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Plans (61) PORTLAND COMPRESSOR TIGARD, OR STRUCTURAL CALCULATIONS DESIGN CRITERIA: DCl-DC2 NEW OPENING FRAMING: NF1-NF11 �iyLTi R SKETCHES: SKI-SK2 ' ate; I /c",...I-4* vp ., .. RFCEIVED ,11 ..t.‘ P l-; OCT 19 2017 � ? ,)0(31Y4?" CITY OFT1GARD Oji DI�iG DIVISION EXIIIIla : /7-1 (16 PAGES TOTAL INCLUDING COVER SHEET) October 16, 2017 I31012.0C7— PROJECT NUMBER: 170184.01 City of Tigard ii,101 ye• Plana, . . A III B .I®4 Date' ) 4 ( 74-4o - szvY i REVISION : yITEC'J r 1 I EfdGi r.=E&R,G t PLP Jr:irI� Ir.I Ef,!oa.; OFFICE COPY LANaE 15895 SW 72ND AVE SUITE 200 PORTLAND,OR 97224 PHONE:503.226.1285 FAX:503.226.1670 INFO@CIDAINC.COM W W W.CIDAINC.COM Design,Maps Summary Report https:f/earthquake.usgs.gov/cnl/designmaps/us/summary.php?templa... EtisGs Design Maps Summary Report 17(.. User-Specified Input Report Title Portland Compressor Wed August 16,2017 12:12:04 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.41466°N, 122.75349°W Site Soil Classification Site Class D — "Stiff Soil" Risk Category I/II/III $48 k 6 } 3t f s ,"s vt tl USGS-Provided Output Ss = 0.970 g SMS = 1.078 g S os = 0.7198 Si = 0.421 g SMl = 0.664 g $ 01 = 0.4438 For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. i+tEi;f1F, sp isC Soectrurr7 Desi Resrr_cse 5cettru=n i o y T(3 ' Although this information is a product of the U.S. Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. of 1 8/16/17,5:12 AM s 15895 SW 72ND AVENUE,SUITE 200 2.1 q 2 PORTLAND,OREGON 97224 TEL: 503 226.i 285 FAX:50,3.226.1670 EjE-MAIL:info©acidainc.com ARCHITECTURE 1), Y J � '' / `- '�t) '1 Jf, F 3 3f (`) _ _ EHCI�.Er Ri�}G v _. - y } V f P-�, i v i I � G P LA Iv N I N, _ t F 5 __.- INTERIORSB+. # . . D--%. l%',/.'1-.7/ g'(1.- 1-1 ' f f • > �� T , ., {r 0 q- Sit —' `l' :5--= =1 (1 q - 1st r > I- 0, 2 c 7 :hf r/ - p l i ,,, i 15895 SW 72ND AVENUE,SUITE 200 -',. til ' PORTLAND,OREGON 97224 TEL: 503.226.1285 FAX:503.226.1670 E-MAIL:info@cidainc.com ARCHITECT UAE j ` ,� PROI ECT NAME: ,���, \__ ( r-✓.� 3 j PFO. No. k7 ktu .O 1 Air ENG,NEERINC; icl ,{/•/� t`� I3 PLA hivING J SHEET t nTLE: LTJ - I N T E R B i DATE: T ' ------------- ..L. i • 1 Q - 4: I ('2L � G'er-Jasly 0 5 L. — 5 vi 50,01._ : / , - , , , ,if , , _ .(A)- ( ‘°elf ./ 100(,-( / tbeed) S t Wil - tt,1.-��tr0 t2-= p Txukokti,3 54-i<55 = D.3e115 I C /oo g(t., s1/c__s - _VO = Ok32 1 Q , ‘ , — <-- { 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 TEL: 503.226.1285 FAX:503.226.I 670 E E-MAIL:info@cidainc.com ,. 0 ARGH:T,cCT:E PROJECT NAME' AJ.0,94‘4›.J.es,01, LvAJ'ePe-s)."0***-- PRoi No L7o t5si-Uo - SHEET PLANNING TITLE: B, LA-IT DA-E. I NT ER I 0 RS -c-5" - - • • 7 c • - ,A) 1/J 4'Psf X24±) 4A7- :22 ukz le- 4 tc, cz..0Hfjc. 36(1 C".012131 - -2-4+ 39 --- 3aroq • ut5e. k2- Leajw .CIDA,INC. 15895 SW 72nd Ave.Suite 200 Project Title: Portland,OR 97224 Engineer: Project ID: Project Descr: 503-226-1285 Nes "` ��0®HBe -5 *V "`, #, .s--- -� _ Printed.20 SEP 2017,1021AM .; r a le- dC.17 7101 00 U Lic.# KW-0600886 - " p x-M. h, 'oda •:gess. ruetura .dart Can r 5 NE GSL a s ! e 6.7 3t _CI 7 Description: H1 Licensee:CIDA INC. .-CODE„REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 -- Load Combination Set: IBC 2015 Material Properties -- Analysis Method: Allowable Stress Design ------------- Load Combination MO 2015 Fb Tension 875.0 psi E:Modulus of Elasticity Fb-Compr 875.0 psi Ebend-xx 1,300.0 ksi Fc-Prll 600.0 psi Eminbend-xx 470.0 ksi Wood Species : Douglas Fir- Larch Fc-Perp 625.0 psi Wood Grade : No.2 FY 170.0 psi Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 425.0 psi Density 31.20pcf i * D(0 04) $ + i D(0.066S(0.1) 'AV ° , 0 �r � ,,. 1I gsrfi „ & 1p a'`tAn t :F4Zt „}y, a $ 44 ,FK'�, zd �r F ` p 'K'' a Y k A . x::.aR .ma „. s:.r5'""a : 7 6X12 r Span=12.0 ft xr A Applied Loads _ 1 � i' Service loads entered.Load Factors will be applied for calculations. '` Beam self weight calculated and added to loads Uniform Load: D=0.060, S=0.10, Tributary Width=1.0 ft Uniform Load D=0.040 Tributary Width=1.0 ft,(wall) DESIGNSUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.378 1 Maximum Shear Stress Ratio Section used for this span 6x12 = 0.x12 1 Section fb:Actual used for this span 6x12 = 380.77psi fv:Actual FB:Allowable = 1,006.25 si = 25.75 psi Load Combination p Fv:Allowable = 195.50 psi +Dt-S Load Combination Location of maximum on span = 6.000ft Location of maximum on span 0. 0S = 0.001 ft Span#where maximum occurs = Span#1 Span#where maximum occurs Span#1 Maximum Deflection = Max Downward Transient Deflection 0.052 in Ratio= Max Upward Transient Deflection2780<360 0.000in Ratio= .0 Max Downward Total Deflection 0.111 in Ratio= <1301>=240. Max Upward Total Deflection240 0.000000 in Ratio= 0<240.0.0 Uertical 161 tiOtls - Support notation:Far left is#1 Values in KIPS Load Combination � �” Support 1 Support 2 —.— Overall MAXimum Overall MlNimum 1.282 1.282 D Only 0.409 0.409 +D+S 0.682 0.682 +D+0.750S 1.282 1.282 +0.60D 1.132 1.132 S Only 0.409 0.409 0.600 0.600 f 15895 SW 72ND AVENUE,SUITE 200 PORTLAND, OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 E-MAIL:info@adainc.com P4C I TECTUAE Pao;. No. __ ^ [ ,i /0P i' �., ,GERI,., PROJECT NAME �/W\—VOA E 1 (90,4 ib 4 SHEET PLANNING 1 -- -- IIT!e: B A1� INTERIORS -- _-- -- -- — ------ ----DATE: ( '--, 7.— ' i2.- ' C . Z=4, 71,q x51)(012 f Digj (7-4) 6gg t 5f_. 1(9 re 114(--zrl 2 L 20k- C0,0 = 0,11210 �/,.� �. 4.Y.— (3) 7�c O f l! ) S mIpxx„ '11C t 10 ,i)-14,0,-,-, — f z � S'-e� c.....„.-4,4 • • • • • • • • • • • • .r vIVAI IIVV. Project Title: : 15895 SW 72nd Ave.Suite 200 P9rtland,OR 97224 Engineer: Project ID: 503-226-1285 Project Descr: �) --:5 /V t . Pr SEP 10M ` sq _: x eE \ .._ 0�2olu t ,f, „ 4- , 2_ �tl1QiOO Po Co4SOfONCIura Oft1aldPS :e<� µA y -r. F km t#4 � 1. E G:AIC- 83 0 Bml83t --r7X3l." ''LIC #: KW-06006865 Licensee:CIDA INC.Description: Ci Code eferences Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used: IBC 2015 ' :General fnformatton,-,x': Analysis Method: Allowable Stress Design -. End Fixities Top& Bottom Pinned Wood Section Name 3-2x6 -- - ndrColumn Height Wood Grading/Manuf. Graded Lumber 14.167 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width 4.50 in Wood Grade No.2 Exact Depth Allow Stress Modification Factors Wood Species Douglas Fir- Larch 5.50 in Cf or Cv for Bending 1.30 Fb Tension 875.0 psi Fv 170.0 psi Area 24.750 inA2 Cf or Cv for Compression 1.10 Fb Compr 875.0 psi Ft 425.0 psi lx 62.391 inA4 Cf or Cv for Tension 1.30 Fc Pill 600.0 psi Density 31.20 pcf ly 41.766 inA4 Cm:Wet Use Factor 1 0 Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi E:Modulus of Elasticity... x-x Bending y-y Bending Axial Cfu:Flat Use Factor 1.0 2 Basic 1,300.0 1,300.0 1,300.0 ksi Kf:Built up columns 1 0 NDS i,, Use Cr:Repetitive? No Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for X-X Axis buckling=14.167 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=14.167 ft,K=1.0 'appiled Lgads z � � ��� x l`i " : MService loads entered.Load Factors will be applied for calculations. Column self weight included 75.971 lbs*Dead Load Factor BENDING LOADS.. . = Lat. Uniform Load creating Mx-x,W=0.1690 k/ft .DESIGN SUMMARY - a Bending&Shear Check Results ----- __ _ PASS Max.Axial+Bending Stress Ratio = Load Combination 0.7588:1 Maximum SERVICE Lateral Load Reactions.. +D+0.60W Top along Y-Y Governing NDS Forumla Comp+Mxx, NDS Eq. 3.9-3 0.Top along X-X 1'1 .0 k Bottom along Y-Y 1.197k Location of max.above base 7.036 ft 0 k Bottom along X X 0..0 k Maximum SERVICE Load Lateral Deflections... At maximum location values are... Applied Axial 0.07597 k Along Y-Y 1.909 in at 7.131 ft above base Applied Mx 2.544 k ft for load combination:W Only Applied My 0.0 k-ft Along X-X 0.0 in at Fc:Allowable 0.0 ft above base 254.526 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= Load Combination 0.1067:1 Bending Q Compression Tension Location of max.above base 0.0 ft Applied Design Shear 43.531 psi Allowable Shear 272.0 psi Maztmumleactlons Note:Only_non-zero reactions are listed. X Axis Reaction Y-Y Axis Reaction A- LoadCombination -----@ Base @ Top @ Base @ Top Axial Reactione D Only @ Base +D+0.60W k k +D+0.450W k 0.718 0.718 k 0.076 k k 0.539 0.539 k 0.076 k +0.60D+0.60W 0.076 k +0.60D k 0.718 0.718 k 0.046 k W Only k 0.046 k k 1.197 1.197k k 15895 SW 72ND AVENUE,SUITE 200 x PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 E-MAIL info@cidainc.com -cHiTFcTUR- a rt i c z E'JG'vEEI.NG PROJECT NAME amp(l eSSOr PRO; NO. I70131+7 0 I SHEET NF6 P.A'JNIrJG ^�/� �/ J7 INTERIORS ,, TirLE. -- - -- _ By 4 --- ----- DATE: �CC/161{Z New Lara& Oren 0/1_ Cnl Cdrvi ()world sfw cra kn iy1 (e)Go1 t NL , j N 1 j J I 1 L. 3 zfl I2.r � r Li y 16,Icf ,Z i I CLc d i' .,. Tr b rood` q/-0'r Pref ` 15 7�Of 1)„„,„7--- spm` &cay . - _ tY P S r—o-rE R. R R = C iJ / ooZ6I ir63i) L v r- qac Ib Bend i n 9tre c ;-I- 31f',510 f 3.5 K t 4Y' S tf , rut# - 12 / 4 . = G,l1s2;n. = Z ik A - 6,1O'Iia < D74 . Q,6 in Nr 7 VQ � �� w" �� FU -c,e-a. a_:,,.p 00 ortandme�eso.. grryi_ lral:! afife$T oec 6V® ® .� �_ N aC LG . 0 :ISlk1 &9_Lic.#: KW-06006865 • Licensee:CIDA INC. Description H2 Header CODE FIEFERENCES -- _ Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 875.0 psi E;Modulus of Elasticity Load Combination iBC 2015 Fb- 875.0 psi Ebend-xx 1,300.0ksi Fc-PrIl 600.0 psi Eminbend-xx 470.Oksi Wood Species : Douglas Fir- Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 170.0 psi Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 425.Opsi Density 31.20pcf a - D(0.081)6(0 1) a a o a 6x12 �"' r4T!11 Span= 12.0 ft F Appliecl LOadS . ':,::',-.''.. 1,,., Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0810, S=0.10, Tributary Width=1.0 ft,(gravity) DESIGN S' JMM�4�RY Desi.n OK' Maximum Bending Stress Ratio = 0.346 1 Maximum Shear Stress Ratio - 0.120 : 1 Section used for this span 6x12 Section used for this span 6x12 fb:Actual = 346.91 psi fv:Actual = 23.46 psi FB:Allowable = 1,006.25psi Fv:Allowable = 195.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 6.000ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.052 in Ratio= 2780>=360. Max Upward Transient Deflection 0.000 in Ratio= 0<360.0 Max Downward Total Deflection 0.101 in Ratio= 1428>=240. Max Upward Total Deflection 0.000 in Ratio= 1.21458>=240. Overall Maxrr>aum Dellectio, s< .. Load Combination Span Max. Defl Location in Span Load Combination p Max "+°Defl Location in Span 1 0.1008 6.044 0.0000 0.00000 UelCal R4actionS , _ - - w .` Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum — 1.168 1.168 - - _ - -- - - - - Overall MINimum 0.600 0.600 D Only 0.568 0.568 +D+S 1.168 1.168 +D+0.750S 1.018 1.018 +0.60D 0.341 0.341 S Only 0.600 0.600 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 I ii E-MAIL:info©cidainc,com ARCH TECTURE P/�`F ( // tn. �j�},,s 1 /� J�(y/+ q/ CI TOEING PROJECT NAME: po t i,,,fkr,_ C.�U7�.-Z;ih_ yc.,.,:/r PROD.NO. 17a i 1 .6 Nr0 -, U f SHEET / FLA^:NING TITLE: DATE 1%647 - I - e v✓ H,L4rae. Op - E WAil (And 1+-iov? %'a -►kiVe Hz- 1-&a4er O --Of— Mane- A= 161 Ti _ 61, 17 ft w 6c6 p zo n6 i co, (2I5cXa q3-i-o,I F� 0,1-1) 3 is , 1/JZ 61.6p zone t IIIIUUVIVG02, �Z1,glpoc)(0, -4-0,I61,17 = 211 1, 76 6�Oct glA 0444 = 3� � K lc, 6 6 i.) 0— — weak Gi.X'1s Pend 11 0ICA/ -Or X 3.5 1c,' in = ‘, q6 IC' ' see /12j1 .. Y'� , 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 ,,...-: q TEL: 503.226 1285 FAX:503.226.1670 I E-MAIL:info@cidainc.com 4 ..,..,,. HRCHTCCTUaE /� /Q�{� {, /J / � 7/fj/ y/'�'� ///tJ A//ty�G ENGINEERINGLI PROJECT NF.ME: 17V�I I2� _--��//'` re-550Y PRO).No. L V �V�LV 1 SHEET •/ 1 PLANNING TITLE: B : 14 11 D . 1a1617 INTERIORS _ ----- — - /I&w t mire. 6e&n i!4j Wall d" kivA -04,f7Pf-r-----'-if_tr) 17 z- C f r `- I - iv = 2 � s . ��) "G, - 0, 5IdZj � �7t, , )0 D 5 Toto1 (1) P - (5e) //6oOPri/ )6 Pb IIIIII .1 f< = l,zi is d,t l?� 727 fib; 5;rnesGyt. H/ (Ok7 1,0*1-64, $i Ipson C?) A3+ op AK - J f/A�� -. 4) ,g - 7'; R3 75Z PIf3FY[, GViU I:�Xi+fit � S+1�>°SS 1�f+.T1(s1: 511eav' S1re6. }`t0 = I7,gq o WHO m ® :. Ie L dcadd�l Am e r 0 � rtf -1Mi sohSt :.:AdortiandCo re..0 ::4c6 � r. W E•,GAL _ a s,1::9,.7.,, eO r - _ � .. . _s, ._. :- .F Ad:, _�9�7 Lie.#: KW-06006865 Licensee:CIDA INC. Description: C2-king stud Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2015 Genera(Information Analysis Method: Allowable Stress Design Wood Section Name 3-2x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 14.167 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width Wood Species Douglas Fir- Larch 4.50 in Allow Stress Modification Factors Wood Grade No.2 Exact Depth 5.50 in Cf or Cv for Bending 1.30 Fb+ 875.0 psi Fv 170.0 psi Area 24.75 in^2 Cf or Cv for Compression 1.10 lx 62.391 in^4 Cf or Cv for Tension 1.30 Fb- 875.0 psi Ft 425.0 psi ly 41.766 inA4 Cm:Wet Use Factor 1.0 Fc-PrIl 600.0 psi Density 31.20 pcf Fc PerpCt:Temperature Factor 1,0 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up p columns 1.0 NDS 15.32 Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr:Repetitive? No Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for X-X Axis buckling=14.167 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=14.167 ft,K=1.0 r A 13,11 LO 0 ; `0 , t T.,Aitifii Service loads entered.Load Factors will be applied for calculations. Column self weight included:75.971 lbs*Dead Load Factor .. AXIAL LOADS.. . Axial Load at 12.0 ft,Xecc=4.50 in, D=0.5680,S=0.60 k BENDING LOADS ... Lat. Uniform Load creating Mx-x,W=0.190 k/ft ,W=0.05614 ,W=0.05614 ,W=0.05614 ibk:S NSt11VRA 4 , _. f mx.: Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9375:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W Top along Y-Y 1.346 k Bottom along Y-Y 1.346 k Governing NDS Forumla-ip+ Mxx+ Myy, NDS Eq.3.9- Top along X-X 0.01546 k Bottom along X-X 0.01546 k Location of max.above base 7.131 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... AlongY Y Applied Axial 0.6440 k 2.146 in at 7.131 ft above base Applied Mx 2.860 k-ft for load combination:W Only Applied My 0.05361 k-ft Along X-X -0.08118 in at 7.892 ft above base Fc:Allowable 254.526 psi for load combination:+D+S Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.1799;1 Bending Compression Tension Load Combination +D+0.60W Location of max.above base 0.0 ft Applied Design Shear 48.941 psi Allowable Shear 272.0 psi L'oadCamht atron Results y Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location Only 0.900 0.402 0.1090 PASS 0.0 ft 3.002978 PASS 14.167 ft +D+S 1.150 0.325 0.2036 PASS 0.0 ft 0.004792 PASS 14.167 ft - +D+0,750S 1.150 0.325 0.1790 PASS O.Oft 0.004177 PASS 14.167ft "7 +D+0,60W 1.600 0.241 0.9375 PASS 7.131 ft 0.1799 PASS 0.0 ft +D+0.450W 1.600 0.241 0.7108 PASS 7.226ft 0.1349 PASS 0.Oft +D+0.750S+0.450W 1.600 0.241 0.7855 PASS 7.321 ft 0.1349 PASS 0.0 ft NFll I ®�¢ �� , , , s. , ` � ��ile a d 0 9�ala d olisrl'ufatV ttl Ca P ra ec6 - ,. ,. i.E y . y :U 7,`8u d 0- 9�, r 0'=J,7 Lic #:KW-06006865 "' � Description: C2-king stud Licensee:CIDA INC. Load Combination Results k K ,p i x= Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location .Stress Ratio Status Locaton +0.60D+0.60W 1.600 0.241 0.8970 PASS 7.131 ft 0.1799 PASS 0.0 ft +0.60D 1.600 0.241 0.06134 PASS 0.0 ft 0.001005 PASS 14.167 ft Maxinlum'Reaclions 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 -0.008 0.008 0.644 +D+S -0.015 0.015 1.244 +D+0.750S -0.013 0.013 1.094 +D+0.60W -0.008 0.008 0.808 0.808 0.644 +0+0.450W -0.008 0.008 0.606 0.606 0.644 +D+0.750S+0.450W -0.013 0.013 0.606 0.606 1.094 +0.60D+0.60W -0.005 0.005 0.808 0.808 0.386 +0.60D -0.005 0.005 0.386 S Only -0.008 0.008 0.600 W Only 1.346 1.346 Maximum Deflections for Load 04hiiiii$110:61fitititgiteWitzgi Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only -0.0395 in 7.892 ft 0.000 in 0.000 ft - +D+S -0.0812 in 7.892 ft 0.000 in 0.000 ft +D+0.7505 -0.0708 in 7.892 ft 0.000 in 0.000 ft +D+0.60W -0.0395 in 7.892 ft 1.288 in 7.131 ft +D+0.450W -0.0395 in 7.892 ft 0.966 in 7.131 ft +D+0.750S+0.450W -0.0708 in 7.892 ft 0.966 in 7.131 ft +0.600+0.60W -0.0237 in 7.892 ft 1.288 in 7.131 ft +0.60D -0.0237 in 7.892 ft 0.000 in 0.000 ft S Only -0.0417 in 7.892 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 2.146 in 7.131 ft ,,,,,J;$kfeii6w--liii:',o3NAioatititdiee4141 Pied aE t. , i X ,' e4 * Load 1 -, - �7' r - s 3- x6 4.50 in (E) WALL s.o u c T u i, SIMPSON A34 EA. SIDE `° i PRO/4e- s •. OF KING STUD AT TOP 5 , G t N.e J1/� PLATE--TYP. "�`/ 63 ,,''E - (E) BEAM '" ./4,- (E) BEAM / / T Ii.- j,______j 'S D. GP`' EXPIRES: 6/30/19 (-- , /..._ , , r` • \ (N) 6x12 HEADER ,' z �`. (N) 6x12 HEADER ,''� 2` o 2` ,.' S1.1 o8 0 S1.1y \`. .'. N " (N) OPENING g ��N. �' l d co INSTALL`.(N)'1/2"0x5" o `xx N SIMPSON TITEN,� D ANCHOR `x° "`� N EN WITHIN 6" OF'KING'NTUD IF - �1'NSTALL (N)�'1'/2"�x5" `� (E) ANCHOR IS NOT PRESENT SIMT'SON TITEN-HD ANCHOR ,WITHIN 6" OF KING STUNT ,''� ��� ',/�,'(E) ANCHOR IS NOT PRESENfi`�\\\ L (N) OPENING "Ni.\ • ----'''''------SIMPSON HGA1OKT SIMPSON HGA1OKT------------ TO (E) SILL PLATE TO (E) SILL PLATE (E) CONC. SLAB 1 EXTERIOR WALL ELEVATION El) 81.1 1/4" = 1'-0" 40 r DRAWING TITLE: WALL OPENING DRAWING: �,-'' PROJECT: i 'I Ai PORTLAND COMPRESSOR 1 15895 SW 72ND AVE SUITE 200 7440 SW BONITA RD. ti,4 ARCHITECTURE ENGINEERING PORTLAND, OREGON 97224 TIGARD, OR SK PLANNING TEL : 5 0 3 . 2 2 6 . 1 285 JOB:1 701 84.01 DATE: 10.16.17 INTERIORS FAX : 5 0 3 . 2 2 6 . 1 6 7 0 © 2017 CIDA INC.ALL RIGHTS R SERHRD SIFIJCTuiy ,,/V PRO if _ 49 N .&c, 11‘14,2, G I N4,2,/e2. r .7 63 ,4PE 9 1 WALL PER KING STUD PER 1/S1.1 ��/, PLAN [FASTEN TOGETHER WITH � .E 0 . (2) ROWS 16d © 8" O.C. f C��•6 13, ,001),Q L 'SD. GFC' \/ EXPIRES: 6/30/19 HT] HEADER PER 1/S1.1--ATTACH W/ SIMPSON LCE4 CLIP ONE SIDE AT EACH END (2 TOTAL) V _ (1) 2x JACK STUD FASTEN TO KING STUD WITH (2) ROWS 16d ® 8" O.C. 0 TYPICAL WALL HEADER FRAMING 1" = 1'-0" r 1.11 DRAWING TITLE:WALL OPENING DRAWING: PROJECT: 2 i; J PORTLAND COMPRESSOR 15895 SW 72ND AVE SUITE 200 7440 SW 8ONITA RD. im ARCHITECTURE ENGINEERING PORTLAND, OREGON 97224 TIGARD, OR S K PLANNING TEL : 503 . 226 . 1285 JOB: 170184.01 DATE: 9.29.17 INTERIORS FAX : 5 0 3 . 2 2 6 . 1 6 7 0 © son E:a&INC.iu warts RESERVED FOR OFFICE USE ONLY—SITE ADDRESS: This form is recognized by most building departments in the Tri-County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT 7F _ Transmittal Letter TIGARD 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-0v TO: Dan Nelson 4l DATE ! r DEPT: BUILDING DIVISION k FROM: Dustin Johnson OCT 19 2017 CITY OF TIGARD COMPANY: CIDA, Inc. BUILDD1RIO ' 0 PHONE: 503.226.1285 2y By _ 7440 SW Bonita Rd. Tigard, OR 9 - - + ? 20 i — o o 2- 0 (Site Address) " �,� � (Permit Number) Portland Compressor (Project name or subdivision name and lot n , •er) f ATTACHED ARE THE FOLLQVI e .MS: Copies: Description: ; Copies: Description: Additional set(s) ofp1a,r ? \ 4t 2 Revisions: structural- overhead door Cross section(s) and det i Wall bracing and/or lateral analysis. Floor/roof framing. i Basement and retaining walls. Beam calculations. Engineer's calculations. Other(explain): REMARKS: Drawings w-re revised to reflect wood construction at existing condition (assumpti was metal building). FOR F'FCE E OILY Routed to Permi echn-icia Date: I --.2,:3 k Initials• ' 'I-1 Fees Due: es L No Fee Description: Amount • ue: $ $ $ Spe 'al $ In ructions: eprint Permit(per PE): ❑ Yes ❑No 0 Done Applicant Notified: Date: /oh y//T Initials: �_ I:\Building\Forms\TransmittalLetter-Revisions.doc 05/25/2012