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Home My WebLink AboutCA_Structrural_Calculation)241204_V1 GL Architectural Engr PO Box 1040, Tacoma, WA 98401-1040 Email: akegl2002@gmail.com Ph: (360)747-7509 Project Bo De Temple Remodel Job Ref. 240412 Section Sheet no./rev. 1 Calc. by GL Date 10/29/2024 Chk'd by Date App'd by Date STRUCTURAL CALCULATIONS FOR THE Bo De Temple Located at 11410 SE Petrovitsky Rd Renton, WA 98055 GLAr GL Architectural Engr PO Box 1040, Tacoma, WA 98401-1040 Email: akegl2002@gmail.com Ph: (360)747-7509 Project Bo De Temple Remodel Job Ref. 240412 Section Sheet no./rev. 2 Calc. by GL Date 10/29/2024 Chk'd by Date App'd by Date Design Criteria_Roof Assembly ............................................................................................................................................................. 3 Dead load construction ...................................................................................................................................................................... 3 Roof Assembly ............................................................................................................................................................................... 3 Design Criteria_Floor Assembly ............................................................................................................................................................ 3 Dead load construction ...................................................................................................................................................................... 3 Floor Assembly............................................................................................................................................................................... 3 B1 .......................................................................................................................................................................................................... 4 Structural glued laminated timber (Glulam) member analysis & Design (NDS) ................................................................................. 4 B2 .......................................................................................................................................................................................................... 7 Structural glued laminated timber (Glulam) member analysis & Design (NDS) ................................................................................. 7 B3 .......................................................................................................................................................... Error! Bookmark not defined. Structural wood member analysis & Design (NDS)............................................................................ Error! Bookmark not defined. B4 .......................................................................................................................................................... Error! Bookmark not defined. Structural glued laminated timber (Glulam) member analysis & Design (NDS) ................................. Error! Bookmark not defined. B5 .......................................................................................................................................................... Error! Bookmark not defined. Structural composite lumber member analysis & Design (NDS) ........................................................ Error! Bookmark not defined. B6 ........................................................................................................................................................................................................ 11 Structural wood member analysis & Design (NDS).......................................................................................................................... 11 B7 ........................................................................................................................................................................................................ 14 Structural wood member analysis & Design (NDS).......................................................................................................................... 14 GL Architectural Engr PO Box 1040, Tacoma, WA 98401-1040 Email: akegl2002@gmail.com Ph: (360)747-7509 Project Bo De Temple Remodel Job Ref. 240412 Section Sheet no./rev. 3 Calc. by GL Date 10/29/2024 Chk'd by Date App'd by Date DESIGN CRITERIA_ROOF ASSEMBLY DEAD LOAD CONSTRUCTION Roof Assembly Material Thickness  Weight (in) (lb/ft3) (lb/ft2) Roof Tiles; 1.000; 145; 12.1 1/2" Plywood or OSB; 0.500; 45; 1.9 Insulation; 12.000; 1; 1.0 2x Rafters; 1.000; 35; 2.9 Beams; 0.500; 35; 1.5 Gypsum Board; 0.625; 60; 3.1 Miscellaneous; 1.000; ; 1.8 Totals; 24.3 USE 25 PSF ;Live Load: 25 psf snow DESIGN CRITERIA_FLOOR ASSEMBLY DEAD LOAD CONSTRUCTION Floor Assembly Material Thickness  Weight (in) (lb/ft3) (lb/ft2) Flooring; 0.125; 95; 1.0 3/4" Plywood or OSB; 0.750; 45; 2.8 2x Joists; 0.625; 35; 1.8 Beams; 0.600; 35; 1.7 Gypsum Board; 0.625; 60; 3.1 Miscellaneous; 1.000; ; 1.5 Totals; 12.0 ;Live Load: 40 psf GL Architectural Engr PO Box 1040, Tacoma, WA 98401-1040 Email: akegl2002@gmail.com Ph: (360)747-7509 Project Bo De Temple Remodel Job Ref. 240412 Section Sheet no./rev. 4 Calc. by GL Date 10/29/2024 Chk'd by Date App'd by Date B1 STRUCTURAL GLUED LAMINATED TIMBER (GLULAM) MEMBER ANALYSIS & DESIGN (NDS) In accordance with the ANSI/AF&PA NDS-2015 using the ASD method Tedds calculation version 1.7.10 B1 B2 GL Architectural Engr PO Box 1040, Tacoma, WA 98401-1040 Email: akegl2002@gmail.com Ph: (360)747-7509 Project Bo De Temple Remodel Job Ref. 240412 Section Sheet no./rev. 5 Calc. by GL Date 10/29/2024 Chk'd by Date App'd by Date Applied loading Beam loads Dead self weight of beam  1 Dead full UDL 350 lb/ft Snow full UDL 348 lb/ft Load combinations Load combination 1 Support A Dead  1.00 Live  1.00 Snow  1.00 Span 1 Dead  1.00 Live  1.00 Snow  1.00 Support B Dead  1.00 Live  1.00 Snow  1.00 Analysis results Maximum moment; Mmax = 3719 lb_ft; Mmin = 0 lb_ft Design moment; M = max(abs(Mmax),abs(Mmin)) = 3719 lb_ft Maximum shear; Fmax = 2289 lb; Fmin = -2289 lb Design shear; F = max(abs(Fmax),abs(Fmin)) = 2289 lb Total load on member; Wtot = 4578 lb Reaction at support A; RA_max = 2289 lb; RA_min = 2289 lb Unfactored dead load reaction at support A; RA_Dead = 1158 lb Unfactored snow load reaction at support A; RA_Snow = 1131 lb Reaction at support B; RB_max = 2289 lb; RB_min = 2289 lb GL Architectural Engr PO Box 1040, Tacoma, WA 98401-1040 Email: akegl2002@gmail.com Ph: (360)747-7509 Project Bo De Temple Remodel Job Ref. 240412 Section Sheet no./rev. 6 Calc. by GL Date 10/29/2024 Chk'd by Date App'd by Date Unfactored dead load reaction at support B; RB_Dead = 1158 lb Unfactored snow load reaction at support B; RB_Snow = 1131 lb Glulam section details Net finished breadth of sections; b = 3.5 in Net finished depth of sections; d = 7.5 in Number of sections in member; N = 1 Overall breadth of member; bb = N  b = 3.5 in Alignment of laminations; Horizontal Stress class; 24F-V4 DF/DF Tension parallel to grain; Ft = 1100 lb/in2 Compression parallel to grain; Fc = 1650 lb/in2 Bending about X-X axis properties (loaded perpendicular to wide faces of laminations): Positive bending; Fbx_pos = 2400 lb/in2 Negative bending; Fbx_neg = 1850 lb/in2 Compression perpendicular to grain; Fc_perp = 650 lb/in2 Shear parallel to grain; Fv = 265 lb/in2 Modulus of elasticity; E = 1800000 lb/in2 Modulus of elasticity, stability calculations; Emin = 950000 lb/in2 Mean shear modulus; Gdef = E / 16 = 112500 lb/in2 Bending about Y-Y axis properties (loaded parallel to wide faces of laminations): Bending; Fby = 1450 lb/in2 Modulus of elasticity; stability calculations; Eymin = 850000 lb/in2 Member details Service condition; Dry Length of span; Ls1 = 6.5 ft Length of bearing; Lb = 4 in Load duration; Two months Section properties Cross sectional area of member; A = N  b  d = 26.25 in2 Section modulus; Sx = N  b  d2 / 6 = 32.81 in3 Sy = d  (N  b)2 / 6 = 15.31 in3 Second moment of area; Ix = N  b  d3 / 12 = 123.05 in4 Iy = d  (N  b)3 / 12 = 26.80 in4 Adjustment factors Load duration factor - Table 2.3.2; CD = 1.15 GL Architectural Engr PO Box 1040, Tacoma, WA 98401-1040 Email: akegl2002@gmail.com Ph: (360)747-7509 Project Bo De Temple Remodel Job Ref. 240412 Section Sheet no./rev. 7 Calc. by GL Date 10/29/2024 Chk'd by Date App'd by Date Temperature factor - Table 2.3.3; Ct = 1.00 Flat use factor - Table 5A; Cfu = 1.10 Bearing area factor - cl.3.10.4; Cb = 1.00 Length of beam between points of zero moment; L0 = 6.5 ft For species other than Southern Pine; x = 10 Volume factor - eq.5.3-1; CV = min((21 ft / L0)1/x  (12 in / d)1/x  (5.125 in / b)1/x, 1) = 1.00 Depth-to-breadth ratio; d / (N  b) = 2.14 - Beam is fully restrained Beam stability factor - cl.3.3.3; CL = 1.00 Bearing perpendicular to grain - cl.3.10.2 Design compression perpendicular to grain; Fc_perp' = Fc_perp  Ct  Cb = 650 lb/in2 Applied compression stress perpendicular to grain; fc_perp = RB_max / (N  b  Lb) = 163 lb/in2 fc_perp / Fc_perp' = 0.252 PASS - Design compressive stress exceeds applied compressive stress at bearing Strength in bending - cl.3.3.1 Design bending stress; Fb' = Fbx_pos  CD  Ct  min(CL, CV)  Cc = 2760 lb/in2 Actual bending stress; fb = Mmax / Sx = 1360 lb/in2 fb / Fb' = 0.493 PASS - Design bending stress exceeds actual bending stress Strength in shear parallel to grain - cl.3.4.1 Design shear stress; Fv' = Fv  CD  Ct = 305 lb/in2 Actual shear stress - eq.3.4-2; fv = 3  F / (2  A) = 131 lb/in2 fv / Fv' = 0.429 PASS - Design shear stress exceeds actual shear stress Deflection - cl.3.5.1 Modulus of elasticity for deflection; E' = Ex  CME  Ct = 1800000 lb/in2 Design deflection; adm = 0.003  Ls1 = 0.234 in Total deflection; b_s1 = 0.128 in b_s1 / adm = 0.546 PASS - Total deflection is less than design deflection ; B2 STRUCTURAL GLUED LAMINATED TIMBER (GLULAM) MEMBER ANALYSIS & DESIGN (NDS) In accordance with the ANSI/AF&PA NDS-2018 using the ASD method Tedds calculation version 1.7.10 GL Architectural Engr PO Box 1040, Tacoma, WA 98401-1040 Email: akegl2002@gmail.com Ph: (360)747-7509 Project Bo De Temple Remodel Job Ref. 240412 Section Sheet no./rev. 8 Calc. by GL Date 10/29/2024 Chk'd by Date App'd by Date Applied loading Beam loads Dead self weight of beam  1 Dead full UDL 162 lb/ft Live full UDL 1350 lb/ft Load combinations Load combination 1 Support A Dead  1.00 Live  1.00 Snow  1.00 Span 1 Dead  1.00 Live  1.00 Snow  1.00 Support B Dead  1.00 Live  1.00 Snow  1.00 Analysis results Maximum moment; Mmax = 33998 lb_ft; Mmin = 0 lb_ft Design moment; M = max(abs(Mmax),abs(Mmin)) = 33998 lb_ft GL Architectural Engr PO Box 1040, Tacoma, WA 98401-1040 Email: akegl2002@gmail.com Ph: (360)747-7509 Project Bo De Temple Remodel Job Ref. 240412 Section Sheet no./rev. 9 Calc. by GL Date 10/29/2024 Chk'd by Date App'd by Date Maximum shear; Fmax = 10202 lb; Fmin = -10202 lb Design shear; F = max(abs(Fmax),abs(Fmin)) = 10202 lb Total load on member; Wtot = 20404 lb Reaction at support A; RA_max = 10202 lb; RA_min = 10202 lb Unfactored dead load reaction at support A; RA_Dead = 1204 lb Unfactored live load reaction at support A; RA_Live = 8998 lb Reaction at support B; RB_max = 10202 lb; RB_min = 10202 lb Unfactored dead load reaction at support B; RB_Dead = 1204 lb Unfactored live load reaction at support B; RB_Live = 8998 lb Glulam section details Net finished breadth of sections; b = 5.125 in Net finished depth of sections; d = 15 in Number of sections in member; N = 1 Overall breadth of member; bb = N  b = 5.125 in Alignment of laminations; Horizontal Stress class; 24F-V4 DF/DF Tension parallel to grain; Ft = 1100 lb/in2 Compression parallel to grain; Fc = 1650 lb/in2 Bending about X-X axis properties (loaded perpendicular to wide faces of laminations): Positive bending; Fbx_pos = 2400 lb/in2 Negative bending; Fbx_neg = 1850 lb/in2 Compression perpendicular to grain; Fc_perp = 650 lb/in2 Shear parallel to grain; Fv = 265 lb/in2 Modulus of elasticity; E = 1800000 lb/in2 Modulus of elasticity, stability calculations; Emin = 950000 lb/in2 Mean shear modulus; Gdef = E / 16 = 112500 lb/in2 Bending about Y-Y axis properties (loaded parallel to wide faces of laminations): Bending; Fby = 1450 lb/in2 Modulus of elasticity; stability calculations; Eymin = 850000 lb/in2 Member details Service condition; Dry Length of span; Ls1 = 13.33 ft Length of bearing; Lb = 4 in Load duration; Ten years Section properties Cross sectional area of member; A = N  b  d = 76.87 in2 GL Architectural Engr PO Box 1040, Tacoma, WA 98401-1040 Email: akegl2002@gmail.com Ph: (360)747-7509 Project Bo De Temple Remodel Job Ref. 240412 Section Sheet no./rev. 10 Calc. by GL Date 10/29/2024 Chk'd by Date App'd by Date Section modulus; Sx = N  b  d2 / 6 = 192.19 in3 Sy = d  (N  b)2 / 6 = 65.66 in3 Second moment of area; Ix = N  b  d3 / 12 = 1441.41 in4 Iy = d  (N  b)3 / 12 = 168.26 in4 Adjustment factors Load duration factor - Table 2.3.2; CD = 1.00 Temperature factor - Table 2.3.3; Ct = 1.00 Flat use factor - Table 5A; Cfu = 1.10 Bearing area factor - cl.3.10.4; Cb = 1.00 Length of beam between points of zero moment; L0 = 13.5 ft For species other than Southern Pine; x = 10 Volume factor - eq.5.3-1; CV = min((21 ft / L0)1/x  (12 in / d)1/x  (5.125 in / b)1/x, 1) = 1.00 Depth-to-breadth ratio; d / (N  b) = 2.93 - Beam is fully restrained Beam stability factor - cl.3.3.3; CL = 1.00 Bearing perpendicular to grain - cl.3.10.2 Design compression perpendicular to grain; Fc_perp' = Fc_perp  Ct  Cb = 650 lb/in2 Applied compression stress perpendicular to grain; fc_perp = RA_max / (N  b  Lb) = 498 lb/in2 fc_perp / Fc_perp' = 0.766 PASS - Design compressive stress exceeds applied compressive stress at bearing Strength in bending - cl.3.3.1 Design bending stress; Fb' = Fbx_pos  CD  Ct  min(CL, CV)  Cc = 2400 lb/in2 Actual bending stress; fb = Mmax / Sx = 2123 lb/in2 fb / Fb' = 0.885 PASS - Design bending stress exceeds actual bending stress Strength in shear parallel to grain - cl.3.4.1 Design shear stress; Fv' = Fv  CD  Ct = 265 lb/in2 Actual shear stress - eq.3.4-2; fv = 3  F / (2  A) = 199 lb/in2 fv / Fv' = 0.751 PASS - Design shear stress exceeds actual shear stress Deflection - cl.3.5.1 Modulus of elasticity for deflection; E' = Ex  CME  Ct = 1800000 lb/in2 Design deflection; adm = 0.0042  Ls1 = 0.672 in Total deflection; b_s1 = 0.419 in b_s1 / adm = 0.624 PASS - Total deflection is less than design deflection ; GL Architectural Engr PO Box 1040, Tacoma, WA 98401-1040 Email: akegl2002@gmail.com Ph: (360)747-7509 Project Bo De Temple Remodel Job Ref. 240412 Section Sheet no./rev. 11 Calc. by GL Date 10/29/2024 Chk'd by Date App'd by Date B3 STRUCTURAL WOOD MEMBER ANALYSIS & DESIGN (NDS) In accordance with the ANSI/AF&PA NDS-2018 using the ASD method Tedds calculation version 1.7.10 B3 B4 GL Architectural Engr PO Box 1040, Tacoma, WA 98401-1040 Email: akegl2002@gmail.com Ph: (360)747-7509 Project Bo De Temple Remodel Job Ref. 240412 Section Sheet no./rev. 12 Calc. by GL Date 10/29/2024 Chk'd by Date App'd by Date Applied loading Beam loads Dead self weight of beam  1 Dead full UDL 38 lb/ft Live full UDL 230 lb/ft Load combinations Load combination 1 Support A Dead  1.00 Live  1.00 Snow  1.00 Span 1 Dead  1.00 Live  1.00 Snow  1.00 Support B Dead  1.00 Live  1.00 Snow  1.00 Analysis results Maximum moment; Mmax = 3555 lb_ft; Mmin = 0 lb_ft Design moment; M = max(abs(Mmax),abs(Mmin)) = 3555 lb_ft Maximum shear; Fmax = 1422 lb; Fmin = -1422 lb Design shear; F = max(abs(Fmax),abs(Fmin)) = 1422 lb Total load on member; Wtot = 2844 lb Reaction at support A; RA_max = 1422 lb; RA_min = 1422 lb Unfactored dead load reaction at support A; RA_Dead = 273 lb Unfactored live load reaction at support A; RA_Live = 1149 lb Reaction at support B; RB_max = 1422 lb; RB_min = 1422 lb Unfactored dead load reaction at support B; RB_Dead = 273 lb Unfactored live load reaction at support B; RB_Live = 1149 lb GL Architectural Engr PO Box 1040, Tacoma, WA 98401-1040 Email: akegl2002@gmail.com Ph: (360)747-7509 Project Bo De Temple Remodel Job Ref. 240412 Section Sheet no./rev. 13 Calc. by GL Date 10/29/2024 Chk'd by Date App'd by Date Sawn lumber section details Nominal breadth of sections; bnom = 6 in Dressed breadth of sections; b = 5.5 in Nominal depth of sections; dnom = 10 in Dressed depth of sections; d = 9.5 in Number of sections in member; N = 1 Overall breadth of member; bb = N  b = 5.5 in Species, grade and size classification; Douglas Fir-Larch, No.2 grade, Beams and stringers Bending parallel to grain; Fb = 875 lb/in2 Tension parallel to grain; Ft = 425 lb/in2 Compression parallel to grain; Fc = 600 lb/in2 Compression perpendicular to grain; Fc_perp = 625 lb/in2 Shear parallel to grain; Fv = 170 lb/in2 Modulus of elasticity; E = 1300000 lb/in2 Modulus of elasticity, stability calculations; Emin = 470000 lb/in2 Mean shear modulus; Gdef = E / 16 = 81250 lb/in2 Member details Service condition; Dry Length of span; Ls1 = 10 ft Length of bearing; Lb = 4 in Load duration; Ten years Section properties Cross sectional area of member; A = N  b  d = 52.25 in2 Section modulus; Sx = N  b  d2 / 6 = 82.73 in3 Sy = d  (N  b)2 / 6 = 47.90 in3 Second moment of area; Ix = N  b  d3 / 12 = 392.96 in4 Iy = d  (N  b)3 / 12 = 131.71 in4 Adjustment factors Load duration factor - Table 2.3.2; CD = 1.00 Temperature factor - Table 2.3.3; Ct = 1.00 Size factor for bending - Table 4D; CFb = 1.00 Size factor for tension - Table 4D; CFt = 1.00 Size factor for compression - Table 4D; CFc = 1.00 Flat use factor - Table 4D; Cfu = 1.00 Incising factor for modulus of elasticity - Table 4.3.8 CiE = 0.95 Incising factor for bending, shear, tension & compression - Table 4.3.8 Ci = 0.80 Incising factor for perpendicular compression - Table 4.3.8 Cic_perp = 1.00 Repetitive member factor - cl.4.3.9; Cr = 1.00 Bearing area factor - cl.3.10.4; Cb = 1.00 Depth-to-breadth ratio; dnom / (N  bnom) = 1.67 GL Architectural Engr PO Box 1040, Tacoma, WA 98401-1040 Email: akegl2002@gmail.com Ph: (360)747-7509 Project Bo De Temple Remodel Job Ref. 240412 Section Sheet no./rev. 14 Calc. by GL Date 10/29/2024 Chk'd by Date App'd by Date - Beam is fully restrained Beam stability factor - cl.3.3.3; CL = 1.00 Bearing perpendicular to grain - cl.3.10.2 Design compression perpendicular to grain; Fc_perp' = Fc_perp  Ct  Cic_perp  Cb = 625 lb/in2 Applied compression stress perpendicular to grain; fc_perp = RA_max / (N  b  Lb) = 65 lb/in2 fc_perp / Fc_perp' = 0.103 PASS - Design compressive stress exceeds applied compressive stress at bearing Strength in bending - cl.3.3.1 Design bending stress; Fb' = Fb  CD  Ct  CL  CFb  Ci  Cr = 700 lb/in2 Actual bending stress; fb = M / Sx = 516 lb/in2 fb / Fb' = 0.737 PASS - Design bending stress exceeds actual bending stress Strength in shear parallel to grain - cl.3.4.1 Design shear stress; Fv' = Fv  CD  Ct  Ci = 136 lb/in2 Actual shear stress - eq.3.4-2; fv = 3  F / (2  A) = 41 lb/in2 fv / Fv' = 0.300 PASS - Design shear stress exceeds actual shear stress Deflection - cl.3.5.1 Modulus of elasticity for deflection; E' = E  CME  Ct  CiE = 1235000 lb/in2 Design deflection; adm = 0.0042  Ls1 = 0.504 in Total deflection; b_s1 = 0.132 in b_s1 / adm = 0.262 PASS - Total deflection is less than design deflection ; B4 STRUCTURAL WOOD MEMBER ANALYSIS & DESIGN (NDS) In accordance with the ANSI/AF&PA NDS-2018 using the ASD method Tedds calculation version 1.7.10 GL Architectural Engr PO Box 1040, Tacoma, WA 98401-1040 Email: akegl2002@gmail.com Ph: (360)747-7509 Project Bo De Temple Remodel Job Ref. 240412 Section Sheet no./rev. 15 Calc. by GL Date 10/29/2024 Chk'd by Date App'd by Date Applied loading Beam loads Dead self weight of beam  1 Dead full UDL 13 lb/ft Live full UDL 80 lb/ft Load combinations Load combination 1 Support A Dead  1.00 Live  1.00 Snow  1.00 Span 1 Dead  1.00 Live  1.00 Snow  1.00 Support B Dead  1.00 Live  1.00 Snow  1.00 Analysis results Maximum moment; Mmax = 708 lb_ft; Mmin = 0 lb_ft Design moment; M = max(abs(Mmax),abs(Mmin)) = 708 lb_ft Maximum shear; Fmax = 370 lb; Fmin = -370 lb Design shear; F = max(abs(Fmax),abs(Fmin)) = 370 lb Total load on member; Wtot = 739 lb Reaction at support A; RA_max = 370 lb; RA_min = 370 lb Unfactored dead load reaction at support A; RA_Dead = 64 lb Unfactored live load reaction at support A; RA_Live = 306 lb Reaction at support B; RB_max = 370 lb; RB_min = 370 lb Unfactored dead load reaction at support B; RB_Dead = 64 lb GL Architectural Engr PO Box 1040, Tacoma, WA 98401-1040 Email: akegl2002@gmail.com Ph: (360)747-7509 Project Bo De Temple Remodel Job Ref. 240412 Section Sheet no./rev. 16 Calc. by GL Date 10/29/2024 Chk'd by Date App'd by Date Unfactored live load reaction at support B; RB_Live = 306 lb Sawn lumber section details Nominal breadth of sections; bnom = 2 in Dressed breadth of sections; b = 1.5 in Nominal depth of sections; dnom = 8 in Dressed depth of sections; d = 7.25 in Number of sections in member; N = 1 Overall breadth of member; bb = N  b = 1.5 in Species, grade and size classification; Hem-Fir, No.2 grade, 2'' & wider Bending parallel to grain; Fb = 850 lb/in2 Tension parallel to grain; Ft = 525 lb/in2 Compression parallel to grain; Fc = 1300 lb/in2 Compression perpendicular to grain; Fc_perp = 405 lb/in2 Shear parallel to grain; Fv = 150 lb/in2 Modulus of elasticity; E = 1300000 lb/in2 Modulus of elasticity, stability calculations; Emin = 470000 lb/in2 Mean shear modulus; Gdef = E / 16 = 81250 lb/in2 Member details Service condition; Dry Length of span; Ls1 = 7.66 ft Length of bearing; Lb = 4 in Load duration; Ten years The beam is one of three or more repetitive members Section properties Cross sectional area of member; A = N  b  d = 10.87 in2 Section modulus; Sx = N  b  d2 / 6 = 13.14 in3 Sy = d  (N  b)2 / 6 = 2.72 in3 Second moment of area; Ix = N  b  d3 / 12 = 47.63 in4 Iy = d  (N  b)3 / 12 = 2.04 in4 Adjustment factors Load duration factor - Table 2.3.2; CD = 1.00 Temperature factor - Table 2.3.3; Ct = 1.00 Size factor for bending - Table 4A; CFb = 1.20 Size factor for tension - Table 4A; CFt = 1.20 Size factor for compression - Table 4A; CFc = 1.05 Flat use factor - Table 4A; Cfu = 1.15 GL Architectural Engr PO Box 1040, Tacoma, WA 98401-1040 Email: akegl2002@gmail.com Ph: (360)747-7509 Project Bo De Temple Remodel Job Ref. 240412 Section Sheet no./rev. 17 Calc. by GL Date 10/29/2024 Chk'd by Date App'd by Date Incising factor for modulus of elasticity - Table 4.3.8 CiE = 0.95 Incising factor for bending, shear, tension & compression - Table 4.3.8 Ci = 0.80 Incising factor for perpendicular compression - Table 4.3.8 Cic_perp = 1.00 Repetitive member factor - cl.4.3.9; Cr = 1.15 Bearing area factor - cl.3.10.4; Cb = 1.00 Depth-to-breadth ratio; dnom / (N  bnom) = 4.00 - Beam is fully restrained Beam stability factor - cl.3.3.3; CL = 1.00 Bearing perpendicular to grain - cl.3.10.2 Design compression perpendicular to grain; Fc_perp' = Fc_perp  Ct  Cic_perp  Cb = 405 lb/in2 Applied compression stress perpendicular to grain; fc_perp = RB_max / (N  b  Lb) = 62 lb/in2 fc_perp / Fc_perp' = 0.152 PASS - Design compressive stress exceeds applied compressive stress at bearing Strength in bending - cl.3.3.1 Design bending stress; Fb' = Fb  CD  Ct  CL  CFb  Ci  Cr = 938 lb/in2 Actual bending stress; fb = M / Sx = 646 lb/in2 fb / Fb' = 0.689 PASS - Design bending stress exceeds actual bending stress Strength in shear parallel to grain - cl.3.4.1 Design shear stress; Fv' = Fv  CD  Ct  Ci = 120 lb/in2 Actual shear stress - eq.3.4-2; fv = 3  F / (2  A) = 51 lb/in2 fv / Fv' = 0.425 PASS - Design shear stress exceeds actual shear stress Deflection - cl.3.5.1 Modulus of elasticity for deflection; E' = E  CME  Ct  CiE = 1235000 lb/in2 Design deflection; adm = 0.0042  Ls1 = 0.386 in Total deflection; b_s1 = 0.127 in b_s1 / adm = 0.329 PASS - Total deflection is less than design deflection ;