - HF 5.50" 4.00" 1.50" 1098 769 229 1867 1 1/2" Rim Board 2 - Stud wall - HF 5.50" 5.50" 1.53" 1732 1385 854 3411 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) 164" o/c Bottom Edge (Lu) 164" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 1 1/2" to 165" N/A 22.1 1 - Uniform (PSF) 0 to 16' 5" (Front) 1' 3 15/16" 12.0 40.0 Default Load 2 - Point (lb) 12' (Front) N/A 384 1280 3 - Uniform (PSF) 0 to 16' 5" (Front) 8' 8.0 - 4 - Point (lb) 12' 9" (Top) N/A 774 1083 Linked from: R13: Existing South GLB, Support 1 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Weyerhaeuser Job Notes William Nocka CSES (978) 503-9935 llwnocka@gmail.com AU John S. Apolis, P.E. CSES, Inc. Job number: 2022.151 Project: Lane Residence Date: 8-Feb-23 Architect: Michael Schoffner Page number: M5 Post Design (Combined Axial and Moment Loading) 2018 International Building Code (IBC) 2018 NDS Post Description: Post @ East End of Existing North Flush Beam Snow Load: 1 Wind Load: Repetitive Member: P.T. Lumber: Geometry and loads: Height 8 ft w(d) 0 plf M(d) Axial Load 11892 lbs w(b) 0 plf M(b) 0 ft-lbs Le(d) 8 ft Le(b) 8 ft Material Properties: Fbl 675 psi Fb(d)' 776.25 psi Fb2 675 psi Fb(b)' 776.25 psi Fc 1300 psi Fc' 716.83 psi E 1.3 msi E' 1.3 msi Emin 0.47 msi Emin' 0.47 msi Selected Member: HF #2 4.5 x 5.5 b d Member properties: Variables: Section Modulus (d): 22.7 in" 3 Rb(d) 3.78 Section Modulus (b): 18.6 inA3 Rb(b) 5.11 Section Area: 24.8 inA2 c 0.8 Member stresses: Provided Required FcE(d) 1268 psi > fc 480 psi OK FcE(b) 849 psi > fc 480 psi OK FbE 21631 psi > fb(d) 0 psi OK FbE 21631 psi > fb(b) 0 psi OK Bending and Axial Compression Check: NDS 2018 EQ 3.9-3 0.45 < 1.0 OK John S. Apolis, P.E. CSES, Inc. Job number: 2022.151 Project: Lane Residence Date: 8-Feb-23 Architect: Michael Schoffner Page number: M6 Post Design (Combined Axial and Moment Loading) 2018 International Building Code (IBC) 2018 NDS Post Description: Post in Crawl Space, Worst Case Snow Load: 1 Wind Load: Repetitive Member: P.T. Lumber: Geometry and loads: Height 4 ft w(d) 0 plf M(d) Axial Load 11892 lbs w(b) 0 plf M(b) 0 ft-lbs Le(d) 4 ft Le(b) 4 ft Material Properties: Fbl 900 psi Fb(d)' 1035 psi Fb2 900 psi Fb(b)' 1035 psi Fc 1350 psi Fc' 1287 psi E 1.6 msi E' 1.6 msi Emin 0.58 msi Emin' 0.58 msi Selected Member: DF #2 3.5 x 3.5 b d Member properties: Variables: Section Modulus (d): 7.1 in" 3 Rb(d) 3.70 Section Modulus (b): 7.1 in" 3 Rb(b) 3.70 Section Area: 12.3 inA2 c 0.8 Member stresses: Provided Required FcE(d) 2535 psi > fc 971 psi OK FcE(b) 2535 psi > fc 971 psi OK FbE 50750 psi > fb(d) 0 psi OK FbE 50750 psi > fb(b) 0 psi OK Bending and Axial Compression Check: NDS 2018 EQ 3.9-3 0.57 < 1.0 OK aFORTEWEB' Main Floor, M7: Header Below New Sliders 3 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam@ LVL PASSED 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. C Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 4326 @ 0 5709 (1.50") Passed (76%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 3386 @ 1' 1 3/8" 11845 Passed (29%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 11087 @ 5' 1 1/2" 26772 Passed (41%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.116 @ 5' 1 1/2" 0.171 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.164 @ 5' 1 1/2" 0.512 Passed (L/752) 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/720) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Factored 1 - Trimmer - HF 1.50" 1.50" 1.50" 1251 3075 256 4326 None 2 - Trimmer - H F 1.50" 1.50" 1.50" 1251 3075 256 4326 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 10' 3" o/c Bottom Edge (Lu) 10' 3" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 10' 3" N/A 18.2 1 - Uniform (PSF) 0 to 10' 3" 4' 12.0 60.0 Default Load 2 - Uniform (PLF) 0 to 10' 3" N/A 40.0 - - 3 - Uniform (PSF) 0 to 10' 3" 2' 15.0 25.0 4 - Uniform (PSF) 0 to 10' 3" 9' 12.0 40.0 1 - rhaeuser Notes System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -parry certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Weyerhaeuser Job Notes William Nocka CSES (978) 503-9935 llwnocka@gmail.com M7 aFORTEWEB' Main Floor, M8: Header Below New Middle Door 1 piece(s) 6 x 10 DF No.2 PASSED 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. C Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2623 @ 0 5156 (1.50") Passed (51%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1853 @ 11" 5922 Passed (31%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 4098 @ 3' 1 1/2" 6032 Passed (68%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.040 @ 3' 1 1/2" 0.104 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.056 @ 3' 1 1/2" 0.313 Passed (L/999+) 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/720) 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 Snow Factored 1 - Trimmer - HF 1.50" 1.50" 1.50" 748 1875 156 2623 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 748 1875 156 2623 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. Vertical Loads Location Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 6' 3" N/A 13.2 1 - Uniform (PSF) 0 to 6' 3" 4' 12.0 60.0 Default Load 2 - Uniform (PLF) 0 to 6' 3" N/A 40.0 - 3 -Uniform (PSF) 0 to 6' 3" 2' 15.0 25.0 4 - Uniform (PSF) 0 to 6' 3" 9' 12.0 40.0 1 - System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser Notes RP 0 0 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 Weyerhaeuser Job Notes William Nocka CSES (978) 503-9935 llwnocka@gmail.com • . . . . . . .. . . . ........ .. ........ ......... . . . . . . . .......... . ..... . ........ ....... ................ ......... S ........ 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Project No. Z=*Z -151 — Date I — 14, —23 Project Name "PC Comments Revision Page L-42k1 John S. Apolis, P.E. CSES, Inc. Job number: 2022.151 Project: Lane Residence Date: 8-Feb-23 Architect: Michael Schoffner Page number: L1 Lateral Loads Design per ASCE 7-16, Wind: Section 28 Seismic: Section 12 (Simplified Envelope Procedure Part 2) 2015 & 2018 International Building Code (IBC) WIND LOADS 110 mph Basic Wind Speed 2018 NDS Ps = lambda * Kzt * Ps(30) * 0.6 Exposure B Roof Slope: 1.00 :12 = 4.8 Least Horizontal Dimension, feet: 56 Mean Roof Ht, feet: 25 (degrees) lambda = 1.00 a = 5.6 ft, 2a = 11.2 ft Iw = 1.00 KzT = 1.53 Tabulated Calc'd Min (Per section 28.6.4 Wind DesiEn Design minimum tabulated wind Tabulated Ps(30): Zone Pressure Pressure Pressure pressure is 16 PSF for (Refer to ASCE 7-16, Figure 28.6-1) (*lambda*KzT*0.6) zonesA,C, and 8 PSF for (horizontal) A 19.2 psf 17.6 17.6 zones B, D) " B -10.0 psf -9.2 9.2 " C 12.7 psf 11.7 14.7 it D -5.9 psf -5.4 7.3 (vertical) E -23.1 psf -21.2 it F -13.1 psf -12.0 it G -16.0 psf -14.7 " H -10.1 psf -9.3 (uplift on overhangs) E(oh) -32.3 psf -29.7 it G(oh) -25.3 psf -23.2 (Equivalent Lateral Force Procedure, Section 12.8) SEISMIC LOADS Ie 1.0 R = 6.5 ASCE 7-16, Table 12.2.1 Seismic Parameters Group I Site Class: D per ASCE 7-16) PGA (.2 sec) 1.3060 Fa = 1.00 ASCE 7-16 Table 11.4-1 PGA (1 sec) 0.4530 Fv = 1.60 ASCE 7-16 Table 11.4-2 Seismic Design Categories per ASCE 7-16 Tables 11.6-1,11.6-2 Based on Sds: D Based on Shc: D PGA's based on peak ground accelerations per latest USGS Hazards Program (based on lat/lon). Ss = 1.3060 Sms = Fa * Ss = 1.31 Equation 11.4-1 S1 = 0.4530 Sml = Fv * S1 = 0.72 Equation 11.4-2 Equations 11.4-3, 11.4-4 Sds = 2/3 * Sms = 0.87 Shc = 2/3 * Sml = 0.48 Equation 12.14-11 Cs (%V) = (Sds / (R/1) ) = 0.134 Building period < 0.5 s per IBC eq 12.8-7 Base Shear = %V * W * 0.7 = 4.22 psf, uniformly distributed over floor area (0.7 reduction factor per ASCE 7-16, Section 2.4.1, Eq (seismic vertical distribution per IBC eqs 12.8-11 & 12) Roof DL Wall DL (Psf) Story Height Lateral Base = top of foundation(psf) dist. over floor area Above Base (ft) Load s Roof 15 6 20 2.69 Upper Floor 12 12 10 1.53 0.00 Total Seismic DL: 45 Sum 4.22 L-APE7ZAL- PeM.-f tJ - F_�F t_M4E�_-L u cw 5H� 2 w14u. L 3x(2.s'), k J'wz pX_ = 4 x 41x ru'{sr—t- Z.s�x (1.2�xg2�tq �c'� Xj4•�t2�ic4'x -43f,-P L . = •2S' + 7- "4 Z.S'4 t_ .... .......................... .. .._....._ ....... ....... I%Sz0- + 8 X--o /x 1,15 4 ,r. .. 2 _ �.� - .. ....... DEAD -*kD . ..:.......�.............. .............. . . . . . . . . . . 1 € '• VG CONSULTING STRUCTURAL ENGINEERING SERVICES Residential and Commercial Structural Design 6311 17th Avenue NE, Seattle, WA 98115 Phone: (206)527-1288 Email: johnovses-engineering.com Project No. 'ZO2Z• V Date 1 Z3 Project Name LANE Comments Revision Page i�2