' G1 ENTEhReAsLtructure has been designed for the in-service loads only. The methods, procedures, and sequences of construction caa opr enp cl ti her eedt . er eThshapeso Cng soa inibnt i rel iatdyc tsooufr f tfshi chei aeCl nl ott ansktt rreea nca tlglot nrh. etSco eu sspaspfaoerrl yyt i npsgruepf copar omur ttwi ot ohn resk dt fooe ramdt ha aei nntcdaoi nsn ucapr needt rei mecnopsnoussr teer dut chl otei ao i dnn st se whg arhi l til ycnhoo wft t bi hl leebrseet mrsuuocbvt useer deq bua eet fnaotl rll ye t h e stages of construction. 2 All work shall be performed in accordance with the Indiana Building Code, 2014 Edition (2012 International Building Code, first printing, with Indiana Amendments) 3 . Wa nhy eer rer onreswo rwdoi rskc ri se pt oa nbcei ef ist t et od t thoe oSl dt r uwcot rukr, atlhEe nCg oi nnet er ar cpt or i ro rs ht oa ltlhceh feacbkr i ac lal tdi oi mn eannsdi oenr es cat inodn coof nadni yt i onneswi nmt eh me fbi eelrds, a n d r e p o r t 4 Do not determine dimensions by "scaling" off the plans. The Contractor shall accept all risk associated with "scaling" and sshhaallll bbee rdeirsepcotends,ibinlewforritianlgl ,intaodtheequSattreucwtuorraklrEesnuglitninegert.herefrom. Questions regarding missing or conflicting dimensions 5 . Ea pxpi srtoi nvge dmnaet ewr i aml sa tteor ibael or ef me qouvi veadl eanntdqrueai nl i st yt aal lnedd aapsppeaarrtaonfcteh iast ct ho en t Cr aocnt ,t rbauctt obre' sc oemx peednasme a g e d , s h a l l b e r e p l a c e d w i t h 6. dAu\Iswt.odrikrtsahnadll dbeebpreisrfaocrmcuemduwlaitthioonutshdaalml baegemtaoinatdajianceednat treatllatinimeedswork. Adequate protection of areas nearby work against 7 Principal openings in the structure are indicated on the structural drawings Refer to the architectural, mechanical, seo itl deh ece tr drwi icmi as eel , n. aTsni hodenpl olourcmda bti ai ionmngeodt fer asr lwoe fien1vg0essi nf oocrrh soe l pse eeonvr i enl esgs, sscnusorhbt assl , lh inonowst enrreti nsq, usei t rrt ecu .cant duodr tai t hli oemnr eea mil nf rbianemdr si i cnsaght eaodlr l . rbeOei npaf eop nrpci rneogmvseedi nn tb,syul ant bhl ese swSs it tnrhuocat et umdr aa l x i m u m Engineer. 8 The Contractor shall relocate all utilities which interfere with the proposed construction. Service shall be maintained at all times during utility relocation unless otherwise noted. F1.OUENxDteArTioIrOfoNoStings shall bear 3'-0" mrnimum below finish grade and shall bear on undisturbed soil. 32 . . FFbs hyooa u u a l n n l q d d b u a a e a t t ii f l o o o if n n i l e lo e ad w x n G e c d a d e s : v o o a t i e t ls i c o h r n e n sl i a c s t a h el a d E l l w n b g o e i r n k m e s e a h r d . a e Ill f t b t o h e e p p la ue n n rf d e o e l r e r m l v y e a tn d t g i o u n s n s o d . i l e s T r h a th e re e s f o d o i i l u r e c n c o d t n t s d o u i t bp io e e n r u s v n is b a i e o c n n c e e o a p f t t h a a b f q o le u u , a n o l d if n a ie e t d i o o n G f s t e h s o e h t e f a o c ll l h l o t n h w l e ci n a n l g b E e p n r i g o ni c s n e p e d e e u c r r te e d s A. Remove the unacceptable soil and backfill with an engineered structural fill in accordance with the inspecting Geotechnical Engineer. B Lsyoswteemr t.he footing to an acceptable soil. Contact the Structural Engineer for potential modifications to the foundation 4. eSluebmger an dt se ws ht riuccht uprraolvei dl eeml aetnetrsa lsruebsj ter cati ne td ht ao vdei f fbeer ee nn tpi al al lcaet edr aa lnsdoai ll lporwe es sd ut roe csuhr ae l lf obreaamd ei nqiumaut eml y obf r7a cdeady su.n t i l t h e s t r u c t u r a l 5 Excavations for spread footings, combined footings, continuous footings and/or mat foundations shall be cleaned and hand ct aomn dpiet ido nt of rao mu ndi fiosrtmu r bsaunr fcaec, er.aFi no, uf nr edeazt ii on ng , eextcca. vSaut ri of ancsesrhuanl ol bf f es ha ad lel qnuoat tbeel yapl lroowt eecdt et od ae gn at ei nr st ht ed eetxr icma ev na tt ai ol nc h a n g e i n 6. Fr eopuonr dt eadt i ot on tchoenSd ittriuocntsu rnaol tEe dn gdi nu en en rg acnodn sGt reuoct tei ocnh ,n wi c ha il cEh ndgi ifnf eerefrr obme f ot hr eo sf ue r dt heesrccr iobnesdt ri un ctthi oengi es oat tet ce hmnpi ct eadl r e p o r t s h a l l b e 7. Center all column and wall footings under the column or wall above unless otherwise indicated CONCRETE 1. RReeiinnffoorrcceedd cCoonnccrreettee h(aAsCbI e3e1n8)dbeysitghneeAdminearicccaonrCdaonnccerewteithIntshteitulatete(sAtCeId).itions of the Building Code Requirements for 2. Slabs-on-grade shall be constructed in accordance with the latest edition of the Guide for Concrete Floor and Slab Construction (ACI 302.1R). 3 . PMc ur i oxr i pinnoggr , tsi tohr naa slnl scf pooronrNf toi onr rmgm, taaolnwtdheepi gl al hactt ei cnsogt noec fdr eci t tiooennacsrneodt fet thhseeh SaSl tl taacnnoddnaaf orrddr mSPprt oae cct hti fi cei ceal atfit ooernsCst eof odn rict Sri oetntr euocCf t utuhrr aei nl SgCt (aoAnnCcd raI e3r td0e 8P( )Ar aaCcnItdi 3c t0eh1ef )o. Sr CSt aeonlndecacrrt eidnt eg Specification for Curing Concrete (AC1 308.1}. In case of a discrepancy, the plans and specifications shall govern. 4 . Uc onnl ef osrsmni no gt e tdo oAt hSeTr Mw i sCe3, 3c, oanncdr eTt ey pseh aI lol rh aI l lv Pe onr at l taunr da l Cs ea mn de fni nt ec oangf go rr emgi na gt e t oa nAdSnToMr mCa1l 5w0e. i gT hy tp ce oIal l r Ps eo rat lgagnrde gCaet me se n t s h a l l nsa hon ata l lbl y eisneudssi ceoadf t ef i i nnpemr oaapnsodsr t ci cooonansrcsbr eey t aewg. egTi rghehegt a, Ctweo asn t, t er sar t-cact neo dmr aserhdnat dl rl eas vt ui ioba , tmi soi l ntu ama mnp a, i xl ay l sdr i esc s, o i ang ntnednf ort ,er sqe yuani cr t ehh dep t ari cov pef i obr aseger eds i csz lt ear esansng dot hf qcauonandnct dri teyot , ce us. imMe vei xen tdaet i soi gn nosf farvoemratghee Ssttrreuncgtuthravl eErnifygiinngeecrompliance with ACI 318. The Contractor shall not vary from the mix design without approval 5 . FUf ol nyr l teahssesh p, nrwoo thpeeednr t oi uet hss eeordf w, t ishsheea. sl fl pl yceocani sf fi hoc rmfml ya tayosbAheSuuTsseMeddCaa6ns1d 8at ,opToayzcpzceoo luCa nn. t Ct f ooo rnr etchpr eel at sec pemeaci xi pf ei ocs r pt ui rosoni pn oeg fr ft tl i hye esa sPo hfo trsht hl eaanf l l ldy bCae sephmr oceopnnot cr i t nri eo atneec dt oh ntuocs raect ec omu inxt . r p e e s r u c l e ti n n t g. The ratio of the amount of the fly ash to the total amount of fly ash plus cement in the mix shall not exceed 25 6 . aW5 di anmtcei hxr et- urser edf osur.cmi n igx easd mc oi xnttuari en si n gc own af ot er mr - ri ne gd ut oc i nAgS Ta dMmCi x4t u9 r4e ms aa ny db e5 ut os e8di ni nc ht he es cf oornmc ri ex et es mc oi xn dt aei ns ii ng ng . hMi gahx ri ma nugme swl ua mt e pr - rsehdaul lc bi neg 7 . AE .n g aTc gueersetadi n qgc uoaamgl i epf i neo cds yi tt eet osst bai nemg rpael egs sep noacnr yes i btcoluepr efeodr rf oi npr rmao cvfci i deoi l nrddgat ecnsuct rsei nwagni tcdho pAnrtSea pTi naMer er Cf to3er1s ct/ iCon m3g 1paMon s.di t ien sspaemc pt i loens roenp oSr ittse a n d v e r i f y i n g t h a t f i e l d D C B. c mT T T o e e e a m s s s nt t t p u i i nn r l f e g g y a p c w a ao t g g u ir t t e e r hs e n n C r c c w o y y n i t s t t o h h r i a a n im c l l 4 t m r 8 D e e p o hd o c o i u r a u t m t r e r s e l e y s o n uf r t e s l i t n p . s s o o p r f t e t t c e o t s io A t n s rc s a h a n it n d e d c in t t , s e C p s e t o s c n . t ti roancst ,o irn, awnrdi t i nc go ,n tcor eOt ewmn earn, uAf ar ccht ui t reecrt ,aCn yo nf at ri al ucrteo ro, f aWn do rcko tnoc r e t e to include reporting requirements of ASTM C31, ASTM C39 and ACI 301, including the following as aba p.. p l iPNc raaobmj el eec ttoonf aet emascet hi n tge sa tg ae nn dc yi n s p e c t i o n ecd ... NDN aaa mtme eeasno daf nct odi mncceer oret fti gei ni cmsapat ienocuntfi aon cnut,musrbaeemr r. sp loi nf gf i,eal dn da nf ide l 1da bt eosr at i tnogy. t e c h n i c i a n s p e r f o r m i n g i n s p e c t i o n s a n d t e s t i n g . f. i h g . . . L DDoaactt eea t aai onnndd i ntt ii mmWeeosor kaf mcoofpncl ecornwectaer se pt oel abrcteaepi mnr eeesdne. t .n t e d b y s a m p l e s . Truck and batch ticket numbers. j Design compressive strength at 28 days. Ik.. FC• ioenldcrteestet rmeisxutultrse. designation, proportions, and materials • • SCA li orunmCc opr ent tteeesnTt t eppmeer pr AeASr SaTTt uMMr eCCp12e43r 31A S T M C 1 0 6 4 m. n. ItTneyfmop rpemeorafat fit aou cnr et uosrnedsuatroni nrdag cgi oen mi tai apnlrdec csuuer ireni nigvgepoebfrriseoaadmk. sp tl reesnbget hf osr ea t t se es vt i ne gn , di na cy lsu da inndg 2c 8u rdi nagy sm. e t h o c a n d m a x i m u m a n d m i n i m u m 8 . tCCa o3k n1e cn rEfeoat rec hec aoscmeht pdsr hae asy ls' sl i i vnpeco l usu trdr eoe nf ogantphep rtseepsceti sac bi msl heeasnl l i zt beees atpeneddr f afoot r rm7 e eda dac yhi ns 5, a02c ccs uop rbediccai mny caeerndsws ti ti enhs aAt ecSdc ToaMr t d 2aC8n3cd9ea. ywOs i nt ahent sdh eeot nl oaeft esssppt eeeccdi i mmi t i eoe nnn sroesf t hAaaiSnl l TebMde i n reserve. These test cylinders shall be laboratory cured. 9 . caWun hrdi enangn tphaeedr di aoi mtdi o, bni ti easnl hst aet el tl mbo efp ceporl aan tccuer redet eai snt eedsxct pucerycel ti dne ddi net roascf asc hol l arbdl leabl noecwem4wa0 di t deh e. t ghTrehe eel assteedscutyr eli inndgdi t eit ohr nse osc hfo aCu l rlosbl ede oWsf t eao ar cet hodeni rcmrCemot een dcpiroaeut tei rnl yog ra( sdAuj CabcI se3en0qt6utReo n,) t caynldincduerresd. under the same conditions as the building concrete. Special curing boxes are not permitted for these test 1 0 . crCaoodnni cacrt rei oet ntee, t ome rsi xth eci gdy hl, i ntwrdai ennrdsssp soshrhtaeal l dl l b, cepo l mna fcoaerddme, . at Tonhdt he ces uel raect yed l si unt ndedederi str i ocsnoh nao dlf l i Hbt i oeo nt ssWt ooer f eahdt i hgi mehr maCmeodbn i i caertneet tl iytneagmd( jpAaeCcr eaI nt3ut 0rt 5eo R, , l a)o nwa dn hdcuuamr nei dda i dtuydn, i dtsi oeo nrl aat rhl es es t a omf e 11. c Smo l e u nt m d hi o p ti d o t s n e , s s c t s ao s n s c h th r a e e ll t e b b u e fo i l m d r i t n a e g d s et c c o p y n r l i c i o n r r d e t e t o e r s . a S n a p d n e d fo c s i l a l l o u l w m c i u n p r g i t n e t g h s et b s o a s x d h e d a s i l t l i a o br n e e o nta f o k p t e la pn s e a t r i m c t i t z i h t e t e e r d s p .o f o W in r t h t h o e e f r e s fi e n c a o te l n p s c t l r a e cc y t e e li m n is d e e p n r l t a s . c . ed by pumping 1 2 . Wwt h oear t koeapr bt si loehnaml ol i f nx t ohwt ei bt hCeooaundt t drt haeecdt oat ord dst hiut ei bo J nce ocont f ct wor eat thteee raaat ptt hpt her oeJ vOj aob l bso isft ei tt he. e.T ThShet reCu ucotsnuetr raoal fcEpt onl argsi i snt i ecr eiezsre.pr osF,norsl el i obt awl er dtf hao enr tcrsoe aoc nor dmdi nmoat het i enn rdg aaatdi odpni ut si vmoepfs at shbhel ea l al nb de a t 1 3 Pml aa nc ue f ac oc tnucrreert ef oirnt haempar no pn ee rr su os ea so f t oa dpdr iet ivveenst. sUesger eogf actai ol cni uomf t hceh l omr ii xd.eDoer l ao yt hfel or acthi nl ogr iadnedbter oawr i negl l i nsga l tospiesr aptrioohnisb iut endt i.l t h e sPc uol anr fccai rnceget esCshohanascl rll eocstoetn)s.f ou rr fma ct oe wt haet el ar t es hs te ee dn i toi or nasl l of rfeAe CwI a3t 0e 2r .. 1DRo annodt sApCr i In3k 0l e4 fRr e(eGcuei dmeefnotr oMnetahseusr il na bg , sMu ri xf ai ncge, . TFri an ni sshpi no gr t ionfgsal anbd 14 Where an epoxy adhesive is specified for bonding plastic concrete to hardened concrete, it shall conform to the latest Aeddihtieosnivoef t(hAeCSI t5a0n3d.a2r)d. Specification for Bonding Plastic Concrete to Hardened Concrete with a Multi-Component Epoxy 15. MaAt.aai nmUt abniifneonrcmtotneecdmreSpteuerrafi natucareesms-oaci bsotomcvoepnl y5d0witidiotehngAfroeCreIas3t. 0le8a.1st 5 d a y s at ambient t e m p e r a t u r e s a b o v e 7 0 degrees, and at l e a s t 7 days B. F F CW o o u h r r r mm e in n e g e f d do c o r s s m u u m r r s p f f a ao a c c u r e e e n s s d r e s - s h m c o a oo r l m l v m b e p o e d ly i s c p w t u r u i r i o r t e h e r d A t r o e b C t y t e h I l n e 3 e t a 0i e o v 8 n n i . n d 1 c g o o f f v o t e r h m r e s s c s u i h n r a i p n ll l g a b e c p e e u . r s i D o e d u d, r i f a n o p g r p a h l l y o l t n c , o u d n r r i - y n f o g w r c m e o a e m th d p e s o r u , u r k n f e a d e c t p e o s f t . o hremesxmp oosi setdbsyusr fparci neksl i n g . 1 6 . eAo xtl hl pei nor tseteyr dpi oesr uso rlf af asbcl ispe ssr hesashli lsa rtl lea rcneet c) i vef i einvi eas hah" a. " rsAdml l " oft or oor tmwh eef ol der dms uf i rfnif nai si csheh" s." . EnCxoott ener cixorper otsesl aef ibdnsi ts,ohs pei dusebswl ihcaal vkl l iseb, wea nas dsh adsl tel orf oienpcesedi vsi nhe aAal l C«r reI oc3ue0gi 1vh.ef oar m" b rf ionoi smh �(, o r 11 78 . PP rr oo tt ee cc tt ft ihnei schoendccr eotnecsr eutref ascuer fbaectewsefer onmf i ndi sahmi nagg eo,preariant,i ohnasi l ,ornu nhnoitn, gd rwy adtaeyr ,soot hr earniyn jtui mr i oeupsl aesf ft ei cc st sh. r i n k a g e c r a c k s c o u l d develop by using wet burlap, plastic membranes or fogging 21 90 HC oo rni zs ot rnutcatli oann jdo ivnet sr t iac na dl /j ooirnct so natrrea cntoi ot np ej or imn tist t eadt lionccaot inocnrse toet hceorntshtar uncwt i ohne reex icnedpi ct awt ehde rsehianldl ibcea tseudb. m i t t e d t o t h e S t r u c t u r a l Engineer for approval 2 1 . Capopnrsotxruimctaiotenlyj o1i n/4t si nschhalllebaev ipnrgept haerecdo nbtyarcot usguhr feanci ne gc ltehaencaonndtafcrteseuorffalacietainncaen. a p p r o v e d manner t o a full amplitude o f 22. cCoornnterorsl ,joainndtsasthoatlhl ebrelomcaadtieonins csohnocwrnetoensltahbesp-olann-sg.rade at major column centerlines, at points of discontinuity, at reentrant 22 43 . PT hr oevCi doen3t r/a4citnocr hs hc ha al l mv ef er irfsy ot hneal lol ceaxtpi oons eodf scloerenveerss, oofpceonni ncgr est,eeemxbceedpdt et hdo ist eemasb,uet tticn.gamn da ssohnarlyl e n s u r e t h a t t h e y a r e i n p l a c e prior to the placement of the concrete. 25 Earth cuts shall not be used as forms ("bank formingn) for vertical or sloping surfaces unless otherwise approved by the sSitdr eu sc teu xr aploEsnegdi nt oe eera. rWt h ht oe raecbcaonukn tf of or mr pi nogs si si bpl ee rsmo ii lt tceodn, ttahme icnoant icorne tdeuer ilnegmceonnt csrheat el l bp el a ci necmr eeanst .e d a t l e a s t 3 i n c h e s o n a l l CONCRETE SCHEDULE CLASS A B C E f' C 3,000 psi 4,500 psi 4,000 psi 4,500 psi REINFORCING STEEL CONCRETE SCHEDULE MIN. MAX. AIR CEMENT: WATER/ CONTENT LB/CY CEMENT: (SACKS/CY) RATIO optional 423 (4.5) 0.58 6% ± 1.5% 611 (6.5) 0 45 <3% 517 (5.5) 048 6% ± 1.5% 611 (6.5) 040 PCLOA NC CE RMEETNET wall footings wa nadl l sc, oel ul emv na t pe od sst l af obo, t si nt ag isr st e o in x o e t t p e e x s r r p i i , o o o c r r s u e s s r d l l b a a s b b to , s s & - • d o o e s n n - i - • i d c g g e e r r a a w rs d d a e e lk , s REMARKS sy(1n.t5helbtisc/cfiybse)rs sy(1n.t5helbtisc/cfiybse)rs 1. Reinforcing bar detailing, fabricating, and placing shall conform to the latest edition of the following standards· CS op en cc irfei ct aet iRo ne si n ffoorrcSi nt rguSc ttuereal l l Cn sotni t curt ee t' se Rf oer i nBfuoirl dc ii nn gg sB(aAr CDI e3t 0a 1i l i)n, gAaCnI dDPe ltaaci l ii nn gg MR eainnuf oarl c(i Sn gP 6B6a)r. sTmh ea yl aat el ssot ebdei tui osnesd .o f 2. Pstreoevlidsehasltl abnedtaierdd btoarpcrehvaeirnst, dsilsapblabcoelsmteernst, dsupraincgercso, nectcre. atesprleaqcueimreedntto. maintain concrete protection specified Reinforcing 3. SRteruincfoturrcaelmEenngtinbeaerrs shall not be tack welded, welded, heated or cut unless otherwise indicated or approved by the 4 . WW ee ll dd ii nn gg oSforcei ei nt fyo Sr cteamn deanrtdb0a 1r s. 4, wEhleenc tar opdper os vfeodr sbhyotph ea nSdt r fui ec ltdu rwa leEl dni nggi noeferre, isnhf oarl lc ce omnef on rt mb at ros t hs he al al l tceosnt feodr mi t i otno oAfSATmMe rAi c2a3n3 , Class E90XX. 5. Synthetic fibers shall be used for temperature and shrinkage reinforcement in concrete slabs-on-grade. Synthetic fibers tsi nhhteraolmldbui xec edvdei rsgi ingi ntno(, ntihnoecnl-mur dei xicnyagct ltethhdee) fnpi byl ael onr ntsiionz reapcaocnl oydrpdqr aounpacyneltei tnwy e, i tthfoi bttheheres mSc toar nnu fucotf uramrcati unl rEgenrt og' si nAr eeSecTor Mmf o mCr a1ep1np1dr6ao,tvi oTanyl psp.er iToI lhrl . et FoCi bcoeonrntssr atsrchut oac trl li osbnhe.aTl l hseu b m i t C o n t r a c t o r s h a l l t a k e a d e q u a t e m e a s u r e s t o m a n a g e a n y d r f f i c u l t y i n c o n c r e t e f i n i s h i n g a s s o c i a t e d w i t h t h e u s e o f t h e f i b e r s . 6. C35o0ncwriethtethceovmeor sotvsetrrirneginefnotrrceeqmueirnetm, uennltessgsoovtehrenriwngis.e noted, shall be as specified in the latest editions of ACI 318 and ACI 7. Unless noted otherwise, splicing of reinforcing bars shall conform to the latest edition of ACI 318. BAR SIZE #3 #4 #5 #6 #7 #8 #9 # #1 1 1 0 CONCRETE REINFORCING STEEL LAP SPLICE SCHEDULE TENSION SPLICE COMPRESSION TOP BAR OTHER SPLICE 21" 16" 12" 28" 24" 15" 35" 30" 19" 42" 36" 23" 49" 42" 26" 56" 48" 30" 63" 57" 34" 76" 66" 38" 93" 72" 42" 8 . isHnpot ear riczsi one ngc tt aai olsnbtsah rei ns hsi nourcwi zhao lanl st w. a l mar yea i tsnhofaont rr ycc ionbngot ni mnduai btyye bai sempssru, obavsni dt di et ucdt oet nhd tr i fonouur got hhu est hbweeajnlol t i fnpot o.o rtSti ni oegpnsaorsfahtt aeh l el c boc eor nnbet ei rnnbut aoarutsscobof rant rheser. ss aa mn de s i z e a n d 9. iUcnoncr lhneeessrssbnoeofyt veo edn rdot i ctchaoelr rnhweei risgse.h, t porfof svei dt se i 2n- #c 5o nbcar rest e( own ael l es .a Pc hl a fcaec eb )a rasr opuanr da l luenl ftroa mt h ee ds oi dpeesn oi nf gt hs ea no dp edni ai nggo na an ldl y eaxt t er en ed n2t r4a n t 10 The Contractor shall prepare detailed working or shop drawings to enable him to fabricate, erect and construct all opf onar retdsbe losuif egt nhl i enc eowncocor ekppyi nt st oaoct nhcl eyo .r SdTtahr nuecc Cet uowr ani ltt hr Ea tnchgt eoi nr desr eah rwa fl il onbrgerseraveni sedpwos npp srei i ocb ri l fei t cofaoft ari obanrl sli cdaai mtni odenns. shTi aohHne sss ,ue abscmhciout proandcerya, rwea ipnnrdgo sdf i tuwoci lif bl wbl eeo cr rkoe pv yi e awnedd B A . . w I a I n n r e c c ra l l l d u u n d i d n g e e g e m b p sl a p a e r l c n ic s i t n e , iz g s l e o , d s c t , r a i e a l t e iw o s n i p n n g a g t o h c s f i s n s t , h g p m a l , i c t h a e do te s e o r , t p i a a l ei s l l s n p f , g a a g t b c h r r i a s n ic d g o a e , f t s i a o la , n n b p d , a s b s r p e u s l n p i c c d p h e i o e n s r g d , t s , u d l a e f e o n t s a r d , i c l s s p o t l i n o a rr f c c u r m e p e m e t s e c e p h rn a e a t c . i nni nifcogar, cl besepmnl ietcnebta. crodui pa lgerrasm, dse, tbaai l rs o f 1M.ASONRY 2 3 5 4 . 6. 7. REnegqiuniereemreednctsonfocrreMteasmoansryonSrtyruhcatusrbeese(nACdeI s5i3g0n/eAdSiCn Eac5c)o. rdance with the latest edition of the ACI Buildin Code C53o0n.c1r/eAtSeCmEas6o).nry construction shall conform to the latest edition of the ACI Specifications for Masonry S ructures (ACI CMg reoamrdt eae rnastn-hldi amtl lyebp wee i Stt yh poaeubtoNav i efroergnri nat rtdaeeirn.i omMr enonor ttnas-r lhosaahl lda bl bl ece oau nsr i fenodgr miwn attohl l set hmFe oor err tqeauxr it rmeer imi xo. er na tnsd ol fo tahde bl ae taersi nt ge dwi tai ol l ns , omf Ao rSt aTr Ms hCa2l l b0e. Pt yopret l aMn db e l o w PCroonvt irdaec tsotrasnhdaalrl dc os op radci en rast e, ewt ca.l lacsornet qr oul i rj oeidn tt ol opcraet vi oennst wr ei itnhf ot hr ce i nagr cshtiet eecl td. i Us pnl laecsesmo et hnet rdwui sr ien gs hgor owunt op lna cder amwii nn tg. s , c o n t r o l j o i n t sPpr oavc ii dneg rsehi an lflonr coitnegxscteeeedl i n2 5v' -e0r "t i coanl cceotrneesr aasn di n ds ihcaaltl ebde. pI nr oavdi dd ei t ido na,t pornoev isdi ed er eoi nf fwoar cl li nogp esnt ei negl si n v e r t i c a l c o r i s o n e a c h s i d e t R o o f e g a i e n ll t f h o o e r p c r e . i n nginsgtseealntdapeascphlicceosrninercoofnaclrlewteamllsa. sGornoruyt schoarell sbewiaths rinedinicfoartceidnginsttheeelfsoollolidw.ing table. All splices st all be wired MASONRY REINFORCING STEEL LAP SPLICE SCHEDULE rm c 2,000 psi BAR SIZE #3 #4 #5 #6 #7 #8 8" CMU 1 '-0" 1'-3" 2'-0" 3'-6" 4'-9" 7'-0" 10" CMU 1 '-0" 1'-0" 1' -6" 2'-9" 3'-6" 5'-6" 12" CMU 1'-0" 1'-0" 1 '-3" 2'-3" 3'-0" 4'-6" 8 Masonry cores (where specified) and bond beams shall be filled with coarse grout conforming to the requ rements of the laagtegsret geadtieti,oannodf aAnST8MtoC1417in6cahnmd ahxaivminugmasmluimnimp.um 28-day compressive strength of 3,000 psi, 3/4 inch miaximum 9. TBheearminginsimfourmbebaemarsin, glinletenlsg,thjosishtasl,l ebtec.8sihnaclhl ebse ubnolnedssboeathmerswoisr ehoinlldoiwcamteads. onry units with cores filled solid with grout 10 . FPororvsipdaenhso:ts-; d4i'p•0-g"alvanized brick lintels as follows unless noted otheiwise: F F F o o o r r r s s sp p p a a a n n n s s s > >> 6 8 4 ' ' ' - - -0 0 0" " " , , , : : :s s s ; 6 8 1 ' ' 0 - - 0 ' 0 · " 0 " " L31l2 X 3112 X 318 LLL 567 xxX 343 x11 /1 322 1 8xX (33L// 88L V(( LL) LL VV )) All brick lintels to have 8-inches bearing, each end. 11 The Contractor shall prepare detailed working or shop drawings to enable him to fabricate, erect and con: ruct all parts of tcohonepl yyw. Tot orhktehi neC aoScnt rct ur oacrctdut aor nar cl s Eeh anwlgl i it bnh eet ehr ere sf odprroarnwesvi inbi egl ews f apo nrr i doa rl sl tpdoei mfcai ebf i ncr i asc itaoi otni nossn, .aaTcn hcd eu ssr aheca syl l h, soaupnbddmrf iiatt woo inf newg sor er wkp. irl ol db ue cri eb vl ei ecwo epdy faonr dd sn i eg nb l cu oe nl ci neep t s STRUCTURAL STEEL 1. SSB utt rr iuul dcci ttnuugrr aas ll aSsnttedeeeBl l rdBi deugt ialedi lsii nn. gg s, ,f aAbl lroi cwaat i bo lne aSnt dr e es rse Dc tei osni g sn haan! I dc oPnl af osrt mi c Dt oe tshi ge nl ,a taensdt et hdei t iAo nI SsCo fCt oh de eAoI Sf CS t Sa npdeacri df i cP, iaocnt i cf oer f o r S t e e l 2. sShteoepl pwahinicthingwisllhbaell ebxeptoosuecdhetod•wuepaathfteerr sehreaclltiboen hisotc-odmippgleatlveanized (G90 finish). All abrasions caused by handling after 3 . Dt( haeel l sobi wgenaa bmcl eo l nosnat redecsct i soa npd sae csni i tgoy nt asmsh oeg wti hv noe dni n) i . naDct hec eso i rgAd naI SnsCci meUpwnl ei i tf hos rpt mha enL l ona aot edns- Ctc oAo mInSspCt oa snSi tt pse efbcoei rf iacBmaet ai comon nsan Lne adc t t eMi or ana lsnl yunaSol ut opsf phSoo t rwet een dl t Cot aosbnul i tspr . uo cCr tt oi oonnnnee- ch t ai ol f n angles shall be double web angles, 5/16" minimum thickness. 4 Unless otherwise noted, bolted connections for structural steel members shall be bearing-type using 3/4" iameter ASTM A325 high strength bolts with standard 13/16" diameter holes tightened to the snug tight condition. 5 . sHAu3i gr2fha5 csoet rrseAno4gf 9tsh0l r pbB-oocl trl tei st di c, aac lpo- tpnyrnpoeevce(t Si do Cnb s)y cst ohh nea nl Rl ececost ni eof ano rsr cmsh ht Coa ol lt humen ecl aei l tt oet nsh teSemt dr ui i tnci oi t mun ruoamlf Ct hr oeenq Snu epi r cee tcmi oi f eni cnsat tsoi of f not hr feoa rECSnl tagr siunscet Aeu rr sianul grJf oFa i ocneut hcdUoanst dii noi tgni o. AnFSa( mTy iMne ga n slip coefficient not less than 0.33). 6 . WC oedl deisn gf opr :r oSct ee ed ul Ar eNsSsIhI AaWl l cSo nDf 1o r1matnodt hSehleaet et sStt ee edli tAi oNnSoIfI At hWe SA mD 1e .r3i c,aannWd Re ledi innfgo rSc oi ncgi eSt yt e' se(l AAWN SSI)/ ASWt r uSc tDu r1e 4I W e l d i n g 7 . seWhl eeacll dlt r ebo ded ecpsoe. nr Ui no enr mcl et eisodsn soo tnuhl yse i rnw, . gv hi seAerSenTsoMht eodAw, 5no7 t 2ah neadrn wtdoeAtl hd9 ee9 d2e xcs tot eennent l ei ancsdt i oi acnabst aessdhe a ml l be tea ml s ah da el l wb ei t hmr ae dg eu l wa ri t Eh 7E07X0XX Xe l eL co twr o Hd aV sd .r oWg eenl d i n g 98 .. FTiheel drmdarilllceudt thi noglesshsahl lapllrbeef erreaabml y ebde, dcolenaenbeyd manadc hdienbeu. rHreadn dprtihoer rtmo aalsl ysecmu tbelyd goef st hwe hciocnhnweicl lt iboen .s u b j e c t e d t o substantial nsg toor tuecgshse- ,sf r oegrer wet aoht i eac rhr taahdar ei nu st 3o o/ 1hf 6aa"vt etl he waa tsertl ed1m/m2a"ei. nt a fl r do emp oc su it tt ei ndg osnh tahl l e bme, rsehma lol vbeed r eb ay sgor ni nadbi nl yg f. r eRee -f er onmt r annot t cc oh rense or sr gs oh au lgl j b: l se. sNhoat pc he ed s o r 11 01 .. SP ua ri nf at coens swu irtfhaicne2s" aodf j aa cney nf ti etlod jwo ienltds st oh abl el bf iee lfdr ewe eol df emdast ehrai al l l sb et hwa ti r we obur ul ds hper edvteonrt epdruocpee rt hweepl dai ni ngt foi lrmp rt oo dau cmE nt oi mx iucmf u m e s 12. aw S s p h li t i l o c e i n l w o g c e a o ld t f i i o n s n t g r , u is t c y tp b u e e ra in o l g f s s t d e p o e li n l c e m e eamndbceorsnnwehcetrioenntoot bdeetmaialeddei.s prohibited without the prior approval of the Struc ural Engineer 13. 1T'h-4e"mfoinr ismpuamnsbgeraeraintegrltehnagnth8'f-o0r".all steel beams bearing on concrete or masonry shall be 8" for spans 8'-0 or less and 14. sUtneleelsbseoatmhesrwbeisaerinnogtoend,cpornocvriedteeaor5m/8"asthoicnkryssteueplpboertasr.ing plate with two 1/2" diameter x 0'-6" stud anchor at the ends of 1 5 . tThhee wCoor nk tirna catcocr osrhdaalnl cper ewp ai t hr et hdee tdari laewd i nwgosr kai nn gd os rp es chiof ipc adtri oanwsi nagnsdt os heanl lasbul eb mh i mi t ot no ef ar eb pr i rcoadt eu,cei br leecct oapnyd acnodn s( r u c t a l l p a r t s o f l e blue line coonplyy. TtohteheCoSntrturacctutorar lsEhanlgl ibneeerresfoprornesvibielew fporrioarlltdoimfaebnrisciaotniosn, .aTchceusraecsyh, oapnddrfiat woifnwgsorwk.ill be reviewed for de ign concepts NON-SHRINK GROUT i 1 Gro . ut shall be a high early strength . , non-metallic, shrinkage resistant (when . tested in accordance with the atest edition of ieAmdSpi tTirooMnv iCon f8g A2c7So Tmo Mr pCoCuR1nD1d-0sC7. 6 a2 n1 d) , cpor ne tma ii xn ei ndg, Pn oo nr t-l ca on rdr oCs ei vme e, nn to, ns-i sl i tcaai nsi na gn dpsr ,o sd hu rci nt kc ao gn ef o cr mo mi n pg et no stahtei n rge qa ug ier en mt s eannt , fol uf itdhi et y l a t e s t 2 Grout compressive strength tests shall be performed in accordance with the latest edition of ASTM C109, With a restraining plate placed over the molds 3 Grout shall be mixed and installed In accordance with the manufacturer's instructions. COORDINATION WITH OTHER TRADES 1. The Contractor shall coordinate and check all dimensions relating to architectural finishes, structural frami g, mpreoccheaendiicnaglwopitehnwinogrks,ineqaunipamreeanut,nedtce.r TqhueesStitorunc. tural Engineer shall be notified of any discrepancies befor ALUMINUM TUBE RAILINGS 1. cDoenlesgtrautcetdioDn.esign· Engage a qualified professional engineer to design railings including attachment to building 2 . RaAn.adi l i Usn tgnr sei f,so isrnmecsl ul owdaii tndhgionaf lt5itma0ci tl hbs mf /af etn nad tputponl idebeduri il cnd oi nangndyict iodoni nr sestcrituni ocdnti ci otaont ,et sod hp: ar lal iwl oi t fh hs taannddr at hi l e e f f e c t s o f g r a v i t y l o a d s a n d t h e f o l l o w i n g l o a d s B. Concentrated load of 200 lbf applied in any direction to top rail of handrail. C Uniform and concentrated loads need not be assumed to act concurrently. 4 3 . . A P n H o . r a o t n v l Ed e id r s x a e s t i r l u a th s l d l y a o e s n y d t e t a s h m n t e r d u s s c t h t e t r a u e m l r n l a p bg l e e t p h r i d r p a e e e n c t d a a oi n m l d e d u d m r r a t e o o b n u i a d n li l t e d l y o d t w p u b r b o y fo i n p a r g e l t u: r h t m A e ie r S i s m n T u o a M m f l a m 8 p llo 4 o ro y v 2 d e 9 a u m , n c A d e e l n r l t o e t a s wmn f d 6 p ro 0 e f m i 6 r n 3 d is a e - h m s e T i b g r 6 i n e f , o a n u r t t n e t al y d e n p s b d e s e s o a lo u f n w r u o f s a t f h e c o e e r a r e t n g e a d r m c a f h i p d n e a e is r l u i a h s m t u i r n e i r n d e q u i cu c m a i h r t e a e fo d n d r g , b m e a y s n rsedt qr uwucii trt heu dr a. l B l C o a a s d t s in . gs: ASTM B26, Allow A356.0-T6. 5. All fasteners used in fabrication of railing, including post•instal!ed anchors, to be stainless steel 6. Toe Boards: Where indicated, provide toe boards at railings around openings and at edge of open-sided floors and platforms. 87.. PAlol satl-uInmsitnaullmedinAnccohnotarsc:t wFaitshtecnoenrcrseytseteomr ssteweitlhmwuosrtkbinegccoaapteadciwtyitghrebaittuemr athsatnic ocroaeqtinuagl. to the design l o a d, according to an evaluation report acceptable to authorities having jurisdiction, based on !CC-ES AC193 1 A . L Ur r A M e e ll q i I n N g u f r o i U r a r e M t c i d n e B g d fo A s w r h R t h h a e e G ll r e b p R a e n A s e f T s u cI a r e N n g s G i e s s h a o A e r f y N d p t D i i o p n e S p le s r T e , n A s g gI e a t R h r t v e s T e s t R o t it e E s fi m t A s t s D t h r , e e S e n . q s gput ahi pn. msA.el nl Pot ,aponerenol i nwt hgi eds rt hspshuasr lphl oba slel enbtoaht needyxescdhe taeol dl t bhf oee upfrur (ol l4vd) i edf epeetdht . aonWf dt hht ehe er ge rgaor tapi ntei ngn gi n g s a r e 2. UAdinmleeBsnsesaioointnhgsebraawnridssewizseepi:geh1ctif1aie1s2d"f,oxalllo3uw1m1s6in:"um grating shall be made using rectangular shaped bearing bars with minimum B Wt per sq ft 3.5 psf 3 . Aal ol l lcuokmye i6dn0uw6mi1t h-bTte6r aa onr i rsn v6g e0br6as3er -sTbs6ahri asn l lsc bpo ean cfsoeprdma cnaeondt c men oowtr iemt htohAraeSn Tt hf MoaunSr op( 4ne)ec i i naf i ccn had et it soh nroenBe 2cs2ei x1nt-te6ee2r sn. .t h Bs e (a1r i 3n /g1 6b )a ri ns cshh oa nl l bc ee nmt ear ds ea on fd apl ur ems i snuurme Cross or transverse bars shall be aluminum alloy 6063-T42 or 6063-T5. 54 .. RT heec tCa nognut rl aacr tboer asrhi nagl l bf uarrn gi srha tai nngd pi nasnteallsl i ss ho al al lt ohrasvwe hae sr ee rar lautme di ntuomp sgur rai tai nc ge Itso tpor oc vo indt ea cpt odsi ist isvi me ti lraarc mt i oent .a l s . Isolation method shall be continuous and of a permanent type. 67 .. TL ihmei tsaulruf amci en uomf esat ca hi r at rleuamdi nduemf l escttai oi rnt rt eo a¼d -si nhcahl l dhuaev et oaas 3l i p0 0r -el bs iss tcaonnt cseunr ft ar actee.d p o i n t l o a d . 8. Fasten aluminum stair treads to steel support angles using manufacturers standard clips. 1 P . OST-INSTALLED EXPANSION/ADHESIVE ANCHORS Pap ploapscrte-oidvn asaltnaf crl lohemodr ast h.nec hSot rr su cst hu ar al l l oEnnl yg i bn ee eursperdi owr ht oe ri ne sst ap lel i cnigf i et hdeopn otshte- i nCsot anlsl et rdu catni ocnh oDr os ci nu mp leanctes .o fTmh ei s Cs i on ng t roar cmt oi sr ps lhaaclel do bctaa si nt - i n 23 .. CP oasr et - isnhsat al ll lbeed taankcehnoirns pslhaac li nl bgepionsstt-ai nl lsetda lbl eydqaunacl ihf i oe rds pt eoras ov no ni decl oi nn af l iccct so rwd ai t hn ceex iws ti itnhgt hr ee i ndfroarwc ii nn gg ss taenedl s p e c i f i c a t i o n s . 4. 5 6. 7. 8 tIPnr aosistnrt ue- i cdn t sit oot anil snl es(dtMaal Pl n aI cI )dh, hot ehr sse i svdher aaalwl nbi cnehg osi nr ass .tnadCl l esodpnebt rcyai fcqi ct uoaart il soi f hineasdl. l psI enu rsbst mao lni l tanit eni olsnit naol al fecar cdt orhar edi nsai i nnv gce eca awn rci dt hhsot wrhsei t shMhaaanl nl cubhfeoa rcp tpeuarrf ecokrr ' mas gePedr. i nb tye dp eI nr ss ot anl nl aet li o n v b b P e a a uq ol c iu su ld k i t e v - i - n i s a u n g l p s e ( m t c n t a e o t il . n c l d e i h e m S d n . uu a ic b m n a s c l ) t h i d t oo u a f r t t is t a o h n se th h r s aa e p t l q l e d u bc e e e i m f s i H e t o s d I n L m p s T t r u l r o a s td y t t u e p b c s e e t t s a h s s u u a s b t m i m t n h a g i e n t t u t e s h f d u a e b c b a st y u p t i r t p t e h u r d e t o e p b C d r y i o p a H n r t o e t I r d L a d u T c e c l t s o t F i r g i a s n t s o c t p e a t r h n p o e i a c n b S e g l d e t S ru u o y r c e f s t at u a e c r n ma h d l i s e / E o v o nr i r n g s a g i t n a p t e n p h e d r e o r a v e f r o de q r ( d u sr i ev) vaa il see wnr et . qp Pue i rrr foeovdr i mdbeay nt hc ee w 2Ma 1 n h a 0 c e s h 3 n o o . n 1 t r e r 2 s y s s o t c eh r o d a I r R l e i l n C s n a o r S e t c e c c b c e o e t i r v i d i o n i a n n s n g t R a c p l e 6 l o e 0 w s d 9 t i .- t i 1 n h in . 1s a At , Sa m a l T l s a e M s d a o p C a n p n 1 r l y c i 0 c h 1 m a o 9 b o r , l s e r e t .a s q A r h u a l j a t o e l l l i n r b t n o t e s a i . t t f isi vl l ees ldpy e, wct hi i tf hei e cgd or souturr set enmggut rhsot, ubht .au vt Gen roaot uml et smi nsi umt shut amcno 2cm,o0pm0l y0p wr pei stshi s. i I vBPeCo ss Stt r• eei ncnstgit oat hnl l , e d TionthshetearCl wl aoi t sni oet rnau. cnI tf sot orh uesnhadan, l lct hi hneos rpp l eoo csc tt a- t i t hni oesnt mas l l aae sl di go ann nr wyc ihot hor rmcsoosnrhct aar el r l t j beo ei sn urt esr fpaoorcset i ht i aeo t nmee aad csshoonp raryos pot oro scbeoedn l cpor oce sat ett -ei i nds si hnt ao sl nl eoeduy ncadon mcmhbaoet red l r,oi acc rl aaat icnokdne bdp er oi oir nr t o aAcdchoersdiavnecaenwc hi tohr st hsehma lal nbuef ascutbuj er ecrt' st omt hi nei mf oul lmo wsipn ag cai ndgd iat i on nd ael dr ge eq udi ri setma necnet sr e q u i r e m e n t s . 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