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BLD2020-1292+Structural_Calculations+11.25.2020_10.41.12_AMRECEIVED BLD2020-1292 Dec 04 2020 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT STRUCTURAL CALCULATIONS Mueller Addition 20124 81 st Avenue W Edmonds, WA 98026 CODE: IBC 2015 & ASCE/SEI 7-10 PROJECT NO.: 20-870 DATE: November 5, 2020 D. S. Engineering Consulting Structural Engineers 3121 147th Place SE Mill Creek, WA 98012 T: 425-338-4776 isrW~yKIN11 �G IL S_r� �T (E) RIDGE JP 14I= V.I.F. L4 (E) FRAMING TO REMAIN '27 (N) DO Ot lJH OR BEAM toz • :Pig Im V.I.F. #A 3:12 AML 2.6 MW024- 0.0 1:1016-10 a am in I 114" = 11-01, Description : rafter Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 850 psi E : Modulus of Elasticity Load Combination iBC 2015 Fb - 850 psi Ebend- xx 1300ksi Fc - Pril 1300 psi Eminbend - xx 470 ksi Wood Species : Hem Fir Fc - Perp 405 psi Wood Grade : No.2 Fv 150 psi Ft 525 psi Density 26.84pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase m Span = 6.0 ft Cr L Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0280, S = 0.050 , Tributary Width =1.0 ft 'Maximum Bending Stress Ratio = 0.381: 1 Maximum Shear Stress Ratio = 0.211 : 1 Section used for this span 2x6 Section used for this span 2x6 fb : Actual = 556.96 psi fv : Actual = 36.33 psi 1 FB : Allowable = 1,461.36 psi Fv : Allowable = 172.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.054 in Ratio = 1327 >=240 { Max Upward Transient Deflection 0.000 in Ratio = 0 <240 Max Downward Total Deflection 0.085 in Ratio = 850 >=180 Max Upward Total Deflection a 0.000 in Ratio = 0 <180 MX11N tJr t"15�x�"ell`1 ?tNall Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv F'v +D+H 0.00 0.00 0.00 Length = 6.0 ft 1 0.175 0.097 0.90 1.300 1.00 1.15 1.00 1.00 1.00 0.13 199.93 1143.68 0.07 13.04 +D+L+H 1.300 1.00 1.15 1.00 1.00 1.00 1 0.00 0.00 0.00 Length = 6.0 ft 1 0.157 0.087 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.13 199.93 1270.75 0.07 13.04 +D+Lr+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.126 0.070 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.13 199.93 1588.44 0.07 13.04 +D+S+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.381 0.211 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.35 556.96 1461.36 0.20 36.33 +©+0`.750Lr+0;750L+H . 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.126 0.070 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.13 199.93 1588.44 0.07 13.04 +D+0.750L+0.750S+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.320 0.177 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.29 467.70 1461.36 0.17 30.51 0.00 135.00 0.00 150.00 0.00 187.50 0.00 172.50 0.00 187.50 0.00 172.50 Description : rafter Load Combination Max Stress Ratios Segment Length Span # M V Shear Values C d C FN C i Cr C m C t C L M fb F'b V fv F'v Moment Values Length = 6.0 ft 1 0.098 0.054 1.60 1.300 1.00 1.15 1 R 1.00 1.00 0.13 199.93 2033.20 0.07 13.04 240.00 +D+0.70E+H 1,300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.098 0.054 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.13 199.93 2033.20 0.07 13.04 240.00 +D+0.750L'r+0.750L+0.450W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length = 6.0 ft 1 0.098 0.054 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0,13 199.93 2033.20 0.07 13.04 240.00 +D+a750L+0.750S+0.450W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.230 0.127 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.29 467.70 2033.20 0.17 30.51 240.00 +D+0.750L+0.750S+0,5250E+H 1.300 1.00 1.15 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.230 0.127 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.29 467.70 2033.20 0.17 30.51 240.00 +0.60D+0.60W+0.60H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.059 0.033 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.08 119.96 2033.20 0.04 7.83 240.00 +0.60D+0.70E+0.60H 1.300 1.00 1,15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.059 0.033 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0,08 119.96 2033.20 0.04 7.83 240.00 +u�eral �l€i1il 1t1>Ri .Load Combination San Max " " Defl Location in Span Load Combination Max. °+" Defl Location in Span +D+S+H 1 0.0846 3.022 0.0000 0.000 VB11i� Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.234 0.234 Overall MINimum 0.150 0,150 +D+H 0.084 0.084 +D+L+H 0.084 0.084 +D+Lr+H 0.084 0.084 +D+S+H 0.234 0.234 +D+0.750Lr+0.750L+H 0.084 0.084 +D+0.750L+0.750S+H 0.197 0.197 +D+0.60W+H 0.084 0.084 +D+0.70E+H 0.084 0.084 +D+0.750Lr+0.750L+0.450W+H 0.084 0.084 +D+0.750L+0.750S+0.450W+H 0.197 0.197 +D+0.750L+0.750S+0.5250E+H 0.197 0.197 +0.60D+0.60W+0.60H 0.050 0.050 +0.60D+0.70E+0.60H 0.050 0.050 D Only 0,084 0.084 Lr Only L Only S Only 0.150 0.150 W Only E Only H Only Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 2400 psi E : Modulus of Elasticity Load Combination iBC 2015 Fb - 2400 psi Ebend- xx 1800ksi Fc - Prll 1650 psi Eminbend - xx 950 ksi Wood Species : DF/DF Fc - Perp 650 psi Ebend- yy 1600 ksi Wood Grade : 24F - V8 Fv 265 psi Eminbend - yy ksi Ft 1100 psi Density .850 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional ............................................. ......::....................................... ................................::...........................:..............:..........:................... ................................... ...................... ............... buckling ............ .................................. .................... .......................... . D(O.084) S(0.15) D(0.08 ) S{0.15 .. i 3 Span = 1 Span = 16.50 ft Service loads entered. Lead Factors will be applied for calculations. ::Maximum Bending Stress Ratio = 0.4191 Maximum Shear Stress Ratio = 0.211 :1 Section used for this span 3.5x12 Section used for this span 3.5x12 fb : Actual = 1,155.40 psi fv : Actual = 64.43 psi FIB: Allowable 2,760.00psi Fv : Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 8.388ft Location of maximum on span = 1.750ft Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.271 in Ratio = 731 >=360 Max Upward Transient Deflection -0.089 in Ratio= 470>=360 Max Downward Total Deflection 0.439 in Ratio = 451 >=240 Max Upward Total Deflection -0.144 in Ratio = 290>=240 .................................. ........................................................................................................ ........................................................... ............................................::..........._.._............._................................................................_........................................ armlu��lrf� tresses T. Lco ��Cflflft}Inet#runs _...... . Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Pb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length =1.750 ft 1 0.009 0.103 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.14 20.37 2160.00 0.69 24.68 238.50 Length =16.50 ft 2 0.205 0.103 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.10 442.49 2160.00 0.69 24.68 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.750 ft 1 0.008 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.14 20.37 2400.00 0.69 24.68 265.00 Length =16.50 ft 2 0.184 0.093 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.10 442.49 2400.00 0.69 24.68 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Description : header Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb F'b V fv F'v Length =1.750 ft 1 0.007 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.14 20.37 3000.00 0.69 24.68 331.25 Length =16.50 ft 2 0.147 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.10 442.49 3000.00 0.69 24.68 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.750 ft 1 0.019 0.211 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.37 53.18 2760.00 1.80 64.43 304.75 - Length =16.50 ft 2 0.419 0.211 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.09 1,155.40 2760.00 1.80 64.43 304.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.750 ft 1 0.007 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.14 20.37 3000.00 0.69 24.68 331.25 Length =16.50 ft 2 0.147 0.074 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.10 442.49 3000.00 0.69 24.68 331.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.750 ft 1 0.016 0.179 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.31 44.98 2760.00 1.53 54.49 304.75 Length =16.50 ft 2 0.354 0.179 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.84 977.17 2760.00 1.53 54.49 304.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.750 ft 1 0.005 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.14 20.37 3840.00 0.69 24.68 424.00 Length =16.50 ft 2 0.115 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.10 442.49 3840.00 0.69 24.68 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.750 ft 1 0.005 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.14 20.37 3840.00 0.69 24.68 424.00 Length =16.50 ft 2 0.115 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.10 442.49 3840.00 0.69 24.68 424.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.750 ft 1 0.005 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.14 20.37 3840.00 0.69 24.68 424.00 Length =16.50 ft 2 0.115 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.10 442.49 3840.00 0.69 24.68 424.00 +D+0.750L+0.750S+0.450W+H 1:000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.750 ft 1 0.012 0.129 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.31 44.98 3840.00 1.53 54.49 424.00 Length =16.50 ft 2 0.254 0.129 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.84 977.17 3840.00 1.53 54.49 424.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.750 ft 1 0.012 0.129 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.31 44.98 3840.00 1.53 54.49 424.00 Length =16.50 ft 2 0.254 0.129 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.84 977.17 3840.00 1.53 54.49 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.750 ft 1 0.003 0.035 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.09 12.22 3840.00 0.41 14.81 424.00 Length =16.50 ft 2 0.069 0.035 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.86 265.49 3840.00 0.41 14.81 424.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.750 ft 1 0.003 0.035 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.09 12.22 3840.00 0.41 14.81 424.00 Length =16.50 ft 2 0.069 0.035 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.86 265.49 3840.00 0.41 14.81 424.00 ye -Of Load Combination Span Max. " ° Defl Location in Span Load Combination Max. 'W' Defl Location in Span 1 0.0000 0.000 +D+S+H-0.1443 0.000 +D+S+H 2 O.4387 8.296 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 2.454 1.983 Overall MINimum 1.514 1.224 +D+H 0.940 0.759 +D+L+H 0.940 0.759 +D+Lr+H 0.940 0.759 +D+S+H 2.454 1.983 +D+0.750Lr+0.750L+H 0.940 0.759 +D+0.750L+0.750S+H 2.075 1.677 +D+0.60W+H 0.940 0.759 +D+0.70E+H 0.940 0.759 +D+0.750Lr+0.750L+0.450W+H 0.940 0.759 +D+0.750L+0.750S+0.450W+H 2.075 1.677 +D+0.750L+0.750S+0.5250E+H 2.075 1.677 +0.60D+0.60W+0.60H 0.564 0.456 +0.60D+0.70E+0.60H 0.564 0.456 D Only 0.940 0.759 Lr Only L Only S Only 1.514 1.224 W Only Description : header Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination iBC 2015 Fb - Fc - Prll Wood Species : Douglas Fir - Larch Fc - Perp Wood Grade ; No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Span '= 6.5G ft 875 psi E : Modulus of Elasticity 875 psi Ebend- xx 1300 ksi 600 psi Eminbend - xx 470ksi 625 psi 170 psi 425 psi Density 31.21 pcf ............................................................- .............................................................................................................................. Uniform Load: D = 0.060, S = 0.075r, Tributary Wider 1-0 ff Point Load D 0.940, S 1.514 k@ 3 250 ft ;Maximum Bending Stress Ratio = 0.6781 Maximum Shear Stress Ratio = 0.229 :1 Section used for this span 6xl0 Section used for this span 6x10 fb : Actual _ 681.85psi fv : Actual = 44.79 psi FB : Allowable = 1,006.25 psi Fv : Allowable = 195.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.250ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.035 in Ratio = 203>=360 Max Upward Transient Deflection 0.000 in Ratio = 9 <360 Max Downward Total Deflection 0.058 in Ratio = 1334 >=240 Max Upward Total Deflection i 0.000 in Ratio 0 <240 MXtlf#MrNlllll++ tre$$.+r. �atd C0Mt1111t1011$ Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Pb V N F'v +D+H 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.340 0.116 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.84 267.53 787.50 0.62 17.74 153.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.306 0.104 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.84 267.53 875.00 0.62 17.74 170.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.245 0.083 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.84 267.53 1093.75 0.62 17.74 212.50 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.678 0.229 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.70 681.85 1006.25 1.56 44.79 195.50 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.245 0.083 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.84 267.53 1093.75 0.62 17.74 212.50 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Description : header Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b _ V fv F'v Length = 6.50 ft 1 0.575 0.195 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.99 578.27 1006.25 1.32 38.03 195.50 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.191 0.065 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.84 267.53 1400.00 0.62 17.74 272.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.191 0.065 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.84 267.53 1400.00 0.62 17.74 272.00 +D+0,750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.191 0.065 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.84 267.53 1400.00 0.62 17.74 272.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.413 0.140 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.99 578.27 1400.00 1.32 38.03 272.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.413 0.140 _ 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.99 578.27 1400.00 1.32 38.03 272.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.115 0.039 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.11 160.52 1400.00 0.37 10.65 272.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.115 0.039 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.11 160.52 1400.00 0.37 10.65 272.00 i rt lr� l 1 11 b"bcti n Load Combination Span Max. "-" Defl Location in Span Load Combination Max. 'W' Defl Location in Span +D+S+H 1 0.0584 3.274 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.666 1.666 Overall MINimum 1.001 1.001 +D+H 0.665 0.665 +D+L+H 0.665 0.665 +D+Lr+H 0.665 0.665 +D+S+H 1.666 1.666 +D+0.750Lr+0.750L+H 0.665 0.665 +D+0.750L+0.750S+H 1.416 1.416 +D+0.60W+H 0.665 0.665 +D+0.70E+H 0.665 0.665 +D+0.750Lr+0.750LA.450W+H 0.665 0.665 +D+0.750L+0.750S+0.450W+H 1.416 1.416 +D+0.750L+0.750S+0.5250E+H 1.416 1.416 +0.60D+0.60W+0.60H 0.399 0.399 +0.60D+0.70E+0.60H 0.399 0.399 D Only 0.665 0.665 Lr Only L Only S Only 1.001 1.001 W Only E Only H Only Description : beam Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 900 psi E : Modulus of Elasticity Load Combination iBC 2015 Fb - 900 psi Ebend- xx 1600 ksi Fc - Prll 1350 psi Eminbend - xx 580 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625 psi Wood Grade : No.2 Fv 180 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling Ft 575 psi Density 31.21 pcf Repetitive Member Stress Increase Span = 10.0 ft Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.050, S = 0.05D, Tributary Width =1.0 ft Point Load : D = 0.7590, S =1.224 k @ 5.50 ft, (from ridge beam <R2> 3.5"xl 12" GLB) Maximum Bending Stress Ratio = 0.761: 1 Maximum Shear Stress Ratio = 0,276 : 1 Section used for this span 4x12 Section used for this span 4x12 fb :Actual = 996.84psi fv : Actual = 57.12 psi FB :Allowable = 1,309.28 psi Fv : Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 5.511 ft Location of maximum on span = 9.088 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.083 in Ratio = 1449 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.141 in Ratio = 853 >=180 Max Upward Total Deflection i 0.000 in Ratio = 0 <180 Maximum Farces Stress fair L d Comb►inati0r>Is __..._.__.....__...._._._._._...__.._____............_.._....._. _.__....__.____...._._.w....___.__..._._...___....___......._..__..__.----- __..___._.._.... Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i C r C m C t C L M fb Fb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.395 0.146 0.90 1.100 1.00 1.15 1.00 1.00 1.00 2.49 405.12 1024.65 0.62 23.69 162.00 +D+L+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.356 0.132 1.00 1.100 1.00 1.15 1.00 1.00 1.00 2.49 405.12 1138.50 0.62 23.69 180.00 +D+Lr+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.285 0.105 1.25 1.100 1.00 1.15 1.00 1.00 1.00 2.49 405.12 1423.13 0.62 23.69 225.00 +D+S+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.761 0.276 1.15 1.100 1.00 1.15 1.00 1.00 1.00 6.13 996.84 1309.28 1.50 57.12 207.00 +D+0.750Lr+0.750L+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.285 0.105 1.25 1.100 1.00 1.15 1.00 1.00 1.00 2.49 405.12 1423.13 0.62 23.69 225.00 Description : beam Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L Moment Values M fb F'b Shear Values V fv F'v +D+0.750L+0.750S+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.648 0.236 1.15 1.100 1.00 1.15 1.00 1.00 1.00 5.22 848.91 1309.28 1.28 48.76 207.00 +D+0.60W+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.222 0.082 1.60 1.100 1.00 1.15 1.00 1.00 1.00 2.49 405.12 1821.60 0.62 23.69 288.00 +D+0.70E+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.222 0.082 1.60 1.100 1.00 1.15 1.00 1.00 1.00 2.49 405.12 1821.60 0.62 23.69 288.00 +D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.222 0.082 1.60 1.100 1.00 1.15 1.00 1.00 1.00 2.49 405.12 1821.60 0.62 23.69 288.00 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.466 0.169 1.60 1.100 1.00 1.15 1.00 1.00 1.00 5.22 848.91 1821.60 1.28 48.76 288.00 +D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.466 0.169 1.60 1.100 1.00 1.15 1.00 1.00 1.00 5.22 848.91 1821.60 1.28 48.76 288.00 +0.60D+0.60W+0.60H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.133 0.049 1.60 1.100 1.00 1.15 1.00 1.00 1.00 1.50 243.07 1821.60 0.37 14.21 288.00 +0.60D+0.70E+0.60H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.133 0.049 1.60 1.100 1.00 1.15 1.00 1.00 1.00 1.50 243.07 1821.60 0.37 14.21 288.00 C)Verm. MaKlimulrn Ci�:flectir�t7s Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 0.1406 5.146 0.0000 0.000 d!lReafC�t15 Support notation :Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.392 1.591 Overall MINimum 0.801 0.923 +D+H 0.592 0.667 +D+L+H 0.592 0.667 +D+Lr+H 0.592 0.667 +D+S+H 1.392 1.591 +D+0.750Lr+0.750L+H 0.592 0.667 +D+0.750L+0.750S+H 1.192 1.360 +D+0.60W+H 0.592 0.667 +D+0.70E+H 0.592 0.667 +D+0.750Lr+0.750L+0.450W+H 0.592 0.667 +D+0.750L+0.750S+0.450W+H 1.192 1.360 +D+0.750L+0.750S+0.5250E+H 1.192 1.360 +0.60D+0.60W+0.60H 0.355 0.400 +0.60D+0.70E+0.60H 0.355 0.400 D Only 0.592 0.667 Lr Only L Only S Only 0.801 0.923 W Only E Only H Only Calculations per ND82O15.IBC 2O15.CBC 2818.A8CE7-10 Load Combination Set: IBC 2O15 Material Properties ` Allowable Stress Design Fb+ 850 psi E:MxduluoofElamticty'- Load Combination J9C2O15 Fb- 850psi Ebond xx` ' Fo-PrIl 1300psi Eminbend-xx 470ksi Wood Species Hem Fir ' Ft Perp 405 psi'. _ Wood Grade No.2 Fv 150psi Ft 525psi Density 28.84mcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling Service loads entered, Load Factors will be applied for calculations. �LiA . . ....... ............... . .................................. . ......... . . . ........................................... ...... . . ............. . . . ........ * ............ * ............ * * ................... *,*-* .......... * ....... . ........ Uniform Load: D=0.000 G=0.12SO. Tributary Width=1.0 ft IMaximurn Bending Stress Ratio 0.5081 Maximum Shear Stress Ratio Section used for this span 2-2x6 Section used for this span 2-2x6 45.12 psi FB: Allowable Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 2.750ft Location of maximum on span Span # where maximum occurs Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.048 in Ratio 1378 >=360 Max Upward Transient Deflection Max Downward Total Deflection 0.082 in Ratio 801 >=240 Max Upward Total Deflection 0.000 in Ratio 0 <240 Load Combination Max Stress Ratios Moment Values Shear Values Description : header - --- Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C, Shear Values M fb F'b V fv , F'v Moment Values Length = 5.50 ft 1 0.153 0.079 1.60 1.300 1.00 - 1.00 -- 1.00 -- 1.00 -- 1.00 0.34 270.00 ,, v. 1768.00 W.Ww 0.21 V.vv 18.89 V.VV 240.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.153 0.079 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.34 270.00 1768.00 0.21 18.89 240.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.153 0.079 1.60 1,300 1.00 1.00 1.00 1.00 1.00 0.34 270.00 1768.00 0.21 18.89 240.00 +0+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length = 5.50 ft 1 0.312 0.161 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.69 551.25 1768.00 0.42 38.56 240.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.312 0.161 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.69 551.25 1768.00 0.42 38.56 240.00 +0,60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.092 0.047 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.20 162.00 1768.00 0.12 ' 11.33 240.00 +0.60D+0.70E+0.60H -1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.092 0.047 1.60 1,300 1.00 1.00 1.00 1.00 1.00 0.20 162.00 1768.00 0.12 11.33 240.00 tri+ril iV1aclilt�Um �GCi#3>1 Load Combination Span Max. "" Defl Location in Span Load Combination Max. 'W' Defl Location in Span +D+S+H 1 0.0823 2.770 0.0000 0.000 �/QM"i1C� Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.591 0.591 Overall MINimum 0.344 0.344 +D+H 0.248 0.248 +D+L+H 0.248 0.248 +D+Lr+H 0.248 0,248 +D+S+H 0.591 0.591 +D+0.750Lr+0.750L+H 0.248 0.248 +D+0.750L+0.750S+H 0.505 0.505 +D+0.60W+H 0.248 0.248 +D+0.70E+H 0.248 0.248 +D+0.750Lr+0.750L+0.450W+H 0.248 0.248 +D+0.750L+0.750S+0.450W+H 0.505 0.505 +D+0.750L+0.750S+0.5250E+H 0.505 0.505 +0.60D+0.60W+0.60H 0.149 0.149 +0.60D+0.70E+0.60H 0.149 0.149 D Only 0,248 0.248 Lr Only L Only S Only 0.344 0.344 W Only E Only H Only Description header Gt�IJ�;� �EIER��E Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 850 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 850 psi Ebend- xx 1300 ksi Fc - Prll 1300 psi Eminbend - xx 470 ksi Wood Species : Hem Fir Fc - Perp 405 psi Wood Grade : No-2 Fv 150 psi Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling :........:........................ ............... ...................... ...................... ................ ..................................... ........:.............................. ............................................ .................................... ................................................................. i 525 psi ................ ...................................... Density 26.84 pcf ................................ .:............................ .......:...:.........:.............:.......................... Span; = 4.5+0'ft -° Uniform Load D = 0.070, S = 0.10 , Tributary Width =1.0 ft Service loads entered. Load Factors will be applied for calculations. !Maximum Bending Stress Ratio _ 0.5751 Maximum Shear Stress Ratio Section used for this span 2-2x4 Section used for this span fb :Actual = 843.06 psi fv `. Actual FB :Allowable = 1,466.25 psi Fv : Allowable Load Combination +D+S+H Load Combination Location of maximum on span _ 2.250ft Location of maximum on span ' Span # where maximum occurs = Span # 1 Span #where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.067 in Ratio = 810 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.113 in Ratio = 476>=240 Max Upward Total Deflection 0A00 in Ratio = 0 <240 = 0.277 :1 2-2x4 = 47.86 psi 172.50psi +D+S+H 4.221 ft = Span # 1 ..................................................................................................................................................................................................................................................................................................................................................................................................................... MIx�r1r>�Ic�molr�lres;es far l.ldmllrlriatior>ls Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv F'v +D+f{ Length = 4.50 ft 1 0.303 0.146 0.90 1.500 1.00 1.00 1.00 1.00 1.00 0.18 +D+L+H 1.500 1.00 1.00 1.00 1.00 1.00 Length = 4.50 ft 1 0.272 0.131 1.00 1.500 1.00 1.00 1.00 1.00 1.00 0.18 +D+Lr+H 1.500 1.00 1.00 1.00 1.00 1.00 Length = 4.50 ft 1 0.218 0.105 1.25 1.500 1.00 1.00 1.00 1.00 1.00 0.18 +D+S+H 1.500 1.00 1.00 1.00 1.00 1.00 Length = 4.50 ft 1 0.575 0.277 1.15 1.500 1.00 1.00 1.00 1.00 1.00 0.43 +D+0.750Lr+0.750L+H 1.500 1.00 1.00 1.00 1.00 1.00 Length = 4.50 ft 1 0.218 0.105 1.25 1.500 1.00 1.00 1.00 1.00 1.00 0.18 +D+0.750L+0.750S+H 1.500 1.00 1.00 1.00 1.00 1.00 Length = 4.50 ft 1 0.490 0.237 1.15 1.500 1.00 1.00 1.00 1.00 1.00 0.37 0.00 0.00 0.00 0.00 347.14 1147.50 0.14 19.71 135.00 0.00 0.00 0.00 0.00 347.14 1275.00 0.14 19.71 150.00 0.00 0.00 0.00 0.00 347.14 1593.75 0.14 19.71 187.50 0.00 0.00 0.00 0.00 843.06 1466.25 0.34 47.86 172.50 0.00 0.00 0.00 0.00 347.14 1593.75 0.14 19.71 187.50 0.00 0.00 0.00 0.00 719.08 1466.25 0.29 40.82 172.50 Description : header Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C F/V C i C r C m C t C L M fb F'b V fv F'v +D+0.60W+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.170 0.082 1.60 1.500 1.00 1,00 1.00 1.00 1.00 0.18 347.14 2040.00 0.14 19.71 240.00 +D+0.70E+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.170 0.082 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.18 347.14 2040.00 0.14 19.71 240.00 +D+0.750Lr+0.750L+0.450W+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.170 0.082 1.60 1,500 1.00 1.00 1.00 1.00 1.00 0,18 347.14 2040.00 0.14 19.71 240.00 +D+0.750L+0.750S+0.450W+H 1.500 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.352 0.170 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.37 719.08 2040.00 0.29 40.82 240.00 +D+0.750L+0.750S+0.5250E+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.352 0.170 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.37 719.08 2040.00 0.29 40.82 240.00 +0.60D+0.60W+0.60H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.102 0.049 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.11 208.29 2040.00 0.08 11.82 240.00 +0.60D+0.70E+0.60H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.102 0.049 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.11 208.29 2040.00 0.08 11.82 240.00 Y1r � i� IYN`t1 1iMN �4' C1CI iN� Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 0.1132 2.266 0.0000 0.000 9N" N "I R#1gIfC9f1 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.383 0.383 Overall MINimum 0.225 0.225 +D+H 0.158 0,158 +D+L+H 0.158 0.158 +D+Lr+H 0.158 0.158 +D+S+H 0.383 0.383 +D+0.750Lr+0.750L+H 0.158 0.158 +D+0.750L+0.750S+H 0.326 0,326 +D+0.60W+H 0.158 0.158 +D+0.70E+H 0.158 0.158 +D+0.750Lr+0.750L+0.450W+H 0.158 0.158 +D+0.750L+0.750S+0.450W+H 0.326 0,326 +D+0.750L+0.750S+0.5250E+H 0.326 0.326 +0.60D+0.60W+0.60H 0.095 0.095 +0.60D+0.70E+0.60H 0.095 0.095 D Only 0.158 0.158 Lr Only L Only S Only 0.225 0,225 W Only E Only H Only I� im UPPER FLOOR FRAMING Description : joist C'�I� REFER'�MG;�S Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 900 psi E : Modulus of Elasticity Load Combination iBC 2015 Fb - 900 psi Ebend- xx 1600ksi Fc - Prll 1350 psi Eminbend - xx 580 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase Uniform Load D = 0.0160, L = 0.05330 , Tributary Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection D(O.016) Q0.0533j �S .................................................,...........,............ ......... ................... Service loads entered. Load Factors will be applied for calculations. dth =1.0 ft r 0.8421 Maximum Shear Stress Ratio 0.274 : 1 2x8 Section used for this span 2x8 1,046.17 psi fv : Actual = 49.35 psi 1,242.00 psi Fv : Allowable = 180.00 psi +D+L+H Load Combination +D+L+H 5.750ft Location of maximum on span = 0.000 ft Span # 1 Span # where maximum occurs _ Span # 1 0.277 in Ratio = 498 >=360 0.000 in Ratio = 0 <360 0.360 in Ratio = 383 >=240 0.000 in Ratio = 0 <240 Mir>rllurr� Fcr+Ces & stresses for Loatl warnbilrations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i C r C m Cat C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length =11.50 ft 1 0.216 0.070 0.90 1.200 1.00 1.15 1.00 1.00 1.00 0.26 241.54 1117.80 0.08 11.39 162.00 +D+L+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.50 ft 1 0.842 0.274 1.00 1.200 1.00 1.15 1.00 1.00 1.00 1.15 1,046.17 1242.00 0.36 49.35 180.00 +D+Lr+H 1.200 1.00 1.15 1.00 1.00 1:00 0.00 0.00 0.00 0.00 Length =11.50 ft 1 0.156 0.051 1.25 1.200 1.00 1.15 1.00 1.00 1.00 0.26 241.54 a,1552.50 0.08 11.39 225.00 +D+S+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.50 ft 1 0.169 0.055 1.15 1.200 1.00 ' 1.15 1.00 1.00 1.00 0.26 241.54 1428.30 0.08 11.39 207.00 +D+0.750Lr+0.750L+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.50 ft 1 0.544 0.177 1.25 1.200 1.00 1.15 1.00 1.00 1.00 0.93 845.02 1552.50 0.29 39.86 225.00 +D+0.750L+0.750S+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.50 ft 1 0.592 0.193 1.15 1.200 1.00 1.15 1.00 1.00 1.00 0.93 845.02 1428.30 0.29 39.86 207.00 �a Description : joist Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv +D+0.60W+H 1.200 1.00 1.15 1,00 1.00 1.00 0.00 0.00 0.00 F'v 0.00 Length =11,50 ft 1 0.122 0.040 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.26 241.54 1987.20 0.08 11.39 288.00 +D+070E+H 1.200 1.00 1.15 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.50 ft 1 0.122 0.040 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.26 241.54 1987.20 0.08 11.39 288.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.50 ft 1 0.425 0.138 1.60 1,200 1.00 1.15 1.00 1.00 1.00 0.93 845.02 1987.20 0.29 39.86 288.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 .1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.50 ft 1 0.425 0.138 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.93 845.02 1987.20 0.29 39.86 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.50 ft 1 +0.60D+0.60W+0.60H 0.425 0.138 1,60 1.200 1.00 1.15 1.00 1.00 1.00 0.93 845.02 1987.20 0.29 39.86 288.00 Length =11.50 ft 1 0.073 0.024 1.60 1.200 1.200 1.00 1.00 1.15 1.15 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 +0.60D+0.70E+0.60H 1.200 1.00 1.15 1.00 1.00 1.00 0.16 144.92 1987.20 0.05 6.84 288.00 Length =11.50 ft 1 0,073 0.024 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.16 144.92 0.00 1987.20 0.00 0.05 0.00 6.84 0.00 288.00 %0 N�fNaxrrri�iiim ©efNetNcn� Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H 1 0.3599 5,792 0.0000 0.000 '1�>r1aN N+cI1N7 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.398 0.398 Overall MINimum 0.306 0.306 +D+H 0.092 0.092 +D+L+H 0.398 0,398 +D+Lr+H 0.092 0.092 +D+S+H 0.092 0.092 +D+0.750Lr+0.750L+H 0.322 0.322 +D+0.750L+0.750S+H 0.322 0.322 +D+0.60W+H 0.092 0.092 +D+0.70E+H 0.092 0.092 +D+0.750Lr+0.750L+0.450W+H 0.322 0.322 +D+0.750L+0.750S+0.450W+H 0.322 0.322 +D+0.750L+0.750S+0.5250E+H 0.322 0.322 +0.60D+0.60W+0.60H 0,055 0.055 +0.60D+0.70E+0.60H 0.055 0.055 D Only 0.092 0.092 Lr Only L Only 0.306 0.306 S Only W Only E Only H Only Description : header ((2)) o. - RE EI El f ES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 850 psi E : Modulus of Elasticity Load Combination IBC 2015 Fb - 850 psi Ebend- xx 1300 ksi Fc - Prll 1300 psi Eminbend - xx 470 ksi Wood Species ; Hem Fir Fc - Perp 405 psi Wood Grade : No.2 Fv 150 psi Ft 525 psi Density 26.84 pcf Beam Bracing ; Beam is Fully Braced against lateral -torsional buckling ............................................................................................................................................................................................................................................................................................................................................ D(0..248) a,S(O..344) W( . 4 ) :E(0.272) I I s / -& l tiry� / f 16.L : `1 Span = 5.60 ft pp�iied iLo ds _ ROW Service loads entered. Load Factors will be applied for calculations. .............. Load for Span Number 1 Uniform Load: D = 0.�160, L = 0.0270, S = 0.1130 k/ft, Extent = 0.0 -->> 1.750 ft, Tributary Width =1.0 ft Point Load : D = 0.2480, S = 0,3440, W = 0.6450, E = 0.2720 k @ 1.750 ft, (load from (R5) header & shear wall) �---- r Uniform Load D = 0.0620, L = 0.0270 k/ft, 4jent =1.750 --» 5.50 ft, Tributary Width =1.0 ft LESfENLlll'lllll1�'„�,.,. .'!.. "'y4i.rt.R.r!',,,� ,Maximum Bending Stress Rati = 2 1 Maxi um S�iear Stress Ratio = .38 :1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb : Actual = 867.23psi fv : Actual 66.28 psi FB : Allowable = 1,270.75psi Fv : Allowable = 172.50 psi 3 Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 1.746ft Location of maximum on span = 0.000 ft Span # where maximum occurs = i Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.060 in Ratio = 1000 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.118 in Ratio = 557 >=180 Max Upward Total Deflection i 0.000 in Ratio = 0 <180 lNllxir»'umt�r &Stresses+r Laadon$ omiainlti Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i C r C m C t C L M fb Fb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 5,50 ft 1 0.451 0.255 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.57 448.73 994.50 0.38 34.38 135.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.470 0.267 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.65 519.37 1105.00 0.44 40.04 150.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.325 0,183 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.57 448.73 1381.25 0.38 34.38 187.50 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0,682 0.384 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.09 867.23 1270.75 0.73 66.28 172.50 IN Description : header ((2)) Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L Moment Values M fb F'b Shear Values V fv F'v TUTV.IJVLITU.IUUL-rn I.JVU I.UV I.UU I.UU Wu I= u.uu u.uu u.uu u.uu Length = 5.50 ft 1 0.363 0.206 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.63 501.71 1381.25 0.42 38.63 187.50 +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.642 0.363 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.03 815.23 1270.75 0.69 62.55 172.50 +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.460 0.243 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.03 814.16 1768.00 0.64 58.36 240.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.355 0.192 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.79 628.44 1768.00 0.51 46.18 240.00 +D+0,750Lr+0.75OL+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.439 0.236 1,60 1.300 1.00 1.00 1.00 1.00 1.00 0.98 775.42 1768.00 0.62 56.62 240.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.616 0.336 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.37 1,089.42 1768.00 0.89 80.54 240.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.537 0.298 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.20 950.13 1768.00 0.79 71.40 240.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.359 0.186 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.80 634.73 1768.00 0.49 44.61 240.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.254 0.135 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.57 449.01 1768.00 0.36 32.43 240.00 QVE:rat M aXNItltl C 11A Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S+0.450W+H 1 0.1185 2.549 0.0000 0.000 '� -d ..... Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.988 0.521 Overall MINimum 0.185 0.087 +D+H 0.434 0.267 +D+L+H 0.508 0.341 +D+Lr+H 0.434 0.267 +D+S+H 0.835 0.408 +D+0.750Lr+0.750L+H 0.489 0.323 +D+0.750L+0.750S+H 0.790 0.429 +D+0.60W+H 0.698 0.390 +D+0.70E+H 0.564 0.328 +D+0.750Lr+0.750L+0.450W+H 0.687 0.415 +D+0.750L+0.750S+0.450W+H 0.988 0.521 +D+0.750L+0.750S+0.5250E+H 0.887 0.474 +0.60D+0.60W+0.60H 0.524 0.283 +0.60D+0.70E+0.60H 0.390 0.221 D Only 0.434 0.267 Lr Only L Only 0.074 0.074 S Only 0.401 0.141 W Only 0.440 0.205 E Only 0.185 0.087 H Only r Description : header Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 850 psi E : Modulus of Elasticity Load Combination iBC 2015 Fb - 850 psi Ebend- xx 1300ksi Fc - Prll 1300 psi Eminbend - xx 470 ksi Wood Species ; Hem Fir Fc - Perp 405 psi Wood Grade : No.2 Fv 150 psi Ft 525 psi Density 26.84 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling i ,..* .` d.�� +1' Y4 Span = 3.50 ft> Service loads entered. Load Factors will be/sqQ&ed for calculations. Uniform Load: D = 0.060, L = 0.180 , Tributary Width =1.0 ft f► �Ti Point Load : D = 0.240, L = 0.80 k @ 1.0 ft Maximum Bending Stress Ratio = 0.748 1 Maximum hear Stress Ratio 0.640 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb : Actual = 826.53 psi fv : Actual = 95.96 psi FB : Allowable = 1,105.00 psi Fv : Allowable = 150.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.009ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.029 in Ratio = 1447 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.038 in Ratio = 1102 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Max.11tlr uml F+or+ aR&I stresses 0 L0 1 CQrnbinatln Load Combination Segment Length Span # Max Stress Ratios M V C d C FN C i C r C m C t C L Moment Values M fb Fb V Shear Values fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.196 0.168 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.25 195.34 994.50 0.25 22.69 135.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.748 0.640 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.04 826.53 1105.00 1.06 95.96 150.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.141 0.121 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.25 195.34 1381.25 0.25 22.69 187.50 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.154 0.132 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.25 195.34 1270.75 0.25 22.69 172.50 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.484 0.414 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.84 668.74 1381.25 0.85 77.64 187.50 +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Description : header Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L Moment Values M fb F'b Shear Values V fv F'v Length = 3.50 ft 1 0.526 0.450 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.84 668.74 1270.75 0.85 77.64 172.50 +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.110 0.095 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.25 195.34 1768.00 0.25 22.69 240.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.110 0.095 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.25 195.34 1768.00 0.25 22.69 240.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 1 0.378 0.324 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.84 668.74 1768.00 0.85 77.64 240.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.378 0.324 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.84 668.74 1768.00 0.85 77.64 240.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.378 0.324 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.84 668.74 1768.00 0.85 77.64 240.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.066 0.057 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.15 117.20 1768.00 0.15 13.61 240.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.066 0.057 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.15 117.20 1768.00 0.15 13.61 240.00 tuer ti Mimuran Qeflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. 'W' Defl Location in Span +D+L+H 1 0.0381 1.648 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.163 0.717 Overall MINimum 0.886 0.544 +D+H 0.276 0.174 +D+L+H 1.163 0.717 +D+Lr+H 0.276 0.174 +D+S+H 0.276 0.174 +D+0.750Lr+0.750L+H 0.941 0.581 +D+0.750L+0.750S+H 0.941 0.581 +D+0.60W+H 0.276 0.174 +D+0.70E+H 0.276 0.174 +D+0.750Lr+0.750L+0.450W+H 0.941 0.581 +D+0.750L+0.750S+0.450W+H 0.941 0.581 +D+0.750L+0.750S+0.5250E+H 0.941 0.581 +0.60D+0.60W+0.60H 0.166 0.104 +0.60D+0.70E+0.60H 0.166 0.104 D Only 0.276 0.174 Lr Only L Only 0.886 0.544 S Only W Only E Only H Only Description : (e) header Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties / Analysis Method: Allowable Stress Design Fb + 900 psi E ; Modulus of Elasticity Load Combination iBC 2015 Fb - 900 psi Ebend- xx 1600ksi Fc - Prll 1350 psi Eminbend - xx 580 ksi Wood Species ; Douglas Fir - Larch Fc - Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling Span=''3.50 ft. 1�ppl Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.130, L = 0.05330, S = 0.10 , Tributary Width = 1.0 ft L ES( 11f S ..- - 4 IMaximum Bending Stress Ratio = _._ ....� 0.473 1 Maximu Shear Stress Ratio = 0.248 : 1 Section used for this span 2-2x4 Section used for this span 2-2x4 fb : Actual = 734.93psi fv : Actual = 51.41 psi FIB: Allowable = 1,552.50psi Fv : Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 1.750ft Location of maximum on span = 3.219 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 l Maximum Deflection Max Downward Transient Deflection 0.020 in Ratio = 2120 >=360 3 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.049 in Ratio = 865 >=180 ! Max Upward Total Deflection 0.000 in Ratio = 0 <180 l M lit�Mulm ! l r+ es a�'� 1"eS i S tI;1" L.o CorB }lllll+r tiolrt.� i Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Pv +D+H 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.321 0.168 0.90 1.500 1.00 1.00 1.00 1.00 1.00 0.20 390.00 1215.00 0.19 27.28 162.00 +D+L+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.407 0.214 1.00 1.500 1.00 1.00 1.00 1.00 1.00 0.28 549.90 1350.00 0.27 38.47 180.00 +D+Lr+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.231 0.121 1.25 1.500 1.00 1.00 1.00 1.00 1.00 0.20 390.00 1687.50 0.19 27.28 225.00 +D+S+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.444 0.233 1.15 1.500 1.00 1.00 1.00 1.00 1.00 0.35 690.00 1552.50 0.34 48.27 207.00 +D+0.750Lr+0.750L+H 1.500 1.00 1.00 1.00 1.00 1.00 HO 0.00 0.00 0.00 Length = 3.50 ft 1 0.302 0.159 1.25 1.500 1.00 1.00 1.00 1.00 1.00 0.26 509.93 1687.50 0.25 35.67 225.00 +D+0.750L+0.750S+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.473 0.248 1.15 1.500 1.00 1.00 1.00 1,00 1.00 0.38 734.93 1552.50 0.36 51.41 207.00 al Description : (e) header Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L Moment Values M fb F'b Shear Values V fv F'v tv*v.UUvvtn I.DUU I.UU I.UU 1.UU WU WU U.UU U.UU U.UU U.UU Length = 3.50 ft 1 0.181 0.095 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.20 390.00 2160.00 0.19 27.28 288.00 +D+0.70E+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.181 0.095 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.20 390.00 2160.00 0.19 27.28 288.00 +D+0.750Lr+0.750L+0.450W+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.236 0.124 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.26 509.93 2160.00 0.25 35.67 288.00 +D+0.750L+0.750S+0.450W+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.340 0.179 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.38 734.93 2160.00 0.36 51.41 288.00 +D+0.750L+0.750S+0.5250E+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.340 0.179 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.38 734.93 2160.00 0.36 51.41 288.00 +0.60D+0.60W+0.60H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.108 0.057 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.12 234.00 2160.00 0.11 16.37 288.00 +0.60D+0.70E+0.60H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.108 0.057 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.12 234.00 2160.00 0.11 16.37 288.00 C�V+IrN`�I;� I�iaX��'t�t�N'lr1 d4fN�G#It�N1� Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0485 1.763 0.0000 0.000 Support notation :Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.429 0.429 Overall MINimum 0.175 0.175 +D+H 0.228 0.228 +D+L+H 0.321 0.321 +D+Lr+H 0.228 0.228 +D+S+H 0.403 0.403 +D+0.750Lr+0.750L+H 0.297 0.297 +D+0.750L+0.750S+H 0.429 0.429 +D+0.60W+H 0.228 0.228 +D+0.70E+H 0.228 0.228 +D+0.750Lr+0.750L+0.450W+H 0.297 0.297 +D+0.750L+0.750S+0.450W+H 0.429 0.429 +D+0.750L+0.750S+0.5250E+H 0.429 0.429 +0.60D+0.60W+0.60H 0.137 0.137 +0.60D+0.70E+0.60H 0.137 0.137 D Only 0.228 0.228 Lr Only L Only 0.093 0.093 S Only 0.175 0.175 W Only E Only H Only Description : (e)header Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 900 psi E : Modulus of Elasticity Load Combination f BC 2015 Fb - 900 psi Ebend- xx 1600 ksi Fc - Prll 1350 psi Eminbend - xx 580 ksi Wood Species ; Douglas Fir - Larch Fc - Perp 625 psi Wood Grade ; No.2 Fv 180 psi Ft 575 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling ........................................................................................................................................................................................................................................................................................................................................................................ i i (i .6 i 00 (1) ) . . I 0 kKC'i5tt�' t�o�C`077 vice loads entered. Load Factors will be applied for calculations. Uniform Load D = 0.170, L = 0.260, S = 0.0630 , Tributary Width `1.t Point Load : D = 0.6650, S =1.001 k @ 1.0 ft, (from header <R3> 6x10) ;Maximum Bending Stress Ratio = 0.295 1 Maximum Shear Stress Ratio = 0.318 : 1 Section used for this span 4x10 Section used for this span 4x10 fb : Actual = 366.81 psi fv : Actual 65.75 psi FIB: Allowable = 1,242.00psi Fv : Allowable = 207.00 psi Load Combination +D+0,750L+0.750S+H Load Combination +D+S+H Location of maximum on span = 1.009ft Location of maximum on span = 0.000ft Span #where maximum occurs = Span # 1 Span #where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.004 in Ratio = 10957 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.008 in Ratio = 5015 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 i M_ F ►r es �trr mbinations Load Combination Segment Length Span # Max Stress Ratios M V C d C FN C i Cr C m C t C L Moment Values M fb Fb V Shear Values fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.170 0.184 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.69 165.15 972.00 0.64 29.75 162.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.230 0.231 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.03 248.34 1080.00 0.90 41.60 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.122 0.132 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.69 165.15 1350.00 0.64 29.75 225.00 +D+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.286 0.318 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.48 355.47 1242.00 1.42 65.75 207.00 +D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.168 0.172 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.94 226.21 1350.00 0.83 38.64 225.00 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 E=N Description : (e) header Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L Moment Values M fb F'b Shear Values V fv F'v Length = 3.50 ft 1 0.295 0.317 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.53 366.81 1242.00 1.42 65.64 207.00 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.096 0.103 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.69 165.15 1728.00 0.64 29.75 288.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.096 0.103 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.69 165.15 1728.00 0.64 29.75 288.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.131 0.134 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.94 226.21 1728.00 0.83 38.64 288.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.212 0.228 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.53 366.81 1728.00 1.42 65.64 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.212 0.228 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.53 366.81 1728.00 1.42 65.64 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.057 0.062 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.41 99.09 1728.00 0.39 17.85 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.057 0.062 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.41 99.09 1728.00 0.39 17.85 288.00 era.E M, ultll 0 fl#ian� w Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0084 1.648 0.0000 0.000 � Support notation :Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.733 1.126 Overall MINimum 0.825 0.396 +D+H 0.773 0.488 +D+L+H 1.228 0.943 +D+Lr+H 0.773 0.488 +D+S+H 1.598 0.884 +D+0.750Lr+0.750L+H 1.114 0.829 +D+0.750L+0.750S+H 1.733 1.126 +D+0.60W+H 0.773 0.488 +D+0.70E+H 0.773 0.488 +D+0,750Lr+0.750L+0.450W+H 1.114 0.829 +D+0.750L+0.750S+0.450W+H 1.733 1.126 +D+0.750L+0.750S+0.5250E+H 1.733 1.126 +0.60D+0.60W+0.60H 0.464 0.293 +0.60D+0.70E+0.60H 0.464 0.293 D Only 0.773 0.488 Lr Only L Only 0.455 0.455 S Only 0.825 0.396 W Only E Only H Only Description : joist (deck) Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 850 psi E : Modulus of Elasticity Load Combination :IBC 2015 Fb - 850 psi Ebend- xx 1300 ksi Fc - Prll 1300 psi Eminbend - xx 470 ksi Wood Species ; Hem Fir Fc - Perp 405 psi Wood Grade ; No.2 Fv 150 psi Ft 525 psi Density 26.84 pcf Beam Bracing : Completely Unbraced Repetitive Member Stress Increase Span = 4.0 ft Span 1.50 ft ......_..................... ...._.........._......_..........................._............_......_..................... ............_...................................:............. ...._....................._............._.............._..._...................... M.._..-...._..._.........__.._..... "Q Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 i( JC R Uniform Load : D = 0.01330, L = 0.080, Tributary Width =1.0 ft Load for Span Number 2 Uniform Load : D = 0.01330, L = 0.080 , Tributary Width =1.0 ft Point Load : D = 0.020 k @ 1,50 ft, Maximum Bending Stress Ratio = 0.1771 Maximum Shear Stress Ratio = O217 : 1 Section used for this span 2x6 Section used for this span 2x6 fb : Actual = 214.16 psi fv : Actual = 32.48 psi FB : Allowable = 1,210.88 psi Fv : Allowable = 150.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.000ft Location of maximum on span = 3.553 ft Span # where maximum occurs = Span # 1 Span # where maximum oc,sSpan # 1 Maximum Deflection Max Downward Transient Deflection 0.011 in Ratio = L-T 4187 >=360"• Max Upward Transient Deflection Max Downward Total Deflection -0.006 in Ratio = 0.011 in Ratio = 6288 >=360 4174>=180 ®�� Max Upward Total Deflection -0.002 in Ratio = 22998 >=180 Maximum F�►l� es i tr a + a.frt r Lc ad.C.Om �inatiQns Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.065 0.046 0.90 1.300 1.00 1.15 1.00 1.00 0.96 0.04 71.35 1098.54 0.03 6.17 135.00 Length =1.50 ft 2 0.063 0.046 0.90 1.300 1.00 1.15 1.00 1.00 0.99 0.04 71.35 1131.11 0.03 6.17 135.00 +D+L+H 1.300 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.177 0.217 1.00 1.300 1.00 1.15 1.00 1.00 0.95 0.13 214.16 1210.88 0.18 32.48 150.00 Length =1.50 ft 2 0.171 0.217 1.00 1.300 1.00 1.15 1.00 1.00 0.99 0.13 214.16 1254.90 0.12 32.48 150.00 +D+Lr+H 1.300 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Description : joist (deck) Load Combination Segment Length Max Stress Ratios Moment Values Span # M V C d C FN C i Cr C m C t C L M fb _ Shear Values F'b V fv F'v Length = 4.0 ft 1 0.048 0.033 1.25 1.300 1.00 1.15 1.00 1.00 0.93 0.04 71.35 1475.13 0.03 6.17 187.50 Length =1.50 ft 2 0.046 0.033 1.25 1.300 1.00 1.15 1.00 1.00 0.98 0.04 71.35 1562.25 0.03 6.17 187.50 +D+S+H 1.300 1.00 1.15 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.052 0.036 1.15 1.300 1.00 1.15 1.00 1.00 0.94 0.04 71.35 1372.70 0.03 6.17 172.50 Length =1.50 ft 2 0.050 0.036 1.15 1.300 1.00 1.15 1.00 1.00 0.99 0.04 71.35 1439.69 0.03 6.17 172.50 +D+0.750Lr+0.750L+H 1.300 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.121 0.138 1.25 1.300 1.00 1.15 1.00 1.00 0.93 0.11 178.45 1475.13 0.14 25.81 187.50 Length =1.50 ft 2 0.114 0.138 1.25 1.300 1.00 1.15 1.00 1.00 0.98 0.11 178.45 1562.25 0.10 25.81 187.50 +D+0.750L+0.750S+H 1.300 1.00 1.15 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.130 0.150 1.15 1.300 1.00 1.15 1.00 1.00 0.94 0.11 178.45 1372.70 0.14 25.81 172.50 Length =1.50 ft 2 0.124 0.150 1.15 1.300 1.00 1.15 1.00 1.00 0.99 0.11 178.45 1439.69 0.10 25.81 172.50 +D+0.60W+H 1.300 1.00 1.15 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.040 0.026 1.60 1.300 1.00 1.15 1.00 1.00 0.88 0.04 71.35 1786.96 0.03 6.17 240.00 Length =1.50 ft 2 0.036 0.026 1.60 1.300 1.00 1.15 1.00 1.00 0.98 0.04 71.35 1986.61 0.03 6.17 240.00 +D+0.70E+H 1.300 1.00 1.15 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.040 0.026 1.60 1.300 1.00 1.15 1.00 1.00 0.88 0.04 71.35 1786.96 0.03 6.17 240.00 Length =1.50 ft 2 0.036 0.026 1.60 1.300 1.00 1.15 1.00 1.00 0.98 0.04 71.35 1986.61 0.03 6.17 240.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.15 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.100 0.108 1.60 1.300 1.00 1.15 1.00 1.00 0.88 0.11 178.45 1786.96 0.14 25.81 240.00 Length =1.50 ft 2 0.090 0.108 1.60 1.300 1.00 1.15 1.00 1.00 0.98 0.11 178.45 1986.61 0.10 25.81 240.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.15 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.100 0.108 1.60 1.300 1.00 1.15 1.00 1.00 0.88 0.11 178.45 1786.96 0.14 25.81 .240.00 Length =1.50 ft 2 0.090 0.108 1.60 1.300 1.00 1.15 1.00 1.00 0.98 0.11 178.45 1986.61 0.10 25.81 240.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.15 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.100 0.108 1.60 1.300 1.00 1.15 1.00 1.00 0.88 0.11 178.45 1786.96 0.14 25.81 240.00 Length =1.50 ft 2 0.090 0.108 1.60 1.300 1.00 1.15 1.00 1.00 0.98 0.11 178.45 1986.61 0.10 25.81 240.00 +0.60D+0.60W+0.60H 1.300 1.00 1.15 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.024 0.015 1.60 1.300 1.00 1.15 1.00 1.00 0.88 0.03 42.81 1786.96 0.02 3.70 240.00 Length =1.50 ft 2 0.022 0.015 1.60 1.300 1.00 1.15 1.00 1.00 0.98 0.03 42.81 1986.61 0.02 3.70 240.00 +0.60D+0.70E+0.60H 1.300 1.00 1.15 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.024 0.015 1.60 1.300 1.00 1.15 1.00 1.00 0.88 0.03 42.81 1786.96 0.02 3.70 240.00 Length =1.50 ft 2 0.022 0.015 1.60 1.300 1.00 1.15 1.00 1.00 0.98 0.03 42.81 1986.61 0.02 3.70 240.00 C�Verall !lir>nulln tfl+ #i►l Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H 1 0.0115 1.832 0.0000 0.000 2 0.0000 1.832 L Only -0.0057 1.500 aU4'CEIf115 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.153 0.380 Overall MINimum 0.138 0.303 +D+H 0.015 0.078 +D+L+H 0.153 0.380 +D+Lr+H 0.015 0.078 +D+S+H 0.015 0.078 +D+0.750Lr+0.750L+H 0.118 0.305 +D+0.750L+0.750S+H 0.118 0.305 +D+0.60W+H 0.015 0.078 +D+0.70E+H 0.015 0.078 +D+0.750Lr+0.750L+0.450W+H 0.118 0.305 +D+0.750L+0.750S+0.450W+H 0.118 0.305 . +D+0.750L+0.750S+0.5250E+H 0.118 0.305 +0.60D+0.60W+0.60H 0.009 0.047 +0.60D+0.70E+0.60H 0.009 0.047 D Only 0.015 0.078 Lr Only L Only 0.138 0.303 S Only W Only Description : beam D R Cl ODEE Ell Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 900 psi E : Modulus of Elasticity Load Combination i BC 2015 Fb - 900 psi Ebend- xx 1600 ksi Fc - Prll 1350 psi Eminbend - xx 580 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 31.21 pcf Beam Bracing : Completely Unbraced Span =6.0ft Beam self weight calculWand added t4&ads Uniform Load : D = 0.0450, L = 0.210 , Tributary Width = 1.0 ft L3ES'�U';Ill _ Maximum Bending Stress Ratio = ; Section used for this span fb : Actual = i a++H FB : Allowable = 1, Load Combination Location of maximum on span = 3.000ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.079 in Ratio = Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.098 in Ratio = Max Upward Total Deflection 0.000 in Ratio = ............ i........__..........._..___-..._.......__..__........._.__......._._._ ---------- ..._-------- _._.._... vice loads entered. Load Factors will be applied for calculations. �( - ximum Shear Stress Ratio = 0.287 : 1 Section used for this span 4x6 fv : Actual = 51.74 psi Fv : Allowable = 180.00 psi Load Combination +D+L+H Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 907 >=360 0 <360 735 >=180 0 <180 Mxir>rllulEn FIrce& Stresn fir Lc+� carr�bilati+�ns Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Pb V N Pv +D+H 0.00 Length = 6.0 ft 1 0.144 0.061 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.22 150.48 1047.79 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 Length = 6.0 ft 1 0.682 0.287 1.00 1.300 1.00 1.00 1.00 1.00 0.99 1.17 793.12 1163.50 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 0.99 0.00 Length = 6.0 ft 1 0.104 0.044 1.25 1.300 1.00 1.00 1.00 1.00 0.99 0.22 150.48 1452.09 +D+S+H 1.300 1.00 1.00 1.00 1.00 0.99 0.00 Length = 6.0 ft 1 0.113 0.047 1.15 1.300 1.00 1.00 1.00 1.00 0.99 0.22 150.48 1336.78 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 0.99 0.00 Length = 6.0 ft 1 0.436 0.183 1.25 1.300 1.00 1.00 1.00 1.00 0.99 0.93 632.46 1452.09 +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 0.13 9.82 162.00 0.00 0.00 0.00 0.66 51.74 180.00 0.00 0.00 0.00 0.13 9.82 225.00 0.00 0.00 0.00 0.13 9.82 207.00 0.00 0.00 0.00 0.53 41.26 225.00 0.00 0.00 0.00 Description ; beam Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L Moment Values M fb F'b Shear Values V fv F'v Length = 6.0 ft 1 0.473 0.199 1.15 1.300 1.00 1.00 1.00 1.00 0.99 0.93 632.46 1336.78 0.53 41.26 207.00 +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.081 0.034 1.60 1.300 1.00 1.00 1.00 1.00 0.99 0.22 150.48 1854.32 0.13 9.82 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.081 0.034 1.60 1.300 1.00 1.00 1.00 1.00 0.99 0.22 150.48 1854.32 0.13 9.82 288.00 +D+0.750Lr+0.750L+0.450W+H 1 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.341 0.143 1.60 1.300 1.00 1.00 1.00 1.00 0.99 0.93 632.46 1854.32 0.53 41.26 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.341 0.143 1.60 1.300 1.00 1.00 1.00 1.00 0.99 0.93 632.46 1854.32 0.53 41.26 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.341 0.143 1.60 1.300 1.00 1:00 1.00 1.00 0.99 0.93 632.46 1854.32 0.53 41.26 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.049 0.020 1.60 1.300 1.00 1.00 1.00 1.00 0.99 0.13 90.29 1854.32 0.08 5.89 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0,049 0.020 1.60 1.300 1.00 1.00 1.00 1.00 0.99 0.13 90.29 1854.32 0.08 5.89 288.00 Overall . Maxim m Defla ti 0 Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H 1 0.0979 3.022 0.0000 0.000 IeaCtjCt'la Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.778 0.778 Overall MINimum 0.630 0.630 +D+H 0.148 0.148 +D+L+H 0.778 0.778 +D+Lr+H 0.148 0.148 +D+S+H 0.148 0.148 +D+0.750Lr+0.750L+H 0.620 0.620 +D+0.750L+0.750S+H 0.620 0.620 +D+0.60W+H 0.148 0.148 +D+0.70E+H 0.148 0.148 +D+0.750Lr+0.750L+0.450W+H 0.620 0.620 +D+0.750L+0.750S+0.450W+H 0.620 0.620 +D+0.750L+0.750S+0.5250E+H 0.620 0.620 +0.60D+0.60W+0.60H 0.089 0.089 +0.60D+0.70E+0.60H 0.089 0.089 D Only 0.148 0.148 Lr Only L Only 0.630 0.630 S Only W Only E Only H Only Description : beam Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 900 psi E : Modulus of Elasticity Load Combination iBC 2015 Fb - 900 psi Ebend- xx 1600ksi Fc - Prll 1350 psi Eminbend - xx 580 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 31.21 pcf Beam Bracing : Completely Unbraced Span = 4.0 R _ �. ,.„I I Service loads entered. Load Factors will be applied for calculations. Beam self weight calculaW-and added loads P Uniform Load : D = 0.10, L = 0.480 , Tributary Width =1.0 ft�-. S !Maximum Bending Stress Ratio = 0.682 1 N. Section used for this span 4x6 fb : Actual = FB : Allowable =�� 1,165.53 psi 1 Load Combination +D+L+H Location of maximum on span = 2.000ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.036 in Ratio = Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.044 in Ratio = Max Upward Total Deflection 0.000 in Ratio = num Shear Stress Ratio = 0.391 : 1 Section used for this span 4x6 fv : Actual = 70.44 psi Fv : Allowable _ 180.00 psi Load Combination +D+L+H Location of maximum on span = 3.547 ft Span # where maximum occurs Span # 1 1340 >=360 0 <360 1101 >=180 0 <180 Itxilmum F+aretrsses fcr ��rd Ccrlrwkin�lt�ol�s Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L Moment Values M fb F'b V Shear Values N F'v +D+H 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.135 0.078 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.21 141.68 1049.40 0.16 12.56 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.682 0.391 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.17 794.53 1165.53 0.90 70.44 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.097 0.056 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.21 141.68 1455.40 0.16 12.56 225.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.106 0.061 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.21 141.68 1339.53 0.16 12.56 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.434 0.249 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.93 631.32 1455.40 0.72 55.97 225.00 +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Description : beam Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L Moment Values M fb F'b Shear Values V fv F'v Length = 4.0 ft 1 0.471 0.270 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.93 631.32 1339.53 0.72 55.97 207.00 +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.076 0.044 1.60 1.300 1.00 1.00 1.00 1.00 0.99 0.21 141.68 1860.07 0.16 12.56 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.076 0.044 1.60 1.300 1.00 1.00 1.00 1.00 0.99 0.21 141.68 1860.07 0.16 12.56 288.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.339 0.194 1.60 1.300 1.00 1.00 1.00 1.00 0.99 0.93 631.32 1860.07 0.72 55.97 288.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.339 0.194 1.60 1.300 1.00 1.00 1.00 1.00 0.99 0.93 631.32 1860.07 0.72 55.97 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.339 0.194 1.60 1.300 1.00 1.00 1.00 1.00 0.99 0.93 631.32 1860.07 0.72 55.97 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.046 0.026 1.60 1.300 1.00 1.00 1.00 1.00 0.99 0.13 85.01 1860.07 0.10 7.54 288.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.046 0.026 1.60 1.300 1.00 1.00 1.00 1.00 0.99 0.13 85.01 1860.07 0.10 7.54 288.00 lM0.os Yera a �n Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H 1 0.0436 2.015 0.0000 0.000 GtjCclIIlk@r�t1(�t1 Support notation : Far left is #1 Values in KIPS. Load Combination Support 1 Support 2 Overall MAXimum 1.168 1.168 Overall MINimum 0.960 0.960 +D+H 0.208 0.208 +D+L+H 1.168 1.168 +D+Lr+H 0.208 0.208 +D+S+H 0.208 0.208 +D+0.750Lr+0.750L+H 0.928 0.928 +D+0.750L+0.750S+H 0.928 0.928 +D+0.60W+H 0.208 0.208 +D+0.70E+H 0.208 0.208 +D+0.750Lr+0.750L+0.450W+H 0.928 0.928 +D+0.750L+0.750S+0.450W+H 0.928 0.928 +D+0.750L+0.750S+0.5250E+H 0.928 0.928 +0.60D+0.60W+0.60H 0.125 0.125 +0.60D+0.70E+0.60H 0.125 0.125 D Only 0.208 0.208 Lr Only L Only 0.960 0.960 S Only W Only E Only H Only Description : beam (under wall) Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 1350 psi E : Modulus of Elasticity Load Combination i BC 2015 Fb - 1350 psi Ebend- xx 1600 ksi Fc - Prll 925 psi Eminbend - xx 580 ksi Wood Species ; Douglas Fir - Larch Fc - Perp 625 psi Wood Grade ; No.1 Fv 170 psi Ft 675 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling ................................................................................................................................................................................................................................................................................................................... (0.8'1) S(1.44), D(0.59 ) S(O.801.) D(0.024) L(0; 068 ' D(0.1) S(0.1)9 3 Applied L a iS Service loads entered. Loaq Factors will be applied for calculations. Beam self weight cal ed and a to loads ----•r Point Load : D = 0. 10 S = 1.440 k @ 2.0 ft E ridge beam Pant Load : D = 0.5920, S = 0,8010 k @ 5.0 ft, (from 4x12 beam) t C*42A* Uniform Load : D = 0.10, S = 0.10 k/ft, Extent = 2.0 -->> 5.0 ft, Tributary Width =1.0 ft Uniform Load D = 0 0240, L 0.080 , Tributai Width 1.0 ft CEIN S+t!![MR ► m =Maximum Bending Stress Ratio = 0.95R 1 Maximum Shear Stress Ratio = 0.533 : 1 Section used for this span 6x8 Section used for this span 6x8 fb : Actual = 1,488.28 psi fv : Actual = 104.13 psi FB : Allowable = 1,552.50psi Fv : Allowable = 195.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 4.434ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.167 in Ratio = 647 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.298 in Ratio = 362 >=180 Max Upward Total Deflection 0.000 in Ratio = i 0 <180 i .. .. ......_._..............._........................................... IVla �rnlum arcs vtire es for Load C+am Inatiions ............. ......_._.................................................... ...... ......................................... .......... ..... ........... ..................................... ...................................... Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i C r C m C t C L M fb Fb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.544 0.286 0.90 1,000 1.00 1.00 1.00 1.00 1.00 2.84 661.19 1215.00 1.20 43.79 153.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.629 0.324 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.65 849.60 1350.00 1.51 55.06 170.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.392 0.206 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.84 661.19 1687.50 1.20 43.79 212.50 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Description Load Combination Segment Length beam (under wall) Max Stress Ratios Moment Values Span # M V C d C FN C i Cr C m C t C L M fb F'b Shear Values V fv F'v Length = 9.0 ft 1 0.959 0.533 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.39 1,488.28 1552.50 2.86 104.13 195.50 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.476 0.246 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.45 802.49 1687.50 1.44 52.24 212.50 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.916 0.499 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.11 1,422.77 1552.50 2.68 97.50 195.50 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.306 0.161 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.84 661.19 2160.00 1.20 43.79 272.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.306 0.161 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.84 661.19 2160.00 1.20 43.79 272.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.372 0.192 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.45 802.49 2160.00 1.44 52.24 272.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.659 0.358 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.11 1,422.77 2160.00 2.68 97.50 272.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.659 0.358 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.11 1,422.77 2160.00 2.68 97.50 272.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.184 0.097 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.70 396.71 2160.00 0.72 26.27 272.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.184 0.097 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.70 396.71 2160.00 0.72 26.27 272.00 gall �axiirt�alm [3efi�cltians . Load Combination Span Max. "" Defl Location in Span Load Combination Max. W' Defl Location in Span +D+S+H 1 0.2983 4.336 0.0000 0.000 '1'>tiG3jIR �ti�ifltlS Support notation :Far left is #1 Values in KIPS Load Combination Support 1 Support 2 06 -1=21% _ r Overall MINimum 1.659 0.882 +D+H 1.225 0.774 +D+L+H 1.585 1.134 +D+Lr+H 1.225 0.774 +D+S+H 2.884 1.655 +D+0.750Lr+0.750L+H 1.495 1.044 +D+0.750L+0.750S+H 2.739 1.705 +D+0.60W+H 1.225 0.774 +D+0.70E+H 1.225 0.774 +D+0.750Lr+0.750L+0.450W+H 1.495 1.044 +D+0.750L+0.750S+0.450W+H 2.739 1.705 +D+0.750L+0.750S+0.5250E+H 2.739 1.705 +0.60D+0.60W+0.60H 0.735 0.464 +0.60D+0.70E+0.60H 0.735 0.464 D Only 1.225 0.774 Lr Only L Only 0.360 0.360 S Only 1.659 0.882 W Only E Only H Only 1-9: " N 0 AW Maximum Bending Stress Ratio = Section used for this span Ma: Applied Mn / Omega: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Description : beam (under Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Mist+ rial trap rt 0. Analysis Method : Allowable Strength Design Fy : Steel Yield: 50 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Span '=93Oft Service loads entered. Load Factors will be applied for calculations. Beam self weight calcul fed a added to loading Load(s) for Span Num 1 Point Load: D = 0.810, S = 1.440 k @ 2.0 ft, ((E) ridge beam) 1 , Point Load : D = 0.5920 S = 0.8010 k 5.0 ft from 4x12 beam Uniform Load : D = 0.10, S = 0.10 k/ft, Extent = 2.0 -->> 5.0 ft, Tributary Width =1.0 ft Uniform Load : D = 0.0240, L = 0.080 k/ft, Tributary Width =1.0 ft An Maximum Shear Stress Ratio = Section used for this span ft Va : Applied ft Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.412 : 1 W6x9 6.396 k- 15.540 k- +D+S+H 4.449ft Span # 1 0.108 in Ratio = 996 >=360 0.000 in Ratio = O <360 0.194 in Ratio = 557 >=180 0.000 in Ratio = 0 <180 .............................................. ..................................................................................................................... ................................................. ........................ I..................... Nl.ximum Forces Si1.resse fcsr Laatl Combinations 0.144 : 1 W6x9 2.884 k 20.060 k +D+S+H 0.000 ft Span # 1 Load Combination Segment Length Span # Max Stress Ratios M V Mmax + Summary of Moment Values Mmax - Ma Max Mnx Mnx/Omega Cb Rm Summary of Shear Values Va Max Vnx Vnx/Omega +D+H Dsgn. L = 9.00 ft 1 0.183 0.061 2.84 2.84 25.95 15.54 1.00 1.00 1.22 30.09 20.06 +D+L+H Dsgn. L = 9.00 ft 1 0.235 0.079 3.65 3.65 25.95 15.54 1.00 1.00 1.58 30.09 20.06 +D+Lr+H Dsgn. L = 9.00 ft 1 0.183 0.061 2.84 2.84 25.95 15.54 1.00 1.00 1.22 30.09 20.06 +D+S+H Dsgn. L = 9.00 ft 1 0.412 0.144 6.40 6.40 25.95 15.54 1.00 1.00 2.88 30.09 20.06 +D+0.750Lr+0.750L+H Dsgn. L = 9.00 ft 1 0.222 0.075 3.45 3.45 25.95 15.54 1.00 1.00 1.49 30.09 20.06 +D+0.750L+0.750S+H Dsgn. L = 9.00 ft 1 0.393 0.137 6.11 6.11 25.95 15.54 1.00 1.00 2.74 30.09 20.06 +D+0.60W+H Dsgn. L = 9.00 ft 1 0.183 0.061 2.84 2.84 25.95 15.54 1.00 1.00 1.22 30.09 2a' :Z Description : beam (under wall) Load Combination Segment Length Span # Max Stress Ratios Summary of Moment Values Summary of Shear Values M V Mmax + IMmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+0.70E+H Dsgn. L = 9.00 ft 1 0.183 0.061 2.84 2.84 25.95 15.54 1.00 1.00 1.22 30.09 20.06 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 9.00 ft 1 0.222 0.075 3.45 3.45 25.95 15.54 1.00 1.00 1.49 30.09 20.06 +D+0.750L+0.750S+0.450W+H Dsgn. L = 9.00 ft 1 0.393 0.137 6.11 6.11 25.95 15.54 1.00 1.00 2.74 30.09 20.06 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 9.00 ft 1 0.393 0.137 6.11 6.11 25.95 15.54 1.00 1.00 2.74 30.09 20.06 +0.60D+0.60W+0.60H Dsgn. L = 9.00 ft 1 0.110 0.037 1.70 1.70 25.95 15.54 1.00 1.00 0.73 30.09 20.06 +0.60D+0.70E+0.60H Dsgn. L = 9.00 ft 1 0.110 0.037 1.70 1.70 25.95 15.54 1.00 1.00 0.73 30.09 20.06 Overar'I Max a�f�ections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 0.1938 4.346 0.0000 0.000 � i1+ AtIR+ aGt Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.884 1.705 Overall MINimum 0.360 0.360 +D+H 1.225 0.774 +D+L+H 1.585 1.134 +D+Lr+H 1.225 0.774 +D+S+H 2.884 1.656 +D+0.750Lr+0.750L+H 1.495 1.044 +D+0.750L+0.750S+H 2.739 1.705 +D+0.60W+H 1.225 0.774 +D+0.70E+H 1.225 0.774 +D+0.750Lr+0.750L+0.450W+H 1.495 1.044 +D+0.750L+0.750S+0.450W+H 2.739 1.705 +D+0.750L+0.750S+0.5250E+H 2.739 1.705 +0.60D+0.60W+0.60H 0.735 0.464 +0.60D+0.70E+0.60H 0.735 0.464 D Only 1.225 0.774 Lr Only L Only 0.360 0.360 S Only 1.659 0.882 W Only E Only H Only I.steel SeCtii+n iII C1�@Ili:s W6x9 . . ......................................... Depth = 5.900 in I xx = 16.40 in^4 J = 0.041 in Web Thick = 0.170 in S xx 5.56 in^3 Cw = 17.70 in^6 Flange Width = 3.940 in R xx = 2.470 in Flange Thick = 0.215 in Zx = 6.230 in^3 Area = 2.680 in^2 1 yy = 2.200 in^4 Weight = 9.000 plf S yy = 1.110 in^3 Wno = 5.600 in^2 Kdesign = 0.465 in R yy = 0.905 in Sw = 1.190 in^4 K1 = 0.500 in Zy = 1.720 in^3 Qf = 1.150 in^3 its = 1.060 in Qw = 3.040 in^3 Ycg = 2.950 in Trus foist IMb r rt 4. LSL Stair Stringer AppOcations 21244 July,2002 General Notes * Maximum stringer runs shown are valid for U.S. codes (working stress) or Canadian codes (Limit States Design). Loads shown are unfactored. Stringer deflection limited to L/360 at live load or Lf 4d at total load. Stairway assembly is unstable until treads are installed. Use subfloor adhesive to improve the stair performance and minims e squeaks. g For loading conditions and stair configurations not shown, contact your Trus Moist: representative for assistance. I Tables based on " maximum rise and " minimum run Local codes may be more restrictive. Maximum rise betweeen floors or landings permitted by code is 12`4 Keep materials dr)t Add vapor barrier at bottom of stair stringer if in contact with concrete;. The attachment details shown are suggestions only; alternate details are possible. Responsibility refrains with the project designer or engineer of record. m Teas Joist a"'f'imberftdl� LsL Stair Stringer Applications 2124 * July -�5;.. 114i64! . III $ n..•,,, t >.. s.' ram¢ >, �'` �5y 35 ; f s ,,i h l r . y :R •fib i .�z�r :,!!j"i °<ka ; 5.. 1}3. ,ems , ,> _ x r �s AN It y f&.. ! Low Elid !h End . ? f i ru�.`}fic zs OVrs N, 3 £a l" ; 1. '> 3^5'a . 'H�6 ,ry ¢ P 'r � ys 1 f ��r^. a: ��,� " d ��"ors �a�:? s9 `'� ^xs e '•t a��aE„gn� r+,., �r '4x' or ',: ''` ✓ i✓,. e'S. Y" f ' s E'>. " Ml` >3�Sr £? F! .zr h y syE. xLi ? I 4 emu✓ YLI$ :f ::,'•:" i '3 : £" i"i W, n R s"• '' .»" ,^r. .. 3" x :sue ✓:.. G " a , n �`i . t Art" ve &,d k ; Nutt `� � >� ,>C � '� �a �� .,�, �� i s;':, fig^ ' r f :^•th§,� �>< , ` 'j� E Ef'Y r��..�"�. ,..mac. (s> 4 s^• 3, y r. de nenv: Em l b .v ZI 3j _��£:.. f�_�- u ,_GF'�, f!s' -r, �.� „s�'?t�.E,r..,Y'.�:. i8 �3'Virs ?""ira .:.�; .!•�' if „� ^5 ,. .t0. eA ;r� 3 !. i sFc irk, of e;� ej ` ls' .ems :a Ni a✓ {:x !.£'.> (A) Material Depth .....:: , : > : > . , .. Depth of product before steps are cut: (B) Step Rise . , , , ..... " ...... , . Unit rise of individual step. ( Step Run . , x ... aUnit rein of individual run (nosing ignored). ( ) Stringer Rise . , , ; ...... o .:.. , ; Vertical span between stairway supports. Equal to the upper floor to lower floor height for stringers without intermediate supports, ( ) Stringer Run ..... , x r ...... Horizontal span between een stairway supports.. () Throat Depths .. Net depth of stringer once steps are cut. pleasured from step perpendicular to bottom edge of stringer. $ $¢ 3 1 ".$ i G :,`3$ :..%` tro, ,r.'. ' ..i4&3€ R # B AR, #'$ '111)3 5 $ 5 g § a 6 f gp g lion) nr«..w_c.�uuw.w<«w",5..:<u<uw..mrw.xvmnia 44 g d £ Dg M. S '> ' H •8& $ $ . wr«aarla^vw,rx.e». w«>"".rA" !n aa�w.u.z.�r.,xw.x^.x..r ',� awewwuawm.w.vxvsr xr>.r>n>sain�a£5•. <"«.<.i<.i<«nxen«m.:.:..�.x<un<>e>..w%. >aw>"»>o>eru»ur">w»>wva; vwaww>:eraw.H:'rir">`naunrn»»rn,�r:."»"»r�a..r.. ..su,:,'.>*wmwwh«i«5;.<.<.,.<,�.x...<.,..«<.xwus"«.•«"<Nu««,x„w�::;ss. Shear Modulus of Elasticity . x x ; ....,.. < < .. „ , . G ..<.o",^,vrrwtwuw = 81,250 psi ... < , ... , < ... x x x 81,250 ps i Modulus of Elasticity < . , .... E = 13 x 10' psi . a a ........... , < . e .. 1.3 x 106 psi Flexural Stress ................. ... e . Fu = 1,700 psi?'' 3140 psi(') Compression Perpendicular to Grain, Parallel to Wide Face of Strands = 680 psiM . , .1 psi£ . Compression Parallel to Grain Frm = 1,400 psi ..... . r x , ... > > . , . a ...... , ... psi Horizontal Shear Perpendicular to Wide Face of Strands F,, = 400 psi .. > .. x . 745 psi "! 2 it ti5?2 (1) For 1 ' depth. For others, multiply y " () Fc . shall not be increased for duration of load. Nil () Specified strengths are based on Limit States Design per CSA 0 - 1 £ .. ......... .............. .................... ............................... I— % 'Moor ell OTC Hazards by Location Search Information Address: 20124 81 st Ave W, Edmonds, WA 98026, USA 387 ft' Coordinates: 47.8162465,-122.3428799 Elevation: 387 ft Timestamp: 2020-10-21 T06:26:58.070Z Hazard Type: Seismic Reference Document: 3 IBC-2015 Risk Category: It Site Class: D MCER Horizontal Response Spectrum Design Horizontal Response Spectrum Sa(g) Sa(g) 1.20 0.80 1.00 0.80 0.60 0.60 0.40 0.40 0.20 0.20 0.00 0.00 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s) Basic Parameters Name Value Description SS 1.279 MCER ground motion (period=0.2s) S, 0.501 MCER ground motion (period=1.0s) SMS 1.279 Site -modified spectral acceleration value SMi 0.751 Site -modified spectral acceleration value SDS 0.853 Numeric seismic design value at 0.2s SA SW 0.501 Numeric seismic design value at 1.0s SA -Additional Information Name Value Description SDC D Seismic design category Fa 1 Site amplification factor at 0.2s FV 1.6 Site amplification factor at 1.0s CRS 0.978 Coefficient of risk (0.2s) CR, 0.946 Coefficient of risk (1.0s) PGA 0.52 MCEG peak ground acceleration FPGA 1 Site amplification factor at PGA PGAM 0.52 Site modified peak ground acceleration TL 6 Long -period transition period (s) SsRT 1.279 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.308 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SO 1.689 Factored deterministic acceleration value (0.2s) S1RT 0.501 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.529 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1D 0.678 Factored deterministic acceleration value (1.0s) PGAd 0.649 Factored deterministic, acceleration val` a (PGA) Design Lateral Seismic Load per "IBC 2015' &'ASCE/SEI 7-10": (0 The total design lateral seiamic force is determined from: V = CS x W = 0.0918 x W = 5409 lb. : ASD From: SS = S, _ Fa = F„ _ SMS - SM1 - SDS - SD1 _ Ct = h„ _ (e — R= CS = W= 1.279 g (=0.2 sec response) Seismic Design Category: D 0.501 g (=1.0 sec response) Occupancy Category: II 1.00 (=site Coefficients: site classification'D') Seismic Use Group: I 1.500 (=site Coefficients: site classification'D') 1.279 ( = Fa x SS) 0.752 (=F„xSO 0.853 [= SMs x (2/3)] 0.501 [= SM1 x (2/3)] 0.020 18.50 ft. (=Mean Height of Roof) T = 0.18 sec. 1.00 6.0 0.0918 (=SDS/(R/Ie)x0.7) : ASD 58900 lb. (=Included Exterior & Interior Partition Wall) ASCE/SEI 7-10' Section 12.8.1 has a requirement that V be not less than 0.01 W BUT not more than {(SDIx I)/(RxT))x W Check: ( 0.01) x W < V < {(SDIx Ie)/(RxT))x W 412 lb.< V < 17813 lb.: O. K. Ditribution of Base Shear (ASD): Level Wi(lb) hi(ft) (Wi)(hi) (Wihi)/Sum(Wihi) F. Sum (FX) lb. 1b. Roof 30690 18.50 567765 0.691 3737 3737 2nd & Deck 2810 9.00 253890 0.309 1671 5409 58900 821655 1.000 From Roof . 2nd &Deck ... ..� .�i.%.''i-' F - '" .'' , �rlx ' �'�'s�• �' 444) Diaphragm Load (ASD): Level Fi(lb) sum:Fi Wi sum:Fi/sum:Wi Adjust F X Roof 3737 3737 30690 0.122 0.22 3744 lb. 2nd & Deck 1671 5409 28210 0.092 0.119 3357 1b. bbuuu FX(max)= 0.4 SDS Ie WpX (0.7) = 0.239 FX(min)= 0.2 SDS Ie WpX (0.7) = 0.119 Design Lateral Seismic Load per "IBC 2015' & 'ASCE/SEI 7-10": The total design lateral seiamic force is determined from: V = CS x W = 0.0918 x W = 5673 lb. From: SS = S1 = Fa = F„ _ SMS = SM1 — SDS — SD1 — Ct = hn = le = R= CS = W= : ASD 1.279 g (=0.2 sec response) Seismic Design Category: D 0.01 g (=1.0 sec response) Occupancy Category: II 1.00 (=site Coefficients: site classification 'D') Seismic Use Group: I 1.500 (=site Coefficients: site classification 'D') 1.279 (=FaxSO 0.752 (=F„xSO 0.853 [= SMS x (2/3)] 0.501 [= SM1 x (2/3)] 0.020 18.50 ft.(=Mean Height of Roof) T = 0.18 sec. 1.00 6.50 0.0918 (=SDS/(R/Ie)x0.7) : ASD 61780 lb. (=Included Exterior & Interior Partition Wall) ASCE/SEI 7-10' Section 12.8.1 has a requirement that V be not less than 0.01 W BUT not more than {(SDIx I)/(RxT))x W Check: ( 0.01) x W < V < {(SDIx Ie)/(RxT))x W 432 lb.< V < 18684 lb.: O. K. Ditribution of Base Shear (ASD): Level Wi(lb) hi(ft) (Wi)(hi) (Wihi)/Sum(Wihi) F. Sum (FX) Roof 32450 18.50 600325 0.695 3940 3940 2nd & Deck 29330 9.0 263970 0.305 1733 5673 61780 864295 1.000 From Roof�!'. '�• I �, + .: Deck J'A M A W I D lb. lb. ME Level Fi(lb) sum:Fi Wi s m:Fi/sum:Wi Adjust F X Roof 3940 3940 32450 0.121 0.121 3926 2nd & Deck 1733 5673 29330 0.092 0.119 3490 61 "Ibu FX(max)= 0.4 SDS I. WpX (0.7) = 0.239 FX(min)= 0.2 SDS Ie WpX (0.7) = 0.119 ,or --I % I I >%,;L; . I �,-Tj --w 6-n: lb. lb. 1609.6 Alternate all -heights method, (<_ 75 ft) Building Mean roof height, h = 18.5 FT Roof Pitch = 3.0 : 12 0 = 14.0 Degrees Building & Structure Risk Category = II, standard IBC T-1604.5 Basic Wind Speed = 85 MPH Fig. 26.5-1A, MRI = 700 yrs 1). Main wind force -resisting frames and systems Pnet= 0.00256V2KzCnetKzt IBC (16-35) Cnet = Kdl(GCp)-(GCpi)] IBC T-1609.6.2 Pnet = 18.5 KzCnetKzt Kz = Velocity pressure exposure coefficient, ASCE 6.5.6.6 For windward side shall be based on height z For leeward, sidewalls and roof shall be based on height h Topography factor Kzt = 1 26.8, Figure 26.8-1 Exposure = B Enclosed Building ASCE T-6-1 C„., Factor From Table 1609.6.2 Description Enclosed Building Kz Pnet in PSF Walls: +Internal pressure -Internal pressure +Internal pre -Internal I pressure Windward wall 0.43 0.73 see calculation below Leeward wall -0.51 -0.21 0.61 -5.76 -2.37 Sidewall -0.66 -0.35 -7.45 -3.95 Parapet wall, windward 1.28 14.45 14.45 Parapet wall, leeward -0.85 -9.59 -9.59 Roof Wind perpendicular to ridge Leeward roof or flat roof -0.66 -0.35 -7.45 -3.95 Windward roof slopes: Slope = 14.0 Condition 1 10.91 -0.60 -10.25 -6.81 Condition 2 -0.16 0.14 -1.851 1.54 Wind parallel to ridge and flat roofs -1.09 -0.79 -12.30 -8.92 Height g z (ft) K z Windward wall Leeward wall Total Horizontal pressure 0.00256V2KzCnetKzt 0.00256V2KzCnetKzt with +Internal Pressure with -Internal Pressure with +Internal Pressure with -Internal Pressure with +Internal Pressure with -Internal Pressure 0'- 15' 0.57 4.57 7.76 -5.76 -2.37 10.33 psf 10.13 psf 20.0 0.62 4.96 8.42 -5.76 -2.37 10.72 psf 10.79 psf -10.25psf or-7.45psf sf for flat roof, use leeward pressure 4.96psf +Internal Pressure +GCpi 4.57psf 0.0' 20.0' 0' - 15' -6.81 psf Z;1 (� OR 1. 95psf it 76psf 8.42psf -Internal Pressure-2.37psf -GCpi 76psf 7.76psf-2.37psf tt H . + Sign signify pressure acting toward the surface - Sign signify pressure acting away from the surface 4:q AMM=Wr 1�1 -----T' � - 1F EYNOTES: 4 )WN ROOFING, PER OWNER CONCRETE STEMWALL RIGHT ELEVATION 1/4" = 1 1-01. PAINT TO MATCH TRIM kRCHITECTURAL ASPHALT SHINGLE !AL SIDING TO MATCH R BARDGE BOARD FRAMED DECK "00 tac; �2> �5> � 4 > I -rop UkLtz 64a-t se 4 ao:5 �Z wIw �) I I i, �, i � L � I u El I I 04r �WJ (LEFT ELEVATION r-;;Ovk) (N) DECK BEYOND ---------------------- ----- (FRONT ELEVATION CwllqT-) ----------- ------------ .............................. ............ . . 1---- _ i�_ a =. ----- ------- Q�) _ AL ELEVATION 4 -0 C7 .......... ........ ........ m . : a � : »v: ONO . .: I alft;Lt % Va"Opqt0rob 041L, CA 6r W/ Reliability/Redundancy Factor: SEISMIC 0.61) + W (Eq. 16-14) Use R.F. = 1.00 SDS = 0.853 0.61) + 0.7E (Eq. 16-15) & E = QE - 0.2 Sos D -----> 0.48 D + 0.7 QE SEISMIC: WIND: @ Grid 'W': Roof : V = 102 # @ Grid 'W': Roof : F = 209 # L= 3' L= 3' Fwall = 102 Ib. Fwall = 209 Ib. Fwall' = 102 Ib(=FwaIIxR/F) L = 3.00 ft. L = 3.00 ft. H = 8.00 ft. H = 8.00 ft. V shear = 70 plf V shear = 34 plf < T=C= 669 Ib. T=C= 326 Ib. r)TT2j� cal SEISMIC: WIND: @ Grid 'W': Floor: V = 133 # @ Grid 'W': Floor: F = 497 # L = 8' L = 8' Fwall = 133 Ib. Fwall = 498 Ib. Fwall' = 133 Ib(=FwaIIxR/F) L = 8.00 ft. L = 8.00 ft. H = 7.75 ft. H = 7.75 ft. V shear = 62 plf V shear = 17 pIf T=C= 515 Ib. T=C= 137 Ib. SEISMIC: WIND: @ Grid 'S': Roof : V = 102 # @ Grid 'S': Roof : F = 242 # L = 3.75' L = 3.75' Fwall = 102 Ib. Fwall = 242 Ib. Fwall' = 102 Ib(=FwaIIxR/F) L = 3.75 ft. L = 3.75 ft. H = 8.00 ft. H = 8.00 ft. V shear = 65 p I f < � V shear = 27 plf T=C= 596 Ib. T=C= 251 Ib. Cale) J 3l Wood Shear Wall With Force Transfer Around Opening 2.25' 9. UU' 2. b3, II. • � Cwt►�� : �c o� Provide shear wall capacity = 170 Ibs/ft Allowable shear multiplied factor = 1 Tension header strap = 425 Ibs Tension sill strap = 172 Ibs Provide hold down capacity = 887 # Break up wall frame into free -body panel sections and balance force for each panel M Cq 0 0 -137#.= 425# _ 425# -102# 610# -61 #/ft 170#/ft 170#/ft-36#/ft Jr � 425# 425# -51 # 192# 171 # -30# 287#-:, 323# .:: 128#/ft 114#/ft W� LeJAP/ 141# 141# 287# 323# \ 128#/ft 114#/ft r�333# 192 171# 312# 287#-.= 172# 172#� 323# 51 #/ft 69#/ft 69#/ft 53#/ft 1 2.50' 2.50' 2.83' Ma Table 4JA HomNnal Unit Shear Capacities for Wood -Frame Shear Walls:LAAr Wil `Pan6w pA�� 1��yy MUD �YtW IwNM„ttn Pawl Lope Fasbtwt' 8paaNlg (M.} Pond iraaf9KW In. Minimum Naninal Feelew PenotrsitMn Sheathing Material Panel in Framing 'fYpe &Fastener 6 4 S 2 4 4 S 1' V. V1 ii. ve : Y. as vw vw ww U Thicknrrs Member or (in.) aocldng fin.) (!IQ (pff) (kl tlin.} ipg) (klpu/In.) (pP) (plfi (p#Q (phi Nail (common or gdwminsd box) 089 KY 089 PLY 088 PLY 080 PLY Wood 6/18 1 1-114 8d 400 13 'i0 800 18 13 780 23 10 JQN 36 22 680 840' 1090 1430 Structural 3/8 460 19 14 720 24 17 920 30 20 1220 43 24 645 1010 1290 1710 Panels - as Structural I Ime 1.3/8 ed 610 18 13 79.0 21 16 101027 19 1340 40 24 M6 1106 i416 1875 . 15/32 600 14 1 t 860 18 14 1100 24 -11 1480 37 23 786 1206 1640 2045 16/32 1-112 10d 880 22 16 1020 29 20 1330 38 22 1740 61 28 960 1430 1860 2436 5116 1-1/4 8d 380 13 9.6 - 640 18 i2 700 24 14 900 37 18 506 766 900 i280 3/8 400 11 6.6 000 16 11 780 20 13 1020 32 17 600 840 1090 1430 Wood 3F 440 17 12 640 26 16 820 31 17 1080 45 20 616 805 1150 1485 structural 7118' 1.318 8d 460 16 11 700 22 14 900 28 17 1170 42 21 870 960 1260 WO Sheathing" 13 10 760 19 13 900 25 16 1280 39 20 1085 1370 1790 16132 1-112 tOd 22 14 920 30 17 1200 37 19 1640 52 23 1290 1660 2156 19/32 600 19 13 1020 28 16 1330 33 18 1740 48 22 960 1430 1$60 2435 Nall (gaiventxed oasing) Plywood Siding 5116 1-1/4 8d 280 13 420 18 650 17 720 21 390 600 770 1010 3/8 -310 8d 320 16 480 18 620 20 820 22 450 670 870 1150 Nacommon or Partloleboard galvanized boxy Sheathing - 318 8d 240 15 360 17 400 19 600 22 336 506 846 $40 (M-S "Exterior 3/8 8d 280 18 380 20 480 - A830 23 386 536 070 880 Glue" and M-2 "Eaderlor 1/2 280 18 420 20 640 22 700 24 390 690 1 766 080 1/2 10d 370 21 23 720 24 920 26 620 770 1010 1290 Glue") 618 400 21 810 23 790 24 1040 26 880 066 1106 1465 Nall (galvanized roofing) Structural V2 11 ga. gain. roofing nail (0.12V' 340 4.0 400 6.0 620 5.6 475 646 730 Fiberboard x 1-1/2" long x 7/18" head) 2fi/32 11 ga. gaiv. rooting nali (0.120" x 1.3/4"long x 3/8" head) 340 4.0 460 w.....uw.. 6I 620 ww.w.orrr.n 5,8 476 646 730 Sheathing 1. Nominal unit shear values shall be adjusted in accordance with 4.3.3 to determine ASD allowable unit shear capacity and LRFD factored unit resistance. For general construction requirements see 0k. Pot specific mquiremen0h see 4.3.7.1 for wood structural panel shear walls, 4.3.7.2 for particleboard shear walls, and 4.3.7.3 far fiberboard shear walls. See Appendix A for common and box nail dimensions. 2. Shears are permitted to be increased to values shown for 15/32 inch sheathing with same nailing provided (a) studs are spaced a maximum of 16 inches on center, or (b) panels are applied with long dimension across studs. 3. For species and grades of fuming other than Douglas-Fir-i,arch or Southern Pine, reduced nominal unit shear capacities shall be ddermined by multiplying the tabulated nominal wilt shear capacity by the Specific Gravity Adjustment Peotor - (140.5-0)), where G p Specific Oravity of the framing lumber flan the NAT( able 11.3.2A). The Specific Gravity Adjustment Factor shalt not be greater than t 4. Apparent shear stiffness values Gp, sit based on nail slip in flaming with moisture content loss than or equal to 19% at Nme of fabrication and panel sOness values fbr shear walls constructed with either OSB or 3-ply plywood panel& When 4-ply or 5-ply plywood panels or composite panels are used, G, values doll be permitted to be Incvessed by 1.2. 5. whom moiature oontent of the fuming is greater than 19% at time of fabrication, 0, values shell be multiplied by O.S. 6. Where panels arc applied -on both (hoes of a shear wall oul nail spacing is less than 6" on center on either side, panel joints shall be ofim to fall on different flaming members. Alternatively, the width of the nailed fees of flaming members shall be 3" nominal or greater at adjoining panel edgee arul nails at all panel edges shall be dagger. 7. GalvanIzW nails shall be hot -dipped or tumbled. SMISAs ON119193a•30aoA IVMJ. l .......... ....... ........... ....... b c ....................................................................... ....................... ........... ................ .......................:. �TION PLAN M 16CA 2 �mmp„ u� FPO I t Va F N N � N PROOF FRAMING 1 -_1/4 II = 11-011