Part D_Plans_SSSI_Area E_Structural_Dec 2023.pdf
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- Solicitation number
- W912DS24B0002
About this file
This document provides details for a federal construction contract opportunity for the South Shore of Staten Island, Area E, Hurricane Sandy Coastal Storm Risk Management Project being executed by the U.S. Army Corps of Engineers New York District. The solicitation will be for construction of large interior drainage ponds, stormwater drainage structures including box culverts and gates, and relocation of sanitary sewers. The contract value is estimated between $100 million to $175 million. The invitation for bids is expected to be issued in December 2023 with bids due approximately 30 days later. The period of performance is 1,279 calendar days from notice to proceed. The contract will be awarded on a firm-fixed price basis under North American Industry Classification System code 237990 for other heavy and civil engineering construction.
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SHEET ID
SOLICITATION NO.:
CONTRACT NO.:
ISSUE DATE:
NEW YORK DISTRICT
COASTAL STORM RISK MANAGEMENT
SOUTH SHORE OF STATEN ISLAND, NEW YORK
INTERIOR DRAINAGE AREA E
+VOLUME X
W912DS22B00XX
DECEMBER 2023
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SIGNATURES AFFIXED BELOW INDICATE OFFICIAL RECOMMENDATION AND APPROVAL OF ALL DRAWINGS IN THIS
SET AS INDEXED ON THIS SHEET
APPROVAL RECOMMENDED BY:
APPROVAL RECOMMENDED BY:
APPROVAL RECOMMENDED BY:
APPROVAL RECOMMENDED BY:
JOHN M. WONG, P.E.
STANLEY J. SEDWICK, P.E.
ALI BACHOWSKI, P.E.
ENCER R. SHAFFER, P.E.
CHIEF, CIVIL ENGINEERING DESIGN SECTION
CHIEF, DESIGN BRANCH
DEPUTY CHIEF, ENGINEERING DIVISION
CHIEF, ENGINEERING DIVISION
THIS PROJECT WAS DESIGNED BY THE U.S. ARMY CORPS OF ENGINEERS. THE INTIALS OR
SIGNATURES AND REGISTRATION DESIGNATIONS OF INDIVIDUALS APPEAR ON THESE PROJECT
DOCUMENTS, WITHIN THE SCOPE OF THEIR EMPLOYMENT AS REQUIRED BY ER 1110-1-8152
ADH ADHESIVE
AL ALUMINUM
ADDTL ADDITIONAL
ARCH ARCHITECTURAL
BLDG BUILDING
BOT BOTTOM
CIP CAST IN PLACE
CL CENTERLIN
CMU CONCRETE MASONRY UNI
COL COLUMN
CONC CONCRETE
CONST CONSTRUCTION
DB DOUBLE BARRELL
DET DETAIL
DWG DRAWIN
DWL DOWEL
EF EACH FACE
EL ELEVATION
EMBED EMBEDMENT
EQ EQUAL
EQPT EQUIPMENT
EXIST EXISTING
EXP EXPANSION
FT FOOT
GRTG GRATING
HORZ HORIZONTAL
HPT HIGHPOINT
HS HIGH STRENGTH
INV INVERT
JT JOINT
LPT LOWPOINT
MAX MAXIMUM
MIN MINIMUM
NO NUMBER
OC ON CENTER
OPNG OPENING
PL PLATE
PLCS PLACES
PSF POUNDS PER SQUARE FOOT
REQD REQUIRED
SIM SIMILAR
SQ SQUARE
SST STAINLESS STEEL
STD STANDARD
STL STEEL
T TOP; TREAD
T&B TOP AND BOTTOM
TOC TOP OF CONCRETE
TOG TOP OF GRATING
TOS TOP OF STEEL
TOW TOP OF WALL
TYP TYPICAL
UNO UNLESS NOTED OTHERWISE
VERT VERTICAL
VIF VERIFY IN FIELD
W WIDE; WIDTH
/ OF
GENERAL NOTES:
G-1. DESIGN IN ACCORDANCE WITH AND CONSTRUCTION SHALL COMPLY WITH THE
PROVISIONS OF THE NEW YORK STATE BUILDING CODE AND USACE GUIDANCE AND
CONSTRUCTION MANUALS AND ENGINEERING REGULATIONS. THE DESIGN LOADS AND OTHER
DESIGN VALUES GIVEN IN NOTES G-2 AND G-3 WERE USED FOR DESIGN OF STRUCTURES
UNLESS NOTED OTHERWISE ON THE DRAWINGS.
G-2 DESIGN LOADS:
DEAD: SELF WEIGHT
ROOF LIVE = AASHTO HS-20 VEHICLE LOAD
SOIL = 125 PCF
SURCHARGE = 300 PSF
LATERAL COEFFICIENT : Ko = 0.47
COEFFICIENT OF FRICTION AGAINST SLIDING = .45
SEISMIC: (ASCE 7-16)
RISK CATEGORY = IV
SEISMIC IMPORTANCE FACTOR (Ie) = 1.50
SITE CLASS = D
MAPPED SPECTRAL RESPONSE ACCELERATIONS (Ss/S1) = 0.281/0.073
SPECTRAL RESPONSE ACCELERATIONS (SMS/SM1) = 0.441/0.175
SPECTRAL RESPONSE COEFFICIENTS (SDS/SD1) = 0.294/0.117
SEISMIC DESIGN CATEGORY = C
LATERAL LOAD RESISTING SYSTEM = ORDINARY REINFORCED CONCRETE SHEAR WALLS
ANALYSIS PROCEDURE = EQUIVALENT LATERAL FORCE
RESPONSE MODIFICATION COEFFICIENT R = 4
SEISMIC RESPONSE COEFFICIENT Cs = 0.110
WIND: (ASCE 7-16)
ULTIMATE DESIGN WIND SPEED (Vult) = 130 MPH NOMINAL DESIGN WIND SPEED (Vasd) = 83 MPH
RISK CATEGORY = IV
WIND EXPOSURE = C
SNOW: (ASCE 7-16)
GROUND SNOW LOAD (Pg) = 20 PSF FLAT ROOF SNOW LOAD (Pf) = 26 PSF SNOW EXPOSURE FACTOR (Ce) = 0.90 SNOW LOAD IMPORTANCE FACTOR (ls) = 1.20 THERMAL FACTOR (Ct) = 1.20
G-3. UNIT WEIGHTS
CONCRETE: 150 PCF
SOIL: 125 PCF
STONE: 160 PCF
WATER: 64 PCF
G-4. STRUCTURES HAVE BEEN DESIGNED FOR OPERATIONAL LOADS ON THE COMPLETED
STRUCTURE. DURING CONSTRUCTION, THE STRUCTURES SHALL BE PROTECTED BY
BRACING AND TEMPORARY SUPPORTS WHEREVER EXCESSIVE CONSTRUCTION LOADS
MAY OCCUR. OVERSTRESSING OF ANY STRUCTURAL ELEMENT IS PROHIBITED.
G-5. NO BACKFILL SHALL BE PLACED AGAINST ANY SUBSTRUCTURE WALLS UNLESS ALL
ADJACENT SUPPORTING ELEMENTS HAVE ACHIEVED DESIGN STRENGTH, OR WALLS
HAVE BEEN PROPERLY BRACED, AND IN ANY CASE NOT SOONER THAN 28 DAYS AFTER
THE PLACING OF CONCRETE UNLESS APPROVED BY THE CONTRACTING OFFICER.
SUPPORTING ELEMENTS SHALL INCLUDE ADJACENT WALLS, SLABS, BEAMS AND
COLUMNS.
G-6. VERTICAL CONTROL IS REFERENCED TO THE NORTH AMERICAN VERTICAL DATUM OF
1988 (NAVD 88), UNLESS NOTED OTHERWISE.
METAL NOTES:
M-1 STEEL MATERIAL:
A) STRUCTURAL TUBING: ASTM A500, GRADE B OR A501 (42 KSI)
B) STRUCTURAL PIPE: ASTM A53, TYPE E OR S, GRADE B (35 KSI)
C) PLATES AND ANGLES: ASTM A36 UNO (36 KSI)
D) STRUCTURAL HP ASTM A572 GRADE 50 (50KSI)
M-2 DO NOT PAINT STEEL SURFACES WHICH ARE TO BE WELDED OR ARE TO BE ENCASED IN
CONCRETE.
M-3 ALL METAL FASTENERS EXPOSED TO SALTWATER SHALL BE STAINLESS STEEL UNLESS NOTED
OTHERWISE.
M-4 ALL STAINLESS STEEL FASTENERS EXPOSED TO UNDERWATER SERVICE, IN CONFINED AREAS
CONTAINING FLUID, AND IN CORROSIVE ENVIRONMENTS SHALL BE TYPE 316 UNLESS NOTED
OTHERWISE. FASTENERS FOR ALUMINUM AND STAINLESS-STEEL MEMBERS NOT SUBJECT TO
THE ABOVE CONDITIONS SHALL BE TYPE 304, UNLESS NOTED OTHERWISE.
M-5 ALL GROOVE AND BUTT WELDS SHALL BE FULL PENETRATION.
M-6 FILLET WELD SIZES SHALL BE THE MINIMUM SIZE REQUIRED BY AISC CODE FOR PLATE SIZES
TO BE CONNECTED AND SHALL BE APPLIED TO THE ENTIRE JOINT CONTACT LENGTH, BUT NOT
LESS THAN 3/16".
M-7 STRUCTURAL WELDED JOINTS SHALL CONFORM TO THE PROVISIONS OF AWS D1.1,
STRUCTURAL WELDING CODE BY AMERICAN WELDING SOCIETY. PROOF OF WELDER
CERTIFICATION SHALL BE AVAILABLE AT THE JOB SITE DURING TIMES OF INSPECTION.
M-8 SPECIAL PERIODIC AND CONTINUOUS INSPECTIONS SHALL BE IN ACCORDANCE WITH
SPECIFICATIONS AND THE BUILDING CODE OF THE CITY OF NEW YORK. PERIODIC INSPECTION
OF STRUCTURAL STEEL CONNECTIONS AND REINFORCING STEEL ARE REQUIRED.
CONCRETE NOTES:
C-1 WHERE THE SPECIFICATIONS AND THE DRAWINGS DO NOT HAVE PROVISIONS, THE
CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE PROVISIONS OF "CODE
REQUIREMENTS FOR CONCRETE STRUCTURES" (ACI 318 - LATEST EDITION).
C-2 FOR CAST-IN-PLACE CONCRETE MIX DESIGN, SEE SPECIFICATION 03 30 00.
C-3 ALL REINFORCING BARS TO BE DEFORMED BARS OF NEW BILLET STEEL CONFORMING
TO ASTM A615, GRADE 60. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185.
C-4 MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS:
CAST-IN-PLACE CONCRETE: f'c = 5000 PSI.
PRECAST CONCRETE: f`c = 6000 PSI
C-5 CONCRETE PROTECTION FOR REINFORCING SHALL BE PER EM 1110-2-2104, TABLE 2-1
UNLESS OTHERWISE NOTED ON DRAWINGS: (APPLIES TO CAST-IN-PLACE AND
PRECAST CONCRETE)
A. CONCRETE DEPOSITED DIRECTLY AGAINST SOIL ____________________ 4"
B. CONCRETE EXPOSED TO WEATHER AND/OR FLUID:
EQUAL TO OR GREATER THAN 24" THICK _________________________ 4"
GREATER THAN 12": AND LESS THAN 24" THICK____________________ 3"
EQUAL TO OR LESS THAN 12" THICK______________________________ PER ACI 318
C. IN NO CASE SHALL THE COVER BE LESS THAN:
1.5 TIMES THE NOMINAL MAXIMUM AGGREGATE SIZE
2.5 TIMES THE MAXIMUM DIAMETER OF REINFORCEMENT
C-6 WHERE BARS ARE TO BE SPLICED OR EMBEDDED, THE LENGTH OF SPLICE OR
EMBEDMENT SHALL COMPLY WITH THE LATEST EDITION OF THE MANUAL OF STANDARD
PRACTICE OF THE AMERICAN CONCRETE INSTITUTE. FOR TENSION LAP SPLICES SEE
TABLE ON SHEET S-002 FOR CLASS B SPLICES. LAPPED SPLICES SHALL BE STAGGERED
LONGITUDINALLY SO THAT NO MORE THAN HALF OF THE BARS ARE LAP-SPLICED AT ANY
SECTION WITHIN THE REQUIRED LAP LENGTH. IF STAGGERING OF SPLICES IS
IMPRATICAL, ALL APPLICABLE PROVISIONS OF ACI 318 SHALL BE FOLLOWED.
C-7 ALL EXPOSED CORNERS SHALL HAVE A 3/4" CHAMFER UNLESS NOTED OTHERWISE ON
DRAWINGS.
C-8 ALL EMBEDDED ITEMS SHALL BE INSTALLED AND SECURED IN PLACE BEFORE
CONCRETE PLACEMENT. CONSULT APPROPRIATE DRAWINGS FOR PIPING, EMBEDDED
ITEMS AND OPENINGS.
C-9 SLABS WITH SLOPING SURFACES SHALL HAVE THE INDICATED SLAB THICKNESS
MAINTAINED AS THE MINIMUM. SLAB BOTTOMS CAN EITHER SLOPE WITH THE TOP
SURFACE OR BE LEVEL. REINFORCEMENT IN SLABS WITH SLOPING SURFACES SHALL BE
PLACED AT THE REQUIRED CLEARANCE FROM THE SLAB SURFACE.
C-10 CONSTRUCTION JOINTS SHALL BE LOCATED ON THE DRAWINGS. CONSTRUCTION JOINTS
NOT SHOWN SHALL BE SUBMITTED BY THE CONTRACTOR FOR THE APPROVAL OF THE
CONTRACTING OFFICER PRIOR TO SUBMITTING REBAR SHOP DRAWINGS. VERTICAL
CONSTRUCTION JOINTS IN WALLS AND HORIZONTAL JOINTS IN SLABS SHALL BE
PROVIDED AT A SPACING NOT GREATER THAN 45 FEET ON CENTER. FOR EXPOSED
WALLS WITH FLUID OR EARTH ON THE OPPOSITE SIDE, THE SPACING BETWEEN
VERTICAL AND HORIZONTAL JOINTS SHALL BE A MAXIMUM OF 25 FEET.
C-11 ALL JOINTS WHICH ARE IN MEMBERS IN CONTACT WITH LIQUID OR BELOW GRADE OR AS
INDICATED ON THE DRAWINGS SHALL HAVE A WATERSTOP. CONSTRUCTION
JOINTS SHALL HAVE A 6" PVC RIBBED WATERSTOP. EXPANSION JOINTS SHALL HAVE A 9"
PVC CENTER BULB RIBBED WATERSTOP.
C-12 ALL EXPOSED CORNERS SHALL HAVE A 3/4" CHAMFER.
C-13 EQUIPMENT SUPPORTS, ANCHORAGES, OPENINGS, RECESSES AND REVEALS NOT
SHOWN ON THE STRUCTURAL DRAWINGS BUT REQUIRED BY OTHER CONTRACT
DOCUMENTS, SHALL BE INSTALLED PRIOR TO PLACING CONCRETE.
C-14 REINFORCING BARS AND ACCESSORIES SHALL NOT BE IN CONTACT WITH ANY METAL
PIPE, PIPE FLANGE, METAL CONDUIT, OR OTHER METAL PARTS EMBEDDED IN CONCRETE.
A MINIMUM CLEARANCE OF 2" SHALL BE PROVIDED.
C-15 AT ALL TYPICAL CURBS, EQUIPMENT PADS, AND PIPE SUPPORT PIERS, REINFORCING
DOWELS SHOWN MAY BE REPLACED WITH MATCHING DOWELS SET IN EPOXY IN DRILLED
HOLES AS SPECIFIED. DOWELS LOCATED CLOSER THAN 3" FROM ANY EDGE OF
CONCRETE SHALL NOT BE REPLACED WITH DRILLED DOWELS.
C-16 ADHESIVE ANCHOR SIZE, SPACING AND EMBEDMENT DEPTHS SHOWN ON THE
CONTRACT DRAWINGS ARE BASED ON "HIT HY-200 ADHESIVE ANCHORING SYSTEM", BY
HILTI (ESR 3963 ISSUED 12/2021). REFER TO STANDARD SPECIFICATION 05 05 20.00 27
POST-INSTALLED CONCRETE AND MASONRY ANCHORS FOR ADHESIVE ANCHOR DESIGN
REQUIREMENTS. CONTRACTOR SHALL COORDINATE APPROVED ADHESIVE
MANUFACTURER WITH CONTRACTING OFFICER TO CONFIRM MINIMUM REQUIRED
EMBEDMENT FOR DIFFERENT ADHESIVE ANCHOR MANUFACTURERS.
C-17 ADJUST THE LOCATION OF DOWELS OR ANCHORS PLACED INTO HARDENED
CONCRETE AS NEEDED TO AVOID DRILLING THROUGH ANY REINFORCING BARS. IF THE
LOCATION NEEDS TO BE MODIFIED, CONTACT THE CONTRACTING OFFICER.
CONTRACTOR SHALL USE NON-DESTRUCTIVE MEANS TO FILED LOCATE
REINFORCEMENT PRIOR TO DRILLING HOLES FOR DOWELS OR ANCHORS.
C-18 CLEAR DISTANCE FROM ANCHOR RODS TO ANY CONCRETE EDGE SHALL BE 4" MINIMUM
UNLESS NOTED OTHERWISE.
C-19 TACK WELDING OF REINFORCEMENT AND REINFORCEMENT OF TIES IS NOT
PERMITTED.
FOUNDATION NOTES:
F-1 SEE PILE PLANS FOR PILE TYPE. ALL PILES SHALL BE INSTALLED AS REQUIRED TO DEVELOP
A MINIMUM VERTICAL DOWNWARD ALLOWABLE LOAD OF 20 TONS PER PILE AND A MINIMUM
LATERAL LOAD AS SPECIFIED ON PILE PLAN DRAWINGS. NO UPLIFT CAPACITY IS REQUIRED
FOR PILES.
F-2 SEE PILE PLANS FOR ESTIMATED PILE LENGTHS REQUIRED FOR STRUCTURES.
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S-001
US Army Corps of Engineers
U .S
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MASONRY NOTES:
M-1 MASONRY MORTAR SHALL BE ASTM C 270 TYPE "S" AND MASONRY GROUT SHALL CONFORM
TO REQUIREMENTS OF ASTM C 476.
M-2 CONCRETE MASONRY UNIT NET AREA COMPRESSIVE STRENGTH SHALL BE 2,500 PSI WHEN
TESTED IN ACCORDANCE WITH ASTM C 140. COMPLETE TEST REPORTS SHALL BE SUBMITTED
TO THE BUILDING INSPECTOR.
M-3 HORIZONTAL JOINT REINFORCEMENT SHALL BE AS SHOWN ON DRAWINGS. HORIZONTAL JOINT
REINFORCEMENT SHALL CONFORM TO ASTM A 951 AND REINFORCEMENT STEEL SHALL
CONFORM TO REQUIREMENTS OF ASTM A 615 FOR GRADE 60 BILLET STEEL.
M-4 VERTICAL REINFORCEMENT SHALL BE PROVIDED AT WALL ENDS.
M-5 MASONRY REINFORCEMENT LAP SPLICES SHALL BE CONTACT SPLICES. UNLESS NOTED
OTHERWISE, LENGTH OF SPLICE FOR SINGLE BARS IN CENTER OF CELLS OF 8" OR LARGER
CMU SHALL BE A MINIMUM OF 25 INCHES FOR #4 BARS, 32 INCHES FOR #5 BARS, AND 50
INCHES FOR #6 BARS. LENGTH OF SPLICE FOR OTHER CONDITIONS SHALL BE AS SHOWN ON
THE DRAWINGS.
M-6 DOWELS SHALL BE EITHER CAST INTO CONCRETE OR INSTALLED WITH A DOWEL ADHESIVE
SYSTEM. IF CAST, DOWELS SHALL BE EMBEDDED IN STEM WALL OR FOUNDATION SLAB A
MINIMUM 9" AND SHALL HAVE A STD 90° HOOK. IF INSTALLED WITH A DOWEL ADHESIVE SYSTEM
DOWELS SHALL BE STRAIGHT BARS EMBEDDED A MINIMUM OF 10" INTO CONCRETE.
M-7 SEE DETAIL G13 ON S-503 FOR REINFORCEMENT REQUIREMENTS.
REFERENCE MATERIALS:
R-1 U.S. ARMY CORPS OF ENGINEERS DESIGN MANUALS:
EM 1110-2-2000: STANDARD PRACTICE FOR CONCRETE FOR CIVIL WORKS STRUCTURES
EM 1110-2-2100: STABILITY ANALYSIS OF CONCRETE STRUCTURES
EM 1110-2-2104: STRENGTH DESIGN FOR REINFORCED CONCRETE HYDRAULIC STRUCTURES
EM 1110-2-2502: FLOOD WALLS AND OTHER HYDRAULIC RETAINING WALLS
EM 1110-2-2906: DESIGN OF PILE FOUNDATIONS
EM 1110-2-2902: CONDUITS, CULVERTS, AND PIPES
EM 1110-2-2102: WATERSTOPS AND OTHER PREFORMED JOINT MATERIALS FOR CIVIL WORKS STRUCTURES
EM 1110-2-2107: DESIGN OF HYDRAULIC STEEL STRUCTURES
R-2 DDC DESIGN DIRECTIVES:
FD6 RETAINING WALLS
FD9A DESIGN GUIDELINES FOR SEWERS
FD9C SEWER CHAMBER DESIGN
R-3 AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS 9TH EDITION, 2020
R-4 ASCE 7-16 MINIMUM DESIGN LOADS AND ASSOCIATED CRITERIA FOR BUILDINGS AND OTHER STRUCTURES
R-5 ACI 318-14 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE
R-6 ACI 350-06 ENVIRONMENTAL ENGINEERING CONCRETE STRUCTURES
R-7 2020 BUILDING CODE OF NEW YORK STATE
R-8 NEW YORK CITY BUILDING CODE 2014
R-9 AISC STEEL CONSTRUCTION MANUAL 14TH EDITION
F-3 PERFORM PILE LOAD TESTING AT EACH STRUCTURE IN ACCORDANCE WITH THE
SPECIFICATIONS. TEST PILES SHALL BE DISTRIBUTED UNIFORMLY AROUND FOOTPRINT
OF EACH STRUCTURE. CONTRACTOR SHALL SUBMIT PILE TESTING PLAN FOR APPROVAL
OF THE CONTRACTING OFFICER.
ABBREVIATIONS
B
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S-002
US Army Corps of Engineers
U .S
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C O
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3"
SIMPLE
L1
0.33 L 1
D
FLOOR OR
ROOF EL
A A
TYPICAL BEAM ELEVATIONS
SKIN REINF, EF
MAIN
REINFA
ROOF EL
FLOOR OR
D
10.33 L
CL COLUMNS OR SUPPORTS
S1
1L
END
3"
C
SPAN LENGTH - SEE PLANS
CL INT BEAM, TYP
B3 MAIN REINF, CONT
B
L2
INT
SKIN REINF-SEE NOTE 4
MAIN REINF
CONT
BEAM DESIGNATION
ON PLANS
CANT
B STIRRUP
D
W
TYPICAL BEAM SECTION
C
CL COLUMNS OR SUPPORTS
0331801
S1S2 S2 S1S1 S1 S1S22" 2" 2" 2"
0.33 L 1 20.33 L 0.33 L 2 10.33 L
S1 S2
SPAN LENGTH - SEE PLANS
MAIN REINF
SEE NOTE 4
1. WHERE BEAMS FRAME INTO CONCRETE WALLS, WALLS SHALL BE
BLOCKED OUT FULL HEIGHT AND WIDTH OF BEAM TO PROVIDE A
MINIMUM 8" SEAT FOR BEAM BEARING. WALL REINFORCEMENT SHALL
NOT BE INTERRUPTED THROUGH BLOCKOUT.
2. S1 = 2x"D" FOR STIRRUP SPACING SEE BEAM SCHEDULE
3. CONTINUOUS BOTTOM BARS IN ALL BEAMS MAY BE SPLICED AT COLUMN CENTERLINES. CONTINUOUS
TOP BARS MAY BE SPLICED AT MID-SPAN.
4. UNLESS NOTED OTHERWISE, PROVIDE SKIN REINFORCEMENT BETWEEN TOP AND BOTTON MAIN
REINFORCEMENT AS FOLLOWS:
FOR BEAMS 18" OR LESS IN DEPTH, NO SKIN REINFORCEMENT IS REQUIRED
FOR BEAMS >18" THRU 36" IN DEPTH, PROVIDE #5@12" EF
FOR BEAMS >36" THRU 84" IN DEPTH, PROVIDE #5@6 EF
FOR BEAMS >84" IN DEPTH, SEE REMARKS IN BEAM SCHEDULE.
5. ALL STIRRUPS SHALL BE CLOSED TIES, TYPE T1, (ACI 315) UNLESS
NOTED OTHERWISE.
6. SEE DRAWINGS FOR BEAM ELEVATION DIAGRAMS SPECIFICALLY
REFERRED TO IN THE BEAM SCHEDULES.
7. WHEN TWO LAYERS OF FLEXURAL REINFORCEMENT ARE REQUIRED
THE SPACING BETWEEN THE LAYERS SHALL BE 3 INCHES.
2" 2"2"
HOOK AT LEAST 3".
END COVER BEYOND OUTSIDE END OF
AT LEAST 3"; AND FOR 90° HOOK,
SIDE COVER NORMAL TO PLANE OF HOOK*
DEVELOPMENT LENGTH OF STANDARD HOOKS
FOR BARS IN TENSION
fc' = 4000 psi OR GREATERfy = 60,000 psi
DEVELOPMENT LENGTH, dh
#11
#10
#9
#8
#7
#6
#5
#4
#3 dh dh
W/ CONC COVER *
6"
7"
9"
11"
1'-0"
1'-2"
1'-4"
1'-6"
1'-7"
BASIC
8"
10"
1'-0"
1'-3"
1'-5"
1'-7"
1'-10"
2'-1"
2'-3"
0321003
BAR SIZE
BASIC
1'-0"
1'-0"
1'-3"
1'-6"
2'-5"
3'-0"
3'-8"
4'-6"
5'-5"
TOP *
1'-0"
1'-3"
1'-7"
1'-11"
3'-1"
3'-11"
4'-9"
5'-10"
7'-0"
1'-0"
1'-7"
2'-4"
3'-1"
4'-11"
6'-0"
6'-9"
7'-7"
8'-5"
1'-4"
2'-1"
3'-0"
4'-0"
6'-4"
7'-9"
8'-9"
9'-10"
10'-11"
SIZE
# 3
# 4
# 5
# 6
# 7
# 8
# 9
# 10
# 11
BAR
1'-0"
1'-3"
1'-7"
1'-11"
3'-1"
3'-11"
4'-9"
5'-10"
7'-0"
1'-3"
1'-8"
2'-0"
2'-5"
4'-0"
5'-1"
6'-3"
7'-7"
9'-1"
1'-4"
2'-1"
3'-0"
4'-0"
6'-4"
7'-9"
8'-9"
9'-10"
10'-11"
1'-8"
2'-9"
3'-11"
5'-2"
8'-3"
10'-1"
11'-4"
12'-9"
14'-2"
BASIC DEVELOPMENT LENGTH CLASS B SPLICE LENGTH
d 1.3 x d
* TOP REINFORCEMENT IS HORIZONTAL REINFORCEMENT SO PLACED THAT MORE THAN
12 INCHES OF FRESH CONCRETE IS CAST IN THE MEMBER BELOW THE REINFORCEMENT.
BASIC DEVELOPMENT LENGTH AND SPLICE LENGTH
FOR BARS IN TENSION
fy = 60,000 psi fc' = 4000 psi OR GREATER
FOR MATERIALS OR CONDITIONS DIFFERENT FROM THOSE STATED, LENGTHS SHOWN IN**
CHART SHALL BE MODIFIED TO CONFORM TO THE PROVISIONS OF ACI 318, SECTION 12.2.
0321004
CLEAR SPACING 3" CLEAR SPACING 3"
BASIC TOP *
CLEAR SPACING 3"CLEAR SPACING 3"
BASIC TOP * BASIC TOP *
NORMAL WEIGHT CONCRETEUNCOATED BARS
** BASED ON MATERIALS AND CONDITIONS AS FOLLOWS:
CLEAR COVER 1.5 INCHES
REQUIRED, SEE
SPECIFICATIONS AND
CLASS "B"
T
FOR SLAB OR WALL THICKNESS AND
REINFORCING, SEE DESIGN DRAWINGS.
WATERSTOP WHERE
SPLICE + 3"
TYPICAL SLAB HORIZONTAL CONSTRUCTION JOINT
GENERAL CONCRETE NOTE C11.
SEE 0331702
FOR TYPICAL KEYWAY,
3/4" GROOVE AND RUSTIFICATION AT
OUTSIDE FACE OF WALL (RUSTIFICATION
WHERE SHOWN ON PLAN)
NON SAG POLYURETHANE
SEALANT WITH BOND BREAKER
1/2" WIDE BOND
BREAKER
3/ 4"
VERTICAL WALL CONSTRUCTION JOINT
WATERSTOP, SEE SPECIFICATIONS
AND GENERAL CONCRETE NOTE C11
3/ 4"
3/ 4"
3/ 4"
1/4" 1/4"
1/4" 1/4"
3/4" 3/4"
D
3"
OPNG
TYP
44D,TYP
3"
3"
TYPICAL REINF AT OPENINGS
NOTES:
1 THIS DETAIL APPLIES FOR OPENINGS 8"Ø AND LARGER.
FOR SMALLER OPENINGS, BEND BARS OR ADJUST SPACING OF
REINFORCEMENT TO AVOID OPENING.
2 PLACE EXTRA BARS OF THE SAME SIZE AS THE INTERRUPTED BARS AT
EACH SIDE OF OPENING. QUANTITY OF EXTRA BARS AT EACH SIDE
SHALL EQUAL HALF THE QUANTITY OF INTERRUPTED BARS EXCEPT
WHERE NOTED OTHERWISE.
3 PROVIDE ONE DIAGONAL BAR EACH SIDE OF OPENING WITH SIZE EQUAL
TO MAIN REINFORCEMENT, TYPICAL EACH FACE.
4 WHERE INVERT OF OPENING IN WALL IS LESS THAN 44 BAR DIAMETERS
FROM TOP OF SLAB, EXTRA REINFORCEMENT ON EACH SIDE SHALL
INCLUDE DOWELS EMBEDDED INTO SLAB WITH STANDARD 90 DEGREE
HOOKS TO SPLICE WITH EXTRA VERTICAL REINFORCEMENT. DOWELS
SHALL ALSO STILL BE PROVIDED BELOW OPENING.
5 WHERE INVERT OF OPENING IN WALL OR SLAB IS CLOSER THAN 44 BAR
DIAMETERS TO EDGE OF SLAB OR BOTTOM OF WALL, EXTRA DIAGONAL
BARS MAY BE TERMINATED TWO INCHES FROM EDGE OF SLAB OR
BOTTOM OF WALL. DOWELS DO NOT HAVE TO BE PROVIDED TO SPLICE
WITH DIAGONAL BARS.
2"
WATERSTOP SEE SPECIFICATIONS
1/3"1/3"
TYPICAL KEYWAY
1/3"
AND GENERAL CONCRETE NOTES C11
HOOK
STANDARD 90°
INTERSECTIONCORNER
HORIZONTAL
BARS
VERTICAL BARS
BARS
HORIZONTAL
BARS
VERTICAL
(OR AS SHOWN)
44 DIA LAP MIN
ADDITIONAL DIAGONAL BARS, REQUIRED IN WEIR CHAMBER
STRUCTURES ONLY, ALTERNATE WITH HORIZONTAL
BARS USING THE SAME SIZE
AND SPACING.
TYP
TYPICAL WALL REINFORCING
TYP
0"
0"
* = STD 90° HOOK LENGTH
0"
0"
S-03-1001
S-03-0204
S-03-0203
S-03-0206
S-03-0108
S-03-0109
1/2 THICKNESS OF JOINT
JOINT THICKNESS, SEE PLANS
EXPANSION JOINT
0325100
WATERSTOP WHERE REQUIRED,
SEE SPECIFICATIONS AND
GENERAL CONCRETE NOTE C11
EXP JOINT MATL, ADHERE TO
ONE SIDE OF CONCRETE
ONLY WITH WATERSTOP
ADHESIVE
JOINT SEALER (BOTH
SIDES OF JOINT AND TOP
OF WALL)
NON-LIQUID BOND
BREAKER BETWEEN JOINT
SEAL AND EXPANSION
MATERIAL
SEE PLANS
EXISTING CONC WALL OR SLAB
SEE PLANS
NEW CONC WALL OR SLAB
T
0325302
RETROFIT WATERSTOP CONNECTION TO
EXISTING STRUCTURE AT EXPANSION JOINT
1/2"Ø EXP BOLT SST @6",
TYP, STAGGER EA SIDE
JOINT SEALANT, TYP BOTH
SIDES OF WATERSTOP
ADHESIVE BETWEEN
WATERSTOP AND
EXISTING CONC
1/4"x2" CONTINUOUS SST
BAR, TYP
JOINT FILLER AND SEALANT,
TYP BOTH SIDES
RETROFIT WATERSTOP,
CENTERED IN WALL OR SLAB
NOTE: DETAIL SHOWN IS PLAN AT WALLS OR SECTION AT SLAB.
S-03-0201
S-03-0302
SE
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CONTRACTION JOINT DETAIL
NTS
LAP SPLICE
(TYP EA SIDE)
JT SEALANT
OMIT NOTCH AT
AND SLAB
BOTT OF MAT
EVERY 2ND BAR
T&B OR EF CONT
THRU JT
TENSION
(TYP EA SIDE)
EXPANSION JOINT DETAIL
NOTCH AND SEALANT
NTS
WALL THICKNESS
IN CONC BELOW STONES
NOTCH AND SEALANT
JOINT FILLER (TYP)
1" EXP JT
WALL REINF
STONE FACING, TYP
PARTIAL PLAN PARTIAL PLAN
2'-0" OC h DOVETAIL SLOT & ANCHOR
MAX 12"OC VERT SPACING
(TYP)
TYPICAL DOVETAIL & CONSTRUCTION JOINT DETAIL
1"
1"
5/8"5/32" 5/32"
POLYURETHANE FILL
20GA SST
ANCHOR SLOT
20GA SST
ANCHOR SLOT
16GA SST STONE ANCHOR
MAX 12"OC VERT
ENLARGED PLAN ISOMETRIC
FACE OF
CONC WALL
PARTIAL PLAN
TYPICAL DOVETAIL & STONE ANCHOR DETAIL
NTS
FOR ANCHORS
DOVETAIL ANCHOR
NTS
STONE FACING, TYP
THRU JT
AND TAP FOR STUD BOLTS.
WATERSTOP (FLGxPE). DRILL
WALL PIPE WITH INTEGRAL
EXISTING CONCRETE WALL
NEW CONCRETE WALL
NON-SHRINK GROUT
M-40-0105
FLANGED BY PLAIN END WALL PIPE
PIPE
HYDROPHILIC WATERSTOP
CENTERED IN WALL, CONTINOUS
AROUND PERIMETER OF OPENING
0' -6
6" 1"
1 1/2" AL PIPE
POST
2"Ø AL SLEEVE
7" LONG
1/4" SET SCREW
ALUMINUM HANDRAILS
REMOVABLE POST
IN CONCRETE
9/16"Ø
HOLES3/
4" 3/
4" 3/
4"
5"
3 1/2" MIN
5" MIN
3/4"3/4"
1/
2"
SET SCREWS
3/8"Ø SST
EXTRUDED ALUMINUM
TOEBOARD
EXTRUDED AL ADAPTER
(USED ONLY WITH AL
BASE FLANGE)
M
IN
SURFACE MOUNTED
TO CONCRETE
CAST AL
BASE FLANGE
1 1/2" ALUMINUM
PIPE POST
3" M
IN
EDGE OF CONCRETE
PLAN
4" 1/
4"
M
AX
1 1/2"x1/8" AL
CLAMP
WALKING SURFACE
5'-0" MAX
ALL HANDRAILS
TOEBOARD, TYPICAL
RAILING
1 1/2" AL PIPE
ELEVATION
TYPE I
EQ
EQ
1/ 2" M
IN
MIN MIN
CAST AL BASE PLATE
3' -6
1/2" AL PIPE
(VERTICAL)
1/
4"
TY
P
4-1/2"Ø SST ADHESIVE
ANCHORS (MIN 5"
EMBEDMENT)
NOTE:
UNLESS SHOWN OTHERWISE ON THE CONTRACT
DRAWING, HANDRAILS SHALL BE TYPE I.
4-1/2"Ø SST ADHESIVE
ANCHORS (MIN 5"
EMBEDMENT)TYPE III STAIR/RAMP HANDRAIL
ADJUSTIBLE
STAIR FITTING
1 1/2" SCH, 40 ALUMINUM
PIPE (TYP FOR RAILS)
1 1/2" SCH, 80 ALUMINUM
PIPE (TYP FOR POSTS)
STAIR FITTING
3' -6
8" 2'
-1 0"
3"
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
A
B
C
D
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F
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C H
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D B
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D R
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SI
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C R
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TI
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SHEET ID
US Army Corps of Engineers
U .S
. A R
M Y
C O
R
PS
O F
EN
G
IN
EE
R S
3" CONTINUOUS FULL SPACINGS 3" MIN
FULL SPACING MAX
BEAMWALL
EQ
SP
AC
ES
3"
H
AL
F
SP
AC
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G M
IN
FU
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PA
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M
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0' -3
C
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FU
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S
PA
C
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G S
3" CONTINUOUS FULL SPACINGS
TYP EACH END
HALF SPACING, MIN - FULL SPACING, MAX
FU
LL
S
PA
C
IN
G S
C O
N
TI
N U
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S 3"
FU
LL
S
PA
C
IN
G , M
AX
H
AL
F
SP
AC
IN
G
, M
IN
3"
WALL
REQD COVER,
TYP
CONTINUOUSHALF SPACING, MIN
FULL SPACING, MAX FULL SPACINGS
HALF SPACING, MIN
FULL SPACING, MAX
4 VERTICAL BARS
IN CORNER
SECTION - WALLS AND SLABS PLAN - WALLS
TYPICAL BAR PLACEMENT
HALF SPACING, MIN
FULL SPACING, MAX
TYP EACH END
FU
LL
S
PA
C
IN
G S
C O
N
TI
N U
O U
S
TYP EACH END
FULL SPACING, MAX
HALF SPACING, MIN
3"
CONTINUOUS FULL SPACINGS
0"
STD 90° HOOK, TYP
NOTE: ORIENTATION OF OUTSIDE
AND INSIDE LAYERS OF REINF
SHALL BE AS SHOWN ON PLANS.
STD 90° HOOK ON
VERTICAL REINF
REQD WHERE SHOWN
ON PLANS.
0"
WALL DOWEL,TYP
0"0"
TYP
REQD COVER,
CALLED OUT ON PLANS.
"FULL SPACING" IS BAR SPACING
COLUMN REINFORCING
DOWELS-SAME SIZE AS
TYPICAL COLUMN ELEVATION
CONC WALLS
IN REINFORCED
OF COLUMN
AT BOTTOM
OF COLUMN
AT TOP
OR BEAM
SLAB
TOP OF
SEE COLUMN DETAILS
MAIN COLUMN REINF
OR SCHEDULES ON PLANS
OR FOOTING
SLAB, WALL,
TOP OF
/6
(U N
LE
SS
N O
TE
D
O
TH
ER
W
IS
E)
#4 T
IE
S
3" 3"
#4 T
IE
S
6"
C
LA
SS
B
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N
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PL
IC
E
C
LA
SS
B
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PL
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H
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/6
H 4"
TY
PI
C
AL
#4 T
IE
S
6"
S-03-0110
S-03-0216
S-03-0802
DOWELS @ 8"
TI
ES
#3
PIPE AND VALVE SUPPORT
1/4" MIN NEOPRENE PAD
DUROMETER 40 TO 50
MATERIAL HARNESS
VA
R
IE
S
(1 2"
W
ID
E)
PIER
MAX, SEE NOTES
8" MIN,
SEE NOTE
DOWEL ADHESIVETHAT HOOK IS PARALLEL TO PIPE, TYP
ROTATE HOOK 90° FROM SHOWN SO
NOTES:
COVER + 1"
REQUIRED
MAX
60°
MIN
1. TOTAL AREA OF DOWELS SHALL NOT BE LESS THAN ONE PERCENT OF TOTAL
PLAN AREA OF THE PIER, EQUAL SPACED AROUND ALL 4 SIDES OF PIER.
2. DOWELS MAY BE CAST IN PLACE WITH 90 HOOK OR ANCHORED WITH DOWEL
ADHESIVE AT CONTRACTORS OPTION. WHERE FLOOR IS 8" THICK OR LESS,
USE #4 DOWELS EMBEDDED TO WITHIN 3" OF BOTTOM OF FLOOR SLAB.
3. WHEN DOWEL ADHESIVE IS USED, EMBED TO DEVELOP 125 PERCENT OF YIELD
STRENGTH OF DOWEL.
4. PIER SHALL BE MINIMUM 12" THICK EACH WAY HORIZONTALLY, AND SHALL BE
SQUARE UNDER LARGE VALVE BODIES SUCH AS CHECK VALVES.
S-03-0506
C . P
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S-003
S-05-0601
SE
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2B
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SHEET ID
US Army Corps of Engineers
U .S
. A R
M Y
C O
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PS
O F
EN
G
IN
EE
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SCALE: 1/4"=1'-0"
PILE PLAN - CHAMBER NO. 1D4 0 4' 8'2' 0 4' 8'2'
S-302 H9
SH
AI
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SH
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N o.
7-
C H
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S A
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A N
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N A
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C O
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U L T
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I N
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R S
PLAN
NORTH
S-302 A9
EX
IS
T 9'
-6 " W x
'-6 " H
IN
V
-1 .2
O
U
TL
ET
NEW 5'-6" W X 3'-0" H
INV 1.21 OUTLET
EX
IS
T 9'
-6 " W
X
'-6 " H
IN
V
-1 .2
IN
LE
T
'-0
" W X
'-6
" H
IN
V -1
.2
FU
TU
R E
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ET
3' -0
5'
-0
2' -7
5' -0
36'-2"
BENCH EL 2.71FT
CURVE DATA
R1=13'-2"± T1=5'-6"± Δ1=45°
T1
R1
T1
MANHOLE STEP,
SEE DETAILS IN
S-503, TYP
SCALE: 1/4"=1-0'
BOTTOM PLAN - CHAMBER NO. 1D14
PLAN
NORTH
ADDTL 3- #6 @ 4" EW CONT.
ABOVE PILES, TYP
2'-8"
3' -6
2'
-2
FLO
W
FLOW
FLOW
8"
18"
3'-0" Ø COLUMN
A16
S-103
M13 S-103
D17 S-103
A12 S-103
M17 S-103
H13 S-103
E13 S-103
8"
8"
PILE CAP BEYOND, TYP
S.
N
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BE
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IN
TA
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S
TR
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N O
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S-102
24'-3"
7'- 5"
8"
H17 S-103
18"
EXISTING 24 "
SANITARY SEWER
CL, VIF
COLUMN
ABOVE, TYP
SEE NOTE 1
EXISTING STORM
SEWER EDGE
'-6
" W X
'-6
" H
IN
V -1
.2
FU
TU
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IN
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SO
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AY
SU
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1-
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9-
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2B
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12" CMU BULKHEAD
FOR FUTURE INLET,
8'-6" x 5'-6", TYP
12" CMU
BULKHEAD FOR
FUTURE OUTLET,
11'-0" x 5'-6", TYP.
FOR BOX SEWER
DETAILS, REFER TO
S-104
'-0
EQ
U
AL
S
PA
C
ES
3'
-1 0"
5' -4
4'
-5
7'-
'-1
1"
10'-7"
24'-7"
6' -5
M
IN
2' -1
0"
2'-0"
TYP
3 EQUAL SPACES @3'-8" =11'-0"
TYP
3'-10"
TYP
3 EQUAL SPACES @3'-8" =11'-0"
TYP
3'-10"
MIN
3' -8
18"
2' -0
TY
P
37'-6"
5'-
2'-0"
TYP
2'-0"TYP 2'-
0"
TYP
3'- 8"
3'-11"
3'-11"
3' -8
H6 S-303
MANHOLE
STEP, SEE
DETAILS, TYP
12" INTERNAL CMU
WALL (6'-6" HT.), TYP
CFA PILES, TYP
DIAMETER (IN)
BUTT ELEVATION (FT)
TIP ELEVATION (FT)
MINIMUM AXIAL CAPACITY (TON)
CFA*
*Continuous Flight Auger (Concrete)
CHAMBER 1
-3.79
-37.54
NOTES
1. CMU BULKHEADS ARE INCLUDED TO
FACILITATE THE CONNECTION OF
FUTURE SEWERS AND WOULD BE
REMOVED AT THAT TIME (TO BE
DETERMINED).
2. INTERNAL CMU WALLS CHANNELIZE
FLOWS AWAY FROM BULKHEADS AND
WOULD ALSO BE REMOVED WHEN
FUTURE SEWERS ARE CONNECTED.
SEE NOTE 2
SEE NOTE 1
16'-7"
2' -6
3'- 6"
CLR
LENGTH (FT) 33
33'-8"
2'-0"
TYP
'-1
3' -3
NOTES:
1. SLAB REINFORCEMENT SEE SECTIONS
2. XX INDICATES SLAB THICKNESS AND DIRECTION OF OUTERMOST LAYERS OF REINFORCING
HORIZONTAL
REINFORCEMENT (TYP)
SEE SHEET S-503
3'-10"
TYP
3' -9
" M
IN
NOTE:
1. SEE A13, S-504 FOR REBAR DETAILS UNDER COLUMN
81NUMBER
AutoCAD SHX Text
A PROFESSIONAL CORPORATION
0 4' 8'2'
36'-2"
S-302 A9
S-302 H9
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
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U .S
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MANHOLE, TYP
24'-3"
'-1
'-8
9'-8"
ADD 4- #6 AROUND
OPNG T&B, TYP
ADD 3- #7
@ 3"
T&B, TYP
SCALE: 1/4"=1-0'
ROOF PLAN - CHAMBER NO. 1F6
D14, S-102
SCALE: 1/2"=1-0'
DETAILM13 D14, S-102
SCALE: 1/2"=1-0'
DETAILM170 4' 8'2' 0 4' 8'2'
D14, S-102
SCALE: 1/2"=1-0'
DETAILH17 0 4' 8'2'
D14, S-102
SCALE: 1/2"=1-0'
DETAILD17 0 4' 8'2'
D14, S-102
SCALE: 1/2"=1-0'
DETAILH13 0 4' 8'2'
D14, S-102
SCALE: 1/2"=1-0'
DETAILE13 0 4' 8'2'
D14, S-102
SCALE: 1/2"=1-0'
DETAILA12 0 4' 8'2'
D14, S-102
SCALE: 1/2"=1-0'
DETAIL A16 0 4' 8'2'
8- #6 BARS
#4 TIES @6"
12- #6 BARS
#4 TIES @6"
20- #6 BARS
#4 TIES @6"
22- #6 BARS
#4 TIES @6"
22- #6 BARS
#4 TIES @6"
13- #6 BARS
#4 TIES @6"
12- #6 BARS
#4 TIES @6"
13- #8 BARS
SPIRAL #3 @3"
2'-8"
14" 18
3' -0
1'-6"
18"
5' -0
18"
5' -0
Ø3'-0"
18"
18"
8"
2' -2
18"
7'- 5"
18"
TYP
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COLUMN ELEVATION,
SEE S-504
WALL REBAR, TYP
SO
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18"
MANHOLE, TYP
ADD 4- #6 AROUND
OPNG T&B, TYP
ADD 3- #7 @ 3"
T&B, TYP
DOWEL (TYP)
SEE DETAIL IN S-503
3'-0"
Ø3'-0"
SCALE: 3/8"=1-0'
DETAILA5
5 LEGGED STIRRUPS #5@ 6" O.C
(11) EACH SIDE- (44) TOTAL (TYP)
TYPICAL TOP SLAB
REBAR
3"
INTERIOR COLUMN,
Ø3'
S-303 L13
2'0 1' 4'
ADD 6 #7 TOP BARS @
EW COLUMN, TYP
TYPICAL TOP SLAB
REBAR
H6 S-303
3'-0"
Ø3'-0"
4'- 9"
DOWEL (TYP)
SEE DETAIL IN S-503
DOWEL (TYP)
SEE DETAIL IN S-503
A5 S-103
DOWEL (TYP)
SEE DETAIL IN S-503
4'-5" 4'-5"
4' -5
4'
-5
SEE NOTE 9 ON S-302
FOR HOOKS, TYP
NOTES:
1. TOP SLAB REINFORCEMENT #7@6" T&B EW
2. XX INDICATES SLAB THICKNESS AND DIRECTION OF OUTERMOST LAYERS OF REINFORCING
2' -7
HORIZONTAL REBAR
(TYP)
SEE DETAIL IN S-503,
TYP
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US Army Corps of Engineers
U .S
. A R
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SCALE: 3/8"=1'-0"
QUINTARD ST. NORTH BOX SEWER 1 BOTTOM PLANG1 4'0 2' 8'
SCALE: 3/8"=1'-0"
QUINTARD ST. SOUTH BOX SEWER 2 BOTTOM PLANF7 4'0 2' 8'
3- #6 @ 4"
EW CONT AT
PILE, TYP.
CFA PILE, SEE SHEET S-502
4' -5
TY
P
3- #6 @ 4"
EW CONT.
AT PILE, TYP.
2'-0"
S-314 J1
S-314 J7
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7'-8"
EXISTING 24 " SANITARY SEWER
CL, VIF
FOR PILE CLEARANCE
NEAR SANITARY SEWER ,
REFER TO S-102
2'-0"
3' -6
" C
LR
TY
P
30"
SANITARY SEWER
2'-0"6'-0"2'-0"
SEE S504 FOR TYPICAL
LONGITUDINAL REBARS
AT SEWER CROSSING
SEE S107 FOR
CHAMBER PILES
3' -8
" T
YPSEE DETAILS
J17 IN S-504, TYP
3'-8"
TYP2'-0" TYP
3' -6
" C
LR
SEE S102 FOR CHAMBER PILES
3'-8" TYP 3'-8" TYP2'-0" TYP 2'-0" TYP
SCALE: 3/8"=1'-0"
SAND LANE NORTH/QUINCY AVE. BOX SEWER 3 BOTTOM PLANF13 4'0 2' 8'
PLAN
NORTH
13'-8"
4'-10" 4'-10" 2'-0"
SCALE: 3/8"=1'-0"
SAND LANE NORTH/QUINCY AVE. BOX SEWER 3 ROOF PLAN (AT M.H.)A12 4'0 2' 8'
11'-6"
13'-8"
3- #6 @ 4" EW CONT.
AT PILE, TYP.
4'-0" SQ OPNG FOR
ACCESS MANHOLE,
SEE DETAIL K3 ON
S-503
ADD 4- #6 AROUND OPNG T&B, TYP.
ADD 3- #8@3"
T&B, TYP.
2" TY
P
2'-2"
13"13"
CL OF ACCESS
MANHOLE ABOVE, TYP
2'-0"
S-314 J13
3' -6
C
LR
~9 '-9
" V
IF
20" RELOCATED
WATER MAIN,
SEE CIVIL DWGS FOR
CLEARANCE
3'-8"
7' -8
CFA PILE, SEE
SHEET S-502
SEE S102 FOR
CHAMBER PILES
CFA PILES, TYP
TIMBER PILES, TYP
3'-8"
3' -8
" T
YP
3'-8" 10'-0"
PLAN
NORTH PLAN
NORTH
PLAN
NORTH
SEE NOTE 6 ON S-314
FOR HOOKS, TYP
BUTT ELEVATION (FT)
TIP ELEVATION (FT)
MINIMUM AXIAL CAPACITY (TON)
-0.29
20 20
-34.04
BOX SEWER 1
-0.36
-34.11
BUTT ELEVATION (FT)
TIP ELEVATION (FT)
-2.16
20 20
-25.91
BOX SEWER 2
-32.91
BUTT ELEVATION (FT)
TIP ELEVATION (FT)
MINIMUM AXIAL CAPACITY (TON)
-0.9
20 20
-34.65
BOX SEWER 3
-1.06
-34.81
*Continuous Flight Auger (Concrete)
UPSTREAM (CFA/
TIMBER PILES)
DIAMETER, IN LENGTH, FT
CFA PILES, TYP
TIMBER PILES, TYP
*Continuous Flight Auger (Concrete)
DIAMETER, IN LENGTH, FT
MINIMUM AXIAL CAPACITY (TON)
UPSTREAM
CFA PILES, TYP TIMBER PILES, TYP
-2.29
20 20
-26.04
-2.29
-33.04
DOWNSTREAM
CFA PILES, TYP TIMBER PILES, TYP
DIAMETER, IN 14 13 14 13
LENGTH, FT 23 30 3023
-2.16
DOWNSTREAM (CFA/
TIMBER PILES)
4' -7
" V
IF
2' -0
" V
IF
SCALE: NTS
TYPICAL CFA/TIMBER PILE TRANSITION JOINTA7
CFA PILES WITHIN MIN 15'
CFA-TIMBER PILE TRANSITION
JOINT AT MID POINT OF TYP
LONGITUDINAL PILE SPACING,
SEE S-03-0201
PROVIDE MINIMUM
OF TWO ROWS AFTER JOINT
EXISTING STRUCTURE
BOUNDARY
TYP SPACING
SEE PLANS EQ EQ
SEE A7-S104 FOR PILE
TRANSITION JOINT DETAILS
UPSTREAM (CFA
PILES)
DOWNSTREAM (CFA
PILES)
TYP SPACING
SEE PLANS
20 TON TIMBER PILE, TYP.
8 30
CFA (APPROX.) TIMBER (APPROX.)BOX SEWERS
6 242
3'-8"
2'-0"
TYP
3' -8
2' -0
SEE DETAILS
J17 IN S-504, TYP
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U .S
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121'-0"
'-2
4' -3
4'
-4
4' -4
4'
-3
HP12x63 PILE, TYP, SEE NOTE 2
FOUNDATION OUTLINE
ADDTL 3-#6 EW CONT
OVER PILES, TYP
33 HP12X63 PILES EQUALLY SPACED @ 3'-8"=117'-0"
9'-6" 9'-6" 9'-6" 9'-6" 9'-6"18" 18" 18" 18"20"
56'-10"
20"
5'-0"
TYP
2'-6"
TYP
5'-0"
TYP
2'-6"
TYP
5'-0"
TYP
2'-6"
TYP
5'-0"
TYP
30'-7" 30'-7"
CAST IRON MANHOLE STEPS,
SEE NYCDEP SEWER DESIGN
STANDARDS, DETAIL SE43, TYP
5'-0"
TYP
2'-3"
TYP
BOTTOM OF WEIR OPNG EL 3.09, TYP ALL WEIRS
S-304 D
S-304 D
S-304
D SIM
TYP
TRASH RACK SCREEN,
SEE DETAIL 9/S-502, TYP
8'-0"W x 4'-9"H BOX SEWER
NO. 2, SEE S-314
18"
TYP
S-03-0109
ADDTL REINF AT
OPENINGS, TYP
TYP
x CONCRETE FILL EL -3.00
110°TYP
16'-6" 22'-0" 44'-0" 22'-0" 16'-6"
C . P
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TR
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S-105
160°
TYP
8'0 4' 16'J8 PILE PLAN
SCALE: 3/16" = 1'-0"
8'0 4' 16'A8 BOTTOM PLAN
SCALE: 3/16" = 1'-0"
S-501
TYPS-501
TYPS-501
PLAN
NORTH
1" EXP JT MATL W/WATERSTOP & SEALANT
17'-0"
4'-0"
TYP
12"
TYP
S-03-0201
TYPS-502
2'-0"
TYP
2' -0
2'
-0
18"
TYP
18"
TYP
x CONCRETE FILL EL -5.00 7'
-4
STEP AT CONCRETE FILL
1. CAST-IN-PLACE OPTION SHOWN, FOR
PRECAST CULVERT OPTION, SEE
STANDARD DETAIL S-03-0302.
2. DEEP FOUNDATION REQUIREMENTS:
PILE TYPE: HP12X63 ASTM A572 GRADE 50
BUTT EL: -8.50
APPROXIMATE TIP EL: -51.50
MINIMUM LATERAL CAPACITY: 5.5 TONS
PER PILE
TOTAL NUMBER OF PILES REQUIRED: 165
NOTES:
SEE NOTE 1
SE
VE
N
TH
A
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N U
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EW
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K, N
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2B
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US Army Corps of Engineers
U .S
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C O
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IN
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PLAN
NORTH
36"Ø BOLTED MANHOLE,
SEE NOTE 1, TYP
HPT EL 9.17 BM-3
BM-2
BM-1
BM-1
BM-1
BM-1 BM-1 BM-1 BM-1 BM-1
BM-1
BM-1
BM-1
BM-2
119'-0"
4"
'-9
/2
6"
'-8
DANGER SIGN TO BE BOLTED
TO CONC BESIDE MANHOLE,
SEE DETAIL 8/S-501
S-304 D
2ENDBM-2
BM-1 INT 18" 11 4-#8 4-#8
REQD
No MAIN REINF
TOP BOT
BOTTOM
ELEVTYPE
SPAN REMARKS
S1 STIRRUPS
CBA
ADD REINF
WIDTHMARK
BEAM SCHEDULE
S2 STIRRUPS
SIZE SPACING SPACINGSIZE
#4 DS 6"
#4 DS
7.09
4-#8 4-#8
#4 DS
#4 DS
NOTE:
1. SEE STANDARD DETAIL S-03-1001 FOR TYPICAL BEAM ELEVATION.
18" 7.09 6"
6"
6"
1SIMPBM-3 #44-#9 4-#9 #422" 4.09 6" 6"
6'-0"
17" 6'-0" 6'-0" 6'-0" 6'-0" 6'-0" 6'-0" 6'-0" 6'-0" 6'-0" 17"
BOLLARD, SEE DETAIL 10/S-502, TYP
6'-0"
TYP
6'-0"
TYP
6'-0"
TYP
6'-0"
TYP
2'-0"
S-05-0601
AL HANDRAILS
TYP
STONE SHELF
S-304 D
SIM
3'-10"
TOP
ELEV
VARIES
VARIES
7.50
S-03-0109
ADDTL REINF AT
OPENINGS, TYP
160°
TYP
110°TYP
13'-6" 22'-0" 44'-0" 22'-0" 15'-6"
C . P
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TR
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S-106
8'0 4' 16'G8 TOP PLAN
SCALE: 3/16" = 1'-0"
NOTES:
1. PROVIDE BOLTED FLUSH MOUNTED
MANHOLE FRAME, SEE DETAIL 13 ON S-502.
CUSTOM PATTERN COVER SHALL BE AS
REQUIRED PER NYCDEP SEWER DESIGN
STANDARDS, DETAIL SE41.
115'-0"
0'-5"
TYP TYP
TYP
LPT EL 9.00
2'-2" SL
O
PE
SL
O
PE
SL
O
PE
SL
O
PE
EL VARIES
EL VARIES
8'-0"
DS = DOUBLE STIRRUPS, SEE DETAIL 12/S-502
DS = DOUBLE STIRRUPS, SEE DETAIL 12/S-502
SE
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0 4' 8'2'
PLAN
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SCALE: 1/4"=1-0'
BOTTOM PLAN - CHAMBER NO. 2A12
S-305 A7
2' -0
10'-9"
2'-0"
3' Ø COLUMN
9'-6"
5'-0"
EXIST OUTLET
9'-0"X 6'-0" DB STORM SEWER
INV. -2
.4
EXIST OUTLET
9'-0"X 6'-0" DB STORM SEWER
INV. -2
.3
1'-11"
'-0
M10 S-108
G14 S-108
D14 S-108
A14 S-108
D18 S-108
L13 S-108
12"
VIF
2' -3
3' -8
2'
-9
S-305 H7
8"
6' -3
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9' -6
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2'-0"
8"
8"
8"
8"
FLOW
FLOW
FLOW
FLOW
FLOW
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BENCH EL 0.6'
BENCH EL 0.6'
PILE CAP BEYOND, TYP
CMU WALL AT TWO
FUTURE INLETS 11'-0" x
5'-6",SEE NOTE 1, TYP
CMU WALL AT
FUTURE OUTLET
9'-6" x 6'-0", TYP
CURVE DATA
R1=13'-0"± T1=6'-0"± T2=7'-6"± Δ1=53° R2=12'-6"± T3=7'-0"± T4=7'-5"± Δ2=60° R3=12'-9"± T5=6'-3"± T6=5'-11"± Δ3=51°
T1
T2
R1
R3
T3
T4
R2
T5
T6
G18 S-108
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23'-0"
8"
3' -2
2'-0"
8"
7' -4
15'-0"
3'-6" 3'-6"
2'- 0"
S-108 D10
INTERNAL
CMU WALL
(6'-4" HT.),
TYP
INTERNAL CMU
WALL (6'-4" HT.), TYP
SEE TYPICAL
DETAILS ON S-503
FOR CMU END
CONNECTIONS
S-305 B17
A10 S-108
S-303 A9
0 4' 8'2'1/4"=1-0'
PILE PLAN - CHAMBER NO. 2A6
PLAN
NORTH
11'-5"
'-1
39'-11"
2'-0"
TYP
ADDTL 3- #6 @ 4" EW CONT.
ABOVE PILES, TYP
4 EQUAL SPACES @
3'-8"=14'-8"
EQ
U
AL
S
PA
C
ES
3'
-1 0"
9' -2
4'
-2
EQ
U
AL
S
PA
C
ES
3'
-8
4'
-8
6' -1
0"
'-1
0"
2' -0
TY
P
2'-0"
TYP
EQ
U
AL
S
PA
C
ES
3'
-1 0"
'-6
3'-8"
3' -8
2'-0"
TYP
FOR BOX SEWER
REBARS DETAIL,
REFER TO S-104
3EQ SPACES
@4'-0"= 12'-0"
16'-4"
4' -1
1" 4'
-1 1"
2' -0
TY
P
9' -1
0"
'-6
3'-8"
3'-8" 3'-8"
SEE NOTE 2
SEE NOTE 1
NOTES
1. CMU BULKHEADS ARE INCLUDED TO FACILITATE THE
CONNECTION OF FUTURE SEWERS AND WOULD BE
REMOVED AT THAT TIME.
2. INTERNAL CMU WALLS CHANNELIZE FLOWS AWAY FROM
BULKHEADS AND WOULD ALSO BE REMOVED WHEN
FUTURE SEWERS ARE CONNECTED.
3. XX INDICATES SLAB THICKNESS AND DIRECTION OF
OUTERMOST LAYERS OF REINFORCING.
4. EXISTING INLET TO BE DEMOLISHED TO FACILITATE THE
CONNECTION OF FUTURE SEWERS.
16'-10"
'-2
CFA PILES, TYP
DIAMETER (IN)
BUTT ELEVATION (FT)
TIP ELEVATION (FT)
MINIMUM AXIAL CAPACITY (TON)
*Continuous Flight Auger (Concrete)
LENGTH (FT) 23
-4.9
-28.65
R14 '-1
22'-0"
'-0
13'-10"
3'-0"
14'-6"
22'-11"
2'- 0"
TY
P
3'-3"
HORIZONTAL
REINFORCEMENT (TYP)
SEE SHEET S-503
COLUMN
ABOVE, TYP
SEE NOTE 1
NOTE:
1. SEE A13, S-504 FOR REBAR DETAILS UNDER COLUMN
ADD 2#7 REBAR
L=7'-0" T&B
SEE SECTION
A9/S-303 FOR
FLAP GATE
G11 S-108
CFA*CHAMBER 2
153NUMBER
file:///n:/projects%201900%20-2099/1953-%20hazen%20south%20beach/DWG/SHEETS/SSSIS107.DWG AutoCAD SHX Text file:///n:/projects%201900%20-2099/1953-%20hazen%20south%20beach/DWG/SHEETS/SSSIS107.DWG
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US Army Corps of Engineers
U .S
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0 4' 8'2'SCALE: 1/4"=1-0'
ROOF PLAN - CHAMBER NO. 2A2
'-5
10'-8"
39'-1"
'-0
0 2' 4'1' A12, S-107
SCALE: 1/2"=1-0'
DETAILL13
0 2' 4'1' A12, S-107
SCALE: 1/2"=1-0'
DETAILG14
0 2' 4'1' A12, S-107
SCALE: 1/2"=1-0'
DETAILD14 A12,S-107
SCALE: 1/2"=1-0'
DETAILD18 0 2' 4'1'
A12, S-107
SCALE: 1/2"=1-0'
DETAILM10
0 2' 4'1'
A12, S-107
SCALE: 1/2"=1-0'
DETAIL A14 0 2' 4'1'
S-305 A7
'-5
H7 S-305
TIES #4@6" OC,
TYP
20- #8, TYP
20- #8, TYP
#4@6" OC,
TYP
12- #8
TIES #4 @6" OC, TYP
13- #8 BARS
2'-0"
3' -8
2' -2
2'-0"
2' -9
" 22
8- #8, TYP
#4@6" OC,
TYP
SPIRAL #3 @3"
12- #8
TIES #4@6" OC,
TYP
MANHOLE, TYP
ADD 4- #6 AROUND
OPNG T&B, TYP
ADD 3- #7 @ 3"
T&B, TYP
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S-108
PLAN
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Ø3'-0"
COLUMN ELEVATION,
SEE S-03-0802
#5 ALTERNATE
CELL, TYP
#5 ALTERNATE
CELL, TYP
WALL REBAR,
TYP
12" CMU
WALL, TYP
SO
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SCALE: 3/8"=1-0'
DETAILK17
INTERIOR COLUMN,
3'X3' TYP
S-305 M18
6 LEGGED
#4 STIRRUPS @ 6"
O.C (11) EACH SIDE-
(44) TOTAL (TYP)
K17 S-108
4'0 2' 8'
Ø3'- 0"
2'-0"
7"
1'-11"
5'-0"
2'-0"
3'-8"
2'-6"
10- #8, TYP
#4@6" OC,
TYP
38'-0"
A12, S-107
SCALE: 1/2"=1-0'
DETAIL A10 0 2' 4'1'
TIES #4@6" OC, TYP
8-#8, TYP
FOR WALL
REINFORCEMENT
SEE SECTION
A12, S-107
SCALE: 1/2"=1-0'
DETAILD10
FOR WALL
REINFORCEMENT
SEE SECTION
8-#8
TIES #4@6" OC,
0 2' 4'1'
3"
ADD 6 #7 TOP
BARS @ EW
COLUMN, TYP
DOWEL (TYP)
SEE DETAIL IN S-503
6'-10"
9'
5'-6"
5' -6
6"
DOWEL (TYP)
SEE DETAIL IN S-503
DOWEL (TYP)
SEE DETAIL IN S-503
DOWEL (TYP)
SEE DETAIL IN S-503
DOWEL (TYP)
SEE DETAIL IN S-503
3'-6"
Ø3'-0"
'-0
SLAB REBR TYP
S-303 A9
S-305 B17
2'-6"
A6 S-108
3'- 6"
4'-2"
SCALE:3/8"=1'-0"
DETAILA6 0 2' 4'1'
6 LEGGED (10)
#4 STIRRUPS @ 6"
3"
S-303 H13
NOTES:
1. SLAB REINFORCEMENT #7@6" T&B EW
2. XX INDICATES SLAB THICKNESS AND DIRECTION
OF OUTERMOST LAYERS OF REINFORCING
FOR WALL
REINFORCEMENT
SEE SECTIONS,
TYP
TRANSVERSE
REBAR NOT SHOWN
FOR CLARITY
NOTE: PROVIDE SAME STIRRUPS ON BOTTOM SLAB
SEE SECTION A9, S-303 FOR
ADDED REBAR
CUSTOM MADE
CURVE LADDER
#5 ALTERNATE
CELL, TYP
OVERLAP WIRE JOINT,
AT CORNERS
A12,S-107
SCALE: 1/2"=1-0'
DETAILG11 0 2' 4'1'
A12,S-107
SCALE: 1/2"=1-0'
DETAILG18 0 2' 4'1'
12" CMU
WALL, TYP
MANHOLE, TYP
ADD 4- #6 AROUND
OPNG T&B, TYP
ADD 3- #7 @ 3"
T&B, TYP
AutoCAD SHX Text
A PROFESSIONAL CORPORATION
file:///n:/projects%201900%20-2099/1953-%20hazen%20south%20beach/DWG/SHEETS/SSSIS107.DWG file:///n:/projects%201900%20-2099/1953-%20hazen%20south%20beach/DWG/SHEETS/SSSIS107.DWG file:///n:/projects%201900%20-2099/1953-%20hazen%20south%20beach/DWG/SHEETS/SSSIS107.DWG file:///n:/projects%201900%20-2099/1953-%20hazen%20south%20beach/DWG/SHEETS/SSSIS107.DWG file:///n:/projects%201900%20-2099/1953-%20hazen%20south%20beach/DWG/SHEETS/SSSIS107.DWG file:///n:/projects%201900%20-2099/1953-%20hazen%20south%20beach/DWG/SHEETS/SSSIS107.DWG file:///n:/projects%201900%20-2099/1953-%20hazen%20south%20beach/DWG/SHEETS/SSSIS107.DWG file:///n:/projects%201900%20-2099/1953-%20hazen%20south%20beach/DWG/SHEETS/SSSIS107.DWG file:///n:/projects%201900%20-2099/1953-%20hazen%20south%20beach/DWG/SHEETS/SSSIS107.DWG file:///n:/projects%201900%20-2099/1953-%20hazen%20south%20beach/DWG/SHEETS/SSSIS107.DWG file:///n:/projects%201900%20-2099/1953-%20hazen%20south%20beach/DWG/SHEETS/SSSIS107.DWG file:///n:/projects%201900%20-2099/1953-%20hazen%20south%20beach/DWG/SHEETS/SSSIS107.DWG file:///n:/projects%201900%20-2099/1953-%20hazen%20south%20beach/DWG/SHEETS/SSSIS107.DWG file:///n:/projects%201900%20-2099/1953-%20hazen%20south%20beach/DWG/SHEETS/SSSIS107.DWG file:///n:/projects%201900%20-2099/1953-%20hazen%20south%20beach/DWG/SHEETS/SSSIS107.DWG file:///n:/projects%201900%20-2099/1953-%20hazen%20south%20beach/DWG/SHEETS/SSSIS107.DWG file:///n:/projects%201900%20-2099/1953-%20hazen%20south%20beach/DWG/SHEETS/SSSIS107.DWG file:///n:/projects%201900%20-2099/1953-%20hazen%20south%20beach/DWG/SHEETS/SSSIS107.DWG file:///n:/projects%201900%20-2099/1953-%20hazen%20south%20beach/DWG/SHEETS/SSSIS107.DWG file:///n:/projects%201900%20-2099/1953-%20hazen%20south%20beach/DWG/SHEETS/SSSIS107.DWG file:///n:/projects%201900%20-2099/1953-%20hazen%20south%20beach/DWG/SHEETS/SSSIS107.DWG file:///n:/projects%201900%20-2099/1953-%20hazen%20south%20beach/DWG/SHEETS/SSSIS107.DWG file:///n:/projects%201900%20-2099/1953-%20hazen%20south%20beach/DWG/SHEETS/SSSIS107.DWG file:///n:/projects%201900%20-2099/1953-%20hazen%20south%20beach/DWG/SHEETS/SSSIS107.DWG file:///n:/projects%201900%20-2099/1953-%20hazen%20south%20beach/DWG/SHEETS/SSSIS107.DWG file:///n:/projects%201900%20-2099/1953-%20hazen%20south%20beach/DWG/SHEETS/SSSIS107.DWG file:///n:/projects%201900%20-2099/1953-%20hazen%20south%20beach/DWG/SHEETS/SSSIS107.DWG file:///n:/projects%201900%20-2099/1953-%20hazen%20south%20beach/DWG/SHEETS/SSSIS107.DWG
4'-0" 4'-0"
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US Army Corps of Engineers
U .S
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C O
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PLAN
NORTH
PLAN
NORTH
3'- 9"
TYP
HP12X63 PILE, TYP, SEE NOTE 2
FOUNDATION OUTLINE
'-6
TYP
3'- 0"
TYP
4"
TYP
TYP
7'- 2"
TYP
TYP
24'-0"TYP
4"TYP
S-306 F
S-306 E
11'-6"W x 3'-6"H BOX SEWER NO. 3, SEE S-314
4" STEP FOR STONE FACING, SEE FRONT FACE
OF HEADWALL ELEVATION ON S-203
15'-6"
7'-9"
TYP
3'- 9"
TYP
'-6
TYP
2'-0" 4'-0"
3' -9
3'
-9
4'-0"
S-306 F
S-306 F
S-306 E
S-306 F
12"
TYP
4'-2"TYP
4'-2"TYP
4'-2"TYP
4'-2"TYP
4'-0"TYP
CL
12"
TYP
S-306 G
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R
C . H
U N
T
E.
R
O
SE
N
BE
R G
PI
LE
A N
D T
O P
PL
AN
S H
EA
D
W
AL
L N
O . 2
SA
N
D L
N N
O R
TH
S-109
8'0 4' 16'H8 PILE PLAN
SCALE: 3/16" = 1'-0"
8'0 4' 16'A8 TOP PLAN
SCALE: 3/16" = 1'-0"
2'-0"
CL
1" EXP JT MATL W/WATERSTOP & SEALANT
ADDTL 3-#6 EW CONT OVER PILES, TYP
11'-6"W x 3'-6"H
FLAP GATE
SIM
SIM
5'-9"
TYP
S-03-0201
2'- 0"
TYP
2'- 0"
TYP
2'-0"
2' -0
2'
-0
135°
TYP
18"TYP
135°
TYP
1. CAST-IN-PLACE OPTION SHOWN, FOR PRECAST
CULVERT OPTION, SEE STANDARD DETAIL S-03-0302.
2. DEEP FOUNDATION REQUIREMENTS:
PILE TYPE: HP12X63 ASTM A572 GRADE 50
BUTT EL: -3.06
APPROXIMATE TIP EL: -38.06
MINIMUM LATERAL CAPACITY: 6 TONS PER PILE
TOTAL NUMBER OF PILES REQUIRED: 52
NOTES:
SEE NOTE 1
SE
VE
N
TH
A
VE
N U
E N
EW
Y
O R
K, N
EW
Y
O R
K
N
EW
Y O
R K
D
IS
TR
IC
T
JA
C O
B K.
J
AV
IT
S
FE
D
ER
AL
B U
IL
D
IN
G
F
ER
ER
AL
P
LA
ZA
, N Y
8-
W
2D S2
2B
XX
D
EC
EM
BE
R
AN
SI
D
C O
AS
TA
L
ST
O R
M R
IS
K
M
AN
AG
EM
EN
T
SO
U
TH
S
H O
R E
O F
ST
AT
EN
IS
LA
N
D , N
EW
Y
O R
K
IN
TE
R
IO
R
D R
AI
N
AG
E
AR
EA
E
FI
N
AL
R
EA
D
Y
TO
A D
VE
R
TI
SE
, 1
D
EC
EM
BE
R
B
C
D
E
F
G
H
J
K
L
M
N
P
SU
BM
IT
TE
D B
Y:
C H
EC
KE
D B
Y:
D R
AW
N
B Y:
D
ES
IG
N
ED
B
Y:
C O
N
TR
AC
T
N O
SO
LI
C
IT
AT
IO
N N
O
IS
SU
E D
AT
E:
SI
ZE
M
AR
K
D
ES
C R
IP
TI
O N
D
AT
E
SHEET ID
US Army Corps of Engineers
U .S
. A R
M Y
C O
R
PS
O F
EN
G
IN
EE
R S
SH
AI
LE
SH
R . N
AI
K, P .E
N
EW
Y
O R
K
LI
C
EN
SE
N o.
7-
C H
A R
L E
S A
M
A N
G A
N A
R O
C O
N S
U L T
I N
G
E
N G
I N
E E
R S
'-1
1"
SCALE: 1/4"=1'-0"
PILE PLAN - CHAMBER NO. 3E5 0 4' 8'2' SCALE: 1/4"=1'-0"
BOTTOM PLAN - CHAMBER NO. 3E15 0 4' 8'2'
PLAN
NORTH
PLAN
NORTH
N
EW
1'
-6 " W
X
'-6 " H
IN
V
0.
2' -3
6'-6"
EXIST 8'-0"W X 4'-0"H
INV 0.1 6'-6"
6'-6"
EXIST 8'-0"W X 4'-0"H
INV 0.104'-9"
BE
NC
H
EL
.3
5F T
CURVE DATA
R1= 12'-1"± T1= 15'-6"± T2= 11'-6"± Δ1= 80°
T2
T1
TYPICAL
MANHOLE
STEP
S-307
A5
S-307
J16
S-307
J5
CMU WALL AT TWO
FUTURE OUTLETS
10'-0" x 5'-6", TYP
ADDTL 3- #6 @4" EW CONT.
ABOVE PILES, TYP
R1
'-1
0"
6'-6"
21"
A1 S-110
SCALE: 3/4" = 1'- 0"
DETAILA1 4'0 2' 8'
A10 S-110
SCALE: 3/4" = 1'-0"
DETAILA10 SCALE: 3/4" = 1'-0"
DETAILA13 SCALE: 3/4" = 1'-0"
DETAILA17
4'-9"
12" 3'-6"
18"
18"
18"
4'0 2' 8' 4'0 2' 8' 4'0 2' 8'
A13
S-110
'-2
FLO
W
FLO
W
TIES #4@6" , TYP
16 - # 6 REBARS
TIES #4@6", TYP
10 - # 6 BARS
18"
TIES #4@6" , TYP 10 - # 6, BARS
TIES #4@6" , TYP
8 - # 6 BARS
FLOW
A17
S-110
A2
S-111
SCALE: 3/4" = 1'- 0"
DETAIL A5 4'0 2' 8'
A5
S-110
Ø3'-6"
18 - # 8 BARS
SPIRAL #3 @3"
18"
12"
" 18
18"
25'-4"
PILE CAP
BEYOND, TYP
AI
K
M . U
PR
ET
I
M . R
AM
IR
EZ
E.
R
O
SE
N
BE
R G
PI
LE
BO
TT
O
M P
LA
N
S
AN
D C
O
LU
M N
S D
ET
AI
LS
JU
N C
TI
O
N C
H
AM
BE
R
N O
. 3
SA
N D
L
AN
E N
O R
S-110
'-6
COLUMN ELEVATION,
SEE S-504
#5 ALTERNATE
CELL, TYP
WALL REIN,
TYP
WALL REIN,
TYP
SO
U
TH
B
R O
AD
W
AY
SU
IT
E
TA
R R
YT
O
W N
, N Y
1-
4-
9-
N
EW
E N
G
LA
N D
D
IS
TR
IC
T
VI
R G
IN
IA
R O
AD
C
O N
C O
R D
, M A
2-
W
2D S2
2B
XX
D
EC
EM
BE
R
AN
AS
TA
L
ST
O R
M R
IS
K
M
AN
AG
EM
EN
T
SO
U
TH
S
H O
R E
O F
ST
AT
EN
IS
LA
N
D , N
EW
Y
O R
K
IN
TE
R
IO
R
D R
AI
N
AG
E
AR
EA
E
FI
N
AL
R
EA
D
Y
TO
A D
VE
R
TI
SE
, 1
D
EC
EM
BE
R
EQ
U
AL
S
PA
C
ES
'-1 0"
10'-6"
2'-0"TYP 3'-11"
TYP
TYPICAL
MANHOLE
STEP
8"
8"
PILE CAP
BEYOND, TYP
SEE BOX
SEWER 3
DETAILS ON
SHEET S-104
8"
CMU WALL AT TWO FUTURE
INLETS 10'-0" x 5'-0" , TYP
3' -7
" V
IF
4' -2
" V
IF
DOWEL (TYP)
SEE DETAIL IN S-503
28'-6"
'-3
DOWEL (TYP)
SEE DETAIL IN S-503
DOWEL (TYP)
SEE DETAIL IN S-503
5 EQUAL SPACES @ 3'-8" =18'-4"
2'-5"
5 EQUAL SPACES @ 3'-8" =18'-4" TYP
2'-1" 3'-8"
3'-8"
4'-3"
4'-0"
NOTES
1. CMU BULKHEADS ARE INCLUDED TO FACILITATE THE CONNECTION OF FUTURE
SEWERS AND WOULD BE REMOVED AT THAT TIME (TO BE DETERMINED).
2. XX INDICATES SLAB THICKNESS AND DIRECTION OF OUTERMOST
LAYERS OF REINFORCING
SEE NOTE 1
'-0
2' -0
PR
O
PO
SE
D C
B C
O N
N
EC
TI
O
N
" D
IP
IN
V
3.
8"
3'-10"
CFA PILES, TYP
DIAMETER (IN)
BUTT ELEVATION (FT)
TIP ELEVATION (FT)
MINIMUM AXIAL CAPACITY (TON)
*Continuous Flight Auger (Concrete)
LENGTH (FT) 33
-3.9
-37.65
3' -3
2'-0"
TYP
18"
2 - # 6 REBARS
WALL REIN,
TYP
2'-0"
TYP
2' -0
TY
P 2'
-0
TY
P
NOTE:
1. XX INDICATES SLAB THICKNESS AND
DIRECTION OF OUTERMOST LAYERS OF
REINFORCING.
COLUMN
ABOVE, TYP
SEE NOTE 1
NOTE:
1. SEE A13, S-504 FOR REBAR DETAILS UNDER COLUMN
CFA*CHAMBER 3
51NUMBER
B
C
D
E
F
G
H
J
K
L
M
N
P
SU
BM
IT
TE
D B
Y:
C H
EC
KE
D B
Y:
D R
AW
N
B Y:
D
ES
IG
N
ED
B
Y:
C O
N
TR
AC
T
N O
SO
LI
C
IT
AT
IO
N N
O
IS
SU
E D
AT
E:
SI
ZE
M
AR
K
D
ES
C R
IP
TI
O N
D
AT
E
SHEET ID
SCALE: 1/4"=1'-0"
ROOF PLAN - CHAMBER NO. 3E9
US Army Corps of Engineers
U .S
. A R
M Y
C O
R
PS
O F
EN
G
IN
EE
R S
SH
AI
LE
SH
R . N
AI
K, P .E
N
EW
Y
O R
K
LI
C
EN
SE
N o.
7-
C H
A R
L E
S A
M
A N
G A
N A
R O
C O
N S
U L T
I N
G
E
N G
I N
E E
R S
PLAN
NORTH
0 4' 8'2'
'-6
MANHOLE, TYP
ADD 4- #6 AROUND
OPNG T&B, TYP
ADD 3- #7 @ 3"
T&B, TYP
S-307
J16
S-307
J5
18"
18"
27'-3"
24'-3"
AI
K
M . U
PR
ET
I
M . R
AM
IR
EZ
E.
R
O
SE
N
BE
R G
R O
O F
PL
AN
JU
N
C
TI
O N
C H
AM
BE
R N
O . 3
SA
N
D L
AN
E
N O
R
S-111
15'-4"
SO
U
TH
B
R O
AD
W
AY
SU
IT
E
TA
R R
YT
O
W N
, N Y
1-
4-
9-
N
EW
E N
G
LA
N D
D
IS
TR
IC
T
VI
R G
IN
IA
R O
AD
C
O N
C O
R D
, M A
2-
W
2D S2
2B
XX
D
EC
EM
BE
R
AN
AS
TA
L
ST
O R
M R
IS
K
M
AN
AG
EM
EN
T
SO
U
TH
S
H O
R E
O F
ST
AT
EN
IS
LA
N
D , N
EW
Y
O R
K
IN
TE
R
IO
R
D R
AI
N
AG
E
AR
EA
E
FI
N
AL
R
EA
D
Y
TO
A D
VE
R
TI
SE
, 1
D
EC
EM
BE
R
BEAM,
TYP
'-3
G14 S-111
SCALE: 3/8"=1-0'
DETAILG14
8'-8" (TYP) 3'-6" 3"
INTERIOR COLUMN
S-307
F16
3' -6
3'
-6
5 LEGGED STIRRUPS
@ 6" O.C (11) EACH
SIDE- 44 TOTAL
2'0 1' 4'
MANHOLE, TYP
ADD 4- #6 AROUND
OPNG T&B, TYP
ADD 3- #7 @ 3"
T&B, TYP
Ø 3'-0"
3'-0"
ADD 6 #7 TOP BARS @
EW COLUMN, TYP
TYPICAL TOP SLAB
REBAR
S-307
A5
Ø3'-0"
3'-0"
E15, S-110
SCALE:3/4"=1'-0"
DETAILA2 2'0 1' 4'
TIES #4@6" , TYP
8 - # 6 BARS
9"
NOTES:
1. SLAB REINFORCEMENT #7@6" T&B EW
2. XX INDICATES SLAB THICKNESS AND DIRECTION OF OUTERMOST LAYERS OF REINFORCING
PROPOSED CB
CONNECTION 12" D.I. PIPE
INV EL 3.10
3 LEGGED (7)
#4 STIRRUPS @ 6"
SEE C14-S-307 TYP
2" (T
YP
2"
3 LEGGED (7)
#4 STIRRUPS @ 6"
SEE C14-S-307 TYP
SCALE: 3/8"=1-0'
DETAILA14 2'0 1' 4'SCALE: 3/8"=1-0'
DETAILA10 2'0 1' 4'
A14 S-111
A10 S-111
T & B REBARS
T & B REBARS
US Army Corps of Engineers
U .S
. A R
M Y
C O
R
PS
O F
EN
G
IN
EE
R S
SH
AI
LE
SH
R . N
AI
K, P .E
N
EW
Y
O R
K
LI
C
EN
SE
N o.
7-
C H
A R
L E
S A
M
A N
G A
N A
R O
C O
N S
U L T
I N
G
E
N G
I N
E E
R S
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
A
B
C
D
E
F
G
H
J
K
L
M
N
P
SU
BM
IT
TE
D B
Y:
C H
EC
KE
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