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Specifications /lc s 704/) (IU l/ tel H73 6, S 4 dive E_ HORN CONSULTING ENGINEERS LLC Digitally signed by Dave Nom Dee m=Dave Flom,o=Horn Structural Calculations: �D. I emall�av Enomcecom, Project: JTS-15-18 cate Date 2015.06.23 163231 Date: 6/22/15 -071 0 " Project: New House: Lot 7 9736 SW Ashwood Street Tigard, OR 410C,l 2545 ELBGL2CAR ✓olif �i Subject Sheet#'s 8jfjz 4A,0", 20I5 <irLateral Loads L1 — L6 6 i 4i yls/04 Framing Fl — F8 Footings FTG-1 PF �� G I FFss�o cam/ 513 9PE v /c cti: I'N DJ. N Expires: 6-30-17 The following calculations are for lateral wind and seismic engineering and gravity loading of the beams and columns. All retaining wall designs should he verified by the geotechnical engineer of record prior to constntction Failure to do so invalidates their design. The design is based on information provided by the client who is solely responsible for its accuracy. the engineering represents the finished product. Discrepancies from intim-nation pros ided by the client invalidate this design. Horn Consulting Engineers shall have no liability(expressed,or implied)_with respect to the means and methods of construction workmanship or the actual materials used in construction. " Horn Consulting Engineers shall have no obligation of liability.whether arising in contract(including warranty). I (including active,passive.or imputed negligence) or otherwise.tier loss or use.revenue or profit,or for any other incidental or consequential damage. ;; • ;_ iy it , . C LI H HORN CONSULTING ENGINEERS LLC New House: 2545 Elevation B Code Basis of Design: 2014 O.S.S.C. and 2014 O.R.S.C. Wind Loading: Per ASCE 7 Fig 6-2 See attached elevations for wind loading breakdown per level. 120mph 3-sec gust Exp B. The mean roof height of the house h = 24' approximately. ‘s"-N.,,,N4.11k1L-11. MVVFRS kit Direction 1 End Zones 404 111111r--- ' NNVFRS Direction 2a ' End Zones Nate:End zone may occur at any corner of the budding. a= .10*34' =3.4' orforh= 24' a= .4(h) = .4(24') = 9.6' a must be larger than .04(34') = 1.4' or 3' a= 3.4' controls Therefore: 2a = 7' see Fig 6-2 ASCE 7, and Figure above. • CAPITAL PLAZA SUITE 135 9 320 S\\% BARBUR BLVD. • P ORTLAND, OR • 97219 PHONE: 5 03.892.5 782• E MAIL: DAVE@HORNCE.COM vi E HORN CONSULTING ENGINEERS LLC Seismic Loading: D1 seismic design category per O.R.S.0 SDs= .72, R=6.5, W=weight of structure V= [1.2 SDs/(R x 1.4)]W V= .095W Roof Dead load = 15 psf Exterior Wall Dead load = 12 psf Interior Wall Dead load = 8 psf. Floor Dead load= 12 psf Seismic in Front to Back: Wr= [.095(47')(15+6+4)] = 1116pIf < 137.1plf therefore, wind governs in both directions. W2= [.095(52')(12+12+8)] + 111.6plf= 269.7plf< 270.2plf therefore, wind governs in both directions. Seismic in Side to Side: • Wr= [.095(34')(15+6+4)] = 80.75p1f W2= [.095(34')(12+12+8)] = 103.4ptf • Redundancy Factor= 1.0 per ASCE?section 12.3.4.2 • CA1,1TAL PLAZA Sum,. 135 9 320 S\V BARBUR BLVD. • P OR'I LAND, OR • 97219 PHONE.5 03.892.5 782• E A1L- DAV 6@110R (:L'.COM • L-3 C L HORN CONSULTING ENGINEERS LLC Roof Diaphragm: Grid Line A Grid Line 2 P = (0.1371) klf x 17' =2.3k • P = (0.1563) klf x 23.5' = 3.7k V= P/(37)' =.63p1f Type A Wall V= P/ (13.25)' = 277p1f Type A Wall Mot= 8.6kft Mot = 14.4kft • Mr= 18.6kft No HD Req'd Mr = 3.9kft T= 1.6k Type8HD Grid Line B P = (0.1371) klf x 17' =2.3k Grid Line 5 V= P/ (42)' = 56p1f Type A Wall P = (0.1563) klf x 27.5' =4.3k Mot=8.4kft V= P/(12.5)' = 344plf Type A Wall Mr= 22.6kft No HD Req'd Mot=6.9kft Mr= 1.0kft T= 2.4k Type8HD • • • CAPITA). PLAZA SUITE 135 9 320 S W BARBUR BLVD. • I'ORTLAND, OR • 97219 PFIONJ :5 03.892.5 782• E MAIL: DAVE@11ORNCE.C_OU E Hc HORN CONSULTING ENGINEERS LLC • 2"d Floor Diaphragm: Grid Line A Grid Line 1 P = (0.1331) klf x 17' + 2.3k=4.6k P = (0.0925) klf x 2.75' = 0.3k V= P/(41)' = 111 pif Type A Wall V= P/(8.75)' = 29p1f Type A Wall Mot = 16.0kft Mot= 0.9kft Mr= 16.8kft No HD Req'd Mr= 1.5kft No HD Req'd Grid Line B Grid Line 2 P = (0.1331) klf x 17' + 2.3k=4.6k P = (0.0925)(2.75')+(0.1309)(14.5) + 3.7k= 5.9k V= P/(44)' = 104plf Type A Wall V= P/(11.25)' = 520p1f Type B Wall Mot= 18.7kft Mot = 14.1 kft Mr= 24.7kft No HD Req'd Mr= 1.6kft T = 4.2k Type 2 HD Check Sill Plate P = (0.08075)(19.75)+(0.1034)(17.25') = 3.4k/ 11.25' = 300plf No 3x Sill Req'd Grid Line 3 P = (0.1309) klf x 24.5' = 3.2k V= P/(16)' = 200plf Type A Wall Mot =28.9kft Mr= 31.5kft NoHDReq'd Grid Line 5 P = (0.1309) klf x 10.5' +4.3k= 5.7k V= P/(6)' = 946p1f Type E Wall Mot = 25.5kft Mr= 1.3kft T = 8.1k Type5HD Check Sill Plate • P = (0.08075)(31.75')+(0.1034)(15') =4.1k/6' = 683p1f 3x Sill Req'd • CAPITAL PLAZA SUITE 135 9 320 S\\ BARBUR BLVD. • P ORTLAND, OR • 97219 PHONE: 5 03.892.5 782• F.MALI.: DAVE@HORNCL'.COM ,�. .AZ ,j .7 _ c •) 11 a' '^II I , 1 I =LM Elia • I' volt ,f. .OZ .f. 1 ALJ _ 427) ))1322=•'7ry J : l :An,t 1'." v61? 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L.Q.,.1►n.\-1 Z� Wic G s 91 � {{y''�� Z. i .3 lrv4 , a t s�i�,'L t; '- din ki l 5;00 s 7 � 3z��. A. C7.-C7 C41 \''2..% 1,Z-3 4---�-- -e. k ...x.", 4xi a / ‘‘ 2 a1` , lib , P-.6464). ((/2-� .2;19k+ , ,04 C � _ 11e ..-.11,1% ..0„; .,�„�C/‘ 9X14 e- - .u.r'�> { .-��(�\4-4- (1) X 2,9 3 1. g. 5n.A: --:---;:-. / (r..is101-41:771.7.)if I FL AA 1302 SW BERTHA BLVD. • P0RTLAND, OR• 97219 t �'4(�l.0.65� /CV PHONE: 503.892.5782 • EMAIL: DAVE,HORNCE.COM 1.1":41CONSULTING rxod J �s- 1 S r3 ENGINEERS LLC SUBJECT . ,M DATE _ ---T.:_. "-_-.., ; BY..--______AUL_......—„, * . Lill 4..°19 Vit4 , o4441t-1-44,,47,(46-t. . 64•C(41-2. = 0.1irkii ( ! �s .0A .(t# 2.° +• 3 3k I A I �e co.-1 ct : 1,3• k a3- ?lea 4 17;4 cs:,' w C2.61irL. s. ,0-el‘'i,•‘'i, WIlu & G .. x 3.3 ik + i � ,vn 60)- s r. 3a7 I�tf e • ...t Liecgc.11.- 'F'V 42 in C 46'a - 212 X ! I " s �� . 64S (Zi0�.Z Ao tA,, 0.s (tig ti T.5 • , . b-15.1`4 i I.0-2 1/4 ..11.5., "±-4-14-1----______,,) . .. 2 r... 1.d/I �� e , a4l CO.---h 4., 01'�('�� • L. Z�s I- lc VE t.7- L3S ='190tab, x •._.._ 1302 SW BERTHA BLVD. •PORTLAND, OR- 97219. PHONE: 503.892.5782 • EMAIL: DAVE@RORNCE.COM tavi • r v K I E" MEMBER REPORT Levet,Floor.Joist 1 piece(s) 117/8"TJI®560 @ 16"OC Ft/ PASSED Overall Length:22'r 7 • ,z r r H + a S { D c R f F tlm. .Tr i , ...----,..,f,-2;:-;:„--,xt e --c,,,-7-7-,Z,7.yte'^^-s.""" sett:.. +rx_ t L 0 'tit „.. s`., i , x _ ,e'x x.` t `"$w r.fc;-,-7z-,-,-, --,-------''''''''''';',-9 • �'�k.+''tkd' ... •'r�#t •i r ti, 7t n .j,'az.e'r Ydct u F cr- i t ? ii': iii y ..,,, g a t ,u r z Y 'rr �Y';^7��. ...r +rY n t. �4G"' 5-c.�4fi�Z oe.rsr4 � ,� N,. 7 .� jf 2' i-- 20 lli RI All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Reaction lbs `x >t .�'_ � ; 685 22 4 1/2" s & -341,„1-1.?,_:__7:-:11-c-,.... Member 1396 2.25") Passed(49%) 1.00 1.0 D+1.0 L Aft Spans) ,...,...':-. .-,1,_.::_. �e'Type 672 0 22'3 1/2" 2050 Passed(33%) 1.00 1.0 D+1.0 L(Alt Spans Building Tse:•]side Moment - '') 3317 @ 1:"71/8' Me n 9500 Passed 35% 1.00 1.0 D+1.0 L(Alt Spans Building elsd a Residential 0.321 0 12'3 1/8" 0.506g Otho olo C Total load�. , 0.388 0 12'41/2" Passed 57) — 1.0 D+1.0 L Alt Spans 73-Pro"Rad , 43 1.011 Passed U6 — 1.0 D+1.0 L(Alt S S..ns) Design Methodology:Asp 40 Pawed 'Deflection :u 0/480)and n(t/24a).). -- -- •ung deflection criteria:U.(21/483)and Ti_(211240). • c bracing N4:Ar required a edges stop and bormm)must be braced at 8 S 318"o/c unless detailed otherwise.Proper attachment and positioning of lateral •B Bracing to pression member stability. analysis of the deck has not been performed. •Deflection analysts is based on composite acbon wi Additional for the Rahng ne ude:rngle None layer of 23/32"Weyerhaeuser ,• (24,Span Rating)that is glued and nailed down. • • a 1-Stud wall-DF (-): ti=;nr _._ C 3.50 i 3.50' L :-':I t= 2'6Wd11Rd1-� 3.50" I 2.25" 66° � •Rim8oed!sasumedmcarrya0loadsapplied din ® �v 693/5 • ecsv above i •Blocking Panels are assumed to carry no loacs applied directly bypassing e andd Isbeing designed. above them the full load applied to the member being designed. ir -Uniform12.0 01D22'7' 16' �., 1ll 2 -Point �� 40.0 - 0 i 16" 150.0. I T . 25.0 IIIIIIIIIIIIII f. weyerhaeuser warrants Weyerhaeuser other ti4 tJ `2,t-,=.:- ::::",. ( s15TAINAatE rCsSiRy ttIATiyE slang efts procucis will be in accordance with Weyerhaeuser efpb� nolues- expressly Wrrelrmto the software.Refer to current productdesign literaturefor Insialan details.' )Aeries m Board, a nels and cumvent dr assure thisud fora design profssional es ce,-lir: d by tine authority having)are not designed.The designer bys this software,record,Useu of eros software is npt Ined ID calculation Is compatible with the L•�; project Products manufactured Weyerraec facilities are rl der or framer is responsibleustainblto forestry that c party certified to sustainable The produttappllation,Wputdesign loads,dimensions and support ontcrmation have been provided by Forte Software Operator • Horn . HDavid tGambitng Engineers ) 4/28/201512:40:32 PM ( (: Forte v4.6,Design Engine:V6.1.1.5 ------ ---— Pie 1 of 1 Wil • ■ 0 R T E''' MEMBER REPORT Level Copy of Floor.Joist I. piece(s) 117/8"TM®360 @ 16"OC Fs" PASSED • Overall Length:18'7" =: x • ). r �t t-.,.....--,::!: ,.:.r'''. '. ,, 4/ why a ;;;i:''‘..'",',,,,s;;,.,:.4.,.,_.;1.,,,''''';7,..;;UO.3-Z-Ift,,?,.‘&7,i vr-:,,,-7,t,..... ..,-,..,AL, !:-71---.,.:-r'-z-.) -::1.-',1,1-7;'-*- .1.,:i',4,rv-P-1 ,,i"..1---r.:, :''',0i..-,Af:'-i:49.4.4-1i 18' Al!locations are measured El from the outside race of left support(or left cantilever end).All dimensions are horizontal ;, N _ system:Rem ShearMember(teams( st lbs) 627 @ 3 112" 1080(1.75") Passed(58%) 1.00 1.0 D+1.0 L All •.ris)_ J • Member Type•e 627 @ 3 1/2" 1705 Passed 7% 1.00 1.0 D+1.0 L(All Spanssid Moment( 2834 @ 9'4" 6180 Passed 46% Building Use: fiat �Load Deft0.297 @ 9`4" ( 1•� 1.0 D+1.0 L(AII Spans Building Code:igC Total Load Dell. M 0.452 Passed(L/730 -- 1.0 D+1.0 L(All Spans 0Methodology.387 @9'4" 0.904 Passed(1./561) — 1.0 D+1.0 L(All •ens Design .ASD .TJ-Pro""Rating 42 40 _ •Deflection criteria:LL(L/480)and TL(1240).• Passed lateral Bracing(Lu)'All corngressioe edges(top anec:'=ri)must be bated at 4 10 7/16"o/c unless detailed •A Ing Is wired to achieve member;-_-:-.:.:'.7. otherwise.Proper attachment and positioning of analysis of the deck has not been pa-rormed. •motionanalysis is based on composite action with a single layer or 23/32"Weyerhaeuserfie'Panel(24"Span Rating)that Is pined and nailed down. •Additional cOntildeladOnS for the TJ-Pro'"Ra5ng include:None i r ,_ti "ra+ r ti • -- - Fru 1 ,u 1-Ranger at 117/8'DF beam 1 4 _; r: 1-Bard tri-DF 3l2.25"a 1.75° 349 498 33 880 See�1 75° 148 493 641 1 1/4"Rim Board • ••Rim Board Is assumed to carry all loads applied dirtdy above it bypassing the member being designed badger supports,the Total Bearing dimension Is equal to the width of the material that is supporting the hanger •1 See connector grid below for additional Inform sdcn and/or requirements. 1 FtlCe Mount hangar �r�sa -F;37/11.88 2.00- N/A N/A y 1-thdtoml(P6F) ,k !F` .,,„:„..,--,,,,w,_.‘2!___ Y5 �• .. 'T 0to18'7" 16 12 0 40.0 Residential Living 2-Point(PL 0 I 116" 150.0 - Areas 25A W warrants that the sizing of Its product,will be in accordance with W .i. i � s sustanuaetFSiAy arrnAmE Weyerhaeuser y disclaims any other wa-:s---' related Weyerhaeuser cuus�product a design crliti teria and installs design values anels theSquash software.Refer to snot dent Weyerhaeuser by this oft a re. for of this software details. i5. ( dbMvy oom)accessories(Rim Soars; g Panels and Blocks)are not designed by this software.Use of this software v not Intended to Clramwaix need tar a design prthasior!s;as -:-.:nom the authority having assure that this calalation is compatible m 9 jurisdiction.tWaThe designer of s are third-party builder or framer is nrpatibie wife the _�:.project Products manufactured at W responsive to Y standards. Weyerhaeuser facilities are certified to sustainable The product application,input design bads,dimension;and support Information have been provided by Forte Software Operator z"X _'***ntsIn is 1 -,'".b Notes D' H°rn 4/28/201512:41:49 PM >Horn ° EngineersForte v4.5,Design Engine:V6.1.1.5 devegghemee.com j --- Page 1 of 1 • olio N T E* MEMBER REPORT Level, Copy of Copy of Floor.-Joist 1. plea (s) 117/8"T31® 210 @ 16"OC FIC2 PASSED Overall Length:.28'10 1/2" • ' r Ti _ an1 - a t .vJ, + x� ,z:-F-- F r w • i r.,.,,,,:',, +r y _, .r ,._ •- --fi�r 4,4Z3i1,,,0,4V, ,_r• Rr �'E s4 -13 '•i•.:-. !-:t wJt A. 4 4 'f•4 6 � 11' ; 17' a o El • All locations are measured from the outside-nce of left support(or left cantilever end).AN dimensions are horizontal. C.' Member Reaction lbs `<74 '4 -} s t 71 s (lbs) 1277E ' i ' h system:Floor Joist Abe 1/4" 2145 3.50") Passed 60%) 1.00 1.0 D+1.0 L.(AII Spans 673 C 11 7" 1821 Passed(37%) 1.00 1.0 D+1.0 L(All •-ns B1 Member 31ee R esid • Moment(Ft-lbs -1985 C 11'5 1/4" 3795Building Coded::IBC Residential �Load�.On) Passed(52%) 1.00 10 D+1.0 L(All Spans 0 210 @ 23'7 15/16" 0.431 Design ng eVio:IBC Total Load Deft.M 0.265 p 25'g 5/8" . Passed L/984) — 1.0 D+1.0 L(Alt Spans) Desi 73-Pro"'Rating c 1 0:861 Passed(L/779) — 1.0 D+1.0 L(Alt Spans fogy:Asp •tieaeetion e7ttafta:LL 40 Passed .. . /480)and 11(L/24 ; "- •liming Is required to O ion edges(toper rust be braced at 4'6 5/16"ofc unless detailed otherwise achieve number nr tib: Proper attachment and positioning Of lateral -Astructural analysis of the deck has not bee.::p<rted• •Deflection analysis is based on composite ac.:wit-a single layer of 23/32"W •Additional considerations for the i7-ProTM Rating include:Noneeyerha�ser TM Patlel(24 Span Rating)that is glued and nailed down. , ry fel,' 4,11-"'./ z-,:,./.7.',11.,--h ,s 1-Hanger on 117/8"DF beam 3.50• ! Hanger" 1.7$" 253 284/-92 2-Stud wall-DF 3.50' 3.50' 3.50• +3 � 1277 570/-927Noe note i 3-Stud vvee-DF 3.5ii` ; 2.25" None . •Rim Board is assumed to carryall loads applied d iy above it, member115 ng designed. ei" 516/-13 1.1/4"Rim Board •At hanger Supporta,the Total Bearing dimension is bypassing being s ppb ting the equal/ rhe width of the material that is supporting hanger •2 See Connector grid trelowfor additional inforr:=_ter and/or requirements. � --tea r.iS2.G5/11-s 2.00" N/A -� — _ 2 10-lOd x 1-1/2 1-Uniform(PSF) 0 to 28'10 1/2" I 1 --- _t:.� 1•-6..:�- 12.0. 40.0 111111111Riaaill 2-Point(PI-9) 0 ; '-- 5" 150.0 - 25.0 ... '� •lil .. W warrants that the sizing of its pro ucE m7 be in accordance with Weyerhaeuser product design criteria and published n _•''r�5 {�SIJSTOJPIABLE FORESTRY eaflAzeve: Weyerhaeuser y disclaims any other WE -..:a ted to the sofr,re.Refer to current wdesign values. YY ( •W0odby.com)Accessories(Rim scam,dr -.g Panels and Squash Blocks are rot designed literature for of fthis sof rare rs. cassure ircumvent the nced fora design profession:a,ce:::r,red by the authority having) n.9 es softThe designer of ware.Use builder this software iresponsible not nsib a to to forestry tion is compatible with the overai aroject Products manuec jtured at Weyertiaeu r faci ties are third-party certified to sustainable 117e product application,input design bads,dman=ion;and support informaUon have been provided by Forte Software Operator R46k.aollwans:OPeritoi i . '• : .ioh�Notaa • paved Morn -- 4128/201512:43:19 PM ( ) Engineersdeve01O"'�0D"' Forte v4.5,Design Engine:V6.1.1.5 Horn JTS 15 11.4ie 1 Page 1 of 1 Hc HORN CONSULTING OJECF /S-- ri BNGINBERS SUBJECT } • — SEC{' AaVit/y (A DAVE !ot7.ag CZA w. A BY; �, tot Ya' 744s. 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PROJECT �'[5-JS - CONSULTING SHEET fill •••1E ENGINEERS LLC I SUBJECT ra.eTLJV1 DATE BY 13414 '-.1,s 4 s 3a v1-2" _ Z 3 t to 10`.46 %, rZ LQ g 7s.Is (.5 T. ; •'1 F-� 71 ` Z !-w.c. fru w( 1-44'S FA vAr k _ x 3 L s f- Yi 3 ` ' �--- 3-640 tA 1302 SW BERTHA BLVD. • PORTLAND, OR • 97219 PHONE: 503.892.5782 EMAIL: DAVE©HORNCE.COM