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 POCKETAP: INDICATES ACOUSTICALLY ISOLATED BEAM POCKET

STEEL COLUMN

STEEL COLUMN BELOW

INDICATES COLUMN TRANSFERTR

X-# SLAB (SEE SCHED.) ARROW INDICATES SPANDIRECTION 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 LLC334-336 East 110th StreetNew York, N.Y. 10029

443 Park Avenue SouthNew York, NY 10016T: 212|689|7070F: 212|545|[email protected]

Client/Developer

MHG Architects443 Park Avenue SouthNew York, N.Y. 10016

Architect

Abel Bainnson Butz, LLP80 8th Avenue, Suite 1105New York, N.Y. 10011

Landscape Architect

88 University PlaceNew York, N.Y. 10003

Structural Engineer

Ettinger EngineeringAssociates508 Eighth AvenueNew York, N.Y. 10018

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 teamconsultants' 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 andmake safe all floors, roofs, walls and adjacent property as projectconditions require. Shoring and sheeting shall be designed by aregistered professional engineer licensed in the project jurisdictionhired by the contractor, who shall submit shop drawings andcalculations for the owner's review.

3. Dimensions and elevations of existing construction given instructural drawings are based on information contained in variousoriginal design and construction documents provided by the owner,and limited field observations and measurements. The contractorshall verify all information pertaining to existing conditions by actualmeasurement and observation at the site. All discrepanciesbetween actual conditions and those shown in the contractdocuments shall be reported to the engineer of record for his/herevaluation before the affected construction is put in place.

Unless otherwise noted on plans and/or elevations, concreteblock unit strength shall be 1900 psi min. Note: concreteblock with unit strength higher than 1900 psi require longerdelivery lead times.

3. All mortar shall be ASTM C270, type S.

4. All grout for filling cells shall be ASTM C476 with minimumcompressive strength of 2000 psi but not less than thecompressive strength of the masonry assembly, f'm. Wheregrout cells do not exceed 4" diameter, fine grout shall beused.

5. All block dimensions indicated on structural plans arenominal dimensions.

6. All concrete block below grade shall be filled solid with grout.

7. Concrete block below beam or truss bearing points shall befilled solid for a minimum of two courses in depth and aminimum 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 reinforcedwith #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 AmericanConcrete Institute (ACI) "Building Code Requirements forMasonry Structures" (530-02).

2. Concrete block shall be of lightweight aggregate and conformto the following standards: solid/hollow block: ASTM C90,grade N1.

NET AREA COMPRESSIVESTRENGTH OF

CONCRETE MASONRYUNIT, PSI

NET AREA COMPRESSIVESTRENGTH OF MASONRY

ASSEMBLY, F'm, PSI USING TYPES MORTAR

1900 1500

2800 2000

3750 2500

4800 3000

05. STRUCTURAL STEEL

1. All structural steel work shall conform to the followinggoverning standards:

a. AISC "Load and Resistance Factor Design Specificationfor Structural Steel Buildings," (1999).

b. The American Welding Society (AWS D1.1-00) "StructuralWelding Code - Steel."

2. All structural steel shall conform to the following ASTMspecifications:

a. Wide flange beams, columns and structural tees: ASTMA992

b. Hollow structural sections: ASTM A500, Grade B

c. Structural pipe sections: ASTM A53, Grade B.

d. Channels, angles and plates: ASTM A36 unless otherwisenoted

e Structural steel plate shall be ASTM A572 Grade 50having a minimum yield point of 50,000 psi. Grade 42having a minimum yield point of 42,000 psi for thicknessgreater than 4".

f. Bolted connections of beams/ girders are to be designedas follows:

a. Standard beam to beam/girder: A325 or A490bearing type bolts (3/4" diameter minimum with hardenedwashers).

b. Beam/girder to column connections: A325-SC orA490-SC type bolts (3/4" diameter minimum withhardened washers).

g. Anchor bolts: ASTM F1554, Grade 36.

3. Steel connections shall be standard AISC framed beamconnections.

a. For non-composite members, provide connections basedon reaction as determined from AISC uniform load table.(unless otherwise noted on plans.)

b. For composite members, provide connections based on1.5 x reaction from AISC uniform load table. (unlessotherwise noted on plans.)

c. Reinforcing is to be provided at connections where cutsreduce the shear or moment capacity below that requiredto sustain the reaction. flanges and web are to bereinforced where the local capacity to sustain connectionload is inadequate.

d. Connections shall be designed for shear and eccentricity,considering that the connection is an extension of thebeam and girders.

4. Minimum weld size is 1/4" fillet unless noted otherwise.

5. All beams except cantilever beams shall be fabricatedand installed with natural camber up. Cantilever beamsshall be fabricated and installed so that natural camberraises cantilever end.

6. Field cutting or burning of steel is prohibited except withthe express written approval of the structural engineer ofrecord.

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 notencased in concrete or spray fireproofed, and all steelmembers at the exterior wall with Tnemec #10-99. Fieldpaint all exposed members with Tnemec 530 omnithaneor approved equal.

9. Lintels shall be installed over all openings in masonrywalls 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 partitionswith 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 thestructural engineer for review and approval. Nofabrication of steel shall commence without approvedshop drawings.

11. Provide mechanically galvanized bolts for exteriorapplications.

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 shallbe performed by a testing agency provided by theowner for the following items:

a. Flood zone compliance

b. Structural steel - welding (BC 1704.3.1)

c. Structural steel - erection and bolting (BC1704.3.2, 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 (BC1704.7.2, 1704.7.3)

i. Soils - investigations (borings/test pits) (BC1704.7.4)

j. Pile foundations & drilled pier installation (BC1704.8)

k. Structural safety - structural stability (BC 1704.19)

l. Excavation - sheeting, shoring, and bracing (BC1704.19, 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 allappropriate forms with the building department.

02. FOUNDATIONS

1. The building foundations have been designed based on therecommendations stated in "Subsurface Exploration andFoundation Engineering Report" dated March 9, 2011prepared by GZA GeoEnvironmental of New York. The fullreport 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" outsidediameter steel casings with 0.472" wall thickness. The pilesare 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 wellas all available subsurface information. The contractor shall,on his own judgment, order the appropriate length of pile toobtain the required minimum length and capacity. Before startof 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 numberedchronologically shall be prepared by the contractor and shallbe submitted to the engineer for approval.

5. The piles shall be drilled into the weathered rock stratum toapproximate 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 capacitypreviously specified, and in accordance with criteriaestablished by approved load test(s) as documented and filedwith the New York City Building Department. The load test(s)shall be directed by a licensed professional engineer whoshall certify the pile installation and testing.

7. No pile shall be more than 3" (inches) from its designlocation, nor out of plumb more than 2% of its length. Thesetolerances shall be applied after pile cut-off elevation.

8. No more than one splice shall be permitted per pile. Splicesshall be made with couplers, refer to FNA details. The lengthof pile to be spliced shall be secured in proper alignment priorto coupling and in such a manner that no eccentricity or angledevelops between the axis of the two lengths to be spliced.Sections of pile shall be spliced to develop full strength ofsection. Pile splices shall not be located within 10 feet of pilecut-off.

9. Pile drilling shall be under the supervision of a licenseprofessional engineer retained by the contractor andapproved by the engineer. All piling work is subject tocontrolled inspection as required by the New York CityBuilding Code.

10. The contractor shall use whatever means necessary to obtainadequate pile capacity including jetting, spudding,pre-augering, rock drilling, socketing etc.

11. A survey and drawing shall be prepared of the location ofeach pile as drilled and together with the pile log shall besubmitted to the engineer for determination of correctivemeasures, or for approval. Pile cut-off shall also be indicatedfor each pile.

12. The drawing shall be signed and sealed by a licensedprofessional engineer retained by the contractor.

13. For temporary support of excavation system refer to drawingsprepared by FNA.

06. PRECAST CONCRETE PLANK

1. All precast concrete plank work shall conform tothe "Prestressed Concrete Institute Specification",latest edition.

2. Precast concrete plank manufacturer shall retainthe services of a professional engineer licensed inthe project jurisdiction who shall certify to theArchitect and Engineer and assume responsibilityas follows:

a. The design of the planks is safe for the loadsspecified in the loading schedule.

b. The strength of the concrete is as called for in thedesign submitted.

c. The plank was fabricated in accordance with thedesign practice.

d. The plank was erected in accordance with thedesign as well as acceptable standards ofconcrete and engineering practice.

e. File "Statement B" with the local Department ofBuildings for plank work.

3. Precast concrete plank manufacturer shall submitshop drawings to the architect for approval beforeproceeding with fabrication.

4. All openings in the plank must shop detailed first.Plank parallel and adjacent to the outside wallshall be full width.

5. Grouting of plank keys and under bearing wallabove shall be non shrink, nonmetallic grout3000psi at 28 days. Grout before bearing wallsabove are started.

6. The minimum compressive strength of theconcrete used for concrete plank shall be 5000psi at 28 days and made and tested as perASTM C31 and C39. Inspection and concretereports shall be filed with the local Department ofBuildings.

7. Testing and product verification shall be availablefor distribution.

8. Openings and inserts in plank required by fieldconditions shall be approved by plankmanufacturer.

9. All bearing pads to be Korolath. Masonitebearing pads shall not be used.

07. POST INSTALLED ADHESIVE ANDMECHANICAL ANCHORS

1. Post installed anchorage shall be installed permanufacturer technical data to intact basematerial. Notify engineer of record prior toinstallation if base material condition deviatesfrom structural drawings or manufacturertechnical data.

2. Manufacturer data for alternate anchorageproposed by contractor shall be submitted toengineer of record for review and approval.Submittal shall include ICC evaluation servicereport with ICC tested capacity meeting orexceeding capacity of anchorage specified incontract documents.

3. Unless otherwise indicated, post intalledanchorage shall be adhesive type Hilti HIT-RE500-SD into concrete or stone base material orHilti HIT-HY 70 into brick masonry base material.

4. All concrete members to which post-installedanchors are to be installed shall be x-rayed or useground penetrating radar prior to installation todetermine location of in-situ reinforcing steel.Structural engineer of record shall be notified ofany conflicts so revised details can be proposed.

RSA STANDARDABBREVIATIONS

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 STANDARDABBREVIATIONS

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 techinalrepresentative

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, & airconditioning

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 OFMECHANICAL EQUIPMENT AND INCLUDES MIN. FLATROOF 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 RESPONSEACCELERATION

0.071g S1 1 SECOND PERIOD MAPPED SPECTRAL RESPONSEACCELERATION

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 ReinforcedMasonry Shear

Walls/Ordinary ReinforcedConcrete 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 temperaturereinforcement, as required by ACI 318, in all slabs andwalls where reinforcement is not indicated on drawings.

6. Coordinate size and location of all openings and pipesleeves with architectural, MEP, and other consultantsdrawings. Minimum concrete between sleevs shall be 6".Core drilling of walls and slabs shall not be permittedwithout prior approval from engineer of record.

7. All grout shall be non-shrink, non-metallic with aminimum compressive strength of 5000 psi at 28 days.

8. Provide clearance from face of concrete to reinforcementas 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 structuralengineer for review and approval. No concrete work shallcommence without approved shop drawings.

10. Clean and roughen to 1/4" amplitude all existing concretesurfaces to receive new concrete prior to placement.

11. See other drawings in this project for size and location ofequipment pads, inserts, and embedded items.

12. Reinforcing dowels, waterstops, and other embeddeditems shall be installed and secured prior to concreteplacement. "Wet-setting" of embedded items is notpermitted.

13. Chamfer all exposed formed corners of concrete ¾” x ¾”.

14. Provide plastic tipped bolsters and chairs where bolstersor chairs rest against formwork.

15. Contractor shall locate in-situ reinforcing steel prior todrilling concrete for post-installed anchors orpenetrations.

03 CONCRETE

1. All concrete work shall conform to the American ConcreteInstitutue (ACI) "Building Code Requirements forStructural Concrete" (318-02).

2. All concrete shall be normalweight and have minimumcompressive 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 toASTM A615, Grade 60. Reinforcing steel shall bedetailed according to the ACI "Details and Detailing ofConcrete Reinforcement" (315-99)

4. Welded wire fabric (WWF) shall conform to ASTM A185,with a minimum yield strength of 65,000 psi.

NORTH

Rev. Date Description05/29/2013 SUBMISSION TO NYCTA09/11/2013 SUBMISSION TO NYCTA11/20/2013 UPDATED BID SET03/14/2014 SUBMISSION TO NYCTA05/12/2014 SUBMISSION TO NYCTA

PCi t e c t s

Dwg Title



Client/Developer


Architect


Landscape Architect


Structural Engineer



Scale

Job No.

Date

Dwg No

Seal

NYC DOB Number

1522



GENERAL NOTES -NYCTA

05/08/2013

13892

S-002.00

Rev. Date Description

03/14/2014 SUBMISSION TO NYCTA05/12/2014 SUBMISSION TO NYCTA

NEW YORK CITY TRANSIT GENERAL NOTES

34. STATION AREAS OR STAIRWAY/CLOSINGS: THE GENERAL REQUIREMENTS FOR STATIONAREAS OR STAIRWAY/CLOSINGS ARE AS FOLLOWS:

A) ONLY ONE STAIRWAY AT EACH STATION WILL BE PERMITTED TO BE CLOSED AT THE SAMETIME. APPROVALS FOR CLOSING ANY STAIRWAY MUST BE OBTAINED FROM THE DIVISIONOF STATION OPERATIONS AT LEAST THREE WEEKS IN ADVANCE.ONLY ONE STAIRWAY AT EACH STATION WILL BE PERMITTED TO BE CLOSED AT THE SAMETIME. APPROVALS FOR CLOSING ANY STAIRWAY MUST BE OBTAINED FROM THE DIVISION OF STATIONOPERATIONS AT LEAST THREE WEEKS IN ADVANCE.

B) MR. ASHOK PATEL, DIRECTOR, OFFICE OF STATION PROGRAMS; TELEPHONE 718/694-1695OF THE DIVISION OF STATIONS MUST BE NOTIFIED ONE WEEK PRIOR TO THE ACTUALCLOSING 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 ANDMATERIALS ARE AVAILABLE TO COMMENCE WORK ON DATES PERMITTED.

E) ONCE THE CLOSING IS EFFECTED, CONSTRUCTION SIGNS MUST BE PLACED ATAPPROPRIATE LOCATIONS ON THE BARRICADES AT THE STREET AND MEZZANINELEVELS, STATING THE CONTRACTOR’S NAME, 24 HOUR EMERGENCY TELEPHONENUMBER, CONTRACT NUMBER, THE DURATION OF THE CLOSING, DIRECTION TO ANALTERNATE ENTRANCE/EXIT, AND AN APOLOGY FOR THE INCONVENIENCE TO OURCUSTOMERS.

F) EXISTING STATION SIGNAGE MUST BE ADJUSTED TO REFLECT ANY CHANGES INACCESS/EGRESS.

G) BARRICADES ARE TO BE PAINTED AND KEPT GRAFFITI FREE AT ALL TIMES. THECONTRACTOR MUST MAINTAIN THE BARRICADED AREA CLEAN OF ALL DEBRIS.

H) ALL MATERIALS ARE TO BE PROPERLY STORED AND SECURED AWAY FROM PASSENGERTRAFFIC.

I) THE CONTRACTOR MUST REMOVE ALL WASTE MATERIAL AND BARRICADES FROM ALLSTATION AREAS WHEN CONSTRUCTION IS COMPLETED.

J) INSPECTION OF THE AREA UNDER CONSTRUCTION BY AUTHORIZED STATIONDEPARTMENT EMPLOYEES SHALL NOT BE INHIBITED.

K) IF STREETLIGHTS ON THE SIDEWALKS ARE AFFECTED, TEMPORARY LIGHTS SHALL BEPROVIDED.

35. IF NEW CONCRETE CONSTRUCTION IS JOINED TO EXISTING CONCRETE, DOWELS ANDKEYWAYS ARE TO BE USED IN ACCORDANCE WITH NYCT STANDARDS.

36. IF THE PROJECT INVOLVES CONSTRUCTION OR ALTERATION OF A SUBWAY FACILITY ONPRIVATE PROPERTY, THE PROPERTY OWNERS WILL BE REQUIRED TO ENTER INTO ANAGREEMENT WITH NYCT PERTAINING TO ALL WORK AFFECTING THE TRANSIT FACILITIESAND CLEARLY DEFINING LIMITS AND RESPONSIBILITY FOR MAINTENANCE AND LIABILITY.

37. WHEREVER A NEW SIDEWALK IS BEING PLACED ADJACENT TO NYCT STRUCTURES THEFOLLOWING 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 FROMTHESE STRUCTURES.

C) A 1/2" PRE-MOLDED FILLER SHALL BE INSTALLED BETWEEN THE NEW SIDEWALK ANDNYCT STRUCTURE.

D) WHERE SIDEWALK ELEVATIONS ARE BEING CHANGED DETAILS OF PROPOSED WORKAROUND NYCT STRUCTURES ARE TO BE SUBMITTED FOR APPROVAL.

38. BEFORE ENTERING NYCT PROPERTY, CONTRACTOR OR SUBCONTRACTOR'S PERSONNELSHALL HAVE ATTENDED NYCT TRACK SAFETY TRAINING AND EXPECT TO FOLLOW NYCTRULES 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 NYCTSUBWAY OR OTHER STRUCTURE ADJACENT TO THE PROPOSED WORK. THE PERSON ORPERSONS AUTHORIZED BY THE CONTRACTOR TO MAKE THESE EXAMINATIONS SHALL BEAPPROVED BY THE ENGINEER. THE CONTRACTOR SHALL TAKE ALL PHOTOGRAPHS ASMAY BE NECESSARY OR ORDERED TO INDICATE THE EXISTING CONDITION OF NYCTSTRUCTURE. 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 OFCONSTRUCTION.

40. ALL ARCHITECTURAL DETAILS (TOKEN BOOTHS, RAILINGS, DOORS, ETC.) ARE TOCONFORM TO THE LATEST NYCT STANDARDS. THESE STANDARDS ARE AVAILABLE ATNYCT.

41. STANDARD NYCT INSURANCE CLAUSES ARE TO BE MADE PART OF THE PROJECT'SCONTRACT DRAWINGS. PROOF THAT THE NECESSARY INSURANCE IS IN EFFECT WILL BEREQUIRED BEFORE WORK CAN COMMENCE.

42. AT THE CLOSE OF ANY PROJECT INVOLVING CONSTRUCTION OR ALTERATIONS TOTRANSIT FACILITIES, ONE SET OF VELLUMS OR MYLARS, FIVE SETS OF 35MM MICROFILM,AND ELECTRONIC COPIES COMPLYING TO MICROSTATION.DGN FORMAT OF “APPROVEDAS-BUILTS” MUST BE PROVIDED TO NYCT FOR ITS RECORDS. FOR DETAILS OF SPECIFICREQUIREMENTS 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 OFMAINTENANCE-OF-WAY, AT 718/694-1358. THE CONTRACTOR TO PROVIDE TEMPORARYQUARTERS NEAR THE JOB SITE FOR NYCT INSPECTORS CONTAINING A DESK ANDTELEPHONE.

NEW YORK CITY TRANSIT GENERAL NOTES

1. THE NYC TRANSIT (NYCT) RESERVES THE RIGHT TO PLACE INSPECTORS, FLAGMEN OROTHER PERSONNEL IN THE SUBWAY STRUCTURES DURING CONSTRUCTION OF THEPROJECT LINKED BY A TELEPHONE SYSTEM, IF DEEMED NECESSARY, TO OBSERVE THEEFFECTS OF THE CONSTRUCTION ON THE TRANSIT FACILITIES. IT IS EXPECTED THATSUCH PERSONNEL WILL BE NECESSARY WHEN THE CONSTRUCTION COMES WITHINTWENTY-FIVE FEET OF THE SUBWAY STRUCTURE. HOWEVER, NYCT FURTHER RESERVESTHE RIGHT TO PLACE SUCH PERSONNEL WHENEVER, IN ITS OPINION, THE PROJECTCONDITIONS WARRANT SUCH PLACEMENT, REGARDLESS OF DISTANCE. THE COST OFSUCH PERSONNEL, TELEPHONE INSTALLATION AND ANY RE-ROUTES, DIVERSIONS OFSERVICE, WORK TRAINS, ETC., MADE NECESSARY BY THE PROJECT, MUST BE BORNE BYTHE PROJECT OR THE RESPONSIBLE NEW YORK CITY/STATE AGENCY.

2. ALL ROCK EXCAVATION ADJACENT TO THE TRANSIT STRUCTURE IS TO BE CHANNELDRILLED TWO FEET BELOW SUBGRADE.

3. IF TOP OF ROCK IS FOUND BELOW SUBWAY STRUCTURE, THE SUBWAY STRUCTURE MUSTBE UNDERPINNED IN ACCORDANCE WITH DRAWINGS TO BE SUBMITTED TO NYCT FORAPPROVAL.

4. IF ROCK IS SOFT OR SEAMY, LATERAL SUPPORTS MUST BE PROVIDED BELOW THESUBWAY STRUCTURE IN ACCORDANCE WITH DRAWINGS TO BE SUBMITTED TO NYCT FORAPPROVAL.

5. BLASTING WILL BE PERMITTED ONLY WITH LIGHT CHARGES SUBJECT TO THE APPROVALOF NYCT’S ENGINEER AND IN ACCORDANCE WITH THE REGULATIONS OF THE FIREDEPARTMENT. THE CONTRACTOR SHALL PROVIDE A DETAILED MONITORING PLAN,PROVIDING FOR MEASUREMENTS OF BOTH PARTICLE VELOCITY AND DISPLACEMENTS ATCRITICAL LOCATIONS OF THE NYCT STRUCTURE. THE MONITORING PLAN SHALL INCLUDETHRESHOLD AND UPSET LEVELS OF BOTH PARTICLE VELOCITY AND SETTLEMENTTOGETHER WITH AN ACTION PLAN FOR THEIR IMPLEMENTATION. THE CONTRACTORSHALL SECURE AN APPROVED SEISMOLOGIST TO INSTALL AND OPERATE SUITABLEVELOCITY GAUGES TO CONTINUOUSLY MONITOR PARTICLE VELOCITY AND ANINDEPENDENT LICENSED SURVEYOR TO MONITOR DISPLACEMENTS. THE THRESHOLDMAXIMUM PARTICLE VELOCITY ABOVE AMBIENT CAUSED BY THE BLASTING WILL BE 0.5INCH PER SECOND. VALUES EXCEEDING THIS LEVEL WILL BE REVIEWED AND EVALUATEDBY NYCT’S ENGINEER. IN NO CASE WILL PARTICLE VELOCITIES EXCEED THE UPSETLEVEL OF 2.0 INCHES PER SECOND.

6. BEFORE PLACING CONCRETE, THE SUBGRADE OF THE FOUNDATIONS IN THE VICINITY OFTHE 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 BEREPAIRED OR REPLACED WITH THE SAME MATERIALS IN PLACE, SUBJECT TO THEAPPROVAL OF NYCT’S ENGINEER AND AT THE EXPENSE OF THE PROJECT.

8. EXCAVATION EMBANKMENTS ARE TO BE SHORED AND BRACED. DRAWINGS INDICATING ASUGGESTED METHOD OF CONSTRUCTION ARE TO BE SUBMITTED TO NYCT FORAPPROVAL IN CONJUNCTION WITH THE PROJECT’S CONTRACT DRAWINGS. IN CASE OFEXCAVATION UNDERMINING THE SUBWAY STRUCTURE, UNDERPINNING MAY BEREQUIRED. DRAWINGS FOR UNDERPINNING ARE TO BE SUBMITTED TO NYCT FORAPPROVAL.

9. TEMPORARY SHORING MAY BE PLACED IN DIRECT CONTACT WITH NYCT STRUCTURESONLY IF THE NYCT STRUCTURE IS SHOWN TO BE ABLE TO SUPPORT ALL ANTICIPATEDLOADS THAT CAN BE TRANSFERRED THROUGH THE TEMPORARY STRUCTURES WITHOUTDAMAGING THE EXISTING STRUCTURE. AT THE COMPLETION OF THE PROJECT, THESETEMPORARY SHORING AND BRACING SYSTEMS ARE TO BE REMOVED OR CUT-OFF ASAPPROVED BY NYCT.

10. WHEN PILES ARE TO BE DRIVEN ADJACENT TO THE SUBWAY STRUCTURE, BORING DATA,PILE LAYOUTS, SPECIFICATIONS AND INSTALLATION PROCEDURES ARE TO BESUBMITTED TO NYCT FOR APPROVAL. VELOCITY METERS ARE TO BE INSTALLED IN THESUBWAY TUNNEL AT CRITICAL LOCATIONS TO MONITOR INDUCED VIBRATIONS. INDUCEDDISPLACEMENTS ALONG THE TUNNEL STRUCTURE AND TRACK INVERT ARE TO BEMONITORED DURING DRIVING. THE THRESHOLD MAXIMUM PARTICLE VELOCITY ABOVEAMBIENT CAUSED BY THE DRIVING WILL BE 0.5 INCH PER SECOND. VALUES EXCEEDINGTHIS LEVEL WILL BE REVIEWED AND EVALUATED BY NYCT’S ENGINEER. IN NO CASE WILLPARTICLE 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 OFSUBWAY STRUCTURE, MEASURED FROM THE EDGE OF THE PILE OR CASING TO THEWALL. CLOSED-END PILES WILL NOT BE PERMITTED TO BE DRIVEN WITHIN TEN FEET OFTHE SUBWAY STRUCTURE.

12. ALL PILES ARE TO BE PLACED WITHIN A PREAUGERED CASED HOLE TO THE INFLUENCELINE. THE CASING SHALL BE CLEANED WITHOUT DISTURBING THE SOIL OUTSIDE THECASING AND THE PILE TO BE PLACED WITHIN THE CASING FOR INSTALLATION. THE PILESMAY THEN BE DRIVEN BEYOND THE INFLUENCE LINE WITHIN THE CASING.

13. THE INFLUENCE LINE SHALL START AT THE BOTTOM OF THE SUBWAY STRUCTURE ANDEXTEND AT A 1:1 SLOPE. FOR PILES INSTALLED WITHIN TEN FEET OF THE SUBWAYSTRUCTURE, THE CASING SHALL BE EXTENDED UP TO THE BOTTOM OF THE SUBWAYSTRUCTURE.

14. ALL PILES ARE TO BE DRIVEN A MINIMUM OF TEN FEET BELOW THE INTERSECTION OFTHE PILE CENTERLINE AND THE INFLUENCE LINE OF THE SUBWAY STRUCTURE.

15. THE USE OF “DOWN-THE-HOLE -HAMMERS” FOR INSTALLATION OF PILES THROUGHOVERBURDEN AND FILL WILL BE PERMITTED ONLY TO REMOVE BOULDERS. IT WILL NOTBE PERMITTED AS A MATTER OF COURSE TO ADVANCE THE HOLE. THEIR USE TOCONSTRUCT ROCK SOCKETS WILL NOT BE ALLOWED WITHIN 5 FEET OF THE NYCTSTRUCTURE.

16. VIBRATORY HAMMERS WILL NOT BE PERMITTED WITHIN 75 FEET OF SUBWAYSTRUCTURES. HOERAMS WILL NOT BE PERMITTED WITHIN 25 FEET OF SUBWAYSTRUCTURES.

17. DYNAMIC COMPACTION METHODS USING DROPPED HEAVY WEIGHTS CANNOT BECONDUCTED WITHIN 1000 FEET OF ANY NYCT STRUCTURE UNLESS IT IS SHOWN THATINDUCED SETTLEMENTS AND VIBRATIONS WILL NOT DAMAGE THESE STRUCTURES. ASUITABLE MONITORING PLAN INCLUDING SETTLEMENT AND VIBRATION MEASUREMENTSMUST BE APPROVED BY NYCT’S ENGINEER FOR ALL SUCH OPERATIONS WITHIN THESEDISTANCES.

18. THERE SHALL BE NO MACHINE EXCAVATION WITHIN 3 FEET OF NYCT STRUCTURES,POWER DUCT LINES, OR ANY OTHER FACILITIES UNTIL THEY HAVE BEEN CAREFULLYEXPOSED BY HAND EXCAVATION.

19.. ALL DEWATERING OPERATIONS CONDUCTED WITHIN 500 FEET OF THE NYCT STRUCTUREMUST BE PERFORMED IN ACCORDANCE WITH DRAWINGS AND PROCEDURES SUBMITTEDTO NYCT FOR APPROVAL. THE DISTANCE FROM THE STRUCTURE TO THE DEWATERINGOPERATION CAN BE REDUCED PROVIDED THAT SOIL CONDITIONS AT THE SITE INDICATETHAT THE RADIUS OF INFLUENCE OF THE DEWATERING IS LESS THAN 500 FEET. FORDEWATERING WITHIN THE RADIUS OF INFLUENCE, THE DEWATERING PROGRAM MUST BESHOWN TO HAVE NEGLIGIBLE INFLUENCE ON SETTLEMENTS OF THE NYCT STRUCTURE.

20. SUBWAY ENTRANCES (VENTILATORS, ETC.) ARE TO BE UNDERPINNED OR SHORED ANDBRACED IF DIRECTED BY NYCT'S ENGINEER.

21. NYCT, AT ITS DISCRETION, RESERVES THE RIGHT TO REQUIRE THE PROJECT TO CLOSEOR MAINTAIN AND PROTECT EXISTING SUBWAY ENTRANCES, VENTILATORS, ETC.ADJACENT TO THE PROJECT DURING CONSTRUCTION. SUCH CONSTRUCTION MAYINCLUDE UNDERPINNING, SHORING, BRACING AND ERECTION OF SUITABLE BARRICADESAND/OR CANOPIES AND SHIELDS. SUCH PROTECTION SHALL BE IN ACCORDANCE WITHDRAWINGS 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 TRANSITSTRUCTURE MUST BE SUBMITTED TO NYCT FOR APPROVAL.

23. ALL LUMBER AND PLYWOOD USED FOR PROTECTION OF SUBWAY FACILITIES MUST BEFIRE 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 EXERCISEDSO THAT THE THIN CONCRETE PROTECTION OF THE SUBWAY WATERPROOFING IS NOTDAMAGED.

26. BURNING OF, WELDING TO OR DRILLING THROUGH EXISTING STEEL STRUCTURES WILLNOT BE PERMITTED EXCEPT AS SHOWN ON DRAWINGS APPROVED BY NYCT.

27. HORIZONTAL AND VERTICAL CONTROL SURVEY DATA OF THE EXISTING NYCTSTRUCTURE IS TO BE TAKEN BY A LICENSED LAND SURVEYOR TO MONITOR ANYMOVEMENTS THAT OCCUR DURING CONSTRUCTION AND TO SHOW THAT THE INDUCEDMOVEMENTS ARE WITHIN ALLOWABLE PROVIDED AND APPROVED BY NYCT’S ENGINEER.IF ANY MOVEMENTS EXCEED ALLOWABLE, REMEDIATION AS APPROVED BY NYCT SHALLBE PERFORMED.

28. BUS ROUTES AFFECTED BY THE PROJECT WILL OR MAY REQUIRE BUS DIVERSIONS.THESE ARRANGEMENTS SHALL BE MADE THROUGH

MS. SARAH WYSSACTING DIRECTOR, OPERATIONS PLANNINGNEW YORK CITY TRANSIT2 BROADWAY, ROOM A17.82NEW YORK, NEW YORK 10004TELEPHONE NUMBER 646/252-5517

WHEN IMPACTING ANY BUS STOP, SPECIAL OPERATIONS MUST BE NOTIFIED TWO WEEKSIN ADVANCE.

29. DUCT LINES MUST BE MAINTAINED AND PROTECTED DURING CONSTRUCTION. ANYINTERFERENCE WITH DUCT LINES SHOULD BE REPORTED TO NYCT INSPECTOR. WHEN ADUCT LINE CONTAINING CABLES IS TO BE REMOVED, OR WHEN MASONRY ADJACENTTHERETO IS TO BE REMOVED, PENETRATED, OR DRILLED, THE WORK SHALL BE DONEWITH HAND LABOR ENTIRELY, USING HAMMER AND CHISEL. JACKHAMMERS, BULLPOINTS 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 THENEW STREET GRADE.

B) IF MANHOLE COVERS ARE RAISED OR LOWERED, PROTECT CABLES IN MANHOLE BYWOOD SHEETING OF 2” NOMINAL THICKNESS.

C) PRIOR TO THE START OF CONSTRUCTION OPERATIONS AFFECTING MANHOLES ANDDUCT 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 ASFOLLOWS:

A) UNLESS APPROVED BY THE NYCT’S ENGINEER, ALL VENT GRATINGS AND HATCHESSHOULD REMAIN OUTSIDE THE CONSTRUCTION SITE, SEPARATED BY A CONSTRUCTIONFENCE. PROTECTIVE SHIELDS MUST BE PROVIDED OVER VENT GRATINGS AS REQUIREDBY NYCT’S ENGINEER.

B) NO BUILDING MATERIAL, VEHICLES OR CONSTRUCTION EQUIPMENT IS TO BE STORED ORRUN OVER VENT, GRATINGS, HATCHES OR EMERGENCY EXITS.

C) DETAILS OF SIDEWALK RECONSTRUCTION AROUND VENT GRATINGS, HATCHES ANDEMERGENCY EXITS ARE TO BE SUBMITTED TO NYCT FOR APPROVAL.

32. TRACTORS, CRANES, EXCAVATORS, ETC. USED IN THE VICINITY OF THE ELEVATEDSTRUCTURES SHALL BE ISOLATED FROM THE GROUND. SINCE THE ELEVATEDSTRUCTURE IS USED AS A NEGATIVE RETURN PATH, WITH A CONSEQUENT POTENTIALBETWEEN IT AND THE GROUND, ANY CONTACT BETWEEN THE STRUCTURE ANDGROUNDED EQUIPMENT COULD RESULT IN BURNING OF THE STEEL.

33. TEMPORARY CONSTRUCTION SHEDS, BARRICADES OR PLYWOOD PARTITIONS MUST BE AMINIMUM 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 ANDREASONABLYAPPROVED BY THE PERMITTOR/MTA AND SHALL DELIVER EVIDENCE OF SUCH POLICIES.

B. EXCEPT FOR WORKERS COMPENSATION, ALL REFERENCES TO FORMS AND COVERAGESREFERRED TO ABOVE SHALL BE THE MOST RECENT USED BY THE INSURANCE SERVICESOFFICE, INC. ("ISO") OR EQUIVALENT FORMS APPROVED BY THE INSURANCEDEPARTMENT OF THE STATE OF NEW YORK, PROVIDED, HOWEVER, THAT EXCESSCOVERAGES MAY BE WRITTEN ON FORMS REASONABLY ACCEPTABLE TO PERMITTORCONTAINING PROVISIONS OTHER THAN THOSE CONTAINED IN ISO FORMS BUTOTHERWISE CONFORMING IN SUBSTANCE TO THE REQUIREMENTS OF THIS ARTICLE.

C. THE PERMITTEE OR ITS CONTRACTOR PERFORMING THE WORK SHALL FURNISHEVIDENCE OF ALL POLICIES BEFORE ANY WORK IS STARTED TO THE PERMITTOR:

FOR NYCT CONTRACT INSPECTIONC/O MR. JOHN MALVASIODIRECTOR, MOW ENGINEERING130 LIVINGSTON STREET, ROOM 8044FBROOKLYN, NY 11201TELEPHONE: (718) 694-1358

THESE POLICIES MUST: (I) BE WRITTEN IN ACCORDANCE WITH THE REQUIREMENTS OFTHE PARAGRAPHS ABOVE, APPLICABLE; (II) BE ENDORSED IN FORM ACCEPTABLE TOINCLUDE A PROVISION THAT THE POLICY WILL NOT BE CANCELED, MATERIALLYCHANGED, OR NOT RENEWED, UNLESS OTHERWISE INDICATED HEREIN, AT LEAST THIRTY(30) DAYS PRIOR WRITTEN NOTICE TO THE PERMITTOR C/O MTA RISK AND INSURANCEMANAGEMENT DEPARTMENT - STANDARDS, ENFORCEMENT & CLAIMS UNIT, 2 BROADWAY– 21ST FLOOR, NEW YORK, NY 10004; AND (III) STATE OR BE ENDORSED TO PROVIDE THATTHE COVERAGE AFFORDED UNDER THE CONTRACTOR’S POLICIES SHALL APPLY ON APRIMARY AND NOT ON AN EXCESS OR CONTRIBUTING BASIS WITH ANY POLICIES WHICHMAY BE AVAILABLE TO THE PERMITTOR/MTA, AND ALSO THAT THE CONTRACTOR’SPOLICIES, PRIMARY AND EXCESS, MUST BE EXHAUSTED BEFORE IMPLICATING ANYPERMITTOR/MTA POLICY AVAILABLE. (IV) IN ADDITION, CONTRACTOR’S POLICIES SHALLSTATE OR BE ENDORSED TO PROVIDE THAT, IF A SUBCONTRACTOR’S POLICY CONTAINSANY PROVISION THAT MAY ADVERSELY AFFECT WHETHER CONTRACTOR’S POLICIES AREPRIMARY AND MUST BE EXHAUSTED BEFORE IMPLICATING ANY PERMITTOR/MTA POLICYAVAILABLE, CONTRACTOR’S AND SUBCONTRACTOR’S POLICIES SHALL NEVERTHELESSBE PRIMARY AND MUST BE EXHAUSTED BEFORE IMPLICATING ANY PERMITTOR/MTAPOLICY AVAILABLE. EXCEPT FOR PROFESSIONAL LIABILITY, POLICIES WRITTEN ONCLAIMS MADE BASIS ARE NOT ACCEPTABLE. AT LEAST TWO (2) WEEKS PRIOR TO THEEXPIRATION OF THE POLICIES, CONTRACTOR SHALL ENDEAVOR TO PROVIDE EVIDENCEOF RENEWAL OR REPLACEMENT POLICIES OF INSURANCE, WITH TERMS AND LIMITS NOLESS FAVORABLE THAN THE EXPIRING POLICIES. EXCEPT AS OTHERWISE INDICATED INTHE DETAILED COVERAGE PARAGRAPHS BELOW, SELF INSURED RETENTIONS ANDPOLICY DEDUCTIBLES SHALL NOT EXCEED $100,000, UNLESS SUCH INCREASEDDEDUCTIBLE OR RETENTION IS APPROVED BY PERMITTOR/MTA. THE PERMITTEE SHALLBE RESPONSIBLE FOR ALL CLAIM EXPENSE AND LOSS PAYMENTS WITHIN THEDEDUCTIBLE OR SELF-INSURED RETENTION. THE INSURANCE MONETARY LIMITSREQUIRED HEREIN MAY BE MET THROUGH THE COMBINED USE OF THE INSURED’SPRIMARY AND UMBRELLA/EXCESS POLICIES.

D. CERTIFICATES OF INSURANCE MAY BE SUPPLIED AS EVIDENCE OF POLICIES OF THEABOVE POLICIES, EXCEPT THE RAILROAD PROTECTIVE LIABILITY POLICY, DESIGNATED ASPOLICY D. HOWEVER, IF REQUESTED BY THE PERMITTOR, THE PERMITTEE SHALLDELIVER TO THE AUTHORITY, WITHIN FORTY-FIVE (45) DAYS OF THE REQUEST, A COPY OFSUCH POLICIES, CERTIFIED BY THE INSURANCE CARRIER AS BEING TRUE ANDCOMPLETE. THE RAILROAD PROTECTIVE LIABILITY INSURANCE POLICY MUST BEPROVIDED IN THE FORM OF THE ORIGINAL POLICY. A DETAILED INSURANCE BINDER MAYBE PROVIDED, ACORD OR MANUSCRIPT FORM, PENDING ISSUANCE OF THE ORIGINALPOLICY. THE ORIGINAL POLICY

E. IF A CERTIFICATE OF INSURANCE IS SUBMITTED, IT MUST: (1) BE PROVIDED ON THEPERMITTOR CERTIFICATE OF INSURANCE FORM OR MTA CERTIFICATE OF INSURANCEFORM FOR JOINT AGENCY AGREEMENTS; (2) BE SIGNED BY AN AUTHORIZEDREPRESENTATIVE OF THE INSURANCE CARRIER OR PRODUCER AND NOTARIZED; (3)DISCLOSE ANY DEDUCTIBLE, SELF-INSURED RETENTION, SUB-LIMIT, AGGREGATE LIMITOR 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 THEENDORSEMENT(S) MUST INCLUDE POLICY NUMBER(S); (5) REFERENCE THE CONTRACT BYNUMBER ON THE FACE OF THE CERTIFICATE; AND (6) EXPRESSLY REFERENCE THEINCLUSION OF ALL REQUIRED ENDORSEMENTS.

F. THE MINIMUM AMOUNTS OF INSURANCE REQUIRED IN THE DETAIL DESCRIPTION OFPOLICIES A, B C, AND D ABOVE SHALL NOT BE CONSTRUED TO LIMIT THE EXTENT OF THEPERMITTEE’S LIABILITY UNDER THIS AGREEMENT.

G. IF, AT ANY TIME DURING THE PERIOD OF THIS AGREEMENT, INSURANCE AS REQUIRED ISNOT IN EFFECT, OR PROOF THEREOF IS NOT PROVIDED TO THE PERMITTOR, THEPERMITTOR SHALL HAVE THE OPTIONS TO: (I) DIRECT THE PERMITTEE TO SUSPENDWORK OR OPERATION WITH NO ADDITIONAL COST OR EXTENSION OF TIME DUE ONACCOUNT 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 CARRIEDAND SHALL MAINTAIN AT ALL TIMES DURING THE PERIOD OF PERFORMANCE UNDER THISAGREEMENT 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 COMBINATIONOF PRIMARY AND EXCESS INSURANCE MEETING THE STATUTORY LIMITS OF NEW YORKSTATE. THE POLICY SHALL BE ENDORSED TO INCLUDE LONGSHOREMAN’S AND HARBORWORKERS' COMPENSATION ACT/MARITIME COVERAGE ENDORSEMENT AND/OR JONESACT 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 THEAMOUNT OF AT LEAST $3,000,000 FOR EACH OCCURRENCE ON A COMBINED SINGLE LIMITBASIS FOR INJURIES TO PERSONS (INCLUDING DEATH) AN DAMAGE TO PROPERTY,$3,000,000 GENERAL AGGREGATE AND $3,000,000 IN THE AGGREGATE WITH RESPECT TOPRODUCTS/COMPLETED OPERATIONS. THE LIMITS MAY BE PROVIDED IN THE FORM OF APRIMARY PLICY OR COMBINATION OF PRIMARY AND UMBRELLA/EXCESS POLICY. WHENTHE MINIMUM CONTRACT AMOUNTS CAN ONLY BE MET WHEN APPLYING THEUMBRELLA/EXCESS POLICY, THE UMBRELLA/EXCESS POLICY MUST FOLLOW FORM OFTHE UNDERLYING POLICY AND BE EXTENDED TO “DROP DOWN” TO BECOME PRIMARY INTHE EVENT PRIMARY LIMITS ARE REDUCED OR AGGREGATE LIMITS ARE EXHAUSTED.SUCH INSURANCE SHALL BE PRIMARY AND NON-CONTRIBUTORY TO ANOTHER VALID ANDCOLLECTIBLE INSURANCE AND MUST BE EXHAUSTED BEFORE IMPLICATING ANYPERMITTOR/MT POLICY AVAILABLE.

SUCH POLICY SHOULD BE WRITTEN ON AN OCCURRENCE FORM, AND SHALL INCLUDE:

* CONTRACTUAL COVERAGE FOR LIABILITY ASSUMED BY THE PERMITTEE UNDER THISAGREEMENT;

* PERSONAL AND ADVERTISING INJURY COVERAGE;

* PRODUCTS-COMPLETED OPERATIONS;

* INDEPENDENT CONTRACTORS COVERAGE;

* "XCU" COVERAGE (EXPLOSION, COLLAPSE, AND UNDERGROUND HAZARDS) WHERENECESSARY;

* CONTRACTUAL LIABILITY EXCLUSION, APPLICABLE TO CONSTRUCTION OR DEMOLITIONOPERATIONS TO BE PERFORMED WITHIN 50 FEET OF RAILROAD TRACKS, MUST BEVOIDED, WHERE NECESSARY; AND

* ADDITIONAL INSURED ENDORSEMENT (I.S.O. FORM CG 20 26 07/04 VERSION OREQUIVALENT) APPROVED BY THE PERMITTOR NAMING:

** NEW YORK CITY TRANSIT AUTHORITY (NYCTA), THE MANHATTAN AND BRONX SURFACETRANSIT OPERATING AUTHORITY (MABSTOA), THE STATEN ISLAND RAPID TRANSITOPERATING AUTHORITY (SIRTOA), MTA CAPITAL CONSTRUCTION CO., THEMETROPOLITAN TRANSPORTATION AUTHORITY (MTA) INCLUDING ITS SUBSIDIARIES ANDAFFILIATES, AND THE CITY OF NEW YORK (AS OWNER).

C. BUSINESS AUTOMOBILE LIABILITY INSURANCE POLICY (I.S.O. FORM CA 00 01 10 01 OREQUIVALENT) APPROVED BY THE PERMITTOR IS REQUIRED IF PERMITEE'S VEHICLEENTERS PERMITTOR PROPERTY. THE INSURANCE MUST BE IN THE NAME OF THEPERMITTEE OR ITS CONTRACTOR ENTERING THE PERMITTOR PROPERTY WITH LIMITS OFLIABILITY IN THE AMOUNT OF $2,000,000 EACH ACCIDENT FOR CLAIMS FOR BODILYINJURIES (INCLUDING DEATH) TO PERSONS AND FOR DAMAGE TO PROPERTY ARISINGOUT OF THE OWNERSHIP, MAINTENANCE OR USE OF ANY OWNED, HIRED OR NON-OWNEDMOTOR VEHICLE.

D. RAILROAD PROTECTIVE LIABILITY INSURANCE (ISO-RIMA OR EQUIVALENT FORM)APPROVED BY PERMITTOR COVERING THE WORK TO BE PERFORMED AT THEDESIGNATED JOB SITE AND AFFORDING PROTECTION FOR DAMAGES ARISING OUT OFBODILY INJURY OR DEATH, PHYSICAL DAMAGE TO OR DESTRUCTION OF PROPERTY,INCLUDING DAMAGE TO THE INSURED’S OWN PROPERTY AND CONFORMING TO THEFOLLOWING:

* THE FOLLOWING ARE THE “NAMED INSUREDS” FOR THIS COVERAGE:

** NEW YORK CITY TRANSIT AUTHORITY (NYCTA), THE MANHATTAN AND BRONX SURFACETRANSIT OPERATING AUTHORITY (MABSTOA), THE STATEN ISLAND RAPID TRANSITOPERATING AUTHORITY (SIRTOA), MTA CAPITAL CONSTRUCTION CO., THEMETROPOLITAN TRANSPORTATION AUTHORITY (MTA) INCLUDING ITS SUBSIDIARIES ANDAFFILIATES, AND THE CITY OF NEW YORK (AS OWNER).

* THE LIMIT OF LIABILITY SHALL BE $2,000,000 AT LEAST EACH OCCURRENCE, SUBJECT TOA $6,000,000 ANNUAL AGGREGATE;

* POLICY ENDORSEMENT CG 28 31 - POLLUTION EXCLUSION AMENDMENT IS REQUIRED TOBE ENDORSED ONTO THE POLICY WHEN ENVIRONMENTAL-RELATED WORK AND/OREXPOSURES EXIST.

* INDICATE THE NAME AND ADDRESS OF THE CONTRACTOR TO PERFORM THE WORK, THECONTRACT # AND THE NAME OF THE RAILROAD PROPERTY WHERE THE WORK IS BEINGPERFORMED AND THE AGENCY PERMIT.

* EVIDENCE OF RAILROAD PROTECTIVE LIABILITY INSURANCE, MUST BE PROVIDED IN THEFORM OF THE ORIGINAL POLICY. A DETAILED INSURANCE BINDER (ACORD ORMANUSCRIPT 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 ORPOLLUTION EXPOSURES EXIST; THE PERMITTEE SHALL REQUIRE THE ENVIRONMENTALCONTRACTOR OR SUB-CONTRACTOR TO PROVIDE THE APPLICABLE INSURANCECOVERING SUCH EXPOSURE. THE LIMITS AND TYPE OF INSURANCE PROVIDED SHALL BESATISFACTORY TO THE PERMITTOR AND WILL BE CONFIRMED TO THE PARTIES PRIOR TOTHE START OF THE WORK.

STRUCTURENOTIFY 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 BEWITH COMPANIES LICENSED OR AUTHORIZED TO DO BUSINESS IN THE STATE OF NEWYORK WITH AN A.M. BEST COMPANY RATING OF NOT LESS THAN A-/VII OR BETTER ANDREASONABLY 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 NEWYORK

3. POLICY DEDUCTIBLE / SELF INSURED RETENTION: INSURANCE MAY CONTAIN ADEDUCTIBLE AND OR SELF-INSURED RETENTION AND SHALL NOT EXCEED $100,000. THEPERMITTEE SHALL BE RESPONSIBLE FOR ALL CLAIM EXPENSES AND LOSS PAYMENTSWITHIN THE DEDUCTIBLE OR SELF-INSURED RETENTION.

4. POLICY TERMS: THESE POLICIES MUST: (I) BE WRITTEN IN ACCORDANCE WITH THEREQUIREMENTS OF THE PARAGRAPHS ABOVE, AS APPLICABLE; (II) BE ENDORSED IN FORMACCEPTABLE TO INCLUDE A PROVISION THAT SHOULD THE POLICY BE CANCELED,MATERIALLY CHANGED, OR NOT RENEWED, NOTICE SHALL BE DELIVERED INACCORDANCE WITH THE INSURANCE POLICY PROVISIONS TO THE PERMITTOR, AND (III)STATE OR BE ENDORSED TO PROVIDE THAT THE COVERAGE AFFORDED UNDER THEPERMITTEE'S POLICIES SHALL APPLY ON A PRIMARY AND NOT ON AN EXCESS ORCONTRIBUTING BASIS WITH ANY POLICIES WHICH MAY BE AVAILABLE TO THEPERMITTOR/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 ADVERSELYAFFECT WHETHER PERMITTEE'S POLICIES ARE PRIMARY AND MUST BE EXHAUSTEDBEFORE IMPLICATING ANY PERMITTOR/MTA POLICY AVAILABLE, PERMITTEE'S ANDSUBCONTRACTOR'S POLICIES SHALL NEVERTHELESS BE PRIMARY AND MUST BEEXHAUSTED BEFORE IMPLICATING ANY PERMITTOR/MTA POLICY AVAILABLE. AT LEASTTWO (2) WEEKS PRIOR TO THE EXPIRATION OF THE POLICIES, THE PERMITTEE SHALLENDEAVOR TO PROVIDE EVIDENCE OF RENEWAL OR REPLACEMENT POLICIES OFINSURANCE, 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 FORRAILROAD PROTECTIVE LIABILITY. HOWEVER, IF REQUESTED BY THE PERMITTOR, THEPERMITTEE SHALL DELIVER TO THE PERMITTOR WITHIN FORTY-FIVE (45) DAYS A COPY OFSUCH POLICIES, CERTIFIED BY THE INSURANCE CARRIER AS BEING TRUE AND COMPLETE.IF A CERTIFICATE OF INSURANCE IS SUBMITTED, IT MUST: (1) BE PROVIDED ON THEPERMITTOR CERTIFICATE OF INSURANCE; (2) BE SIGNED BY AN AUTHORIZEDREPRESENTATIVE OF THE INSURANCE CARRIER OR PRODUCER AND NOTARIZED; (3)DISCLOSE ANY DEDUCTIBLE, SELF-INSURED RETENTION, SUB-LIMIT, AGGREGATE LIMIT ORANY EXCLUSIONS TO THE POLICY THAT MATERIALLY CHANGE THE COVERAGE; (4)INDICATE THE ADDITIONAL INSUREDS AS REQUIRED HEREIN UNDER SECTION B; THEPERMITTEE MUST PROVIDE A COPY OF THE ADDITIONAL INSURED ENDORSEMENT (ISO)FORM CG 20 26 07/04 OR ITS EQUIVALENT AND MUST REFERENCE THE POLICYINFORMATION; (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 SHALLFURNISH EVIDENCE OF ALL POLICIES BEFORE ANY WORK IS STARTED TO THEAPPROPRIATE DEPARTMENT:

NEW AGREEMENTS: RENEWAL INSURANCE:MTA/NYCT MOW ENGINEERING MTA RISK INSURANCE MANAGEMENTATTENTION: MR. JOHN MALVASIO ATTENTION: RUTH APOSTOL130 LIVINGSTON STREET 2 BROADWAY - 21ST FLOORBROOKLYN, NY 11201 NEW YORK, NY 10004

SECTION E: NO LIMIT OF LIABILITY

THE MINIMUM AMOUNTS OF INSURANCE REQUIRED IN THE DETAIL DESCRIPTION OFPOLICIES ABOVE SHALL NOT BE CONSTRUED TO LIMIT THE EXTENT OF THE PERMITTEE'SLIABILITY 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 TIMETO TIME AS DEEM APPROPRIATE.

SECTION G: EVENT OF DEFAULT

IF, AT ANY TIME DURING THE PERIOD OF THIS AGREEMENT, INSURANCE AS REQUIRED ISNOT IN EFFECT, OR PROOF THEREOF IS NOT PROVIDED TO THE PERMITTOR, THEPERMITTOR SHALL HAVE THE OPTIONS TO: (I) DIRECT THE PERMITTEE TO SUSPEND WORKOR OPERATION WITH NO ADDITIONAL COST OR EXTENSION OF TIME DUE ON ACCOUNTTHEREOF; 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 COPYTO THE PROJECT MANAGER), 130 LIVINGSTON STREET, 11TH FLOOR, BROOKLYN, NEWYORK 11201, A NOTICE OF ANY OCCURRENCE LIKELY TO RESULT IN A CLAIM AGAINSTNYCT/MTA AND SHALL ALSO FILE WITH THE TORTS DIVISION DETAILED SWORN PROOF OFINTEREST AND LOSS WITH THE CLAIM. THIS PARAGRAPH SHALL SURVIVE THE EXPIRATIONOR 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 POLICIESOF INSURANCE AT ALL TIMES DURING THE PERIOD OF PERFORMANCE UNDER THISAGREEMENT AS HEREIN SET FORTH BELOW:

1. WORKERS' COMPENSATION: INCLUDING EMPLOYER'S LIABILITY INSURANCE WITH LIMITSOF LIABILITY NOT LESS THAN $2,000,000 WHICH MAY BE MET BY A COMBINATION OFPRIMARY AND EXCESS INSURANCE MEETING THE STATUTORY LIMITS OF NEW YORKSTATE.

2. COMMERCIAL GENERAL LIABILITY: (ISO 2001 FORM OR EQUIVALENT) APPROVED BYPERMITTOR IN THE PERMITTEE'S NAME WITH LIMITS OF LIABILITY IN THE AMOUNT OF NOTLESS THAN $3,000,000 FOR EACH OCCURRENCE ON A COMBINED SINGLE LIMIT BASIS FORINJURIES TO PERSONS (INCLUDING DEATH) AND DAMAGE TO PROPERTY, $3,000,000GENERAL AGGREGATE AND $3,000,000 IN THE AGGREGATE WITH RESPECT TOPRODUCTS/COMPLETED OPERATIONS. THE LIMITS MAY BE PROVIDED IN THE FORM OF APRIMARY POLICY OR COMBINATION OF PRIMARY AND UMBRELLA/EXCESS POLICY. WHENTHE MINIMUM CONTRACT AMOUNTS CAN ONLY BE MET WHEN APPLYING THEUMBRELLA/EXCESS POLICY, THE UMBRELLA/EXCESS POLICY MUST FOLLOW FORM OF THEUNDERLYING POLICY AND BE EXTENDED TO “DROP DOWN” TO BECOME PRIMARY IN THEEVENT PRIMARY LIMITS ARE REDUCED OR AGGREGATE LIMITS ARE EXHAUSTED. SUCHINSURANCE SHALL BE PRIMARY AND NON-CONTRIBUTORY TO ANY OTHER VALID ANDCOLLECTIBLE INSURANCE AND MUST BE EXHAUSTED BEFORE IMPLICATING ANYPERMITTOR/MTA POLICY AVAILABLE.

SUCH POLICY SHOULD BE WRITTEN ON AN OCCURRENCE FORM, AND SHALL INCLUDE THEFOLLOWING COVERAGES:

* ADDITIONAL INSURED ENDORSEMENT (I.S.O. FORM CG 20 26 07/04) VERSION OREQUIVALENT APPROVED BY THE PERMITTOR, SHALL NAME THE INDEMNITEES ASREFERENCED 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 DEMOLITIONOPERATIONS TO BE PERFORMED WITHIN 50 FEET OF RAILROAD TRACKS, MUST BEREMOVED, WHERE NECESSARY;

3. BUSINESS AUTOMOBILE LIABILITY: (ISO FORM CA 00 01 10 01 OR EQUIVALENT) APPROVEDBY THE PERMITTOR IS REQUIRED IF PERMITTEE'S VEHICLE ENTERS PERMITTOR'SPROPERTY. THE INSURANCE MUST BE IN THE NAME OF THE PERMITTEE OR ITSCONTRACTOR ENTERING THE PERMITTOR PROPERTY WITH LIMITS OF LIABILITY IN THEAMOUNT OF NOT LESS THAN $2,000,000 EACH ACCIDENT FOR CLAIMS FOR BODILYINJURIES (INCLUDING DEATH) TO PERSONS AND FOR DAMAGE TO PROPERTY ARISING OUTOF THE OWNERSHIP, MAINTENANCE OR USE OF ANY OWNED, HIRED OR NON-OWNEDMOTOR VEHICLE.

4. RAILROAD PROTECTIVE LIABILITY: (ISO-RIMA OR EQUIVALENT FORM) APPROVED BYPERMITTOR COVERING THE WORK TO BE PERFORMED AT THE DESIGNATED JOB SITE ANDAFFORDING PROTECTION FOR DAMAGES ARISING OUT OF BODILY INJURY OR DEATH,PHYSICAL DAMAGE TO OR DESTRUCTION OF PROPERTY, INCLUDING DAMAGE TO THEINSURED'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, SUBJECTTO A $6,000,000 ANNUAL AGGREGATE;

* POLICY MUST BE ENDORSED TO PROVIDE COVERAGE FOR CLAIMS ARISING FROM INJURYTO EMPLOYEES COVERED BY FEDERAL EMPLOYER'S LIABILITY ACT (FELA).

* INDICATE THE NAME AND ADDRESS OF THE DESIGNATED CONTRACTOR, PROJECTLOCATION AND DESCRIPTION OF WORK, AND PERMIT NUMBER IF APPLICABLE.

* EVIDENCE OF RAILROAD PROTECTIVE LIABILITY INSURANCE, MUST BE PROVIDED IN THEFORM OF A POLICY. A DETAILED INSURANCE BINDER (ACORD OR MANUSCRIPT FORM) WILLBE ACCEPTED PENDING ISSUANCE OF THE POLICY, WHICH MUST BE PROVIDED WITHIN 30DAYS FROM THE EFFECTIVE DATE.

5. ENVIRONMENTAL INSURANCE: IN THE EVENT ENVIRONMENTAL OR POLLUTIONEXPOSURES EXIST, THE PERMITTEE SHALL REQUIRE THE ENVIRONMENTAL CONTRACTOROR SUB-CONTRACTOR TO PROVIDE THE APPLICABLE INSURANCE COVERING SUCHEXPOSURE. THE LIMITS AND TYPES OF INSURANCE PROVIDED MUST BE SATISFACTORYTO THE PERMITTOR AND APPROVED PRIOR TO THE START OF THE WORK.ENVIRONMENTAL INSURANCE: IN THE EVENT ENVIRONMENTAL OR POLLUTIONEXPOSURES EXIST, THE PERMITTEE SHALL REQUIRE THE ENVIRONMENTAL CONTRACTOROR SUB-CONTRACTOR TO PROVIDE THE APPLICABLE INSURANCE COVERING SUCHEXPOSURE. THE LIMITS AND TYPES OF INSURANCE PROVIDED MUST BE SATISFACTORYTO 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 SURFACETRANSIT OPERATING AUTHORITY (“MABSTOA”), THE STATEN ISLAND RAPID TRANSITOPERATING 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” ASOWNER) AND THE RESPECTIVE AFFILIATES AND SUBSIDIARIES EXISTING CURRENTLY ORIN THE FUTURE OF AND SUCCESSORS TO EACH INDEMNIFIED PARTIES LISTED HEREIN.

1 STORY BRICK & STUCCO BUILDING

4 STORY BRICK BUILDING STUCCO

BUILDING

1 STORY

3 STORY BRICK

BUILDING

BUILDING

3 STORY BRICK

BRICK &

BUILDING

3 STORY

STUCCO

UP

UP

UP

9-#

8 B

OT

T.

3-#8 BOTT. 3-#8 BOTT.

3-#8 TOP

3-#8 TOP

3-#8 BOTT. 4-#8 BOTT. 4-#8 BOTT. 3-#8 BOTT. 3-#8 BOTT. 2-#8 BOTT.3-#8 BOTT.

10-#8 BOTT.10-#8 BOTT.4-#8 BOTT.5-#8 BOTT.8-#8 BOTT.5-#8 BOTT.7-#8 BOTT.7-#8 BOTT.

2-#

8 B

OT

T.

5-#

8 B

OT

T.

4-#8 BOTT.

6-#

8 B

OT

T.

14-#

8 B

OT

T.

6-#

8 B

OT

T.

7-#

8 B

OT

T.

7-#

8 B

OT

T.

8-#

8 B

OT

T.

4-#

8 T

OP

2-#8 TOP

2-#8 TOP

13-#8 BOTT.

8-#

8 B

OT

T.

4-#8 BOTT.

5-#

8 B

OT

T.

7-#8 BOTT.

6-#

8 B

OT

T.

3-#

8 B

OT

T.

3-#

8 B

OT

T.

3-#

8 B

OT

T.

6-#8 BOTT. 3-#8 BOTT.

3-#

8 B

OT

T.

3-#8 BOTT.

6-#8 BOTT. 10-#8 BOTT.

10-#

8 B

OT

T.

11-#8 BOTT.

7-#

8 B

OT

T.

7-#8 BOTT.

6-#

8 B

OT

T.

6-#8 BOTT.

4-#8 BOTT.

7-#

8 B

OT

T.

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-4PC-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 5455

5657

5859

60

42

4140

39

38

37

363534

33

3231

30

20.1

2122 23

24 25 26

27

19

1817161514

12

3 4 5 6 7 8 9

13

PC-4

RAMP UP

EAST 138TH STREET

TH

IRD

AV

EN

UE

PROPERTY LINE

PROPERTY LINE

PC-479"x79"x35" -

PC-4

ELEVATORSUMP 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' -

6 3

/4"

8"

3' -

5"

1' -

1"

2"

11"

16' -

2 1

/2"

7' -

0 1

/2"

1' -

5"

1' -

7"

2' -

5"

S-2

W3

W3

W3

W3

W3 W3 W3 W3 W3 W3

W3

W3

W3

W3

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

W1W1

W1

W2

W2

W3

W3

W4

W2

W179"x79"x35" -

PC-479"x79"x35" -

PC-4

PC-6

9

S-307

7

S-307

S-3071

10

S-307

3

S-3074

S-307

11

S-307

52°

3' - 0 5/8"

S-3023

6

S-307

11

S-307

SIM.

SEWAGEEJECTOR PIT;SEE PLMB.DWGS

10

S-300

Sim

MAT SLAB EXTENDED BELOWRAMP TO DIAGONAL WALL

1

S-308

2

S-308

EXIST. BELOW GRADESUBWAY TUNNEL

19' -

4"

±

30' -

10"

±

31' -

8"

±

20' - 0" ±

17' - 10" ±

EDGE OF CURBAT GRADE

MASONRY WALL

CONCRETE FOOTING

CONCRETE WALL

W8x10

L

STEEL BEAM



BENT STEEL FRAMING

SHEAR CONNECTION

MOMENT CONNECTION



STEEL COLUMN

STEEL COLUMN BELOW




COLUMN LINE

(##'-##")

#

LEGEND

EP-#

BP-#

MASONRY SHEAR WALL

PCi t e c t s

Dwg Title



Client/Developer


Architect


Landscape Architect


Structural Engineer



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 APPROVEDELEVATOR SHOP DRAWINGS AND WITH ELEVATOR MANUFACTURER. NOTIFY A/EIF REQUIREMENTS DIFFER FROM PLANS.

14. FOR SUPPORT OF EXCAVATION INFORMATION, INCLUDING PILE DESIGNINSTALLATION PROCEDURES, SEE FNA DRAWINGS.

15. WHEN REFERRING TO THE SUPPORT OF EXCAVATION DRAWINGS BY FNA, AVALUE OF 100.00' SHALL BE ADDED TO THE ELEVATIONS SHOWN ON THESEDRAWINGS FOR COMPARISON WITH BOROUGH PRESIDENT OF BRONX DATUMELEVATIONS.

NORTH


05/29/2013 SUBMISSION TO NYCTA09/11/2013 SUBMISSION TO NYCTA11/20/2013 UPDATED BID SET03/14/2014 SUBMISSION TO NYCTA05/12/2014 SUBMISSION TO NYCTA

1 STORY BRICK & STUCCO BUILDING

4 STORY BRICK BUILDING STUCCO

BUILDING

1 STORY

3 STORY BRICK

BUILDING

BUILDING

3 STORY BRICK

BRICK &

BUILDING

3 STORY

STUCCO

UP

UP

UP

6-#

6

8-#5

6-#66-#6

6-#

612-#

5

6-#66-#6

6-#

6

12-#

5

8-#

6

8-#5

8-#6

8-#

6

12-#

5

7-#

6

14-#6

6-#

6

8-#

6

8-#6

6-#

6

6-#6

6-#

6

6-#6

6-#

6

6-#6

6-#6 8-#6

16-#

5

22-#

5

3-#6

4/#

6

3-#6

11-#5

3-#6

11-#5 11-#58-#5

3-#6

12-#5

3-#63-#6

11-#5

3-#6

6-#

6

10-#6

9-#

5

6-#

5 12-#

5

16-#6 16-#6

8-#

6

8-#

6

16-#6 16-#616-#

6

16-#

5

6-#

5

16-#

5

5-#6

12-#5

6-#

6

?

8-#

6

13-#

6

17-#

5

4-#

6

5-#6

7-#6 7-#6

4-#

6

8-#5 13-#515-#5 9-#5

11-#5 12-#5

12-#5 11-#5

11-#5 11-#511-#5

#5 @ 12"

#5 @ 12"

10-#5 10-#5 10-#5

4-#

6

10-#6

4-#

6

8-#

6

8-#6 8-#6 8-#6

12-#

5

6-#

6

6-#

6

6-#

6

12-#

5

4-#

6

12-#66-#6

12-#6

12-#58-#5 12-#5

6-#

6

4-#

6

6-#

5

4-#

6

8-#

6

6-#

5

8-#

6

6-#

5

6-#

6

6-#

5

8-#

6

6-#

5

8-#

6

6-#

5

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-#68-#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-#610-#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-#

68-#

6

#5 @ 12"

8-#

6

#5 @ 12"

12-#

6

16-#6

12-#

6

6-#6

7-#

6

8-#6

13-#

6

18-#6

14-#

5

11-#65-#

6

5-#

6

8-#5

10-#6 10-#6

9-#

6

3-#

6

3-#

6

8-#

5

18-#6

17-#

5

5-#

6

5-#

6

17-#

5

12-#6

4-#

6

8-#5

7-#6

5-#

6

6-#

5

10-#

5

11-#

6

8-#6

12-#5

8-#6

8-#6

8-#6

13-#

6

7-#

5

4-#

6

13-#

6

4-#

6

12-#5

10-#

5

5-#

6

11-#5

8-#68-#6 6-#6

4-#

6

11-#5

16-#

5

22-#

5

16-#

6

7-#

56-#

5

6-#

5

6-#

5

6-#

5

6-#

5

6-#

5

6-#

5

14-#

5

5-#

5

7-#

5

12-#

5

#5 @ 12"

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 57 8 9

181614

13.11210

21 2324 25

39

35

34

33

28

4344

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

TH

IRD

AV

EN

UE

15 17

63

52 54

55

56

57

58

60

424140

3836

37

262722

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

1B

11B

1

1B

1

1B

1

1B

1

1B

1

1B

1

1B

1

1B5

1B

2C

AN

T.

CA

NT

.

CA

NT

.

CA

NT

.

CA

NT

.

CA

NT

.

CA

NT

.

CA

NT

.

CA

NT

.1B

1

7' -

10 1

/2"

5' -

5"

S-3

T.O. SLAB= -1' - 9 3/4"

S-3

2

S-306

S-3

S-3

S-3

SLO

PE

D S

.O.G

.

S-3

S-3

5

S-307

8

S-307

GB1

W1

W1

W1

W1

W1W1

W1

1B

7M

W18

W2W2

W1

W2

W2

W9

W2

MS

W1

MS

W1

MW

1

W3

W3

MW

1

MW1

W3

MW1

W3

MW

1

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 WALLAT FIRST FLOOR FOROPENING BELOW

1B6

1B4

1B

4

1B

3

1B

4

1B

5 1

B3

1B5

CA

NT

.

GB1

1B6

1B

6

1B

4

1B4

1B

3

GB

2

-3' -

4"

FOUNDATION WALL BELOW

FOUNDATION WALLBELOW

T.O. RAISEDLOADINGDOCK SLAB@ 0'-6 3/4"

T.O. SLAB= -0' - 11 3/4" W8X21

9' - 5"

7

S-307

9

S-306

3

S-306

GB

2

6

S-307

4

S-3065

S-306

6

S-306

3

S-306

SIM.

GB

3 G

B1

0" GB1 GB1 GB1 GB1 GB1 GB1 GB1

GB1 GB1

EXTEND GRADE BM.TO CURVED WALLBETWEEN GRIDS DAND 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 GRADESUBWAY 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




COLUMN LINE

(##'-##")

#

LEGEND

EP-#

BP-#

MASONRY SHEAR WALL

PCi t e c t s

Dwg Title



Client/Developer


Architect


Landscape Architect


Structural Engineer



Scale

Job No.

Date

Dwg No

Seal

NYC DOB Number

1522



1/8" = 1'-0"

FIRST FLOORFRAMING PLAN

05/08/2013

13892

S-101.00

1/8" = 1'-0"S-101

1 FIRST FLOOR PLANNORTH

NOTES:

1. DATUM ELEVATION 0'-0" IS REFERENCED AS 12.54'2. 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.5. S_ DENOTES CONCRETE SLAB . SEE SCHEDULE ON S-305.00.6. W_ DENOTES REINFORCED CONCRETE WALL. SEE SCHEDULE ON S-202.00.7. 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 FORCOMPARISON 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, SEESLAB SCHEDULE FOR BOTTOM REINORCEMENT MAT.

16. REFER TO CONCRETE DETAILS FOR REINFORCEMENT AROUND SLAB OPENINGS.



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

2B

55

2B

39

2B

11

2B

41

2B21

2B

52B

5

2B

5

2B18

2B

27

2B50

2B49

2B

57

2B1

2B11 2B11 2B11 2B12 2B12 2B15 2B11

2B

47

2B

48

2B

36

2B

31

2B

25

2B

26

2B

1

2B

52

2B

53

2B

57

2B

1

2B

7 2B

7 2B

7

2B

11

2B

11

2B

11

2B

11

2B

9

2B

6

2B

6

2B

7

2B

7

2B8 2B8 2B6 2B6 2B6 2B8 2B8 2B7

2B16 2B17

2B

11

2B

37

2B

38

2B

24

2B

4

2B

2

2B

44

2B

1

2B

8

2B

3

2B2

2B

4

2B

4 2B

4

2B

4

2B

13

2B

45

2B14

2B1

3

S-201

MS

W1

MW

2

MS

W3

MW

4

MS

W6

MS

W5

MW

7

MW

8

MW

9

MS

W10

MW

11

MS

W13

MS

W14

MS

W15

MW

16

MSW19

MS

W22

MS

W23

2B7

8' -

0"

19' -

7"

20' -

0"

24' -

1"

27' -

1"

9' - 4 7/8" 10' - 8"

MS

W12

MW1

9

S-201

8

S-201

2B

10

2B

7

2B12

2B

11

2B

11

2B

11

2B

11

2B

43

2B23

2B

46

2B22

2B15

2B

1

2B

13

2B

42

2B

40

2B

13

2B202B19

2B

54

2B

5

2B

28

2B

33

CA

NT

.

CA

NT

.

CA

NT

.

CA

NT

.

CA

NT

.

CA

NT

.

CA

NT

.

CA

NT

.

CA

NT

.

CA

NT

.

CA

NT

.

CA

NT

.

CA

NT

.

CA

NT

.

CA

NT

.

CA

NT

.

CA

NT

.C

AN

T.

CA

NT

.

CA

NT

.

CA

NT

.

CA

NT

.

CA

NT

.

2B12B12B12B12B12B12B12B12B1 2B1 2B1

1

S-306

2B

34

2B

7

2B

7

2B1

2B3

2B7

2B

6

2B

7

2B

7 2B

11 2

B11

2B11 2B11 2B11 2B11

2B12

2B11

2B15

2B

29

2B

30

2B

32

2B

39

2B

56

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

2B

33

MS

W1 W

3

MS

W3

MW

4

MS

W5

MS

W21

MSW19

MSW20 MS

W23

MSW20 MSW20

MW

17

MW

18

MS

W24

MS

W12

MS

W12

MS

W12

MS

W12

7' -

10 1

/2"

5' -

5"

7' - 8 1/4"

2B

54

MW1MW1

MW1

MW

1

MW1

MW

1

MW

1M

SW

14

MW

4

MW

1

MW

1

MW

1

MW

1

MW

1

MW

1

MS

W24

W2

MS

W1

MW

9

MW

11

MW

8

MW

2

W8

W8 W8

S-1

10

S-303

T.O. SLAB= +17' - 4 1/2"

W8X21

CA

NT

.

CA

NT

.

CA

NT

.

CA

NT

.

2B

72B

7C

AN

T.

MECH. OPNG. WALL BELOW

2B7

S-1022

2B

35

MASONRY WALL

CONCRETE FOOTING

CONCRETE WALL

W8x10

L

STEEL BEAM



BENT STEEL FRAMING

SHEAR CONNECTION

MOMENT CONNECTION



STEEL COLUMN

STEEL COLUMN BELOW




COLUMN LINE

(##'-##")

#

LEGEND

EP-#

BP-#

MASONRY SHEAR WALL

6 7

A

5251

HSS4X

4X3/

8

HSS4X

4X3/

8

HSS4X

4X3/

8

HSS4X

4X3/

8

HSS10X4X1/4

HS

S10X

4X

1/4

HS

S10X

4X

1/4

HSS10X4X1/4

HS

S10X

4X

1/4

HSS10X4X1/4

HS

S10X

4X

1/4

HSS10X4X1/4 HSS6X4X1/4

HSS6X4X1/4

PCi t e c t s

Dwg Title



Client/Developer


Architect


Landscape Architect


Structural Engineer



Scale

Job No.

Date

Dwg No

Seal

NYC DOB Number

1522



As indicated

SECOND FLOORFRAMING PLAN

05/08/2013

13892

S-102.00

1/8" = 1'-0"S-102

1 SECOND FLOOR FRAMING PLANNORTH

NOTES:

1. DATUM ELEVATION 0'-0" IS REFERENCED AS 12.54'2. TOP OF SLAB ELEVATION IS +18'-4 1/2" UNLESS NOTED THUS (_'-_") ON PLAN. .3. S_ DENOTES CONCRETE SLAB . SEE SCHEDULE ON S-202.00.4. W_ DENOTES REINFORCED CONCRETE WALL. SEE SCHEDULE ON S-303.00.5. 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.


05/29/2013 SUBMISSION TO NYCTA09/11/2013 SUBMISSION TO NYCTA11/20/2013 UPDATED BID SET05/12/2014 SUBMISSION TO NYCTA

S-102 1/4" = 1'-0"

2 CANOPY FRAMING PLAN (IN PROGRESS)

B CA

NOTES:

1. SEE SCHEDULE 3 FOR MASONRY WALL REINFORCEMENTUNLESS NOTED ON ELEVATION.

2. SEE PLAN FOR CONCRETE WALL INFORMATION.

B CA

NOTE: SEE SCHEDULE 1 FOR MASONRY WALL REINFORCEMENTUNLESS NOTED ON ELEVATION.

B CA

NOTE: SEE SCHEDULE 3 FOR MASONRY WALLREINFORCEMENT UNLESS NOTED ON ELEVATION

2ND FLOOR18' - 4 1/2"

C

3RD FLOOR27' - 5 1/2"

4TH FLOOR36' - 6 1/2"

5TH FLOOR45' - 7 1/2"

6TH FLOOR54' - 8 1/2"

7TH FLOOR63' - 9 1/2"

8TH FLOOR72' - 10 1/2"

ROOF82' - 2 1/2"

NOTE: SEE SCHEDULE 1 FOR MASONRY WALLREINFORCEMENT UNLESS NOTED ONELEVATION

BA

NOTE: SEE SCHEDULE 1 FOR MASONRY WALLREINFORCEMENT UNLESS NOTED ONELEVATION

BA


BA


1ST FLOOR-0' - 7 1/2"

2ND FLOOR18' - 4 1/2"

B C

3RD FLOOR27' - 5 1/2"

4TH FLOOR36' - 6 1/2"

5TH FLOOR45' - 7 1/2"

6TH FLOOR54' - 8 1/2"

7TH FLOOR63' - 9 1/2"

8TH FLOOR72' - 10 1/2"

ROOF82' - 2 1/2"

A

RETAIL "C" & "D"2' - 5"

NOTES:

1. SEE SCHEDULE 1 FOR MASONRY WALL REINFORCEMENTUNLESS NOTED ON ELEVATION

2. SEE PLAN FOR CONCRETE WALL INFORMATION

BA


PCi t e c t s

Dwg Title



Client/Developer


Architect


Landscape Architect


Structural Engineer



Scale

Job No.

Date

Dwg No

Seal

NYC DOB Number

1522



1/8" = 1'-0"

SHEAR WALLELEVATIONS

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



7 MASONRY WALL MW7 1/8" = 1'-0"S-200

8 MASONRY WALL MW8

1/8" = 1'-0"S-200

1 MASONRY SHEAR WALL MSW1

1/8" = 1'-0"S-200

9 MASONRY WALL MW9



2ND FLOOR18' - 4 1/2"

B

3RD FLOOR27' - 5 1/2"

4TH FLOOR36' - 6 1/2"

5TH FLOOR45' - 7 1/2"

6TH FLOOR54' - 8 1/2"

7TH FLOOR63' - 9 1/2"

8TH FLOOR72' - 10 1/2"

ROOF82' - 2 1/2"

A

NOTE: SEE SCHEDULE 1 FOR MASONRY WALLREINFORCEMENT UNLESS NOTED OTHERWISEON ELEVATION.

BOND BEAMS AT EVERYCOURSE REINF. WITH 1-#6

BOND BEAMS AT EVERYFOURTH COURSE REINF.WITH 1-#5

BA

NOTE: SEE SCHEDULE 3 FOR MASONRY WALLREINFORCEMENT UNLESS NOTED OTHERWISE ONELEVATION.

C


DC

3RD FLOOR27' - 5 1/2"

4TH FLOOR36' - 6 1/2"

5TH FLOOR45' - 7 1/2"

6TH FLOOR54' - 8 1/2"

7TH FLOOR63' - 9 1/2"

8TH FLOOR72' - 10 1/2"

ROOF82' - 2 1/2"


C


B


B DC


C


C


PCi t e c t s

Dwg Title



Client/Developer


Architect


Landscape Architect


Structural Engineer



Scale

Job No.

Date

Dwg No

Seal

NYC DOB Number

1522



1/8" = 1'-0"


05/08/2013

13892

S-201.00

1/8" = 1'-0"S-201


2 MASONRY WALL MW11 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



1ST FLOOR-0' - 7 1/2"

2ND FLOOR18' - 4 1/2"

67

3RD FLOOR27' - 5 1/2"

CELLAR-13' - 3 3/4"

4TH FLOOR36' - 6 1/2"

5TH FLOOR45' - 7 1/2"

6TH FLOOR54' - 8 1/2"

7TH FLOOR63' - 9 1/2"

8TH FLOOR72' - 10 1/2"

ROOF82' - 2 1/2"

BULKHEAD91' - 11"

RETAIL "B"0' - 0"

NOTE:

1. SEE SCHEDULE 2 FOR MASONRY WALL REINFORCEMENT UNLESSNOTED ON ELEVATION.


CONCRETE WALL;SEE PLAN

PILE CAP,SEE PLAN

LB4

LB1

BOND BEAM @EVERY OTHERCOURSE W/ 1-#6

6

7

LC1

LC1

LC1

LC1

LC1

LC1

LC1

LC1

NOTE:

1. SEE SCHEDULE 2 FOR MASONRY WALL REINFORCEMENT UNLESSNOTED ON ELEVATION.


LB2

LB5

C


C


LC3 LC3

LC3 LC3

LC3 LC3

LC2 LC2

LC2 LC2

LC2 LC2

LC2 LC2

#5 @ 24"VERTICAL

BOND BEAMS @EVERY COURSEREINF. WITH 1-#4




LB3

LB8 LB8

C


LC3 LC3

LC3LC3

LC3 LC3

LC4

LC4 LC4

LC4

LC4LC4

LC4LC4

LB6 LB6 LB6

LB3

LB7

C


BOND BEAMEVERYCOURSEWITH 1-#6

#5 @ 8"VERTICAL WITHBOND BEAMEVERY THIRDCOURSE REINF.WITH 1-#6

PCi t e c t s

Dwg Title



Client/Developer


Architect


Landscape Architect


Structural Engineer



Scale

Job No.

Date

Dwg No

Seal

NYC DOB Number

1522



1/8" = 1'-0"


05/08/2013

13892

S-202.00

1/8" = 1'-0"S-202







MASONRY STRENGTH AND REINFORCING SCHEDULE 3

FLOOR

NOMINALTHICKNESS

(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

NOMINALTHICKNESS

(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

NOMINALTHICKNESS

(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 NOMINAL3. 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 FORLATERAL 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

REMARKSBOTTOM

BARSTOP

BARS SIZE TYPESPACING

(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.



SLA

B D

EP

TH

AS

SH

OW

N O

N P

LA

NS

SLA

B D

EP

TH

AS

SH

OW

N O

N P

LA

NS

CA

ST

IN

PLA

CE

SLA

BC

AS

T IN

PLA

CE

SLA

B

SEE TYPICAL DETAIL REINF. FORNON-LOAD BEARING WALLS

U-SHAPED CLIP. SEE TYPICALDETAIL REINF. FOR NON-LOADBEARING MASONRY WALLS

AT CAST IN PLACE SLAB

COMPRESSIBLE FILLER

WALL OPENING

REINF. AND DOWELSPER TABLE

2x (2) #5ADDITIONALEACH SIDE OFOPENING TYP.

T.O. SLAB T.O. SLAB

REINF. AND DOWELSPER TABLE

WALL OPENING

2x (2) #5ADDITIONALEACH SIDE OFOPENING TYP.

SE

E S

CH

ED

ULE

SE

E S

CH

ED

ULE

NOTE: PROVIDE LINTELS AS REQUIRED OVER WALL OPENINGS.

SLA

B

SLA

B

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 WALLREINFORCING (PTA 422 BY H & B OR EQUAL) W/ 2-3/8" DIAMETEREXPANSION BOLTS TO UNDERSIDE OF SLAB. PROVIDECOMPRESSIBLE PAD BETWEEN TOP OF BLOCK & CLIP

INTERIOR WALLS

NOMINAL CMUTHICKNESS

VERTICALREBAR

HORIZONTALREBAR

MAXIMUMHEIGHT (FT)

DOWELS

6"

#4 @ 48"9 GAGE LADDERREINFORCING @

16" O.C.

23'-6"SAME AS

VERTICAL BARS

8" 27'-7"SAME AS

VERTICAL BARS


16" O.C.

EXTERIOR WALLS

NOMINAL CMUTHICKNESS

VERTICALREBAR

HORIZONTALREBAR

MAXIMUMHEIGHT (FT)

DOWELS

6"


16" O.C.

14'-6"SAME AS

VERTICAL BARS

8" 18'-8"SAME AS

VERTICAL BARS


16" O.C.

PCi t e c t s

Dwg Title



Client/Developer


Architect


Landscape Architect


Structural Engineer



Scale

Job No.

Date

Dwg No

Seal

NYC DOB Number

1522



1" = 1'-0"

MASONRY WALLDETAILS

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


09/11/2013 SUBMISSION TO NYCTA11/20/2013 UPDATED BID SET03/14/2014 SUBMISSION TO NYCTA05/12/2014 SUBMISSION TO NYCTA

PROVIDE PIPE SLEEVE2" LARGER THAN PIPEDIA.

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 PIPEDIAMETER.

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

BE

AM

DE

PT

H

BOTTOM REINFORCING

CLOSED STIRRUPS

TOP REINFORCING

SAW CUT

1-1/2" DEEP

W.W.F.

21

2"x3" CONTINUOUS KEY

TH

ICK

NE

SS

"t"

SLA

B O

N G

RA

DE

TH

ICK

NE

SS

"t"

DE

PT

H O

F T

HIC

KN

ES

SS

LA

B =

1-1

/2"

TIM

E S

LA

B

SAWED CONTROL/CONTRACTION JOINT CONSTRUCTION JOINT

MIN

.3"

JOINTS

CONCRETE PIEROR STEEL COLUMN(SEE PLAN)

SLAB ON GRADE

ISOLATION JOINT AT COLUMN

SLABREINFORCEMENT(MESH REBAR)

ADDITIONAL REINFORCEMENTAT ALL RE- ENTRANT CORNERS

SLAB EDGE

2-#4 @ 3"x4'-0"LONGADDITIONAL AT ALLREENTRANTCORNERS

CONCRETE SLAB 6"x6" W2.0 x W2.0 W.W.F.

10 MIL POLYETHYLENEVAPOR BARRIER

NOTES:

1. SLAB ON GRADE SHALL BE PLACED IN ALTERNATINGSTRIPS WHERE EACH SINGLE STRIP DOES NO EXCEED 36TIMES SLAB THICKNESS WIDTH IN INCHES.

2. SAWED CONTRACTION JOINTS SHALL BE LOCATED AT AMAXIMUM SPACING IN INCHES OF 36 TIMES THE SLABTHICKNESS. JOINTS SHALL BE SAWED NO LATER THAN 24HOURS AFTER CONCRETE IS PLACED.

3. GRAVEL OR CRUSHED STONE BASE SHALL BECOMPACTED TO 95% OF MAXIMUM DENSITY AT OPTIMUMMOISTURE CONTENT.

1"

CLR

.

6" GRAVEL OR STONEUNDISTURBED SOIL OR FILL

SLAB ON GRADE

WATERSTOP

WATERSTOP

..

2" COVER MIN. (OR AS REQ'DBY WATERSTOP MFR.)

VAPOR BARRIER

6" GRAVEL ORCRUSHED STONE

UNDISTURBED SOILOR FILL

SLAB-ON-GRADE & WALL INTERFACE

SE

E S

CH

ED

ULE

2-#5 CONT.

SLAB ON GRADE

NOTE: SEE TYPICAL SLAB ON GRADE DETAIL FOR ADDITIONAL INFORMATION

3"

CL.

#4 @ 48" O.C. DOWELS ANDREINFORCEMENT U.N.O.

1' -

0"

4" 4' - 0" MAXIMUM EACH WAY

#4 CONT. @ 12" O.C.HORZ. LAP 2'-0"

HIGH DENSITY EXTRUDEDPOLYSTYRENE HAVING A MIN.COMPRESSIVE STRENGTH OF20 PSI

4"x4"-W2.1xW2.1 W.W.F.(6"x6"-W2.9xW2.9W.W.F. ALTERNATE)

.

1 1

/2"

3" 4000 PSI NORMINALWEIGHT CONCRETE

2' -

0"

MA

X.

#4 @ 12" O.C.VERT. 4

" M

IN.

1' - 0" MIN.

2"

3" M

IN.

4"4'-0" EACH WAY (TYP.)

2' -

0"

MA

X.

.

RAMP THICKNESS 0" TO 2" USE SIKA DUR 21 LO-MOD LV OR ARDEX SD-P, FOLLOW ALLMANUFACTURER RECOMMENDATIONSINCLUDING ADDED AGGREGATE AND SURFACEPREP

#4 HILTI HY150 ADHESIVE/ANCHOROR APPROVED EQUAL @ 4'-0"DRILLED INTO EXIST. SLAB (3 BARSMIN.) W/ 2" EMBED.

4"x4"-W2.1xW2.1 W.W.F.(6"x6"-W2.9xW2.9 W.W.F.ALTERNATIVE)

4000 PSI NORMALWT. CONCRETE

SEE ARCH'L DWGSFOR SLOPE OF RAMP


EXISTINGCONCRETE SLAB

2' -

0"

1 1

/2" M

IN.

#4 CONT. @ 12" O.C.HORZ. LAP 2'-0"

#4 @ 12" O.C.VERT.

EXISTINGCONCRETE

SLAB

#4 HILTI HIT HY150 ADHESIVEANCHORS @ 4'-0" DRILLEDINTO EXISTING SLAB (3 BARSMIN.WITH 2" EMBED)


#4 NOSINGBAR CONT.

.

DRAWINGSSEE ARCH'L

1 1/2" TYP.

MIN.

1' - 0"

4"x4"-W2.1xW2.1 W.W.F.(6"x6"-W2.9xW2.9W.W.F. ALTERNATE)

4,000 PSI NORMALWT. CONCRETE

1 1

/2"

3"

MIN

.

2' -

0"

MA

X.

4"

(TYP.)

4' - 0" EACH WAY#4 CONT. @12" O.C. HORZ.LAP 2'-0" #4 @ 12" O.C.

VERT.

ROUGHEN TO 1/4" AMPLITUDEOR COAT CONTACT SURFACEWITH LATEX BONDING AGENT

DOWEL W/ 1'-0" HOOK,(SEE NOTE 3)

#3@12" O.C. EACH WAY

12"

MA

X

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 PSI3. 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 FORSLAB THICKNESS

(TYP.)

FO

R D

IM.

SE

E P

LA

N

1-#4 CONT.

1' - 0"

STEP LESS THAN OR EQUAL TO SLAB THICKNESS

STEP GREATER THAN SLAB THICKNESS

1' - 0"

#4 @ 12"

1'-6"

MA

X.

PLA

NS

EE

1' - 0"

2' - 6"

"X"

= 2

'-0"

2 "X" MIN.

MIN.

1' - 0"

CONTINUOUS WALLFOOTING

2

1

STANDARD HOOK.(TYP)

FOR REINFORCINGSEE WALL SECTION

SLOPE BY CONTRACTOR TOMAINTAIN SOIL STABILITY, VERIFYWITH GEOTECHNICAL ENGINEER

ELEVATOR PIT

(SE

E P

LA

N)

PIT

DE

PT

H1' -

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 AROUNDPROVIDE PROTECTION BOARD(SEE ARCH'L DWGS.)

3" CONCRETE MUD LINE

1

1

#5 TOP AND BOTTOM EACH WAY

WATERSTOP

#4 @ 12" O.C. VERTICALAND HORIZONTAL

#5 @ 12" O.C.

1' -

0"

SE

E P

LA

N

0"

PIT

MA

T

1' -

0"

3"

CLR

.

SEE PLAN

CONCRETE WALL

1' - 0"

1' - 0"

0".

PCi t e c t s

Dwg Title



Client/Developer


Architect


Landscape Architect


Structural Engineer



Scale

Job No.

Date

Dwg No

Seal

NYC DOB Number

1522



As indicated

FOUNDATIONDETAILS

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.BOTTOMREINF.

SIDEREINF.

(EA. FACE)STIRRUP

SIZESTIRRUPSPACING

STIRRUPTYPE

TOP REINF.

W DLEFTEND

FULLLENGTH

RIGHTEND

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



FOR INSIDE DIA. SEEUTILITY/PIPING DWGS

ROLLED PL OR PIPE W/1/4" MIN. WALL THICKNESS

NOTE:SPACE ADJACENT TO PIPE SLEEVES A MINIMUMDISTANCE APART EQUAL TO WALL THICKNESS.

CL PIPE

.

3/16"x2" COLLARALL AROUND

CONCRETE WALL

3/16

1' - 0"

T/4

MA

X.

"T"

T/4

MA

X.

1' - 6"

3/4

T M

AX

.

3/4

T M

AX

.

3/4

T M

AX

.

STEPS < T/4

STEPS < 3/4T

STEPS > 3/4T

IN LIEU OF PROVIDINGSEPARATE SPLICE BARS,BEND 1-TO-6 AND LAP

LAP-SPLICED BARSBENT 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 COLUMNSOR SUPPORTINGGIRDERS

DRAPE BOT. BARFOR 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 RUNTHRU 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.

. LA

P S

PLIC

E

TE

NS

ION

LA

P S

PLIC

E

TE

NS

ION

"d"

SLA

B

"d/2

"

4"

#3 NOSING BAR

SEE PLAN FOR SLABREINFORCING

#4

SEE PLAN FORSLAB REINF.

STAIR SLABREINFORCEMENTSEE SCHEDULE

#4

SEE PLANFOR SLAB

REINF.

SEE BEAM SCHEDULEFOR BEAM REINFORCING

SEE MAIN DETAIL FORBALANCE OF INFO

DETAIL AT HALF LANDING

STAIR SLAB THICKNESS AND REINFORCING

SLAB OPENINGDIMENSION (FEET)

SLAB THICKNESS(INCHES)

REINFORCING

Ø SPACING

1012

14

16

1820

22

66

7

8

89

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"

LENGTH

TENSION

DEVELOPM

ENT

4"

NO

. O

F R

ISE

RS

#4 @ 12" TEMP.

PER ARCH.

1" KICKBACK,OR AS SHOWN

SEE S

CHEDULE

STA

IR S

LAB

REIN

FORCEM

ENT

"d"

SLA

B

ld (HOOK IF NOTATTAINABLE)

ADD'L 1-#5 BARAROUND EACHOPENING OR GROUPOF OPENINGS, TYP.

ADD'L 1-#5 BAR BETWEENEACH 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 DRILLINGLOCATIONS TO E.O.R. FOR APPROVAL. CONTRACTOR TO USE NDE METHODSTO 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

VA

RIE

S

2" CLR. (TYP.)

4" T

YP.

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.

LE

NG

TH

(T

YP

.)

CLA

SS

B L

AP

2"

CLR

. (T

YP

.)

LE

NG

TH

(T

YP

.)

CLA

SS

B L

AP

PCi t e c t s

Dwg Title



Client/Developer


Architect


Landscape Architect


Structural Engineer



Scale

Job No.

Date

Dwg No

Seal

NYC DOB Number

1522



As indicated

TYPICAL CONCRETEDETAILS

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 JOINTIN CONCRETE WALL

3/4" = 1'-0"S-301

4

TYPICAL HORIZONTAL REINFORCEMENT AT CORNERS AND JUNCTIONS OFWALLS AND BEAMS

1/2" = 1'-0"S-301

5 TYPICAL DETAIL CONCRETE STAIR 3/4" = 1'-0"S-301

7

TYPICAL DETAIL SLAB PENETRATION WITHSLEEVE DIAMETER LESS THAN 6"

1/4" = 1'-0"S-301

3 TYP. OPENINGS IN CONCRETE WALLS



TYP.

3' - 0" MIN.

PC-2

WIDTH

PC-5

WIDTH

LE

NG

TH

PILE CAPREINFORCEMENT(SEE SCHEDULE)

LE

NG

TH

PC-4

WIDTH

LE

NG

TH

PC-6

LE

NG

TH

WIDTH

PILES;SEE FNA DWGS

NOTES:

1. FOR SIZE, DEPTH, REINFORCING AND PILE ARRANGEMENTS SEE TYPICAL PILE CAPPLANS AND DETAIL

2. FOR TIES, VERTICAL BAR SPLICE AND DEVELOPMENT AND ADDITIONAL INFORMATIONSEE "TYPICAL DETAIL CONCRETE COLUMN".

DE

PT

H

ISOLATION JOINT AT COLUMN(SEE TYPICAL SLAB ONGRADE DETAIL)

DOWELS SAME SIZE ANDNUMBER AS COLUMN ORPIER REINFORCEMENTABOVE

COLUMN, PIEROR BUTTRESS

3" CLR.

CONCRETE SLAB

.

FOR VERTICAL BAR SPLICESEE "TYPICAL DETAILCONCRETE COLUMN"

.

FOR VERTICAL BARDEVELOPMENT SEE "TYPICALDETAIL CONCRETE COLUMN"

/2 S-302

DOWELS, SAME QUANTITYAND SIZE AS COLUMNVERTICAL BARS.

NOTE:

PROVIDE MECHANICAL REBAR COUPLERS TO DEVELOP MIN. 125% OF YIELDSTRENGTH OF VERTICAL REINFORCING AT ALL SPLICES..

VERTICAL BARS,SEE COL. SCHEDULE

TIES

FOR COLUMN SIZESEE SCHEDULE

USE SEPARATE DWLSSAME QUANTITY ANDSIZE AS VERTICAL BARSIN OFFSET COLUMN FACEBELOW, IF DIAGONAL BENDIS NOT USED

S = TIE SPACING. SEE TYPICALCOLUMN CROSS-SECTION FORSIZE, ARRANGEMENT, DETAILSAND SPACING OF TIES.

BEND AT TOP OF SLAB

BAR OFFSET.MAX. SLOPE OF OFFSET

BAR (OTHERWISE USESEPARATE DOWELS)

1

6

3"

MA

X.

.

COMPRESSION SPLICE(MIN.) TENSION SPLICE

WHERE REQUIREDBY ENGINEER

DIM "A"

.

SLAB OR BEAM BARS

3"

"S"

"S"

"S"

HOOK IN FOOTING

.

COMPRESSION SPLICE(MIN.) TENSION SPLICEWHERE REQUIRED BY

ENGINEER

COMPRESSIONDEVELOPMENTLENGTH (MIN.)

TENSION DEVELOPMENTWHERE REQUIRED

BY ENGINEER

FOOTING, PILE CAPPIER OR BUTTRESS

SEE FOUNDATION PLAN

.

2' - 0"

.

"S"

"S"

3"

"S"

"S"

TOP LEVELBEAMSAND/ORSLABS

2 SPACES @ 3"

COMPRESSION SPLICE(MIN.) TENSION SPLICEWHERE REQUIRED BYENGINEER

INTERMEDIATE LEVELBEAMS AND/OR SLABS

2 SPACES @ 3"

FOR COLUMN SIZESEE COLUMN

SCHEDULE

LONGITUDINAL BARSSEE COLUMN SCHEDULE

ALTERNATE 90° AND180° STANDARD HOOKS

STANDARD 90°HOOKS ALTERNATECORNERSNOTES:

1. TIE SIZE #3 FOR LONGITUDINAL BARS UP TO #9 AND #4FOR 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 BARSHALL HAVE LATERAL SUPPORT PROVIDED BY CORNER

OF A TIE HAVING AN INCLUDED ANGLE OF NOT MORE THAN135° AND NO BAR SHALL BE FARTHER THAN 6" CLEAR OFEITHER SIDE FROM SUCH A LATERALLY 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"

ColumnLocations

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"

ColumnLocations

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

12 x

14 4

-#7 (

#4 @

12)

DL =

150 k

ip L

L =

23 k

ip

14 X

24 4

-#7 (

#4 @

12)

18 x

24 8

-#7 (

#4 @

12)

18 x

24 8

-#7 (

#4 @

12)

12 x

14 4

-#7 (

#4 @

12)

12 x

14 4

-#7 (

#4 @

12)

14 x

18 4

-#8 (

#4 @

12)

12 x

14 4

-#8 (

#4 @

12)

12 x

14 4

-#7 (

#4 @

12)

12 x

14 4

-#7 (

#4 @

12)

14 x

18 4

-#8 (

#4 @

12)

12 x

14 4

-#7 (

#4 @

12)

14 x

18 4

-#8 (

#4 @

12)

14 x

18 4

-#8 (

#4 @

12)

14 x

18 4

-#8 (

#4 @

12)

14 x

18 4

-#8 (

#4 @

12)

14 X

24 4

-#10 (

#4 @

3)

12 x

14 4

-#7 (

#4 @

12)

12 x

14 4

-#7 (

#4 @

12)

12 x

14 4

-#7 (

#4 @

12)

12 x

14 4

-#7 (

#4 @

12)

12 x

14 4

-#7 (

#4 @

12)

12 x

14 4

-#7 (

#4 @

12)

12 x

14 4

-#7 (

#4 @

12)

12 x

14 4

-#7 (

#4 @

12)

12 x

14 4

-#7 (

#4 @

12)

12 x

14 4

-#7 (

#4 @

12)

12 x

14 4

-#7 (

#4 @

12)

12 x

14 4

-#7 (

#4 @

12)

12 x

14 4

-#7 (

#4 @

12)

14 x

18 4

-#9 (

#4 @

3)

14 X

24 4

-#10 (

#4 @

12)

14 X

24 4

-#7 (

#4 @

12)

12 x

14 4

-#7 (

#4 @

12)

18 x

18 9

-#9 (

#4 @

18)

18 x

18 9

-#9 (

#4 @

18)

18 x

18 9

-#9 (

#4 @

18)

18 x

18 9

-#9 (

#4 @

18)

18 x

18 9

-#9 (

#4 @

18)

18 x

24 8

-#7 (

#4 @

12)

18 x

24 8

-#7 (

#4 @

12)

18 x

24 8

-#7 (

#4 @

12)

18 x

24 4

-#10 (

#4 @

18)

18 x

24 8

-#7 (

#4 @

12)

14 x

18 4

-#8 (

#4 @

12)

12 x

14 4

-#7 (

#4 @

12)

14 X

24 4

-#7 (

#4 @

12)

DL =

410 k

ip L

L =

137 k

ip

18 x

24 8

-#7 (

#4 @

12)

DL =

583 k

ip L

L =

234 k

ip

18 x

24 8

-#7 (

#4 @

12)

DL =

542 k

ip L

L =

189 k

ip

12 x

14 4

-#7 (

#4 @

12)

DL =

148 k

ip L

L =

24 k

ip

12 x

14 4

-#7 (

#4 @

12)

DL =

173 k

ip L

L =

30 k

ip

14 x

18 4

-#8 (

#4 @

12)

DL =

306 k

ip L

L =

111 k

ip

12 x

14 4

-#8 (

#4 @

12)

DL =

298 k

ip L

L =

63 k

ip

12 x

14 4

-#7 (

#4 @

12)

DL =

294 k

ip L

L =

62 k

ip

12 x

14 4

-#7 (

#4 @

12)

DL =

168 k

ip L

L =

30 k

ip

14 x

18 4

-#8 (

#4 @

12)

DL =

284 k

ip L

L =

132 k

ip

12 x

14 4

-#7 (

#4 @

12)

DL =

146 k

ip L

L =

22 k

ip

14 x

18 4

-#8 (

#4 @

12)

DL =

266 k

ip L

L =

121 k

ip

14 x

18 4

-#8 (

#4 @

12)

DL =

263 k

ip L

L =

100 k

ip

14 x

18 4

-#8 (

#4 @

12)

DL =

275 k

ip L

L =

139 k

ip

14 x

18 4

-#8 (

#4 @

12)

DL =

200 k

ip L

L =

67 k

ip

14 X

24 4

-#10 (

#4 @

3)

DL =

203 k

ip L

L =

95 k

ip

12 x

14 4

-#7 (

#4 @

12)

DL =

117 k

ip L

L =

48 k

ip

12 x

14 4

-#7 (

#4 @

12)

DL =

138 k

ip L

L =

68 k

ip

12 x

14 4

-#7 (

#4 @

12)

DL =

260 k

ip L

L =

91 k

ip

12 x

14 4

-#7 (

#4 @

12)

DL =

239 k

ip L

L =

50 k

ip

12 x

14 4

-#7 (

#4 @

12)

DL =

315 k

ip L

L =

60 k

ip

12 x

14 4

-#7 (

#4 @

12)

DL =

289 k

ip L

L =

49 k

ip

12 x

14 4

-#7 (

#4 @

12)

DL =

228 k

ip L

L =

40 k

ip

12 x

14 4

-#7 (

#4 @

12)

DL =

211 k

ip L

L =

40 k

ip

12 x

14 4

-#7 (

#4 @

12)

DL =

153 k

ip L

L =

27 k

ip

14 x

38 4

-#7 (

#4 @

12)

DL =

98 k

ip L

L =

28 k

ip

12 x

14 4

-#7 (

#4 @

12)

DL =

116 k

ip L

L =

46 k

ip

12 x

14 4

-#7 (

#4 @

12)

DL =

164 k

ip L

L =

65 k

ip

12 x

14 4

-#7 (

#4 @

12)

DL =

174 k

ip L

L =

72 k

ip

14 X

24 4

-#10 (

#4 @

12)

DL =

362 k

ip L

L =

160 k

ip

14 X

24 4

-#7 (

#4 @

12)

DL =

319 k

ip L

L =

93 k

ip

12 x

14 4

-#7 (

#4 @

12)

DL =

173 k

ip L

L =

30 k

ip

18 x

18 9

-#9 (

#4 @

18)

DL =

392 k

ip L

L =

225 k

ip

18 x

18 9

-#9 (

#4 @

18)

DL =

369 k

ip L

L =

206 k

ip

18 x

18 9

-#9 (

#4 @

18)

DL =

569 k

ip L

L =

183 k

ip

18 x

18 9

-#9 (

#4 @

18)

DL =

323 k

ip L

L =

159 k

ip

18 x

18 8

-#7 (

#4 @

12)

DL =

280 k

ip L

L =

106 k

ip

18 x

24 8

-#9 (

#4 @

6)

DL =

388 k

ip L

L =

190 k

ip

18 x

24 8

-#7 (

#4 @

12)

DL =

620 k

ip L

L =

219 k

ip

18 x

24 8

-#7 (

#4 @

12)

DL =

516 k

ip L

L =

189 k

ip

18 x

24 4

-#10 (

#4 @

18)

DL =

566 k

ip L

L =

221 k

ip

18 x

24 8

-#7 (

#4 @

12)

DL =

529 k

ip L

L =

416 k

ip

14 x

18 4

-#8 (

#4 @

12)

DL =

290 k

ip L

L =

111 k

ip

12 x

14 4

-#7 (

#4 @

12)

DL =

219 k

ip L

L =

44 k

ip

18 x

24 4

-#10 (

#4 @

18)

18 x

24 4

-#10 (

#4 @

18)

DL =

320 k

ip L

L =

139 k

ip

18 x

24 4

-#10 (

#4 @

18)

DL =

301 k

ip L

L =

119 k

ip

18 x

24 4

-#10 (

#4 @

18)

18 x

24 4

-#10 (

#4 @

18)

DL =

270 k

ip L

L =

105 k

ip

12 x

14 4

-#7 (

#4 @

12)

12 x

14 4

-#7 (

#4 @

12)

12 x

14 4

-#7 (

#4 @

12)

DL =

94 k

ip L

L =

32 k

ip

18 x

34 8

-#9 (

#4 @

18)

DL =

418 k

ip L

L =

90 k

ip

18 x

34 8

-#9 (

#4 @

6)

DL =

267 k

ip L

L =

123 k

ip

12 x

14 4

-#7 (

#4 @

12)

DL =

138 k

ip L

L =

24 k

ip

18 x

34 8

-#9 (

#4 @

6)

DL =

397 k

ip L

L =

311 k

ip

18 x

24 8

-#7 (

#4 @

12)

18 x

24 8

-#7 (

#4 @

12)

DL =

610 k

ip L

L =

363 k

ip

18 x

24 4

-#10 (

#4 @

18)

18 x

24 4

-#10 (

#4 @

18)

18 x

24 4

-#10 (

#4 @

18)

DL =

305 k

ip L

L =

120 k

ip

14 X

24 4

-#9 (

#4 @

3)

12 x

18 4

-#7 (

#4 @

12)

DL =

86 k

ip L

L =

34 k

ip

12 x

14 4

-#7 (

#4 @

12)

DL =

94 k

ip L

L =

32 k

ip

4749 51 52 54 56 58 46 50 60 48 53 55 57 59 28 31 32 34 35 36 38 40 41

4230 33 37 39 20.1

27

21 22 23 24 2526

10 12 13 19 14 15 16 17 18 20 19.1 1 3 4 5 6 7 8 9

43

2

12 x

14 4

-#7 (

#4 @

12)

13.1

44

8 x

24 4

-#7 (

#4 @

12)

11

MAT SLAB W/INTEGRAL PILECAPS

COLUMN

BELOW SLABPIPING, TYP.SEE ARCH.

WATERPROOFING,SEE ARCH.

9.625"Ø O.D. GRADE 80 STEELCASING WITH 0.472" WALL; INSTALLCASING 6" MIN. INTO ROCK.

GRAVEL/ SETTING BED

MAT SLAB REINF., SEEPLAN & SCHEDULE

PILE REINF.,SEE SCHEDULE

3"

1D

B

#18 THREADED BAR GRADE 75

REFER TO FNADRAWINGS FOR SOCKET

LENGTH INTO ROCK

5000 PSI GROUT

6"

MIN

.

HEX NUTS 3

D

2.9CONC. WALL;SEE PLAN

CONC. COLUMN;SEE SCHEDULE

#4 TIES @ SAME SPACINGAS COLUMN TIES

PCi t e c t s

Dwg Title



Client/Developer


Architect


Landscape Architect


Structural Engineer



Scale

Job No.

Date

Dwg No

Seal

NYC DOB Number

1522



As indicated

COLUMN SCHEDULEAND 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



FOUNDATION PILE - DUPLEX DRILLING METHOD INSTALLATION NOTES

(THE FOLLOWING NOTES ARE FOR INFORMATION ONLY, REFER TO FNADRAWINGS FOR FURTHER INFORMATION AND DETAILS)

1. ALL PIPES SHALL BE INSTALLED IN THE LOCATION SHOWN ON THESEDRAWINGS.

2. PERFORM UTILITY IDENTIFICATION AND EXPLORATION AS NECESSARY.

3. THE FOUNDATION PILES SHALL BE 9-5/8"Ø GRADE 80 STEEL CASING ANDSHALL BE INSTALLED USING A CASING PREDRILLED AT EACH LOCATION.THE CASING USED FOR PILE INSTALLATION SHALL BE LARGE ENOUGH TOHOUSE THE 9-5/8"Ø CASING.THE FOUNDATION PILES SHALL BE 9-5/8"Ø GRADE 80 STEEL CASING ANDSHALL BE INSTALLED USING A CASING PREDRILLED AT EACH LOCATION.THE CASING USED FOR PILE INSTALLATION SHALL BE LARGE ENOUGH TOHOUSE 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 CUTTINGTEETH.

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 BYA MINIMUM 0F 2 FEET. IF OBSTRUCTIONS ARE ENCOUNTERED OR IFOUTSIDE CASING GETS STUCK, ADVANCE INNER CASING THROUGHOBSTRUCTION OR UNTIL OUTER CASING CAN REVOLVE, AND THENRESUME STANDARD PROCEDURE OF 2 FOOT LEAD OF THE OUTSIDECASING. IF EXISTING CONCRETE IS DISCOVERED DURING DRILLINGPROCESS, FOLLOW TA GENERAL NOTE 15, PERTAINING TO THE OF USEDOWN-THE-HOLE-HAMMER.

4.4 FOLLOW UP WITH ADDITIONAL CASING TO ELEVATION SHOWN ON THESEDRAWINGS.

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 ORCONCRETE

CHORD REINF.

#4 TIES @ 12" OC.BETWEEN ALTERNATEPAIRS OF CHORDBARS

SP

LIC

E (

TY

P.)

TE

NS

ION

LA

P

(TYP.)

6"

INSTALL CHORDS BARSSYMETRICAL ABOUT CORNER

SPLICE (TYP.)

TENSION LAP

#4@12"

WITH VERT. CHORD REINF.WITHOUT VERT. CHORD REINF.

CLR.1 1/2"

SPLICE

TENSION LAPCLR.1 1/2"

SPLICE

TENSION LAP

#4@12"

#4 TIES @ 12: OC.BETWEEN ALTERNATEPAIRS OF CHORDBARS

CHORD REINF.(TYP.)

6"#4@12"

WITHOUT VERT. CHORD REINF. WITH VERT. CHORD REINF.

INSTALL CHORD BARSSYMETRICAL ABOUT WALL (TYP.)

6"

2' -

0"

SP

LIC

E

TE

NS

ION

LA

P

REINF. SAME SIZE& SPACING ASHORIZ. REINF.

WITHOUT VERT. CHORD REINF. WITH VERT. CHORD REINF.

SUPPORTING MEMBER

HORIZ. REINF.

SHEAR WALL

1 1/2" CLR.

SP

LIC

E

TE

NS

ION

LA

P

VERTICAL REINF.

SP

LIC

E

TE

NS

ION

LA

P

DOWELS; SAME SIZE &SPACING AS VERT. REINF.INSTALL FOR FULL DEPTHOF SUPPORTING MEMBER.

HEIGHT

OPENING

SHEAR WALL

#4 "U" BARS; SAMESPACING AS "H.E.F."

REINFORCING

INSTALL TIES WHEREVERTICAL BARS ARE

"CHORD STEEL"

ADD'L VERT. REINF. ONEA. SIDE OF OPNG.;2-#5 MIN.

DOWELS; SAME SIZE &SPACING AS VERT. REINF.

SHEAR WALL

SP

LIC

E

TE

NS

ION

LA

P

SP

LIC

E

TE

NS

ION

LA

P

SHEAR WALL

DOWELS; SAME SIZE&SPACING AS VERT. REINF.ABOVE.

SP

LIC

E

TE

NS

ION

LA

P

#4 @12" T&B

@12" T&B;#41-#5x5'-0" DIAG. E.F.FOR DIM

"B1"

"B2"

EQ

EQ

TYP., E.E.

DIM."B"

DIM."B"= THE LARGEROF 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 EFFECTIVEOPENINGS 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 FLOOR18' - 4 1/2"

2 3 4 5 6 7 8 9 10

3RD FLOOR27' - 5 1/2"

4TH FLOOR36' - 6 1/2"

5TH FLOOR45' - 7 1/2"

6TH FLOOR54' - 8 1/2"

7TH FLOOR63' - 9 1/2"

8TH FLOOR72' - 10 1/2"

ROOF82' - 2 1/2"

WEST PRECAST SHEAR WALL EAST PRECAST SHEAR WALL

BREAK IN WALL; SEE PLAN

PCi t e c t s

Dwg Title



Client/Developer


Architect


Landscape Architect


Structural Engineer



Scale

Job No.

Date

Dwg No

Seal

NYC DOB Number

1522



As indicated

CONCRETE SHEARWALL 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 CHANGEIN WALL THICKNESS

1/4" = 1'-0"S-303

9

ADDITIONAL REINFORCING AROUNDOPENINGS 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 REVERSIBLE2. LOADS ARE IN KIPS3. LOADS ARE SERVICE LOADS

NOTES:

1. WIND AND SEISMIC LOADS ARE REVERSIBLE2. LOADS ARE IN KIPS3. LOADS ARE SERVICE LOADS



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:

1. LOADS ARE IN KIPS2. LOADS ARE SERVICE LOADS

PROVIDE SUFFICIENT HIGHCHAIR SUPPORTS TO HOLD TOP

REINF. RIGIDLY IN PLACE.

TOP BARS PROVIDE THE SAMESIZE & SPACING AS TEMP. BARS

(U.N.O.)TEMP. REINF. (SEE SCHED.)

BOTTOM BARS 50% (MIN.)SHALL EXTEND FULL LENGTHINTO END SUPPORTS.

TOP BARS PROVIDE THESAME SIZE & SPACINGAS TEMP. BARS (U.N.O.)

TYPICAL DETAIL AT SUPPORTS PARALLELTO MAIN REINFORCING IN ONE-WAY SLAB

NON-CONTINUOUS END CONTINUOUS END

TYPICAL DETAIL AT SUPPORTS PERPENDICULARTO MAIN REINFORCING IN ONE-WAY SLAB

ONE-WAY SLAB TEMP.REINF. (GRADE 60 STEEL)

SLABTHICKNESS

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 RUNTHROUGHUNINTERRUPTED

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 ANDBOTTOM REINFORCINGINTERRUPTED BY OPENING.AT EACH SIDE OF OPENINGMINIMUM 1 - #5 TOP ANDBOTTOM EACH SIDE

HOOK ALL TOP BARSINTERRUPTED BY OPENING

.

(HOOK IF NOT ATTAINABLE)TENSION LAP SPLICE LENGTH

L1L2

Ln2

.30 Ln1 OR .30 Ln2

GREATER THAN

SE

E P

LA

N

"h"

.30 Ln1 OR .30 Ln2

GREATER OF

INTERIOR COLUMNEXTERIOR COLUMNOR SUPPORT

Ln1 = CLEAR SPAN

.30 Ln1

≥ 25% As TOP

As BOTTOM COL. STRIP≥ .33 As TOP COL. STRIP

.

100% BOTTOM BARS SHALL BECONTINUOS OVER SUPPORT ORPROVIDE CLASS B TENSION LAPSPLICE IN THIS REGION ONLY

L1L2

Ln2

.22 Ln1 OR .22 Ln2

GREATER OF

.22 Ln1 OR .22 Ln2

GREATER OF


.22 Ln1

.

COLUMN STRIP

MIDDLE STRIP

L1L2

Ln2

.33 OR .33 Ln2

GREATER OF

.33 Ln1 OR .33 Ln2

GREATER OF


Ln1 = CLEAR SPAN

.33 Ln1

100% BOTTOM BARS SHALL BECONTINUOS OVER SUPPORT ORPROVIDE CLASS B TENSION LAPSPLICE IN THIS REGION ONLY

COLUMN STRIP - WITH DROP PANELS

NOTE: SAME REINFORCEMENT PROFILE BOTH DIRECTIONS. TRANSVERSE DIRECTION NOT SHOWN FOR CLARITY.

PROVIDESTANDARD HOOKFOR TOP BARS ATEXTERIORSUPPORT OF ENDSPANS

75% As TOP

HOOK 100% - BOTTOMBARS IN EACH DIRECTIONAT EXTERIOR SUPPORTSWITH STANDARD HOOK

100% BOTTOM BARS SHALL BECONTINUOUS OVER SUPPORT ORPROVIDE CLASS B TENSION LAPSPLICE IN THIS REGION ONLY

≥ 25% As TOP

25% As TOP

As BOTTOM COL. STRIP≥ .33 As TOP COL. STRIP

HOOK 100% - BOTTOMBARS IN EACH DIRECTIONAT 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 BARSOCCUR IN ADJOININGSPANS, LAPS SHALL BECLASS A TENSION SPLICEAT MIDSPAN. MIN. 50% AsTOP OR 2 BARS, WHICHEVER IS GREATER, TO BECONT.

EXEND TOP BARS TENSIONDEVELOPMENT LENGTH

BEYOND SPAN IN WHICH BARIS REQ'D

FOR BEAMS WITH MORE THAN 2BOTTOM BARS STOP NO MORE THAN

50% OF REINF. HERE. AT BEAMSSUPPORTING CONCENTRATED LOADS

EXTEND ALL BARS INTO SUPPORTSUNLESS OTHERWISE NOTED

(FO

R O

TH

ER

SS

EE

SE

CT

ION

)

FOR BEAMBOTTOM BARS,

SEE BEAMSCHEDULE

FOR STIRRUPSPACING "S"

SEE BEAMSCHEDULE

.

0"

EXTEND REINF.WHERE POSSIBLE,OTHERWISE PROVIDESTANDARD HOOK

CONTINUOUS TOP BARS FOR NUMBER ANDSIZE SEE BEAM SCHEDULE. (MIN. 50% AsTOP OR 2 BARS, WHICH EVER IS GREATER,TO BE CONTINUOUS

NON-CONTINUOUS TOPREINFORCING 50% AsTOP

50% As TOP

TOP OF BEAMAND SLAB

NON-CONTINUOUS END CONTINUOUS END

TOP REINFORCING (IF NONEINDICATED PROVIDE 2-#5CONTINUOUS AT STIRRUPS

WIDTH

BEAM

1-1/2" CLEAR TO STIRRUPS

SECTION WITH OPEN STIRRUPS

BE

AM

DE

PT

H

OPEN STIRRUPSEE SCHEDULE

BOTTOMREINFORCING


BEAM WIDTH

BE

AM

DE

PT

H

CLOSED STIRRUPS(HOOPS) SEESCHEDULE

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 WHEREEFFECTIVE DEPTH'd' EXCEEDS 36"PROVIDE SKINREINFORCEMENTPER TABLE BUT NOTLESS THAN #4 @12" O.C. EACH FACE

TIES OR STIRRUPSSEE BEAM SCHEDULE

GR

AD

E B

EA

MS

3"

CLE

AR

FO

R

10B Ø4" M

IN.

10B Ø4" M

IN.


1-1/2" CLEARTO STIRRUPS


1-1/2" CLEAR TOSTIRRUPS

S2h <

d/48 x SMALLEST LONG. BAR Ø24" x HOOP BAR DIA12"

S2h = HOOP SPACINGWITHIN DISTANCE 2h ATBOTH ENDS OF MEMBER

CO

LU

MN

COLUMN COLUMNCOLUMN

OF

NE

XT

CO

LU

MN

OF NEXTCOLUMN

L1/4 L2/4 L2/2 L2/4 L3/4 L3/2 L3/4

L1 L2 L3

COLUMN STRIP MIDDLE STRIP COLUMN STRIPMIDDLESTRIP

COLUMNSTRIP

L4/4

L5/4

L5/2

L5/4

L6/4

L6/2

L6/4

L4

L5

L6

CO

LU

MN

ST

RIP

MID

DLE

ST

RIP

CO

LU

MN

ST

RIP

MID

DLE

ST

RIP

CO

LU

MN

ST

RIP

TYPICAL SLAB EDGETOP BAR, SEE PLAN

TOP BARS, SEE PLAN ANDTYPICAL DETAIL FOR SIZE ANDLENGTH. ALTERNAT LONG ANDSHORT BARS

BEAM/GRADE BEAM

≥ 50% As TOP COLUMN STRIPPLACED WITHIN C + 3h (SHADED

AREA) IN EACH DIRECTION (TYP.)

IF ANY OF THE SPAN LENGTHSL1, L2, L3 ARE SMALLER THANTHE TRANSVERSE WIDTHS L4,

L5, L6 THEN THE WIDTHS OFTHE COLUMN STRIP FOR THATSPAN WILL BE SPAN LENGTH/4

ON EITHER SIDE OF COLUMN(SEE ACI 318/13.2.1)

NOTES:

1. C1 & C2 = DIMENSIONS OF CONCRETE COLUMN BELOW2. h = SLAB THICKNESS3. (SEE TYPICAL TWO-WAY SLAB BAR EXTENSION AND CUT DETAIL, ON THIS DRAWING)

IF ANY OF THE SPAN LENGTHS L4, L5, L6ARE SMALLER THAN THE TRANSVERSEWIDTHS L1, L2, L3 THEN THE WIDTHS OFTHE COLUMN STRIP FOR THAT SPANWILL BE SPAN LENGTH /4 ON EITHERSIDE OF COLUMN (SEE ACI 318/13.2.1)

BEAM/GRADE BEAM

TOP BAR COLUMNSTRIP. TYP.

TYPICAL SLAB EDGETOP BAR, SEE PLAN

C2

C1

.

BOTT. BARMIDDLE STRIPEACH WAY

BOTT. BAR

BO

TT

. B

AR

BO

TT

. B

AR

BOTT. BAR

COL. STRIP

CO

L. S

TR

IP

COL. STRIP

CO

L. S

TR

IP

≥ 25% As TOPCONTINUOUS (TYP.)

PCi t e c t s

Dwg Title



Client/Developer


Architect


Landscape Architect


Structural Engineer



Scale

Job No.

Date

Dwg No

Seal

NYC DOB Number

1522



As indicated

CONCRETE BEAMAND 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 FRAMEDSLAB 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 REINFORCEMENTAT 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 WITHOUTHOOKED ENDS

DEFORMED BARS WITH HOOKEDENDS

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) ANCHORCOLUMN

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. THECOVER 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" COVER4. 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 LAPS6. LAP = TENSION LAP SPLICE BARS FOR CLASS B SPLICES7. HOOKS = BARS ANCHORED WITH 90O OR 180O HOOKS FOR TENSION, 2 1/2" COVER REQUIRED ON ALL SIDES8. 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.

Rev. Date Description05/29/2013 SUBMISSION TO NYCTA09/11/2013 SUBMISSION TO NYCTA11/20/2013 UPDATED BID SET03/14/2014 SUBMISSION TO NYCTA05/12/2014 SUBMISSION TO NYCTA

2ND FLOOR18' - 4 1/2"

TOP BARS; SEEBEAM SCHEDULE

TENSION LAPSPLICE

BOTTOM BARS; SEEBEAM SCHEDULE

BE

AM

DE

PT

H; S

EE

SC

HE

DU

LE

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 ONRIGID INSULATION

CONCRETE SLAB;SEE PLAN

SLAB STEP, SEEDETAIL /6 S-301

RETAIL "B"0' - 0"

CONCRETE UPTURNEDBEAM; SEE PLAN

WALL; SEE ARCH.


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.COLUMNBEYOND

CONC. SLAB;SEE PLAN

CONC. SLAB; SEE PLAN

CANT. CONC.BEAM; SEE PLAN.

11 3

/4"



SLAB REINF.SEE SCHEDULE.

0"

0"

MASONRY WALL;SEE PLAN

BE

AM

DE

PT

H; S

EE

SC

HE

DU

LE

TENSIONS LAP SPLICE

EF

RETAIL "B"0' - 0"

CONC.COLUMNBEYONDCONC. SLAB; SEE PLAN

CONC. BEAM;SEE PLAN.





RETAIL "B"0' - 0"

CONC. SLAB;SEE PLAN




DOWEL TOMATCH VERT.

PCi t e c t s

Dwg Title



Client/Developer


Architect


Landscape Architect


Structural Engineer



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.) ENDTOP L.E.

BARSTOP F.L.

BARSTOP 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-#[email protected].

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 BEPLACED 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 BEPLACED 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


09/11/2013 SUBMISSION TO NYCTA11/20/2013 UPDATED BID SET03/14/2014 SUBMISSION TO NYCTA05/12/2014 SUBMISSION TO NYCTA

6 7

C

B.3

C.2

EQ EQ EQ EQ EQ EQ EQ

32' - 8 3/4"

EQ

EQ

EQ

EQ

2' -

0"

6"

16' -

2 1

/2"

1' -

3 1

/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"

THICKENEDCONCRETESLAB

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. COLUMNBEYOND; SEE PLAN.

CONC. WALL;SEE PLAN

CONC. SLAB;SEE PLAN

PILE CAP WIDTH; SEE TYPICAL DETAILS AND SCHEDULE

CELLAR-13' - 3 3/4"

CONCRETE PITWALL; SEE PLAN


2"x4" KEYWAY CONT. TOP & BOT.

BENTONITE WATERSTOP (TYP.)

WATERPROOFING ALLAROUND PROVIDEPROTECTION BOARD(SEE ARCH'L DWGS.)

2' -

0"

3' -

0"

2' -

0"

1' -

0"

FOUNDATIONPILE; SEEPLAN

OVERPOUR ATCONTRACTOR'SOPTION

1

PILE CAP BEYOND;SEE PLAN

GRADE BEAM;SEE PLAN

CONC. CURB;SEE ARCH.

CMU SHEARWALL; SEE PLAN

SLAB ON GRADE;SEE PLAN

CONCRETE COLUMNBEYOND; SEE PLAN

1ST FLOOR-0' - 7 1/2"

2

CELLAR-13' - 3 3/4"


CONCRETESLAB; SEE PLAN

DRIVE RAMP;SEE PLAN


CONCRETESLAB; SEE PLAN

CONCRETEBEAM; SEE PLAN

CONCRETE BEAMBEYOND; SEE PLAN

CELLAR-13' - 3 3/4"

CONCRETE DRIVESLAB; SEE PLAN.

CONCRETE SLAB;SEE PLAN.


A.3A

GRADE BEAMBEYOND; SEE PLAN

GRADE BEAM;SEE PLAN

CONCRETE SLAB ONGRADE; SEE PLAN

PILE CAP;SEE PLAN

CONCRETE COLUMNBEYOND; SEE PLAN

STEEL H-PILE;SEE PLAN

CELLAR-13' - 3 3/4"



CONCRETE RAMP;SEE PLAN


PILE BEYOND;SEE PLAN

CELLAR-13' - 3 3/4"


CONCRETE RAMP;SEE PLAN

CELLAR-13' - 3 3/4"

A.2A

SE

E P

LA

N A

ND

SC

HE

D.

PIL

E C

AP

CONCRETE COLUMN;SEE PLAN.

MAT SLAB W/ INTEGRALPILECAPS

WATERPROOFING,SEE ARCH.

PILES

MAT SLAB REINF., SEEPLAN & SCHEDULE

BELOW SLABPIPING, TYP.SEE ARCH.

1

RETAIL "B"0' - 0"

FINISH; SEE ARCH. CONC. WALL;SEE PLAN

CONC. CURB;SEE ARCH.

CMU SHEARWALL; SEE PLAN

CONC. RAMP;SEE PLAN

PCi t e c t s

Dwg Title



Client/Developer


Architect


Landscape Architect


Structural Engineer



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


11/20/2013 UPDATED BID SET03/14/2014 SUBMISSION TO NYCTA05/12/2014 SUBMISSION TO NYCTA

MAT FOUNDATION SCHEDULE

MARK

SIZE

THICKNESS

BOTTOMREINFORCEMENT 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

CE

NT

ER

LIN

E O

F T

RA

CK

S

BASE OF RAILEL. ±88.06

CE

NT

ER

LIN

E O

F T

RA

CK

S

CE

NT

ER

LIN

E O

F S

UR

VE

Y

�

℄

CE

NT

ER

LIN

E O

F T

RA

CK

S

BASE OF RAILEL. ±88.40

CE

NT

ER

LIN

E O

F T

RA

CK

S

CE

NT

ER

LIN

E O

F T

RA

CK

S

CE

NT

ER

LIN

E O

F T

RA

CK

S

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



Client/Developer


Architect


Landscape Architect


Structural Engineer



Scale

Job No.

Date

Dwg No

Seal

NYC DOB Number

1522



1/4" = 1'-0"

SUBWAY TUNNELSECTIONS

05/08/2013

13892

S-308.00


03/14/2014 SUBMISSION TO NYCTA05/12/2014 SUBMISSION TO NYCTA

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

Documents

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