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Specifications (19) (` \ >c\q-CC\QC ( d--;--A-c sS V \cvu.:\--- St. Structural Calculations For Brady Patio Cover RECEIV N 10770 SW Walnut Street Tigard, OR 97223 MAY 2 0 2019 BUS DICITY OF GARS visoO Prepared for Ben Brady Tigard, OR LVVI Project Number 19071 May 17, 2019 `y�y L Kul L �/!lrf,;7 @y(i 11!f `44 . i Cr) ' /*‘.7.0 - n i( �; Zoe .<fj **Limitations*** Engineer was retained in limited capacity for this project. Design is based upon information provided by the client,who is solely responsible for the accuracy of same. No responsibility and/or liability is assumed by,or is to be assigned to the engineer for items beyond that shown on these sheets. sheets total including this cover sheet. This Packet of Calculations is NULL and VOID if Signature above is not Original 114 Lewis & Van Vleet, Inc. 18660 SW Boones Ferry Rd. Tualatin, OR 97062 (503) 885-8605 l www.Ivvi.com LEWIS & VAN VLEET Brady Patio Cover Tigard, OR LVVI Job No, 19071 'Immiimi Structural Calculations Table of Contents Item Sheets 1. Project Scope and Data PSD1 2. Roof Framing Design S1 —S12 3. Lateral Design L1 — L7 LEWIS & ltinne 18660consus.w.boognes gineferryroadrs tualahn,Oregon 97062 VAN VLEET (503)885.8605 phone(503)885.1206 fax Sheet No PSD1 incorporated Project Scope and Data Project Name: Brady Patio Cover Job No: 19071 Project Scope: Calculations for patio cover. Site Coordinates: deg. N, deg. W Project Specifications: Code: 2014 Oregon Structural Specialty Code based on the 2012 IBC ASCE 7-10 Minimum Design Loads for Buildings and Other Structures Risk Category: H ASCE 7-10, 1.5-1 Live Loads: Roof SL: 25 —psf Importance Factor, Is: 1.00 ASCE 7-10 Table 1.5-2 w/ 15% Increase for Wood Stress Floor LL: psf Floor LL: psf Floor LL: psf Floor LL: psf Wind Loads: Wind Speed: 120 mph (Ultimate) Exposure: B Wind Analysis Procedure: Envolope Procedure -ASCE 7-10 Chapter 28 Seismic Loads: Spectral Response Coefficient, Sos: 0.7180 g USGS Design Maps Spectral Response Coefficient, SD1: 0.4440 g USGS Design Maps Seismic Design Category: D ASCE 7-10 Table 11.6-1 & 11.6-2 Importance Factor, IE: 1.00 ASCE 7-10 Table 1.5-2 Seismic Analysis Procedure: Equivalent Procedure ASCE 7-10 Section 12.8 Soil Data: Soil Bearing Pressure: 1,500 psf by: Assumed dated: LEWIS & consulting engineers Job 11-211.AVIATirrc-Ajf1-2_. Client 16560 s.w boones ferry road tualatin.oregon 97062 Job No By[503]B85 8605 phone [503)B851206 fax VAN VLEET Date VI""ri IA Sheet No. 5 Incorporated 41' PA T1 C=5 P a-b"-BA--r) JL t .. /. -.%.1-1(4,1- ¶ -rc) "0,)C)\.•.1 Zr. C'"? ek I ) -4C It.00 <kt 1 >< U M WW'bp-2M'MM SAA Lum'bv p-'M@e}gO : Z6 '90 '1/.6 'd -KZ6-Ii7L- 06 ;d ZZL6 NOW `6W11 1�ld1d N�dOd Q /1O� 1d1d1S 1f1N11WM MS OLLOI 900L6 W `NO1dlldd�l 13Nd 1IS11 dad?9 311 `53I1-1dV, 2 N%161.1.90103.1,SW „z�/l ..o I NY1d fills d10d 'M la.13 11 '1113 0 dada dd.lbM ay" " )Ind25 Ja11W1 IIIIIIIIIIII %x'61 :d1dM031N31 c1 f1O1NO3 d11S ,lel d5•b174`.17 l1i- W\03 9NIQ11114 MN 11\111 JJ, 1610 d ,Igl (' d5095`OZ dddd1O1 — — — \2/ N 101 G\ 11 ,ig/1 - .0-,I- MY'U. 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I I ) _ #: i. , I ,Qi-rtouvnala 3tre7 1 i 0 o / / 181' p0 WALNUT Oct / / / XI5TING NOUS 0 0_24, / ARCrITECTIIRAL GRADE COMPO511E *v it �� ; ----" --0,--___ // ROOF TO MATCH EXI511N6 0 p i m _ T O , / —6"COMP0511E FASCIA f30A0 N � r "`~„/ o 1/�4►l�al___ �� Atoll i t l \ O II 1 . 7 / . , 1 4 ri- ' I \ I I I r ( I :r _ - 11111 4100.4: ,�� ' I 1 N � C ' I`1 I ' \ . ij B 11 I AIM ii.-.-7.7 ) ) ) 1 FLOOR E EVMIGN 186: •��; -t-44 �f LY.Nx ELEV.ATM-185' ro- 1,„----- II \I t' c c ����,\ \ \ \ LEVA11ON-I'-0" - I/8" �'�,,'I ti /_• ii 2 �1 l ( I (.(:pII1IIiI(T I 4 � // -1I15' / // // / I3E7ROOM I 6EDROOM i► o L- / IP-C"X17.0" Ir-4"X17-0" I Alt.+)�,-2' , 6'-8" i / / 9 0.6 9'RG. `22 ,-1/2 X10-1/2 GLULAM,CONNECT I !G��• / / moi„, , Ntitopl : ‘,?,_?_,,WITH 5IMPSON N.C410 fO EXI5f1NG � /1 _ 1:117111iii 1` Tr 181✓ 2'4X8 CPX PLYWOOt7 I 181 l 2X10 ROOF J01515,16"0.C„TM I X LEWIS &L Lewis&Van Vleet,Inc Project Title: Brady Patio Cover - 18660 SW Boones Ferry Rd. Engineer: Mike 14Tualatin,OR 97062 Project ID: 19071 c1 (503)885 8605 Project Descr: VAN VLEET Printed:17 MAY 2019, 3:52PM -- - File=E:IENERCALC Data filesl19071-Brady patio covecec6, Wood Beam Software copyright ENERCALC,INC.1983-2018,Build:10,18.12.13. Lie.#:KW-06011471 Licensee:Lewis&Van Vleet Inc. Description: Rafters CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Pill 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase 0(0.01 0664)S(0.033325) _ 0(0,019995)S(0.033325) a a - a as a 2x10 2x10 tak Span=14.50KSft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=0.0080, S=0.0250 ksf, Tributary Width=1.333 ft,(SL+DL) Load for Span Number 2 Uniform Load: D=0.01 Q, s=0.0250 ksf, Tributary Width=1.333 ft,(SL+DL) DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.523 1 Maximum Shear Stress Ratio = 0.161 : 1 Section used for this span 2x10 Section used for this span 2x10 fb:Actual = 685.02psi fv:Actual = 33.34 psi FB:Allowable = 1,309.28 psi Fv:Allowable = 207.00 psi +D+S+H Load Combination +D+S+H Load Combination - Location of maximum on span = 7.209ft Location of maximum on span = 13.771 ft Span#where maximum occurs = Span#1 - Span#where maximum occurs - Span#1 Maximum Deflection Max Downward Transient Deflection 0.209 in Ratio= 833>=360 Max Upward Transient Deflection -0.045 in Ratio= 528>=360 Max Downward Total Deflection 0.294 in Ratio= 592>=180 Max Upward Total Deflection -0.064 in Ratio= 376>=180 Maximum Forces & Stresses for Load Combinations om Moment Values Shear Values Load Combination Max Stress Ratios - - Segment Length Span# M V C d CFN C i �r C m C t CL M fb F'b V (v F'v 4041 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0. 00 Length=14.50 ft 1 0.194 0.060 0.90 1.100 1.00 1.15 1.00 1.00 1.00 0.35 198.35 1024.65 0.09 9.72 162.00 Length=1.0 ft 2 0.006 0.060 0.90 1.100 1.00 1.15 1.00 1.00 1.00 0.01 6.45 1024.65 0.01 9.72 162.00 +D+L+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.174 0.054 1.00 1.100 1.00 1.15 1.00 1.00 1.00 0.35 198.35 1138.50 0.09 9.72 180.00 Length=1.0 ft 2 0.006 0.054 1.00 1.100 1.00 1.15 1,00 1.00 1.00 0.01 6.45 1138.50 0.01 9.72 180.00 +D4r+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 LEWIS & Lewis&Van Vleet,Inc Project Title: Brady Patio Cover bk. 18660 SW Boones Ferry Rd. Engineer: Mike t Tualatin,OR 97062 Project ID: 19071 )fin • (503)885-8605 Project Descr: VAN VLEET Printed:17 MAY 2019, 3:52PM Wood Beam Filo=E:1ENERCALC Data Files119011-brady patio cover.ec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.13. Lic.#: KW-06011471 Licensee: Lewis&Van Vleet Inc. Description: 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 fb F'b V Iv F'v Length=14.50 ft 1 0.139 0.043 1.25 1.100 1.00 1.15 1.00 1.00 1.00 0.35 198.35 1423 13 0.09 9.72 225.00 Length=1.0 ft 2 0.005 0.043 1.25 1.100 1.00 1.15 1.00 1.00 1.00 0.01 6.45 1423.13 0.01 9.72 225.00 +D+S+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.523 0.161 1.15 1.100 1.00 1.15 1.00 1.00 1.00 1.22 685.02 1309.28 0.31 33.34 207.00 Length=1.0 ft 2 0.012 0.161 1.15 1.100 1.00 1.15 1.00 1.00 1.00 0.03 15.80 1309.28 0.01 33.34 207.00 +D+0.750Lr+0.750L+4-I 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0,139 0.043 1.25 1.100 1.00 1.15 1.00 1.00 1.00 0.35 198.35 1423.13 0.09 9.72 225.00 Length=1.0 ft 2 0.005 0.043 1.25 1.100 1.00 1.15 1.00 1.00 1.00 0.01 6.45 1423.13 0.01 9,72 225.00 +D+0.750L+0.7505+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.430 0.133 1.15 1.100 1.00 1.15 1.00 1.00 1.00 1.00 563.35 1309.28 0.25 27.44 207.00 Length=1.0 ft 2 0.010 0.133 1.15 1.100 1.00 1.15 1.00 1.00 1.00 0.02 13.46 1309.28 0.01 27.44 207.00 +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=14.50 ft 1 0.109 0.034 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0,35 198.35 1821.60 0.09 9.72 288.00 Length=1.0 ft 2 0.004 0.034 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.01 6.45 1821.60 0.01 9.72 288.00 +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=14.50 ft 1 0.109 0.034 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.35 198.35 1821.60 0.09 9.72 288.00 Length=1.0 ft 2 0.004 0.034 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.01 6.45 1821.60 0.01 9.72 288.00 +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=14.50 ft 1 0.109 0.034 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.35 198.35 1821.60 0.09 9.72 288.00 Length=1.0 ft 2 0.004 0.034 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.01 6.45 1821.60 0.01 9.72 288.00 +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=14.50 ft 1 0.309 0.095 1.60 1.100 1.00 1.15 1.00 1.00 1.00 1.00 563.35 1821.60 0.25 27.44 288.00 Length=1.0 ft 2 0.007 0.095 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.02 13.46 1821.60 0.01 27.44 288.00 +D40.750L+0.750S+0.5250E41 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.309 0.095 1.60 1.100 1.00 1.15 1.00 1.00 1.00 1.00 563.35 1821.60 0.25 27.44 288.00 Length=1.0 ft 2 0.007 0.095 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.02 13.46 1821.60 0.01 27.44 288.00 +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=14.50 ft 1 0.065 0.020 1,60 1.100 1.00 1.15 1.00 1.00 1.00 0.21 119.01 1821.60 0.05 5.83 288.00 Length=1,0 ft 2 0.002 0.020 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.01 3.87 1821.60 0.00 5.83 288.00 +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=14.50 ft 1 0.065 0.020 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.21 119,01 1821.60 0.05 5.83 288.00 Length=1.0 ft 2 0.002 0.020 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.01 3.87 1821.60 0.00 5.83 288.00 Overall Maximum Deflections Load Combination Span Max.""Dell Location in Span Load Combination Max."+"Dell Location in Span +0+S+1-1 1 0.2939 7.291 0.0000 1.000 2 0.0000 7.291 +3+54 -0.0636 1.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.339 0.399 Overall MINimum 0.240 0.276 +O+H 0.098 0.123 +D+L+H 0.098 0.123 +D+Lr+H 0.098 0.123 +D+S+H 0.339 0.399 +D+0.750Lr+0.750L+H 0.098 0.123 +D+0.750L+0.750S+1-1 0.279 0.330 +D+0.60W+H 0.098 0.123 +D+0.70E+H 0.098 0.123 +D+0.750Lr40.750L+0.450W41 0.098 0.123 +D+0.750L+0.750S+0.450W+H 0.279 0.330 +D+0.750L+0.750S+0.5250E41 0.279 0.330 -+0.60D+0.60W-0.60H 0.059 0.074 +0.600+0.70E+0.60H 0.059 0.074 D Only 0.098 0.123 Lr Only L Only S Only 0.240 0.276 W Only LEWIS NLewis&Van Vleet,Inc Project Title: Brady Patio Cover 18660 SW Boones Ferry Rd. Engineer: Mike 1 ia Tualatin,OR 97062 Project ID: 19071 (503)885-8605 Project Descr: VAN VLEET Printed:17 MAY 2019, 3:53PM File=E:IENERCALC Data Files\19071-brady patio cover.ec6 . Wood Beam Software copyright ENERCALC,INC.1983-2018,Bulld:10.18.12.13. Licensee:Lewis&Van Vleet Inc. Lic.#:KW-06011471 Description: RBI CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2012 Material Properties - Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination IBC 2012 Fb- 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-PrIl 1,650.0 psi Eminbend-xx 950.0 ksi Grade24F- Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Species : Fv 265.0 psi Eminbend-yy 850.0ksi Wood :24F V4 Ft 1,100.0 psi Density 31210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.07)50.21875) b t I 5.5x10.5 Span=14.50 ft I‘ Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0080, S=0.0250 ksf, Tributary Width=8.750 ft,(SL+DL) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.341: 1 Maximum Shear Stress Ratio = 0.164 : 1 Section used for this span 5.5x10.5 Section used for this span 5.5x10.5 fb:Actual _ 940.13psi fv:Actual = 50.11 psi FB:Allowable = 2,760.00psi Fv:Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 7.250ft Location of maximum on span = 0.000 ft_ #1 I Span#where maximum occurs = Span#1 Span#where maximum occursSpan Maximum Deflection Max Downward Transient Deflection 0.229 in Ratio= 759>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.316 in Ratio= 551>=180 i Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces& Stresses for Load Combinations Shear Values Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN C i C r C m C t 0 L M lb F'b V fv F'v D Only 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.119 0.058 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.17 257.50 2160.00 0.53 13.72 238.50 +0+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.341 0.164 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.92 940.13 2760.00 1.93 50.11 304.75 +D+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.279 0.135 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.48 769.47 2760.00 1.58 41.01 304.75 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.040 0.019 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.30 154.50 3840.00 0.32 8.23 424.00 • LEWIS & Lewis&Van Vleet,Inc Project Title: Brady Patio Cover 18660 SW Boones Ferry Rd. Engineer: Mike Tualatin,OR 97062 Project ID: 19071 S`k {503)885 8605 Project Descr: VAN VLEET Printed:17 MAY 2019, 3:53PM Wood Beam File=E:4ENERCALC Data Files419071-bradypatio cover.ec6. Software copyright ENERCALC,INC.1983-2018,BuIId:10.18.12.13. Lic.#: KW-06011471 Licensee : Lewis&Van Vleet Inc. Description: RB1 Overall Maximum Deflections Load Combination Span Max.""Deft Location in Span Load Combination Max."+"Deft Location in Span +D+S 1 0.3156 7.303 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.184 2.184 Overall MINimum 1.586 1.586 D Only 0.598 0.598 +D+$ 2.184 2.184 +D+0.750S 1.788 1.788 +0.600 0.359 0.359 S Only 1,586 1.586 L F w s St Lewis 18660&SW VanBoones Vleet,Ferry Rd, Inc Project Title: Brady Patio Cover Engineer: Mike s:Protect ID: 19071 Tualatin,OR 97062 Project Descr: (503)885-8605 VAN VLEET Printed:17 MAY 2019, 3:53PM -- - - File=E:IENERCALC Data Files119071-brady patio cover.ec6. t Wood BeamSoftware copyright ENERCALC,INC.1983-2018,BuIId:10.18.12.13. -: Licensee Lewis: &Van Vleet Inc. Lic.#:I<W-06011471::::. Description: RB2 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2012 Material Properties _ Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Fb- 1,850.0 psi Ebend-xx 1,800.0ksi Load Combination IBC 2012 Fc-Pill 1,650.0 psi Eminbend-xx 950.0ksi Grade24F- Fc-Perp 650.0 psi Ebend-yy 1,600.0ksi Wood Species : Fv 265.0 psi Eminbend-yy 850.0ksi Wood :24F V4 Ft 1,100.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.116)S(0.3625) v d S 1 3.5x10-5 4 Span=14.50 ft l Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0080, S=0.0250 ksf, Tributary Width=14.50 ft,(SL+DL) Design N.G. DESIGN SUMMARY 0.4171 Maximum Bending Stress Ratio = 0.864 1 Maximum Shear Stress Ratio = 3.5x10.5 Section used for this span 3.5x10.5 Section used for this span fb:Actual = 2,385.52 psi fv:Actual = 127.14 psi FB:Allowable = 2,760.00 psi Fv:Allowable = 304.75 psi +p+S Load Combination +D+S Load Combination amaximum 7.250ft Location of maximum on span = 0.000 ft Location of on span = = Span#where maximum occurs = Span#1 Span#where maximum occursSpan#1 Maximum Deflection Ratio= 291<360 Max Downward Transient Deflection 0.597 in Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.801 in Ratio= 217>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations _ - Moment Values Shear Values Load Combination Max Stress Ratios Segment Length Span# M V Cd C FN C i C r C m C t C L M ib F'b V fv F'v D Only 1.000 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.281 0.136 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.26 607.90 2160.00 0.79 32.40 238.50 +0+3 1.000 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.864 0.417 1.15 1.000 1.00 1.00 1.00 1.00 1.00 12.78 2,385.52 2760.00 3.11 127.14 304.75 +0+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.703 0.339 1.15 1.000 1.00 1.00 1.00 1.00 1.00 10.40 1,941.12 2760.00 2.53 103.46 304.75 +0.600 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.095 0.046 1.60 1.000 1,00 1.00 1.00 1.00 1.00 1.95 364.74 3840.00 0.48 19.44 424.00 LEWIS r Lewis&Van Vleet,Inc Project Title: Brady Patio Cover lia 18660 SW Boones Ferry Rd. Engineer: Mike Tualatin,OR 97062 Project ID: 19071 S( (503)885-8605 Project Descr: VAN vLEET Printed:17 MAY 2019, 3:53PM Wood Beam File=E:IENERCALC Data Files119071-brady patio cover.ec6. Software co.yright ENERCALC,INC.1983-2018,Build:10.18.12.13. Liu.#:KW-06011471 Licensee: Lewis&Van Vleet Inc. Description: RB2 Overall Maximum Deflections Load Combination Span Max."-'Defl Location in Span Load Combination Max.'+'Defl Location in Span 4J+S 1 0.8008 7.303 — 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2p Overall MAXimum 3.527 3.527 ��")M( CAL. 4' r� 5) Overall MINimum 2.628 2.628 C I a D Only 0.899 0.899 1i C2.7/C 00 V2 t' C 1. )3 = 1%.T +D+S 3.527 3.527 +D+050S 2.870 0.539 +0.60D 0.539 0.539 S Only 2.628 2.628 ,i r e, rt Iii. ' X (� ,4, ( ),t. 2�'� Vu.,, .WV v LEWIS & • Job 17211--(31;11 consulting engineers client - 18660 s.w.boons ferry rd. Job No. 141 C7'1t By 0-"w✓ tualatln.Dreg on 97062 (503)885.6605 phone (503)505.1206 fax Date -,(- 1.4\ Sheet No. L 1 VAN VLEET I, i i 1 St'Cx-'C :k .CT' ib0 -sem' CO. �(P45") �ec�C« ill tb. 1 y , • • • • • 1 , ; j; Cj� 1 : n/ a ' 1 1 J 1 ' I `�n pr����gq,� e,Ti c .. { i 7 (-�. 1,1a, ! 1 ; . r '\'J eS 4p .•.Y.,•• • •••I .4i •• •, •..•T 17� Ste•. 414, ••. 11 . . I i ' ' i f4 rC., rL•)'SL -Ng, C.-?/ �. P 5 . OFs , r 5 f..t 5 Mt `tom �-� r , { I . 21 G4J Z it t?-) 165 : �� ; 1 . 1 , 1 l,i ' +.{ Ile%) ,0100 t(aC',� ( ,1 X41/16'4'' C *...k,,11. •M t r�..hi-tiNt t.J7 , b r t<ZN r)3, , �,/ ' � Ca (raw c›..a.. uNi�.ja � TK to ' M, `24.400 F ;tom +� , 1 } 1 118,; OS H PD G.WOIIIII (ft Brady Patio Cover Latitude, Longitude: 45.4301, -12238333 \l‘Johnson S/ akS� iyo/, Ski/ / dal nGt St di St Anthony's , Go (e /ifs Catholic Church g r Map data©2019 Google Date 5/17/2019,2:49:50 PM Design Code Reference Document ASCE7-10 Risk Category Ii Site Class D-Stiff Soil Type Value Description S9 0.968 MCER ground motion.(for 0.2 second period) S1 0.422 MCER ground motion.(for 1.0s period) SMS 1.077 Site-modified spectral acceleration value SM1 0.666 Site-modified spectral acceleration value Sos 0.718 Numeric seismic design value at 0.2 second SA SD1 0.444 Numeric seismic design value at 1.0 second SA Type Value Description SDC D Seismic design category Fa 1.113 Site amplification factor at 0.2 second 1.578 Site amplification factor at 1.0 second PGA 0.424 MCEG peak ground acceleration FPGA 1.076 Site amplification factor at PGA PGAM 0.456 Site modified peak ground acceleration TL 16 Long-period transition period in seconds SsRT 0.968 Probabilistic risk-targeted ground motion.(0.2 second) SsUH 1.08 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration SsD 1.995 Factored deterministic acceleration value.(0.2 second) S1 RT 0.422 Probabilistic risk-targeted ground motion.(1.0 second) S1 UH 0.485 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration. Si D 0.661 Factored deterministic acceleration value.(1.0 second) PGAd 0.728 Factored deterministic acceleration value.(Peak Ground Acceleration) CRS 0.897 Mapped value of the risk coefficient at short periods CR1 0.871 Mapped value of the risk coefficient at a period of 1 s LEWIS & 71 consulting engineers Job Brady 18660 s.w.boones ferry road Client Brady tualatin,oregon 97062 Job No. 19071 By MD VAN VLEET (503)885.8605 phone(503)885.1206 tax Date 5/22/2019 Sheet No L3 incorporated Seismic Design Loads ASCE 7-10 ver 2,2 Design Parameters Lateral Force Resisting System: Light-framed (wood)walls sheathed with wood structural panels rated for shear resistance. (Table 12.2-1 A.15) Risk Category: II Site Class: D le= 1.0 R= 6.5 Ct= 0.020 Ta= 0.152 sec Ss= 0.968 Qo = 3.0 x= 0.75 (ASCE 7-10: Eq. 12.8-7) S1 = 0.422 Cd= 4.0 hn= 15.0 ft. TL= 16.000 sec Fa= 1.113 (ASCE 7-10: Fig. 22-12) Fv= 1.578 Design Spectral Response Parameters Sms=SsFa --> Sms= 1.077 Sds=.667*Sms --> Sds=I 0.718 I _ Still = S1 Fv --> Smi = 0.666 Sd1 — .667*Sm1 --> Sd1 =I 0.444 I Seismic Design Category: D Css= Sds/(R/I)=) 0.111 I (ASCE 7-10 Eq. 12.8-2) 41=USE Cs1 = Sd1/(T*(R/I)) (Max.) = 0.448 (ASCE 7-10 Eq. 12.8-3) CsTL= (Sd1*TL)/(T2*(R/I)) (Max.)= T<=TL (ASCE 7-10 Eq. 12.84) Cs (shall not be less than) (Min.)= 0.010 (ASCE 7-10 Eq. 12.8-5) Css/ 1.4 (ASD)=) 0.079 1 LEWIS N. Job . tit consulting engineers Client P7 " 6 18560 s.w.boones ferr rd. p C>11,..y Job No. I-'l 1By tualadn.Oregon 97062 (503)1385.8605 phone (503]885.1205 fax Date ,4-1,) 1-C. Sheet No, L. 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Engineer: Mike Tualatin,OR 97062 Project ID: 19071 Project Descr: (503)885-8605 VAN VLEET Printed:22 MAY 2019, 1:38PM - --_- _-- File=E:IENERCALC Data Files\19071-brady patio cover.ec [Wood Column Software copyright ENERCALC,INC.1983"2018,Build:10.18.12.13. Lfc.#:KW-06011471 Licensee:Lewis&Van Vleet Inc. Description: --None-- Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used: IBC 2012 General Information Analysis Method: Allowable Stress Design Wood Section Name 6x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 9 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width 5.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade No.1 Area 30.250 i02 Cf or Cv for Compression 1.0 Fb+ 1200 psi Fv 170 psi ix 76.255 in^4 Cf or Cv for Tension 1.0 Fb- 1200 psi Ft 825 psi ly 76.255 in^4 Cm:Wet Use Factor 1.0 Fc-PrIl 1000 psi Density 31.21 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 NOS 15.3 2 Basic 1600 1600 1600 ksi Use Cr:Repetitive? No Minimum 580 580 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling about X-X Axis Y-Y(depth)axis: Fully braced against buckling about Y-Y Axis Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:59.006 lbs*Dead Load Factor BENDING LOADS. . Seismic:Lat.Point Load at 9.0 ft creating Mx-x,E=0.0690 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.002167:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+H Top along Y-Y 0.0690 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc1Fc' 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 0.05901 k for load combination: n/a Applied Mx 0.0 k-ft Along X-X 0.0 In at 0.0 ft above base Fc:Allowable 900.0 psi Fc: My 0.0 for load combination:nla si Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.008805: Bending Compression Tension Load Combination +O+0,70E+11 Location of max.above base 9.0 ft Applied Design Shear 2.395 psi Allowable Shear 272.0 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 0.900 1.000 0.002167 PASS 0.0 ft 0.0 PASS 9.0 ft +D+L+H 1.000 1.000 0.001951 PASS 0,0ft 0.0 PASS 9.0 ft +D+Lr+H 1.250 1.000 0.001561 PASS 0.0 ft 0.0 PASS 9.0 ft +D+S+H 1.150 1.000 0.001696 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.750Lr+0.750L+H 1.250 1.000 0.001561 PASS 0.0 ft 0.0 PASS 9.0 ft +D.+0.750L+0.750S+H 1.150 1.000 0.001696 PASS 0.0 ft 0.0 PASS 9.0 ft +D-+0.60W+H 1.600 1.000 0.001219 PASS 0.0 f1 0.0 PASS 9.0 ft +D40.70E+H 1.600 1.000 0.001219 PASS 0.0 ft 0.008805 PASS 9.0 ft +D+0.750Lr+0.750L+0.450W+H 1.600 1.000 0.001219 PASS 0.0 ft 0.0 PASS 9.0 ft +D-+0.750L+0.750S+0.450W+H 1.600 1.000 0.001219 PASS 0.0 ft 0.0 PASS 9.0 ft +0 60050.60 +0.60H.5250E+H 1.600 1.000 1.600 1.000 0.000731 PASS 0.0 ft PASS 0.0 ft 0.006 04 PASS 9.0 ft 0 0 PASS 9.0 ft +0.600+0.60W+0.60H LEWIS & Lewis&Van Vleet,Inc Project Title: Brady Patio Cover bilk 18660 SW Boones Ferry Rd. Engineer: Mike `� Tualatin,OR 97062 Project ID: 19071 (503)885-8605 Project Descr: VAN VLEEr Printed:22 MAY 2019, 1:38PM Wood Column File=E:IENERCALC Data Files119071-brady patio cover.ec6. Software copyright ENERCALC,INC.1983-2018,l3uild:10.18.12.13. Lic.#: KW-06011471 Licensee: Lewis&Van Vleet Inc. Description: --None-- Load Combination Results Maximum Axial-F 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 1.600 1.000 0.000731 PASS 0.0 ft 0.008805 PASS 9.0 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @Top @ Base @ Top +D+H 0.059 +D+L+H 0.059 +D+Lr+H 0.059 +D+S+H 0.059 +D+0.750Lr+0.750L+H 0.059 40+0.750L+0.750S+H 0.059 +0+0.60W+H 0.059 +0+0.70E+H 0.048 0.059 +D+0.750Lr+0.750L+0.450W+H 0.059 +0+0.750L+0.750S+0.450W+H 0.059 +D+0.750L+0.750S+0.5250E+H 0.036 0.059 +0.60D+0.60W+0.60H 0.035 +0.600+0.70E+0.60H 0.048 0.035 D Only 0.059 Lr Only L Only S Only W Only E Only 0.069 H Only 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-FS-FH 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+11 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+0.750S+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 0.000 in 0.000 ft +0.600+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 • LEWIS & Lewis&Van Vleet,Inc Project Title: Brady Patio Cover 18660 SW Boones Ferry Rd. Engineer: Mike Tualatin,OR 97062 Project ID: 19071 ()AProject Descr: (503)885-8605 VAN VLEET Printed:22 MAY 2019, 1:38PM File=E:IENERCALC Data Files119071-brady patio cover.ec6. [Wood Column Software copyright ENERCALC,INC.1983-2018,Build:10.18.12,13. Lie.#:KW-06011471 Licensee:Lewis&Van Vleet Inc. Description: --None-- Sketches__ 0 0)k +X Oi tr>I a , i +Y 6x6 I 5.50 in