WPMS_08 Structural.pdf
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- Middle School Additional Renovation, USMA, West Point, N. Y. Federal contract opportunity
- Solicitation number
- W912DS-11-R-0012
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A. GENERAL
1. THE STRUCTURAL ENGINEERS OF RECORD ARE RESPONSIBLE FOR THE ADEQUACY OF THE STRUCTURAL DESIGN AS SHOWN IN THE CONTRACT DOCUMENTS WHICH DEPICT THE STRUCTURE IN ITS COMPLETED FORM. THE STRUCTURE IS DESIGNED TO BE CAPABLE OF WITHSTANDING CODE PRESCRIBED DESIGN FORCES AND FULLY STABLE WHEN THE STRUCTURE IS FULLY CONSTRUCTED (I.E., FULLY BUILT). IT IS SOLEY THE RESPONSIBILITY OF OTHERS TO DETERMINE ERECTION PROCEDURE AND SEQUENCE AS WELL AS TO PROVIDE FOR THE SAFETY OF THE STRUCTURE AND ITS COMPONENTS PARTS DURING ERECTION. THIS INCLUDES THE ADDITION OF WHATEVER SHORING, SHEETING, TEMPORARY BRACING, GUYS, TIE DOWNS, OR DEWATERING WHICH MIGHT BE NECESSARY. SUCH MATERIAL SHALL REMAIN THE
CONTRACTOR'S PROPERTY AFTER THE COMPLETION OF THE PROJECT.
2. IT IS SOLELY THE CONTRACTOR'S RESPONSIBILITY TO FOLLOW ALL APPLICABLE SAFETY CODES AND REGULATIONS
DURING ALL PHASES OF CONSTRUCTION.
3. ALL ELEVATIONS GIVEN ON THE STRUCTURAL DRAWINGS ARE BASED ON THE EXISTING FIRST FLOOR DATUM. THE
EXISTING FIRST FLOOR ELEVATION = 100-0" OR 253.83' WHICH ARE EQUIVALENT.
4. SHOULD ANY OF THE DETAILED INSTRUCTIONS SHOWN ON THE PLANS CONFLICT WITH THE GENERAL STRUCTURAL NOTES, THE SPECIFICATIONS, OR WITH EACH OTHER, IT SHALL BE ASSUMED THAT THE STRICTEST PROVISION SHALL GOVERN AND A WRITTEN REQUEST FOR INFORMATION (RFI) SHALL BE SUBMITTED TO THE C.O.R. ADDITIONALLY, ALL ITEMS WHICH, IN THE OPINION OF ANY CONTRACTOR, APPEAR TO BE DEFICIENCIES, OMISSIONS, OR AMBIGUITIES IN THE PLANS AND/OR SPECIFICATIONS SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE C.O.R. CONTRACTOR SHALL SUBMIT RFI PRIOR TO COMMENCING WITH AFFECTED WORK AND SHALL AWAIT THE C.O.R'S APPROVAL-TO-PROCEED
PRIOR TO PERFORMING WORK.
5. ALL CONSTRUCTION ERRORS THAT CANNOT BE REMOVED AND REBUILT FOR WHATEVER REASON MAY BE SAVED AS FOLLOWS: THE CONTRACTOR MAY ARRANGE, AT THE SUBCONTRACTOR'S EXPENSE, DESIGN CALCS SEALED BY A LICENSED STRUCTURAL ENGINEER THAT CERTIFY AND APPROVE ANY CONSTRUCTION ERROR IS STILL IN COMPLIANCE WITH ALL APPLICABLE CODES AND GENERAL DESIGN INTENT. ALL RESOLVED ERRORS MUST BE SUBMITTED TO EOR FOR
APPROVAL.
6. STRUCTURAL DRAWINGS ARE INTENDED TO BE USED WITH THE OTHER DRAWINGS RELEASED FOR THE PROJECT.
CONTRACTOR TO COORDINATE, SUCH INTERRELATIONSHIPS IN PROJECT SHOP DRAWINGS AND FIELD WORK.
7. DO NOT SCALE THESE DRAWINGS, USE DIMENSIONAL DATA PROVIDED.
8. REFER TO ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR FIRE RATING REQUIREMENTS, FIRE-PROOFING
METHODS, AND FIRE-PROOFING MATERIALS FOR STRUCTURAL MEMBERS IF REQUIRED.
9. SOIL/STRUCTURE INTERACTION & SOIL PREPARATION INFORMATION:
a. FOUNDATIONS HAVE BEEN DESIGNED UTILIZING AN ALLOWABLE SOIL BEARING PRESSURE OF 3,000 POUNDS PER SQUARE FOOT (PSF) FOR CONTINUOUS WALL FOOTINGS AND 3,000 PSF FOR ISOLATED COLUMN FOOTINGS U.N.O.. THE CONTRACTOR SHALL CARRY-OUT THE EARTHWORK PORTIONS OF THE CONTRACT SPECIFICATIONS IN ORDER TO ATTAIN THE ALLOWABLE SOIL BEARING CAPACITIES LISTED ABOVE. SOIL CONDITIONS SHALL BE INSPECTED BY THE GEOTECHNICAL ENGINEER OR AN APPOINTED REPRESENTATIVE OF THE GEOTECHNICAL ENGINEER PRIOR TO CONCRETE PLACEMENT. THE GEOTECHNICAL ENGINEER (OR REPRESENTATIVE) SHALL BE THE SOLE JUDGE AS TO THE SUITABILITY OF THE BEARING MATERIAL. SEE SPECIFICATIONS FOR COPY OF THE SOIL REPORT BY "PROFESSIONAL SERVICES INC."
(PSI)
b. ALL EXTERIOR WALL FOOTINGS, ALL SLABS ON GRADE, AND INTERIOR BEARING WALL FOOTINGS SHALL BEAR ON PREVIOUSLY UNDISTURBED SOIL OR FILL PER THE FOLLOWING PROCEDURE: ALL FILL MUST BE COMPACTED TO AT LEAST 95 PERCENT OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY (ASTM D-1557). COMPACTION SHOULD BE ACCOMPLISHED BY MECHANICALLY COMPACTING EACH LIFT TO AT LEAST THE SPECIFIED MINIMUM DRY DENSITY. THE MAXIMUM LIFT THICKNESS SHALL BE 8". COMPACTION OF ANY FILL BY FLOODING IS NOT ACCEPTABLE. SEE ALSO PROJECT SOIL REPORT. THE MOST CONSERVATIVE OR RESTRUCTIVE BACKFILL PROCEDURE SHALL APPLY.
C. DESIGN SPECIFICATIONS
CODE REFERENCES:
UFC 1-200-01 GENERAL BUILDING REQUIREMENTS - 27 NOVEMBER 2007 INCLUDING CHANGE 1, MAY
UFC 3-301-01, STRUCTURAL ENGINEERING - 27 JANUARY 2010
UFC 3-310-04, DESIGN: SEISMIC DESIGN FOR BUILDINGS - 22 JUNE 2007 INCLUDING CHANGE, 1
JANUARY 2010
UFC 4-010-01 ANTITERRORISM STANDARDS FOR BUILDINGS - 8 OCTOBER 2003 INCLUDING CHANGE
1, 22 JANUARY 2007
UFC 4-023-03 DESIGN OF BUILDINGS TO RESIST PROGRESSIVE COLLAPSE - 14 JULY 2009
INCLUDING CHANGE 1-27 JANUARY 2010
ASCE 7-05, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES
ASCE 31-03 SEISMIC EVALUATION OF EXISTING BUILDINGS
ASCE 41-06 SEISMIC REHABILITION OF EXISTING BUILDINGS
BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE AND COMMENTARY, ACI 318 - 2008
BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES AND SPECIFICATIONS FOR MASONRY
STRUCTURES AND COMMENTARIES, ACI 530 - 2008
COLD-FORMED STEEL DESIGN MANUAL, AISI - 2007
SPECIFICATIONS FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS, AISI - 2007
CATALOG OF STANDARD SPECIFICATIONS AND LOAD TABLES FOR STEEL JOISTS AND JOIST
GIRDERS, STEEL JOIST INSTITUTE - 2005
STEEL DECK INSTITUTE DESIGN MANUAL FOR COMPOSITE DECKS, FORM DECKS AND ROOF DECKS
- NOVEMBER 2007
STEEL DECK INSTITUTE ROOF DECK CONSTRUCTION HANDBOOK - 2000
STEEL DECK INSTITUTE DIAPHRAGM DESIGN MANUAL - SEPTEMBER 2004
STEEL DECK INSTITUTE MANUAL OF CONSTRUCTION WITH STEEL DECK - AUGUST 2006
STEEL DECK INSTITUTE STANDARD PRACTICE DETAILS - MAY 2001
AISC-350-MANUAL OF STEEL CONSTRUCTION - AISC, 13TH EDITION
AISC 341-05 SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS
AISI-04 STANDARD FOR COLD-FORMED STEEL FRAMING
SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OF A490 BOLTS - 30 JUNE 2004
STRUCTURAL WELDING CODE - STEEL, ANSI/AWS D1.1 - 2006
FEMA 302 - NEHRP RECOMMENDED PROVISIONS FOR SEISMIC REGULATIONS FOR NEW BLDGS AND
OTHER STRUCTURES, FEB 98
FEMA 350 RECOMMENDED SEISMIC DESIGN CRITERIA FOR NEW STEEL MOMENT FRAME BUILDINGS
FEMA 353 WELDING MANUAL
IBC 2006 INTERNATIONAL BUILDING CODE
D. DESIGN SPECIFICATIONS:
DEAD LOADS:
UNIFORM FLOOR DEAD LOAD = 64 PSF
UNIFORM ROOF DEAD LOAD = 24 PSF
LIVE LOADS:
ELEVATED FLOOR LIVE LOADS:
OCCUPANCY DISTRIBUTED LOAD CONCENTRATED LOAD
AREA TYPES: (ON 2.5 S.F. AREA) EXCEPT CHILLER
MECHANICAL ROOM 100 PSF
AIR COOLED CHILLER UNIT 23,800 LB
CLASSROOMS 40 PSF 1,000 LB
SLAB ON GRADE 150 PSF
STORAGE AREAS 125 PSF
CORRIDORS/PUBLIC ROOMS 100 PSF 1,000 LB
STAIRS 100 PSF 300 LB ON 4 IN
ROOF LIVE LOAD:
MINIMUM DESIGN ROOF LIVE LOAD 20 PSF
ROOF SNOW LOAD: (UFC 3-310-01)
GROUND SNOW LOAD, Pg 30 PSF FLAT-ROOF SNOW LOAD, Pf 23 PSF (TYP.) 27 PSF (CANOPY) SLOPED ROOF SNOW LOAD, Ps 23 PSF (TYP.) 27 PSF (CANOPY) SNOW EXPOSURE FACTOR, Ce 1.0
SNOW LOAD IMPORTANCE FACTOR, I 1.1
THERMAL FACTOR 1.0 (TYP.) 1.2 (CANOPY)
WIND DESIGN PARAMETERS
a. BASIC WIND SPEED = 100 MPH
b. WIND LOAD IMPORTANCE FACTOR = 1.15
c. WIND EXPOSURE = EXPOSURE C
d. INTERNAL PRESSURE COEFFICIENT= +- 0.18
e. COMPONENT AND CLADDING WIND PRESSURE: ZONE 4 = 24 PSF
ZONE 5 = 30 PSF
f. MAIN WIND DESIGN VELOCITY PRESSURES PSF
HEIGHT ZONE WINDWARD & LEEWARD
(FT.) WALL WALL
0-40 13.01 15.75
SEISMIC DESIGN PARAMETERS
a. OCCUPANCY CATEGORY III
b. DESIGN CATEGORY B
c. IMPORTANCE FACTOR 1.25
d. SITE CLASS B
e. RESPONSE MODIFICATION COEFFICIENT, R 3.5
f. 0.2 SECOND MAPPED SPECTRAL ACCELERATION, Ss 30.7%g
g. 1.0 SECOND MAPPED SPECTRAL ACCELERATION, S1 6.8%g
h. 0.2 SECOND MAXIMUM SPECTRAL RESPONSE, Sms 30.7%g
i. 1.0 SECOND MAXIMUM SPECTRAL RESPONSE, Sm1 6.8%g
j. 0.2 SECOND DESIGN SPECTRAL RESPONSE, Sds 20.5%g
k. 1.0 SECOND DESIGN SPECTRAL RESPONSE, Sd1 4.5%g
l. SEISMIC RESPONSE COEFFIENT, Cs 3.02%g
m. DEFLECTION AMPLIFICATION FACTOR (Cd) 3.0
n. SEISMIC BASE SHEAR: V = Cs*W 60 KIPS NEW
ADDITION
o. ANALYSIS PROCEDURE - EQUIVALENT LATERAL FORCE PROCEDURE
p. BASIC SEISMIC FORCE RESISTING SYSTEM- ORDINARY MOMENT RESISTING FRAME
D: CONCRETE:
MATERIALS:
a. SEE SPECIFICATIONS FOR DETAILED REQUIREMENTS RELATED TO THE CONCRETE TO BE USED
ON THIS PROJECT.
b. STRUCTURAL CONCRETE OVERVIEW - SEE SPECS FOR SPECIFIC INFO
LOCATION f'c (PSI)
CONCRETE STRENGTH 4000
BACKFILL BELOW FOOTINGS, 1500
CONCRETE FILL IN STRUCTURES
c. ALL DEFORMED REINFORCING BARS: FY = 60,000 P.S.I.
d. WELDED WIRE FABRIC: ASTM A185 - FLAT SHEETS ONLY
FIELD MANUAL:
PROVIDE AT LEAST ONE COPY OF THE LATEST ACI FIELD REFERENCE MANUAL, SP-15, IN THE
FIELD OFFICE AT ALL TIMES.
CONTINGENCIES:
PROVIDE LEAN CONCRETE UNDER FOUNDATIONS FOR ACCIDENTAL OVER-EXCAVATION, SOFT
SPOTS AND TRENCHES.
FOOTINGS, PIERS, WALLS, SLABS:
a. DOWELS IN FOOTINGS TO MATCH VERTICAL PIER OR WALL REINFORCING, UNO.
b. PROVIDE CORNER BARS AT WALL AND FOOTING CORNERS TO MATCH HORIZONTAL REINFORCING, MINIMUM LENGTH OF EACH LEG - 45 BAR DIAMETERS. (PLACE AS PER DETAILS
UNO).
c. PROVIDE 10 MIL. POLYETHYLENE VAPOR BARRIER AND 8" COMPACTED CLEAN AGGREGATE SUBBASE MATERIAL, NO SMALLER THAN 1/2" AND NO LARGER THAN 2", IN ACCORDANCE WITH THE TYPICAL SLAB DETAILS UNDER ALL INTERIOR SLABS ON GRADE. THE VAPOR BARRIER SHALL BE
CARRIED TO AND PLACED AT INTERIOR FACE OF EXTERIOR CONCRETE FOUNDATION WALLS AND
SHALL BE OVERLAPPED 12" AT ADJOINING SEAMS AND TAPED OR SEALED. THE VAPOR BARRIER
SHALL BE PLACED OVER THE CLEAN AGGREGATE SUBASE MATERIAL AND ALL PUNCTURES AND
TEARS SHALL BE TAPED OR SEALED. FOR LARGE TEARS COVER WITH ADDITIONAL SHEETHING.
SEAL/CAULK ALL WALL TO FLOOR JOINTS AND SEAL/CAULK ALL OPENINGS/PENETRATIONS IN THE
CONCRETE FLOOR TO REDUCE SOIL GAS ENTRY INTO THE BUILDING. USE POLYURETHANE OR
SILICONE CAULK. SEE SPECIFICATIONS FOR FURTHER INFORMATION. SEE FOUNDATION NOTES
BELOW. FOR ADDITIONAL INFORMATION SEE DETAILS "5&6/S-502".
d. REINFORCING LAP SPLICE AND EMBEDMENT LENGTH
MIN. LAP LENGTH (IN.) MIN. EMBED. LENGTH (IN.)
BAR TOP BARS OTHER BARS TOP BARS OTHER BARS
SIZE STR. STD. STR. STD.
HOOK* HOOK*
#4 28 21 21 11 16 11 #5 35 27 27 14 21 14 #6 42 32 32 16 25 16 #7 50 38 39 19 30 19 #8 58 43 45 22 35 22
* GENERAL USE IN ENCLOSED MEMBERS
e. THE MINIMUM LENGTH OF LAPS FOR SPLICES SHALL BE AS GIVEN IN THE TABLE.
CONSTRUCTION JOINTS:
CONSTRUCTION JOINTS PERMITTED ONLY WHERE SHOWN OR AS APPROVED BY THE STRUCTURAL
ENGINEER.
ALL CONSTRUCTION JOINTS ARE TO BE KEYED.
CONCRETE COVER:
UNO. DETAIL REINFORCING TO PROVIDE MINIMUM CONCRETE COVER AS FOLLOWS:
a. CONCRETE CAST AGAINST AND PERMANENTLY
EXPOSED TO EARTH 3 IN.
b. CONCRETE EXPOSED TO EARTH OR WEATHER
#5 BARS AND SMALLER 1 1/2 IN.
OTHERS 2 IN.
c. CONCRETE NOT EXPOSED TO EARTH OR WEATHER 1 1/2 IN.
d. SLAB AND WALL BARS
#8 BARS AND SMALLER 3/4 IN.
e. SLABS ON GRADE - 1/3 SLAB THICKNESS FROM TOP OF SLAB OR AS SHOWN ON DRAWINGS
CHAMFER:
PROVIDE 3/4" CHAMFER @ ALL EXPOSED EDGES OF CONCRETE, UNO.
MISCELLANEOUS:
a. SEE ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS FOR OPENINGS AND COORDINATE WORK WITH THE CONSTRUCTION MANAGER AND OTHER TRADES. IF OPENING IS
NOT SHOWN ON THE STRUCTURAL DRAWINGS, OBTAIN PRIOR APPROVAL.
B. ABBREVIATIONS & NOTATION
AB - ANCHOR BOLT
ARCH. - ARCHITECTURE
BM. - BEAM
BRG. - BEARING
BLK. - BLOCK
B/ - BOTTOM
B.O.M.D. - BOTTOM OF METAL DECK
B.O.M. - BOTTOM OF MASONRY
B.O.P.S. - BOTTOM OF PRECAST SLABS
B.O.S.B. - BOTTOM OF STEEL BEAM
B.S.- BOTH SIDES
C - CENTERLINE
CLR. - CLEAR
COL. - COLUMN
C.O.R. - CONTRACTING OFFICER'S
REPRENSENTIVE
CONT. - CONTINUOUS
CONC. - CONCRETE
CMU - CONCRETE MASONRY UNIT
CONNS. - CONNECTIONS
CJ - CONTROL JOINT
DIA. - DIAMETER
DIM. - DIMENSION
DWG. - DRAWING
EA. - EACH
EF. - EACH FACE
E.J. - EXPANSION JOINT
EW. - EACH WAY
ELEV, EL. - ELEVATION
EMBED - EMBEDMENT
EOR - ENGINEER OF RECORD
EQUIP. - EQUIPMENT
EQ. SPA - EQUALLY SPACED
EXP. EXPANSION
FF. - FINISHED FLOOR
FTG. - FOOTING
GALV. - GALVANIZED
GEN. - GENERAL
G.L. GRADE LINE
HORIZ. - HORIZONTAL
HR. - HANDRAIL
H.S.S. - HOLLOW STRUCTURAL SHAPE
I.J. - ISOLATION JOINT
K - KIPS (1000 lbs.)
L - ANGLE
LG. - LONG
LLV. - LONG LEG VERTICAL
MAX. - MAXIMUM
MECH. - MECHANICAL
MEZZ. - MEZZANINE
DWG. - DRAWING
MIN. - MINIMUM
NF. - NEAR FACE
OC. - ON CENTER
OPP. - OPPOSITE
O.S. - ONE SIDE
PSF - POUNDS PER SQUARE FOOT
PSI - POUNDS PER SQUARE INCH
RD - ROOF DRAIN
REF. - REFERENCE
REINF. - REINFORCING
REQ'D - REQUIRED
SIM - SIMILAR
SP. - SPACES
T/C - TOP OF CONCRETE
T&B - TOP AND BOTTOM
TYP. - TYPICAL
T/FTG. - TOP OF FOOTING
T.O.W. - TOP OF WALL
T.O.B.L. - TOP OF BRICK LEDGE
T.O.F.W. - TOP OF FOUNDATION WALL
T.O.C.W. - TOP OF CONCRETE WALL
T.O.M. - TOP OF MASONRY
UNO. - UNLESS NOTED OTHERWISE
VERT. - VERITCAL
WS. - WATERSTOP
http://www.nan.usace.army.mil/ http://www.woolpert.com/
#5 VERT. IN FIRST
(3) CELLS (TYP.)
#5 VERT. IN FIRST
(2) CELLS (TYP.)
#5 VERT. IN FIRST
CELL (TYP.)HSS-8x8x3/16 AT HEAD
OF OPENING (TYP.)
HSS-8x8x5/16 AT HEAD
OF OPENING (TYP.)
HSS-8x8x1/2 AT HEAD
OF OPENING (TYP.)
(+) 3/8" BUILT UP "TEE" TO CARRY
BRICK SIMILAR TO DETAIL "4/S-504"
BLAST PROTECTION FOR
ALL 8" EXTERIOR CMU WALL OPENINGS
WALL REINFORCING AND STEEL LINTEL REQUIREMENTS
WINDOWS GREATER THAN 10'-0" IN WIDTH REQUIRE
(2) BOND BEAMS WITH (2)~#5 AT THE WINDOW SILL
(+) 3/8" BUILT UP "TEE" TO CARRY
BRICK SIMILAR TO DETAIL "4/S-504"
(+) 3/8" BUILT UP "TEE" TO CARRY
BRICK SIMILAR TO DETAIL "4/S-504"
INTERIOR
FACE
INTERIOR
FACE
INTERIOR
FACE
10" CMU (TYP.)
10" CMU (TYP.)
10" CMU (TYP.)
15'-8" TO 16'-0"
6'-0" TO 15'-4"
3'-0" TO 5'-4"
8" 8"
8" 8"
8" 8"
TYPICAL 8" CMU WALL
GROUT SOLID WHERE SHOWN (TYP.)
TRIM BLOCKS AS REQUIRED
FOR BEAM BEARING
1/2"x8"x10" BEARING PLATE WITH (2)~1/2" DIA. W.S. x 6" LONG
3/16
TYP.
6"
BOND BEAM x 4'-0" LONG
WITH #5 HAIRPIN (TYP.)
HSS-8x8
10"
8"
8" CMU
OPENING WIDTH
HORIZ. REINF
UP TO 3'-4"
3'-5" THRU 5'-4"
5'-5" THRU 7'-4"
2 - #5 2 - #5 2 - #6
16" 16" 16"
GROUT 'D'
MASONRY LINTEL SCHEDULE FOR INTERIOR CMU WALLS
6" CMU
HORIZ. REINF
2 - #4 2 - #4 2 - #4
16" 32" 48"
GROUT 'D'
MASONRY OPENING
4'-0" OR LESS
4'-1" TO 5'-6"
5'-7" TO 6'-6"
6'-7" TO 8'-0"
8'-1" TO 10'-0"
10'-1" TO 12'-0"
ANGLE SIZE BEARING EA. END
3 1/2"x4"x5/16" LLH 4"x3 1/2"x5/16" 6"x3 1/2"x5/16" LLV 6"x3 1/2"x5/16" LLV 7"x3 1/2"x3/8" LLV 7"x3 1/2"x3/8" LLV
8" 8" 8" 8" 8" 8"
TYPICAL LOOSE ANGLE LINTEL SCHEDULE FOR
NON-LOAD BEARING MASONRY (N0N-BLAST CONDITIONS/INTERIOR)
PER EACH 4" OF MASONRY WALL THICKNESS ALL LOOSE
ANGLE LINTELS ARE TO BE HOT DIP GALVANIZED (TYP)
NON LOAD BEARINGHEIGHT
8" REINF. CMU WALLS 10" WALLS SIMILAR
1-#5 ALL CORNERS
1-#5 ALL ENDS
1-#5 @ 48" O.C. VERTICAL U.N.O.
-BOND BEAMS @ 8'-0" O.C.
WITH 2-#5 CONT. U.N.O.
0'-30'
ALL WALLS ARE BRACED AT FLOOR & ROOF
TYPICAL 8" CMU LINTEL DETAIL
(NON-BLAST CONDITIONS)
4" M
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REINFORCING
SCHEDULE
(TYP. U.N.O.)
HORIZ. REINF.
TYPICAL MASONRY BLOCK SHAPES (8" SHOWN)
CORNERS & OPENINGS
FLAT FACE FOR
STANDARD UNIT
BOND BEAM UNIT
STANDARD CONTROL JOINT UNIT
IN THE WALL
STANDARD UNIT
LINTEL UNIT
SOLID FOR FULL HEIGHT OF WALL
HORIZONTAL JOINT
STANDARD 8" WALL
REBAR POSITIONER
VERTICAL REINFORCING
REINFORCING TO BE GROUTED
ALL CELLS WITH VERTICAL
REINFORCING
LINTEL UNITS
STANDARD CMU LINTEL
(INTERIOR CONDITIONS)
BOND BEAM UNITS
VERTICAL REBAR (TYP.)
CONTINOUS HORIZONTAL
BOND BEAM REBAR (TYP.)
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12" REINF. CMU WALLS
2-#6 ALL CORNERS
2-#6 ALL ENDS
2-#6 @ 48" O.C. VERTICAL U.N.O.
-BOND BEAMS @ 8'-0" O.C.
WITH 2-#5 CONT. (U.N.O.)
0'-30'
ALL WALLS ARE BRACED AT FLOOR & ROOF
S-002
S-002
S-002
S-505
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E. MASONRY
1. MATERIALS: SEE SPECIFICATIONS
2. REINFORCED MASONRY: (8" NOMINAL) (12" NOMINAL) (6" NOMINAL)
a. ALL MASONRY CORES WHICH RECEIVE VERTICAL REINFORCING BARS ARE TO BE GROUTED SOLID. FOR GROUT USE ASTM C476.
MIN. GROUT STRENGTH f'c = 2000 PSI; CMU f'm=1500 PSI (MIN.)
b. EXTEND ALL VERTICAL REINFORCING INTO THE FOUNDATION WALL BELOW AND A MINIMUM OF 16" ABOVE OPENING.
c. PROVIDE CONTINUOUS BOND BEAMS WITH (2)~#5 AT ALL FLOOR AND ROOF INTERSECTIONS (UNO.). A MESH SCREEN SHALL BE PLACED BELOW ALL BOND BEAMS TO CONTAIN GROUT, SUCH AS "DUR-O-STOP" BY "DUR-O-WAL INC." OR APPROVED EQUAL. BOND BEAM BARS MUST NEVER BE CUT FOR ANY TRADE WITHOUT APPROVAL OF THE STRUCTURAL ENGINEER.
d. ALL VERTICAL BARS SHALL BE HELD IN PLACE WITH REBAR POSITIONERS, SUCH AS D/A811 BY "DUR-O-WAL" OR SPYRA-LOX R
REBAR LAP JOINT TIE BY "HOHMANN & BARNARD" OR APPROVED EQUAL.
e. LAP VERTICAL BARS A MINIMUM OF 40 BAR DIAMETERS. (25" FOR #5 BARS)
f. DOWELS FROM FOUNDATION WALL SHALL BE VERT. W/NO MORE THAN 1 HORIZ. TO 6 VERT. OUT OF PLUMB.
g. FOR CMU TO BRICK VENEER PROVIDE CONTINUOUS HORIZONTAL JOINT REINFORCING AT 16" ON CENTER (U.N.O.). HORIZONTAL JOINT REINFORCING TO BE INNER WYTHE LADDER TYPE MILL GALV.; 3/16" DIA. SIDE RODS. 3/16" DIA. CROSS RODS; 3/16" DIA. x 2" WIDE BOXES. PROVIDE SEISMIC CLIP AND CONTINUOUS WIRE FOR OUTER WYTHE. THESE ITEMS ARE MANUFACTURED BY HOHMANN & BARNARD, HECKMANN OR MASONRY REINFORCING CORP. VERTICAL SPACING SHALL BE AT 16" ON CENTER (U.N.O.), LAP HORIZONTAL REINFORCING A MINIMUM OF 6" WITH AT LEAST ONE CROSS WIRE IN THE SPACE.
h. EXTEND ALL VERTICAL REINFORCING INTO AND THROUGH THE BOND BEAMS ON ALL LEVELS.
j. ALL BOLTS, ANCHORS, ETC. INSERTED INTO THE WALLS SHALL BE GROUTED SOLID INTO POSITION.
k. GROUTING OF MASONRY BEAMS OVER OPENINGS SHALL BE PERFORMED IN ONE CONTINUOUS OPERATION.
l. GROUTING SHALL BE STOPPED 1- 1/2" BELOW THE TOP OF A COURSE AND 1/2" BELOW THE TOP OF A BOND BEAM SO AS TO
FORM A KEY AT THE POUR JOINT.
3. LINTELS: SEE DETAIL THIS SHEET FOR PERIMETER BLAST AND INTERIOR NON-BLAST
ALL REINFORCING SHALL EXTEND A MINIMUM OF 1'-4" BEYOND JAMBS AND SHALL BE GROUTED SOLID FOR THE DEPTH 'D'.
ALL CONCRETE MASONRY UNITS (CMU) USED IN LINTEL SECTION SHALL BE 'OPEN-END' TYPE TO INSURE FULLY GROUTED HEAD
JOINTS.
ALL CMU LINTELS SHALL BE ADEQUATELY SHORED DURING THE GROUTING OPERATION AND SHORING SHALL REMAIN IN PLACE FOR
AT LEAST SEVEN DAYS AFTER COMPLETION OF GROUT REPLACEMENT.
4. MISCELLANEOUS:
a. PROVIDE 100% SOLID GROUTED BEARING, MIN. 3 COURSES UNDER BEAMS, 1 COURSE UNDER JOISTS, UNLESS DETAILED
OTHERWISE. MINIMUM BEAM BEARING ON MASONRY SHALL BE 8".
b. SET WELD PLATES IN BOND BEAMS AFTER THE GROUT IS PLACED, BUT WHILE IT IS STILL PLASTIC.
c. HOLLOW MASONRY UNITS TO BE LAID WITH FULL MORTAR COVERAGE ON HORIZ. & VERT. FACE SHELLS. WEBS SHALL ALSO BE
BEDDED IN ALL UNITS.
d. PROVIDE MASONRY WALL REINFORCING AND DOWELS AS PER CONTRACT DRAWING SECTIONS.
e. ALL MASONRY WALLS SHALL HAVE VERTICAL CONTROL JOINTS AT 24'-0" ON CENTER MAXIMUM (UNO.). ALL CONTROL JOINTS SHALL START A MINIMUM OF 8" BEYOND THE FACE OF ALL DOOR AND WINDOW OPENINGS. SEE ARCHITECTURAL DRAWINGS FOR
ACTUAL JOINT LOCATIONS.
f. PROVIDE HOLES FOR OTHERS. REINFORCE HOLES PER STANDARD DETAILS. NEVER CUT BOND BEAM BARS IN HOLES FOR
OTHERS WITHOUT APPROVAL OF THE STRUCTURAL ENGINEER.
g. GROUT UNDER BEARING PLATES TO BE NON-SHRINKING, NON-METALLIC TYPE.
h. ANY ALUMINUM IN CONTACT WITH CONCRETE SHALL BE COATED WITH BITUMINOUS MATERIAL, UNO.
i. THE EXISTING BRICK VENEER ON THE 1985 BUILDING WAS NOT CONNECTED TO THE CMU BACK-UP. ALL EXPOSED BRICK VENEER OF THE 1985 ADDITION SHALL BE MECHANICALLY REPAIRED FROM FINISH GRADE TO THE ROOF. RECONNECT ON 2'-0"x2'-0" GRID PATTERN. USE TORK FIX MECHANICAL REPAIR ANCHOR BY HELIFIX.COM OR APPROVED EQUAL. AFTER INSTALLATION, SEAL HOLE
W/MORTAR TO MATCH EXISTING
5. REINFORCED MASONRY: WALL REINFORCING SCHEDULES
3/4" = 1'-0"1 DETAIL 1/S-002
3/4" = 1'-0"2 DETAIL 2/S-002 BLAST CONDITIONS
NOTES:
USE DETAILS "1/S-002" AND "2/S-002" FOR TYPICAL STEEL TUBE
AND BUILT-UP TEE LINTEL REQUIREMENTS FOR ALL EXTERIOR DOORS
WITH WINDOWS AND ALL EXTERIOR WINDOWS IN THE NEW ADDITION.
ALL EXTERIOR DOORS WITHOUT WINDOWS CAN USE THE TYPICAL MASONRY
LINTEL SCHEDULE AND LOOSE ANGLE LINTEL SCHEDULE.
RADIUS - PER AISC
CODE OF
STANDARD
PRACTICE
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G. FOUNDATION NOTES:
1. ALL ELEVATIONS SHOWN ON THESE DRAWINGS SHALL BE BASED ON THE EXISTING FIRST
ELEVATION OF 100'-0" OR ACTUAL 252.83' WHICH ARE EQUIVALENT. ALSO REFER TO ARCH., MECH., ELEC. & PLBG. DRAWINGS FOR ANY AND ALL FLOOR INSERTS, DEPRESSIONS, AND FINISH
REQUIREMENTS. (U.N.O.). TOP OF ALL INTERIOR FOOTINGS TO BE HELD DOWN 8" AND EXTERIOR
FOOTINGS TO BE HELD 1'-4" BELOW FINISH FLOOR SLAB (U.N.O).
2. ALL CONCRETE SLABS ON GRADE ARE TO BE 4" THICK (U.N.O). ALL SLABS ON GRADE SHALL
HAVE #4@16" O.C. CENTERED IN SLAB OR FIBERMESH 650 POLYPROPOLENE FIBERS AT 4
LBS./CU.YD. PER MANUFACTURER'S SPEC. OR APPROVED EQUAL , OR 4x4-W4 x W4 W.W.F 1 1/2" BELOW TOP OF FINISH CONCRETE. PROVIDE GRANULAR SUBGRADE PER DETAILS "5/S-502" & "6/S-
502" AND IN ACCORDANCE WITH SPECIFICATIONS AND IN GENERAL ACCORDANCE WITH THE
CONTRACTING OFFICER'S GEOTECH REPRESENTATIVE.
a. BEFORE AND DURING SLAB INSTALLATION, CHECK FOR SMOOTHNESS, DRYNESS, AND
PERMEABILITY OF THE OF THE BASE AND SUBGRADE
3. PROVIDE ALL JOINTS (CONTROL AND ISOLATION) NOT SPECIFICALLY SHOWN HEREON, IN
ACCORDANCE WITH THE CONSTRAINTS AS FOLLOWS: PROVIDE CONTROL / ISOLATION JOINTS SUCH THAT THE MAXIMUM ASPECT RATIO OF SLAB AREAS BOUNDED BY CONTROL / ISOLATION JOINTS IS 1:5 (WIDTH TO LENGTH). PROVIDE ALL CONCRETE SLABS ON GRADE SUCH THAT CONTROL JOINTS DO NOT EXCEED 13'-6" CENTER-TO-CENTER SPACING. PROVIDE 1/2" ISOLATION JOINT MATERIAL BETWEEN THE SLAB AND ALL CONCRETE/CMU WALLS. PROVIDE CONTROL JOINT PLAN WITH SLAB
REINFORCING SHOP DRAWING.
4. SEE ARCH. DWGS. FOR ALL INTERIOR WALL LOCATIONS, WALL TYPES, DOORWAY SIZES &
LOCATIONS. SLABS WILL BE POURED OVER FOUNDATION WALL SIMILAR TO SECTION "7/S-501" AT
EXTERIOR DOORS.
5. ALL EXISTING FILL IN THE BUILDING AREA WILL BE REMOVED AND REPLACED WITH ENGINEERED
FILL PER THE GEOTECHNICAL REPORT AND AS DIRECTED BY THE SITE GEOTECHNICAL
REPRESENTATIVE.
6. SEE "S-507 & S-510" FOR COLUMN ANCHOR BOLTS AND BASE PLATES INFORMATION UNLESS
NOTED OTHERWISE.
7. SEE MECHANICAL DRAWINGS FOR ALL FOUNDATION WALL PENETRATIONS. SLEEVE & INSULATE
AROUND PIPES THROUGH OPENINGS AS SHOWN IN SECTION "10/S-502".
8. SEE SHEET "S-502" FOR TYPICAL CONCRETE DETAILS, FOR UTILITY PENETRATIONS AND OTHER
ITEMS.SEE SHEET "S-505" FOR TYPICAL STEEL DETAILS AND OTHER ITEMS.
9. SEE ARCH. DWGS. FOR ALL BUILDING GEOMETRY NOT SHOWN ON STRUCTURAL DRAWINGS.
10. REVIEW STEEL SHOP DRAWINGS BEFORE SURVEY OR ANCHOR BOLT LAYOUT. RESOLVE ALL
CONFLICTS.
H. LIGHT GAUGE STRUCTURAL STEEL FRAMING: FOR EXTERIOR ROOF SEE S-503
1. MATERIALS:
a. ASTM ASTM A-570-79 GRADE 33
b. MINIMUM PROPERTIES:
1. 20 GAGE JOIST 1 5/8" FLANGE: Ix=1.793 IN^4 ; Sx=0.577 IN^3 ; AREA = 0.344 IN^2
2. 20 GAGE TRACK 2" FLANGE: Ix=1.542 IN^4 ; Sx=0.333 IN^3 ; AREA = 0.346 IN^2
F: STRUCTURAL STEEL
1. MATERIALS:
a. W-SHAPE MEMBERS: ASTM A992, Fy=50 KSI, AND ASTM 6
b. M-SHAPES, S-SHAPES: ASTM A572, Fy=50KSI, AND ASTM 6
c. HOLLOW STRUCTURAL SHAPES (DESIGNATED AS HSS OR TS): ASTM 500, GRADE B, (ROUND HSS -> Fy=42KSI) (SQUARE & RECTANGULAR HSS -> Fy=46KSI)
d. TEES: SAME MATERIAL OF THE FULL SECTIONS THAT WAS SPLIT TO MAKE THE TEE SECTION
e. MISC. STEEL, CHANNELS, AND ANGLES: ASTM A36 Fy=36 KSI, AND ASTM A6.
f. HIGH STRENGTH BOLTS: ASTM A325 OR A490 (LOAD INDICATOR SEE STEEL SPECIFICATION)
g. ANCHOR BOLTS: ASTM A307 OR ASTM F1554, GRADE 55
h. ELECTRODES: E70XX
i. SHOP DRAWING SHALL INDICATE MATERIAL STRENGTH ON DRAWINGS.
j. PROVIDE HEAVY WASHER @ ALL ANCHOR BOLTS.
k. CABLE: ASTM 586-04 CLASS A ZINC COATED WIRES THROUGHOUT.
l. PLATES:Fy=50 KSI
2. SPECIFICATIONS:
WELDING PERSONNEL AND PROCEDURES ARE TO BE QUALIFIED PER AWS D1.1 UNLESS SPECIFICALLY SHOWN OTHERWISE. DESIGN, FABRICATION, AND ERECTION TO BE GOVERNED BY THE LATEST REVISIONS OF:
a. AISC SPECIFICATION FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS.
b. AISC CODE OF STANDARD PRACTICE.
c. STRUCTURAL WELDING CODE, CURRENT AWS D1.1 OF THE AMERICAN WELDING SOCIETY. SEE ALSO SPECIFICATION 05 05 23.
d. SEE ALSO SPECIFICATION 05 12 00 "STRUCTURAL STEEL"
3. CONNECTIONS:
a. ALL CONNECTIONS MAY BE BOLTED OR WELDED. THE FABRICATOR IS RESPONSIBLE FOR THE DESIGN OF CONNECTIONS NOT DESIGNED ON THE DRAWINGS. GENERALLY, CONNECTIONS SHOWN ON THE STRUCTURAL DRAWINGS ARE SCHEMATIC AND ARE ONLY INTENDED TO SHOW THE RELATIONSHIP OF MEMBERS CONNECTED. ANY CONNECTION THAT IS NOT SHOWN OR IS NOT COMPLETELY DETAILED ON THE STRUCTURAL DRAWINGS SHALL BE DESIGNED BY AN ENGINEER, REGISTERED IN THE STATE OF NEW YORK, RETAINED BY THE FABRICATOR. IT IS THE RESPONSIBILITY OF THE FABRICATOR TO PROVIDE ALL STIFFENER PLATES, ETC., THAT MAY BE REQUIRED IN ADDITION TO THOSE SHOWN ON THE STRUCTURAL SCHEMATIC DETAILS TO ENSURE THAT THE MEMBERS CONNECTED TOGETHER HAVE ADEQUATE STRENGTH AT THE CONNECTION. COMPLETELY DETAILED INCLUDES PROVIDING THE FOLLOWING
INFORMATION ON THE DETAIL.
1) ALL PLATE DIMENSIONS AND GRADES
2) ALL WELD SIZES, LENGTHS, PITCHES AND RETURNS
3) ALL HOLE SIZES AND SPACINGS.
4) NUMBER AND TYPES OF BOLTS
5) ALL CONNECTION DESIGNS MUST BE SUBMITTED AND APPROVED BY EOR
b. WHEN FACTORED MEMBERS END REACTIONS ARE PROVIDED ON FRAMING, CONNECTION WILL BE DESIGNED FOR THE
PROVIDED REACTION VALUES. OTHERWISE, CONNECTION SHALL BE DESIGNED 15K FACTORED.
c. MOMENT CONNECTIONS SHALL BE DETAILED AS SHOWN, SEE S-506.
d. THE MINIMUM BEARING PLATE THICKNESS SHALL BE 1/2", THE MINIMUM BOLT DIAMETER SHALL BE 3/4", THE MINIMUM FIELD WELD SHALL BE 1/4" (UNO), THE MINIMUM SHOP WELD SHALL BE 3/16" AND THE MINIMUM LOAD ON ANY
CONNECTION SHALL BE 10 KIPS (UNO).
e. PROVIDE WELDED STIFFENER PLATES ON BOTH SIDES OF THE WEB OF BEAMS AT POINT OF CONCENTRATED LOADS, INCLUDING BEAMS SUPPORTING COLUMNS OR RUNNING OVER THE TOPS OF COLUMNS, OR GIRDERS. MINIMUM
STIFFENER PLATE THICKNESS SHALL BE 3/8" OR FLANGE THICKNESS
OF THE COLUMN ABOVE OR BELOW, WHICHEVER IS GREATER.
f. ALL BOLTED CONNECTIONS SHALL BE LOAD INDICATOR TYPE USING A325X OR A490X BOLTS. OVERSIZED HOLES
AND LONG-SLOTTED HOLES ARE NOT ALLOWED UNLESS SHOWN ON THE DRAWINGS.
g. PROTRUDING BOLT HEADS, SHAFTS OR NUTS SHALL NOT EXTEND INTO NOR PROHIBIT THE APPLICATION OF ARCHITECTURAL FINISHES AND THEY SHALL NOT EXTEND INTO NOR PROHIBIT THE PLACEMENT OF STEEL DECKING TO
THE CORRECT LINE AND ELEVATION.
h. ALL EXPOSED WELDS SHALL BE GROUND SMOOTH.
4. PAINT:
a. SEE ARCH. DRAWINGS & SPECIFICATIONS FOR BUILDING STEEL PAINTING.
b. DO NOT PAINT ANCHOR BOLTS
5. METAL DECK:
a. METAL DECK TO BE AS SHOWN ON THE DWGS. & OUTLINED IN SPECIFICATION 05 30 00. FLOOR DECK SHALL BE
GALVANIZED. ROOF DECK SHALL BE GALVANIZED.
b. DECK AND ANCHORAGE TO BE AS SHOWN ON DRAWINGS & PER STEEL DECK INSTITUTE SPECS. UNO.
c. DO NOT SUSPEND PIPES OR DUCTS FROM ROOF DECK.
d. FABRICATE DECK UNITS IN LENGTHS TO SPAN THREE OR MORE SUPPORT SPACINGS.
e. DECKING MANUFACTURER SHALL COORDINATE SIZE AND LOCATION OF FLOOR AND ROOF OPENINGS WITH
ARCHITECTURAL PLUMBING AND MECHANICAL DRAWINGS.
f. DECK SHALL BE CAPABLE OF SUPPORTING BOTH THE FINAL DESIGN LIVE LOAD AND SUPERIMPOSED DEAD LOAD SPECIFIED ON THESE DRAWINGS. NO METAL FLOOR DECK OR METAL ROOF DECK USED IN THE BUILDING SHALL HAVE
SECTION PROPERTIES PER FOOT OF WIDTH LESS THAN
THE FOLLOWING:
1. FLOOR 1" 24 GAGE TYPE C: Ip=0.057 IN^4, Sp=0.098 IN^3, Sn=0.103 IN^3
2. FLOOR 1 1/2" 24 GAGE TYPE C: Ip=0.136 IN^4, Sp=0.132 IN^3, Sn=0.120 IN^3 - SEE PLAN FOR LOCATION
3. ROOF 1 1/2" 2O GAGE TYPE B: Ip=0.201 IN^4, Sp=0.234 IN^3, Sn=0.247 IN^3
4. FLOOR 3" 18 GAGE TYPE VLI Ip=1.254 IN^4, Sp=0.77 IN^3, Sn=0.797 IN^3 - SEE ELEVATOR
F. STRUCTURAL STEEL (CONTINUED)
6. MISCELLANEOUS:
a. PROVIDE HOLES FOR OTHERS. IF OPENING IS NOT SHOWN ON THE STRUCTURAL DRAWINGS, OBTAIN PRIOR APPROVAL.
b. STEEL SUPPORTING OR CONNECTING TO MECHANICAL AND OTHER EQUIPMENT AS SHOWN ON
DRAWINGS IS SHOWN FOR BIDDING PURPOSES ONLY. SUBCONTRACTOR SHALL RECONCILE EXACT
SIZE AND LOCATION WITH MECH. AND OTHER REQUIREMENTS BEFORE PROCEEDING WITH HIS/HER
WORK.
c. GROUT UNDER BEARING PLATES TO BE NON-SHRINKING, NON-METALLIC TYPE.
d. MIN. BEAM BEARING ON STEEL SHALL BE 4".
e. NO CHANGE IN SIZE OR POSITION OF THE STRUCTURAL ELEMENTS SHALL BE MADE AND HOLES, SLOTS, CUTS, ETC., ARE NOT PERMITTED THROUGH ANY MEMBER UNLESS THEY ARE DETAILED ON
THE SHOP DRAWINGS. ALL MODIFICATIONS MUST BE DESIGNED AND SEALED BY A REGISTERED
ENGINEER.
f. FABRICATE ALL BEAMS WITH THE MILL CAMBER UP.
g. COLUMNS TO HAVE 1/2" THICK CAP PLATES IF NOT COVERED BY BEAM.
h. HOT DIP GALVANIZE ALL EXPOSED STEEL: PER ASTM A123
3" = 1'-0"1 STEEL RADIUS
4.1
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SCALE: 1/8" = 1'-0" SD-101
1Demo 1953 Bldg - BASEMENT FLOOR - AREA A
PHOTO 9
PHOTO 8
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PHOTO 1
DEMOLITION NOTES:
CONTRACTOR TO DEMOLISH EXISTING BUILDING AND
REMOVE EVERYTHING FROM BOTTOM OF EXISTING
BUILDING INCLUDING UTILITIES.
0' 4' 8' 16'
PLAN
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C R
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C O
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A C
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K A
P P
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US Army Corps of Engineers New York District
D
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C R
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SHEET
REFERENCE
NUMBER
OF 45
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D
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6-
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-0
THIS BAR IS ONE INCH ON
ORIGINAL DRAWING
IF NOT ONE INCH ON THIS
SHEET, ADJUST SCALES
ACCORDINGLY
0 1"
WO
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RT
3 F ou nta ins P ark wa y Su ite
Fa irv iew
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8)
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. S m ith
D . E llis T.
K ol be r
S D
-1
.d w g
T.
K ol be r
T.
K ol be r
100% CONSTRUCTION
DOCUMENTS
W E
S T
P O
IN
T
M
ID
D L
E S
C H
O O
L A
D D
IT
IO
N A
N D
R E
N O
V A
T
IO
N W
E S
T P
O
IN
T, N
E W
Y O
R K
SCALE: 1/4" = 1'-0" SD-102
1DEMO - AREA A - RAMP
PHOTO 2
PHOTO 1
CONTRACTOR TO DEMOLISH EXISTING RAMP.
PHOTO 1
PHOTO 2
DEMOLITION NOTES:
CONTRACTOR MUST DEMOLISH EXISTING RAMP INCLUDING FOUNDATIONS. CURRENT
RAMP PROVIDES FROST PROTECTION FOR THE 1985 CONSTRUCTION. DEMOLITION
MUST BE CLOSELY COORDINATED WITH THE ELEVATOR ZONE CONSTRUCTION SO
THAT NEW CONSTRUCTION CAN BE PLACED BEFORE THE NEXT WINTER SEASON.
0' 2' 4' 8'
PLAN
NORTH
KEY PLAN
A
M
AT
C H
LI
N
E
S-301
EXISTING
24"x24"
EXISTING
28"x28"
COLUMN
NEW 18"x22"
COLUMN
NEW 12"x22"
COLUMN
EXISTING
24"x24"
EXISTING
28"x28"
NEW 18"x22"
COLUMN
NEW 12"x22"
COLUMN
EXISTING FOOTING
EXISTING
FOOTING
EXISTING FOOTING
EXISTING
NEW FOOTING APPROX. 8'-0"x8'-0"x3'-2" THICK
WITH #8 @10" O.C. EACH WAY BOTTOM
S-301
S-301
S-301
HSS8X8X5/8 HSS8X8X5/8
S-301
S-301
S-301
8' - 8"
6'
3/
8"
47' - 10"
16' - 9" 15' - 8"
47' - 10"
14' - 11"
49' - 6" 47' - 10"
O Q R U X Y BB DD EE FF GG HH KKCCTSP
2.3
1.5
.9
.6
.8
2.1
V AA
2.5
2.8
M
EX. 18 x 18 EX. 18 x 18 EX. 20 x 20 EX. 20 x 20 EX. 20 x 20
EX. 20 x 20
EX. 18 x 18 EX. 16 x 38
EX. 22 X 22
EX. 24 x 24
EX. 18 x 18
EX. 22 X 22EX. 22 X 22
EX. 22 X 22EX. 22 X 22
EX. 18 x 18
EX. 24 x 24
EX. 20 x 20
EX. 18 x 18
HSS12X12X3/8
HSS10X10X3/8
HSS10X10X3/8
HSS12X12X3/8
HSS12X12X3/8
HSS12X12X3/8
HSS12X12X3/8 HSS12X12X1/2
HSS12X12X1/2
HSS12X12X1/2
HSS12X12X1/2
HSS12X12X3/8
HSS12X12X3/8
HSS10X10X3/8
HSS10X10X3/8
HSS12X12X3/8
HSS10X10X3/8
S-303
S-303
S-303
S-303
S-303
N JJ
.7
S-303
S-304
S-304
EX. 14 x 14
NEW 6'-0"x 2'-0" FTG.
NEW 6'-0"x2'-0" FTG.
NEW 5'-9"x2'-0"x2'-6"
(10~#8 DOWELS x 24" LONG W/9" MIN. EMBED INTO
EXISTING FOOTING WITH EPOXY GROUT BOTH SIDES
S-303
(SIM.)
HSS10X10X3/8
1.18
O.65
2.65
Q.2 S.2
(TYP.)
6' - 3" 1' - 1 5/8"
0' - 8"
1' - 2"
1' - 2"
1' - 2"
S-202
S-202
HSS-8x8x3/16
S-202
45' - 6"
SF-102A-02
2.4
7'
2" 9'
8"
0"
/2
1'
5"
16' - 3" 15' - 8" 16' - 3" 15' - 7 1/2" 16' - 5 1/2" 15' - 6" 16' - 6" 15' - 8" 16' - 2"
S-506
5(TYP.)
S-302
S-507
(TYP.)
14' - 6" +/-
6'
6'
14' - 6" +/-
11' - 3" +/-
11' - 3" +/-
C.J.
3 (SIM.)
C.J.
HSS10X10X3/8
HSS10X10X3/8
S-502 5
S-502
W8X15
2.45
SF-102A-02
3 16
M
AT
CH
LI
NE
M
AT
CH
LI
NE
/ S
B -1
B
/ S
B -1
B
84' - 8"
M
AT
CH
LI
NE
/ S
D -1
M
AT
CH
LI
NE
/ S
D -1
S F-
2A
-0
S-303
S-514
HSS12X12X3/8
(TYP.)
5.0
SUMP
D
2 3
C
A
B
SHEET
A N
SI
D
U . S
. A R
M Y
EN
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IN
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R K ht tp w w w
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.u sa ce .a rm y.
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D W
N B
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C K
D B
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D E
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B Y
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S U
B M
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D B
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PL
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B Y:
PL
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D
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TI
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C O
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K A
P P
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US Army Corps of Engineers New York District
D
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C R
IP
TI
O N
D
AT
E M
AR
K
A P
P R
SHEET
REFERENCE
NUMBER
OF 45
JU
LY
2, S
U
BM
IT
TE
D B
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P
LO
T
D
AT
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W
6-
-D
-0
THIS BAR IS ONE INCH ON
ORIGINAL DRAWING
IF NOT ONE INCH ON THIS
SHEET, ADJUST SCALES
ACCORDINGLY
0 1"
WO
OL
PE
RT
3 F ou nta ins P ark wa y Su ite
Fa irv iew
H eig hts
, IL
8-2
Te l: (
8)
2-7
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(61
8)
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W es t P oi nt _0
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. S m ith
D . E llis T.
K ol be r
S B
-1
A .d w g
T.
K ol be r
T.
K ol be r
100% CONSTRUCTION
DOCUMENTS
W E
S T
P O
IN
T
M
ID
D L
E S
C H
O O
L A
D D
IT
IO
N A
N D
R E
N O
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E W
Y O
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KEY PLAN
A
M A
TC
H
LI
N
E
SCALE: 1/8" = 1'-0" SB-101A
1EXIST. AND NEW FOUNDATIONS
FOUNDATION PLAN NOTES:
1 CONTINUOUS SPECIAL INSPECTION REQUIRED. SEE SPECIFICATION 014535.
2 ALL HSS ARE NEW
3 NEW 6'-0"x2'-0"x2'-6" THICK FOUNDATION EXTENSION WITH (6)~#6 DOWELS x 24"
LONG WITH 9" MIN. EMBEDMENT INTO THE EXISTING FOUNDATION.
4 FIBERGLASS WRAP STARTS AT BASEMENT LEVEL AND EXTENDS TO BOTTOM OF
EXISTING CONCRETE BEAM AT FIRST FLOOR ONLY
5 ALL HSS THIS SHEET ARE NEW AND STOP AT BOTTOM OF EXISTING CONCRETE
BEAM ABOVE (U.N.O.)
6 HSS-10 STARTS HERE AND IS CONTINUOUS TO ROOF.
7 EXISTING RETAINING WALL TO BE EXPOSED WHEN RAMP IS CONSTRUCTED.
8 NEW FOUNDATION AND NEW CMU WALL. SEE SECTION "12/S-302".
9 SEE SHEETS "S-001, S-002 & S-003" FOR GENERAL NOTES, DESIGN NOTES,
CONCRETE NOTES, MASONRY NOTES AND STEEL NOTES.
10 FILL EXISTING PIT AREA WITH CRUSHED STONE OR GRAVEL AND ADD A NEW 4"
THICK CONCRETE SLAB. NEW CONCRETE SLAB SHALL BE 4" THICK WITH
FIBERMESH REINFORCING (BASIS OF DESIGN: PROPEX FIBERMESH 650 AT
4#/CY DOSAGE) OR 6x6-W2.9xW2.9 W.W.F. OR #4@15" O.C. EACH WAY LOCATED
1 1/2" BELOW THE FINISH FLOOR ELEVATION (UNLESS NOTED OTHERWISE).
11 INSTALL NEW 18" THICK CONCRETE WALL FULL LENGTH AS SHOWN. NEW WALL
SHALL START AT PIT FLOOR ELEVATION AND TOP OF WALL SHALL MATCH THE
BASEMENT FINISH FLOOR. PROVIDE #5@16" ON CENTER EACH WAY EACH FACE.
FIELD DRILL AND EPOXY VERTICAL BARS A MINIMUM OF 4" INTO THE EXISTING PIT
FLOOR SLAB.
12 DENOTES ELEVATED FLOOR SLAB THAT SHALL BE A TOTAL DEPTH OF 4" THICK
(UNLESS NOTED OTHERWISE): 1" CONFORM METAL DECK WITH 3" OF NORMAL
WEIGHT CONCRETE WITH FIBERMESH REINFORCING. BASIS OF DESIGN: PROPEX
FIBERMESH 650 AT 4#/CY DOSAGE. SEE DESIGN NOTES FOR METAL DECK
SPECIFICATIONS AND GAGE REQUIREMENTS.
13 1/2"x10"x10" PLATE WITH HILTI HIT HY20 SYSTEM FOR ANCHORING INTO CMU OR TILE WITH VOIDS. USE HIT-AROD 1/2x3 1/8 ALLOWABLE SHEAR 500#/ROD.
(TYPICAL THREE FLOORS).
14 W8x15 WELD OR BOLT TO PLATE 13 (TYPICAL THREE FLOORS)
15 L-4x4x1/4 ANCHOR TO EXIST. CMU OR TILE WITH HILTI-HIT HY20 HIT-ROD 1/2"x3 1/8"
BOLT @ 16" ON CENTER.
16 NEW CONCRETE SLAB ON NEW FOUNDATION SHALL BE 6" +/- MATCH EXISTING
SLAB UNDER RAISED WOOD FLOOR. REINFORCE WITH FIBERMESH
(PROPEX FIBERMESH 650 AT 4#/CY DOSAGE) OR 6x6xW2.9xW2.9 WWF OR #4 a@ 15" O.C. EACH WAY LOCATED 1 1/2" BELOW THE FINISHED FLOOR.
17 (2)~#4x4'-0" AT RE-ENTRANT CORNERS (TYP. ALL SLABS ON GRADE)
0' 4' 8' 16'
PLAN
NORTH
M
AT
C H
LI
N
E
M
AT
C H
LI
N
E
5 5
A B C D E G H J K
4.4
B.1
B.1
4.2
4.5
4.7
A.1
A.1
4.1
F
W8X31
HSS8X8X3/8
HSS6X6X5/8
F2 F5
F5
HSS6X6X5/8
HSS6X6X5/8
HSS8X8X3/8
HSS8X8X3/8
HSS6X6X5/8
HSS8X8X3/8
W8X31 W10X100 W10X49
F2
F2
F2
F2 F4
F11
W12X96 W12X96
W10X88
W10X88
W12X96W12X96
F9
F9
F6
F9
F6
W10X88
F6
W10X77 W10X77
W10X77
F10
FOUNDATION WALL
5' - 5" 20' - 11" 7' - 0" 4' - 4" 32' - 0" 3' - 0" 12' - 8" 26' - 8" 25' - 10"
8'
3'
7"
1/
4"
/4
82' - 0"
8'
3/
4"
6' - 0 15/16"
74' - 0"
80' - 0"
S-302
S-302
S-302
F8
F9
F5
S-302
S-302
S-302
5.1 5.1F2
HSS6X6X5/8
9'
3"
S-302
P4
P3 P4
P4
P2
P2
P2 P3
STEP
F5
S-501
EXISTING 1985 BUILDING
EXISTING BUILDING
(MIN.)
12" S.D
SEE CIVIL
DWGS.
8' - 4"
S-201
83' - 6" (T.O. WALL BELOW)
82' - 0"
S-302
74.09
74.09
74.09
S-302
S-302
82.51
83.51
83.51
84' - 0"3 S-304
T/PIER = 82'-4"
T/PIER = 82'-4"
P1
P1
P1
84' - 8"
82' - 0"
9'
FINISH FLOOR ELEVATION = (83'-0")
T/PIER = 82'-4"
T/PIER = 82'-4"
P1
SLAB SLOPES DOWN SLAB SLOPES DOWN
7' - 9"
F12
5'
6"
5' - 0"
5'
6"
5' - 0"
5'
6"
5' - 0"
F12
F12
S-509
85' - 0"
W10X100
W10X100
F6
S-202
S-202
2' - 0"
S-506
T/PIER=97'-6"
T/PIER=97'-6"
T/PIER=97'-6" T/PIER=97'-6"T/PIER=97'-6"
TY
P
T/PIER=97'-6"
1'
0"
S-202
P6
P5P6P5
P5P5 P5
P3
P3
T/PIER=96'-0"
T/PIER=96'-0"
0' - 2 3/8"
S-304CONTROL
JOINT (TYP.)
S-502
S-502
S-511
P2
F2
24' - 10"
S-502
W10X49
W8X31
S-303
84' - 8"
J.2
0'
4"
5' - 11" 4' - 0"
M
AT
CH
LI
NE
M
AT
CH
LI
NE
/ S
B -1
A
/ S
B -1
A
MATCHLINEMATCHLINE
1 / SB-101C 1 / SB-101C
82' - 11 1/2"
TOP OF SLAB
TOP OF SLAB
TOP OF SLAB
82' - 9 1/2"
TOP OF SLAB
TOP OF SLAB
82' - 11 1/2"
TOP OF SLAB ELEV.
VARIES 82'-11 1/2"
TO 82'-9"
F9
2' - 4"
1'
6" 4' - 0"
1'
6"
TY
P
S-506
1' - 0"
0'
2"
SEE SHEET SF-102B1
FOR CONTINUATION
OF RETAINING WALL
S-203
S-203
SLAB DEPRESSION
FOR FLOOR MAT 4
(T/FTG.)
(T/FTG.)
(T/FTG.)
(T/FTG.)(T/FTG.)
(T/FTG.)
82' - 0"
(T/FTG.) 82' - 0"
(T/FTG.)
81' - 0"
(T/FTG.)
81' - 0"
(T/FTG.)
(T/FTG.)
81' - 0"
(T/FTG.)
81' - 0"
79' - 6"
(T/FTG.)
79' - 6"
(T/FTG.)
82' - 0"
(T/FTG.)
82' - 0"
(T/FTG.)
82' - 0"
(T/FTG.)
82' - 4"
(T/FTG.
TYP. U.N.O.)
79' - 10"
(T/FTG.)
82' - 0"
(T/FTG.)
79' - 10"
(T/FTG.)
79' - 10"
(T/FTG.)
5.0
S-203
79' - 10"
(T/FTG.)
(T/FTG.)
79' - 6"
(T/FTG.)
NOTE:
SLAB ON GRADE CONTROL JOINTS
SHALL NOT EXCEED 16'-0" SPACING IN
ANY DIRECTION (TYP.)
D
2 3
C
A
B
SHEET
A N
SI
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U . S
. A R
M Y
EN
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IN
EE
R D
IS
TR
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T
N
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Y O
R K ht tp w w w
.n an
.u sa ce .a rm y.
m il
SO
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N N
O
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N
AM
E:
D W
N B
Y
C K
D B
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D E
S
IG
N
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B Y
D
AT
E:
SI
ZE
S U
B M
IT
TE
D B
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PL
O
TT
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B Y:
PL
O
T D
AT
E:
D
ES
C R
IP
TI
O N
D
AT
E
C O
N
TR
A C
T N
O
M
AR
K A
P P
R
US Army Corps of Engineers New York District
D
ES
C R
IP
TI
O N
D
AT
E M
AR
K
A P
P R
SHEET
REFERENCE
NUMBER
OF 45
JU
LY
2, S
U
BM
IT
TE
D B
Y:
P
LO
T
D
AT
E:
W
6-
-D
-0
THIS BAR IS ONE INCH ON
ORIGINAL DRAWING
IF NOT ONE INCH ON THIS
SHEET, ADJUST SCALES
ACCORDINGLY
0 1"
WO
OL
PE
RT
3 F ou nta ins P ark wa y Su ite
Fa irv iew
H eig hts
, IL
8-2
Te l: (
8)
2-7
Fa x:
(61
8)
2-0 ww w.
wo olp ert
.co m
J ul y
7/
/2
2:
:3
P
M
7/
/2
2:
:3
P
M C
:\R ev it Lo ca l F ile s\
W es t P oi nt _0
6\ W es t P oi nt
M S
_S
TR
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IS
.rv t
BA
SE
ME
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P
LA
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- A
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A
B
SB-101B
M .E
. S m ith
D . E llis T.
K ol be r
S B
-1
B .d w g
T.
K ol be r
T.
K ol be r
100% CONSTRUCTION
DOCUMENTS
W E
S T
P O
IN
T
M
ID
D L
E S
C H
O O
L A
D D
IT
IO
N A
N D
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N O
V A
T
IO
N W
E S
T P
O
IN
T, N
E W
Y O
R K
SCALE: 1/8" = 1'-0" SB-101B
1ADDITION - FOUNDATION - AREA B
KEY PLAN
B
MATCH
LINE M
A
TC
H
LI
N E
Structural Foundation Schedule Type Mark Type Rebar
2'-0" I.J. 2'-0" F2 2'-0" x 2'-0" x 1'-4"
(3) ~ #5 BARS E.W.
BOT.
F4 4'-0" x 4'-0" x 1'-2"
(4) ~ #5 BARS E.W.
BOT.
F5 5'-0" x 5'-0" x 1'-2"
(5) ~ #5 BARS E.W.
BOT.
F6 6'-0" x 6'-0" x 1'-2"
(6) ~ #5 BARS E.W.
BOT.
F7 7'-0" x 7'-0" x 1'-2"
(7) ~ #5 BARS E.W.
BOT.
F8 8'-0" x 8'-0" x 1'-4"
(8) ~ #6 BARS E.W.
BOT.
F9 9'-0" x 9'-0" x 1'-4"
(11) ~ #6 BARS
E.W. BOT.
F10 11'-0" x 8'-0" x 1'-4"
(8) ~ #6 BARS
LONG & (11) ~ 6
BARS TRANS. E.W.
TOP & BOT.
F11 13'-0" x 7'-0" x 1'-4"
(9) ~ #7 BARS
LONG & (13) ~ 7
BARS TRANS. E.W.
TOP & BOT.
F12 5'-6" x 5'-0" x 1'-6"
SEE SECTION
"2/S-501"
F13 5'-0" x 7'-6" x 1'-2"
(8) ~ #6 BARS E.W.
BOT.
PIER SCHEDULE
P1 24"x24" WITH (12)~#7 BARS VERTICAL
AND #4 TIES @ 12" O.C.
P2 16"x16" WITH (8)~#5 BARS VERTICAL
AND #4 TIES @ 12" O.C.
P3 24"x24" W/ (12)~#5 BARS VERTICAL
AND #4 TIES @ 12" O.C.
P4 24"x28" W/ (12)~#5 BARS VERTICAL
AND #4 TIES @ 12" O.C.
P5 30"x28" W/ (12)~#7 BARS VERTICAL
AND #4 TIES @ 12" O.C.
P6 30"x56" W/ (16)~#7 BARS VERTICAL
AND #4 TIES @ 12" O.C.
P7 28"x28" W/ (12)~#5 BARS VERTICAL
AND #4 TIES @ 12" O.C.
T/PIER = (99'-4") AT THE FIRST FLOOR
T/PIER = (82'-4") AT THE BASEMENT FLOOR
(UNLESS NOTED OTHERWISE)
FOUNDATION PLAN NOTES:
1 SEE SHEETS "S-001, S-002 & S-003" FOR GENERAL NOTES, DESIGN NOTES, CONCRETE NOTES, MASONRY NOTES AND STEEL NOTES.
2 NEW CONCRETE SLABS ON GRADE SHALL BE 4" THICK WITH FIBERMESH REINFORCING (BASIS OF DESIGN: PROPEX FIBERMESH 650 AT 4#/CY DOSAGE) OR 6x6-W2.9xW2.9 W.W.F. OR #4@15" O.C. EACH
WAY LOCATED 1 1/2" BELOW THE FINISH FLOOR ELEVATION (UNLESS NOTED OTHERWISE)
3 THICKEN SLAB AT ALL INTERIOR CMU WALLS. SEE DETAIL "5/S506" FOR DIMENSIONS AND REINFORCING
REQUIREMENTS (TYP.)
4 SEE TYPICAL DETAIL "12/S-502" FOR TYPICAL STEP FOOTING REQUIREMENTS.
5 SEE SHEET "S-510" FOR BASE PLATE DETAILS
6 SUPPORTS FOOTING AT ELEVATION (98'-0")
7 SEE ARCH. DWGS. FOR FLOOR SLAB DEPRESSION SIZES AND LOCATIONS.
8 SEE PLUMBING DRAWINGS FRO UNDER SLAB RADON PIPING REQUIREMENTS
0' 4' 8' 16'
PLAN
NORTH
DN
A B C D E G H J K
B.1
4.5
4.7
A.1
F
W10X49
W10X100
W10X100
W12X96
W12X96
W10X88
F7
F5 F6
F9
F5
W10X49
F6
W10X88
F9
W12X96 W12X96
F9
W10X88
F6
W8X31 F4 F7
W10X88
F9
5' - 5" 20' - 11" 7' - 0" 4' - 4" 32' - 0" 3' - 0" 12' - 8" 26' - 8" 25' - 10"
1"
S-302
S-302
S-201
S-201
5.1
S-302
P7
P4
P3
P4
T/FTG=82'-0"
(TYP.) (U.N.O.)
P4
P7
T/FTG=79'-6"
S-501
S-501
S-202
P1
73' - 6"
75' - 0"
S-304
FINISH FLOOR ELEVATION =(83'-0") (U.N.O.)
FINISH FLOOR ELEVATION = (77'-0")
THIS SLAB ON GRADE TO BE 6"
THICK WITH TYPICAL SLAB
REINFORCING
81' - 0"
82' - 0"
P1
S-501
CS109
S-501
(SIM.)
9'
3"
1' - 0"
(TYP.)
SLAB ON GRADE
ELEVATION VARIES
76'-10" TO 76'-8"
S-506
SLAB DEPRESSION
FOR FLOOR MAT
6"+/- DEPRESSED FLOOR SLAB
FOR FREEZER UNIT
S-505
S-505
LOADING DOCK
LEVELER
S-505
(OPP.)
S-505
(SIM.)
P7
CONTROL JOINT
(TYP.)
S-502
S-511
S-511
S-514
T/FTG=76'-2"
J.2
S-505
3' - 0"
MATCHLINEMATCHLINE
1 / SB-101B 1 / SB-101B
82' - 11 1/2" 82' - 6"
TOP OF SLAB TOP OF SLAB
P7
S-511
(SIM.)
76' - 8"
S-304
S-304
74' - 10"
74' - 2"
SEE CIVIL SHEET
"CG105" FOR RAMP
WALL SECTION. SEE
DETAIL "4/S-304" FOR
REINFORCING.
75' - 2" 75' - 2"
74' - 2"
DOWN
S-302
F2
HSS6X6X5/8
81' - 0"
(T/FTG.)
(T/FTG.)
74' - 2"
73' - 6"
(T/FTG.)
(T/FTG.)
(T/FTG.)
(T/FTG.)
(T/FTG.)
(T/FTG.)
(T/FTG.)
(T/FTG.)
(T/FTG.)
(T/FTG.)
(T/FTG.)
73' - 6"
(T/FTG.)
73' - 6"
(T/FTG.)
73' - 6"
(T/FTG.)
76' - 2"
(T/FTG.)
74' - 2"
(T/FTG.)
76' - 2"
(T/FTG.)
F6
76' - 10"
(T/SLAB)
(T/SLAB)
27' - 0" 4' - 2"
5.0
74' - 2"
(T/FTG.)
S-203
79' - 10"
(T/FTG.)
16"x16" PILASTER
SLOPE FLOOR
TO DRAIN
NOTE:
SLAB ON GRADE CONTROL
JOINTS SHALL NOT EXCEED
16'-0" SPACING IN ANY
DIRECTION (TYP.)
D
2 3
C
A
B
SHEET
A N
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US Army Corps of Engineers New York District
D
ES
C R
IP
TI
O N
D
AT
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AR
K
A P
P R
SHEET
REFERENCE
NUMBER
OF 45
JU
LY
2, S
U
BM
IT
TE
D B
Y:
P
LO
T
D
AT
E:
W
6-
-D
-0
THIS BAR IS ONE INCH ON
ORIGINAL DRAWING
IF NOT ONE INCH ON THIS
SHEET, ADJUST SCALES
ACCORDINGLY
0 1"
WO
OL
PE
RT
3 F ou nta ins P ark wa y Su ite
Fa irv iew
H eig hts
, IL
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8)
2-7
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(61
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K ol be r
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100% CONSTRUCTION
DOCUMENTS
W E
S T
P O
IN
T
M
ID
D L
E S
C H
O O
L A
D D
IT
IO
N A
N D
R E
N O
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T P
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E W
Y O
R K
SCALE: 1/8" = 1'-0" SB-101C
1ADDITION - FOUNDATION - AREA C
KEY PLAN
C
MATCH
LINE
Structural Foundation Schedule Type Mark Type Rebar
2'-0" I.J. 2'-0" F2 2'-0" x 2'-0" x 1'-4"
(3) ~ #5 BARS E.W.
BOT.
F4 4'-0" x 4'-0" x 1'-2"
(4) ~ #5 BARS E.W.
BOT.
F5 5'-0" x 5'-0" x 1'-2"
(5) ~ #5 BARS E.W.
BOT.
F6 6'-0" x 6'-0" x 1'-2"
(6) ~ #5 BARS E.W.
BOT.
F7 7'-0" x 7'-0" x 1'-2"
(7) ~ #5 BARS E.W.
BOT.
F8 8'-0" x 8'-0" x 1'-4"
(8) ~ #6 BARS E.W.
BOT.
F9 9'-0" x 9'-0" x 1'-4"
(11) ~ #6 BARS
E.W. BOT.
F10 11'-0" x 8'-0" x 1'-4"
(8) ~ #6 BARS
LONG & (11) ~ 6
BARS TRANS. E.W.
TOP & BOT.
F11 13'-0" x 7'-0" x 1'-4"
(9) ~ #7 BARS
LONG & (13) ~ 7
BARS TRANS. E.W.
TOP & BOT.
F12 5'-6" x 5'-0" x 1'-6"
SEE SECTION
"2/S-501"
F13 5'-0" x 7'-6" x 1'-2"
(8) ~ #6 BARS E.W.
BOT.
PIER SCHEDULE
P1 24"x24" WITH (12)~#7 BARS VERTICAL
AND #4 TIES @ 12" O.C.
P2 16"x16" WITH (8)~#5 BARS VERTICAL
AND #4 TIES @ 12" O.C.
P3 24"x24" W/ (12)~#5 BARS VERTICAL
AND #4 TIES @ 12" O.C.
P4 24"x28" W/ (12)~#5 BARS VERTICAL
AND #4 TIES @ 12" O.C.
P5 30"x28" W/ (12)~#7 BARS VERTICAL
AND #4 TIES @ 12" O.C.
P6 30"x56" W/ (16)~#7 BARS VERTICAL
AND #4 TIES @ 12" O.C.
P7 28"x28" W/ (12)~#5 BARS VERTICAL
AND #4 TIES @ 12" O.C.
T/PIER = (99'-4") AT THE FIRST FLOOR
T/PIER = (82'-4") AT THE BASEMENT FLOOR
(UNLESS NOTED OTHERWISE)
FOUNDATION PLAN NOTES:
1 SEE SHEETS "S-001, S-002 & S-003" FOR GENERAL NOTES, DESIGN NOTES,
CONCRETE NOTES, MASONRY NOTES AND STEEL NOTES.
2 ALL NEW CONCRETE SLABS ON GRADE SHALL BE 4" THICK WITH FIBERMESH
REINFORCING (BASIS OF DESIGN: PROPEX FIBERMESH 650 AT 4#/CY DOSAGE)
OR 6x6-W2.9xW2.9 W.W.F. OR #4@15" O.C. EACH WAY LOCATED 1 1/2" BELOW
THE FINISH FLOOR ELEVATION (UNLESS NOTED OTHERWISE)
3 THICKEN SLAB AT ALL INTERIOR CMU WALLS. SEE DETAIL "5/S506" FOR
DIMENSIONS AND REINFORCING REQUIREMENTS (TYP.)
4 SEE TYPICAL DETAIL "12/S-502" FOR TYPICAL STEP FOOTING REQUIREMENTS.
5 8" CAST IN PLACE CONCRETE SLAB FOR CHILLER SUPPORT.
SEE MECHANICAL DRAWING "M-101B" FOR EQUIPMENT.
6 SEE SHEET "S-510" FOR BASE PLATE DETAILS
7 SEE ARCH. DWGS. FOR FLOOR SALB DEPRESSION SIZES AND LOCATIONS.
8 SEE PLUMBING DRAWINGS FRO UNDER SLAB RADON PIPING REQUIREMENTS
0' 4' 8' 16' PLAN
NORTH
1' -8
EXISTING CONCRETE FLOOR
(2)~PIECES OF P1000
UNISTRUT PER MECH.(AHU-6 AND
AHU-7)
(AHU-6 AND
AHU-7)
1/4"x4"x12"
PLATE (TYP.)
(2)~1/2" DIA. EXP. BOLTS
WITH 3" MIN. EMBEDMENT
(TYP.)
UNIT (TYP.)
3/16
TYP.
UNISTRUT HANGER FRAME
(TYP.)
1 20 GA. 1" WIDE GALVANIZED
HANGING STRAP ATTACHED
TO BOTTOM OF EXISTING
CONCRETE JOIST WITH 3/8" DIA.
EXPANSION BOLT W/2" EMBEDMENT.
STRAP MAY NEED TO BE SKEWED
IN ORDER TO ATTACH TO EXISTING
CONCRETE JOIST (TYP.)
UNISTRUT HANGER FRAME
(TYP.)
3/8" DIA. THREADED HANGER ROD
(TYP.)
JOIST SYSTEM
S-301
2 23
NEW 18x36
CONC. BEAM
+MC12x31
NEW 12x36 CONC.
BEAM+MC12x31
2" EXPANSION JOINT
(TYP.)
S-301
S-301
S-301
W
X
S-301
S-301
S-301
W8X15
Q R U X
Y BB CC
T
SP
2.3
2.1
V AA
2.5
2.8
S-303
S-303
E X.
x
E X
. 1 x
S-304
S-304
O.65
2.65
S-504
Q.2 S.2
W8X15
1' - 2"
0' - 6"
3'
4"
W8X15W8X15 W8X15
W
X
S-202
W8X15
2.4
SF-102A-02
12 13
2.45
/ S
F-
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S-504
S-504
S-505
S-515
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US Army Corps of Engineers New York District
D
ES
C R
IP
TI
O N
D
AT
E M
AR
K
A P
P R
SHEET
REFERENCE
NUMBER
OF 45
JU
LY
2, S
U
BM
IT
TE
D B
Y:
P
LO
T
D
AT
E:
W
6-
-D
-0
THIS BAR IS ONE INCH ON
ORIGINAL DRAWING
IF NOT ONE INCH ON THIS
SHEET, ADJUST SCALES
ACCORDINGLY
0 1"
WO
OL
PE
RT
3 F ou nta ins P ark wa y Su ite
Fa irv iew
H eig hts
, IL
8-2
Te l: (
8)
2-7
Fa x:
(61
8)
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7/
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7/
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W es t P oi nt _0
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SF-102A
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. S m ith
D . E llis T.
K ol be r
S F-
2A
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T.
K ol be r
T.
K ol be r
100% CONSTRUCTION
DOCUMENTS
W E
S T
P O
IN
T
M
ID
D L
E S
C H
O O
L A
D D
IT
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N A
N D
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T P
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Y O
R K
SCALE: 1/4" = 1'-0" SF-102A
1EXIST. - FIRST FLOOR AND NEW ELEVATOR LOBBY ROOF FRAMING- AREA A
KEY PLAN
NOTES:
1 EXISTING G2 - SEE 106-15 (1934) (REF. ONLY)
2 EXISTING B24 - SEE 106-13 (1934) (REF. ONLY)
(MAY NOT EXIST)
3 EXISTING B25 - SEE 106-13 (1934) (MAY NOT EXIST)
4 EXISTING PAN JOIST J4 - SEE 106-13 (1934) WITH PERMANENT MASONRY TILEFORMS
5 NEW 12x14 COLUMN STARTS AT AUDITORIUM FLOOR
6 NEW 18x14 COLUMN STARTS AT AUDITORIUM FLOOR
7 EXISTING 16"x28" COLUMN ON TOP OF FLOOR
8 CONTINUOUS SPECIAL INSPECTION REQUIRED FOR NEW BEAM.
(SEE SPEC. 0144535)
9 PERIODIC SPECIAL INSPECTION FOR NEW BEAM. (SEE SPEC. 014535)
10 L-4X4X1/4 WITH 5/8" DIA. EPOXY BOLTS @ 24" O.C. WITH 4" MIN. EMBEDMENT
11 THIS ENLARGED PLAN "1/SF-102A02" IS THE BASEMENT AT ELEVATION 239.83'. THE FLOOR
BELOW THIS FLOOR
12 ELEVATED FLOOR SLAB SHALL BE A TOTAL DEPTH OF 4" THICK (UNLESS NOTEDOTHERWISE): 1"
CONFORM METAL DECK WITH 3" OF NORMAL WEIGHT CONCRETE WITH FIBERMESH
REINFORCING. BASIS OF DESIGN: PROPEX FIBERMESH 650 AT 4#/CY DOSAGE. SEE DESIGN
NOTES FOR METAL DECK SPECIFICATIONS AND GAGE REQUIREMENTS.
13 DENOTES SPAN DIRECTION OF 1 1/2" TYPE B GALV. METAL ROOF DECK. SEE SHEET
"S-505" FOR DECK FASTENING REQUIREMENTS. (UNLESS NOTED OTHERWISE ON THIS PLAN)
14 MC12 IN RANDOM LENGTHS (9'-2" MIN.)
ELEV. =100'-0"
0' 2' 4' 8'
A
PLAN
NORTH
M
AT
C H
LI
N
E
3/4" = 1'-0"2 DETAIL 2/SF-102A
NOT TO SCALE SF-102A-01
S-301
15' - 8"
EX. 16 x 16
EX. 16 x 20
EX. 20 x 20
EX. 16 x 16 EX. 18 x 18
EX. 18 x 18
EX. 16 x 16 EX. 16 x 16
EX. 16 x 20
EX. 18 x 18 EX. 16 x 16 EX.
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