I I 0: I / / / / / _,,._---- / / / / 2 / / / / CD / / / / 3 CD COMPONENT & CLADDING DESIGN WIND PRESSURES (PSF) EFFECTIVE LOCATION ZONE WIND AREA POS. NEG. (SF) 10 +17.3 -27 4 25 +15.2 -26 4 1 50 +13.7 -25 6 100 +12.2 -24.9 10 +17.3 -47.7 25 +15.2 -42.7 ROOF 2 50 +13.7 -38.8 100 +12.2 -35.0 10 +17.3 -70.6 25 +15.2 -64.5 3 50 +13.7 -59.9 100 +12.2 -55.3 10 +29.9 -32.5 25 +28.2 -30.7 4 50 +26.8 -29.4 WALLS 100 +25 5 -28.0 10 +29.9 -40.1 25 +28.2 -36.5 5 50 +26.8 -33.8 100 +25.5 -31.1 NOTES: 1 ED XE TSEI GRNN AWLI NADN DP RI NETSESRUARLEPSRREESPSRUERSEESN AT PTPHLEI E ND ENT OPRRMEAS LS UT OR EA L( SL USMU ROFFATCHEES . 2 DESIGN CRITERIA: BASIC WIND SPEED (3-SECOND GUST) 120 MPH IMPORTANCE FACTOR 1.0 EXPOSURE C ENCLOSURE CLASSIFICATION ENCLOSED ENCLOSED INTERNAL PRESSURE COEF. GCpi ± 0.18 3 . DWEI NT DE RPMRIENSESDUI RN EASC FCOORR DT HA EN CMEA IWN I TWHI NI NDDFI AONRAC EB URI LEDS II NS TGI NCGO DS YE S, 2T0E1M4 SE DS HI TOI OUNL ,D B E SECTION 1609 AND ASCE 7-10. STRUCTURAL LUMBER 1 Structural lumber shall be detailed, fabricated and erected in accordance with the latest editions of the Timber Construction CMoannsutarul cbtyiotnhebyAtmheerAicmanerIincsatnituFteoroefsTt i&mPbearpeCroAnssstrouccitaiotinon(A(AITNCS) Ia/NnFdothPeA NNaOtiSon).al Design Specification for Wood 2. DB oe lst si g, nl aSg pseccr ief iwc ast, i onna ifl os r aWn do oo tdh eCrown sotor udcftai osnt e. nSi nt agnsd, aurndl ecsust wo tahsehr we ri ss es hnaoltlebde, suhsaeldl cboent wf oer me n t ot h teh ew ol aot ed sat nedd ibt i oo lnt hoef at hdeaNn da tti oh ne a l wood and nut. 3 . eJ oq iusitvhaal enngt e. rHs ,atri de sw, acr lei pussaenddwci tohn nPePcTt i owno polda tteosbsehhaol l t b- dei pa sg aml vaannui zf aecdt uorresdt abiyn lSe si ms psst eo en l SHt raorndgw- Ta iree Ce xopmopsaendyt, oI nwce. aotrhaepr p r o v e d conditions shall be hot-dip galavanized 4. bWo or noed tmr eeamt mb ee nr st ttoh aat naer et ri ne t ec no tni ot anc tl ewv ei t hl ocf o0n c3r ep tcef ionr amc ac so or dnar yn coer ewxi tphoas pe pd l i tcoa wb lee aAt hme er rsi chaanl l bWe oporde sPsruersee tr rveear tse' dA ws si tohcai a wt i oant e r latest requirements. 5. Rough sawn timbers shall be treated and finished where specified. Ends exposed to weather shall be treated with CCA. 6. Connections not specifically detailed herein shall be per Table 2304.9.1 of the 2012 International Building Code. PLYWOOD/PERFORMANCE RATED PANELS 1 . tPhley wl aot oe ds t acnr di t epr ei ar feosr mt aabnl i scheerda tbeyd tphaenAeml s e( or i rci ae nn tPe dl y swtor aonddAbsosaorcdi )a tsi oh na l (l AbPe Ad)eitnaci l leudd,i nf agbtrhi ceai rt el adt easntdeedri tei oc nt eodf i nt h ae cPcloyrwdoaondc e w i t h Design Specification (and its Supplements) 2 . Pe dl yi twi oono od f pt ah en eUl s Ss hPa rl lobdeu ci dt eSnt tai fni edda rwd i tPhS! h1e f ao pr pCr oo np sr i tar tuec tt iroand eamn da rI nk douf st ht r ei a Al PPl Ay waonodds. hPael rl fmo remeat nt hcee rreaqt eudi r epma neenl tss sohf at hl l eb el a t e s t B P id a R e s n P e t - i d f 1 i e 0 S d 8 t r wP uc i e t t h r u f or th a rm e l- U a a s n p e c p er P o S a p n t r a i e a n l t s e d. at rr da ds eamn da rPk ool ifctihees Af oPr AS tar uncdt usrhaal -l lUms ee ePt at hnee l rse, qour i rt heem Ue nSt s. Po fr ot hdeu cl at tSe st at neddai tri od nPoSf 2t hfeo rAWP Ao o d 3. mRoooref psaunpeplosrstsha(mll ibneiminusmta3llesdpwanithcothnediltoionng).dimension (face grain) across the supports with panels continuous over 2 or 4. Stagger panel end joints. End joints shall only occur over a support. Unless recommended otherwise by the panel m2"a(nnuofmacintuarle) rlu, mprboevridbeloack1i/n8g" ginasptablleetdwbeeetnwpeaennejloeisntsd.s and edges. Panel edges shall be tongue-and-groove or supported on 5. Unless otherwise noted, panels shall be fastened to their supports as noted on plans METAL-PLATE-CONNECTIONED WOOD TRUSSES 1 . PCroenf as tbr ur i cc tai ot endMwaonouda tl r bu ys st he es sAhmael l rbi cea nd eI nt asi tl ei t ud t, ef aobf r Ti ci amt eb de raCn do nesr ter uc ct et ido ni n (aAcI Tc Co r)daanndc et hwe i tNh at ht i oenl aa lt eDset sei dg int i oSnpse oc iff itchaet i To ni mf bo er r tWheooTdruCsosnPsltarutectIinosntibtuyteth(eTPAIm) aenridcathneFWoreosotd&TrPuaspseCr oAusnscoicl ioaftiAonm(eAriNcaSI(/WNFToCPAA).NOS) and the latest criteria established by 2 . RT eemc opmo rma reyn ad na dt i opnesr mf oar nHeannt dblri na gc ,i nI gn sot fa wl l i nogo da nt rdu sBsreasc isnhgaMl l eb tea il nPal act ce oCr doannnceec twe idt hWt hoeo lda tTersutsesdeist i o( Hn IoBf )t hb ey tCh oemTmP Ie n t a r y a n d 3. Wood roof trusses shall be designed to support the following superimposed loads in addition to the weigl1t of the trusses: TToopp CChhoorrdd DRoeoafdLLivoeadLoad Top Chord Snow Load BBoottttoomm CChhoorrdd LDievaedLoLaodad WWiinndd LLooaadd ((hvoerritzicoanl)tal) 2 1 0 0 p p s s f f See snow design data 1 10 0 p p s s f f See wind design data See wind design data 4. Deflection due to live load shall be limited to 1/360 of the truss span. For truss cantilevers, the deflection due to live load at the end of the cantilever shall be limited to 1/180 of the cantilever dimension. 5. 2Txru6smseesmsbhearlsl bseisftaebreridcatotetdopwcithho1r'd-0s"; soeveerphlaanngs. anOdvesrehcatinognsshfoarll abdedeitixotnenindfeodrmasatrioenq.uired to match architectural intent using 6. Truss plates shall be galvanized steel and shall be applied to both faces of the members being connected. 7 . (Tnroums si neas l )s.hWa l el cbomn feomr mb et ro st hi zee gaenodmceotnr yf i gsuhroawt i onn. Ms hi nai ml l buemt hl uemobpet iro sni zoef tfhoer tfoapb rai cnadt obro t t o m c h o r d m e m b e r s s h a l l be 2 " x 6 " 8 . bT lhuee tlri nu es sc mo payn, ui nf accl ut udri ne rg schaal cl l upl ar et i po anrse, tdoettha ei l eSdt rwu oc rt uk irnagl Eonr gsihnoepe rdfroarwr ienvgi se wa npdr i os hr at ol l fsaubbr mi c ai t t ioonne. rTehper osdeudcri ab wl ei ncgosp ya nadn d o n e cc oa ml c uml aet ri oc inasl gs rhaadl le sahnodw nt oh remdael sdi gunr aftoi or cnedsei sni gt hnev tar ul usess :mr ee mq ubi reer ds , bt rhaec si ni zgeasnodf dt heet atirl su snse pc least es as ;r yt ht oe leunma bb el er tshpee tcr iuesss, mT haensuef ascht uo rpe dr rt ao wf ai nbgr si c awt iel l , beer er ce tv ai enwd ecdo fnosr t rduecst i ga nl l pc ao rnt cs eopf t st h eo nwl yo .r kT hi ne at cr ucsosr dma na cneu f wa ci t thu rt eh re sdhr aa lwl bi neg sr e as np do nsspi be lcei f fi co ar tai ol ln s . tdhi me es enas il oannsd, asci gcnuar at ucrye, oafn, da fri teogfi swt eorrekd. Tphr oef et rsussi osneasl sehnaglilnbeee rd ei ns itghneeSdt abtye, aofn Idn dthi ae nsah. o p d r a w i n g s a n d c a l c u l a t i o n s s h a l l b e a r 9. The contractor shall install all permanent truss bracing as shown on the truss manufacturer's shop drawings. 1 0 . HI naf onrdml i na gt i oann: dGsutiodrei ntgo oGf ot rouds sPersa csthi cael l fcoor mHpalny dwl i ni t gh , rIencsot aml l mi n ge,nRd aetsi ot rnasi niinn gS, B&CBAr aScCi nSgI , M" Beut ai lldPi nl ga t eC oCmo np no en cetnetdSWa f oe ot yd T r u s s e s . " 11. Securely connect each truss ply required for forming built-up girder trusses. 12. tIrnusstasllmweomobdetrrsusses within installation tolerances in TPI 1 Do not alter trusses in field. Do not cut, drill, notch, or remove 13. Replace wood trusses that are damaged or do not comply with requirements. DESIGN Building Code· Indiana Building Code, 2012 Edition (2014 International Building Code, first printing, with Indiana Amendments). 2. Soil information: A l l o wCaobnl et i nnueot ubse Wa r ianl gl Fpor oe tsi ns gu rse : UConeitfwficeiiegnhttoofffsriocitlion between soil and concrete footing 3 Concrete· 28 day compressive strength (fc) 4. Masonry: 28 day compressive strength (fm) 5. Reinforcing steel (deformed bars of new billet steel): WStierrlduepdawndiretiefabric (smooth) 6. Non-shrink grout: 28 day compressive strength 7. Live loads: SRloaobf:on Grade 8. Live Load Deflection Limitation: Roof 9. Risk Category 10. Snow Loads· IGmr po ou rnt da nScneofwa cLt oora, dI sP g ET hx ep or ms uarl eCCa taet eg go or yr y, ,CCt e BUanlbaanlcaendceSdnSownoLwoaLdoad (Gable Roof) 11 Wind loads: EBxapsoicswuriend speed (3-second gust) 12. Seismic loads: MMSe a ai p p s p p m e e ic d d i S S m p p p e e o c c r t t t r r a a a n l l c R R e e e f s s a p p c o o to n n r s s , e e l e A A cc cc ee ll ee rr aa tt ii oo nn aa tt 1S hSoer ct oPnedr ,i oSd 1s , S s SDietesiCgnlaSsspectral Response Acceleration at Short Periods, Sds SDeeissimgnicSDpeescitgranl CRaetsepgoonryse Acceleration at 1 Second, Sd1 Basic seismic force resistance system SUBMITTAL NOTES 1125500ppcfsf(a(sassusmumede)d) 0.30 (assumed) See Schedule 2000 psi AA SS T T MM AA 1 6 8 15 5 , Grade 60 6,500 psi 12000ppsfsf L/360 Ill 1201psf 1 1 . 1 0 2 2 2 8 p p s s f f (leeward) 5 psf (windward) 1C20 mph 129.2.58% g 1D3(.a0s%sugmed} 1391..80%¾gg COrdinary reinforced masonry shear walls 1 . wT hi teh oFuat bt hr i ec awt or irt tsehna pl l enremi tihses ri ouns oe f nt ho er rSe tpr ruocdt uu rcael Ea nndg i pn ae ret r .o f At hl l ei nDf oersmi gant i oDnr acwo innt ga si n ae sd pi na rt ht eo f Ct hAeDSf hi l eosp oorr DE er esci gt ino nD Dr arwa wi nignsg s ss hh aa ll ll bn eo t croenl i es ivdee rt eh de Fi nasbt rrui cma et onrt' ss or ef sspeornv isci eb i loi tfy t hf oer Sp trroupcet ur rcahl eEcnkgi ni ngeoefr .mWe mh ebne ra lsl oi zweesda bn yd tchoeo Sr dt ri nuac tt iuorna loEf nd gi mi neenesr i, otnhse,i r u s e details and fit-up of the structure. 2. Fo fi f tseheonp ddar ay sw ai nf gt esr annodt i ct he et od ap treo ct he ee ds, htohpe dCroanwt irnagcst owr isl l hbael l rseucbemi vi et df o rb yr et vh iee wD eas si gcnh eTdeual me wThhi ceh Sdter ut acitl us r at hl eEensgti inmeaetresdhqaul l ahnat ivt ye s rth e c e v h i e o e d p w u p a l o e n r t s d u h n d a i e t l y l l i bv to e e r r d y e e v t v im ie e w l e o p th e R e d e p a v r i n e o d w p o s t u s im e b d m e s i m t c te a h d y e d t v o u a l a r e y n a d d n e a d p p e s p n u r d o bi v m n e g i d t o c b n o y m v th o m e lu e mD nt e e s s a t i o g n nd th T o e e v C a e m r o la n . p tr T a o h c f e t s o u s r. c b hm T e h it d e ta u f l l s e in . a s C l h s a o h l n l o a tr p l a l o dc w r to a r f w o s i r n h a g adl leaqlul oawt ea r m e i q n u im ire u d m of 14 calendar days for review time. Depending on Submittal complexity and volume. additional time may be 3. TtohestaCmopntrEaAcCtoHr issutobmreitvtaielwveeraifcyihngsutbhmatittthael pforilolorwtoinfgoriswaadrddirnegsstoedth:e Architect and Structural Engineer. The Contractor is AB.. TThhee sshhoopp ddrraawwiinngg iiss breaqsueedsotendt.he latest design CD. TThhee Awrocrhkitiesccto'soardnidnaStetrducatmuroanl gEnagllinceoenrs'struccotmionmetrnatdsefsr.om any previous submittal are addressed. EF.. SRuebvmisiiottnasl isfrocmompprelevtieo.us submittals are clearly marked by circling or clouds. 4 . mT heee tSt thr eu cat ubroavl eE rnegqi nuei reermsehnat lsl . r eTt uhren , Swt riut hcot uurtacl oEmn mg i ne en et , r 'ssurbemv iiet twa l ss hwahl li cbhe t fhoer Cg eonnet rraacl tcoor nhf oa rsmnaont cset awmi tphe dt h eo rdwe sh ii gc nh idni tde nn to. t No work shall be started without such review. 5. The following items require submittals to be submitted by the contractor whose scope includes listed times for structural review as outlined in the specifications. 0 0 3 3 3 3 0 0 0 0 0 0 0 06 3 3 1 0 7 0 5 0 3 s s s S C CCRe o o n i n n c c fo r r e e rc t t e e in CM g o i l x n a s D y t o e ru u s c i t g ti n o s n Joint Layout Metal-Plate-Connected Wood Trusses Scc Shop Drawings or Product Data is requested. 6 . Ta chceeCs so onrt ireasc, t oa rd smhi ax tl lusr eusb,mpi at tpcrhoi dn ug cct odma tpaofuonr dpsr ,o wp rai et et ar -rsyt ompast, ej roi ai sl t asnyds ti et emmss, , ci un rci nl ugd icnogmr ep ionuf onrdcse, ma en nd t oat nh de rf oi f r rme iqnuge s t e d b y the Structural Engineer and Architect. • g - REVISIONS �Solutions I structural engineers -�-...,. ,.,. .... .....,..,. - BID SET IQ 101., I Midwe, em Eng)neers. lnc. 802 We't Broadway Sln.'el PO. Ho r. 29.'i L<>0°oo ce, Indiana �7553 DATE I JULY 2025 DESIGf\l N D ,B DRAW i N.D . .B. QC. iHECK J.D. - PROJE � · T 202 005-01 ' 1 0 ' OF FILE NUMBER I 0 Do Not Use Plan Previews for Take Off
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