1200 New Jersey Ave., SE 

 Washington, D.C. 20590 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

September 30, 2020 

In Reply Refer To: 

HSST-1/B-349 

Mr. Samuel Summerville 

Thornton Tomasetti, Inc. 

40 Wall Street 

New York, NY 10005 

USA 

Dear Mr. Summerville: 

This letter is in response to your June 12, 2020 request for the Federal Highway Administration 

(FHWA) to review a roadside safety device, hardware, or system for eligibility for reimbursement 

under the Federal-aid highway program. This FHWA letter of eligibility is assigned FHWA 

control number B-349 and is valid until a subsequent letter is issued by FHWA that expressly 

references this device. 

Decision 

The following device is eligible within the length-of-need, with details provided in the form 

which is attached as an integral part of this letter: 

• Throgs Neck Bridge Rail

Scope of this Letter 

To be found eligible for Federal-aid funding, new roadside safety devices should meet the crash 

test and evaluation criteria contained in the American Association of State Highway and 

Transportation Officials’(AASHTO) Manual for Assessing Safety Hardware (MASH). 

However, the FHWA, the Department of Transportation, and the United States Government do 

not regulate the manufacture of roadside safety devices. Eligibility for reimbursement under the 

Federal-aid highway program does not establish approval, certification or endorsement of the 

device for any particular purpose or use. 

This letter is not a determination by the FHWA, the Department of Transportation, or the United 

States Government that a vehicle crash involving the device will result in any particular 

outcome, nor is it a guarantee of the in-service performance of this device. Proper 

manufacturing, installation, and maintenance are required in order for this device to function as 

tested. 

This finding of eligibility is limited to the crashworthiness of the system and does not cover other 

structural features, nor conformity with the Manual on Uniform Traffic Control Devices. 
2 

Eligibility for Reimbursement 

Based solely on a review of crash test results and certifications submitted by the manufacturer, 

and the crash test laboratory, FHWA agrees that the device described herein meets the crash test 

and evaluation criteria of the AASHTO’s MASH. Therefore, the device is eligible for 

reimbursement under the Federal-aid highway program if installed under the range of tested 

conditions. 

Name of system: Throgs Neck Bridge Rail 

Type of system: Longitudinal Barrier 

Test Level: MASH Test Level 5 (TL5) 

Testing conducted by: Texas A&M Transportation Institute (TTI) 

Date of request: June 12, 2020 

FHWA concurs with the recommendation of the accredited crash testing laboratory on the 

attached form. 

Full Description of the Eligible Device 

The device and supporting documentation, including reports of the crash tests or other testing 

done, videos of any crash testing, and/or drawings of the device, are described in the attached 

form. 

Notice 

This eligibility letter is issued for the subject device as tested. Modifications made to the device 

are not covered by this letter. Any modifications to this device should be submitted to the user 

(i.e., state DOT) as per their requirements. 

You are expected to supply potential users with sufficient information on design, installation and 

maintenance requirements to ensure proper performance. 

You are expected to certify to potential users that the hardware furnished has the same chemistry, 

mechanical properties, and geometry as that submitted for review, and that it will meet the test 

and evaluation criteria of AASHTO’s MASH.

Issuance of this letter does not convey property rights of any sort or any exclusive privilege. This 

letter is based on the premise that information and reports submitted by you are accurate and 

correct. We reserve the right to modify or revoke this letter if: (1) there are any inaccuracies in 

the information submitted in support of your request for this letter, (2) the qualification testing 

was flawed, (3) in-service performance or other information reveals safety problems, (4) the 

system is significantly different from the version that was crash tested, or (5) any other 

information indicates that the letter was issued in error or otherwise does not reflect full and 

complete information about the crashworthiness of the system. 
3 

Standard Provisions 

• To prevent misunderstanding by others, this letter of eligibility designated as FHWA 

control number B-349 shall not be reproduced except in full. This letter and the test 

documentation upon which it is based are public information. All such letters and 

documentation may be reviewed upon request. 

• This letter shall not be construed as authorization or consent by the FHWA to use, 

manufacture, or sell any patented system for which the applicant is not the patent holder. 

• This FHWA eligibility letter is not an expression of any Agency view, position, or 

determination of validity, scope, or ownership of any intellectual property rights to a 

specific device or design. Further, this letter does not impute any distribution or licensing 

rights to the requester. This FHWA eligibility letter determination is made based solely 

on the crash-testing information submitted by the requester. The FHWA reserves the 

right to review and revoke an earlier eligibility determination after receipt of subsequent 

information related to crash testing. 

Sincerely, 

Michael S. Griffith 

Director, Office of Safety Technologies 

Office of Safety 

Enclosures 
Version 10.0 (05/16) 

Page 1 of 6 

Request for Federal Aid Reimbursement Eligibility 

of Highway Safety Hardware 

Submitter 

Date of Request: June 12, 2020 New Resubmission 

Name: Samuel Summerville 

Company: Thornton Tomasetti, Inc. 

Address: 40 Wall Street, New York, NY 10005 

Country: USA 

To: Michael S. Griffith, Director 

FHWA, Office of Safety Technologies 

I request the following devices be considered eligible for reimbursement under the Federal-aid 

highway program. 

Device & Testing Criterion - Enter from right to left starting with Test L 

System Type Submission Type Device Name / Variant Testing Criterion Test 

Level 

'B':Rigid/Semi-Rigid Barriers 

(Roadside, Median, Bridge 

Railings) 

PhysicalCrashTesting 

EngineeringAnalysis ThrogsNeckBridgeRail 

AASHTO MASH TL5 

! - ! - !

 

 

 

 

 

 

 

 

 

 

 

 

 

evel ! - ! - ! 

By submitting this request for review and evaluation by the Federal Highway Administration, I certify 

that the product(s) was (were) tested in conformity with the AASHTO Manual for Assessing Safety 

Hardware and that the evaluation results meet the appropriate evaluation criteria in the MASH. 

Individual or Organization responsible for the product: 

Contact Name: Edmond Knightly Same asSubmitter 

Company Name: MTA Bridges and Tunnels Same asSubmitter 

Address: 4260 Throgs Neck Expressway, Bronx, NY 10465 Same asSubmitter 

Country: USA Same asSubmitter 

Enter below all disclosures of financial interests as required by the FHWA `Federal-Aid Reimbursement 

Eligibility Process for Safety Hardware Devices' document. 

TexasA&MTransportation Institute (TTI)wascontracted by MTABridgesand TunnelsandThorntonTomasetti, 

Inc. to perform full-scalecrash testing of theThrogsNeckBridgeRail. Thereare no shared financial interestsin 

theThrogsNeckBridgeRailbyTTI,or between/among MTABridgesandTunnelsandThorntonTomasetti,Inc. 

andTTI,other than compensation of costsinvolved in theactual crash testsand reportsfor thissubmission to 

FHWA. ThorntonTomasetti holdsno financial interestsin the testing of theThrogsNeckBridgeRail. Thornton 

Tomasetti does not benefit from the Throgs Neck Bridge Rail manufacture or future use, and will be 

compensated for their work by MTABridgesandTunnelsregardlessof acceptance byFHWA. 

610921-01-1,2,3 
 

Version 10.0 (05/16) 

Page 2 of 6 

PRODUCT DESCRIPTION 

A brief description of each crash test and its result: 

New Hardware or 

Significant Modification 

Modification to 

Existing Hardware 

The test installation wasa bridge rail,comprised of four HSStubular rails,with the top and bottom rail each 

being 5 × 3 × 1⁄2 inchand the two middle railseach being 6 × 6 × 3⁄8 inch.The top of the uppermost of the four 

railswas3 ft-6 inchesfrom the top of the asphalt overlay,with 6-inch verticalspacingsbetween the rails.The 

railsweresupported by 29 posts,of which,11 were installed on a50 ft-10 incheslong orthotropicsteel deck,4 

were installed on aconcrete beam foundation adjacent to thesteel deck on the upstreamside,and 14 were 

installed on aconcrete beam foundation adjacent to the downstream side of thesteel deck. Thepostswere 

spacedat 4 ft-111⁄4 incheson thesteel deck,with somevariationsin spacing for the postsat either end on the 

concrete beam foundations. Total installation length was 136 ft 3 inches. The orthotropic steel deck was 

overlaid with a2-inch thick lift of asphalt. 

CRASH TESTING 

Bysignature below, theEngineeraffiliated with the testing laboratory,agreesin support of thissubmission that 

all of the critical and relevant crash tests for this device listed above were conducted to meet the MASH test 

criteria. The Engineer has determined that no other crash testsare necessary to determine the device meets 

theMASH criteria. 

Engineer Name: Nauman Sheikh 

EngineerSignature: NaumanSheikh Digitally signed by NaumanSheikh 

Date: 2020.06.11 13:06:43 -05'00' 

Address: 1254 Avenue A, Bldg 7091, Bryan, Texas 77807 Same asSubmitter

Country: USA Same asSubmitter 
 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

Version 10.0 (05/16) 

Page 3 of 6 

Required Test 

Number 

Narrative 

Description 

Evaluation 

Results 

5-10 (1100C) 

Test 5-10 involves an 1100C vehicle 

impacting the test article at a target impact 

speed of 62 mi/h and target angleof 25°. 

The target CIPfor the right corner of the 

front bumper was3.6 ft upstream of the 

splice betweenPosts7& 8. 

The results of the test conducted on 

February 3, 2020, are found in TTI Test 

Report No.610921-01.The test vehicle was 

traveling at aspeed of 63.4mi/h asit made 

contact with theThrogsNeckBridgeRail3.3 

ft upstream of thesplice betweenPosts7& 

8and at an impact angleof 25.1°.After loss 

of contact with the bridge rail, the vehicle 

came to rest 201 ft downstream of the 

impact point and 16 ft toward the field side. 

TheThrogsNeckBridgeRailcontained and 

redirected the 1100C vehicle. The vehicle 

did not penetrate, underride, or override 

the installation. The vehicle exited within 

theexit box criteriadefined in MASH. 

Maximum dynamic deflection of the rail 

during the test was 0.7 inch. No permanent 

deformation was observed. Working width 

was 16 inches. 

No detached elements, fragments, or other 

debris were present to penetrate, or to 

show potential for penetrating, the 

occupant compartment, or to present 

undue hazard for others in the area. 

The 1100C vehicle remained upright during 

and after the collision event. Maximum roll 

and pitch angles were 9° and 16°, 

respectively. 

Longitudinal OIVwas21.3ft/sand lateral 

OIVwas35.1 ft/s. 

Maximum longitudinal occupant ridedown 

acceleration was4.1 g,and maximum lateral 

occupant ridedown acceleration was13.3g. 

Occupant risk factors were within the 

maximum limitsspecified in MASH. 

Maximum exterior crush to the vehicle was 

12.0 inches in the side plane in the front 

plane at the left front corner at bumper 

height. Maximum occupant compartment 

deformation was 2.25 inches in the right 

front floor pan area. 

TheThrogsNeckBridgeRail performed 

acceptablyfor MASHtest 5-10. 

PASS 
 

Version 10.0 (05/16) 

Page 4 of 6 

Required Test 

Number 

Narrative 

Description 

Evaluation 

Results 

5-11 (2270P)

Test 5-11 involves a 2270P vehicle 

impacting the test article at a target impact 

speed of 62 mi/h and target angleof 25°. 

The target CIPfor the right corner of the 

front bumper was4.3 ft upstream of the 

splice betweenPosts7& 8. 

The results of the test conducted on 

February 7, 2020, are found in TTI Test 

Report No.610921-01.The test vehicle was 

traveling at aspeed of 63.8mi/h asit made 

contact with theThrogsNeckBridgeRail4.2 

ft upstream of thesplice betweenPosts7& 

8and at an impact angleof 25.5°. After loss 

of contact with the bridge rail, the vehicle 

came to rest 206 ft downstream of the 

impact point and 5 ft toward the field side. 

TheThrogsNeckBridgeRailcontained and 

redirected the 2270P vehicle. The vehicle 

did not penetrate, underride, or override 

the installation. The vehicle exited within 

theexit box criteriadefined in MASH. 

Maximum dynamic deflection during the 

test was 1.45 inches. No permanent 

deformation was observed. Working width 

was 16 inches. 

No detached elements, fragments, or other 

debris were present to penetrate, or to 

show potential for penetrating, the 

occupant compartment, or to present 

undue hazard for others in the area. 

The 2270P vehicle remained upright during 

and after the collision event. Maximum roll 

and pitch angles were 18° and 10°, 

respectively. 

Longitudinal OIVwas24.3ft/sand lateral 

OIVwas33.5 ft/s. 

Maximum longitudinal occupant ridedown 

acceleration was5.9 g and maximum lateral 

occupant ridedown acceleration was12.0g. 

Occupant risk factors were within the 

maximum limitsspecified in MASH. 

Maximum exterior crush to the vehicle was 

16.0 inches in the side plane at the right 

front corner at bumper height. Maximum 

occupant compartment deformation was 

3.25 inch in the right side firewall area. 

TheThrogsNeckBridgeRail performed 

acceptablyfor MASHtest 5-11. 

PASS 
5-12 (36000V)

Test 5-12 involves a 36000V vehicle 

impacting the test article at a target impact 

speed of 50 mi/h and target angleof 15°. 

The target CIPfor the right corner of the 

front bumper was 1.0 ft downstream of 

splice betweenPosts7&8. 

The resultsof the test conducted on March 

2,2020,are found inTTITestReport No. 

610921-01.The test vehicle wastraveling at 

aspeed of 50.8mi/h asit madecontact with 

the Throgs Neck Bridge Rail 4.3 inches 

downstream of thesplicebetweenPosts7& 

8 at an impact angle of 14.1°. After loss of 

contact with the bridge rail, the vehicle 

came to rest 288 ft downstream of the 

impact point and 28 ft toward the traffic 

lanesside. 

TheThrogsNeckBridgeRailcontained and 

redirected the 36000Vvehicle. The vehicle 

did not penetrate, underride, or override 

the installation. The vehicle exited within 

theexit box criteriadefined in MASH. 

Maximum dynamic deflection during the 

test was 1.4 inches. Maximum permanent 

deformation was 1.25 inches. Working 

width was 41.3 inches. 

No detached elements,fragments,or other 

debriswere present to penetrate or to show 

potential for penetrating the occupant 

compartment, or to present undue hazard 

for othersin thearea. 

The 36000V vehicle remained upright 

during and after the collision event. 

Maximum roll and pitch angleswere10° 

and50°, respectively. 

Longitudinal OIVwas2.3ft/s,and lateralOIV 

was9.8ft/s. 

Maximum longitudinal occupant ridedown 

acceleration was9.5g,and maximum lateral

occupant ridedown acceleration was29.4g. 

Maximum exterior crush to the vehicle was 

16.0 inches in the side plane at the right 

front corner at bumper height. No 

occupant compartment deformation was 

observed. 

TheThrogsNeckBridgeRail performed 

acceptablyfor MASHtest 5-12. 

PASS 

Page 5 of 6 

Version 10.0 (05/16) 
 

5-20 (1100C) Tests for transition is not applicable for this 

bridge rail barrier system Non-Relevant Test, not conducted 

5-21 (2270P) Tests for transition is not applicable for this 

bridge rail barrier system Non-Relevant Test, not conducted 

5-22 (36000V) Tests for transition is not applicable for this 

bridge rail barrier system Non-Relevant Test, not conducted 

Eligibility Letter 

Number Date Key Words 

Version 10.0 (05/16) 

Page 6 of 6 

Full Scale Crash Testing was done in compliance with MASH by the following accredited crash test 

laboratory (cite the laboratory’s accreditation status as noted in the crash test reports.):

Laboratory Name: Texas A&M Transportation Institute 

LaboratorySignature: Digitally signed by Darrell L. Kuhn 

'Date: 2020.06.11 13:41:48 -05'00 

Address: 1254 Avenue A, Bldg 7091, Bryan, Texas 77807 Same asSubmitter

Country: USA Same asSubmitter

Accreditation Certificate 

Number and Dates of current 

Accreditation period : 

ISO 17025-2017 Laboratory 

A2LA Certificate Number: 2821.01 

Valid To: April 30, 2021 

Samuel 

Summerville 

Digitally signed by Samuel 

Summerville 

Date: 2020.07.01 14:53:30 -04'00' Submitter Signature*:

ATTACHMENTS 

Attach to this form: 

1) Additional disclosures of related financial interest as indicated above.

2) A copy of the full test report, video, and a Test Data Summary Sheet for each test conducted in

support of this request.

3) A drawing or drawings of the device(s) that conform to the Task Force-13 Drawing Specifications

[Hardware Guide Drawing Standards]. For proprietary products, a single isometric line drawing is

usually acceptable to illustrate the product, with detailed specifications, intended use, and contact

information provided on the reverse. Additional drawings (not in TF-13 format) showing details that

are relevant to understanding the dimensions and performance of the device should also be submitted

to facilitate our review.

FHWA Official Business Only: 
 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

TR No. 610921-01 24 2020-06-11 

0.000 s 0.100 s 0.200 s 0.300 s 

General Information 

Test Agency....................... 

Test Standard Test No. ...... 

TTI Test No. ...................... 

Test Date ........................... 

Test Article 

Type .................................. 

Name................................. 

Installation Length.............. 

Material or Key Elements ... 

Soil Type and Condition ..... 

Test Vehicle 

Type/Designation............... 

Make and Model ................ 

Curb................................... 

Test Inertial........................ 

Dummy .............................. 

Gross Static ....................... 

Texas A&M Transportation Institute (TTI) 

MASH Test 5-10 

610921-01-1 

2020-02-03 

Longitudinal Barrier – Bridge Rail 

Throgs Neck Bridge Rail 

136 ft-3 inches 

Four HSS square tubing, top and bottom 

rails 5 × 3 × 1⁄2 inches and two middle rails 

6 × 6 × 3⁄8 inches supported by steel posts 

Steel orthotropic deck with asphalt 

overlay, Dry 

1100C 

2009 Kia Rio 

2435 lb 

2440 lb 

165 lb 

2605 lb 

Impact Conditions 

Speed ................................ 

Angle ................................. 

Location/Orientation........... 

Impact Severity.................... 

Exit Conditions 

Speed ................................ 

Trajectory/Heading Angle... 

Occupant Risk Values 

Longitudinal OIV ................ 

Lateral OIV......................... 

Longitudinal Ridedown....... 

Lateral Ridedown ............... 

THIV .................................. 

ASI..................................... 

Max. 0.050-s Average 

Longitudinal .................... 

Lateral............................. 

Vertical............................ 

63.4 mi/h 

25.1° 

3.3 ft upstream of 

splice btw posts 7&8 

59 kip-ft 

50.8 mi/h 

7.2° / 7.2° 

21.3 ft/s 

35.1 ft/s 

4.1 g 

13.3 g 

12.3 m/s 

2.81 g 

-12.2 g 

-21.6 g 

3.2 g 

Post-Impact Trajectory 

Stopping Distance..................... 

Vehicle Stability 

Maximum Yaw Angle ................ 

Maximum Pitch Angle ............... 

Maximum Roll Angle ................. 

Vehicle Snagging...................... 

Vehicle Pocketing ..................... 

Test Article Deflections 

Dynamic.................................... 

Permanent ................................ 

Working Width........................... 

Height of Working Width ........... 

Vehicle Damage 

VDS .......................................... 

CDC.......................................... 

Max. Exterior Deformation......... 

OCDI......................................... 

Max. Occupant Compartment 

Deformation ........................... 

201 ft downstream 

16 ft twd field side 

39° 

16° 

9° 

No 

No 

0.7 inch 

None 

16.0 inches 

1.75 inches 

01RFQ5 

01FREW4 

12.0 inches 

FR0100000 

2.25 inches 

Figure 5.6. Summary of Results for MASH Test 5-10 on Throgs Neck Bridge Rail. 
 

 

 

 

 

 
 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

TR No. 610921-01 35 2020-06-11 

0.000 s 0.200 s 0.400 s 0.700 s 

General Information 

Test Agency..................... 

Test Standard Test No. .... 

TTI Test No. .................... 

Test Date ......................... 

Test Article 

Type ................................ 

Name............................... 

Installation Length............ 

Material or Key Elements . 

Soil Type and Condition ... 

Test Vehicle 

Type/Designation............. 

Make and Model .............. 

Curb................................. 

Test Inertial...................... 

Dummy ............................ 

Gross Static ..................... 

Texas A&M Transportation Institute (TTI) 

MASH Test 5-12 

610921-01-3 

2020-03-02 

Longitudinal Barrier – Bridge Rail 

Throgs Neck Bridge Rail 

136 ft-3 inches 

Four HSS square tubing, top and bottom 

rails 5 × 3 × 1⁄2 inches and two middle rails 

6 × 6 × 3⁄8 inches supported by steel posts

Steel orthotropic deck with asphalt overlay, 

Dry 

36000V 

2006 International 8600 w/2002 53-ft Trailer 

29,270 lb 

80,230 lb 

No dummy 

80,230 lb 

Impact Conditions 

Speed ................................ 

Angle ................................. 

Location/Orientation........... 

Impact Severity.................... 

Exit Conditions 

Speed ................................ 

Trajectory/Heading Angle... 

Occupant Risk Values 

Longitudinal OIV ................ 

Lateral OIV......................... 

Longitudinal Ridedown....... 

Lateral Ridedown ............... 

THIV .................................. 

ASI..................................... 

Max. 0.050-s Average 

Longitudinal .................... 

Lateral............................. 

Vertical............................ 

50.8 mi/h 

14.1° 

4.3 inches dwnstrm 

of splice btwn 7 & 8 

411 kip-ft 

Not obtainable 

Not obtainable 

2.3 ft/s 

9.8 ft/s 

9.5 g 

29.4 g 

1.8 m/s 

1.53 

3.7 g 

-11.5 g 

10.1 g 

Post-Impact Trajectory 

Stopping Distance..................... 

Vehicle Stability 

Maximum Yaw Angle ................ 

Maximum Pitch Angle ............... 

Maximum Roll Angle ................. 

Vehicle Snagging...................... 

Vehicle Pocketing ..................... 

Test Article Deflections 

Dynamic.................................... 

Permanent ................................ 

Working Width........................... 

Height of Working Width ........... 

Vehicle Damage 

VDS .......................................... 

CDC.......................................... 

Max. Exterior Deformation......... 

OCDI......................................... 

Max. Occupant Compartment 

Deformation ........................... 

288 ft downstream 

28 ft twd traffic lanes 

27° 

50° 

10° 

No 

No 

1.44 inches 

1.25 inches 

41.3 inches 

125.1 inches 

NA 

NA 

16.0 inches 

NA 

None 

Figure 7.6. Summary of Results for MASH Test 5-12 on Throgs Neck Bridge Rail. 

BTWN -- BETWEEN

C TO C / CC -- CENTER TO CENTER

CANT -- CANTILEVER

CHD -- CHORD

CI -- CAST IRON

CL -- CENTER LINE

CLR -- CLEAR

CONN -- CONNECTION

COL -- COLUMN

CONSTR -- CONSTRUCTION

CONT -- CONTINUOUS

CORR -- CORRUGATED

CTSK -- COUNTERSUNK

DET -- DETAIL

DIAPH -- DIAPHRAGM

DWG -- DRAWING

EF -- EACH FACE

ELEC -- ELECTRICAL

ELEV / EL -- ELEVATION

EQ -- EQUAL

EXIST / EXST -- EXISTING

F -- FAHRENHEIT

FF -- FRONT FACE

FL -- FLOOR

FLBM -- FLOORBEAM

FLG -- FLANGE

CPGW

FS -- FAR SIDE

FUT -- FUTURE

GALV -- GALVANIZED

DIA -- DIAMETER

CONC -- CONCRETE

JT -- JOINT

OC

NTS

NS

NOM

NIC

NA

MIN

MAX

-- ON CENTER

-- NOT TO SCALE

-- NEAR SIDE

-- NOMINAL

-- NOT IN CONTRACT

-- NOT APPLICABLE

-- MINIMUM

-- MAXIMUM

HS

HORIZ

HEX

-- HIGH STRENGTH

-- HORIZONTAL

-- HEXAGONAL

PC -- PIECE

PL -- PLATE

OPNG

OPP

-- OPENING

-- OPPOSITE

OSL -- OUTSTANDING LEG

PVMT -- PAVEMENT

SQ

THRD

THD

SYMM

STR / STRG

STL

STIFF

SPL

SST

SP / SPA

SECT

RJT

REQD

REINF

REF

RDWY

R / RAD

-- STAINLESS STEEL

-- THREADED

-- THREAD

-- SYMMETRICAL

-- STRINGER

-- STEEL

-- STIFFENER

-- SQUARE

-- SPLICE

-- SPACE / SPACING

-- SECTION

-- RELIEF JOINT

-- REQUIRED

-- REINFORCEMENT

-- REFERENCE

-- ROADWAY

-- RADIUS

PVC

LG

INTER

EXTER

PTFE

PP

-- POLYVINYLCHLORIDE

-- LENGTH

-- INTERIOR

-- EXTERIOR

-- POLYTETRAFLUOROETHYLENE

-- PANEL POINT

THK

THRU

TYP

-- THICK

-- THROUGH

-- TYPICAL

UON / UN -- UNLESS OTHERWISE NOTED

VERT -- VERTICAL

WP -- WORKING POINT

W/ -- WITH

BS -- BOTH SIDES

-- AS ORDERED BY ENGINEER

-- BACK TO BACK

-- BOTTOM

-- BEARING

-- BACK FACE

-- ABOUT

AOBE

B TO B / BB

BOT

BRG

BF

ABT

ED -- END DIAPHRAGM

ASTM

MOD -- MODIFIED

N0 -- NUMBER

MPT

TBTA

ANCH -- ANCHORAGE

EXP -- EXPANSION

TP -- TURNING POINT

SDWK -- SIDEWALK

RC -- REINFORCED CONCRETE

PPGW

 GROOVE WELD

-- PARTIAL PENETRATION

 TUNNEL AUTHORITY

-- TRIBOROUGH BRIDGE AND

 TESTING MATERIALS

-- AMERICAN SOCIETY OF 

OF TRAFFIC

-- MAINTENANCE AND PROTECTION

 GROOVE WELD

-- COMPLETE PENETRATION

NEW HIGH STRENGTH BOLT.

NEW SLOTTED HOLE.

CONCRETE.

DETAIL MARK

DRAWING NUMBER

ON WHICH DETAIL

IS TAKEN

SECTION MARK

DRAWING NUMBER

ON WHICH SECTION

IS TAKEN

DETAIL MARK

DRAWING NUMBER

ON WHICH DETAIL

IS SHOWN

SECTION MARK

DRAWING NUMBER

ON WHICH SECTION

IS SHOWN

0

0

0

G-3

G-2

G-1

3

2

1

DETAIL

SCALE:

A

00-00

SECTION

SCALE:

DETAIL

1

00-00

AND ABBREVIATIONS

DRAWING LIST, SYMBOLS G-2

GENERAL NOTES

DRAWING LIST, SYMBOLS AND ABBREVIATIONS

TITLE SHEET AND LOCATION PLAN

NONE

2

A

00-00

1

00-00

DRAWING LIST

LEGENDS FOR SECTION MARKS

NO.

REV.

NO.

DWG.

NO.

SHEET DRAWING TITLE

GENERAL

STRUCTURAL

SYMBOLS ABBREVIATIONS

STEEL RAILING DETAILS - 3

STEEL RAILING DETAILS - 2

STEEL RAILING DETAILS - 1

DIAPHRAGM DETAILS - 2

DIAPHRAGM DETAILS - 1

LONGITUDINAL TRUSS DETAILS

FLOOR TRUSS DETAILS - 2

FLOOR TRUSS DETAILS - 1

ORTHOTROPIC DECK PANEL AND RAILING PLAN

SB-3

SB-2

SB-1

S-6

S-5

S-4

S-3

S-2

S-1

0

0

0

0

0

0

0

0

0

12

11

10

9

8

7

6

5

4

DRAWING TITLE

DESIGNED BY

CHECKED BY REV. DESCRIPTION DATE APP'D.

DATE

REVISION NO. FOLLOWED BY HIS/HER SIGNATURE AND DATE OF ALTERATION."

APPLICABLE. THE ALTERING ENGINEER/ARCHITECT SHALL AFFIX HIS/HER SEAL AND THE NOTATION 'ALTERED BY'

ANY WAY, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER/ARCHITECT AS

"IT IS A VIOLATION OF THE PROFESSIONAL LICENSE LAW FOR ANY PERSON TO ALTER THIS DRAWING IN

CONTRACT NO.

PROJECT NO.

 

SCALE:

NO.

DRAWING 

1 2 3 4

B

C

D

1 2 3 4

B

C

D

RIDGEAND TUN E U H R

T

TIY

TR BI O U G H

Authority

Bridge and Tunnel

B

N

Triborough

1

R O

L

O

9

A

33

DRAWN BY P. MANAYATH

C. CLARK

L. HERBERT

SHEET OF 12

40 WALL STREET

NEW YORK, NY 10005

0 FOR PROJECT TN-49

BARRIER CRASH TESTING

GFM-520N, WORK ORDER #14

GFM-520N

JULY 6, 2018
GENERAL: STRUCTURAL STEEL: HANDLING AND STORAGE MATERIALS:

GENERAL NOTES G-33

WHILE STORED.

2. ALL STEEL PIECES SHALL BE KEPT COVERED, CLEAN, AND DRY

FABRICATOR.

INCLUDING ALL STEEL PIECES SUPPLIED BY THE STEEL 

HANDLING AND STORAGE OF ALL CONSTRUCTION MATERIALS, 

1. THE TESTING FACILITY AND CONTRACTOR ARE RESPONSIBLE FOR THE

NONE

SHALL RECEIVE 20% MT.

9. ALL WELDS SHALL BE 100% VISUALLY INSPECTED. FILLET WELDS 

COMPONENTS BEING CONNECTED UNLESS NOTED OTHERWISE.

SHALL DEVELOP THE FULL STRENGTH OF THE MEMBERS OR 

CONFORM TO AWS D1.5 UNLESS NOTED OTHERWISE. ALL WELDS 

8. ALL WELDS SHALL BE MADE BY CERTIFIED WELDERS AND SHALL

CONDITION".

PROVIDING ZONE 2 CVN TOUGHNESS IN THE "AS WELDED 

7. ALL WELDS SHALL BE MADE WITH MATCHING FILLER MATERIAL,

6. FILLET WELD SIZES NOT INDICATED SHALL BE Š" MINIMUM.

THE ENGINEER.

TESTING FACILITY SHALL NOT BE ALLOWED UNLESS APPROVED BY 

PROVIDED BY THE CONTRACTOR. WELD TO STEEL PROVIDED BY THE 

SPECIFICATIONS. WELDING SHALL ONLY BE ON STEEL MEMBERS 

MANUAL, LATEST EDITION INCLUDING CURRENT ADDENDA AND 

WELDING SHALL CONFORM TO THE NYSDOT STEEL CONSTRUCTION 

5. EXCEPT AS REQUIRED ON THE PLANS AND IN THE SPECIFICATIONS,

HILTI KWIK BOLT TZ EXPANSION ANCHORS OR APPROVED EQUAL. 

4. UNLESS OTHERWISE NOTED, ALL ANCHOR BOLTS SHALL BE

NOTED.

3. ALL CONNECTIONS SHALL BE SLIP-CRITICAL UNLESS OTHERWISE

REUSED. 

TURNED, UNLESS OTHERWISE NOTED. ALL FASTENERS SHALL NOT BE 

HEAVY HEXAGONAL NUTS AND HARDENED WASHER UNDER THE PART 

2. ALL FASTENERS SHALL BE ‡" DIAMETER AND SHALL INCLUDE

G. NUTS ASTM A563; WASHERS ASTM F436, GALVANIZED

F. H.S. BOLTS ASTM F3125 GR A325, TYPE 1, GALVANIZED

E. ALL OTHER STRUCTURAL STEEL STEEL ASTM A709, GRADE 50

D. BARRIER POSTS STEEL ASTM A709, GRADE 50, GALVANIZED

C. BARRIER TUBES STEEL ASTM A500, GRADE 46B, GALVANIZED

B. STRUCTURAL TUBES STEEL ASTM A500, GRADE 46B.

CVN TOUGHNESS

A. ORTHOTROPIC DECK STEEL ASTM A709, GRADE 50T, ZONE 2

OTHERWISE NOTED

1. MATERIALS SHALL CONFORM WITH THE FOLLOWING, UNLESS

E. AASHTO/17TH EDITION.

D. AASHTO/AWS D1.5-2015 BRIDGE WELDING CODE.

ADDENDUM.

C. NYSDOT BRIDGE DESIGN MANUAL 4TH EDITION WITH CURRENT

ADDENDUMS OCTOBER 2013.

B. NY STATE STEEL CONSTRUCTION MANUAL (NYSSCM) AND

PROVISIONS IN EFFECT AS OF OCTOBER 2014.

A. NYSDOT LRFD BRIDGE DESIGN SPECIFICATIONS WITH ALL

5. DESIGN SPECIFICATIONS:

FRAMES.

AREAS BEFORE FABRICATION OF DECK PANELS AND SUPPORTING 

FACILITY FOR ACCESS, POSSIBLE OBSTRUCTIONS, AND STAGING 

4. THE CONTRACTOR SHALL BECOME FAMILIAR WITH THE TESTING

COMPLETION OF THE WORK.

CONSUMERABLES AND TOOLS FROM THE TESTING FACILITY AFTER 

3. THE CONTRACTOR SHALL PROMPTLY REMOVE ALL EXCESS MATERIALS,

EXPENSE OF THE CONTRACTOR.

A MANNER SATISFACTORY TO THE TESTING FACILITY AT THE 

FACILITY, DAMAGED MATERIAL SHALL BE REPAIRED OR REPLACED IN 

ARE TO REMAIN IN PLACE OR ARE THE PROPERTY OF THE TESTING 

2. IF THE CONTRACTOR DAMAGES ANY EQUIPMENT OR MATERIALS WHICH

FACILITY.

STEEL BARRIER, BOLTS, ANCHORS, AND PLATES TO TESTING 

C. DELIVERY OF ORTHOTROPIC DECK AND SUPPORTS, 4 RAIL

DOCUMENT AND SPECIFICATIONS.

ACCORDANCE WITH REQUIREMENTS STIPULATED BY CONTRACT 

ALL STRUCTURAL STEEL FURNISHED HAS BEEN FABRICATED IN 

BY THE ENGINEER, TO WITNESS, INSPECT, AND CERTIFY THAT 

B. OBTAIN SERVICES OF A SHOP INSPECTION AGENCY, ACCEPTED

A. FABRICATION OF DECK PANEL AND 4 RAIL STEEL BARRIER.

1. THE SCOPE OF WORK IN THE PROJECT CONSISTS OF THE FOLLOWING

DRAWING TITLE

DESIGNED BY

CHECKED BY REV. DESCRIPTION DATE APP'D.

DATE

REVISION NO. FOLLOWED BY HIS/HER SIGNATURE AND DATE OF ALTERATION."

APPLICABLE. THE ALTERING ENGINEER/ARCHITECT SHALL AFFIX HIS/HER SEAL AND THE NOTATION 'ALTERED BY'

ANY WAY, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER/ARCHITECT AS

"IT IS A VIOLATION OF THE PROFESSIONAL LICENSE LAW FOR ANY PERSON TO ALTER THIS DRAWING IN

CONTRACT NO.

PROJECT NO.

 

SCALE:

NO.

DRAWING 

1 2 3 4

B

C

D

1 2 3 4

B

C

D

RIDGEAND TUN E U H R

T

TIY

TR BI O U G H

Authority

Bridge and Tunnel

B

N

Triborough

1

R O

L

O

9

A

33

DRAWN BY P. MANAYATH

C. CLARK

L. HERBERT

SHEET OF 12

40 WALL STREET

NEW YORK, NY 10005

0 FOR PROJECT TN-49

BARRIER CRASH TESTING

GFM-520N, WORK ORDER #14

GFM-520N

JULY 6, 2018
DRAWING TITLE

DESIGNED BY

CHECKED BY REV. DESCRIPTION DATE APP'D.

DATE

REVISION NO. FOLLOWED BY HIS/HER SIGNATURE AND DATE OF ALTERATION."

APPLICABLE. THE ALTERING ENGINEER/ARCHITECT SHALL AFFIX HIS/HER SEAL AND THE NOTATION 'ALTERED BY'

ANY WAY, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER/ARCHITECT AS

"IT IS A VIOLATION OF THE PROFESSIONAL LICENSE LAW FOR ANY PERSON TO ALTER THIS DRAWING IN

CONTRACT NO.

PROJECT NO.

 

SCALE:

NO.

DRAWING 

1 2 3 4

B

C

D

1 2 3 4

B

C

D

RIDGEAND TUN E U H R

T

TIY

TR BI O U G H

Authority

Bridge and Tunnel

B

N

Triborough

1

R O

L

O

9

A

33

DRAWN BY P. MANAYATH

C. CLARK

L. HERBERT

SHEET OF 12

40 WALL STREET

NEW YORK, NY 10005

0 FOR PROJECT TN-49

BARRIER CRASH TESTING

GFM-520N, WORK ORDER #14

GFM-520N

JULY 6, 2018

15'-6" 19'-9" 15'-6"

PARTIAL DECK PLAN

SCALE: ƒ"=1'-0"

PP PP

S-5

2

S-2

1

S-4

3

4

S-5

4

 S-5 OPPOSITE

4" 1'-0" 13'-11 1'-0" 4" 1'-0" 13'-11

5'-0" 9'-10" 9"-10" 9"-10" 9'-10" 5'-4"

1'-0" 5

SB-3

5

SB-3

> RIB (TYP)

DECK

EDGE OF 

> FLOOR TRUSS > FLOOR TRUSS

DIAPHRAGM

INTERMEDIATE 

DIAPHRAGM

INTERMEDIATE 

DIAPHRAGM

INTERMEDIATE 

> LONGITUDINAL TRUSS

8"

END DIAPHRAGM

W12x40 W12x40 W12x40

EDGE OF DECK

EDGE OF DECK

"4

3

9'-9 3'-6"

"4

1 1'-11 2'-4" 2'-4" "2

1 1'-10 1'-4"

1'-0ƒ"

(TYP)

PLATE 

STIFFENER 

†" 

8" 1'-0ƒ"

DIAPHRAGM

END 

THRU 4R

> POST 1R 

(SEE NOTE 1)

"A"

(SEE NOTE 1)

"A"

(SEE NOTE 1)ORTHOTROPIC DECK PANELBEYOND LIMITS OFADDITIONAL RAILING(SEE NOTE 1)ORTHOTROPIC DECK PANELBEYOND LIMITS OFADDITIONAL RAILING

THRU 14L

> POST 1L 

4 RAILING PLAN

ORTHOTROPIC DECK PANEL AND S-1

1' 6" 0 1' 2'

SCALE: ƒ"=1'-0"

ƒ"=1'-0"

NOTES:

SEE TABLE 1 ON DWG. NO. SB-4.

1. FOR POST LOCATION AND INSTALLATION TYPE,
DRAWING TITLE

DESIGNED BY

CHECKED BY REV. DESCRIPTION DATE APP'D.

DATE

REVISION NO. FOLLOWED BY HIS/HER SIGNATURE AND DATE OF ALTERATION."

APPLICABLE. THE ALTERING ENGINEER/ARCHITECT SHALL AFFIX HIS/HER SEAL AND THE NOTATION 'ALTERED BY'

ANY WAY, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER/ARCHITECT AS

"IT IS A VIOLATION OF THE PROFESSIONAL LICENSE LAW FOR ANY PERSON TO ALTER THIS DRAWING IN

CONTRACT NO.

PROJECT NO.

 

SCALE:

NO.

DRAWING 

1 2 3 4

B

C

D

1 2 3 4

B

C

D

RIDGEAND TUN E U H R

T

TIY

TR BI O U G H

Authority

Bridge and Tunnel

B

N

Triborough

1

R O

L

O

9

A

33

DRAWN BY P. MANAYATH

C. CLARK

L. HERBERT

SHEET OF 12

40 WALL STREET

NEW YORK, NY 10005

0 FOR PROJECT TN-49

BARRIER CRASH TESTING

GFM-520N, WORK ORDER #14

GFM-520N

JULY 6, 2018

EDGE OF DECK PLATE

AND FACE OF RIB PLATE

(TYP)

DIA H.S. BOLTS

HOLES FOR ‡"

OVER-SIZED

SECTION

SCALE: 1"=1'-0"

1

S-1

SECTION

N.T.S.

4

S-2

DETAIL

SCALE: 1"=1'-0"

C

S-2

S-3

3

S-2

(BS)

L6x4x" 

(BS)

L6x4x" 

CHORD PLATE

TOP OF TOP

CHORD

CL TOP 

SURFACE OF TEST PIT

(TYP)

PLATE 

..." TIE 

BASE PLATE

16"x16"x1" 

CL TRUSS

SECTION

N.T.S.

1

S-2

L6x3x

(TYP)

MC18x58

OVER-SIZED HOLES 

FOR ‡" DIA H.S. 

BOLTS IN LEG OF 

ANGLE (TYP)

1

S-2

W12x40

2

S-2

W12x40 DIAPHRAGM (TYP)

4

S-2

HOLES AT 6" MAX

IN 1..." SLOTTED

‡" DIA HS BOLTS

2" 1 8 8" 7 C DETAIL 9

S-2

SECTION

SCALE: 1"=1'-0"

3

S-2

W12x40

BASE PLATE

16"x16"x1" 

SECTION

N.T.S.

2

S-2

20"

†" DIAPHRAGM

PLATE 20"x†"

20"x..." TIE PLATE

EMBEDED 4"

BOLT (TYP) 

1" ANCHOR 

4" 3 9'-9

8'-2"

2" 12" 5'-5 14" 5'-5 3 2'-4

4" 14" 9 18" 3'-10 7 3'-8

"8

7 5'-4 1'-3"

"4

1 1'-11

4'-10"

W12x40 DIAPHRAGM

6‚ " 6"

6‚ "

22"x† " PLATE

4" 3

2

12 SPA AT 5"= 5'-0"

4" 3 2

4" 3 2

12 SPA AT 5"= 5'-0"

4" 1

2

4" 3

2

12"

16"

2" 2"

2" 12"

16"

2"

(TYP)

4" 1 2

PLATE

> RIB 

S-3

DETAIL B

DETAIL A

> LONGITUDINAL TRUSS

2'-0" EMBEDED

4" 

(TYP)

10"

L6x3x (TYP)

PLATE 22x†"

L6x4x‹

(TYP)

A325 H.S. BOLT

W12 DIAPHRAGM

(TYP)

MC18x58

EXISTING SUPPORT WALL

4" 3 1'-10 2'-4" 2'-4" 2" 1 1'-10 8" 5 1'-3

(TYP)

L6x4x"

L6x4x"

L6x4x"

S-25

FLOOR TRUSS DETAILS - I

0

SCALE: 1"=1'-0"

1' 6" 1' 2'

AS NOTED
DRAWING TITLE

DESIGNED BY

CHECKED BY REV. DESCRIPTION DATE APP'D.

DATE

REVISION NO. FOLLOWED BY HIS/HER SIGNATURE AND DATE OF ALTERATION."

APPLICABLE. THE ALTERING ENGINEER/ARCHITECT SHALL AFFIX HIS/HER SEAL AND THE NOTATION 'ALTERED BY'

ANY WAY, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER/ARCHITECT AS

"IT IS A VIOLATION OF THE PROFESSIONAL LICENSE LAW FOR ANY PERSON TO ALTER THIS DRAWING IN

CONTRACT NO.

PROJECT NO.

 

SCALE:

NO.

DRAWING 

1 2 3 4

B

C

D

1 2 3 4

B

C

D

RIDGEAND TUN E U H R

T

TIY

TR BI O U G H

Authority

Bridge and Tunnel

B

N

Triborough

1

R O

L

O

9

A

33

DRAWN BY P. MANAYATH

C. CLARK

L. HERBERT

SHEET OF 12

40 WALL STREET

NEW YORK, NY 10005

0 FOR PROJECT TN-49

BARRIER CRASH TESTING

GFM-520N, WORK ORDER #14

GFM-520N

JULY 6, 2018

CL TOP CHORD

MC18x58

W12x40

(TYP)

DIAPHRAGM

W12x40

2@6"=12"

DETAIL

SCALE: 1"=1'-0"

B

S-2

2" 1 1'-10 1'-4"

4@3"

1'-5"

" GUSSET PLATE

PLATE 22x†"

L6x4

4'-10"

W12x40

" GUSSET PLATE

> RIB PLATE

W12x40

(BS)

L6x4x" 

(BS)

L6x4x" 

> LONGITUDINAL TRUSS

2"

†" DIAPHRAGM

(TYP)

..." TIE PLATE 

†" DIAPHRAGM

(TYP)

BOLTS 

ANCHOR 

†" DIA 

(TYP)

BOLTS 

ANCHOR 

†" DIA 

DETAIL

SCALE: 1"=1'-0"

A

S-2

> GIRDER

(TYP)

L6x4x" ƒ" DECK PLATE

†" WEB PLATE

(TYP)

L6x4x" 

(TYP)

L6x4x" 

(TYP)

BOLTS 

ANCHOR 

†" DIA 

..." TIE PLATE

(TYP)

MC18x58

BOLTS (TYP)

†" DIA ANCHOR 

SECTION 

SCALE: 1"=1'-0"

1

S-3

1

S-3

DETAIL

S-3

C

1'-5"

8"

PLATE (TYP)

..." TIE 8"

PLATE 20"x†"

MAX.

6"

MAX.

6"

Š

Š

..." CURB PLATE

"2

1

5

8" 5 1'-3

3"

2" 11" 1" 1

ƒ" RIB PLATE

PLATE

FILL 

†" 

TOP PLATE

TOP CHORD 

PLATE

ƒ" DECK 

DETAIL

N.T.S.

C

S-3

1'-4 "

1'-11‚ "

10"

8"

1" (TYP) (TYP)

ƒ"x4" PL

MAX.

6"

 SMOOTH

 GRIND

R=3"

SMOOTH

R=2" GRIND 

SMOOTH

R=3" GRIND

FLOOR TRUSS DETAILS - 2 S-36

1' 9" 6" 3" 0 1'

SCALE: 1"=1'-0"

AS NOTED
DRAWING TITLE

DESIGNED BY

CHECKED BY REV. DESCRIPTION DATE APP'D.

DATE

REVISION NO. FOLLOWED BY HIS/HER SIGNATURE AND DATE OF ALTERATION."

APPLICABLE. THE ALTERING ENGINEER/ARCHITECT SHALL AFFIX HIS/HER SEAL AND THE NOTATION 'ALTERED BY'

ANY WAY, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER/ARCHITECT AS

"IT IS A VIOLATION OF THE PROFESSIONAL LICENSE LAW FOR ANY PERSON TO ALTER THIS DRAWING IN

CONTRACT NO.

PROJECT NO.

 

SCALE:

NO.

DRAWING 

1 2 3 4

B

C

D

1 2 3 4

B

C

D

RIDGEAND TUN E U H R

T

TIY

TR BI O U G H

Authority

Bridge and Tunnel

B

N

Triborough

1

R O

L

O

9

A

33

DRAWN BY P. MANAYATH

C. CLARK

L. HERBERT

SHEET OF 12

40 WALL STREET

NEW YORK, NY 10005

0 FOR PROJECT TN-49

BARRIER CRASH TESTING

GFM-520N, WORK ORDER #14

GFM-520N

JULY 6, 2018

1"

CL FLOOR TRUSS

MC18 (TYP)

L5x5x (TYP)

W12

1" 6ƒ"

SECTION

SCALE: 1"=1'-0"

2

S-4

5 SPACES @5‚"=2'-2‚" 5‚"

" GUSSET PLATE

" GUSSET PLATE

W12x40

WT10.5x66 L6x4x"

TEST PIT

SURFACE OF 

(TYP)

ANCHOR BOLT 

†" DIA. 

5"

" GUSSET PLATE

3"

2" 1 7

DETAIL

SCALE: 1"=1'-0"

B

S-4

2" 7 SPACES @ 5‚" 1

1 8" 1 2

W12x40

3" 4@3"=12"

MC18x58 (TYP) L5x5x (TYP)

L6x4x

SECTION

SCALE: 1"=1'-0"

1

S-4

2'-6"

@ 12" SPACING

3-†" DIA. ANCHOR BOLTS

L6x4x" (TYP)

WT10.5x66

SECTION

SCALE: 1"=1'-0"

4

S-4

WT10.5x66

L6x4x" (TYP)

TEST PIT

SURFACE OF 

1

S-4

2'-6"

DETAIL

SCALE: 1"=1'-0"

A

S-4

@ 12" SPACING

3-†" DIA. ANCHOR BOLTS

S-4

4

9"

(TYP) 9"

4" EMBEDED

W12x40

SECTION

SCALE: ƒ"=1'-0"

3

S-1

19'-9"

(TYP)

W12x40

(TYP)

MC18x58

TRUSS

> FLOOR 

> FLOOR TRUSS

(TYP)

16"x16"x1" 

BASE PLATE

TEST PIT

SURFACE OF 

S-2

2

S-4

2

S-4

B

DETAIL

DETAIL

A

S-4

S-4

1' 9" 6" 3" 0 1'

SCALE: 1"=1'-0"

1' 6" 0 1' 2'

SCALE: ƒ"=1'-0"

7

LONGITUDINAL TRUSS DETAILS

AS NOTED
DRAWING TITLE

DESIGNED BY

CHECKED BY REV. DESCRIPTION DATE APP'D.

DATE

REVISION NO. FOLLOWED BY HIS/HER SIGNATURE AND DATE OF ALTERATION."

APPLICABLE. THE ALTERING ENGINEER/ARCHITECT SHALL AFFIX HIS/HER SEAL AND THE NOTATION 'ALTERED BY'

ANY WAY, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER/ARCHITECT AS

"IT IS A VIOLATION OF THE PROFESSIONAL LICENSE LAW FOR ANY PERSON TO ALTER THIS DRAWING IN

CONTRACT NO.

PROJECT NO.

 

SCALE:

NO.

DRAWING 

1 2 3 4

B

C

D

1 2 3 4

B

C

D

RIDGEAND TUN E U H R

T

TIY

TR BI O U G H

Authority

Bridge and Tunnel

B

N

Triborough

1

R O

L

O

9

A

33

DRAWN BY P. MANAYATH

C. CLARK

L. HERBERT

SHEET OF 12

40 WALL STREET

NEW YORK, NY 10005

0 FOR PROJECT TN-49

BARRIER CRASH TESTING

GFM-520N, WORK ORDER #14

GFM-520N

JULY 6, 2018

PPGW + FILLET

OVERLAY (TYP)

Š

‚

‚

Š

W24x94 (CUT)

PPGW + FILLET

OVERLAY (TYP)

Š

‚

‚

Š

SECTION

SCALE: 1"=1'-0"

2

S-1

R=2" R=2"

RIB

PLATE 

ƒ" 

PLATE

ƒ"x4" 

R=1" R=1"

R=2"

DETAIL

DIAPHRAGM

INTERMEDIATE 

PPGW + FILLET

OVERLAY (TYP)

Š

‚

‚

Š

PPGW + FILLET

OVERLAY (TYP)

Š

‚

‚

Š

R=2" R=2"

R=2"

SECTION

SCALE: 1"=1'-0"

4

S-1

EDGE OF 

DECK PLATE

(TO REMAIN)

SUPPORT BEAM 

EXISTING BUILT-UP

4" 3 9'-9

4" 3 1'-10 2'-4" 2'-4" 2" 1 1'-10 8" 5 1'-3

2" 1 3'-5

ƒ" PLATE RIB

PLATE

> RIB 

4" 3 9'-9

4" 3 1'-10 2'-4" 2'-4" 2" 1 1'-10 8" 5 1'-3

2" 1 3'-5

ƒ" PLATE RIB

PLATE

> RIB 

TRUSS

> LONGITUDINAL

 TRUSS

> LONGITUDINAL

DETAIL

SIMILAR

(TYP)

5" RIB

ƒ" PLATE 

RIB

ƒ" PLATE 

EDGE OF 

DECK PLATE

RIB

PLATE 

ƒ" 

A

S-5

A

S-5

DETAIL

†" 

DIAPHRAGM

B

S-5

B

S-5

DETAIL

SIMILAR

ƒ"x4" PLATE

FOR DETAILS)

(SEE DWG. NO. S-6 

END DIAPHRAGM 

FIELD DRILLS HOLES FOR 1" DIA. H.S. BOLTS, MATCH EXISTING BOLT SPACING IN BUILT UP SUPPORT BEAM (OSL ONLY)

1

S-6

(BS)

L6x4x"

"x1..." 

SLOTTED HOLE 

(TYP)

Š

‚

Š

‚

‚

Š

‚

OVERLAY

FILLET

PPGW &

CL RIB

Š

Š

TYP

Š

Š

TYP

Š

Š

CPGW Š

OVERLAY

PPGW + FILLET

CURB PLATE

CL RIB

DETAIL

SCALE: 3"=1'-0"

A

S-5

10" "2

1

7

10"

6"

12"

14"

(CUT)

HSS16x12xŠ" 

DECK PLATE

DETAIL

SCALE: 3"=1'-0"

B

S-5

OVERLAY 

FILLET (TYP)

PPGW+

DIAPHRAGM

HSS16

SECTION

N.T.S.

3

S-5

3

S-5

(TYP)

PLATE 

ƒ"x4" 

1'-4 "

RIB

PLATE 

ƒ" 

1"

1"

R=2" GRIND SMOOTH

SMOOTH

GRIND 

R=2" 

SMOOTH

 GRIND

R=2"

SMOOTH

GRIND 

R=1" 

SMOOTH

GRIND 

R=1" 

TYP, TUBE 

TO DECK

SCALE: 3"=1'-0"

0 3" 6" 9" 1'

1' 9" 6" 3" 0 1'

SCALE: 1"=1'-0"

S-58

AS NOTED

DIAPHRAGM DETAILS - 1
DRAWING TITLE

DESIGNED BY

CHECKED BY REV. DESCRIPTION DATE APP'D.

DATE

REVISION NO. FOLLOWED BY HIS/HER SIGNATURE AND DATE OF ALTERATION."

APPLICABLE. THE ALTERING ENGINEER/ARCHITECT SHALL AFFIX HIS/HER SEAL AND THE NOTATION 'ALTERED BY'

ANY WAY, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER/ARCHITECT AS

"IT IS A VIOLATION OF THE PROFESSIONAL LICENSE LAW FOR ANY PERSON TO ALTER THIS DRAWING IN

CONTRACT NO.

PROJECT NO.

 

SCALE:

NO.

DRAWING 

1 2 3 4

B

C

D

1 2 3 4

B

C

D

RIDGEAND TUN E U H R

T

TIY

TR BI O U G H

Authority

Bridge and Tunnel

B

N

Triborough

1

R O

L

O

9

A

33

DRAWN BY P. MANAYATH

C. CLARK

L. HERBERT

SHEET OF 12

40 WALL STREET

NEW YORK, NY 10005

0 FOR PROJECT TN-49

BARRIER CRASH TESTING

GFM-520N, WORK ORDER #14

GFM-520N

JULY 6, 2018

4" 3 9'-9

4" 3 1'-10 2'-4" 2'-4" 2" 1 1'-10 8" 5 1'-3

EDGE OF 

PLATE DECK PLATE

†" DIAPHRAGM ..." CURB

(TYP)

ƒ" RIB PLATE 

(TYP)

ƒ"x4" PLATE 

HSS16 (CUT)

PLATE

ƒ" DECK 

"x1..." SLOTTED 

HOLE (TYP)

(TYP)

5"

1'-10"

SUPPORT BEAM TO REMAIN

EXISTING BUILT-UP 

AS TEMPLATE

HOLES IN SUPPORT BEAM 

BOLT USING EXISTING 

ANGLE FOR 1" DIA. H.S. 

FIELD DRILL HOLE IN 

ƒ" DECK PLATE

‡" DIA. H.S. BOLT @ 5"

†" DIAPHRAGM

REMAIN

SUPPORT WALL TO 

EXISTING CONCRETE 

2'-6"

1'-0"

(BY OTHERS)

TO BE REPLACED 

EXISTING CONCRETE 

FILL PLATE AS REQUIRED

INSTALL L6x4x" (TYP)

SCALE: 3"=1'-0"

0 3" 6" 9" 1'

1' 9" 6" 3" 0 1'

SCALE: 1"=1'-0"

S-69

AS NOTED

DIAPHRAGM DETAILS - 2

SECTION

SCALE: 3"=1'-0"

1

S-5

END DIAPHRAGM DETAIL

SCALE:1"=1'-0"

DRAWING TITLE

DESIGNED BY

CHECKED BY REV. DESCRIPTION DATE APP'D.

DATE

REVISION NO. FOLLOWED BY HIS/HER SIGNATURE AND DATE OF ALTERATION."

APPLICABLE. THE ALTERING ENGINEER/ARCHITECT SHALL AFFIX HIS/HER SEAL AND THE NOTATION 'ALTERED BY'

ANY WAY, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER/ARCHITECT AS

"IT IS A VIOLATION OF THE PROFESSIONAL LICENSE LAW FOR ANY PERSON TO ALTER THIS DRAWING IN

CONTRACT NO.

PROJECT NO.

 

SCALE:

NO.

DRAWING 

1 2 3 4

B

C

D

1 2 3 4

B

C

D

RIDGEAND TUN E U H R

T

TIY

TR BI O U G H

Authority

Bridge and Tunnel

B

N

Triborough

1

R O

L

O

9

A

33

DRAWN BY P. MANAYATH

C. CLARK

L. HERBERT

SHEET OF 12

40 WALL STREET

NEW YORK, NY 10005

0 FOR PROJECT TN-49

BARRIER CRASH TESTING

GFM-520N, WORK ORDER #14

GFM-520N

JULY 6, 2018

6" 6" 6" 6" 3"

3"

"2

1 1

3'-6"

1ƒ" BASE PLATE

CURB LINE

2" 1 1

2" 1 1

"2

1 1

"2

1 1 "2

1 1

STEEL SHIELD PLATE

‚" STAINLESS

STEELBOLT

ƒ" STAINLESS 

CL POST

CL POST

STEEL SHIELD PLATE

‚" STAINLESS

CURB PLATE

2" 1

6

HSS 5x3x" (TYP)

HSS 6x6x... (TYP)

2" 18" 1'-10 5 1'-3

SHIELD PLATE

‚" STAINLESS STEEL 

BOLT

ƒ" STAINLESS STEEL 

(TYP)

RAILING POST W8x28 

‡" BOLT (TYP)

"2

1 1'-4 7† "

LOCK WASHER (TYP)

NUT, WASHER AND SPRING 

(A325,GRADE 1) WITH HEX 

ROUND HEAD H.S. BOLT 

> OF ‡" DIA SLOTTED 

WASHER (TYP)

HEX NUT AND SPRINGLOCK 

> OF ƒ" DIA. BOLTS WITH 

LOCK WASHER (TYP)

NUT, WASHER AND SPRING 

(A325,GRADE 1) WITH HEX 

ROUND HEAD H.S. BOLT 

> OF ‡" DIA SLOTTED 

TOP OF 2" OVERLAY

DECK PLATE

TOP OF ƒ" 

PLATE

ANCHOR 

2‚" 

SCALE: 3"=1'-0"

0 3" 6" 9" 1'

1'-4"

3

SB-2

2

SB-2

5

SB-2

4

SB-2

1

SB-2

1

SCALE:1"=1'-0"

SECTION

SB-2

SB-1

1

SCALE:1"=1'-0"

SECTION

SECTION 4

SCALE: N.T.S. SB-2

5

SCALE: N.T.S.

SECTION

SB-2

> OF POST

DETAIL A

SB-2

TOP OF 2" OVERLAY

DECK PLATE

TOP OF ƒ" 

RAILING ANGLE

L5x5x†

"2

1 3 "2

1 3

8"

"8

1 1'-2

"2

1 1 "2

1 1 "2

1 3

1"

3 " 3 "

3" 3"

"4

1 2

1 " 1 "

"4

1 2 "2

1

"4

3 7

16" 13 1'-1

3"

4" 38" 3 1 3 4" 3

4

3"

"8

3

3

4

"

2" 1 1

Š

Š

TYP

 FLANGE

(TYP) 

"2

1 1'-2

"2

1

3 "2

1

3 "2

1

3

2" 1

TYP

Š

Š

SCALE: 3"=1'-0"

DETAIL

SB-2

A

CURB PL

> POST

BOLT (TYP)

1" ANCHOR

BASE PLATE

PLATE RIB PLATE RIB

(TYP)

‡" BOLT 

PLATE

ANCHOR 

2‚" 

> POST

†" PLATE

2-L5x3x... †" STIFFENER PLATE

8"x2‚" ANCHOR PLATE

BOLT

CL ‡" HS 

BASE PLATE (TYP)

1ƒ" MIN BEVELED 

AS REQUIRED (TYP)

BEVELED WASHER

1" DIA H.S. BOLT

(SEE NOTE 8)

1" DIA H.S. BOLT

5"x..." PLATE

OVERLAY

TOP OF 2" 

DECK PLATE

TOP OF ƒ" 

MILL TO BEAR

ƒ" RIB PLATE

2-L5x3x...

SCALE: 3"=1'-0"

SECTION

SB-2

3

SCALE: 3"=1'-0"

SECTION

SB-2

2

R=3"

STEEL RAILING DETAILS - 2 SB-2

1' 9" 6" 3" 0 1'

SCALE: 1"=1'-0"

11

AS NOTED
DRAWING TITLE

DESIGNED BY

CHECKED BY REV. DESCRIPTION DATE APP'D.

DATE

REVISION NO. FOLLOWED BY HIS/HER SIGNATURE AND DATE OF ALTERATION."

APPLICABLE. THE ALTERING ENGINEER/ARCHITECT SHALL AFFIX HIS/HER SEAL AND THE NOTATION 'ALTERED BY'

ANY WAY, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER/ARCHITECT AS

"IT IS A VIOLATION OF THE PROFESSIONAL LICENSE LAW FOR ANY PERSON TO ALTER THIS DRAWING IN

CONTRACT NO.

PROJECT NO.

 

SCALE:

NO.

DRAWING 

1 2 3 4

B

C

D

1 2 3 4

B

C

D

RIDGEAND TUN E U H R

T

TIY

TR BI O U G H

Authority

Bridge and Tunnel

B

N

Triborough

1

R O

L

O

9

A

33

DRAWN BY P. MANAYATH

C. CLARK

L. HERBERT

SHEET OF 12

40 WALL STREET

NEW YORK, NY 10005

0 FOR PROJECT TN-49

BARRIER CRASH TESTING

GFM-520N, WORK ORDER #14

GFM-520N

JULY 6, 2018

SIDE BARRIER SPLICE DETAIL

SCALE:1" =1'-0"

3" 3"

2" 14" 6" 5 1

3 4" 1

2" 6" 3 1 5

CL POST CL SPLICE

HSS 6x6x...

HSS 5x5x...

L5x5x†

ƒ" DIA. HS. BOLTS BELOW THE NUT TO BE DAMAGED A.O.B.E. (TYP)

NUT. NUT TO BE FINGER TIGHT AND FIRST THREAD 

ƒ" DIA H.S. BOLT WITH 2 WASHERS AND HEAVY HEX 

HSS 5x5x HSS 6x6x...

C.L. SPLICE

5x5X... SPLICE TUBE

TOP AND BOTTOM OF HSS 

.... > ‡" DIA HOLES IN 

AND BOTTOM OF HSS 6x6x

> 1"x2" SLOTS IN TOP 

> RAIL

"2

1 2 "2

1 2

2" 14" 6" 5 1 3 4" 12" 6" 3 1 5

HSS 5x5x HSS 5x3x

C.L. SPLICE

1

SB-3

2

SB-3

2

SB-3

1

SB-3

ƒ" DIA. HS BOLTS

CORNERS

WITH CHAMFERED

BAR 1x3

HSS 5x3x

2'-0"

‡" AT 68°F ‡" AT 68°F

SB-3

4

SB-3

3

SB-3

2

SCALE:1"=1'-0"

SECTION

SB-3

3

SCALE:3"=1'-0"

SECTION

SB-3

4

SCALE:3"=1'-0"

SECTION

SB-3

1

SCALE:1"=1'-0"

SECTION

HSS 5x3x" (TYP)

HSS 6x6x..." (TYP)

SHIELD PLATE

‚" STAINLESS STEEL 

BOLT

ƒ" STAINLESS STEEL 

(BY OTHERS)

ROADBASE 

ANCHORS

‡" EXPANSION 

6"

(BY OTHERS)

FOUNDATION 

CONCRETE 

S-1

5

SCALE:1"=1'-0"

SECTION

SB-1

5

(SEE TABLE)

W8x28 RAILING POST 

NEW OR EXISTING 

1ƒ" BASE PLATE

NEW OR EXISTING 

(BY OTHERS)

2" OVERLAY 

RAILING ANGLE

L5x5x†"

BAR1"x3"

DIA HOLE IN SPLICE 

HSS 5x3x. > ‡" 

TOP AND BOTTOM OF 

> 1"x2" SLOTS IN 

TO BE DAMAGED A.O.B.E. (TYP)

TIGHT AND FIRST THREAD BELOW THE NUT 

HEAVY HEX NUT. NUT TO BE FINGER 

ƒ" DIA H.S. BOLT WITH 2 WASHERS AND 

> RAIL

STEEL RAILING DETAILS - 3 SB-312

1' 9" 6" 3" 0 1'

SCALE: 1"=1'-0"

SCALE: 3"=1'-0"

0 3" 6" 9" 1'

AS NOTED

POST NUMBER POST TYPE "A"

TABLE 1 - POST INSTALLATION

4R

3R

2R

1R

14L

13L

12L

11L

10L

9L

8L

7L

6L

5L

4L

3L

2L

1L

NEW

NEW

EXISTING

NEW

NEW

NEW

EXISTING

NEW

NEW

NEW

NEW

NEW

NEW

NEW

NEW

NEW

EXISTING

NEW

19'-9"

14'-9ƒ"

9'-3ƒ"

4'-11‚"

69'-1"

64'-2‚"

58'-9ƒ"

54'-3ƒ"

49'-4"

44'-5‚"

39'-6"

34'-6ƒ"

29'-7"

24'-8‚"

19'-9"

14'-9ƒ"

9'-3ƒ"

4'-11‚"

TABLE 2 - REPLACEMENT PARTS

PIECE QUANTITY LENGTH

ƒ" BOLT

ƒ" BOLT

‡" BOLT

‡" BOLT

1" BOLT

1" BOLT

L5x5x†"

1ƒ" BASE PLATE

W8x28 POST

HSS 6x6x..."

HSS 5x3x"

6

3

6

12

12

12

3

3

3

2

2

2"

8"

8"

7"

1'-7"

4"

6"

AS DETAILED

AS DETAILED

40'-0"

40'-0"

BTWN -- BETWEEN

C TO C / CC -- CENTER TO CENTER

CANT -- CANTILEVER

CHD

CI -- CAST IRON

CL -- CENTER LINE

CLR -- CLEAR

CONN -- CONNECTION

COL -- COLUMN

CONSTR -- CONSTRUCTION

CONT -- CONTINUOUS

CORR -- CORRUGATED

CTSK -- COUNTERSUNK

DET -- DETAIL

DIAPH -- DIAPHRAGM

DWG -- DRAWING

EF -- EACH FACE

ELEC -- ELECTRICAL

ELEV / EL -- ELEVATION

EQ -- EQUAL

EXIST / EXST -- EXISTING

F -- FAHRENHEIT

FF -- FRONT FACE

FL -- FLOOR

FLBM -- FLOORBEAM

FLG -- FLANGE

CPGW

FS -- FAR SIDE

FUT -- FUTURE

GALV -- GALVANIZED

DIA -- DIAMETER

CONC -- CONCRETE

JT -- JOINT

OC

NTS

NS

NOM

NIC

NA

MIN

MAX

-- ON CENTER

-- NOT TO SCALE

-- NEAR SIDE

-- NOMINAL

-- NOT IN CONTRACT

-- NOT APPLICABLE

-- MINIMUM

-- MAXIMUM

HS

HORIZ

HEX

-- HIGH STRENGTH

-- HORIZONTAL

-- HEXAGONAL

PC -- PIECE

PL -- PLATE

OPNG

OPP

-- OPENING

-- OPPOSITE

OSL -- OUTSTANDING LEG

PVMT -- PAVEMENT

SQ

THRD

THD

SYMM

STR / STRG

STL

STIFF

SPL

SST

SP / SPA

SECT

RJT

REQD

REINF

REF

RDWY

R / RAD

-- STAINLESS STEEL

-- THREADED

-- THREAD

-- SYMMETRICAL

-- STRINGER

-- STEEL

-- STIFFENER

-- SQUARE

-- SPLICE

-- SPACE / SPACING

-- SECTION

-- RELIEF JOINT

-- REQUIRED

-- REINFORCEMENT

-- REFERENCE

-- ROADWAY

-- RADIUS

PVC

LG

INTER

EXTER

PTFE

PP

-- POLYVINYLCHLORIDE

-- LENGTH

-- INTERIOR

-- EXTERIOR

-- POLYTETRAFLUOROETHYLENE

-- PANEL POINT

THK

THRU

TYP

-- THICK

-- THROUGH

-- TYPICAL

UON / UN -- UNLESS OTHERWISE NOTED

VERT -- VERTICAL

WP -- WORKING POINT

W/ -- WITH

BS -- BOTH SIDES

-- AS ORDERED BY ENGINEER

-- BACK TO BACK

-- BOTTOM

-- BEARING

-- BACK FACE

-- ABOUT

AOBE

B TO B / BB

BOT

BRG

BF

ABT

ED -- END DIAPHRAGM

ASTM

MOD -- MODIFIED

N0 -- NUMBER

MPT

TBTA

ANCH -- ANCHORAGE

EXP -- EXPANSION

TP -- TURNING POINT

SDWK -- SIDEWALK

RC -- REINFORCED CONCRETE

PPGW

 GROOVE WELD

-- PARTIAL PENETRATION

 TUNNEL AUTHORITY

-- TRIBOROUGH BRIDGE AND

 TESTING MATERIALS

-- AMERICAN SOCIETY OF 

OF TRAFFIC

-- MAINTENANCE AND PROTECTION

 GROOVE WELD

-- COMPLETE PENETRATION

NEW HIGH STRENGTH BOLT.

NEW SLOTTED HOLE.

CONCRETE.

DETAIL MARK

DRAWING NUMBER

ON WHICH DETAIL

IS TAKEN

SECTION MARK

DRAWING NUMBER

ON WHICH SECTION

IS TAKEN

DETAIL MARK

DRAWING NUMBER

ON WHICH DETAIL

IS SHOWN

SECTION MARK

DRAWING NUMBER

ON WHICH SECTION

IS SHOWN

DETAIL

SCALE:

A

00-00

SECTION

SCALE:

DETAIL

1

00-00

G-22

A

00-00

1

00-00

NO.

SHEET

NO.

DWG.

NO.

REV. DRAWING TITLE

GENERAL

STRUCTURAL

DRAWING LIST SYMBOLS ABBREVIATIONS

LEGENDS FOR SECTION MARKS

NONE

AND ABBREVIATIONS

GENERAL NOES, DRAWING LIST, SYMBOLS

-- CHORD

NOTES:

DEMOLITION

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

D-5

D-4

D-3

D-2

D-1

P-8

P-7

P-6

P-5

P-4

P-3

P-2

P-1

G-2

G-1

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

DEMOLITION DETAILS - 4

DEMOLITION DETAILS - 3

DEMOLITION DETAILS - 2

DEMOLITION DETAILS - 1

TEST PIT DEMOLITION PLAN

STEEL RAILING POST ANCHORAGE DETAILS

REINFORCEMENT DETAILS - 2

REINFORCEMENT DETAILS - 1

FOOTING AND RETAINING WALLS DETAILS - 4

FOOTING AND RETAINING WALLS DETAILS - 3

FOOTING AND RETAINING WALLS DETAILS - 2

FOOTING AND RETAINING WALLS DETAILS - 1

TEST PIT PLAN

GENERAL NOTES, DRAWING LIST, SYMBOLS AND ABBREVIATIONS

TITLE SHEET AND LOCATION PLAN

REMOVED. SEE DEMOLITION DRAWINGS FOR DETAILS.

2. UNLESS OTHERWISE NOTED, ALL EXISTING STEEL SHALL BE

PROVIDED BY THE STEEL FABRICATOR.

1. ALL STRUCTURAL STEEL, BOLTS, ANCHORS, AND PLATES SHALL BE

STRUCTURAL STEEL:

SUBMITTED TO THE ENGINEER FOR REVIEW AND APPROVAL.

ENGINEER CURRENTLY LICENSED IN THE STATE OF TEXAS AND 

DESIGN WORK SHALL BE SIGNED AND SEALED BY A PROFESSIONAL 

BE INCLUDED IN THE BID UNIT PRICES. ALL ENGINEERING 

DECK PANEL. THE COST OF ALL PLATFORMS AND SUPPORTS SHALL 

AS REQUIRED FOR THE ERECTION OF THE SUPPORT TRUSSES AND 

5. THE CONTRACTOR SHALL PROVIDE WORK PLATFORMS AND SUPPORTS

FACILITY AFTER COMPLETION OF THE WORK.

MATERIALS, CONSUMERABLES, AND TOOLS FROM THE TESTING 

4. THE CONTRACTOR SHALL PROMPTLY REMOVE ALL EXCESS

AT THE EXPENSE OF THE CONTRACTOR.

REPLACED IN A MANNER SATISFACTORY TO THE TESTING FACILITY 

TESTING FACILITY, DAMAGED MATERIALS SHALL BE REPAIRED OR 

WHICH ARE TO REMAIN IN PLACE OR ARE THE PROPERTY OF THE 

3. IF THE CONTRACTOR DAMAGES ANY EQUIPMENT OR MATERIALS

DECK PANEL AND 4 RAIL STEEL BARRIERS.

FABRICATION (BY OTHERS), ERECTION, AND CRASH TESTING OF 

2. THE SCOPE OF WORK FOR THIS PROJECT CONSISTS OF

PROJECT TN-49".

1. WORK THESE DRAWINGS WITH "BARRIER CRASH TESTING FOR

GENERAL:

DRAWING TITLE

DESIGNED BY

CHECKED BY REV. DESCRIPTION DATE APP'D.

DATE

REVISION NO. FOLLOWED BY HIS/HER SIGNATURE AND DATE OF ALTERATION."

APPLICABLE. THE ALTERING ENGINEER/ARCHITECT SHALL AFFIX HIS/HER SEAL AND THE NOTATION 'ALTERED BY'

ANY WAY, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER/ARCHITECT AS

"IT IS A VIOLATION OF THE PROFESSIONAL LICENSE LAW FOR ANY PERSON TO ALTER THIS DRAWING IN

CONTRACT NO.

PROJECT NO. SCALE:

NO.

DRAWING 

1 2 3 4

B

C

D

1 2 3 4

B

C

D

RIDGEAND TUN E U H R

T

TIY

TR BI O U G H

Authority

Bridge and Tunnel

B

N

Triborough

1

R O

L

O

9

A

33

DRAWN BY P. MANAYATH

C. CLARK

L. HERBERT

SHEET OF 15

40 WALL STREET

NEW YORK, NY 10005

0 FOR PROJECT TN-49

TEST PIT DETAILS

GFM-520N, WORK ORDER #14

GFM-520N

JULY 6, 2018

DRAWING TITLE

DESIGNED BY

CHECKED BY REV. DESCRIPTION DATE APP'D.

DATE

REVISION NO. FOLLOWED BY HIS/HER SIGNATURE AND DATE OF ALTERATION."

APPLICABLE. THE ALTERING ENGINEER/ARCHITECT SHALL AFFIX HIS/HER SEAL AND THE NOTATION 'ALTERED BY'

ANY WAY, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER/ARCHITECT AS

"IT IS A VIOLATION OF THE PROFESSIONAL LICENSE LAW FOR ANY PERSON TO ALTER THIS DRAWING IN

CONTRACT NO.

PROJECT NO. SCALE:

NO.

DRAWING 

1 2 3 4

B

C

D

1 2 3 4

B

C

D

RIDGEAND TUN E U H R

T

TIY

TR BI O U G H

Authority

Bridge and Tunnel

B

N

Triborough

1

R O

L

O

9

A

33

DRAWN BY P. MANAYATH

C. CLARK

L. HERBERT

SHEET OF 15

40 WALL STREET

NEW YORK, NY 10005

0 FOR PROJECT TN-49

TEST PIT DETAILS

GFM-520N, WORK ORDER #14

GFM-520N

JULY 6, 2018

SECTION AT FLOOR TRUSS

SCALE: 1"=1'-0"

1

P-1

1

-

SECTION

SCALE: 1"=1'-0"

1

-

DETAIL A

P-6

CONCRETE SLAB

EXISTING REINFORCED 

WALL

EXISTING SUPPORT 

ROADBASE

22'-6"

2'-0"

10"

2'-0"

1'-0"

1'-8"

2" ASPHALT OVERLAY

(BY OTHERS)

ORTHOTROPIC DECK 

4" EMBED. (TYP)

(BY OTHERS)

FLOOR TRUSS 

(BY OTHERS)

> LONGITUDINAL TRUSS 

POST (BY OTHERS)

STEEL RAILING AND 

9'-2"

6"

4" EMBED. (TYP)

 (BY OTHERS)

1" BASE PLATE

12"

16"

2" 2"12"

16"

2" 2"

(BY OTHERS)

W12x40 

ANCHORS (TYP)

†" DIA. EXSPANSION 

(TYP)

 ANCHORS

 EXSPANSION

†" DIA.

3'-9"

BUILT-UP SUPPORT GIRDER

PORTION OF EXISTING 

(SEE NOTE 1)

NEW CONCRETE

4

FOOTING AND RETAINING WALL DETAILS - 1 P-2

AS NOTED

1' 9" 6" 3" 0 1'

SCALE: 1"=1'-0"

0

SCALE: 1"=1'-0"

1' 6" 1' 2'

NOTES:

P-6 AND P-7 FOR DETAILS.

1. REBAR NOT SHOWN FOR CLARITY, SEE DRAWINGS
DRAWING TITLE

DESIGNED BY

CHECKED BY REV. DESCRIPTION DATE APP'D.

DATE

REVISION NO. FOLLOWED BY HIS/HER SIGNATURE AND DATE OF ALTERATION."

APPLICABLE. THE ALTERING ENGINEER/ARCHITECT SHALL AFFIX HIS/HER SEAL AND THE NOTATION 'ALTERED BY'

ANY WAY, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER/ARCHITECT AS

"IT IS A VIOLATION OF THE PROFESSIONAL LICENSE LAW FOR ANY PERSON TO ALTER THIS DRAWING IN

CONTRACT NO.

PROJECT NO. SCALE:

NO.

DRAWING 

1 2 3 4

B

C

D

1 2 3 4

B

C

D

RIDGEAND TUN E U H R

T

TIY

TR BI O U G H

Authority

Bridge and Tunnel

B

N

Triborough

1

R O

L

O

9

A

33

DRAWN BY P. MANAYATH

C. CLARK

L. HERBERT

SHEET OF 15

40 WALL STREET

NEW YORK, NY 10005

0 FOR PROJECT TN-49

TEST PIT DETAILS

GFM-520N, WORK ORDER #14

GFM-520N

JULY 6, 2018

SECTION AT END DIAPHRAGM

SCALE: 1"=1'-0"

2

P-1

SUPPORT BEAM TO REMAIN

EXISTING BUILT-UP

(INTERMEDIATE DIAPHRAGM SIMILAR)

DETAIL B

P-6

2'-0"

1'-0"

22'-6"

2'-0"

CONCRETE SLAB

EXISTING REINFORCED 

WALL

EXISTING SUPPORT 

ROADBASE

BEHIND

EXISTING WINGWALL 

2" ASPHALT OVERLAY

(BY OTHERS)

ORTHOTROPIC DECK 

1'-8"

9'-10"

2"

(BY OTHERS)

AND ASSEMBLY 

STEEL RAILING 

9'-2"

6"

MATCH EXISTING SPACING

FIELD INSTALL 1" DIA H.S. BOLT (PROVIDED BY OTHERS)

2'-6"

 (SEE NOTE 1)

NEW CONCRETE

5

FOOTING AND RETAINING WALL DETAILS - 2 P-3

0

SCALE: 1"=1'-0"

1' 6" 1' 2'

1"=1'-0"

NOTES:

P-6 AND P-7 FOR DETAILS.

1. REBAR NOT SHOWN FOR CLARITY, SEE DRAWINGS
DRAWING TITLE

DESIGNED BY

CHECKED BY REV. DESCRIPTION DATE APP'D.

DATE

REVISION NO. FOLLOWED BY HIS/HER SIGNATURE AND DATE OF ALTERATION."

APPLICABLE. THE ALTERING ENGINEER/ARCHITECT SHALL AFFIX HIS/HER SEAL AND THE NOTATION 'ALTERED BY'

ANY WAY, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER/ARCHITECT AS

"IT IS A VIOLATION OF THE PROFESSIONAL LICENSE LAW FOR ANY PERSON TO ALTER THIS DRAWING IN

CONTRACT NO.

PROJECT NO. SCALE:

NO.

DRAWING 

1 2 3 4

B

C

D

1 2 3 4

B

C

D

RIDGEAND TUN E U H R

T

TIY

TR BI O U G H

Authority

Bridge and Tunnel

B

N

Triborough

1

R O

L

O

9

A

33

DRAWN BY P. MANAYATH

C. CLARK

L. HERBERT

SHEET OF 15

40 WALL STREET

NEW YORK, NY 10005

0 FOR PROJECT TN-49

TEST PIT DETAILS

GFM-520N, WORK ORDER #14

GFM-520N

JULY 6, 2018

SECTION

SCALE: 1"=1'-0"

3

P-1

DETAIL C

P-6

CONCRETE SLAB

EXISTING REINFORCED 

WALL

EXISTING SUPPORT 

9'-2"

2'-0"

1'-0"

2'-0"

10"

 ROADBASE

6" THICK

ABOUT >

SYM. 

> END DIAPHRAGM > INTERMEDIATE DIAPHRAGM > FLOOR TRUSS > INTERMEDIATE DIAPHRAGM

OVERLAY

2" ASPHALT 

1'-0" 8" 5'-0" 2"

1

9'-10 2"

1

9'-10

(TO REMAIN)

UP SUPPORT BEAM 

EXISTING BUILT 

(BY OTHERS)

ORTHOTROPIC DECK 

2'-6"

 (SEE NOTE 1)

NEW CONCRETE

6

FOOTING AND RETAINING WALL DETAILS - 3 P-4

0

SCALE: 1"=1'-0"

1' 6" 1' 2'

1"=1'-0"

NOTES:

P-6 AND P-7 FOR DETAILS.

1. REBAR NOT SHOWN FOR CLARITY, SEE DRAWINGS
DRAWING TITLE

DESIGNED BY

CHECKED BY REV. DESCRIPTION DATE APP'D.

DATE

REVISION NO. FOLLOWED BY HIS/HER SIGNATURE AND DATE OF ALTERATION."

APPLICABLE. THE ALTERING ENGINEER/ARCHITECT SHALL AFFIX HIS/HER SEAL AND THE NOTATION 'ALTERED BY'

ANY WAY, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER/ARCHITECT AS

"IT IS A VIOLATION OF THE PROFESSIONAL LICENSE LAW FOR ANY PERSON TO ALTER THIS DRAWING IN

CONTRACT NO.

PROJECT NO. SCALE:

NO.

DRAWING 

1 2 3 4

B

C

D

1 2 3 4

B

C

D

RIDGEAND TUN E U H R

T

TIY

TR BI O U G H

Authority

Bridge and Tunnel

B

N

Triborough

1

R O

L

O

9

A

33

DRAWN BY P. MANAYATH

C. CLARK

L. HERBERT

SHEET OF 15

40 WALL STREET

NEW YORK, NY 10005

0 FOR PROJECT TN-49

TEST PIT DETAILS

GFM-520N, WORK ORDER #14

GFM-520N

JULY 6, 2018

SECTION

SCALE: 1"=1'-0"

4

P-1

DETAIL C

P-6

9'-2"

2'-0"

3'-0"

 ROADBASE

6" THICK

ABOUT >

SYM. 

> END DIAPHRAGM > INTERMEDIATE DIAPHRAGM > FLOOR TRUSS > INTERMEDIATE DIAPHRAGM

OVERLAY

2" ASPHALT 

1'-0" 8" 5'-0" 2"

1

9'-10 2"

1

9'-10

WALL

EXISTING SUPPORT 

(TO REMAIN)

UP SUPPORT BEAM 

EXISTING BUILT 

(TYP)

ANCHOR 4" EMBEDED 

†" DIA. EXPANSION 

EXISTING SUPPORT WALL

2'-6"

 (SEE NOTE 1)

NEW CONCRETE

7

FOOTING AND RETAINING WALL DETAILS - 4 P-5

0

SCALE: 1"=1'-0"

1' 6" 1' 2'

1"=1'-0"

NOTES:

P-6 AND P-7 FOR DETAILS.

1. REBAR NOT SHOWN FOR CLARITY, SEE DRAWINGS
DRAWING TITLE

DESIGNED BY

CHECKED BY REV. DESCRIPTION DATE APP'D.

DATE

REVISION NO. FOLLOWED BY HIS/HER SIGNATURE AND DATE OF ALTERATION."

APPLICABLE. THE ALTERING ENGINEER/ARCHITECT SHALL AFFIX HIS/HER SEAL AND THE NOTATION 'ALTERED BY'

ANY WAY, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER/ARCHITECT AS

"IT IS A VIOLATION OF THE PROFESSIONAL LICENSE LAW FOR ANY PERSON TO ALTER THIS DRAWING IN

CONTRACT NO.

PROJECT NO. SCALE:

NO.

DRAWING 

1 2 3 4

B

C

D

1 2 3 4

B

C

D

RIDGEAND TUN E U H R

T

TIY

TR BI O U G H

Authority

Bridge and Tunnel

B

N

Triborough

1

R O

L

O

9

A

33

DRAWN BY P. MANAYATH

C. CLARK

L. HERBERT

SHEET OF 15

40 WALL STREET

NEW YORK, NY 10005

0 FOR PROJECT TN-49

TEST PIT DETAILS

GFM-520N, WORK ORDER #14

GFM-520N

JULY 6, 2018

DETAIL

N.T.S.

A

P-2

(TYP) 

2" CLEAR

DETAIL

N.T.S.

B

P-3 N.T.S.

C

P-4

C

P-5

DETAIL

3'-9"

(TYP)

4 SPACES @ 9"

1'-8"

2 SPACES @ 6"

REBAR TO REMAIN

EXISTING #5@6" 

(TYP) 

2" CLEAR

 REMAIN

 REBAR TO

 #7@6"

EXISTING

 DETAIL 1

 REBAR

#5@6" SEE

#4 (TYP)

 REMAIN

 REBAR TO

 #7@6"

EXISTING

 DETAIL 1

 REBAR

#5@6" SEE

2'-6"

2 SPACES @ 6"

1'-8"

#4 (TYP)

(TYP) 

2" CLEAR

 DETAIL 2

 REBAR

#5@6" SEE

(TYP)

2 SPACES @ 9"

2'-6"

1'-0"

6"

#4 (TYP)

REBAR DETAIL 1

N.T.S.

REBAR DETAIL 2

N.T.S.

(TYP)

1'-4"

11†"

(TYP)

3ƒ" DIA 

(TYP)

1'-0" MIN.

4"

1

4

(TYP)

3ƒ" DIA 

(TYP)

3 SPACES @ 9"

(TYP)

3ƒ "

DECK (BY OTHERS)

NEW ORTHOTROPIC 

DECK (BY OTHERS)

NEW ORTHOTROPIC 

ANCHORS, 4" EMBED

†" DIA EXPANSION

TO REMAIN

BUILT-UP SUPPORT GIRDER

PORTION OF EXISTING 

(BY OTHERS)

FLOOR TRUSS 

REBAR TO REMAIN

EXISTING #5@6" 

DECK (BY OTHERS)

NEW ORTHOTROPIC 

AS TEMPLATE

HOLES IN SUPPORT BEAM 

BOLT USING EXISTING 

ANGLE FOR 1" DIA H.S. 

FIELD DRILL HOLE IN 

REMAIN

SUPPORT BEAM TO 

EXISTING BUILT-UP 

REQUIRED

FILL PLATE AS 

BOLT @ 5"

‡" DIA. H.S. 

AS TEMPLATE

IN SUPPORT BEAM 

EXISTING HOLES 

BOLT USING 

FOR 1" DIA H.S. 

HOLE IN ANGLE 

FIELD DRILL 

REBAR TO REMAIN

EXISTING #5@6" 

BOLT @ 5"

‡" DIA. H.S. 

TO REMAIN

SUPPORT BEAM 

BUILT-UP 

EXISTING 

TO REMAIN

 #7@6" REBAR

EXISTING

8

P-6

NOT TO SCALE

NOTES:

UNLESS NOTED OTHERWISE.

3. MINIMUM CLEAR COVER TO REINFORCING STEEL SHALL BE 2",

TO ASTM A615, GRADE 60.

2. REINFORCING STEEL SHALL BE EPOXY COATED AND CONFORM

DAY COMPRESSIVE STRENGTH OF F'c = 4000 psi.

1. CONCRETE SHALL BE BE IN ACCORDANCE WITH MINIMUM 28

REINFORCEMENT DETAILS - 1
DRAWING TITLE

DESIGNED BY

CHECKED BY REV. DESCRIPTION DATE APP'D.

DATE

REVISION NO. FOLLOWED BY HIS/HER SIGNATURE AND DATE OF ALTERATION."

APPLICABLE. THE ALTERING ENGINEER/ARCHITECT SHALL AFFIX HIS/HER SEAL AND THE NOTATION 'ALTERED BY'

ANY WAY, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER/ARCHITECT AS

"IT IS A VIOLATION OF THE PROFESSIONAL LICENSE LAW FOR ANY PERSON TO ALTER THIS DRAWING IN

CONTRACT NO.

PROJECT NO. SCALE:

NO.

DRAWING 

1 2 3 4

B

C

D

1 2 3 4

B

C

D

RIDGEAND TUN E U H R

T

TIY

TR BI O U G H

Authority

Bridge and Tunnel

B

N

Triborough

1

R O

L

O

9

A

33

DRAWN BY P. MANAYATH

C. CLARK

L. HERBERT

SHEET OF 15

40 WALL STREET

NEW YORK, NY 10005

0 FOR PROJECT TN-49

TEST PIT DETAILS

GFM-520N, WORK ORDER #14

GFM-520N

JULY 6, 2018 22'-6"

56'-10"

> TEST PIT

SYMMETRIC ABOUT >

 WINGWALL

EXISTING

9'-0"

18'-0"

#4@6"

 WALL

 SUPPORT

EXISTING

EXISTING #5@6" (FS) TO REMAIN

EXISTING #7@6" (NS) TO REMAIN

105 #5@6" (SEE REBAR DETAIL 1)

EXISTING #5@6" (FS) TO REMAINEXISTING #7@6" (NS) TO REMAIN

23 #5@6" (SEE REBAR DETAIL 2)

#4@6"

CLARITY

SUPPORT BEAMS NOT SHOWN FOR 

ORTHOTROPIC DECK AND STEEL 

CONCRETE SLAB (BELOW)

EXISTING REINFORCED 

REINFORCEMENT PLAN

SCALE: "=1'-0"

1'-0" 2'-0"

9

P-7

..."=1'-0"

NOTES:

REINFORCEMENT DETAILS - 2

UNLESS NOTED OTHERWISE.

3. MINIMUM CLEAR COVER TO REINFORCING STEEL SHALL BE 2",

AASHTO M31 (ASTM A615) GRADE 60. 

2. REINFORCING STEEL SHALL CONFORM TO THE REQUIREMENTS OF

ƒ", 565.

MINIMUM 28-DAY COMPRESSIVE STRENGTH OF F'C = 4000 PSI, 

1. CONCRETE SHALL BE IN ACCORDANCE WITH THE SPECIFIED

1' 6"0 2' 4'

SCALE: "=1'-0"
DRAWING TITLE

DESIGNED BY

CHECKED BY REV. DESCRIPTION DATE APP'D.

DATE

REVISION NO. FOLLOWED BY HIS/HER SIGNATURE AND DATE OF ALTERATION."

APPLICABLE. THE ALTERING ENGINEER/ARCHITECT SHALL AFFIX HIS/HER SEAL AND THE NOTATION 'ALTERED BY'

ANY WAY, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER/ARCHITECT AS

"IT IS A VIOLATION OF THE PROFESSIONAL LICENSE LAW FOR ANY PERSON TO ALTER THIS DRAWING IN

CONTRACT NO.

PROJECT NO. SCALE:

NO.

DRAWING 

1 2 3 4

B

C

D

1 2 3 4

B

C

D

RIDGEAND TUN E U H R

T

TIY

TR BI O U G H

Authority

Bridge and Tunnel

B

N

Triborough

1

R O

L

O

9

A

33

DRAWN BY P. MANAYATH

C. CLARK

L. HERBERT

SHEET OF 15

40 WALL STREET

NEW YORK, NY 10005

0 FOR PROJECT TN-49

TEST PIT DETAILS

GFM-520N, WORK ORDER #14

GFM-520N

JULY 6, 2018

2'-0"

4'-0"

6" ROADBASE

@ 4"

#4 TIES 

TYPE 1

SCALE:1"=1'-0"

2'-0"

4'-0"

6" ROADBASE

TYPE 2

SCALE:1"=1'-0"

2'-0"

4'-0"

6" ROADBASE

TYPE 3

SCALE:1"=1'-0"

 FOUNDATION TO REMAIN

EXISTING CONCRETE

 FOUNDATION TO REMAIN

EXISTING CONCRETE

ANCHORS TO REMAIN

EXISTING EXPANSION 

OTHERS)

 POST ASSEMBLY (BY

 SHIELD PLATE AND

NEW STEEL RAILING,

2" OVERLAY

ANCHORS

NEW ‡" EXPANSION 

FOUNDATION

NEW CONCRETE

(TYP)

#5@8"

(TYP) 

2" CLEAR

(TYP)

" CLEAR 8

3

3

2" OVERLAY 

TO REMAIN

 POST ASSEMBLY

EXISTING STEEL

(BY OTHERS)

NEW SHIELD PLATE 

(TYP) (BY OTHERS)

NEW STEEL RAILING 

2" OVERLAY 

ASSEMBLY (BY OTHERS)

 SHIELD PLATE AND POST

NEW STEEL RAILING,

ANCHORS

NEW ‡" EXPANSION 

10

P-8

NOT TO SCALE

STEEL RAILING POST ANCHORAGE DETAILS

2", UNLESS NOTED OTHERWISE.

3. MINIMUM CLEAR COVER TO REINFORCING STEEL SHALL BE

CONFORM TO ASTM A615, GRADE 60.

2. REINFORCING STEEL SHALL BE EPOXY COATED AND

DAY COMPRESSIVE STRENGTH OF F'c=4000 psi.

1. CONCRETE SHALL BE IN ACCORDANCE WITH MINIMUM 28

NOTES:

0

SCALE: 1"=1'-0"

1' 6" 1' 2'

POST NUMBER POST TYPE "A"

TABLE 1 - POST INSTALLATION

4R

3R

2R

1R

14L

13L

12L

11L

10L

9L

8L

7L

6L

5L

4L

3L

2L

1L

19'-9"

14'-9ƒ"

9'-3ƒ"

4'-11‚"

69'-1"

64'-2‚"

58'-9ƒ"

54'-3ƒ"

49'-4"

44'-5‚"

39'-6"

34'-6ƒ"

29'-7"

24'-8‚"

19'-9"

14'-9ƒ"

9'-3ƒ"

4'-11‚"

1

3

2

1

1

3

2

3

3

3

3

3

3

3

3

3

2

1

SECTION

SCALE:1"=1'-0"

5

P-1
DRAWING TITLE

DESIGNED BY

CHECKED BY REV. DESCRIPTION DATE APP'D.

DATE

REVISION NO. FOLLOWED BY HIS/HER SIGNATURE AND DATE OF ALTERATION."

APPLICABLE. THE ALTERING ENGINEER/ARCHITECT SHALL AFFIX HIS/HER SEAL AND THE NOTATION 'ALTERED BY'

ANY WAY, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER/ARCHITECT AS

"IT IS A VIOLATION OF THE PROFESSIONAL LICENSE LAW FOR ANY PERSON TO ALTER THIS DRAWING IN

CONTRACT NO.

PROJECT NO. SCALE:

NO.

DRAWING 

1 2 3 4

B

C

D

1 2 3 4

B

C

D

RIDGEAND TUN E U H R

T

TIY

TR BI O U G H

Authority

Bridge and Tunnel

B

N

Triborough

1

R O

L

O

9

A

33

DRAWN BY P. MANAYATH

C. CLARK

L. HERBERT

SHEET OF 15

40 WALL STREET

NEW YORK, NY 10005

0 FOR PROJECT TN-49

TEST PIT DETAILS

GFM-520N, WORK ORDER #14

GFM-520N

JULY 6, 2018

2'-0" 1'-0" 50'-10" 1'-0" 2'-0"

56'-10"

1

D-2

 BEAMS TO BE REMOVED

EXISTING SUBFLOOR

BEAM TO REMAIN

EXISTING SUPPORT 

BEAM TO REMAIN

EXISTING SUPPORT

TEST PIT DEMOLITION PLAN

SCALE: ..."=1'-0"

 (BELOW) TO REMAIN

 CONCRETE SLAB

EXISTING REINFORCED

8" 8'-3" 8'-3" 8'-3" 8'-3" 8'-3" 8'-3" 8"

DECK TO BE REMOVED

EXISTING ORTHOTROPIC 

TO BE REMOVED

EXISTING STEEL RAILING 

POST TO BE REMOVED

EXISTING RAILING 

FOUNDATION TO REMAIN

EXISTING POST

22'-6"

9'-0" 9'-0"

2

D-3

 GIRDER (SEE NOTE 1)

> EXISTING SUPPORT

NOTED (TYP)

REMOVED UNLESS OTHERWISE 

EXISTING RAILING TO BE 

TO BE MODIFIED (TYP)

EXISTING WINGWALL 

STRINGER TO BE REMOVED

> EXISTING SUPPORT

(BELOW) TO REMAIN

EXISTING SUPPORT WALL 

11

D-1

..."=1'-0"

0 2' 4'

SCALE: ..."=1'-0"

1'

TEST PIT DEMOLITION PLAN

NOTES:

SUPPORT. SEE DWG NO D-2 AND D-5 FOR DETAILS.

TO FACILITATE THE INSTALLATION OF NEW FLOOR TRUSS 

1. SECTIONS OF EXISTING SUPPORT GIRDER SHALL BE REMOVED
DRAWING TITLE

DESIGNED BY

CHECKED BY REV. DESCRIPTION DATE APP'D.

DATE

REVISION NO. FOLLOWED BY HIS/HER SIGNATURE AND DATE OF ALTERATION."

APPLICABLE. THE ALTERING ENGINEER/ARCHITECT SHALL AFFIX HIS/HER SEAL AND THE NOTATION 'ALTERED BY'

ANY WAY, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER/ARCHITECT AS

"IT IS A VIOLATION OF THE PROFESSIONAL LICENSE LAW FOR ANY PERSON TO ALTER THIS DRAWING IN

CONTRACT NO.

PROJECT NO. SCALE:

NO.

DRAWING 

1 2 3 4

B

C

D

1 2 3 4

B

C

D

RIDGEAND TUN E U H R

T

TIY

TR BI O U G H

Authority

Bridge and Tunnel

B

N

Triborough

1

R O

L

O

9

A

33

DRAWN BY P. MANAYATH

C. CLARK

L. HERBERT

SHEET OF 15

40 WALL STREET

NEW YORK, NY 10005

0 FOR PROJECT TN-49

TEST PIT DETAILS

GFM-520N, WORK ORDER #14

GFM-520N

JULY 6, 2018

POST ASSEMBLY TO BE REMOVED

EXISTING STEEL RAILING & 

TO BE REMOVED

EXISTING 2" OVERLAY 

BE REMOVED

EXISTING REBAR TO 

BE REMOVED

 SUPPORT GIRDER TO

PORTION OF BUILT-UP

 BE REMOVED

EXISTING W36x302 TO

CONCRETE SLAB TO REMAIN

EXISTING REINFORCED 

BE REMOVED

 ORTHOTROPIC DECK TO

EXISTING

1'-8"

9'-2"

22'-6"

18'-0" 2'-6" 2'-0"

1'-0"

2'-0"

10"

SECTION

SCALE: 1"=1'-0"

1

D-1

D-4

3

D-5

4

 REMAIN

 WALL TO

 SUPPORT

EXISTING

 (TYP)

 REBAR TO BE REMOVED

EXISTING HORIZONTAL

BE REMOVED

CONCRETE TO 

EXISTING 

3'-9"

REBAR TO REMAIN

EXISTING VERTICAL

12

D-2

AS NOTED

0

SCALE: 1"=1'-0"

1' 6" 1' 2'

DEMOLITION DETAILS - 1
DRAWING TITLE

DESIGNED BY

CHECKED BY REV. DESCRIPTION DATE APP'D.

DATE

REVISION NO. FOLLOWED BY HIS/HER SIGNATURE AND DATE OF ALTERATION."

APPLICABLE. THE ALTERING ENGINEER/ARCHITECT SHALL AFFIX HIS/HER SEAL AND THE NOTATION 'ALTERED BY'

ANY WAY, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER/ARCHITECT AS

"IT IS A VIOLATION OF THE PROFESSIONAL LICENSE LAW FOR ANY PERSON TO ALTER THIS DRAWING IN

CONTRACT NO.

PROJECT NO. SCALE:

NO.

DRAWING 

1 2 3 4

B

C

D

1 2 3 4

B

C

D

RIDGEAND TUN E U H R

T

TIY

TR BI O U G H

Authority

Bridge and Tunnel

B

N

Triborough

1

R O

L

O

9

A

33

DRAWN BY P. MANAYATH

C. CLARK

L. HERBERT

SHEET OF 15

40 WALL STREET

NEW YORK, NY 10005

0 FOR PROJECT TN-49

TEST PIT DETAILS

GFM-520N, WORK ORDER #14

GFM-520N

JULY 6, 2018

POST ASSEMBLY TO BE REMOVED

EXISTING STEEL RAILING & 

TO BE REMOVED

EXISTING 2" OVERLAY 

BE REMOVED

EXISTING REBAR TO 

BE REMOVED

EXISTING W36x302 TO

CONCRETE SLAB TO REMAIN

EXISTING REINFORCED 

1'-8"

9'-2"

22'-6"

9'-0" 11'-6" 2'-0"

1'-0"

D-4

3

D-5

4

SECTION

SCALE: 1"=1'-0"

2

D-1

 REMOVED (TYP)

 H.S. BOLTS TO BE

EXISTING ‡" DIA.

 REMAIN

 SUPPORT GIRDER TO

EXISTING BUILT-UP

 REMAIN

 SUPPORT BEAM TO

EXISTING BUILT-UP

 (BEHIND) TO REMAIN

EXISTING WINGWALL

2'-0"

 WALL TO REMAIN

EXISTING SUPPORT

(TYP)

REBAR TO BE REMOVED 

EXISTING HORIZONTAL 

TO BE REMOVED

EXISTING CONCRETE 

2'-6"

REBAR TO REMAIN

EXIST VERTICAL 

13

D-3

AS NOTED

0

SCALE: 1"=1'-0"

1' 6" 1' 2'

DEMOLITION DETAILS - 2
DRAWING TITLE

DESIGNED BY

CHECKED BY REV. DESCRIPTION DATE APP'D.

DATE

REVISION NO. FOLLOWED BY HIS/HER SIGNATURE AND DATE OF ALTERATION."

APPLICABLE. THE ALTERING ENGINEER/ARCHITECT SHALL AFFIX HIS/HER SEAL AND THE NOTATION 'ALTERED BY'

ANY WAY, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER/ARCHITECT AS

"IT IS A VIOLATION OF THE PROFESSIONAL LICENSE LAW FOR ANY PERSON TO ALTER THIS DRAWING IN

CONTRACT NO.

PROJECT NO. SCALE:

NO.

DRAWING 

1 2 3 4

B

C

D

1 2 3 4

B

C

D

RIDGEAND TUN E U H R

T

TIY

TR BI O U G H

Authority

Bridge and Tunnel

B

N

Triborough

1

R O

L

O

9

A

33

DRAWN BY P. MANAYATH

C. CLARK

L. HERBERT

SHEET OF 15

40 WALL STREET

NEW YORK, NY 10005

0 FOR PROJECT TN-49

TEST PIT DETAILS

GFM-520N, WORK ORDER #14

GFM-520N

JULY 6, 2018

9'-2"

1'-0"

2'-0"

10"

(TO REMAIN)

UP SUPPORT BEAM 

EXISTING BUILT 

2'-6"

 BE REMOVED

 CONCRETE TO

EXISTING

TO BE REMOVED

EXISTING 2" OVERLAY 

SYMMETRICAL ABOUT >

1'-0"

TO BE REMOVED

EXISTING REBAR 

WALL TO REMAIN

EXISTING SUPPORT 

TO BE REMOVED

EXISTING W36x302

GIRDER NOT SHOWN FOR CLARITY

WALL, AND BUILT-UP SUPPORT 

EXISTING REAR FOOTING, SUPPORT 

CONCRETE SLAB TO REMAIN

EXISTING REINFORCED 

SECTION

SCALE: 1"=1'-0"

3

D-2

3

D-3

26'-5"

2'-0" 2'-6" 23'-11"

DECK TO BE REMOVED

EXISTING ORTHOTROPIC 

REBAR TO REMAIN

EXISTING VERTICAL 

(TYP)

 BE REMOVED

 REBAR TO

 HORIZONTAL

EXISTING

14

D-4

0

SCALE: 1"=1'-0"

1' 6" 1' 2'

1"=1'-0"

DEMOLITION DETAILS - 3
DRAWING TITLE

DESIGNED BY

CHECKED BY REV. DESCRIPTION DATE APP'D.

DATE

REVISION NO. FOLLOWED BY HIS/HER SIGNATURE AND DATE OF ALTERATION."

APPLICABLE. THE ALTERING ENGINEER/ARCHITECT SHALL AFFIX HIS/HER SEAL AND THE NOTATION 'ALTERED BY'

ANY WAY, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER/ARCHITECT AS

"IT IS A VIOLATION OF THE PROFESSIONAL LICENSE LAW FOR ANY PERSON TO ALTER THIS DRAWING IN

CONTRACT NO.

PROJECT NO. SCALE:

NO.

DRAWING 

1 2 3 4

B

C

D

1 2 3 4

B

C

D

RIDGEAND TUN E U H R

T

TIY

TR BI O U G H

Authority

Bridge and Tunnel

B

N

Triborough

1

R O

L

O

9

A

33

DRAWN BY P. MANAYATH

C. CLARK

L. HERBERT

SHEET OF 15

40 WALL STREET

NEW YORK, NY 10005

0 FOR PROJECT TN-49

TEST PIT DETAILS

GFM-520N, WORK ORDER #14

GFM-520N

JULY 6, 2018

9'-2"

3'-0"

ABOUT >

SYM. 

> END DIAPHRAGM

(TO REMAIN)

UP SUPPORT BEAM 

EXISTING BUILT 

2'-6"

1'-0" 8"

3'-9"

3'-0"

14'-0"

2'-0" 1'-8" 24'-9"

BT BE REMOVED

EXISTING 2" OVERLAY BE REMOVED

 CONCRETE TO

EXISTING

 TO BE REMOVED

EXISTING REBAR

DECK TO BE REMOVED

EXISTING ORTHOTROPIC 

GIRDER TO BE REMOVED

PORTION OF EXISTING SUPPORT 

SUPPORT GIRDER TO REMIN

EXISTING BUILT-UP 

WALL TO REMAIN

EXISTING SUPPORT 

REMAIN

 SLAB TO

 CONCRETE

 REINFORCED

EXISTING

SECTION

SCALE: 1"=1'-0"

4

D-2

4

D-3

 (TYP)

 BE REMOVED

 REBAR TO

 HORIZONTAL

EXISTING

REBAR TO REMAIN

EXISTING VERTICAL 

15

D-5

0

SCALE: 1"=1'-0"

1' 6" 1' 2'

1"=1'-0"

DEMOLITION DETAILS - 4