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REVIEWED BLD BLD2024-1035+Calculations+8.7.2024_2.04.02_PM+4427007RECEIVED Aug 09 2024 CITYOF EDMONDS BLD2024-1035 PLANNING 8 DEVELOPMENT DEPARTMENT REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT:: ............................................... STRUCTURAL DESIGN NOTE Project Name 21828 76th PI W., Edmonds, WA 98026 Seg. No. Date 31/07/2024 Project No 1 PROBLEM STATEMENT The author was requested to design joists, beams, posts and concrete footings to support the exterior deck of an existing house located at 21828 76th PI W., Edmonds, WA 98026. This design note was prepared by the author to address the adequacy of the following calculations of the structural members. • Floor Joists and beams • Concrete Footings • Posts In this report the basis for structural design such as design codes and standards, material properties, various type of loadings the structure is intended to withstand and their combination of action to be considered in the design are presented. The loadings adopted by the structural designer in the design of structural elements are presented. Finally detailed calculation of each structural element with the design summary and verification of proposed element sizes to withstand the intended loading are presented. F-1 :Existing house! 3'stairs larding m.6" 4'-6' 5' 6' 2z10 Ledger Board I6" 4'-6 LedgerLOK Stnrttural j Ledger Board Screws - 5 inch wood screws with hex head II F-1 F I Beam 12'spa n- Pressure Treated Hem/Fir 6x10 Premium 16" Grade Incised Ground Contact Cedar Toned S4S 91 Pressure Treated joists 12' span- 2x10 • Premium Grade Hem/Fir • Incised Ground Contact • Cedar Toned • S4S - 16" O.C. Pressure Treated post- Hem/Fir F- F-1 6x10 Premium Grade Incised Ground Contact Cedar Toned 1 J S4S n 6�r— 4'-10" 5'-4" strong tie LU210 20 ___:Simpson au. 2 x 30 Joist hangers 4' Figure L I : Deck framing and foundation plan PAGE 101 of 07 2 DESIGN DATA Codes & Standards IBC 2021; IRC 2021; ASCE 7-16; ACI 318-14; WBC 2021 Material Data Concrete: Grade C4000 Compressive strength of the concrete age of 28 days Elastic modulus fc' = 4000 psi Ec = 3.1E+06 psi Beams & Joists: Southern Pine Grade #2 (Material Properties refer National Design Specification for Wood Construction 2018 (NDS) Reinforcement: ASTM A615 - Grade 40 Yield strength, min Allowable soils bearing pressure Loads Dead Load (Floor) : 15 PSF Live Load (Floor) : 60 PSF Ground Snow Load : 54 PSF Exposure factor (Ce) : 0.9 Thermal Factor (Ct) : 1.0 Importance Factor (Is) :1.1 fy = 40000 psi B = 1500 psf Snow Load Calculations : 0.7 x 0.9x1.Oxl.lx54 = 37.42 PSF PAGE 102 of 07 Load combinations A combination of different loads will be considered as per section of ASCE/SEI 7-16 and NDS 18.Basic load combinations to be used in the design are presented in Table 2.3. Table 2.1: Load combinations Combination abbreviation Description Combination 1 LOD + LOL (ASCE/SEI 7-16 - 2.4.1.2) Combination 2 LOD + 1.OLr or LOS or LOR (ASCE/SEI 7-16 - 2.4.1.3) Abbreviations: D — Dead loads, L — Live loads, Lr — Roof live loads, S-Snow Load PAGE 103 of 07 3 DESIGN OF MEMBERS Load calculation for the members, 3.1 DESIGN FOR JOIST JI (2x10 Premium Grade Hem/Fir) 3' stairs landing Fn 4, 2x10 Ledger Board —F.dgerLOK Structural Ledger Board Screws - 1, 5 inch wood screws with f hex head F-1 Beam 12'span- Pressure Treated Hem/Fir 6x10 Premium 1 - Grade Incised Ground 'O Contact Cedar Toned S4S Pressure Treated joists 12'span- 2x10 • Premium Grade Hem/Fir • Incised Ground Contact • Cedar Toned • S45 - 16" O.C. Pressure Treated post- Hem/Fir F- F- F- F-1 6x10 Premium Grade Incised Ground Contact Cedar Toned „ 54S 4'-10" Simpson strong tie LU210 20 au e 2 x 10 Joist hangers Span of the Proposed joist: 12' Design Loadings Dead Load (Floor) = 15 x 1.33 = 19.95 lb/ft Live Load (Floor) = 60 x 1.33 = 80 lb/ft Snow Load = 37.42 x 1.33 = 49.77 lb/ft Unfactored Loads Self weight included 12 1 1 6 Capacity Maximum Utilisation Bearing stress Ibjin2 405 103 0.254 0 Bendinq stress Ib;'in2 1232 1038 0.843 tihear stress Ib;'in2 120 67 0.556 0 Total deflection in 0.475 0.473 0.996 O Proposed joist is Adequate PAGE 104 of 07 DESIGN FOR BEAM BI (6x10 Premium Grade Hem/Fir) F-J. /Existing house% ,'stairs landing - 11 240 Ledger Board n 4'-6 L dgerLOK Structural j Ledger Board Screws - ` 5 inch wood screws with hex head F ` I F-1 Beam 12' span- - Pressure Treated Hem/Fir 6x10 Premium 1 Grade Incised Ground T Contact Cedar Toned S4S .b, - Pressure Treated joists 12'span- 2x10 • Premium Grade Hem/Fir • Incised _ Ground Contact • Cedar Toned • S4S - 16" O.C. Press6xlOure Treated post- Hem/Fir i� `_ F- F_J � GradeIncisedoned Ground Contact Ground Contact Cedar Toned $45 M� 64'-10" 5' 4" 4'-10" - i3 � 131 �- 4' Simpson strong tie LU210 20 au e 2 x 10 Joist hangers Span of the Proposed beam: 5' 4" Design Loadings Dead Load (Floor) = 15 x 6 = 90 lb/ft Live Load (Floor) = 60 x 6 = 360 lb/ft Snow Load = 37.42 x 6 = 224.52 lb/ft Unfactored Loads Design Summary Self weight included Capacity Maximum Utilisation Bearing stress Ib/in2 405 56 0.138 Bending stress Ib/in2 1040 237 0.228 Shear stress Ib/in2 112 35 0.315 Total deflection in 0.192 0.026 0.134 Proposed beam is Adequate PAGE 105 of 07 DESIGN FOR BEAM B2 (6x10 Premium Grade Hem/Fir) 3' stairs landing F_ Existing F-1 4 Span of the Proposed beam: 12' Design Loadings Dead Load (Floor) Dead load (Handrail) Total Dead Load Live Load (Floor) Snow Load F- 2x10 Ledger Board LedgerLOK Structural Ledger Board Screws - 5 inch wood screws with hex head Beam 12'span- Pressure Treated Hem/Fir 6x10 Premium _ Grade Incised Ground Contact Cedar Toned B2 S4S Pressure Treated joists 12' span- 2x10 Premium Grade Hem/Fir • Incised Ground Contact _ Cedar Toned - S4S 16" O.C. Pressure Treated post- Hem/Fir F-1 6x10 Premium Grade Incised Ground Contact Cedar Toned _— 54S n strong tie LU210 20 ��a 2 x 10 Joist hangers = 15 x 0.67 = 10.05 lb/ft = 1.4 lb/ft =11.45 lb/ft = 60 x 0.67 = 40.2 lb/ft = 37.42 x 0.67 = 25.07 lb/ft Unfactored Loads Self weight included 0.040 EoD ......................................................................... Design Summary Capacity Maximum Utilisation Bearing stress Ib/in2 405 17 0.042 Bendinq stress Ib;'in2 1040 164 0.158 Shear stress Ibr'in2 112 11 0.097 Total deflection in 0.432 0.084 0.196 Proposed beam is Adequate PAGE 106 of 07 DESIGN FOR POST C1 (6x10 Premium Grade Hem/Fir) F.W— Steel Deck Ralli" Sys 42" Riga OWN SOUTH ELEVATION Scale Y4 in = 1 ft Height of the Proposed post: 8' 2" Design Loadings Dead Load (Floor) Live Load (Floor) Snow Load Maximum axial load on the post Design Summary 2' span- Pressure Trebled r 6.10 Premium Grade loosed ContM Cedar Toned 5 5 eT-tted post He VFir Grade lnosed I Contact Cedar Toned =15x6x5.08 =60x6x5.08 = 37.42 x 6 x 5.08 = 1828.8+457.2 = 457.2 lbs. = 1,828.8 lbs. = 1,140.6 lbs. = 2,286 lbs. Capacity rlaximum Utilisation compressive stress Ib;'in` 592 44 0.074 Proposed post is Adequate PAGE 107 of 07 DESIGN FOR CONCRETE FOOTING F1 SOUTH ELEVATION Scale Y4 in = 1 ft Diameter of the Proposed footing: 21 Design Loadings Dead Load (Floor) Live Load (Floor) Snow Load Maximum axial load on the post Area of footing Design bearing stress Soil compression capacity Proposed footing is Adequate FOWM Staal DNk Railing Sya =15x6x5.08 =60x6x5.08 = 37.42 x 6 x 5.08 = 1828.8+457.2 = 457.2 lbs = 1,828.8 lbs = 1,140.6 lbs = 2,286 lbs = 2.41 square feet = 948.55 psf =1,500 psf >design bearing stress PAGE 108 of 07 ANNEX - A STRUCTURAL MEMBER ANALYSIS & DESIGN CALCULATION FOR JOISTS (JI) PAGE 109 of 07 Project Job Ref. Proposed deck addition at 21828 76th PI W., Edmonds, WA Section Sheet no./rev. 11 1 Calc. by Date Chk'd by Date App'd by Date SC 7/31/2024 STRUCTURAL WOOD MEMBER ANALYSIS & DESIGN (NDS) In accordance with the ANSI/AF&PA NDS-2015 using the ASD method Tedds calculation version 1.7.04 ft I 12 A 1 B Llnfactored Loads Self weight included 0.080 Dead ElLive OSnow . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . J!.-!.-t EIS-!. _s '! t S -t 5- �!, _t h-S t �- -t t-S . t= :• E S -ES.!�r. !-4 : S 0.0 ft I 12 A 1 B kip_ft Bending Moment Envelope 0.0 1.851 1.9 ft I 12 A 1 B kips Shear Force Envelope 0.6 0.617 0.0 -0.617 0.6 ft I 12 A 1 B Applied loading Beam loads Snow full UDL 50 lb/ft Live full UDL 80 lb/ft Dead full UDL 20 lb/ft Dead self weight of beam X 1 Project Job Ref. Proposed deck addition at 21828 76th PI W., Edmonds, WA Section Sheet no./rev. 11 2 Calc. by Date Chk'd by Date App'd by Date SC 7/31/2024 Load combinations Load combination 1 Support A Dead x 1.00 Live x 1.00 Snow x 0.00 Span 1 Dead x 1.00 Live x 1.00 Snow x 0.00 Support B Dead x 1.00 Live x 1.00 Snow x 0.00 Load combination 2 Support A Dead x 1.00 Live x 0.00 Snow x 1.00 Span 1 Dead x 1.00 Live x 0.00 Snow x 1.00 Support B Dead x 1.00 Live x 0.00 Snow x 1.00 Analysis results Maximum moment Mmax = 1851 Ib ft Mmin = 0 Ib ft Design moment M = max(abs(Mmax),abs(Mmin)) = 1851 Ib_ft Maximum shear Finax = 617 lb Fmin = -617 lb Design shear F = max(abs(Finax),abs(Fmin)) = 617 lb Total load on member Wtot = 1234 lb Reaction at support A RA max = 617 lb RA min = 436 lb Unfactored dead load reaction at support A RA -Dead = 137 lb Unfactored live load reaction at support A RA -Live = 480 lb Unfactored snow load reaction at support A RA -Snow = 299 lb Reaction at support B RB_max = 617 lb RB_min = 436 lb Unfactored dead load reaction at support B RB_Dead = 137 lb Unfactored live load reaction at support B RB_Live = 480 lb Unfactored snow load reaction at support B RB_snow = 299 lb N m �1.5" Sawn lumber section details Nominal breadth of sections bnom = 2 in Project Job Ref. Proposed deck addition at 21828 76th PI W., Edmonds, WA Section Sheet no./rev. 11 3 Calc. by Date Chk'd by Date App'd by Date SC 7/31/2024 Dressed breadth of sections Nominal depth of sections Dressed depth of sections Number of sections in member Overall breadth of member Species, grade and size classification Bending parallel to grain Tension parallel to grain Compression parallel to grain Compression perpendicular to grain Shear parallel to grain Modulus of elasticity Modulus of elasticity, stability calculations Mean shear modulus Member details Service condition Length of span Length of bearing Load duration Section properties Cross sectional area of member Section modulus Second moment of area Adjustment factors Load duration factor - Table 2.3.2 Temperature factor - Table 2.3.3 Size factor for bending - Table 4A Size factor for tension - Table 4A Size factor for compression - Table 4A Flat use factor - Table 4A Incising factor for modulus of elasticity - Table 4.3.8 b=1.5in dnom = 10 In d=9.25in N=1 bb=Nxb=1.5in Hem -Fir, Select Structural grade, 2" & wider Fb = 1400 Ib/in2 Ft = 925 Ib/in2 Fc = 1500 Ib/in2 Fc_perp = 405 Ib/in2 Fv = 150 Ib/in2 E = 1600000 Ib/in2 Ervin = 580000 Ib/in2 Gdef = E / 16 = 100000 Ib/in2 Dry L51 = 12 ft Lb=4in Ten years A=Nxbxd=13.87in2 SX=Nx bx d2 / 6 = 21.39 in3 Sy=dx (Nx b)2 / 6 = 3.47 in 3 L = N x bx d3 / 12 = 98.93 in4 ly=dx (Nx b)3 / 12 = 2.60 in4 Co = 1.00 Cc = 1.00 CFb = 1.10 CR = 1.10 CFc = 1.00 Cfu = 1.20 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 x bnom) = 5.00 - Beam is fully restrained Beam stability factor - cl.3.3.3 CL = 1.00 Project Job Ref. Proposed deck addition at 21828 76th PI W., Edmonds, WA Section Sheet no./rev. 11 4 Calc. by Date Chk'd by Date App'd by Date SC 7/31/2024 Bearing perpendicular to grain - cl.3.10.2 Design compression perpendicular to grain Fc_perp' = Fc_perp x Ct x Cic_perp x Cb = 405 Ib/in2 Applied compression stress perpendicular to grain fc_Perp = RA -max / (N x b x Lb) = 103 Ib/in2 fc_perp / Fc_perp' = 0.254 PASS - Design compressive stress exceeds applied compressive stress at bearing Strength in bending - cl.3.3.1 Design bending stress Fb' = Fb x CD x Ct x CL x CFb x C, x Cr = 1232 Ib/in2 Actual bending stress fb = M / SX = 1038 Ib/in2 fb/Fb' =0.843 PASS - Design bending stress exceeds actual bending stress Strength in shear parallel to grain - cl.3.4.1 Design shear stress Fv' = F, x CD x Ct x C; = 120 Ib/in2 Actual shear stress - eq.3.4-2 f = 3 x F / (2 x A) = 67 Ib/in2 f /F,'=0.556 PASS - Design shear stress exceeds actual shear stress Deflection - cl.3.5.1 Modulus of elasticity for deflection E' = E x CME x Ct x C;E = 1520000 Ib/in2 Design deflection (Sad. = 0.0033 x Ls, = 0.475 in Total deflection fib sl = 0.473 in 8b sl / (Sadm = 0.996 PASS - Total deflection is less than design deflection ANNEX - B STRUCTURAL MEMBER ANALYSIS & DESIGN CALCULATION FOR BEAM (B1) PAGE 1 010 of 07 Project Job Ref. Proposed deck addition at 21828 76th PI W., Edmonds, WA Section Sheet no./rev. 131 1 Calc. by Date Chk'd by Date App'd by Date SC 7/31/2024 STRUCTURAL WOOD MEMBER ANALYSIS & DESIGN (NDS) In accordance with the ANSI/AF&PA NDS-2015 using the ASD method Tedds calculation version 1.7.04 ft I 5.33 A 1 B Unfactored Loads Self weight included 0.360 Dead ElLive OSrow 0.0 ft I 5.33 A 1 B kip_ft Bending Moment Envelope 0.0 1.637 1.6 f[ I 5.33 A 1 B kips Shear Force Envelope 1.2 1.228 0.0 -1.228 1.2 ft I 5.33 A 1 B Applied loading Beam loads Snow full UDL 225 Ib/ft Live full UDL 360 Ib/ft Dead full UDL 90 Ib/ft Dead self weight of beam X 1 Project Job Ref. Proposed deck addition at 21828 76th PI W., Edmonds, WA Section Sheet no./rev. 131 2 Calc. by Date Chk'd by Date App'd by Date SC 7/31/2024 Load combinations Load combination 1 Support A Dead x 1.00 Live x 1.00 Snow x 0.00 Span 1 Dead x 1.00 Live x 1.00 Snow x 0.00 Support B Dead x 1.00 Live x 1.00 Snow x 0.00 Load combination 2 Support A Dead x 1.00 Live x 0.00 Snow x 1.00 Span 1 Dead x 1.00 Live x 0.00 Snow x 1.00 Support B Dead x 1.00 Live x 0.00 Snow x 1.00 Analysis results Maximum moment Mmax = 1637 Ib ft Mmin = 0 Ib ft Design moment M = max(abs(Mmax),abs(Mmin)) = 1637 Ib_ft Maximum shear Finax = 1228 lb Fmin = -1228 lb Design shear F = max(abs(Finax),abs(Fmin)) = 1228 lb Total load on member Wtot = 2457 lb Reaction at support A RA max = 1228 lb RA min = 868 lb Unfactored dead load reaction at support A RA -Dead = 269 lb Unfactored live load reaction at support A RA -Live = 959 lb Unfactored snow load reaction at support A RA -Snow = 600 lb Reaction at support B RB_max = 1228 lb RB_min = 868 lb Unfactored dead load reaction at support B RB_Dead = 269 lb Unfactored live load reaction at support B RB_Live = 959 lb Unfactored snow load reaction at support B RB_snow = 600 lb >< _r �s.s�� -4.,—*I Sawn lumber section details Nominal breadth of sections bnom = 6 in Project Job Ref. Proposed deck addition at 21828 76th PI W., Edmonds, WA Section Sheet no./rev. B1 3 Calc. by Date Chk'd by Date App'd by Date SC 7/31/2024 Dressed breadth of sections Nominal depth of sections Dressed depth of sections Number of sections in member Overall breadth of member Species, grade and size classification Bending parallel to grain Tension parallel to grain Compression parallel to grain Compression perpendicular to grain Shear parallel to grain Modulus of elasticity Modulus of elasticity, stability calculations Mean shear modulus Member details Service condition Length of span Length of bearing Load duration Section properties Cross sectional area of member Section modulus Second moment of area Adjustment factors Load duration factor - Table 2.3.2 Temperature factor - Table 2.3.3 Size factor for bending - Table 4D Size factor for tension - Table 4D Size factor for compression - Table 4D Flat use factor - Table 4D Incising factor for modulus of elasticity - Table 4.3.8 b=5.5in dnom = 10 In d=9.5in N=1 bb=Nxb=5.5in Hem -Fir, Select Structural grade, Beams and stringers Fb = 1300 Ib/in2 Ft = 750 Ib/in2 Fc = 925 Ib/in2 Fc_perp = 405 Ib/in2 Fv = 140 Ib/in2 E = 1300000 Ib/in2 Ervin = 470000 Ib/in2 Gdef = E / 16 = 81250 Ib/in2 Dry L5i = 5.33 ft Lb=4in Ten years A=Nx bx d=52.25in2 SX=Nx bx d2 / 6 = 82.73 in3 Sy=dx (Nx b)2 / 6 = 47.90 in 3 L = N x bx d3 / 12 = 392.96 in4 ly=dx (Nx b)3 / 12 = 131.71 in4 Co = 1.00 Cc = 1.00 CFb = 1.00 CR = 1.00 CFc = 1.00 Cfu = 1.00 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 x bnom) = 1.67 - Beam is fully restrained Beam stability factor - cl.3.3.3 CL = 1.00 Project Job Ref. Proposed deck addition at 21828 76th PI W., Edmonds, WA Section Sheet no./rev. 131 4 Calc. by Date Chk'd by Date App'd by Date SC 7/31/2024 Bearing perpendicular to grain - cl.3.10.2 Design compression perpendicular to grain Fc_perp' = Fc_perp x Ct x Cic_perp x Cb = 405 Ib/in2 Applied compression stress perpendicular to grain fc_Perp = RA -max / (N x b x Lb) = 56 Ib/in2 fc_perp / Fc_perp' = 0.138 PASS - Design compressive stress exceeds applied compressive stress at bearing Strength in bending - cl.3.3.1 Design bending stress Fb' = Fb x CD x Ct x CL x CFb x C, x Cr = 1040 Ib/in2 Actual bending stress fb = M / SX = 237 Ib/in2 fb / Fb' = 0.228 PASS - Design bending stress exceeds actual bending stress Strength in shear parallel to grain - cl.3.4.1 Design shear stress Fv' = F, x CD x Ct x C; = 112 Ib/in2 Actual shear stress - eq.3.4-2 f = 3 x F / (2 x A) = 35 Ib/in2 f /F,'=0.315 PASS - Design shear stress exceeds actual shear stress Deflection - cl.3.5.1 Modulus of elasticity for deflection E' = E x CME x Ct x C;E = 1235000 Ib/in2 Design deflection Calm = 0.003 x Ls, = 0.192 in Total deflection bb sl = 0.026 in 6b sl / 6adm = 0.134 PASS - Total deflection is less than design deflection ANNEX - C STRUCTURAL MEMBER ANALYSIS & DESIGN CALCULATION FOR BEAM (B2) PAGE 1 011 of 07 Project Job Ref. Proposed deck addition at 21828 76th PI W., Edmonds, WA Section Sheet no./rev. 132 1 Calc. by Date Chk'd by Date App'd by Date SC 7/31/2024 STRUCTURAL WOOD MEMBER ANALYSIS & DESIGN (NDS) In accordance with the ANSI/AF&PA NDS-2015 using the ASD method Tedds calculation version 1.7.04 ft I 12 A 1 B Unfactored Loads Self weight included Dead ElLive OSrow 0.040 0.0 ft I 12 A 1 6 kip_ft Bending Moment Envelope 0.0 1.132 1.1 ft I 12 A 1 B kips Shear Force Envelope 0.4 0.377 0.0 -0.377 0.4 ft I 12 A 1 B Applied loading Beam loads Dead self weight of beam X 1 Dead full UDL 12 lb/ft Live full UDL 40 lb/ft Snow full UDL 25 lb/ft Project Job Ref. Proposed deck addition at 21828 76th PI W., Edmonds, WA Section Sheet no./rev. B2 2 Calc. by Date Chk'd by Date App'd by Date SC 7/31/2024 Load combinations Load combination 1 Support A Dead x 1.00 Live x 1.00 Snow x 0.00 Span 1 Dead x 1.00 Live x 1.00 Snow x 0.00 Support B Dead x 1.00 Live x 1.00 Snow x 0.00 Load combination 2 Support A Dead x 1.00 Live x 0.00 Snow x 1.00 Span 1 Dead x 1.00 Live x 0.00 Snow x 1.00 Support B Dead x 1.00 Live x 0.00 Snow x 1.00 Analysis results Maximum moment Mmax = 1132 Ib ft Mmin = 0 Ib ft Design moment M = max(abs(Mmax),abs(Mmin)) = 1132 Ib_ft Maximum shear Finax = 377 lb Fmin = -377 lb Design shear F = max(abs(Finax),abs(Fmin)) = 377 lb Total load on member Wtot = 755 lb Reaction at support A RA max = 377 lb RA min = 287 lb Unfactored dead load reaction at support A RA -Dead = 137 lb Unfactored live load reaction at support A RA -Live = 240 lb Unfactored snow load reaction at support A RA -Snow = 150 lb Reaction at support B RB_max = 377 lb RB_min = 287 lb Unfactored dead load reaction at support B RB_Dead = 137 lb Unfactored live load reaction at support B RB_Live = 240 lb Unfactored snow load reaction at support B RB_snow = 150 lb >< _r �s.s�� -4.,—*I Sawn lumber section details Nominal breadth of sections bnom = 6 in Project Job Ref. Proposed deck addition at 21828 76th PI W., Edmonds, WA Section Sheet no./rev. B2 3 Calc. by Date Chk'd by Date App'd by Date SC 7/31/2024 Dressed breadth of sections Nominal depth of sections Dressed depth of sections Number of sections in member Overall breadth of member Species, grade and size classification Bending parallel to grain Tension parallel to grain Compression parallel to grain Compression perpendicular to grain Shear parallel to grain Modulus of elasticity Modulus of elasticity, stability calculations Mean shear modulus Member details Service condition Length of span Length of bearing Load duration Section properties Cross sectional area of member Section modulus Second moment of area Adjustment factors Load duration factor - Table 2.3.2 Temperature factor - Table 2.3.3 Size factor for bending - Table 4D Size factor for tension - Table 4D Size factor for compression - Table 4D Flat use factor - Table 4D Incising factor for modulus of elasticity - Table 4.3.8 b=5.5in dnom = 10 In d=9.5in N=1 bb=Nxb=5.5in Hem -Fir, Select Structural grade, Beams and stringers Fb = 1300 Ib/in2 Ft = 750 Ib/in2 Fc = 925 Ib/in2 Fc_perp = 405 Ib/in2 Fv = 140 Ib/in2 E = 1300000 Ib/in2 Ervin = 470000 Ib/in2 Gdef = E / 16 = 81250 Ib/in2 Dry L51 = 12 ft Lb=4in Ten years A=Nx bx d=52.25in2 SX=Nx bx d2 / 6 = 82.73 in3 Sy=dx (Nx b)2 / 6 = 47.90 in 3 L = N x bx d3 / 12 = 392.96 in4 ly=dx (Nx b)3 / 12 = 131.71 in4 Co = 1.00 Cc = 1.00 CFb = 1.00 CR = 1.00 CFc = 1.00 Cfu = 1.00 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 x bnom) = 1.67 - Beam is fully restrained Beam stability factor - cl.3.3.3 CL = 1.00 Project Job Ref. Proposed deck addition at 21828 76th PI W., Edmonds, WA Section Sheet no./rev. 132 4 Calc. by Date Chk'd by Date App'd by Date SC 7/31/2024 Bearing perpendicular to grain - cl.3.10.2 Design compression perpendicular to grain Fc_perp' = Fc_perp x Ct x Cic_perp x Cb = 405 Ib/in2 Applied compression stress perpendicular to grain fc_Perp = RA —max / (N x b x Lb) = 17 Ib/in2 fc_perp / Fc_perp' = 0.042 PASS - Design compressive stress exceeds applied compressive stress at bearing Strength in bending - cl.3.3.1 Design bending stress Fb' = Fb x CD x Ct x CL x CFb x C, x Cr = 1040 Ib/in2 Actual bending stress fb = M / SX = 164 Ib/in2 fb/Fb' =0.158 PASS - Design bending stress exceeds actual bending stress Strength in shear parallel to grain - cl.3.4.1 Design shear stress Fv' = F, x CD x Ct x C; = 112 Ib/in2 Actual shear stress - eq.3.4-2 f = 3 x F / (2 x A) = 11 Ib/in2 f / F,' = 0.097 PASS - Design shear stress exceeds actual shear stress Deflection - cl.3.5.1 Modulus of elasticity for deflection E' = E x CME x Ct x C;E = 1235000 Ib/in2 Design deflection (Sad. = 0.003 x Ls, = 0.432 in Total deflection fib sl = 0.084 in 8b sl / CSadm = 0.196 PASS - Total deflection is less than design deflection ANNEX - D STRUCTURAL MEMBER ANALYSIS & DESIGN CALCULATION FOR POSTS (Cl) PAGE 1 012 of 07 Project Job Ref. Proposed deck addition at 21828 76th PI W., Edmonds, WA Section Sheet no./rev. C1 1 Calc. by Date Chk'd by Date App'd by Date SC 7/31/2024 Structural wood member designSTRUCTURAL WOOD MEMBER DESIGN (NDS) In accordance with the ANSI/AF&PA NDS-2015 using the ASD method Tedds calculation version 1.7.04 Analysis results Design axial compression P = 2286 lb LO M X\ I_ 5.5"--� 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 x b = 5.5 in Species, grade and size classification Hem -Fir, Select Structural grade, Beams and stringers Bending parallel to grain Fb = 1300 Ib/in2 Tension parallel to grain Ft = 750 Ib/in2 Compression parallel to grain Fc = 925 Ib/in2 Compression perpendicular to grain Fo_Perp = 405 Ib/in2 Shear parallel to grain Fv = 140 Ib/in2 Modulus of elasticity E = 1235000 Ib/in2 Modulus of elasticity, stability calculations Emin = 470000 Ib/in2 Mean shear modulus Gdef = E / 16 = 77188 Ib/in2 Member details Service condition Dry Load duration Ten years Unbraced length in x-axis L. = 8.5 ft Effective length factor in x-axis K. = 1 Effective length in x-axis Lex = Lx x Kx = 8.5 ft Unbraced length in y-axis Ly = 8.5 ft Effective length factor in y-axis Ky = 1 Effective length in y-axis Ley = Ly x Ky = 8.5 ft Section properties Cross sectional area of member A = N x b x d = 52.25 in2 Section modulus Sx = N x b x d2 / 6 = 82.73 in3 Sy=dx (Nx b)2 / 6 = 47.90 in3 Second moment of area Ix = N x b x d3 / 12 = 392.96 in Project Job Ref. Proposed deck addition at 21828 76th PI W., Edmonds, WA Section Sheet no./rev. C1 2 Calc. by Date Chk'd by Date App'd by Date SC 7/31/2024 Adjustment factors Load duration factor - Table 2.3.2 Temperature factor - Table 2.3.3 Size factor for bending - Table 4D Size factor for tension - Table 4D Size factor for compression - Table 4D Flat use factor - Table 4D Incising factor for modulus of elasticity - Table 4.3.8 ly=dx (Nx b)3 / 12 = 131.71 in' CD = 1.00 Ct = 1.00 CFb = 1.00 CR = 1.00 CFc = 1.00 Cfu = 1.00 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 Adjusted modulus of elasticity for column stability Emin' = Emin x CME x Ct x CiE = 446500 Ib/in2 Reference compression design value Fc* = Fc x CD x CMc x Ct x CFc x Ci = 740 Ib/in2 Critical buckling design value for compression FcE = 0.822 x Emin' / (Ley / b)2 = 1067 Ib/in2 c = 0.80 Column stability factor - eq.3.7-1 CP = (1 + (FcE / Fe*)) / (2 x c) - �[((1 + (FcE / Fc*)) / (2 x C))2 - (FcE / Fc*) / c] = 0.80 Depth -to -breadth ratio dnom / (N x bnom) = 1.67 - Beam is fully restrained Beam stability factor - cl.3.3.3 CL = 1.00 Strength in compression parallel to grain - cl.3.6.3 Design compressive stress Fc' = Fc x CD x Ct x CFc x Ci x CP = 592 Ib/in2 Applied compressive stress fc = P / A = 44 Ib/in2 fc/Fc' =0.074 PASS - Design compressive stress exceeds applied compressive stress