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Specifications (12) • DELSON ENGINEERING INC. Project Title: PATINO CANOPY-B 1 1204 NE 146 AVE Engineer: Project ID: B15-11-146-RE\ VANCOUVER WA 98684 Project Descr: 10660 SW PARK ST TIGARD 97223 360-944-7094 F JOHN@DELSONENGINEERING.COM Pnin1 d'.4 MAY 2016.12'30PM File=c:\915-JOBS1B15-CA-21815.11-1.EC6 Wood Beam ENERCALC,INC.1983-2016,Build:6.16.4.15,Ver.6.16.4.15 .Laic:'#":KW-06002311 ` - Licensee:JOHN DELSON Description: RB-1 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC2012 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 875.0 psi E:Modulus of Elasticity Load Combination 1BC2012 Fb-Compr 875.0 psi Ebend-xx 1,300.0ksi Fc-PrIl 600.0 psi Eminbend-xx 470.0ksi Wood Species : Douglas Fir- Larch (North) Fc-Perp 625.0 psi Wood Grade : No.2 Fv 170.0 psi Ft 425.0 psi Density 30.580 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0119)S(0.1 5) D(0.119)S(0.175) +D( 19)S(0.175) + + i i + i i . i x M N I 6x10 6x10 6x10 Span=2.Oft Span=l2.Oft Span=2.Oft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.0170, S=0.0250 ksf, Tributary Width=7.0 ft,(ROOF) Load for Span Number 2 Uniform Load: D=0.0170, S=0.0250 ksf, Tributary Width=7.0 ft,(ROOF) Load for Span Number 3 Uniform Load: D=0.0170, S=0.0250 ksf, Tributary Width=7.0 ft,(ROOF) DESIGN SUMMARY Desi e n OK_ Maximum Bending Stress Ratio = 0.678 1 Maximum Shear Stress Ratio = 0.229 : 1 Section used for this span 6x10 Section used for this span 6x10 fb:Actual = 682.27 psi fv:Actual = 44.68 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 = 5.950ft Location of maximum on span = 2.000 ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.140 in Ratio= 1026>=360 Max Upward Transient Deflection -0.070 in Ratio= 686>=360 Max Downward Total Deflection 0.236 in Ratio= 610>=180 Max Upward Total Deflection -0.117 in Ratio= 408>=180 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span 1 0.0000 0.000 +D+S41 -0.1173 0.000 +D+5+H 2 0.2357 6.050 0.0000 0.000 3 0.0000 6.050 +D+S+H -0.1174 2.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 2.352 2.352 Overall MINimum 0.571 0.571 DELSON ENGINEERING INC. Project Title: PATINO CANOPY-B 1204 NE 146 AVE Engineer: Project ID: B15-11-146-RE\ VANCOUVER WA 98684 Project Descr: 10660 SW PARK ST TIGARD 97223 360-944-7094 — Z JOHN@DELSONENGINEERING.COM Printed 4 MAY 2015.12.34P1,1 File=c:11315J0BSIB15-CA-21B15-11-1.EC6 Wood Beam ENERCALC,INC.1983-2016,Build:6.16.4.15,Ver•6.16.415 t,#e. .Kti1t-06002391 _. - Licensee:JOHN DELSON Description: RB-2 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC2012 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 875.0 psi E:Modulus of Elasticity Load Combination i BC2012 Fb-Compr 875.0 psi Ebend-xx 1,300.0 ksi Fc-PrIl 600.0 psi Eminbend-xx 470.0ksi Wood Species : Douglas Fir- Larch (North) Fc-Perp 625.0 psi Wood Grade : No.2 Fv 170.0 psi Ft 425.0 psi Density 30.580 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0 17)S(0.25) D(0.17)S(0.25) DC0.17)S(0.25) i i i i i i i i i N N S' 1 6x10 6x10 6x10 Span=2.Oft Span=12.0ft Span=2.Oft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.0170, S=0.0250 ksf, Tributary Width=10.0 ft,(ROOF) Load for Span Number 2 Uniform Load: D=0.0170, S=0.0250 ksf, Tributary Width=10.0 ft,(ROOF) Load for Span Number 3 Uniform Load: D=0.0170, S=0.0250 ksf, Tributary Width=10.0 ft,(ROOF) DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.9691 1 Maximum Shear Stress Ratio = 0.327 : 1 Section used for this span 6x10 Section used for this span 6x10 fb:Actual = 974.67 psi fit:Actual = 63.83 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 = 6.050ft Location of maximum on span = 2.000 ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.200 in Ratio= 718>=360 Max Upward Transient Deflection -0.100 in Ratio= 480>=360 Max Downward Total Deflection 0.337 in Ratio= 427>=180 Max Upward Total Deflection -0.168 in Ratio= 286>=180 Overall Maximum Deflections Load Combination Span Max."2 Defl Location in Span Load Combination Max."+"Defl Location in Span 1 0.0000 0.000 +D+S+H -0.1676 0.000 +D+S+H 2 0.3368 6.050 0.0000 0.000 3 0.0000 6.050 +D+S+H -0.1677 2.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 3.360 3.360 Overall MINimum 0.816 0.816 DELSON ENGINEERING INC. Project Title: PATINO CANOPY-B 1204 NE 146 AVE Engineer: Project ID: B15-11-146-RE, VANCOUVER WA 98684 Project Descr: 10660 SW PARK ST TIGARD 97223 360-944-7094 F- 3 JOHN@DELSONENGINEERING.COM PHI ied'4 MAY 2016.1238P File=c:11315JOBS1B15-CA-2\B15-11-1.EC6 Wood Beam ENERCALC,INC.1983-2016,Build:6.16.4.15,Ver:6.16.4.15 lac: ,itsvIt-I6OU2311 . - � ''`• � • _ Licensee:JOHN DELSON_ Description: RB-3 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC2012 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination iBC2012 Fb-Compr 1650 psi Ebend-xx 1700ksi Fc-PrIl 1350 psi Eminbend-xx 900ksi Wood Species : SP/SP Fc-Perp 650 psi Ebend-yy 1500ksi Wood Grade :24F-V4 Fv 210 psi Eminbend-yy 790 ksi Ft 975 psi Density 34.32 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(3.4) K ' 5.5x11.25 Span=20,0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Point Load: D=3.40 k(@610.0 ft,(ROOF) DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.814 1 Maximum Shear Stress Ratio = 0.218 : 1 Section used for this span 5.5x11.25 Section used for this span 5.5x11.25 fb:Actual = 1,758.38 psi N:Actual = 41.21 psi FB:Allowable = 2,160.00psi Fv:Allowable = 189.00 psi Load Combination +D+H Load Combination +D+H Location of maximum on span = 10.000ft 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 0.000 in Ratio= 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.887 in Ratio= 270>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D Only 1 0.8875 10.000 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.700 1.700 Overall MINimum 1.020 1.020 +D+H 1.700 1.700 +D+L+H 1.700 1.700 +D+Lr+H 1.700 1.700 +D+S+H 1.700 1.700 +D+0.750Lr+0.750L+H 1.700 1.700 +D+0.750L+0.750S+H 1.700 1.700 +D+0.60W+H 1.700 1.700 ' DELSON ENGINEERING INC. Project Title: PATINO CANOPY-B 1204 NE 146 AVE Engineer: Project ID: B15-11-146-RE1, VANCOUVER WA 98684 Project Descr: 10660 SW PARK ST TIGARD 97223 360-944-7094 F-If JOHN@DELSONENGINEERING.COM _/ Prirdeu'4 fv1AY 2(116 12'4JPM1l File=c:\B15JOBS\B15-CA-2\B 15-11-1.EC6 Wood Beam ENERCALC,INC.1983-2016,Build:6.16.4.15,Ver:6.16.4.15 - Lic �t�=t160t?2331 ._. Licensee:JOHN DELSON Description: RJ-1 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC2012 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 875.0 psi E:Modulus of Elasticity Load Combination iBC2012 Fb-Compr 875.0 psi Ebend-xx 1,300.0ksi Fc-Prll 600.0 psi Eminbend-xx 470.0 ksi Wood Species : Douglas Fir-Larch (North) Fc-Perp 625.0 psi Wood Grade : No.2 Fv 170.0 psi Ft 425.0 psi Density 30.580 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling • Dto.os+ + ♦ + s(a11 o.osa�sto.+ + + + w i 1: 4, 7 4x8 4x8 Span=10.Oft Span=2.Oft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0,0170, S=0.0250 ksf, Tributary Width=4.0 ft,(ROOF) Load for Span Number 2 Uniform Load: D=0.0170, S=0.0250 ksf, Tributary Width=4.0 ft,(ROOF) DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.579 1 Maximum Shear Stress Ratio = 0.236 : 1 Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 757.44 psi fv:Actual = 46.09 psi FB:Allowable = 1,308.13psi Fv:Allowable = 195.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 4.804ft Location of maximum on span = 9.441 ft Span#where maximum occdrs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.142 in Ratio= 844>=360 Max Upward Transient Deflection -0.081 in Ratio= 590>=360 Max Downward Total Deflection 0.239 in Ratio= 502>=180 Max Upward Total Deflection -0.137 in Ratio= 350>=180 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.2387 4.972 0.0000 0.000 2 0.0000 4.972 +D+5+H -0.1366 2.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.806 1.210 Overall MINimum 0.196 0.294 +D+H 0.326 0.490 +D+L+H 0.326 0.490 +D+Lr+H 0.326 0.490 DELSON ENGINEERING INC. Project Title: PATINO CANOPY-B 1204 NE 146 AVE Engineer: Project ID: B15-11-146-REQ VANCOUVER WA 98684 Project Descr: 10660 SW PARK ST TIGARD 97223 360-944-7094 F " JOHN@DELSONENGINEERING.COM Pnn eo•4 MAY 2016 12,11PM File=c:\B15-JOBS\B15-CA-21815-11-1.EC6 Wood Beam ENERCALC,INC.1983-2016,Build:6.16.4.15,Ver:6.16.4.15 1Lic:41. !C`tN4160{I2311 ., Licensee:JOHN DELSON Description: PH-1 POST CHECK FOR BENDING CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC2012 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 575.0 psi E:Modulus of Elasticity Load Combination 1BC2012 Fb-Compr 575.0 psi Ebend-xx 1,100.0 ksi Fc-Pill 575.0 psi Eminbend-xx 400.0 ksi Wood Species : Hem Fir Fc-Perp 405.0 psi Wood Grade : No.2 Fv 140.0 psi Ft 375.0 psi Density 26.830 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling W(0.5) I 'I 6x8 Span=9.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Point Load: W=0.50k(a,9.0ft,(WIND) DESIGN SUMMARY Desi.n OK Maximum Bending Stress Ratio = 0.683 1 Maximum Shear Stress Ratio = 0.049 : 1 Section used for this span 6x8 Section used for this span 6x8 fb:Actual = 628.36psi fv:Actual = 10.91 psi FB:Allowable = 920.00 psi Fv:Allowable = 224.00 psi Load Combination +D+0.60W+H Load Combination +D+0.60W+H Location of maximum on span = 0.000ft 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 0.984 in Ratio= 218>=180. Max Upward Transient Deflection 0.000 in Ratio= 0<180.0 Max Downward Total Deflection 0.591 in Ratio= 364>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span W Only 1 0.9844 9.000 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.500 Overall MINimum 0.225 +D+H +D+L+H +D+Lr+H +D+5-+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H 0.300 DELSON ENGINEERING INC. Project Title: PATINO CANOPY-B 1204 NE 146 AVE Engineer: Project ID: B15-11-146-RE\ VANCOUVER WA 98684 Project Descr: 10660 SW PARK ST TIGARD 97223 360-944-7094 F JOHN@DELSONENGINEERING.COM Primed4 MAY 2016.12 41014 File=c:1815-JOBS\815-CA-21815.11-1.EC6 Wood Column ENERCALC,INC.1983-2016,Build:6.16.4.15,Ver:6.16.4.15 t:tcs KW::tY6002`311- _,. Licensee:JOHN DELSON Description: P-1 CHECK FOR COMBINED LOAD Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 6x8 End Fixities Top Free, Bottom Fixed Wood Grading/Manuf. Graded Lumber Overall Column Height 9.0 ft Wood Member Type Sawn Exact Width 5.50 in Allow Stress Modification Factors Wood Species Exact Depth 7.50 in Cf or Cv for Bending 1.0 Wood Grade Area 41.250 inA2 Cf or Cv for Compression 1.0 Fb-Tension 1,500.0 psi Ft( 150.0 psi Ix 193.359 inA4 Cf or Cv for Tension 1.0 Fb-Compr 1,500.0 psi Ft 1,000.0 psi ly 103.984 in^4 Cm:Wet Use Factor 1.0 Fc-PrIl 1,000.0 psi Density 33.0 pcf Ct:Temperature Factor 1.0 Fc-Perp 1,000.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity. .. x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 ' . '' Basic 1,400.0 1,400.0 1,400.0 ksi Use Cr:Repetitive? No Minimum 1,400.0 1,400.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Fully braced against buckling along Y-Y Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included :85.078 lbs*Dead Load Factor AXIAL LOADS. . . Axial Load at 9.0 ft, D=4.20 k BENDING LOADS. . . Lat. Point Load at 9.0 ft creating Mx-x,W=0.50 k DESIGN SUMMARY Bending& Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.4297 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W+H Top along Y-Y 0.0 k Bottom along Y-Y 0.50 k Governing NDS Forumla Comp+Mxx, NDS Eq. 3.9-3 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 0.7717 in at 9.0 ft above base Applied Axial 4.285 k for load combination: W Only Applied Mx -2.70 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 1,000.0 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.04849:1 Bending Compression Tension Load Combination +D+0.60W+H Location of max.above base 8.940 ft Applied Design Shear 10.909 psi Allowable Shear 150.0 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 1.000 0.1039 PASS 0.Oft 0.0 PASS 9.Oft +D+L+H 1.000 1.000 0.1039 PASS 0.0 ft 0.0 PASS 9.0 ft +D+Lr+H 1.000 1.000 0.1039 PASS 0.0 ft 0.0 PASS 9.0 ft +D+S+H 1.000 1.000 0.1039 PASS 0.Oft 0.0 PASS 9.Oft +D+0.750Lr+0.750L+H 1.000 1.000 0.1039 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.750L+0.750S+H 1.000 1.000 0.1039 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.60W+H 1.000 1.000 0.4297 PASS 0.0ft 0.04849 PASS 8.940 ft +D+0.70E+H 1.000 1.000 0.1039 PASS 0.Oft 0.0 PASS 9.Oft +D+0.750Lr+0.750L+0.450W+H 1.000 1.000 0.3250 PASS 0.0 ft 0.03636 PASS 8.940 ft • DELSON ENGINEERING INC. Project Title: PATINO CANOPY-B 1204 NE 146 AVE Engineer: Project ID: B15-11-146-RE\ VANCOUVER WA 98684 Project Descr: 10660 SW PARK ST TIGARD 97223 360-944-7094 F-7 JOHN@DELSONENGINEERING.COM ?anted 4 MAY 2016.1241PM File=c:\B15-JOBS1B15-CA-2\B15-11-1.EC6 L Wood C OI U f Y1 C1 ENERCALC,INC.1983-2016,Build:6.16.4.15,Ver.6.16.4.15 „"Y"' ;-''- r Licensee:JOHN DELSON Description: P-1 CHECK FOR COMBINED LOAD 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+0.750L+0.750S+0.450W+H 1.000 1.000 0.3250 PASS 0.0 ft 0.03636 PASS 8.940 ft +D+0.750L+0.750S+0.5250E+H 1.000 1.000 0.1039 PASS 0.0ft 0.0 PASS 9.Oft +0.60D+0.60W+0.60H 1.000 1.000 0.4228 PASS 0.0 ft 0.04849 PASS 8.940 ft +0.60D+0.70E+0.60H 1.000 1.000 0.06233 PASS 0.0ft 0.0 PASS 9.0 ft Maximum Reactions Note. Only non-zero reactions are listed. -..._-_ X-X Axis Reaction Y-Y Axis Reaction Axial ea ion Load Combination @ Base @ Top @ Base @ Top @ Base +D+H k k 4.285 k I +D+L+H k k 4.285 k k k 4.285 k +D+Lr+H +D+S+H k k 4.285 k +D+0.750Lr+0.750L+H k k 4.285 k +D+0.750L+0.750S+H k k 4.285 k +D+0.60W+H k 0.300 k 4.285 k +D+0.70E+H k k 4.285 k +D+0.750Lr+0.750L+0.450W+H k 0.225 k 4.285 k +D+0.750L+0.750S+0.450W+H k 0.225 k 4.285 k +D+0.750L+0.750S+0.5250E+H k k 4.285 k +0.60D+0.60W+0.60H k 0.300 k 2.571 k +0.60D+0.70E+0.60H k k 2.571 k D Only k k 4.285 k Lr Only k k k L Only k k k S Only k k k W Only k 0.500 k k E Only 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+t-t 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 0.463 in 9.000 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 0.347 in 9.000 ft +D+0.750L+0.7505+0.450W+H 0.0000 in 0,000 ft 0.347 in 9.000 ft +D+0.750L+0.750S+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 0.463 in 9.000 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 0.772 in 9.000 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 J DELSON ENGINEERING INC. Project Title: PATINO CANOPY-B 1204 NE 146 AVE Engineer: Project ID: B15-11-146-RE\ VANCOUVER WA 98684 Project Descr: 10660 SW PARK ST TIGARD 97223 360-944-7094 f-3 JOHN@DELSONENGINEERING.COM Pnuied'41 MAY 2016.12,11PM File=c:\B15-JOBS1B15-CA-2\B15-11-1.EC6 Wood Column ENERCALC,INC.1983-2016,Build:6.16.4.15,Ver:6.16.4.15 _ Licensee:JOHN DELSON Description: P-1 CHECK FOR COMBINED LOAD Sketches _ t Mx Loads 1 0 of II 2 Loads are total entered value.Arrows do not reflect absolute direction. INC. 'JOB` (- 1-5-��'�9� — DELSON ENGINEERING s • 04 14671 1-1EET��. �-A.4.-l o;, '12TE .1 CT VANCOUVER llA 98684 CALCi1�Af1=J Sf c .%•�. DIME: (360)944-?094 SCALE: w,q , ,. LATERAL LOAD ANALYSIS FOR: - -r`vo - C4-ti 071 LOCATION: /o660 srrg4-0& Sr 7.7 4 ep 97123 1.4) a WIND y - IR 2��Z l C, /Zo m Edi s i- lilis=ze I/ Y FRONT - BACK — a°"'°"'- coisrkki. Tda 'f 5/T N II:- If ti--.., 75' `7- :::>7 'T-v ?of: -(757x►x g .r.1 4 EB.) .EFT - RIGHT — ‘v dilrf � _ 39(94 �� 6K -; 1-T: - Lvt/ if V= col 4- Ar 4 t ,111 i ( boa 3 0 , 30 x 3,o k 6v� -tI CC/ipi' 49-4-9 >Mc- 7- --e791-7- Clowei.L. Pit-if; ?VA-1 1 DELSON ENGINEERING INC. Project Title: PATINO CANOPY-B 1204 NE 146 AVE Engineer: Project ID: B15-11-146-RE\ VANCOUVER WA 98684 Project Descr: 10660 SW PARK ST TIGARD 97223 360-944-7094 -- L --2, JOHN@DELSONENGINEERING.COM Printed.4 MAX 2016. '38PM File=c:1815-JOBSIB15-CA-21815-11-1.EC6 Wood Column ENERCALC,INC.1983-2016,Build 6.16.4.15,Ver:6.16.4.15 :Lk.-#:--KW-06002311_'" - .,,..- Licensee:JOHN DELSON Description: P-1 CHECK FOR COMBINED LOAD Code References_ Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 6x8 End Fixities Top Free, Bottom Fixed Wood Grading/Manuf. Graded Lumber Overall Column Height 9.0 ft Wood Member Type Sawn Exact Width 5.50 in Allow Stress Modification Factors Wood Species Exact Depth 7.50 in Cf or Cv for Bending 1.0 Wood Grade Area 41.250 inA2 Cf or Cv for Compression 1.0 Fb-Tension 1,500.0 psi Fv 150.0 psi Ix 193.359 inA4 Cf or Cv for Tension 1.0 Fb-Compr 1,500.0 psi Ft 1,000.0 psi ly 103.984 inA4 Cm:Wet Use Factor 1.0 Fc-PrIl 1,000.0 psi Density 33.0 pcf Ct:Temperature Factor 1.0 Fc-Perp 1,000.0 psi Cfu:Flat Use Factor 1.0 x-x BendingBendingAxial Kf:Built-upcolumns 1.0 E:Modulus of Elasticity... Y Y Basic 1,400.0 1,400.0 1,400.0 ksi Use Cr:Repetitive? No Minimum 1,400.0 1,400.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Fully braced against buckling along Y-Y Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:85.078 lbs*Dead Load Factor AXIAL LOADS. . . Axial Load at 9.0 ft, D=5.10k BENDING LOADS. . . Lat. Point Load at 9.0 ft creating Mx-x,W=0.30 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.2671 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W+H Top along Y-Y 0.0 k Bottom along Y-Y 0.30 k Governing NDS Forumla Comp+Mxx, NDS Eq. 3.9-3 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 0.4630 in at 9.0 ft above base Applied Axial 5.185 k for load combination: W Only Applied Mx -1.620 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 1,000.0 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.02909:1 Bending Compression Tension Load Combination +D+0.60W+H Location of max.above base 8.940 ft Applied Design Shear 6.545 psi Allowable Shear 150.0 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 1.000 0.1257 PASS 0.0 ft 0.0 PASS 9.0 ft +D+L+H 1.000 1.000 0.1257 PASS 0.0 ft 0.0 PASS 9.0 ft +D+Lr+H 1.000 1.000 0.1257 PASS 0.0 ft 0.0 PASS 9.0 ft +D+S+H 1.000 1.000 0.1257 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.750Lr+0.750L+H 1.000 1.000 0.1257 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.750L+0.750S+H 1.000 1.000 0.1257 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.60W+H 1.000 1.000 0.2671 PASS 0.0 ft 0.02909 PASS 8.940 ft +D+0.70E+H 1.000 1.000 0.1257 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.750Lr+0.750L+0.450W+H 1.000 1.000 0.2043 PASS 0.0ft 0.02182 PASS 8.940 ft DELSON ENGINEERING INC. Project Title: PATINO CANOPY-B 1204 NE 146 AVE Engineer: Project ID: B15-11-146-REQ, VANCOUVER WA 98684 Project Descr: 10660 SW PARK ST TIGARD 97223 360-944-7094L �- JOHN@DELSONENGINEERING.COM Panted.4 MAY 20th, 13P File=c:1815-JOBS1B15-CA-2\815-11-1.EC6 Wood Column ENERCALC,INC.1983-2016,Build:6.16.4.15,Ver:6.16.4.15 x. Licensee:JOHN DELSON Description: P-1 CHECK FOR COMBINED LOAD 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+0.750L+0.750S+0.450W+H 1.000 1.000 0.2043 PASS 0.0ft 0.02182 PASS 8.940 ft +D+0.750L+0.750S+0.5250E+H 1.000 1.000 0.1257 PASS 0.0 ft 0.0 PASS 9.0 ft +0.60D+0.60W+0.60H 1.000 1.000 0.2570 PASS 0.0 ft 0.02909 PASS 8.940 ft +0.60D+0.70E+0.60H 1.000 1.000 0.07542 PASS 0.0ft 0.0 PASS 9.0ft M.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 5.185 k +D+L+H k k 5.185 k +D+Lr+H k k 5.185 k +D+S+H k k 5.185 k +D+0.750Lr+0.750L+H k k 5,185 k +D+0.750L+0.750S+H k k 5.185 k +D+0.60W+H k 0.180 k 5.185 k +D+0.70E+H k k 5.185 k +D+0.750Lr+0.750L+0.450W+H k 0.135 k 5.185 k +D+0.750L+0.750S+0.450W+H k 0.135 k 5.185 k +D+0.750L+0.750S+0.5250E+H k k 5.185 k +0.60D+0.60W+0.60H k 0.180 k 3.111 k +0.60D+0.70E+0.60H k k 3.111 k D Only k k 5.185 k Lr Only k k k L Only k k k S Only k k k W Only k 0.300 k k E Only 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 0.278 in 9.000 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 0.208 in 9.000 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.208 in 9.000 ft +D+0.750L+0.750S+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 0.278 in 9.000 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 0.463 in 9.000 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 DPLSON ENC..z.INEERING INC. Project Titie. PA.TINO CANOPY 1204 NE 146 AVE Enginetlr: Project ID: B16-11-146 VANCOUVER WA 98684 Projc.c.'.Des,2r: 10660 OW PARK ST T;GARD P2:3 360-944-7094 jOHN@DELSONENGINEERING.COM Pre,zet.2=Et: File=6315-vOriS181p;CA-21814AF1-1'815-11-1.EC6 Wood Column 2NERC".LC.INC.:383-2015, Ver.615 10.6 • :JOHNDELS019: Description: P-1 CHECK FOP COMB!NED LOAD Sketches L.oads • 5 C. I 1 , I 1 H. I I ! Loads are total entered value.Arrows do not reflect absolute direction. DELSON ENGINEERING INC. Projeci Title. P TINt)CANOPY 1204 NE 146 AVE Engi5ecr: Project ID: 615-11-146 VANCOUVER WA 98684 Project(less, 10660£W PARK S'TGARD 57223 360-944-7094 JOHN@DELSONENGINEERING.COM ��,�/ -- - 4:, .2OEC2015:2CPP' Pole Footing Embedded in Soil File=c.1s.fi-JoLSe1r-C'-2\s14AF1-1k81s,1-1.F.cs ENERCPLC,INC.1983-21'15.9udd:6.15.10.6,Ver.6.15.10.6 Description FING-1 Code References Calculations per IBC 2012 1807.3, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information _ Pole Footing Shape Rectangular Footing Width 30.0 in Calculate Min.Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive 350.0 Pcf Max Passive 1,500.0 Psf -_A r Controlling Valuesri- Governing Load Combination: ;-p,0.6001,-H Lateral Load 0.30 k t . moment 2.70 k-ft NC GroLn'd Surface Restre: Pressures at 1/3 Dept sor s rfae :; No ateral Actual 323.563 P it 4400 Allowable 324.819 Pe a : ': '�'"w: P �,r':t- � mss:,:= _ ..YL_v'•"-ri• -._...a.x+Y�;5* Minimum Required Depth 2.875 ft ="r'.=re Footing Base Area 6.250 ftA2 Maximum Soil Pressure 0.6720 ksf Applied Loads _ _ Lateral Concentrated Load Lateral Distributed Load Vertical Load D Dead Load 0.0 k k/ft 4.20 k Roof Live k tuft k L:Live k k/ft k S:Snow k ki ft k W:'Wind 0.50 k kilt k E:Earthquake k k/ft .i.Lateral Earth k Load distance above TOP of Load above ground surface around surface 9.0 ft ft BOTTOM of Load above ground surface ft Load Combination Results Forces @ Ground Surface Required Pressure at la Depth Soil increase Load Combination Loads-(k) Moments-(ft-k) Depth-{ft) Actual-(psf) Mow-(psf). •',.Factor -D--l-1 0.000 0.000 0.13 0.0 0.0 1.000 -rte+: J :� 0.000 6.0001 0 3 0.0 0.0 1.000 'ti* r+H 0.000 0.000 0.13 0.0 0.0 1.000 -D'S-: 0.000 0.000 0.13 0.0 0.0 1.000 -0-w.750Lr-L0 750L-.-H 0.000 0.000 0.13 0.0 0.0 1.000 --D-0.750L+075054i 0.000 0.000 0.13 0.0 0.0 1.000 -D40.60W+H 0.300 2.700 2.88 323.6 324.8 1.000 -J-0.70E+H 0.000 0.000 0.13 0.0 0.0 1.000 D-0.750Lr+0.750L+0.45CW"-r; 0.225 2.025 2.63 291.6 293.1 1.000 DEL SON ENGINEERING INC. Project Title PATINO CANOPY 1204 NE 146 AVE Engiiecr: Project ID: 815-11-146 VANCOUVER WA 98684 Project Desor: 10660 EV!PARK ST T:3ARD 97223 360-944-7094 JOHN@DELSONENGINEERING.COM �Z Pole Footing Embedded in Soil Fie= 1B?S JbSt31SCA-78?4AFi-?r8?S??-t.FC6 c.NERCN C,INC.1113-2015 L'uk:6.15.10.6.Vec6.510.6 "I -"Ic. {f_.4GD0-2341i-a47 5- z". L e JO EL SOW Descriotiol: -D-0.750 +0.75CS+0.450W+H 0.225 2.025 2.63 2P1.6 293.1 1.000 ,-D-3.750L O.750S-0.5250E 0.000 0.000 G.13 0.0 0.0 1.000 �.6CD-3.60',6C 0.300 2.700 X2.88 1'.3.8 324.8 1.000 0.60D-0.70E+0.60H 0 000 0.000 0.13 0.0 0.0 1.000 ...ism DELSON 1/5J'146 DELSON ENGINEERING INC. SHEET NO. p"i---/ OF �� 1204 NE 146TH GT CALCULATED BY: */+�. DATE: 7:7¢ /Fj ��.. VANCOUVER WA 98684(360)944-1094 SCALE: N/A . ---Tiorr ittr . - .mssi4. REVISION- : 7- : ' ' . 4 ( I '. f• rCite 0t::'l:gar 1 1 App.r; eco Plans B. . . _ ,.:Y _ )ates/;P .// 14. 4 ' . ' ' i11 . .1 .77:::,t. H 1 521?qi Y el ;:t - T?(:/e-1 : �� ®s K rtii g)c 0 )6, 34 ?c,2 :11(r 4)/ q/44I • / : ' j - DELSON ENGINEERING INC. SOB: 11,�-1/=�¢� SWEET NO. �_roF 1204 NE 146TH CT CALCULATED BY: J,��• DATE: r-fri VANCOUVER WA 98684 SCALE: N/A l��. (360)944-1094 : : 1 . . : GLI:Ejr_ri.: E ! ! : ; ; _ a 0r3 TU --$4 ,,,4g,5roft-i. ri.,,,ig :' -'ll.; � :fes']� a. 7 w . -,m.�.............e.d.- u o. i . - :4 . _40: 07 ; hits 1 : : ] -i-p.:$4 . vtivw A/.........:_________ i . , ....5-4(4, oti pc ----x? q)4 .://t.:404:34 ; : , 1: ! :.i _ _,;,__ : , , : . .7d. : : I Cv1VC, . . - : , 30 " 30Sf3-1)= /011. i (0)01; cot-A.' . ) 11'FT4/L. erg , PiePDX* r� jts4f. - . 1 OFFICE COPY . JOB: Pc-17-I46 -.lig DELSON ENGINEERING INC. SHEET NO. g,'Z OF �� 1204 NE 146TH GT CALCULATED BY: i-P, DATE: 4 wammil VANCOUVER, WA 98664 SCALE: N/A MUM (360)944-1094 4 rPt_- / t- / )e e k ll 4 crT � 1 4/7(19' '5-4.?I'4t9"E'f. \ / J. . \ . , D <IZ4VI1D. ' N:41. .\ . . / . Y ,is. : IASX 1? , . . : . : ,_4_, 4 , . . . 4o : ' yi .. :: i ; :. 1 : . * . . . ' . . . • , ; 1 , , L gsci,i4-7.7f.--i? --6c) ?:2)--/4pm--7-A*4- ._ _ • k . ! : * : : 1( xittekt rmtlit9 6- . II I 1-4 1 ' . . 4 ' -! __, ,, ,, 6v-rork. (:- , ..7 ,,,,a, , i, !, . , ., .. , , v..47,,,,4„, T. . . ).:, . . . : 7. . ' . : . . ,._.....________., r k S r : I/ . 14'u . a, 2'ffThIL . mir i1X %w mcgii: _ c,„,—,:, --,--., v,,,, . A.,, Ir)E1-47-; --N'tiii-Act/scoff Cr.itrisipict!I Po 0-0-A - b otp-r ` . .S?` cscr t, cfmne,r_ re, coittmvi , : ikritt.'43t ,-744s...-Di Lia-41.4 14 Ai 't'ii79Xx EqzPf FOR OFFICE USE ONLY—SITE ADDRESS: This form is recognized by most building departments in the Tri-County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT IS . Transmittal Letter 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 •www.tigard-or.gov TO: /CeA--,/S EIc '"// DATE RECE (tD �E DEPT: BUILDING DIVISION c , Mp,Y 0 2016 FROM: u /S /7`22 -C-0L C1T`� °G VS ON COMPANY: gV1LD1N PHONE: x'03 RE: /0 6 6 0 -CA-)J "e9--2/< c % /-r/r7/6 -e000 (Site Address) 7erinit Number) 22�0� (Project name or subdivision name and lot number) ATTACHED ARE THE FOLLOWING ITEMS: Additional set(s) of plans. ► Revisions: Cross section(s)and details. Wall bracing and/or lateral analysis. Floor/roof framing. Basement and retaining walls. Beam calculations. Engineer's calculations. Other(explain): REMARKS: 41A6/776/vfJe____ f5zr 4/v.. COL-LI/IA/5 Routed to Permit Technician: Date: ( 10 Fees Due: !A Yes • No Fee Descri•tion: Amount Due: . 0, r O) ; V $ $ Special Instructions: Re•rint Permit •er PE : ❑ Yes PO No ❑ Done A A. •licant Notified: Z.-14-/S Date: l:\Buildin \Forms\Tr g ansmittalLetter-Revisions.doc 05/25/2012 L _