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Plans I 0 4 --, OFFICE COPY .i. , . ,.. RECEIVED4 . -0-15-1---0-, ....,,,, MAY 21 20'16 CITYOF TIGARD BUILDING DIVISION (//:- /-, 4 \ 1,-),n, 7 ,; ..,•\,,- \ rzz ES 06 30/2016 ENGIN2tRING & CONSULTING, L C i VAN VOORHIES. PE 46 ;v1E7„.,1-,DCIVLAT-ik LANE TOUCHET, WASHINGTON 99362 509-200-6538 CELL y_gragappellationenAJLom Project 16-47 5-24-2016 Craig Neubo 2630 Lorinda Ct i c.r. -7 1/Vest Linn, Or. 970613 Job Location: 93_101 iLl i t9303 SW Hill St. Tigard, Or. 97972(2YLIAbdY The City of Tigard and its OF TIGARD R rNIEW ) FOR CODE COMPLIANCE employees shall not be Approved: 1 responsible for discrepancies OTC: [ ] AtiCh.,MaY appeal herein. Polycaroonite Hooted Deck Cover , permit #: nas.+4416.„.......cgas“.1.=, Address: 9 3 01 - 9 a 02- )4: II 41 Snow: 25 psf suite #: Wind 95 mph ult. By: ---j12 Date: )Z,...,,.... ..- i c:-_,I.s.-t---ci — z:'c2c_ Z.x c . OFFICE COPY z.t ,--- z67 ..:f D L_ - 7 ps-( /1 H Address shall be posted 11 and visible from street. , Ls"- ' 1 A-1,3 i. -t- id: -:,P AA/ = x.z.5,- .-. 22.c-pi .— //k IZ- toVo z es-ic I q-iz. „,,„ ,,„ Inc, P I.. Priircipid I nainf:vi.(51)9)2iO-6.7,38.I do ti dope-IL-quoit Ilt coin I t 77L( 61,8, L-og- „ rr)--vA-*I- Roe-0 vIA -7 -4- r2.. LL .= z sc.-) e-ocp t Z'4 p 64e-a IA\ iqgc„ 17& le;bv) il76 5 r X.)L cfp P.— Aft •07, (-/—"C -^42. C ,.L ire4 0 No Z.).- Eiri2- FaTNA-k7CA--Q. Acr-eeck. Cr"YVA 1:),eivh e-t4+ 2_04„-c 10 e, 4 33 4') at> as' 18, tI 12t(7“ 1111z ( ) 9 - /I crY4.,ta 1 1 7 4 3 q- t-v-civt-1/ Ad 4- , 1 , --TORTE ' JAILED di MEMBER RE tT Crm(Root Just --7 ii" pieze(s);Z x 6 DOtigteS Rr-Larch No.2 CI) 234'0C ,...3 OF / i Ove siopod Laigthr 18'4 9.11.6" '47 _____ 0 / „ 12 if 41 I, 1111 11 ',.._____,-.......---...... " .41 .41 Ouc - ,a Lt., e— WI focal-ions are masons,from the odbade'face Of left support(or let oxidever end)..A8 dimensions are honzontal. Design Results *chat.Usages , allaaraill i Illateillt ' Mr tala*:Caratelineakza(Palbara) 'i SV•aeni ._----, i Member Reaction(lbs) 532(Lb 71 3/4" 3459(3.W) Passed(1596) — L0.O+LOS CAI Spans) Member Type:Joist Shear(lbs) 3a @,7&11/16'. 1139 Pawed(28s)' us.'/...11 CP+1115(Ad Spans) Suliotrig Cese:Residential' I Moment(Ft-lbs) 901 @,93 114 J 975 Passed(92%) 1.15 LA D+La S:(Att Spans) Wicking Code,:IBC 21115 Live Load Defl.(in) 0.685 @ 9'a 3/16" 0.632 Failed(1./222) 1 — LO D+1.0 5(Aft Spans) Design Methodokogy.-ASO ',Total Load Cie&On) 0.760 Ca sr z vir cum Fussed(000) ( — i,IA D+IA Scout Spans) rioaatter pact:.4/12 •Oginction,cnbola::U..(tate)aid TL 04110). •0whans Ocastrawasas,s LL C21J-24101,aid TI:(21.11S0)i. /(I'64'67_ , 3.,.-2:-,) :: c,67E3. ozPr-e- -- •Bracing(Lu):All compression edges Oese and bolean)must be i-- ..i at 5'Ar etk aniess*tided atarraise.Pauper Madam*aid mamas;of lateral bracing is required to adhere member stabity. •A 15%increase in the moment capacity bras been addEe to amount for' tea Nem member mace, • Eiromishe Lipaiegi deflection has occurred'it the'reod of the oierharig. •API/table ostaaations are based on NDS. j I nevo476Fiii-Ciatik------- LandslaSeopoluptO; upports I sue I ihstaiarea lleseirat bee il 1 Seam Teed dicaemdes ,. 1 1-Beyeial Plate-DF 1ST , ...1.50" 1.51r 59 1 ,173 .532 mocking ).- 2-Bottled Pete-nf i .3r---50- Tscr i i:scr •sn c '407 r 457 Stocking •, •Blocking Panels are assumed to nary no loads applied tinxtly abase them anti ihe fall was is applied to the member being designed. I I 1 Deed 1 Sawa I Leads I Wooden tSide„) I Spentiou, , 411,9B)._ CLOS) italassasmia I • ,1-Unifoini(PSF) i 0 to 17'3•1/2- i 24 t 3-0 1 25-0 i.kW -------. 1 Member Metes ,,Roof 3oiseng,31 Clot.1210aas Spam 2•Cast LL=-2.x25=50 plf CaL=3 psi(Estreanni) 1--- ---- -------- Weyerhaeuser Notes (i.)sissuout FORESTRY iNITIATIVF iWeyerhaeuserivarrarrts that the sizing of Its products will be in accercianae List Weyerhaeuser product.dmign criteria and published.design values. Weeedmeuser exoresslydlsclalms any other wariantirmietated to the sofairam.Refer to-orient-Weyerhaeuser Merlottis fer!lnsteltatien,dettsits. (www one (Alm%card,Wient Pamela she Squash snt nutettighed*thisoutoute\Ststof itin.software.isvetintereeritn circomsert the need fOra design professionaLasdetermined brtheautnorito having jurisdiction.The:designer of nerved builderor framer is reoPonode ta assure Mattis calculation is Dom the overall project Praducts manufacturel'at Weyerhaeuser facilities me thim-party.certified ts sustainabie tveltry%BM/ant...Weyerhaeuser Engineered umberf>roductt hake neememaluated by ICC ES:under technical report;65P.1153 E511-1,30.7and4or tested iinisoodeder)eeeittrepolisedieAS7Mstarelands. FaroonerirdoceamouatlanirepsetsreforaFihttp-/Aniew.noraitaiwy.sontesempuies Cercipqecorts,psipe The productiapplmation,inoutclestgri keds„climensionsand support information have been orsvined ta Forte Jetsam Operator 1 Forte Software Operator Job Notes -------1 5/24/2016 3:18:09 PM _ _......._ Forte v5.1, Design Engine.V6.5.1.1 Ray Voorhees 1 Appeliallon Enconee,•no&Cc.,,s,.!..no LL(; (509 200-6539 varltapoara,s•-•,.,-;'X"' I Page 1 of'I i ,. . ' 1 IiiI F 0 R T E MEN/SER RE, .1' seam PASSED 1 p °"(s)3118"x Sr - DF Gl ttIsm 1-1 C w tcztil Length:18."r + ID + If o ,CQ IAA .. .r Al{ El fa (OCStrom'ate tSveasurect'tcam the o►staide#ace at telt Slsppgt ter teft cantileviv entS)All aniewsir»are hotizontad- Design Results p e w Mawr `loth a1.11F ` Ames Waft= lotrtk I Member Reaction(Ibs) 2874.@ 3'13/4" 7109 3.50" Paned(40%) System Roof 'Shear tbs) ( ) 1.0 CrD+l.p'S�i411'SpanS) Member Type:Drop Beam ( 1.828.(Al 4'1.,fx" 5714 Pawed(732%1 1.1.5 146.,6h+LDS A115paias)2, Bukting Use.:Residential Pt s.Ntiment.(Ft-1059 11/17 0.11)'17:'9¢35 9993 fussed 94%) 1-15, 1.0 t)+1:0 S.(NtSturr&T Neg Moment.(Ft-10S) i -1281 @ 3'13(4' 747c1) Passed(17%)' 1._15. 1.0 ID+1A S All Edi"g ':tai 1x S Live Load ani (in) 0_?68 @,10'10" 0.164 Passed ,1240 ( Spans) Design MIXt odo ogyx,ASO. Tdtei Load deft.. m (t* ) -- 1.0d•+LAS(At.Spans). Member Ptrh,0/1Z O 0.8L'1 0r:10'10 1/8?' 1.018 PesSe0(.1$x10) - 1.0 0:+1.0'5•Qat Spans) • Deflection tritecia;LL CL/2.40)-and-TL(I/1S0).- --- - •,Overhang deflection criteria LL(34/240)and TL(2L/280). •Bracing(W):All compression edges(top and bottom)must be braced at 18'7"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=14'10 7/8". •Critical negative moment adjusted by a volumefaceor of 1.00 that wascalculated using length L=3'9 1/2". Excessive upward defection has.occurred.at'the end of the overhang- -The,effects of positive,or negatwe'aamber have not beim eisnurded foremen eeiltection_ •The:soecitia i gluiam isassumed to have Itsst-ong laminations at the-bottorn,of-the 17eam.Install;with proper:side upas,indicated by the manufacturer. •Apdi¢ableoalculabtansare.besed on.RI DS. f lamtrinfiriesigas taeirArpppKyQdsy. Tula A46110116 I 1-ColumnSupports •OF 3.50' 3_S0• � Oust SowsTIM 376 12-Column-DF 3.50" • 35rLSO" 21 1719 19s72 Mockingg ii 7z Blocking •Bidding Penets.areassumecttecarreneitbeeisapteiseti dserSi,cabere.theraamiifketue.load:irapptietttottrerarenterbeing aleswt. tows 1 Ttr ee l� Swim Mate) Width (114.90) CLAM Comeweses . :0-Sett Weight(Pt-F) a'to 1B'-7" At/A, 6.8 1-Uniturm(PLF) f 0 to 10'7(Fran*F )404. . r 23;8 ) 22SX , Ir Roar Header 8®m 3't +7S Span ---- i Back Header LLY9x25=;225.Of nt.=3x4=:227'Ptf i Wei pope 'N4!C}artk3eu'JCra�AarrBntS''Wet ttk_siir/rg:of i.15 Drotlucte willbe it.aO DM�nq�Ywit�' uct �y�'SI STAri A811 FORt_'STW INFr4A7NF "1Neyerhaeuser,expressty dlsctaims:arry otierrvrarrantles.related to the.softeere.Refer���nt Weyerhaeusersign tatcrreru:anor in t installation details. i to ls. �' mnrn woodtrYvct:cams:Accessories(Rim'BaarsyBescli Panels,arul eer by-tus. lfteiare-for Inrthissaf are m. circumvent lheneed for a design by the auttoriqr` BIawog ruenotion.The esignerofLr coo L6euftrisframere.resp n bletse. assure that this calculation Impatibllee theoverallproject Products,manufactured at Wim.The designer It 'ed-ar or framer to stain b le forestry standards.Weyerhaeuser Engineered Lumber.Product; hate been.eteluated by ICC E5.uunndtechnical Sfr lit ess are,third-party rdy 153 and ESR 13sustainable lin accordance with applicabl,.a TN standards. For current code evaluation reports refer to It (/es s ry SIRS aseni a and ESR-1387 a-Vm tested The productappllcadon,Input-design loads,dimensions and support information have been provided by Forty Software Operator s_CodeJi�, Forte Software Operator ___Job Notes .-_--------.—_.—._..------- Ray Voorhies --I 5/24/2016 3:51:35 PM 1 Ai'pellah ri EnQ. .srrc) co,sufl,n 8 n„ 1.1 C 1 Forte v5.1, I SOP:200,-V,:5Design Engine:V6.5.1.1 ... ... .. Page 1 of 1 l r R MEMBER REI J ci tc Do*6�m PASSED i pls)3 lir xV'4F-W DFaulam t� era11 Lenfhz 17`7" 9� i - -c-- M t, + P , t n +. It 0 . � �� If II L'1," .a dr D All locations are measured'from the ntittside`tace 4'1W(Support tot aft daratteeerestpiet Go ons are boitntal. Design Results M LoResults � nwa,atr l of i um*oweassme ty, p I *Sloe:Root Member Reaction(lbs) 2293 i,2'1 N4" .7109(3.507) Passed(32%) -- 1.0 D+1.15(All-5parts) ; Member Type:Drop Beam ''Shear(lbs) 1591. _117r 5714 Passed j2B9b);:. 1.15' 1:t7D'*'S.0"S ttAfl.Spans)• Building UseA:,Reddeua1: POs Moment(pt-435), ti57i9-Qt 10:3b8" TIM Passed j,BB%1. 1.1.51,1.0'I'+=L•0 S;=GItIt Shard ; Neg MQment.(Ft-lbs) -531 t7.2!1.3/'4",. - 7479. Passed C7%) 115 1.0 D.+LA S CAI! �d 'roe alog .•1ABE Uue.load Dell. in Spans) Design MemmdQwgy.:•n5». ( ) 0 fi99 iqT 4'!9 11/16: 0.7154 Passer!((x1627 - 10 D-4-14 S Ott Spans) Member Pitch...0J'12; Total Load.D.efl_fin) 1904 @9'4 11/16" 1"016 f Pa d ) (IVZ18; La D.+l O s;j1t'lU Spans)' • Deflection•trrteria:LL(t/2M0)and TL(ly!180). •.Overhangdeflection crtserla.LI_(P1/240)and'TL(2t/IBO). • Bracing(Lu):All compression edges(top and bottom)must be braced at 17'7"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •Critical positive moment adjusted bra volume factor of 1.00 that wras-calcuiated using length L=151 3/16". •Critical negative moment adjusted by a volume factor of 1.00 that was calculated using.length L=1'5 3/8". •The:'effe cts.of positive+or negativecarriber have not been.accounted for avtren.dculabrig:Tdeftexbon. -The specif eri glulam isassumed to hake its-strong,Iaminations at the bottom.of the beam.Install-with proper side upas indicated tin themanufadurer. • pp!icable,calculatimns am bad-on:N Ds, MIK[srt9Y► 1 Laarw 8yrpa„ta{may 1-Column-OF 3.50' 3.50" LSir 306 1986 r 2292 Blocking 2-Column-DF 3.50' I 3.5r 1.517• 236 1945 1781 Blocking •Blocking Panels are assumed to carry no bads applied deer *above Biwa and the tut Wad is appbed to the member beth D Shoo , 1 Loads waMbsisidq mow vase) cosy calswitsfis i'. 10-Serf'Weght(PLA 0 to.17'7' KA': EMI1 i j 1 -Unrttxm-{PLF) ( Oto 1�"7"'(Fpnnt"l i WA24.0i ! .210.0 i Root: I Member Motes iBack treader Beam 3'fart+15'Spam LL=9x25=225 elf Dt.=3w4=27 prf ''Wei Mates '4�hefertseeuser9rdrea that thet5iiing et i.�producix will be in,acC014Wt'1oe:•with, •p 'SUSTAiM.Al.E FORESTRY IhiITIADVE referhaeuserimpressty,clisciaims;anwother rraMiesaelatedtothe=software.i?efer�to.currentW devgntteratuefogwbhallationdgni.nes. (:www woodt :tom)dries(Rim.Board,Bloclong Panels end Weyerhaeuser this literature use of Iii lobo baace is. cirtturnventthe.need;fairedesign professional asdetermifled bytheiau' Blacks"), �h4 ttussoftvrare.L[se ntthiasnftwace�not intetuLr�i,tn assure Vv atthistalcuttton,is,compptible•with'the o, It rinanfaCbedag ttipn.'naeusThe 3tgneer 1itof any .rd-sanonframeritssuairtaolsp, I foreshlr standardsPructs ake been ea luated by d at ES u der technical res rest SP.-parer tniVE R iD 87 and/or t Weyerhaeuser Engineered standards.Lumber neat co have been evexsfa fe ID FS under technical reports g0.-1153 and ESR-1387 and/or tested in accoroance with applicable For current code ermluabon moats r tp htyy/wrww.woodbyiewenyserrce,rs CodeRn .as,pv, !The Product application,input design loads,•dimensions.and support information hare been provided by Forte Software Operator Forte Software Operator —�_— Job Notes Ray vocrh es — — — —-----—_.__1 5/24/2016 3:50:09 PM dnn b Cariuning LLc I Forte v5.1, Design Engine:V6.5.1.1 Appellation Enainee 1509!200-653) .var,@aooeiint.o•= ._ i !. Page I of 1 BUILDING DATA: 0-1 7 Basic wird speed(3 sec gusl)= 95 MPH Figure 1609 Exposure, C N'''' 1609.4 Roof Pith= 4.00 :12 Mean Roar Height 11:to 19 ft importance factor 1,„,t= 1.00 Table 1604.5 1)IBC 1609.6 SIMPLIFIED PROVISIONS FOR LOW-RISE BUILDING Height Adjustment factor A= 1.27 Table 1609.6.2.1(4) Mean roof height exceeding the least horizontal dimension, provision of ASCE 7 shall be use -15.19 -11.32 -15.19 -9.65 (-2186) (-14:92) (-21.86) (-12.49) "t "t I TTII-rit-T-im t 1* T I I J t f - -3.87* I .........„--‘-*"..-....„.... ilk - ' (-6 98) -• 18.4 all 1, ig as 16.36 Illi 12.07 H-7-20,4 (2451) IIII AO fumes ShOW/7 in psf 17.5r43-3 . (18.17) im al it ___ sr , 4 = 17 1 = 34 - 4 I TIWISVERSEELEV. LONGITUDINAL ELEV.. (18 17) w I22,--=6.01 .' 10'%of least•dimension= 1.7 ft •• 1 I---, ,--- 10.84 kips. 40 ii,of the eave height= 7.0 ft isspsf 7 4.58 k 4 % of least dimension or 3 ft= 3.0 ft 14.2 piL2),.. 12.07 therefore a= 3.0 ft 34 ft. Za=, 6.0 ft ), 4/1 forces shown in psf 6_0' Example,from T-1609.6.1(1) longitudinal Farwell T. 1 i 1 i 4, horizontal lead at-end zone-P',03= 14.a 16.36 Li.2451) Height Adjustment factor A= 1.27 = 18.17 psf X PLAN VIEW Importance:factor lw= 1.00 FIGURE 1609.8.2.1.,Main Windforoe Loading TABLE 160962.1(1) MWFRS Horizontal Loads Vertical Loads Load Roof End Zone. Interior zone End Zone Interior zone Overhang Direction An well oio .Roof.(6) Wail•(C,)' Roof(D) WW,(E) LW(E) WW(G) LW(H.) EDH GDH Transverse 18.4 24.51 -6.98 16.36 -3.87 .21.86 -14.92 -15.19 -11.32 -30.66 -23.99 Longitudinal All 18.17 -9.51 12.07 -5.58 -21.66 -12.49 -15.19 -9.65 -30.66 - -23.99 If roof pressure derhorizont i-"---- al loads is less than zero, use zero Wind pressure shown in (xxx)for End Zone Plus and minus signs signify pressures acting toward and away from projected sk.irfaces,. respectively. TABLE 1.609.8.2.1(2),COMPONENT ME)CLADDING Effective Area for wail element= 10 Sq.Feet Wall, interior Zone 4=20.72 -,2243 psf End Zone 5= 20.72 -27.68 psf IBC 1605.2.1(LRFD) U=0.9D+ 1.6W. W shalt be divided by.85 or lc, IBC 1605.3.1(ASD), U=050+W,increase in allowable shall not be used. IBC 1605.3.2(AM), U=.D+ /.3 W. allovvable stress are permit to be increased. „ 70c, 7 — ._ kv cE,. A r2-0 5:s f---(2_cm--i- 2.-)4: LA-) i 4 6 3 ...... 1::::--••••;;;;; _ .__ ” .i, ,;\ . ,.,; i• • . - \-,,,,,,,,,,4 „.„:;.-._ (/ ii/. LOI 4 . --------- _ ----- - t . ' 1 il 1-4 ., i.---- ' / Z:) ( 4 '. . - _,... ,.. J ____ Us a Ac q MaKL, , I (..)C..g...r 1 1,, ,_ 6a 4 A -rN 1)-2511,4 .4ii.. T12Qv-0 E C-3-4,-f 1 +- Ac.. 4 tm L 4-r---.42_,Ac. - ii PP,,,,,uti C PA ice/L4 r ti A P126-;-iks-)2, eACEL, , -7-14--,C cu —7-E:et737r1;4 el, P ACi a — 0 0,c1 e-vs t a A;lit A,orlito. P.1... Vriacipal [..m2Inect%I.:.,(1‘)):!(11H,538,%.,,f)v;11)rciiii Now,12_c,,i1 4, g i /...:....,,'-.,,, I. -11,-,•9- 03- '. •,._;:ty• -,:,, •,.., .,•:. :, , ..,.,.-.:-.a . .,,:er . :;.,..,- -,, ,, . ' ' 8 ' A r - - . • .• : , - strong-Tie . . ;... Tension ties offer a solution for resisting,tension.loads that are.fastened ':.-- -Ithrlails;The HTT4:and HTT5 are the'lateat generation of tension ties.They . ' • *'-; ;Attire an oplmized ria.ling pate:n which res:lits.inbetter nerf'n.rmarice with 147.1 i 355 deflection.Oesigneo to meet new code standards;thehiT4 ano NTT5 e..•. ..r.; ...%; *iffer higher loads than trieir preoecessors. T , tv ft:-::-.,: HTT5KT is sold as a kit with the noldown.bearing plate washer and II'''.j ; Strong-Drive. SD Connector screws.The HTT5- .is designed to use a _..14,4 , • i•-_--",.. 1, - -.;•-dlarneter.anchor bolt. *•;*epor xied anchor are commonly used when i 1; • le , . • :i..).' i ;lid 'elf 0fIllin;lortslon-hes to horrzontai tvood members 6'rgy.ti 1 4-'., -' , ... '-4 eb .. The LTT19 Lip Ht Tension Tie is designed forb,joists orpurlins and the 1 1- I - . J1.203 is for nail- or bolt-en.applications...The 3'nail spacing makes the • 1_,J15-41 -;,-h- L ..TT206.sultable•ar,,Ive.:Jd 1-,1pcts with 10c1x11/2.The LTTI31 is designee-forI:i .. I 1 i.:;,•1 i•-.L.;± ; 1.- ;.- :voDd chord•operweb trussattachmertts to concrete or rriascriryrivalls and may also be installed vertically tm a rrihtimum'2xestod. l--•..1 MATERIAL:See table lki-i4 ..-F. r.. FINISH:Galvanized.May bc ordered HOGontact Simpson Strong-Tie. fitt inn?re- 1 rt, __________ INSTALLATION: ..,,. P:ate 1- '- washer , • i. 1 ...•See, w,General Notes on page 45. ; -.... not , •t 1 .' ..._, . 1 . ig.,,Lirac c_ .-A.standard cut washer is required for LTT19. ‘ 6 and LTT20B-v:hen•using '•-;-'-4..r-iit- Vi I.:."•r:ar,,,., .- . '1 ',.."..:: or'1) anchor bolts..No additionaivasher is„required v•,'hen,J./strip f `----..,....„,,1. t_...-'10-• 1' '' ' anchor bolt. ..- 4A'r CODES:Seepage''',a•for Code-Reference Tey;Chart. L1T2OB ' 'TS .i •• A i 7131 (L7719 similar) 0-- .. _. • R These products are available with additional corrosion protection.Additional products on Pr These products are apprc ved for installation with the Stronn- -to- i .4 this page may also be available with this option,check with S'impsrn Strong-Tie for detail:. ' SC,;(--nector sr:re.v.See page 27 for more information. I -,' -; I v.- . • strap _fitment-1nm 1 seat fasteners Mtelewese Allowable TenSuitTri;fie, gtign ------1 Model .Uwe ''. ',Ms ilt4 1 al fillthes4: Mat.No. , Thick-Anchor Metalter Allowable''Balton (Oa) WI I g ness Bonn fasteners um BM" SPTINF laws ,,, 8-10ctx1 Y2 3 x'3' • 101',-; 1125 0.180 1719 16 1% 1-9Ve 1-r-Y8 '3/111 '.'% or''gi ;• . "A , J.j i101.1i .3 x 3'1,, ,_1355 1-155 0195 L19,, ,% 11,,2, .- LTT2OB 12 2 19% 11/2 3a 10-10d 3 x 31/2 1500 1290 0.185 .. or% F4 7:::'-).1 4 2-1/2'Bolt 3x-31/2 1625 1400 0.163 3" 1 't•;• LTTI31 18 3% 31 13/4 1/4 % 18-10dx1Y2 3 x 3*- 1$50 1100 0.193 Min. - r 1840dx1 1/2 t1½ 5Y.1 , ;10.01 2580 0.098 1610 . d 18-10chel 1/2. 3,r31/2 3610..1 2105. 1086 Ll ri r,:l nzirriernay . . '.''l be rewnred• • eV HTT4 11 2.104: 12%. 1%. 1M.• r{4. 18-16dx21/2 3 x 3:i.: '.4235.. 3640 0.123 IPS' .,if:' , • -- , 4 4 I Ill 18-SD*10xl'k, 1'4.451/2 i, 4455 3830 0312: i-, .4, i,.°,.,t 18-Sti atIfix1' ,. 3 x M , 4455. 3830 (1.t1l. P .. hr.,ibt ' ›.,°4' Pr" , 26-10dx1%, 3 x-3'-... 4350 - 3740 0.120 r . .---,'''.--- -i,' . ,...._,.,k.,..!...:,./.. ..: 1. 4, 26-10d 3 r 3' 4670 4015 0.116 L19.el 11115 11 21/2 16 1Y.16 Me % • In.-• 26-16dx21/2 3 x 3". 5090 4375 0.135 • 26-SD*100'. 1'-.x5'.- 4555 3915• C114 55 • ••,, PiirISKT' 11 2W 15 14is Pro • Si 26-40,14x2114, ,(191 - 54445 . 5360 0.103 - 160 1 ; ,,,.',... .25-10dicr 1'-lc 5"• 4065 3495 '0 1173 ''•. Verticil H114 -,,...v HTT5-I'; • 11 2'. j 16 1, .. ',, ; : 1.-2-6.5D 410%1-... 1'.x-7-:: 4530 4155 0 100 ,.C', instailalion1 I . , , r72Ellegix2'.• .3 x L3'- .5a90 4275 312'. • ,. , 0. 1.UT holdowns may not na installed mare than 4'; aoo••e inn ton of roncwle 2.111131 installed hush r!ith concrete or masonry-has anai4e.9.abieloari.sp2565'im 3.Allowable load for HTT5 with a BP'42 hearing mate washer instailed in tne seat Of the hOldown is 5295 lbs.for DFSP ono 4355 lbs for SP HF # ; 4.PAMENERS:1adx1 1/2:.0.148 dia.x 1)4"long.10d i,0.t4Er dia.x 3'long, 160(214.-:0.162"dia.x 2W long,SD 110x114=0.161'dia.x 1W. '. . 30,10x2ihri 0.161"dia.x 21/2“. ,. --- - -. : t''• . ... 4 . ...`:"; :•- ..,••-...' ..•' x- ..::•*. .:•••'•••••• , ,',#1:04All•"*.-4..• • i. Hanger not shown i , .. 'N't''''-' ;',' :• •.. for clarity e••. - .., WI' 1 01111111111/4/...., - • - •Iim' I - : ';!!!!-'!","4;!,"4.!-, .- ;?51,+1 •1,..:.:• - ! ' !!!!!;',.'' ! !!,,,„1!!''le .,. -r iill ,.,1-,'•• ' It.,-,-,,,._ 1 : l'i. r.• 14 i ''-. j'.4: i' .'.) • : i.., ti-''ONO ga'.' . ..,4. • .:. . .„, •• • • • • •., I I- i ' '.0qi . . ,:I . ., ., ,,,•:, . .....4 1 ; •••f,- ;;. ';••:;,..-1 ' •-.„, _4 J. 'olb. : ; •„,;, A• 1 I , 1 . -.....,ti..; 0.00.0.0.. ' . ' ': ...I: Horizontal LTTI31 librizon1a11:1T19 installation Installation 0.7720B,similar) ' Horizontal fill Installation .t.i..-- 49 Oregon State University October-2„21)12 Page 1 SKY LIFT ROOF RISER HARDWARE Testing of Skylift and shade-sails hardware: Tipping, Uplift, and Hook Strength Submitted by Arijit Sinha Assistant Professor Milo Clauson Sr. Research Associate Department of Wood Science and Engineering Oregon State University 234 Richardson Hall Corvallis. OR Ari i t S inh.a. October 2, 2012 Oregon State University Page 2 October 2, 2012 INTRODUCTION Performance of shade sail (SS) posts-and SkyLift(SL) risers posts were evaluated under lateral and uplift loads. Moreover, the connection strength of the shackle used to connect the sails to the post was also evaluated. MATERIASS Three sets of rising fixtures were received for testing along with hardware:that will attach the shade sails to the hardware. The two different rising fixtures' details are as follows: • Custom designed post for the SkyLift roof systems of length 24" (Product code: SK24B3)that sits on the top plate of the wall and is attached using 4 proprietary.fasteners-In the report this will be designated.as SL. • Custom Designed post for:shade sails,which also sits on the top plate but is,connected using 8 proprietary fasteners. The riserswere oftwo different length - 1'8"'and 24"—from here onwards referred to as S:S l and SS2, respectively. • Connections to connect sails to the SS posts were also tested in the form of shackles. No; 2,2x6dimension.lumber of Douglas-Fir Larch(DFL) species was procured from a local supplier foe testing purposes,.ling;testing;it was important to simulate realistic conditionsthat wouldoccur in the field during testing. As a result, for each test 2 pieces,of 2x6 material was nailed togetherand clamped or anchored to the testing machine base to simulate a top plate. TESTINO Four things,were of prime interest and as:a result the testing.plan was designed to test for the properties,of interests.These-properties were: 1. Tipping of SS.l.and SS22 in both the possible:directions that is..along the long base and along the short base.. 2. Testing of the shackle ring hardware that would connect the sails to the risers. 3. Tipping of SL. 4. Uplift of SL. All tests were conducted on.a Universal Testing Machine equipped with a 36 kip (160 kN)actuator(MTS 244.41)and 25 kip(110 last)load cell_The hydraulic actuator operated load head has;a static stroke of 10 inches; The°macbi:ne'is operated using a data acquisition system that operates LabView software which logs load and displacement data to plot a load deflection diagram. Tipping test. The tipping test along long axis is shown in Fig. la.while along .short axis is shown in Fig. lb.The test set up consisted of double stud top plate clamped to a metal frame to replicate the boundary conditions in the field. The post was,connected at the base plate tothedouble top plateusing the provided fasteners.The load head applied:a tipping load near the top end of the riser eta rate of 0.5 int minute.The test was Oregon State University Page 3 October 2,2012 continued until a visible failure was noticed and the load went past the maximum and dropped to at least SQ}.s.%o.of the maximum load.Six samples,eachof:SS1 and SS2 was, tested in both directions, i.e.,a total of24 tipping tests were conducted. fig, ti § : • R � •':iis ,yr { `7S `,'.' , ,:,.".,. t a i. .1 „, 0:00 -.14...- ir / - , - i j r »¢ `) ( , r' mss ' (6 k.-,f; — ' -, �;. r Y .,..74, '4 'Ik.-,. . l''''''.,;''''.:4:1) " 1 4.: , '..4 L .f_ii„4,1:::;.41.,„„.. .:,;,,,,AiNW,..,- !i , .,'�.:a' a ,.x '� of s �-�`5 ✓ i�. i ti. (, t t o : 1 f,, ` 4 .. Z .4'1 • • _ ,16. ......"-'1/4. ,.:fir ,'• fit -0•0° s 3. t r a� 4 Fig.1 Test Set ups. (a) Lang base tipping for shade sail posts; (b) short base tipping for shadesail posts;(c)•Shackles(shade sails cannectar),test set up;(d),'SkyLift past uplift test set up. Testing of connecting hardware: The shackles and eye hook was tested to see the failure load of the ring connector.'The test set-up is shown in Fig.lc. A SS post was Oregon State University October 2,2012 Page 4 champed to the metal base of the testing'frame with the shackle hardware connected to it using the standard pin arrangemment.The.shackle was then pulled upon until failure at a rate of 0.5".ini Min. As the>conneetio.n arrangement through which the Shackle pin could be inserted had three holes:at 120-degrees apart. This gave rise to 2 different loading arrangements—(a)pin'and the shackle are in axis with the loading head,and(b)pin and shackle areoff-axis with loading,head. In addition,an eyebolt was also tested. Uplift Test:The test set up for the uplift test for SL is shown in Fig. i d. The test set up is similar where the post is connected to a doable top plate,which-is clamped to- the.metal base. The complete postsetup wasassembledwhich means it was fitted using a bolt, with a holder for the-cross:beam, which essentially is 4 by as shown:irr the Fig. lc-. A 4 by material is connected to the SkyLift set up using 4 lag screws to act as the cross- beam. The crossed beam is then attached to the load head and is pulled up creating an uplift force on the St post. The loading speed was similar to that-of tipping test. Six posts were tested for uplift. Moreover, 6 tipping tests along short base axis was also conducted for St posts. RESULTS AND DISCUSSIONS Shade Sails Tipping Tests A typical load deflection curve is shown in Fig. 2 for tipping of the SS post along long base.axis. The test results are summarized in Table.1. Tipping along the:long base. produced higher loads as expected for both SS1 and SS2. The tipping load for the SS2 (24") were lower than the tipping loads:for SS1. As the momentarms were same'for both the load.cases,it took higher moment to tip-the 5S1 set up as compared to.582. These differences in loads•were not statistically significant. As a result,comparative conclusions regarding the performance of SS1 or SS2 in long base'tipping cannot be drawn. It however, seems both SSI and SS2 in the Iong axis tipping performed more than adequately in terms ofresisting;realistic tipping loads.On the other hand,for short base tipping a statistically significant difference (p= 0.02)was observed in the performances ,of SSI and 552. The predominant mode of failure was pull out of the fasteners connecting base plate to the wall top plate ;A slight-bent in:a few of the.S52 Were observed. The failure pictures are attached in Appendix. Table 1. Failure loads (lbs) of SS posts along with average,standard deviation and Coefficient of variation(%) for long base and short base tipping. Lang Base axis Short Base Axis. SS1 SS2. SS1 SS2 No. (18"°) (241 (18") G2.41 1 3638 2720 1'090 842 2'. 3632 2869 1101 778, 3 2828 2800 1207 1066. 4 3539 2577 935 963 5 3125 3531 1388 1077 6 3208 3528 119.5 958 AVERAGE ;3328 3004 11153 947 STDG 323 418 1.51 119 CM/ (%) .9.86 13.93 13.11 1;2.58 Oregon State University Pa 'e October 2,2812' u TWM MOS 300 ,25130 4.7 1 MO IWO 500 t' r 0 0'2 13A .D.B D$ 1 1;2 1I 113 18 2 Fig.2 Typical load•de'ection diagram for tipping loads on SS post along the long base Eye ring and shackles connector:Two different types of connectors were tested. One test of the eye bolt revealed it was not adequate for holding the sails.Although it failed when the hook fractured at 2000 lbs,it isnot_advisable to use these to connect to shade sails. Other type of connections was.shackles,which were either tested in axis with the connector or off axis.When the:shackles were tested in:axis,the predominant mode of failure waspulled.shackle pin:through.the hole,with an average load of 72:85 lbs which is much higher than the rated load of the shackles. When tested off axis the shackles failed at 7600 lbs. The predominant mode of failure was yielding of shackle. Interestingly,if pin was pointed towards the bottom,the shackles performed better. More tests of the shackles are needed,however,to•,gai.nany statistical significance and compare the results between in,axis and off-axis connections. Given the failure load,regardless.of the axis, for:the shackles were a few magnitudes higher than the tipping load for the posts.It is assumed that ifeverything is installed and detailed properly,the shackle connections will not be performance limiting component of the shade sail riser posts. A shade sail is presumably designed by manufacturers to withstand 2000 lbs of force: (shadesails.comfFAQ),which isevenly distributed in three or four posts.to which the sails,attach.As:a result, each post will experience a tipping,loadof around 700 lbs,which is significantly less than the tipping loads of SSI or SS2 in either direction. It appears.that ' f ` Oregon State University October 2,2012 Page 6 the current connection practices will withstand a high speed wind exerting a load of 2000 lbs.or less,onthesails,if all other specifications are met. In:these scenarios,the sail shall fail earlier than the posts. Testing of SkyLift post in tipping and uplift. Uplift will be a major concern for the SL posts. The upliftas tested was on an average 5437 lbs. Details are presented in Table 2. This value is higher than the maxi urn allowable load.as per the design sheets provided. The failure mode waspull out of the fasteners from the top plate of the wall;which was expected.There was slightbent observed in the cross beam holder during the test,which is a result of huge amount of load transfer that is taking place through that holder during testing for uplift. The average tipping load for SL posts were about 508 lbs:along the short base axis. Only short base axiswas tested as this would be,the limiting condition;While testing, the SL posts experienced significant bents_.and as a result long base.axis:tipping wasn't possible on the same samples. Prior experience has shown that long baseaxis,yieIds,higher values, for tipping loads. Table 2. Tipping 1 and uplift loads for SkyLift posts along with their averages and standard deviation. Tipping Deflection test ID Tipping Load (lbs) (in) Uplift(Ib,$) 13 549 1;3 611.00 14 526 1.5, 4553 15 499 1.4 5480 16 560 2,2 5614 17 396 1.6 5861 18 -•�._ 519 2.1 5012. ;Average 508 5437 StDev 9 568 • { • "Li Conclusions: The testing for the Skylift posts(SK24B)and Shade sails posts.and;shackle:connections were:conducted and their performance vas=evaluated. Both SL (SK24B)and SS (1 and 2) performed:expectedly.and adequately in tipping loads,The predominant failure mode was. pulling.out of the fastener connecting the base plate and the top plate of the wall. The shackles connecting the shade sails and posts performed adequately and failed in shackle yielding and pulled pin. The uplift for the St posts exceeded the designed value and failure observations revealed pull out of the base plate—top plate fasteners. Reference: Shadesail.com/FAQ.html —shade sail pull test value. 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NOTES: 9361 6303 Mi... .� 1.REPLACE 353 POSTS WITH 4X4 POSTS _ 2.ADD 4X4 BRACES TO POSTS ". 3.ADD ANGLE CLIPS TO HANDRAIL POSTS 4.ADD ALL THREAD BOLTS TO CLIP/POST CONNECTION _ti t 5.ADD ANCHOR BOLTS TO POSTS TO CONCRETE 6.ADD 2X4 BLOCKING 3'O.C.BETWEEN BEAMS ,a l°� - 7.REPLACE 3X3 POSTS WITH 6X6 POSTS ON NW WALL 1 B.ADD 2X4 BRACE TO 6X6 POSTS ON NW WALL "' +" ^ BAUD SIMPSON TIES TO ALL BEAM/BRACE CONNECTIONS _•e,. `" 3 S 15.DEMO EXISTING NW EXTERIOR WALL BY DOOR 0 . rr ^,,, r* .;, ...•*,'-''''-. 11.ADD 6X6 POST.2X4 BRACE TO NW DEMO WALL 4/25/2016 A,s f °' `. d 41sn gti ,� N.T.S. ' _. . %": / I 35'-31" �- I�rirl�r�lrlrl�r��lrl�r��lrl�rr - -.... .� -.. 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