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„,`” .1' /t4-S T�0I Zo 2, I0(06.0 Sw .*s c -4411 --+u Delson Engineering, Inc. 1204 NE 146TH AVE VANCOUVER, WA.98684 PHONE:(360)944-7094 john@delsonengineering.com Structural Calculations For PATINO-CANOPY 10660 SW PARK ST OFFICE COPY TIGARD OR 97223 (JOB#: B15-11-146) DESIGN CRITERIA: IBC 2012 SNOW 25 PSF Table of Contents: CALCULATIONS L-1 to L-11 PLANS COPY CP-1 to CP-3 a -,cytiO PP O •• how, R ON 4:3) NJ. DE\ I EXPIRES: 12-31-/1 t EXCLUSION OF LIABILITIES +�✓ I. DISCLAIMER AND RELEASE BUYER HEREBY WAIVES,RELEASES AND RENOUNCES ALL WARRANTIES(EXPRESSED OR IMPLIED), OBLIGATIONS,AND LIABILITIES OF DELSON DESIGN&ENGINEERING.INC.AND ALL OTHER RIGHTS,CLAIMS AND REMEDIES AGAINST DELSON DESIGN&ENGINEERING,INC.(EXPRESS OR IMPLIED)WITH RESPECT TO ANY NONCONFORMITY.IMPROPER INSTALLATION,WORKMANSHIP OR MATERIALS. H.EXCLUSION OF CONSEOUENTIAL AND OTHER DAMAGES DELSON DESIGN&ENGINEERING,INC.SHALL HAVE NO OBLIGATION OF LIABILITY,WHETHER ARISING IN CONTRACT(INCLUDING WARRANTY),TORT(INCLUDING ACTIVE,PASSIVE OR IMPUTED NEGLIGENCE)OR OTHERWISE,FOR LOSS OF USE,REVENUE OR PROFIT,OR FOR ANY OTHER INCIDENTAL OR CONSEQUENTIAL DAMAGES.ADAPTATION OF THE DESIGN TO MEET SPECIFIC SITE CONDITIONS,SPECIFIC STATE OR LOCAL CODES AND REGULATIONS,IS THE RESPONSIBILITY OF THE BUYER. )II.THIS PRODUCT IS FOR SINGLE USE ONLY AND IS NOT TO BE REUSED WITHOUT SPECIFIC AUTHORIZATION. (.• • DELSON ENGINEERING INC. JOB _ SWEET NO. OF vANGOUv�R WA 98684 04 NE 146114 CT CALCULATED BY: •D. DATE: iZ/O 1 11 (36®)944-1094 SCALE: wA LATERAL LOAD ANALYSIS FOR: - CA-A/07/ LOCATION: 10‘e0 $hP �,4%L sr 77 .40P 9113 I 4 � 1) WIND ANALYSIS - PER 20 /Z ISC, /20 m- EXPOSURE 3 'A- ,&fct ?=10 .l•r 1 s1r�p' �I E A.) FRONT - BACK — f'^c*r- 1,, tseryF �- Zrw;: /2 // I / 9 -re ,rk_ _621),,` ? // m • � Ates S.) LEFT - RIGHT — ‘voss-,r1 6oKa `1'T V= ¢Zit- �— : Soot 304‘x 340x3o4g ,Pt/4. .• CDJssi 9 ->A1-11- P--/ --e7 Pa" C tic. --) f:r?-(, el'11.-1 V -.L DELSON ENGINEERING INC. Project Title: PATINO CANOPY 1204 NE 146 AVE EProject DDescr: ID: 81511-146 10660 SW PARK ST TIGARD 97223 VANCOUVER WA 98684 360-944-7094 ., JOHN@DELSONENGINEERING.COM %'. Prmteo:2 DEC 2515.12.CcP Wood Column File=c1 B15J08s1B1SCA-21B14AF1-11815.11-1.EC6 ENERCALC,INC.1983-2015.Bw1d:6.15.10.6,Ver.6.15.10.6 Lic.#:KW-06002311 Licensee •JOHN DELSON - Description: P-1 CHECK FOF 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 Wood Species Exact Width 5.50 in Allow Stress Modification Factors Wood Grade Exact Depth 7.50 in Cf or Cv for Bending 1.0 Area 41.250 inA2 Cf or Cv for Compression 1.0 Fb Tension 1,500.0 psi Fv 150.0 psi Ix 193.359 in"4 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-Pr!! 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 Kt: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 Axa 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 Comoression Tension Load Combination 40400 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 0.0 ft 0.0 PASS 9.0 ft +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 0.0ft 0.0 PASS 9.0ft +D+0.750Lr+0.750L+H 1.000 1.000 0.1039 PASS 0.0ft 0.0 PASS 9.0ft +D+0.750L+0.750S+H 1.000 1.000 0.1039 PASS 0.0ft 0.0 PASS 9.0ft +D+0.60W+H 1.000 1.000 0.4297 PASS 0.0 ft 0.04849 PASS 8.940 ft +D+0.70E+H 1.000 1.000 0.1039 PASS 0.0ft 0.0 PASS 9.0ft +D+0.750Lr+0.750L+0.450W+H 1.000 1.000 0.3250 PASS 0.0ft 0.03636 PASS 8.940ft V sr DELSON ENGINEERING INC. Project Title: PATINO CANOPY 1204 NE 146 AVE Engineer: Project ID: 1315-11-146 VANCOUVER WA 98684 Project Descr: 10660 SW PARK ST TIGARD 97223 360-944-7094 JOHN@DELSONENGINEERING.COM Pnnaeo:2 DEC 2015.12•C3Pt I Wood Column Fib=c:1B15JOBS1915.CA-21B14AF1-11815-11-1.EC6 ENERCALC,INC.1963-2015,Budd:6.15.10.6,Ver.6.15.10.6 Lic.#: KW-06002311 .. :. Licensee:JOHN DELSON Description: P-1 CHECK FOP 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-O.750L+0.750S+0.450W+H 1.000 1.000 0.3250 PASS 0.0 ft 0.03636 PASS 8.940 ft 4D+0.750L+0.750S+0.5250E+1-1 1.000 1.000 0.1039 PASS 0.0ft 0.0 PASS 9.0 ft +0.60D+0.60W+0.60H 1.000 1.000 0.4228 PASS 0.0ft 0.04849 PASS 8.940ft .6 D+0.70E H 1.000 1.000 0.06233 PASS *0 0 +0 60 0.0 0.0 ft PASS 9.0 ft Maximum Reactions _ Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axa Reaction Axial Reaction Load Combination ©Base @ Top @ Base @ Top @ Base +D+H k k 4.285 k +10+1.+H k k 4.285 k +D+Lr+F+ k k 4.285 k +0+S4H k k 4285 k +D+0.750Lr+C.750L+H k k 4.285 k +0+0.750L+0.750S-H k k 4.285 k +D+0.60W+H k 0.300 k 4285 k +D+0.70E+H k k 4.285 k +0+0.75OLr40.750L+0.450W+H k 0.225 k 4.285 k +D40.750L40.750S+0.450W+H k 0.225 k 4.285 k +D+0.750L40.750S+0.5250E+H k k 4.285 k +0.60D40.60W40.60H k 0.300 k 2.571 k - +0.60040.70E+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 .04H 0.0000 in 0.000 ft 0.000 in 0.000 ft 1 . 4D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft 40.Lr4H 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 40+0.750Lr40.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D40.750L40.750S-41 0.0000 in 0.000 ft 0.000 in 0.000 ft 40+0.60W+H 0.0000 in 0.000 ft 0.463 in 9.000 ft +0+0.70E4H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0+0.750Lr40.750L+0.450W+H 0.0000 in 0.000 ft 0.347 in 9.000 ft +1340.750140.750S+0.450W41 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 40.60D+0.60W40.60H 0.0000 in 0.000 ft 0.463 in 9.000 ft +0.60D+0.70E40.60H 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 DELSON ENGINEERING INC. Project Title: PATINO CANOPY 1204 NE 146 AVE En9ineer: Project ID: B15-11-146 Project Descr: 10660 SW PARK ST TIGARD 97223 VANCOUVER WA 98684 360-944-7094 • JOHN@DELSONENGINEERING.COM Dnrtpp:2 DEC 2015.12'GD.61 Wood Column File=c:E115-JOBSIBI5-CA-21B14AF1-11815-11-1.EC6 ENERCALC,INC.1983-2016.Build:6.15.10.6,Ver:6.15.10.6 tic.#:KW-06002311 Licensee:JOHN DELSON Description: P-1 CHECK FOF COMBINED LOAD Sketches 4 .x Loads _I Loads are total entered value.Arrows do not reflect absolute direction. I L DELSON ENGINEERING INC. Project Title: PATINO CANOPY VANCOUVERP1204 N 146 AVE En9ineer: Descr: 10660 SW PARK ST TIGARD 97223 sect ID: B15 11-146 WA 98684 Project 360-944-7094 JOHN@DELSONENGINEERING.COM , F,nwo.2 DEC 2055.t 202?t,5 File= IN'0B 1�''�14AF1-1B1e1111.EC6 Pole Footing Embedded in Soil ENERCALC.INC.1983-2015,Build:6.15.10.6,Ver.6.15.10.6 tic.#:KW-06002311 Licensee:JOHN DELSON Description: FTNG-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 ..--- I I Controlling Values Governing Load Comoination: +D+0.60W*H Lateral Load 0.30 k b r Moment 2.70 k-ft NC Ground Surface Restraint Pressures at 1/3 Depth sod Swfaa No lateral restraint Actual 323.563 psf +, �„ `. -' x ; - Allowable { : H 324.819 psf _ �4 iv III i kenimum Required Depth 2.875 ft I Feoaro •za Footing Base Area 6.250 ft42 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 Lr:Roof Live k k/ft k - L:Live k k/ft k S:Snow k k/ft k W:Wind 0.50 k k/ft k E:Earthquake k k/ft k H:Lateral Earth k k/ft k Load distance above TOP of Load above ground surface ground surface 9.0 ft ft BOTTOM of Load above ground surface ft Load Combination Results Fomes @Ground Surface Required _ Pressor at IC3 Depth Sotinorease Load Combination Loads-(k) Moments-(ft-k) Depth-(f) Actual-(pst} -:Atipw-tPai '-',..Actor +D+1-1 0.000 0.000 0.13 0.0 0.0 1.000 -D-L*H 0.000 0.000 0.13 0.0 0.0 1.000 +1)+Lr+H 0.000 0.000 0.13 0.0 0.0 1.000 . +D*S*H 0.000 0.000 0.13 0.0 0.0 1.000 +D+0.750Lr+0.750L-H 0.000 0.000 0.13 0.0 0.0 1.000 +D+0.750L+0.750S+H 0.000 0.000 0.13 0.0 0.0 1.000 +D+0.60W+H 0.300 2.700 2.88 323.6 324.8 1.000 +D+0.70E+H 0.000 0.000 0.13 0.0 0.0 1.000 -D+0.750Lr+0.750L+0.450W+H 0.225 2.025 2.63 291.6 293.1 1.000 4 ' DEL SON ENGINEERING INC. Project Title: PATINO CANOPY 1204 NE 146 AVE Engineer: Project ID: B15-11-146 VANCOUVER WA 98684 Project Descr: 10660 SW PARK ST TIGARD 97223 360-944-7094 JOHN@DELSONENGINEERING.COM r Pntec.2 DEC 2015.12-C2PL1 File Pole Footing Embedded in Soil ENERCALC.INC.1983-2015,Buid:6.15.10.6,Ver.6.15.10.6 -ic.#::KW-06002311 - Licensee:JOHN DELSON Description: FTNG-1 +D+0.750L+0.750S-0.450W4i 0.225 2.025 2.63 291.6 293.1 1.000 +D+0.750Li0.750S+0.5250E+H 0.000 0.000 0.13 0.0 0.0 1.000 +0.60D+0.60W+0.60H 0.300 2.700 2.88 323.6 324.8 1.000 +0.600+0.70E+0.60H 0.000 0.000 0.13 0.0 0.0 1.000 • Pimmil°7 * v DELSON ENGINEERING INC. Project Title: PATINO CANOPY 1204 NE 146 AVE Engineer: Project ID: 615-11-146 VANCOUVER WA 98684 Project Descr: 10660 SW PARK ST TIGARD 97223 360-944-7094 - JOHN@DELSONENGINEERING.COM - or:ntee:1 DEC 2C15.11inPt! Wood Beam File=C:1815J08SIB15-CA-21B14AF1-11815-11-1.EC6 ENERCALC,INC.1983.2015,Build:6.15.10.6,Ven6.15.10.6 Lic:"#: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 psi E:Modulus of Elasticity Load Combination 1BC2012 Fb-Compr 875 psi Ebend-xx 1300ksi Fc-NI 600 psi Eminbend-xx 470 ksi Wood Species : Douglas Fir-Larch (North) Fc-Perp 625 psi Wood Grade :No.2 Fv 170 psi Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 425 psi Density 30.58pcf 010-204)S(0 3) D(0.204)S(0"3) 1)(0.204) Sr0.3) . • ♦ V r V i ♦ r . i * i v 6x12 A 6x12 6x12 Span=2.50ft Span=11.50ft Span=2.0 ft 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=12.0 ft,(ROOF) Load for Span Number 2 Uniform Load: D=0.0170, S=0.0250 ksf, Tributary Width=12.0 ft,(ROOF) Load for Span Number 3 Uniform Load: D=0.0170, S=0.0250 ksf, Tributary Width=12.0 ft,(ROOF) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.693 1 Maximum Shear Stress Ratio = 0.304 : 1 Section used for this span 6x12 Section used for this span 6x12 fb:Actual = 697.07psi fv:Actual = 59.50 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 = 5.895ft Location of maximum on span = 2.500ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.107 in Ratio= 1285 Max Upward Transient Deflection -0.056 in Ratio= 860 Max Downward Total Deflecticn 0.180 in Ratio= 765 Max Upward Total Deflection -0.094 in Ratio= 512 Overall Maximum_Deflections Load Combination Span Max.-'Deft Location in Span Load Combination Max.'+'Dell Location in Span 1 0.0000 5.798 +0+S*11 -0.1095 0.000 *D+S+H 2 0.1804 5.798 0.0000 0.000 3 0.0000 5.798 +0+841 -0.0936 2.000 _ Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support1 Support2 Support3 Support4 Overall MAX:mum 4.207 3.857 Overall tv1INimum 1.022 0.937 r t DELSON ENGINEERING INC. Project Title: PATINO CANOPY 1204 NE 146 AVE Engineer: Project ID: B15-11-146 VANCOUVER WA 98684 Project Descr: 10660 SW PARK ST TIGARD 97223 360-944-7094 JOHN@DELSONENGINEERING.COM _ Prulet. 1 DEC 2015.1..G6PD. Wood Beam File=c:1815-J0861B15-CA-21614AF1-11815.11-1.EC6 ENERCALC,INC.1983-2015,Build:6.15.10.6,Ver..6.15.10.6 .Lic..#:KW-06002311. '- .:�r - Description: RB-1 Licensee:JOHN DELSON Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 ppo Support 2 Support 3 Support 4 P Po »0++ 1.703 1.561 '041..+4-1 1.703 1.561 • +D+Lr+H 1.703 1.561 *045+H 4.207 3.857 +0+0.750Lr+0.750L+41 1.703 1.561 +040.750L+0.750S+H 3.581 3.283 +O+0.60W+H 1.703 1.561 +0+0.70E+H 1.703 1.561 +0+0.750Lr+0.750L+0.450W+H 1.703 1.561 +D+0.750L+0.750S+0.450W+H 3.581 3.283 +040.750L+0.750S+0.5250E+4.j 3.581 3.283 +0.60040.60W40.60H 1.022 0.937 +0.600+0.70E+0.60H 1.022 0.937 D Only 1.703 1.561 Lr Only L Only S Only 2.504 2.296 W Only E Only H Only DELSON ENGINEERING INC. Project Title: PATINO CANOPY 1204 NE 146 AVE Engineer: Project ID: B15-11-146 VANCOUVER WA 98684 Project Descr: 10660 SW PARK ST TIGARD 97223 360-944-7094 JOHN@DELSONENGINEERING.COM Pnr0e0:2 DEC 2015.115 Aki Wood Beam Fiee=c:1815-J06SI61SG1-2iB14AF1-11815.11-1.EC6 ENERCALC,INC.1983-2015,8uild:6.15.10.fi,Vw:6.15.10.6 tic:#::KVN-06002311 ` ' ---- 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 psi E:Modulus of Elasticity Load Combination IBC2012 Fb-Compr 575 psi Ebend-xx 1100 ksi Fc-PrIl 575 psi Eminbend-xx 400ksi Wood Species : Hem Fir Fc-Perp 405 psi Wood Grade : No.2 Fv 140 psi Ft 375 psi Density 26.83 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling w(o.5) 6x8 Span=9.Oft A lied Loads _ Service loads entered.Load Factors will be applied for calculations. Point Load: W=0.50 k(a.9.0 ft(WIND) DESIGN SUMMARY Design 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 = 920.00psi Fv:Allowable = 224.00P si Load Combination +D+0.60W+H Load Combination +D+0.60W+H Location of maximum on span = 0.000ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span*1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient De9ection 0.984 in Ratio= 218 Max Upward Transient Deflection 0.000 in Ratio= 0<180 Max Downward Total Deflection 0.591 in Ratio= 364 Max Upward Total Deflection 0.000 in Ratio= 0<180 Overall Maximum Deflections Load Combination Span Max. Defl Location in Span Load Combination Max.'+'Deft 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+S-H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +0+0.60W+H 0.300 r DELSON ENGINEERiNG INC. Project Title: PATINO CANOPY 1204 NE 146 AVE Engineer: Project ID: B15-11-146 VANCOUVER WA 98684 Project Descr: 10660 SW PARK ST TIGARD 97223 360-944-7094 JOHN@DELSONENGINEERiNG.COM Prmec:2 EC 2015. Wood Beam Fite=c:1815-JOBS1615-CA-21B14AF1-111315.11-1.EC6 ENERCALC,INC.1983-2015,Build:6.15.10.6,Ven6.15.10.6 Lic.#:KVN-=QS(102311:.., Licensee:JOHN DELSON Description: PH-1 POST CHECK FOR BENDING Vertical Reactions _ Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 • I. IE+i-i +0+0.7501J+0.7501.+0.450W4 0.225 +0+0.750L+0.750S+0.450W+H 0.225 +D+0.750L+0.750S+0.5250E+Fi +0.600+0.60W+0.60H 0.300 -0.60D+0.70E+0.60H 0 Only Lr Only L Only S Only W Only 0.500 E Only H Only r ' ` DELSON ENGINEERING INC. Project Title: PATINO CANOPY 1204 NE 146 AVE Engineer: Project ID: 815-11-146 VANCOUVER WA 98684 Project Descr: 10660 SW PARK ST TIGARD 97223 360-944-7094 1.,.. —1 t JOHN@DELSONENGINEERING.COM Pnntec 2 DEC 2015.12.22Pta Wood Beam File=c:1615409SIB15-CA-21B14AF1-11615-11-1.EC6 • ENERCALC.INC.1983-2015,Build:6.15.10.6,Vec6.15.10.6 Lic.#:KW-06002311 • Description: RB-1•B OPTON WI GLU-LAM Licensee•JOHN DELSON • 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 1BC2012 Fb-Compr 1850 psi Ebend-xx 1800ksi Fc-Pril 1650 psi Eminbend-xx 930ksi Wood Species :DF/DF Fc-Perp 650 psi Ebend-yy 1600ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 830 ksi Ft 1100psi Density 31.2pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling lir ll.2 y sroVt i: DSo.2o+ i ♦sro.al D(0.2o4*stt 1 i i • • 5.5x10.5 5.5x10.5 5.5x10.5 • Span=2.50 ft Span=11.50 ft Span=2.0 ft 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=12.0 ft,(ROOF) Load for Span Number 2 Uniform Load: D=0.0170, S=0.0250 ksf, Tributary Width=12.0 ft,(ROOF) Load for Span Number 3 Uniform Load: D=0.0170, S=0.0250 ksf, Tributary Width=12.0 ft,(ROOF) DESIGN SUMMARY......___.__ Design OK Maximum Bending Stress Ratio = 0.303 1 Maximum Shear Stress Ratio = 0.214: 1 Section used for this span 5.5x10.5 Section used for this span 5.5x10.5 fb:Actual = 836.17psi fv:Actual = 65.17 psi FB:Allowable = 2,760.00 psi Fv:Allowable = 304.75 psi Load Combination +D+S+H Load Combination +.D*5.,+{ Location of maximum on span = 5.895ft Location of maximum on span = 2.500 ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.102 in Ratio= 1354 Max Upward Transient Deflection -0.053 in Ratio= 906 Max Downward Total Deflection 0.171 in Ratio= 806 Max Upward Total Deflection -0.089 in Ratio= 540 • Overall Maximum Deflections Load Combination Span Max.'-Dell Location in Span Load Combination Max.'+'Deli Location in Span 1 0.0000 0.000 +0.4+11 -0.1039 0.000 +0+5+11 2 0.1712 5.798 0.0000 0.000 3 0.0000 5.798 +0+5+11 -0.0889 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 4.207 3.857 Overall MINimum 1.022 0.937 Y t DELSON ENGINEERING INC. Project Title: PATINO CANOPY 1204 NE 146 AVE Engineer: Project ID: B15-11-146 VANCOUVER WA 98684 Project Descr: 10660 SW PARK ST TIGARD 97223 360-944-7094 t. Pnntetl:2 DEC 2015.12.22P1.1 Wood Beam File=c:1615JOBS1815-CA-21614AF1-11615.11-1.EC6 ENERCALC,INC.1983-2015,Build:6.15.10.6,Ver.6.15.10.6 Lic.#:KW-06002311 Licensee:JOHN DELSON Description: RB-1-B OPTON 1M GLU-LAM . Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 +D+H 1.703 1.561 +D+L+H 1.703 1.561 +O+Lr+H 1.703 1.561 +D+S'`H 4.207 3.857 +D+0.750Lr+0.750L+H 1.703 1.561 +D+0.750L+0.750S+H 3.581 3.283 +D+0.60W+H 1.703 1.561 +D+0.70E+H 1.703 1.561 +0+0.750Lr+0.750L+0.450W41 1.703 1.561 +D+0.750L+0.750$+0.450W41 3.581 3.283 +D+0.750L+0.750S+0.5250E+H 3.581 3.283 +0.60D+0.60W+0.60H 1.022 0.937 +0.60D+0.70E+0.60H 1.022 0.937 D Only 1.703 1.561 Lr Only L Only S Only 2.504 2.296 W Only E Only H Only M' f. 4 ? 7,�.,. - . ..."Mill �11011iii � �� 11.11 Li i PROPOSED REAR ELEVATI L TI 1/8"-r-0- _ 145' 1245- IIII MI iii i 1 t I 1 -1LJ LJ s PROPOSED RIGHT ELEVATION ` 1/8--1'-0- CONDITION, DIMENSIONS, AND TO NOTIFY THE DESIGN l_k OF ANY ERRORS, OMISSIONS OR DISCREPANCIES PRIOR TO 22'-4 " THE START OF CONSTRUCTION. DISCREPANCIES MAY RESULT / IN ADDITIONAL COST TO THE OWNER. 1'-4" 19'-84" 1 / / / WOOD TRUSSES 4' 24" o, (VAULTED TRUSS SYS) P.T. 6X$ POST Of 42 W/ SIMPSON COL. CAP �, ��N ECC66 - TYP. �� _ Q Q J J ZX �Ip4r,�'. � ,�'� >FAk. 14914 -*Ir.. 0 t I 0 0 x x •t\I 6:12 6:11N I Win Ln ta Ec- HU 48 11U 48 I t __-t I r I J I J y •'* RESPONSIBLE TO CHECK THE PLANS, EXISTING SITE CONDITION, DIMENSIONS AND TO NOTIFY THE DESIGN OF ANY ERRORS, OMISSIONS OR DISCREPANCIES PRIOR TO THE START OF CONSTRUCTION. DISCREPANCIES MAY RESULT IN ADDITIONAL COST TO THE OWNER. 21'-3" / 19'-3" I o EXISTING CONCRETE PATIO