HomeMy WebLinkAbout0016 S100 General Notes.pdfDATUM EL Al1QN
L See ciail drawings for USGS elavation af first floor,
GENERAL
2. Contracfor shall include seven calendors days for the sfructural engineer to review each shap drawing submiktai. The
seven days staris upon the engineer's receipi of the shop drawings and shali conclude wiren the engineer reEurns khe
drawings #o the entity that sent fhem the drowings. Contractor shail include time in their schedule alaove arrd beyand
#he seven days tc ai9ow for transmitfing drawings from fabricator to the contractor io the archikect ta the engin2er
and back. Contractor may not make claims for del�ys if the engineer completes their review within the a6ove noted
#ime.
3. Concrete canirpctor is responsible for skabiBity of excavations required #o compie#e the work of their contraci. 5ystems
used to stabilize excovations shoil be odequote to resist the force af the saii, Qoy surcharge due to construction
activities and khe forces imposed an the excavation during constructlon activities due to wind or seismic farces.
FQUNDATIQNS
1. A soils report was not provided for this project. 7h� contractor is respansible for contacfing a quaiified Geotechnicai
Engineer ta verify thaf fhe eziating sub-surface cnnditions ar�d other soils related items are adequafe for the design
requirements listed be(aw.
2. Ezterior footings shall bear a minimum of 3'-0" below finish grade.
3. Faundations have been designed foe the follovaing net soil pressures:
isofated Spread Fnotings: 2,004 psf
Continuous Wail Fookings: 2,000 psf
4. Faundation excavations shafi be made fo pian elevatians. The sail condi#ions ben�a#h fountlations shall then be
inspected by u qualiPied GeotechnicaE Engineer. If the soils under the founda#ions are unaccep#able, Use one of the
foilowing procedures:
A. Remave the unacceptahle snil and 6ackfilE with engineered fill compacted 40 100% standard proctar dsnsity and
in accordcsnce with tfie geofechnical report or inspecting Engineer.
8. Lower the footing io an acceptabie soil.
5. Excavations for spread faofings, combined fpotings, continuous footings and/or mat foundatians shaE( be cleaned and
hand tamped to o uniform surface. footing excavations shall have the sides and bottoms temporarily iined with 6 mii
visqueen if piacemenk of concrete does not occur within 24 hours of the excavation of the footing.
B. Soils tsnder the siob-an-grade shnil be compacted per the geotechnieol report. Soils work sholl be inspected by a
material testing lab.
7. Faundaiion condi#ions noted during canstruckion, which differ from those described 'm fhe geotechnicai repor4 shall be
reported to fhe Structural Engineer, Geotechniwl Engineer and construction manager before further construction is
attempted.
CONCRETE
i. Reinforced concrete has been designed in accordance with the "8uilding Code Requirements for Structural Concrete"
(ACI 378-95) and Commentory {ACI 318R-95).
2. Mixing, transporting, and placing of concrete shall canform to the latest edition o# the °Specifications for Structural
Concrete for Buiidings" {AC! 301}.
3. Cancrete in the following areas shall consist af natural sand fine aggregates and narmal weight coarse aggregates
conforming to ASTM C33, Type I Fortland cement conforming ta ASTM C150, and shall have the following compressive
strength {f'c} at 26 days:
3,OOQ psi: footings, pilasters, pedestals, nnd slobs on grade
4,000 psi with 6% +j- t-i/2% entrained air by volume:
Retaining, knee and foundation walls, Gurtrs, sidewalks and other
Concrete expased to de-icers or freeze/thaw conditions sl
4. F(y ash may be used as a pozzoian to replace a portion o4 the cement in a concrete mix, subject #o the approval of
the Structurol Engineer. Fly ash, when used, sholl conform to ASTM C618. Concrete mixes using (ly osh shall be
proportioned to accoun# for the properties of the specific fly ash used and #o accaunt for the fEy ash effects on the
properties af ihe concrete. The ratio of the amount of the fly ash to the amount portiand cement in the mix shall
not exceed 24 percent.
5. Adjustment of slump by adding water to the mix at the job site shai! occur as foifows. Adjustme�t shall be made
ane time only with a maximum of 2 goifons of water per cubic ynrd such that the specified siumps and
water/cement ratios are not exceeded. The conerete shall be mixed after the addition of water one minute per cubic
yard to a moximum of 5 minutes.
6. Protect the concreie surface befween finishing operakions on hot, dry days or any teme pBastic shrinkage cracks coufd
develop by using wet burlap, plastic membranes or fogging. Protect concrete surfaces at aIl times from rain, hail or
other injurious effects.
7. Horizontal joints will no# be permi#ted in concrete construction excepk as shown on khe cantract docurnents. Verticai
joints shall occur at locations approved by the Structural Engineec
CONCRETE SLABS ON GRADE
i. Slabs on grade shail be canstructed in accordance with the lafest edition of the "Guide for Concrete Fbor and 51ab
Construct�on" {ACI 302.iR).
2. In addition to the specificafions noted elsewhere, concrete for interior flatwaric shall conPoem to the folfowong;
470 Ibs. of cement per cubic yard of cnncrete, minimum
0.47 maxirnum water cement ratio
3 inch maximum slump prior to addition of plasticizers
5 inch maximum slump �f pfasticizers are not vsed
Midrange or highrange water reducing admixture required
3. In addition to the specifications noted elsewhere, canerete for exterior ffatwork curbs and wnlis expased to freezejthaw
shall conform to the follawing:
564 ibs. of cement per cubic yard, minimum
0.45 mazimum water cement ratia by weight
3 inch maximum siump prior to addifion of plasticizers
5 inch maximum siump if plasticizers are not used
Midronge ar highrange water reducing admixture required
4. Place conaete in a manner sa as to prevent segregation of the mix. Delay floa#ing and troweling operations untii
the canerete has lost surface water sheen or al( free watec Uo not sprinkie free eemant an the slab sueface.
5. Provide curing of concrete slabs immediately after finishing using a sprayed on iiquid curing compound. Other
methods may be used with approval by structural engineer.
6. Slobs on grode shQll receive a smaoth trowe! finish, and be pioced to achieve the follawing minimum toleranc�s:
Overall values: FF = 35, FL = 25
Locai values: FF = 25, FL = 15
CONCRETE and MASONRY REINFQRCEMENT
i. Reinforcing steel shalf be deformed bars of new billet steel conforming to A�TM A6i5-90 with a minimum yield
strength of 60,000 psi.
2. Reinforcing steei, which is to be weided, shail conform to ASTM A708 "Low-Ailoy Stee! Deformed Bars for Conerete
Reinfarcement°.
3. Reinforcing bar defailing, fabricating, and placing shall conform to the latest edition of "Specifications for Structural
Concrete for 6uildings" (ACI 3t11).
4. Provide standard bar chairs and spacers as required to maintain specified concrete protectian.
5. Reinforcement bars sho8 not 6e tock welded, welded, heated or cut unless indicoted an the cnntract documents or
appraved by the Structura! Engineec
6. Welded wire reinforcement shaN be smooth wire fabric conforming ta ASTM Ai85. Fabric shall be suppGed in flat
sheets and lapped 8 inches at splices. Welded wire reinforcement in slabs on grade shal! be placed 2" down from
the top af the slob unless otherw{se noted.
7. Concrete cover over reinforcement, unless otherwise noted, shall conform to the ACl 318-95.
6. Un(ess atherwise shown or r�oted, splicing oE reinforcing bars shalB conform to ACI 318-95. Where the length of lap
is no{ shawn or noted, provide a Ci�ss "B" lap at spiices.
CONCRETE and MASONRY RElNFORCEMENT cont.
9. Horizontal bars in walls or grade beams sha(I be bent at corners and intersections in a wny that continuity is provided
through the joint. 5eporate corner bars of the some siae and spacing as the harizonta! reinforcing may 6e substituted
for the ben# bars.
td. Unless noted otherwise, prnvide 2-�5 bars (one each face) around unframed openings !n C015C(8t8 walls and grade
beams, Place bars parailei to sides of the opening and extend 24" beyond cnrners.
it. Provide galvanixed steel wire joint reinforcement in ail masonry construction. Reinforcement sha61 be continuoas and be
Iapped sixteen inches at splices. Cut reinforcement at af! control and expansion joints. Spaee reinforcement at �" on
center for s4ack bond cpnstruction, parapets and beiow buiiding floor elevation. Eisewhere space reinfarcement ak 16
inches on cenfier.
EXPANSION cnd SLEEVE ANCNOft5
1. F�epansion and sleeve anchors shail be carbon steel anchors as manufactured by Ni1ti Fastening Sysfems or approved
equal, Install anchors in conformance wlth the manufacturer's recommendations and tha cantract documents.
2. Masanry cores receivinq 3f4° diameter anchors shall be filled with coarse grout conforming to ASTM C476 with a
minimum compressive strength of 2,OQ0 psi at 28 days. Do not instail anchors in morkar joint.
3. Do noE install expansion anchors in concrete until carrcrete has at#aened the specified 28-day compressive strangth.
4. Test expansion, sleeve and epoxy anchors prior to connecting steel to anchors.
NON-SHRINK GftOUT
L Grout shall be a prepackaged, non-metallic and non-gaseous. 1t shall be nomshrink when tested in accordance with
AS7M-Ct 107 Gr9de B or C at a fluid consistency (flow cone) of 20 to 30 seconds. ihirty-minuie-oid grout shalE
fiow through the flow cane after slight agftation, in temperatures of 40 degrees F to 90 degrees F. Grout shali be
hleed free c�nd a#tain S,OQO-psi compressive strength in 2$ days at fiuid sonsis#ency.
2. 6roui compressive strength tests shall bs performed in accordar�ce wifh the latest edi4[an of ASTM C109.
GENERAL
7. ConiracEor shal! inclu�e seven calendars days for the strucfural engineer to review each shop drawing submittal. The
seven days starts upon the engineer s receip# af the shop drawings and shall conclude when the engineer returns #ha
drawings to the entity that sent them the drnwings. Controctor shali inGude time in their schedule above and beyond
ihe seven days ta allow for transmitking drawings fram fabricator to the contrac#or to the archikect ta #he engineer
and back. Contracfor may not rr�ake claims for delays if the engineer compietes their review within the above noted
time.
STRUC7URAl. STEEi NOTES
t. Stee! construction sholl conform ta RNSI/AISC 380-05, "Speclfication for Struciural Stee! 6uiEdings".
2, All structurai wide flange shapes shali be ASTM A-892, Fy=50 ksi.
3. All angles shall be ASTM A529, Fy=SQ ksi, unless noted otherwise.
4. All plates, channels, bars, and rods sholl be ASThi A36, unless noted otherwise.
5. All pipe shapes shall b� ASTM A53, 7ype E, Grade B.
6. All square and rectangular shapes shall be ASTM A500, Grade B.
7, petails far design, fabricatiao and erection of all structural steel shall be in accordanca with the iates!
A.I.S.C. Standards unless atherwise noted or specified.
8, Provide temporary erectian guying and bracing as required.
9. Unless otherwise shown ar noted on the Plans, provide 8" bearing ench end for oll loase lintels and
beams.
1Q. For loose lintels, masonry shelf angles and bther such items generally not shown on the Structura! Plans,
see the Architectural Plans. 5ee general notes on lintels thfs sheet for sizes, refnforcing, etc,
11. Steel calumns beiow grode shalf be encased in a minimum of 4" concrete, unless otherwise shown.
12. Fabricate simple span beams not specificaliy no4ed to receive camber so that after erection, any minor
camber due to rol3ing or shop assembly, shall be upward.
13. Structurol steal shall be shop-painEed with a rust inhibiting primer. Primer color shall be grey aniess afherwise
directed by the Archikect.
14. The Erectar shall shim between paraflel roaf beams and joists with differenEial mil! and induced cambers
for level deck bearing,
15. Whether or not expiicitly shown on the StructurQl Drawings, oll angies, berrt plates, c{ips, closures, etc.,
att�ched io struc#ural steel members to form slab edges, fo provide lateral suppart for cladding, atc„
shall 6e field-instailed unless othenvise npproved by the Architeck/Engineer.
1B. Provide cap piates/end piates to close off exposed, open ends af ali tubular members, unless nated.
COLD-FQRMED MEiAL STUDS
1. Load bearing and non-iood bearfng stud s'szes indicated on the drawings are min�mum
required. Stud suppiier shaU enlist the services of an Engineer, regis$ered in the State af
Endiana, to des'sgn and verify minimum required stud size and gage.
2, ALL exterior load bearing and non-laad bearing studs shall be designed by the stud suppfier
for a mnximum deflection af L/600.
3. Work included: Provide metal studs and accessories as indicated on the dr�wings, as specified
herein, and as needed for � complete and proper instalfat+on.
4. Cantractor shall pravide effective, full time quality cantrol over all fiabrication and erectian
compiying with the pertEnent codes and regulations of government agencies having jurisdiction.
S. Within 14 (fourteen} caiendor days after the contractor has received the Owner's "Notice to
Praceed", submit:
A. Materiafs list of items propos�d to be provided under this sectian:
B. Manufacturers product information and athar data needed tn provide
compliance with the specified requirements.
C. Manufacturer's recommended instaliation procedures which, when approvsd by
the Architect, wili become the basis for accepting or rejecting actua! installatinn
procedures on the work.
6. All products to be manufactured by the current members of the Steei Stud P�anufarfiurers
Association.
7. All galvanized studs and jaists shafi be form�d from steei 4hat corresponds to the minimum
requirernents of 199& A.i.S.I. standards.
8. Ail structural members shall be designed in accordance with the American Iron and Steel
Institute (AISQ °Specification for the Design of Cold-Farmed Steel Structural Members' 1996
edition.
9. Provide ail accessories including, but not Iimited to, tracks, clips web stiffeners, anchors,
fastening devices, resilient clips; and other accessories required for a compiete and praper
installation, and as recommended by the manufacturer for the steel members used.
i0. Fastening of components shali be with seif-drilling screws or welding. Screws or welds shall be
of sufficient size to insure the strength of the connection. All welds of gaivanized steel shall
be touched up with a zinc-rich paint. Aii welds of carbon sheet steel shaq be touched up with
paint. Wire tying of components shall not be permitted.
11. Prior to fabrication of framing, the contractor shall submit shop drawings to the architect or
engineer to obtain opproval:
12. Framing components may be preassembled ir�to panels prior tn erecting. Prefabricated panels
shall be square, with companents attached in a manner to prevent racking and to minimize
distortion while lifting and transportinge
13. AI! framing components shal! be cut squarely far attachment to perpendicular mernbers or as
required for an angular fit against abutting member.
14. Studs shall be plumbed, aligned and securely attached to flanges of both upper and (ower
runners, except that in the case of interior, non-load bearing walls, studs need nat be
attached to upper or lower runners.
�0 D-F1RM��jAETAL STUDS cant � �
15. In all doubEed jamb studs and doubled henders not accessi�le ta insulatian contractors, insuf�tion equal to that
specified eisewhere shaii be provided.
16. Spiices in axial load bearing members other than runner track sholl not be permitted.
17. Temporary bracing where required, shall be provided until erectlon is compleke.
78. ftunners shall be securely ancharad to the supporting structure as shown an the drawings.
99. Camplete, uniform and levei beoring support shall be provided fQr the 6ottom runner.
20. Framing of wall openings shaBl inctlude headers and supparting studs as shawn on the drawin9s.
21. Diagonaily broced stud wa11s, as indicated on ihe drawings, shaEl he provided at iocations designated as "shear
walls' or "x-braces" for frame stability and lateral ioad resistanne. Addi#iona! sfuds, when neoessary, shall be
positioned as indicated or� the drawings ta resist the verfical components.
22. Spiices in axiolly Ioaded sfuds shal! no@ be permit#ed.
WQOD iRUSSES
t. Prefabricat�d wood trusses shal6 be detailed, fabricated and ereafed in accordance wikh khe lafest editians of the
Timber Construction Manua6 6y the American Insfitute of Tim6er Construction (AITC), the Nationaf Oesian
S�eE{��gn for Woad Construction by #he Natianal Forest Produots Association (NFPA} and in accordance with
the latest criteria established 6y the Truss Plate Institute {TPI}.
2. Temparory and permonent brecing of woad trusses shall be in accordance with the latest edition of Bracing Wood
Trussea: Commentaryqnd Recommendations BWT by the TPI.
3. YYood trusses shal� be designed to support the ioads shown in tha design data in Qdditlon to the weight pf the
#russes.
4. tMood roof irusses shali be designed using the iollowing �Ilowable stress inc�ease factors:
Dead Lood + Live Load: 1.95
Qead Load -F Wind Load: 1,33
Oead Load + live Load + tNind Load: i.i5
5. Deflectian due to live load shall be limited ta L/900 oi ihe #russ span. For tnass cantilevers, the deflectian due
ta live laad nt fhe end of the cantilever shali be limite6 #o L/3fiQ of the cantilevar dimension.
6. iruss plates shail be galvanized steel and shafl be applied to both faces oi the members being connec{ed.
7. Trusses shalE conform ta the geomatry shown on the archikectural drawings.
8. The Truss Manufacturer sha,l prepnre detailed working or shop drawings and shall submiE ane reproducible copy
and ane biue Iine capy to khe Arehetect far review prio� tn fabreoatian. ihe approva! drawings shail show the
dasiqn forces in truss membe!s, the sizes of truss piafes; the lumber species, commercial grade and normol
durafion design values; required bracing and detoils necessary ta enabfe fiabrication, erection ar�d construct of al!
parts of the work in accordance with the detail drawings and specifications. These shop drawings will be
reviewed for design featuras only. The Truss Manufacturer shall be rssponsible for ali dimensions, accuracy, and
fit of work. AUaw time in schedule for shop dmwings #a be i� engineer's oftice five working days for review. AIi
shap dmwings shail be prepared and certified by a structural engineer licensed in the same state where Ehe
project is located.
9. THE CQNTRACTOR SHALL INSTALL ALL TE�APQRARY AND PERMANENT TRUSS BRACING AS SHQWN QN THE TRUSS
MANUFACTUREft'S SHOP DRAWINGS.
�Tlf�l�1�
i. Plywood and Orient�d Strand Board {OSB} panels sholi be detniled, fabricated ond erected ia aocordonce witfi the
latest criteria eskablished by the American Plywood Assaciation (APA} induding their latest edition of the ood
Des'�$Recification (and its Supplemsnts).
2. Plywood and Oriented Strand Board {OSB) panels shali be identified with the appropriate tradsmark ot the APA
and shall meet the requiremenks ot the lates} edition af the U.S. Product Standard PS i tor Construntion and
Industrial Plywood [or the APA PRP-908 Pedormance Standards and PoNcies tor Structural-Use PanslsJ.
3. Root panels sholl be inskalled with the long dimension (tace grain} across ihe suppo�ts with panels continuous
over 2 or more suppo�ts (minimum 3 span aonditfon}.
4, Stagger panel end joints. End joints shall only accur over a suppor4. Unless recammended otherwise by the
panel manufacturer, provide a t/8° gap hetween panel ends and edges. Panel edges shal{ be
tongue-and-groove or suppor#ed an 2" (nominaQ iumber blocking fnstalled betwaen trusses.
5. Panels shal! be fastened to their supporEs as follnws:
Roof panels:
6° �.c. along supported panel e8ges and at eave bfocking nnd 12° o.c. at
intermediate supports with tOd galvanized common oailse
4' o.c. along suppar#ed panei edges and at eave blacking and 12" o.c. at
inEermediate supporte with tpd galvanized box naiis.
+Nail sheathing:
4' o.a. at alE studs and 6" o.c. at ali top and battom plaEes x+ith tOd
galvanized box nails.
LUM6ER
i. Structural lumber shali be detailed, fo6rknted and erected in accordance with the Iatest editions of the Timber
GqP�1r.�#jqtt. �anuat 6y the American Institute of Timber Construction (AITC) and the y�onal Desigp �,oecification
j4r Wood Construction ay the National Forest Products Association (NFPA}.
2. Lumber shall be Na. 2 Southern Pine, kfln drisd, with a maximum maisture conte�t of i5%, or approved equal
(unless noted otharwise).
3. Lumber for top plates supporting raof frusses sha{f be No. 2 Svuthern Pine Select Structural, kiln dried, with a
maximum moisture content of 75�, or approved equaL �
4. Wm6er used tor blocking and othar non-stress related uses shali be No. 2 Southem Pina, surface dry, with a
maximum moisture content of 79%.
5. Unless otherwise shown or noted, bolfs and lag screws in connecfions of wood members shall be made with
materiaf canforming to ASTlR A307. Standard cut washers shall be used between the woad and bolt head and
the wnod and nut.
fi. Joist hangers and connection platas shall be manufactured by Simpson Company or approved aqual.
7. Naila and other wood fastenings, unle�s otherxise noted, shall conform to the Iatest edition of the Natienal
DggjA�! Spg�ification for Wood Cons�ruytion by the NFPA.
8. Rou h sawn #imbers sha9l be treated and finished as re uired b the s ecificatians. Weafher ex osed members
9 4 Y P P
shall be trea#ed with CCA.
DRIU.EQ-lN�Q1YEt S dc ANCHOR BOLTSJRODS
1. Ali reirtforcing steel and threaded rod anchars to be insEailed in 2-part chemical anchoring system shaU be
freated as follows:
A. DriII holes Iarger than bar or rod to be embedded. Coordinate hole diameter with Manufacturer's
recommendations.
B. Noles musE be deaned and prepared in accordance with Manufacturer's recammendations.
C. When rainforcing stee{ is encountered during drilling far installotion of anchors, stop driHing, use a sensor
to locate the reinforcing in tfie surrounding area and instull anchor{s) as clo�e as possible to the original
location. Contact the Engineer of Record for direction when the revised location is more than 2" ftom #he
originai Iocation, or when the anginai function of the anchornge is significantly aftered. When in doubt,
contact Ehe Engineer of ftecord for diraction.
D. Drill the fiole a minimum oY 15 bar diameters nr as shown on the plans,
E. Use a two-part adhesive anchoring system, Nilti HY-750, ov approved equal.
F. Far annhorage into hoilow subsErate, use Nilti HY-2Q system, or approved eq�aL
G. Reinforcing steel dowels shall be ASTM A6i5, Grade 6p, unless noted.
H. Mchor rods shall be ISO 898 5.8 {Hilti HAS-E), unlees noted, Provide finish as noted on the Drnwings.
!f not noted, provide fiot-dip galvanized Cnish for interior appfications. Provide stoinless steel Cnisfi for a!I
ex#eriar applications, unless noted.
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RdOF QESiGN LOADS:
LiVE LOAD ...............................20 PSF SEE SHEEf S204 FOR
DFAD LOAD .............................3Q PSF � ADDITION TRUSS LOADS
ROOF SNOW LOAf3S:
FLAT ROQF SNOW GOAD (Pf) ............... N/A
SNOW EXPOSURE FACTOR (Ce) .....:,.....1
5NOW lOAD IMPOR7ANCE FACTOR {I}... i
TNERMAL FACTQR (Ct} ...:...................... t
4YIND LOAD DESIGN DATA
BASIC WIND SPEED (3 SECOND GUST).....90 MPH
WIND LOAD IMPqRTANCE FAC70R (Q.........7.Q
WINQ EXPOSURE ..................................D......8
4GCUPANCY CA7EGQRY .............................. II
INTEftNA�. PRESSURE CQEFFICIENT (GCpi} ............... +0.18, -0.18
COMPONENTS ANp GLAQDING DESIGN PRES5URE..... 20 PSF
SEiSMiC DESIGN DATA
SEISMiC INPOR7ANCF FACTOR (I} ............. t
SEISMIC DESIGN CATEGORY ........................ B
SPECTRAL RESPQNSE COEFFICIENTS & ACCELERATIONS
Sds .......... t 7.59 Ss .,.,...... Q. t 64
Sd1 ,........,12.0% St ..........0.075
SITECLASS ................................................. D
DESlGN BASE SI-IEAR ................................. 29 KIPS (SERVICE}
SEISM(C RE5PONSE COEFFICIENT (Cs} ...... Q.175
RESPONSE �tODiFICATION FACTQR {R)....... t
BASIC SEISMIC RESlSTING SYSTEM
CANTILEVER COLUMN SYSTEM
ANAE�YSIS PROCEDURE UTILIZED
EQUIVALENT tATERAL FORCE PROCEDURE
CONSTRUCTION INSPECTION REQUIREMENTS
THE BUILDING CODE REQUIRES A SPECIAL INSPECTOR TO OBSERVE THE WORK
ASSIGNED FOR CONFORMANCE TO THE APPROVED DESIGN DRAWINGS AND
SPECIFICATIONS. THESE INSPECTlONS ARE IN ADDITION TO INSPECTIONS SPEClFIED
ELSEWNERE. AJ & ASSOClATES, P.C. DOES NOT PROVIDE THESE INSPECTIONS.
THE CONTRACTOR SHALL RETA{N TNE SERVICES OF A MATERIAL TESTING AGENCY TO
MAKE AVAILA6LE A SPECIAL INSPECTOR WHO SHALL PROVIDE INSPECTIONS DURING
CON5TRUCTION ON THE TYPES OF WORK LJSTED 6ELOW.
�oNCREr� corasTRUCrioN: aci s�s
�.4�GRETE MA50NRY CONSTRUCTIQN: ACI 530, AC! 530.i
STRUCTURA�.,,$iEEL C6NSTRUCTION: AiSC ASd, AISC LRFD, ASTM AB,
ASTM A58$, AWS
ANCH4R @OLT
ARCNITECTURAL
9UILDING LBNE
BOTTOM OF 6EAM
BOTTOM OF FOOTING
BUILDING
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BEARING
CONTROL OR
CONSTRUCTIQN JQ1N7
CLEAR
GONCREfE MASONRY UNIT
CONCRETE
CONNEC7IQN
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CONTINUOUS
CONTR4GTOR
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DE7AIL
DIAME7ER
[}RAWING
DOWEL
EACH END
EACH f;4CE
EACN WAY
EACN
EXPANSION JOINT
E(�UAL
EXISTING
EXPANSION
EXPANSI4N
FLOOR DRAIN
FINISH
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FAR SI�E
FqUNDATION
FOQTING
FOOT OR FEET
GAGE
GAi.VANIZED
GRANULAR
GYPSUM 60ARD
HORIZON7AL
HO�K
HORIZONTAL
INSIDE FACE
INCH
INSUtATION
JOIST BEARING
JOIST
JOiNT
POUND/POUNDS
LIVE LOAD
LONG LEG HORIZ.
I.ONG LEG VERI7CAL
L1GHT WEIGHT
MASONRY OPENING
MA7ERIAL
MAXIMUM
MINIMUM{
MISCELlANEOUS
NQT IN CqNTRACT
NFAR SIDE
NOT TO SCALE
NUMBER
QN CENTER
OVERfLOW DRAIN
QSF OUTSIDE FACE
OPP. OPPOSITE
P.E.M.6. PRE-ENGINEERED
MEiAL BUfI.DING
P.C. PRECAST CONCRETE
PL PLATE
PSF PdUNDS/SQUARE Ff,
R.D. ROOF DRAIN
REINF. RE(NFORCING dR
REINfORCED
REQ'D. REQUlRED
ftEV. REVISION OR REVISED
SECT. SECTION
SHT. 5HEET
SIM. SIMILAR
SPA. SPACES OR 5PACING
SPECS SPECI�ICATlONS
S7L STEEL
STD STANDARD
T&B TOP AND BOTfOM
T/B TOP OF BEAM OR
TRUSS BEARING
T/F T6P OF FQOTING
TEMP. TEMPOftARY OR
TEMPERATURE
iYP. TYPICAL
U.N.4. UNLES5 NOTEb OTHERWfSE
V. VEftFICAL
VERT. VERTICAL
W.W.R. WELDEQ WIRE REINFORCING
W/ WITN
D F�AO/!/I N G 1 N D EX
SHEET N0. DESCRIPTION
S100 GENERAL NOTES
5201 FOUNDATlON PLAN
S202 ROOF FRAMlNG PLAN
S203 STEEL FRAMING PLAN
S204 TRUSS ELEVATIONS
S303 SECTIONS 8c DETAiLS
S302 SECTlONS 8c DETAILS
S303 SECTIONS 8c DETAILS
S304 7YPIGAL FRAMiNG DETAILS
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THE SCHNEIDER CORPORATION
Histonc Fort Harrison
t39Qi Oiis Aver�ue
Iridian�polis, IN 48216-�10:�,'•
Telephone: 31 /.F26.7 i 00
Fax: 317.820.7200 �
wv+w. schneicerr,t�rp. cnm
AT8z Associates
JA Professional Curpoxarion
14351 Q�ail Pointe Drive
Carmel, Indiana 46032
Phone (317) 844-75i4 fax (317) 844-7516
ajabs@ajassociataspc, com
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