HomeMy WebLinkAboutS-100 - GENERAL STRUCTURAL NOTESGENERALSTRUCTURALNOTES
All no[es hereafter are rypically applicable unless no[etl o[herwise on plans, sec[ions, or tle[ails.
GENERAL
1. The stmcture has been tlesignetl for Ihe in-service loatls only. The methotls, procetlures, antl sequences of
conshuc[ion are [he responsibiliry of [he Conhacror. Suppor[inq formwork for concre[e conshuc[ion shall no[
be removetl before [he concre[e has gainetl suf(mien[ s[reng[h [o safety suppor[ [he tleatl antl superimposetl
loatls whlch wlll be subsequently applled The Conhac[or shall [ake all necessary precautlons [o maln[aln
antl ensure the inteqriry N the shucture at all staqes of conshuction.
2. All workshall be pertormetl In acmrtlance wl[h [he Intllana Bulltling Cotle, 2014 etlltlon.
3. Do not determine dimensions by "scaling' off the plans. The Contractor shall accept all risk associated with
"scaling" antl shall be responslble for all Inatlequa[e work resultlng [hereGom. Questlons regartling missing
or conillctlng dlmenslons shall be dlrected, In writlng to the Shucturel Engineer.
4. All workshall be pertormetl wl[hou[ tlamage ro atl�acen[ re[alnetl work. Atlequa[e pro[ectlon of areas nearby
work against dusS hcrt and debris acwmulatlon shall be maintained at all tlmes.
5. Princlpal openings In [he strucNre are Intllca[etl on [he strucNral tlrawings. Refer [o [he arcM[ecNral,
mechanical, elechical, antl plumbinq tlrewinqs for sleeves, curbs, inserts, em. not herein intlicatetl.
Openings in slabs with a maximum side dimension or diameter of 10 inches or less shall not require
atltlltlonal baming or relnforcemen[, unless no[etl o[herwlse. The locatlon of sleeves or openings no[shown
in shuc[urel membe5 shall be approvetl by [he Shuc[urel Enqineer.
6. The Contrac[or shall reloca[e all mechanical piping, tluc[s, equipmen[, electrical contlui[s, wiring antl
plumbing [ha[ in[erfere wi[h [he proposetl conshuc[ion. Service shall be main[ainetl ro all equipmen[ [ha[ is
served by mechanical, elecMcal or plumbing conduit being relowted.
]. The Conhacror shall reloca[e all u[ili[ies which in[erfere wi[h [he proposetl conshuc[ion. Service shall be
main[ainetl a[ all [imes tluring u[iliry reloca[ion unless o[herwise no[etl.
8. The shorinq anNor re-shorinq tlesiqn is the responsibiliry of the Conhacror. Temporery shorinq for slabs,
beams, and girders shall be adequate to carry the total weight of the slab-beam-girder system and any
[emporery conshuctlon loatls [o be Imposetl on [he shuc[ural sys[em. Shoring for a level shall no[ be
removed untll the concre@ at that level has attained the specified 28 day compressive strength (fc)-
Removal of shoring anNor reshoring shall not cause overstress in any stmcNral element.
FOUNDATIONS
1. Ex[erior foo[ings shall bear 3'-0" minimum below finish gretle antl shall bear on untlis[urbetl soil.
2 Pountla[ion excava[ion, rammetl aggrega[e piers (Geopiers or an approvetl equivalenq antl [es[ing, helical
pile ins[alla[ion antl tes[inq, antl all o[her soils rela[etl work shall be performetl in accortlance wi[h [he
geotechnical engineenng report prepared by PaMor Engineenng and Envimnmental, Inc. dated Febmary
12, 2019 antl all associa[etl supplemen[s (Patrio[ Projec[ No. 18-1835-01G).
3 Poundation and soils related work shall be pedormed under the direct supervision of a quali0ed
Geo[echnical Engineer.
4 Poundation excavations shall be made to plan elevations. The soil conditions beneath foundations shall
[hen be inspec[etl by a qualifietl Geo[echnical Engineer. If [he untlerlying soils are fountl [o be unaccep[able,
one of [he following pmcedures shall be followed:
1. Remove [he unacceptable soil antl backfill wi[h an engineeretl shuc[ural fill in acmrtlance wi[h [he
geotechnical engineering report or inspecting Geotechnical Engineer.
2. Lower the footing to an acceptable soil. Contact the StmcNral Engineer for potential modifiwtions
[o [he fountlatlon sys[em.
5. Subgrade stmcNral elements sublected to dlfferential lateral soil pressure shall be adequatety braced until
[he shuc[ural elemenLs which provitle la[eral reshain[ have been placetl antl allowetl m cure for a minimum
of � days.
6. Excavatlonsforspreatlfootlngs,combinetlfootlngs,contlnuousfootlngsantllorma[fountlatlonsshallbe
cleanetl antl hantl bmpetl ro a uniform surface. Fountla[ion excava[ions shall be atlequa[ely pro[ec[etl
agaiwtdehimental change in condiHon fmm disNrbance, aiq freezing eta Sudace mnoff shall not be
allowetl m en[er [he cecava[ion.
�. FoundaHon conditions noted dunng cowtmcHon, which differfrom those descnbed in the geotechnical
report shall be repor[etl m[he Struc[ural Engineer antl Geo[echnical Engineer before Nrther conshuc[ion is
attemptetl.
8. Cen[er all column antl wall footlngs untler [he column or wall above unless o[herwlse Intllca[etl.
1. Soll supporting fountlatlons shall be Improvetl using RAP's [o provltle soll charec[erlstics as follows:
Allowable Bearing Capacity: ],000 PSF
Es[ima[etl To[al Long-Term Se[tlement 1.0 inch maximum
Es[ima[etl DiReren[ial Settlement 0.5 inch maximum
2. RAP shall be spacetl no closer [han 4'-0" cen[er-[o-cen[er. If an obs[mc[ion is encoun[eretl tluring RAP
Insbllatlon, atltlltlonal RAP shall be Ins[alletl a[ offse[ locatlons. The Englneer shall be notlfletl ro tle[ermine
the need for pile cap modlfmations.
3. The Contrac[orshall coortllna[e all fountlatlon antl slab bearing elevatlons antl sl[e gratling requlremen[s
with the aggrega@ pier Installer prior to commencement of aggregate pier Installation.
4. The as-buil[ cen[er of each pier shall be wi[hin six inches of [he loca[ion intlica[etl on [he reviewetl shop
tlrewingltlelega[etl tlesign submittal. The mp of each pier shall be no[ more [han 1 inch above antl no[ 3"
belaw the design bearing elevation. RAP installed outside of these tolerances and deemed not acceptable
by [he Enqineer shall be rebuil[ a[ no atltli[ional expense [o [he owner.
5. RAP ins�alletl beyrontl [he maximum allowable [olerances shall be abantlonetl antl replacetl wi[h new piers,
unless [he Enqineer approves o[her remetlial measures.
6. TheOwnershallengageanlndependentTestingAgencytocontinuouslymonitortheinstallationand
requlretl [estlng of all RAP.
Z The RAP Installer shall pmvide on a daily basis, complete and accurate records of all aggregate pier
Insbllatlons [o [he Conhac[or. The remrtls shall Intllca[e [he pler locatlon, leng[h, volume of aggrega[e
used or number of Ilfts, denslfmatlon forces during Installatloq and final elevatlons and depths of the base
antl [op of piers. The remrtl shall also intlica[e [he rype antl size of [he equipmen[ usetl, antl [he rype of
a99re9a[e used The Ins[aller shall Immetlla[ely report m[he Conhacmq [he En9lneer antl [he OwneYs
Independent Testing Agency, any unusual wndltions encountered during Installation.
8. The Contrac[orshall coortllna[e all aeeavatlons matle subsequen[ [o [he RAP Ins[allatlon so [ha[
excavations do not encmach on the RAP. Pmtection of the mmpleted aggrega@ pier elements Is the
responsibility of the Contractor. In the event that utility excavations are required in close proximity to the
Insblletl RAP, [he Contrac[or shall Immetlla[ely con[ac[ [he RAP tlelega[etl tleslgn profeselonal [o tlevelop
mnstmction soWtions to minimize the Impact on the Installed piers.
9. The RAP shall be tlesiqnetl by, antl [he shop tlrawinqs antl calcula[ions shall bear [he seal antl siqnaNre of,
a regis[eretl pmfessional engineer in [he S[a[e of Intliana.
CONCRETE
1. Reinforced concre@ has been designed In accoNance with the latest edltion of the Bullding Code
Requirements for Reinforced Concrete (ACI 318) by the Americen Concrete InsHNte (ACI).
2 Slabs-on-grade shall be wnshucted In acwrdanw with the latest edltion of the Gulde for Concrete Floor
antl Slab Conshuc[ion (ACI 302.1 R).
3. Mlxing trensporting and placing of concrete shall conform to the latest edltlon of the Standard Prectice for
Selec[ing Propor[ions for Normal, Heavyweigh[, antl Mass Concre[e (ACI 211.1) antl [he 5[antlartl
Speclflcatlons for StrucNral Concre[e (ACI 301). Concre[e curing shall conform ro[he la[es[ etlltlons of [he
Standard P2ctice for Concrete Curing (ACI 308) and the Standard Specifmatlon for Curing Concrete (ACI
308.1). In case of a tliscrepancy, [he plans antl specifica[ions shall govem.
4. Unless noted otherwise, mncrete shall have naNral sand fine aggregate and normal weight coa5e
aggrega[es conforming [o ASTM C33, antl Type I or II I Portlantl Cemen[ conforming [o ASTM C150.
5. Unless noted otherwise, Ay ash may be used as a pozzolan to replace a portion of the Portland Cement In a
concrete mix. Fty ash, when used, shall conform to ASTM C818, Type C. Concrete mixes using fty ash shall
be propor[ionetl [o accoun[ for [he proper[ies of [he specific fly ash usetl antl ro accoun[ for [he specifm
pmperties of the fty ash concrete thus resulting. The ratio of the amount N the fly ash to the total amount N
�y ash plus cemen[ in [he mix shall no[ exceetl 20 percen[.
6. Waterreducing admixNres conforming to ASTM C494 may be used in the concrete mix design. Maximum
slump shall be 5 inches for mixes con�aining water-reducing admixNres and 5 to 8 inches for mixes
containing high ren9e water-retlucing atlmixtures.
Z Concrete compressive strength tests shall be performed in acmrdance with ASTM C39. The tests shall be
pertormetl by an intlepentlen[ [es[inq company a[ [he Owner's cepense. Copies of [he [es[ resN[s shall be
forwarded to the ShucNral Engineer. One set of spedimens shall be taken for each day's pour of
appreciable size antl for each 50 cubic yartls in acmrtlance wi[h [he la[es[ etli[ion of ASTM C3L Each se[
shall inclutle one specimen [es[etl a[ ] tlays, 2 specimens [es[etl a[ 28 tlays antl one specimen re[ainetl in
reserve. These test cyllnders shall be laboratory wred.
8. When [he amblen[ [empereNre Is expec[etl [o fall below 40 tlegrees tluring [he course of a concre[e pour or
subsequent curing period, It shall be placed and cured In acmrdance with the latest editlon of Cold Weather
Concre[ing (ACI 306R) antl an atltli[ional se[ of concre[e [es[ cylintlere shall be matle. These cvlinders
shall be s[ored immedia[elv adiaren[ [o, and cured under [he same rondi[ions as [he buildinu
concrete. Scecial curina boxes are not cermitted for Ihese test wlinders.
9. Concre[e mixetl, [renspor[etl, placetl, antl curetl untler contli[ions of high ambien[ [empere[ure, low
humidlty, solar redlatlon, or hlgh winds shall conform to the latest editlon of Hot Weather Concretlng (ACI
305R) antl an atltli[ional se[ of concre[e [es[ cylintlers shall be matle. These cvlinders shall be stored
immediatelv adiacent to. and cured under the same conditions as the buildina concrete. Soecial
curine boxes are not nermitted for Ihese test wlinders.
10. Slump [es[s shall be matle prior ro antl followinq [he atltli[ion of plas[icizers. Where concre[e is placetl by
pumping methods, wncrete for test cyllnders and slump tests shall be taken at the point N final placement.
11. Water shall not be atltletl ro the concrete at the job site. The Contrecror is responsible for coortlinating a
pumpyble and workable mlx without the addltlon of water at the �ob slte. The use of plasticizers, retardants
antl o[her atltli[ives shall be a[ [he op[ion of [he Conhac[or sublec[ [o [he approval of [he Shuc[ural
Engineer. Follow [he recommentla[ions of [he manufac[urer for [he proper use of atltli[ives. Use of calcium
chloride or other chloride bearing salts Is prohlbl@d.
12. Place concre[e In a manner so as m preven[ segregatlon of [he mlx. Delayfloatlng antl howeling operetlons
until the concre@ has lost surface water sheen or all free water. Do not sprinkle free cement on the slab
surface. Flnlshing of slab smfaces shall conform [o [he la[es[ etlltlons of ACI 302.1 R antl ACI 304R (Gultle
for Measuring, Mlxing, Transportlng antl Placing Concre[e).
RELEASED FOR CONSTRACTION ��n9 P�a���c9c�nCfe�e �� ha�de�ed �o���e�e, �� sha�� �o��o�m �o
for Bontlin Plas[ic Concre[e [o Hartlenetl Concre[e wi[h a
Su6jec� �o compliance with all regula�ions 3s[ 5 tlays a[ ambien[ [empere[ures above ]0 tlegrees, antl a[
of Sla�e antl Local Codes ) degrees. Curing compounds or moisNre retention covers
City of Carmel �ed surfaces shall be cured by leaving forms in place. During
.� g. W hen forms are remwetl prior ro the entl of the curin9
�I
`��am�lanv��aAil sudaces_
onrE: 09/19/19
15. All in[erior slabs shall receive a hartl "howeletl finish". Erterior slabs, sitlewalks, antl sroops shall receive a
'bmom (or other type of slip resistent) finish". All formed sudeces notexposed to public view shell receive e
"rough form flnlsh", exposetl surfaces shall recelve a"smoo[h form flnlsh" or pa[[ernetl flnlsh (using a form
Ilner or o[her approvetl me[hotl) where speclfletl. Concre[e flnlshes shall be as tleflnetl In ACI 301.
16. The Conhac[or shall be responsible for any tliffmul[ies in concre[e finishing [ha[ may arise tlue [o [he use of
[he fiber reinforced wncre[e
1�. Pro[ec[ finishetl concre[e surtaces Gom tlamage, rain, hail, running wa[er, o[her inlurious effec[s.
18. Pmteottheoonoretesudaoebetweenfinishingoperationsonho5drydaysoranytimeplasHoshrinkage
crecks coultl tlevelop by using we[ burlap, plastic membranes or fogging.
19. Constmction joints at locations other than where Indlcated shall be submitted to the StmcNral Engineer for
approval.
20. Constmction loints shall be prepared by mughening the contact sudace in an appmved manner to a full
ampli[utle of approxima[ely il4 inch leaving [he contac[ smface clean antl bee of lai[ance.
21. ContacHonlointsshallbemadeinconcreteslabs-on-gradeatmalorcolumncentedines,atpoinkof
tliscon[inuiry, a[ reentran[ mrners, antl a[ o[her loca[ions shown on [he plans.
22. Pmvide 3/4-inch chamfers on all exposed comers of concrete except those abutting masonry.
23. The Conhacror shall verify the location of sleeves, openinqs, embetltletl items, etc. antl shall ensure that
they are in place prior to the placement of the concrete.
24. Ear[h cu[s shall no[ be usetl as forms ('bank forminq") for vertical or slopinq surfaces unless o[herwlse
appmved by the StmcNral Engineer. W here bank forming is permitted, the concrete element shall be
increasetl a[ leas[ 3 inches on all sitles exposetl ro ear[h [o accoun[ for possible soil con[amina[ion tluring
wncrete placement.
2S The Conhac[or shall submi[ a mix tlesign for each proposetl class of concre[e [o [he Shuc[ural Engineer.
Mlx tleslgns shall Intllca[e proportlons by welghS ��er-cemen[ retlq slumq alr con[enS �ber slze antl
quan[iry, sieve anayses of (ine antl coarse aggrega[es, s[antlartl tlevia[ion analysis, antl requiretl average
streng[hverlfycompllancewl[hAC1318. TheConhac[orshallno[varybom[hemlxtleslgnwl[hou[
approval from [he Shuc[urel Engineer.
26 The Conhac[or shall subml[ protluc[ tla[a for proprlebry ma[erlal antl I[ems, Inclutling relnforcemen[ antl
forming accessories, admixNres, pdtching compounds, water-stops, �oist sys@ms, curing compounds, and
other if requested by the StmcNral Engineer and Amhitect.
CONCRETESCHEDULE
CLASS /� AIR MIN. MAX. WNCRETE REMARKS
CONTENT CEMENT: WATER/ PLACEMENT
LB/CV CEMENT
SACKS/CV RATIO
A 3,OOOpsi OPTIONAL 423(45) 0.58 FOOTINGS,PLLECAPS,
GRADE BEAMS, BASE
SLABS BELOW
FROSTLWE
E 4,OOOpsi <3% 51�(SS) 0.48 WTERIORSLABS SYNTHETICRBERS
ON-GRADE (15 LBIC�
F 6,OOOpsi OT03% 658(�.0) 0.40 OFFlCEBUILDING:
COWMNS
G 6,OOOpsI OT03% 658��.0) 0.40 OFFlCEBUILDING: NORYASH
POST-TENSIONED
SLABS & BEAMS
H 5,000 psi 6% x 1% 658 (�.0) 0.40 PARKING GARAGB
COWMNS
I S,OOOpsi 6%xi% 658(�.0) 0.40 PARKINGGARAGB CORROSION�NHIBITING
POST-TENSIONSED ADMIXTURE(3DgaIlCV),
SLABS&BEAMS SURFACESEALWITH
PENETRATING SILANE
SEALER
J 4,SOOpsi 6%±1% 611(65) 045 RETAININGWALLS, CRVSTALLWE
FOUNDATION WALLS, WATERPROOFING IN
PEDESTALS ELEVATOR SHAFT
WALLS
K 4$00 psi 6% ±1 % 611 (65) 040 E%TERIOR SLABS-ON- SVNTHETIC FIBERS
GRADE, STOOPS, (15 LB/CV)
CURBS, & SIDEWALKS
EXPOSED TO DE-ICERS
CORROSION-INHIBITING ADMIXTURE DCI OR DCI-5 PRODUCED BV GCP APPLIED TECHONOLOGIES,
AS RECOMMENDED BV THE MANUFACTURER BASED ON W EATHER AT THE TIME OF THE POUR, OR
APPROVEDEQUAL.
SILAN E SEALER: ISO-FLEX 618400 CRS PRODl10ED BV LVMTAL, OR APPROVED EQl1AL.
REINFORCING STEEL
1. Reinforcing bar tletailing, fabrica[ing, antl placing shall conform ro[he la[es[ etli[ion of [he following
s[andards: Specifmatlons for S[rucNrel Concre[e for Bulldings (AC I 301), ACI De[ailing Manual (SP66). The
latest editions of Concrete Reinforcing Steel InstiNte's Reinforcing Bar De�ailing and Placing Reinforcing
Bars may also be usetl.
2. Pmvitle s[antlartl bar chairs, slab bols[ers, spacers, e[c. as requiretl [o main[ain concre[e pm[ec[ion
speclfletl. Relnforcing s[eel shall be tletl m preven[ tllsplacemen[ tluring concre[e placement Pulling up of
weltletl wire fabric in slabs-on-gretle antl on metal tleck is not permittetl.
3. Relnforcemen[ bars shall no[ be [ack weltletl, weltletl, hea[etl or cu[ unless o[herwlse Intllca[etl or approvetl
bythe StmcNral Engineer.
4. Weltling of relnforcemen[ bars, when approvetl by [he Shuc[ural Englneer, shall conform ro[he la[es[
edltion of American Welding Society Standard Di 4. Electmdes for shop and field welding of reinforcement
bars shall conform to ASTM A233, Class E90XX.
5. Syn[he[ic fibers shall be usetl for [empereNre antl shrinkaqe reinforcemen[ in concre[e slabs-onyrountl.
Synthetic fibers shall be virgin (non-recycled) nylon or potypmpylene fibers conforming to ASTM C 111 Q
Type IIL Fibers shall be introtlucetl inm [he mix a[ [he plan[ in acmrtlance wi[h [he manufac[urer's
recommentlations. The Conhacror shall submit the mix tlesiqq inclutlinq the fiber size antl quantiry, ro the
StmcNral Engineer for appmval prior to constmction. The Contractor shall take adequate measures to
manage any tliffmN[y in concre[e finishing associa[etl wi[h [he use of [he fibers.
6. Concrete cover over reinforcement, unless otherwise noted, shall be as specified in the latest edition of ACI
318.
Z Welded wire fabric in slabs on metal deck shall be placed anywhere fmm 3/4" to 1 1/4" down fmm the top of
[he slab unless o[herwise no[etl.
8. Unless noted otherwise, splioing of reinforoing bars shall oonform to the latest ediHon of ACI 318. Unless
o[herwlse no[etl, all spllces are m be a[enslon spllce.
CONCRETESTRENGTH=UPT04.00OPSL.Fy=fi0K51 CONCRETESTRENGTH=fi.000PSL.Fy=fi0K51
BAR TENSIONSPLICE COMPRESSION BAR TENSIONSPLICE COMPRESSION
SIZE CLASS"B" SPLICE SIZE CLASS"B" SPLICE
TOPBAR OTHER TOPBAR OTHER
#3 24" 19" iP' #3 21•' i6•' iP'
#4 33" 25" 15" #4 22•' 1�•' 15•'
#5 41" 31" 19" #5 2]" 20•' 19•'
#6 52" 39" 23" #6 36•' 28•' 23•'
#] 85" 66" 2]" #] 6Y' 48" 2]•'
#8 112" 85" 30" #8 80•' 62•' 30•'
#9 14P' 109•' 34•' #9 100•' 80•' 34•'
#10 180" 138" 39" #10 128•' 98•' 39•'
#11 221" 1]0" 43" #11 158" 121•' 43•'
CONCRETESTRENGTH=4.SOOor5.000P5L.Fy=fi0K51 NOTES:
TENSIONSPLICE L TOPBARSAREHORIZONTALBARSWITHMORETHAN
BAR CLASS"B" COMPRESSION 121NCHESOFCONCRETECASTBELOWTHEBAR.
5¢E SPLICE 2. WHERETHECLEARSPACINGBEiWEENTHEBARSLAP
TOPBAR OTHER SPLICE�OREMBE��E�ATANYSECTIONISLESSTHAN
#3 22" 17•' 12" 2BAR�IAMETERSOR2V21NCHES,ORWHERETHEBAR
#4 29" 23•' �5^ COVER IS LESS THAN OR E�UAL TO THE BAR DIAMETER,
#5 36" p9" �g� INCREASE THE TABULATED BAR SPLICE LENGTH BV 50%.
3. TABLEISFOR10R2BARBUN�LES. FOR�EVELOPMENT
#6 43" 34" 23" LENGTHSANDTENSIONLAPSPLICELENGTHSOFBUNDLED
#7 70" 54" 28" BAS.REFERTOACI318-110RCONTACTTHESTRUCTURAL
#8 91" ]0" 30" ENGINEER.
#9 116" 89" 3p�� 4, MECHANICALCOUPLERSMAVBESUBSTITUTEDFOR
TENSION LAP SPLICED BARS PROVIDED THAT THEV MEET
#10 14]" 113" 39" THEREpUIREMENT50FAC1318-11.
#11 181" 139•' 43•'
9. Horizon[al bars in walls, masonry bontl beams, antl con[inuous wall foo[ings shall be ben[ a[ mrners antl
'm[ersec[ions In such a way [ha[ wn[inui[y Is pmvided [hmugh [he joinL Separa[e wmer bars of [he same
size and spacing as the horizontal reinforcing may be substiNted for the bent portion of the continuous bars.
10. Unless no[etl o[herwlse, provltle 2-#5 bars (one each face) arountl unfremetl openings antl tllagonally a[
reentrant comers of vertical height offsek in concrete walls. Place bars parallel to the sides of the opening
antl ex[entl 24 inches beyontl mrnere.
1 t The Conhaotorshall prepare detalled working or shop drawings to enable hlm to fabrioate, ereotand
conshuc[ all par[s of [he work In acmrtlance wl[h [he tlrawings antl speclflcatlons antl shall subml[ one
repmducible copy and one blue Ilne mpy to the StmcNral Engineer for review prior to fabrication. These
shop drawings will be reviewed for design concepts onty. The Contractor shall be responsible for all
tllmenslons, accurecy, antl �[ of work.
STRUCTURALSTEEL
1. StmcNral steel detailing fabricatlon and erectlon shall conform to the latest edltlons N the AISC
Specifica[ion for 5[mc[ural S[eel Builtlings, Allowable 5[ress Design antl Plas[ic Design antl [he AISC Cotle
of S[antlartl Prec[ice for S[eel Builtlinqs antl Britl9es.
2 Erec[orshallmain[ainminimum[emporarybracinga[eachbayineachtlirec[ionun[il[hemoftliaphragm
antl permanent laterel loatl resistinq system conshuction are complete.
3. Shuc[ural s[eel shall be shop-paln[etl wl[h a rus[ Inhlbltlng prlmer. S[eel whlch wlll be exposetl ro wea[her
shall be hobtlip galvanizetl (G90 finish). S[eel [ha[ will be normally visible m[he builtling's occupan[s or
exposed to weather shall receive a field applled finish mat matching the existing surrounding surfaces. All
abrasions causetl by hantlling af[er shop pain[ing shall be [ouchetl-up af[er erec[ion is comple[e.
4. Design connections not shawn in accordance with the latest AISC Specifiwtion and Manual of Steel
Conshuc[ion (allowable shess tlesign me[hotl). Design simple span non-composi[e beam connec[ions no[
shown ro suppor[ one-half [he beam loatl capacity as given in [he AISC Uniform Loatl Cons[an[s for Beams
Lateralty Supported tables. ConneoHon angles shall be double web angles, 5/16" minimum thiokness.
5. llnless o[herwise no[ed bol[etl connec[ions for s[mc[urel s[eel members shall be bearinq-[ype usinq 3/4"
dlameter ASTM A325 hlgh shength bolts with standard 13116" dlameter holes tightened to the snug tight
condition. Bolted wind brece connecHons shell be sli�criHcel-type (SC) using 3/4" diemeter ASTM A325
high shength bolts with oversizetl 15/i6" tliameter holes tightenetl using the turn-obnut methotl unless
noted otherwise.
6. High shength boltetl connections shall conform ro the latest etlition of the Specification for Stmcturel Joints
Using ASTM A325 or A490 Bolts, appmved by the Research Council on StmcNral Connections of the
Engineering Fountletioa Feying sur(eces o(slip-criticel-type (SC) connections shell be (ree o( peint entl
mee[ [he minlmum requlremen[s for a Class A surtace contlltlon (mean sllp coeRlclen[ no[ less [han 0.33).
�. Weltlingpmcetluresshellcon(ormrotheletestetlitiono(theAmericenWeltlingSociery5(AWS)Shucturel
Weltlinq Cotles foo S[eel ANSI/AWS D1.1 antl Shee[ S[eel ANSI/AWS D13, antl Reinforcinq S[eel
ANSI/AWS Di 4.
8. Weltletl connec[ions usinq ASTM AS]2 antl A992 5[eel as a base me[al shall be matle wi[h E]OXX Low
Hydmgen electmdes. Unless otherwise noted, other welded mnnections shall be made with regular E]OXX
elechotles. Weltling shall be performetl onlywhere shown antl [o [he ex[en[ intlica[etl.
9. Field drilled holes shall be reamed, oleaned and deburred priorto assembty of the oonneoHon.
10. Thermal cutting shall preferably be tlone by machine. Hantl [hermally cu[ etlges which will be subjec[etl m
substantial shess, or whioh are to have weld metal deposited on them, shall be reasonabty free from
nomhes or gouges. Nomhes or gouges grea[er [han 3/i6" [ha[ remaln bom cu[tlng shall be removetl by
grintlinq. Re-en[ren[ corners shall be shapetl no[ch-bee ro a retlius of a[ leas[ VY'.
11. Surfaces within 2" of any field weld shall be free of materials that would prevent proper welding or pmduce
roxic Nmes while weltling is being tlone.
12. Splicing of shuc[ural s[eel members where no[ tle[ailetl is prohibi[etl wi[hou[ [he prior approval of [he
S[mc[urel Engineer as ro loca[ion, rype of splice antl connec[ion ro be matle.
13. Composi[e beam shear connec[ors shall be 3/4" tliame[er by 4-inches long heatletl s[utls unless no[etl
o[herwise. Connecror quan[i[ies intlica[etl on [he tlrewinqs have been basetl on a shear capaciry of 11.6
klps per sNd.
14. Beams with specifietl camber shall be camberetl upwartl. Beams without specifietl camber shall be
fabrica@d so that after erection any minor camber due to mlling or shop assembly Is upward.
15. The minimum bearinq lenqth for all steel beams bearinq on concrete or masonry shall be 8" for spans 8'-0"
or less and 1'-0" for spans greater than 8'-0".
i 6. Unlass o[harwlsa no[atl, provltla a 98" [hlck s[eal bearing pla[e wl[h [wo VY' tllama[ar x 0'E" sNtl anchors
at the ends of steel beams bearing on concrete or masonry supports.
1]. Con[inuous beam can[ilevers antl o[her beams baming wer [he [op of a column shall have a NII heigh[ 3/8"
web stiffener on each side of the beam, centered above the supporting column. The beam-to-column
connectlon shall con[aln no less [han 4 bol[s (2 each sltle of beam).
18- The Conhaotorshall prepare detalled working or shop drawings to enable hlm to fabrioate, ereot and
conshuc[ all par[s of [he work In acmrtlance wl[h [he tlrawings antl speclflcatlons antl shall subml[ one
reprotlucible copy antl one blue line copy ro[he S[mc[urel Engineer for review prior ro fabrica[ion. These
shop drawings will be reviewed for design concepts onty. The Contractor shall be responsible for all
tlimensions, accuracy, antl (¢ of work.
STEELDECK
1. Prwide and erect mof and Ooor deck in acmrdance with the latest edition of the Steel Deck InstiNte's
Specifica[ions antl Cotle of S[antlartl Prec[ice.
2. S[eel mof tleck antl accessories shall be galvanizetl, aluminizetl or shop pain[etl wi[h a ms[ inhibi[ing
prlmer. Deck whlch wlll be exposetl ro wea[her shall have one atltlltlonal �nlsh coa[ (fleltl applletl).
3. Composi[e s[eel floor tleck suppor[ing in[erior slabs shall be ho[-tlip galvanizetl in acmrtlance wi[h ASTM
A924, Class G 60.
4. S[eel floor tleck suppor[ing ex[erior slabs shall be galvanizetl in acmrtlance wi[h [he la[es[ etli[ion of ASTM
A924, Class G 90.
S Abrasions causetl by hantlling shall be rouchetl-up af[er erec[ion is comple[e.
6- DeckmanufacNrershallprovideallmofdeckaccessories,'mcludingclosures,supplementaryfremingand
sump pans, whether or not such items are tletailetl in the Contrect Documents.
Z Deok manufaoNrer shall provide all Aoor deok aooessories, suoh as edge forms, olosures, fillers and pour
stops for a complete installation, whether or not such items are tletailetl in the Contrect Documents.
8. All deck shall be three or more spans continuous where possible.
9. Suspentletl ceilinqs, liqh[ fix[ures, tlucLs, e[c. shall no[ be suppor[etl by [he s[eel roof tleck.
1. The maxlmum [entlon �acking force shall no[ exceetl 80 percen[ of [he Ntlma[e streng[h of [he [entlon.
2. Unbontletl shantls shall be encasetl in slippage shea[hing which shall consis[ of a sealetl tlurable
wa[erproof plas[ic [ubing capable of preven[ing [he penetra[ion of mois[ure antl cemen[ pas[e, antl which
will contain a cormsion-inhibiting grease coating. Tears in the sheathing shall be repaired to restore the
wa[er [igh[ness of [he shea[hing. HeaFsealetl shea[hing shall no[ be usetl unless [he wa[er [ighMess of [he
shea[hing is guaran[eetl by [he Conhac[or.
3. Gare shall be [aken [ha[ [entlons are loca[etl antl heltl in [heir tlesignetl posi[ions. Tolerances for [he
loca[ion of [he pos[-[ensioninq [entlons shall no[ be more [han±3/8 inch ver[icalty, excep[ as no[etl or
approved by the StmcNral Engineer. Access to the shessing ends shall be maintained where Indlcated.
4. Sli9ht tleviations in the horimntal spacing of the slab tentlons will be permittetl when requiretl ro avoitl
openings, inserts, and dowels which are specificalty lowted. Where IocaHons N the tendons seem to
intertere with each other, one tentlon may be movetl horizon�ally in ortler ro avoitl Ihe interference.
5. Twisting or entwining of the Ind'rvidual wires or shands withln a bundle or a beam shall not be permitted.
6. The maximum allowable number of shantls per buntlle is four for slabs antl six for beams.
1. Maximum wa[er-soluble chloritle ion in concre[e shall no[ exceetl 0.06% byweigh[ of cemen[ per ACI 318-
O8.
8. Pro�les shall conform [o conholling poln[s shown on [he tlrawings antl shall be In an approxlma[e parabollc
tlrape be[ween supporLs, unless no[etl o[herwise. Low poinLs are a[ mitlspan unless no[etl o[herwise.
Harped tendons shall be shaight between hlgh and low point contmis.
9. In [wo-way slab construc[ion, a minimum of two [entlons in each tlirec[ion shall pass tlirectly [hrough [he
critical shear section and between the vertical bars of the columns.
10. All tlimensions showing [he loca[ion of [he pos[-[ensioning [entlons are m[he cen[er of graviry of [he [entlon
(CGS) unless noted otheiwise.
11. Tentlons shall be securetl ro a sufficient number of positionin9 tlevices ro ensure correct location tlurin9
and after the plaoing of the oonorete, and shall be supported at 4'-0" on oenter maximum _ Chairs greater
then 2% inches in size shell be stepled to the form work. Supportbers shell be e minimum of #4 end heve
a 24-in minimum splice.
12. Anchorages shall be recessetl a minimum of 2 inches. Provitle 2-0t4 bars continuous behintl all anchorages
(tleatl entls antl s[ressing entls), unless no[etl o[herwise. Splices shall be 24 inches minimum antl
sbggered.
13. All pocke[s or block ou[s requiretl for anchoreqe shall be atlequa[ely reinforcetl so as no[ ro tlecrease [he
shength of the stmcNre. All pockets shall be waterpmofed to ellminate water leakage thmugh or'mto the
pocke[.
14. Penehations are not permitted In beams or dmp caps except where Indlca@d. Inserts and sleeves shall be
casNn�lace. Core tlrllling of posF[enslonetl concre[e Is no[ perml[[ed Fas[eners or Inser[s shall no[ be
sho[ or tlrilletl inro pos[-[ensionetl slabs af[er [he concre[e is placetl unless [here is written au[horiza[ion
fmm the Ilcensed design pmfessional.
15. Contlui[ wi[hin posF[ensionetl slabs antl beams is no[ permi[[etl.
16. Grou[ or concre[e con[aining chloritles shall no[ be usetl.
17. Por multi-level shuoNres, the formwork shall extend beyond the slab edge or soaffolding shall be pmvided
[o allow atlequa[e room for [he stressing operetlon.
18- For pneuma(ioaly plaoed oonorete, horses shall be pmvided to support the hose-The hose shall not be
allowed to ride on the tendons.
19. The Contractor shall take the necessary precautions to assure complete consolidation and densification of
Ihe concrete behintl all posFtensioning anchorages.
20. The stressing of the tendons may commence once the concrete has attained a compressive strength of
3,000 psi basetl on cylintler compression [es[s matle Gom atltli[ional (ieltl curetl specimens [aken shictly for
[his purpose in [he viciniry of [he anchoreqes. Tentlons shoultl be shessetl wi[hin ]2 hours af[er [he
concrete is placed to minimize eady-age concrete shrinkage cracking.
21. Tensioninq shall be tlone byjackinq untler the immetliate conhol of a person experiencetl in this rype of
work. Continuous Inspection and recording of elongations Is required during all shessing operations.
22. The ram and attendant gauge used shall have been calibrated within sixty days of their use.
23. Uf1I�OITI (�I6IIIb0IBl�IBfll�Of16 6h211 bB 6IIB66B(�bB�OIB LOfILBfIh2IB(� bB2T 6III b2f1(�B(� IBfll�Ofl6 2fl1�612b
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tendons shall be stressed before beam tendons.
24. Intlivitlual tentlon fieltl reatlinqs of elonqations antl/or shessinq forces shall not vary by more than±]
percent fmm the calculated required values shown on the shop drawings. If the measured elongations vary
fmm calcula[etl values by more [han±� percen[, [he Con[rac[or shall pmvitle fric[ion calcula[ions anNor
o[her jus[ifica[ion ro[he sa[isfac[ion of [he Shuc[urel Enqineer.
2S The pos[-[ensioning force provitletl in [he fieltl for each shuc[ural member shall no[ be less [han [he values
specifietl on [he tlrewinqs. In [his con[exp shucNrel members are beams or slabs, whe[her wi[h bantletl or
dlsMbuted tendons, each serving their respecCrve hibutary-
26. Do no[ burn off [entlon entls un[il [he en[ire floor sys[em has been sa[isfac[orily shessetl antl accep[etl by
the StmcNral Engineer. The shessing end anchors and wedges shall be spray painted with mst-oleum or a
similar coating for mrrosion protection. Install grease caps within 24 hours of applying Ihe mrrosion
pro[ec[ion.
21. Shessing pocke[s shall be filletl wi[h non-shrink grou[ af[er shessing, pain[ing antl grease-capping [o s[op
moisNre penetra[ion. Grou[ con[aining chloritles shall NOT be usetl.
28. Slabs or beams may be tle-shoretl when all [entlons have been satlsfac[orllyshessetl antl accep[etl by [he
Struc[ural Engineer, unless shoring is requiretl m carry upper level floor loatling. Reshore in acmrtlance
with the appmved shoring plan. Shoring requiremenk for stagestressed transfer girders shall be as noted
on [he tlrawings.
29. Continuous special inspection shall be provided during the placing of reinforcing steel and post-tensioning
[entlons for all s[mc[ural concre[e. Tentlon ins[alla[ion antl in[egriry shall be inspec[etl prior [o placemen[ of
concrete. Durinq all shessinq of post-tensionetl concrete, the special inspection shall inclutle recortlinq the
field measured elongation and laoking fome for eaoh tendon. For quality oontml, independent inspeotion of
[entlon [ails, entl cap ins�alla[ion for encapsula[etl sys[ems, antl gmu[ing of anchorage pocke[s is requiretl.
30- The Cont2ctorshall prepare detailed working or shop d2wings to enable hlm to fabricate, erect and
conshuc[ all par[s of [he work in acmrtlance wi[h [he tlrawings antl specifica[ions antl shall submi[ one
reprotlucible copy antl one blue line copy ro[he Shuc[urel Enqineer for review prior ro fabrica[ion. These
shop drawings shall show tendon layout, dead end and stressing end locations, and @ndon support layouts
with tletails necessaryfor installation. These shop tlrawings will be reviewetl for tlesign concepts only. The
Contrac[or shall be responslble for all tllmenslons, accurecy, antl �[ of work.
SUBMITTAL NOTES
1. The Contrac[or shall nei[her use nor reprotluce any par[ of [he Design Drawings as par[ of [he Shop or
Erection Drawings without the writ@n permission of the StmcNral Engineer. All'mformation contained In
[he CAD �les or Deslgn Drawings shall be consltleretl Inshumen[s of servlce of [he Shuc[ural
Engineer. When allowetl by [he ShucNral Engineeq [heir use shall no[ relieve [he Fabrica[or's
responsibility for pmper checking N member sizes and coordinaHon of dimensions, debils and fitup of the
shuc[ure.
2. Fifteen days after noHoe to prooeed, the Conhaotorshall submiHor review a sohedule whioh details the
es[ima[etl quan[iry of shop tlrawings antl [he tla[e [he shop tlrawings will be receivetl by [he Design Team.
The Shuc[urel Enqineer shall have [he oppor[uniry ro review [he proposetl schetlule antl submi[ comments
to the Contractor. The final shop drawing schedule shall be developed and submitted to and approved by
[he Design Team. The schetlule shall allow for atlequa[e review antl tlelivery [ime. Review [ime may vary
tlepentlinq on volume antl overlap of submi[[als. Conhacror shall allow a minimum of 14 calentlar tlays for
review time. Depending on Submittel complexity end volume, eddiHonel Hme mey be required.
3. The Conhacror is ro review each submi[tal prior ro forwartlinq ro[he Archi[ec[ antl Shuc[urel Enqineer. The
Conhactor Is to stamp EACH submittal verifying that the following Is addressed:
1. The shop tlrawing is requestetl.
2 The shop tlrewing is basetl on [he la[es[ tlesign.
3. The AmhltecPs and StmcNral Engineer's comments fmm any previous submittal are addressed.
4. The work is coortlinatetl among all constmction hatles.
5. Revisions from previous submi[[als are clearly marketl by circlinq or cloutls.
6. Submittalls complete.
4. The ShucNral Engineer shall reNrn, wi[hou[ commen[, submi[[als which [he Con[rac[or has no[ s[ampetl or
whlch dld not meet the above requirements. The StmcNral Engineer's review shall be for general
conformance wl[h [he tleslgn In[enL No work shall be s[ar[etl wl[hou[ such revlew.
5. Thefollawingitemsrequiresubmittalstobesubmittedbythecontractorwhosescopeincludeslistedtimes
for shuc[ural review as outlinetl in [he specifica[ions.
023510 - S C Rammetl Aggrega[e Piere
033000 - S Reinforcing Layout
033000 - S Concre[e Mix Designs
033000 - S Concre[e Conshuc[ion Join[ Layou[
033816 - S C Post-Tensioned Concrete
051200 - S S[mc[ural S[eel
051200 - S C Shucturel Steel Connections
054000 - S C Cold-Pormed Metal Framing
S= Shop Drewinqs or Protluc[ Da[a is reques[etl.
C= Supporting calculations required. Slgned and Sealed by a Gcensed StmcNral Engineer'm the
State in which Ihe prolect is locatetl.
6. The following Items require Shop Drawings to be submitted by the Conhactor for review of attachment to
Ihe Stmcture:
SD ArohlteoNral omamentatlon (Flagpoles, Banners, Masts, Eto-)
SDSS ArcM[ec[ural Precas[ Concre[e antl Connectlons
SDSS Coltl-FormetlMe[alFraming
SDSS Curtain Wall Systems
SD Eleva[orReactlons.
SDSS Me[al S[airs
SDSS SkylightsQfAny)
SD55 WlntlowWashingDavl[Sys[emsQfAny)
SD= Shop Drawings shall show the magniNdes, direoHons, and oonneoHon oondiHons N all loads
imposetl on [he suppor[ing s[mc[ure.
SDSS = In addition to "SD" the submittal shall list the design loads used and be signed and sealed by a
Licensetl S[mc[ural Engineer in [he s[a[e in which [he prolec[ is loca[etl.
�. TheConhectorshellsubmitpmductdeteforpmprieterymeterielenditems,includingreinforcementend
forming accessories, atlmix[ures, pa[ching compountls, wa[er-s[ops, lois[ sys[ems, curing compountls, antl
o[her if reques[etl by [he Shuc[urel Enqineer antl Archi[ec[.
8. A mix tlesign for each proposetl class of concrete shall be submittetl to Ihe Stmctural Engineer antl
Archi[ect Mix tlesigns shall intlica[e propor[ions by weigh[, wa[er-cemen[ re[io, slump, air con[en[, fiber
sls and quantitg sieve analyses of fine and ooarse aggregates, standard deviatlon anatysis, and required
average shength verify compliance with ACI 318. The Contrector shall be responsible for any tliRiculties in
concre[e finishinq [ha[ may arise tlue ro[he use of [he fiber reinforcetl concre[e.
9. Conhac[or shall hlghllgh[ changes matle In [he Shop Drawings [ha[ tlo no[ comply wl[h [he Deslgn
Drawings.
MASONRV
L Engineeretl concre[e masonry has been tlesignetl in acmrtlance wi[h [he la[es[ etli[ion of [he ACI Builtling
Cotle Requlremen[s for Masonry ShucNres (AG 530/ASCE 5).
2. Concre[e masonry conshuc[ion shall conform [o [he la[es[ etli[ion of [he ACI Specifica[ions for Masonry
S[rucNres (ACI 530dlASCE 6).
3. Mor[ar shall be type N for in[erior non-loatl bearing walls Por ex[erior antl loatl bearing walls, mortar shall
be rype M below gretle antl rype S above gretle. Mor[ar shall conform m[he requiremen[s of [he la[es[
edition of ASTM C270. Portland Cemen4lime without air entrainment shall be used in the mortar mix.
4. Provltle stantlartl spacers, em. as requlretl ro prevent relnforcing steel tllsplacement tluring grout
placement.
5. Con[recror shall coortlina[e wall con[rol join[ loca[ions wi[h [he Archi[ec[. Unless o[herwise shown on [he
drawings, contml loint spacing shall not exceed 25-0" on center and shall be pmvided at one side of wall
openings.
e. Pmvide reinfoming steel in vertical cores as indiwted. In addiHon, pmvide reinforcing steel in vertical cores
on each sitle of all openings antl each mrner of all walls. Grou[ mres wi[h reinforcing s[eel solitl.
Z Reinforcing steel lap splices in concrete masonry shall be as noted below unless otheiwise noted. All
splices shall be wiretl [oge[her.
8. Masonry mres (where speci(ietl) antl bontl beams shall be filletl with coarse grout conforming to Ihe
requiremen[s of [he la[es[ etli[ion of ASTM C4]6 antl having a minimum 28-tlay compressive sheng[h of
3,000 psi, 3/41noh maximum aggregate, and an 8 to 11 Inoh maximum slump_
9. Bearings for beams, lin[els, jois[s, em. shall be bontl beams or hollow masonry units wi[h cores filletl solitl
with grouL The minlmum bearing length shall be B lnches unless otherwise Indlcated.
10- The Cont2ctorshall prepare detailed working or shop d2wings to enable hlm to fabricate, erect and
constmct all parts of the work in accordance with the drawings and specifications and shall submit one
reprotluclble copy antl one blue Ilne copy [o [he Shuc[ural Englneer for revlew prlor [o fabrlcatlon. These
shop drawings will be reviewed for deslgn concepts only. The Conhactor shall be responsible for all
dimensions, aoouraoy, and fit of wodc.
DESIGN
1. Building Code: Indiene Building Code, 2014 EdiHon (20121ntemetionel Building Code, with Indiene
Amentlmen[s)
a. Soilinforma[ion:
Allowable ne[ bearing pressure: ],000 psf
Footings shall be founded on soil enhanced with Rammed Aggregate Piers at the elevations
shown. All foo[ing excava[ions shall be inspec[etl antl appmvetl by [he geo[echnical engineer for
the bearinq capaciry intlicatetl above prior ro placinq concrete.
K ]
Soisu rademoduus s 5 m
b2 P
Uni[ weigh[ of soil 125 pcf
Ac[ive la[erel ear[h pressure coeRicienp Ka
(free-standing retaining walls) 0-30
Coeffmien[ of bic[ion be[ween soil antl concre[e foo[ing 0.30
2 Concrete:
28 tlay compressive shength (fc) see schetlule
3. Masonry:
28 tlay compressive shength (fm) 2,000 psi
4_ Reinfoming steel (deformed bars of new blllet steel)_
S[irrup antl [ie ASTM A615, Gratle 60
Weltlable (Low-Alloy) ASTM A]O6, Gretle 60
Otherwise ASTM A615, Grade 60
Weltletl wire fabric (smoo[h) ASTM A185
Weltletl wlre fabrlc (tleformetl) ASTM A49]
S 5[mc[ural 5[eel:
StrucNral Nbing members ASTM A500, Gratle q Fy = 50 ksi
ShuoNral steel pipe members ASTM A53, Type E or S, Gade B,
Fy = 35 ksi
Shuc[urel s[eel rolletl witle flanqe W shapes ASTM A992, Fy = SOksi
StmoNral steel rolled S, M, and HP shapes & ohannels ASTM A38
5[mc[ural s[eel rolletl pla[es 8 angles ASTM A36
All o[her members ASTM A36
Composite beam shear mnnecto5 (cold-drawn) ASTM A108
Connec[ion bol[s ASTM A325N
Anchor bol[s ASTM A36
6. Post-tensioningTentlons(unbontletl):
'h Inch tllame[er seven-wlre low-relaxatlon (area = 0.153 sq. In.) ASTM A416, Gretle 2]0
1. Non-shrinkgrout
28 tlay compressive streng[h 5,000 psi
8. Liveloatls:
Roo[ 25 psf wi[h tlrif[ consitlere[ions
FIooS (unless otherwise noted, floor I'rve loads have been reduoed to the extent allowed by IBC)-
Offlce areas 50 psf t 15 psf partltlon Loatl
Fire[�oor 100 psf
Corridor areas (except first floor) 80 psf
Roof[op Mechanical Area (Deatl Loatling) 150 psf
�ObbIB6 (Of11B(�OGB(�) ��� ��
Terraces 100 psf
Parking Garage 40 psf
9. Live Load Dellection Limitation:
Roof L/360
Floors:
AIl Floors L/480
10. W Intl loatls (ASCE ]40):
Ultlmate Design wind speed (3-semnd gust) 115 mph
Risk Category I I
Exposure Category B
Intemal Pressure Coeffmient +-0.18
Design wintl Pressures (Components antl Clatltling) See table
1 t Seismio loads (ASCE ]-10)-
Rlsk Ca[egory I I
Impor[ance facror 1.0
Mapped MCE Seismlc Spechal Response Acceleration at Short Periods, Ss 14.9 % g
Mappetl MCE Selsmlc Spechal Response Acceleretlon a[ 1 Secontl, 51 82% g
Design Seismic Spectral Response Accelere[ion a[ Shor[ Periotls, SDs 11.9% g
Design Seismic Spectral Response Acceleration at 1 Second, SDi 9.3% g
51[e Class C
Seismic Design Ca[egory B
R 3.0
Omega o 3.0
Seismic Force Resis[inq Sys[em Ortlinary Reinforcetl Concre[e Momen[ Fremes
Seismic Response Coeffmient, Cs 0.040
Analysis Pmcetlure Equivalen[ La[eral Porce
ZP Investments,
LLC Office
North Illinois St
Carmel, IN 46032
Owner
ZP Investments, LLC
11460 N Meridian Sheet
Carmel, IN 46032
317-705-5050
Architect
RATIO
101 South PennsyNania Street
Indianapolis, Indiana 46204
317-633�040
Structural Engineer
CE Solutions, Inc.
10 Shoshone Drive
Carmel, IN 46032
317324-6024
Mechanical / Electrical Engineer
Heapy Engineering
3850 Priority Way S. Dr #204
Indianapolis, IN 46240
317-571-8795
Civil Engineer
Civil & Environmental Consultants, Inc.
530 East Ohio Street G
Indianapolis, IN 46204
371-655-7777
SEAL�DATE
SHEETISSUE
1 IssuedfarC
06/21/19
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PROJECT NO. 18087.001
SHEET TITLE
GENERAL
STRUCTURALNOTES
SHEETNUMBER
S-100