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Specifications (9) /14 c i7 _Uc.2_() 7c 70 S l-cw' 7650 S.W.Beveland St. ILA . TM RIPPEY Tigard,Oregon 97223 RECEIVED CONSULTING ENGINEERS Phone: (S03)443-3900 Fax: (503)443-3700 APR 18 2017 CITY OF TIGARD BUILDING DIVISION STRUCTURAL CALCULATIONS PROJECT: TECH HEADS—EQUIPMENT SUPPORT LOCATION: 7070 SW FIR LOOP TIGARD,OR.97223 CLIENT: BnK CONSTRUCTION DATE: APRIL 17,2017 PROJECT NUMBER: 17129 DESCRIPTION: SUPPORT OF(3)ROOFTOP MECHANICAL UNITS AND(3)FAN COIL UNITS HANGING FROM THE SECOND FLOOR OF A WOOD- _ FRAMED,COMMERCIAL BUILDING. TABLE OF CONTENTS: ITEM SHEET NUMBER GENERAL NOTES N1 DETAIL SK1-SK5 CALCULATIONS C1-C9 Fahr 14 0=444 AV 2PE �4'GON t? O� v (11 9.s^t. 19 'Io 'Cr�y USE (f3% i g e GENERAL STRUCTURAL NOTES CODE REQUIREMENTS: CONFORM TO THE 2012 INTERNATIONAL BUILDING CODE AS AMENDED BY THE 2014 OREGON STRUCTURAL SPECIALTY CODE,REFERENCED HEREAFTER AS IBC. DESIGN CRITERIA: DESIGN WAS BASED ON THE STRENGTH AND DEFLECTION CRITERIA OF THE IBC. THE FOLLOWING LOADS WERE USED FOR DESIGN: ROOF DL:20 PSF ROOF SL:25 PSF FLOOR DL:22 PSF FLOOR LL:50 PSF RTU:MAX WT=351LBS(EXCLUDING CURB) FAN COIL:MAX WT=91 LBS EXISTING CONDITIONS: THE CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS,DIMENSIONS AND ELEVATIONS. THE CONTRACTOR SHALL NOTIFY THE ENGINEER OF ANY DISCREPANCIES FROM CONDITIONS SHOWN ON THE DRAWINGS PRIOR TO THE START OF THE WORK. TEMPORARY CONDITIONS: THE CONTRACTOR SHALL BE RESPONSIBLE FOR STRUCTURAL STABILITY OF THE NEW AND EXISTING STRUCTURES AND WALLS DURING CONSTRUCTION. THE STRUCTURE SHOWN ON THE DRAWINGS HAS BEEN DESIGNED FOR STABILITY UNDER THE FINAL CONFIGURATION ONLY. CARPENTRY: SAWN LUMBER DESIGN IS BASED ON THE NATIONAL DESIGN SPECIFICATION,LATEST EDITION. SAWN LUMBER SHALL CONFORM TO WEST COAST LUMBER INSPECTION BUREAU OR WESTERN WOOD PRODUCTS ASSOCIATION GRADING RULES. UNLESS NOTED OTHERWISE ALL LUMBER SHALL BE 19%AT TIME OF FABRICATION AND DRIED TO A MAXIMUM OF 15% BEFORE INSTALLATION OF GYP.BOARD AND VERIFIED BY THE GENERAL CONTRACTOR. ALL WOOD IN PERMANENT CONTACT WITH CONCRETE OR CMU SHALL BE PRESSURE TREATED UNLESS AN APPROVED BARRIER IS PROVIDED. FRAMING ACCESSORIES AND STRUCTURAL FASTENERS SHALL BE MANUFACTURED BY SIMPSON STRONG-TIE COMPANY (OR ENGINEER APPROVED EQUAL)AND OF THE SIZE AND TYPE SHOWN ON THE DRAWINGS AND ATTACHED PER MANUFACTURER'S REQUIREMENTS AND RECOMMENDATIONS UNLESS NOTED OTHERWISE. HANGERS NOT SHOWN SHALL BE SIMPSON HU OF SIZE RECOMMENDED FOR MEMBER. ALL FRAMING NAILS SHALL BE COMMON NAILS. NO BOX NAILS ALLOWED. FASTENERS AND ACCESSORIES IN CONTACT WITH PRESERVATIVE TREATED WOOD MUST BE HOT DIPPED GALVANIZED OR HAVE ZMAX COATING. MECHANICAL: THE CONTRACTOR SHALL COORDINATE SEISMIC RESTRAINTS OF ELECTRICAL EQUIPMENT,MECHANICAL,PLUMBING, FIRE SPRINKLER,MACHINERY,AND ASSOCIATED PIPING WITH THE STRUCTURE. ANY CONNECTIONS TO STRUCTURE NOT CONFORMING TO SHEET METAL AND AIR CONDITIONING CONTRACTORS NATIONAL ASSOCIATION(SMACNA),OR SPECIFICALLY DETAILED ON THE MECHANICAL ENGINEER'S DRAWINGS,SHALL BE DESIGNED IN ACCORDANCE OF THESE GENERAL NOTES,BY AN ENGINEER REGISTERED IN THE STATE OF OREGON,AND SHALL BE SUBMITTED TO THE ARCHITECT/ENGINEER PRIOR TO FABRICATION. FLASHING AND WATERPROOFING: ALL FLASHING AND WATERPROOFING SHALL BE BY OTHERS UNLESS NOTED OTHERWISE ON THE PLANS. - #iliK TM RIPPEY YJ- Consulting Engineers By: ,II1 Date: 7650 SW Beveland Street TECH HEADS—EQUIPMENT ANCHORAGE Chic By: Date: Suite 100 Tigard,Oregon 97223 Job II: 17129 Phone:(503)443-3900 Sheet: NI Of: \ •w i PROVIDE 4x6 DF#2 BLOCKING UNDER '°N.. UNSUPPORTED CURB EDGE OPPOSITE OF '° , t • GL BEAM,TYP. SEE a SK3. E .* e RTU (BY OTHERS)ON f - I NEW FACTORY CURB. - ; a t 1 MAX WEIGHT=426 LBS. t — I♦It_:Am LOCATE SUCH THAT ., - � <'' �� Or ONE EDGE OF CURB IS iA'-v CENTERED ON GL BEAM k ��ji„_' BELOW. . ir - ' `' . _ EXISTING , 11-7/8" I-JOISTS yr @ 1 -4 OIC, � � ��,-s�� 'TA__ _ EXISTING GL TYp . BEAM LINE %1 umnI sI ti _ r r .- a �. b { ., ,C 7. 4.. , ,e 3 44k alt i 6 ,�T. — i t. a 0. ,ate► _i EXISTING RTU 4_ 0 TOv CENTE... •A I ^ a .___. . N NOTE: ROOF HIP FRAMING NOT SHOWN FOR CLARITY. 9 ROOF FRAMING PLAN _ NOTE: PLAN IS TAKEN FROM SCALE: NTS MECHANICAL DRAWINGS AND IS PROVIDED FOR REFERENCE ONLY. - J. .L1 . COlM�PEjRS BY JH DATE TECH HEADS - EQUIPMENT ANCHORAGE CHK BY DATE 7650 S.W.Beveland St,Suite 100 1oB No 17129 Tigard,Oregon 97223 SHEET SK2 OF Phone(503)443-3900 • i NOTE:DETAIL P .;S,. _. • :. ... . � NOTE ='ALL WATERPROOFING IS BYOT�IERSI N'TSPRO sJIZER 1 AND'TS PRbVTDED .. -INSTALL ALL FRA v11N 3 PRIOR TO HVAC�,n HVAC unit 'FOR REFERENCE - INSTALLING CURB:.. I °..I ': haseraJs r n°°°pan i .Sealing . . i /Rootcurb .> I" ;. ' 1 . "hcUNIT CURB(BY OTHERS) Flaeshing field Wood nen°r• hhQ kl • FASTEN TO UNIT PER suppned Rookurb' Insulation MANUFACTURERRootingmakdat �/jfieM supplied) SPECIFICATIONS(SEE field supplied SECTION A)MIN.(2) field tdCant5ustrip J_ ' SCREWS PER SIDE n°ldsupplree . "Provided v with roafcurb .. A08080 . A UNIT CONNECTION TO CURB .. FLASHING AND INSULATION • • •c•. i NOT °vNOUJN FOR CLARITY - ' NEW HEADER PER PLAN • , .!..,r I L. r 1 S➢'J---L---u /— J-. 'r t'I f ♦ f 'f 1 !•f 1 , * r STMPSON'LUS44' . HANGER EACH END . ... .L.,. , • OF 4x6 HEADER,TYF. PROVIDE#10 SCREWS AT 1'-0"0/C �ATP . D AT 6"FROM ENDS OF CURB. MJ':iIMU•M 1-1/2"EMBED.INTO PROVIDE 2x8 D.F.#2 EACH .:.'". . .... S UCTURAL MEMBER,TYP.(#10 x 'SIDE OF WEB AT EACH :.: _. ... I. .1./2" SCREWS WHERE CURB IS OVER END OF 4x6 HEADER W/ PL 'WOOD ONLY.) (6)TOTAL I6d NAILS,(3) I" !NAILS TO EACH 2x8. 1/4,.GAP INSTALL TIGHT TO TOP • (CHORD. :. .. • + . 1 ROOF JOIST E T r 7.7.N\ SECTION AT CURB j ' �K ! ' SCALE 1/2rr 1 Orr I -1' ,ef.� rf° TM RIPPEY BY JH DATE , L\Yf L CONSULTING ENGINEERS TECH HEADS -EQUIPMENT ANCHORAGE CHK BY DATE 7650 S.W.Beveland St,Suite 100 jos No 17129 Tigard,Oregon 97223 Phone(503)443-3900 SHEET SIS OF • i4 tulip 14„ r 1 IN ; 11 . � , in _ �: 1 1 l;}:.1 N. k HANGING COIL FAN, MAX rw�� � rm � WEIGHT=91 LBS. HANG INCAMOV"' �nsumu ssuar FROM EXISTING TRUSS Eml, �c I»EI:1a�IVOMPI FIs. 5, � �; w+ .. n �II�r .mast JOISTS PER SK5,TYP. (3) lilalJul mamma LOCATIONS. AIWIlliNaMillfiliftliniti I.:1111111RMIFENUMMINIMMI MIN E% D ..i. id.Maim a', liE.:' ... MENNEMEM MI a ' l` �_ • ' . EXISTING 20" - 9._ T.:.. A 3 DEEP, v � GANG-NAIL .... `.•i_`-LL= EXISTING GL TRUSS JOISTS �0�� ._• ' R t .�,,� BEAM LINE @ 2'-0"O/C, :Y _. •.. y L� l < <t TYP. des � �� �� •�. ... .... + r °+ Mia ° : !ALi N 1 SECOND-FLOOR FRAMING PLAN SK4 SCALE: NTS NOTE: PLAN IS TAKEN FROM _ - MECHANICAL DRAWINGS AND IS PROVIDED FOR REFERENCE ONLY. - • • _ / K i" RIPPEY BY J H DATE JI.�\Y/.IL CONSULTING ENGINEERS TECH HEADS - EQUIPMENT ANCHORAGE CHK BY DATE 7650 S.W.Beveland St,Suite 1.00 dos No 17129 Tigard,Oregon 97223 • Phone(503)443-3900 SHEET SK4 OF i . .I I. , I I 1 , i 1 , i 1 1. 1.. I i. - .1 .. i UNIT : 1 UNISTRUT'Pi000WT' 1 1 , . . I #10 x 1 112 EYE—SCREW i i. I 1 i.. 1. I CHANNEL WITH#10 SCREWS CENTERED ON TRUSS 11 I I '! I I 1 i ; i : .', I 1 x 2" PENETRATION INTO TOP CHORD. - : j ,_ i ! i I . .I.. ' ; t I OF EACH TRUSS BOTTOM I i. . .I r I I .1.. .. : 1 i �y : 1 ! l ; . , ; ; .j CHORD IN LINE WITH I ; i `` tP� 1 .; CONNECTION POINTS ON — ! I 1 1 'LAN ' �. , ' I i.— I• UNIT BELOW. (2) CHANNELS PER UNIT. ,• .I I. L.. 1 . I 1 , 1 i_ ,. I I ...1 I i I 11 i 1 I I I I. ,. 1 1 I. I. I. I, I. I :j,10r 1 1 ; 1 i 'I I N( I 1 I I 1 .I. I i NTT'',II 1::I. I !. 1.!%-, I I i..i..1 I I. L i . I. .' I.. j '��� 1 j I i { i 1- i 1. ., 11I ! i '._ .I i,.� I.. •f . .i .:.P. I 1 .1 j 1.1 i •11 t . I. ! L.i , X11 1....1.• it i 1. 11 I l j I 'i. j1 ' 1..4. 1..i. !....i. i , i. I I. ..i i..11._ 1. i i I i !.„.„.11 ,..., I i , .i , I i .! 1 1 ., I.IJ ,. i 1 ...i !' I. 1 i. 1 1 i� V I I I L. I I : :i.. I I1 _ I � 11 I I i I I... 1 {j .i I. . : ` .I� . .1... 1.. i. i, i .1 1 ` 1 .' I i. .. i 7 .. . '1. �.. I....i...i. i I... .Iir i. 1_.1 1.. 1..J: L.11 1. 1.1 • .i. hi, I 1. 'i L 1I I .1 I I i .1. j.)ii - .I I • I . ..1. � i 1 .1 L....■ 1r� - �..�..�.�o� ■r-,.. 1.. 1 E i i 4 i ..i-� I ,..1':: 1. i. 1 i L I • i I.« i 1 .1 1 1 1.- ( I f 1 ),I{ 1 . ' i l l i 'i. I I .i. , 0 1 1 1 , ,. 1 , i . y I .1 L ' 1 ► L.� .• _t. 1 I'.I._i �►� ! ! 1, - I I. 1 I. 1 1 I ' .!..I 11 .I i is .. .I i 1 i..� i ' � i. 1.; I_. I. I i , .I 1 I —I I i 1... I i, .L. i. i l.. 1 I _ ' I I ! r i • .. , L 1 . t I i i 1 I. � I 1 i _ 1 I ! I i I. I. I. • L. i :. I I � f I I 1 L. !l I.. I I. i I i I. i i .I....; I I...!....1. III I I..i I....! I_ i 1 ! .I 1 I .1 j I 1. . 1 I I. ( i .1 !.. 1 1 . ..I. r 1. I i 1• . 1 1' 1. 1 1. I. I_ 1 1 _1 I l i ' I I' !---1 1..i. I.. 1 1... 1 I i. L; 1-.. I 1 • - 1 I .i. 1..; i_ i I...I, ! 1 l I 1 •1 1 1 ; � :, -I i- l ! :, _-1 - i. 1 i , i 1 I . ; I. 1 . I i i 1114' MIN.i0.A36 j.. 1- I. GFiIPI�LE'Gib' ALL-THREADED ROD SEISMIC BRACE,45° TYP. PROVIDE NUT. FROM ANY EDGE, (4) HANGING UNIT (BY TOP AND BOTTOM PLACES TYP. SUPPLIER) MAX WEIGHT OF EACH =91 LBS. MAX 6" FROM CONNECTION POINT. BOTTOM OF TRUSS. (4) NUTS TOTAL PER ROD. • NOTE: -CONTRACTOR TO VERIFY ALL CONDITIONS. -PROVIDE PLATE WASHERS AS REQUIRED FOR FASTENERS IN PRE-DRILLED HOLES. 40 HANGING UNIT SECTION SCALE 3/4" = 1-0" TMpEY BY J H DATE YY CONSUI.TINGENGINEER.S TECH HEADS - EQUIPMENT ANCHORAGE CHKBY DATE 7650 S.W,Beveland St,Suite 100 JOB NO 17129 Tigard,Oregon 97793 • Phone(503)443-3900 SHEET SKS OF • • I I 1 •j (" f I�c^c1 . x tt sa ly , t.4 1Z; I ° ;(‘",t#% r: P-eC..Fi 6e14�.' t 1-1 4 6% 1 I 1"1 6$ rs't I � I t 1 I. � �t e(.-.1,,". '. .'t"✓ '4 ) tai �4 �'� �M. I I ,' 01. I FG." <,o SL n ne�4 1 p.%c �(ixti $Ay r, ; x �� x aS3� ; „le t nr E l ;tit-� PLs�WOocti SC 12"v .Lc esc es (AE • P4c 1m i\ TM RIPPEY BY ji4 DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 )OB NO ( 712q Tigard, Oregon 97223 Phone(503)443-3900 SHEET 1 OF I ' iI,, .„.....,..',.....__..,..„....,d,.._.! ,Y • �5R i Y ' 12 3 �bS i " ,714 tS5 (fi 0 L- 10'9 (1ta•, .O//)i = 1304 I I SL li1�5F� iLn�. �,. otrl�.c, P S1sp1.� PF 1 c ',Lis. f,!64. (l4 t.o/:) (lc c/ S ;,..,,110;,4t.-„)(tors), 't�)('or 7 i til.Rl.k-7 711'4.- 1I . -'SI 1 0ze Kz6{4S/2. t..1/4.9...-.1-. k,...._. ; -k ,l C f (t .2..167, 14, ‘Q•1 ( y c )Q t c-t-) V'\' ,7 "14t, 16..S tfS1 its (Irc c `}' t`�, � I $ Zt6S. I IhAl . TM RIPPEY BY J u DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 SOB NO I 712 r1 - Tigard,Oregon 97223 2 Phone(503)443-3900 SHEET L OF { , LPI 6$• y LPL 7-6 PO-L f (sf LPr s k ' 'LP1' t) fi e �'x k. ; .0 c 2,14e..) % '!bS ►, %, ICAta e`"etit)r) si S io. ATM RIPPEY _......_.._. BY V DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO 1 17-I Tigard,Oregon 97223 Phone(503)443-3900 SHEET OF Oregon Snow Loading The design ground snow of any location in the state of Oregon may be determined by entering the latitude and longitude of your site into the boxes below. The tool provides the design ground snow load (pg in ASCE7*) for your site. The design ground snow load values can also be viewed on the online map. Users are strongly recommended to review the Map Usage Notes. Ground snow loads are very sensitive to geographic location, and particularly sensitive to elevation. It is recommended that the latitude and longitude values be entered with a precision of 0.001 (about 105 yards). *ASCE Standard(ASCE/SEI 7-10)Minimum Design Loads for Buildings and Other Structures published by the American Society of Civil Engineers. Latitude - Longitude Lookup Results Latitude: 45.423598 Longitude: -122.751452 Snow Load: 10.0 psf Modeled Elevation: 206 ft Site Elevation versus Modeled Grid Elevation Site elevation refers to the elevation (above sea level, in feet) of the location for which the snow load is required.The modeled grid elevation is the average elevation of the 4 km (about 2-1/2 miles) grid cell that was used in the snow load modeling. In relatively flat terrain, the two elevations will likely be the same or very similar. In sloped or mountainous terrain, the two elevations may be quite different. The design ground snow load may be underreported for some locations where the site elevation is higher than the modeled grid elevation. Consult the Map Usage Notes if your site elevation is more than 100 ft. above the modeled grid elevation shown, or if your site is at or near the top of a hill. Oregon Design Ground Snow Load Look Up Results It is important that the user of this tool understand the principals and limitations of the modeling used to create it. Ground snow loads can vary dramatically over short distances due to changes in precipitation and elevation. It is critical to use good engineering judgment when interpreting and using the results reported by this tool. The user is recommended to review the online map, to gain a better understanding of the variations and range of magnitudes of the ground snow loads in the vicinity of the site location. In remote regions at high elevation, reliable snow data was not available during the creation of the map. A site-specific case study is required to determine the design ground snow load in these areas. The ground snow load values on the map are based on extrapolation, and are not recommended for design. See the Map Usage Notes for the regions that require a site-specific case study. It is recommended that the local building official having jurisdiction at the site be consulted for minimum design ground snow or roof snow loads. The reported design ground snow loads must be adjusted as required by Chapter 7 of ASCE7*for site exposure, roof slope, roof configuration, etc. Only the properly adjusted loads can be used to design roof structural elements. Oregon requires a minimum roof snow load of 20 psf(pm in ASCE7*) for all roofs, plus a 5 psf rain-on-snow surcharge for many roof types, resulting in a 25 psf minimum roof design load for most roofs. See the Map Usage Notes or Snow Load Analysis for Oregon, Part II for further information. *ASCE Standard(ASCE/SEI 7-10)Minimum Design Loads for Buildings and Other Structures published by the American Society of Civil Engineers. p Copyright 2010-2013 seao.org All rights reserved. ( R1-k) L a . " �t1 „� all .r y _ td -_jos t6 �� �' !! �I�' $(.4-e+).) z..g ;1�.�o, k5S�9.t, ‘,0)�� ig �+ t' .14 [��ru�"€,A►� I i _ TM RIPPEY BY H DATE ][ CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO 1 ,121 Tigard, Oregon 97223 SHEET GS of Phone(503)443-3900 Wind and Seismic Loads on Mechanical Unit Worksheet Calculates the wind and seismic forces for a rooftop mounted mechanical unit based on the ASCE 7-10. Hold down forces are calculated based on 0.6D + (0.6W or 0.7E) load cases. Wind and Seismic Loads on Mechanical Unit Windspeed:= 120mph Exposure:= "B" Vasd:= "no" (Is wind speed ASD?) Seismic Parameters SDS:_ .721 ap:= 2.5 Rp =6.0 IE:= 1.0 Puilding Dimensions Category:= "II" Roof Elevation:= 25ft Building Width:= 85ft Building Depth:= 40ft Mechanical Unit Dimensions Displacement:= "Fan Unit" Weight:=4261b UnitHeight:= 51.75in Width:= 32.5in Length:= 48.25in Curb:= 14in Curb Width:= 32.5in (Dimension for Calculating Overturning Uplift) _...._.__.._.._..___, m.....___.._-___.....__......_...._...._...___..__...___....._.__ ...._...__..W._.___...... w._..-. .__....___...._.._ .__..____._..__ SUMMARY(ALL VALUES ARE ASD) Method Used= "ASCE 7-10-Section 29.5.1" D= 426 lb — WWindUpliftASD=223 lb Displacement= "Fan Unit" (From ACSE 29.5-3) EASD= 108 lb hseismic=3.323 ft $ WW 1 '' om/1CSE 29.5-2) en 0 hWind= 2.74ft X=2.708 ‘1,,, /1" idTtStSIASD- _.561-lb Notes: TseismicASD= 4lb 1.Positive sign convention shown.Negative values indicate opposite direction 2.X equals the width between attachment points for overturning /�A ft'r- Lt.«� `mea l.LY1 1442. nec t.)0t“ tf"�_`' tit '', .. Cf}.Esft4y ti;,`.a 3+l Inc&sr1 s,t C+e.4, op( F --rpt Arwt ;s Se4,6,44 , (03r „c safe 2 i °` la.,.k � (+kfort %/ if W 75c (1, ) -it ti 4 e4 _ "C �z spec Scfr f5g- - tAMNiv,4,' �' 7- ��. K'41c. Ili � 24 Pt1.„o+141 cdviS ' 1.4`l 1 C /.`04 I< I i VZntv1 1,414 W. S4r 11 2. T �.q81 R M '7.2-C> , t A- 41 145 ( Za 7, 4 1 ►<- ,mac 1/4.1 1.41 I4.-F6. m 5ka. 1. 1 Vryc t1e 1.42% < i.cap ✓' os5c. c 1t sec. 3` o Z. sts CsCot etl: NNW TM RIPPEY BY J DATE .IL CONSULTING ENGINEERS __--._-..---__--. CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO 111Z Tigard,Oregon 97223 Phone(503)443-3900 SHEET <-? OF - tt, tl I i ,.f »`r�rs. t.J '� ' �� Un;iC, ,�oM 0r,i;��'�F-dam. / � � ,l� I 1 9 q� ( T . GGr\Se.f-V6_✓nl Yg.La{ `J!6.-?-1 !„,....4A, �C.fY; ,!' 1, ,tl J , O. ,5Qg+„t' ma•c_ r.,..0,4.-,411.....t,1 I ®: t I v^�� Ic j� • `t: Ids F`°"E II lb FE = 13lI b �^ sp.:J. c E:r ‹;�,� .L, 1 4 ;6'70• I b 4� Fri,-; �RtF;ry, (t.90' ) ©.$ , . : : , - : , : . -, , :, : , , , ,, , Use, C or)- $ ,-,,,,s,.. 91,C.3C) /a ... Ig. , r„d. L ., c�,o 1.4 et., )-)/I,6 7 x. Ion`t 1146S '; 2.1 :1,%A. ,/ . USE' E ( ) Y pk_t C.1!".-P ,,ke/: •(4741, (P'rS.)„,u ' - .,Ar"a 4 r1...4.4-4S:, <,y ,�i0 SG-r-e4, ?C2 fG°.4-.4_ty;T a.41 tM'., Vr +f c-0.p=- J35 lbs/te. (7L.) 27O, L ,a 7.,.:3 I ,S -11\AKT1VI RIPPEY BY J DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 los No 17 r2-c .-.--.--.. Tigard,Oregon 97223 Phone(503)443-3900 SHEET CI___OF • gyp` ,o. ►of;SpS' w� 'I � . +'1 01, 315 W 1 a o.S (0,7 21 ��51 165 r L. E 1 � •.I6s . ' LP = _I a 16� A&fid I I %(-6_,t-f-14/ ( tt{ tt, `GSA( 50I _$ ('4.r;, + . 1 I i i . 1 -Z - TM RIPPEY BY Lia DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO I/J 7^-41 Tigard,Oregon 97223 Phone(503)443-3900 SHEET(--`I OF