2014-05-12 255 138th Street NYCTA Structural Drawings

MASONRY WALL
CONCRETE FOOTING
CONCRETE WALL
W8x10
L
STEEL BEAM
STEEL LINTEL (SEE SCHEDULE)
INDICATE LEDGER ANGLE (SEE DETAIL)
BENT STEEL FRAMING
SHEAR CONNECTION
MOMENT CONNECTION
EMBEDDED PLATE CONNECTION (SEE SHED.)
BEAM POCKET IN MASONRY (SEE SCHED.)
BP: INDICATES STANDARD BEAM POCKET
AP: INDICATES ACOUSTICALLY ISOLATED BEAM POCKET
STEEL COLUMN
STEEL COLUMN BELOW
INDICATES COLUMN TRANSFER
TR
X-# SLAB (SEE SCHED.) ARROW INDICATES SPAN
DIRECTION OF SLAB
INDICATES TOP OF FOOTING ELEVATION
COLUMN LINE
(##'-##")
#
LEGEND
EP-#
BP-#
MASONRY SHEAR WALL
PCi t e c t s
Dwg Title
East 138th Street LLC
334-336 East 110th Street
New York, N.Y. 10029
443 Park Avenue South
New York, NY 10016
T: 212|689|7070
F: 212|545|1687
info@MHGArch.com
www.MHGArch.com
Client/Developer
MHG Architects
Architect
Abel Bainnson Butz, LLP
80 8th Avenue, Suite 1105
Landscape Architect
88 University Place
Structural Engineer
Ettinger Engineering
Associates
508 Eighth Avenue
Mechanical/Electrical/Plumbing Engineer
Scale
Job No.
Date
Dwg No
Seal
NYC DOB Number
1522
255 East 138th Street
Robert Silman Associates
1/8" = 1'-0"
GENERAL NOTES
05/08/2013
13892
S-001.00
GENERAL REQUIREMENTS
01. GENERAL
1. All structural work shall be coordinated with other Project team
consultants' drawings, including but not limited to Architectural,
Civil, Mechanical, Electrical, Plumbing, Fire Alarm, and Landscape,
and shall conform to the project specifications.
2. Contractor shall provide temporary shoring, bracing, sheeting and
make safe all floors, roofs, walls and adjacent property as project
conditions require. Shoring and sheeting shall be designed by a
registered professional engineer licensed in the project jurisdiction
hired by the contractor, who shall submit shop drawings and
calculations for the owner's review.
3. Dimensions and elevations of existing construction given in
structural drawings are based on information contained in various
original design and construction documents provided by the owner,
and limited field observations and measurements. The contractor
shall verify all information pertaining to existing conditions by actual
measurement and observation at the site. All discrepancies
between actual conditions and those shown in the contract
documents shall be reported to the engineer of record for his/her
evaluation before the affected construction is put in place.
Unless otherwise noted on plans and/or elevations, concrete
block unit strength shall be 1900 psi min. Note: concrete
block with unit strength higher than 1900 psi require longer
delivery lead times.
3. All mortar shall be ASTM C270, type S.
4. All grout for filling cells shall be ASTM C476 with minimum
compressive strength of 2000 psi but not less than the
compressive strength of the masonry assembly, f'm. Where
grout cells do not exceed 4" diameter, fine grout shall be
used.
5. All block dimensions indicated on structural plans are
nominal dimensions.
6. All concrete block below grade shall be filled solid with grout.
7. Concrete block below beam or truss bearing points shall be
filled solid for a minimum of two courses in depth and a
minimum of 32" in width, U.N.O.
8. Install heavy duty ladder joint reinforcement at 16" O.C.
(spaced vertically).
9. Unless noted otherwise, all masonry walls shall be reinforced
with #4@48" O.C. vertical. Grout all reinforced cells solid.
Provide dowels to match vertical reinforcing at foundation.
04. CONCRETE BLOCK
1. All concrete block work shall conform to the American
Concrete Institute (ACI) "Building Code Requirements for
Masonry Structures" (530-02).
2. Concrete block shall be of lightweight aggregate and conform
to the following standards: solid/hollow block: ASTM C90,
grade N1.
NET AREA COMPRESSIVE
STRENGTH OF
CONCRETE MASONRY
UNIT, PSI
NET AREA COMPRESSIVE
STRENGTH OF MASONRY
ASSEMBLY, F'm, PSI USING TYPE
S MORTAR
1900 1500
2800 2000
3750 2500
4800 3000
05. STRUCTURAL STEEL
1. All structural steel work shall conform to the following
governing standards:
a. AISC "Load and Resistance Factor Design Specification
for Structural Steel Buildings," (1999).
b. The American Welding Society (AWS D1.1-00) "Structural
Welding Code - Steel."
2. All structural steel shall conform to the following ASTM
specifications:
a. Wide flange beams, columns and structural tees: ASTM
A992
b. Hollow structural sections: ASTM A500, Grade B
c. Structural pipe sections: ASTM A53, Grade B.
d. Channels, angles and plates: ASTM A36 unless otherwise
noted
e Structural steel plate shall be ASTM A572 Grade 50
having a minimum yield point of 50,000 psi. Grade 42
having a minimum yield point of 42,000 psi for thickness
greater than 4".
f. Bolted connections of beams/ girders are to be designed
as follows:
a. Standard beam to beam/girder: A325 or A490
bearing type bolts (3/4" diameter minimum with hardened
washers).
b. Beam/girder to column connections: A325-SC or
A490-SC type bolts (3/4" diameter minimum with
hardened washers).
g. Anchor bolts: ASTM F1554, Grade 36.
3. Steel connections shall be standard AISC framed beam
connections.
a. For non-composite members, provide connections based
on reaction as determined from AISC uniform load table.
(unless otherwise noted on plans.)
b. For composite members, provide connections based on
1.5 x reaction from AISC uniform load table. (unless
otherwise noted on plans.)
c. Reinforcing is to be provided at connections where cuts
reduce the shear or moment capacity below that required
to sustain the reaction. flanges and web are to be
reinforced where the local capacity to sustain connection
load is inadequate.
d. Connections shall be designed for shear and eccentricity,
considering that the connection is an extension of the
beam and girders.
4. Minimum weld size is 1/4" fillet unless noted otherwise.
5. All beams except cantilever beams shall be fabricated
and installed with natural camber up. Cantilever beams
shall be fabricated and installed so that natural camber
raises cantilever end.
6. Field cutting or burning of steel is prohibited except with
the express written approval of the structural engineer of
record.
7. Welding shall be performed by certified licensed,
AWS-qualified welders. electrodes shall be AWS 5.1,
Class E70XX (use low hydrogen electrodes for A572,
Grade 50 steel).
8. Shop paint exposed steel members, steel members not
encased in concrete or spray fireproofed, and all steel
members at the exterior wall with Tnemec #10-99. Field
paint all exposed members with Tnemec 530 omnithane
or approved equal.
9. Lintels shall be installed over all openings in masonry
walls as follows:
a. 3-1/2" legs are horizontal
b. Provide one angle for each 4" of wall thickness
c. Provide L5x5x5/16 angles for 6" thick walls and partitions
with openings up to 6'-0".
d. Provide minimum 6" bearing at each end.
e. Lintels over 4'-0" shall be fireproofed. [4'-0" for NYC only /
6'-0" for IBC]
10. Shop and erection drawings shall be submitted to the
structural engineer for review and approval. No
fabrication of steel shall commence without approved
shop drawings.
11. Provide mechanically galvanized bolts for exterior
applications.
Mansory Opening Lintel
4'-0" or less L4" x 3 1/2" x 5/16"
4'-1" to 7'-0" L6" x 3 1/2" x 5/16
08. SPECIAL INSPECTIONS
1. Inspections required by the local jurisdiction shall
be performed by a testing agency provided by the
owner for the following items:
a. Flood zone compliance
b. Structural steel - welding (BC 1704.3.1)
c. Structural steel - erection and bolting (BC
1704.3.2, 1704.3.3)
d. Concrete - cast-in-place (BC 1704.4)
e. Concrete - precast (BC 1704.4)
f. Masonry (BC 1704.5)
g. Soils - site preparation (BC 1704.7.1)
h. Soils - fill placement & in-place density (BC
1704.7.2, 1704.7.3)
i. Soils - investigations (borings/test pits) (BC
1704.7.4)
j. Pile foundations & drilled pier installation (BC
1704.8)
k. Structural safety - structural stability (BC 1704.19)
l. Excavation - sheeting, shoring, and bracing (BC
1704.19, 3304.4.1)
m. Concrete test cylinders - TR-2 (BC 1905.6)
n. Concrete design mix - TR-3 (BC 1905.3)
o. Adhesive anchorage (BB 2009.019)
p. Expansion anchorage (2010.005)
The testing agency for the inspections shall file all
appropriate forms with the building department.
02. FOUNDATIONS
1. The building foundations have been designed based on the
recommendations stated in "Subsurface Exploration and
Foundation Engineering Report" dated March 9, 2011
prepared by GZA GeoEnvironmental of New York. The full
report shall be referenced for construction recommendations.
2. The deep foundation system consists of #18 threaded bars,
Grade 75, encased in 5000 psi grout within 9.625" outside
diameter steel casings with 0.472" wall thickness. The piles
are designed for the following allowable loads:
Compression = 110 tons (220 kips)
Uplift Resistance = 80 tons (160 kips)
Lateral Resistance = 1.5 tons (3 kips)
3. The contractor shall examine the site and boring logs as well
as all available subsurface information. The contractor shall,
on his own judgment, order the appropriate length of pile to
obtain the required minimum length and capacity. Before start
of pile production, the contractor may, at their own expense,
drive test piles to determine the ordering lengths required.
4. A pile identification plan with all piles numbered
chronologically shall be prepared by the contractor and shall
be submitted to the engineer for approval.
5. The piles shall be drilled into the weathered rock stratum to
approximate tip elevation -65 to -80 (based on Bronx datum)
to achieve the required compressive load.
6. Piles shall be installed in order to ensure a minimum capacity
previously specified, and in accordance with criteria
established by approved load test(s) as documented and filed
with the New York City Building Department. The load test(s)
shall be directed by a licensed professional engineer who
shall certify the pile installation and testing.
7. No pile shall be more than 3" (inches) from its design
location, nor out of plumb more than 2% of its length. These
tolerances shall be applied after pile cut-off elevation.
8. No more than one splice shall be permitted per pile. Splices
shall be made with couplers, refer to FNA details. The length
of pile to be spliced shall be secured in proper alignment prior
to coupling and in such a manner that no eccentricity or angle
develops between the axis of the two lengths to be spliced.
Sections of pile shall be spliced to develop full strength of
section. Pile splices shall not be located within 10 feet of pile
cut-off.
9. Pile drilling shall be under the supervision of a license
professional engineer retained by the contractor and
approved by the engineer. All piling work is subject to
controlled inspection as required by the New York City
Building Code.
10. The contractor shall use whatever means necessary to obtain
adequate pile capacity including jetting, spudding,
pre-augering, rock drilling, socketing etc.
11. A survey and drawing shall be prepared of the location of
each pile as drilled and together with the pile log shall be
submitted to the engineer for determination of corrective
measures, or for approval. Pile cut-off shall also be indicated
for each pile.
12. The drawing shall be signed and sealed by a licensed
professional engineer retained by the contractor.
13. For temporary support of excavation system refer to drawings
prepared by FNA.
06. PRECAST CONCRETE PLANK
1. All precast concrete plank work shall conform to
the "Prestressed Concrete Institute Specification",
latest edition.
2. Precast concrete plank manufacturer shall retain
the services of a professional engineer licensed in
the project jurisdiction who shall certify to the
Architect and Engineer and assume responsibility
as follows:
a. The design of the planks is safe for the loads
specified in the loading schedule.
b. The strength of the concrete is as called for in the
design submitted.
c. The plank was fabricated in accordance with the
design practice.
d. The plank was erected in accordance with the
design as well as acceptable standards of
concrete and engineering practice.
e. File "Statement B" with the local Department of
Buildings for plank work.
3. Precast concrete plank manufacturer shall submit
shop drawings to the architect for approval before
proceeding with fabrication.
4. All openings in the plank must shop detailed first.
Plank parallel and adjacent to the outside wall
shall be full width.
5. Grouting of plank keys and under bearing wall
above shall be non shrink, nonmetallic grout
3000psi at 28 days. Grout before bearing walls
above are started.
6. The minimum compressive strength of the
concrete used for concrete plank shall be 5000
psi at 28 days and made and tested as per
ASTM C31 and C39. Inspection and concrete
reports shall be filed with the local Department of
Buildings.
7. Testing and product verification shall be available
for distribution.
8. Openings and inserts in plank required by field
conditions shall be approved by plank
manufacturer.
9. All bearing pads to be Korolath. Masonite
bearing pads shall not be used.
07. POST INSTALLED ADHESIVE AND
MECHANICAL ANCHORS
1. Post installed anchorage shall be installed per
manufacturer technical data to intact base
material. Notify engineer of record prior to
installation if base material condition deviates
from structural drawings or manufacturer
technical data.
2. Manufacturer data for alternate anchorage
proposed by contractor shall be submitted to
engineer of record for review and approval.
Submittal shall include ICC evaluation service
report with ICC tested capacity meeting or
exceeding capacity of anchorage specified in
contract documents.
3. Unless otherwise indicated, post intalled
anchorage shall be adhesive type Hilti HIT-RE
500-SD into concrete or stone base material or
Hilti HIT-HY 70 into brick masonry base material.
4. All concrete members to which post-installed
anchors are to be installed shall be x-rayed or use
ground penetrating radar prior to installation to
determine location of in-situ reinforcing steel.
Structural engineer of record shall be notified of
any conflicts so revised details can be proposed.
RSA STANDARD
ABBREVIATIONS
I.D. Inside diameter
I.F. Inside face
I.J. Isolation joint
INFO. Information
INTR. Interior
JT. Joint
K Kips
LB. Pound
L.L. Live load
LLH Long leg horizontal
LLV Long leg vertical
L-W Long way
MAX Maximum
MECH. Mechanical
MEP. Mech., Elec., Plumbing, & F.P.
MFR. Manufacturer
MIN. Minimum
MISC. Miscellaneous
M.O. Masonry opening
N.A. not aplicable
N.F. Near face
N.I.C. Not in contract
NO. Number
N.S. Near side
N.T.S. Not to scale
O.C. On center
O.D. Outside diameter
O.F. Outside face
OPNG. Opening
OPP. Opposite
PC. Piece
P/C Precast concrete
PED Pedestal
PERP. Perpendicular
PL. Plate
PLF. Pounds per linear foot
PREFAB. Prefabricated
PSF. Pounds per square foot
PSI Pounds per square inch
P-T Post-tensioned
REINF. Reinforce(d), reinforcement
REQ'D Required
REV. Revision
RM. Room
SCHED. Schedule
SEC. Section
SIM. Similar
S.I.F. Step in footing
S.O.G. Slab on grade
SPEC. Specification
S.S. Stainless steel
STD. Standard
STIFF. Stiffener
STIP. Stirrup
STL. Steel
STRUCT. Structural
S-W Short way
SYM. Symmetric
T/ Top of
T & B Top & bottom
TEMP Temporary
THK. Thick or thickness
TR. Transfer
TYP. Typical
U.N.O. Unless noted otherwise
VERT. Vertical
W/ With
W.P. Work point
W-P Water point
W.W.F. Welded wire fabric
X.STR. Extra strong
X.X. STR. Double extra strong
# Number/size
Ø Diameter
RSA STANDARD
ABBREVIATIONS
ANC. Anchor
ADD'L Additional
ADJ. Adjacent
ALT. Alternate
APPROX. Approximate
ARCH. Architectural/Architect
B/ Bottom of
BLDG. Building
BM. Beam
BOT. Bottom
BRG. Bearing
BSMT. Basement
CANT. Cantilever
CFS. Cold formed steel
C.I.P. Cast in place
C.J. Control joint
CLG. Ceiling
CLR. Clear
CMU Concrete masonry unit
COL. Column
COMPS. Composite
CONC. Concrete
CONST. Construction
CONT. Continuos
COORD. Coordinate
CONTR. Contractor
COTR Contracting officer's techinal
representative
CTR. Center
DBL. Double
DEMO Demolition
DTL. Detail
DIA. Diameter
DIAG. Diagonal
DIM. Dimension
D.L. Dead load
DN. Down
DO Ditto
DWG(S) Drawings
DWL. Dowel
EA. Each
E/ Edge of
E.F. Each face
E.J. Expansion joint
E. Elevation
ELEC. Electrical
ELEV. Elevator
EMBED. Embedment
ENGR. Engineer
E.O.R. Engineer of record
EQ. Equal
E.S. Each side
EXP. Expansion
EXT. Exterior
E.W. Each way
FDN. Foundation
FIN. Finish
FLR. Floor
FRMG. Framing
F.S. Far side
FT. Feet
FTG. Footing
F.P. Fire protection
GA. Gage
GALV. Galvanized
G.B. Grade beam
G.C. General contractor
HDR. Header
HGR. Hanger
HORIZ. Horizontal
H.P. High point
HT. Height
HVAC Heating, ventilation, & air
conditioning
DESIGN LOAD AND PARAMETER TABLE
GOVERNING CODE: 2008 NEW YORK CITY BUILDING CODE
BUILDING CATEGORY: M, R-2, S-1, S-2
LIVE LOADS:
40 PSF (1) APARTMENTS
80 PSF CORRIDORS ABOVE FIRST FLOOR
100 PSF / 1000 LBS FIRST FLOOR CORRIDOR & PUBLIC SPACES
40 PSF PARKING
150 PSF (2) / 2000LBS PENTHOUSE MECHANICAL
30 PSF ROOF
100 PSF STAIRS
(1) SLL 15PSF PARTITIONS ALSO APPLIED AS LIVE LOAD
(2) USED IN ABSENCE OF ACTUAL WEIGHT OF
MECHANICAL EQUIPMENT AND INCLUDES MIN. FLAT
ROOF SNOW LOAD OF 30 PSF
SNOW LOADS:
25 PSF Pg GROUND SNOW LOAD
20 PSF Pf FLAT ROOF SNOW LAOD
B Ce SNOW EXPOSURE
1.0 Is SNOW LOAD IMPORTANCE FACTOR
1.0 Ct THERMAL FACTOR
WIND LOAD:
110 MPH V BASIC WIND SPEED (3 SEC. GUST)
1.0 Iw WIND IMPORTANCE FACTOR
B WIND EXPOSURE
+/- 0.018 INTERNAL PRESSURE COEFFICIENT
C&C VELOCITY PRESSURE AT MEAN ROOF HEIGHT
SEISMIC DESIGN DATA:
1.00 I SEISMIC IMPORTANCE FACTOR
I SEISMIC USE GROUP
0.365g Ss SHORT PERIOD MAPPED SPECTRAL RESPONSE
ACCELERATION
0.071g S1 1 SECOND PERIOD MAPPED SPECTRAL RESPONSE
ACCELERATION
E SITE CLASS
0.518g S(ds) SHORT PERIOD SPECTRAL RESPONSE ACCELERATION
0.166g S(d1) 1 SECOND PERIOD SPECTRAL RESPONSE ACCELERATION
C SEISMIC DESIGN CATEGORY
Ordinary Reinforced
Masonry Shear
Walls/Ordinary Reinforced
Concrete Walls
BASIC SEISMIC-FORCE RESISTING SYSTEM(S)
1750 KIPS DESIGN BASE SHEAR
0.139 Cs SEISMIC RESPONSE COEFFICIENT
2.5/4.0 R RESPONSE MODIFICATION FACTOR
Equivalent lateral force ANALYSIS PROCEDURE
5. Provide minimum shrinkage and temperature
reinforcement, as required by ACI 318, in all slabs and
walls where reinforcement is not indicated on drawings.
6. Coordinate size and location of all openings and pipe
sleeves with architectural, MEP, and other consultants
drawings. Minimum concrete between sleevs shall be 6".
Core drilling of walls and slabs shall not be permitted
without prior approval from engineer of record.
7. All grout shall be non-shrink, non-metallic with a
minimum compressive strength of 5000 psi at 28 days.
8. Provide clearance from face of concrete to reinforcement
as follows:
- Cast against and permanently exposed to earth: 3"
- Exposed to earth of weather: 2" for #6 and larger, 1-1/2"
for #5 and smaller
- Not exposed to weather nor in contact with ground:
Slabs and walls: 3/4"
Beams and columns: 1-1/2"
9. Shop drawings shall be submitted to the structural
engineer for review and approval. No concrete work shall
commence without approved shop drawings.
10. Clean and roughen to 1/4" amplitude all existing concrete
surfaces to receive new concrete prior to placement.
11. See other drawings in this project for size and location of
equipment pads, inserts, and embedded items.
12. Reinforcing dowels, waterstops, and other embedded
items shall be installed and secured prior to concrete
placement. "Wet-setting" of embedded items is not
permitted.
13. Chamfer all exposed formed corners of concrete ¾” x ¾”.
14. Provide plastic tipped bolsters and chairs where bolsters
or chairs rest against formwork.
15. Contractor shall locate in-situ reinforcing steel prior to
drilling concrete for post-installed anchors or
penetrations.
03 CONCRETE
1. All concrete work shall conform to the American Concrete
Institutue (ACI) "Building Code Requirements for
Structural Concrete" (318-02).
2. All concrete shall be normalweight and have minimum
compressive 28 day strength as follows:
- Pilecaps: 4000 psi
- Columns: 6000 psi
- Slabs and beams: 6000 psi
- Walls: 4000 psi
3. Reinforcing steel shall be deformed bars conforming to
ASTM A615, Grade 60. Reinforcing steel shall be
detailed according to the ACI "Details and Detailing of
Concrete Reinforcement" (315-99)
4. Welded wire fabric (WWF) shall conform to ASTM A185,
with a minimum yield strength of 65,000 psi.
NORTH
R e v . D a t e D e s c r i p t i o n
0 5 / 2 9 / 2 0 1 3 S U B M I S S I O N T O N Y C T A
1 1 / 2 0 / 2 0 1 3 U P D A T E D B I D S E T

PCi t e c t s
Dwg Title
New York, NY 10016
T: 212|689|7070
F: 212|545|1687
info@MHGArch.com
www.MHGArch.com
Client/Developer
MHG Architects
Architect
Landscape Architect
88 University Place
Structural Engineer
Associates
508 Eighth Avenue
Scale
Job No.
Date
Dwg No
Seal
NYC DOB Number
1522
GENERAL NOTES -
NYCTA
05/08/2013
13892
S-002.00
NEW YORK CITY TRANSIT GENERAL NOTES
34. STATION AREAS OR STAIRWAY/CLOSINGS: THE GENERAL REQUIREMENTS FOR STATION
AREAS OR STAIRWAY/CLOSINGS ARE AS FOLLOWS:
A) ONLY ONE STAIRWAY AT EACH STATION WILL BE PERMITTED TO BE CLOSED AT THE SAME
TIME. APPROVALS FOR CLOSING ANY STAIRWAY MUST BE OBTAINED FROM THE DIVISION
OF STATION OPERATIONS AT LEAST THREE WEEKS IN ADVANCE.
ONLY ONE STAIRWAY AT EACH STATION WILL BE PERMITTED TO BE CLOSED AT THE SAME
TIME. APPROVALS FOR
CLOSING ANY STAIRWAY MUST BE OBTAINED FROM THE DIVISION OF STATION
OPERATIONS AT LEAST THREE WEEKS
IN ADVANCE.
B) MR. ASHOK PATEL, DIRECTOR, OFFICE OF STATION PROGRAMS; TELEPHONE 718/694-1695
OF THE DIVISION OF STATIONS MUST BE NOTIFIED ONE WEEK PRIOR TO THE ACTUAL
CLOSING AND REOPENING OF THE ENTRANCE.
C) AMPLE SIGNAGE MUST BE SUPPLIED AND POSTED AT LEAST ONE WEEK IN ADVANCE,
ADVISING THE PUBLIC OF THE PROPOSED SUBWAY STAIR CLOSING.
D) THE STREET ENTRANCE STAIRWAY SHOULD NOT BE CLOSED UNLESS MANPOWER AND
MATERIALS ARE AVAILABLE TO COMMENCE WORK ON DATES PERMITTED.
E) ONCE THE CLOSING IS EFFECTED, CONSTRUCTION SIGNS MUST BE PLACED AT
APPROPRIATE LOCATIONS ON THE BARRICADES AT THE STREET AND MEZZANINE
LEVELS, STATING THE CONTRACTOR’S NAME, 24 HOUR EMERGENCY TELEPHONE
NUMBER, CONTRACT NUMBER, THE DURATION OF THE CLOSING, DIRECTION TO AN
ALTERNATE ENTRANCE/EXIT, AND AN APOLOGY FOR THE INCONVENIENCE TO OUR
CUSTOMERS.
F) EXISTING STATION SIGNAGE MUST BE ADJUSTED TO REFLECT ANY CHANGES IN
ACCESS/EGRESS.
G) BARRICADES ARE TO BE PAINTED AND KEPT GRAFFITI FREE AT ALL TIMES. THE
CONTRACTOR MUST MAINTAIN THE BARRICADED AREA CLEAN OF ALL DEBRIS.
H) ALL MATERIALS ARE TO BE PROPERLY STORED AND SECURED AWAY FROM PASSENGER
TRAFFIC.
I) THE CONTRACTOR MUST REMOVE ALL WASTE MATERIAL AND BARRICADES FROM ALL
STATION AREAS WHEN CONSTRUCTION IS COMPLETED.
J) INSPECTION OF THE AREA UNDER CONSTRUCTION BY AUTHORIZED STATION
DEPARTMENT EMPLOYEES SHALL NOT BE INHIBITED.
K) IF STREETLIGHTS ON THE SIDEWALKS ARE AFFECTED, TEMPORARY LIGHTS SHALL BE
PROVIDED.
35. IF NEW CONCRETE CONSTRUCTION IS JOINED TO EXISTING CONCRETE, DOWELS AND
KEYWAYS ARE TO BE USED IN ACCORDANCE WITH NYCT STANDARDS.
36. IF THE PROJECT INVOLVES CONSTRUCTION OR ALTERATION OF A SUBWAY FACILITY ON
PRIVATE PROPERTY, THE PROPERTY OWNERS WILL BE REQUIRED TO ENTER INTO AN
AGREEMENT WITH NYCT PERTAINING TO ALL WORK AFFECTING THE TRANSIT FACILITIES
AND CLEARLY DEFINING LIMITS AND RESPONSIBILITY FOR MAINTENANCE AND LIABILITY.
37. WHEREVER A NEW SIDEWALK IS BEING PLACED ADJACENT TO NYCT STRUCTURES THE
FOLLOWING WILL BE REQUIRED:
A) THE TOP OF THE NEW SIDEWALK SHALL BE FLUSH WITH THE SUBWAY VENT GRATINGS,
HATCHES AND EMERGENCY
EXITS.
B) THE SLOPE OF THE NEW SIDEWALK SHALL BE SUCH THAT THE DRAINAGE BE AWAY FROM
THESE STRUCTURES.
C) A 1/2" PRE-MOLDED FILLER SHALL BE INSTALLED BETWEEN THE NEW SIDEWALK AND
NYCT STRUCTURE.
D) WHERE SIDEWALK ELEVATIONS ARE BEING CHANGED DETAILS OF PROPOSED WORK
AROUND NYCT STRUCTURES ARE TO BE SUBMITTED FOR APPROVAL.
38. BEFORE ENTERING NYCT PROPERTY, CONTRACTOR OR SUBCONTRACTOR'S PERSONNEL
SHALL HAVE ATTENDED NYCT TRACK SAFETY TRAINING AND EXPECT TO FOLLOW NYCT
RULES AND REGULATIONS AS PER TRAIING AND ENGINEER INSTRUCTIONS.
39. BEFORE THE START OF ANY WORK, THE CONTRACTOR SWTHALL MAKE AN EXAMINATION,
IN THE PRESENCE OF NYCT’S ENGINEER, OF THE INTERIOR AND EXTERIOR OF NYCT
SUBWAY OR OTHER STRUCTURE ADJACENT TO THE PROPOSED WORK. THE PERSON OR
PERSONS AUTHORIZED BY THE CONTRACTOR TO MAKE THESE EXAMINATIONS SHALL BE
APPROVED BY THE ENGINEER. THE CONTRACTOR SHALL TAKE ALL PHOTOGRAPHS AS
MAY BE NECESSARY OR ORDERED TO INDICATE THE EXISTING CONDITION OF NYCT
STRUCTURE. ONE COPY OF EACH PHOTOGRAPH, EIGHT INCHES BY TEN INCHES IN SIZE,
AND THE NEGATIVE IS TO BE SUBMITTED TO MR. JOHN MALVASIO, P.E., DIRECTOR,
DEPARTMENT OF MAINTENANCE-OF-WAY, 130 LIVINGSTON STREET, ROOM 8044D,
BROOKLYN, NEW YORK 11201, TELEPHONE 718/694-1358 BEFORE THE START OF
CONSTRUCTION.
40. ALL ARCHITECTURAL DETAILS (TOKEN BOOTHS, RAILINGS, DOORS, ETC.) ARE TO
CONFORM TO THE LATEST NYCT STANDARDS. THESE STANDARDS ARE AVAILABLE AT
NYCT.
41. STANDARD NYCT INSURANCE CLAUSES ARE TO BE MADE PART OF THE PROJECT'S
CONTRACT DRAWINGS. PROOF THAT THE NECESSARY INSURANCE IS IN EFFECT WILL BE
REQUIRED BEFORE WORK CAN COMMENCE.
42. AT THE CLOSE OF ANY PROJECT INVOLVING CONSTRUCTION OR ALTERATIONS TO
TRANSIT FACILITIES, ONE SET OF VELLUMS OR MYLARS, FIVE SETS OF 35MM MICROFILM,
AND ELECTRONIC COPIES COMPLYING TO MICROSTATION.DGN FORMAT OF “APPROVED
AS-BUILTS” MUST BE PROVIDED TO NYCT FOR ITS RECORDS. FOR DETAILS OF SPECIFIC
REQUIREMENTS CONTACT NYCT OUTSIDE PROJECTS.
43. AT LEAST SEVEN WORKING DAYS PRIOR TO THE START OF CONSTRUCTION OPERATIONS,
NOTIFICATION MUST BE GIVEN TO MR. JOHN MALVASIO, P.E., DIRECTOR, DEPARTMENT OF
MAINTENANCE-OF-WAY, AT 718/694-1358. THE CONTRACTOR TO PROVIDE TEMPORARY
QUARTERS NEAR THE JOB SITE FOR NYCT INSPECTORS CONTAINING A DESK AND
TELEPHONE.
NEW YORK CITY TRANSIT GENERAL NOTES
1. THE NYC TRANSIT (NYCT) RESERVES THE RIGHT TO PLACE INSPECTORS, FLAGMEN OR
OTHER PERSONNEL IN THE SUBWAY STRUCTURES DURING CONSTRUCTION OF THE
PROJECT LINKED BY A TELEPHONE SYSTEM, IF DEEMED NECESSARY, TO OBSERVE THE
EFFECTS OF THE CONSTRUCTION ON THE TRANSIT FACILITIES. IT IS EXPECTED THAT
SUCH PERSONNEL WILL BE NECESSARY WHEN THE CONSTRUCTION COMES WITHIN
TWENTY-FIVE FEET OF THE SUBWAY STRUCTURE. HOWEVER, NYCT FURTHER RESERVES
THE RIGHT TO PLACE SUCH PERSONNEL WHENEVER, IN ITS OPINION, THE PROJECT
CONDITIONS WARRANT SUCH PLACEMENT, REGARDLESS OF DISTANCE. THE COST OF
SUCH PERSONNEL, TELEPHONE INSTALLATION AND ANY RE-ROUTES, DIVERSIONS OF
SERVICE, WORK TRAINS, ETC., MADE NECESSARY BY THE PROJECT, MUST BE BORNE BY
THE PROJECT OR THE RESPONSIBLE NEW YORK CITY/STATE AGENCY.
2. ALL ROCK EXCAVATION ADJACENT TO THE TRANSIT STRUCTURE IS TO BE CHANNEL
DRILLED TWO FEET BELOW SUBGRADE.
3. IF TOP OF ROCK IS FOUND BELOW SUBWAY STRUCTURE, THE SUBWAY STRUCTURE MUST
BE UNDERPINNED IN ACCORDANCE WITH DRAWINGS TO BE SUBMITTED TO NYCT FOR
APPROVAL.
4. IF ROCK IS SOFT OR SEAMY, LATERAL SUPPORTS MUST BE PROVIDED BELOW THE
SUBWAY STRUCTURE IN ACCORDANCE WITH DRAWINGS TO BE SUBMITTED TO NYCT FOR
APPROVAL.
5. BLASTING WILL BE PERMITTED ONLY WITH LIGHT CHARGES SUBJECT TO THE APPROVAL
OF NYCT’S ENGINEER AND IN ACCORDANCE WITH THE REGULATIONS OF THE FIRE
DEPARTMENT. THE CONTRACTOR SHALL PROVIDE A DETAILED MONITORING PLAN,
PROVIDING FOR MEASUREMENTS OF BOTH PARTICLE VELOCITY AND DISPLACEMENTS AT
CRITICAL LOCATIONS OF THE NYCT STRUCTURE. THE MONITORING PLAN SHALL INCLUDE
THRESHOLD AND UPSET LEVELS OF BOTH PARTICLE VELOCITY AND SETTLEMENT
TOGETHER WITH AN ACTION PLAN FOR THEIR IMPLEMENTATION. THE CONTRACTOR
SHALL SECURE AN APPROVED SEISMOLOGIST TO INSTALL AND OPERATE SUITABLE
VELOCITY GAUGES TO CONTINUOUSLY MONITOR PARTICLE VELOCITY AND AN
INDEPENDENT LICENSED SURVEYOR TO MONITOR DISPLACEMENTS. THE THRESHOLD
MAXIMUM PARTICLE VELOCITY ABOVE AMBIENT CAUSED BY THE BLASTING WILL BE 0.5
INCH PER SECOND. VALUES EXCEEDING THIS LEVEL WILL BE REVIEWED AND EVALUATED
BY NYCT’S ENGINEER. IN NO CASE WILL PARTICLE VELOCITIES EXCEED THE UPSET
LEVEL OF 2.0 INCHES PER SECOND.
6. BEFORE PLACING CONCRETE, THE SUBGRADE OF THE FOUNDATIONS IN THE VICINITY OF
THE SUBWAY STRUCTURE IS TO BE INSPECTED AND APPROVED BY NYCT'S ENGINEER.
7. F ANY PORTION OF THE SUBWAY STRUCTURE OR FINISH IS DAMAGED, IT SHALL BE
REPAIRED OR REPLACED WITH THE SAME MATERIALS IN PLACE, SUBJECT TO THE
APPROVAL OF NYCT’S ENGINEER AND AT THE EXPENSE OF THE PROJECT.
8. EXCAVATION EMBANKMENTS ARE TO BE SHORED AND BRACED. DRAWINGS INDICATING A
SUGGESTED METHOD OF CONSTRUCTION ARE TO BE SUBMITTED TO NYCT FOR
APPROVAL IN CONJUNCTION WITH THE PROJECT’S CONTRACT DRAWINGS. IN CASE OF
EXCAVATION UNDERMINING THE SUBWAY STRUCTURE, UNDERPINNING MAY BE
REQUIRED. DRAWINGS FOR UNDERPINNING ARE TO BE SUBMITTED TO NYCT FOR
APPROVAL.
9. TEMPORARY SHORING MAY BE PLACED IN DIRECT CONTACT WITH NYCT STRUCTURES
ONLY IF THE NYCT STRUCTURE IS SHOWN TO BE ABLE TO SUPPORT ALL ANTICIPATED
LOADS THAT CAN BE TRANSFERRED THROUGH THE TEMPORARY STRUCTURES WITHOUT
DAMAGING THE EXISTING STRUCTURE. AT THE COMPLETION OF THE PROJECT, THESE
TEMPORARY SHORING AND BRACING SYSTEMS ARE TO BE REMOVED OR CUT-OFF AS
APPROVED BY NYCT.
10. WHEN PILES ARE TO BE DRIVEN ADJACENT TO THE SUBWAY STRUCTURE, BORING DATA,
PILE LAYOUTS, SPECIFICATIONS AND INSTALLATION PROCEDURES ARE TO BE
SUBMITTED TO NYCT FOR APPROVAL. VELOCITY METERS ARE TO BE INSTALLED IN THE
SUBWAY TUNNEL AT CRITICAL LOCATIONS TO MONITOR INDUCED VIBRATIONS. INDUCED
DISPLACEMENTS ALONG THE TUNNEL STRUCTURE AND TRACK INVERT ARE TO BE
MONITORED DURING DRIVING. THE THRESHOLD MAXIMUM PARTICLE VELOCITY ABOVE
AMBIENT CAUSED BY THE DRIVING WILL BE 0.5 INCH PER SECOND. VALUES EXCEEDING
THIS LEVEL WILL BE REVIEWED AND EVALUATED BY NYCT’S ENGINEER. IN NO CASE WILL
PARTICLE VELOCITIES EXCEED THE UPSET LEVEL OF 2.0 INCHES PER SECOND.
11. NO PILES ARE PERMITTED TO BE INSTALLED BY ANY METHOD WITHIN THREE FEET OF
SUBWAY STRUCTURE, MEASURED FROM THE EDGE OF THE PILE OR CASING TO THE
WALL. CLOSED-END PILES WILL NOT BE PERMITTED TO BE DRIVEN WITHIN TEN FEET OF
THE SUBWAY STRUCTURE.
12. ALL PILES ARE TO BE PLACED WITHIN A PREAUGERED CASED HOLE TO THE INFLUENCE
LINE. THE CASING SHALL BE CLEANED WITHOUT DISTURBING THE SOIL OUTSIDE THE
CASING AND THE PILE TO BE PLACED WITHIN THE CASING FOR INSTALLATION. THE PILES
MAY THEN BE DRIVEN BEYOND THE INFLUENCE LINE WITHIN THE CASING.
13. THE INFLUENCE LINE SHALL START AT THE BOTTOM OF THE SUBWAY STRUCTURE AND
EXTEND AT A 1:1 SLOPE. FOR PILES INSTALLED WITHIN TEN FEET OF THE SUBWAY
STRUCTURE, THE CASING SHALL BE EXTENDED UP TO THE BOTTOM OF THE SUBWAY
STRUCTURE.
14. ALL PILES ARE TO BE DRIVEN A MINIMUM OF TEN FEET BELOW THE INTERSECTION OF
THE PILE CENTERLINE AND THE INFLUENCE LINE OF THE SUBWAY STRUCTURE.
15. THE USE OF “DOWN-THE-HOLE -HAMMERS” FOR INSTALLATION OF PILES THROUGH
OVERBURDEN AND FILL WILL BE PERMITTED ONLY TO REMOVE BOULDERS. IT WILL NOT
BE PERMITTED AS A MATTER OF COURSE TO ADVANCE THE HOLE. THEIR USE TO
CONSTRUCT ROCK SOCKETS WILL NOT BE ALLOWED WITHIN 5 FEET OF THE NYCT
STRUCTURE.
16. VIBRATORY HAMMERS WILL NOT BE PERMITTED WITHIN 75 FEET OF SUBWAY
STRUCTURES. HOERAMS WILL NOT BE PERMITTED WITHIN 25 FEET OF SUBWAY
STRUCTURES.
17. DYNAMIC COMPACTION METHODS USING DROPPED HEAVY WEIGHTS CANNOT BE
CONDUCTED WITHIN 1000 FEET OF ANY NYCT STRUCTURE UNLESS IT IS SHOWN THAT
INDUCED SETTLEMENTS AND VIBRATIONS WILL NOT DAMAGE THESE STRUCTURES. A
SUITABLE MONITORING PLAN INCLUDING SETTLEMENT AND VIBRATION MEASUREMENTS
MUST BE APPROVED BY NYCT’S ENGINEER FOR ALL SUCH OPERATIONS WITHIN THESE
DISTANCES.
18. THERE SHALL BE NO MACHINE EXCAVATION WITHIN 3 FEET OF NYCT STRUCTURES,
POWER DUCT LINES, OR ANY OTHER FACILITIES UNTIL THEY HAVE BEEN CAREFULLY
EXPOSED BY HAND EXCAVATION.
19.. ALL DEWATERING OPERATIONS CONDUCTED WITHIN 500 FEET OF THE NYCT STRUCTURE
MUST BE PERFORMED IN ACCORDANCE WITH DRAWINGS AND PROCEDURES SUBMITTED
TO NYCT FOR APPROVAL. THE DISTANCE FROM THE STRUCTURE TO THE DEWATERING
OPERATION CAN BE REDUCED PROVIDED THAT SOIL CONDITIONS AT THE SITE INDICATE
THAT THE RADIUS OF INFLUENCE OF THE DEWATERING IS LESS THAN 500 FEET. FOR
DEWATERING WITHIN THE RADIUS OF INFLUENCE, THE DEWATERING PROGRAM MUST BE
SHOWN TO HAVE NEGLIGIBLE INFLUENCE ON SETTLEMENTS OF THE NYCT STRUCTURE.
20. SUBWAY ENTRANCES (VENTILATORS, ETC.) ARE TO BE UNDERPINNED OR SHORED AND
BRACED IF DIRECTED BY NYCT'S ENGINEER.
21. NYCT, AT ITS DISCRETION, RESERVES THE RIGHT TO REQUIRE THE PROJECT TO CLOSE
OR MAINTAIN AND PROTECT EXISTING SUBWAY ENTRANCES, VENTILATORS, ETC.
ADJACENT TO THE PROJECT DURING CONSTRUCTION. SUCH CONSTRUCTION MAY
INCLUDE UNDERPINNING, SHORING, BRACING AND ERECTION OF SUITABLE BARRICADES
AND/OR CANOPIES AND SHIELDS. SUCH PROTECTION SHALL BE IN ACCORDANCE WITH
DRAWINGS SUBMITTED TO NYCT FOR APPROVAL.
22. IF SHIELDS ARE TO BE INSTALLED TO PROTECT NYCT FACILITIES AND/OR THE PUBLIC,
PLANS SHOWING THE LOCATION, TYPE AND METHOD OF ATTACHMENT TO THE TRANSIT
STRUCTURE MUST BE SUBMITTED TO NYCT FOR APPROVAL.
23. ALL LUMBER AND PLYWOOD USED FOR PROTECTION OF SUBWAY FACILITIES MUST BE
FIRE RETARDANT.
24. SUBWAY EMERGENCY EXITS MUST BE KEPT CLEAR AT ALL TIMES.
25. IN EXCAVATING OVER OR NEAR THE SUBWAY ROOF, SPECIAL CARE SHALL BE EXERCISED
SO THAT THE THIN CONCRETE PROTECTION OF THE SUBWAY WATERPROOFING IS NOT
DAMAGED.
26. BURNING OF, WELDING TO OR DRILLING THROUGH EXISTING STEEL STRUCTURES WILL
NOT BE PERMITTED EXCEPT AS SHOWN ON DRAWINGS APPROVED BY NYCT.
27. HORIZONTAL AND VERTICAL CONTROL SURVEY DATA OF THE EXISTING NYCT
STRUCTURE IS TO BE TAKEN BY A LICENSED LAND SURVEYOR TO MONITOR ANY
MOVEMENTS THAT OCCUR DURING CONSTRUCTION AND TO SHOW THAT THE INDUCED
MOVEMENTS ARE WITHIN ALLOWABLE PROVIDED AND APPROVED BY NYCT’S ENGINEER.
IF ANY MOVEMENTS EXCEED ALLOWABLE, REMEDIATION AS APPROVED BY NYCT SHALL
BE PERFORMED.
28. BUS ROUTES AFFECTED BY THE PROJECT WILL OR MAY REQUIRE BUS DIVERSIONS.
THESE ARRANGEMENTS SHALL BE MADE THROUGH
MS. SARAH WYSS
ACTING DIRECTOR, OPERATIONS PLANNING
NEW YORK CITY TRANSIT
2 BROADWAY, ROOM A17.82
NEW YORK, NEW YORK 10004
TELEPHONE NUMBER 646/252-5517
WHEN IMPACTING ANY BUS STOP, SPECIAL OPERATIONS MUST BE NOTIFIED TWO WEEKS
IN ADVANCE.
29. DUCT LINES MUST BE MAINTAINED AND PROTECTED DURING CONSTRUCTION. ANY
INTERFERENCE WITH DUCT LINES SHOULD BE REPORTED TO NYCT INSPECTOR. WHEN A
DUCT LINE CONTAINING CABLES IS TO BE REMOVED, OR WHEN MASONRY ADJACENT
THERETO IS TO BE REMOVED, PENETRATED, OR DRILLED, THE WORK SHALL BE DONE
WITH HAND LABOR ENTIRELY, USING HAMMER AND CHISEL. JACKHAMMERS, BULL
POINTS OR OTHER POWER EQUIPMENT SHALL NOT BE USED.
30. WHERE MANHOLES ARE ENCOUNTERED:
A) THEY SHALL BE PROTECTED AND RAISED OR LOWERED AS REQUIRED, TO MATCH THE
NEW STREET GRADE.
B) IF MANHOLE COVERS ARE RAISED OR LOWERED, PROTECT CABLES IN MANHOLE BY
WOOD SHEETING OF 2” NOMINAL
THICKNESS.
C) PRIOR TO THE START OF CONSTRUCTION OPERATIONS AFFECTING MANHOLES AND
DUCT LINES, SEVEN DAYS NOTICE MUST BE GIVEN TO MR. JOHN MALVASIO, P.E.,
DIRECTOR, DEPARTMENT OF MAINTENANCE OF WAY, AT 718/694-1358.
31. CONSTRUCTION WORK DONE NEAR VENT GRATINGS AND HATCHES SHALL BE AS
FOLLOWS:
A) UNLESS APPROVED BY THE NYCT’S ENGINEER, ALL VENT GRATINGS AND HATCHES
SHOULD REMAIN OUTSIDE THE CONSTRUCTION SITE, SEPARATED BY A CONSTRUCTION
FENCE. PROTECTIVE SHIELDS MUST BE PROVIDED OVER VENT GRATINGS AS REQUIRED
BY NYCT’S ENGINEER.
B) NO BUILDING MATERIAL, VEHICLES OR CONSTRUCTION EQUIPMENT IS TO BE STORED OR
RUN OVER VENT, GRATINGS, HATCHES OR EMERGENCY EXITS.
C) DETAILS OF SIDEWALK RECONSTRUCTION AROUND VENT GRATINGS, HATCHES AND
EMERGENCY EXITS ARE TO BE SUBMITTED TO NYCT FOR APPROVAL.
32. TRACTORS, CRANES, EXCAVATORS, ETC. USED IN THE VICINITY OF THE ELEVATED
STRUCTURES SHALL BE ISOLATED FROM THE GROUND. SINCE THE ELEVATED
STRUCTURE IS USED AS A NEGATIVE RETURN PATH, WITH A CONSEQUENT POTENTIAL
BETWEEN IT AND THE GROUND, ANY CONTACT BETWEEN THE STRUCTURE AND
GROUNDED EQUIPMENT COULD RESULT IN BURNING OF THE STEEL.
33. TEMPORARY CONSTRUCTION SHEDS, BARRICADES OR PLYWOOD PARTITIONS MUST BE A
MINIMUM OF 5’-0” FROM EDGE OF FINISHED PLATFORM.
NEW YORK CITY TRANSIT OUTSIDE CONTRACT INSURANCE REQUIREMENTS
2. GENERAL REQUIREMENTS APPLICABLE TO INSURANCE POLICIES.
A. ALL OF THE INSURANCE REQUIRED BY THIS ARTICLE SHALL BE WITH COMPANIES
LICENSED OR AUTHORIZED TO DO BUSINESS IN THE STATE OF NEW YORK WITH AN A.M.
BEST COMPANY RATING OF NOT LESS THAN A-/VII OR BETTER ANDREASONABLY
APPROVED BY THE PERMITTOR/MTA AND SHALL DELIVER EVIDENCE OF SUCH POLICIES.
B. EXCEPT FOR WORKERS COMPENSATION, ALL REFERENCES TO FORMS AND COVERAGES
REFERRED TO ABOVE SHALL BE THE MOST RECENT USED BY THE INSURANCE SERVICES
OFFICE, INC. ("ISO") OR EQUIVALENT FORMS APPROVED BY THE INSURANCE
DEPARTMENT OF THE STATE OF NEW YORK, PROVIDED, HOWEVER, THAT EXCESS
COVERAGES MAY BE WRITTEN ON FORMS REASONABLY ACCEPTABLE TO PERMITTOR
CONTAINING PROVISIONS OTHER THAN THOSE CONTAINED IN ISO FORMS BUT
OTHERWISE CONFORMING IN SUBSTANCE TO THE REQUIREMENTS OF THIS ARTICLE.
C. THE PERMITTEE OR ITS CONTRACTOR PERFORMING THE WORK SHALL FURNISH
EVIDENCE OF ALL POLICIES BEFORE ANY WORK IS STARTED TO THE PERMITTOR:
FOR NYCT CONTRACT INSPECTION
C/O MR. JOHN MALVASIO
DIRECTOR, MOW ENGINEERING
130 LIVINGSTON STREET, ROOM 8044F
BROOKLYN, NY 11201
TELEPHONE: (718) 694-1358
THESE POLICIES MUST: (I) BE WRITTEN IN ACCORDANCE WITH THE REQUIREMENTS OF
THE PARAGRAPHS ABOVE, APPLICABLE; (II) BE ENDORSED IN FORM ACCEPTABLE TO
INCLUDE A PROVISION THAT THE POLICY WILL NOT BE CANCELED, MATERIALLY
CHANGED, OR NOT RENEWED, UNLESS OTHERWISE INDICATED HEREIN, AT LEAST THIRTY
(30) DAYS PRIOR WRITTEN NOTICE TO THE PERMITTOR C/O MTA RISK AND INSURANCE
MANAGEMENT DEPARTMENT - STANDARDS, ENFORCEMENT & CLAIMS UNIT, 2 BROADWAY
– 21ST FLOOR, NEW YORK, NY 10004; AND (III) STATE OR BE ENDORSED TO PROVIDE THAT
THE COVERAGE AFFORDED UNDER THE CONTRACTOR’S POLICIES SHALL APPLY ON A
PRIMARY AND NOT ON AN EXCESS OR CONTRIBUTING BASIS WITH ANY POLICIES WHICH
MAY BE AVAILABLE TO THE PERMITTOR/MTA, AND ALSO THAT THE CONTRACTOR’S
POLICIES, PRIMARY AND EXCESS, MUST BE EXHAUSTED BEFORE IMPLICATING ANY
PERMITTOR/MTA POLICY AVAILABLE. (IV) IN ADDITION, CONTRACTOR’S POLICIES SHALL
STATE OR BE ENDORSED TO PROVIDE THAT, IF A SUBCONTRACTOR’S POLICY CONTAINS
ANY PROVISION THAT MAY ADVERSELY AFFECT WHETHER CONTRACTOR’S POLICIES ARE
PRIMARY AND MUST BE EXHAUSTED BEFORE IMPLICATING ANY PERMITTOR/MTA POLICY
AVAILABLE, CONTRACTOR’S AND SUBCONTRACTOR’S POLICIES SHALL NEVERTHELESS
BE PRIMARY AND MUST BE EXHAUSTED BEFORE IMPLICATING ANY PERMITTOR/MTA
POLICY AVAILABLE. EXCEPT FOR PROFESSIONAL LIABILITY, POLICIES WRITTEN ON
CLAIMS MADE BASIS ARE NOT ACCEPTABLE. AT LEAST TWO (2) WEEKS PRIOR TO THE
EXPIRATION OF THE POLICIES, CONTRACTOR SHALL ENDEAVOR TO PROVIDE EVIDENCE
OF RENEWAL OR REPLACEMENT POLICIES OF INSURANCE, WITH TERMS AND LIMITS NO
LESS FAVORABLE THAN THE EXPIRING POLICIES. EXCEPT AS OTHERWISE INDICATED IN
THE DETAILED COVERAGE PARAGRAPHS BELOW, SELF INSURED RETENTIONS AND
POLICY DEDUCTIBLES SHALL NOT EXCEED $100,000, UNLESS SUCH INCREASED
DEDUCTIBLE OR RETENTION IS APPROVED BY PERMITTOR/MTA. THE PERMITTEE SHALL
BE RESPONSIBLE FOR ALL CLAIM EXPENSE AND LOSS PAYMENTS WITHIN THE
DEDUCTIBLE OR SELF-INSURED RETENTION. THE INSURANCE MONETARY LIMITS
REQUIRED HEREIN MAY BE MET THROUGH THE COMBINED USE OF THE INSURED’S
PRIMARY AND UMBRELLA/EXCESS POLICIES.
D. CERTIFICATES OF INSURANCE MAY BE SUPPLIED AS EVIDENCE OF POLICIES OF THE
ABOVE POLICIES, EXCEPT THE RAILROAD PROTECTIVE LIABILITY POLICY, DESIGNATED AS
POLICY D. HOWEVER, IF REQUESTED BY THE PERMITTOR, THE PERMITTEE SHALL
DELIVER TO THE AUTHORITY, WITHIN FORTY-FIVE (45) DAYS OF THE REQUEST, A COPY OF
SUCH POLICIES, CERTIFIED BY THE INSURANCE CARRIER AS BEING TRUE AND
COMPLETE. THE RAILROAD PROTECTIVE LIABILITY INSURANCE POLICY MUST BE
PROVIDED IN THE FORM OF THE ORIGINAL POLICY. A DETAILED INSURANCE BINDER MAY
BE PROVIDED, ACORD OR MANUSCRIPT FORM, PENDING ISSUANCE OF THE ORIGINAL
POLICY. THE ORIGINAL POLICY
E. IF A CERTIFICATE OF INSURANCE IS SUBMITTED, IT MUST: (1) BE PROVIDED ON THE
PERMITTOR CERTIFICATE OF INSURANCE FORM OR MTA CERTIFICATE OF INSURANCE
FORM FOR JOINT AGENCY AGREEMENTS; (2) BE SIGNED BY AN AUTHORIZED
REPRESENTATIVE OF THE INSURANCE CARRIER OR PRODUCER AND NOTARIZED; (3)
DISCLOSE ANY DEDUCTIBLE, SELF-INSURED RETENTION, SUB-LIMIT, AGGREGATE LIMIT
OR ANY EXCLUSIONS TO THE POLICY THAT MATERIALLY CHANGE THE COVERAGE; (4)
INDICATE THE ADDITIONAL INSUREDS AND NAMED INSUREDS AS REQUIRED HEREIN,
ALONG WITH A PHYSICAL COPY OF THE ADDITIONAL INSURED ENDORSEMENT ( I.S.O.
FORM CG 20 26 07/04 VERSION OR EQUIVALENT), AS APPLICABLE AND THE
ENDORSEMENT(S) MUST INCLUDE POLICY NUMBER(S); (5) REFERENCE THE CONTRACT BY
NUMBER ON THE FACE OF THE CERTIFICATE; AND (6) EXPRESSLY REFERENCE THE
INCLUSION OF ALL REQUIRED ENDORSEMENTS.
F. THE MINIMUM AMOUNTS OF INSURANCE REQUIRED IN THE DETAIL DESCRIPTION OF
POLICIES A, B C, AND D ABOVE SHALL NOT BE CONSTRUED TO LIMIT THE EXTENT OF THE
PERMITTEE’S LIABILITY UNDER THIS AGREEMENT.
G. IF, AT ANY TIME DURING THE PERIOD OF THIS AGREEMENT, INSURANCE AS REQUIRED IS
NOT IN EFFECT, OR PROOF THEREOF IS NOT PROVIDED TO THE PERMITTOR, THE
PERMITTOR SHALL HAVE THE OPTIONS TO: (I) DIRECT THE PERMITTEE TO SUSPEND
WORK OR OPERATION WITH NO ADDITIONAL COST OR EXTENSION OF TIME DUE ON
ACCOUNT THEREOF; OR (II) TREAT SUCH FAILURE AS AN EVENT OF DEFAULT.
NEW YORK CITY TRANSIT OUTSIDE CONTRACT INSURANCE REQUIREMENTS
1. THE PERMITTEE AT ITS SOLE COST AND EXPENSE SHALL CARRY OR CAUSE TO CARRIED
AND SHALL MAINTAIN AT ALL TIMES DURING THE PERIOD OF PERFORMANCE UNDER THIS
AGREEMENT POLICIES OF INSURANCE AS HEREIN BELOW SET FORTH BELOW:
A. WORKERS’ COMPENSATION INSURANCE (INCLUDING EMPLOYER'S LIABILITY INSURANCE)
WITH LIMITS OF NOT LESS THAN $2,000,000, WHICH LIMIT MAY BE MET BY A COMBINATION
OF PRIMARY AND EXCESS INSURANCE MEETING THE STATUTORY LIMITS OF NEW YORK
STATE. THE POLICY SHALL BE ENDORSED TO INCLUDE LONGSHOREMAN’S AND HARBOR
WORKERS' COMPENSATION ACT/MARITIME COVERAGE ENDORSEMENT AND/OR JONES
ACT ENDORSEMENT WHEN APPLICABLE.
B. COMMERCIAL GENERAL LIABILITY INSURANCE (I.S.O. 2001 FORM OR EQUIVALENT)
APPROVED BY PERMITTOR IN THE PERMITTEE’S NAME WITH LIMITS OF LIABILITY IN THE
AMOUNT OF AT LEAST $3,000,000 FOR EACH OCCURRENCE ON A COMBINED SINGLE LIMIT
BASIS FOR INJURIES TO PERSONS (INCLUDING DEATH) AN DAMAGE TO PROPERTY,
$3,000,000 GENERAL AGGREGATE AND $3,000,000 IN THE AGGREGATE WITH RESPECT TO
PRODUCTS/COMPLETED OPERATIONS. THE LIMITS MAY BE PROVIDED IN THE FORM OF A
PRIMARY PLICY OR COMBINATION OF PRIMARY AND UMBRELLA/EXCESS POLICY. WHEN
THE MINIMUM CONTRACT AMOUNTS CAN ONLY BE MET WHEN APPLYING THE
UMBRELLA/EXCESS POLICY, THE UMBRELLA/EXCESS POLICY MUST FOLLOW FORM OF
THE UNDERLYING POLICY AND BE EXTENDED TO “DROP DOWN” TO BECOME PRIMARY IN
THE EVENT PRIMARY LIMITS ARE REDUCED OR AGGREGATE LIMITS ARE EXHAUSTED.
SUCH INSURANCE SHALL BE PRIMARY AND NON-CONTRIBUTORY TO ANOTHER VALID AND
COLLECTIBLE INSURANCE AND MUST BE EXHAUSTED BEFORE IMPLICATING ANY
PERMITTOR/MT POLICY AVAILABLE.
SUCH POLICY SHOULD BE WRITTEN ON AN OCCURRENCE FORM, AND SHALL INCLUDE:
* CONTRACTUAL COVERAGE FOR LIABILITY ASSUMED BY THE PERMITTEE UNDER THIS
AGREEMENT;
* PERSONAL AND ADVERTISING INJURY COVERAGE;
* PRODUCTS-COMPLETED OPERATIONS;
* INDEPENDENT CONTRACTORS COVERAGE;
* "XCU" COVERAGE (EXPLOSION, COLLAPSE, AND UNDERGROUND HAZARDS) WHERE
NECESSARY;
* CONTRACTUAL LIABILITY EXCLUSION, APPLICABLE TO CONSTRUCTION OR DEMOLITION
OPERATIONS TO BE PERFORMED WITHIN 50 FEET OF RAILROAD TRACKS, MUST BE
VOIDED, WHERE NECESSARY; AND
* ADDITIONAL INSURED ENDORSEMENT (I.S.O. FORM CG 20 26 07/04 VERSION OR
EQUIVALENT) APPROVED BY THE PERMITTOR NAMING:
** NEW YORK CITY TRANSIT AUTHORITY (NYCTA), THE MANHATTAN AND BRONX SURFACE
TRANSIT OPERATING AUTHORITY (MABSTOA), THE STATEN ISLAND RAPID TRANSIT
OPERATING AUTHORITY (SIRTOA), MTA CAPITAL CONSTRUCTION CO., THE
METROPOLITAN TRANSPORTATION AUTHORITY (MTA) INCLUDING ITS SUBSIDIARIES AND
AFFILIATES, AND THE CITY OF NEW YORK (AS OWNER).
C. BUSINESS AUTOMOBILE LIABILITY INSURANCE POLICY (I.S.O. FORM CA 00 01 10 01 OR
EQUIVALENT) APPROVED BY THE PERMITTOR IS REQUIRED IF PERMITEE'S VEHICLE
ENTERS PERMITTOR PROPERTY. THE INSURANCE MUST BE IN THE NAME OF THE
PERMITTEE OR ITS CONTRACTOR ENTERING THE PERMITTOR PROPERTY WITH LIMITS OF
LIABILITY IN THE AMOUNT OF $2,000,000 EACH ACCIDENT FOR CLAIMS FOR BODILY
INJURIES (INCLUDING DEATH) TO PERSONS AND FOR DAMAGE TO PROPERTY ARISING
OUT OF THE OWNERSHIP, MAINTENANCE OR USE OF ANY OWNED, HIRED OR NON-OWNED
MOTOR VEHICLE.
D. RAILROAD PROTECTIVE LIABILITY INSURANCE (ISO-RIMA OR EQUIVALENT FORM)
APPROVED BY PERMITTOR COVERING THE WORK TO BE PERFORMED AT THE
DESIGNATED JOB SITE AND AFFORDING PROTECTION FOR DAMAGES ARISING OUT OF
BODILY INJURY OR DEATH, PHYSICAL DAMAGE TO OR DESTRUCTION OF PROPERTY,
INCLUDING DAMAGE TO THE INSURED’S OWN PROPERTY AND CONFORMING TO THE
FOLLOWING:
* THE FOLLOWING ARE THE “NAMED INSUREDS” FOR THIS COVERAGE:
** NEW YORK CITY TRANSIT AUTHORITY (NYCTA), THE MANHATTAN AND BRONX SURFACE
TRANSIT OPERATING AUTHORITY (MABSTOA), THE STATEN ISLAND RAPID TRANSIT
OPERATING AUTHORITY (SIRTOA), MTA CAPITAL CONSTRUCTION CO., THE
METROPOLITAN TRANSPORTATION AUTHORITY (MTA) INCLUDING ITS SUBSIDIARIES AND
AFFILIATES, AND THE CITY OF NEW YORK (AS OWNER).
* THE LIMIT OF LIABILITY SHALL BE $2,000,000 AT LEAST EACH OCCURRENCE, SUBJECT TO
A $6,000,000 ANNUAL AGGREGATE;
* POLICY ENDORSEMENT CG 28 31 - POLLUTION EXCLUSION AMENDMENT IS REQUIRED TO
BE ENDORSED ONTO THE POLICY WHEN ENVIRONMENTAL-RELATED WORK AND/OR
EXPOSURES EXIST.
* INDICATE THE NAME AND ADDRESS OF THE CONTRACTOR TO PERFORM THE WORK, THE
CONTRACT # AND THE NAME OF THE RAILROAD PROPERTY WHERE THE WORK IS BEING
PERFORMED AND THE AGENCY PERMIT.
* EVIDENCE OF RAILROAD PROTECTIVE LIABILITY INSURANCE, MUST BE PROVIDED IN THE
FORM OF THE ORIGINAL POLICY. A DETAILED INSURANCE BINDER (ACORD OR
MANUSCRIPT FORM) WILL BE ACCEPTED PENDING ISSUANCE OF THE ORIGINAL POLICY,
WHICH MUST BE PROVIDED WITHIN 30 DAYS OF THE BINDER APPROVAL.
E. ENVIRONMENTAL/POLLUTION EXPOSURES: IN THE EVENT ENVIRONMENTAL OR
POLLUTION EXPOSURES EXIST; THE PERMITTEE SHALL REQUIRE THE ENVIRONMENTAL
CONTRACTOR OR SUB-CONTRACTOR TO PROVIDE THE APPLICABLE INSURANCE
COVERING SUCH EXPOSURE. THE LIMITS AND TYPE OF INSURANCE PROVIDED SHALL BE
SATISFACTORY TO THE PERMITTOR AND WILL BE CONFIRMED TO THE PARTIES PRIOR TO
THE START OF THE WORK.
STRUCTURE
NOTIFY NYCT
ENGINEER STOP WORK
ELEVATED 1/8 INCH 1/4 INCH
SUBWAY 1/4 INCH 1/2 INCH
NEW YORK CITY TRANSIT "NOT FOR BENEFIT" INSURANCE REQUIREMENTS
SECTION C: GENERAL INSURANCE REQUIREMENTS
1. INSURANCE COMPANIES: ALL OF THE INSURANCE REQUIRED BY THIS ARTICLE SHALL BE
WITH COMPANIES LICENSED OR AUTHORIZED TO DO BUSINESS IN THE STATE OF NEW
YORK WITH AN A.M. BEST COMPANY RATING OF NOT LESS THAN A-/VII OR BETTER AND
REASONABLY APPROVED BY THE PERMITTOR/MTA.
2. FORMS: ALL FORMS SHALL COMPLY WITH THE INSURANCE SERVICES OFFICE, INC. ("ISO")
OR ITS EQUIVALENT APPROVED BY THE INSURANCE DEPARTMENT OF THE STATE OF NEW
YORK
3. POLICY DEDUCTIBLE / SELF INSURED RETENTION: INSURANCE MAY CONTAIN A
DEDUCTIBLE AND OR SELF-INSURED RETENTION AND SHALL NOT EXCEED $100,000. THE
PERMITTEE SHALL BE RESPONSIBLE FOR ALL CLAIM EXPENSES AND LOSS PAYMENTS
WITHIN THE DEDUCTIBLE OR SELF-INSURED RETENTION.
4. POLICY TERMS: THESE POLICIES MUST: (I) BE WRITTEN IN ACCORDANCE WITH THE
REQUIREMENTS OF THE PARAGRAPHS ABOVE, AS APPLICABLE; (II) BE ENDORSED IN FORM
ACCEPTABLE TO INCLUDE A PROVISION THAT SHOULD THE POLICY BE CANCELED,
MATERIALLY CHANGED, OR NOT RENEWED, NOTICE SHALL BE DELIVERED IN
ACCORDANCE WITH THE INSURANCE POLICY PROVISIONS TO THE PERMITTOR, AND (III)
STATE OR BE ENDORSED TO PROVIDE THAT THE COVERAGE AFFORDED UNDER THE
PERMITTEE'S POLICIES SHALL APPLY ON A PRIMARY AND NOT ON AN EXCESS OR
CONTRIBUTING BASIS WITH ANY POLICIES WHICH MAY BE AVAILABLE TO THE
PERMITTOR/MTA, AND ALSO THAT THE PERMITTEE'S POLICIES, PRIMARY AND EXCESS,
MUST BE EXHAUSTED BEFORE IMPLICATING ANY PERMITTOR/MTA POLICY AVAILABLE. (IV)
IN ADDITION, PERMITTEE'S POLICIES SHALL STATE OR BE ENDORSED TO PROVIDE THAT,
IF A SUBCONTRACTOR'S POLICY CONTAINS ANY PROVISION THAT MAY ADVERSELY
AFFECT WHETHER PERMITTEE'S POLICIES ARE PRIMARY AND MUST BE EXHAUSTED
BEFORE IMPLICATING ANY PERMITTOR/MTA POLICY AVAILABLE, PERMITTEE'S AND
SUBCONTRACTOR'S POLICIES SHALL NEVERTHELESS BE PRIMARY AND MUST BE
EXHAUSTED BEFORE IMPLICATING ANY PERMITTOR/MTA POLICY AVAILABLE. AT LEAST
TWO (2) WEEKS PRIOR TO THE EXPIRATION OF THE POLICIES, THE PERMITTEE SHALL
ENDEAVOR TO PROVIDE EVIDENCE OF RENEWAL OR REPLACEMENT POLICIES OF
INSURANCE, WITH TERMS AND LIMITS NO LESS FAVORABLE THAN THE EXPIRING POLICIES.
SECTION D: SUBMISSION OF INSURANCE
CERTIFICATES OF INSURANCE MAY BE SUPPLIED AS EVIDENCE OF POLICIES EXCEPT FOR
RAILROAD PROTECTIVE LIABILITY. HOWEVER, IF REQUESTED BY THE PERMITTOR, THE
PERMITTEE SHALL DELIVER TO THE PERMITTOR WITHIN FORTY-FIVE (45) DAYS A COPY OF
SUCH POLICIES, CERTIFIED BY THE INSURANCE CARRIER AS BEING TRUE AND COMPLETE.
IF A CERTIFICATE OF INSURANCE IS SUBMITTED, IT MUST: (1) BE PROVIDED ON THE
PERMITTOR CERTIFICATE OF INSURANCE; (2) BE SIGNED BY AN AUTHORIZED
REPRESENTATIVE OF THE INSURANCE CARRIER OR PRODUCER AND NOTARIZED; (3)
DISCLOSE ANY DEDUCTIBLE, SELF-INSURED RETENTION, SUB-LIMIT, AGGREGATE LIMIT OR
ANY EXCLUSIONS TO THE POLICY THAT MATERIALLY CHANGE THE COVERAGE; (4)
INDICATE THE ADDITIONAL INSUREDS AS REQUIRED HEREIN UNDER SECTION B; THE
PERMITTEE MUST PROVIDE A COPY OF THE ADDITIONAL INSURED ENDORSEMENT (ISO)
FORM CG 20 26 07/04 OR ITS EQUIVALENT AND MUST REFERENCE THE POLICY
INFORMATION; (5) INDICATE PROJECT NAME AND LOCATION ON THE CERTIFICATE; AND (6)
EXPRESSLY REFERENCE THE INCLUSION OF ALL REQUIRED ENDORSEMENTS.
THE PERMITTEE OR ITS CONTRACTOR/SUBCONTRACTOR PERFORMING THE WORK SHALL
FURNISH EVIDENCE OF ALL POLICIES BEFORE ANY WORK IS STARTED TO THE
APPROPRIATE DEPARTMENT:
NEW AGREEMENTS: RENEWAL INSURANCE:
MTA/NYCT MOW ENGINEERING MTA RISK INSURANCE MANAGEMENT
ATTENTION: MR. JOHN MALVASIO ATTENTION: RUTH APOSTOL
130 LIVINGSTON STREET 2 BROADWAY - 21ST FLOOR
BROOKLYN, NY 11201 NEW YORK, NY 10004
SECTION E: NO LIMIT OF LIABILITY
THE MINIMUM AMOUNTS OF INSURANCE REQUIRED IN THE DETAIL DESCRIPTION OF
POLICIES ABOVE SHALL NOT BE CONSTRUED TO LIMIT THE EXTENT OF THE PERMITTEE'S
LIABILITY UNDER THIS AGREEMENT.
SECTION F: RIGHT TO REQUEST ADDITIONAL INSURANCE
PERMITTEE FURTHER AGREES TO PROVIDE, AT PERMITTEE'S SOLE COST AND EXPENSE,
SUCH INCREASED OR EXPANDED INSURANCE COVERAGE AS PERMITTOR MAY FROM TIME
TO TIME AS DEEM APPROPRIATE.
SECTION G: EVENT OF DEFAULT
IF, AT ANY TIME DURING THE PERIOD OF THIS AGREEMENT, INSURANCE AS REQUIRED IS
NOT IN EFFECT, OR PROOF THEREOF IS NOT PROVIDED TO THE PERMITTOR, THE
PERMITTOR SHALL HAVE THE OPTIONS TO: (I) DIRECT THE PERMITTEE TO SUSPEND WORK
OR OPERATION WITH NO ADDITIONAL COST OR EXTENSION OF TIME DUE ON ACCOUNT
THEREOF; OR (II) TREAT SUCH FAILURE AS AN EVENT OF DEFAULT.
SECTION H: NOTICE OF CLAIM
THE PERMITTEE SHALL IMMEDIATELY FILE WITH NYCT/MTA'S TORT DIVISION (WITH A COPY
TO THE PROJECT MANAGER), 130 LIVINGSTON STREET, 11TH FLOOR, BROOKLYN, NEW
YORK 11201, A NOTICE OF ANY OCCURRENCE LIKELY TO RESULT IN A CLAIM AGAINST
NYCT/MTA AND SHALL ALSO FILE WITH THE TORTS DIVISION DETAILED SWORN PROOF OF
INTEREST AND LOSS WITH THE CLAIM. THIS PARAGRAPH SHALL SURVIVE THE EXPIRATION
OR EARLIER TERMINATION OF THE CONTRACT.
NEW YORK CITY TRANSIT "NOT FOR BENEFIT" INSURANCE REQUIREMENTS
SECTION A: INSURANCE REQUIREMENTS
THE PERMITTEE AT ITS SOLE COST AND EXPENSE SHALL CARRY AND MAINTAIN POLICIES
OF INSURANCE AT ALL TIMES DURING THE PERIOD OF PERFORMANCE UNDER THIS
AGREEMENT AS HEREIN SET FORTH BELOW:
1. WORKERS' COMPENSATION: INCLUDING EMPLOYER'S LIABILITY INSURANCE WITH LIMITS
OF LIABILITY NOT LESS THAN $2,000,000 WHICH MAY BE MET BY A COMBINATION OF
PRIMARY AND EXCESS INSURANCE MEETING THE STATUTORY LIMITS OF NEW YORK
STATE.
2. COMMERCIAL GENERAL LIABILITY: (ISO 2001 FORM OR EQUIVALENT) APPROVED BY
PERMITTOR IN THE PERMITTEE'S NAME WITH LIMITS OF LIABILITY IN THE AMOUNT OF NOT
LESS THAN $3,000,000 FOR EACH OCCURRENCE ON A COMBINED SINGLE LIMIT BASIS FOR
INJURIES TO PERSONS (INCLUDING DEATH) AND DAMAGE TO PROPERTY, $3,000,000
GENERAL AGGREGATE AND $3,000,000 IN THE AGGREGATE WITH RESPECT TO
PRODUCTS/COMPLETED OPERATIONS. THE LIMITS MAY BE PROVIDED IN THE FORM OF A
PRIMARY POLICY OR COMBINATION OF PRIMARY AND UMBRELLA/EXCESS POLICY. WHEN
THE MINIMUM CONTRACT AMOUNTS CAN ONLY BE MET WHEN APPLYING THE
UMBRELLA/EXCESS POLICY, THE UMBRELLA/EXCESS POLICY MUST FOLLOW FORM OF THE
UNDERLYING POLICY AND BE EXTENDED TO “DROP DOWN” TO BECOME PRIMARY IN THE
EVENT PRIMARY LIMITS ARE REDUCED OR AGGREGATE LIMITS ARE EXHAUSTED. SUCH
INSURANCE SHALL BE PRIMARY AND NON-CONTRIBUTORY TO ANY OTHER VALID AND
COLLECTIBLE INSURANCE AND MUST BE EXHAUSTED BEFORE IMPLICATING ANY
PERMITTOR/MTA POLICY AVAILABLE.
SUCH POLICY SHOULD BE WRITTEN ON AN OCCURRENCE FORM, AND SHALL INCLUDE THE
FOLLOWING COVERAGES:
* ADDITIONAL INSURED ENDORSEMENT (I.S.O. FORM CG 20 26 07/04) VERSION OR
EQUIVALENT APPROVED BY THE PERMITTOR, SHALL NAME THE INDEMNITEES AS
REFERENCED UNDER SECTION B OF THIS AGREEMENT AS ADDITIONAL INSUREDS.
* CONTRACTUAL LIABILITY ASSUMED BY THE PERMITTEE UNDER THIS AGREEMENT;
* PERSONAL AND ADVERTISING INJURY;
* PRODUCTS-COMPLETED OPERATIONS;
* INDEPENDENT CONTRACTORS;
* "XCU" (EXPLOSION, COLLAPSE, AND UNDERGROUND HAZARDS) WHERE NECESSARY;
* CONTRACTUAL LIABILITY EXCLUSION, APPLICABLE TO CONSTRUCTION OR DEMOLITION
OPERATIONS TO BE PERFORMED WITHIN 50 FEET OF RAILROAD TRACKS, MUST BE
REMOVED, WHERE NECESSARY;
3. BUSINESS AUTOMOBILE LIABILITY: (ISO FORM CA 00 01 10 01 OR EQUIVALENT) APPROVED
BY THE PERMITTOR IS REQUIRED IF PERMITTEE'S VEHICLE ENTERS PERMITTOR'S
PROPERTY. THE INSURANCE MUST BE IN THE NAME OF THE PERMITTEE OR ITS
CONTRACTOR ENTERING THE PERMITTOR PROPERTY WITH LIMITS OF LIABILITY IN THE
AMOUNT OF NOT LESS THAN $2,000,000 EACH ACCIDENT FOR CLAIMS FOR BODILY
INJURIES (INCLUDING DEATH) TO PERSONS AND FOR DAMAGE TO PROPERTY ARISING OUT
OF THE OWNERSHIP, MAINTENANCE OR USE OF ANY OWNED, HIRED OR NON-OWNED
MOTOR VEHICLE.
4. RAILROAD PROTECTIVE LIABILITY: (ISO-RIMA OR EQUIVALENT FORM) APPROVED BY
PERMITTOR COVERING THE WORK TO BE PERFORMED AT THE DESIGNATED JOB SITE AND
AFFORDING PROTECTION FOR DAMAGES ARISING OUT OF BODILY INJURY OR DEATH,
PHYSICAL DAMAGE TO OR DESTRUCTION OF PROPERTY, INCLUDING DAMAGE TO THE
INSURED'S OWN PROPERTY AND CONFORMING TO THE FOLLOWING:
* THE POLICY SHALL BE ISSUED TO THE “NAMED INSUREDS” LISTED UNDER SECTION B
* THE LIMIT OF LIABILITY SHALL BE NOT LESS THAN $2,000,000 PER OCCURRENCE, SUBJECT
TO A $6,000,000 ANNUAL AGGREGATE;
* POLICY MUST BE ENDORSED TO PROVIDE COVERAGE FOR CLAIMS ARISING FROM INJURY
TO EMPLOYEES COVERED BY FEDERAL EMPLOYER'S LIABILITY ACT (FELA).
* INDICATE THE NAME AND ADDRESS OF THE DESIGNATED CONTRACTOR, PROJECT
LOCATION AND DESCRIPTION OF WORK, AND PERMIT NUMBER IF APPLICABLE.
* EVIDENCE OF RAILROAD PROTECTIVE LIABILITY INSURANCE, MUST BE PROVIDED IN THE
FORM OF A POLICY. A DETAILED INSURANCE BINDER (ACORD OR MANUSCRIPT FORM) WILL
BE ACCEPTED PENDING ISSUANCE OF THE POLICY, WHICH MUST BE PROVIDED WITHIN 30
DAYS FROM THE EFFECTIVE DATE.
5. ENVIRONMENTAL INSURANCE: IN THE EVENT ENVIRONMENTAL OR POLLUTION
EXPOSURES EXIST, THE PERMITTEE SHALL REQUIRE THE ENVIRONMENTAL CONTRACTOR
OR SUB-CONTRACTOR TO PROVIDE THE APPLICABLE INSURANCE COVERING SUCH
EXPOSURE. THE LIMITS AND TYPES OF INSURANCE PROVIDED MUST BE SATISFACTORY
TO THE PERMITTOR AND APPROVED PRIOR TO THE START OF THE WORK.
ENVIRONMENTAL INSURANCE: IN THE EVENT ENVIRONMENTAL OR POLLUTION
EXPOSURES EXIST, THE PERMITTEE SHALL REQUIRE THE ENVIRONMENTAL CONTRACTOR
OR SUB-CONTRACTOR TO PROVIDE THE APPLICABLE INSURANCE COVERING SUCH
EXPOSURE. THE LIMITS AND TYPES OF INSURANCE PROVIDED MUST BE SATISFACTORY
TO THE PERMITTOR AND APPROVED PRIOR TO THE START OF THE WORK.
SECTION B: INDEMNITEES (ADDITIONAL INSUREDS / NAMED INSUREDS)
NEW YORK CITY TRANSIT AUTHORITY (“NYCT”), THE MANHATTAN AND BRONX SURFACE
TRANSIT OPERATING AUTHORITY (“MABSTOA”), THE STATEN ISLAND RAPID TRANSIT
OPERATING AUTHORITY (“SIRTOA”), THE METROPOLITAN TRANSPORTATION AUTHORITY
(“MTA”) INCLUDING ITS SUBSIDIARIES AND AFFILIATES, MTA CAPITAL CONSTRUCTION
(“MTACC”), MTA BUS COMPANY (“MTA BUS”), AND THE CITY OF NEW YORK (“CITY” AS
OWNER) AND THE RESPECTIVE AFFILIATES AND SUBSIDIARIES EXISTING CURRENTLY OR
IN THE FUTURE OF AND SUCCESSORS TO EACH INDEMNIFIED PARTIES LISTED HEREIN.

1STORYBRICK&STUCCOBUILDING
4 STORY BRICK BUILDING STUCCO
BUILDING
1 STORY
3 STORY BRICK
BUILDING
BUILDING
3 STORY BRICK
BRICK &
BUILDING
3 STORY
STUCCO
UP
UP
UP
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1 2 3 4 5 6 7 8 9 10 11
A.3
B
D
E
F
A.1
C
6.2 6.9
A.6
B.3
2.9 3.5
3
S-202
4
S-202
5
S-202
6
S-202
6.6
2.2
5.5
3.6 4.9 7.9
7.5 8.5
8.9
9.5
10.2
B.1
C.1
D.2
D.3
A.2
12
A
1
S-202
2
S-202
PC-4 PC-4 PC-4 PC-4
PC-4 PC-5 PC-5
PC-4
PC-5
PC-5
PC-4 PC-4 PC-5 PC-5
PC-4 PC-4 PC-4 PC-4 PC-4 PC-4
PC-4
PC-4
PC-5
PC-4
PC-4
PC-4
PC-4
PC-2 PC-2 PC-2 PC-2 PC-2 PC-2 PC-2
PC-2 PC-2 PC-2 PC-2 PC-2 PC-2
PC-5
PC-4
PC-4 PC-4
PC-4
PC-5
PC-5 PC-4
PC-5
PC-4
PC-4
PC-4
PC-4PC-2
PC-5
PC-4
W3
W2
W2
W1
W2
W9
W1
W1
D.1
C.2
4645 47 48 49 50 51 52 53 54
55
56
57
58
59
60
42
4140
39
38
37
36
3534
33
32
31
30
20.1
21
22 23
24 25 26
27
19
1817161514
12
3 4 5 6 7 8 9
13
PC-4
RAMP UP
EAST 138TH STREET
THIRDAVENUE
PROPERTY LINE
PROPERTY LINE
PC-4
79"x79"x35" -
PC-4
ELEVATOR
SUMP PIT SEE
PLMB. DWG.
10
18' - 2 3/8" 17' - 7 1/2" 22' - 6" 11' - 0 1/4" 19' - 8" 28' - 10 7/8" 23' - 0" 23' - 0" 20' - 0 7/8" 12' - 4" 12' - 0 5/8"
8'-0"19'-7"20'-0"24'-1"27'-1"
12'-63/4"8"3'-5"1'-1"2"11"16'-21/2"7'-01/2"1'-5"1'-7"2'-5"
S-2
W3
W3
W3
W3
W3 W3 W3 W3 W3 W3
W3
W3W3W3
W3W3W3W3W3W3W3W3
W3
1' - 8 1/2" 2' - 9 1/8" 1' - 10" 8 1/4" 4' - 10 7/8" 3' - 1 1/2" 9" 3' - 5 1/8" 2' - 2"
5 7/8" 10' - 6 1/8" 7' - 8 1/4" 13' - 1 1/2" 9' - 5" 9' - 4 7/8" 9' - 4 7/8"
8
S-307
MF2.0
MF2.0-5' - 0"
W1
W1
W9
W1
W1
W1
W1
W2
W2
W3
W3
W4
W2
W1
79"x79"x35" -
PC-4
79"x79"x35" -
PC-4
PC-6
9
S-307
7
S-307
S-307
1
10
S-307
3
S-307
4
S-307
11
S-307
52°
3' - 0 5/8"
S-302
3
6
S-307
11
S-307
SIM.
SEWAGE
EJECTOR PIT;
SEE PLMB.
DWGS
10
S-300
Sim
MAT SLAB EXTENDED BELOW
RAMP TO DIAGONAL WALL
1
S-308
2
S-308
EXIST. BELOW GRADE
SUBWAY TUNNEL
19'-4"±
30'-10"±
31'-8"±
20' - 0" ±
17' - 10" ±
EDGE OF CURB
AT GRADE
MASONRY WALL
CONCRETE FOOTING
CONCRETE WALL
W8x10
L
STEEL BEAM
BENT STEEL FRAMING
SHEAR CONNECTION
MOMENT CONNECTION
STEEL COLUMN
STEEL COLUMN BELOW
TR
DIRECTION OF SLAB
COLUMN LINE
(##'-##")
#
LEGEND
EP-#
BP-#
MASONRY SHEAR WALL
PCi t e c t s
Dwg Title
New York, NY 10016
T: 212|689|7070
F: 212|545|1687
info@MHGArch.com
www.MHGArch.com
Client/Developer
MHG Architects
Architect
Landscape Architect
88 University Place
Structural Engineer
Associates
508 Eighth Avenue
Scale
Job No.
Date
Dwg No
Seal
NYC DOB Number
1522
1/8" = 1'-0"
CELLAR PLAN
05/08/2013
13892
S-100.00
1/8" = 1'-0"S-100
1 CELLAR PLAN
NOTES:
1. DATUM ELEVATION 0'-0" IS REFERENCED AS 12.54'
2. TOP OF SLAB ELEVATION IS -13'-3 3/4" UNLESS NOTED THUS (_'-_") ON PLAN.
3. S_ DENOTES CONCRETE SLAB . SEE SCHEDULE ON S-305.00.
4. TOP OF PILE CAPS AND MAT FOUNDATION ARE INTEGRAL WITH SLAB; SEE
DETAILS ON S302.00.
5. REFER TO ARCHITECTURAL DRAWINGS FOR COLUMN HOLD POINTS AND PLAN
DIMENSIONS FROM PROPERTY LINE.
6. MF_ DENOTE REINFORCED CONCRETE MAT FOUNDATION. SEE SCHEDULE ON S-
302.00.
7. W_ DENOTES REINFORCED CONCRETE WALL. SEE SCHEDULE ON S-202.00.
8. MW_ DENOTES REINFORCED CONCRETE MASONRY WALL. SEE WALL
ELEVATIONS ON S-200.00 TO S-203.00.
9. MSW_ DENOTES REINFORCED CONCRETE MASONRY SHEAR WALL. SEE SHEAR
WALL ELEVATIONS ON S-200.00 TO S-203.00.
10. C.J. DENOTES CONTROL JOINTS. SEE DETAIL SHEETS AND GENERAL NOTES.
11. PC_ DENOTE CONCRETE PILE CAP. REFER TO TYPICAL DETAILS ON S-302.00. ALL
PILES SHALL BE DRILLED.
12. REFER TO S-001.00 FOR GENERAL NOTES.
13. GENERAL CONTRACTOR TO VERIFY ELEVATOR PIT DEPTH, HOISTWAY
DIMENSIONS, AND ELEVATOR SUMP PIT DIMENSIONS WITH THE APPROVED
ELEVATOR SHOP DRAWINGS AND WITH ELEVATOR MANUFACTURER. NOTIFY A/E
IF REQUIREMENTS DIFFER FROM PLANS.
14. FOR SUPPORT OF EXCAVATION INFORMATION, INCLUDING PILE DESIGN
INSTALLATION PROCEDURES, SEE FNA DRAWINGS.
15. WHEN REFERRING TO THE SUPPORT OF EXCAVATION DRAWINGS BY FNA, A
VALUE OF 100.00' SHALL BE ADDED TO THE ELEVATIONS SHOWN ON THESE
DRAWINGS FOR COMPARISON WITH BOROUGH PRESIDENT OF BRONX DATUM
ELEVATIONS.
NO
R
TH
1 1 / 2 0 / 2 0 1 3 U P D A T E D B I D S E T

1STORYBRICK&STUCCOBUILDING
4 STORY BRICK BUILDING STUCCO
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1 STORY
3 STORY BRICK
BUILDING
BUILDING
3 STORY BRICK
BRICK &
BUILDING
3 STORY
STUCCO
UP
UP
UP
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11-#5 11-#5
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10-#5 10-#5 10-#5
4-#6
10-#6
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8-#6 8-#6 8-#6
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8-#6
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8-#6
4-#6
4-#6
8-#6
8-#6
8-#6
5-#6
8-#6
10-#5
7-#6
4-#6
8-#6 12-#6 8-#6 8-#6
6-#66-#66-#66-#66-#6
8-#6
6-#6
8-#6 12-#6
12-#6
12-#6 12-#6
13-#5
9-#6
11-#511-#5 10-#5 10-#510-#5 11-#5
8-#6
12-#6
10-#6
6-#6
6-#6
10-#6
8-#6
8-#6
11-#5
8-#6
6-#5
8-#6
8-#6
12-#5
11-#6
6-#6
8-#6
11-#6
6-#6
8-#6
8-#6
#5 @ 12"
8-#6
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12-#6
16-#6
12-#6
6-#6
7-#6
8-#6
13-#6
18-#6
14-#5
11-#6
5-#6
5-#6
8-#5
10-#6 10-#6
9-#6
3-#6
3-#6
8-#5
18-#6
17-#5
5-#6
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4-#6
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16-#5
22-#5
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6-#5
6-#5
6-#5
6-#5
6-#5
6-#5
14-#5
5-#5
7-#5
12-#5
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12-#5
4-#6
10-#6
12-#5
11-#6
8-#5
7-#5
7-#6
6-#5
8-#6
2-#5B
2-#5B
2-#5B
2-#5B
2-#5B
2-#5B
2-#5B
4-#5B
5-#6
13-#5
18-#6
8-#5
7-#6
6-#6
6-#5
6-#6
6-#6
6-#6
5-#6
1 2 3 4 5 6 7 8 9 10 11
B
D
E
F
C
B.3
1
S-200
3
S-202
4
S-202
5
S-202
6
S-202
5.5 7.5 8.5 9.5
D.3
12
A
2 3/4"
1
S-202
2
S-202
T.O. SLAB= -2' - 10 3/4"
T.O. SLAB= -0' - 11 3/4"
1
4 5
7 8 9
181614
13.112
10
21 23
24 25
39
35
34
33
28
43
44
45 49
50
51
53 59
19.1
20
T.O. SLAB= +2' - 5"
T.O. S.O.G.= -3' - 9 1/2"
EXISTING BUS SHED
(SEE ARCH.)
EAST 138TH STREET
THIRDAVENUE
15 17
63
52 54
55
56
57
58
60
4241
40
38
36
37
26
2722
30
31 32
46
47
48
19
PROPERTY LINE
PROPERTY LINE
79"x79"x35" -
PC-4
79"x79"x35" -
PC-4
PC-2
13
-0' - 11 3/4"
FILL SLAB
FILL RAMP
DN
18' - 2 3/8" 17' - 7 1/2" 22' - 6" 11' - 0 1/4" 19' - 8" 28' - 10 7/8" 23' - 0" 23' - 0" 20' - 0 7/8" 12' - 4" 12' - 0 5/8"
11' - 11 3/4" 9' - 4 7/8" 10' - 8"
8'-0"19'-7"20'-0"24'-1"27'-1"
9
S-201
11
2
1B1
1B1
1B1
1B1
1B1
1B1
1B1
1B1
1B5
1B2
CANT.
CANT.
CANT.
CANT.
CANT.
CANT.
CANT.
CANT.
CANT.1B1
7'-101/2"5'-5"
S-3
T.O. SLAB= -1' - 9 3/4"
S-3
2
S-306
S-3
S-3
S-3
SLOPEDS.O.G.
S-3
S-3
5
S-307
8
S-307
GB1
W1
W1
W1
W1
W1
W1
W1
1B7MW18
W2W2
W1
W2
W2
W9
W2
MSW1MSW1
MW1
W3
W3
MW1
MW1
W3
MW1
W3MW1
MW30
W3
12-#5
6-#6
19-#5
6-#6
7-#5
8-#6
12-#5
4-#6
6-#6
6-#6
ALONG RAMP ALONG RAMP
3' - 6" 3' - 6"
3'-6"
3' - 6" 3' - 6"
3'-6"3'-6"
3' - 6" 3' - 6"
2 1/4" DROP
2 1/4" DROP 2 1/4" DROP
BEAM BELOW WALL
AT FIRST FLOOR FOR
OPENING BELOW
1B6
1B4
1B4
1B3
1B4
1B51B3
1B5
CANT.
GB1
1B6
1B6
1B4
1B4
1B3
GB2
-3'-4"
FOUNDATION WALL BELOW
FOUNDATION WALL
BELOW
T.O. RAISED
LOADING
DOCK SLAB
@ 0'-6 3/4"
T.O. SLAB= -0' - 11 3/4"
W8X21
9' - 5"
7
S-307
9
S-306
3
S-306
GB2
6
S-307
4
S-306
5
S-306
6
S-306
3
S-306
SIM.
GB3GB1
0"
GB1 GB1 GB1 GB1 GB1 GB1 GB1
GB1 GB1
EXTEND GRADE BM.
TO CURVED WALL
BETWEEN GRIDS D
AND E
24"x60" MECH. OPNG.
3'-6"3'-6"
3' - 6" 3' - 6"
2 1/4" DROP
BELOW
BELOW
S-3
S-3
1
S-308
2
S-308
EXIST. BELOW GRADE
SUBWAY TUNNEL
30'-10"±
31'-8"±
20' - 0" ±
17' - 10" ±
EDGE OF CURB
MASONRY WALL
CONCRETE FOOTING
CONCRETE WALL
W8x10
L
STEEL BEAM
BENT STEEL FRAMING
SHEAR CONNECTION
MOMENT CONNECTION
STEEL COLUMN
STEEL COLUMN BELOW
TR
DIRECTION OF SLAB
COLUMN LINE
(##'-##")
#
LEGEND
EP-#
BP-#
MASONRY SHEAR WALL
PCi t e c t s
Dwg Title
New York, NY 10016
T: 212|689|7070
F: 212|545|1687
info@MHGArch.com
www.MHGArch.com
Client/Developer
MHG Architects
Architect
Landscape Architect
88 University Place
Structural Engineer
Associates
508 Eighth Avenue
Scale
Job No.
Date
Dwg No
Seal
NYC DOB Number
1522
1/8" = 1'-0"
FIRST FLOOR
FRAMING PLAN
05/08/2013
13892
S-101.00
1/8" = 1'-0"S-101
1 FIRST FLOOR PLAN
NO
R
TH
NOTES:
2. TOP OF SLAB ELEVATION IS +0'-0" UNLESS NOTED THUS (_'-_") ON PLAN.
3. TOP OF PILE CAP ELEVATION IS 1'-0" BELOW T.O. SLAB; UNLESS NOTED THUS (_'-_")
ON PLAN.
4. REFER TO ARCHITECTURAL DRAWINGS FOR COLUMN HOLD POINTS AND PLAN
DIMENSIONS FROM PROPERTY LINE.
7. MW_ DENOTES REINFORCED CONCRETE MASONRY WALL. SEE WALL ELEVATIONS
ON S-200.00 TO S-203.00.
8. MSW_ DENOTES REINFORCED CONCRETE MASONRY SHEAR WALL. SEE SHEAR
WALL ELEVATIONS ON S-200.00 TO S-203.00.
9. C.J. DENOTES CONTROL JOINTS. SEE DETAIL SHEETS AND GENERAL NOTES.
10. PC_ DENOTE CONCRETE PILE CAP. REFER TO TYPICAL DETAILS ON S-302.00. ALL
PILES SHALL BE DRILLED.
11. REFER TO S-001.00 FOR GENERAL NOTES.
12. FOR SUPPORT OF EXCAVATION INFORMATION, INCLUDING PILE DESIGN
INSTALLATION PROCEDURES, SEE FNA DRAWINGS.
13. WHEN REFERRING TO THE SUPPORT OF EXCAVATION DRAWINGS BY FNA, A VALUE
OF 100.00' SHALL BE ADDED TO THE ELEVATIONS SHOWN ON THESE DRAWINGS FOR
COMPARISON WITH BOROUGH PRESIDENT OF BRONX DATUM ELEVATIONS.
14. REINFORCEMENT SHOWN IS TOP UNLESS NOTED OTHERWISE. THUS, (_-#_)
INDICATES TOP BARS.
15. REINFORCEMENT SHOWN THUS, (_-#_B), INDICATES ADDITIONAL BOTTOM BARS, SEE
SLAB SCHEDULE FOR BOTTOM REINORCEMENT MAT.
16. REFER TO CONCRETE DETAILS FOR REINFORCEMENT AROUND SLAB OPENINGS.
1 1 / 2 0 / 2 0 1 3 U P D A T E D B I D S E T

1 2 3 4 5 6 7 8 9 10 11
B
D
E
F
C
B.3
18' - 2 3/8" 17' - 7 1/2" 22' - 6" 11' - 0 1/4" 19' - 8" 28' - 10 7/8" 23' - 0" 23' - 0" 20' - 0 7/8" 12' - 4" 12' - 0 5/8"
1
S-200
2
S-200 3
S-200
4
S-200
5
S-200
6
S-200
3
S-202
4
S-202
5
S-202
6
S-202
7
S-200
8
S-200
6
S-201
9
S-200
4
S-201
1
S-201
5
S-201
7
S-201
2
S-201
5.5 7.5 8.5 9.5
D.3
12
A
1
S-202
2
S-202
S-1 S-1 S-1 S-1 S-1 S-1 S-1 S-1 S-1 S-1 S-1 S-1 S-1 S-1 S-1 S-1
S-1S-1S-1S-1S-1S-1S-1S-1S-1S-1S-1S-1S-1S-1 S-1S-1S-1
2B16
2B55
2B39
2B11
2B41
2B21
2B52B5
2B5
2B18
2B27
2B50
2B49
2B57
2B1
2B11 2B11 2B11 2B12 2B12 2B15 2B11
2B472B48
2B36
2B31
2B252B26
2B1
2B522B53
2B57
2B1
2B7
2B7
2B7
2B11
2B11
2B11
2B11
2B9
2B6
2B6
2B7
2B7
2B8 2B8 2B6 2B6 2B6 2B8 2B8 2B7
2B16 2B17
2B11
2B37
2B38
2B24
2B4
2B2
2B44
2B1
2B8
2B3
2B2
2B4
2B4
2B4
2B4
2B13
2B45
2B14
2B1
3
S-201
MSW1
MW2
MSW3
MW4
MSW6
MSW5
MW7
MW8
MW9
MSW10
MW11
MSW13
MSW14
MSW15
MW16
MSW19
MSW22
MSW23
2B7
8'-0"19'-7"20'-0"24'-1"27'-1"
9' - 4 7/8" 10' - 8"
MSW12
MW1
9
S-201
8
S-201
2B10
2B7
2B12
2B11
2B11
2B11
2B11
2B43
2B23
2B46
2B22
2B15
2B1
2B132B42
2B402B13
2B202B19
2B54
2B5
2B28
2B33
CANT.
CANT.
CANT.
CANT.
CANT.
CANT.
CANT.
CANT.
CANT.
CANT.
CANT.
CANT.
CANT.
CANT.
CANT.
CANT.
CANT.CANT.
CANT.
CANT.
CANT.
CANT.
CANT.
2B12B12B12B12B12B12B12B12B1 2B1 2B1
1
S-306
2B34
2B7
2B7
2B1
2B3
2B7
2B6
2B7
2B7
2B11
2B11
2B11 2B11 2B11 2B11
2B12
2B11
2B15
2B29
2B302B32
2B39
2B56
S-1
S-1 S-1 S-1 S-1 S-1 S-1 S-1 S-1 S-1 S-1 S-1 S-1 S-1 S-1 S-1 S-1
S-1 S-1 S-1 S-1 S-1 S-1 S-1 S-1 S-1 S-1 S-1 S-1 S-1 S-1 S-1 S-1 S-1
S-1 S-1
S-1 S-1
S-1 S-1
2B51
2B33
MSW1
W3
MSW3
MW4
MSW5
MSW21
MSW19
MSW20
MSW23
MSW20 MSW20
MW17
MW18
MSW24
MSW12MSW12MSW12MSW12
7'-101/2"5'-5"
7' - 8 1/4"
2B54
MW1
MW1
MW1
MW1
MW1
MW1
MW1MSW14
MW4
MW1
MW1
MW1
MW1
MW1
MW1
MSW24W2
MSW1
MW9
MW11
MW8
MW2
W8
W8 W8
S-1
10
S-303
T.O. SLAB= +17' - 4 1/2"
W8X21
CANT.
CANT.
CANT.
CANT.
2B72B7CANT.
MECH. OPNG. WALL BELOW
2B7
S-102
2
2B35
MASONRY WALL
CONCRETE FOOTING
CONCRETE WALL
W8x10
L
STEEL BEAM
BENT STEEL FRAMING
SHEAR CONNECTION
MOMENT CONNECTION
STEEL COLUMN
STEEL COLUMN BELOW
TR
DIRECTION OF SLAB
COLUMN LINE
(##'-##")
#
LEGEND
EP-#
BP-#
MASONRY SHEAR WALL
6 7
A
5251
H
SS4X4X3/8
H
SS4X4X3/8
H
SS4X4X3/8
H
SS4X4X3/8
HSS10X4X1/4
HSS10X4X1/4
HSS10X4X1/4
HSS10X4X1/4
HSS10X4X1/4
HSS10X4X1/4
HSS10X4X1/4
HSS10X4X1/4HSS6X4X1/4
HSS6X4X1/4
PCi t e c t s
Dwg Title
New York, NY 10016
T: 212|689|7070
F: 212|545|1687
info@MHGArch.com
www.MHGArch.com
Client/Developer
MHG Architects
Architect
Landscape Architect
88 University Place
Structural Engineer
Associates
508 Eighth Avenue
Scale
Job No.
Date
Dwg No
Seal
NYC DOB Number
1522
As indicated
SECOND FLOOR
FRAMING PLAN
05/08/2013
13892
S-102.00
1/8" = 1'-0"S-102
1 SECOND FLOOR FRAMING PLAN
NO
R
TH
NOTES:
2. TOP OF SLAB ELEVATION IS +18'-4 1/2" UNLESS NOTED THUS (_'-_") ON PLAN. .
5. MW_ DENOTES REINFORCED CONCRETE MASONRY WALL. SEE WALL ELEVATIONS ON S-200.00 TO S-203.00.
6. MSW_ DENOTES REINFORCED CONCRETE MASONRY SHEAR WALL. SEE SHEAR WALL ELEVATIONS ON S-200.00 TO S-203.00.
7. REFER TO S001.00 FOR GENERAL NOTES.
8. REFER TO CONCRETE DETAILS FOR REINFORCEMENT AROUND SLAB OPENINGS.
1 1 / 2 0 / 2 0 1 3 U P D A T E D B I D S E T
S-102 1/4" = 1'-0"
2 CANOPY FRAMING PLAN (IN PROGRESS)

B CA
NOTES:
1. SEE SCHEDULE 3 FOR MASONRY WALL REINFORCEMENT
UNLESS NOTED ON ELEVATION.
2. SEE PLAN FOR CONCRETE WALL INFORMATION.
B CA
NOTE: SEE SCHEDULE 1 FOR MASONRY WALL REINFORCEMENT
UNLESS NOTED ON ELEVATION.
B CA
NOTE: SEE SCHEDULE 3 FOR MASONRY WALL
REINFORCEMENT UNLESS NOTED ON ELEVATION
2ND FLOOR
18' - 4 1/2"
C
3RD FLOOR
27' - 5 1/2"
4TH FLOOR
36' - 6 1/2"
5TH FLOOR
45' - 7 1/2"
6TH FLOOR
54' - 8 1/2"
7TH FLOOR
63' - 9 1/2"
8TH FLOOR
72' - 10 1/2"
ROOF
82' - 2 1/2"
REINFORCEMENT UNLESS NOTED ON
ELEVATION
BA
REINFORCEMENT UNLESS NOTED ON
ELEVATION
BA
BA
1ST FLOOR
-0' - 7 1/2"
2ND FLOOR
18' - 4 1/2"
B C
3RD FLOOR
27' - 5 1/2"
4TH FLOOR
36' - 6 1/2"
5TH FLOOR
45' - 7 1/2"
6TH FLOOR
54' - 8 1/2"
7TH FLOOR
63' - 9 1/2"
8TH FLOOR
72' - 10 1/2"
ROOF
82' - 2 1/2"
A
RETAIL "C" & "D"
2' - 5"
NOTES:
1. SEE SCHEDULE 1 FOR MASONRY WALL REINFORCEMENT
UNLESS NOTED ON ELEVATION
2. SEE PLAN FOR CONCRETE WALL INFORMATION
BA
PCi t e c t s
Dwg Title
New York, NY 10016
T: 212|689|7070
F: 212|545|1687
info@MHGArch.com
www.MHGArch.com
Client/Developer
MHG Architects
Architect
Landscape Architect
88 University Place
Structural Engineer
Associates
508 Eighth Avenue
Scale
Job No.
Date
Dwg No
Seal
NYC DOB Number
1522
1/8" = 1'-0"
SHEAR WALL
ELEVATIONS
05/08/2013
13892
S-200.00
1/8" = 1'-0"S-200
2 MASONRY WALL MW2
1/8" = 1'-0"S-200
3 MASONRY SHEAR WALL MSW3
1/8" = 1'-0"S-200
4 MASONRY WALL MW4
1/8" = 1'-0"S-200
1/8" = 1'-0"S-200
1/8" = 1'-0"S-200
7 MASONRY WALL MW7
1/8" = 1'-0"S-200
8 MASONRY WALL MW8
1/8" = 1'-0"S-200
1/8" = 1'-0"S-200
9 MASONRY WALL MW9
1 1 / 2 0 / 2 0 1 3 U P D A T E D B I D S E T

2ND FLOOR
18' - 4 1/2"
B
3RD FLOOR
27' - 5 1/2"
4TH FLOOR
36' - 6 1/2"
5TH FLOOR
45' - 7 1/2"
6TH FLOOR
54' - 8 1/2"
7TH FLOOR
63' - 9 1/2"
8TH FLOOR
72' - 10 1/2"
ROOF
82' - 2 1/2"
A
REINFORCEMENT UNLESS NOTED OTHERWISE
ON ELEVATION.
BOND BEAMS AT EVERY
COURSE REINF. WITH 1-#6
BOND BEAMS AT EVERY
FOURTH COURSE REINF.
WITH 1-#5
BA
REINFORCEMENT UNLESS NOTED OTHERWISE ON
ELEVATION.
C
ON ELEVATION.
DC
3RD FLOOR
27' - 5 1/2"
4TH FLOOR
36' - 6 1/2"
5TH FLOOR
45' - 7 1/2"
6TH FLOOR
54' - 8 1/2"
7TH FLOOR
63' - 9 1/2"
8TH FLOOR
72' - 10 1/2"
ROOF
82' - 2 1/2"
ON ELEVATION.
C
ON ELEVATION.
B
ELEVATION.
B DC
ON ELEVATION.
C
ELEVATION.
C
ELEVATION.
PCi t e c t s
Dwg Title
New York, NY 10016
T: 212|689|7070
F: 212|545|1687
info@MHGArch.com
www.MHGArch.com
Client/Developer
MHG Architects
Architect
Landscape Architect
88 University Place
Structural Engineer
Associates
508 Eighth Avenue
Scale
Job No.
Date
Dwg No
Seal
NYC DOB Number
1522
1/8" = 1'-0"
SHEAR WALL
ELEVATIONS
05/08/2013
13892
S-201.00
1/8" = 1'-0"S-201
1/8" = 1'-0"S-201
2 MASONRY WALL MW11
1/8" = 1'-0"S-201
1/8" = 1'-0"S-201
1/8" = 1'-0"S-201
1/8" = 1'-0"S-201
7 MASONRY WALL MW16
1/8" = 1'-0"S-201
1/8" = 1'-0"S-201
9 MASONRY WALL MW18
1/8" = 1'-0"S-201
8 MASONRY WALL MW17
1 1 / 2 0 / 2 0 1 3 U P D A T E D B I D S E T

1ST FLOOR
-0' - 7 1/2"
2ND FLOOR
18' - 4 1/2"
67
3RD FLOOR
27' - 5 1/2"
CELLAR
-13' - 3 3/4"
4TH FLOOR
36' - 6 1/2"
5TH FLOOR
45' - 7 1/2"
6TH FLOOR
54' - 8 1/2"
7TH FLOOR
63' - 9 1/2"
8TH FLOOR
72' - 10 1/2"
ROOF
82' - 2 1/2"
BULKHEAD
91' - 11"
RETAIL "B"
0' - 0"
NOTE:
1. SEE SCHEDULE 2 FOR MASONRY WALL REINFORCEMENT UNLESS
NOTED ON ELEVATION.
CONCRETE WALL;
SEE PLAN
PILE CAP,
SEE PLAN
LB4
LB1
BOND BEAM @
EVERY OTHER
COURSE W/ 1-#6
6
7
LC1
LC1
LC1
LC1
LC1
LC1
LC1
LC1
NOTE:
1. SEE SCHEDULE 2 FOR MASONRY WALL REINFORCEMENT UNLESS
NOTED ON ELEVATION.
LB2
LB5
C
ELEVATION.
C
ELEVATION.
LC3 LC3
LC3 LC3
LC3 LC3
LC2 LC2
LC2 LC2
LC2 LC2
LC2 LC2
#5 @ 24"
VERTICAL
BOND BEAMS @
EVERY COURSE
REINF. WITH 1-#4
BOND BEAMS @
EVERY COURSE
REINF. WITH 1-#4
BOND BEAMS @
EVERY COURSE
REINF. WITH 1-#6
BOND BEAMS @
EVERY COURSE
REINF. WITH 1-#4
LB3
LB8LB8
C
ELEVATION.
LC3 LC3
LC3LC3
LC3 LC3
LC4
LC4 LC4
LC4
LC4LC4
LC4LC4
LB6 LB6 LB6
LB3
LB7
C
ELEVATION.
BOND BEAM
EVERY
COURSE
WITH 1-#6
#5 @ 8"
VERTICAL WITH
BOND BEAM
EVERY THIRD
COURSE REINF.
WITH 1-#6
PCi t e c t s
Dwg Title
New York, NY 10016
T: 212|689|7070
F: 212|545|1687
info@MHGArch.com
www.MHGArch.com
Client/Developer
MHG Architects
Architect
Landscape Architect
88 University Place
Structural Engineer
Associates
508 Eighth Avenue
Scale
Job No.
Date
Dwg No
Seal
NYC DOB Number
1522
1/8" = 1'-0"
SHEAR WALL
ELEVATIONS
05/08/2013
13892
S-202.00
1/8" = 1'-0"S-202
1/8" = 1'-0"S-202
1/8" = 1'-0"S-202
1/8" = 1'-0"S-202
1/8" = 1'-0"S-202
1/8" = 1'-0"S-202
MASONRY STRENGTH AND REINFORCING SCHEDULE 3
FLOOR
NOMINAL
THICKNESS
(U.N.O)
SRENGTH
(PSI) LONGITUDINAL TRUSS TYPE REINFORCEMENT SIZE & GALV. SPACING VERT. REINF.
FOUNDATION 8" 2000 STANDARD NO.9 GAGE SIDE RODS NO. 9 GAGE CROSS RODS @ EVERY OTHER COURSE. #4 @ 32"
FIRST FLOOR 8" 2000 STANDARD NO.9 GAGE SIDE RODS NO. 9 GAGE CROSS RODS @ EVERY OTHER COURSE. #4 @ 32"
SECOND FLOOR 8" 4000 STANDARD NO.9 GAGE SIDE RODS NO. 9 GAGE CROSS RODS @ EVERY OTHER COURSE. #4 @ 32"
THIRD FLOOR 8" 4000 STANDARD NO.9 GAGE SIDE RODS NO. 9 GAGE CROSS RODS @ EVERY OTHER COURSE. #4 @ 32"
FOURTH FLOOR 8" 3000 STANDARD NO.9 GAGE SIDE RODS NO. 9 GAGE CROSS RODS @ EVERY OTHER COURSE. #4 @ 32"
FIFTH FLOOR 8" 3000 STANDARD NO.9 GAGE SIDE RODS NO. 9 GAGE CROSS RODS @ EVERY OTHER COURSE. #4 @ 32"
SIXTH FLOOR 8" 2000 STANDARD NO.9 GAGE SIDE RODS NO. 9 GAGE CROSS RODS @ EVERY OTHER COURSE. #4 @ 32"
SEVENTH FLOOR 8" 2000 STANDARD NO.9 GAGE SIDE RODS NO. 9 GAGE CROSS RODS @ EVERY OTHER COURSE. #4 @ 32"
EIGHTH FLOOR 8" 2000 STANDARD NO.9 GAGE SIDE RODS NO. 9 GAGE CROSS RODS @ EVERY OTHER COURSE. #4 @ 32"
ROOF 8" 2000 STANDARD NO.9 GAGE SIDE RODS NO. 9 GAGE CROSS RODS @ EVERY OTHER COURSE. #4 @ 32"
MASONRY STRENGTH AND REINFORCING SCHEDULE 2
FLOOR
NOMINAL
THICKNESS
(UNO)
STRENGTH
(PSI) LONGITUDINAL REINFORCEMENT (TRUSS TYPE, GALVANIZED) UNO VERT. REINF.
SECOND FLOOR 8" 4000 BOND BEAM EVERY COURSE REINFORCED WITH 1-#6 #6 @ 8"
THIRD FLOOR 8" 4000 BOND BEAM EVERY THIRD COURSE REINFORCED WITH 1-#6 #6 @ 8"
FOURTH FLOOR 8" 3000 BOND BEAM EVERY OTHER COURSE REINFORCED WITH 1-#6 #5 @ 16"
FIFTH FLOOR 8" 3000 BOND BEAM EVERY OTHER COURSE REINFORCED WITH 1-#6 #5 @ 16"
SIXTH FLOOR 8" 2000 EXTRA HEAVY 3/16" GAGE SIDE RODS NO. 9 GAGE CROSS RODS @ EVERY COURSE #4 @ 16"
SEVENTH FLOOR 8" 2000 STANDARD NO. 9 GAGE SIDE RODS NO.9 GAGE CROSS RODS @ EVERY OTHER COURSE #4 @ 32"
EIGHTH FLOOR 8" 2000 STANDARD NO. 9 GAGE SIDE RODS NO.9 GAGE CROSS RODS @ EVERY OTHER COURSE #4 @ 32"
ROOF 8" 2000 STANDARD NO. 9 GAGE SIDE RODS NO.9 GAGE CROSS RODS @ EVERY OTHER COURSE #4 @ 32"
MASONRY STRENGTH AND REINFORCING SCHEDULE #1
FLOOR
NOMINAL
THICKNESS
(U.N.O)
STRENGTH
(PSI) LONGITUDINAL REINFORCEMENT (TRUSS TYPE, GALVANIZED) U.N.O. VERT. REINF.
SECOND FLOOR 8" 4000 BOND BEAM EVERY THIRD COURSE REINFORCED WITH 1-#6 #6 @ 8"
THIRD FLOOR 8" 4000 BOND BEAM EVERY THIRD COURSE REINFORCED WITH 1-#6 #6 @ 16
FOURTH FLOOR 8" 3000 BOND BEAM EVERY THIRD COURSE REINFORCED WITH 1-#5 #5 @ 16"
FIFTH FLOOR 8" 3000 EXTRA HEAVY 3/16" GAGE SIDE RODS NO. 9 GAGE CROSS RODS @ EVERY COURSE #5 @ 32"
SIXTH FLOOR 8" 2000 EXTRA HEAVY 3/16" GAGE SIDE RODS NO. 9 GAGE CROSS RODS @ EVERY COURSE #4 @ 32"
SEVENTH FLOOR 8" 2000 STANDARD NO. 9 GAGE SIDE RODS NO. 9 GAGE CROSS RODS @ EVERY OTHER COURSE #4 @ 32"
EIGHTH FLOOR 8" 2000 STANDARD NO. 9 GAGE SIDE RODS NO. 9 GAGE CROSS ROADS @ EVERY OTHER COURSE #4 @ 32"
CONCRETE BEAM LINTEL SCHEDULE
MARK DEPTH (D) WIDTH (T)
REINFORCEMENT
COMMENTSBOTTOM TOP SHEAR
LC1 2' - 0" 0' - 8" 2-#4 2-#4 #3 @ 16"
LC2 2' - 0" 0' - 8" 2-#5 2-#5 #3 @ 8"
LC3 2' - 0" 0' - 8" 1-#4 1-#4 #3 @ 8"
LC4 2' - 0" 0' - 8" 1-#5 1-#5 #3 @ 16"
NOTES:
1. PROVIDE A MINIMUM OF 8" END BEARING FOR LINTELS.
2. LINTEL DIMENSIONS ARE NOMINAL
3. LINTEL STRENGTH TO MATCH WALL STRENGTH
CONCRETE WALL SCHEDULE
MARK WIDTH
REINFORCEMENT
REMARKSVERTICAL HORIZONTAL
W1 0' - 8" #4@12 E.F. #4@12 E.F.
W2 1' - 2" #5@12 E.F. #5@12 E.F. SHEAR WALL 4-#7 VERT. AT WALL ENDS AND CORNERS
W3 1' - 0" #7@8" E.F. #7@8" E.F.
W4 1' - 6" #7@12" E.F. #7@8" E.F.
W8 0' - 8" BY MFR. BY MFR. PRECAST WALL - SEE SCHEDULE ON S-303.00 FOR
LATERAL LOADS
W9 1' - 2" #5@9 E.F. #5@9 E.F. SHEAR WALL 4-#7 VERT. AT WALL ENDS
LINK BEAM SCHEDULE
MARK W D
REINFORCEMENT STIRRUPS
REMARKS
BOTTOM
BARS
TOP
BARS SIZE TYPE
SPACING
(in.)
LB1 1' - 2" 3' - 6" 6-#7 (2L) 6-#7 (2L) #5 CLOSED 9
LB2 1' - 2" 4' - 4" 6-#7 (2L) 6-#7 (2L) #5 CLOSED 9
LB3 0' - 8" 2' - 7" 2-#7 2-#7 #4 CLOSED 12
LB4 1' - 2" 11' - 0" 6-#9 (2L) 6-#9 (2L) #5 CLOSED 9
LB5 1' - 2" 11' - 1" 6-#9 (2L) 6-#9 (2L) #5 CLOSED 9
LB6 0' - 8" 9' - 10" 4-#9 (2L) 4-#9 (2L) #4 CLOSED 12
LB7 0' - 8" 4' - 4" 2-#7 2-#7 #4 CLOSED 12
LB8 0' - 8" 10' - 6" 4-#9 (2L) 4-#9 (2L) #4 CLOSED 12
NOTES:
1. WITHIN SPAN OF LINK BEAMS, USE STIRRUPS NOTED IN LINK BEAM SCHEDULE AND OMIT VERTICAL
WALL REINFORCING STEEL.
2. LONGITUDINAL BARS SHALL BE FULLY DEVELOPED BEYOND EACH SIDE OF WALL OPENINGS.
1 1 / 2 0 / 2 0 1 3 U P D A T E D B I D S E T

SLABDEPTHAS
SHOWNONPLANS
SLABDEPTHAS
SHOWNONPLANS
CASTINPLACE
SLAB
CASTINPLACE
SLAB
SEE TYPICAL DETAIL REINF. FOR
NON-LOAD BEARING WALLS
U-SHAPED CLIP. SEE TYPICAL
DETAIL REINF. FOR NON-LOAD
BEARING MASONRY WALLS
AT CAST IN PLACE SLAB
COMPRESSIBLE FILLER
WALL OPENING
REINF. AND DOWELS
PER TABLE
2x (2) #5
ADDITIONAL
EACH SIDE OF
OPENING TYP.
T.O. SLAB T.O. SLAB
REINF. AND DOWELS
PER TABLE
WALL OPENING
2x (2) #5
ADDITIONAL
EACH SIDE OF
OPENING TYP.
SEESCHEDULE
SEESCHEDULE
NOTE: PROVIDE LINTELS AS REQUIRED OVER WALL OPENINGS.
SLAB
SLAB
ANCHOR TOP OF CMU WALL TO UNDERSIDE OF SLAB W/ 3/16"
GALV. STEEL U SHAPED CLIP 3"x BY WALL THICKNESS x 8" LONG @
SPACING TO MATCH AND ALIGN WITH VERTICAL WALL
REINFORCING (PTA 422 BY H & B OR EQUAL) W/ 2-3/8" DIAMETER
EXPANSION BOLTS TO UNDERSIDE OF SLAB. PROVIDE
COMPRESSIBLE PAD BETWEEN TOP OF BLOCK & CLIP
INTERIOR WALLS
NOMINAL CMU
THICKNESS
VERTICAL
REBAR
HORIZONTAL
REBAR
MAXIMUM
HEIGHT (FT)
DOWELS
6"
#4 @ 48"
9 GAGE LADDER
REINFORCING @
16" O.C.
23'-6"
SAME AS
VERTICAL BARS
8" 27'-7"
SAME AS
VERTICAL BARS
#4 @ 48"
9 GAGE LADDER
REINFORCING @
16" O.C.
EXTERIOR WALLS
NOMINAL CMU
THICKNESS
VERTICAL
REBAR
HORIZONTAL
REBAR
MAXIMUM
HEIGHT (FT)
DOWELS
6"
#5 @ 24"
9 GAGE LADDER
REINFORCING @
16" O.C.
14'-6"
SAME AS
VERTICAL BARS
8" 18'-8"
SAME AS
VERTICAL BARS
#5 @ 24"
9 GAGE LADDER
REINFORCING @
16" O.C.
PCi t e c t s
Dwg Title
New York, NY 10016
T: 212|689|7070
F: 212|545|1687
info@MHGArch.com
www.MHGArch.com
Client/Developer
MHG Architects
Architect
Landscape Architect
88 University Place
Structural Engineer
Associates
508 Eighth Avenue
Scale
Job No.
Date
Dwg No
Seal
NYC DOB Number
1522
1" = 1'-0"
MASONRY WALL
DETAILS
05/08/2013
13892
S-203.00
1" = 1'-0"S-203
1 TYPICAL SUPPORT FOR MASONRY PARTITIONS AT SUPPORTED SLAB
1" = 1'-0"S-203
2 TYPICAL REINFORCING FOR NON-LOAD BEARING MASONRY WALLS
1 1 / 2 0 / 2 0 1 3 U P D A T E D B I D S E T

PROVIDE PIPE SLEEVE
2" LARGER THAN PIPE
DIA.
MATCH FTG. REINF.
D
D
(M
IN
.)
EA. SIDE
1' - 0" MIN.
CMU/CONC;
(SEE PLAN)
CONC. FOOTING
(SEE PLAN)
PIPE SLEEVE 2"
LARGER THAN PIPE
DIAMETER.
PLUMBING UTILITY LINE
(SEE MECH./CIVIL DWG'S)
FILL PIPE TRENCH W/ CONC. TO BOTTOM OF FTG.
USE LEAN MIX CONCRETE (2,500 PSI)
BEAM WIDTH
BEAMDEPTH
BOTTOM REINFORCING
CLOSED STIRRUPS
TOP REINFORCING
SAW CUT
1-1/2" DEEP
W.W.F.
2
1
2"x3" CONTINUOUS KEY
THICKNESS"t"
SLABONGRADE
THICKNESS"t"
DEPTHOFTHICKNESS
SLAB=1-1/2"TIMESLAB
SAWED CONTROL/CONTRACTION JOINT CONSTRUCTION JOINT
M
IN
.
3"
JOINTS
CONCRETE PIER
OR STEEL COLUMN
(SEE PLAN)
SLAB ON GRADE
ISOLATION JOINT AT COLUMN
SLAB
REINFORCEMENT
(MESH REBAR)
ADDITIONAL REINFORCEMENT
AT ALL RE- ENTRANT CORNERS
SLAB EDGE
2-#4 @ 3"x4'-0"
LONG
ADDITIONAL AT ALL
REENTRANT
CORNERS
CONCRETE SLAB 6"x6" W2.0 x W2.0 W.W.F.
10 MIL POLYETHYLENE
VAPOR BARRIER
NOTES:
1. SLAB ON GRADE SHALL BE PLACED IN ALTERNATING
STRIPS WHERE EACH SINGLE STRIP DOES NO EXCEED 36
TIMES SLAB THICKNESS WIDTH IN INCHES.
2. SAWED CONTRACTION JOINTS SHALL BE LOCATED AT A
MAXIMUM SPACING IN INCHES OF 36 TIMES THE SLAB
THICKNESS. JOINTS SHALL BE SAWED NO LATER THAN 24
HOURS AFTER CONCRETE IS PLACED.
3. GRAVEL OR CRUSHED STONE BASE SHALL BE
COMPACTED TO 95% OF MAXIMUM DENSITY AT OPTIMUM
MOISTURE CONTENT.
1"CLR.
6" GRAVEL OR STONEUNDISTURBED
SOIL OR FILL
SLAB ON GRADE
WATERSTOP
WATERSTOP
..
2" COVER MIN. (OR AS REQ'D
BY WATERSTOP MFR.)
VAPOR BARRIER
6" GRAVEL OR
CRUSHED STONE
UNDISTURBED SOIL
OR FILL
SLAB-ON-GRADE & WALL INTERFACE
SEESCHEDULE
2-#5 CONT.
SLAB ON GRADE
NOTE: SEE TYPICAL SLAB ON GRADE DETAIL FOR ADDITIONAL INFORMATION
3"CL.
#4 @ 48" O.C. DOWELS AND
REINFORCEMENT U.N.O.
1'-0"
4" 4' - 0" MAXIMUM EACH WAY
#4 CONT. @ 12" O.C.
HORZ. LAP 2'-0"
HIGH DENSITY EXTRUDED
POLYSTYRENE HAVING A MIN.
COMPRESSIVE STRENGTH OF
20 PSI
4"x4"-W2.1xW2.1 W.W.F.
(6"x6"-W2.9xW2.9
W.W.F. ALTERNATE)
.
11/2"
3" 4000 PSI NORMINAL
WEIGHT CONCRETE
2'-0"MAX.
#4 @ 12" O.C.
VERT.
4"MIN.
1' - 0" MIN.
2"
3"MIN.
4"4'-0" EACH WAY (TYP.)
2'-0"MAX.
.
RAMP THICKNESS 0" TO 2" USE SIKA DUR 21 LO-
MOD LV OR ARDEX SD-P, FOLLOW ALL
MANUFACTURER RECOMMENDATIONS
INCLUDING ADDED AGGREGATE AND SURFACE
PREP
#4 HILTI HY150 ADHESIVE/ANCHOR
OR APPROVED EQUAL @ 4'-0"
DRILLED INTO EXIST. SLAB (3 BARS
MIN.) W/ 2" EMBED.
4"x4"-W2.1xW2.1 W.W.F.
(6"x6"-W2.9xW2.9 W.W.F.
ALTERNATIVE)
4000 PSI NORMAL
WT. CONCRETE
SEE ARCH'L DWGS
FOR SLOPE OF RAMP
20 PSI
EXISTING
CONCRETE SLAB
2'-0"
11/2"MIN.
#4 CONT. @ 12" O.C.
HORZ. LAP 2'-0"
#4 @ 12" O.C.
VERT.
EXISTING
CONCRETE
SLAB
#4 HILTI HIT HY150 ADHESIVE
ANCHORS @ 4'-0" DRILLED
INTO EXISTING SLAB (3 BARS
MIN.WITH 2" EMBED)
20 PSI
#4 NOSING
BAR CONT.
.
DRAWINGS
SEE ARCH'L
1 1/2" TYP.
MIN.
1' - 0"
4"x4"-W2.1xW2.1 W.W.F.
(6"x6"-W2.9xW2.9
W.W.F. ALTERNATE)
4,000 PSI NORMAL
WT. CONCRETE
11/2"
3"MIN.
2'-0"MAX.
4"
(TYP.)
4' - 0" EACH WAY#4 CONT. @
12" O.C. HORZ.
LAP 2'-0" #4 @ 12" O.C.
VERT.
ROUGHEN TO 1/4" AMPLITUDE
OR COAT CONTACT SURFACE
WITH LATEX BONDING AGENT
DOWEL W/ 1'-0" HOOK,
(SEE NOTE 3)
#3@12" O.C. EACH WAY
12"MAX
AT SLAB ON GRADE
NOTES:
1. FOR SIZE AND LOCATION SEE ARCH'L AND MECH. DWGS.
2. CONCRETE FOR PADS SHALL BE NORMAL WEIGHT WITH f'c = 4000 PSI
3. INSTALL DOWELS @ 18" O.C. W/ HILTI HIT-HY150 ADHESIVE OR APPROVED EQUAL
2
1
2-#4 TOP &
BOT. CONT.
#4 @ 12"
#4 CONT.
T.O. SLAB
EL.(SEE PLAN)
T.O. SLAB
EL. (SEE PLAN)
T.0. SLAB
EL. (SEE PLAN) T.O. SLAB
EL.(SEE PLAN)
.
SEE PLAN FOR
SLAB THICKNESS
(TYP.)
FORDIM.
SEEPLAN
1-#4 CONT.
1' - 0"
STEP LESS THAN OR EQUAL TO SLAB THICKNESS
STEP GREATER THAN SLAB THICKNESS
1' - 0"
#4 @ 12"
1'-6"MAX.
PLAN
SEE
1' - 0"
2' - 6"
"X"=2'-0"
2 "X" MIN.
MIN.
1' - 0"
CONTINUOUS WALL
FOOTING
2
1
STANDARD HOOK.
(TYP)
FOR REINFORCING
SEE WALL SECTION
SLOPE BY CONTRACTOR TO
MAINTAIN SOIL STABILITY, VERIFY
WITH GEOTECHNICAL ENGINEER
ELEVATOR PIT
(SEEPLAN)
PITDEPTH1'-0"
3"CLR.
#5@12" O.C. TYP.
2"x4" KEYWAY
CONT. TOP & BOT.
TYP.
1' - 0"
BENTONITE WATER STOP (TYP.)
#4@12" O.C. TYP.
#5 NOSING BAR ALL AROUND
1' - 4"
11"
3" CLR. 3" CONCRETE MUD SLAB
(ALL AROUND)
3' - 0"
WATERPROOFING ALL AROUND
PROVIDE PROTECTION BOARD
(SEE ARCH'L DWGS.)
3" CONCRETE MUD LINE
1
1
#5 TOP AND BOTTOM EACH WAY
WATERSTOP
#4 @ 12" O.C. VERTICAL
AND HORIZONTAL
#5 @ 12" O.C.
1'-0"SEEPLAN
0"
PITMAT
1'-0"
3"CLR.
SEE PLAN
CONCRETE WALL
1' - 0"
1' - 0"
0".
PCi t e c t s
Dwg Title
New York, NY 10016
T: 212|689|7070
F: 212|545|1687
info@MHGArch.com
www.MHGArch.com
Client/Developer
MHG Architects
Architect
Landscape Architect
88 University Place
Structural Engineer
Associates
508 Eighth Avenue
Scale
Job No.
Date
Dwg No
Seal
NYC DOB Number
1522
As indicated
FOUNDATION
DETAILS
05/08/2013
13892
S-300.00
3/4" = 1'-0"S-300
3 TYPICAL UTILITY PIPE THRU WALL FOOTING DETAIL
1" = 1'-0"S-300
4 TYPICAL UTILITY PIPE UNDER WALL DETAIL
3/4" = 1'-0"S-300
13 TYPICAL GRADE BEAM
1" = 1'-0"S-300
1 TYPICAL DETAILS SLAB ON GRADE
1" = 1'-0"S-300
2 TYPICAL SUPPORT FOR MASONRY PARTITIONS AT SLAB ON GRADE
1" = 1'-0"S-300
6 TYPICAL DETAIL RAISED SLAB
1" = 1'-0"S-300
8 TYPICAL RAISED SLAB WITH RAMP
3/4" = 1'-0"S-300
7 TYPICAL DETAIL OF RAISED SLAB AT STAIR
1" = 1'-0"S-300
5 TYPICAL EQUIPMENT PAD
3/4" = 1'-0"S-300
12 TYPICAL STEP ON SLAB ON GRADE
1" = 1'-0"S-300
11 TYPICAL STEPPED WALL FOOTING
1" = 1'-0"S-300
10 TYPICAL ELEVATOR PIT DETAIL
1" = 1'-0"S-300
9 TYPICAL ELEVATOR SUMP PIT
GRADE BEAM SCHEDULE
MARK
SIZE CONT.
BOTTOM
REINF.
SIDE
REINF.
(EA. FACE)
STIRRUP
SIZE
STIRRUP
SPACING
STIRRUP
TYPE
TOP REINF.
W D
LEFT
END
FULL
LENGTH
RIGHT
END
GB1 1' - 6" 3' - 0" 3-#8 #4 @ 12 #4 12" CLOSED 3-#8
GB2 1' - 6" 4' - 4 1/2" 3-#8 #4 12" CLOSED 3-#8
GB3 1' - 6" 3' - 11" 3-#8 #4 12" CLOSED 3-#8
1 1 / 2 0 / 2 0 1 3 U P D A T E D B I D S E T

FOR INSIDE DIA. SEE
UTILITY/PIPING DWGS
ROLLED PL OR PIPE W/
1/4" MIN. WALL THICKNESS
NOTE:
SPACE ADJACENT TO PIPE SLEEVES A MINIMUM
DISTANCE APART EQUAL TO WALL THICKNESS.
CL PIPE
.
3/16"x2" COLLAR
ALL AROUND
CONCRETE WALL
3/16
1' - 0"
T/4MAX.
"T"
T/4MAX.
1' - 6"
3/4TMAX.
3/4TMAX.
3/4TMAX.
STEPS < T/4
STEPS < 3/4T
STEPS > 3/4T
IN LIEU OF PROVIDING
SEPARATE SPLICE BARS,
BEND 1-TO-6 AND LAP
LAP-SPLICED BARS
BENT 1-TO-6 MAX.
VERT. "Z" BAR @ 12 "Z" BARS BENT 1-TO-2 &
LAP SPLICED. PROVIDE
2.0 x As SPECIFIED
BM. PER SCHED. BMS.
FRAME TO COLUMNS
OR SUPPORTING
GIRDERS
DRAPE BOT. BAR
FOR SLAB
NOTES:
1. SPLICE MAY INCLUDE DIMENSION OF SLOPED BAR UP TO 4" FROM SPLICED BAR.
2. FOR A < 3/4" SLOPE REINF. @ STEP.
3. FOR STEPS UP TO 3/4T, TOP BAR SPLICES ONLY REQ'D AT TOP BARS CROSSING STEP.
"T""T""T"
"T""T"
WATERSTOP
HORIZONTAL REINF. TO RUN
THRU UNINTERRUPTED
NOTE: MAXIMUM POUR LENGTHS: FOUNDATION WALL = 80'-0"
'T'
0"
T/3
T/3
LAP SPLICE
TENSION
. .
STANDARD HOOK
.
STANDARD HOOK
TEE-INTERSECTION (PLAN)
CORNER (PLAN)
NOTE: FOR TENSION LAP SPLICE LENGTH AND DEVELOPMENT LENGTH SEE TABLE.
.
LAPSPLICE
TENSION
LAPSPLICE
TENSION
"d"SLAB
"d/2"
4"
#3 NOSING BAR
SEE PLAN FOR SLAB
REINFORCING
#4
SEE PLAN FOR
SLAB REINF.
STAIR SLAB
REINFORCEMENT
SEE SCHEDULE
#4
SEE PLAN
FOR SLAB
REINF.
SEE BEAM SCHEDULE
FOR BEAM REINFORCING
SEE MAIN DETAIL FOR
BALANCE OF INFO
DETAIL AT HALF LANDING
STAIR SLAB THICKNESS AND REINFORCING
SLAB OPENING
DIMENSION (FEET)
SLAB THICKNESS
(INCHES)
REINFORCING
Ø SPACING
10
12
14
16
18
20
22
6
6
7
8
8
9
9
#4
#5
#5
#6
#6
#7
#7
7" O.C.
7" O.C.
6" O.C.
8" O.C.
6" O.C.
7" O.C.
6" O.C.
"d/2"
SLAB OPENING DIMENSION 1' - 4"
LENG
TH
TENSIO
N
DEVELO
PM
ENT
4"
NO.OFRISERS
#4 @ 12" TEMP.
PER ARCH.
1" KICKBACK,
OR AS SHOWN
SEE
SCHEDULE
STAIR
SLAB
REINFO
RCEM
ENT
"d"SLAB
ld (HOOK IF NOT
ATTAINABLE)
ADD'L 1-#5 BAR
AROUND EACH
OPENING OR GROUP
OF OPENINGS, TYP.
ADD'L 1-#5 BAR BETWEEN
EACH OPENING, TYP.
"D"
MIN. 6"
2 "D" OR
"D"
MIN. 6"
2 "D" OR
"D"
NOTES:
1. LIMIT 3 PENETRATIONS IN A ROW IN ANY DIRECTION.
2. COORDINATE WITH TYPICAL DETAIL FOR FORMED CONCRETE SLAB PIPE
SLEEVE.
3. SHOULD PENETRATIONS BE CUT AFTER CONCRETE IS POURED,
CONTRACTOR TO SUBMIT PLAN SHOWING ALL PROPOSED CORE DRILLING
LOCATIONS TO E.O.R. FOR APPROVAL. CONTRACTOR TO USE NDE METHODS
TO LOCATE REBAR PRIOR TO CUTTING SLAB.4"TYP.
SEE NOTE 3
2-#5 x 5'-0" LG. EA.
FACE (TYP. 4 SIDES)
VARIES
SEE NOTE 3
VARIES
VARIES
2" CLR. (TYP.)
4"TYP.
2-#5 x 5'-0" LG. EA.
FACE (TYP. 4 SIDES)
NOTES:
1. PROVIDE ADDITIONAL REINFORCING AT ALL OPENINGS AS SHOWN ABOVE, U.N.O.
2. DIAGONAL BARS TO BE INNERMOST LAYER OF REINFORCEMENT.
3. EXTRA BARS EQUIVALENT TO AREA OF INTERRUPTED BARS. PLACE 1/2 BARS ON
EACH SIDE OF OPNG. ALL AROUND & ON EACH FACE.
4. DIMENSION BETWEEN ADJACENT OPENINGS SHALL BE GREATER THAN OR
EQUAL TO WALL THICKNESS.
5. HOOK ALL BARS INTERRUPTED BY OPENING.
LENGTH(TYP.)
CLASSBLAP
2"CLR.(TYP.)
LENGTH(TYP.)
CLASSBLAP
PCi t e c t s
Dwg Title
New York, NY 10016
T: 212|689|7070
F: 212|545|1687
info@MHGArch.com
www.MHGArch.com
Client/Developer
MHG Architects
Architect
Landscape Architect
88 University Place
Structural Engineer
Associates
508 Eighth Avenue
Scale
Job No.
Date
Dwg No
Seal
NYC DOB Number
1522
As indicated
TYPICAL CONCRETE
DETAILS
05/08/2013
13892
S-301.00
1" = 1'-0"S-301
2 TYPICAL PIPE SLEEVE IN CONC. WALL
3/4" = 1'-0"S-301
6 TYPICAL SLAB STEPS
1" = 1'-0"S-301
1
TYPICAL CONSTRUCTION JOINT
IN CONCRETE WALL
3/4" = 1'-0"S-301
4
TYPICAL HORIZONTAL REINFORCEMENT AT CORNERS AND JUNCTIONS OF
WALLS AND BEAMS
1/2" = 1'-0"S-301
5 TYPICAL DETAIL CONCRETE STAIR
3/4" = 1'-0"S-301
7
TYPICAL DETAIL SLAB PENETRATION WITH
SLEEVE DIAMETER LESS THAN 6"
1/4" = 1'-0"S-301
3 TYP. OPENINGS IN CONCRETE WALLS
1 1 / 2 0 / 2 0 1 3 U P D A T E D B I D S E T

TYP.
3' - 0" MIN.
PC-2
WIDTH
PC-5
WIDTH
LENGTH
PILE CAP
REINFORCEMENT
(SEE SCHEDULE)
LENGTH
PC-4
WIDTH
LENGTH
PC-6
LENGTH
WIDTH
PILES;
SEE FNA DWGS
NOTES:
1. FOR SIZE, DEPTH, REINFORCING AND PILE ARRANGEMENTS SEE TYPICAL PILE CAP
PLANS AND DETAIL
2. FOR TIES, VERTICAL BAR SPLICE AND DEVELOPMENT AND ADDITIONAL INFORMATION
SEE "TYPICAL DETAIL CONCRETE COLUMN".
DEPTH
ISOLATION JOINT AT COLUMN
(SEE TYPICAL SLAB ON
GRADE DETAIL)
DOWELS SAME SIZE AND
NUMBER AS COLUMN OR
PIER REINFORCEMENT
ABOVE
COLUMN, PIER
OR BUTTRESS
3" CLR.
CONCRETE SLAB
.
FOR VERTICAL BAR SPLICE
SEE "TYPICAL DETAIL
CONCRETE COLUMN"
.
FOR VERTICAL BAR
DEVELOPMENT SEE "TYPICAL
DETAIL CONCRETE COLUMN"
/2 S-302
DOWELS, SAME QUANTITY
AND SIZE AS COLUMN
VERTICAL BARS.
NOTE:
PROVIDE MECHANICAL REBAR COUPLERS TO DEVELOP MIN. 125% OF YIELD
STRENGTH OF VERTICAL REINFORCING AT ALL SPLICES..
VERTICAL BARS,
SEE COL. SCHEDULE
TIES
FOR COLUMN SIZE
SEE SCHEDULE
USE SEPARATE DWLS
SAME QUANTITY AND
SIZE AS VERTICAL BARS
IN OFFSET COLUMN FACE
BELOW, IF DIAGONAL BEND
IS NOT USED
S = TIE SPACING. SEE TYPICAL
COLUMN CROSS-SECTION FOR
SIZE, ARRANGEMENT, DETAILS
AND SPACING OF TIES.
BEND AT TOP OF SLAB
BAR OFFSET.
MAX. SLOPE OF OFFSET
BAR (OTHERWISE USE
SEPARATE DOWELS)
1
6
3"MAX.
.
COMPRESSION SPLICE
(MIN.) TENSION SPLICE
WHERE REQUIRED
BY ENGINEER
DIM "A"
.
SLAB OR BEAM BARS
3""S""S""S"
HOOK IN FOOTING
.
COMPRESSION SPLICE
WHERE REQUIRED BY
ENGINEER
COMPRESSION
DEVELOPMENT
LENGTH (MIN.)
TENSION DEVELOPMENT
WHERE REQUIRED
BY ENGINEER
FOOTING, PILE CAP
PIER OR BUTTRESS
SEE FOUNDATION PLAN
.
2' - 0"
.
"S""S"3""S""S"
TOP LEVEL
BEAMS
AND/OR
SLABS
2 SPACES @ 3"
COMPRESSION SPLICE
WHERE REQUIRED BY
ENGINEER
INTERMEDIATE LEVEL
BEAMS AND/OR SLABS
2 SPACES @ 3"
FOR COLUMN SIZE
SEE COLUMN
SCHEDULE
LONGITUDINAL BARS
SEE COLUMN SCHEDULE
ALTERNATE 90° AND
180° STANDARD HOOKS
STANDARD 90°
HOOKS ALTERNATE
CORNERSNOTES:
1. TIE SIZE #3 FOR LONGITUDINAL BARS UP TO #9 AND #4
FOR BARS #10, #11, #14 & #18
2. TIE SPACING NO GREATER THAN:
A) 16 x DIAMETER OF LONG BARS.
B) 48 x DIAMETER OF TIES
C) MINIMUM DIMENSION OF COLUMN
3. EVERY CORNER AND ALTERNATE LONGITUDINAL BAR
SHALL HAVE LATERAL SUPPORT PROVIDED BY CORNER
OF A TIE HAVING AN INCLUDED ANGLE OF NOT MORE THAN
135° AND NO BAR SHALL BE FARTHER THAN 6" CLEAR OF
EITHER SIDE FROM SUCH ALATERALLY SUPPORTED BAR.
CELLAR CELLAR
-13' - 3 3/4" -13' - 3 3/4"
1ST FLOOR 1ST FLOOR
-0' - 7 1/2" -0' - 7 1/2"
2ND FLOOR 2ND FLOOR
18' - 4 1/2" 18' - 4 1/2"
Column
Locations
A.1-2.2 A.1-3.6 A.1-4.9 A.1-6.2 A.1-6.9 A.1-7.9 A.1-8.9 A.1-10.2 A.2-2.9 A.2-5.5 A.2-12 A.3-1 A.3-2 A.3-4 A.3-7.5 A.3-8.5 A.3-9.5 A.3-11 B-1 B-2.9 B-4 B-5.5 B-6.6 B-7.5 B-8.5 B-9.5 B-11 B.1-12 B.3-2.9 B.3-5 B.3-8 B.3-9 C-1 C.1-12
CELLAR CELLAR
-13' - 3 3/4" -13' - 3 3/4"
1ST FLOOR 1ST FLOOR
-0' - 7 1/2" -0' - 7 1/2"
2ND FLOOR 2ND FLOOR
18' - 4 1/2" 18' - 4 1/2"
Column
Locations
C.2-2.9 C.2-4 C.2-5 C.2-8 C.2-9 C.2-10 D-1 D-2(4' - 5 5/8") D-2.9 D-3.5 D-4 D-10 D.1-5 D.1-6 D.1-7 D.1-8 D.1-9 D.2-12 D.3-10 E-1 E-2 E-2.9 E-3.5 E-5 E-6 E-7 E-8 E-9
45
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14X244-#10(#4@3)
12x144-#7(#4@12)
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14x184-#9(#4@3)
14X244-#10(#4@12)
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12x144-#7(#4@12)
18x189-#9(#4@18)
18x189-#9(#4@18)
18x189-#9(#4@18)
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14x184-#8(#4@12)
DL=284kipLL=132kip
12x144-#7(#4@12)
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14x184-#8(#4@12)
DL=266kipLL=121kip
14x184-#8(#4@12)
DL=263kipLL=100kip
14x184-#8(#4@12)
DL=275kipLL=139kip
14x184-#8(#4@12)
DL=200kipLL=67kip
14X244-#10(#4@3)
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12x144-#7(#4@12)
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12x144-#7(#4@12)
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DL=239kipLL=50kip
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47
49 51 52 54 56 58 46 50 60 48 53 55 57 59 28 31 32 34 35 36 38 40 41
42
30 33 37 39 20.1
27
21 22 23 24 25
26
10 12 13 19 14 15 16 17 18 20 19.1 1 3 4 5 6 7 8 9
43
2
12x144-#7(#4@12)
13.1
44
8x244-#7(#4@12)
11
MAT SLAB W/
INTEGRAL PILECAPS
COLUMN
BELOW SLAB
PIPING, TYP.
SEE ARCH.
WATERPROOFING,
SEE ARCH.
9.625"Ø O.D. GRADE 80 STEEL
CASING WITH 0.472" WALL; INSTALL
CASING 6" MIN. INTO ROCK.
GRAVEL/ SETTING BED
MAT SLAB REINF., SEE
PLAN & SCHEDULE
PILE REINF.,
SEE SCHEDULE
3"1DB
#18 THREADED BAR GRADE 75
REFER TO FNA
DRAWINGS FOR SOCKET
LENGTH INTO ROCK
5000 PSI GROUT
6"MIN.
HEX NUTS 3
D
2.9
CONC. WALL;
SEE PLAN
CONC. COLUMN;
SEE SCHEDULE
#4 TIES @ SAME SPACING
AS COLUMN TIES
PCi t e c t s
Dwg Title
New York, NY 10016
T: 212|689|7070
F: 212|545|1687
info@MHGArch.com
www.MHGArch.com
Client/Developer
MHG Architects
Architect
Landscape Architect
88 University Place
Structural Engineer
Associates
508 Eighth Avenue
Scale
Job No.
Date
Dwg No
Seal
NYC DOB Number
1522
As indicated
COLUMN SCHEDULE
AND DETAILS
05/08/2013
13892
S-302.00
1/2" = 1'-0"S-302
5 TYPICAL PILE CAP PLAN
3/4" = 1'-0"S-302
4
TYPICAL CONCRETE COLUMN
ON PILE CAP AT FIRST FLOOR
1" = 1'-0"S-302
6 TYPICAL DETAIL CONCRETE COLUMN
1" = 1'-0"S-302
1 TYPICAL CROSS SECTION OF CONCRETE COLUMN
PILE CAP FOOTING SCHEDULE
MARK
SIZE
THICKNESS
BOTTOM REINFORCEMENT TOP REINFORCEMENT
REMARKSLENGTH WIDTH LONG WAY SHORT WAY LONG WAY SHORT WAY
PC-2 2' - 8" 5' - 11" 2' - 9" 5-#8 5-#8
PC-4 6' - 7" 6' - 7" 3' - 0" 8-#8 8-#8
PC-5 8' - 2" 8' - 2" 3' - 3" 11-#8 11-#8
PC-6 8' - 2" 5' - 11" 3' - 9" 12-#8 12-#8
3/4" = 1'-0"S-302
2 TYPICAL CONCRETE COLUMN ON PILE CAP AT CELLAR
1" = 1'-0"S-302
3 COLUMN 12 DETAIL
1 1 / 2 0 / 2 0 1 3 U P D A T E D B I D S E T
FOUNDATION PILE - DUPLEX DRILLING METHOD INSTALLATION NOTES
(THE FOLLOWING NOTES ARE FOR INFORMATION ONLY, REFER TO FNA
DRAWINGS FOR FURTHER INFORMATION AND DETAILS)
1. ALL PIPES SHALL BE INSTALLED IN THE LOCATION SHOWN ON THESE
DRAWINGS.
2. PERFORM UTILITY IDENTIFICATION AND EXPLORATION AS NECESSARY.
3. THE FOUNDATION PILES SHALL BE 9-5/8"Ø GRADE 80 STEEL CASING AND
SHALL BE INSTALLED USING A CASING PREDRILLED AT EACH LOCATION.
THE CASING USED FOR PILE INSTALLATION SHALL BE LARGE ENOUGH TO
HOUSE THE 9-5/8"Ø CASING.
THE FOUNDATION PILES SHALL BE 9-5/8"Ø GRADE 80 STEEL CASING AND
SHALL BE INSTALLED USING A CASING PREDRILLED AT EACH LOCATION.
THE CASING USED FOR PILE INSTALLATION SHALL BE LARGE ENOUGH TO
HOUSE THE 9-5/8"Ø CASING.
4 INSTALLATION PROCEDURES:
4.1 SET UP THE RIG ON PROPER LOCATION AND PLUMB THE MAST.
4.2 INSTALL FIRST PIECE OF CASING WITH ATTACHED CARBIDE CUTTING
TEETH.
4.3 DRILL CASING DOWN AND MAINTAIN POSITIVE FLUID HEAD AT ALL TIMES.
DRILLING TO BE PERFORMED USING INTERNAL FLUSH METHOD.
OUTSIDE CASING SHALL REMAIN AHEAD OF THE INTERNAL FLUSHING BY
A MINIMUM 0F 2 FEET. IF OBSTRUCTIONS ARE ENCOUNTERED OR IF
OUTSIDE CASING GETS STUCK, ADVANCE INNER CASING THROUGH
OBSTRUCTION OR UNTIL OUTER CASING CAN REVOLVE, AND THEN
RESUME STANDARD PROCEDURE OF 2 FOOT LEAD OF THE OUTSIDE
CASING. IF EXISTING CONCRETE IS DISCOVERED DURING DRILLING
PROCESS, FOLLOW TA GENERAL NOTE 15, PERTAINING TO THE OF USE
DOWN-THE-HOLE-HAMMER.
4.4 FOLLOW UP WITH ADDITIONAL CASING TO ELEVATION SHOWN ON THESE
DRAWINGS.
4.5 REMOVE INNER CASING.
4.6 FLUSH INSIDE OF CASING CLEAN OF SPOILS.
4.7 INSTALL THREADED BAR REINFORCING STEEL.
4.8 FILL THE VOIDS WITHIN THE CASING USING CEMENT GROUT OR
CONCRETE

CHORD REINF.
#4 TIES @ 12" OC.
BETWEEN ALTERNATE
PAIRS OF CHORD
BARS
SPLICE(TYP.)
TENSIONLAP
(TYP.)
6"
INSTALL CHORDS BARS
SYMETRICAL ABOUT CORNER
SPLICE (TYP.)
TENSION LAP
#4@12"
WITH VERT. CHORD REINF.WITHOUT VERT. CHORD REINF.
CLR.
1 1/2"
SPLICE
TENSION LAP
CLR.
1 1/2"
SPLICE
TENSION LAP
#4@12"
#4 TIES @ 12: OC.
BETWEEN ALTERNATE
PAIRS OF CHORD
BARS
CHORD REINF.
(TYP.)
6"
#4@12"
WITHOUT VERT. CHORD REINF. WITH VERT. CHORD REINF.
INSTALL CHORD BARS
SYMETRICAL ABOUT WALL (TYP.)
6"
2'-0"
SPLICE
TENSIONLAP
REINF. SAME SIZE
& SPACING AS
HORIZ. REINF.
WITHOUT VERT. CHORD REINF. WITH VERT. CHORD REINF.
SUPPORTING MEMBER
HORIZ. REINF.
SHEAR WALL
1 1/2" CLR.
SPLICE
TENSIONLAP
VERTICAL REINF.
SPLICE
TENSIONLAP
DOWELS; SAME SIZE &
SPACING AS VERT. REINF.
INSTALL FOR FULL DEPTH
OF SUPPORTING MEMBER.
HEIGHT
OPENING
SHEAR WALL
#4 "U" BARS; SAME
SPACING AS "H.E.F."
REINFORCING
INSTALL TIES WHERE
VERTICAL BARS ARE
"CHORD STEEL"
ADD'L VERT. REINF. ON
EA. SIDE OF OPNG.;
2-#5 MIN.
DOWELS; SAME SIZE &
SHEAR WALL
SPLICE
TENSIONLAP
SPLICE
TENSIONLAP
SHEAR WALL
DOWELS; SAME SIZE&
ABOVE.
SPLICE
TENSIONLAP
#4 @12" T&B
@12" T&B;#4
1-#5x5'-0" DIAG. E.F.
FOR DIM
"B1"
"B2"
EQ
EQ
TYP., E.E.
DIM."B"
DIM."B"= THE LARGER
OF B1 OR B2
1-#5 H.E.F. & V.E.F.,
TYP 4 SIDES, U.N.O.
NOTE:
1. THIS DETAIL APPLIES AT RECTANGULAR AND ROUND OPENINGS AND AT EFFECTIVE
OPENINGS AROUND GROUPS OF SLEEVES.
2. OPENINGS < 12" ON ALL SIDES REQUIRE NO ADDITIONAL REINF., U.N.O.
3. REINFORCING SHOWN AROUND OPENINGS ON THE SHEAR WALL ELEVATIONS
SUPERCEDES THE MINIMUM REINFORCING STEEL INDICATED IN THIS DETAIL.
2ND FLOOR
18' - 4 1/2"
2 3 4 5 6 7 8 9 10
3RD FLOOR
27' - 5 1/2"
4TH FLOOR
36' - 6 1/2"
5TH FLOOR
45' - 7 1/2"
6TH FLOOR
54' - 8 1/2"
7TH FLOOR
63' - 9 1/2"
8TH FLOOR
72' - 10 1/2"
ROOF
82' - 2 1/2"
WEST PRECAST SHEAR WALL EAST PRECAST SHEAR WALL
BREAK IN WALL; SEE PLAN
PCi t e c t s
Dwg Title
New York, NY 10016
T: 212|689|7070
F: 212|545|1687
info@MHGArch.com
www.MHGArch.com
Client/Developer
MHG Architects
Architect
Landscape Architect
88 University Place
Structural Engineer
Associates
508 Eighth Avenue
Scale
Job No.
Date
Dwg No
Seal
NYC DOB Number
1522
As indicated
CONCRETE SHEAR
WALL DETAILS
05/08/2013
13892
S-303.00
3/4" = 1'-0"S-303
1 SHEAR WALL CORNER
3/4" = 1'-0"S-303
2 SHEAR WALL END
3/4" = 1'-0"S-303
3 SHEAR WALL INTERSECTION
1/4" = 1'-0"S-303
4 SHEAR WALL REINFORCING
3/4" = 1'-0"S-303
5 SHEAR WALL REINFORCING AT SIDES OF WALL OPENING
3/4" = 1'-0"S-303
7 SHEAR WALL AT TOP LEVEL
1/4" = 1'-0"S-303
8
SHEAR WALL AT CHANGE
IN WALL THICKNESS
1/4" = 1'-0"S-303
9
ADDITIONAL REINFORCING AROUND
OPENINGS IN SHEAR WALLS
1/16" = 1'-0"S-303
10 PRECAST SHEAR WALLS
LATERAL LOADS FOR PRECAST WALLS
LEVEL
LATERAL SHEARS FOR WEST PRECAST SHEAR WALL LATERAL SHEARS FOR EAST PRECAST SHEAR WALL
DEAD LIVE WIND SEISMIC DEAD LIVE WIND SEISMIC
THIRD FLOOR 15 5 25 130 10 5 10 55
FOURTH FLOOR 10 5 20 95 10 5 5 30
FIFTH FLOOR 5 5 15 100 5 5 5 20
SIXTH FLOOR 5 5 15 105 5 5 5 15
SEVENTH FLOOR 5 5 15 115 5 5 5 15
EIGHTH FLOOR 5 5 20 135 5 5 5 15
ROOF 20 15 45 250 10 10 10 30
DIAPHRAGM FORCES FOR PRECAST PLANKS
LEVEL
WIND EARTHQUAKE
EAST-WEST NORTH-SOUTH EAST-WEST NORTH-SOUTH
THIRD FLOOR 10 35 70 60
FOURTH FLOOOR 15 35 95 80
FIFTH FLOOR 15 40 120 100
SIXTH FLOOR 15 40 145 125
SEVENTH FLOOR 15 40 175 145
EIGHTH FLOOR 15 40 200 170
ROOF 20 70 225 190
BULKHEAD 5 5 30 25
NOTES:
1. WIND AND SEISMIC LOADS ARE REVERSIBLE
2. LOADS ARE IN KIPS
3. LOADS ARE SERVICE LOADS
NOTES:
1. WIND AND SEISMIC LOADS ARE REVERSIBLE
1 1 / 2 0 / 2 0 1 3 U P D A T E D B I D S E T
CONCRETE SHEAR WALL LOAD TABLE
WALL TYPE ALONG GRIDLINE BETWEEN GRIDLINES
AXIAL LOAD SHEAR LOAD
DEAD LIVE WIND SEISMIC DEAD LIVE WIND SEISMIC
W2 6 B.3-C.2 435 130 -20 -295 30 10 55 175
W2 C.2 6-6.6 245 75 ±55 160 10 5 15 155
W2 C.2 6.6-7 380 130 ±70 230,-80 10 5 15 155
W2 7 B.3-C.2 565 210 50,-10 545,-30 40 10 45 150
W2 B.3 6-6.6 185 75 ±55 30,-170 5 5 15 155
W9 B.3 6.6-7 150 55 ±60 ±130 15 10 15 90
NOTES:

PROVIDE SUFFICIENT HIGH
CHAIR SUPPORTS TO HOLD TOP
REINF. RIGIDLY IN PLACE.
TOP BARS PROVIDE THE SAME
SIZE & SPACING AS TEMP. BARS
(U.N.O.)TEMP. REINF. (SEE SCHED.)
BOTTOM BARS 50% (MIN.)
SHALL EXTEND FULL LENGTH
INTO END SUPPORTS.
TOP BARS PROVIDE THE
SAME SIZE & SPACING
AS TEMP. BARS (U.N.O.)
TYPICAL DETAIL AT SUPPORTS PARALLEL
TO MAIN REINFORCING IN ONE-WAY SLAB
NON-CONTINUOUS END CONTINUOUS END
TYPICAL DETAIL AT SUPPORTS PERPENDICULAR
TO MAIN REINFORCING IN ONE-WAY SLAB
ONE-WAY SLAB TEMP.
REINF. (GRADE 60 STEEL)
SLAB
THICKNESS
TEMP.
REINFORCING
4" #3 @ 12"
5" #3 @ 12"
6" #4 @ 16"
7" #4 @ 14"
8" #4 @ 12"
9" #4 @ 12"
10" #5 @ 16"
11" #5 @ 14"
12" #5 @ 14"
0.15 L1 2
6" MIN.
0.3 L OR 0.3 L
GREATER OF
210.3 L OR 0.3 L
GREATER OF
21
SUPPORT
.
SPAN L2SPAN L1SUPPORT
212'-0" OR MIN. EMBED.
GREATER OF
MIN.
6"
GREATER OF
6" MIN.
EXTEND @ CONT. SLAB
(OTHERWISE HOOK)
GREATER OF
0.25 L OR L
GREATER OF
SLABS 1 5/8"
BEAMS 2 5/8"
D/3
D/3
D/3
ALL REINF. TO RUN
THROUGH
UNINTERRUPTED
ADD'L REINF.:
BEAMS:#5 x 4'-0" @ 12"
SLABS:#4 x 3'-0" @12"
(WHERE NO TOP REINF. EXIST.)
NOTES:
1. MAXIMUM POUR LEGTH = 50'-0".
2. WHERE BEAM FRAMES INTO GIRDER, JOINT IN GIRDER SHALL BE
OFFSET A
MINIMUM DISTANCE TWICE THE WIDTH OF BEAM.
3. CONSTRUCTION JOINTS,WHEN REQUIRED, ARE TO BE LOCATED AT
POINTS OF ZERO SHEAR. CONSTRUCTION JOINTS ARE NOT
PERMITTED IN BEAMS OR SLABS CARRYING CONCENTRATED LOADS.
PROVIDE 1/2" OF TOP AND
BOTTOM REINFORCING
INTERRUPTED BY OPENING.
AT EACH SIDE OF OPENING
MINIMUM 1 - #5 TOP AND
BOTTOM EACH SIDE
HOOK ALL TOP BARS
INTERRUPTED BY OPENING
.
(HOOK IF NOT ATTAINABLE)
TENSION LAP SPLICE LENGTH
L1
L2
Ln2
.30 Ln1 OR .30 Ln2
GREATER THAN
SEEPLAN
"h"
.30 Ln1 OR .30 Ln2
GREATER OF
INTERIOR COLUMNEXTERIOR COLUMN
OR SUPPORT
Ln1 = CLEAR SPAN
.30 Ln1
≥ 25% As TOP
As BOTTOM COL. STRIP
≥ .33 As TOP COL. STRIP
.
100% BOTTOM BARS SHALL BE
CONTINUOS OVER SUPPORT OR
PROVIDE CLASS B TENSION LAP
SPLICE IN THIS REGION ONLY
L1
L2
Ln2
.22 Ln1 OR .22 Ln2
GREATER OF
.22 Ln1 OR .22 Ln2
GREATER OF
OR SUPPORT
.22 Ln1
.
COLUMN STRIP
MIDDLE STRIP
L1
L2
Ln2
.33 OR .33 Ln2
GREATER OF
.33 Ln1 OR .33 Ln2
GREATER OF
OR SUPPORT
Ln1 = CLEAR SPAN
.33 Ln1
CONTINUOS OVER SUPPORT OR
COLUMN STRIP - WITH DROP PANELS
NOTE: SAME REINFORCEMENT PROFILE BOTH DIRECTIONS. TRANSVERSE DIRECTION NOT SHOWN FOR CLARITY.
PROVIDE
STANDARD HOOK
FOR TOP BARS AT
EXTERIOR
SUPPORT OF END
SPANS
75% As TOP
HOOK 100% - BOTTOM
BARS IN EACH DIRECTION
AT EXTERIOR SUPPORTS
WITH STANDARD HOOK
CONTINUOUS OVER SUPPORT OR
≥ 25% As TOP
25% As TOP
As BOTTOM COL. STRIP
≥ .33 As TOP COL. STRIP
HOOK 100% - BOTTOM
BARS IN EACH DIRECTION
AT EXTERIOR SUPPORTS
WITH STANDARD HOOK
Ln1 = CLEAR SPAN
S S S S S S
IS CONTINUOUS AT SUPPORT
LAP DIMENSION "LS"
IF BOTTOM REINF.
SPAN L2
WHERE CONT. TOP BARS
OCCUR IN ADJOINING
SPANS, LAPS SHALL BE
CLASS A TENSION SPLICE
AT MIDSPAN. MIN. 50% As
TOP OR 2 BARS, WHICH
EVER IS GREATER, TO BE
CONT.
EXEND TOP BARS TENSION
DEVELOPMENT LENGTH
BEYOND SPAN IN WHICH BAR
IS REQ'D
FOR BEAMS WITH MORE THAN 2
BOTTOM BARS STOP NO MORE THAN
50% OF REINF. HERE. AT BEAMS
SUPPORTING CONCENTRATED LOADS
EXTEND ALL BARS INTO SUPPORTS
UNLESS OTHERWISE NOTED
(FOROTHERS
SEESECTION)
FOR BEAM
BOTTOM BARS,
SEE BEAM
SCHEDULE
FOR STIRRUP
SPACING "S"
SEE BEAM
SCHEDULE
.
0"
EXTEND REINF.
WHERE POSSIBLE,
OTHERWISE PROVIDE
STANDARD HOOK
CONTINUOUS TOP BARS FOR NUMBER AND
SIZE SEE BEAM SCHEDULE. (MIN. 50% As
TOP OR 2 BARS, WHICH EVER IS GREATER,
TO BE CONTINUOUS
NON-CONTINUOUS TOP
REINFORCING 50% As
TOP
50% As TOP
TOP OF BEAM
AND SLAB
NON-CONTINUOUS END CONTINUOUS END
TOP REINFORCING (IF NONE
INDICATED PROVIDE 2-#5
CONTINUOUS AT STIRRUPS
WIDTH
BEAM
1-1/2" CLEAR TO STIRRUPS
SECTION WITH OPEN STIRRUPS
BEAMDEPTH
OPEN STIRRUP
SEE SCHEDULE
BOTTOM
REINFORCING
BEAM WIDTH
BEAMDEPTH
CLOSED STIRRUPS
(HOOPS) SEE
SCHEDULE
BEAM TOP BARSSLAB TOP BARS
SECTION WITH HOOPS
(CLOSED STIRRUPS)
SKIN REINFORCEMENT
SPACING
(Ssk) max. in.
DEPTH, d (Ab)min. at
(Ssk)max. in.²
36 6 0.032
42 7 0.084
48 8 0.144
60 10 0.3
72 12 0.51
84 12 0.65
S/2
DEVELOPMENT LENGTH
TENSION
.25 L1
OF L1 OR L2
.33 GREATER
OF L1 OR L2
.33 GREATER
.
S/2 S/2
SPAN L2
.125 CL.
SPAN L1
.125 CL.
SUPPORT
WIDTH OF CLEAR SPAN L1
SUPPORT
WIDTH OF
2" CL.
FOR BEAMS WHERE
EFFECTIVE DEPTH
'd' EXCEEDS 36"
PROVIDE SKIN
REINFORCEMENT
PER TABLE BUT NOT
LESS THAN #4 @
12" O.C. EACH FACE
TIES OR STIRRUPS
SEE BEAM SCHEDULE
GRADEBEAMS
3"CLEARFOR
10B
Ø
4" M
IN
.
10B
Ø
4"M
IN
.
1-1/2" CLEAR
TO STIRRUPS
1-1/2" CLEAR TO
STIRRUPS
S2h <
d/4
8 x SMALLEST LONG. BAR Ø
24" x HOOP BAR DIA
12"
S2h = HOOP SPACING
WITHIN DISTANCE 2h AT
BOTH ENDS OF MEMBER
COLUMN
COLUMN COLUMNCOLUMN
OFNEXT
COLUMN
OF NEXT
COLUMN
L1/4 L2/4 L2/2 L2/4 L3/4 L3/2 L3/4
L1 L2 L3
COLUMN STRIP MIDDLE STRIP COLUMN STRIP
MIDDLE
STRIP
COLUMN
STRIP
L4/4L5/4L5/2L5/4L6/4L6/2L6/4
L4L5L6
COLUMN
STRIP
MIDDLE
STRIP
COLUMN
STRIP
MIDDLE
STRIP
COLUMN
STRIP TYPICAL SLAB EDGE
TOP BAR, SEE PLAN
TOP BARS, SEE PLAN AND
TYPICAL DETAIL FOR SIZE AND
LENGTH. ALTERNAT LONG AND
SHORT BARS
BEAM/GRADE BEAM
≥ 50% As TOP COLUMN STRIP
PLACED WITHIN C + 3h (SHADED
AREA) IN EACH DIRECTION (TYP.)
IF ANY OF THE SPAN LENGTHS
L1, L2, L3 ARE SMALLER THAN
THE TRANSVERSE WIDTHS L4,
L5, L6 THEN THE WIDTHS OF
THE COLUMN STRIP FOR THAT
SPAN WILL BE SPAN LENGTH/4
ON EITHER SIDE OF COLUMN
(SEE ACI 318/13.2.1)
NOTES:
1. C1 & C2 = DIMENSIONS OF CONCRETE COLUMN BELOW
2. h = SLAB THICKNESS
3. (SEE TYPICAL TWO-WAY SLAB BAR EXTENSION AND CUT DETAIL, ON THIS DRAWING)
IF ANY OF THE SPAN LENGTHS L4, L5, L6
ARE SMALLER THAN THE TRANSVERSE
WIDTHS L1, L2, L3 THEN THE WIDTHS OF
THE COLUMN STRIP FOR THAT SPAN
WILL BE SPAN LENGTH /4 ON EITHER
SIDE OF COLUMN (SEE ACI 318/13.2.1)
BEAM/GRADE BEAM
TOP BAR COLUMN
STRIP. TYP.
TYPICAL SLAB EDGE
TOP BAR, SEE PLAN
C2
C1
.
BOTT. BAR
MIDDLE STRIP
EACH WAY
BOTT. BAR
BOTT.BAR
BOTT.BAR
BOTT. BAR
COL. STRIP
COL.STRIP
COL. STRIP
COL.STRIP
≥ 25% As TOP
CONTINUOUS (TYP.)
PCi t e c t s
Dwg Title
New York, NY 10016
T: 212|689|7070
F: 212|545|1687
info@MHGArch.com
www.MHGArch.com
Client/Developer
MHG Architects
Architect
Landscape Architect
88 University Place
Structural Engineer
Associates
508 Eighth Avenue
Scale
Job No.
Date
Dwg No
Seal
NYC DOB Number
1522
As indicated
CONCRETE BEAM
AND SLAB DETAILS
05/08/2013
13892
S-305.00
1/2" = 1'-0"S-305
5 TYP. ONE-WAY SLAB DETAIL
1" = 1'-0"S-305
4
TYP. CONSTRUCTION JOINT IN FRAMED
SLAB OR BEAM INCLUDING GRADE BEAM)
SLAB/ DECK SCHEDULE
MARK TOTAL DEPTH COMPOSITION/REINFORCEMENT
P-1 0' - 8" PRECAST PLANK BY PRECAST MFR.
S-1 0' - 8" #5 @ 12 TOP AND BOTTOM
S-2 1' - 0" CONCRETE MAT SLAB WITH #8@18" T.&B. EACH WAY
S-3 0' - 8" SEE PLAN FOR TOP BARS; BOTTOM MAT IS #5 @ 12" E.W.
S.O.G. 0' - 5" SEE TYPICAL DETAILS.
1" = 1'-0"S-305
3
TYPICAL DETAIL ADDITIONAL REINFORCEMENT
AT OPENING IN FRAMED SLAB
1" = 1'-0"S-305
1 TYPICAL DETAIL TWO-WAY SLAB
1" = 1'-0"S-305
2 TYPICAL DETAIL CONCRETE BEAM
1/8" = 1'-0"S-305
6 TYPICAL DETAIL TWO-WAY SLAB REINFORCEMENT
DEVELOPMENT LENGTH (INCHES)
BAR SIZE
DEFORMED BARS WITHOUT
HOOKED ENDS
DEFORMED BARS WITH HOOKED
ENDS
CONCRETE STRENGTH CONCRETE STRENGTH
3000 PSI 4000 PSI 5000 PSI 3000 PSI 4000 PSI 5000 PSI
#3 16 14 13 8 7 6
#4 22 19 17 11 9 8
#5 27 24 21 14 12 11
#6 33 28 25 16 14 13
#7 48 42 37 19 17 15
#8 55 47 42 22 19 17
#9 62 54 48 25 21 19
#10 70 60 54 28 24 22
REINFORCING STEEL ANCHORING AND LAP SPLICE LENGTHS
BAR SIZE
TENSION REINFORCING COMPRESSION
WITH 3/4" MIN. COVER (1)
WITH MIN. 1 1/2 COVER
(2) OR CONFINED (3) ANCHOR
COLUMN
REINFORCING
ANCHOR
(1) LAP (1)
ANCHOR
(2) LAP (2) HOOKS DEVELOP SPLICE
3 12 16 12 16 6 8 12
4 15 20 12 16 7 10 15
5 21 28 15 20 9 12 19
6 29 38 18 24 10 15 23
7 46 60 25 33 12 17 27
8 57 75 29 38 14 19 30
9 69 90 36 47 15 22 34
10 83 108 44 58 17 25 39
11 98 128 53 69 19 27 43
14 - - 72 94 23 33 51
THE FIRST TWO CLASSIFICATIONS REFER TO CONCRETE COVER FOR EXPOSURE PROTECTION PER THE GENERAL NOTES. THE
COVER REQUIREMENT VALUES SHALL BE THE BASIS FOR DETERMINING MINIMUM BAR CLEAR SPACING DESCRIBED BELOW.
1. REINF. WITH 3/4" MIN. COVER ANCHORS AND LAPS REQUIRE A MIN. BAR CLEAR SPACING OF 1 1/2" (2 X COVER).
2. REINF. WITH MIN. 1 1/2" COVER VALUES REQUIRE A MIN. BAR CLEAR SPACING OF 2 X COVER AT SLABS AND WALLS (3" FOR
1 1/2", COVER 4", FOR 2" COVER), AND 1 X COVER AT BEAMS AND TENSION COLUMNS (1 1/2" FOR 1 1/2" COVER 2" FOR 2"
COVER).
3. CONFINED = BARS ENCLOSED BY STIRRUPS OR TIES WITH 1 1/2" COVER
4. COMPRESSION COLUMN = ALL COLUMNS UNLESS PART OF THE LATERAL FORCE RESISTING SYSTEM OR SPECIFIED AS
TENSION COLUMNS.
5. ANCHOR = TENSION DEVELOPED BARS AND CLASS A LAPS
6. LAP = TENSION LAP SPLICE BARS FOR CLASS B SPLICES
7. HOOKS = BARS ANCHORED WITH 90O OR 180O HOOKS FOR TENSION, 2 1/2" COVER REQUIRED ON ALL SIDES
8. FOR TOP BARS IN HORIZON. SLABS AND BEAMS GREATER THAN 12" THICK/DEEP, MULTIPLY REQUIRED TENSION ANCHOR
AND LAP VALUES BY 1.3.
9. FOR EPOXY COATED REINFORCING MULTIPLY THE VALUES FOR TENSION ANCHOR AND LAP BY 1.5 AND THE HOOK VALUES
BY 1.2.
10. FOR LIGHTWEIGHT CONCRETE MULTIPLY THE VALUES FOR TENSION ANCHOR, LAP AND HOOK VALUES BY 1.3.
11. FOR CONCRETE STRENGTHS OTHER THAN THAT NOTED IN THE LENGTH TABLE, MULTIPLY TENSION ANCHOR AND LAP,
HOOK AND COMPRESSION DEVELOPMENT VALUES BY THE LISTED CONVERSION. MINIMUM ANCHOR OR COLUMN SPLICE =
12", LAP = 16", HOOK = 6", COLUMN DEVELOPMENT = 8".
12. DOWELS FOR COMPRESSION COLUMNS SHALL END IN HOOKS U.N.O.; HOWEVER PROVIDE EMBEDMENT LENGTH PER THE
"DEVELOP" COLUMN ABOVE.
1 1 / 2 0 / 2 0 1 3 U P D A T E D B I D S E T

2ND FLOOR
18' - 4 1/2"
TOP BARS; SEE
BEAM SCHEDULE
TENSION LAP
SPLICE
BOTTOM BARS; SEE
BEAM SCHEDULE
BEAMDEPTH;SEESCHEDULE
1'-0"
T.O. SLAB= +0' - 6 3/4"
T.O. SLAB= -0' - 11 3/4"
T.O. SLAB= -2' - 10 3/4"
RAISED SLAB ON
RIGID INSULATION
CONCRETE SLAB;
SEE PLAN
SLAB STEP, SEE
DETAIL /6 S-301
RETAIL "B"
0' - 0"
CONCRETE UPTURNED
BEAM; SEE PLAN
WALL; SEE ARCH.
CONCRETE SLAB;
SEE PLAN
A
RETAIL "B"
0' - 0"
CONC. WALL;
SEE PLAN
VERT. REINF.
SEE SCHEDULE
HORIZ. REINF.
SEE SCHEDULE
SLAB REINF. SEE SCHEDULESLAB REINF.
SEE SCHEDULE
ADD'L REINF.
SEE PLAN
EF
RETAIL "B"
0' - 0"
CONC.
COLUMN
BEYOND
CONC. SLAB;
SEE PLAN
CONC. SLAB; SEE PLAN
CANT. CONC.
BEAM; SEE PLAN.
113/4"
TOP BARS; SEE
BEAM SCHEDULE
BOTTOM BARS; SEE
BEAM SCHEDULE
SLAB REINF.
SEE SCHEDULE.
0"
0"
MASONRY WALL;
SEE PLAN
BEAMDEPTH;SEESCHEDULE
TENSIONS LAP SPLICE
EF
RETAIL "B"
0' - 0"
CONC.
COLUMN
BEYONDCONC. SLAB; SEE PLAN
CONC. BEAM;
SEE PLAN.
TOP BARS; SEE
BEAM SCHEDULE
BOTTOM BARS; SEE
BEAM SCHEDULE
SLAB REINF.
SEE SCHEDULE.
MASONRY WALL;
SEE PLAN
RETAIL "B"
0' - 0"
CONC. SLAB;
SEE PLAN
SLAB REINF.
SEE SCHEDULE.
MASONRY WALL;
SEE PLAN
SLAB REINF.
SEE SCHEDULE.
DOWEL TO
MATCH VERT.
PCi t e c t s
Dwg Title
New York, NY 10016
T: 212|689|7070
F: 212|545|1687
info@MHGArch.com
www.MHGArch.com
Client/Developer
MHG Architects
Architect
Landscape Architect
88 University Place
Structural Engineer
Associates
508 Eighth Avenue
Scale
Job No.
Date
Dwg No
Seal
NYC DOB Number
1522
As indicated
CONCRETE DETAILS
05/08/2013
13892
S-306.00
3/4" = 1'-0"S-306
1 STEPPED BEAM
CONCRETE BEAM SCHEDULE
MARK W D
REINFORCEMENT STIRRUPS
REMARKSBOTTOM BARS
TOP BARS
SIZE TYPE SPACING (in.) END
TOP L.E.
BARS
TOP F.L.
BARS
TOP R.E.
BARS
1B1 1' - 6" 3' - 0" 2-#8 3-#9 #4 CLOSED 12 #4 @ 4" CANT. END.
1B2 0' - 8" 3' - 0" 6-#9 (3L) 4-#9 (2L) #4 CLOSED 8
1B3 1' - 6" 5' - 0" 3-#9 5-#10 #4 CLOSED 12 #4 @ 4" CANT. END
1B4 1' - 0" 3' - 1" 2-#8 2-#8 #4 CLOSED 12
1B5 1' - 0" 3' - 0" 5-#11 5-#10 #4 CLOSED 6
1B6 1' - 0" 2' - 0" 3-#8 3-#8 #4 CLOSED 12
1B7 0' - 8" 1' - 6" 2-#6 2-#6 #4 CLOSED 4
2B1 1' - 0" 2' - 0" 2-#8 4-#8 #4 CLOSED 10
2B2 1' - 0" 2' - 0" 4-#8 2-#8 2-#8 2-#8 #4 CLOSED 10
2B3 1' - 0" 2' - 0" 2-#8 3-#10 #4 CLOSED 10
2B4 1' - 0" 2' - 0" 4-#8 3-#10 #4 CLOSED 10
2B5 2' - 0" 3' - 0" 6-#10 3-#8 3-#8 3-#8 #4 CLOSED; 4 LEGS 10 10-#4@6 (4L) L.E.
2B6 1' - 6" 2' - 0" 4-#8 2-#8 3-#8 2-#8 #4 CLOSED 10
2B7 1' - 6" 2' - 0" 3-#8 4-#8 #4 CLOSED 10
2B8 1' - 6" 2' - 0" 3-#8 2-#8 3-#8 1-#8 #4 CLOSED 10
2B9 1' - 6" 2' - 0" 3-#10 2-#8 3-#8 2-#8 #4 CLOSED 10
2B10 1' - 6" 2' - 0" 7-#8 3-#8 3-#8 1-#8 #4 CLOSED 10 12-#4@8 (4L) L.E.
2B11 1' - 6" 3' - 0" 3-#8 4-#8 #4 CLOSED 16
2B12 1' - 6" 3' - 0" 5-#8 2-#8 3-#8 2-#8 #4 CLOSED 16
2B13 1' - 6" 3' - 0" 3-#8 5-#8 #4 CLOSED 16
2B14 1' - 6" 3' - 0" 12-#8 (2L) 2-#8 2-#8 2-#8 #4 CLOSED 16 4-#4@6 (4L)R.E.
2B15 1' - 6" 3' - 0" 4-#8 4-#8 #4 CLOSED 14
2B16 1' - 6" 3' - 0" 3-#10 1-#8 3-#8 3-#8 #4 CLOSED; 4 LEGS 14
2B17 1' - 6" 3' - 0" 5-#10 3-#8 3-#8 3-#8 #4 CLOSED; 4 LEGS 14
2B18 1' - 6" 3' - 0" 3-#10 3-#8 3-#8 4-#8 #4 CLOSED; 4 LEGS 14
2B19 1' - 6" 3' - 0" 6-#10 4-#8 3-#8 3-#8 #4 CLOSED; 4 LEGS 14 25-#4@6 (4L)R.E.
2B20 1' - 6" 3' - 0" 6-#10 3-#8 3-#8 2-#8 #4 CLOSED; 4 LEGS 6
2B21 1' - 6" 3' - 0" 3-#10 2-#8 3-#8 3-#8 #4 CLOSED; 4 LEGS 14
2B22 1' - 6" 3' - 0" 5-#10 3-#8 3-#8 3-#8 #4 CLOSED; 4 LEGS 8
2B23 1' - 6" 3' - 0" 3-#10 6-#8 #4 CLOSED 16
2B24 1' - 6" 3' - 0" 4-#8 2-#8 3-#8 2-#8 #4 CLOSED 16
2B25 1' - 6" 3' - 0" 6-#10 3-#10 2-#10 #4 CLOSED 16 33-#4@4R.E.
2B26 1' - 6" 3' - 0" 4-#10 2-#10 3-#10 #4 CLOSED 16 18-#4@6 (4L) L.E.
2B27 1' - 6" 3' - 0" 10-#8 (2L) 1-#8 3-#8 3-#8 #4 CLOSED; 4 LEGS 14 14-#4@10 (4L)R.E.
2B28 1' - 6" 3' - 0" 3-#8 4-#8 #4 CLOSED 10
2B29 1' - 6" 3' - 0" 3-#8 1-#8 3-#8 3-#8 #4 CLOSED 10
2B30 1' - 6" 3' - 0" 5-#10 2-#11 3-#11 #4 CLOSED; 4 LEGS 16 23-#4@6 (4L)R.E.
2B31 1' - 6" 3' - 0" 5-#10 3-#11 3-#11 #4 CLOSED; 4 LEGS 16 16-#4@8 (4L) L.E.
2B32 1' - 6" 3' - 0" 3-#8 3-#8 3-#8 1-#8 #4 CLOSED 16 13-#4@8 L.E.
2B33 1' - 6" 3' - 0" 5-#8 5-#8 #4 CLOSED; 4 LEGS 16
2B34 1' - 6" 3' - 0" 5-#8 2-#8 3-#8 1-#8 #4 CLOSED 16 23-#4@6 L.E.
2B35 1' - 6" 3' - 0" 10-#10 (2L) 2-#8 2-#8 2-#8 #4 CLOSED; 4 LEGS 14 12-#4@10 (4L) L.E.
2B36 1' - 6" 3' - 0" 7-#8 4-#8 3-#8 #4 CLOSED 10 10-#4@10 (4L)R.E.
2B37 1' - 6" 3' - 0" 3-#8 3-#8 4-#8 1-#8 #4 CLOSED 16
2B38 1' - 6" 3' - 0" 3-#8 4-#8 4-#8 1-#8 #4 CLOSED 16
2B39 1' - 6" 3' - 0" 6-#10 4-#8 4-#8 #4 CLOSED; 4 LEGS 16 16-#4@8 (4L)R.E. 3-#10 BOT. @ CANT.
2B40 1' - 6" 3' - 0" 7-#8 1-#8 4-#8 4-#8 #4 CLOSED; 4 LEGS 16 14-#4@8 (4L)R.E.
2B41 1' - 6" 3' - 0" 7-#8 4-#8 4-#8 #4 CLOSED 16 16-#4@6 (4L) L.E.
2B42 1' - 6" 3' - 0" 6-#8 1-#8 4-#8 3-#8 #4 CLOSED; 4 LEGS 16 12-#4@10 (4L)R.E.
2B43 1' - 6" 3' - 0" 6-#8 3-#8 4-#8 #4 CLOSED 16 12-#4@8 (4L) L.E.
2B44 1' - 6" 3' - 0" 3-#8 4-#8 4-#8 1-#8 #4 CLOSED 10
2B45 1' - 6" 3' - 0" 5-#8 3-#10 3-#10 #4 CLOSED 16 13-#4@8 (4L)R.E.
2B46 1' - 6" 3' - 0" 3-#8 6-#10 #4 CLOSED; 4 LEGS 8
2B47 2' - 0" 2' - 0" 7-#8 5-#8 4-#8 #4 CLOSED; 4 LEGS 10 ADD'L TOP BARS MAY BE
PLACED IN 2ND LAYER
2B48 2' - 0" 2' - 0" 12-#8 (2L) 4-#8 5-#8 #4 CLOSED; 4 LEGS 10 ADD'L TOP BARS MAY BE
PLACED IN 2ND LAYER
2B49 2' - 0" 3' - 0" 14-#10 (2L) 2-#8 2-#8 2-#8 #4 CLOSED 6 23-#4@3 (4L)R.E.
2B50 2' - 0" 3' - 0" 7-#8 4-#8 #4 CLOSED 16 7-#4@10 (4L)R.E.
2B51 2' - 0" 3' - 0" 12-#10 (2L) 1-#8 3-#8 2-#8 #4 CLOSED; 4 LEGS 12
2B52 1' - 6" 3' - 0" 7-#8 4-#8 #4 CLOSED; 4 LEGS 16
2B53 1' - 6" 3' - 0" 4-#8 4-#8 #4 CLOSED 16
2B54 2' - 0" 3' - 0" 10-#11 (2L) 4-#8 4-#8 4-#8 #4 CLOSED 6 23#4@6 (4L) L.E.
2B55 2' - 0" 3' - 0" 9-#9 (2L) 2-#10 6-#10 #4 CLOSED 8
2B56 2' - 0" 3' - 0" 6-#9 6-#10 2-#10 #4 CLOSED 16 16-#4@6 (4L) L.E.
2B57 1' - 6" 3' - 0" 6-#9 2-#8 2-#8 2-#8 #4 CLOSED 14 16-#4@6 (4L) L.E.
3/4" = 1'-0"S-306
2 SECTION AT RAISED SLAB
1" = 1'-0"S-306
9 SECTION
1" = 1'-0"S-306
3 SLAB EDGE
3/4" = 1'-0"S-306
4 SECTION
3/4" = 1'-0"S-306
5 SECTION
1" = 1'-0"S-306
6 SLAB EDGE
1 1 / 2 0 / 2 0 1 3 U P D A T E D B I D S E T

6 7
C
B.3
C.2
EQ EQ EQ EQ EQ EQ EQ
32' - 8 3/4"
EQEQEQEQ
2'-0"6"16'-21/2"1'-31/2"2'-4"
T.O. SLAB= -5' - 0"
MF2.0
MF2.0
13'-4"
12' - 3 1/8"
22'-4"
1' - 9 7/8"2' - 0"
THICKENED
CONCRETE
SLAB
2' - 0" TYP.
W3
2
S-307
NOTE: REFER TO "CONCRETE SHEAR WALL LOAD TABLE" ON SHEET S-303
A.3
CELLAR
-13' - 3 3/4"
A
CONC. COLUMN
BEYOND; SEE PLAN.
CONC. WALL;
SEE PLAN
CONC. SLAB;
SEE PLAN
PILE CAP WIDTH; SEE TYPICAL DETAILS AND SCHEDULE
CELLAR
-13' - 3 3/4"
CONCRETE PIT
WALL; SEE PLAN
CONCRETE SLAB;
SEE PLAN
2"x4" KEYWAY
CONT. TOP & BOT.
BENTONITE WATER
STOP (TYP.)
WATERPROOFING ALL
AROUND PROVIDE
PROTECTION BOARD
(SEE ARCH'L DWGS.)
2'-0"3'-0"2'-0"
1'-0"
FOUNDATION
PILE; SEE
PLAN
OVERPOUR AT
CONTRACTOR'S
OPTION
1
PILE CAP BEYOND;
SEE PLAN
GRADE BEAM;
SEE PLAN
CONC. CURB;
SEE ARCH.
CMU SHEAR
WALL; SEE PLAN
SLAB ON GRADE;
SEE PLAN
CONCRETE COLUMN
BEYOND; SEE PLAN
1ST FLOOR
-0' - 7 1/2"
2
CELLAR
-13' - 3 3/4"
PILE CAP BEYOND;
SEE PLAN
CONCRETE
SLAB; SEE PLAN
DRIVE RAMP;
SEE PLAN
CONCRETE WALL;
SEE PLAN
CONCRETE
SLAB; SEE PLAN
CONCRETE
BEAM; SEE PLAN
CONCRETE BEAM
BEYOND; SEE PLAN
CELLAR
-13' - 3 3/4"
CONCRETE DRIVE
SLAB; SEE PLAN.
CONCRETE SLAB;
SEE PLAN.
CONCRETE WALL;
SEE PLAN
A.3A
GRADE BEAM
BEYOND; SEE PLAN
GRADE BEAM;
SEE PLAN
CONCRETE SLAB ON
GRADE; SEE PLAN
PILE CAP;
SEE PLAN
CONCRETE COLUMN
BEYOND; SEE PLAN
STEEL H-PILE;
SEE PLAN
CELLAR
-13' - 3 3/4"
PILE CAP BEYOND;
SEE PLAN
CONCRETE SLAB;
SEE PLAN
CONCRETE RAMP;
SEE PLAN
CONCRETE WALL;
SEE PLAN
PILE BEYOND;
SEE PLAN
CELLAR
-13' - 3 3/4"
CONCRETE SLAB;
SEE PLAN
CONCRETE RAMP;
SEE PLAN
CELLAR
-13' - 3 3/4"
A.2A
SEEPLANANDSCHED.
PILECAP
CONCRETE COLUMN;
SEE PLAN.
MAT SLAB W/ INTEGRAL
PILECAPS
WATERPROOFING,
SEE ARCH.
PILES
MAT SLAB REINF., SEE
PLAN & SCHEDULE
BELOW SLAB
PIPING, TYP.
SEE ARCH.
1
RETAIL "B"
0' - 0"
FINISH; SEE ARCH. CONC. WALL;
SEE PLAN
CONC. CURB;
SEE ARCH.
CMU SHEAR
WALL; SEE PLAN
CONC. RAMP;
SEE PLAN
PCi t e c t s
Dwg Title
New York, NY 10016
T: 212|689|7070
F: 212|545|1687
info@MHGArch.com
www.MHGArch.com
Client/Developer
MHG Architects
Architect
Landscape Architect
88 University Place
Structural Engineer
Associates
508 Eighth Avenue
Scale
Job No.
Date
Dwg No
Seal
NYC DOB Number
1522
As indicated
CONCRETE DETAILS
05/08/2013
13892
S-307.00
1/4" = 1'-0"S-307
1 ELEVATOR SLAB PLAN
3/4" = 1'-0"S-307
4 SECTION
3/4" = 1'-0"S-307
2 SECTION AT ELEVATOR PIT
3/4" = 1'-0"S-307
5 SECTION
3/4" = 1'-0"S-307
7 SECTION
3/4" = 1'-0"S-307
11 SECTION AT DRIVE RAMP WALL
3/4" = 1'-0"S-307
8 SECTION AT DRIVE RAMP ENTRANCE
3/4" = 1'-0"S-307
9 SECTION AT DRIVE RAMP SUPPORT WALL
3/4" = 1'-0"S-307
10 SECTION AT DRIVE RAMP BASE
3/4" = 1'-0"S-307
3 SECTION
3/4" = 1'-0"S-307
6 SECTION
UP
UP
1 1 / 2 0 / 2 0 1 3 U P D A T E D B I D S E T
MAT FOUNDATION SCHEDULE
MARK
SIZE
THICKNESS
BOTTOM
REINFORCEMENT TOP REINFORCEMENT
REMARKSLENGTH WIDTH LONG WAY SHORT WAY LONG WAY SHORT WAY
MF2.0 2' - 0" #8 @ 18" #8 @ 18" #8 @ 18" #8 @18" SEE PLAN FOR DIMENSIONS

℄
EAST 138TH STREET
CENTERLINEOFTRACKS
BASE OF RAIL
EL. ±88.06
CENTERLINEOFTRACKS
CENTERLINEOFSURVEY
℄
CENTERLINEOFTRACKS
BASE OF RAIL
EL. ±88.40
CENTERLINEOFTRACKS
CENTERLINEOFTRACKS
CENTERLINEOFTRACKS
CELLAR
-13' - 3 3/4"
A
RETAIL "B"
0' - 0"
RETAIL "C" & "D"
2' - 5"
INFLUENCE LINE
2
1
TA ELEVATION
-99.23
CELLAR
-13' - 3 3/4"
A
RETAIL "B"
0' - 0"
RETAIL "C" & "D"
2' - 5"
INFLUENCE LINE
2
1
TA ELEVATION
-99.23
PCi t e c t s
Dwg Title
New York, NY 10016
T: 212|689|7070
F: 212|545|1687
info@MHGArch.com
www.MHGArch.com
Client/Developer
MHG Architects
Architect
Landscape Architect
88 University Place
Structural Engineer
Associates
508 Eighth Avenue
Scale
Job No.
Date
Dwg No
Seal
NYC DOB Number
1522
1/4" = 1'-0"
SUBWAY TUNNEL
SECTIONS
05/08/2013
13892
S-308.00
S-308 1/4" = 1'-0"
1 SECTION AT SUBWAY TUNNEL
S-308 1/4" = 1'-0"
2 SECTION AT SUBWAY TUNNEL

2014-05-12 255 138th Street NYCTA Structural Drawings

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