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1;164,, JOB: Ward Remodel SHEET NO.: OE 58 G SW Gillcrest ct CALCULATED BY: KG DATE 1/25/18 I Portland, OR 9722 I CHECKED BY: DATE Ph: 503.89G.77 I 2 PROJECT NO.: KGO/25/8 PROJECT INFORMATION OFF T /Cr DECK COVER CALCULATIONS R.}.„1,E1%, k ) I 0940 SW HIGHLAND DRIVE c (2A181110 TIGARD, OR 97224 G DIVISION CLIENT: J. CHAVEZ DESIGN BUILD 2 1 9 I 1) ; Building Code: 201 2 IBC/ASCE 7-10 055C 201 4 444\5\ 401) PR0A- iczs) ObeGi Alt-A-X 4fra 144440- 14 2.0q_ke 1EXPIRES: 6/30/19 • • Project (At 4._ V n Vi( Sheet ft 5816 SW GILLCRFST CT. location: PORTLAND.OR 47221 TEL 503.8%.7712 Client: Job t Date: _ By: .1) CA-Ls lot- Lcf/�, " ...„4 6L ^- TOPS4- II IA- = 20 psi 12 s 2s PS C vit. 2>e tU fe- 1r- et. . e., 2 t k-.- t- x44 Pi)s- 4x6 Bim, _- L = I t , CS—t.,E. ...rec„17.-----7. ----T------ Pe I- _ 19°4- Pt. = 6,0 4 a ` LPsv *- Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 ,� Printed:25 JAN 2018 10:11PM Odd;Baarn File=c:Vtlsers\KEVING-11DOCUNIE-11ENERCA-11GHAVEZ-2,EC6 Lic.#:KW-06009328 ENERCALC,INC.1983-2015,6uiki:6,15.12.9,Ver;6.12:9.30 Description: Deck Rafters Licensee:AZH Consulting Engineers CODE REFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900 psi Ebend-xx 1600 ksi Fc-PrIl 1350 psi Eminbend-xx 580ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade :No.2 Fv 180 psi Ft 575 psi Density 31.2 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 1. *� + * K 7 2x6 Span=6.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.010, Lr=0.020, S=0.0250 ksf, Tributary Width=2.0 ft,(roof) DESIGN SUMMARY Maximum Bending Stress Ratio Design OK 0.381: 1 Maximum Shear Stress Ratio = 0.162: 1 Section used for this span 2x6 Section used for this span fb:Actual = 2x6 512.60psi fv:Actual = 33.44 psi FB:Allowable = 1,345.50psi Fv:Allowable Load Combination +D+S+HCombination = +D+S+H psi Location of maximum on span = 3.000ft Load Cn of maxim +p+S+H Span#where maximum occurs = Location of maximum on span = 0.000 ft Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.044 in Ratio= 1633 Max Upward Transient Deflection 0.000 in Ratio= 0<280 Max Downward Total Deflection 0.063 in Ratio= 1137 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b Shear Values +D+H0.00 0.00 0.00 0.00 V iv F'v Length=6.0 ft 1 0.148 0.063 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.10 155.57 1053.00 0.06 10.15 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 Length=6.0 ft 1 0.133 0.056 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.10 155.57 1170.00 0.06 10.15 180.00 +4J+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 Length=6.0 ft 1 0.302 0.128 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.28 441.19 1462.50 0.16 28.778 225.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 Length=6.0 ft 1 0.381 0.162 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.32 512.60 1345.50 0.18 33.44 2077.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 Length=6.0 ft 1 0.253 0.107 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.23 369.79 1462.50 0.13 24.112 225.00 +D40.750L+0.7505+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: ' using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed 25 JAN 2018 10 11PM He=cAUsers\KEVING-1\DOCUME-1\ENERcA-1\CHAVEZ-2.EC6 Wood Bearn ENERCALG,INC-1983-2015,Build.6.15.12.9,Ver:6.12.9.30 Lica#: KW-06009328 Licensee:AZH Consulting Engineers Description: Deck Rafters Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M tb F'b V fv F'v Length=6.0 ft 1 0.315 0.133 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.27 423.34 1345.50 0.15 27.62 207.00 +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=6.0 ft 1 0.083 0.035 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.10 155.57 1872.00 0.06 10.15 288.00 +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=6.0 ft 1 0.083 0.035 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.10 155.57 1872.00 0.06 10.15 288.00 +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=6.0 ft 1 0.198 0.084 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.23 369.79 1872.00 0.13 24.12 288.00 +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=6.0 ft 1 0.226 0.096 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.27 423.34 1872.00 0.15 27.62 288.00 +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=6.0 ft 1 0.226 0.096 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.27 423.34 1872.00 0.15 27.62 288.00 +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=6.0 ft 1 0.050 0.021 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.06 93.34 1872.00 0.03 6.09 288.00 +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=6.0 ft 1 0.050 0.021 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.06 93.34 1872.00 0.03 6.09 288.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.0633 3.022 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.215 0.215 Overall MINimum 0.039 0.039 +D+H 0.065 0.065 +D+L+H 0.065 0.065 +D+Lr+H 0.185 0.185 +D+S+H 0.215 0.215 +0+0.750Lr+0.750L+H 0.155 0.155 +D+0.750L+0.750S+H 0.178 0.178 +D+0.60W+H 0.065 0.065 +D+0.70E+H 0.065 0.065 +D+0.750Lr+0.750L+0.450W+H 0.155 0.155 +D+0.750L+0.7505+0.450W+H 0.178 0.178 +D+0.750L+0.7505+0.5250E+H 0.178 0.178 +0.60D+0.60W+0.60H 0.039 0.039 +0.60D+0.70E+0.60H 0.039 0.039 D Only 0.065 0.065 Lr Only 0.120 0.120 L Only S Only 0.150 0.150 W Only E Only H Only Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:25 JAN 2018.10'15PM Wood Qum File=c\Users\KEVING-1\DOCUME-1\ENERCA-1\CHAVEZ-2.EC6' ENERCALC,INC.1983-2015,BuildO.15.129,Ver:6.12,9.30' Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: Deck Rafters CODE REFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0ksi Wood Species :Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling + yy D(0 06)Lr(00y 12)S(0.15) y; - l x 4x6 1 Span=608 i Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.010, Lr=0.020, S=0.0250 ksf, Tributary Width=6.0 ft,(roof) DESIGNS MMARY Design OK Maximum Bending Stress Ratio = 0.487 1 Maximum Shear Stress Ratio = 0.207 : 1 Section used for this span 4x6 Section used for this span 4x6 fb:Actual = 655.41 psi fv:Actual = 42.76 psi FB:Allowable = 1,345.50psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.000ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection 1 Max Downward Transient Deflection 0.057 in Ratio= 1270 Max Upward Transient Deflection 0.000 in Ratio= 0<280 Max Downward Total Deflection 0.081 in Ratio= 889 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.186 0.079 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.29 196.38 1053.00 0.16 12.81 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.168 0.071 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.29 196.38 1170.00 0.16 12.81 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.385 0.163 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.83 563.60 1462.50 0.47 36.77 225.00 +D+5+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.487 0.207 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.96 655.41 1345.50 0.55 42.76 207.00 +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=6.0 ft 1 0.323 0.137 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.69 471.80 1462.50 0.39 30.78 225.00 +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 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:25 JAN 2018,1015PM Wed ma. File=ciUserss\KEVING-1\DOCUME-1\ENERCA-1\CHAVEZ-2.E06 L7 ENERCALC,INC 1983.2015,Build:6.15.12.9,Ver:6.12.9.30 Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: Deck Rafters Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb . F'b V fv F'v Length=6.0 ft 1 0.402 0.170 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.80 540.65 1345.50 0.45 35.27 207.00 +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=6.0 ft 1 0.105 0.044 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.29 196.38 1872.00 0.16 12.81 288.00 +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=6.0 ft 1 0.105 0.044 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.29 196.38 1872.00 0.16 12.81 288.00 +D+0.750L1+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=6.0 ft 1 0.252 0.107 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.69 471.80 1872.00 0.39 30.78 288.00 +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=6.0 ft 1 0.289 0.122 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.80 540.65 1872.00 0.45 35.27 288.00 +D+0.750L+0.7505+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.289 0.122 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.80 540.65 1872.00 0.45 35.27 288.00 +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=6.0 ft 1 0.063 0.027 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.17 117.83 1872.00 0.10 7.69 288.00 +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=6.0 ft 1 0.063 0.027 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.17 117.83 1872.00 0.10 7.69 288.00 Overall Maximum Deflections Load Combination Span Max.""Deli Location in Span Load Combination Max."+"Defl Location in Span +D+5+H 1 0.0809 3.022 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.643 0.643 Overall MINimum 0.116 0.116 +D+H 0.193 0.193 +D+L+H 0.193 0.193 +D+Lr+H 0.553 0.553 +D+S+H 0.643 0.643 +D+0.750Lr+0.750L+H 0.463 0.463 +0+0.750L+0.7505+H 0.530 0.530 +D+0.60W+H 0.193 0.193 +D+0.70E+H 0.193 0.193 +D+0.750Lr+0.750L+0.450W+H 0.463 0.463 +D+0.750L+0.7505+0.450W+H 0.530 0.530 +D+0.750L+0.7505+0.5250E+H 0.530 0.530 +0.60D+0.60W+0.60H 0.116 0.116 +0.60D+0.70E+0.60H 0.116 0.116 D Only 0.193 0.193 Lr Only 0.360 0.360 L Only S Only 0.450 0.450 W Only E Only H Only Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed 25 JAN 2018 11 02PM File=c:AUsers\KEVI NG-1\DOCUME-1\ENERCA-11CHAVEZ-2.EC6 Wood ood t.,ot umn ENERCALC,INC.19832015,Build•6.15.12.9,Ver:6.12.9.30 Lic.#: KW-06009328 Licensee:AZH Consulting Engineers Description: Deck Post Code References Calculations per 2005 NDS, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 4x4 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 10.0 ft Wood Member Type Sawn (used for non-slender calculations) Exact Width 3.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth 3.50 in Cf or Cv for Bending 1.50 Wood Grade No.2 Area 12.250 inA2 Cf or Cv for Compression 1.150 Fb-Tension 900 psi Fv 180 psi Ix 12.505 him Cf or Cv for Tension 1.50 Fb-Compr 900 psi Ft 575 psi ly 12.505 in^4 Cm:Wet Use Factor 1.0 Fc-PrIl 1350 psi Density 31.2 pcf Ct:Temperature Factor 1.0 Fc-Perp 625 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NI)s 1:)3 2 Basic 1600 1600 1600 ksi Use Cr:Repetitive? No(non-gtU Orly) Minimum 580 580 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for X-X Axis buckling=10 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=10 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:26.542 lbs*Dead Load Factor AXIAL LOADS. . . Axial Load at 10.0 ft, D=0.20, Lr=0.360,S=0.450 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.1450:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 0.6765 k for load combination: n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 380.822 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination +0.60D+0.70E+0.60H Location of max.above base 10.0 ft Applied Design Shear 0.0 psi Allowable Shear 180.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+H 1.000 0.245 0.04856 PASS 0.0ft 0.0 PASS 10.0 ft +D+L+H 1.000 0.245 0.04856 PASS 0.0ft 0.0 PASS 10.0 ft +D+Lr+H 1.000 0.245 0.1257 PASS 0.0ft 0.0 PASS 10.Oft +D+S+H 1.000 0.245 0.1450 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.750Lr+0.750L+H 1.000 0.245 0.1064 PASS 0.0ft 0.0 PASS 10.Oft +D+0.750L+0.750S+H 1.000 0.245 0.1209 PASS 0.0ft 0.0 PASS 10.Oft +D+0.60W+H 1.000 0.245 0.04856 PASS 0.0ft 0.0 PASS 10.0 ft +D+0.70E+H 1.000 0.245 0.04856 PASS 0.0ft 0.0 PASS 10.0 ft +D+0.750Lr+0.750L+0.450W+H 1.000 0.245 0.1064 PASS 0.Oft 0.0 PASS 10.Oft +D+0.750L+0.750S+0.450W+H 1.000 0.245 0.1209 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.750L+0.7505+0.5250E+H 1.000 0.245 0.1209 PASS 0.0ft 0.0 PASS 10.Oft +0.600+0.60W+0.60H 1.000 0.245 0.02914 PASS 0.0ft 0.0 PASS 10.0 ft Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed 25 JAN 2018.11:02PM Wood Ci©lu [� File=c:VUsersIKEVNG-1\DOCUME-1\ENERCA-11CHAVEZm2.EG6 ENERCALC,INC.1983-2015,Buik1:6.15.129,Ver:6.12,9.30 Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: Deck Post Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.70E+0.60H 1.000 0.245 0.02914 PASS 0.0ft 0.0 PASS 10.0ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H k k 0.227 k +D+L+H k k 0.227 k +D+Lr+H k k 0.587 k +D+S+H k k 0.677 k +D+0.750Lr+0.750L+H k k 0.497 k +D+0.750L+0.750S+1-1 k k 0.564 k +D+0.60W+H k k 0.227 k +D+0.70E+H k k 0.227 k +D+0.7501.r+0.750L+0.450W+H k k 0.497 k +D+0.750L+0.750S+0.450W+H k k 0.564 k +D+0.750L+0.750S+0.5250E+H k k 0.564 k +0.60D+0.60W+0.60H k k 0.136 k +0.60D+0.70E+0.60H k k 0.136 k D Only k k 0.227 k Lr Only k k 0.360 k L Only k k k S Only k k 0.450 k W Only k E Only k k k k k H Only k k k Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.7509+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed 25 JAN 2018 11 02PM WoodColumn File=c:\Users\KEVING-1\DOCUME-1\ENERCA-1\CHAVEZ-2_EC6 ENERCALC,INC.'1983.2015,Build:6.15.12.9,Vec6.12.9i39 Lic.#:KW-06009328 Licensee:AZH Consulting Engineers Description: Deck Post Sketches Y i oiok c N 0 O O_ II • 2 l 3.50 in Loads are total entered value.Arrows do not reflect absolute direction. • Y 400 Z X 20Lb/ft ,11111111111111111IuIII1111111111Il!C I !I gg Ogg I Ogg 1111 I1111 III IIegg° 20Lb/ft ilki Loads: BLC 1, DEAD LOAD Solution: LC 11, (ASD) D+0.6W KGC Gable Roof January 25, 2018 Deck.r3d Y Code Check No Calc 0% >1.0 .90-1.0 Z .75-.90 X .50-.75 0.-.50 Zi Solution: LC 1, (ASD) D+ 1.0Ex KGC Gable Roof January 25, 2018 Deck.r3d Company KGC January 25, 2018 Designer Job Number Gable Roof Checked By: Sections Section Database Material Area SA(yy) SA(zz) I y-y I z-z J(Torsion) T/C Label Shape Label (In)^2 (In^4) (In^4) (In^4) Only 2X6 DFLANN02_2X6 W1 8.25 1.2 1.2 1.547 20.797 5.125 Member Data X-Axis Section End Releases End Offsets Inactive Member Member Label I Node J Node K Node Rotate Set I-End J-End I-End J-End Code Length degrees xyz xyz xyz xyz (In) (In) (Ft) MI N2 N3 2X6 6.042 M2 N3 N1 2X81 BenPIN BenPIN 6.042 M3 N1 N2 2X6 BenPIN BenPIN 11 Member Distributed Loads, Category: DL, BLC 1 : DEAD LOAD Member Label I Joint J Joint Load Pattern Label Pattern Multiplier M1 N2 N3 GRAVITY 1 M2 N3 N1 GRAVITY 1 Member Distributed Loads, Cateaory: EL, BLC 3 : W Member Label I Joint J Joint Load Pattern Label Pattern Multiplier M1 N2 N3 W 1 M2 N3 N1 W 1 Reactions, LC 1 : (ASD) D + 1.0Ex Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment (Lb) (Lb) (Lb) (Lb-in) (Lb-in) (Lb-in) N1 -17.086 97.687 119.588 0.000 NC NC N2 -292 97.687 -119.588 0.000 NC NC Reaction Totals : -46.286 195.375 0.000 Center of Gravity Coords (X,Y,Z) (Ft) : 0.000 I 1.391 I 5.5 Member Section Forces, LC 1 : (ASD) D + 1,0Ex Member Label Section Axial Shear y-y Shear z-z Torque Moment y-y Moment z-z (Lb) (Lb) (Lb) (Lb-in) (Lb-in) (Lb-in) M1 1 153.855 49.486 -18.172 107.164 755.489 0 2 142.609 24.743 -15.143 107.164 453.579 -672.68 3 131.362 0 -12.115 107.164 206.563 -896.907 4 120.115 -24.743 -9.086 107.164 14.439 -672.68 5 108.868 -49.486 -6.057 107.164 -122.793 0 M2 1108.868 49.486 -6.057 162.979 0 0 2 . 120.115 24.743 -3.029 162.979 -82.339 -672.68 3 131.362 0 0 162.979 -109.785 -896.907 4 142.609 -24.743 3.029 162.979 -82.339 -672.68 5 153.855 -49.486 6.057 162.979 0 0 M3 1 0 -11.029 11.029 0 0 0 2 0 -5.514 5.514 0 272.959 272.959 3 0 0 0 0 363.945 363.945 4 0 5.514 -5.514 0 272.959 272.959 5 0 11.029 -11.029 0 0 0 RISA-3D Version 4 [D:\Dropbox\2018\Arch.Des Chavez\Haywood Deck job\Deck.r3d] Page 1 • • Company KGC January 25, 2018 Designer Job Number Gable Roof Checked By: Member Stresses, LC 1 :(ASD) D + 1.0Ex Member Label Section Axial Shear y-y Shear z-z Bending y-top Bending y-bot Bending z-top Bending z-bot (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) M1 1 0.019 0.007 -0.003 0 0 0.366 -0.366 2 0.017 0.004 -0.002 0.089 -0.089 0.22 -0.22 3 0.016 0 -0.002 0.119 -0.119 0.1 -0.1 4 0.015 -0.004 -0.001 0.089 -0.089 0.007 -0.007 5 0.013 -0.007 -0.001 0 0 -0.06 0.06 M2 1 0.013 0.007 -0.001 0 0 0 0 2 0.015 0.004 0 0.089 -0.089 -0.04 0.04 3 0.016 0 0 0.119 -0.119 -0.053 0.053 4 0.017 -0.004 0 0.089 -0.089 -0.04 0.04 5 0.019 -0.007 0.001 0 0 0 0 M3 1 0 -0.002 0.002 0 0 0 0 2 0 -0.001 0.001 -0.036 0.036 0.132 -0.132 3 0 0 0 -0.048 0.048 0.176 -0.176 4 0 0.001 -0.001 -0.036 0.036 0.132 -0.132 5 0 0.002 -0.002 0 0 0 0 Member Deflections, LC 1 : (ASD) D + 1.0Ex Member Label Section x-Translation y-Translation z-Translation x-Rotation (n)Uy Ratio (n)L/z Ratio (In) (In) (In) (radians) M1 1 0 0 0 0 NC NC 2 0 -0.011 0.043 -0.001 6894.925 1677.941 3 0 -0.016 0.147 -0.001 4912.634 492.439 4 -0.001 -0.012 0.279 -0.002 6894.925 259.606 5 -0.001 -0.002 0.414 -0.002 NC 175.19 M2 1 0.001 -0.002 0.414 0.004 NC NC 2 0.001 -0.012 0.328 0.003 6894.925 4189.771', 3 .0 -0.016 0.231 0.002 4912.634 2985.212 4 0 -0.011 0.121 0.001 6894.925 4189.771 5 0 0 0 0 NC NC M3 1 0 0 0 0 NC NC 2 0 0.014 -0.19 0 9332.422 694.147 3 0 0.02 -0.267 0 6649.351 494.58 4 0 0.014 -0.19 0 9332.422 694.147 5 0 0 0 0 NC NC RISA-3D Version 4 [D:\Dropbox\2018\Arch.Des Chavez\Haywood Deck job\Deck.r3d] Page 2 �,, PIroject: ..2-04-00j t __ FDOT1 u G Sheettt 5816 SW GILLCREST CT. Location: PORTLAND.OR 97221 Job}f TEL:503.896.7712 Client: Date: By: 51 X I t = S9 Fr -r-b .-L \lo psf K (9, 6 = 9,(c, est 9t _ (Il --'• 2 x 2 �,6) 7 - 2, Er I T9 POsr i 9 x x 11,�,� �- = 29F-T-1- x 9,6PS-c it = 27 9 Vit FTC-. 1 st. -LC COW 0 N L6) l � ,Sx 1 .3 3 1 , 5 x ISa17%4 x 0,4, = 2.3i, - li. x t2 1, g 13t.zct__ II y (2) 44 3 -1 E4 , W • tt �►, Project: Sheet 5816 SW GILLCREST CT. Location: PORTLAND.OR.97221 Job TEL;503.896.7712 Client: 11 Date: By: Ev -JZ--a t Jc, 3Zy SPc C 2: 6c_ L = (2524 122 ) Z = Zgtl (zl ctk) I b L = 10 p5 Ll = Za p5F , S = 2S rc +- S = 35*esF e 2 e?c._ w = 7o / . e_ co t4 N'rx-r eq..) M ' 7b It/r.- (2,33`)L z = 90 1 I s C 22 $o It I175 Tz.e po 5 „3 L = 1€ tt r� I l,is ( 9 S " 11�� 2s _ = 2195 7 PS, ✓ 1111. 2x4 o tL e-s) C (4.4 -e cK Cb w C• t wJ W1 2.2 00 " )1 s e sPC G, _� 22132a I c = = f S(,ti • • ;164 4, 4Project: Sheet tt 5816 SW GILLCREST CT Location: PORTLAND.OR 97221 JobTEL:503.896.7712 Client: Date: By: vC f1...) @ coo t3ccno►J IM = 2z5o " Ibs Tic = yS6 ( ( cc ) STP TbP OF e ti Scram P SiDS 4 / sus = lsS sos Cot,' N -'fit a (F. ) ku ftr (2-) z = ISS 1S6� (u ) W wt I "— t 90 367, f (9' 4 t--c Fr- 1(0 psc- 14 wklbi p ©� (Dx 9.L ?s c C 2 az I914/- i917 % (2 ,3-4' 2Z 52' Ibs. 6.as " il5) Sheets Project: 5816 SW Gil-WRIST CT. Location: PORTLAND,OR 97221 TEL 503.896.7712 Client Job# Date: By: Ccs-r .c rt b/...) PLI IN1 = 2 s \\'s (oI6s 4 If SCo a = ` 462-5 sllto 45 kip ( 'L ` I`ec•4�SQs x 1 .6 Z2 i4 / > l SG= A� 0 2 r-a 1c31) sr ��-,cS