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Specifications ,9gP2010-00/62 /7747 SW PAcirae i%tW 7650 SW Beveland Street TM RIPPEY Site 10 CONSULTING ENGINEERS Tigard,Oregon 97223 Phone: (503)443-3900 Fax: (503)443-3700 RECEIVED APR 2 0 2010 CITY OF TIGARD FUELING STATION CANOPY & OFFICE BUILDING DIVISION CAIN PETROLEUM Calculation Index Job#10030 February 2010 SUBJECT SHEET NUMBERS Canopy Framing Cl thruC19 Restroom/Office/Trash Enclosure ROT1 thru ROT4 DESIGN PARAMETERS Roof Snow Load 25 PSF Wind Load 80 MPH Exp B(97'UBC Fastest Mile) ! ( Seismic Design Category D Sds=0.709 Allowable Soil Pressure 1,500 PSF(assumed) �a1 NFF`rs 44079PE ORE60N v �4HT2.3g9 Expires: 6-30- /l ie mETAt Luc st..= 45p�r �tr = 5l.sr cc.r4 fR-0FG+E = 3-le. TALL )= l7.Srlf u PET-MOSS 21, GA r*)' 16r.wrke, 3, of-Er 5+ ` o.H3;�s S'=o,31,. ' FF=5oks, F1,s301 � a M (3orsc)(i64,)(JO,b7)/ : 569 ra ib (c."'ivsvN)M- = (3o X1V,)(a.S)'(a) t (D•Spg)(; jl a)(3.5' ):37f fb " (l `` 540 )(N)�o,y3): )5.5 ksr (0,3i) ° l •?ksi e4 O.Y8 " a �- c O.as- F tiei rtr Proms 14.3p3f -51.1F :1.3 lOpsf Tyy M- : 00FOOGA )(,0,(47j% 190 f~n o1: AT Gw rRs fnisic: 25.1-s = ao3psp M 4 = ( o,'S)(I ))(3.s f(15) - 8p n 85 ft 16 'LNG 1.6igta‘t.: to =.(lt40;)(10•471(Sras)= 35a CMCK- USW& MeA WJGEb S L ( SL *r GA/AA VW(ty Areml) ,E Gitf_ lns& Mtn) Wfarta6 w/ P4toSPAN a/MC SEL. okT' TEuns : ISY XosPEGrtoni M Co�FJbdS +3s)(5+ s)« 17.s, }+ (11.S�rP)(f0.07,#-3d') x 8.►k : (S.lk)( %.ZS') 67 fit* t„. wta so (s_ vreRAL lEd TM RIPPEY BY DATE W!Oil o CONSULTING ENGINEERS CTij Pk..Y20l.IUMM 'TZGAItD OK BY DATE 7650 S.W.Beveland St,Suite 100 Jae No /do 3J Tigard,Oregon 97223 Phone(503)443-3900 SHEET / Of � `fit 4 .�v y�, .. +it�'lY Y,_ ...- ays .'T ✓ 1. d h.�� $ x rE.#h`s�# E � 4;q�t �R b.M�'�.y SAS � ... X . D � .ems. s�a°bra-. 'v , ° 4 `� .m yvta+ �wtRvrm- •# .a��- �e2 �++++ -. ������q},GR1A0.4 Lic.#:KW-08002507 - License Owner:TM RIPPEY CONSULTING ENGINEERS Desaiptlon: typical per-4#snow ceder span Irafafllafr ? ., . 4 s r A Calculations per IBC 2006,CBC 2007,13th AISC Analysis Method: Allowable Stress Design Fy:Steel Yield: 50.0 ksi - Beam Bracing: Beam bracing Is defined Beam-by-Bean E:Modulus: 29.000.0 ksi Bending Axis: Major Ads Bending Load Combination 2006 IBC&ASCE 7-05 f:L�t1 Le11 � .n4f ., Span*1,Fully Braced Span#2,Braced @ Mid Span Span#3.Fully Braced Olt ' I s(0.147) t;RoxaSti - a(0.147) D80 W12326 ...,._ W12x26 i W12320 tr 1 12.0 ft 32.05 PLO12.05 0) 04 Service loads entered.Load Factors'Alba applied for calculations. Been self weight calculated and added to loads Loads on all spares... Uniform Load on AIL spans: D=0.0590 It/ft, Tributary Wdih=1.0 f Loadls)for Span Number 1 Point Load: D=0.2050 k fit 0,0 fl Uniform Load: 5=0.1470 k/ft, Tributary Width=1.0 fl Load for Span Number 2 Uniform Load: S=02670 klft, Tributary Wlith=1.0 fi Loads)for Span Number 3 Point Load: D=0.2060 k A 12.0 fl iej/ N") R24rE Ai- Hto tRanf Uniform Load S=01470 klfl Tributary Width=1 0 fl fESI r 3.r I, � ia w ^s n unfurl= i,OS yg �+. ''-- `VA�,�: _� Design OK Maximum Bending Stress Ratio = MEMO Maximum Shear Stress Ratio= 0.160 : 1 Section used for this span Wt2X2• Section used for this span W12X26 Mu :Applied 25.886 k-ft Vu:Applied 5.6330 k Mn/Omega:Allowable 86.717 k-ft Vn/Omega:Allowable 56.120 k Load Combination +D+S+H Load Combination +0aS+F1 Location of maximum on span 15.89311 Location of maximum on span 32.000 ft Span 4 where rnarinum occurs Span tX 2 Span fi where maximum occurs Span#2 Maximum Deflection Max Downward Live Load Deflection 0.000 in Max Upward Live Load Deflection 0.000 in Live Load Deflection Ratio 0 Max Downward Total Deflection 0.693 in Max Upward Total Deflection -0.573 in Total Deflection Ratio 502 Load Combnaaon Max Suess Ratios Summery of Moment Values Summary of Shear Values Segment Length Spam M V Mmax+ Mesa- Ma-Max Mnx Omege'Mnx Cb Rm VaMax Vnx 0mega'Vnx Overall MAKmum Envelope Dsgn.L= 12.001 1 0.207 0.100 -19.17 19.17 155.00 92.81 1.00 1.00 5.63 84.18 56.12 Dsgn.L= 15.891 2 0279 0.100 25.89 -19.17 25.89 155.00 92.81 1.81 1.00 5.63 84.18 56.12 Dsgn.L= 16.11 If 2 0.280 0.100 25.89 -19.18 25.89 154.31 9240 1.80 1.00 5.63 84.18 56.12 Dagn.L= 12.001 3 0279 0.053 -19.18 25.89 155.00 92.81 3.00 1.00 2.99 84.18 56.12 +D Dsgn.L= 12.00 fl 1 0.092 0.024 -8.58 8.58 155.00 9281 1.00 1.00 1.36 84.18 56.12 - Dsgn.L= 15.89 fl 2 0.092 0.024 2.30 -8.58 8.58 155.00 92.81 3.00 1.00 1.36 84.18 56.12 Dsgn.L= 16.11 fl 2 0.093 0.024 2.30 -8.59 8,59 155.00 92.81 3.00 1.00 1.36 84.18 56.12 Fgn.L= 12.0011 3 0.093 0.022 -8.59 8.59 155.00 9281 1.00 1.00 1.23 84.18 58.12 +D+L+1-1 - c2 , w'+=Cy Wile w + �€.e�3. ,,em�ss S. ..,,., S ,.. y-r a q�a t , '"a.,U'2c'4'.�'-v,'^ m a"4 V.,:.5n. svn �M 3 ' �'1t'm t 3...L *`r s�gi. •,-LS1-5-5 1 ry a te.Ny V..„5. iMERP.4A_ __dy. ` Lic.'4. KW-06002562 License Owner:TM RIPPEY CONSULTING ENGINEERS Description: typical puffin-full snow nether span Load Combination Ma Stress ROWS Summary of Momenl Values Sruranary ol Shear Values Segment Length Span; M V Mmax+ Mmax- Ma-Max Max Omegalitix Cb Rm Va Max Vnx Omega`Vnx - Dsgn.L= 12.00 ft 1 0.092 0.024 -8.58 8.58 155.00 9281 1.00 1.00 1.36 84.18 56.12 Dsgn.L= 15.89 ft 2 0.092 0.024 2.30 -8.58. 8.58 155.00 9281 3.00 1.00 1.36 84.18 56.12 Dsgn.L= 16.11 ft 2 0.093 0.024 2.30 -8.59 8.59 155.00 92.81 3.00 1.00 1.36 84.1E 56.12 +D� .L= 1200ft 3 0.093 0.022 43.59 8.59 155.00 92.81 1.00 1.00 1.23 84.18 56,12 4-1 Dsga.L= 1200 ft 1 0.092 0.024 -8.58 8.58 155.00 92.81 1.00 1.00 1.36 84.18 56.12 Dsgn.L= 15.89 ft 2 0.092 0.024 2.30 -8.58 8.58 155.00 92.81 3.00 1.00 1.36 84.18 56.12 Dsgn.L= 16.11 ft 2 0.093 0.024 2.30 -8.59 8.59 155.00 9281 3.00 1.00 136 84.18 56.12 Dsgn.L= 120011 3 0.093 0.022 -8.59 8.59 155.00 92.81 1.00 1.00 1.23 84.18 56.12 +D+S+H Dsgn.L= 1200 ft 1 0.207 0.100 -19.17 19.17 155.00 9281 1.00 1.00 5.63 84.18 56.12 Dsgn.L= 15.89 ft 2 0291 0.100 25.89 -19.17 25.89 148.60 88.98 1.69 1.00 5.63 84.18 56.12 Dsgn.L= 16.11 ft 2 0.299 0.100 25.89 -19.18 25.89 144.82 86.72 1.69 1.00 5.63 84.18 56.12 Dsgn.L= 12.00 ft 3 0279 0.053 -19,18 25.89 155.00 9281 3.00 1.00 2.99 84.18 56.12 +D+0.750L40.750S+H Dsgn.L= 120011 1 0.178 0.081 -16.52 16.52 155.00 92.61 1.00 1.00 4.56 64.18 56.12 Dsgn.L= 15.89 ft 2 0217 0.081 19.99 -16.52 19.99 153.88 92.15 1.75 1.00 4.56 84.18 56.12 Dsgn.L= 16.1111 2 0.223 0.081 19.99 -16.53 19.99 149.92 89.77 1.75 1.00 4.57 84.18 56.12 Dsgn.L= 12.00 ft 3 0.215 0.045 -16,53 19.99 155.00 92.81 1.00 1.00 255 84.18 56.12 +D+0.7501.+0.750S+0T50W+H Dsgn.L= 1200 ft 1 0.178 0.081 -16.52 16.52 155.00 92.81 1.00 1.00 4.56 84.18 56.12 Dsgn.L= 15.89 ft 2 0.217 0.081 19.99 -16.52 19.99 153.88 92.15 1.75 1.00 4.56 84.18 56,12 Dsgn.L= 16.11 ft 2 0.223 0.081 19.99 -16.53 19.99 149.92 89.77 1.75 1.00 4.57 64.18 56.12 Dsgn.L= 12.00 ft 3 0.215 0.045 -16.53 19.99 155.00 92.81 1.00 1.00 2.55 84.18 56.12 +1240.7501+0.750S+0.5250E+H Dsgn.L= 12.00 ft 1 0.178 0.081 -16.52 16.52 155.00 92.81 1.00 1.00 4.56 84.18 56.12 Dsgn.L= 15.89 ft 2 0.217 0.081 19.99 -16.52 19.99 153.88 92.15 1.75 1.00 456 84.18 56.12 Dsgn.L= 16.11 ft 2 0.223 0.081 19.99 -16.53 19.99 149.92 89.77 1.75 1.00 4.57 84.18 56,12 Dsgn.L= 12.00 ft 3 0.215 0.045 -16.53 19.99 t55.00 92.81 1.00 1.00 2.55 84.18 56,12 x lM1;1. Load Combination Span Max. Dell Location In Span Load Combination Max.'+'Deg Lora8on in Span 1 0.0000 0.000 S Only -0.5724 0.000 D+L+S+EJ14 2 0.6926 16.107 0.0000 0.000 3 ey; % _ 1t ti 1 ii i.�t a 0000£ ti 16.107 S Onty -0.5734 12.000 m Load Combination Span Max.Downward Deft Lacafon in Span Max.Upward Dell Location M Span D Only 1 0.1739 0.000 0.0000 0.000 0 Only 2 10174 16.107 -0.0098 28.779 D Only 3 0.1734 12.000 0.0000 0.000 S Only 2 0.6752 16.107 0.0000 0.000 D+L+S 2 D.6926 16.107 0.0000 0.000 D+L+S+W/2 2 05926 16.107 0.0000 0.000 D+L+1V+62 2 0.3550 16.107 0.0000 0.000 D+L+S+El1.4 2 D.6926 16.107 0.0000 0000 ` ti•_ ,'.t 8> lierHa.. 4 ,. ' -. Support rotation:Far Intl'set Load Combination Support 1 Support2 Support Suppol4 Orel MAXhonn 8.622 8.624 D Only 2.586 2.588 S Only 6.036 6.036 D+L+S 8.622 8.624 D+1+S+W/2 8.622 8.624 D+L+W+S/2 5.604 5.606 D+L+S+E/1.4 8.622 8.624 tierA srni y Ski "J i VY � 3 ,. .... y Y '" r' 4'3.-,e'� { � �F II p �i FV. Ae2n +# FDK3YY�W,!, .'Sr,'� f�,,LI�{%ifi.vh .: f�Y + n 2� H Pta M44`0 0Ri44:1KLic.? :KW-06002562 • License Owner: Th7 RIPPEY CONSULTING ENGINEERS Description: bpital pin-fr• ow r man .: { PR nbrit C YO`z r\am 1:4111 = 12.200 In Inc = 204.00 6M4 J = 0.300 in`4 Web Thick = 0.230 in S xx = 33.40 inn Cw = 607.00 IM6 Flange Width = 6.490 in R re = 5.170 in Flange Thick = 0.380 in Zx = 37200 in"3 Area = 7.650 In"2 I yy = 17300 104 Wei = 26,041 pit S yy = 5340 in"3 Wno = 19.200 in"2 Keesign = 0.680 In R yy r 1510 in Sys 11.800 inM K1 = 0.750 in Zy = 8.170 In"3 Qr 7.030 in"3 rts = 1.750 In rT = 1.720 in ON = 18.3001n"3 Yog = 6.100 in • C4 T� v" �5 ". ,'�r Y = f his, . . *....�..am.: .,., x+< F�#&sb{3ct %.+•ST£ :ia*., _- ��,yrxq"t till rczc.Y«�7a� '� b: Sl��,�')� j?, Lie.#. KW-06002562 License Owner:TM RIPPEY CONSULTING ENGINEERS . Description: typical t -Manors caramel.span A/Wadi!i 8401tAti '02 Pa4f^. Zv. PIA(4. Calculations per IBC 2006,CRC 2007,13th AISC Analysis Method: Allowable Stress Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam bracing is defined Beam-by-Beam E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination 2006 IBC&ASCE 7-05 Span#1,Defined Brace Locations,First Brace at ft,Second Brace at ft,Third Brace at ft Span#2,Braced z Mid Span Span#3,Fully Braced D(0 -) 5(0.294) 1 S(0.294) ran ,: G. W12x2S wttxae w12xz6 �- �.ort lzom �1 1Z0ft . "°'` gyp'';- ,*1 " `.• .�y Service loads entered.Load Factors will be applied for calculations. Beam sett weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D=0.0580 kilt, Tributary Width=1.0 f Load(s)for Span Number 1 Point Load: D=0.2060 k a 0.0 ft Uniform Load: S=0.2940 kilt, Tributary Width=1.0 fl Load for Span Number 2 Uniform Load: S=0.1470 klft, Tributary Y15d h=1 A fl Load(s)for Span Number 3 Point Load: D=0.2060 k(61 12.0 f1 UM=Load: S=0.2940 klft, Tributary Width=1.0I1 G1 ' -{irl 1r22` =r Design OK Maxkntm Bending Stress Ratio = 0.578: 1 Maximum Shear Stress Ratio= 0.085: 1 Section used for this span W12X26 Section used for this span W12X26 Mu:Applied 29.691 k-ft Vu:Applied 4.7425 k Mn i Omega:Allowable 51.403k-ft Vn/Omega:Allowable 56.120 k I Load Combination +D+S+H Load Combination +D+S++4 Location of maximum on span 0.000ft Location of maximum on span 12.000 ft i Span#where maximum occurs Span#2 Span#where maximum occurs Span#1 Maximum Deflection Max Downward live Load Deflection 0.000 in Max Upward Lave Load Deflection 0.000 in Live Load Deflection Ratio 0 Max Downward Total Deflection 0.862 in Max Upward Total Deflection -0210 in Total Deflection Ratio 326 _.._, Load Canbhrabon Max Stress Ratios Summary of Manent Values Summary dame Values Segment Length Spann# M V Memax+ Wax- Ma-Max btroa Omega'Mnx Cb Rm Va Max Vnx Cknega'Vnu Overall MAXimum Envelope Dsgn.L= 12.00 ft 1 0.432 0.085 -29.59 29.69 114.81 68.75 1.00 1.00 4.74 84.18 56.12 Dsgn.L= 15.89 ft 2 0.565 0.066 223 -29.69 29.69 87.69 5251 1.00 1.00 3.70 84,18 56.12 Dsgn.L= 16.11 ft 2 0.578 0.085 223 -29.69 29.69 85.84 51.40 1.00 1.00 4.74 84.18 5E12 Dsgn.L= 12.0011 3 0.320 0.085 -29.69 29.69 155.00 92.81 1.00 t.00 4.74 84.18 56.12 +D Dsgn.L= 12.00 ft 1 0.124 0.024 -8.52 8.52 114.81 68.75 1.00 1.00 1.34 84.18 56.12 - Dsgn.L= 15.89 ft 2 0.092 0.024 223 -8.52 8.52 155.00 92.81 3.00 1.00 1.34 84.18 56.12 Dsgn.l= 16.11 ft 2 0.092 0.024 223 -8.52 8.52 155.00 92.81 3.00 1.00 1.34 84.18 56.12 Dsgn.L= 1200 ft 3 0.092 0.022 -8.52 8.52 155.00 92.81 1.00 1.00 1.21 84.18 56.12 i r Y.SM N iIV A Y�a' f xS +�3i 5 z'iz"vi ' 5 L.19: Lp . �;. a'_ .-�h a+ax-..�9d I �'�i+",�i+`l5'4eY ,T�,. � .,., a �m ''�_.. ��,$-M1�lk".+�§§h1�1�.w:.Qwsl�su�!YirTN #4.�8wR:� Lie.#: KW06002562 License Owner:TM RIPPEY CONSULTING ENGINEERS Description: tokalpurin-full snow r span Load Combination Max Stress Ratios Summary of Moment Values Sumner/of Shear Values Segment Length Span f M V Akita« Mmax- Ma-Max Mg Oaiega'Nklx Cb Rm Va Max Vnx Omega+Vnx - Dsgn.L= 12.00 ft 1 0.124 0.024 -8.52 8.52 114.81 68.75 1.00 1.00 1.34 84.18 56.12 Dsgn.L= 15.89 ft 2 0.092 0.024 2.23 -8.52 8.52 155.00 92.81 3.00 1.00 1.34 84,18 56.12 Dsgn.L= 16.11 ft 2 0.092 0.024 2.23 -8.52 6.52 155.00 9281 3.00 1.00 1.34 84.18 56.12 0sgn.L= 12.00 ft 3 0.092 0.022 -8.52 8.52 155.00 9281 1.00 1.00 1.21 84.18 56.12 +D+Lr+H Dsgn.L= 12.00 ft 1 0.124 0.024 -8.52 8.52 114.81 68.75 1.00 1.00 1.34 64.18 56.12 Dsgn.L= 15.89 ft 2 0.092 0.024 2.23 -8.52 6.52 155.00 9281 3.00 1.00 1.34 84.18 56.12 Dsgn.L= 16.11 ft 2 0.092 0.024 2.23 -8.52 8.52 155.00 92.81 3.00 1.00 1.34 84.18 56.12 Dsgn.L= 12.00 0 3 0.092 0.022 -8.52 8.52 155.00 92.81 1.00 1.00 1.21 84.18 56.12 4D+S+H Dsgn.L= 12.00 ft 1 0.432 0.085 -29.69 29.69 114.81 68.75 1.00 1.00 4.74 84.18 56.12 Dago,L= 15.896 2 0.565 0.066 -0.00 -29.69 29.69 87.69 52.51 1.00 1.00 3.70 84.18 56,12 Dsgn.L= 16.11 ft 2 0.578 0.085 -0.00 -29.69 29.69 85.84 51.40 1.00 1.00 4.74 84.18 56.12 Dsgn.L= 12.00 ft 3 0.320 0.085 -29.69 29.69 155.00 92.81 1.00 1.00 4.74 84.18 56.12 +640.7501_40,750S+H Dsgn.L= 12.00 ft 1 0.355 0.069 -24.40 24.40 114.81 6815 1.00 1.00 3.86 84.18 56.12 Dsgn.L= 15.69 ft 2 0.465 0.055 0.47 -24.40 24.40 87.69 5251 1.00 1.00 3.11 84.18 56.12 Dsgn.L= 16.110 2 0.475 0.069 0.47 -24A0 24.40 85.84 51.40 1.00 1.00 3.86 84.18 56.12 Dsgn.L= 1200 ft 3 0263 0.069 -24.40 24.40 155.00 9281 1,00 1.00 3.86 84.18 56.12 +D+0.750L+0.750S+0.750W.H 0sgn,L= 12.00 ft 1 0.355 0.069 -24.40 24.40 114.81 68.75 1.00 1.00 3.86 84.18 56.12 Dsgn.L= 15.89 ft 2 0.465 0.055 0.47 -2440 24,40 87.69 52.51 1.00 1.00 3.11 84.18 56.12 - Dsgn.L= 16.11 ft 2 0.475 0.069 0.47 -24.40 24.40 85.84 51.40 1.00 1.00 3.86 84.18 56.12 Dsgn.L= 12.00 ft 3 0.263 0.069 -24.40 24.40 155.00 9261 1.00 1.00 3.86 84.18 56.12 +D40.7501.40.750S40.5250E41 Dsgn.L= 1200 ft 1 0.355 0.069 -24.40 24.40 114.81 68.75 1.00 1,00 3.86 84.18 56.12 Dsgn.L= 15.89 ft 2 0.465 0.055 0.47 -24.40 24.40 87.69 52.51 1.00 1.00 3.11 84.18 56.12 Dsgn.L= 16.11ft 2 0.475 0.069 0,47 -24.40 24.40 85.84 51.40 1A0 1.00 3.86 84.18 56.12 Dsgn.L= 12.00 ft 3 0.263 0.069 -24.40 24.40 155.00 92.81 1.00 1.00 3.86 84.18 56.12 Load Coven Span Max."Deft Location in Span Load Combination Max.'+'Deft Location N Span D+L+6+5J1.4 1 0.8818 0.000 0.0000 0.000 2 0.0000 0.000 S Only -0.2095 16.107 D+L+S+El1.4 3 0.8789 12000 0.0003 16.107 1R . Load Nation Span Max.Downward Deft Location in Span Max,Upward Deft Location in Span D Only 1 0.1745 0.000 0.0000 0.000 D Only 2 0.0158 16.107 -0.0102 3.436 D Only 3 0.1736 12.000 00000 D.000 S Only 1 0.7072 0.000 0.0000 D.000 S Only 3 0.7052 12000 0.0000 0.000 D+L+S 1 0.8818 0.000 00000 0.000 D+L+S 3 0.8789 12000 0.0000 0.000 D+L+6+18/12 1 0.8818 0.000 0.0000 0.000 D+L+S+W12 3 0.8789 12.000 0.0000 0.000 D«L+W+612 1 0.5281 0.000 0.0000 0.000 D+L+W+S12 3 052n7 12.000 0.0000 0.000 D+L+S+EJ1.4 1 0.8818 0.000 0.0000 0.000 D+L+S+E11.4 3 0.8789 12000 0.0000 0.000 Niiiipirjj1 anal a q j 42 Support notation:Far left's#1 Load Con*i a orr Support 1 Support Support 3 Support 4 Overall MAXimum 8.439 8.439 D Only 2.559 2.559 S Only 5.880 5.880 D+L+S 8.439 8.439 D+L*S+W12 8.439 8.439 D+L+W+S12 5.499 5.499 D+L+S+EJ1.4 8.439 8.439 QQ� pp�fi�r•grlf-2 Y R fftk Q..p97r.. r"L. pyx. 6G :,,,,WATA,;--.SOArt:MNnra:Vekgf:2.%'''''''' ‘-,17414,itZ :' ialooko - • . -wi.--,--,. ..! .T, ''Or.-Wait .,...4.- *1-1n2rtSVOIN Lic.'4:KW-000025C2 License Owner:TM RIPPEY CONSULTING ENGINEERS ' Desalp600; typical pan-hill sacra=blew span •Stitiliiiiiiiiits : Depth = 12.20D In I in = 204.00 in"4 J = 0300 in44 Web nick = 0.230 in S xx = 33.40 ies Cw = 607.00 inh6 Flange Width = 6.490 In R xx = 5.170 in Flange Thick = 0.380 in Zx = 37200 Inn Area = 7.650 in°2 I yy = 17.30D test Weight = 26.041 pH S ri = 5.340 in"3 Wno = 19200 inn Kdinign = 0.680 in R yy = 1.510 in Sw = 11.800 104 K1 = 0.750 In Zy = 8.170 ina3 Of = 7.030 inn rts = 1.750 in rT = 1.720 In Ow = 18.300 inn Ycg = 6.100 in 4-:7 Rift EXPOS FASCIA 57.fra UKF_ '=t) (...onlsE.X.VAT3.VE. AssUrv:. 13$7.4cas c?, a`-t:' i MNx Pwr.,c) = (164)(I./3)0.3) ay rsf R4waEr (ay)(.1.D714) : ( LIF / O: rzoot, Ya 44IF)( •S1('a)A ] - )9 A 1 4 -:••••••It f ::: Rub WI ,l h10 Sur4s i' 0 : fart- tarRaM r9tea ArtAu1 to Oftk rolt SN6.2 AMt otke iT V= (3.S')(1) INC) scams nx �V I7,`/sc*4-.+) lievar = t4a`iira M00~ Movwrc ►^a.., (2 1 WLo scz4.114s ras (sek*E TAn aq"/ate) • /11Y11:\_ TMRIPPEY a �%o 9Y DATE CONSULTING ENGINEERS 40"T' - CA IA) eff'ROLEuM- YL-(oARA OW BY DATE 7650 S.W.Beveland St,Suite 100 toe ,4e3-'3 I tyd go Tigard,Oregon 97223 Phone(503)443-3900 SHEET Ra OF IAXA L 1.41ND: $O MPs (FASPEST t-tut,) E XP 1-44=PF H 2—c 1 ` aG tA4,1 (16 )(0,WOO.3) 143 Psf (SYSvEm cOc t J .) L's' Pcneas° 1(v.M)(0. I.3)= 3ps{ Fog Ate. i©ftz •• " (1.L-0.3)`11Psf F6k. Ave, IDOf0 AT ROOF GYfi42.1 far. 't, <LJ Frt ar. E1Ck fun PuaAu s (lb.4)(o.6Z)(a.3)t 25-3psf Fix Sy s V (1g3psf)(2S•)(416) = 000.0 , V, OF vsa, : " (581 Wiof cowr41. ksz,...we 'Dv G41..,�wWi tfe.S E)P01En Uea W % 'o��) !Co•S )(W.3Psf) a 197f e01,14.1,ar S'reSrrtc SOG: 0. ?a9 ' 1- 5 (OM.F . C.wrz+e/keu. .c.o ) bt., (y°)(5,v)(spsi) r 13)(9D . (4 C w,s}(s4.1( faelF) a (�QF,T,u}(�-j)(LOOP) V, = (0.7X0.709)'"Y(I.�s)' 0.39'w (0.-ScO) (. D•% = .o5k wavo SEzsmtc. 4ovE_ „TM th TM RIPPEY B, Dare a fro/io N. CONSULTING @1CINEFRS Ckj t -eo IL A • 17-6-ARS GIK BY DATE 7650 S.W.Beveland St,Suite 100 josu o (O630 Tigard,Oregon 97223 Phone(503)443-3900 SHEET)Of Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.4362 • Longitude = -122.7593 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05000000074505806 deg grid spacing Period Sa (sec) (g) 0.2 0.949 (Ss, Site Class B) 1.0 0.340 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.4362 Longitude = -122.7593 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 = Fv x S1 Site Class D - Fa = 1.12 ,Fv = 1.72 Period Sa (sec) (g) 0. 2 1.063 (SMs, Site Class D) 1.0 0.585 (SM1, Site Class D) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.4362 Longitude = -122.7593 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3 x 5M1 Site Class D - Fa = 1.12 ,Fv = 1.72 Period So (sec) .(g) 0.2 (0.709 )(SDs, Site Class D) Cio C.C�t_ur�Ns!FOwJ T7UN C,o�ww ; HI;] G-Idr of coLu"wS sv St ppJRrs . 17' -Top. ci= Fry a=0-I arWh1 62ADp 14' F+x pot., fyy ,„ak) : 5.7k pt6.= (_�y)t4o)(58')(asrsf)' Iy.5 k Mez (:y)(9.os4)(14') = "I3 if'/, Asa Z, ENecttu 05e. ►N&, (dS5Ipr 10/ DIAL Pp ftF,Ovnisn S-FLary AT ORS bo T'D iOti0*'4 MI T*G: FooTE4C. sE.E. SvvecAt.L PF-14rout Bg�R bEsca.AI 0/ ;R.= 1,aS N letrukg Fox wail M. : ).)04);= 3i aF l,a STyE$srvcnEas¢ ( 1•�sxa.��t}= USEd oN wEtb hs ,,,E ter' St.+rxo = Sxcs = .Pe.5t,•= as STZE WEL.A D 6e..tiEcA4P 14-5s Loons Los TO Ir6 . F0R- SeR *Dv� 5/14 //0:10•i' 0.411 " 7/1`" W6u" Cnhuria GoNC. A.NIWsrS �i EAcreiD A, ort5 DEP+� NFF�FA ra 7-Pt6A (tt* is IS -� N`4�lu1D PRdN r Vat �_ � ' beve-wr *5 yr Fiy !mks I -ro refszsr 40.oy/0? ' 5g.Ik uvr T,`,r4tats y0. H,k Ass.w,i 4' ¢ rc (It) Los ev,,. P- JJ tr"eeo 3 h^w ✓aev ri.Jc rr,�C A .q ` yd.�y/(z A,Iuo2sxo6)lX.4)0- 0.78, �a (totrS -.s vise r8 per• sMs.s wt,wAs� (y)(O•9)(bo)(0,51)' Cn7L o / AT Li 4 Fr a- DfrPna NErzpfp = I.9 < F1't 0EPr4• ok A. TM RrnPEY BY DATE a/// ,0 CONSULTING ENGINEERS CA f i47--0 F.V.7'‘ ' TL GARD Q9C by DATE 7650 S.W.Beveland St,Suite 100 toe No I bo 30 Tigard,Oregon 97223 Phone(503)443-3900 star at/ of Column Base Plate M 53.75 kip•ft B := 18•in fc := 2500•psi•1.33 P 3.42•kip N;= 18 in A' : 7.in N' := 16•in e = 188.596 in '3c' P Fp :_ (0.3•fc2) F = 1.995ksi Fp•B•N' f := 2 f = 287.28 kip f +Jf2-4•(F6BJ•(P•A'+ M) Fp•g A = 45.546in 3 f + Jf2-4 [F .B)•(P•A'+ M) CFp•B) A ..2.4.577, 3 FP.A•B T:_ 2 P T = 40.641 kip -� 20.;� k/eou := 2 B Fp•A C = 44.061 kip C -T = 3.42kip o Mti_ (ao.zak )( ")� Li .GLII. k USWG j" wroth 7a [fistsT Lt,t jo: I.5" e---C•ovezns imimmmommilm Lile To erscsi- brk.60 : Mom: (y`1.o6�.)(3•�8a`)� 14p��•I� baseplate.rnal 1 Cf2 t m. -'- 7 v ka - ° r " 14 a Fir "a"q . . ' O910 . r iLQ ' f:2i a � , k -r �SE' > : 1 License Owner: RIP CONSULTING L 02562 T Description: typist rxJtam e".0iiiifilrriailiitlaWaTiOrjalrat= Code Ref:2006 IBC,AISC Manual 13th Edition - Steel Section Name: HSS10X10X1J4 Overall Column Height 19.0 ft Analysis Method: 2006 IBC&ASCE 7-05 Top&Bottom Fixity Top Free,Bottom Fixed Steel Stress Grade Fy:Steel Yield 46.0 ksi Brace condition for deflection(bucking)along columns: E:Elastic Bending kedulus 29,000.0 ksi X-X(width)axis:Unbraced Length for X-X Axis budding=17ft,K=2.1 Load Combination: Allowable Sty YY(depth)axis:Unbraced Length for Y Y Axis budding=17 fl,K=2.1 APPI . k� _ a Service loads entered-Load Factors will be applied for calculations. Column self weight included:619.352 lbs•Dead Load Factor AXIAL LOADS... Axial Load al 19.0 f,Yecc= 3.250in,D=5.70,S=14.50 i BENDING LOADS... LLai Point Load at 19.D ft aeating Mx-x,W=0.9230,E=3.2320M „�D��..�°° Banding&Shear Check Results PASS Max.Axial+Bendmg Stress Ratio = 0.75521 :1 Maximum SERVICE Load Reactions.. Load Combination +D+0.70E+H Top along Y-Y 0.0 k Location of mac.above base 0.0 ft Bottom along Y-Y 0.0 k At maximum location values are... Top along X-X 0.0 k Pu:Axial 6.3194 k Bottom along X-X 3.2320 k Po!Omega:Allowable 109.863 k Mr x:AppOed 44.5294 k-fl Maximum SERVICE Load Demotions... Mn-x/Omega:Movable 61.2975 k-t Along Y-Y -3.1070 in at 19.0ft above base Mu-y Applied 0.0 k ft for load combination:E Only Mn-y/Aga:Movable 0.0 k41 Along X-X 0.0 in at 0.0ft above base twined oontination: PASS Maximum Shea Stress Ratio= 0.031584 :1 Load Combination +D.0,70E+H Location of max.above base 0.0 fl At maximum location values are... Vu: . Vn l O :Allowable 71.6322 k B Maximum Axial*Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Stales Location Stress Ratio Status Location +0 0.054 PASS 8.03 ft 0.000 PASS 0.00 ft +D+L+H 0.054 PASS 8.03 ft 0.000 PASS 0.00 ft +O+L.r+H 0.054 PASS 8.03 ft 0.000 PASS 0.00 It +D+S+H 0.184 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.7501.+0.7505+14 0.151 PASS 0.00 ft 0.000 PASS 0.00 ft +D+W+H 0.340 PASS 0.00 ft 0.013 PASS 0.00 ft +D-1.OW+H 0290 PASS 0.00ft 0.013 PASS 0.00 ft +D+0.70E+H 0.755 PASS 0.001 0.032 PASS 0.00 ft +D-0.70E+H 0.705 PASS 0.00 ft 0.032 PASS 0.00 ft +D+0.750Lr+0.750L+0.750W+H 0.269 PASS 0.00 ft 0.010 PASS 0.00 ft +D+0.750Lr+0.750L-0.750W+H 0218 PASS 0.00 ft 0.010 PASS 0.00 ft +0+0.750L+0.7505+0.750W+H 0.366 PASS 0.00 fl 0.010 PASS 0.00 ft +0+0.750L+0.7505-0.750W+H 0220 PASS 0.00 ft 0.010 PASS 0.00 ft +D+0.750Lr+0.750L+0.5250E+H 0.580 PASS 0.00 fl 0.024 PASS 0.00 ft +D+0.750Lr+0.7501-0.5250E+14 0.530 PASS 0.00 fl 0.024 PASS 0.00 ft +D+0.750L+0.750S+0.5250E+H 0.677 PASS 0.00 fl 0.024 PASS 0.00 ft +0+0.750L+0.7505-0.5250E+H 0.531 PASS 0.00 ft 0.024 PASS 0.00 fl +0.60D+N+H 0.318 PASS 0.00 fl 0.013 PASS 0.00 ft +0.60D-1.OW+H 0288 PASS 0.00 ft 0.013 PASS 0.00 ft . +0•SOD+O.70E'+H 0.734 PASS 0.00 ft 0.032 PASS 0.00 ft 6 « 4 s$ i tii111 - Mw �y i 1 N 3.:dxMds.�...tc•<...m-.�axat '� °'�+�"_ �� 7. .3.s..k`�i !t�ll" .';}f,RoC M� • Description: YY^o•edurm .Load Co f.,, ks ;: T - • Maximum Axial+Bendan Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Lomita +0.60D-0.70E+H 0.703 PASS 0.00 ft 0.032 PASS 0.00 ft moltRDlll., , f'gfId8CE0J9ti -6�r�t�, Note Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Load Combination @ Base @ Top @ Base @ Top D Only S Only W Only 0.923 -W Only -0.923 E Only 3.232 -E Only -3.232 D+L+8 D+L+S+W12 0.461 D+L+S-W12 -0.462 0+L+W+512 0.923 D+L-W+S12 -0.923 D+L+S.E11.4 2.309 0+L+S-E11.4 -2.309 Losd Combi atiao Wex.X-(Deflection Dslence Max.Y-Y Deflection Distance D 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 h 0.000 ft 0.000 in 0.000 ft -w Only 0.0000 In 0.000 ft 0.887 in 19.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft -E Only 0.0000 in 0.000 ft 3.107 in 19.000 It D+L+S 0.0000 h 0.000 ft 0.000 in 0.000 ft D+L+S+W/2 0.0000 h 0.000ft 0.000 h 0.000 ft D+1..+S-W12 0.0000 in 0.000 ft 0.047 in 14.409 ft 13+L+W+S12 0.0000 in 0.000ft 0.000 In 0.000 ft D+L-W+SR 0.0000 h 0.000 ft 0.622 in 19.000 ft ' D+L+S+E11.4 D.0000 in 0.000ft 0.000 in 0.000 ft D+L+S-E/1,4 0.0000 in 0.000 ft 1.788 in 18.872 ft Deptln = 10.000 h 1 xi( = 141.00 kn"4 J = 220.000 inM WefThick = 0.000 in Sxx = 28.30 W3 Range W In = 10.000 in Rxx = 3.970 h Range Thick = 0.233 in Area = 8.960 in"2 I yy = 141.000 in"4 Weight = 32.697 plf S yy = 28.300 in"3 R yy = 3.970 In Ycg = D.000 In r 3 '�► , �L°$tev•7.W�fit ,` � � ,j�r-�- �x- - &'4� License Owner!TM TPd R YdCO�N9�U�LTING NGI`f69�,^,�� ENGINEERS . Description: tYPicEd Wino r.lm — • c C . wan Lwb w ldd enlaced vtlr,Aipw do nola0.ct eMduW AnNlm . cls Pole L. In i E r.. k_ H �#a1lPM wtl-tiry 70410. ,;dAf43t dalpkcYrertl�amlasa, W'o9,vW IIfF 1aaltiiniMitt1fi:.. Lic.t..KW-0E002562 License Owner:TM RIPPEY CONSULTING ENGINEERS• Desaiption: Mimi lkJ f �pn Code References:2006 IBC 1805.7.2,1997 UBC 1806.8.2.1 Pole Shape Circular Pole Diameter 48.0 81 Calculate kiln.Depth for Alowable Pressures ---- °o Lateral Restraint at Ground Surface Allow Passive 200.0 Pa Malt Passive... 1,500.0 Psl f Controlling Values Governing Load Combination: +040.70E40-1 LstnaILoad 2.2624 k } Moment 42.9856 k-ft Restraint @ Ground Surface Pressure at Depth Actual 1,222.47 Ps1 i 1 Alawable 1,2222.47 Psi Surface Retraed Force 10,540.4 as u t q w M,. $.aR rttivsfi,ri-. t'ti, S + 445. 15 0C'S +h t 4.. ti h,.a a h%id �. 9hb4 - - 1 �, }j4Y'� FS i.-W SbAS '. Footing Base Area 125864t*2 ; ,n a o-4 l FR °i3`_ Maairruth Soil Pressure 1.5D75 ksf '` nssrrnespot s squ5r� Lateral Concendalad Load lateral Distributed Load Applied Moment Vertical Load D:Dead load k kilt k-R 5.70 k Lr:Roof Live k kilt k-ft k L:Live k kilt k-ft k S:Straw k kilt k-ft 14.50 k W:Wind 0.9230 k kilt k-t k • E:Earl quake 3.2320 k kilt k-ft k H:Caul Earth k kill k-ft k Load dlstawe above Base 19.0 II Try of Load above ground ft 80TTOM of Load aboveground t w=- 40 0.0 0.0 0.13 0.0 0.0 +041.+H 0.0 0.0 0.13 0.0 0.0 4D4ir+H 0-0 0.0 0.13 0.0 0.0 +04S41-1 0.0 0.0 0.13 0.0 0.0 +040.750L40.750S+H 0.0 0.0 0.13 0.0 0.0 404W+H 0.9 17.5 4.63 906.7 906.7 40+0.70E41 2.3 43.0 6.13 1,222.5 1,222.5 +D+0.750Lr40.750L40.750W4H 0.7 132 4.13 823.8 823.8 4D40.750L40.750S+0.750WiH 0.7 13.2 4.13 823.8 823.8 +D40.750Lr+0.750L40.5250E+H 1.7 32.2 5.63 1,110.7 1,110.7 4O+0.750L40.750S40.5250E4H 1.7 322 5.63 1,110.7 1,110.7 40.60D4W4H 0.9 17.5 4.63 906.7 906.7 40.60040.70E+H 2.3 43.0 6.13 1,222.5 1,222.5 ctb P. Lic:#:KV D60D25&2 License Own r.TM RIPPEY�ONSULTING ENGINEERS Description: typical fig(alternate non-restrained) C611B1d/, t)ff/1t60f1 Code References:2006 IBC 1805.7.2,t997 UBC 1806.8.2.1 • Pole Shape Rectangular Pole Width 63.0 In Caladate Min.Depth for Allowable Pressures No Laterd Restraint at Ground Surface a Allow Passive.................. 267.0 Pd �F� Max Passive 1,500.0 pet I CortroMng Values , 1 • Goierning Load Corrdnatlm: +D40.70Eifi Lateral Load 2.2624 k Monrerd 42.9856 k-ft ( NO Ground Surface Restraint t Pressures at 113 Depth j i Actual 532.41iPe i I AlaraLe 532.980 Psi s f 5 n C 4A h 4-i- , t 4 '. �. .S.�%%y�n�Zi411PI `�,$, 431R'5Ri. 4 M f, .Atii'.., iRA1vh$4F ii:iiigfi�Sxw'iilF latIgV Footing Base Area 27.56251N2 Maximus Soil Pressure 0.73288 ksf Lateral Concentrated Load Lateral Distributed Load Appied Moment VeAlaf Lakd D:Dead Load 0.0 k 0.0 kdt 0.0 k-ft 5,70 k Lr:Root Live 0A k 0.0 Mt 0.0 k-0 0.0 k L:Live 0.0 k 0.0 Mt 0.0 k$ 0.0 k S:Soma 0.0 k 0.0 Mt 0.0 k-ft 14.50 k W:Wind 0.9230 k 0.0 Mt 0.0 k-ft 0.0 k • E:Earthquake 3.2320 k 0.0 kat 0.0 kit 0.0 k H:Lateral Earth 0.0 k 0.0 kdt 0.0 k-ft 0.0 k load distance above Base 19.0 t TOP of load aboveground 00 ft • BOTTOM of Load aboveground 0.0 ft +D 0.0 0.0 0.13 0.0 0.0 4D+L+H 0.0 0.0 0.13 0.0 0.0 +D+irtli 0.0 0.0 0.13 0.0 0.0 401-S+H 0.0 0.0 0.13 0.0 0.0 +0+0.750L+0.750S4I 0.0 0.0 0.13 0.0 0.0 +D+W+11 0.9 17.5 4.38 386.5 387.1 40+0.7064H 2.3 43.0 6.00 532.4 533.0 +0+0.750Lr40.750140.750W+11 0.7 13.2 4.00 349.4 349.6 40+0.7501.+0.7505+0.750W+H 0.7 13.2 4.00 349.4 349.6 +D+0.750Lr40.750L40.5250E4j 1.7 322 5.50 478.9 481.4 +0+0.750L+0.7505+0.5250E+H 1.7 32.2 5.50 478.9 481.4 40.60D4W+H 0.9 17.5 4.38 386.5 387.i • +0•6{:0+0.7OE+H 2.3 43.0 6.00 532.4 533.0 V / ?; ACTE3r.nit re. ooTV.* APPR-0AUi t Gri Ass vwriiG THhr 1'RE • \•t't -� � 'GO.Ws^N BLS .SupPOR14Ea AT VAS AND I j rx irac. par-xa^t t/ BASE r . 14 E— Ua (.AOlc AT S-isre.-4. GL.o ALLY 2 t BASE. Pu, =. Ps..yzrst a Co-Lii..w a Fra Acr A S X (?-3�14 WWI ,/A 9_os k1ti - a•76 k TRY 6 ). Fti. !) C ANM 7a : X =('�)(E)` 5.33' gs jtE� �Nr 74 'c,a1 = (P•D")(17 45I-0/(5.10 ` 9.47 k IZ3 9 y)A - 7. i Fat- to x tt sate- fee-144 A c (j DO)( •33) c7 PoFif@ wpm, imp )(ac.)) = 534Psf t e'R -7)'213 6 r+f �s�^t 4' ivy � = (4A(53,404 @ae..-sz1)(4,( = 37k c - AT 6ASi-{Z 'Dv rezr-n cE M: (7.a► k)(; 't:i.) s ay f4.1L V' 4, k7 5 briortr =4.67 17s1i1[ = 10.51< -)its s g.�4 Ra i k kr User a. )( CAtEc«- sL 1R sL rd,ic A ssw,L,tc 6"sue ATrEvs = ((f)(9,b.)tn.)c 58o r Ler ou-0,r (5%0 Xo.3)(7s- )- 3 k ?to—rt A w G9se BLAB L-s Evee. PkMovti use 13Am.R C€stcN AL T-F No SiA . !zt-ur w ii G SUEvEx. 1MTMRIPPEY �,St) DATE /tc./ro lam. CONSULTING ENGINEERS CA-ZAJ PE771,-.7LrmA -77-6.41z3 gxcer parr 7650 S.W.Beveland St,Suite 100 roe No r 003o Tigard, Oregon 97223 e/B Phone(503)443-3900 sear CANOPY LP rVt L. 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T3A1.P op BE.vr ) Sa: €..8•( -)03)(laV3,1z )` 33_Sks 1J6 r o ry w I -3 fin aiz ks, TM RIPPEY er DATE D/iVo i i L CONSULTING ENGINEERS CATAJ PE.i N— -GA R,D CHR BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO WI 0 Tigard,Oregon 97223 Phone (503)443-3900 SHEET 6/, of c1or�� /),ur(i) t • D�j G . 9 ()0.61i /' , 6 364 6e fJ14,3 48 TM INGKNG�iER /`1Jl-� 6 BY _DATE C CONSULTING ENGINEERS /t y.! �h CHK 6Y DATE 7650 S.W.Beveland St,Suite 100 / /Cjq,Q() /? 7 r i psND Phone,Oregon 97223 Tn ,# Phone(503)443-3900 / f iOL1.4f SHEET OF /LI & -Ni•-; , . , .15,5.Lpf m ,if)e.(10 ' . 12-.4- r t . e)/4 (2)6. Ii-. 21(*) r6W 2 .1) m .17 (41'4/) —. o/t.. ri.1ti', c . 89k- 2 .. L b2- Watrn l 4 p, .001T-0.$ /2 10.6) na... 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