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Specifications \O{ cc"".) \, ',, : ' CI NISHKIAN DEAN CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 MAY 21 2018 CITY OF TIGARD BUILDING DIVISION N D31695 Thirsty Lion Patio 10205 SW Washington Square Tigard, OR STRUCTURAL CALCULATIONS 5/14/2018 4FZWCTUR,q Mark Santa Maria, SE 3EDPROF ��. F �,�01111 Project Engineer 15,386 '" Edwin T. Dean, PE, SE OREGON O 471), 30, 199�P� NPrincipal-In-Charge T. EXPIRATION DATE: 12-31-19 4.....4;) LRS Architects DIGITAL SIGNATURE: 5/15/18 ] Client 9 C -w THESE CALCULATIONS ARE VOID IF SIGNATURE IS NOT ORIGINAL Project Job Ref. NISHKIAN DEAN CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 Thirsty Lion Patio 31680 Section Sheet no./rev. Nishkian Dean 1022 SW Salmon Street Suite 300 Structural Calculations 1 Portland,OR 97205 Calc.by Date Chk'd by Date App'd by Date MS 9/15/2017 Table of Contents NARRATIVE DESCRIPTION 1 TYPICAL ROOF JOIST 2 PERIMETER GIRDER 1 4 PERIMETER GIRDER 2 5 PERIMETER GIRDER 3 6 PERIMETER GIRDER 4 7 RIDGE GIRDER 8 EXISTING HEADER AT RIDGE GIRDER 9 EXISTING HEADER AT WEST WINDOWS 13 EXISTING HEADER AT SOUTH WALL 15 SEISMIC DESIGN 17 EXISTING COLUMN CHECK 21 EXISTING POST BASE VERIFICATION 24 POST BASE MOMENT CONNECTION 25 NARRATIVE DESCRIPTION The Thirsty Lion Patio is a roof expansion for an existing restaurant including new wood beams,joists, and connections replacing an existing exterior trellis. Existing trellis construction includes cantilever wood columns on concrete pedestals. Existing walls are typical wood framing. Project Job Ref. NISHKIAN DEAN CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 Thirsty Lion Patio 31680 Section Sheet no./rev. Nishkian Dean 1022 SW Salmon Street Suite 300 Structural Calculations 2 Portland,OR 97205 Calc.by Date Chk'd by Date App'd by Date MS 9/15/2017 TYPICAL ROOF JOIST Dead Load (self wt+ misc),; DL= 12 psf - 5 psf,wood decking - 3 psf,4"rigid insulation - 2 psf, misc Snow Load,; SL=25 psf Joist span maximum,; L=20.25 ft Distributed load to joist @ 48"OC,; w= (DL+SL)x 48 in= 148.00 plf Design moment,; Mx=w x L2/8=7586.16 lb ft Design shear,; F=w x L/2=1498.50 lb TRY 3 1/8"x 10 1/2" glu-lam beams @ 48"OC STRUCTURAL GLUED LAMINATED TIMBER(GLULAM)BEAM DESIGN(NDS) In accordance with the ANSI/AF&PA NDS-2012 using the ASD method TEDDS calculation version 1.7.02 Analysis results Design moment in major axis; MX=7586 lb ft Design shear; F= 1499 lb in I 0 -► 3.125" Glulam section details Net finished breadth of sections; b=3.125 in Net finished depth of sections; d = 10.5 in Number of sections in member; N = 1 Overall breadth of member; bb=N x b=3.125 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 Project Job Ref. NISHKIAN DEAN CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 Thirsty Lion Patio 31680 Section Sheet no./rev. Nishkian Dean 1022 SW Salmon Street Suite 300 Structural Calculations 3 Portland,OR 97205 Calc.by Date Chk'd by Date App'd by Date MS 9/15/2017 Bending about Y-Y axis properties(loaded parallel to wide faces of laminations): Bending; Fby= 1450 Ib/int Modulus of elasticity; stability calculations; Eymin=850000 lb/in2 Member details Service condition; Dry Load duration; Ten years The beam is one of three or more repetitive members Section properties Cross sectional area of member; A= N x b x d=32.81 in2 Section modulus; SX=N x b x d2/6=57.42 in3 Sy=d x(N x b)2/6= 17.09 in3 Second moment of area; lX= N x b x d3/12=301.46 in4 ly=d x(N x b)3/12 =26.70 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= 1.16 Bearing area factor-c1.3.10.4; Cb= 1.00 Length of beam between points of zero moment; Lo=20.25 ft For species other than Southern Pine; x= 10 Volume factor-eq.5.3-1; Cv=min((21 ft/Lor"x(12 in/drX x(5.125 in/b)1' , 1)= 1.00 Depth-to-breadth ratio; d/(N x b)=3.36 Effective laterally unsupported span length; le=20.25 ft Slenderness ratio for bending members-eq.3.3-5; Rb='l[le x d/(N x b)2] = 16.164 Adjusted bending design value for bending; Fb*= Fbx_pos x CD x CMb x Ct x CG= 2400 Ib/int Adjusted modulus of elasticity for member stability; Eymin'= Eymin x CME x Ct=850000 lb/in2 Critical buckling design value for bending; FbE= 1.2 x Eymin'/Rb2=3904 lb/in2 Beam stability factor-eq.3.3-6 CL=[1 +(FbE/Fb*)]/1.9-Al[([1 +(FbE/Fb*)]/1.9)2-(FbE/Fb*)/0.95]=0.94 Strength in bending-c1.3.3.1 Design bending stress; Fb'= Fbx_pos x CD x Ct x min(CL, Cv)x CG=2248 lb/in2 Actual bending stress; fb=MX/SX= 1585 lb/in2 fb/Fb=0.705 PASS-Design bending stress exceeds actual bending stress Strength in shear parallel to grain-c1.3.4.1 Design shear stress; F, =Fv x CD x Ct= 265 lb/in2 Actual shear stress-eq.3.4-2; fv=3 x F/(2 x A)=69 lb/in2 fv/FJ=0.259 PASS-Design shear stress exceeds actual shear stress Project Job Ref. NISHKIAN DEAN CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 Thirsty Lion Patio 31680 Section Sheet no./rev. Nishkian Dean 1022 SW Salmon Street Suite 300 Structural Calculations 4 Portland,OR 97205 Calc.by Date Chk'd by Date App'd by Date MS 9/15/2017 PERIMETER GIRDER 1 Girder span,; L=23.25 ft Tributary width,; Trib= 18.83 ft/2=9.41 ft Dead load,; DL= 12.00 psf Snow load,; SL=25.00 psf Design moment,; Mx=(DL+3 psf+ SL)x Trib x L2/8=25446.98 Ib_ft Design shear,; F= R=(DL+3 psf+SL)x Trib x L/2=4377.98 lb STRUCTURAL GLUED LAMINATED TIMBER(GLULAM)BEAM DESIGN(NDS) In accordance with the ANSI/AF&PA NDS-2012 using the ASD method TEDDS calculation version 1.7.02 Analysis results Design moment in major axis; Mx=25447'bit Design shear; F=4378 lb Maximum reaction; R=4378 lb Glulam section details Net finished section breadth; b=5.5 in; Net finished section depth; d = 12 in Number of sections; N = 1; Alignment of laminations; Horizontal Stress class; 24F-V4 DF/DF Member details Service condition; Dry Length of bearing; Lb=4 in Load duration; Ten years Bearing perpendicular to grain-c1.3.10.2 Adjusted compression; Fc_perp'=650 lb/in2; Applied compression; fc_perp= 199 lb/in2 PASS-Design compressive stress exceeds applied compressive stress at bearing Strength in bending-c1.3.3.1 Design bending stress; Fb'= 2380 lb/in2; Actual bending stress; fb= 2313 lb/in2 PASS-Design bending stress exceeds actual bending stress Strength in shear parallel to grain-c1.3.4.1 Design shear stress; F, = 265 lb/in2; Actual shear stress; fv=99 Ib/int PASS-Design shear stress exceeds actual shear stress Project Job Ref. 4 NISHKIAN DEAN CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 Thirsty Lion Patio 31680 Section Sheet no./rev. Nishkian Dean 1022 SW Salmon Street Suite 300 Structural Calculations 5 Portland,OR 97205 Calc.by Date Chk'd by Date App'd by Date MS 9/15/2017 PERIMETER GIRDER 2 Girder span,; L=21.33 ft Tributary width,; Trib=20.25 ft/2 = 10.13 ft Dead load,; DL= 12.00 psf Snow load,; SL=25.00 psf Design moment,; MX=(DL+3 psf+ SL)x Trib x L2/8= 23032.80 lb_ft Design shear,; F=R= (DL+3 psf+SL)x Trib x L/2=4319.33 lb STRUCTURAL GLUED LAMINATED TIMBER(GLULAM) BEAM DESIGN(NDS) In accordance with the ANSI/AF&PA NDS-2012 using the ASD method TEDDS calculation version 1.7.02 Analysis results Design moment in major axis; MX=23033 Ib_ft Design shear; F=4319 lb Maximum reaction; R=4319 lb Glulam section details Net finished section breadth; b=5.5 in; Net finished section depth; d = 12 in Number of sections; N = 1; Alignment of laminations; Horizontal Stress class; 24F-V4 DF/DF Member details Service condition; Dry Length of bearing; Lb=4 in Load duration; Ten years Bearing perpendicular to grain-c1.3.10.2 Adjusted compression; Fc_perp'=650 lb/in2; Applied compression; fc_perp= 196 lb/in2 PASS-Design compressive stress exceeds applied compressive stress at bearing Strength in bending-c1.3.3.1 Design bending stress; Fe=2380 lb/in2; Actual bending stress; fb= 2094 lb/in2 PASS-Design bending stress exceeds actual bending stress Strength in shear parallel to grain-c1.3.4.1 Design shear stress; Fv.= 265 lb/in2; Actual shear stress; f„=98 lb/in2 PASS-Design shear stress exceeds actual shear stress Project. Job Ref. NISHKIAN DEANThirsty Lion Patio 31680 CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 Section Sheet no./rev. Nishkian Dean 1022 SW Salmon Street Suite 300 Structural Calculations 6 Portland,OR 97205 Calc.by Date Chk'd by Date App'd by Date MS 9/15/2017 PERIMETER GIRDER 3 Girder span,; L=22.42 ft Tributary width varies,; Trib=23.25 ft/2 = 11.63 ft Dead load,; DL= 12.00 psf Snow load,; SL= 25.00 psf Triangular load,; W=(DL+3 psf+SL)x(Trib)x L/2=5212.65 lb Design moment,; MX=2 x W x L/(9 x-V(3))= 14994.12 lb_ft Design shear,; F=R=2/3 x W=3475.10 lb STRUCTURAL GLUED LAMINATED TIMBER(GLULAM) BEAM DESIGN(NDS) In accordance with the ANSI/AF&PA NDS-2012 using the ASD method TEDDS calculation version 1.7.02 Analysis results Design moment in major axis; MX= 14994 Ib_ft Design shear; F=3475 lb Maximum reaction; R=3475 lb Glulam section details Net finished section breadth; b=5.5 in; Net finished section depth; d = 12 in Number of sections; N = 1; Alignment of laminations; Horizontal Stress class; 24F-V4 DF/DF Member details Service condition; Dry Length of bearing; Lb=4 in Load duration; Ten years Bearing perpendicular to grain -c1.3.10.2 Adjusted compression; Fc_perp=650 lb/in2; Applied compression; fc_perp= 158 lb/in2 PASS-Design compressive stress exceeds applied compressive stress at bearing Strength in bending-c1.3.3.1 Design bending stress; Fb'=2380 lb/in2; Actual bending stress; fb= 1363 lb/in2 PASS-Design bending stress exceeds actual bending stress Strength in shear parallel to grain-c1.3.4.1 Design shear stress; Fv'=265 lb/in2; Actual shear stress; fv=79 lb/in2 PASS-Design shear stress exceeds actual shear stress Project Job Ref. NISHKIAN DEAN • CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 Thirsty Lion Patio 31680 Section Sheet no./rev. Nishkian Dean 1022 SW Salmon Street Suite 300 Structural Calculations 7 Portland,OR 97205 Calc.by Date Chk'd by Date App'd by Date MS 9/15/2017 PERIMETER GIRDER 4 Girder span,; L=23.25 ft Tributary width varies,; Trib= 18.83 ft/2=9.41 ft Dead load,; DL= 12.00 psf Snow load,; SL=25.00 psf Triangular load,; W=(DL+3 psf+SL)x(Trib)x L/2=4377.98 lb Design moment,; Mx=2 x W x L/(9 x I(3))= 13059.40 lb_ft Design shear,; F= R=2/3 x W=2918.65 lb STRUCTURAL GLUED LAMINATED TIMBER(GLULAM)BEAM DESIGN (NDS) In accordance with the ANSI/AF&PA NDS-2012 using the ASD method TEDDS calculation version 1.7.02 Analysis results Design moment in major axis; MX= 13059 lb_ft Design shear; F=2919 lb Maximum reaction; R=2919 lb Glulam section details Net finished section breadth; b=5_5 in; Net finished section depth; d = 12 in Number of sections; N = 1; Alignment of laminations; Horizontal Stress class; 24F-V4 DF/DF Member details Service condition; Length of bearing; Lb=4 in Load duration; Ten years Bearing perpendicular to grain-c1.3.10.2 Adjusted compression; Fc_perp'=650 lb/in2; Applied compression; fc_perp= 133 lb/in2 PASS-Design compressive stress exceeds applied compressive stress at bearing Strength in bending-c1.3.3.1 Design bending stress; Fb'=2380 lb/in2; Actual bending stress; fb= 1187 lb/in2 PASS-Design bending stress exceeds actual bending stress Strength in shear parallel to grain-c1.3.4.1 Design shear stress; F, =265 lb/in2; Actual shear stress; f„=66 lb/in2 PASS-Design shear stress exceeds actual shear stress Project Job Ref. NI $ HKIAN DEAN CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 Thirsty Lion Patio 31680 Section Sheet no./rev. Nishkian Dean 1022 SW Salmon Street Suite 300 Structural Calculations 8 Portland,OR 97205 Calc.by Date Chk'd by Date App'd by Date MS 9/15/2017 RIDGE GIRDER Girder span,; L= I((23.25 ft)2+(22.42 ft)2)=32.30 ft Tributary width varies(add both sides),; Trib=(18.83 ft+20.25 ft)/2= 19.54 ft Dead load,; DL= 12.00 psf Snow load,; SL= 25.00 psf Triangular load,; W=(DL+3 psf+SL)x(Trib)x L/2= 12622.41 lb Design moment,; Mx=2 x W x L/(9 x I(3))= 52306.64 lb_ft Design shear,; F= R=2/3 x W=8414.94 lb STRUCTURAL GLUED LAMINATED TIMBER(GLULAM) BEAM DESIGN(NDS) In accordance with the ANSI/AF&PA NDS-2012 using the ASD method TEDDS calculation version 1.7.02 Analysis results Design moment in major axis; MX=52307 lb_ft Design shear; F=8415 lb Maximum reaction; R=8415 lb Glulam section details Net finished section breadth; b=6.75 in; Net finished section depth; d= 18 in Number of sections; N = 1; Alignment of laminations; Horizontal Stress class; 24F-V4 DF/DF Member details Service condition; Dir Length of bearing; Lb=4 in Load duration; Ten years Bearing perpendicular to grain-c1.3.10.2 Adjusted compression; Fc_perP=650 lb/in2; Applied compression; fc_perp=312 lb/in2 PASS-Design compressive stress exceeds applied compressive stress at bearing Strength in bending-c1.3.3.1 Design bending stress; Fb=2112 lb/in2; Actual bending stress; fb= 1722 lb/in2 PASS-Design bending stress exceeds actual bending stress Strength in shear parallel to grain-c1.3.4.1 Design shear stress; F,;=265 lb/in2; Actual shear stress; f„= 104 lb/in2 PASS-Design shear stress exceeds actual shear stress Project Job Ref. NISHKIAN DEAN • CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 Thirsty Lion Patio 31680 Section Sheet no./rev. Nishkian Dean 1022 SW Salmon Street Suite 300 Structural Calculations 9 Portland,OR 97205 Calc.by Date Chk'd by Date App'd by Date MS 9/15/2017 EXISTING HEADER AT RIDGE GIRDER Dead load,; DL= 12.00 psf Snow load,; SL= 25.00 psf Existing beam span,; Le=21.5 ft Existing beam tributary,; Tribe=6.5 ft Girder span,; L9=1i((23.25 ft)2+(22.42 ft)2)=32.30 ft Tributary width varies(add both sides),; Trib= (18.83 ft+20.25 ft)/2= 19.54 ft Triangular load,; W=(DL+3 psf+SL)x(Trib)x Lg/2= 12622.41 lb Ridge beam reaction at header,; V=2/3 x W=8414.94 lb Existing beam reaction at header,; Ve= Le x Tribe x(DL+3 psf+SL)=5590.00 lb Header span,; L=7.66 ft Design moment,; MX=(V+Ve)x L/4=26819.46 lb_ft Design shear,; F= R=(V+Ve)/2=7002.47 lb STRUCTURAL WOOD MEMBER DESIGNSTRUCTURAL WOOD BEAM DESIGN(NDS) In accordance with the ANSI/AF&PA NDS-2012 using the ASD method TEDDS calculation version 1.7.02 Analysis results Design moment in major axis; MX=26819 lb_ft Design shear; F= 7002 lb Maximum reaction; R=7002 lb I c•1 I C � IVII III I I F4-4.5"- 14-4"_o{ Sawn lumber section details Nominal breadth of sections; boom= 2 in Dressed breadth of sections; b= 1.5 in Nominal depth of sections; doom= 12 in Dressed depth of sections; d = 11.25 in Number of sections in member; N =3 Overall breadth of member; bb=N x b=4_5 in Species,grade and size classification; Douglas Fir-Larch, No.1 &Btr grade, 2"&wider Bending parallel to grain; Fb= 1200 lb/in2 Tension parallel to grain; Ft=800 lb/in2 Compression parallel to grain; Fc= 1550 lb/in2 Compression perpendicular to grain; Fc_perp=625 lb/in2 Project Job Ref. NISHKIAN DEAN • CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 Thirsty Lion Patio 31680 Section Sheet no./rev. Nishkian Dean Structural Calculations 10 1022 SW Salmon Street Suite 300 Portland,OR 97205 Calc.by Date Chk'd by Date App'd by Date MS 9/15/2017 Shear parallel to grain; F9= 180 lb/in2 Modulus of elasticity; E= 1800000 lb/in2 Modulus of elasticity, stability calculations; Emin=660000 lb/in2 Mean shear modulus; Gdef= E/16= 112500 lb/in2 Member details Service condition; Length of bearing; Lb=4 in Load duration; Ten years Section properties Cross sectional area of member; A= N x b x d =50.62 in2 Section modulus; Sx=N x b x d2/6=94.92 in3 Sy=d x(N x b)2/6=37.97 in3 Second moment of area; lX= N x b x d3/12=533.94 in4 ly=d x(N x b)3/12=85.43 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= 1.00 Size factor for tension-Table 4A; CFt= 1.00 Size factor for compression-Table 4A; CFC= 1.00 Flat use factor-Table 4A; Cfu= 1.20 Incising factor for modulus of elasticity-Table 4.3.8 CiE= 1.00 Incising factor for bending, shear,tension&compression-Table 4.3.8 Ci= 1.00 Incising factor for perpendicular compression-Table 4.3.8 Cic_perp= 1.00 Repetitive member factor-c1.4.3.9; Cr= 1.15 Bearing area factor-c1.3.10.4; Cb= 1.00 Depth-to-breadth ratio; dnom/(N x bnom)=2.00 -Beam is fully restrained Beam stability factor-c1.3.3.3; CL= 1.00 Bearing perpendicular to grain-cI.3.10.2 Design compression perpendicular to grain; Fc_perp'=Fc_perp x Ct x Ci x Cb=625 lb/in2 Applied compression stress perpendicular to grain; fc_perp= R/(N x b x Lb)=389 lb/in2 fc_perp/Fc_perP=0.622 PASS-Design compressive stress exceeds applied compressive stress at bearing Strength in bending-c1.3.3.1 Design bending stress; Fb'= Fb x CD x Ct x CL X CFb x Ci x Cr= 1380 lb/in2 Actual bending stress; fb=MX/SX=3391 lb/in2 fb/Fb=2.457 Project Job Ref. IU NISHKIAN DEAN • CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 Thirsty Lion Patio 31680 Section Sheet no./rev. Nishkian Dean Structural Calculations 11 1022 SW Salmon Street Suite 300 Portland,OR 97205 Calc.by Date Chk'd by Date App'd by Date MS 9/15/2017 FAIL-Design bending stress is less than actual bending stress Strength in shear parallel to grain-c1.3.4.1 Design shear stress; F,;=F„x CD x Ct x C;= 180 lb/in2 Actual shear stress-eq.3.4-2; f„=3 x F/(2 x A)= 207 lb/in2 f„/F = 1.153 FAIL-Design shear stress is less than actual shear stress • Member fails in flexure, use 5'/x16 glu-lam for replacement header: STRUCTURAL WOOD MEMBER DESIGNSTRUCTURAL WOOD MEMBER DESIGNSTRUCTURAL WOOD MEMBER DESIGNSTRUCTURAL GLUED LAMINATED TIMBER(GLULAM)BEAM DESIGN (NDS) In accordance with the ANSI/AF&PA NDS-2012 using the ASD method TEDDS calculation version 1.7.02 Analysis results Design moment in major axis; Mx=26819 lb_ft Design shear; F=7002 lb Maximum reaction; R=7002 lb \ / \ // ► Glulam section details Net finished breadth of sections; b=5_5 in Net finished depth of sections; d = 15 in Number of sections in member; N = 1 Overall breadth of member; bb= N x b=5.5 in Alignment of laminations; Horizontal Stress class; 24F-V4 SP/SP Tension parallel to grain; Ft=975,lb/in2 Compression parallel to grain; Fc= 1350 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= 1650 lb/in2 Compression perpendicular to grain; Fc_perp=740 lb/in2 Shear parallel to grain; F = 210 lb/in2 Modulus of elasticity; E= 1700000 lb/in2 Modulus of elasticity, stability calculations; Emin=900000 lb/in2 Mean shear modulus; Gdef= E/16= 106250 lb/in2 Project Job Ref. NISHKIAN DEAN CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 Thirsty Lion Patio 31680 Section Sheet no./rev. Nishkian Dean Structural Calculations 12 1022 SW Salmon Street Suite 300 Portland,OR 97205 Calc.by Date Chk'd by Date App'd by Date MS 9/15/2017 Bending about Y-Y axis properties(loaded parallel to wide faces of laminations): Bending; Fby= 1350 lb/in2 Modulus of elasticity; stability calculations; Eymin=790000 lb/in2 Member details Service condition; Dr1C Length of bearing; Lb=4 in Load duration; Ten years Section properties Cross sectional area of member; A= N x b x d=82.50 in2 Section modulus; SX= N x b x d2/6= 206.25 in3 Sy=d x(N x b)2/6=75.62 in3 Second moment of area; lX= N x b x d3/12= 1546.88 in4 ly=d x(N x b)3/12=207.97 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= 1.07 Bearing area factor-c1.3.10.4; Cb= 1.00 Length of beam between points of zero moment; Lo=9.667 ft For Southern Pine; x=20 Volume factor-eq.5.3-1; Cv=min((21 ft/Lo)v"x(12 in/d)'/X x(5.125 in/ 1)= 1.00 Depth-to-breadth ratio; d/(N x b)=2.73 -Beam is fully restrained Beam stability factor-c1.3.3.3; CL= 1.00 Bearing perpendicular to grain-c1.3.10.2 Design compression perpendicular to grain; Fc_perp'=Fc_perp X Ct X Cb=740 lb/in2 Applied compression stress perpendicular to grain; fc_perp= R/(N x b x Lb)=318 lb/in2 fc_perp/Fc_perp=0.430 PASS-Design compressive stress exceeds applied compressive stress at bearing Strength in bending-c1.3.3.1 Design bending stress; Fb= Fbx_pos x CD x Ct x min(CL, Cv)x Cc= 2400 lb/in2 Actual bending stress; fb= MX/SX= 1560 lb/in2 fb/FI;=0.650 PASS-Design bending stress exceeds actual bending stress Strength in shear parallel to grain-c1.3.4.1 Design shear stress; F, = Fv x CD x Ct=210 lb/in2 Actual shear stress-eq.3.4-2; fv=3 x F/(2 x A)= 127 lb/in2 fv/Fv'=0.606 PASS-Design shear stress exceeds actual shear stress Project Job Ref. 0> NISHKIAN DEAN CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 Thirsty Lion Patio 31680 Section Sheet no./rev. Nishkian Dean 1022 SW Salmon Street Suite 300 Structural Calculations 13 Portland,OR 97205 Calc.by Date Chk'd by Date App'd by Date MS 9/15/2017 EXISTING HEADER AT WEST WINDOWS Dead load,; DL= 12.00 psf Snow load,; SL= 25.00 psf Existing beam span,; Le=23.25 ft Existing beam tributary,; Tribe=8 ft New framing span,; Lnew=20.625 ft Tributary width,; Trib=4 ft New beam reaction at header,; V=Trib x Lnew x(DL+3 psf+SL)=3300.00 lb Existing beam reaction at header,; Ve= Le x Tribe x(DL+3 psf+SL)=7440.00 lb Header length,; L=6.16 ft Design moment,; MX=VxL/4+Vex(L-2ft)x2ft/L = 15130.83 lb_ft Design shear,; F=V/2+Vex2ft/L=4065.58lb STRUCTURAL WOOD MEMBER DESIGNSTRUCTURAL WOOD BEAM DESIGN(NDS) In accordance with the ANSI/AF&PA NDS-2012 using the ASD method TEDDS calculation version 1.7.02 Analysis results Design moment in major axis; Mx= 15131 lb ft Design shear; F=4066 lb T t c I N y j \\,/.117 1 4.5"►I Sawn lumber section details Nominal breadth; bnom=2 in; Dressed breadth; b= 1_5 in Nominal depth; dnom= 12 in; Dressed depth; d = 11.25 in Number of sections; N =3; Breadth of member; bb=4_5 in Lumber grading; No.1 &Btr Douglas Fir-Larch Member details Service condition; Qy Load duration; Ten years Strength in bending-c1.3.3.1 Design bending stress; Fe= 1380 lb/in2; Actual bending stress; fb= 1913 lb/in2 FAIL-Design bending stress is less than actual bending stress Strength in shear parallel to grain-c1.3.4.1 Design shear stress; Fv'= 180 lb/in2; Actual shear stress; fv= 120 lb/in2 Project Job Ref. NISHKIAN DEAN • CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 Thirsty Lion Patio 31680 Section Sheet no./rev. Nishkian Dean • 1022 SW Salmon Street Suite 300 Structural Calculations 14 Portland,OR 97205 Calc.by Date Chk'd by Date App'd by Date MS 9/15/2017 PASS-Design shear stress exceeds actual shear stress Member fails in flexure, use 5%x12 glu-lam for replacement header: STRUCTURAL WOOD MEMBER DESIGNSTRUCTURAL GLUED LAMINATED TIMBER(GLULAM)BEAM DESIGN (NDS) In accordance with the ANSI/AF&PA NDS-2012 using the ASD method TEDDS calculation version 1.7.02 Analysis results Design moment in major axis; MX= 15131 Ib_ft Design shear; F=4066 lb (V \ Glulam section details Net finished section breadth; b=5_5 in; Net finished section depth; d = 12 in Number of sections; N = 1; Alignment of laminations; Horizontal Stress class; 24F-V4 SP/SP Member details Service condition; Dry Load duration; Ten years Strength in bending-c1.3.3.1 Design bending stress; Fb=2392 lb/in2; Actual bending stress; fb= 1376 lb/in2 PASS-Design bending stress exceeds actual bending stress Strength in shear parallel to grain-c1.3.4.1 Design shear stress; F, =210 lb/in2; Actual shear stress; fv=92 lb/in2 PASS-Design shear stress exceeds actual shear stress Project Job Ref. c> NISHKIAN DEANThirsty Lion Patio 31680 CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 Section Sheet no./rev. Nishkian Dean Structural Calculations 15 1022 SW Salmon Street Suite 300 Portland,OR 97205 Calc.by Date Chk'd by Date App'd by Date MS 9/15/2017 EXISTING HEADER AT SOUTH WALL Dead load,; DL= 12.00 psf Snow load,; SL=25.00 psf New framing span,; Lnew= 19.16 ft Tributary width,; Trib=4 ft New beam reaction at header,; V=Trib X Lnew x(DL+3 psf+SL)=3065.60 lb Header length,; L= 11.5 ft Design moment,; MX=2.5 ft x(DL+3 psf+SL)x L2/8+0.5 x V x L = 19280.32 lb_ft Design shear,; F=2.5ftx(DL+3psf+SL)xL/2+ 1.5xV=5173.40lb STRUCTURAL WOOD MEMBER DESIGNSTRUCTURAL WOOD MEMBER DESIGNSTRUCTURAL WOOD MEMBER DESIGNSTRUCTURAL WOOD BEAM DESIGN (NDS) In accordance with the ANSI/AF&PA NDS-2012 using the ASD method TEDDS calculation version 1.7.02 Analysis results Design moment in major axis; MX= 19280 Ib_ft Design shear; F= 5173 lb in 14-4.5" Sawn lumber section details Nominal breadth; boom= 2 in; Dressed breadth; b= 1_5 in Nominal depth; dnom= 12 in; Dressed depth; d= 11.25 in Number of sections; N =3; Breadth of member; bb=4_5 in Lumber grading; No.1 &Btr Douglas Fir-Larch Member details Service condition; Dir Load duration; Ten years Strength in bending-c1.3.3.1 Design bending stress; Fb'= 1380 lb/in2; Actual bending stress; fb= 2437 lb/in2 FAIL-Design bending stress is less than actual bending stress Strength in shear parallel to grain-c1.3.4.1 Design shear stress; F,;= 180 lb/in2; Actual shear stress; f„= 153 lb/in2 PASS-Design shear stress exceeds actual shear stress • Header fails in bending, use 5'/"x 12"glu-lam Project Job Ref. NISHKIAN DEAN CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 Thirsty Lion Patio 31680 Section Sheet no./rev. Nishkian Dean 1022 SW Salmon Street Suite 300 Structural Calculations 16 Portland,OR 97205 Calc.by Date Chk'd by Date App'd by Date MS 9/15/2017 STRUCTURAL WOOD MEMBER DESIGNSTRUCTURAL GLUED LAMINATED TIMBER(GLULAM)BEAM DESIGN(NDS) In accordance with the ANSI/AF&PA NDS-2012 using the ASD method TEDDS calculation version 1.7.02 Analysis results Design moment in major axis; MX= 19280 lb ft Design shear; F=5173 lb Glulam section details Net finished section breadth; b=5_5 in; Net finished section depth; d = 12 in Number of sections; N= 1; Alignment of laminations; Horizontal Stress class; 24F-V4 SP/SP Member details Service condition; Dry Load duration; Ten years Strength in bending-c1.3.3.1 Design bending stress; Fb=2381 lb/in2; Actual bending stress; fb= 1753 lb/in2 PASS-Design bending stress exceeds actual bending stress Strength in shear parallel to grain-c1.3.4.1 Design shear stress; F, = 210 lb/in2; Actual shear stress; f9= 118 lb/in2 PASS-Design shear stress exceeds actual shear stress Project Job Ref. c> NISHKIAN DEAN CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 Thirsty Lion Patio 31680 Section Sheet no./rev. Nishkian Dean 1022 SW Salmon Street Suite 300 Structural Calculations 18 Portland,OR 97205 Calc.by Date Chk'd by Date App'd by Date MS 9/15/2017 Area of existing roof,; Aexisting= 1670 ft2 Area of patio roof,; Apatio= 1390 ftz Building perpendicular wall length,; Lwall= 108.5 ft x 2=217.00 ft Wall tributary height,; hwaii= 14 ft/2+3 ft= 10.00 ft Perpendicular wall weight,; Wwall=Lwall x hwall x 10 psf= 21700.00 lb Dead load to roof,; DL= 12.00 psf Seismic mass(include 3 psf for framing),; W=(Aexisting+Apatio)x(DL+3 psf)+Wwall =67600.00 lb Diaphragm average height,; hn= 14 ft SEISMIC FORCES(ASCE 7-10) Tedds calculation version 3.0.10 Site parameters Site class; D Mapped acceleration parameters(Section 11.4.1) at short period; Ss=0.977 at 1 sec period; Si =0.425 Site coefficient;;;at short period (Table 11.4-1); Fa= 1.109 at 1 sec period (Table 11.4-2); F = 1.575 Spectral response acceleration parameters at short period (Eq. 11.4-1); SMS= Fa X Ss= 1.084 at 1 sec period (Eq. 11.4-2); SMI = Fv x Si =0.669 Design spectral acceleration parameters(Sect 11.4.4) at short period (Eq. 11.4-3); SDs= 2/3 x SMS=0.722 at 1 sec period (Eq. 11.4-4); SD1 =2/3x SM1 =0.446 Seismic design category Risk category(Table 1.5-1); II Seismic design category based on short period response acceleration(Table 11.6-1) D Seismic design category based on 1 sec period response acceleration (Table 11.6-2) D Seismic design category; D Approximate fundamental period Height above base to highest level of building; hn= 14 ft From Table 12.8-2: Structure type; All other systems Building period parameter Ct; Ct=0.02 Building period parameter x; x=0.75 Approximate fundamental period (Eq 12.8-7); Ta=Ct X(hn)x x 1 sec/(1ft)x=0.145 sec Building fundamental period (Sect 12.8.2); T=Ta=0.145 sec Project Job Ref. NISHKIAN DEAN CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 Thirsty Lion Patio 31680 Section Sheet no./rev. Nishkian Dean 1022 SW Salmon Street Suite 300 Structural Calculations 19 Portland,OR 97205 Calc.by Date Chk'd by Date App'd by Date MS 9/15/2017 Long-period transition period; TL= 12 sec Seismic response coefficient Seismic force-resisting system(Table 12.2-1); A. Bearing_Wall_Systems 15. Light-frame(wood)walls sheathed with wood structural panels Response modification factor(Table 12.2-1); R=6.5 Seismic importance factor(Table 1.5-2); Ie= 1.000 Seismic response coefficient(Sect 12.8.1.1) Calculated (Eq 12.8-2); Cs_caic=SDs/(R/Ie)=0.1111 Maximum (Eq 12.8-3); Cs_max=SDI I(T x(R/le))=0.4743 Minimum (Eq 12.8-5); Cs_m�n=max(0.044 X SDS X le,0.01)=0.0318 Seismic response coefficient; Cs=0.1111 Seismic base shear(Sect 12.8.1) Effective seismic weight of the structure; W=67.6 kips Seismic response coefficient; Cs=0.1111 Seismic base shear(Eq 12.8-1); V=Cs x W=7.5 kips Total diaphragm area,; Alia=Apatio+Aexisting=3060.00 ft2 Total diaphragm length,; L= 129.625 ft Distributed N-S load to diaphragm-see following page for dimensions 68'-1"diaphragm width,; v, =68.08 ft x V/Atha=167.16 plf 62'-6"diaphragm width,; v2=62.50 ft x V/Adia=153.46 plf 84'-0"diaphragm width,; v3=84.00 ft x V/Adia=206.25 plf 46'-5"diaphragm width,; va=46.42 ft x V/Adia= 113.98 plf Description Reactions - Consistent _..... Thirsty Lion - roof diaphragm distribution 8,Units 8,Properties X= 0; E= 1600; 1 = 1083.54; Moment Releases }Supports X 0; Disp= 0; X = 25.25; Disp= 0; X =63.875; Disp= 0; i... X 108.125; Disp=0; X= 129.625; Disp= 0; 1 1 1 ? 1 Springs 1691.058 4611.038 7990.625 7656.128 176.789 Point Loads ,-Uniform Loads XStart= 0; XEnd= 21.33; UStart= -167; UEnd= -167; /PLF XStart = 21.33; XEnd= 66.16; UStart = -154; UEnd= -154; /PLF XStart= 66.16; XEnd = 110.42; UStart =-206; UEnd = -206; /PLF XStart= 110.42; XEnd= 129.625; UStart = -114; UEnd=-114; /PLF Reaction at shear walls along gridline E,; VE=7656 lb ASD shear at walls,; VASD=VEX0.61(5.16ftx2)=445.12plf Hold down force required,; T=vaso x hn=6231.63 lb Existing wall construction is 15/32"sheathing with 10d nails @ 4": Wall capacity,; vwaii=920 plf/2=460.00 plf; Existing holddown(Simpson HD7A)capacity,; THD7A=8950 Ib; >T, PASS; Project Job Ref. (> NISHKIAN DEAN CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 Thirsty Lion Patio 31680 Section Sheet no./rev. Nishkian Dean 1022 SW Salmon Street Suite 300 Structural Calculations 20 Portland,OR 97205 Calc.by Date Chk'd by Date App'd by Date MS 9/15/2017 21'-4" 44'-10" 44'-3 1/2" 18'-10" / / / / / li c<Oj (;w CO I 4 r coco # ii � GO I 11 CI S •1 it, II li IE I f' Il I— I ll S � ti, = Iinko ,,, w w... I 0I .„-j.€ 25'-2 3/8" 35'4 3/4" 47'-2 3/4" 21'-5 3/4" / / / / Project Job Ref. NISHKIAN DEAN CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 Thirsty Lion Patio 31680 Section Sheet no./rev. Nishkian Dean 1022 SW Salmon Street Suite 300 Structural Calculations 21 Portland,OR 97205 Calc.by Date Chk'd by Date App'd by Date MS 9/15/2017 EXISTING COLUMN CHECK Assume tributary lateral load at exterior line of patio in N-S direction is resisted by three(3)cantilever wood columns: Lateral load per column,; Vcoi=V/Ada x(9.42 ft x 46.42 ft)/3=357.90 lb Height at top of column,; H = 10.42 ft Load factor for seismic reduction,; LF=6.5/1.5=4.33 ASD moment at each column,; Mx=0.6 x Vcoi x H x LF=9.70 kip_ft Tributary area to column,; Trib= (22.42 ft+21.33 ft)x 20.25 ft/4=221.48 ft2 Maximum dead load reaction at edge column,; P=(DL+3 psf)x Trib=3322.27 lb STRUCTURAL WOOD BEAM DESIGN(NDS) In accordance with the ANSI/AF&PA NDS-2015 using the ASD method TEDDS calculation version 1.7.02 Analysis results Design moment in major axis; Mx=9696 Ib_ft Design axial compression; P=3322 lb Sawn lumber section details Nominal breadth of sections; bnom= 10 in Rough-sawn breadth of sections; b=9.625 in Nominal depth of sections; dnom= 10 in Rough-sawn depth of sections; d =9.625 in Number of sections in member; N = 1 Overall breadth of member; bb= N x b=9.625 in Species,grade and size classification; Western Cedars, No.1 grade, Posts and timbers Bending parallel to grain; Fb=875 lb/in2 Tension parallel to grain; Ft=600 lb/in2 Compression parallel to grain; Fo=800 lb/in2 Compression perpendicular to grain; Fc_perp=425 lb/in2 Shear parallel to grain; F„= 140 lb/in2 Modulus of elasticity; E= 1000000 lb/in2 Modulus of elasticity, stability calculations; Emin=370000 lb/in2 Mean shear modulus; Gdef= E/16=62500 lb/in2 Member details Service condition; Dir C Load duration; Ten minutes Unbraced length in x-axis; Lx= 10.25 ft Effective length factor in x-axis; Kx=2_1 Effective length in x-axis; Lex=Lx x Kx=21.525 ft Unbraced length in y-axis; Ly= 10.25 ft Project Job Ref. NISHKIAN DEAN CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 Thirsty Lion Patio 31680 Section Sheet no./rev. Nishkian Dean 1022 SW Salmon Street Suite 300 Structural Calculations 22 Portland,OR 97205 Calc.by Date Chk'd by Date App'd by Date MS 9/15/2017 Effective length factor in y-axis; Ky=2_1 Effective length in y-axis; Ley=Ly x Ky=21.525 ft Section properties Cross sectional area of member; A= N x b x d=92.64 in2 Section modulus; S,1= N x b x d2/6= 148.61 in3 Sy=d x(N x b)2/6= 148.61 in3 Second moment of area; lX= Nxbxd3/12=715.19in4 ly=d x(N x b)3/12=715.19 in4 Adjustment factors Load duration factor-Table 2.3.2; CD= 1.60 Temperature factor-Table 2.3.3; Ct= 1.00 Size factor for bending-Table 4D; CFb= 1.00 Size factor for tension-Table 4D; Cn= 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= 1.00 Incising factor for bending,shear,tension&compression-Table 4.3.8 Ci= 1.00 Incising factor for perpendicular compression-Table 4.3.8 Cic_perp=1.00 Repetitive member factor-c1.4.3.9; Cr= 1.00 Bearing area factor-c1.3.10.4; Cb= 1.00 Adjusted modulus of elasticity for column stability; Emin'= Emin x CME x Ct x CiE=370000 lb/in2 Reference compression design value; Fc*=Fc x CD x CMC x Ct x CFc x Ci= 1280 lb/in2 Critical buckling design value for compression; FCE=0.822 x Emin'/(Lex/d)2=422 lb/in2 c=0.80 Column stability factor-eq.3.7-1 Cp= (1 +(FcE/Fc*))/(2 x c)-I[((1 +(FcE/Fc*))/(2 x c))2-(FcE/Fc*)/c]=0.30 Depth-to-breadth ratio; dnom/(N x bnom)= 1.00 -Beam is fully restrained Beam stability factor-c1.3.3.3; CL= 1.00 Strength in bending-c1.3.3.1 Design bending stress; Fe= Fb X CD X Ct X CL X CFb x Ci x Cr=1400 lb/in2 Actual bending stress; fb=MX/Sx=783 lb/in2 fb/Fb=0.559 PASS-Design bending stress exceeds actual bending stress Strength in compression parallel to grain-c1.3.6.3 Design compressive stress; Fe'= Fc x CD x Ci x CFC x Ci x Cp=388 lb/in2 Applied compressive stress; fC=P/A=36 lb/in2 fc/Fe'=0.092 PASS-Design compressive stress exceeds applied compressive stress Project Job Ref. c> NISHKIAN DEAN CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 Thirsty Lion Patio 31680 Section Sheet no./rev. Nishkian Dean 1022 SW Salmon Street Suite 300 Structural Calculations 23 Portland,OR 97205 Calc.by Date Chk'd by Date App'd by Date MS 9/15/2017 Bending and axial compression-c1.3.9.2 Critical buckling design value about x-x axis; FcE1 =0.822 X Emin/(Lex/d)2=422 lb/int Bending and compression check-eq.3.9-3; [fc/Fc]2+fb1 /(Fb1'x[1 -(fc/FcE1)])=0.620; < 1 PASS-Combined compressive and bending stresses are within permissible limits Project Job Ref. > NISHKIAN DEAN CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 Thirsty Lion Patio 31680 Section Sheet no./rev. Nishkian Dean 1022 SW Salmon Street Suite 300 Structural Calculations 24 Portland,OR 97205 Calc.by Date Chk'd by Date App'd by Date MS 9/15/2017 EXISTING POST BASE VERIFICATION The existing post base connection uses two 3/16"x 6"x 1'-2"side plates welded to a base plate mounted on a reinforced concrete pier.At a minimum two additional side plates will be required for moment resistance in the perpendicular direction. Design moment at base of column,; MX=9696.19 lb_ft Moment arm between plates,; b=9.625 in + .1875 in=9.81 in Design force required for moment connection,; P=MX/b= 11857.76 lb EXISTING PLATE IN TENSION Yield strength of plate,; Fy=36 ksi Tensile strength of plate,; F.=58 ksi Thickness of existing plate,; tp_e= .1875 in Width of existing plate,; bp_e=6 in Area of gross section,; Ag_e=tp_e x bp_e= 1.12 in2 Safety factor for yielding,; Qty= 1.67 Allowable tensile yielding strength (gross section),; Pny= Fy x Ag_e/Qty= 24251.50 Ib; P„ > , PASS; Safety factor for rupture,; Qtr=2.00 Area of net section,; An_e=tp_e X(bp_e—0.625 in—0.0625 in)= 1.00 in2 [5/8"bolts] Allowable tensile rupture strength (net section),; Pnr= Fu x An_e/Qtr=28886.72 Ib; Pnr>P__ _PASS; EXISTING WELD STRENGTH Length of weld,; L=6 in Weld size(16ths),; D=3 Weld material strength,; FExx=70 ksi Safety Factor for weld,; S2W=2.00 Available weld shear strength,; Rn=0.60 x FExx x 0.707 x(D/16)x 1 in x L x 1.5/Q =25054.31 lb (1.5 factor for transversly-loaded weld); R�>P, PASS; BOLT SHEAR Nominal shear stress,; Fnv=27 ksi Area of bolt,; Ab= (0.625 in)2 x n/4=0.31 in2 Safety factor for bolt shear,; S2v=2.00 Allowable shear strength x 2 bolts,; Rn= Fnv x Ab x 2/52v=8283.50 Ib; RR„<P�FAIL; BOLT BEARING Clear distance between hole and edge of plate,; le=2 in—(0.625 in +0.0625in)/2 = 1.66 in Safety factor for bolt bearing,; Qbrg=2.00 Allowable bearing strength,; Rn= 1.2 x ID x tp_e x Fu/S2brg= 10807.03 Ib; R5<P,FAIL; • Existing bolts are not acceptable for moment connection • Remove existing side plates and replace per the following calculation Project Job Ref. (t> N I S H K I A N DEANThirsty Lion Patio 31680 CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 Section Sheet no./rev. Nishkian Dean Structural Calculations 25 1022 SW Salmon Street Suite 300 Portland,OR 97205 Calc.by Date Chk'd by Date App'd by Date MS 9/15/2017 POST BASE MOMENT CONNECTION The new post base connection uses four 1/4"x 6"x 1'-2"side plates welded to a base plate mounted on a reinforced concrete pier. Design moment at base of column,; MX=9696.19 Ib_ft Moment arm between plates,; b=9.625 in+0.25 in=9.88 in Design force required for moment connection,; P= MX/b= 11782.71 lb PLATE IN TENSION Yield strength of plate,; Fy=36 ksi Tensile strength of plate,; Fu=58 ksi • Thickness of plate,; tp= .25 in Width of plate,; by=6 in Area of gross section,; Ag=tp x by= 1.50 in2 Safety factor for yielding,; Qty= 1.67 Allowable tensile yielding strength (gross section),; Pny= Fy x Ag/Qty=32335.33 lb; P.,,,>P,PASS; Safety factor for rupture,; Qtr=2.00 Area of net section,; An=tp x(bp—1 in—0.0625 in)= 1.23 in2 [assume 1"bolts] Allowable tensile rupture strength (net section),; Pnr= Fu X An/52tr=35796.88 Ib; Pnr>P, PASS; WELD STRENGTH Length of weld,; L=6 in Weld size(16ths),; D=3 Weld material strength,; FExx=70 ksi Safety Factor for weld,; S2W=2.00 Available weld shear strength,; Rn=0.60 x FExx x 0.707 x(D/16)x 1 in x L x 1.5/Qw= 25054.31 lb (1.5 factor for transversly-loaded weld); Rn>P,PASS; BOLT SHEAR Nominal shear stress,; Fnv=27 ksi Area of bolt,; Ab=(1 in)2 x 1t/4=0.79 in2 Safety factor for bolt shear,; 52v=2.00 Allowable shear strength x 2 bolts,; Rn= Fnv x Ab x 2/52v=21205.75 Ib; Rn>P, PASS; BOLT BEARING Clear distance between hole and edge of plate,; lc=2.5 in—(1 in +0.0625in)/2= 1.97 in Safety factor for bolt bearing,; Obrg=2.00 Allowable bearing strength,; Rn= 1.2 x Ic x tp x F„/Qbrg= 17128.13 Ib; Rn>P,PASS; • See calculation on following page for single-shear bolt capacity at 10x10 cedar post fie Project Job Ref. (I> NISHKIAN DEAN CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 Thirsty Lion Patio 31680 Section Sheet no./rev. Nishkian Dean Structural Calculations 26 1022 SW Salmon Street Suite 300 Portland,OR 97205 Calc.by Date Chk'd by Date App'd by Date MS 9/15/2017 Connection Calculator Design Method Allowable Stress Design (ASD) Connection Type Lateral loading sir Fastener Type I Bolt Loading Scenarioll Single Shear-Wood Main Member V Main Member Type] Western Cedars V Main Member ThieknessI 9.5 in. v Main Member Member:Angle of Load to Gram'lo Side Member Type Steel Side Member Thickness 1/4 in. V Side Member:Angie of Load to Grain Fastener Diameter( i in. Load Duration Factor! C_D 1.6 V Wet service Factor c_ot 1.0 Temperature Factors C t = 1.0 V Connection Yield Modes b. 15390 lbs. Is 8700 lbs. TI 6996 lbs. Him 8402 lbs. Ills 1 3947 lbs. IV 5387 lbs. Adjusted ASD Capacity i13947 lbs. 1 • Bolt bending yield strength of 45,000 psi is assumed. • The Adjusted ASD Capacity is only applicable for bolts with adequate end distance, edge distance and spacing per NDS chapter II, • ASTM A36 Steel is assumed for steel side members 1i4 in.thick, and ASTM A653 tirade 33 Steel is assumed for steel side members less than 1/4 in. thick. Total bolts required,; P/3947 lb=2.99;, USE 4 BOLTS