I / / / / / / / / � / / --r---- 3 / / / / / / / (i) / / / (i) / / / / COMPONENT & CLADDING DESIGN WIND PRESSURES (PSF) EFFECTIVE LOCATION ZONE WIND AREA POS NEG. ( 1 S 0 F ) +17.3 -27.4 25 +15.2 -26.4 50 +13.7 -25.6 100 +12.2 -24 9 10 +17.3 -47.7 ROOF 25 +15.2 -42.7 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. DESIGN WIND PRESSURES REPRESENT THE NET PRESSURE (SUM OF THE EXTERNAL AND INTERAL PRESSURES APPLIED NORMAL TO ALL SURFACES 2. DESIGN CRITERIA: BIMAPSOICRWTAINNDCESPFEAECDTO(3R-SECOND GUST) EENXPCOLOSUSURREE CLASSIFICATION ENCLOSED INTERNAL PRESSURE COEF. GCpi 11200 MPH E ±C N 0.C1L8OSED 3 . DWEI NT DE RPMRI ENSESDUI RN EASCFCOORR DT HA EN CMEA IWN I TWHI NI NDDFI AONRAC EB URI EL DS II NS GT I NCGO DS EY ,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 iConstruction MCoannsutarul cbtyiotnhebyAmtheerAicmanerIincsatnituFteoroefsTt i&mPbaepr eCroAnssstrouccitaiotinon(A(AITNCS) Ia/NnFdothPeANNaOtiSon).al Design Specification for W o d 2. Bolts, lag screws, nails and other wood fastenings, unless otherwise noted, shall conform to the latest edition f the National Design Specification for Wood Constwction. Standard cut washers shall be used between the wood and bolt I ead and the wood and nut. 3 Joist hangers, ties, clips and connection plates shall be as manufactured by Simpson Strong-Tie Company, lnP. or approved equivalent. Hardware used with PPT wood to be hot-dip galvanized or stainless steel. Hardware exposed to \I eather conditions shall be hot-dip galavanized. 4. bWoor no ed tmr eeamt mb ee nr st tt oh aat na er et ri en t ec on nt i ot anc tl ewv iet hl ocf o0n. c3r ep tcef oi nr amc ac so or dnar yn coer ewxi tpho as ep dp l itcoawb leeaAt hme re rsi ch aa nl l bWe oporde sPsruersee tr rveear tse' dP )) sNsi 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 ivith CCA. 6. Connections not specifically detailed herein shall be per Table 2304.9.1 of the 2012 International Building Cod�- PLYWOOD/PERFORMANCE RATED PANELS 1 Plywood and performance rated panels (oriented strand board) shall be detailed, fabricated and erected in aceordance with DtheesliagtnesStpcerciteifirciaateiosnta(balnisdheitsd SbyupthpeleAmmenetrsic)a. n Plywood Association (APA) including their latest edition of the P ywood 2 Plywood panels shall be identified with the appropriate trademark of the APA and shall meet the requirements :if the latest ei ddei tni ot i nf i eodf wt hi et h Ut h. Se . aPprpordoupcr ti aSt et atnr addaer dmPa Sr k 1o ff ot hr eC Ao nPsAt r ua cn tdi osnh aa nl l dmI en ed tu st ht rei ar lePq luyiwr eomo ed n. tPseol if ot rhme al an tcees tr aetdei dt i opna no ef tl sh i hAaPl l Ab e PBRasPe-d10S8trPucetruforarml-UasnecePSantaenlsd.ards and Policies for Structural-Use Panels, or the U.S Product Standard PS 2 f r Wood3. Rmoooref 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 pcnel m2"a(nnuofmacintuarle) rlu, mprboevridbeloack1i/n8g" ginasptablleetdwbeeetnwpeaennejloeisntds.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 . CP roenf sa tbr rui cc at i ot end Mwaonouda tl r bu ys st he es sAhma el l rbi cea nd eI nt asi tl ei t du ,t ef aobf r Ti ci amt eb de raCn od nesrter uc tcet ido ni n ( aAcI Tc oCr)daanndc et hwe i tNh at ht i oe nl aa tl eDset sei dg int i oSnpse oc fi f itciaet iTo inmf bo er r WtheooTdruCsos nPsltarutectIinosntitbuyteth(eTPAIm) aenridcathneFWoreosotd&TrPuaspseCr oAusnscoicl ioaftiAonm(eAriNcaSI(/WNFToCPAA) N O S ) and t h e latest criteria es ablished by 2. 3 4. RT eemc opmo rma reyn ad na dt i opnesr mf oar nHeannt dbl ri nagc ,i nI gn sot af lwl i nogo da nt rdu sBsreasc i sn hgaMl l ebtea li nP laact ec oCr doannnceec twe di t hWt hoeo dl a tTersutses de ist i o( Hn IoSf) t bh ye tCh oe mTmP I n t a r y a n d Wood roof trusses shall be designed to support the following superimposed loads in addition to the weight of tie trusses TToopp CChhoorrdd DRoeoafdLLivoeadLoad Top Chord Snow Load BBoottttoomm CChhoorrdd DLievaedLLooaadd WWiinndd LLooaadd ((vheorrtizicoanl)tal) 1 2 0 0 p p s s f f See snow design data 1 1 0 0 p p s s f f See wind design data See wind design data Dtheefleencdtioonf tdhueectaonlitvileevleoradshsahllabllebelimlimiteitdedtoto1/11/83060ofotfhtehecatrnutislesvsepradnim. Feonrstirounss cantilevers, the deflection due t, live load at 5 Truss plates shall be galvanized steel and shall be applied to both faces of the members being connected 6 Trusses shall conform to the geometry shown. Minimum lumber size . for top and bottom chord members . shall � e 2"x 4" (nominal). Web member size and configuration shal l be the option of the fabricator. 1 7 . bTlhuee tlri nu es sc mo payn, ui nf accl ut udri ne gr schaal cl l upl ar et i po an rse, tdoe tt ha ei l eSdt rwuoc rt uk irnagl Eonr gsihnoepe rdfroarwrienvgi se wa npdr i os hr at ol l fsaubbr mi c ai tt ioonne. rTehper osdeudcri ab wl ei ncgosP , ya nadn d o n e cc ao lmc uml aet ri oc ni asl gs rhaadl lesahno dw nt ho er mdael sdi gunr af toi or cn edsei sni gt hn evtar ul usess ;mr ee mq ubi reer ds , bt rhaec si ni zgeasnodf dt heet ati rl su snse pc el ast es as ;r yt ht eo leunma bb el er tshpee tcr iuE . ss s, mT haensuef ascht uo rpe dr rt ao wf ai nbgr si c awt iel l , beer er cetv 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 rcucsosr dma na cneu f wa ci t thu rt eh re sdhraa lwl bi neg sr e as np do nsspi be lcei f iP) : ar t ai ol ln s . dt hi me es ne sailoannsd, asci gcnuartaucrye, oafn, da fri teogfi swt eorrekd. Tp hr oef et rsussi osneas l sehnagl li nbeeedr eins itghneeSdt abtye, aonf dI n dt hi aensah. o p d r a w i n g s a n d c a l c u l a t i on s s h a l l b e a r 8. The contractor shall install all permanent truss bracing as shown on the truss manufacturer's shop drawings 9. HI naf onrdml i na gt i oann: dGsutiodrei ntgo oGf ot rouds sPer sa csthi cael l fcoor mHpalnydwl i ni t gh , rIencsot aml l mi n ge ,nRd aetsi ot rnasi ni inn gS, B&CBAr aScCi nSgI , M" Beut ai l ldPi nl ag t eC oCmo np no ne ec tnet dSWa f ee :vi d T r u s s e s . " 10. Securely connect each truss ply required for forming built-up girder trusses 11. Itnrusstasllmweomodbetrrussses within installation tolerances in TPI 1. Do not alter trusses in field. Do not cut, drill, notch, c r remove 12. Replace wood trusses that are damaged or do not comply with requirements. DESIGN 1. Building Code Indiana Building Code, 2012 Edition (2014 International Building Code, first printing, with Indiana Amendments). 2. Soil information: A l l o wCaobnl tei nnueot ubse Wa r ianl gl Fpor oe tsi ns gu sr e ECU q o n u e it i f v w fi a c e l i e i e g n n h t t t f o o lu f f i f d s ri o c pi t r l i eonssbueretwoenentasnokilwaanldlsconcrete footing 3 Concrete: 28 day compressive strength (fc) 4. Masonry: 28 day compressive strength (fm) 5. Reinforcing steel (deformed bars of new billet steel): SWtierrlduepdawndiretiefabric (smooth) 6 Structural Steel: SS tt rr uu cc tt uu rr aa ll tsut eb ei nl gr oml l eedmcbhear sn n e l s ASltlruocthtuerraml setmeeblerorslled plates & angles CAnocnhnoercbtioonltsbolts 7. Non-shrink grout: 28 day compressive strength 8. Live loads: ERS l l o e a o v bf a ot en dGSr al adbe Stairs, grating landings 9. Live Load Deflection Limitation: Roof 10. Risk Category 11 Snow Loads: GI mr po ou rnt da nScneofwa cLt oo ra, dI sP g TE hx ep roms ua rl eCCa taet ge og royr , y C, Ct e UBanlbaanlcaendceSdnSownoLwoaLdoad (Gable Roo0 12 Wind loads: EBxapsoicswuriend speed (3-second gust) 13. 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 le A A cc cc ee ll ee rr aa tt ii oo nn aa tt S1 hSoer ct oPnedr i, oSd 1s , S s SDietesiCgnlaSsspectral Response Acceleration at Short Periods, Sds DSeeissimgnicSDpeescitgranl CRaetsepgoonryse Acceleration at 1 Second, Sci1 RB aessipcosnesies mmi co df oi f ri ccaet iroens ifsatcatnocr ,e Rs y s t e m AS ne ai sl my siics Rp er oscpeodnusree Cu soeedf f i c i e n t , C s Seismic Base shear, V SUBMITTAL NOTES 1125500pcpfsf(a(sassusmumede)d) 90 psf I ft (assumed) O 30 (assumed) See Schedule 2000 psi AASSTTMM AA168155, Grade 60 AASSTTMM AA53600, Grade C AA SS T T MM AA3 3 6 6 AASSTTMM AA33625N 6,500 psi 22500pspfsf 1 10 0 0 0 p p s sf f L/360 Ill 12.01psf 1 1 . .1 0 2 28 2 p ps s f f (leeward) 5 psf (windward) 1C20 mph 12.32.57% g 2 D 1 5 0 ( . . a 8 3 s % % s u g g m ed) C17.0% g 2Ordinary reinforced masonry shear walls E0.q1u6ivalent lateral force 60 kips 1 . Twhi t eh oFuat bt rhi ce awt or ri t tsehna pl l enremi tihses ri ouns oe f nt ho er rSe tpr ruocdt uu rcael Ea nn dg 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 hAeOSf hi l eo sp oorr DE er esci gt ino nD Dr arwa wmignsg 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 sspeor vn iscieb i loi tfyt hf oer Sp trroupcet ur rcahl eEcnkgi ni ngeoefr .mWe mh ebne ra lsl oi zwees da bn yd tchoeoSr 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 st eheonp ddar yasw ai nf gt esr annodt i ct heet od ap treo ct he ee ds,ht oh pe dCroanwt irnagcst owr si l lhbael l rseucbemi vi et df o br yr et vh iee wD eassi gcnh eTdeual me w. Thhi cehSdter ut acitl us r tahl eEensgtiinmeaetresdhqaul l ahnat ivt ye tshceh eo dp up loer tsuhnai tl yl bt oe rdeevvi ee wl o pt he ed parnodp os us eb dmsi t ct ehde dt ou laenadnadpspur ob vmei dt cboymt hmeeDn tess ti og nt hTeeCa mo n t rTahc et o sr .c hTehdeu fl ei n as hl sa hl l oapl l odwr a wf oirnagd e q u a t e rme ivni iemwu amn do fd1e4l i vcearl ye nt idmaer .d aRyesvfi oe rwr et i vmi eewmtai my ev.a rDy edpeepnedni nd gi n go no nS uvboml uimt t ael ac no dmopvl eexriltaypaonfdsvuoblmu mi t tea,l sa. d dCi ot i onnt raalcttiomr es hmaal l yabl l oe w a required. 3. TtohsetaCmonptrEaAcCtoHr issutobmreitvtaielwveeraifcyhingsuthbamtittthael pforilolorwtoingforiswaadrddirnegsstoedth·e Architect and Structural Engineer. The Contractor is A. CB . T T T h h h e e e A s s h h rc o o h p pi t d d e r r c a at w w 's i i nn a g g n d i i s s S r b t e r a q u s u c e t e d u s r o t a e n l d Ethnegilnaeteesrt'sdceosmignm.ents from any previous submittal are addressed. D. The work is coordinated among all construction trades. E. Revisions from previous submittals are clearly marked by circling or clouds. F. Submittal is complete. 4 The Structural Engineer shall return, without comment, submittals which the Contractor has not stamped or which did not mNoeewtothrkesahbaollvbeeresqtauritreedmwenithtso.utTshuecShtrruecvtieuwra.l Engineer's review shall be for general conformance with the design intent. 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 03 3 3 3 0 0 0 0 0 0 0 05 3 1 3 2 0 0 0 0 0 0 05 5 5 5 2 31 1 3 3 06 1753 s s s s S C s S C RC eo inncf or er ct ei nMg iLx aDy eo suitg n s CStornucctruertaelCSotenesltruction Joint Layout AAlluummiinnuumm PBiapreGarnadtinTgube Railings Metal-Plate-Connected Wood Trusses S � Shop Drawings or Product Data is requested 6. The following items require Shop Drawings to be submitted by the Contractor for review of attachment to the Structure: SDSS Metal Stairs SLiOceSnSse=dInStardudctituioranl tEon''gSiDne" ethr einstuhbemsittatatel sinhawllhliicsht tthhee dperosijgenctloi saldoscautseedd. and b e signed and sealed by a 7 . aTchceeCs soonrtireasc, t oard smhi ax tl lusr eu sb,mpi at tpcrhoi dn ug cct odma tpao fuonr dpsr,owp rai et et ar -rsyt ompast,ejroi 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 qi nuge s t e d b y the Structural Engineer and Architect. - - 0 z ....l ;3: .....:i ....l - -< <t: N� 0.. � � - u WCI -:z :r: co >,'.' r � i:i::: µ;,,, Sc � 0 05 µ_. ;3: >-, � r.r.l f-, :5 z -u ' u - z - REVISIONS �Solutions structural engineers g;;1.,'-""'"''-* i(l' l'.ol�l�: • ,,;,;,,, ,, _.,,_, _£ ,..,...,..,. .,.., BID SET © 2025 Midwc.>lem Englneers. Inc 802 \Vc,st Dr,:x1dw/ly Street P.O. Box 295 iool'ootee. Indiana 47553 DATE APRIL 2025 DEslGN ��M� D A ��Perittk J.D.T PROJEC I NOM§tk 2024090-00 1 3 OF FILE NUMB ER 44643 Do Not Use Plan Previews for Take Off
RkJQdWJsaXNoZXIy NjAyODM2