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QENE68l.._NOTES,
REINFORCED CMCRETE NOTESi
lIE1'AN. AWA
DESIGN
CRITERIA,:
THE MAIN
1. ALL CONCRETE WORK SHALL CONFORM TO THE LATEST EDITION OF THE ACI
25,
PROVIDE SEALANT JOINTS FOR ALL EXPOSED TO VIEW CONSTRUCTION
19. FLOOR DECK: 1 1/2' DEEP, B -LOK, GALVANIZED COMPOSITE FLOOR DECK: 1,
THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH
1. THE INTENT OF THE STRUCTURAL DRAWINGS IS TO SHOW
BUILDING CODE AND TO THE INDIANA STATE BUILDINIG CODE. IN
WA
JOINTS, CONTROL JOINTS AND SHEAR KEYS.
FY = 33 KSI (MINIMUM). (FOR GAUGE, SEE PLANS AND SPECIFICATIONS).
INDIANA STATE BUILDING CODE (IBC 2000 BUILDING CODE AND STATE
STRUCTURAL FEATURES AND DESIGN FOR THE COMPLETED PROJECT.
OTHER COMPONENTS THAT MAY BE NECESSARY
CASE OF CONFLICT, THE INDIANA BUILDING CODE SHALL GOVERN.
AMENDMENTS 2003).
ARCHITECTURAL DETAILS AND
PROJECT ARE SHOWN INCIDENTALLY ONLY, AND NOT
26,
SET ANCHOR BOTTS AND EMBEDDED PLATES REQUIRED FOR CONNECTION OF
20. PROVIDE ANCHOR BOLTS, SETTING PLATES AND EMBEDDED PLATES TO BE SET
TO CONSTRUCT THE
COMPLETELY. THEREFORE ALL CONTRACT DRAWINGS AND SPECIFICATIONS
2. ALL CONCRETE SHALL BE CONTROLLED, NIXED AND PLACED UNDER THE
WORK BY OTHERS.
BY OTHERS.
Re s
MUST BE USED IN CONJUNCTION WITH THE STRUCTURAL DRAWINGS DURING
SUPERVISION OF AN APPROVED CONCRETE TESTING AGENCY,
LIVE LOADS BASE SNOW LOAD (Pf) = 20 PSF +DRIFT
ALL PHASES OF CONSTRUCTION. DISCREPANCIES BETWEEN STRUCTURAL
27.
PROVIDE A MINIMUM OF #4 2 12 EACH WAY EACH FACE FOR ALL WALLS
21, PROVIDE i /4' THICK LEVELING PLATES FOR USE IN ALIGNING AND SETTING
WHERE APPLICABLE.
DRAWINGS AND ARCHITECTURAL DRAWINGS, IF NOT CLARIFIED IN THE
3, ALL CONCRETE EXPOSED TO THE WEATHER SHALL CONTAIN AN AIR
FOOTINGS, OR PADS, UNLESS NOTED OTHERWISE.
ANCHOR BOLTS AND BASE PLATES.
GROUND SNOWLOAD Pg =20 psf
ADDENDA AT THE REQUEST OF THE CONTRACTOR, SHALL BE BROUGHT TO THE
ENTRAINMENT ADMIXTURE.
SNOW EXPOSURE FACTOR Ce= 1.3
ATTENTION OF THE ARCHITECT DURING CONSTRUCTION FOR CLARIFICATIONS,
2a
MINIMUM ANCHORAGE AND SPLICE REQUIREMENTS FOR REINFORCING BARS
22. ALL COLUMN CAP PLATES ARE TO BE 112' THICK MINIMUM EXCEPT AS
THERMAL FACTOR Ct = 1.0
THE CONTRACTOR SHALL TAKE THIS INTO CONSIDERATION IN HIS BID.
4. UNLESS OTHERWISE NOTED ON PLANS, ALL CONCRETE SHALL BE NORMAL
SHALL BE ACCORDING TO ACE 318.
OTHERWISE NOTED.
SNOWLOAD IMPORTANCE FACTOR (I) =1.0
WEIGHT AND HAVE A MINI" COMPRESSIVE STRENGTH OF 3,000 POUNDS PER
FLAT ROOF SNOWLOAD (Pf)
2, THE CONTRACTOR SHALL INFORM THE ARCHITECT OF ALL DISCREPANCIES
SQUARE INCH AT THE END OF 28 DAYS. CONCRETE SLABS ON GRADE SHALL
29.
PROVIDE TEMPERATURE REINFORCEMENT IN ALL CONCRETE SLABS AND WALLS
23. PROVIDE 112' STIFFENER PLATES EACH SIDE OF BEAM WEB AT CENTER
Pf= .7 Ce Ct I Pg= .7x1.3x1.x1.x20 =18.2 psf (use 20 psf)
BETWEEN DRAWINGS OF DIFFERENT TRADES, PRIOR TO INITIATION OF ANY
BE NORMAL WEIGHT AND HAVE MINI" COMPRESSIVE STRENGTH OF 4,000
IN ACCORDANCE WITH ACE 318, UNLESS OTHERWISE SHOWN ON DRAWING.
LINE OF SUPPORT FOR ALL CANTILEVERED BEAMS OR UNDER SUPPORTED
WORK.
P.S.I.
30.
PROVIDE ALL SLABS -ON -GRADE WITH POLYPROPYLENE FIBERS, UNLESS
COLUMNS /POSTS UP.
DEAD LOADS,
3. THE CONTRACTOR SHALL BE COMPLETELY RESPONSIBLE FOR THE SAFETY OF
5. CONCRETE QUALITY IN ACCORDANCE WITH THE REQUIREMENTS OF THESE
OTHERWISE NOTED ON PLAN. SEE SECTION 03300 OF THE SPECIFICATIONS
24, PROVIDE INCLINED PLATES FOR ALL SLOPING BEAMS TO ENSURE TRUE
(E) MTL DECK 2.0 PSF
ADJACENT STRUCTURES, PROPERTY AND THE PUBLIC,
DRAWINGS AND SPECIFICATIONS IS ESSENTIAL TO THE STRUCTURAL
FOR ADDITIONAL REQUIREMENTS.
BEARING.
(E)FRAMING 3.0 PSF
PERFORMANCE OF THIS BUILDING. CONCRETE THAT IS NOT IN ACCORDANCE
INSULATION 3.0 PSF
4. REFER TO ARCHITECTURAL, MECHANICAL, PLUMBING AND ELECTRICAL
WITH THE DRAWINGS AND SPECIFICATIONS WILL NOT BE ACCEPTED,
31.
PROVIDE CONCRETE PADS FOR MECHANICAL EQUIPMENT ACCORDING TO THE
25. STEEL BEAMS REPLACING JOISTS SHALL BE FRAMED 2 112` ABOVE TOP OF
METAL DECK 2.0 PSF
LOCATIONS
DRAWINGS FOR VERIFICATION OF LOCATIONS AND DIMENSIONS OF ALL
6. CONCRETE MUST REACH THE FOLLOWING PERCENTAGES OF ITS 28 DAY
REQUIREMENTS OF THE MANUFACTURER AND IN ACCORDANCE WITH THE
TYPICAL DETAILS. ALWAYS PROVIDE MINIMUM REINFORCEMENT FOR PADS,
SUPPORTING MEMBERS UNLESS OTHERWISE NOTED.
FRAMING 3.0 PSF
MECH.j LIGHTS) MISC. 7.0 PSF
CHASES, SLOTS, INSERTS, CURBS, GS, SLEEVES, ANCHOR BOLTS,
CHASES,
ALL OTHER PROJECT REQUIREMENTS NOT
COMPRESSIVE STRENGTH <f'c) BEFORE FORMS OR SHORES MAY BE REMOVED,
UNLESS NOTED OTHERWISE. COORDINATE LOCATIONS WITH MECHANICAL
--------------------
FLOOR ANGLE FRAMES AND
DRAWINGS.
M,�9SLINi�Y NOTEa
SH[]WN ON STRUCTURAL DRAWINGS.
WALLS Y. 40
TOTAL DEAD LOAD 20.0 PSF
A
5, WK NOT INDICATED ON PART OF THE DRAWINGS BUT REASONABLY
IC A
32.
PROVIDE CONDENSATE PITS AND OTHER DEPRESSIONS OR CURBS AS REQUIRED
1. ALL MASONRY WORK SHALL CONFORM TO THE 'BUILDING CODE REQUIREMENTS
TOTAL ROOF LOAD = 40 PSF
IMPLIED TO BE SIMILAR THAT SHOWN AT CORRESPONDING LOCATION,
7. CONSTRUCTION JOINT LOCATIONS OTHER THAN SHOWN ON THE DRAWINGS ARE
FOR COMPLETION OF THE MECHANICAL WORK,
OF MASONRY STRUCTURES (ACI 530 -92 /ASCE 5 -92) AND SPECIFICATIONS
SHALL B£ INCLUDED.
PERMITTED SUBJECT TO PRIOR APPROVAL OF THE ENGINEER. EXPANSION
JOINT AND CONTROL JOINT LOCATIONS ARE MANDATORY, AS SHOWN.
33.
NO CONCRETE SHALL BE CAST BEFORE REVIEW AND APPROVAL OF THE
FOR MASONRY STRUCTURES' (ACI 530.1 -92 /ASCE 5 -92).
WIND LO DS
6. DETAILS SHOWN AS TYPICAL ARE APPLICABLE TO ALL SIMILAR CONDITIONS.
SHALL CONFORM TO ASTM A615 WITH 60,000 PSI YEILD
REINFORCING AND EMBEDDED ITEMS HAVE BEEN OBTAINED FROM THE
ARCHITECT.
2. MASONRY DESIGN IS BASED UPON A COMPRESSIVE STENGTH OF FM =1,500 PSI,
WIND SPEED = 90 MPH
CONTRACTORS ARE REQUIRED TO EXAMINE THE DRAWINGS AND
S. REINFORCING BARS
STRENGTH, AS INDICATED AND SHALL HAVE THE FOLLOWING CONCRETE
ESTABLISHED IN ACCORDANCE WITH THE UNIT STRENGTH METHOD.
EXPOSURE B
7. ALL
SPECIFICATIONS CAREFULLY, VISIT THE SITE AND FULLY INFORM
COVER, UNLESS NOTED 13THERVISE ON THE DRAWINGS:
3. MASONRY UNITS SHALL MEET THE REQUIREMENTS OF ASTM C90 (NET AREA
IMPORTANCE FACTOR(I) 1.0
BASIC VELOCITY PRESSURE (Pv) -20.7 PSF
THEMSELVES AS TO ALL EXISTING CONDITIONS AND LIMITATIONS, PRIOR TO
FAILURE TO VISIT THE SITE AND
A. SURFACES PLACED IN CONTACT
ST
URAL STEEL s
COMPRESSIVE STRENGTH 1,900 PSI) TYPE 1.
SUBMITTING THE PROPOSAL.
MAIN FRAME WIND PRESSURES
FAMILIARIZE THEMSELVES WITH THE EXISTING CONDITIONS AND
THEM
RELIEVE THE SUCCESSFUL BIDDER FROM
WITH THE GROUND........._..... 3'
1.
ALL STRUCTURAL STEEL WORK SHALL CONFORM TO THE 'SPECIFICATIONS FOR
4. MORTAR SHALL BE PREPARED IN ACCORDANCE WITH THE REQUIREMENTS OF
HORIZONTAL (WALLS) 23 psf MAX (ALL ZONES)
LIMITATIONS IN NO WAY
FURNISHING ANY MATERIALS OR PERFORMING ANY WORK IN ACCORDANCE WITH
B. FORMED SURFACE EXPOSED TO GROUND.. „2'
DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR
ASTM 0270 FOR TYPE 'S' MORTAR.
VERTICAL (ROOF UPLIFT) 28 psf (WORSE CASE)
DRAWINGS AND SPECIFICATIONS WITHOUT ADDITIONAL COST TO THE OWNER,
BUILDINGS' OF AMERICAN INSTITUTE OF STEEL CONSTRUCTION.
C. INSIDE FACE OF FORMED WALL » ». », »I 1/2'
S, GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI AT
8. CONTRACTOR SHALL FIELD MEASURE ALL EXISTING CONDITIONS AND
2.
THE STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWINGS
28 DAYS. BATCHING AND MIXING SHALL MEET THE REQUIREMENTS OF ASTM C476,
COMMON NIS $_CLADDING PRESSURES
COORDINATE THEIR FINDINGS WITH THE NEW YORK.
D. WALL PIER TIES. „ .............. „. „1 1/2'
A, STRUCTURAL SHAPES AND COLUMN BASE PLATES ASTM A992, GRADE
6. REINFORCING BARS SHALL CONFORM TO ASTM A615, GRADE 60
80OF COMPONENTS
E. SLAB REINFORCING......... „. „. „ ».3 /4'
50 HAVING A MINIMUM YIELD STRENGTH OF 50 KSI, UNLESS
NOTES,
OTHERWISE NOTED.
7. WIRE FOR JOINT REINFORCING SHALL BE GALVANIZED AND SHALL CONFORM
EFECTIVE WIND AREA(SF) WIND PRESSURES (psf)
FOUNDATION
9. WELDED WIRE FABRIC VILL CONFORM TO ASTM A185j LAP TWO SQUARES AT
TO ASTM A82, YIELD POINT = 70 KSI (MIN).
i. THE FOUNDATION HAS BEEN DESIGNED FOR 1000 PSF ALLOWABLE BEARING
ALL SPLICES AND TIE AT 3 FOOT CENTERS.
B. BARS, PLATES AND CONNECTION ANGLES: ASTM A36, UNLESS
ZONE 1 10 -2Q.0 (UPLIFT)
CAPACITY AS RECOMMENDED IN THE GEOTECHNICAL REPORT BY PSI,
NOTED OTHERWISE,
8. REFER TO LAP SCHEDULE FOR MIN. MASONRY LAP.
20 -20.0 (UPLIFT)
PROFESSIONAL SERVICE INDUSTRIES, INC., DATED AUGUST, 12, 2005.
10. PROVIDE CLASS B SPLICE FOR ALL CONTINUOUS REINFORCEMENT, UNLESS
100 -20.0 (UPLIFT)
OTHERWISE INDICATED,
C. STRUCTURAL TUBES: ASTM ASQO, GRADE H
9. REFER TO GMU LINTEL SCHEDULE FOR LINTEL SIZES AND REINFORCING.
2. ALL BACKFILL UNDER STRUCTURAL SLABS, MATS, AND FOOTINGS WILL BE
ZONE 2 10 -25.0 (UPLIFT)
ENGINEERED BACKFILL COMPACTED IN SPECIFIC LIFTS TO 95 PERCENT OF
i1. PROVIDE BAR SUPPORTS, SPACERS AND ACCESSORIES RECOMMENDED IN THE
D. STRUCTURAL PIPESs ASTM A53, GRADE B OR ASTM A501
10. CONCRETE MASONRY UNITS SHALL BE LAID IN RUNNING (COMMON) BOND. UON.
20 -22A (UPLIFT)
MAXIMUM DRY DENSITY, UNLESS OTHERWISE INDICATED OR SPECIFIED.
LATEST ADDITION OF THE ACI DETAILING MANUAL, PUBLICATION SP -66,
100 -20.0 (UPLIFT)
ALL REINFORCEMENT DETAILING, LAP SPLICES AND EMBEDMENT WILL
3.
ALL WELDING WELL BE IN ACCORDANCE WITH THE AVS DLL, STRUCTURAL
11. CELLS WITH REINFORCING STEEL SHALL BE GROUTED SOLID FULL HEIGHT.
3. ALL EMBANKMENTS AND BACKFILL COMPACTED IN SPECIFIED LIFTS TO 90
CONFORM TO THIS MANUAL. ALL ACCESSORIES, SUCH AS SLAB BOLSTERS
WELDING CODE.
PERCENT OF MAXIMUM DRY DENSITY, UNLESS OTHERWISE INDICATED OR
AND BEAM AND SLAB CHAIRS IN CONTACT WITH EXPOSED SURFACES MALL BE
12. PLACE REINFORCING BARS BEFORE GROUTING. PLACE GROUT IN LIFTS NOT
ZONE 3 10 -37.0 (UPLIFT)
SPECIFIED.
ZINC COATED OR PLASTIC TYPE.
4,
EACH WELDER, TACKER AND WELDING OPERATOR MUST BE CERTIFIED BY TEST
EXCEEDING 4 FEET. CONSOLIDATE EACH LIFT BY MECHANICAL VIBRATION.
20 -31.0 (UPLIFT)
WITHIN THE PAST SIX MONTHS TO PERFORM THE TYPE OF WORK REQUIRED IN
STOP GROUT POUR 21 BELOW TOP OF BLOCK FOR KEYING WITH NEXT LIFT.
100 -20.0 (UPLIFT)
4. PROVIDE SHEETING, BRACING, AND UNDERPINNING AS REQUIRED TO
12, PIPES OR CCI IJUITS PLACED IN SLABS ON GRADE SHALL NOT BE PLACED
CONFORMANCE WITH THE AWS DIA, STRUCTURAL WELDING CODE.
PRESERVE ADJACENT STRUCTURES.
CLOSER THAN 3 DIAMETER ON CENTER AND SHALL HAVE AN OUTSIDE
13. PROPERLY SECURE REINFORCING BARS TO MAINTAIN THE POSITIONS INDICATED
WALL COMPaffy •
DIAMETER LESS THAN 1/3 OF THE SLAB THICKNESS. ALUMINUM CONDUV ,
5.
FURNISH AND INSTALL ONE WASHER AND ONE HEAVY HEX NUT WITH ALL
ON THE DRAWINGS. REINFORCEMENT SHALL BE SECURED AGAINST DISPLACEMENT
5. FOUNDATIONS SHALL NOT BE POURED IN WATER OR ON FROZEN GROUND.
SHALL NOT BE PLACED IN CONCRETE.
ANCHOR BOLTS, UNLESS OTHERWISE INDICATED ON THE DRAWINGS.
PRIOR TO GROUTING BY WIRE POSTIONERS AT INTERVALS NOT EXCEEDING
ZONE 4 10 +20.01 -20.0
200 BAR DIAMETERS NOR 10 FEET.
20 +20.0/ -20.0
6. VERIFY LOCATIONS AND REQUIREMENTS FOR INSERTS, SLEEVES, CONDUITS,
s
13. CONCRETE WA_LS SHALL BE CAST IN PANELS NOT EXCEEDING 60 FEET IN
6.
TOP -[ -STEEL ELEVATIONS INDICATED ON THE DRAWINGS REFER TO TOP qF
50 +20.0/ -20.0
EMBEDMENTS AND PENETRATIONS WITH RESPECTIVE TRADES BEFORE PLACING
LENGTH.
TOP -BEAM FLANGE.
14. ALL GMU SHALL BE BRACED DURING CONSTRUCTION FOR COD£ LATERAL DESIGN
CONCRETE.
LOADS UNTIL PERMANENT RESTRAINTS HAVE BEEN INSTALLED.
7. DOWELS FROM FOUNDATIONS INTO PIERS, COLUMNS, BUTTRESSES OR WALLS
14, DETAILING OF REINFORCEMENT SHALL BE ACCORDING TO THE LATEST
NFO
7.
DESIGN AND DETAIL OF ALL CONNECTIONS SHALL BE ACCORDING TO AISC.
15. MASONRY REQUIRES SPECIAL INSPECTION. SEE SPECIFICA TIONS FOR REQUIREMENTS.
ZONE 5 10 +20.01 -20.0
20 +20.01 -20.0
SHALL BE THE SAME SIZE AND NUMBER AS REINFORCEMENT IN PIERS,
EDITION OF ACI 315 'MANUAL OF STANDARD PRACTICE FOR DETAILING
S.
CONNECTIONS FOR NON- COMPOSITE BEAMS AND GIRDERS SHALL B£ DESIGNED
50 +20.0/ -20.0
COLUMNS, BUTTRESSES OR WALLS ABOVE, EXCEPT AS OTHERWISE SHOWN.
REINFORCED CONRETE STRUCTURES',
FOR MAXIMUM UNIFORM LOAD CARRYING CAPACITY OF THE MEMBER. FOR
16. REMOVE INSULATION AT CORES WHEN REINFORCING IS REQUIRED,
S. CONTRACTOR SHALL PROVIDE CONTINUOUS DRAINAGE BY MECHANICAL METHODS
15, SET AND TIE ALL REINFORCEMENT BEFORE PLACING CONCRETE. SETTING
COMPOSITE BEAMS, SEE SPECIFICATIONS
17. DETAILS SHOWN ARE FOR LOW LIFT GROUTING OPERATION.
TO CONTROL SURFACE AND UNDERGROUND WATER, AS REQUIRED DURING
DOWELS AND REINFORCEMENT INTO WET CONCRETE IS PROHIBITED.
9.
ALL CONNECTIONS SHALL BE BOLTED WITH ASTM A325 HIGH- STRENGTH BOLTS
CONSTRUCTION.
UGH CONSTRUCTION JOINTS.
16. ALL REINFORCING WILL BE CONTINUOUS THROUGH
R WELDED IN ACCORDANCE TO AWS AND WITH THE AISC MANUAL
LIGHT GAGE, STRUCTURAL STEEL FRAMING
SEISMIC:
9, CONTRACTOR SHALL ENSURE THAT GROUND WATER LEVELS UNDER ADJACENT
REQUIREMENTS UNLESS NOTED OTHERWISE.
PEAK VELOCITY RELATED ACCELERATION Av = .12
STRUCTURES AND PROPERTIES ARE NOT ALTERED.
17, FOR CONCRETE FILL AND TOPPINGS, PLACE CONSTRUCTION AND EXPANSION
THE CONSTRUCTION AND EXPANSION
10,
UNLESS SPECIFICALLY INDICATED ON THE STRUCTURAL DRAWINGS ALL
1. LIGHT GAGE STRUCTURAL STEEL INCLUDES ALL AXIALLY OR WIND LOADED LIGHT
PEAK ACCELERATION An = .12
JOINTS AT THE SAME LOCATION AS
JOINTS IN THE SUPPORTING CONCRETE,
SIMPLY SUPPORTED BEAM -TO- COLUMN AND BEAM -TO -BEAM CONNECTIONS WILL
GAGE STEEL STUDS, TRACK, JOISTS, TRUSSES, BRIDGING AND RELATED
10. ALL FOUNDATION UNITS (PIERS) SHALL BE CENTERED SUPPORT MEMBERS,
BE DOUBLE ANGLE IN CONFORMANCE WITH THE AISC MANUAL.
ACCESSORIES AS INDICATED ON THE DRAWINGS.
SEISMIC HAZARD EXPOSURE GROUP - I
UNLESS OTHERWISE NOTED ON PLANS.
18. BUILD ALL CONCRETE MAT FOUNDATIONS, BASE SLABS, WALLS, AND FURS
11.
SHOP CONNECTIONS MAY BE BOLTED OR WELDED, UNLESS THE CONNECTION
2• DESIGN, FABRICATION AND ERECTION OF LIGHT GAGE STRUCTURAL.
SEISMIC PERFORMANCE CATEG13RY - C
TO MINIMIZE THE EFFECTS OF SHRINKAGE BY CASTING ALTERNATE
METHOD IS SPECIFICALLY INDICATED ON THE STRUCTURAL DRAWINGS.
STEEL FRAMING SHALL BE IN ACCORDANCE WITH THE AMERICAN
11. ALL BEARING MATERIALS SHALL BE INSPECTED BY THE INDEPENDENT
SECTIONS. ADJACENT SECTIONS MAY BE CAST WHEN THE PREVIOUSLY
IRt�i AND STEEL INSTITUTE 'SPECIFICATION FOR
SOIL PROFILE =NOT KNOW: SITE (DEFICIENT S = 1.5
TESTING AGENCY PRIOR TO CONCRETE PLACEMENT. THE INDEPENDENT
PLACED SECTION HAS CURED FOR 48 HOURS AFTER ITS INITIAL SET.
1 2.
THE CONTRACTOR SHALL SUPPLY ALL PLATES, CLIPS, SEAT ANGLES,
THE DESIGN OF COLD - FORMED STEEL STRUCTURAL MEMBERS'.
U
TESTING AGENCY SHALL DETERMINE THE SUITABILITY OF THE BEARING
CURING REQUIREMENTS ARE SPECIFIED IN SECTION 03300, CAST -IN -PLACE
C
CONNECTIONS ETCETERA, AS REQUIRED FOR COMPLETION OF THE STRUCTURE,
THE FOLLOWING MINIMUM YIELD STRESS:
BASIC STRUCTURAL SYSTEM - BUILDING FRAME SYSTEM
MATERIAL. FOOTING ELEVATIONS SHALL ADJUSTED AS REQUIRED.
CONCRETE. ALL SLABS SHALL WET CURED.
EVEN IF SUCH ITEMS ARE NOT EXPLICITLY CALLED FOR ON THE
3. THE STEEL USED SHALL HAVE
STRUCTURAL STEEL STUDS AND HEADERS - IS OR 20 GAGE 33 KSI
12. BOTTOM OF ALL NEW EXTERIOR FOOTINGS TO MATCH ELEVATION OF EXISTING
19. EXPOSED EDGES OF CONCRETE ELEMENTS, SUCH AS PILASTERS, CURBS AND
ARCHITECTURAL O R STRUCTURAL DRAWINGS.
STRUCTURAL STEEL STUDS AND HEADERS - 12, 14 OR 16 GAGE 33 KSI
TRACKS FOR STEEL STUDS 33 KS[
SEISMIC RESISTING SYSTEM - CONCENTRICALLY BRACED FRAMES
OR AT A MINIMUN OF 36 INCHES BELOW FINISHED GRADE.
EQUIPMENT PADS VILL HAVE 1 INCH CHAMFER.
11 THE CONTRACTOR SHALL PROVIDE ALL EMBEDDED PLATES, SLEEVES, BOX -
RESPONSE MODIFICATION FACTOR R = 5
QUTS CONDUITS, ETCETERA, AS REQUIRED BY OTHER TRADES IN THE
4• ALL LIGHT GAGE STRUCTURAL STEEL FRAN[NG SHALL BE PAINTED, OR GALVANIZED,
13. FOUNDATION WALLS THAT RETAIN EARTH SHALL BE BRACED AGAINST
20, ALL KEYS SHALL BE 2' x 4' (NOMINAL) UNLESS SHOWN OTHERWISE ON
,
CONCRETE STRUCTURE,
IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS.
DEFLECTI13N AMPLECATION FACTOR Cd = 4 112
BACKFILLING PRESSURES UNTIL FLOOR SLABS AT TOP AND BOTTOM ARE IN
DRAWINGS.
PLACE.
21. NOT ALL OPENINGS THROUGH CONCRETE SLABS AND WALLS ARE SHOWN ON
14.
CONTRACTOR SHALL PROVIDE ALL NECESSARY TEMPORARY GUYING AND
INSPECTIONS
SEISMIC ANALYSIS METHOD - EQUIVALENT LATERAL FORCE PROCE
BRACING REQUIRED TO ERECT AND HOLD NEW AND EXISTING STRUCTURE FOR
14. WHERE FOUNDATION WALLS ARE TO HAVE EARTH PLACED ON EACH SIDE,
STRUCTURAL DRAWINGS. OPENINGS INDICATED, OR ANY ADDITIONAL
OPENINGS OR INSERTS REQUIRED, SHALL BE VERIFIED WITH RESPECTIVE
VEND AND CONSTRUCTION LOADS, THE STEEL FRAME IS A NOON- SUPPORTING
PLACE FILL SIMULTANEOUSLY SO AS TO MAINTAIN A COMMON ELEVATION ON
TRADES BEFORE POURING OF CONCRETE.
STEEL FRAME IN ACCORDANCE WITH SECTION 7.9.3 OF THE AISC CODE OF
THE CONTRACTOR SHALL RETAIN THE SERVICES OF INDEPENDENT
EACH SIDE OF THE WALL,
STANDARD PRACTICE. IT RELIES ON THE INTERACTION BETWEEN THE METAL
AGENCY TO TEST AND INSPECT FAR CONFORMANCE WITH WITH THE
22. USE NON- SHRINK, NON - METALLIC GROUT, WHERE INDICATED. SEE SECTION
ROOF DECK AND CMU SHEAR WALLS FOR STABILITY. THE CONTRACTOR IS TO
CONTRACT DOCUMENTS THE CONCRETE, STRUCTURAL STEEL, LIGHT
15, ALL FOOTING EXCAVATIONS ARE TO BE FINISHED BY HAND.
03300, CAST -IN -PLACE CONCRETE OF THE SPECIFICATIONS FOR ALL THE
PROVIDE TEMPORARY SUPPORTS UNTIL ALL ELEMENTS REQUIRED FOR
GAGE METAL STUDS, AND ROOF DECK WORK.
STABILITY OF THE STEEL FRAME ARE COMPLETED.
16. SEE THE REQUIREMENTS OF THE SPECIFICATIONS FOR BACKFILLING UNDER
REQUIREMENTS.
OR ADJACENT TO ANY PORTION OF THE BUILDING.
23. FLOOR SLOPES WILL BE AN INTEGRAL PART OF STRUCTURAL SLABS.
15. ALL WELDING ELECTRODES SHALL BE 70 KSI, LOW HYDROGEN,
17, PROTECT IN -PLACE FOUNDATIONS, SLABS AND ADJACENT STRUCTURES, NEW
SEPERATE CONCRETE FILL IS NOT PERMITTED UNLESS SPECIFICALLY
THE STRUCTURAL DRAWINGS. CONCRETE CAST ON SLOPED
16. FIELD WELDING OF STRUCTURAL MEMBERS, NOT INDICATED ON THE
CONSTRUCTION, STREET UTILITIES FROM FROST PENETRATION OR DAMAGE
INDICATED ON
SURFACES SHALL BEGIN AT THE LOWEST ELEVATION AND CONTINUE
STRUCTURAL DRAWINGS IS NOT PERMITTED,
FROM CONSTRUCTION ACTIVITIES UNTIL THE PROJECT IS COMPLETED,
MONOLITHICALLY TOWARD THE HIGHER ELEVATIONS UNTIL THE INTENDED
17. BRACING MEMBERS WILL BE DETAILED TO AVOID ECCENTRIC CONNECTIONS,
POUR IS COMPLETED.
24. SEE ARCHITECTURAL DRAWINGS FOR FINISHES, DEPRESSIONS, REGLETS,
111 ROOF DECK: 1 1/2' DEEP, TYPE B, PAINTED STEEL ROOF DECK: FY =
NOTCHES AND OTHER ARCHITECTURAL FEATURES.
33 KSI (MINIMUM). (FIR GAUGE, SEE PLANS AND SPECIFICATIONS).
CONTRACTOR NOTE:
PRIOR TO COMMENCEMENT OF WORK OR FABRICATION
OF COMPONENTS, CONTRACTOR SHALL INVESTIGATE AND
VERIFY IN THE FIELD ALL CONDITIONS, DIMENSIONS, AND
ELEVATIONS OF THE EXISTING CONSTRUCTION. ALL
DISCREPANCIES BETWEEN FIELD - VERIFIED CONDITIONS,
DIMENSIONS ANDELEVATIONS AND THOSE INDICATED ON
THE DRAWINGS SHALL BE IMMEDIATELY MADE KNOWN TO
THE ARCHITECT IN WRITING. THE USE OF (V.I.F.) OR
(+ / -) OR OTHER SIMILIAR NOTES AT CERTAIN
LOCATIONS ON THE DRAWINGS DOES NOT RELIEVE THE
CONTRACTOR OF RESPONSIBILITY FOR VERIFYING ALL
CONDITIONS DESCRIBED ABOVE.
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10/06/05: ISSUED FOR PERMIT
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LAYOUT COORD.
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DRAWNds 15Ys VMS.
DATE: 10/06/05
DRAWNrl SCAE AS NOTED
Tinf.:
GENERAL NOTES
111