HomeMy WebLinkAboutS1-1-General-Structural-Notes-Rev.0�
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GENERAL STRUCTURAL NOTES
All notes hereafler are typically applicable unless noted o[herwise on plans, sections, or tlelails.
GENERAL
1. The simcWre has been designed for the in-service loads only. The melhods, procedures, and
sequences of cons�mction are �he responsibility of the Contrac�or. The Contrac�or shall take all
necessary precautions m maimain antl ensure [he in[egrity of the strucmre a[ all s�ages of constmc�ion.
2. All work shall be pertormed in accordance with the Indiana Building Cotle, 2014 Edi�ion (2072
Inlarna[ionel Bullding Cotle, Flre� prinling, wl[h Intliane Amentlments).
3. Do not determine dimensions by "scaling" oH�he plans. The Con�ractor shall accept all risk associa�ed
wi[h "scaling" antl shall be responsible for all inatlequa[e work resulting �herefrom. Queslions regartling
missing or conflic[ing dimensions shall be direc�ed, in writing, to ihe Structurel Engineer.
4. Principal openings in [he struc[ure are indicated on [he sUuc[ural tlrawings. Refer to [he architecWral,
mechanical, electrical, and plumbing drawings for sleeves, curbs, inseris, etc. not herein indicated.
Openings In slabs with a maximum sitle tlimension or diame�er of 10 inches or less shall not require
atltlilional Gaming or reinforcement, unless notetl o�hervvise. The loca�ion of sleeves or openings nol
shown in stmcNral members shall be approved by the StmcNral Engineer.
5. The Contrac[or shall relocate all u[ilities which interfere wi[h the proposed consUuc[ion. Service shall be
mainWinetl at a0 times during utility relocation unless otherwise noted.
6. Opening tlimensions shown on the plans antl eleva[ion views are nominal rough openings. It shall be the
Contractor's responsibiliry ro coordinate the specific dear opening dimension wilh ihe selected door
manufacNrer antl tloor installec Clear opening tlimension shall accounHor any shimming and
constmction tolerances neetletl by the Conhactor �o complete �heir work. Refer �o the ArchilecWral
plans for door bcalions and sizes.
FOUNOATIONS
t Exterior (ootings shall bear 3'-0" minimum below fnish grade and shall bear on undislurbed soil.
2 Founda[ion excava[ion, rammetl aggrega[e piers (Geopiers or an approvetl equivalent) and tes[ing, antl
all olher soils related work shall be pedormed in accordance wiU ihe geotechnical engineering reporl
preparetl by ATC tlated Mamh 12, 2019 antl all associa�etl supplemen�s (ATC Pmjec� No.
i]04000]]])_
3. Poundation excavations shall be made to plan elevations. The soil conditions beneath fountlations shall
[hen be inspectetl by a qualifetl Geotechniwl Engineer. If Ne underlying soils are fountl to be
unacceptable, one of ihe following pwcedures shall be followed:
A. Remove Ue unacceplable soil antl backfll with an engineeretl sUuc[ural fll in accortlance wilh
the geotechnical engineering report or inspeqing Geotechnical Engineer.
B. Lower ihe tooting [o an acceptable soiL Contact ihe SimcWral Engineer tor po[ential
modifications to the foundation syslem.
4. Subgratle simcWral elemenis subjectetl to tlifferential lateral soil pressure shall be atlequa[ely bracetl
unlil ihe stmcWral elements which pwvide lateral resireint have been placed and allowed lo cure for a
minimum ot ] days.
5. Excavations for spread footings, combined footings, continuous foolings andlor mat foundalions shall be
cleaned and hand �amped �o a uniform surface. Poundation excavations shall be adequatery pmtected
against tleUimental change in contlition from tlismrbance, raiq Geezing, etc. antl have the sitles and
boltoms temporarity lined with 6 mil visqueen if placement of concrete does nol occur within 24 hours of
the excava�ion. SuAace mnoHshall no� be allowed to enter �he excavation.
6. Foundation conditions noted during consVuclion, which differ from those described in �he geo�echnical
repotl shall be reported to �he Amhitec[ StmcWral Engineer antl Geo�echnical Engineer before further
conshuction is at[emptetl.
�. Center all spreatl and wall footings, and grade beams under �he column or wall above unless o�herwise
intlicatetl.
1. Soil suppotling foundations shall be improvetl using aggregate piere to provitle soil characteristics as
follows:
A. Allowable Bearing Capaci[y:6,000 PSF
B. Estimated Tolal Long-Term Settlement: 1 A inch maximum
Q Estimatetl DiHerential Setllement 0.5 inch maximum
2 The Generel Conirector shall coordinate all foundation and slab bearing elevalions and site greding
requiremen�s wi�h the aggregate pier installer prior to commencement of aggregate pier installa�ion.
3. The as-built center of each pier shall be within six inches of ihe location indicated on ihe reviewed shop
tlrawing/delega�etl tlesign submitlal. The top of each pier shall be wt more �han 1 inch above antl not 3"
below the design bearing eleva�ion. Piers ins�alletl outside of these tolerances antl tleemed no�
acceptable by lhe Shucturol Engineer shall be rebuilt at no additional expense lo ihe owner.
4. Aggregate Piers ins�alletl beyontl the maximum allowable [olerances shall be abandonetl antl replacetl
with new piers, unless the Engineer approves other remedial measures.
5. The General ConVactor shall engage an Intlependent Testing Agency [o con[inuously monitor ihe
inslallation and required testing of all Aggregate Piers.
6. The Aggrega�e Pier Installer shall provitle on a tlaily basis, complele antl acwrate recortls of all
aggregate pier insWllations to ihe General Contractoc The records shall indicate the pier localion,
length, volume of aggregate usetl or number ot li%s, densification fomes during ins�allation, antl final
elevations and depths of the base antl top ot piere. The recortl shall also intliwte [he [ype antl size ot
the equipment used, and the type of aggregate used. The Installer shall immediately report to ihe
General Contractor, the S�mchral Engineer and Indepentlent Testing Agency, any unusual conditions
encounteretl tluring installa[ion.
�. The General Contractor shall coordinate all excava�ions made subsequen� to �he aggrega�e pier
installation so tha[ excavations tlo no[ encroach on [he piers. Pro[ection of [he completed aggregate pier
elemenis is ihe responsibiliry of the Generol Contractor. In the event ihal utiliry excavations are required
in close pmximity �o the installed aggregate piers, the General Contrac�or shall immetlia�ety con�ad �he
Aggregate Pier tlelegatetl tlesign professional to tlevelop conshuction soW[ions to minimize ihe impact
onihe installed piers.
GONCRETE
1. Reinforced concre�e has been tlesignetl in accordance with the lates� etli�ion of �he Building Code
Requiremenis tor Reintorcetl Concrete (ACI 318) by ihe Ameriwn Concre[e InstiWte (ACI).
2. Slabs-on-grade shall be constmdetl in accordance wi�h the lates� etlition o(�he Guide for Concrete Floor
antl Slab Construction (ACI302.iR).
3. Mixing, transpotling, and placing of concrete shall confortn to the lates� etlition of �he Stantlard Prac�ice
tor Selectin Pro orlions for Normal Heav ei h[ antl Mass Concre�e ACI211.1 antl [he S�antlartl
9 P Y�+' 9 . ( )
5 ecificalions for SlrucNrel Concrete ACI 301 . Concrete cunn shall conform �o �he la�esl edi�ions of
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�he S�andartl Practice (or Concrete Cunng (ACI 308) and �he Stantlard Specifica�ion for Curing Concrete
(ACI 308.1). In case of a tliscrepancy, the plans antl specifica�ions shall govern.
4. Unless no�ed otherwise, concre�e shall have naWral santl fne aggrega�e and normal weigh� coarse
aggregates conforming �o ASTM C33, antl Type I or III Portlantl Cemen� conforming �o ASTM C150.
5. Unless no�ed otherwise, �y ash may be used as a pwzolan �o replace a pohion o(�he Portland Cemen�
in a concrete mix. FI ash when usetl shall mnform to ASTM C618 T e G Concrete mixes usin fl
Y YP 9 Y
ash shall be ro orlioned to accowt for the ro erlies of the s eciFlc fl ash used antl to account for the
P P P P P Y
specificpropertiesoftheftyashconcretethusresul�ing. Theratiooftheamoun�o(�heflyashto�he
to[al amoun[ of fly ash plus cement in [he mix shall not exceetl 20 percent.
6. Unless no�ed otherwise, gmuntl granula�etl blasbfumace slag (GGBFS) may be usetl �o replace a
potlion of the Portlantl Cement in a concrete mix. Grountl granula�etl blasbfumace slag, when usetl,
shall conform to ASTM C989, Grede 100 or 120. Concrele mixes using GGBFS shall be proportioned to
account for �he propehies of the specific GGBFS used and �o accounttor �he specifc pmpetlies of �he
GGBFS mncrete [hus resulting. The ra[io of [he amount of the GGBFS to lhe lolal amount of GGBFS
lus cement in the mix shall not exceed 40 ercent.
P P
]. Watervretlucing atlmix[ures conforming to ASTM C494 may be usetl in ihe concrete mix tlesign.
Maximum slum shall be 5 inches for mixes containin waterreducin admixtures and 5 to 8 inches for
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mixes containing high range wa�er-reducing admixWres.
8. Concrele compressive slrength tesis shall be pedortned in accordance wiU ASTM C39. The tesis shall
be performetl by an independen� tes�ing company at �he Ownefs expense. Copies of �he �est results
shall be forwardetl �o [he S�mcWral Engineer. One se� of specimens shall be �aken for each tlays pour
of appreciable size and for each 50 cubic yards in accordance with lhe latest edition of ASTM C31. Each
se� shall include one specimen tes�ed at ] tlays, 2 specimens tested at 28 days and one specimen
re�ainetl in reserve. These �est cylintlers shall be laboratory wretl.
9. When �he ambient temperaWre is expec�etl to fall below 40 degrees during Me course of a concre�e
povr or subsequent wring periotl, it shall be placetl antl curetl in accordance with the latest etlition of
Cold Wealher Concre[ing (ACI306R) and an additional se[ of concrete test cylinders shall be made.
These cylinders shall be s�ored immetlia�ety adlacen� �q and cured untler �he same conditions as the
builtling concrete. Special wring boxes are not permiVetl for these [est cylintlers.
10. Concrete mixed, transpoheQ placeQ and cured untler condi�ions of high ambient �emperaWre, low
humitlity, solar ratliation, or high wintls shall conform �o [he la[est etli�ion of Hol Wea�her Concreling
(ACI 305R) and an addilional set of concrete tesl cylinders shall be made. These cylinders shall be
stored immediatety adjacen� to, and cured under �he same contli�ions as �he builtling concre�e. Special
curing boxes are not permi[ted for ihese [est cylintlers.
11. SNmp tes�s shall be made prior �o and following the atldi�ion of plasticizers. Where concrete is placed by
pumping me[hotls, concrete for test cylintlers antl slump tesis shall be taken at ihe poin[ of (nal
placement.
12. Wa�er shall no� be atltletl �o �he concre[e a[ �hejob site. The ConUac[or is responsible for coortlina�ing a
pumpable and workable mix wiUON lhe addition of water at ihejob site. The use of plasticizers,
re�ardants and other adtli�ives shall be a� �he op�ion ot �he Contractor subjec� �o the apPmval o( �he
S�mcWral Engineeo Follow the recommentlations of the manufacWrer for �he proper use of atltli�ives.
Use of calcium chloride or olher chbride bearing salis is prohibiled.
13. Place concre�e in a manner so as to preven� segregation of �he mix. Delay Floating antl Voweling
operations until the concrele has lost sudace water sheen or all free waler. Do not sprinkle free cement
on �he slab surface. Finishing of slab suAaces shall conform to �he la�es� editions of ACI 302.iR antl ACI
3WR (Guitle for Measuring, Mixing, Transporting antl Placing Concrete).
14. Where an epoxy adhesive is specifietl for bonding plastic concre�e �o hartlened concre�e, i� shall
conform to the latest etli[ion otihe Stantlartl Specification for Bontling Plastic Concrele to Hartlened
" ' "' ' ' " " " sive (ACI5032).
RELEASEOFORCONSTRUCTION 3si5tlaysa[ambienttemperaWresabove]Otlegrees,
Suhject to compliance with all regulations �ove 50 degrees. Curing compounds or moisture retenlion
as Pormed surtaces shall be cured by leaving forms in
04 S�a�e antl Local Codes ist by sprinkling. When forms are removetl prior to [he entl
City of Carmel ihe exposed sudaces.
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onrE: 06/11 /20
i6. All inlerior slabs shall receive a hard'Yroweled fnish'. Exlerior slabs, sidewalks. and sloops shall receive
a"bmom (or o�her rype of slip resistanp finish". All formed sudaces not exposetl to public view shall
receive a"rough form Mish", exposetl surtaces shall receive a"smooth form finisH' or patterned finish
(using a form liner or other approved melhod) where specifed. Concrete finishes shall be as defined in
AC1301.
17. TheContractorshallberesponsibleforanydiRcultiesinconcretefinishingthatmayariseduetotheuse
of the fber reinfometl concre�e
18. Prolect finished concrete surtaces from damage, roin, hail, mnning water, other injurious efteqs.
19. Pmtect the concrete surtace between Mishing operations on hot, tlry tlays or any time plas[ic shrinkage
crecks could develop by using wet butlap, plaslic membranes or fogging.
20. Conshuction joinis at locations other ihan where intlicatetl shall be submittetl to ihe SVuc[urel Engineer
for approval.
21. Cons�mc�ion join[s shall be prepared by roughening the con[act surtace in an approvetl manner to a full
amplilude of approximalely ll4 inch leaving ihe conlact sudace clean and free of IaiWnce.
22 Conirection joinis shall be made in concrete slabs-ongratle a[ major column centerlines, a[ poinis of
di5C00(OOI�y, dl fE201fdOl COT2f5, dOd 3f O1hEf IOCd�1005 ShOWO OO lhE PId05.
23. Provitle 3/4-inch chamters on all exposed mrners otmncrete except those abuVing masonry.
24. The Contrac�or shall verify �he loca�ion of sleeves, openings, embetltletl items, e�c. antl shall ensure �hat
ihey are in place prior to ihe placement of the concrete.
CONCRETESCHEDULE
CLASS i� AIR MIN. MAX. CONCRETE REMARKS
CONTENT CEMENT'. WATERI PLACEMENT
LBICV CEMENT
SACKSICY RATIO
A 4,500 psi 8% t 1% 811 (Bb) 045 FOOTWGS,
PEDESTALS
B 4,500 psi 6% t 1% 611 (6.5) 040 EXTERIOR SLABS-ON- SVNTHETIC FlBERS
GRADE, STOOPS, (1 b LBICI�
cuaes, x sioewn�Ks
EXPOSED TO DEICERS
REINFORCING STEEL
7. Reinforcing bar detailing fabricating, and placing shall conform to the latest etlition ot �he following
stantlartls: Specifca�ions for S�mcWral Concrete for Builtlings (ACI 301), AQ Oe�ailing Manual (SP66).
The latest etlitions of Concrete Reinforcing Steel Institute's Rein(orcinq Bar DeWilinq and Placing
Reinforcing Bars may also be used.
2. Pmvide standard bar chairs, slab bolsters, spacers, etc. as required ro maintain concrete protection
specrfied. Reinforcing s�eel shall be tied to preven� displacemen� tluring wncre�e placemen�. Pulling up
of weltletl wire fabric in slabs-0n-gratle antl on me�al tleck is nol permittetl.
3. Reinforcement bars shall wt be �ack weldeq weltled, hea�etl or cut unless o�herwise indicated or
approvetl by the S�mcWral Engineer.
4. Welding of reinforcemen� bars, when appmved by the S�mcWral Engineer, shall conPorm to the lates�
etlilion of American Weltling Society S�antlartl Di 4. ElecVotles for shop antl feltl weltling of
reinforcement bars shall conform to ASTM A233, Class E90XX.
5. Syn�hetic fbers shall be usetl for temperaNre antl shrinkage reinforcemen� in concre�e slabs-on-grountl.
Synihetic fbers shall be virgin (non-recyded) nylon or polypropylene fbers con(orming to ASTM C1116,
Type IIL Fibers shall be intmducetl in�o the mix at the plant in accordance with the manufacNrer's
recommentla�ions. The Contrac�or shall submi� lhe mix tlesign, inclutling the fber size antl quantity, to
ihe Stmcturel Engineer (or approval prior to consimction. The Contrecror shall take adequate measures
�o manage any diffiwlty in concre�e finishing associated with �he use of �he fibers.
6. Concrete cover over reinforcement, unless otherwise noted, shall be as specifetl in ihe latest edition o(
AC1378.
]. Weltled wire fabric in slabs on metal deck shall be placetl anywhere lrom 3/4" to 1 1/4" tlown from the
�op of the slab unless otherwise noted.
8. Unless noted otherwise, splicing of reinforcing bars shall conform to the latest edition of ACI 318.
9. Horizon�al bars in walls, masonry bond beams, and continuous wall footings shall be bent at comers and
in�ersections in such a way [ha� continuity is pmvitletl [hrough lhejoinL Separa[e comer bars of lhe
same size antl spacinq as the horimnWl reinforcing may be substiWted (or the bent portion o( the
continuous bars.
10. Unless noted otherwise, pmvide 2#5 bars (one each face) around wGamed openings and diagonalty al
reentrant comers of vehical height oHsets in concre�e walls. Place bars parallel to �he sides of �he
opening antl ex�entl 24 inches beyontl corners.
71. The Contrac�or shall prepare de�ailed working or shop drawings to enable him to fabricate, erec� and
cons�mcl all parts of �he work in acmrtlance wilh �he tlrawings antl specifca�ions antl shall submit one
repmducible copy and one blue line copy lo ihe SVucNral Engineer for review prior to fabrication. These
shop drawings will be reviewed for design concep�s onty. The Contrac�or shall be responsible for all
tlimensions, accuracy, antl ft of work.
STRUCTURALSTEEL
7. S�mctural steel detailing, fabrication and erec�ion shall conform �o the latest edi�ions of �he AISC Specification for
StrucNral Steel Builtlings, Allowable Stress �esign antl Plaslic Design antl �he AISC Cotle of S�antlartl Prac[ice
forS[eel Buildings antl eritlges.
2. Erec�or shall main�ain minimum temporary bracing at each bay in each tlirection un�il the roof tliaphragm antl
permanent lateral load resisting sys�em conslruction are complete.
3. Structural s[eel shall be shop-pain�etl wi�h a msl inhibiting primeo S�eel which will be exposetl to wealher shall be
hot-dip galvanized (G90 fnish). Steel ihat will be normally visible to ihe building's occupanLs or exposetl to
wea�her shall receive a field applied finish coa� ma�ching the exis�ing surmunding sudaces. All abrasions caused
by hantlling afler shop painting shall be �ouchetl-up afler erection is complete.
4. Design connec�ions no� shown in accordance wi�h the latest AISC Specification and Manual of Steel Cons�mction
allowable s�ress tlesi n methotl . �esi n sim le s an non-com osite beam connec�ions no� shown �o su ort
( 9 1 9 P P P PP
one-half the beam loatl capacity as given in ihe AISC Unilorm Load Constanis for Beams Laterally Supported
�ables. Connection angles shall be double web angles, 5/16" minimum �hickness.
5. Unless otherv.�ise noted, bdted connections lor sVucWral steel members shall be bearing-type usinq 3l4" tliameter
ASTM A325 high s�rength bolh with stantlard 13/i6" tliame�er holes tightened �o the snug �igh� condition. Bolted
wintl brace connec�ions shall be slip-cri�icabtype (SC) using 3l4" tliameter ASTM A325 high sVength bolts wiN
oversized 15/i6" diameter holes tiqhtenetl using ihe turnof-nut method unless notetl otheiwise.
fi. High sVenglh boltetl connec�ions shall conform to lhe lates� etlition of �he Specification Por S�mcWral Joints Using
ASTM A325 or A490 eops, approved by �he Research Council on SVucNral Conneclions of�he Engineering
Pounda�ioa Faying sudaces of slip-cri�ical-type (SC) connections shall be free of paint and mee� the minimum
requirements Por a Class A surtace contlition (mean slip coeffcienl nol less than 0.33).
Z Weltlin mcedures shall con(orm to �he la�es� etlition of �he American Weldin Societ 's AWS S�mcNral
eP e v ( )
Weltlin Cotles for S�eel ANSIIAWS D1.1 antl Shee� Steel ANSVAWS 01.3 antl Reinforcin Sleel ANSIIAWS
9 9
D16.
8. Weltletl connec�ions using ASTM AS]2 antl A992 steel as a base me�al shall be matle wi�h E]�XX Low Hytlrogen
elecVodes. Unless othervuise noted, other welded connections shall be matle with reqular E]OXX elecVodes.
Welding shall be pedormed only where shown and to �he extent indica�ed.
9. Field drilled holes shall be reamed, cleaned and deburred prior to assembly of ihe connection.
10. Thermal wtting shall preferably be tlone by machine. Hantl thermally wt etlges which will be subjec�etl �o
substanlial siress, or which are to have weltl meWl tleposiled on them, shall be reasonably lree Gom notches or
gouges. No�ches or gouges grea�er than 31i6" �hat remain hom cutting shall be removed by grintling. Re-eNraM
corners shall be shapetl notch-hee to a ratlius of a� leasl il2".
11. Surtaces within 2" of any feltl weld shall be hee of ma�erials tha� woultl preveN proper welding or produce toxic
fumes while weltling is being tlone.
12. Splicing of s�mcWral steel members where no� de�ailed is pmhibi�ed wi�hout �he prior approval of the S�mcWral
Engineer as to localion, type of splice antl connec�ion to be matle.
73. Composi�e beam shear connectors shall be 3l4" tliame�er by 4-inches long heatled sWds unless no�ed o�herwise.
Connector quan�ilies indicaletl on the tlrawings have been basetl on a shear capaciTy of 11.6 kips per stutl.
74. Beams with specifed camber shall be cambered upward. Beams wi�hout specified camber shall be fabrica�etl so
�hal af[er erec�ion any minor camber tlue lo rolling or shop assembly is upwartl.
75. The minimum bearing length for all steel beams bearing on concre�e or masonry shall be 8" for spans 8'-0" or less
antl 1'-4" for spans grea�er lhan 8'-0".
76. Unless o�he�wise noted, pmvide a 5/8" thick steel bearing pla�e with hvo 1/2" diame�er x 0'-6" sWd anchors atthe
entls of steel beams bearing on concre�e or masonry supports.
17. CoMinuous beam cantilevers and o�her beams framing over the �op of a wlumn shall have a full heigh� 3/8" web
stiffener on each sitle of the beam, centeretl above the supporting column. The beam-to-column conneclion shall
contain no less than 4 bolis (2 each side of beam).
18. The Contrac�or shall prepare tle�ailetl working or shop tlrawings to enable him to fabricate, erec� antl cons�mcl all
parts of ihe work in accortlance with ihe drawinqs and specifcations and shall submit one reproducible copy and
one blue line copy �o the S�mcWral Engineerfor review prior to fabrication. These shop drawings will be reviewed
for tlesign concepls only. The ConVactor shall be responsible for all tlimensions, accuracy, antl ft of work.
STEELDECK
1. Pmvitle antl erect mof and floor tleck in accordance wi�h the latest etli�ion of the Steel Deck Ins�iNte's
Specifications and Cotle of Stantlartl Prac�ice.
2. S�eel roof deck and accessones shall be gaNanized, aluminizetl or shop painted with a mst inhibi�ing primer.
Deck which will be exposetl �o weather shall have one atltlitional finish coat (feltl applietl).
3. Composite steel9oor deck supporting interior slabs shall be ho4dip galvanized in accordance with ASTM A924,
Class G 60.
4. Steel iloor deck supporting exterior slabs shall be galvanized in acmrdance with the latest edition of ASTM A924,
Qass G 90.
5. Abresions caused by handling shall be touched-up after ereclion is complete.
6. Deck manufacWrer shall provide all roof deck accessories, inclutling closures, supplementary framing, and sump
pans, whether or no� such items are detailed in �he Con�ract Documents.
]. Deck mawfacWrer shall provitle all floor tleck accessories, such as etlge forms, closures, fillers antl pour stops
for a complete ins�allation, whe�her or no� such items are de�ailetl in the Contract Documents.
8. All deck shall be ihree or more spans continuous where possible.
9. Suspentletl ceilings, IightfxWres, tluc�s, e�c. shall not be suppotletl by the s�eel roof tleck.
1. Pos4installed anchors shall ony be used where specified on the Constmction Documenis. The
Contrac�or shall obtain approval hom the S�mcNral Engineer prior �o installing the posbins�alled anchors
in place of missing or misplaced casbin-placed anchors.
2. Care shall be �aken in placing pos4installetl anchors �o avoitl conflic�s with existing reinforcing s�eel.
3. Pos4inslalled anchors shall be inslalled by qualifed personnel in accordance with the drewings and
specifica�ions.
4. Pos4installed anchors shall be installed by qualifed personnel in accordance with the ManufacNrer's
Prin�etl Installa�ion Ins�mctions (MPII), the tlrawings antl specifications. Installation of atlhesive anchors
shall be performed by personnel trained to ins[all atlhesive anchors. Conhactor shall submit installer
ireining cards with anchor package.
5. Posbinstalletl anchors shall be HILTI type as manufacWretl by HILTI Fastening Sys[ems or approved
equivalenl Substitution requesis must be submitled by the Contractor to ihe SimcNrel Engineer for
review. Pmvide back-up �echnical tla�a �hat tlemonsVates �hatthe substiW�ed product is capable of
achieving the equivalen[ pertormance values (minimum) of the specifetl protlucts using the appropriate
design procedure and/or standard(s) as required by ihe building code.
6. Masonry cores receiving posbinstalletl anchors shall be filled with muree grouL Grou[ must comply with
BC Section 2103.12. Altematively, ihe grout must have a minimum compressive sirength, when tested
in accordance wi�h ASTM C7019, equal to its specified streng�h, bN no� less than 2,000 psi. Posb
installed anchors shall not be installed in a masonry mortarjoints.
]. The Contrac�or shall inspect �he masonry or concre�e surface at each pmposed pos4installed anchor
location prior to installation. If ihe anchor locations align wi[h mortarjoinis or [he masonry or concrete is
honeycombed, cracked or otherwise unsound, ihe pos4installed anchors shall be repositioned so as to
be located in sountl ma�erial antl be in accortlance with �he manufacWrers minimum spacing antl edge
tlis[ance requiremenis.
8. Atlhesive anchors shall be sublect to the following atltli�ional requiremen�s'.
A. Anchors shall meet the requiremenis of ACI 3552 (mechanical anchors) and ACI 3554 (adhesive
anchors).
B. Proof loading of atlhesive anchors is no[ required.
C. Anchors shall not be installed in concrete cured less Ihan 21-days
D. Anchors shall no� be ins�alletl until �he concrete has reachetl a minimum compressive streng�h of
2,500 psi.
E. Concrete IemperaWre musl be greater ihan 50'F and less ihan BO'F prior ro installation of ihe
anchors unless o�herwise permi�ted by �he MPII.
F. Anchors shall be installetl in holes tlrilletl with [he HILTI Hollow Orill Bit (TE-CD (SDS Plus) or TE-
VD (SDS Max)) and HILTI VC 20/40 Vacuum (VC 20-U orVC 40-U). Follow ihe MPII for size and
tlep�h of holes requiretl.
G. The acceptability of certifcation other [han ihe ACIICRSI Atlhesive Anchor Installer Certifcation
shall be the responsibility of ihe Stmcturel Engineer.
H. Adhesive anchors installetl in horizontal or upwardy inclined orientations �o resist sustained �ension
loads shall be continuously inspected tluring installation by an inspector specially approved for that
purpose by �he building official. The special inspec�or shall fumish a report to the licensed design
professional and building oHicial �ha� the work covered by the repoh has been performed and tha�
ihe ma[erials usetl and the installa[ion procetlures usetl mnform m[he approvetl mntrac[
documents and MPII.
NON-SHRINK GROUT
1. Grou[ shall be a high early shengih, non-me[alliq shrinkage resistan[ (when [ested in accortlance with
�he la�est edi�ion of ASTM C827 or CRD-C621), premixed, norowrrosive, non-s�aining pmduct
conPorming �o �he requirements of �he la�est etlition of ASTM C110] and con�aining Portland Cemen�.
silica santls, shrinkage compensating agenis antl Fluitliry improving compountls.
2. Gmut compressive streng[h �es�s shall be performetl in accortlance with �he la�est etlition of ASTM
C109, wi[h a resVaining plate placetl over ihe molds.
3. Gmut shall be ins�alled in accordance wi�h the manu(acturer's instmc�ions.
4. Grout shall be placed in a flowable state and shall have forms built around it for confinemenl.
5. Grout shall be wretl accordinq to manufacWrers recommendations.
1. The Contractor shall coordinate and check all dimensiore relating to architecturel finishes, stmcWral
framing, mechanical openings, equipment, e�a The StmcWral Engineer shall be noti(ed of any
tliscrepancies before proceedinq with work in an area untler question.
ALLOWANCES
1. The ConVactor shall provitle a uni[ cos[ to supply, fabricate antl install V2 (0.5) [on of reinforcing steel in
addition ro that shown on ihe plans. This additional reinforcing steel shall be installed at the direction of
�he StmcWral Engineer during constmc�ion.
2. The Conirector shall provide a unit cost to supply, fabricate and install one (1) tons of simcNrel steel in
addi�ion to that shown on �he plans. This additional s�mcNral s�eel shall be ins�alled a� the direc�ion of
the ShucW ral Engineer tluring conshuction.
3. The Contractor shall provitle a unit cost �o suppty antl place five (5) cubic yartls o( concrete in atltli�ion �o
tha[ shown on ihe plans. This atltlitional concre[e shall be placed a[ ihe tlirec[ion otihe Struc[ural
Engineer during constmc�ion.
4. The ConVactor shall reimburse ihe Owner for ihe unusetl portion of all allowances.
1. The use o! the fasbUack methotl of project tlelivery has been chosen (or this projecL Desiqn, tlelailinq,
fabrication, and consiruction of the foundations and supersirucWre for the prolecl will have begun before
�he final designs of the amhi�ec[ural, mechanical and electrical componen�s have been comple�ed. This
method requires ihe Owner, Consimction Manageq ConVactore antl Designers to realire [hat the
simeWral design may not be complete when issued and there is a significant probabiliry changes may be
requiretl tha� will po�en�ialty affec� cons�mc[ion cos�s.
2 The de ree of coordina�ion wi�h o�her disci lines and com leteness at �he �ime the SVucWral Drowin s
9 P P 9
Porthe builtling are releasetl Por constmc�ion will be significanfly less than for other pmlect tlelivery
systems. As a resul[, coortlination antl completion of the SimcWral Documenis mus[ occur during
consimction.
3. I[ is impera[ive ihat all other tlisciplines, inclutling designers, mntractors, antl subconhactors, be familiar
with ihe SimcWrel Documents durin ihe com letion of architecWral mechanical and elecirical desi n
9 P 9,
bidding, and constmction; and wherever possible work wi�hin �he constraints of �he s�mcWral design �hat
will have alread been bitl and untler consimction. Where [his is not ossible contact the En ineer for
Y P 9
direction before roceedin w ih the work in uestion.
P 9 Q
4. RefertoTheAmericanCouncilofEn ineerin Com anies ACEC andCouncilofAmerican5[mcWral
9 9 P l )
Engineers (CASE) A Gu deline Address ng Coord nation and Completeness of Simcturel Construction
Documen�s for additional comments regarding the use oY Fas6Track" and o�her pmjec[ delivery
systems.
DESIGN
Building Code: Intliana euilding Code, 2014 Etlition (2072 Intema�ional Builtling Cotle, tirst printing, wi�h Indiana
Amentlmenis)
Soil infortnation:
Allowable ne[ beanng pressure: 6,OOOpsf
Foolings shall be founded on soil enhanced with Rammed Aggregate Piers a� lhe eleva�ions shown. AOfooling
excavations shall be inspectetl and approvetl by �he geo�echnical engineerfor the bearing capaciTy indiw�ed above prior
to placing mncrete.
Soil subgratle motlulus, K30 15 pci
Uni[ weigh� of soil 125 pcf
Ahrest lateral earih pressure coeRcienl Ko (resireined
(basement) walls w/compac�etl backfill) 0]0
A6res[ le�erel ear�h preseura maf�lclent, Ko (raetralnetl
(basement) walls wb compacted backFlll) OA5
Active lateral earth pressure coeKcien�, Ka
(Gee-slantling retalning walls) 0 30
CoeRcienl of friction belween soil and concrete footing 0.30
Concrete:
28 day compressive sirengih (fc) See Schedule
Reinforcing steel (tleformed bars of new billet steel):
Stirmp and lie ASTM A615, Grade 60
Weldable (Low-Alloy) ASTM A�O6, Grade 60
O[herwise ASTM A615, Gratle 60
Welded wire fabric (smooth) ASTM A185
ShucWral S[eel:
Stmcturol Wbing members ASTM A50Q Grade G Fy = 50 ksi
StmcWral s�eel pipe members ASTM A53, Type E or S, Gratle B, Fy = 35 ksi
ShucWral steel rolled wide flange W shapes ASTM A992, Fy = SOksi
StrucWrol s�eel rolled S, M, and HP shapes & channels ASTM A36
StmcWral s�eel mlled plates 8 angles ASTM A36
All o�her members ASTM A36
Composite beam shear connecrors (cold-drawn) ASTM A108
Connec�ion bolts ASTM A325N
Anchor bol�s ASTM A36
Non-shrink gmut
28 tlay compressive sVengih 6,500 psi
Risk Category�. III
Snow Loads:
Gmund snow load, Pg 20 psf
Terrain Category B
Snow exposure faclor, Ce 0.9
Thermal fecNr, p �.0
Snow impor[ance tactor, Is 1.10
Fla4wof snow load, Pf 14 psf
Rain-on-snow susharge loatl 5 psf
Design flabroof snow loatl 25 pstwith tlrifl consitlere[ions
Wind Loads:
Basic wind speetl (3-secontl gust a[ 33-fl above grountl) 120 mph
Serviceability Wind Speed ]6 mph
Medical Office Building Importance Fac�or, Iw 1.0
Orthopetlic Hospi�al Importance Fac[or, Iw 1.0
Exposure Factor B
In�emal pressure coeHicient, GCpi 10.18
Allowable Drift Limi[ HL / 400
Seismic Loatls:
Seismic impotlance fac[or, le L25
Mapped specirel response acceleralion al short periods, Ss 14.9 % g
MapPed spectral response acceleration at 1 SeconQ Si 82 % g
Site class C
Design spectral response acceleration at short periods, Sds 11.9 % g
Design spectral response accelera�ion a� 1 Second, Sdi 9.3 % g
Importance Factor, le L25
Medical Office Building Seismic Design Category B
Allowable Drik Limit 2.0% x H�.
STEEL FRAMING LEGEND
C2 COLUMNSRE/MARK
� WIDEFRLANGECOWMN
�� BEAM FRAMED INTO
SIDE OF WF COWMN
REQUIRED MILL APPLIEO OR
SHOP APPLIED CAMBER
� ] DENOTES NUMBER OF
EQUALLV SPACED SHEAR
CONNECTORS
GRADE 36 MATERIAL (NO
MARK INDICATES ASTM
a A992 MATERIAL)
� BEAM SIZE/DESIGNATION
- W/ TOP OF STEEL ELEV.
��� TUBESTEELCOWMN
BEAM FRAMED INTO
SIDE OF TS COLUMN
BEAM FRAMED OVER
WFCOWMN
�
N� BEAM SPLICE
BEAM FRAMED OVER
�
TS COW MN
�
W8x10
��ossa^�
BEAM TO COLUMN
� � MOMENTCONNECTION
BEAM TO BEAM
� MOMENTCONNECTION
� BEAM FRAMED INTO
� SIDEOFBEAM
BEAMFRAMED
OVERBEAM
SERVICE LOAD GRAVITV
� REACTION FOR CONNECTION
Zqk � DESIGN
BEAM CANTILEVER
Architecture I Engineering I Interior Design
1�15 Magnavox Way I 930 Notlh Meritlian
Fort Wayne, IN 46804 Intlianapolis, IN 46204
260.432.9337 317.91].1190
www.msktdmm
�CE Solutions
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PROJECTNO. DATE
18-181 10-14-19
REV. OATE
SET DESCRIPTION
BP #4 - Garage /
Canopy / Bridge
Structural Package
SHEET TITLE
General Structural Notes
SHEETNUMBER
S1-1
MSKTD
& Associates