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Report (55) 2_ S. i '✓ctrco7 • Lateral and Gravity Loads Analysis MAY 19 2014 (ENGINEERING DESIGN) CITY OFTIG ARb 411 Dpvc DIVICION (4/18/14) Vartanian Patio Roof Beaverton, Oregon PROJECT SPECIFICATIONS Plan Evaluated: Pineridge "Vartanian Patio" Beaverton (4/18/14) Design Summary: Occupancy Group R3, Construction Type VB. Shear Diagram: Page 1 (4/18/14) Framing Details: Page 1 (4/18/14) Orientation: Bottom of Plan Page is Front Structure Loads: Design Wind Speed 95 MPH, Exp B [IBC -ASCE7-05]. Soil Bearing (1500 psf) [Table R401.4.1] default Design Ground Snow Load (25 psi) [SLAO-ASCE7-05]. Design Roof Snow Load (25 psf) [SLAO) -ASCE7-05]. • Design Roof Dead Load (15 psf) Design Floor Live Load (40 psf) Design Floor Dead Load (12 psf) Seismic Design Category C (SDS = 0.97-ASCE7-05 Zip Code). WARNING:It is the responsibility of the user of this document to ensure that ail the technical information is properly transferred to the applicable construction documents and that it is properly implemented during the construction of the structure. Failure to incorporate all of the requirements of this design may invalidate the integrity of the structure and release responsibility from the engineer of record. '�� c.ED PROpp �s G I 1v ,5:9� t' ;11256 P y r c,, \;04°,: 17 i9' C� F 1/6 SA141° t`x'``c Jate r2:3r/15 Banton Engineering & Design Inc. Steven G. Banton, LPE Engineering License#11256PE (Oregon) Engineering License#17393 (Montana) Engineering License#46125(Washington) Oregon Contractor License#201051 2500 NW Peoples Court Bend, Oregon 97701 Business Phone: (541)383-2181 Business Fax: (541) 383-2282 email: Bantonengineering@gmail.com 1 _n aa� ig.t. it=• ....- ...... Level,RBIs Roof Support Beam PASSED i ii . +ac -; I. piece(s) 5 1/8" x 12" 24F-V4 DF Glulam Overall Length: IT --.- _. _ _ -- --- O u ,5' v..-- Ti L All locations are mea"Sures'from toe nu_cirie face of left support(or ipt cantilever end).All dimeri ions are horizontal. . .._ �1Design Results 1Actual?Location Allowed Result LDF Load:Combination(Pattern) Svst m.Roof � }MemberF( v 1{1. I 44391 2" 112:1(3 ) i P Passed 1,406/e) _ I In 0+ _.n S(A.`.1 Spans) •iarnew Type. Drop tc rn _. ., ( x`' I'Passed r :+'"v) 1 1 i i .r. r c r t Building Use.Res.d_nti:l 7r1eBr fibs) i :ii�2:Ls%1 3 1,C :c-r�a i ___• r. to oil spans; ff..., v.Moment,(Ft-lbs) 1l,L3 L.J3' . Z�L9J Yb,.Ld(63%) : i._S!r 1.0_ t_._ ts1l�i tiS_\ Building ridgy:RC live Load Deft.(in) AAAA-.-s 32b ftf,i 11-- I-- ._V 3i% Pw5a- (1,i570) I v C+ s(Al!5`a:s) Design tiOthO.. "ingy :AS0 _Total nod LA+..I i l574 a 7'1t Stn -� fi.775ac(if ; - s_U D r 1.0 S(nn 3cceS) • -e be Pitch: - • .�flccbcr.criteria:l.!(I.i350)and TL(Li240 • "t-^r inn(Le):Lli Compression edges Iltc, and bottom must be braced at 166 .r unleer detailed otherwise,Proper att%'rbmer'recd ocitianing of lateral bracing is r ciarao to ahi-e member stability. k, •Crib ,...pci-. murbent diier.d by a-ulume factor of 1.0.0 th'_1Yai cote+j SIp.r,*;n5 length L=IS'F 1 to effect~of;:ositi ve negative camber have:?et been acco�orted for when calculating defection ... _ f'_don. • The specified g:.am ia rs»ne d to have;its strung kornznatinns at the bottom or-the beam.intitjil with proper . _.:P:@:eatei , .f... ..,.tr-e, P,.p?rceble calcuittr..,.-_„e 035C., 2005 m i;xc agy. ISearing Length Loads to Supports Ohs) 1 Supports I Tota! 1 Avatiable I Tired Dead ( Snow I Total Accessories Std ail GF I 3..5G- i 0" 1 1:1 1915 25754490I q eking � ' I " — . 1c-; wm:-D' I 5. v 520 -i .�� _ :O ag BlocKng Panels are assur,ed to carry no lOadt a[tri ed directly a •et,thea and the full?oat e.applied to the .._.::ter Leroy designed. I Tributary l Dead i Snow Loads I Location Width � (0.0D) j (i.ie) 'Comments i i CO G` 2 0 i 17.0 i 25-0 1 Roof r2SL L!17^L! IC' I oars sj C : _ T.. Sufi on-..aft. I ii'to 16• i 13' t'-i+ 1 26.(3 1 i u,yr(25LLr17DL) Weyerhaeuser Notes1 541.57AINA3L- C._..n- .:.,r€ rha_user warrants that the sizing of its products will be in accordance r:ith Weyerhaeuser product design_iteria and publis-ed ern values. Weyerhaeuser exeeresosy disclaims any otner warranties relator. ..a, to current Weyerhaeuser lito atu. € :labor:deal .••...n.wOadbywi.ccm:Accessories;Rim Board,elor i cq Panels ate squash Blocks are not designee by this sortware.use et the_software is not intended to on::-..rnvert the need for a design professional as determined by the authority having jur,nictionThe r'e9rrrr of record builder or framer is responsible to :::e that cai.niation is cumpalable w n`:e..d_.....-...:F.t y-. Facilites__Mini-pew certified to,istainable ...... ..-"»._ r_sv_... �.___..-.._._ecce _ __j__..__ torrid canards• The product uct a ppii_ati ,irp t design!oath,dimensions_.., spy.t information!lava. been ac eprovided Cy€e-se Sof:.are operator ..__. .... .. .._._.__..__ _. ......... .. .........._.. ..__... --cite_ •,-r.;:v' L% _._"t. .:.i'. 1 '�:". LI. �.: , Level,ltJL S___Support Ream PASSED I piece(s) 5 ./We x 12" F-V4 DF Glulam Overari Length: 16 u 0 lE' AN tir atlons are measures Iroin tie outside face of felt support(or left cantilever end).Ail diii,ensmmos are rtJrr{o,,tal. 1 Design Resu r .•w nral.z.L=tiTon. Allowed 'Result a for i Lnad_r mhdnr!foo(Pattern) I system:Roof ��,— z. .Mem eacIo Obs) 1`4'1>ji. 11211 (3.50 ) s.�. 1> "I i i 1.0 v 3(Al , v±S) f_c.ryy�_ rr • c ' Shear(los) i 3181 l u inn .T , _3 1/2' I 12495 •r'G �CC1(25%) 1 l.iJ i 1.1.0V+1.V J(Ali Spans) yLisp Residential I PGs Monier.:(Ft-lbs) 9289`@'10` 1 28200 'Passed(33%) i 1.15 i 1.0 0-,1.0 S(Air.Spans) __ n riding Cede:1ne Ne Moment(Ft-iSs) 1 -4640-^. 1 3/4'' i 2180;r ,r;YccM(21%) ! 1.15 1 1.0 0 4-1.0 S(arr Spans) Design r- Desigsthod:I,^gy-ASO .e Wad vef o) 0.0860.384 I Pa 90+) li 1. 0`(Alt Spans) 'ente ' 0r._2 v L' IV' TSlrl Load Vers, (in) 0.143 �!9'11 5/6 I 0.5776 1 Passed(1,1969) 1.0 0+ 1.0 5(Ai[Spans) •rreP'e`{tun r rtr;r•'a:LI. f:350;and Ti.(11240). `-- • 7derlenn 6eCieriion criteria:Li(21/350)and-5.( 1 240). Bracing( ui:All compress,oa=dyes(too and bottom)must be t rate-i at u t u:ress,i_in,ed otherwise.Proper at#a hnrent ars'posiLon:rr'of latera; hrac:c Is renuir€d to ach.:€:n member shbillrr. • Critical pose ._.._..._td bye volume factor_-1.00 that was__rot____LsIng lerigti L=I _ - •, !negsfive mn _,nt a h^,s O' PC`a r _f`L0_ . oo a e.cr$ .rah r _s,s 1 . The effects of oisi.sitivc.,. .,h.e co• ben have not been arnr.J.sred for ._n na:,ortatraj d_..=-. .. •The:aesihce;!..tarn.is assumed to have its strong!amfeatons at the bottom of the beam.Instal!with c de•.:g aindicated by the ma..nefa:hue. _are on NOS 2001 .._.r.odudcyy. Bearing Length I Loed to Suppn abs) I Supports j Total I Avsiiabte !rt udred; Dead , Snnw 1 Toad i Accessories -SlwG ail-r., 3„0t 1 3.50" 1.89" I 2570 ? 3464 i 5134 ` .) 1 8iccking I rcn;mn-OF I s 9)- 5.S0" i 1-50" I 982 i 1351 2333 I Blocking •61b_k.ng Pana._we assumed to carry no leads ee ed difer.tly above ttrem and the toil!cad:s_pp5ed to L._member Lein::_designed. Trihu ry Dead .;- Snow I I Loads i L=atiort I Width ! (0.90) i (1.15) I romageritg L ---.r'r I 0 to 9• i 12"6" 1 17.0 1 25.0 i t nr .11/1 Gt` .i-n,nf lin; tr'" I fits 1 902 ! 1 e1 !rI 'i.l i-!form;PCP} 11'to S' 17.0 .__� 5.il R ,Z._t1?R:� WeyerhaeuserNotes - scd ;,:f,..) ,t..bi F ,_Rt ran;- . ' h - warrants h th sizing of ie.-er:in.:LI it be K ,r tiaar ptodu d' - _tie.. a+ - n,al-ee, e ie e r erwiessiy dist aims.ey uur r riarrcustit,felated to the slit-Marc.Refer r n current Weyerhaeuser literature fpr insr2':dinln details. I - c^ .. 1-._ cm. `d-nI n rc h "- r - Use of this software r,not i^:endL4 to _ I. .: t u c n d u J a 1 ui p t ressio I c determined by the tn r y haying7uristhr.on Ti-e designer err of record,builder Or comer is r'sp,�asibis_to I as-•r-r• tilt trii,s rata 3 I^.c:is .;,anuli€wit:,ha 0 4 aid o e _I__...5rri.i,a:ri•e__•„ey r`aL r .. sere'."{to s atl foreatry standards. , ,.,...., I ,The product epp cateen.input;lesion icads,,,difuensions and rt Infarmation have born .tos.ided f_.Forte C ft-A.a a;.t_-a .r 7- pieces) 5 1/R"n 12" 24F-114 DF.Imam Overall Length:21' • o _ } p. i _ El pri Ail ioc.atICns are rne.r.tsureci from the outside_face of left support (Cr left Canr;iever o at All,1i..-c horizontal,ogEoro esign Resrt'ts 1 Actual ie Location I Allowed 1 Resulti LDF i Load Combination(Pattorn) . Sy-tem:Cool Member Recc uil(IDs n i 362 , v" j jR_sii(r..Sr_ r r i r c<.ri ,i<o-i -- t i•0 n 4- n c(All Spans) r�� =. hCi y Drop Bean:m .i -Shear Ohs) Jt a -1 5 11�. 1 12495 as1(16%) iin ._ a .c• pens) ; Bulking 115..e 7 1 rnerit(Ft lbs) I 11625 J 10'b` roe J 'raao i-el i `1-15 1-fu+1ib(Ail�pancj @wldlnr gad S6�,_Live LVCJ Def.(S5) r,snt 4•i 11 6' i b•n7R ffff Dacwii�/F7g1 i 1-h t� n- r'4tr_ i_!�ay:P5niSpans) ,_,._ 'Tc.tal marler (in) 0.651 n. n'6 1 1.017 P.,,,,-"i(1_1375) i •Deflection a., 1 09i and TI(12-140'.. • bratfrtg Cl_:*At'.cit,,mzressign e.r.i ,..tap and bc- nt)mi-St bo brace.:.at 221'O`L u'isos deb-iced oti'envice..Proper a^c r', '',.ori tspcitiugirio c{lateral bracing is reguo-w tg achieve member statiiiity •Crittrzi.Co'i:t .t - 'irot.lt t,)16171 by a vceurae ia:_trr 4t 1.:J t-at kids calculated using.C:moth 1 2D'•4-, •Te e'retts or i...tsiEve or e^ya .o Litt be.r have not:sc_.a a u t.,for whrn cCi-2iatin.iJCI:ecIC h, -Thc specl'oad yiu!a-i is a5 timed to;lave its 3.`ri.t ki 12:onetces at the tiottc n cit Ina I`eatir 1:nsts. 1.•ith prv_.t]!?&Lige ii[-ac. r;•rote^,by the manufacturer• . Aprtticoble 2.71..i:iot`o.i are batiCii u,.W5 Ct;O r'ieti stogy, 1 Bearing Length ._ I 5 1 Loads to Supports abs) I 1 Supports i Tota! I Available Required ea j yi. r Dead Silos.: -Column __T— _. Lirr !�CL-C354FIC3 .� 1.5r 104E i i i ?Blocking - i I 1 _ 'tColumn ;>- 5.50- Si+" i 1.5u i 1u-t9 ' i,s1 .3oi aia4icing • _s';,c:i.w Izinitic arc 3y5tiT_.i:.g ram no n 3w 2.t-ws:rctif Gire�::i!Y sbOaz thaTt ant-r.:G1e.'r:ii load is eaated tat the member being designed, Tributari 1` Dead 1 row Loads � ` Lw• width , •9") 1 S ; II'r_—mere -G.uicarr,USFj 0 to 21` - a'____ , 17.0 -'._ 25.0 i Roof(2,;x'1702 _.. Weyerhaeuser-... Notes )-ye naeuse( a.ratit..that the oo ne of its products wiii ba in ancnoiroice With •ye hoe uses product design Cr era toit published d tart,,,,roes.. i r Y J-Y vete -t J .J thE-1.7:ftWart-± R.'2fe.i.tr curtagr Y YC .t_'C- . ._ry for inttalletion cle.ans, , a-aey y Coni)rat e. res is r t Soar& rtcuar,G Pale]mil Squash Etctsu}are not destined by this-C 1.?re.Ilse .th.t.saftweire ic not Into:xi0ri r- i a371i..fe ttail C a Zu d.i;;11 Ia_-s patib1-with the Ort-rail rr Oia ct.Products manu-r cit:.ed at Wirer.- acsuf facietail al,e,third-pat," t.i.E< C6r1 to snstoinab!e !f ..,rest t^ - ,,,,,d ! rna grootict afi;4icat ri,,tiCut dasiyii iaaos,t.l r'ctis_0,C iiiVisuppisrt i(oririaGOn tia'veri pro d-u`O'+FCa'tc SOltoare oporatcr j fto Lateral and GravityLoads Analysis 41gY '204 (ENGINEERING DESIGN) (4/18/14) 4kliav Vartanian Patio Roof Beaverton, Oregon PROJECT SPECIFICATIONS Plan Evaluated: Pineridge "Vartanian Patio" Beaverton (4/18/14) Design Summary: Occupancy Group R3, Construction Type VB. Shear Diagram: Page 1 (4/18/14) Framing Details: Page 1 (4/18/14) Orientation: Bottom of Plan Page is Front Structure Loads: Design Wind Speed 95 MPH, Exp B [IBC -ASCE7-05]. Soil Bearing (1500 psf) [Table R401.4,1] default Design Ground Snow Load (25 psf)[SLAO-ASCE7-05}. Design Roof Snow Load (25 psf) [SLAO) -ASCE7-05]. • Design Roof Dead Load (15 psf) Design Floor Live Load (40 psf) Design Floor Dead Load (12 psf) Seismic Design Category C (SOS =0.97-ASCE7-05 Zip Code). WARNING:it is the responsibility of the user of this document to ensure that all the technical information is properly transferred to the applicable construction documents and that it is properly implemented during the construction of the structure. Failure to incorporate all of the requirements of this design may invalidate the integrity of the structure and release responsibility from the engineer of record. ,c GIAlp sf . '11256p .1 � , 4 O REGoN ).`t. 17'19 .t> SAO° ?.`_z'_''�C'ur Dale 72�1l15 Banton Engineering & Design Inc, Steven G. Banton, LPE Engineering License#11256PE (Oregon) Engineering License#17393 (Montana) Engineering License#46125(Washington) Oregon Contractor License#201051 2500 NW Peoples Court Bend, Oregon 97701 Business Phone: (541)383-2181 Business Fax: (541)383-2282 email: Bantonengineering@gmail.com -� _, [ : :� .._.. :.. Leval,r:�%s7 KaiSupport Beam PASS D 1 piece(s) 5 1/8 12" 24F-V4 DF Cykilam Overall Length: 16' ___.1 o I ' r ' ib' Li All locations art?measured from toe ou_sids face of left support(or lot cantilever end),AS dimensions are horizontal. DesignR..esult-r• 1 a'tuat'��to.ca 't:1 I Allowed IRe,st'rt lW.F Combination _ -- ' a ! u :Ca..._...atS n(P tom- - Sr t m.Koet :_:..,x eactio (ibe) 489©2" l 11111 (3,50-) I F .cc.:i(40%,R) I .. �1.0 t i r Member Sheer fibs) l 3792 iu'i'3 I/2" ( 12435 I Passed(3Oaoi i 1 i 1.0 C* C z. n.f 7-.pans) wilding Use:ltesldenbal cs Moment(" b5) I 17923��u'3 ,r'q•' i 28 90 F r a°-( )..- i 1 _..C a(All Spies c:.i! -,,a:de:IBC t.I—Load Oefl, in` .." 0.3Lti . '1 ' 1 - 5iv 1 r` M .i.•in ASO • I j a.v (All t. �j Design.�,�tf1o.......�y { t `'I tl I V.4J1! Passed�Cis' i.v v r � Load T t„a ia!_ _d Lief!.(l7? J.SI?`�1''di ills•, ! v.775 ;rassPa(1.13z4) i 1 v; 1.0 3 loll 3y eiSi 1 Member Fitch.0/22 • Deflection.criteria:Ll.(L j350)and TL(L/240). • Boarant;(a;:"ii compression edges(top and bet ern)must be braced at 15't%;ins ane detailed ottt?wise,Proper 3ttoorhment and positioning of lateral -a vey is rettraired to ashieve rrienir stability. • Critical f.stsstee,;-•rent adjusted by a•..:urge factor of 1 n:l t-tt was calculated Wino ler'r;n L=15'4' IN-effects c-'positive or reactive camber hate not leen accoracted for,hen.aicu!a ;defection. • The specified r,:.nT..,csSUele,..r nave Its strung!-•inion for s at t ,, ..._'k a.m.in5m11 with.:.a,.. side t1P itS indicated by t:e . • A.p✓"cab!e«n_vlazons are.,aSed un 00.3 2035 .:ett•..'"dcoyy. Searing Length I toads to Supports(lbs) 1 1.taj I fSuRRorts To ! l Available Required I Dead I Snow 3 49G Total ,�accessories 1-St all-OF 50- i 1 1 I .qts 2577 4P r I ' l - 1 �o king 1 5.50' 1 I 21.2; .J via ikocking dixcno Paa_Is are assumed to carry no loads appalled d.. by above teem and the firti bac is rr^ designed. Tributary Dead ( Snow r Loads ' Location Width (0.90j l (1 15) I!'Comments l'' s- I 0 to22 6" 17.0 1 25., I Kc.t.r(2SLln.7" D11 i i G _- . .i nc . . ! 582 I 1 "i" _. 3-stir rm,"af? I Ii to 1'a' __ l_ 5' i `.o • _�. I Rust i-'SLL•'17Di_j i Weyerhaeuser Notes .-...-_-.T_ t t . er"ea warrants that theo f Its products l) e inaccordance with t t ten ute rod ten ant pubti ed design values 4r_rirhas Ser ewresoy disclaims any o 'e .t:ca rca software.Refer to current Weyerhaeuser er itte.atre for >w lsa dw':t vn.t ^dbywy.ccr:Accessories-(Rim Board.SIcclang Panels and Sou_ch Blocks)are not des+gneo by h.5 sor'Vare.Use cf this software is r,r,intended to n .? theni fore design prof ssicnal as determined by tlse authority haying jursdkThon The resigner of record builder or framer is responsible to mist at s, 1.....:is.compatible with the twerall pr44e.-zt.PrOiliEjS __t ,=at Wayeitaa,ser facilites sra third-party certified certifed w ays.ainable 'forestryforestrysmrjards. i The product as:pin:anon,Moat gjri loads,dimensions and supped. or..ation hyn� ta:!ed by cone Software Operator 1 • • u : - . =a" te.vei Rb4 n<ri2i.7fuDportDearn PASSED I piece(s) S 118" x 12' 24F-V4 OF Glutam �L Overall Le yth. 16' • U —`-- .� _ r,-,,, i Eli r Ail vocations are measurc-c from the outside face of left support(or left cantilever end).Ah dileensioOS are t-wa iLvr ital. _ r : it s: 3 Results a...a'g Ltion �r...ed ,Result : nil a.3d:Combnaton(Pattern) I Svstem:Roof 6041 @ 4'1 J 11211(3.5 ") ,Passed( i -= 1 1.0. S;.ans) Member��o t;�s} ! 3; ". �.; n s C 5 F 'type n Sear" Shear(Ws) I 3183 4'5'3 1/2' l 12495 i Passed(25%) j 1.15 j 1.0 0+1.0 5(iris Spans) j Building Use,rcesirientiai Piss Mon,enz(FC_1bs) 9289 55 Iii' i, 28290 i Passed(33%) 3 1.15 11.0 0+1.0 S(Alt Spans) Funding rode'.IOC beg Moment(Ft-lbs) I -4640 r'1 3/4" i 21807 I Passed(21%) ': 1.15 I 1.0 0 4 1.0 S(AR Spans) design mathcdcicgy:.SCO 'i 1 Load Deli.(in) 0.086` r�i�g• 0.384 Passed(L/099-t) , '4eml,r Rail:0112 Total Load Den,,(in) 0 570 Passed( 969) ... 01+�:Y 9 its%c' I t4 i.vvr1.DStititSpinyj • riefecticn ontera:11(i i50ti and 71.(1.1 740). --- • Overhang deiieeticn criteria:LL(21.:/350)and Ti_(2L}240). • Elating(Lu):Ail compression edges(top and l Otton=)FAUSt r_. 5"aCe'9 at a c clean detailed otherwise.Prepe'attachment arc!positioning of lateral bracing is required re.achieve.rnernbes bili Critical _cfnment actisted bye vciarne factor of 1.00 that r:55 .i I - • .'/idea; a r-. yriO,IIR fRJOrOf 1 P#'41t-e_a_ ..•.atrr". Bath: •The effects of positive cc negative comber hove nnt an ac- inrcd for .t glia i t:Ng de r,ron. The:at ritied gi"u:am is assumed to have its strong lannirat-..ns at 1%bctton-c.the beam.Install with o.opar side!o cei Indic:lied by the maruf.:.ehi e: •_-l.carle talzulations are,.ase,.rot NDS 2005 rue.todc`I y. Bearing Length Supports1-- i Supports l rota' I Avai.aoLe :;2q:.re^G ; Snow Tote O:es iI SVbG:eel!-err- I 3.00 i 3.50' I 1.89" j 2575 3464 0840 C'isrking i 2-i ultimo-OF I 5,51' S.Su" I i-5'r" II 982 1 3351 2233 l 19!c[fung •Blocking Pane's are assumed to cam'nu!narll applied directly above them and the full'cad is applied to the rnernbe:being designed. ctitarq • Cid ow l Loads r f Width (0.90) i 5) I comments . rm ittsFi• I 0 to 9" E1 12"o" 17.0 1 25.0 i ricer_2,Lut.DL1, -Point n' 1 IC' ; fi/s ane i .301 ICI I _.0 f r ;PCP•, . 11'to:c' i 5' 37.0 Roof�{_–___ 25.0 l �5-`J r7D:t _ - l :1 Weyerhaeuser Notes _ _ �, _F_.i FR1IC __eserh is thattheIne f 1 { fr will he rd ..? 4..ts i `� r _ Fi .J. b eNN d' a MS anv Tithevuatiaiitieo a ed tg the serft.r.iare.Refer fa current Weyerhaeuser literature fur m5 Z aura detail.;. db 1 C^ry7 rre5.*oriel-,.fyint Board.Pl k -Panels,nd Squash S k not designee y this software.Use of this sett-eat:::is not intericke to cicarthiverit the reel u ei r.ln proiecsiotlal a.tie error red by i7-e autheay having jurisdiction The he i r.r.Pr of record,builder or framer 5 r_5p,.o5ibie to j s:e tat tic cal u e Io.:is compatible with ovPrell proJect.Prodtictr^ u L .,at...e sir%e sue-. -t;e� third-n-rt..:ert.t..vt"n Su. i .. _.�..... _._.�.........a:::a I : forestry 'orNaiu'S. r � l The product appl?cation,input design loads dimensions and su r•info.-r t, .hove F trovided by Fc..-.-lo Syft•..•aru r• ,.. 1 pier.-(c) 5 1/R" x I2 rr 2A-F-V4 ?}F GiuJam Overall Length-. 21` 1 21' -- -- Li Ili Ail:.0cations are measured from the c_I,ylne face of left su joort(or left Cantilever end)_Al din r :or'`arc horizo:i(yl. Des n esii{fig i A ::.i Location ( Allowed I 2esuif _ I IMF T- r Combination(pati=ixrn) System:Roof Member Reaction()Gs) i 36z:?�' i 18322(5_50") ,t 5 't t ILO n+ n c ran Spans) Member Shear(lbs) ! 7034(i.j'e s 14., j 17406 P9 tcc Vt i �'. nb2r) es ... I i . r t 1.j i n C -.0 5(All Spans) �' Bulking Res iente: vs Moment.(Ft-lbs) I 11625 ti 10'6• ` 2.8290 I ra-S G(411:0 1 1-15 E LO u+1.0 S(Ali Spans) I Euilcing Codi:IBC Live Load Def. (i0) 0,362 i:,10'n" 1 a1 o7R i p cca-t(1 1674) inn 1,0 5(Al cr;ans) r _ y•AS tho olo Megf? Ti31 Lnari 1Je(i-(in) • n,(??t ;43 ,10'F.. I i pd a(L,1375) I . _---..-_-- - _-..- Methodology nr� � - 0 C 1.0 S(nSpans) -r r.ftn 0;1 • Eroc rtg F c„r, reiston edi jo_ toe a'd bottom)mt-;t be?`raced a.21'o/c enters detailed otl'.emise Proper a.•- cl rl t eryi rryn. of lateral Or-acing- .eed to ach1 mamba;stability a -.. _ -Crttt el posIve noronootadjuszon Cyd u'i.fe ra,tor or 1.55 tat['las catd:ated e- ,7J enottt,i =2'.1 a", •The e`ie`is of F satee or negotivo comber have not beer.a_z -t. te'i for nim,tab a aun0 detiect'on. -The- p c:l o alulo7 r3 a5 urr.ed to eave its strong Ia ciente s at the bottcn of die trsrm.Instai with nrcper!tide rip ac. ricetril by the mnnutarriirer• •Applicable taizttiations a;a trine b on -t3.2(;0..wethodoo:o y, iLength IIgearing LengLoads to supports(tbs) - i Supports, ! -row I A•niiabi£ I Regrired I Dead I Snow j Total i A€ce eerie$ Cr•.,,.rt ,ter 5 -r•- _ __..._. I - i i�++-r , r�.cI 2351i Blocking me �r i - - r t-c j �7' t �Stn" i 1.5"u a ltff� 1312 2381 I Blocking 5"ockt.nigPanel' are assumes to carry no ivern5 c[rrnrett ditettt57 tibaye Siren and the full load is applied to the men t e,being desigrrel. I I -br I Dead I &IO ii Loads I Locatia. Tlv:idt I (0.90) I (-15 1 Ccrisments -u•-iit rrrr:(P&Pi 0 to 21 B. { 17 0 I 25,0 1 Roof(OO L/170el .. ..- iWeyerhaeuser Nos . 1:;-r c F) rs '" yt_-- Weyerhaeuser arrant-.::at the sizing of its products will be in sore ar.cortiance with weyethaeocet product cfpngii Crrritena are r ubliehed design v---.r_,-5, I ' .:a h ..r.., a:._ x eoy: -._.,.vC=•-_-late'to the eoftwaar.Sofei t. _ ,•eu_C _.,... -..t i;....1•..0 Vn_ke:MS. r Oo3t:Vryl c0rrr)rdcesar'es Fi ,SoartS Bit:airn Pantiis and SSud.h Er t CIC. are oat cies.oned by lhg ere Use rili..cZiftviare:-not e rderi trl :,rirroarrect IT rroeti fro'a design prefes-Rorta".35e-21:ermines:ft:I the atithoriry h.,.."'ng V,,,,,,,,---, i h.c'esiarior of record,I:wide-Tor frahlet is responsibie tr.., assLret t i, si Cation Is.Portpatrbie with the overall prvrect..ioduits manu.a.ccted at.re'yerr.a_user faci..Les cut-.titer -parr;,.cert i.e•_i to sus,..nal;.e forestry ta..dord$ "ha prc-d:ict of fiiC t on;;!Gut diemin[deli-,i.iiri_tisrons and.support-iforrnatria on ve v� orco d=b bl Forte Software operate,r Steven G. Banton, LPE Vartanian(Beaverton) 4/18/14 WIND FORCE CALCULATION 1. Wind Pressure: (Based on IBC and ASCE 7-05) Wind: 95 mph/Exp B [IBC Figure 1609, ASCE Figure 6.2j Importance Factor(1w): 1.0 (ASCE7-05, Table 1-1 and Table 6-1 for Category II Occupancy) Exposure B Adjustment Factor= 1.00 (ASCE7-05, Figure 6-2). Direction F/B: Mean Structure Height: h=0' (TP)+4' (R)/21=2' (roof pitch @ 5:12) a= lesser of 10% horiz [(.1)x 21'] =2.1' or.4h [(.4)x 2'] =0.8' a must be> 4% horiz[(.04)x 21'=0.9' or 3' OK Use 3' Pressure Calculation Zone A P= (TP)xAx2a=O'x20.95psf x6' = 0 lb ZoneB P= RxBx2a =4'xOpsfx6' = Olb Zone C P= (TP)x C x(horiz-2a)=0'x 14.5 psf x 15' = O lb Zone D P= RxDx(horiz-2a) =4'x 0.05 psf x 15'= 3 lb Tot: 3 lb Exposure B Adjustment Factor: x 1.0 Total Wind Shear Force= 3 lb Wind Force Calculation: 3 lb/84 sf= 1 psf(Use 10 psf-ASCE7-05): 840 lb Direction UR: Mean Structure Height: h=0'(TP) +4(R)/2]=2' (roof pitch @ 12:12) a=lesser of 10%horiz [(.1)x 16'] = 1.6' or.4h [(.4)x 2'] =0.8' a must be> 4%horiz[(.04)x 16'=0.6' or 3' OK Use 3' Pressure Calculation Zone A P=(TP)xAx2a=O'x20.95psf x6' = 0 lb ZoneB P= RxBx2a =4'xOpsfx6' = Olb Zone C P=(TP)x C x(horiz-2a)=0'x 14.5 psf x 10' = 0 lb ZoneD P= RxDx(horiz-2a) =4'x 0.05 psf x 10'= alb Tot: 3 Ib Exposure B Adjustment Factor: x 1.0 Total Wind Shear Force= 2 lb • Wind Force Calculation: 2 lb/64 sf= 1 psf(Use 10 psf-ASCE7-05):640 lb SEISMIC FORCE CALCULATION (Sds=0.72g) V= (0.48)W=3270 lb W: 6800 OK Base Shear(3270 Ib)vs Wind Force: 840 lb(F/B)-Seismic Governs 640 lb(L/R)-Seismic Governs 2 r Banton Engineer&Design Inc Project Title: Steven G.Banton,LPE Engineer: Project ID: Project Descr: Title Block Line 6 ,,x,13 A(.1?2 s 4;r.," ASCE Seismic Base Shear File=C:lUsesIBANTON-11DOCUME-1tENERCA-11POLEBA-1.EC6 ENERCALC,INC.1983-2014,Build:6.14.1.26,Ver:6.14.1.26 ",.# ttltff:1813°,,;` c... Licensee:STEVEN G.BANTON,LPE, Vartanian Patio Roof(Beaverton) Occupancy Category _".t,,.atsc „, s : „> Occupancy Category of Building or Other Structure: II":All Buildings and other structures except those listed as Category I,IN,and IV ASCE 7-05,Page 3,Table 1-1 Occupancy Importance Factor = 1 ASCE 7-05,Page 116, Table 11.5-1 Gridded Ss&Sivalues from ASCE 7-05,2006109 ASCE 7-05 9.4.1.1 Max.Ground Motions,5%Damping: Latitude = 45.491 deg North " SS = 0,973357 g,0.2 sec response Longitude = 122.804 deg West S 1 = 0.349989 g,1.0 sec response Location: Beaverton,OR 97005 Site Class,Site Coeff.and Design Category Site Classification "D":Shear Wave Velocity 600 to 1,200 ft/sec = D ASCE 7-05 Table 20.3-1 Site Coefficients Fa&Fv Fa = 1.11 ASCE 7-05 Table 11.4-1&11.4-2 (using straight-line interpolation from table values) Fv = 1.70 Maximum Considered Earthquake Acceleration S.MS=Fa*Ss = 1.081 ASCE 7-05 Table 11.4-1 S M1=Fv"S1 = 0.595 ASCE 7.05 Table 11.4-2 Design Spectral Acceleration S -S *2J3 = 0.721 ASCE 7-05 Table 11.4-3 DS MS SOt S Mt'213 = 0,397 ASCE 7-05 Table 11.4-4 Seismic Design Category = D ASCE 7-05 fable 11.6.1 Resisting_System ASCE 7-05 Table 12.2-1 Basic Seismic Force Resisting System... Cantilevered column systems detailed to conform to specific classification Timber frames Response Modification Coefficient "R" = 1.50 Building height Limits: System Overstrength Factor"Wo" = 1.50 Category"A&B"Limit: Limit=35 Deflection Amplification Factor "Cd" = 1.50 Category"C"Limit: Limit=35 Category"D"Limit: Limit=35 NOTE!See ASCE 7-05 for all applicable footnotes. Category"E"Limit: Not Permitted Category"F"Limit: Not Permitted Redundancy Factor ASCE 7-05 Section 12.3.4 Seismic Design Category of D,E,or F therefore Redundancy Factor"p'-1.3 Lateral Force Procedure ASCE 7-05 Section 12.8 Equivalent Lateral Force Procedure The"Equivalent Lateral Force Procedure"is being used according to the provisions of ASCE 7-0512.8 Determine Building Period Use ASCE 12.8-7 Structure Type for Building Period Calculation: All Other Structural Systems "Ct"value = 0.020 "hn":Height from base to highest level = 10.0 ft "x"value = 0.75 "Ta"Approximate fundemental period using Eq.12.8-7 : Ta=Ct'(hn^x) = 0.112 sec "TL":Long-period transition period per ASCE 7-05 Maps 22-15->22-20 8.000 sec Building Period"Ta"Calculated from Approximate Method selected = 0.112 sec "Cs"Response Coefficient S DS:Short Period Design Spectral Response = 0.721 From Eq.12.8-2, Preliminary Cs = 0.480 "R":Response Modification Factor - 1.50 From Eq.12.8-3&12.8-4,Cs need not exceed = 2.351 "I":Occupancy Importance Factor = 1 From Eq.12.8-5&12.8-6, Cs not be less than - 0.032 User has selected ASCE 12.8.13:Regular structure, Cs:Seismic Response Coefficient = = 0.4805 Less than 5 Stories and with I<=03 sec, SO Ss<=1.5 for Cs calculation WIND FORCE / SEISMIC WALL RESISTANCE SUMMARY 1. Wind Force: IBC-ASCE7-05 (95 mph,Exposure B) 2. Seismic: IBC-ASCE7-05 (Seismic Design Category C,Sds=.72 Seismic Governs 3. Diaphragms: Roof: 7/16"OSB or 1/2"COX Plywood w/8d galv @ 6"O.C.edge and 12"O.C.field. Floor: 4"concrete. P Wall Line Wind Force(TribxHxP) Wall Length Load(plf) Shear Wall Resistance Safety Factor MAIN LEVEL 5502019) at0 ) WLi/WL4 e1-5,4,Q f 635 z7 AA e vg S Tod �1b WL2/WL3 3 P 6C•-c V8 1 ■ Banton Engineer&Design Inc Project Title: Steven G.Banton,LPE Engineer: Project ID: Project Descr: Title Block Line 6 p.m'I r 9'n 2614 r aor'ra ASCE Seismic Base Shear File=C\Users\BANTON-1\DOCUME-11ENERCA-1\POLEBA-1.EC6 ENERCALC,INC.19632014,Build:6.14.1.26,Ver 6.14.1.26 c� .0(1111-0601151198'• � .;Licensee:'STEVEN G.•43ANTON,'LPE� Seismic Base Shear ASCE 7-05 Section 12.8.1 Cs = 0.4805 from 12.8.3 W(see Sum Wi below) = 6.80 k Seismic Base Shear V= Cs•W = 3,27 k Vertical Distribution of Seismic Forces ASCE 7-05 Section 12.8.3 k":hx exponent based on Ta= 1.00 Table of building Weights by Floor Level... Level# Wi:Weight Hi:Height (Wi*Hi)Ak Cvx Fx=Cvx•V Sum Story Shear Sum Story Moment 1 6.80 10.00 68.00 1.00 3.27 3.27 0.00 Sum Wi= 6,80 k Sum Wi*Hi = 68.00 k-ft Total Base Shear= 3,27 k Base Moment= 32,7 k-ft Diaphragm Forces:Seismic Design Category"B"to"F" ASCE 7-05 12.10.1.1 Level# Wi Fi Sum Fi Sum Wi Fpx 1 6.80 3.27 3.27 6.80 1.96 Wpx Weight at level of diaphragm and other structure elements attached to it. Fi Design Lateral Force applied at the level. Sum Fi....................... Sum of"Lat.Force"of current level plus all levels above MIN Req'd Force @ Level. .. ... 0.20*SDS*I*Wpx MAX Req'd Force @ Level 0.40*S DS *I*Wpx Fpx:Design Force @ Level Wpx*SUM(x->n)Fi / SUM(x->n)wi, x=Current level,n=Top Level t Title: Job# Dsgnr: Date: 9:14PM, 18 APR 14 Description: Scope: Rev 580000 User KW-0605898.Ver 5.8.0,1-Dec-2003 Horizontal Plywood Diaphragm Page 1 (c)1983 2003 ENERCALC Engineering Software leteraldesPgns.ecw Calculations 14 &4,.. _Ja. .;w.« '" ,•• .eE.:_",.x..a3-_1...vc�.a,.-...':G.+9 :0.4.1a-“s:.9`3+.Sua. x#?x44u.1�144.u.1.....-..,s...2.-....x.n c,,-_:,:.:u...w...4:x.dam aUet..._.w...,,3 Description Vartanian Patio Roof Diaphragm General Information Code Ref:2001 NDS,2003 IBC 2003 NFPA 5000.fl North-South Length 16.00 ft Diaphrgm Weight 0.00 psf .m East-West Length 21.00 ft Seismic Factor 1.0000 - Nort-South Chord 16.00 ft Diaphragm is Unblocked East-West Chord 21.00 ft Blocking Direction East-West d Bounary Loads Acting North&South . ou (p( _,... ..__L_-': ..v. .4 Yx -Tom -.u...i':: d.�.._-,�-tti _Y'.sehwi�£{kn.'s+,.-..e5int.00c....-.__Nba..Gd'1'.tkveS #1 _ 365.00#/ft from 0.000 ft to 21.000 ft #2 #/ft from 0.000ft to 0.000 ft #3 #/ft from 0.000 ft to 0.000 ft #4 #/ft from 0.000 ft to 0.000 ft Boundary Loads Acting East&West I°I #1 470.00 #/ft from 0.000 ft to 16.000 ft #2 #/ft from 0.000 ft to 0.000 ft #3 #/ft from 0.000ft to 0.000 ft #4 #/ft from 0.000 ft to 0.000 ft North&South Walls Design Data&Nailing Requirements Allow.Shears per 2003 IBC Table 2306.3.1 , .' _. s..�.:::... .Y,........_.._..:s "P..,... •..,oag,..-:.•.urcm#Mas+sM1ma.Yaw.a, .:,.[41:u • . *S ftfl sVwww .WISYfl.eY.:fiF^.+vuw s'A"+v9rss a:'V'..,.:.a ear one ` Framing Thickness Grade Nail Size Spacing Value Distance - in in #/ft ft At North Wall 3x 1/2" Grade C-D,C-C 8d 2,3,12 200.0 0.00 2nd zone 3x 1/2" Grade C-D,C-C 8d 2.5,4,12 200.0 0.00 3rd zone 2x 1/2" Grade C-D,C-C 8d 4,6,12 180.0 0.00 Center zone 2x 1/2" Grade C-D,C-C 8d 6,6,12 180.0 3rd zone 2x 1/2" Grade C-D,C-C 8d 4,6,12 180.0 0.00 2nd zone 3x 1/2" Grade C-D,C-C 8d 2.5,4,12 200.0 0.00 At South Wall 3x 1/2" Grade C-D,C-C 8d 2,3,12 200.0 0.00 East&West Walls Design Data&Nailing Requirements Mow.Shears per 2003 IBC Table 2306.3.1 Shear Zone Framing Thickness Grade Nail Size Spacing Value Distance in in #/ft ft At West Wall 3x 1/2" Grade C-D,C-C 8d 2,3,12 265.0 0.00 2nd zone 3x 1/2" Grade C-D,C-C 8d 2.5.4,12 265.0 0.00 3rd zone 2x 1/2" Grade C-D,C-C 8d 4.6,12 240.0 0.00 Center zone 2x 1/2" GradeC-D,C-C 8d 6,6,12 240.0 _ 3rd zone 2x 1/2" Grade C-D,C-C 8d 4 6,12 240.0 0.00 2nd zone 3x 1/2" Grade C-D,C-C 8d 2.5 4,12 265.0 0.00 At East Wall 3x 1/2" Grade C-D,C-C 8d 2.3,12 265.0 0.00 Shear&Chord Forces Diaphragm Shears... North South West East Total Shear 3,760.0 lbs 3,760.0 lbs 3,832.5 lbs 3,832.5 lbs Shear per Foot 179.05 #/ft 179.05 #/ft 239.53 #/ft 239.53 #/ft Chord Forces... @ 1/4"Length 938.1 lbs 534-3 lbs @ 1/2*Length 1,257.5 lbs 716.2 lbs @ 3/4`Length 948.2 lbs 540.0 lbs Length/Width Ratio 1.313