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Specifications (17) ()X 1Ss�s sv` 00A_ c-- OFFICE COPY RECEIVED MAY 14 2019 CITY OF TIGARD STRUCTURAL CALCULATIONS 3UILDING DIVISION FOR Walton Patio Cover 6804 SW Oak St. ( Portland, OR ��ED PRQ � �Gt,,ti.,c.6). »8.l .i (?vi r •- 'b J'o� t? 7°'\9 �; A, ia ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT. DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT WHO IS SOLELY RESPONSIBLE FOR ACCURACY OF THAT INFORMATION. NO RESPONSIBILITY AND/OR LIABILITY ARE ASSUMED BY, OR ARE TO BE ASSIGNED TO,THE ENGINEER FOR ITEMS BEYOND THAT SHOWN IN THESE CALCULATIONS. M111 $RANG. Project: Walton Patio Cover ®® 11111 STRUCTURAL Client: Tim Steiner Proj.No.: 19-190 ®1°■ILRRENGINEERS Date: 5/19 By: RMM Sheet No.: COVER 2700 SE HARRISON STREET.,MILWAUKIE OR,97222,503-607.0451,FAX 5030607-0486. roberinbkengmecrs.eom . i ! 1 1:jam' j 3 1 ' I 1 >�— . E V . 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Date: 5/19 By: R1VIlvl SheetNo.: I . 2700 SE HARRISON STREET..MIL'V.4UKIE OR.Q7222 503-607-04E1.FAX 503.6074486. robenlrr bke11zlneers.coin &I tr?.f,A-v t i(; 7 14� II 0 ei3i--- ,c3i,--tAA_c__, 1 W svaets`, 4- s!-- I. bL 6200 = 1D Yz- - { SL (Sim Viµ _" ? r-42- ik_=`'SD if(3S=-71 tj 14-e Ws,- J ZZS F1 e- -LtD(c5(z_) ) LQD v?F ‘ t ct', voa = k5t.0d4 (M . ::NDW' 220' q I el, 71-1P, \,(2217.0-112-- C\,,,-\\,---I I Q n-1 S S I-0" l,rt�t�.. - ,��--1f t 3 E i Ste?' E .G =- j ti w 1 i ± 4' i o tlo� I o DSU- -2_ t o s. e i is tosL=2.51(.53 =-'2A 5 '� ULT=9 I a te :t *4 1.--7- /3 1 1111V..-•:=7 3\'s 6.12 4s( 'a =»7 \l — \O2c 7.4; tif ; _ a=1L-tE-p" vimt_.,�= 32b' m1„ lI 4'Ri o (2) -Xb 1v - =- 29-2 • Ta e 1 .,_________„--,,__-__:______- 40 ,..,...) 1 f.Uv�f�� 2S3b*iktr-.t.=- 16110 Y2------- , b(S12) = SZ�4 \icr,-em 1 / .., - �.._..�--��,-"----`, .t.ia k, up Y'f '..= 0 1' 1 1 •IR/I*INC. Project: Walton Patio Cover II $, $1 STRUCTURAL Client: Tim Steiner Proj.No.: 19-190 R1111$',NRENGINEERS Date: 5/19 By: RMM Sheet No.: 21- I I 2790 SE HARRISON STREET.,MILWAUKIE OR,97222,593-907.0481,FAX 503-607-0489 robennbkengincers.com Title Block Line 1 Project Title: You can change this area • Engineer: using the"Settings"menu item Project ID: and then using the'Printing& Project Descr: Title Block"selection. Title Block Line 6 Panted 7 MAY 2019 -54AM Wood Beam File=P Tim Steiner\Walton Patio Cover 191901CalcsVcalcs ec6 Software copyright ENERCALC,INC 1963-2019 Build 10 191 30 • 1.10. :KiN-1761)079X ... ,-, `' fik x I T i 1„' DESCRIPTION: R1 Typ Rafter CODE REFERENCES Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 900.0 psi Ebend-xx 1,600.Oksi Fc-Pill 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 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase D(0.0133)S(0.03325) D(0.0133)S(0.03325) C 0 4 0 0 e 0 0 • 2x10 2x10 Span= 15.0ft Span=1.50ft 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=0.010, S=0.0250 ksf, Tributary Width=1.330 ft Load for Span Number 2 Uniform Load: D=0.010, S=0.0250 ksf, Tributary Width=1.330 ft DESIGN SUMMARY #)s1S Maximum Bending Stress Ratio = 0.732 1 Maximum Shear Stress Ratio = 0.221 :1 Section used for this span 2x10 Section used for this span 2x10 fb:Actual = 766.34 psi fv:Actual 36.54 psi FB:Allowable = 1,047.42psi Fv:Allowable = 165.60 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 7.45841 Location of maximum on span = 14.246 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.248 in Ratio= 725>=360 Max Upward Transient Deflection -0.077 in Ratio= 466>=360 Max Downward Total Deflection 0.370 in Ratio= 486>=180 Max Upward Total Deflection -0115 in Ratio= 312>=180 Maximum Forces& Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C C Cr Cm CI CL M Ib Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length=15.0 ft 1 0.308 0.093 0.90 1.100 0.80 1.15 1.00 1.00 1.00 0.45 252.17 819.72 0.11 12.02 129.60 Length=1.50 ft 2 0.013 0.093 0.90 1.100 0.80 1.15 1.00 1.00 1.00 0.02 10.29 819.72 0.01 12.02 129.60 40+S 1.100 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.0 ft 1 0.732 0.221 1.15 1.100 0.80 1.15 1.00 1.00 1.00 1.37 766.34 1047.42 0.34 36.54 165.60 Length=1.50 ft 2 0.030 0.221 1.15 1.100 0.80 1.15 1.00 1.00 1.00 0.06 31.28 1047.42 0.04 36.54 165.60 +D+0.750S 1.100 0.80 1.15 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: using the'Settings"menu item Project ID: and then using the'Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed 7 MAY 2010 7 54 Au i Wood Beam FdmAWaier01 Softw<are copyrightPITimSteEeNERallonPCALC ItNCCov1983-201919119Bo ld•10191Calcctcaicsec630 ....;mss, raai.�.Er r .i.'. �:r `z✓e s 'r t DESCRIPTION: RI Typ Rafter 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 Pb V fv F'v Length=15.0 ft 1 0.609 0.184 1.15 1.100 0.80 1.15 1.00 1.00 1.00 1.14 637.79 1047.42 0.28 30.41 165.60 Length=1.50 ft 2 0.025 0.184 1.15 1.100 0.80 1.15 1.00 1.00 1.00 0.05 26.03 1047.42 0.03 30.41 165.60 +0.60D 1.100 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.0 ft 1 0.104 0.031 1.60 1.100 0.80 1.15 1.00 1.00 1.00 0.27 151.30 1457.28 0.07 7.21 230.40 Length=1.50 ft 2 0.004 0.031 1.60 1.100 0.80 1.15 1.00 1.00 1.00 0.01 6.18 1457.28 0.01 7.21 230.40 Overall Maximum Deflections Load Combination Span Max."-"Dell Location in Span Load Combination Max."+"Dell Location in Span +0+3 1 0.3697 7.542 0.0000 0.000 2 0.0000 7.542 +D+S -0.1150 1.500 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.368 0.450 Overall MINimum 0.247 0.302 D Only 0.121 0.148 +D+S 0.368 0.450 +1:1+0.7505 0.306 0.374 +0.60D 0.073 0.089 S Only 0.247 0.302 it 4 Title Block Line 1 Project Title: You can change this area Engineer: using the`Settings"menu item Project ID: Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed 'MAY 2019 7 55AM Wood Beam File P\Tim StemerlWalton Pato Cover 19-1901Calcslcalcs ec6 Software copynght ENERCALC INC 1983-2019,Budd 1019130 DESCRIPTION: R1 Typ Rafter CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-16 rI Material Properties = LA 0" l Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-Prll 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(0.0133)S(0.03325) D(0.0133)S(0.03325) t o p d v o v 8 i 7 2x8 2x8 • Span=14.0 ft Span=1.50 ft T 'i 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=0.010, S=0.0250 ksf, Tributary Width=1.330 ft Load for Span Number 2 Uniform Load: D=0.010, S=0.0250 ksf, Tributary Width=1.330 ft DESIGN SUMMARY � . . Maximum Bending Stress Ratio = 0.936 1 Maximum Shear Stress Ratio = 0.266 :1 Section used for this span 2x8 Section used for this span 2x8 fb:Actual = 1,069.21 psi fv:Actual 44.07 psi FB:Allowable = 1,142.64 psi Fv:Allowable 165.60 psi Load Combination +D+S Load Combination• +D+S Location of maximum on span = 6.883ft Location of maximum on span = 13.453ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.389 in Ratio= 431>=278 Max Upward Transient Deflection -0.129 in Ratio= 278>=278 Max Downward Total Deflection 0.573 in Ratio= 293>=180 Max Upward Total Deflection -0.190 in Ratio= 188)=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 iv F'v 0 Only 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.383 0.109 0.90 1.200 0.80 1.15 1.00 1.00 1.00 0.37 34229 894.24 0.10 14.11 129.60 Length=1.50 ft 2 0.018 0.109 0.90 1.200 0.80 1.15 1.00 1.00 1.00 0.02 16.09 894.24 0.01 14.11 129.60 +D+S 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.936 0.266 1.15 1.200 0.80 1.15 1.00 1.00 1.00 1.17 1,069.21 1142.64 0.32 44.07 165.60 Length=1.50 ft 2 0.044 0.266 1.15 1.200 0.80 1.15 1.00 1.00 1.00 0.06 50.24 1142.64 0.04 44.07 165.60 +0+0.7508 1.200 0.80 1.15 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: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block'selection. Title Block Line 6 Printed 7 MAY 2019 7 55AM Wood Beam File=P:1 Tim SteinertWatlonPatio Cover 19-1901Calcslcalcs.ec6. Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.30 DESCRIPTION: R1 Typ Rafter Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FW C i Cr Cm C t CL M fb F'b V fv Fv Length=14.0 ft 1 0.777 0.221 1.15 1.200 0.80 1.15 1.00 1.00 1.00 0.97 887.48 1142.64 0.27 36.58 165.60 Length=1.50 ft 2 0.036 0.221 1.15 1.200 0.80 1.15 1.00 1.00 1.00 0.05 41.70 1142.64 0.04 36.58 165.60 +0.60D 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.129 0.037 1.60 1.200 0.80 1.15 1.00 1.00 1.00 0.22 205.38 1589.76 0.06 8.46 230.40 Length=1.50 ft 2 0.006 0.037 1.60 1.200 0.80 1.15 1.00 1.00 1.00 0.01 9.65 1589.76 0.01 8.46 230.40 Overall Maximum Deflections Load Combination Span Max."=Del Location in Span Load Combination Max."+"Del Location in Span +O+S 1 0.5729 7.039 0.0000 0.000 2 0.0000 7.039 +0+5 -0.1902 1.500 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.338 0.420 Overall MINimum 0.230 0.285 D Only 0.108 0.134 +D+S 0.338 0.420 +D+0.750S 0.281 0.348 +0.600 0.065 0.081 S Only 0.230 0.285 • Gtok•Pr\ivt\-7 lo,D- v-0-..) .L..._ ..., 4/ c 3,sti res ii)T - -- t, , • , ;. _7 a.,,t-y--lo ora,D- ,,,,, 15t3A-vA. e..• lapi,)...).u.43 3(.Di i 1 --'- tj'-1 ' t 9 y 31/2" rt, I 1 1 t2-/-2,i :' 1- 1(2.-,,,,m.x=FiQD -•' LPECD* 1 ---1•-7.0-k0 (242..... "L. iikcsuz14:: :_l y ((D P-7 r...7,,prt,c,,..... i ..4,2.4:1 ...t__ t gitt,r-&-VP- L4 ! •-•.A-T Li....._k_.4- 1 i 1 ---e, . i 1( , LB. StwPc‘z_-J... t-S9-0 '\ I\ (.9_)I*-9 y (t'2"CS:7) ..'s.-,2,,tia.A.7;7(c)(7" i Obt,1,1,-A-1-D 1, i 1 / \i ---- L.414C.* ----/ •LtO k7 )8' iT:utz:••::70 LS\ .., t----01114C1.(\ 1 , ill v.,,,Q, i 7,0v 0 --7- 2 ,Lp ?„.5 1 < k-R i Lo : I 0(--loci , 1 —-----,_ _____--------------7 i , 1 1 111111111,111111INC. Project: Walton Patio Cover ! ECM RI STRUCTURAL Client: Tim Steiner Proj.No.: 19-190 11111,11111.11111ENGINEERS Date: 5/19 By: RMM Sheet No.: 4 2700 SE HARRISON STREET MILWAUKIE OR.p722' 503—o07-0401 FAX 503-07-0406 robenriALengIncers ccm i Cibppc5t7 I CA,_ I ! 0 Uk.x ET i 0 V-E0- - Xi t Sble_ (1J -D-c . 0.A-kictL. th . ----- co- - '`?9 Zi3 1 - , 1 f f i i r I A oUvia,m),=: y ) Y A .i-Iptaykt-,,(Th 1 ------- \----. 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Project: Walton Patio Cover 111E1111 11111 STRUCTURAL Client Tim Steiner Proj.No.: 19-190 1111111L,1111111ENGINEERS Date: 5/19 By: RMM Sheet No.: 5 2700 SE HARRISON STREET..MILWAUKIE OR.97222.503-607-0401.FAX 503-607-0486 robcrt@bk6kancers.com LAp\-- DOTS k UT& -c 57 3 G. n(St , \ 1o1 QI' ti4t'n� ' 1 D ' 71 S= off =0kt-1 ( ) Wt2.00E-- ID 65 2N) =3LQOJ 3t) 122 ckv6-t, TO USCFJCS;. ``. eja,, L) _ \f eco \Z 2<s:i ) ( )Ccs, ' l%oL,, . , ■ 1111/' ZINC• Project: Walton Patio Cover I ■1E11 ■I STRUCTURAL Client: Tim Steiner Proj.No.: 19-190 U ULUUENGTNEERS Date: 5/19 By: RMM Sheet No.: 2700 SE 11ARRISON STREET'.,MILWAUKIE OR,07222.503-607-0481,FAX 503-607-0486 robcri 8 bkengsneers com g 3 V cH pp f Sds 6804 SW Oak St, Tigard, OR 97223, USA Latftude, Longitude: 45.4444041. -122.7467676 'S l;Ion,-,sri s at rr-'.Shcr eei<Commons SW Oui si tr Baxter:tt'.- 1•=;r< t?G>GTit4 et'+R-rl..llf.} Parts Bar htis • 995r t+. J 'Pri:.St v .. G`'`e Map data 02019 Google Date 5/7/2019,8:23:11 AM Design Code Reference Document ASCE7-10 Risk Category II Site Class D-Stiff Soil Type Value Description Ss 0.986 MCER ground motion.(for 0.2 second period) 51 0.425 MCER ground motion.(for 1.0s period) SMS 1.09 Site-modified spectral acceleration value SM1 0.67 Site-modified spectral acceleration value SOS 0.727 Numeric seismic design value at 0.2 second SA SO 1 0.446 Numeric seismic design value at 1.0 second SA Type Value Description SDC D Seismic design category Fa 1.105 Site amplification factor at 0.2 second F5 1.575 Site amplification factor at 1.0 second PGA 0.43 MCEG peak ground acceleration FPGA 1.07 Site amplification factor at PGA PGAM 0.46 Site modified peak ground acceleration TL 16 Long-period transition period in seconds SsRT 0.986 Probabilistic risk-targeted ground motion.(02 second) SsUH 1.096 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration SsD 2.794 Factored deterministic acceleration value.(0.2 second) S1RT 0.425 Probabilistic risk-targeted ground motion.(1.0 second) Si UH 0.488 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration. S 1 D 0.894 Factored deterministic acceleration value.(1.0 second) to LAIVIAseiPr1 \G 0 S-\-O u. v1._. e a a, -rot= \1 ---- 1a1S 1 0 (.9,- 2- e_,o-Liuv,Jv_)----:- f � � �=its=POS�� LD 4r *(s us) 4. 4`"0t'kttAw .171;t_ =_tom* t , o.,OCG "2)1 (OSP L--I = tb=2ct 'P 2L1' °'`2- - 1_) a P? to (0 Cep , Wi- IDc86-0-t-10(5(2)3= 15 Va., -'1- (SL Us -298 R C-NN= 19kS(u) 2uLD 0Ca— �G - 7-- 7)-tto0 iI� >= ,2.1S * ( 1s t B`-o`` Q.0 055 1 }ikr1; )q3'':54) SC -= -t'c, ,- '04 Q - u i CZ) * q G ,is 11111111/1111 INC. Project: Walton Patio Cover Krill •I STRUCTURAL Client: Tim Steiner Proj.No.: 19-190 IJRLR$ENGINEERS Date: 5/19 By: RMM Sheet No.: 11 L L2700 SE HARRISON STREET.,MIUYAUKIE OR,97222,503.607-0481,I"A\503-607-0486 robertgbkenvneers.corn • Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block'selection, Title Block Line 6 Printed 7 MAY 2015.1021AM .- Wood Column Software PTimShtE LCINC 832 :Vic.; Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Qescr. Title Block"selection. Title Block Line 6 Printed 7 MAY 201:1 10:21Atvi Wood Column File=P:1TimSteineAWallonPalioCover 19-1901Calcslcalcs.ec6. Ii Software copyright ENERCALC,INC.1903-2019,Build:10.19.1.30. DESCRIPTION: Vi Typ Column Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C 0 C p Stress Ratio Status Location Stress Ratio Status Location +0.600-0.70E 1.600 0.189 0.8406 PASS 0.0 ft 0.06328 PASS 8.0 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 Only 0.972 +D+S 2.772 +D+0.750S 2.322 +0.600 0.583 +0+0.70E 0.294 0.972 2.352 +D-0.70E -0.294 0.972 -2.352 +D+0,750S+0.5250E 0.221 2.322 1.764 +D+0.750S-0.5250E -0.221 2.322 -1.764 +0.600+0.70E 0.294 0.583 2.352 +0.60D-0.70E -0.294 0.583 -2.352 S Only 1.800 E Only 0.420 3.360 E Only`-1.0 -0.420 -3.360 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +O+S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750S 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.600 0.0000 in 0.000 ft 0.000 in 0.000 ft +0+0,70E 0.0000 in 0.000 ft 0.700 in 8.000 ft +D-0.70E 0.0000 in 0.000 ft -0.700 in 8.000 ft +D+0.750S+0.5250E 0.0000 in 0.000 ft 0.525 in 8.000 ft +D+0.750S-0.5250E 0.0000 in 0.000 ft -0.525 in 8.000 ft +0.600+0.708 0.0000 in 0.000 ft 0.700 in 8.000 ft +0.60D-0.70E 0.0000 in 0.000 ft -0.700 in 8.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 1.001 in 8.000 ft E Only'-1.0 0.0000 in 0.000 ft -0.991 in 7.946 ft Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 =rioted 7 MAY 2015 10 21AM Wood C011JiETI h File=P:\Tim SteinerlWalton Patio Cover 19-1901Calcs1catcs.ecb. t Software copyright ENERCALC,INC.1983-2019,Build:10.19130 ' we.�, ::1.i iF' 'rOyy � ��''S.°1.' E. -£+ =RF,' z6. Y5�` ''=-�'; a,. ,,, w a>; F-e: ,dn±".fo-6= ,• ..,ra_. " 2°�_ �`y ,l+ f DESCRIPTION: Vi Typ Column Sketches TX Load 1 o _ L7 ' 6x6 I s 5.50 in II • Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: Project Descr: and then using the"Printing& Title Block°selection. Title Block Line 6 Printed 7 MAY 2019 10 32Ab Pole Footing Embedded in Sail File=P:iTimSteiner lWalton Patio Cover l9-1901Calcslcalcs.ec6. g Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.30 Lie 3p u, }{ tft9 h IEEgS +lt - DESCRIPTION: VF1 Footing at Column Code References Calculations per IBC 2012 1807.3,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-16 General Information Pole Footing Shape Circular Pole Footing Diameter 24.0 in Find Lateral Pressure for Given Depth Lateral Restraint at Ground Surface Allow Passive 266.0 pcf Max Passive 1,500,0 psf Embedment Depth of Footing 3.0 ft Point Load Controlling Values Governing Load Combination: +D+0.70E Lateral Load 0.2940 k - ;- Moment 2,352 k-ft o Im Restraint a Ground Surface ig Pressure at Depth Soil Surface Surface Lateral Restraint Actual 555.33 psi Allowable 798,0 psf i i Surface Retraint Force 1,960.0 lbs Footing Base Area 3.142 ft"2 Maximum Soil Pressure 0.8658 ksf Applied Loads Lateral Concentrated Load (k) Lateral Distributed Loads (kif) Applied Moment (kft) Vertical Load (k) D:Dead Load k klft k-ft 0.920 k Lr:Roof Live k klft k-ft k L:Live k klft k-ft k S:Snow k kilt k-ft 1.80 k W:Wind k kilt k-ft k E:Earthquake 0.420 k k/ft k-ft k -I:Lateral Earth k klft k-ft k Load distance above TOP of Load above ground surface ground surface 8.0 ft ft BOTTOM of Load above ground surface ft Load Combination Results Forces @ GroundSuriace Pressure at'Depth Soil increase Load Combination � "`" Loads (k)- Moments (ft-k) �� Actual-(psf) Allow-(pst) Factor D Only 0.000 0.000 0.0 798,0 1.000 +D+S 0.000 0.000 0.0 798.0 1.000 +D+0.750S 0.000 0.000 0.0 798.0 1.000 +0.600 0.000 0.000 0.0 798.0 1.000 +D+0,70E 0,294 2.352 555.3 798.0 1.000 +D-0.70E 0.294 2.352 555.3 798.0 1.000 +D+0.750S+0.5250E 0.221 1.764 416.5 798.0 1.000 +0+0.750S-0.5250E 0.221 1.764 416.5 798.0 1.000 +0.60D+0.70E 0.294 2.352 555.3 798.0 t000 +0.600-0.70E 0.294 2.352 555.3 798.0 t000 tis I , 0\1t(2- 1 )(,-1 iit " F1 j J)) 1 sckcb•r t` z t,_ \"-.ori i 1111111111111,1111111INC. Project: Walton Patio Cover j ®1E1111 1111 STRUCTURAL Client: Tim Steiner Proj.No.: 19-190 IPULRIENGINEERS Date: 5119 By: RN/1M Sheet No.: 2700 SE HARRISON STREET.,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486 robcrtnbkcnginccrs.can f• I 1 E 7 ',G 1L'dl / to(#sX5"SC'r/Z. _) / (i v{leu€-i tg.t :r 6 1,:r, 1 1� i 1 s L ! t, L- _� 2X € E t �� r n f Sib 7 1 i E' 4 I I DZ Sc ; (1,2u--2 1I_o" - i I./MRINC. Project: Walton Patio Cover ■.Lrl MI STRUCTURAL Client: Tim Steiner Proj.No.: 19-190 I $PR ,,� 1RM ENGINEERS Date: 5/19 By: RM Sheet No.: 1 _ _. .. 2700 SE HARRISON STREET_,MILWAUKEE OR.97222,507-007-0451,FAX 503-U07-0465. robertt a bkcngincerscoin • • "2-Y K.k./.4 , St)-n-03:3-3 bUitE \ / \ECTA0E– r ._ 7 : t . - - - "---.. I : S t VA-PSCA--) ftt 0.-, OVIt . . . ' , - ......_______..........,......:_s________ I • 11111°.. 1111466... k-----y t--7 I - ..1 7,(-t (' ° 4=-•-•- .. R.,...12--,.. $ . ipup;tl. _ • \- "\-)C1,.— Lt-- 1 bd ,:,:e (.0''°iz:-_-, . __ 4 1,1 _L rtyisl, abut b 111s1 tA,6-c.,„ -)t-2) -2.1'c "c..., •, . . . . . . 6Dlit& !JIM L-- . • _ C Fli\l--k`r-g- seikus ,,. 3(1(r=1.1_0(t , • i I - 1 .. I - 111111111,11111INC• Project: Walton Patio Cover 111C1111 III STRUCTURAL Client: Tim Steiner • Proj.No.: 19-190 1 lifVIIIIIIIkIIIII ENGINEERS Date: 5/19 By: RMM Sheet No.: i 2700 SE I-IARRISON STREET..MILWAUKIE OR.q7222,507-007-04S1,FAX 50-a17-0480 robcrOblsenpneers cam 1 -.- I - i ; , j t I I / . EZOF Sc-`Z i . _ / . . . • • tr . . t-- 7 , QVuP_- - ir 1 . (#Z,..s ,t t � z_ f 1 . X f 3/ # S ` c. GAS 5 t 0 __ . . I t . fSZ ( U f c ._ I \' 11_---U.1 i IS 1 I • • R.V UINC. Project: Walton Patio Cover U C I $1 STRUCTURAL Client: Tim Steiner Proj.No.: 19-190 S PR .URENGNEERS Date: 5/19 By: RMM Sheet No.: 2700 SE HARRISON STREET-..MILW.4UCIE OR.97222.503-607-0451.FAX 503.607-04Snrobertir bkenemeers.com