GENERAL 1 . Ta rhee t hs ter ur ce tsupr oe nhsai bs i l bi t ey eonf tdhees Ci g on netdr af oc tr ot rh. eS i un p- speorrvt ii nc ge fl oo ramd sw oo nr kl yf .oTr ht heemc eo tnhcor de st e, pc rooncset dr uucr tei os n, asnhda lsl en qout ebnec reesmoof vceodn sb ter fuocr tei otnh e ca op np cl i er edt.eThhaes Cg oa ni nt readc tsour f fsi chi ae lnl tt askt ree an lgl tnhetcoessas faerlyy ps ruepcpaour tt i ot hnes dt oe amdaai nnt da i sn uapnedr i me npsousr ee dt hl oeaidnst ewg rhi ti yc ho wf t ihl l eb se t rsuucbt us er eq uaet natl ll y 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 . aWnhyeer er r onreswo rwdoirskc ri se pt oa nbcei ef ist t et od t thoe oSl dt r wu cotrukr, atlhEe nCg oi nnet er ar cpt or i or rs ht oa ltlhcehfeacbkr i ac lal tdi oi mn eannsdi oenr es cat inodn coof nadni yt i onneswi nmt eh em fbi eelrds, . a n d r e p o r t 4. Ds hoanl l obtedreet es pr mo ni nsei bdl ei mf oernasliloinnsa dbeyq"usactael i nwgo"r ko frfetshuel tpi nl agntsh.eTr ehfer oCmo. nQt ruaec st ot irosnhsarlel gaac cr deipntgaml l irsi sski nagsosro cc oi ant ef l idc twi ni gt h d"ismceanl i ns gi o"nasn d shall be directed, in writing, to the Structural Engineer. 5 . aEpxpi srtoi nvge dmnaet ewr i aml sa tteor ibael or fe me qouvi veadl eanntdqrueai nl i st yt aal lnedd aapsppeaarrtaonfcteh iast ct hoen t Cr aocnt ,t rbauctt obre' sc oemx peednas em. a g e d , s h a l l b e r e p l a c e d w i t h 6. Adullswt,odrkirtsahnadll dbeebpriesrfaocrmcuemduwlaitthioonutshdaalml baegemtaoinatdajianceednat treatlal tiinmeedsw. ork. Adequate protection of areas nearby work against 7. Principal openings in the structure are indicated on the structural drawings Refer to the architectural, mechanical, es il de ec t rdi ci ma le, nasni do np ol urmd bi ai nmgedt er ra wo fi n1g0s i nf ocrhselse eovr el es s, sc usrhbasl,l innosterret sq,uei rtec . andodti thi oenr ea il nf rianmd i icnagt eodr r eOi npf eo nr ci negmsei nnt ,s ul anbl se sws i tnhoat emd a x i m u m o E t n h g e i r n w e i e s r e . The location of sleeves or openings not shown in structural members shall be approved by the Structural 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. FOUNDATIONS Exterior footings shall bear 3'-0" minimum below finish grade and shall bear on undisturbed soil. 2. Foundation and soils related work shall be performed under the direct supervision of a qualified Geotechnical Engineer. 3 . bFyo uanqduaat iloi f ni e ed xGc ae voat et icohnnsi csahl aEl l nbgei nme ea rd. eI f t toh ep l au nn deel er lvyai nt igo ns so.i l sT haer esfooi ul cnodntdo i tbi oenus nbaecnceeapttha bf ol eu,nodnaet i oonf st hsehfaol ll l ot hwei nn gb ep ri oncsepdeucrt ee sd shall be followed: A GReemotoevchentihcealuEnnagcicneepetra,ble soil and backfill with an engineered structural fill in accordance with the inspecting B. s L y o s w te e m r t . he footing to an acceptable soil. Contact the Structural Engineer for potential modifications to the foundation 4. Se luebmger andt se ws ht riuccht uprraolvei dl eeml aetnetrsa lsruebsjter ac ti ne td htoa vdei f fbeereenn tpi al al lcaet ed r aa nl sdoai ll lporwees ds ut roecsuhr ea 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. Et axmc pa ev da t itoonas uf onri f os pr mr e as du r ff oaoc tei n. gFso,ucnodma tbi oi nneedxfcoaovt iantgi osn, sc osnhtai nl l uboeu sa df oeoqtui nagt esl ya npdr o/ ot er cmt eadt faoguani ndsatt i do en tsr i ms heanl lt ablecchlaenagnee di na n d h a n d condition from disturbance, rain, freezing, etc. Surface runoff shall not be allowed to enter the excavation. 6 . rFeopuonr dt eadt i ot on tchoenSd ittri uo cntsu rnaol tEe dn gdi nuer i enrg acnodn sGt reuoct tei oc nh ,n wi c hailcEh ndgi ifnf eerefrr obme f ot hr eo sf ue r tdheesrccr iobnesdt riunctthi oengi es oat et t cehmnpi ct ea dl .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)dbeysitghneeAdminearicccaonrdCaonnccerewteithIntshteitulatete(sAtCeId).itions of the Building Code Requirements for 2. SCloanbsst-rounc-tigornad(AeCshI a3l0l 2b.e1Rco).nstructed in accordance with the latest edition of the Guide for Concrete Floor and Slab 3. PMri ox pi nogr, t i tor na sn sf op ro rNt i on rgm, aa nl wde pi gl ahct i cn og nocfr ec toen ac rnedt et hseh aSl tl acnodnaf or dr mS pt oe ct hi f ei c al at itoens st ef odri t iSo tnr uocf t ut hr ea l SCt oa nn cd raer tde P( Ar aCc It i c3 e0 1f )o. r CS eo lneccrtei nt eg Sc uprei ncgi f i cs ah at i ol l nc of onrf oCr umr i tnog t Ch eo nl actreest te e(dAi Ct i oI n3s0 8o f1t)h. eI nSct aans de aor df aPdr ai scct irceep af onrcCy ,otnhcer eptl ea nCsuar inndg s{ pAeCcI i f3i c0a8t)i oannsdsthhael l Sgtoavnedranr.d 4 . Uc onnl ef osrsmni no gt e tdo oAt hSeTr Mw i sCe3, 3c, oanncdr eTt ey pseh aI lol rh Ial lv Pe onrat l taunr da l Cs ea mn de fni nt ec oangf go rr emgi an tge t oa nAdSnToMr mCa1l 5w0e. i gThy tp ceoI al l r Ps eo rat lgagnrde gCaet me se n t s h a l l ns ho at lbl ei n ud si ceadt ei np mr oapsosr t icoonnscbr eyt ew. eTi gh he t ,Cwoantter ar -cct eo mr sehnat l rl astui ob, ms il tu am mp , i xa i dr ecsoi ng tne nf ot ,r seyanct hh ept ri co pf iobseer ds iczlea sasn do f qcuoannct ri teyt,es. i Me vi xe d e s i g n s aa nv ea rl yasgees sot rf ef ni nget ha nv de rci f oy ianrgs ec oamg gprl ei agnact ee sw, ist ht aAn Cd aI r3d1 d8 e. vTi la1 et i oCn oannt raal yc st oi sr , sahnadl l rneoqt uvi raer dy af r voemr at gh ee smt ri xe ndget sh i gann dw di t ho co uu mt aepnpt ar ot ivoanl o f from the Structural Engineer 5. Unless noted otherwise, fly ash may be used as a pozzolan to replace a portion of the Portland Cement in a concrete mix, Ff ol ry tahsehp, rwo hp ee nr t i ue ss eodf , t shheasl lpceocni ffi oc rfml y taosAh SuTs Me d Ca6n1d8t,oTaycpceo uCn. tCf oorn tchree t sepme ci xi fei cs pursoi pneg r ft li ye sa sohf tshheaflll ybaesphr oc po on rctri oe nt ee dt h tuos a c c o u n t 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 mlx shall not exceed 25 6. W5 i an tcehre- rse df ourc mi n gi x easd mc oi xnttuari en si n gc own af ot er mr - irnegd ut oc i An gS Ta dMmCi x4t 9u 4r e ms aa yn db e5 ut os e8di ni nc ht he es fcoornmc ri ex tees mc oi xn dt aei ns ii gn ng hMi gahx ri ma nugme swl ua mt e rp- rsehdaul lc bi neg admixtures. 7. EA n . gage a qualified testing agency to perform field tests and prepare testing and inspection reports Tcuersetidngcoamgepnocsyitetosbaemrpelesspoanresibcluerefodr inpraocvcidoinrdgacnucreinwgitchoAntSaTinMerCfo3r1c/Com31pMosite samples on Site and verifying that fieldB. Tcoemstpinlyg wagitehnCcoyntotraimctmDeodciuamteelynrtes.port to Architect, Contractor. and concrete manufacturer any fallure of Work to C mTeasntuinfgacatguerenrcwy isthhianll4r8ephoorutrrsesouf litnssopfetcetsiotnssaandndintsepsetsctions, in writing, to Owner, Architect, Contractor, and concrete D. Test reports to include reporting requirements of ASTM C31, ASTM C39 and ACI 301, including the following as aa.ppliPcarobjleecttonaemaceh test and inspection. d c b . . NNaammeesoaf ntedstcinegrtiaggiceanticoyn numbers of field and laboratoy technicians performing inspections and testing e f. . NDDa a at m t e e e a a n n o d d f c t to i imm n e c e r o o e f f t e i c n o m s n p a c e n r c e u t t f i e o a nc p t , l u a s r c a e e m r. m p e li n n t g . , and field testing. g h . . LDoactea tai onnd i ntimWeosrkamofpcleo nwcarse toebrteapi nreesde. nted b y samples. Truck and batch ticket numbers. j. Design compressive strength at 28 days. I k . . Concrete mixture designation, proportions, and materials. FieldStleusmt pretseuslttsp.er ASTM C143 CA ior nCcorenttee nTtepme rp eArSaTt uMr e Cp2e3r 1ASTM C 1 0 6 4 m. Itnefmorpmeraatitounreosndsutroinraggienitaianldccuurirninggpoefrisoadmples before testing, including curing methoc and maximum and minimum n. Type of facture and compreseeive break strengths at seven days and 28 days. 8. Ct aok ne nc r ef ot er ecaocmh pdr ea sy s' si vpeo us rt r eo fn ga tphp rt ee sc ti as bsl eh asl li zbee apnedr f foorrmeeadc hi n 5a0c cc ou br di ca nycaer dws i it nh aAcScToMr d aCn3c9e wOint he t sh ee t l oa ft esspt eecdi mi t i eo nn so sf hAaSl lTbMe Cre3s1e,rvEea.cThhseestestheasltl cinyclilnuddeerosnsehaslpl ebceimlaebnortaetsotreydcautre7dd.ays, 2 specimens tested at 28 days and one specimen retained in 9. cWuhr ienng tpheer iaomd , bi itesnht at el l mb ep eprlaatcuer de ai sn de xcpuercetde di nt oa cf ca ol l rbdeal no cwe 4w0i tdhetghree el ast edsut r ei ndgi t itohne ocfo Cu rosled oWf eaact ho en rc rCe ot en cproeut irnogr ( sAuCbIs3e0q6uRe n) t aa nn dd ac un r ae dd dui tni odnear l t hs ee t soaf mc oe nccor ne dt ei t itoensst caysl i tnhdee rbsu si l dh ianl gl bceo nmcar ed tee. . TShpeescei acl ycl iunrdi negr sb sohx ae lsl baer es nt oor tepdei rmmmi t teeddi af toerl yt haedsj ea ct ee sn tt t o , cylinders. 1 0 . Cr aodni actri eo tne, mo r i xhei gdh, twr ai nnds sp osrht ea dl l , cpol na fcoer dm. at on dt h ceul raet ed sut neddei tri ocno nodf iHt i oont sWoef aht ihgehr aCmo bn icernett i tnegm(pAeCr aI t3u0r 5e R, l )o wa nhd uamni daidt yd, i tsi oonl aarl s e t o f cc oo nn cdri tei ot en st easst ct hyel i nbduei lrdsi nsgh aclol nbcer emt ea.dSe .pTe chieasl ec ucryi nl i ngdbeor sx essh aalrlebneost tpoer er dm ii mt t emd ef odri attheel ys ea dt ej asct ecnytl i nt od, ear ns .d c u r e d u n d e r t h e s a m e 1 1 . Sml eu tmh opdtse,sct so ns chrael lt eb ef omr taedset cpyrli ionrdteor sa nadn df osl llouwmi npgt et hs et s asdhdai tl li obne ot af kpel ans tai ct itzheer sp. oWi n thoefr ef i ncaolnpclraect ee mi sepnlta. c e d b y p u m p i n g 1 2 . Ww oartkear bsl eh aml l i nx owt ibt heoaudt dt heed at od dt hi t ei o nc oonf cwr eat tee ra at tt ht he ej oj ob bs si t ei t e .TTh eh eCuosnet r oa fc tpol ar si st i cr ei zsepr os n, sr ei bt al er df ao nr tcsoao nr ddi noat ht i en rg aad dpi tui vmepsasbhl ea l al nb de a t tmh ea noupf tai oc nt u or ef rt hf oer Ct hoen tpr raocpt oerr suusbej eocf tatdodtiht i ev easp pUr os ve aol focf at hl cei uSmt r uc chtl uo rr ai dl eEonrgoi nt he ee rr . c Fh lool rl oi dwe tbheearrei ncgo smaml t se ni sd ap trioohnisb iot ef dt h. e 1 3 . cPol anccer ect eo nhcar se t leo si nt saumr t aacnen ewr ast eo r assh teoe pn r oe vr eanl l t f rseeeg rwe ag taet ri o. nD oo f nt oh te smp ri ixn. kDl ee fl ar eyef l coeamt i negn ta on nd t! hr oewsel al l bi n gs uorpf ea cr ae t. i oFni nsi suhni nt i lg t hoef s l a b PsularfcaincegsCsohnacllrectoen).form to the latest editions of ACI 302 1R and ACI 304R (Guide for Measuring, Mixing, Transporting and 1 4 . We dhi tei orne oafn t he ep oSxtya naddahreds Si vpeeics i fsi cpaetci oi fni efdo rf oBr obnodni nd gi n gP lpalsatsi ct i cCcoonnccr er et et et ot oHhaarrddeenneedd Cc oo nn cc rr ee tt ee , wi ti tshhaa lMl cuol nt i -f oCrommtpootnheenltaEt epsot x y Adhesive (ACI 503.2). 15. Mataainmtabiinenctotnecmrepteeraintuaremsoaibstocvoen5d0itidoengfroereast. least 5 days at ambient temperatures above 70 degrees, and at least 7 days A. CUunrfoinrgmceodmSpuorfuancdess-orcmomoipstlyurweitrhetAenCtIio3n08c.o1vers shall be used for all non-formed surfaces. 8. FFoorrmmeedd ssuurrffaacceess s- hcaolml bpelycwuritehdAbCylle3a0v8i.n1g forms in place During hot, dry weather, keep forms moist by sprinkling. When forms are removed prior to the end of the curing period, apply curing compound to the exposed surfaces. 1 6 . Ao tl hl ienrt et yr ipoer so lfasbl si p srheaslilsrt ea cnet )i vf ien ias hh"a. rAdl l " ft or or mw eelde ds uf irnf ai sche" s Enxotteer ixopr ossl aebdst,ospi duebwl i ca l vk si e, wa nsdh asl tl oroe pc se i sv he aal l "rreocuegi vhef oar m" b rf ionoi smh "(,o r exposed surfaces shall receive a 'smooth form finish". Concrete finishes shall be as defined in ACl 301. 17. Protect f i nished concrete surfaces from damage. rain, hail, running water, other injurious effects. 18. dPerovteelcotpthbey ucosnincgrewteetsbuurfralacpe, bpelatwsteicenmfeinmisbhrianngeospoerrfaotigognisngo,n hot, dry days or any time plastic shrinkage cracks could 19. Horizontal and vertical joints are not permitted in concrete construction except where indicated 20. Construction joints and/or contraction joints at locations other than where indicated shall be submitted to the Structural Engineer for approval. 21 Construction joints shall be prepared by roughening the contact surface in an approved manner to a full amplitude of approximately1/4 inch leaving the contact surface clean and free of laitance. 22. cCoornnterorsl ,joainndtsasthoatlhl ebrelomcaadtieonins csohnocwrnetoenstlahbesp-olann-sg.rade at major column centerlines, at points of discontinuity, at reentrant 23. Provide 3/4 inch chamfers on all exposed corners of concrete except those abutting masonry. 24. TprhioerCtoonthtreacptloarcesmhaellnvt eorfiftyhethceolnoccraettioen. of sleeves. openings, embedded items, etc. and shall ensure that they are in place 2 5 . SE tar rut ch t uc ruat sl Esnhgailnl en eo rt . bWe hues reed baasn fko rf omr sm (i n" bgai ns kp feorrmmi it nt egd" ), tf ho er vceornt iccrael t oe r esl el omp ienngt ss uh raf al l cbees i nucnrl ee as ss eodt haet rl ew iasset a3pi pn rcohveesdobny at lhl e sides exposed to earth to account for possible soil contamination during concrete placement. CONCRETE SCHEDULE CONCRETE SCHEDULE MIN, MAX CLASS f' AIR CEMENT: WATER/ CONCRETE REMARKS C CONTENT LB/CY CEMENT: PLACEMENT (SACKS/CY) RATIO A 3,000 psi optional 423 (4.5) 0.58 wall footings B 4.500 psi 6% ± 1 5% 611 (6.5) 045 foundation walls C 4,000 psi <3% 517 (5 5) 0.48 interior slabs-on-grade sy(1n.t5helbtisc/cfiybse)rs exterior slabs-on-grade, synthetic f i bers E 4,500 psi 6% ± 1 5% 611 (6 5) 0.40 stoops, curbs, & sidewalks (1.5 lbs/cys) exposed to de-icers REINFORCING STEEL 1. SCR p o e e n in c c f i r o f e i r c t c e a in t R ig o e n b i s n a f r f o o d r r c e S i t n a t g r i u l in S c g t t u e , r e f a a l l b ln C r s i o c t n a it c u ti r n t e e g t 's , e a R f n o e d r i n B p f u l o a i r l c d ci i n i n n g g g s s B h ( a a A r l Cl D c I e o 3 t n a 0 f i 1 o li ) n r , m g A a C to n I d t D h P e e l t l a a a c i t l e i i n n s g g t e M R d e a i i t n n io u fo n a r l oc ( i f S n t g P h e 6 B 6 fa o ) r . l s lo T m w he i a n y l g a a t s els t s a o t n e b d d e a i r t u d io s s n e : s d . of 2. Provide standard bar chairs, slab bolsters, spacers, etc. as required to maintain concrete protection specified. Reinforcing steel shall be tied to prevent displacement during concrete placement. 3 Reinforcement bars shall not be tack welded. welded, heated or cut unless otherwise indicated or approved by the Structural Engineer. 4 . WW ee ll dd ii nn gg So forcei ei nt fyoSr ct ea mn deanrtdb0a 1r s. 4, .wEhleenc tar opdper os vfeo dr sbhyotph ea nSdt rfui ec ltdu rwa leEl dni nggi noeferre, isnhf oarl cl ec omnef on rt mb at ros t hs he al al l tceosnt feodr mi t i otno oAf SATmMe Ar i c2a3n3 , Class E90XX 5 Synthetic fibers shall be used for temperature and shrinkage reinforcement in concrete slabs-on-grade. Synthetic fibers i ts n h h t e r a o l m l d b u ix e c d e v e d ir s g in i i g n to n ( , n t i h n o e c n l - m u re d ix c in y a g c t l t e t h h d e e } f p n ib l y a e lo n r n t s i i n o z r e a p c a o c n l o y d r p d qr a o u n p a c y n e l t e i t n w y e , i t t h f o i b t t he h e r e s m S c t o a r n u n f c u o t f u r a m r c a t i u n l r E g e n t r o ' g s i A n re e S c e T o r M m fo mC r a 1 e p 1 n p 1 d r 6 a o , t v i T o a n y l p s p . e r T io Il h l r . e to F C i c b o o e n n r t s s r at s r c u h t c a o t l r l i o s b n h e . a Tll hseubmit Cfiboenrtsr.actor shall take adequate measures to manage any difficulty in concrete finishing associated with the use of the 6. Concrete cover over reinforcement, unless otherwise noted. shall be as specified in the latest editions of ACI 318 and ACI 350 with the most stringent requirements governing. 7. Unless noted otherwise, splicing of reinforcing bars shall conform to the latest edition of ACI 318. CONCRETE REINFORCING STEEL LAP SPLICE SCHEDULE TENSION SPLICE COMPRESSION BAR SIZE TOP BAR OTHER SPLICE #3 21" 16"' 12" #4 28" 24" 15" #5 35" 30" 19" #6 42"' 36" 23" #7 49" 42" 26" #8 56' 48" 30 ' " #9 63" 57 ' " 34" #10 76" 66" 38" #11 93" 72" 42" 8 . HI n ot er ri zsoencttai ol nbsa ri ns si nu cwha lal s w, ma ya tshoant r yc obnot ni ndu bi t ye ai smpsr ,oav ni dde cd ot nh tri onuugohu st hwe aj ol l i fnot o. tSi negpsa sr aht ae l lcboer nbeer nbt aar ts coof r tnheer ss aamn de s i z e a n d spacing as the horizontal reinforcing may be substituted for the bent portion of the continuous bars 9. Unless noted otherwise, provide 2-#5 bars (one each face) around unframed openings and diagonally at reentrant cinocrhneesrsboefyvoendrticcaolrnheerigs.ht offsets in concrete walls. Place bars parallel to the sides of the opening and extend 24 10. The Contractor shall prepare detailed working or shop drawings to enable him to fabricate, erect and construct all f o p o n a r e r d t s b e l os u f ig e t n h li e n c eo w n c o c o r e k p p y int s t o a o c t n h c l e y o . r S d T t a h r n u e c c C e tu o w r n a it t l h r E a t n c h t g e o i nr d e sr e h a r a w f l i l o n b r g e r s e r a v e n i s e d p w o s n p p s r e i i o c b r i l f e i t c o f a o f t a r io b an r ll i s c d a a im t n io d e n n s . s h T i a o h l n l e s s s, u e a b s c m h ci o u t p r o a n d c e r y a . r we a p i n n r d g o sd fi u t w c o i i l f b l w b le e o c r r k o e . pv yi e awnedd A. Include placing drawings that detail fabrication, bending, and placement. 8 . aI nr cr al undgee mb aernst ,i zl oe cs a, lt ei onng tohf ss, pml i caet es r, i al el sn ,ggt hr as doef sl a, bp asrpsl i cc he es d, ud leetsa, i l ss t ior rf ump escphaacni ni cga, l bsepnl i tc eb acr odui pa lgerras m. dse, tbaai l rs o f welding splices, tie spacing, hoop spacing, and supports for concrete reinforcement. MASONRY 1. ERnegqiuniereemreednctsonfocrreMteasmoansryonSrtyruhcatusrbeese{nACdeI s5i3g0n/eAdSiCn Eac5c)ordance with the latest edition of the ACI Building Code 2. Concrete masonry construction shall conform to the latest edition of the AC! Specifications for Masonry Structures (ACI 530.1/ASCE 6). 3 . Mg r oa rdt ea r asnhda tl ly bp ee tSy paeb oNv ef o rg ri na tdeer .i oMr on rot na -r l osahda l bl ce oa nr i fnogr mw at ol l st h. eF or re qe ux ti reer mi o re na tnsd ol of tahde bl aetaersi nt ge dwi tai ol l ns , omf Ao rSt aTrMs hCa2l l 7b0e. Pt yopret l aMn db e l o w Cement-lime without air entrainment shall be used in the mortar mix 4. Provide standard spacers, etc. as required to prevent reinforcing steel displacement during grout placement. 5. Contractor shall coordinate wall control joint locations with the architect. Unless otherwise showno n drawings, control Joint spacing shall not exceed 25'-0" on cetner and shall be provided at one side of wall openings. 6. oPfroavll idoep erneiinngfosrcainndg setaecehl icnovr neertricoaf l acllowr easllas.s Ginrdoiuctacteodre. sInwaidthd irtei oi nnf,opr cr oi nvgi dsetereeilnsfoolricdi.ng steel in vertical cores o n each side 7. t R o e g i e n t f h o e rc r. ing steel lap splices in concrete masonry shall be as indicated in the following table. All splices shall be wired MASONRY REINFORCING STEEL LAP SPLICE SCHEDULE fm-= 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 requirements of the alagtegsret geadtieti,oannodf AanST8MtoC1417i6ncahndmahxaivminugmasmluimnimp.um 28--day compressive strength of 3,000 psi, 3/4 inch maximum 9. BTheearminignsimfourmbebaemarsin, glinletenlsg,thjosishtasl,l ebtec.8sihnaclhl ebse ubnolnedssboetahmerswoisr ehoinlldoiwcamteads. onry units with cores filled solid with grout 10. Provide hot-dip-galvanized brick lintels as follows unless noted otherwise: FFoorr ssppaannss:>:; 44''--00"",::; 6'-0" FFoorr ssppaannss>> 86''--00"",, __::::;; 180'-0'-"0" LL351x/23 1X/32 1x/32/8X (3L/8LV) LL67 xx 43 x1/32/8x (3L/8LV(L) LV} All brick lintels to have 8-inches bearing, each end. 1 1 . Tt hhee wCoor kn tirna catcocr osrhdaalnl cper ewp ai t hr et hdee tdari laewd i nwgosr kai nngd os rp es chiof ipc adtri oanwsi nagnsdt os heanl la bs ul eb mh i mi t ot noef ar be pr i cr oadt eu,c ei brleecct oapnyd acnodn sotnr uecbt laulel pl ianret s o f coonplyy. TtohteheCoSntrturacctutorar lsEhnagll ibneeerresfoprornesviibelwe fporrioarll tdoimfaebnrisciaotniosn, .aTchceusraecsyh, oapnddrfait woifnwgosrwk.ill be reviewed for design concepts POST-INSTALLED EXPANSION/ADHESIVE ANCHORS 1 aPpopsrto- ivnas lt af rl loemd at hnec hSot rr su cst huar al l l oEnnl yg ibnee eursperdi owr ht oe ri ne sst aplel i cnigf i et hdeopnotshte- 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 rs pslhaaclel do bctaasi nt - i n placed anchors. 2. Care shall be taken in placing post-installed anchors to avoid conflicts with existing reinforcing steel. 3. Post-installed anchors shall be installed by qualified personnel in accordance with the drawings and specifications. 4 Post-installed anchors shall be installed by qualified personnel in accordance with the Manufacture(s Printed Installation tI nr asi tnr eu cd t itooni sn s( tMa lPl IaI )d, ht he es i vder aawni cnhgos r as .n dCsopnet rcai fci ct oart i so hn as l.l sI nusbtma l il ta itni osnt aol lfe ar dt rhaei nsiinvge caanrcdhso wr si t shhaanl lcbheo rppear fcokr amgeed. b y p e r s o n n e l 5 Post-installed anchors shall be HILTI type as manufactured by HILTl Fastening Systems or approved eb qa uc ki v-aulpe nt et .c hSnui cbaslt idt uattiao nt hraetqdueems tos nms tur as tt ebse t hs au tb mt h ei t t es du bbsyt i tt uh tee Cd opnr ot rdaucct ot ri st oc at hpea bSl et r uocf taucr ahli eEvni ng gi n teheer ef oqruri ev vaileewn t. pPe rr of ovrimd ea n c e bvauilludeinsg(mcoindiem. um) of the specified products using the appropriate design procedure and/or standard(s) as required by the 6 . 2M1a0s3o n1 2r y ocroIrRe Cs rSe ec ce ti vi oi nn gRp6o0s9t .-1I n1s ,t aal lse da papnl ci chaobrl se .s Ah al t lel rbnea tfiivl l ee ldy ; wt hi t he cg or ouur st emgursot uht .a vGe r oa umt imn iums ut mc o cmopml yp wr ei st hs iIvBeCsSt r ee cn tgi ot hn, awnhcehnotressstehdalilnnoatccboerdinasntaclelewditinh aASmTaMsoCn1ry01m9o,retaqrujaolintotsi.ts specified strength, but not less than 2,000 psi. Post-installed 7. iTnhset aCl l aotni ot rna. cI tf ot hr es haanl lcihnosrpleocctatthi oenms aa sl i go nn rwy iot hr cmoonrct ar er t jeo isnut sr f ao cr et haet me aacsho nprryo poor sceodn cproest et - iinssht aolnl eedy caonmc hboerdl ,occraat ci okne dp roi or r t o ao ct hceorrwd ai snecuenws oi t hu nt hde, t mh ea np uo fsat -ci tnusrtearl'lse dmai nni cmhuomr s ssphaacl li nbge ar enpdoesdi tgi oen de ids tsaon caes rt eo qbuei r el omc ae tnet ds . i n s o u n d m a t e r i a l a n d b e i n 8 Adhesive anchors shall be subject to the following additional requirements: A. Anchors shall meet the requirements of ACI 355.2 (mechanical anchors) and ACI 3554 {adhesive anchors). B. Proof loading of adhesive anchors is not required. CD.. AAnncchhoorrss sshhaallll nnoott bbee iinnssttaalllleedd iunnctiol tnhcerectoenccurereted hleasssrtehaacnh2e1d-adamysinimum compressive strength of 2,500 psi. E oCtohnecrrweisteetpeemrmpeitrtaetdurbeymthuestMbPeIIg. reater than 50 "F and less than 80 ·F prior to installation of the anchors unless F . HA nI LcThloVr sCs2h0a/l4l 0beViancsut aulml e d( Vi nCh2O0l e- sU dorri l lVe dC w4 0i t h- Ut h) .e FHoIlLl oTwl Ht hoel l oMwPOI I rfi ot i rBsi ti z(eT Ea n- Cd Dd e( Sp tOh So fPhl uosl e) so rr eTqEu-i rYeDd . ( S O S M a x ) ) a n d G. Trehsepoancsciebpiltitayboiliftythoef Scetrruticfitcuaratiol nEnogthineerethr.an the ACI/CRSI Adhesive Anchor Installer Certification shall be the REINFORCING STEEL EPOXY DOWEL SCHEDULE BAR SIZE STANDED EFFECTIVE EMBED, he1 MINIMUM EDGE DISTANCE, Cm1n REINFORCING - j l b--d Crrin STEEL BAR . II I ' .. . - . . . lYPICAL EPOXY DOWEL NON-SHRINK GROUT #3 3-3/8" 2" MCOEMNCBREERTE #4 #5 #6 #7 #8 4-1/2" 5-5/8" 6-3/4" 7-718" 9" 2-1/2" 3-1 /8" 3-3/4" 4-3/8" 5" NOTES: 1 EPOXY DOWELS SHALL UTILIZE HILTI HIT-HY 200 ADHESIVE SYSTEM OR APPROVED EQUIVALENT 2 STANDARD EMBED DEPTH ANO MIN EDGE DA TI S AT LALN CL OE CS APTRI OONVSI DUE ND LI ENSTSHOI ST SHCE HR EWDI SUEL EN OA PT PE LDY ON SECTIONS AND DETAILS. 1. AGSr oTuMt sCh 8a 2l l 7b eo raChRi gDh- Ce a6r2l y1 )s, t rper ne gmt hi x,endo, nn-omne- ct aol rl irco, ssi vher i,nnkoang-es traeisniisntga nptr o( wd uh ec tnctoensftoerdmi ni n ag ct cootrhdea nr ecqeuwi r iet hmtehnet sl aot ef st ht ee dl ai ttieo snt o f eimdpitiroonvionfgAcSoTmMpoCu1n1d0s7. and containing Portland Cement, silica sands, shrinkage compensating agents and fluidity 2. rGersotruatincoinmgpprleastesivpelacsetrdenogvtehr ttehsetsmsohldasll.be performed in accordance with the latest edition of ASTM C109, with a 3. Grout shall be mixed and installed in accordance with the manufacturer's instructions. COORDINATION WITH OTHER TRADES mT heec hCaonni ct raal cot opre snhi nagl lsc, oeoqrudiipnma teenat ,nedt cc. hTehcek aSltl r du icmt uerna sl iEo nngs i nr eeleart i ns gh at ol l baer cnhoi t tei fci et udr aolf fai nni ys hdei ss c, rset pr uacntcuireasl fbr ae mf o ri neg , proceeding with work in an area under question. • u � REVISIONS �Solutions I si,uc1ur�I enginee,s . . . "" Bl!D SET «.i 2025 I M80i2,lwWees ,·m Engineers. Inc. t l:lroaclw�y Stn:�t P.O. !lo 295 Loo200 e. lndinnu 47553 ' DATE + JUL 2025 OESIGJ!J N.D.B. DRAWN N.D.B. 0.C. <!HECK J.D.T. PROJECT NUMBER 2025005-01 9 OF . FILE NUMBER I ' Do Not Use Plan Previews for Take Off
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