HomeMy WebLinkAboutStruct.pdf1. The Controctor shall field venfy the dimensions, elevations, elc. necessary (ar
the ro er constmction ond ali nment of the new ortions of the work to the
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existin work. The ConUactor sholl make all necessar measurements for
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fobnmtlon ond erectian of the stmcturol members. Any dlscreponty shall be
bmught lo the a��en6on of the Shuctural Engineer of Record (SER).
2 Before proceeding with any work within the existing facility, the Contractor shall
fomifwrize himself with existing structurol ond other condl(ions. Any shoring
shown or noted on the Plans is a partial and schematic representation of that
requlred. IL shall be lhe Contraclor's responsiblllly to provide all necessary
brocing, shoring, ond other sa(eguards to mointoin oll ports of the work in o
safe condition during the progress of demolition and construction, and to
protect fram damage those partians of the existing work which are ta remoin.
Shonng shall remain In place untll the str�ctuwl work is complete, has been
inspected by the Testing Agency, ond is certi(ied to 6e in substantial
compllonce with the Contract Doaments.
3. When required by the Specifications or by Plan Note, the Contraclor shall
submit (or the SER's review, a"Proposed Shoring Plan", indud'mg, but not
limited to: plons, sectlons, detolls, notes, descriptlon of proposed sequenre of
work, and calculations prepared by, or under the supervision of a Specialty
SGucturol Engineer (SSE). The SSE shall be reglstered in the State where the
project is located.
4. Welding to and within an existing focility presents potentiol hazards �mduding:
A Fire Hozord-Dce to �he existing construc6on ond building contents.
B. Structural Liquifactian-Due to welding across the full section af the
structuwl members.
Recommendalions to revent lhese hozords indude:
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A Fire Hozord-Protec� exlsting combustibles pnor to welding. Keep a
separate walchman and several fire exfinguishers on hand.
B. Slructural Liquifaction-weld in small increments Allow welds to
harden be(are continuing to the next Increment.
C. Do not leove the site until satis(ied that no fire homrd exists.
D. Preference should be given to the use of beam damps, mechanical
fosteners, or bolted connections in Ileu of welding within exls�ing
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faalihes henever oss�ble. Do not f�eld drtll ex�stm structural
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members wlthout the wntten permissian of the SER.
COORDINATION WITH
OTHER TRADES
1. The Contractor shall coordinate and check all dimensions relating to Architec-
turol flnishes, mechonical equipment and openings, elevo�or shoks and
overndes, elc. and nofdy the Archltecl�Engineer of any dlscrepancies before
proceeding with any work in the area under question.
2. The SWctural Drawings shall be used in wnjunction with the Drawings af all
other dlsciplines and the Specifications. The Contractor shall verity the
requirements of other trades as ta sleeves, chases, hangers, inserts, anchars,
holes, and olher items lo be ploced or set in the StrucWwl Work.
3. There shall be no verticol or honzantol sleeves set, or holes cut or drilled in
any beam or column unless lt is shown on the StNCtural Drawings or approved
in wnting by the SER.
4� Mechanl�ol ond electri�al openings lhrough supparted sla6s ond walls, 8�
diome�er, or larger not shown on the StrucWrol Drowings must be approved by
the SER. Openings less thon 8" dlameter sholl have at leost 1'-0" dear
between apenings, unless approved in wnting by lhe SER.
5. Venfy localions and dlmensions o( mechonical ond electncal openings through
supporled slabs and wolls shown on the Structural Drawings with the Mechanical
ond Electrical Con�roclors.
6. Do not Install mnduit In supparted sla6s, slabs on gratle, ar roncrete walls
unless expliciUy shown or noted on lhe Structural Drawings.
7. Do not suspend any items, such as ductwork, mechanical or electriwl Oxtures,
ceilings, etc. from steel roof deck or wood roof sheathing.
8. The Mechanical Contmctor shall veri(y that mechanicol units supported by steel
framing are capable of spanning the distance between the supporting members
indimted on the Structural Drawings. The Mechonical Contractor shall supply
additional support framing as reqmred.
9. If the Dmwings and Specifimtlons are in conFllct, the most stringent restrictions
and requirements shall govern.
GENERAL NOTES
1. The Contmctor shall be responsible (or complying with all sa(ely precaulians
and regulotions during the work. The SER will nol advise on, nor lssue
direction as to safety precautions and programs.
2. The S�r�cturol Drowings herein represent the flnished structure. ihe Controctor
shall provide all temporary guying and bracing required to erect and hold the
structure in proper alignment untll all Structural Work and mnnecfions have
been compleled. The investigation, design, safety, adequacy and inspection of
the bracing, shoring, temporary supports, etc. is the sole responsi6ility o( the
Controctor.
3. The SER sholl no� be responsible for the me�hods, techniques, and sequences
of procedures to perform the Work. The supervision of the Work is the sole
responslbility of the Contmctor.
4. The Drawings indicate general and lypical details of consUuclion. Where
condltlons ore not specifically shown, slmllor detalls of wnstmctlon sholl be
used, subjecl to approvol of the SER
5. All sWcWral systems which are ta be composed of mmponents to be (ield
erected shall be supervised by the Supplier during manufocturing, delivery,
handling, storage, and erection In accordance with the Suppllers InsGucCions
and reqwrements.
6. Loading applied to the structure during the process of construclion shall nol
exceed the safe load-carrying capacity of the stmctural mem6ers. Do not
opply ony construction loads unCil stNCtural framing is propedy connected
together ond until all permanent bracing is in place.
7. AIl ASTM ond other referenced standards and codes are for the latest edl6ons
of these publicatians, unless noted atherwise.
8. Shop Drowings and other items sholl be submitted to the SER for review prior
to fabricafion. AIl shop drawings shall be reviewed by the Contractor before
submittal. The SER's review Is ta be (or con(armance wlth lhe desigm m�cept
and general compllan�e with the relewnt Cantrad Documents. The SER's
review dou not relleve the Contwctor of the sole responsiblllty to review,
check, and coordinale the Shop Drowings prior to submission. The Controctor
remoins solely responsible for errors and omissions assodoted with the
preparation of Shop Drawings as lhey pertain lo member sizes, details,
tlimensions, etc.
9� Submlt Shop Drowings in the form of bluellne�blackline pnnts (min_ 2 sets�
max. 5 sets), unless the use of electronic submlttals has been addressed 'm
the Spe�i(icotions or approved by the SER in writing. In na �ose shall
reproductions of the Contract Doaments be used as Shop Dwwings- As a
minimum, submit the following items for review:
A Concrete Mlx Design(s)-
B. Reinforcing Steel Shop Drowings.
0. Structurol Steel Shop Drowings.
D. Steel Deck Shop Drawings.
10. Resubmltted Shop Dmwings: Resubmitted shap drowings ore reviewed anly for
responses to comments made in the previous submittal.
12 Contractors shall visit the site pnor to 6id ta osrertain conditions which moy
adversely affect the Work or cost thereof.
13. No stru�Wrol member moy 6e cut, notched, or atherwise reduced in strength
without written direcfion fwm the SER_
1. DESIGN STANDARDS: The intended design standards are as (ollows�.
Genewl The 2008 Indiono Buildin Code 2006
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Intemafional Bullding Code (IBC) with
Indlana Amendments)
Cancrete ACI 318
Masonry ACI 530
Steel AISC Manual, Allowable SGess Design (ASD)
Steel Deck Steel Deck InstiWte
Cold-Pormed Metal AISI-ASD
All referenced standards and codes, as well os ASTM numbers, are for the editions
of these publications re(erenced in the Building Code listed abave, unless noled
otherwise.
2 DFAD LOADS: Gravity dead loads used in the design of the stmcture are as
computed (ar the materials of wnstmctlon inwrporated inta the building,
induding but not limited to walls, floors, roofs, cellings, stairways, fixed
portitions, finishes, cladding, and other similar architecWral and sWctural Items,
as well as mechanical, electrical and plumbing equipment and fixtures, and
material handling and (ixed service equipment.
7. COLLATERAL LOAD'. Unless otherwise noted, a minimum uni(arm collateral lood
of 10 PSF hos been used to account for ductwork, ceilings, sprinklers, Ilghting,
etc The collateral lood is in addition to the weight of inechonicol units, larger
piping (greater than 4" diameter) and suspended (ixtures or equipment thot
hove been specifically occounted (or in the design-
11. ft00F WE/SNOW LOADS: Gravity Ilve loads used 'm the deslgn of the roo(
structure meet or exceed the (allowing ta61e:
A Snaw Load
Ground Snow Load, Pg 20 PSF
Flat Roof Snow Load, Pf 20 PSF
Snaw Exposure Poctor, Ce 1.0
Ocapancy Category (IBC Table 1604.5) II
Importance Faclor, I 1.0
Thermal Factor, Ct 1.0
B. Minlmum Roof Gve Load 20 PSF
1. Sloped roaf snow loads calculated in acmrdance with Sec. 7.4,
ASCE 7.
2 Unbalonced roof snow loads calculoted in occordance with Sec.
7.6, ASCE 7. Speciolty Slructurol Engineers (SSE) must consider
unbalanced snow loads in the design of pre-engineered trusses,
fromes, skylights, curlain wolls, cold-formed steel froming,
canopies, etc.
12. LATERAL LOADS: Lalerol loads were computed using the following criteno:
n. w��a �aaa
Basc Wind Speed 90 MPH
Wind Exposure Category B
Ocaponcy Categary (IBC Toble 1604.5) II
Importance Fator, Iw 1.00
Intemal Pressure Coefficient, GCpi +�-0.18
B. Selsmic Load
Slte Class D (assumed)
Occupancy Category (IBC Table 1604.5� III
Importance Poclor, I 1.00
Speclrol Response Coeff (Shorl Penod), Sds 0.190g
Spectral Response Coeff (1 Second), Sd1 0.1ffig
Seismic Design Category, SDC B
Ruponse Modlfication Poctor, R 3
Seismic Response Coefficient, Cs 0.063
Anolysis Procedure Equivolent Laterol Foree
Basc Seismic Force Resisting System Structural System not
Speci(ically Detailed for
Seismic Resistance
POST-INSTALLED DOWELS &
ANCHOR BOLTS/RODS
All reinfordng steel and threaded rod anchors to be installed in 2-part
chemical anchoring system shall be treated as (ollows'.
A) Drill holes larger than bar or rod to be embedded. Coord'male hole
dlameter with Manufacturers requirements.
B� Holes must be cleaned and prepared in accordonce with Monufa�
turer's requiremenls.
C� When rein(orcfng steel fe enmuntered during dnlling for InstollaBon
of onchars; stop dnlling, use a sensor to locate the reinforcing in
the surrounding area and lnstall onchor(s) as dose as possible to
the onginal location. Contact the Structural Engineer of Record for
dlrectlon when the revlsed Iomtlon is more than 7' from the
original location, or when the origlnal function of lhe anchoroge is
signi(icontly altered. When In dau6t, contact the SER for drection.
D� Dnll the hole to a depth as shown on the dmwings wlth a minlmum
of 15 bar diameters.
E) Use a 2-part adhesive anchoring system, Hilti HY-200, or approved
equal.
F) Por onchoroge in�o hollow substrote, use H➢(i HY-70, or opproved
equal.
G� Reinforcing steel dawels shall be ASTM A615, Grade 60, unless
noted.
H) Anchor rods sholl be 150 898 5.8 (Hilti HAS-E), unless noted.
Provide (inish as noled on the Drowings. If not noted, pmvide
zinrcoated finlsh for interior o lica6ons. Provide stainless
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steel finish for exlerior applications, unless noted.
When column anchor balts�rods have been omltted, or damaged by
construction operations, the Contractor must obtaln the written approval
of the SER prior to repalr and�or replocemenL
A� As a precoutioq the offected wlumn must be guyed and brared
after repair for the balance of the erection period.
B) As an alternate to guying and bracing, the Contractor may al his
option, employ a Testing Agency to perform a lensile pull tul to
confirm the strength of the repoired or replored anchar balt�md.
The tensile proof laad must exceed 1.33 x the design load o( the
orig'mal anchor wlthout caus'mg dlstress o( the anchor bolt�rod or
the surrounding concrete. Refer to the following table for the
minimum proof loads:
%i' dlameter: 1 L6 kips
�" diameter: 16.0 kips
1" diomeler 20-9 kips
Note: Volues listed above are for ASTM F-1554, Grade 36
matenal. When hlgher grade or strength matenals are spe�i(ied,
refer to the AISC Monual of Steel Construction for minimum
allowable loads to be multiplied by 1.33.
C) When affected anchor bolts�rods are part o( a fixed moment-
resisting column base, such as those in moment-resisting space
frames, canopies, ar fixed base installations, the repaired anchor
bolts�rods must be proof-loaded, or the a((ected column footing
and�or pier replaced 'm its enCirety.
D) When offecled anchor bolts�rods are 1 Ye� diomeler or lorger, the
a((ected rolumn foating and�or pier must be reploced In Its
entirety.
E) Prior to erection, the controlling Contractor must provide wrltten
notificafion to the Steel Erector if lhere hos been a repair,
replorement or madi(icaPion o( the onchor 6olts�mds for thot
column.
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Prao(roll slab an grade oreas with a medium-weight raller or other suitable
e ul ment to check for ockets of soft materiol hidden beneath a thin crust
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o( beller soil. An unsuilable materials thus ex osed shauld 6e remaved and
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replaced with compacted, englneered fill os outllned in the specifiwtions
Pmo(rolling operalions shall be monitored by the Geotechnical Testing Agency.
AIl engineered fill 6eneath sla6s antl over footings shauld 6e rompacted to a
dry density of at least 959 of lhe Standard Proctor maximum dry density
(ASTM D-698). AIl fill which shall be stressed by foundaCion loads shall be
approved granular matenals compacted to a dry denslty of at least 1009
(ASTM D-698). Coordinote all fill ond compoc6on operotions wi�h the
Specifications.
CampocPion shall be accomplished by pla�ing fill in approximate 8" lifts and
mechaniwlly compac6ng each lift to at leasl the speclfied minimum dry
density. For large areas of fill, field density tests shall be performed for each
3,000 square feet of building orea for each lik as necessary to �msure
adequate compaction is being achieved.
Column footings and wall footings to bear on firm natural soils or well-
rompacted englneered fill wlth assumed allowable beanng pressures o( 2,000
PSF ond 1,600 PSF for column and wall footings respectively.
It is usentiol that lhe foundafions be inspecled to insure lhot all loose, soft,
or otherwise undesirable materlol (such as organics, exlsting uncontrolled fill,
etc.) Is removed and that the foundations will bear on saCisfactory material.
The Geotechnical Testing Agency shall Inspect the subgrade ond perform ony
necessary tests to insure that the actual bearing capacities meet or exceed
the design mpocities. The Geatechniml Testing Agency shall veri(y the beanng
capacity ot each spread column footing ond every 10 (eel on center for strip
(oolings pnor ta placement o( concrete.
Ploce foo6n s the same da the excavotion is erformed. If this is not
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ossible the footin s shall be ade ualel rolected a ainsl an deUimenlal
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chonge in conditioq such os from dlsturbance, roin, or freezing.
I� rs the responsibility of the Controctor ond each Sub-Controctor to venfy the
localion of all utilifies and services shown, or not shown', and establish safe
working condltlons before wmmencing wark.
The Contractor sholl layout the entire building antl Oeld verify all dimensions
prior to excava6on.
REINFORCED MASONRY NOTES
All mnstmction o( reinforced mosonry walls la be in acmrdance with the
Building Code Requlrements for Concrete Masanry Structures (ACI 530) and
Commentory-
A) ('m = 2000 PSI
B� Maximum height of masanry lift: 5�-0"
C) Moximum height of groul fift 5-D"
D) See the Speclfica6ons br odditionol masonry woll 'mformation.
CONCRETE BLOCK: Minlmum mmpresslve test strength on the net cross-
sectional are¢ 2800 PSI.
MORTAR: Type S required.
GROUT�. ASTM C476, 2500 PSI wlth o slump of 8" min. ond 10" mox_
REINFORCING: fy = 60000 PSI wilh a min. lop of 48 bar diameters.
CONCRETE REINFORCING
1. Rein(orcemen�, olher thon cold drown wlre for spirols and welded wlre fobnc,
shall have deformed surfaces In accordance with ASTM A305.
2 Reinforcing steel sholl conform to ASTM A615, Grode 60, unless noled.
3. Welded wire fobric sholl conform lo ASTM A185, unless nated.
4. Where hooks are indicoted, provide standard hooks per ACI and CRSI for all
bars unless other hook dimensions are shawn on the plons or details.
5. Rein(arcemenl in footings, wolls and beams shall he continuous Lop bars a
minimum of 36 bar diameters, unless noted otherwise-
6. Relnforcement shall be supported and secured against dlsplacement 'm
accordance with the CRSI �Manual of Standard PracCice'.
7. Details of reinforcing steel fa6ricafion and placement shall conform ta ACI 315
'Details and Delailing of Concrete Reinforcement' and ACI 315R 'MOnual of
Engineering ond Placing Drowings for Rein(orced Concrete Slructures', unless
olherwise indicaled.
S. Spread reinfordng steel oround smoll openings and sleeves in slobs and walls,
where possible, and where bar spacing will not exceed 1.5 fimes the normal
spacing. Dlsrontlnue bars at all lorge openings where necessary, and provide
an area of reinforcement, equal lo the interrupled reinforcement, in full length
bars, distn6uting ane-half eoch side o( the opening. Where shrinkoge and
�empunture reinforcement is inturupted, add (2� �5 x apening dmen�on +
4'-0" on each side of the opening. Provide �5 x 4'-0" long dlogonal bars ln
both foces, at each comer o( openings lorger thon 12" In ony direcfian.
11. Provlde snap-on plastic spacer wheels to maintain required cover for vertical
wall reinforcement.
12. Where walls slt on column footings, provide dowels (or the walL Dowels shall
be the same size and spacing as the vertical wall rein(arrement, unless noted
otherwise, with lop splices as shown on the applicable sections. Install dowels
in the footing forms before mncrete is ploced. Do nol stick dowels into
foofings after concrete is ploced.
13. Fleld bending o( reinforcing steel is prohlbited, unless noted on the drawings.
14. Mlnlmum concrete cover over reinforcin steel shall be as follows unless noted
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otherwise on plan, section or note:
MINIMUM COVER FOR REINFORCEMENT
MINIMUM COVER, IN
SLABS
TOP & BOTfOM BARS FOR DRY CONDITIONS:
�11 BARS & SMALLER 3/"
�14 & #18 BARS 1 Yz"
FORME� CONCREfE SURFACES EXPOSED TO EARTH, WATER, OR WEATHER, AND
OVER OR IN CONTACT WITH SEWAGE AND FOR BOTTOMS BEARING ON WORK
MAT, OR SLABS SUPPORTMG EARTH COVER:
#5 BARS & SMALLER 1 Yz"
}�6 iHROUGH �18 BARS 7'
FOOTINGS & BASE SLABS
Ai FORMED SURFACES & BOTTOMS BEARING ON 2„
CONCREfE WORK MAT
AT UNFORMED SURFACES & BOTTOMS W CONTACT 3.•
WITH EARTH
TOP OF FOOTINGS SAME AS SLABS
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L AIl steel deck moteriol, fobrication ond installotion sholl conform to the Steel
Deck Institute "SDI SPECIFlCATIONS AND COMMENTARY' ond "CODE OF
RECOMMENDED STANDARD PRACTICE"" current edi6on unless noted otherwise.
2 Provide members for deck support at all deck span changes. Provide L3x3x%6
deck support at all columns where required.
3. AIl deck shall be provlded in a minimum of 3-span lengths where possible.
4_ All welding af steel deck sholl be in conformance with AWS Speci(ication D1.3.
Provide welding washers for all flwr decks less than 22 gouge in thickness.
5- Mechanical fasteners may be used In lieu of welding, providing fosteners meet,
or exceed the strength af the specified welds. Submit fostener design dato to
the SER for review-
7. Do not suspend any items, such as ductwork, mechanlwl and electnwl
fixtures, cellings, etc. from steel deck.
8. Roof deck sidelaps sholl be attached ot ends o( cantilevers and at a maximum
spacing o( 17' o.c. from cantilevered deck ends. The roof deck must be
completely (ostened to the suppoRs and at sidelaps before any loads ls applied
to the cantilever.
9. Submit shop drawings for general conformance to the design concept in
ocmrdance with Speci(i�otions in the Project ManuoL Erection drawings shall
show type of deck shop finish, accessories, method of attachment, edge
details, de�k openings ond reinforcement, and sequence of instollation.
10. Installo(ion holes sholl be sealed wlth o dosure plote 2 gauges thicker thon
deck and mechanically fostened to the deck Steel deck holes visible Gom
below wlll be rejected. Deck units that are bent, waryed or damaged In any
way which would impalr the strength and appeawnce of the deck shall be
removed (rom the site.
12. The Eredor shall shim between arallel roof beams wilh differential mill and
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induced combers for level deck beanng.
CAST 1N PLACE CONCRETE
Details of fabricafion of reinforcemenL handling, and plocing of the concrete,
construction af (orms and placement af reinforcement not otherwise covered by
the Plans and Specifications, shall comply with the ACI Code requlrements of
lhe latest revised date.
Cold weather roncreting shall be in accordance with ACI 306. Cald weather is
defined as a period when for more than 3 successive days the average daily
air temperaWre drops below 40F and stoys below 50F. The Contractor shall
maintain o copy of this publica6on on site.
Hot wea�her concreting sholl be in occordance with ACI 305. Hot weather Is
defined as any combination of the following conditions that tends to impair the
quolity af the freshly mlxed or hordened concrete'. high omblent temperaWre,
high concrete temperature, low relative humidity, wlnd speed, or solar radiation
The Contractor shall maintain a copy af this publlcation on site.
A certified Testing Agency shall 6e retoined to perform industry stondard testing
induding measurement of slump, oir temperoture, concrete cylinder testing, eta
lo insure mn(ormance wilh the Contrad DocumenLs. Submit reports to the
Archltect�Engineer.
FlNISHING OF SLABS: After screeding, bull Floating and Floating operotions have
been compleled, apply finol finish os Indicated below, and as descnbed �m �he
�ivision 3 Cast In Place Concrete Specification of the Project Manual.
A. Floor Slabs Hard Trowel Finish
B. Ramps, SLalrs, & Sidewalks Broom Finlsh
Sample Finishes'. See the Specificatians (or sample ond mockup requirements,
if ony.
6. FlNISHING OF FORME� SURFACES Finish formed surfaces as indicoted below,
ond as described �m �he Drvision 3 Casl In Ploce Concrete Speclfmation of the
Prqect Manual.
A. Sides of Footings Rough Form Finish
B. Sur(aces nol exposed to public view Rough Form Finish
C. Surfaces exposed to public view Smooth Form Fnish
8� Sawn m tooled control�contracfion joints shall be provided in all slabs on
grade. Far a framed stmcture, joints shall be lacated on all mlumn lines.
If the calumn spacing exreeds 20'-0", provide intermediote joints. E�eriar
slabs, and Interior slabs without columns shall have joinls spaced a maximum
o( 15'-0° apart. Layoul joints so that maximum asped raCio (raCio of long
side to short side� does not exceed 1.5.
9. Where vinyl composition lile, vinyl sheels goods, thin-set epory lerrazzq or
other similor moteriol is the speci(ied (inish floor moteriol, the Controctor sholl
coordlnote the loca6ons of control/controction ond conslruction joints with the
Finish Flooring Contractor. Submit a dimensioned plan showing joint locations
ond proposed sequence of Floor pours.
1 L Joints in slabs lo recelve a finish Ooor moy remoin unfilled, unless required by
lhe Finish Floaring Controctor. AIl exposed slabs shall be filled with sealant os
specified ln Division Z Defer filling of joints as long os possible, preferobly o
minimum of 4 to 6 weeks after the slab has been cured. Prior to filling,
remove all debris from the slab jaints, then fill in accordance wlth the
monufocturer's recommendations.
12 Refer to �he Architecturol Drowings for bcations and details of reveals (1"
maximum depth) ln exposed walls.
13. Refer to the Architectural Drawings for chamfer requirements for �omers o(
concrete. Where not lndlcated, provlde 3/a� chomfers on exposed comers of
concrete except those abutting masonry.
14_ Refer to the Architectural Drawings for exact locations and dimensions of
recessed slobs, romps, stalrs, thickened slobs, etc Slope slobs to droins
where shown an the Architectural and Plumbing Dwwings.
15- Sidewalks, stoops, aprons, drives, exterior retaining walls, and other site
concrete are not indicated on the Struclural �raw'mgs. Re(er to the SIte�Civil
ond Archl�eclurol Drowings for bca(ions, dimensions, elevo6ons, jointing ond
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CONCRETE MIX DESIGNS
FOOTINGS
COMPRESSNE STRENGTH 3000 P51
MAXIMUM WATER/CEMENT RATIO 0.58
AIR COMENT 0-3 PERCENT
WATER-REDUCWG ADMIXTURE OPTIONAL
SWMP 4" +�- 1"
INTERIOR CONCRETE SLABS ON GRADE
COMPRESSNE STRENGTH 4000 PSI
MINIMUM CEMENTITIOUS MATERIAL COMENT 517 LB/CU YD
AIR CONTEM 0-3 PERCENT
WATER-REDUCING ADMIXTURE REQUIRED
SLUMP 4" +�- 1°
EXTERIOR CONCRETE SUBJECT TO FREEZE-THAW
COMPRESSNE STRENGTH 4000 PSI
MINIMUM CEMENTITIOUS MATERIAL COMENT 564 LB/CU YD
AIR CONTEM 6+�- 1 PERCENT
WATER-REDUCING ADMIXTURE REQUIRED
SLUMP 4" TO 6°
COARSE AGGREGATE CRUSHED STONE
INCREASE COMPRESSNE STRENGTH TO 4500 PSI PoR EXTERIOR
REINFORCE� CONCRETE SUBJECT TO THE USE OF DEICERS.
LEAN CONCREfE FlLL
COMPRESSIVE STRENGTH 2O00 PSI
MAXIMUM WATER�CEMENT RATIO 0.65
AIR CONTENT OPTIONAL
WATER-REDUCING ADMIXiURE OPTIONAL
SWMP 4" +�- 1"
SWMP�.
MIXES CONTAINING TYPE A WRDA 5 W. MAXIMUM
MIXES CONTAINING MID-RANGE WRDA 5-6 �'° IN.
MIXES CONTAINING HIGH-RANGE WRDA 5-8 IN.
SPECIFlED MINIMUM CEMENTITIOUS MATERIAL CONTENTS ARE BASED ON THE USE
OF WATER REDUCING ADMIXTURES-
INCWDE AN AIR-ENTRAINING ADMIXTURE FOR ALL CONCRETE EXPOSED TO
FREEZING AND THAWING IN SERVICE AND FOR ALL CONCREfE EXPOSED TO COLD
WEATHER DURING CONSTRUCTION, BEFORE ATTAINING ITS SPECIFlED DESIGN
COMPRESSNE STRENGTH. REF. ACI 306 FOR DEFlNITION OF COLD WFATHER.
CLASS C OR F FLY ASH MAY BE USED AS A CEMEM SUBSTITUTE WITH A
MAXIMUM 15% SUBSTITUTION RATE ON A LB- PER LB. BASIS-
PROPORTION CONCRETE MIHES TO PROVI�E WORKABILIiY AND CONSISTENCY TO
PERMIT CONCRETE TO BE WORKED READILY INTO THE CORNERS AND ANGLES OF
THE FORMS AND AROUND REINFORCEMENT BY THE MEfHODS OF PIACEMENT AND
CONSOLIDATION TO BE EMPLOYED, WITHOUT SEGREGATION AND EXCESSNE
BLEEDING.
A�JUSTMENTS TO THE APPROVE� MIX DESIGNS MAY BE REQUESTED BY THE
CONTRACTOR WHEN JOB CONDITIONS, WEATHER, TEST RESULTS, OR OTHER
CIRCUMSTANCES WARRANL THESE REVISED MIX DESIGNS SHALL BE SUBMITTED
TO THE ARCHITECT/ENGMEER FOR APPROVAL PRIOR TO USE.
STRUCTURAL STEEL NOTES
1. Typical beam-to-beam and beam-to-column conneclions shall be bearing lype
usin A325 bolts unless noted otherwise.
9
2. Sho connections unless otherwise shown mo be either bolted or welded. All
P Y
(ield connedians shall 6e bolted unless otherwise shown on the Slructural
Drowings.
3. ConnecCions shall be designed by the Steel Fabncator to support the reaCions
shown on the framing plon(s). Simple span connecfians without reacPions
listed on the Stmclurol Drowings sholl 6e designed by the Sleel Fa6ricalor in
accordanre with lable 3 6 of the AISC "Monuol of Steel Canstruction, 13th
Edition". For composite beams where reac6ons are not indicaled, design
connections for 759 of the Maximum Total Uniform Load ASD value for the
applicable beam slze and span given in Table 3-6. For narromposite beams,
design connections for 5�% of the tabuloted ASD value.
5. AIl beam-to-6eam cannectlons shall 6e double angle, unless shawn or nated
olherwise.
fi. All 6eam-to-rolumn ronnections shall be at the mlumn renledine, unless
shown or noted otherwise. Shear tab connections to tube columns are
permitted unless otherwise noted or detailed.
7. Typical hearing-type heam-to-beam (ield-bolted mnnecfions may 6e tightened
to the snug-tight condition, unless otherwise shown or noted Beam-lo-column
connections shall be pre-tensioned using tensiom m�trol, twist-o(( bolts.
8. All welding shall be ln con(armance with AWS DL1, using E70XX electrodes,
unless shown or noted otherwise. Welding, both shop and field, shall be
performed by welders certified for the weld types and positions involved
according to the current edition of AWS Di.t Perform all AESS welds with
care to provide a dean, uniform appearonce.
9. Backup bars required for welded cannections shall 6e continuous.
10. Holes in steel shall be drllled or punched. AIl slotted holes shall be provided
with smoath edges. Buming of hales In structural steel sholl not be allowed
without approval of the SER.
i l. The minlmum thickness af all connectian material sholl 6e �q', unless noted.
12 Continuous bent plate and angle slab dosures, roof edges, diaphwgm chords,
etc. around the penmeter o( the (loor ond roo(, as well as around openings
sholl be welded with o minlmum Y° fille� weld x 3" long ot 12" o.c., top &
bottom, unless noted otherwise. Butt weld joints in continuous diaphragm
chords (or continuity. Far continuous perimeter angles ond bent plates
perpendlculorto and connected to the top chords of joists, provide a minlmum
3" ofYq" weld at each jolsL ConCmuous angle and bent plate dosures may
be shop-applied to the supporting stru�Wrol members only when requested and
opproved in writing by the SER_
13. A qualified independent Testing Agency shall be retalned to perform inspection
and testing af stmctural steel field weldments as follaws:
1_ Structural steel construction shall conform to the American Institute of Steel
CanstmcPion "Spe�i(icaEon for SWctural Steel Buildings".
2. All structurol wide Flonge members sholl be ASTM A992, Fy=50 ksi.
3. AIl plales, channels, bars, angles, ond mds sholl 6e ASTM A3Q unless noted.
4. All stmctural Wbe members shall be ASTM ASOQ Grade B, unless noted.
6. Detalls for deslgn, fabncaCion and erection of all str�cWwl steel shall be in
acmrdance with the latest AISC Standards, unless otherwise noted ar specified.
7. Provlde temporary erection guying and bracing as required.
10. Steel columns below grade shall be encased in a m'mimum oi 4° concrete or
pointed with 2 coats of ospholtum point, unless otherwlse shown.
1 L Pobncate simple span beams nat specifically noted to receive camber so that
after erec6on, ony minor camber due to rolling or shop assembly be upward.
12 Refer to the Divisian 5 Structural Steel Speci(ication o( the Project Monual for
str�ctural steel suAace prepawtions and prime painting requirements.
13. The Erector shall shim between parallel roaf beams and joists with differential
mill ond lnduced cambers for level deck beanng.
14. Provide cap plates�end plates ta dose off exposed, open ends of all tubular
members, unless noted. Seal weld with portial penetration square groave welds
for wotertlght condition.
WELD INSPECTION SCHEDULE
WEL� IYPE V� MT UT PT RT COMMENTS
RLLET 25% ROOT PASS AND
(SINGLE PASS) FlNISHED WELD
FlLLET 50% 25%
(MULTIPLE PASS)
FLARE BEVEL� 25�
FLARE V
GROOVE (PARTIAL REFERENCE NOTE
PENETRATION) ��0% - 100� - - 'E' BELOW
GROOVE (FULL ALL FULL PENE-
PENETRATION) 100% - 100i - - TRATION WELDS
A) Test procedures:
V� = Vlsuol Teet (fnspech�on�
MT = Magnetic Partide TesC ASTM E109, cmcks or incomplete fusion
or penetratlon not acceptable.
UT = Ultrasonic TesC ASTM E164.
PT = Penetrant Test, ASTM E165.
RT = Rodlogrophic Test ASTM E94 and ASTM E142, min_ quallty level 2-21.
B) Acceptance standards 'm AWS Dl.l shall be followed for each test
procedure.
C) Tes� procedures moy be substituled to meet (easibility requirements o( tul
6ased upon weld geometry or other (actors with the approvol of the SER.
D) Samplea ahall occur at random IocaBons; addlUonal tests may be requlred
at loca6ons noted on the Drawings.
E) Groove welds indude square, bevel, V, U, and J grooves including single
ond dauble poss lypes.
F� ParGal penetration square groove welds at end seal plates o( tubular
members do not require Inspedion.
G) Weld Procedure Speclfications (WPS) shall be produced and maintained
in occordance with AWS D1.1. The independent Tes6ng Agency sholl hove
access to all WPSs during the murse of Lesting and inspecGon.
H� For highly-restralned welded jolnts, especlalry in thlck plates and�or heary
structumi shapes, detoil the welds so that shrinkage occurs as much as
possible in the direcfion the steel wos rolled. Refer to the AISC Monual
for preferred welded-joint arrangements that reduce the possibility for
lomellor tearing. Members scheduled to receive highly-reslroined
connections shall be tested by the independent Testing Agency by
Ultrasanic Testing priar to commencing welding.
I� In addition to inspedian requirements for fillet welds In Table above, 100%
of field welding of diagonal bracing members to gusset plates shall be
visually inspected (V�).
II
�` ��COMPA!�IESII
�
CSO Architects
nxpumrn�ee• N'Teatox�asiGi:
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550VIrginiaAVenue P 3V.423.1550
Intlianepalis,IN A6203 F 3VA23.1551
PROJEC7:
CARMEL
MARKETPLACE
BANQUET
CENTER
RENOVATION
502 E. CARMEL DRIVE
CARMEL, INDIANA
SCOPE DRAWINGS:
.na„ .��s, -� a�e , s,� ,Poaa or U, o�;,�
�� m.m� oi a.�n�iee��i esslvo =�ept ue aime�s �
m< o�aomg�m. m ,mn«w.o�.i o�a m. in,'.
m ,o-�a��i. m °Poi a�a , Pofsw�',,,�
e a�o.��y: ao��m . -�.e¢m. o. e.:�nm a
e ra, wu wno�`,�`a�� e�e ama�=ro� or me
ep ' �aenls ol IM1e OonbaN.
�o� m oa. or na eme,ai sPoae ��� -
u< i�ee a���w� .nan mmun eu a wirea ro,��n,�'
>,oar ...�m�o� om �om>m�o� o� u<e o
REVISIONS:
ISSUE DATE DRAWN BY CHECKED eY
07/30/14 JRO PAB
DRAWING TITLE:
STRUCTURA
NOTES &
DESIGN
DATA
CERTIFIED BY:
\\```P�iBRUM ��.
• . �F
���QpJ �.� �vsrereeo'•. C
_ ' PE60890277 �;
=v:
; p :. s.n�c or
h�F�. �moiANPi��
DRAWING NUMBER
S501
PROJECT NUMBER
14055
BRG.
STEP W EX_ F
OCCURS HERE
REMOVE EX. MASONRY
PARAPH TO ALI6N W/
EX. LOWER PARAPET
REF: ARCH'L DWGS
-�-
�
I I
EX. ASONRY
WALL BELOW
N � �
oz
<
�w I
m ° --
FlELD MFASURE
?
I i
�G. I
�
I � �i /
EH. BAR
TO REM�IN
�
REMOVE EX. MA ONRY
PARAPET TO ALI N W/
EX. LOWER PAR ET EX. OLU
TO EMAI
VFY
I
REMOVE EX. BAR
JOISTS & ROOF DECK
REMOVE EX. MASONRY
WALL IN ITS ENTIREiY
FlELD MFASURE
il
V I
EH_ BEAM TO REMAIN_FlEL VFY
------r�--�--fi----
\ I
REMOVE EX. BAR �
JOISTS & ROOF DECK
REMOVE EX. MASONRY
WALL IN ITS ENTIREiY
I
EX COLUMN
TO R�— — —
� � � �
oz
�Q
I <w
� mo
UPPER STRUCTURAL DEMOLITION PLAN
S�ALE: , �8.. _ ,,_p,.
�
I
NOTE: REMOVE EX. COWMN WRAPS TO
FlELD MEASURE EX. COLUMN SIZES &
REPORT TO E.O.R. COLUMNS MAY
�E4411R€ �IR€PIGIkIE-0IIIJ� D�dE�D�O-SS — — — —
I �r-----�rv+r�rtnrarrncir�c���owEr�----�---------------
EX. COLUMN BEAMS TO BE REMOVED EX. COLUMN
TO REMAIN TO REMAIN
EX. BEAM TO BE REMOVED EX BEAM TO BE REMOVED
_________________ _________________
I_________________ _________________��
-------�� --------- � --------- Y�.A.------
o •%%I ° ° 1 ° I `A� F
�o°� %' �o ol o� ��`�e
%. � � � �A Fq
F,�.%% � � � � � � `Q �T
� ei%� � m m � m � �A��8�
— — �° —
�Q
REMOVE EX. � °'
MASONRY WAW �
ABOVE BFAM �
---------�-----
�
�
1
____ =�==_____
— �— — \
0
¢� 1
°'� REMOVE EH.J
� I MASONRY WALL
� ABOVE BEAM
-----�----------
EX. li
LOWER STRUCTURAL DEMOLITION PLAN
SCALE 1/8" = 1'-0"
C '�
EX. MASONRY BRG.
WALL W/ LOW
PARAPET
STEP M EX. PARAPETS
OCCURS HERE
REMOVE EX. MASONRY
PARAPET TO ALIGN W/
EH. LOWER PARAPET
���
DEMOLITION PLAN NOTES
1. SEE SHEET 50�1 FOR STRUCTURAL NOTES AND DESIGN DATA.
2 DEMOLITION IN�ICATED ON THIS PLAN ADDRESSES ONLY EHISTING
STftUCTURAL ELEMENTS IN THE AREAS INDICATED. REF. ARCH. DWGS.
FOR ADDITIONAL WFORMATION AND CONTEXT.
3. ALL EHISTING CONSiRUCTION SHOWN IN PLAN AND�OR SECiION WAS
DERIVED FROM IJMITE� EXISTING �WGS. AND SHALL BE FlELD VERIFlED.
AS DISCREPANCIES ARE DISCOVERE� BETWEEN INFORMATION SHOWN ON
THE DRAWINGS AND ACTUAL CONDITIONS,IMMEDIATELY CONTACT THE
ARCHITECT/ENGWEER FOR DIRECTION BEFORE PROCEEDING WITH WORK.
4. ALL ELEVATIONS ARE REFERENCED FROM THE EXISTING FlRST FLOOR
ELEVATION +0'-0".
5- REFERENCE THE SPECIFlCATIONS FOR ADDN'L WPoRMATION AND REQUIREMENTS.
6. REFERENCE SECTIONS ON SHEEiS 5501 FOR ADDITIONAL INFORMATION.
7. REFERENCE ARCHITECTURAL AN� MEP DOCUMENTS FOR AD�ITIONAL
DEMOLITION REQUIREMENTS.
8. PLAN LEGEND:
FF DENOTES FlNISH FLOOR
T�'X' DENOTES TOP OF FTG., SLAB, PIER, EfC.
B/'X' DENOTES BOTfOM OF RG., STEEL, ETC.
EX �ENOTES EHISTING CONSTRUCTION
' ' DENOTES CONSTRUCTION BELOW GRADE TO BE REMOVED
ti
I ''� ��COMPA!�IESII
�
CSO Architects
AACHIiEL1iRE • IN2ERIOR➢£SIGN
0831 Ae�.smne troxlvg' �vdimnPOlv. N 46b}0
31mn 3t].dt8.]800 � Pa31T S]i.J93] � nomc.ntt
� � . I •� J`. ��
550VIrginiaAVenue P3n.a23.i550
Intlianapolis, IN 462o3 F 31)A23.1551
PROJEC7:
CARMEL
MARKETPLACE
BANQUET
CENTER
RENOVATION
502 E. CARMEL DRIVE
CARMEL, INDIANA
SCOPE DRAWINGS:
m� -. mem a e sa� .aopa or ua O�leai
�� �e.m: oi`a.n�iea�.a �a�:leo = ��pt ue alme�: �
m. omiomg. m. m �.�wo�.i m.m: o�a m. �y�.
m .o-�e��i m �Poia�e emenPoi`swm�
ne aa.��y: ao��a �< ���m�o�e o. a.:�a. oi
eoo, mu n0� , a�e omamro� ar me
mQUlrem
enls 1 IM1 Co� N�o
On � a4a o/ Pe geneml
ue wee ro,i�ao9 �.an mmun aPi a wirea a� m,�'
>,oar .ssaro� o�a mm>m�o� o� �n<� oo�
REVISIONS:
ISSUE DATE DRAWN BY CHECKED BY
08/04/14 PAB PAB
DRAWING TITLE:
STRUCTURAL
DEMOLITION
PLANS
CERTIFIED BY:
` � ���P u BRUM ��0�
. <
�� ��, ...... „ Fji •i
? Q�:' e'y�s.ereFO'•y F :
° ' PE60890277 �; -
> p':_ s.n� oF j� c
/���T�•...�NOiA:+•'V����
/ ,'',S�L� \\`\•
��n iw
DRAWING NUMBER
S201
PROJECT NUMBER
14055
2 FRAMING PLAN
szoz s�A�E: ,�8n = �,_o,.
IL I
5601 ��
L—T—J L—T—J
I I
� FOUNDATION PLAN
szo2 s�A�E ,,8„ _ ,,_a�
/
❑
�
FRAMING PLAN NOTES
1. SEE SHEEf 5001 FOR STRUCTURAL NOTES AND DESIGN DATA.
2 SEE SHEET 5501 FOR FRAMING DETAILS.
3. ALL CONTRACTORS ARE REQUIRED TO COORDINATE THEIR
THEIR WORK WITH ALL DISCIPLWES TO AVOID CONFLICTS.
THE MECHANICAL, ELECTRICAL, AND PLUMBING ASPECTS
ARE NOT IN THE SCOPE OF THESE DRAWINGS. THEREFORE,
ALL REQUIRED MATERIALS AND WORK MAY NOT BE INDICATED.
4. ALL ELEVATIONS ARE REFERENCED FROM THE EXISTING
FlRST FLOOR ELEVATION +0'-0".
5. ALL WALLS SHALL BE LAID OUT FROM ARCHITECTURAL DWGS.
6. COORDINATE EXACT SIZE & LOCATION OF ANY MECHANICAL
OPENINGS W FLOOR SLABS OR WALLS WITH THE M.EP.
CONTRACTOR_ LOCATION & SIZE OF ALL DUCT OPENINGS,
GRILLS, ETG SHALL BE VERIFlE� PRIOR TO CONSTRUCTION.
7. ALL ELEVATIONS SHOWN ON PLAN IN�ICATE TOP OF STEEL
BFAM UNLE55 NOTED OTHERWISE
8. SEE ARCH. DWGS. FOR CMU & BRICK EXPANSION/CONTROL
JOINT LOCATIONS.
9. ALL EXISTING CONSTRUCTION SHOWN IN PLAN AND/OR SECTION WAS
DERNED FROM EXISTING DWGS. AND SHALL BE FlELD VEPoFlED. IF ANY
DISCREPANCIES ARE DISCOVERED BEiWEEN WFORMATION SHOWN ON
THE DRAWINGS AND ACTUAL CONDITIONS,IMMEDIATELY CONTACT THE
ARCHITECT/ENGWEER PoR DIRECTION BEFORE PROCEEDING WITH WORK_
1�. PLNN LEGEND:
F.F. DENOTES FlNISH FLOOR
F.V. DENOTES ITEMS TO BE FlELD VERIFlED
T/'X' DENOiES TOP OF STEEL, SLAB, ETC.
� DENOTES BEAM-THRU-BEAM MOMENT CONNECTION
eeF. oerni�s i/ssoi & z/s5oi
FOUNDATION PLAN NOTES
L SEE SHEET 5001 FOR STRUCTURAL NOTES AND DESIGN DAiA.
Z SEE SHEET 5501 FOR 7YPICAL FOUNDATION & SLAB DETAILS, BASE
PU+TE AND ANCHOR ROD DETAILS.
3. ALL CONTRACTORS ARE REQUIRED TO COORDINATE THBR WORK WITH
ALL DISCIPLWES TO AVOID CONFLICTS. THE MECHANICAL, ELECTRICAL,
AND PWMBING ASPECTS ARE NOT IN THE SCOPE OF THESE DRAWINGS.
THEREFORE, ALL REQUIRED MATERIALS AND WORK ARE NOT IN�ICATED.
4. ALL ELEVATIONS ARE REFERENCED FROM THE EHISTING FLOOR
E��AT�oN +o -o .
5. ALL WALLS SHALL BE LAI� OUT FROM ARCHITECTURAL DWGS.
6. NOTE�. PERIMETER WALL AND COWMN FOOTINGS SHALL BE LOWERED
TO PA55 UNDER PWMBING LINES (LE. SANITARY & STORM
SEWERS, WATER LINES, ETG) SHOWN ON PLUMBING DRAWINGS.
PROVIDE FOOTING 4EP5 AS REQUIRED PER TYP. DTL, OR SLEEVE.
VERIFY LOC. & DEPTH w/ MECH. DWGS.
7. GROUT ALL CORES OF CMU BELOW F.F. ELEVATION SOLID.
8. Tl'PICAL CMU WALL REMFORCEMENT SHALL BE �5 O 48" O.C.
UNLESS NOTED OTHERW6E ON PLANS OR DETAILS.
9. COORDINATE REINFORCING DOWELS AT CMU WALLS WITH CMU REINF.
NOTED ON PLANS & SECTIONS.
10. COORD. EXACT SIZE & LOCATION OF ANY MECH. OPENINGS IN SLABS
AN�/OR FOUNDAiION WALLS WITH THE MECH. CONTR.
11. ALL SLAB RECESSES SHALL BE LOCATED PER ARCH. DWGS. COORDINATE
DEPTHS OF ALL SLAB RECESSES WITH ARCH. DWGS.
12 EARTH-FORMED FOOTINGS ARE ACCEPTABLE WHERE SOIL CONDITIONS
PERMIT (l.a WHERE THE BANKS OF THE EXCAVATION WILL HOLD WITHOUT
CAVING�. HOWEVER, THE PLAN DIMENSION OF EARTH-
FORMED FOOTINGS MUST BE INCREASED BY 2" ALONG ALL EDGES TO
ACCOUNT FOR INACCURACIES ASSOCIATED WITH EARTH-FORMING
(Ce. 7-0" WIDE WALL FOOTINGS SHALL BE 7-4" WIDE AND 5'-0" SQUARE
COWMN FOOTINGS SHALL BE 5'-4" SQUARE).
13. PROVIDE 1/8" WIDE x 1/4 SLAB DEPTH SAWN CONTROL/
CONTRACTION JOINTS IN ALL SLABS ON GRADE.
MAXIMUM JOINT SPACING OF 36 x SLAB 'C IN EACH DIRECTION.
14. PLAN LEGEND:
EE DENOTES FlNISH FLOOR
T�'X' DENOTES TOP OF FTG., SLAB, PIER, ETC.
B/'X' DENOTES BOTTOM OF RG., STEEL, ETC.
F6'x6'x7 -1'-4° DENOTES COWMN FOOTING SIZE & TOP OF FOOTING
ELEVATION (SEE SCHEDULE)
WALL FOOTING SCHEDULE
�c FooriNC sizE FooriNC REwFORaNc
MARK WIDTH DEPTH TRANSVERSE LONGITUDINAL
wFZxz' z'—o z'—o qa o aa" o.c (2) p5 x coNnN.
NoTEs
1. LAP FOOTING REMFORCWG A MIN. OF 30 BAR DIAMETERS.
FOOTING SCHEDULE
FOOTING FOOTING 9ZE REWFORCING
MARK WIDTH x LENGTH x DEPiH (EACH WAY)
Fs'xs'xz s—o s'—o z—o (e> ps x a'—s
NOTES:
L CENTER FOOTMGS BENEATH COWMNS, U.N.O.
'I
�` ��COMPA!�IESI
�
CSO Architects
AACHIiEL1iRE • IN2ERIOR➢£SIGN
0831 Ae�.smne troxlvg' �vdimnPOlv. N 46b}0
31mn 3t].dt8.]800 � Pa31T S]i.J93] � nomc.ntt
� � � � �� �'.. i
550VIrginiaAVenue P3n.a23.i550
Intlianapolis, IN 462o3 F 31)A23.1551
PROJEC7:
CARMEL
MARKETPLACE
I BANQUET
I CENTER
I RENOVATION
502 E. CARMEL DRIVE
CARMEL, INDIANA
SCOPE DRAWINGS:
m� . mem a e sa� .�ope or i a a ale�i
�� �e.m: oi`a.n�iea�.a �a�:leo = ttpt ue alme�:�o� o
m. o�ae�a m. m �.�wai .i m.m: o�a m. �m.
m ,o-�e��� m °Poi a�e ,iaen�i`,w�a�
ne aa.��y: ao��a �< ���m�o�e o. a.:�a. oi
e ro, wu wno�`,�`a��, a�e omamro� ar me
.,aw.�
menls ol IM1e ConboN.
o� ua e�a o� me e�aTi
ue wee ro,i�ao9 �.an m un aPi a � wirea a� m,�'
>,oar.ssar� o�a mm>m�o� o� �n<� oo�
REVISIONS:
ISSUE DATE DRAWN BY CHECKED BY
08/04/14 PAB PAB
DRAWING TITLE:
FOUNDATION
AND
FRAMING
PLANS
CERTIFIED BY:
` � ���P u BRUM ��0�
. <
�� ��, ...... „ Fji •i
? Q�:' e'y�s.ereFO'•y F :
° ' PE60890277 �; -
> p':_ s.n� oF j� c
/���T�•...�NOiA:+•'V����
/ ,'',S�L� \\`\•
��n iw
DRAWING NUMBER
S202
PROJECT NUMBER
14055
FlELD MFASURE
ROOF DEC
PER PLAN
MATCH EXISTING
ROOF ELEVATION �
CUT EXISTING ROOF DECK AT
E�GE OF EXISTING JOIST -
FlELD DET'MN CONDITIONS &
DIMENSIONS
��CONL L4x3xy
STEEL BEAMS BFAM OUTRIGGERS MAY BE
PER PLNN DELNERED LONG AND CUT TO
LENGTH W FlELD AS R'QD BY
EXISTING CONDITIONS
FRAMING SECTION �
3�4„ -,,_a„ sso i
FlELD DET'MN EXISiING�
ROOF DECK EDGE
LOCATION AND CONDITIONS
L4x3xq
ROOF DECK
PER PLAN
_ _ _ T/STL EL +22�-71,"
FlELD V'FY TO MATCH
EXISTING ROOF
I � STEEL BEAM
PER PLAN
FIELD MEASURE DIMENSION
TO EDGE OF NEW ROOF DECK
�EXISTING RWF� �
SrR��r�RE ro
REMAIN
FRAMING SECTION �
3i4„ _ �'_a" S501
� -za
I
STOR�RONT SYSTEM
�{4 @ 24" O.C. PER CH'L
24
6�
CONCRETE SLAB SITE SLAB PER
PER PLAN � � SITE/CIVIL
GROUT CMU SOIJD 6" CM w�
BELOW GRADE �5 � 48" QC.
T FTG EL
_�•_q'
j�4 � 48" O.C.
i
(2� �5 CONT.
�
Z, �..
FOUNDATION SECTION �s
sia �—r_o�� 8501
FINISH GRADE
', /�NEW VENEER & STONE
� � CAP PER ACH'L
�
/ �SITE/CVB PER
/ �
/
EXISTING WALL & FOUNDATION
TO REMAIN NEW CONCRETE FOOTING EXTENSION
TO BE PROVI�ED ONLY IF EXISTING
FOOTING PROJECTION HAS
INSUFFICIENT WIDTH FOR NEW
VENEER BFARING - FlEL� �ET'MN
EXISTING FOUNDATION CONDITIONS
�4 � 48" O.C. � N4 CONT.
EMBED 9" MIN INTO EXISTING
FOOTING USING HILTI HY-200 8
ADHESIVE (OR EQUIVALENT)
FOUNDATION SECTION �z
3i^" = r-0" S501
$i��i u�n I
PER PLAN ���
FRAMING SECTION �
sia^ = r-o" 5501
i'L
HIDDEN
ERECTION CLIP
1 sr� E� � �
+14'-0" HSS GIRT I HSS GIRT
PER PNN I I PER PLAN
_ — — — — — - r — — — — _
HSS COWMN I�ALTERNATE TEMPORARY ERECTION
PER PLAN I I CLIP, TO BE REMOVED UPON
i i COMPLETION OF FlNAL
CONNECTION WELDS
TYPICAL TUBE GIRT
TO COLUMN CONNECTION �
3�4„-,,_a„ ssoi
�, 8„
�,_2„
I
,
N
STEEL CO
PER PLAN
CONCRETE SLAB�
PER PLAN
COWMN BASE PLATE�
& ANCHOR RODS �
PER iYPICAL DETAILS
�. 6„
CONT
ROOF DECK� I
PER PLAN
�,_4„
T STL EL
+14'_0�"
PER ARCH'L
. . .I I I ..._ ...
STEEL BEAMS I I 'y x9"x1 -2° COLUMN
PER PLAN
TOP PLATE w� (4) �"
COLUMN � � A325 BOLTS
PER PLAN
FRAMING SECTION �
3�4„-,,_o„ ssoi
WALL CONSTRUCTION &
VENEER PER ARCH'L
SITE SLAB PER
SITE�CIVIL
GROUT CMU SOLID
BELOW GRADE
T FTG EL
_�•_q°
L) �{8
FACH WAY
6'-0" �
FOUNDATION SECTION �
sia° = r-o° 5501
2" � GA. 129
L i
�
2" HS58x8
(4) 1 3�4" DIA. HOLES
FOR (4) 1 1�4" DIA.
ANCHOR BOLTS
. THICKNESS:
� 1 1�2"
�� �
3�8..
TYPICAL COLUMN
BASE PLATE DETAIL i3
NOSCALE SSOI
EXISITNG WALL & FOUNDATION -
CONDITIONS UNKNOWN. FlELD
�ET'MN EXISTING FOOTING SIZE
& ELEVATION
6"
CONL L6x4x�
ROOF DECKl
PER PLAN \
4EEL 66
PER PLAN
EXISTING ROOF
WALL CONSTRUCTION &
CLADDING PER ARCH'L
FRAMING SECTION �
3�4„ -,,_a„ sso i
�NEW VENEER
PER ARCH'L
SITE SLAB PER
SITE�CIVIL
GROUT CMU SOLID
BELOW GRADE
T/FfG EL
� �, 4n
(2) #4 CONT.
MATCH B/EX
� FTG EL
�4 @ 48" O.G �'_0'
EMBED 9" MIN INTO
EHISTING FOOTING USING
HILTI HY-200 ADHESNE
(Ok EQUIVALENT�
FOUNDATION SECTION io
sia°= r-o° 5501
__
° sree� cowMN
� PER PLAN �CONCRETE PIER OR FOOTING
`Xm
�� - z� HEAVY HEX DOUBLE NUTS w/
°s i �� PL 3/8' x 3 1/2" x 3 1/2" WASHERS
�Q - �4, WELD AFfER ERECTION
� z��
oi�
� �zo
M z � _�HEAVY HEX NUT-TACK
WELD TO BOLT
NOTES:
L LOCATION OF ANCHOft BOLTS MUST NOT VARY MORE THAN 1/8" CENTER-
TO-CEMER OF ANY TWO BOLTS WITHIN AN ANCHOR BOLT GROUP.
2 HOL� MAH. DEVIATION OF 1/4", CENTER-TO-CENTER OF A�JACENT ANCHOR BOLT GROUPS.
3. HOLD ELEVATION OF THE TOP OF THE ANCHOR BOLTS TO +/- 1/2 INCH.
4. HOL� MAXIMUM DEVIATION OF 1/4" FROM THE CENTER OF ANY ANCHOR BOLT
GROUP TO THE ESTABLISHED COLUMN LWE THROUGH THAT GROUP.
5. REFER TO THE AISC CODE OF STAN�AR� PRACTICE FOR A�DITIONAL INFORMATION.
TYPICAL COLUMN
ANCHOR ROD DETAIL �4
NOSCALE SSO�
CONT. L6x4x� LLH �
ROOF DECKl
PER PLAN 1 I
STEEL BEAM
PER PLAN
WALL CONSTRUCTION &
CLADDING PER AftCH'L
EXISTING ROOF
WALL CONSTRUCTION &
CLADDING PER ARCH'L
)ECK
AN
T STL EL
., 4�-0�°
FRAMING SECTION �
3/4^ — r_a,� 5501
�
STEEL COLUMN�
PER PLAN
COLUMN BASE PLATE �
& ANCHOR RODS
PER iYPICAL DETAIL i
j
WALL CONSTRUCTION &
CLADDING PER ARCH'L
SITE SLAB PER
$ITE�CIVIL
GROUT CMU SOLID
BELOW GRA�E
T/FfG EL
1 4
U �6
FACH WAY
6'-0" �
FOUNDATION SECTION i i
sia° = r-o° 5501
36" COVER
36/7 PATTERN W/ SIDEU+P
FASTENERS 0 36" O.C. MAX.
' ' ' ' ' ' 7YpICAL U.N.O.
NOTE:
1_ 1 1/2", 20 GA. PRIME PTD WIDE RIB 4EEL ROOF DECK_
2 USE �10 TEK SCREW SIDELAP FASTENERS, U.N.O.
3. MECHANICAL FASTENERS MAY BE USE� M LIEU OF WELDS.
USE THE FOLLOWING HILTI POWER ACTUATED FASTENERS:
USE X—ENP14 FOR FASTENING TO STRUCTURAL STEEL
USE �10 TEK SCREWS FOR FASTENING TO COLD—FORMED STEEL
SUBMIT PROPOSED FASTENERS & TECHNICAL DATA FOR REVIEW.
1 1/2" ROOF DECK DETAIL is
NO SCALE SSOI
'I
BUCKINGHAM
�`—��COMPAtiIES
�
CSO Architects
ARQIISECILRE • N'i2RI0R OHSICaA'
ee3i �� a�a � �m�•eon.. uu �m-w
Lmn31ZB4BAB00. Pa3II.AiA93] � oomc.mt
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550VIrginiaAVenue P 3V.423.1550
Intlianepalis,IN A6203 F 3VA23.1551
PROJEC7:
CARMEL
MARKETPLACE
BANQUET
CENTER
RENOVATION
502 E. CARMEL DRIVE
CARMEL, INDIANA
SCOPE DRAWINGS:
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enls IM1e Con� 0.�
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REVISIONS.
ISSUE DATE DRAWN BY CHECKED eY
07/30/14 JRO PAB
DRAWING TITLE:
FOUNDATION
AND
FRAMING
SECTIONS
& DETAILS
CERTIFIED BY:
\\```PUBRUM ��0��
• . �F .
���QpJ .��6reaeo., �F
_ ' PE60890277 �;
=v: :a
> p:. srnh oF r e�
%ti�F�. �NOiANPi`��4�
DRAWING NUMBER
S501
PROJECT NUMBER
14055