May 26, 2020 

1200 New Jersey Ave., SE 

Washington, D.C. 20590 

In Reply Refer To: 

HSST-1/B-338 

Mr. Ahmad Hammad 

WSP USA Inc. 

2200 Western Court, Suite 120 

Lisle, IL 60532 

USA 

Dear Mr. Hammad: 

This letter is in response to your January 29, 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-338 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: 

• Constant Slope Barrier on Cantilevered Bridge Deck with Noise Abatement Wall Panels

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: Constant Slope Barrier on Cantilevered Bridge Deck with Noise 

Abatement Wall Panels 

Type of system: Bridge Barrier 

Test Level: MASH Test Level 5 (TL5) 

Testing conducted by: Texas A&M Transportation Institute 

Date of request: January 29, 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. 
Standard Provisions 

3 

Enclosures 

Sincerely, 

Michael S. Griffith 

Director, Office of Safety Technologies 

Office of Safety 

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

control number B-338 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.
 

 

 

 

 

 

 

 

 

 

 

 

 

 

Version 10.0 (05/16) 

Page 1 of 6 

Request for Federal Aid Reimbursement Eligibility 

of Highway Safety Hardware 

Submitter 

Date of Request: January29,2020 New Resubmission 

Name: PaulKovacs,P.E.,ChiefEngineering Officer 

Company: IllinoisStateTollHighway Authority 

Address: 2700OgdenAvenue,DownersGrove, IL 60515 

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&TestingCriterion-Enter from right to left starting with TestLevel ! -! - ! ! -! -! 

SystemType SubmissionType DeviceName / Variant TestingCriterion Test 

Level 

'B':Rigid/Semi-RigidBarriers 

(Roadside, Median, Bridge 

Railings) 

PhysicalCrashTesting 

Engineering Analysis 

ConstantSlopeBarrier 

onCantileveredBridge 

Deck with Noise 

AbatementWallPanels 

AASHTOMASH TL5 

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: AhmadHammad,PhD,PE,SE SameasSubmitter 

CompanyName: WSPUSAInc. SameasSubmitter 

Address: 2200WesternCourt,Suite 120,Lisle,IL60532 SameasSubmitter 

Country: USA SameasSubmitter 

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

Eligibility Process for Safety Hardware Devices' document. 

Texas A&M Transportation Institute (TTI) was contracted by WSPUSAInc. (WSP)to perform full-scale crash 

testing of the6-ftTall IllinoisTollwayConstantSlopeBarrier onCantileveredBridge Deckwith NoiseAbatement 

Wall Panels. There are no shared financial interests in the 6-ft Tall Illinois Tollway Constant Slope Barrier on 

CantileveredBridge Deckwith NoiseAbatement WallPanelsbyTTI,or betweenWSPandTTI,other than costs 

involved in theactual crash testsand reportsfor thissubmission toFHWA. **690900-ITG4-6** 
 

 

 

 

 

 

Version 10.0 (05/16) 

Page 2 of 6 

PRODUCT DESCRIPTION 

New Hardwareor Modification to 

Significant Modification ExistingHardware 

Theinstallation was90 ft-1⁄2-inch long,and consistedof a6-ft tall,combinationconstant slope(44 inchestall) 

and vertical face (28 inches tall), reinforced concrete barrier anchored to a cantilevered reinforced concrete 

deck.A1⁄2-inch joint in the deckand barrier waslocated 30 ft from theupstream end of the installation.W8×48 

postsweresecured to the backof the barrier,spacedat 11 ft-8 incheson center.Thesepostssupported noise 

abatement wall panels that extended to 18 ft abovegrade. 

CRASH TESTING 

Bysignaturebelow, 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: D.LanceBullard,Jr. P.E.

EngineerSignature: D.LanceBullard,Jr. Digitally signed by D. LanceBullard,Jr.

Date:2020.01.26 10:11:43-06'00' 

Address: 3100SH47,Bldg 7091,BryanTX77807 SameasSubmitter 

Country: USA SameasSubmitter 

A brief description of each crash  test and its result:
 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

Version 10.0 (05/16) 

Page 3 of 6 

RequiredTest 

Number 

Narrative 

Description 

Evaluation 

Results 

5-10(1100C) 

Test5-10 involvesan 1100Cvehicle 

impacting the testarticleat a target impact 

speed of 62 mi/h ±2.5 mi/h and a target 

impact angle of 25° ±1.5°. The target CIP 

was determined using the information 

provided in MASHSection 2.2.1,Section 

2.3.2, and Table 2-7 and was for the left 

corner of the front bumper to impactat 3.6 

ft upstream of thebarrier joint. 

The results of the test conducted on 

September18,2019,arefoundin TTITest 

Report number 690900-ITG4-6. The test 

vehicle wastravelingat an impactspeedof 

60.6mi/h asit madecontact with thebarrier 

3.8 ft upstream of the barrier joint at an 

impactangle of 26.3°.After lossof contact 

with the barrier, the vehicle came to rest 

160 ft downstream of theimpact point and 

15 ft towards the trafficside. 

The barrier contained and redirected the 

1100C vehicle. The vehicle did not 

penetrate, underride, or override the 

installation.The1100Cvehicleexited within 

theexit boxcriteria. 

Working width was 37-1/2 inches to the 

field side of postsupport protrusions. There 

was no measurable dynamic deflection 

during the test, or permanent deformation 

observed afterwards, for either the barrier 

or thewall. 

No detachedelements,fragments,or other 

debris were present to penetrate or show 

potential for penetrating the occupant 

compartment,or present hazard to others 

in thearea. 

Maximum exteriorcrush to thevehicle was 

8.0inchesin the front planeat theleft front 

corner at bumper height. Maximum 

occupant compartment deformation was 

3.0inch in the left floor panand firewall 

area. 

The1100Cvehicle remainedupright during 

andafter thecollision event.Maximum roll 

and pitch angles were 20° and 9°, 

respectively. Longitudinal OIVwas22.6ft/s, 

and lateral OIV was 31.2 ft/s. Longitudinal 

occupant ridedown acceleration was2.9g, 

and lateral occupant ridedown acceleration 

10.6g. Theoccupant riskfactorswere 

within theMASHpreferred limits. 

The 6-ft tall Illinois Tollway Constant Slope 

Barrier with Noise Abatement Wall Panels 

performedacceptably for MASHtest5-10. 

PASS 
 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

Version 10.0 (05/16) 

Page 4 of 6 

RequiredTest 

Number 

Narrative 

Description 

Evaluation 

Results 

5-11(2270P) 

Test5-11 involvesa2270Pvehicle 

impacting the testarticleat a target impact 

speed of 62 mi/h ±2.5 mi/h and a target 

impact angle of 25° ±1.5°. The target CIP 

was determined using the information 

provided in MASHSection 2.2.1,Section 

2.3.2, and Table 2-7 and was for the left 

corner of the front bumper to impactat 4.3 

ft upstream of thebarrier joint. 

The results of the test conducted on 

September 19, 2019 are found in TTI Test 

Report number 690900-ITG4-6. The test 

vehicle wastravelingat an impactspeedof 

63.2mi/h asit madecontact with thebarrier 

4.9 ft upstream of the barrier joint at an 

angle of 26.4°.After lossof contact with the 

barrier, the vehicle came to rest 209 ft 

downstream of the impact point and 60 ft 

towards the trafficside. 

The barrier contained and redirected the 

2270P vehicle. The vehicle did not 

penetrate, underride, or override the 

installation.The2270Pvehicleexited within 

theexit boxcriteria. 

Working width was 37 1/2-inches to the 

field side of postsupport protrusions.There 

was no measurable dynamic deflection 

during the test,or permanent deformation 

observed afterwards, for either the barrier 

or thewall. 

No detachedelements,fragments,or other 

debris were present to penetrate or show 

potential for penetrating the occupant 

compartment,or present hazard to others 

in thearea. 

Maximum exteriorcrush to thevehicle was 

14.0 inches in the front plane at the left 

front cornerat bumper height. Maximum 

occupant compartment deformation was 

3.0inchesin the left front firewall and kick 

panelarea. 

The2270Pvehicleremained upright during 

andafter thecollision event.Maximum roll 

and pitch angles were 23° and 3°, 

respectively. Longitudinal OIVwas17.7ft/s, 

and lateral OIV was 30.5 ft/s. Longitudinal 

occupant ridedown acceleration was7.3g, 

and lateral occupant ridedown acceleration 

14.3g. Theoccupant risk factorswere 

within theMASHpreferred limits. 

The 6-ft tall Illinois Tollway Constant Slope 

Barrier with Noise Abatement Wall Panels 

performedacceptably for MASHtest5-11. 

PASS 
 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

Version 10.0 (05/16) 

Page 5 of 6 

5-12(36000V) 

Test5-12 involvesa36000Vvehicle 

impacting the testarticleat a target impact 

speed of 50 mi/h ±2.5 mi/h and a target 

impact angle of 15° ±1.5°. The target CIP 

was determined using the information 

provided in MASHSection 2.2.1,Section 

2.3.2, and Table 2-7 and to impact at 1ft 

downstream of the barrier joint. 

The results of the test conducted on 

September 25, 2019 are found in TTI Test 

Report number 690900-ITG4-6. The test 

vehicle wastravelingat an impactspeedof 

50.3mi/h asit madecontact with thebarrier 

0.9ft downstream of thebarrier joint at an 

angle of 14.6°.After lossof contact with the 

barrier, the vehicle came to rest 240 ft 

downstream of the impact point and 90 ft 

towards the field side. 

Thebarriercontainedand redirected the 

36000V vehicle. The vehicle did not 

penetrate, underride, or override the 

installation. The 36000V vehicle exited 

within theexit box criteria. 

Working width was 39.6 inches to the field 

side of postsupport protrusions.During the 

test the maximum dynamic deflection was 

2.1inchesat the top of the noiseabatement 

wall panel. The maximum permanent 

deformation was 0.5 inch at the top of the 

barrier just downstream of thejoint. 

No detachedelements,fragments,or other 

debris were present to penetrate or show 

potential for penetrating the occupant 

compartment,or present hazard to others 

in thearea 

Maximum exteriorcrush to thevehicle was 

14.0 inches in the front plane at the left 

front cornerat bumper height.Maximum 

occupant compartment deformation was 

0.5inchat theleft side floor pan. 

The 36000V vehicle remained upright 

during and after the collision event. 

Maximum roll was6°. Longitudinal OIVwas 

2.6 ft/s, and lateral OIV was 11.8 ft/s. 

Longitudinal occupant ridedown 

acceleration was5.9g,and lateral occupant 

ridedown acceleration 12.6g. Theoccupant 

riskfactorswere within theMASHpreferred 

limits. 

The 6-ft tall Illinois Tollway Constant Slope 

Barrier with Noise Abatement Wall Panels 

performedacceptably for MASHtest5-12. 

PASS 

5-20(1100C) Thisproduct isnot a transitionsystem. Non-Relevant Test,not conducted 

5-21(2270P) Thisproduct isnot a transitionsystem. Non-Relevant Test,not conducted 

5-22(36000V) Thisproduct isnot a transitionsystem. Non-Relevant Test,not conducted 
 

 

 

 

 

 

 

 

 

 

 

 

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: TexasA&MTransportation Institute 

LaboratorySignature: Digitally signed by DarrellL.Kuhn 

'Date:2020.01.2909:41:49-06'00 

Address: 3100SH47,Bldg 7091,BryanTX77807 SameasSubmitter 

Country: USA SameasSubmitter 

Accreditation Certificate 

Number and Dates of current 

Accreditation period : 

ISO17025-2017 Laboratory 

A2LACertificate Number:2821.01 

ValidTo:April 30,2021 

SubmitterSignature*:Paul D.Kovacs DigitallysignedbyPaulD.Kovacs 

Date:2020.01.3116:25:32-06'00' 

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: 

Eligibility Letter 

Number Date Key Words 
-3 

00 

:;o 

z 

0 

°' 0 '° 

0 '° 0 

I 

~ 

0 

.i,. 

I 

°' 

0.000 s 0.200 s 0.400 s 0.600 s 

---------- -160' ---- -------

8.5' 

3.8. ~ 

I 

\ Exit Angle l 

k1~+7t-L----l-f15· 

Heading Angle \_ ~ Impact Angle Exit Angle Box 

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 .................... . Iv 

Texas A&M Transportation Institute (TTI) 

MASH Test 5-10 

690900-ITG4 

2019-09-18 

Longitudinal Barrier- Concrete Bridge Rail 

6-fttall Illinois Tollway Constant Slope 

Barrier on cantilevered bridge deck with 

noise abatement wall panels 

90 fl-1⁄2 inch 

6-ft tall reinforced concrete constant slope 

concrete barrier anchored to cantilevered 

reinforced concrete deck with noise 

abatement wall panels that extend to 18 ft 

above grade 

Concrete Deck, Dry 

1100C 

2009 Kia Rio 

2411 lb 

2429 lb 

1651b 

2594 lb 

Impact Conditions 

Speed .............. ...... ........... 60.6 mi/h 

Angle ................................. 26.3° 

Location/Orientation ........... 3.8 ft upstream of 

joint 

Impact Severity ......... ........... 59 kip-ft 

Exit Conditions 

Speed ........................... ..... 49.9 mi/h 

Trajectory/Heading Angle ... 4.3' / 4 .1' 

Occupant Risk Values 

Longitudinal O IV ................ 22.6 ft/s 

Lateral OIV.... ...... 31.2 ft/s 

Longitudinal Ridedown .. ..... 2.9 g 

Lateral Ridedown ............... 10.6 g 

THIV .................................. 11.8 mis 

ASI.......................... ........... 2.73 g 

Max. 0.050-s Average 

Longitudinal .................... -12.8 g 

Lateral.. ........................... 18.8 g 

Vertical. ........................... -4.5 g 

Post-Impact Trajectory 

Stopping Distance ... ................. ... 160 ft downstream 

15 ft toward traffic 

Vehicle Stability 

Maximum Yaw Angle..... .. .. 58' 

Maximum Pitch Angle .... ............... 9° 

Maximum Roll Angle .................... 20' 

Vehicle Snagging .......................... No 

Vehicle Pocketing ....................... No 

Test Article Deflections 

Dynamic .... . ... .... .. . . . . . ... . . . . . . . •.. . . . . . . . None 

Permanent ................. ................. None 

Working Width, Wall........ ....... . . 37.5 inches 

Height of Working Width, Wall ...... 18 ft 

Vehicle Damage 

VDS.......... . .... 11LFQ4 

CDC ........................ .................... 11 FLEW4 

Max. Exterior Deformation ............ 8.0 inches 

OCOI ..................................... ..... FL0110000 

Max. Occupant Compartment 

Deformation .............................. 3.0 inches 

Iv 

I Figure 5. 7. Summary of Results for MASH Test 5-10 on 6-ft Tall Illinois Tollway Constant Slope Barrier on Cantilevered 0 Bridge Deck with Noise Abatement Wall Panels. 


/ 

 

Quality Form 

QF 7.4-01 Test Item 

Preparation/Installation 

Specifications 

Revised by: W. L. Menges 

Approved by: D. L. Kuhn 

Doc. No. Revision 

Date: 

QF 7.4-01 

2018-07-08 

Revision: Page: 

7 I of I 

TTI Project No./Name: 

690900-ITG 

Principal Investigator (Pl): Initial Drawing Date:: 

Akram Abuodeh 2018-11-06 

Sponsor: Phone: 

Illinois Tollway GEC 630-241-6800 ext 4196

Name of Sponsor Representative: e-mail address: 

Ahmad Hammad Ahmad.Hammad@wsp.com 

Sponsor Approval Signature: Approval Date: 

N/A 2018-11-06 

Pl Approval: Approval Date: 

 2018-11-06

-Briefly sum,;,arize revision, date revision made, and initials of who approved the change. 

Date of Approved

Revision: Brief Description of Revision: by: 

Modified rebar names BLG 2019-02-12

2019-02-13 Removed Galvanize notes, changed detail on NWA BLG

2019-05-30 Added last three pages showing camera locations and BLG

Strain Gauge information

2019-06-10 Split F-Shape and Single Slope Strain Gauge information BLG

Removed Expansion Joint from Wall and working slab, Modified

2019-07-08 Epoxy Call-out, Added details on strain gauge/rebar information BLG

Mofied location of strain gauges, modified quanity of rebar 2019-07-23 with strain gauges, swapped barriers, reduced height of wall BLG

F-Shape NAW Post, modified welded connection to a bolted 2019-08-15 BLG

connection between the W8 and W10.

Printed Name of Sponsor Representative, if other than name listed above: 

Alternate Sponsor Representative Signature: I Date: 

i

>rink d ..:opi..:s an.: nnt ..:ontrol kd docurncnh. (,)I 7.4-0 I I .:st lh:m l'reparati-lnilnst:illation Specs 

ISOil FC 170. 5:2017 

Test Item Identification: 
/ 

Quality Form 

QF 7.4-01 Test Item 

Preparation/Installation 

Specifications 

Revised by: W. L. Menges 

Approved by: D. L. Kuhn 

TTI Project No./Name: Test Item Identification: 

Doc. No. 

QF 7.4-01 

Revision: 

7 

690900-ITG Single Sope and F-Shape with Bridge Deck 

Principal Investigator (Pl): Initial Drawing Date:: 

Akram Abuodeh 2018-11-06 

Sponsor: Phone: 

Revision 

Date: 

2018-07-08 

Page: 

I of I 

Illinois Tollway GEC 630-241-6800 ext 4196

Name of Sponsor Representative: e-mail address: 

Ahmad Hammad Ahmad.Hammad@wsp.com 

Sponsor Approval Signature: Approval Date: 

N/A 2018-11-06 

Pl Approval: Approval Date: 

 2018-11-06

-Briefly sum,;,arize revision, date revision made, and initials of who approved the change. 

Date of 

Revision: Brief Description of Revision: 

Approved 

by: 

2019-08-22 Added, Piles and Dowels to Deck, Added Flat Washers to

Bolted connection, Updated FShape rebar BL-G

Printed Name of Sponsor Representative, if other than name listed above: 

Alternate Sponsor Representative Signature: 

i

>

rinkd ..:opi..:s an.: nnt ..:ontrol kd docurncnh. 

I Date: 

(,)I 7.4-0 I I .:st lh:m l'reparati-lnilnst:illation Specs 

ISOil FC 170. 5:2017 
C D A B

Sheet 15 Sheet 17 Sheet 4 Sheet 6

Barrier and De

1/2" Expansio

Barrier and Deck Only

1/2" Expansion Joint

1/2" Separation Joint

F-Shape Section 1/4"

1/4"

 1/2" A B C D

Single Slope Section

12" 

15.0° 

12" 

15.0° Impact Path on F-Shape Impact Path fo

30'-1/4" 

60'-1/4" 

30'-1/4" 

for 36000V for 36

REINFORCEMENT BARS CAST-IN-PLACE CONCRETE 

REINFORCEMENT BARS, INCLUDING EPOXY- ALL EXPOSED CONCRETE EDGES SHALL COATED REINFORCEMENT BARS, SHALL HAVE A 3⁄4" X 45o CHAMFER, EXCEPT WHERE CONFORM TO THE REQUIREMENTS OF SHOWN OTHERWISE. Project #690900-ITG FShape aAASHTO M-31 (ASTM A706), GRADE 60, DEFORMED BARS. ALL CONCRETE = 4,000 PSI Drawn by BLG Scale 1:225 

10"Deep Built Up Shape See details on page 11 Custom Right Angle Anchor Bolts 1" Diameter, F1554 Grd105 1" heavy Hex Nut x 2 1" Hardened Flat Washer 4 Places DCKA(E), #8 bar at End Region a(E), #6 bar at Interior Region 5" Spacing #5 Longitudinal Bar 6 places as shown 3a. All Rebar is 60 ksi rated 3b. All Epoxy Coated Rebar is designated with (E) SS(E), #5 bar for Single Slope 5" Spacing SSA(E), #5 bar only at Post Anchor Bolt Location 5" Spacing #6 Longitudinal Bar 16 In Single Slope Barrier SS1A(E), #6 Bar at End Region (15' from ends) SS1(E), #5 Bar at Interior Region 5" Spacing #8 Longitudinal Bar 

SS2A(E), #6 Bar at End Region (15' from ends) SS2(E), #5 Bar at Interior Region 5" Spacing #8 Longitudinal Bar 

#4 Longitudinal Bar 

x16 in Wall #

Wall to Slab, #5 bar 15" Spacing #4 Longitudi

x 56 in Slab #4 Tr

Single Slope End View 

Project #690900-ITG FShape a

Drawn by BLG Scale 1:30 She
 Minimum Cover 1-1/2" 

1-1/2"

Cover

1-1/2"CoverTyp. for this face

2-3/8" Cover to SS1(E) and SS1A(E)

E

Sheet 5 5-1/4" Typ. 2-1/4" 

10-1/2"

2" 

2-5/8" 1" Cov

Cover 

1-1/4"

Cover

1-3/4" 6" Cover Typ.

3-1/4" Cover 2" 1"

2-1/2" Cover Cover, Typ.

2" Cover 

Section A-A

Single Slope 

Away from NAW Posts 4a. All Rebar is 60 ksi rated Project #690900-ITG FShape a

4b. All Epoxy Coated Rebar is designated with (E) Drawn by BLG Scale 1:25 Shee
70-1/2"

66-7/8"58-7/8"50-1/2"47-1/2"

40-7/8"38-7/8"

33" 

25-7/8"24-1/4"20-1/8"18-3/8"12-3/4"10-7/8"

5-3/8"3-3/8"

0"

8-1/2"9-1/8"

6" 

Minimum

1-1/2" Cover

1-1/2" Cover

Cover

1-1/4"

Cover

1-1/2" Cover (Minimum)

2-5/8"

5-1/4" Typ.

Detail E

Project #690900-ITG FShape a

Drawn by BLG Scale 1:13 
SSA(E), #5 bars used 

where Custom

9" Embedment Depth for Custom Anchors Anchors are

F

9-1/4"

16" 

F

2-3/4

5" 2-1/4" SSA(E), #5 bar Typ. Only at Post to accomodate Se

Custom Anchors for Post

Centelrine of Post

Section B-B

Single Slope

6a. All Rebar is 60 ksi rated Project #690900-ITG FShape a6b. All Epoxy Coated Rebar is designated with (E) Drawn by BLG Scale 1:20 S
Sheet 8

G

Sheet 8

H Single Slope Plan View

 1/2" Expansion Joint (No Dowels) 

90'-1/2" 

30'-0" 60'-0" 

20'-4" 

Sheet 9

I

Sheet 9

J

53-11/16" 77-13/16"

1/2" Expansion Joint 

Typ.

11'-8"

Typ.

 14'-11-3/4" 14'-11-3/4" 14'-11-3/4" 

11'-8"

1/2" Joint

No rebar or Dowels

3 places 

Single Slope Elevation View

Project #690900-ITG FShape a

Drawn by BLG Scale 1:125 She
Detail G Detail H

Single Slope at Single Slope a

Expansion Joint End Region transition to In

4-1/2" Cover to DCKA(E) bar 

5" Typ. for 

DCKA (E) and a(E) bars

End Region 

10" Typ. for stops 15' from ends S

a1(E) and a2(E) bars

5-5/8" Cover

for a1(E) and a2(E) bars

8a. All Rebar is 60 ksi rated Project #690900-ITG FShape a8b. All Epoxy Coated Rebar is designated with (E) Drawn by BLG Scale 1:30 She
Detail I

Single Slope barrier

at Expansion Joint

Detail J

Single Slope Barrie

end region to

 interior region trans

SS(E), #5 bar

SS1A(E), #6 Bar

SS2A(E), #6 Bar

5"

Typ.

2" Cover to d(E) bar

Typ.

SS(E), #5 bar

SS1A(E), #6 Bar

SS(E), #5 bar

SS1A(E), #6 Bar

SS2A(E), #6 Bar

End Region

End 15'

Interio

Insid

Depth 

SS2A(E), #6 Bar

9a. All Rebar is 60 ksi rated Project #690900-ITG FShape a9b. All Epoxy Coated Rebar is designated with (E) Drawn by BLG Scale 1:20 Shee

1/2" x 1/2" Chamfer

2 places

7-1/8"

Angle, 6"x4"x3/4"

2 needed per post

8" 

1/2" x 1/2" Chamfer

2 Places

 5" 

Stiffner Plate, 1/2" thick

8 needed per post

11a. All Steel plate, beams and angles shall be A36 (minimum 36 ksi yield) material

1" 

14-1/2"

3" 

1" - 8 UNC 

Threaded 5-1/2"

Custom Right An

F1554 Grd 

4 needed p

Project #690900-ITG FShape a

Drawn by BLG Scale 1:10 She
10" 

72" 

54-7/8"

42" 10" 

3" 

1-1/2"

0"

9-3/4"

11-3/4"

From WBeam Post 

to Back of Barrier

 165" 

10-5/8"

6-5/8"

5"

3-3/8"

13-7/8"50-5/8"62-5/8"

88"

52"

26"

9"

0"

36"

84"

End View

F-Shape 

Project #690900-ITG FShape a

Drawn by BLG Scale 1:30 S
#5 L

12" S

See next page for 

blown up view

a1(E), #5 Bar

10" Spacing

a2(E), #5 Bar

10" Spacing 

Wall to Slab, #5 bar 5" Spacing

#4 Longitudinal Bar 

16 Places in Wall

End View

F-Shape

Project #690900-ITG FShape a

13b. All Epoxy Coated Rebar is designated with (E)13a. All Rebar is 60 ksi rated

Drawn by BLG Scale 1:30 S
Post Assembly with Built up Shape 3/4" Flat Washer 3/4" Hardened Flat WasherFS(E), #5 bar 3/4" x 3.0" Long Hvy Hex Head Bolts, A449 5" Spacing 3/4" Heavy Hex Nut 3/4" Jam Nut 3/4" Hardened Flat Washer 3/4" Headed Anchor Bolts, F1554 Gr105 12" Long, 9" of Embedment 3/4" heavy hex Nut x 2t 3/4" Flat Washer 3/4" Hardened Flat Washer #6 Longitudinal Bar 16 in F-Shape Barrier #8 Longitudinal Bar FSA1(E), #6 bar at End Region FSA(E), #6 Bar at Interior Region 3/4" Chamfer, Top and Bottom 3/4" Headed Anchor Bolts, F1554 Gr105 10" long, 6-3/4" of Embedment 3/4" heavy hex Nut 3/4" heavy lock Nut #8 Longitudinal Bar 3/4" Hardened Flat Washer FSA2(E), #6 bar at End Region FS2(E), #5 Bar at Interior Regi

a3(E), #6 Bar 4 Needed at each Extension #5 Longitudinal Bar 6 places as shown b3(E), #4 Bar 2 Required per Extension a4(E), #4 Hook Bar 2 Required per Extension b4(E), #4 Bar 2 Required per Extensionb5(E), #4 Bar 2 Required per Extension 14a. All Rebar is 60 ksi rated 14b. All Epoxy Coated Rebar is designated with (E) DCKA(E), #8 bar at En

a(E), #6 bar at Interio

End View 

F-Shape Project #690900-ITG FShape a

Drawn by BLG Scale 1:15 Sh
3-1/2"

Typ.

2-1/4" Cover

Sheet 16

N

Section C-C

F-Shape at Extension

2-1/4"

6" Typ. 

2" Cover

2-3/4" Cover

6"

 1" Cover 

Typ

2" Cover 

15a. All Rebar is 60 ksi rated Project #690900-ITG FShape a15b. All Epoxy Coated Rebar is designated with (E) Drawn by BLG Scale 1:30 Sh

10-1/2"

See Detail T for 

Bolt Pattern

4" 

Cover 2-1/4" 

O O Sheet 18

3-1/4" Cover 6" Typ. 

2" Cover 

24"

19-1/2"

11-1/2"

3-1/2"

0"

4-3/4"

6"

11-1/4"

13-1/4"

16-1/2"

21-11/16"

26"

27" 

17a. Section D-D All Rebar is 60 ksi rated

Project #690900-ITG FShape a

17b. All Epoxy Coated Rebar is designated with (E) Drawn by BLG Scale 1:20 She
 2" Cover 

0" 3" a3(E), #6 Ba

4-7/8" 4 Needed pe

6"

6-5/8"8-5/8"9-3/4"

14-5/8"20-5/8" a4(E), #4 Ho

26-5/8" 2 Needed pe29-3/8"

30"

31-1/8"

33"

See Section D

8-1/2"

2"

0" 

Section O-O

Project #690900-ITG FShape a

Drawn by BLG Scale 1:12 She
 171" 

a1(E), #5 Bar

 170" 

a2(E), #5 Bar

24" 

Wall to Slab, #

97" 

6-1/2" 3-3/4"

8" 

DCK(E), #6 Bar

 6" 

6" 

DCKA(E), #8 bar

125" 

6" 

8" 

19a. All Rebar is 60 ksi rated Project #690900-ITG FShape a19b. All Epoxy Coated Rebar is designated with (E) Drawn by BLG Scale 1:25 S
27"

Overlap

14-3/8"

44-5/8"

6" 

6" 

44-5/8"

3-3/4" 

SS2(E

Int

SS(E), #5 bar

SS1(E), #5 bar

Interiors

3-7/8"

45-1/2"

21-3/4"

5-3/4" 5-7/8"

4-5/8"

1-1/4"

27"

Overlap

4-1/4"

12" 8-1/2"

SS1A(E), #6 Bar SSA(E), #5 bar Ends SS2A

Only difference is 

Rebar size and dimensions shown

20a. All Rebar is 60 ksi rated Project #690900-ITG FShape a20b. All Epoxy Coated Rebar is designated with (E) Drawn by BLG Scale 1:25 S

2-1/2"

45-1/2"

8-1/2"

1-1/4"

6"

7-1/4"

26-1/4"

34-1/2"

3-3/4"

Typ.

4

37-5/8"

4

37-5/8"

34-1/2" 

8

4-1/2"

Typ.
 42" 

6-5/8"

3-3/8"

27-1/2" 11-1/8"

6-5/8"

34-5/8"

Interior for F-Shape

FS1(E), #6 bar

Interior for F-Shape

FS2(E), #5 bar

4-3/4"

35" 

41-7/8"

27-1/2" 31-3/4"

3-3/4"

Typ. 5-7/8"

37-3/4"

6-1/4"

38-3/4"

3-3/4"

4-1/2"

12" 

6" 

27"

Overlap

4-1/2"

FSA2(E), #6 bar FSA1(E), #6 bar

for F-Shape, Ends For F-Shape, Ends

All other Dimensions similar to FS2(E) above All other Dimensions similar to FS1(E) above

21a. All Rebar is 60 ksi rated Project #690900-ITG FShape a21b. All Epoxy Coated Rebar is designated with (E) Drawn by BLG Scale 1:25 
4-1/2"

9-5/8"

130" 

52" 

48-5/8"

3" 

a3(E), #6 Bar

7-1/4" 

8-1/2"

41-3/4"

36-3/4"

3" 

7-7/8" 

8-5/8" 

a4(E), #4 Hook Bar

22a. All Rebar is 60 ksi rated Project #690900-ITG FShape a22b. All Epoxy Coated Rebar is designated with (E) Drawn by BLG Scale 1:20 Shee
11'-8" 7'-7-1/2" 

48"

Typ. 11'-8"

Typ.

P Q

 60'-0" 

30'-0" 1/2" Expansion Joint 

F-Shape Deck Plan View

Sheet 24 Sheet 24

R S

Sheet 25 Sheet 25

F-Shape Deck Elevation View

Project #690900-ITG FShape a

Drawn by BLG Scale 1:125 Sh
 2" Cover 

Wall to Slab, #5 bar End Region In

Stops 15' from end beg

DCKA(E), #8 bar

a1(E), #5 Bar 10" Typ. 

4-1/2" Cover

5" Typ 

DCKA(E), #8 bar

 Cover 4-1/2" 

Detail Q Detail P Deck End to Interio

Deck Expansion Joint Transition

24a. All Rebar is 60 ksi rated Project #690900-ITG FShape a24b. All Epoxy Coated Rebar is designated with (E) Drawn by BLG Scale 1:35 S
 2" Cover End Region Int

2" Cover 5" typ. Stops 15' from end Begin

FS(E), #5 bar FS(E), #5 bar FS(E), #5 bar

Dep

FSA1(E), #6 bar FSA1(E), #6 bar FSA1(E), #6 bar 

FSA2(E), #6 bar FSA2(E), #6 bar FSA2(E), #6 bar 

Detail S

Detail R Barrier End to Interio

Barrier at Expansion Joint Transition

25a. All Rebar is 60 ksi rated Project #690900-ITG FShape a25b. All Epoxy Coated Rebar is designated with (E) Drawn by BLG Scale 1:20 Sh
Detail T 3"

Scale 1 : 10

5-1/2"

2-3/8"

1-3/4"

Typ.

 1" 

1/2" thick

Stiffener Plate

4 per Post

Detail V

Scale 1 : 10

 3/8" 

3/8" 

AF

AF

Section 

Scale 

Typ

4" Typ. 

1"

4-1/2"

Typ

26a. All Steel plate, beams and angles shall be A36 (minimum 36 ksi yield) material Scale 1:40 Shee

Drawn by BLG

Project #690900-ITG FShape a

W8x48 

x 214 1/2"

T

 10" 

52" 

17'-11-1/2" 

V

65-1/2"

1" 

U U

W W
W8x48

1" Plate

5/16

3-1/2"

14-1/2"

16-1/2"

1-1/2"

13-1/2"

4-3/16"

1-1/2"

11-1/2"

1"

Thru, 4 places

AG

AG

A

W10x49

1/2" Stiffener Plate

4 places

Typ. 5/16

5/16

5/16

Section U-U

Scale 1 : 10

Section W-W

Scale 1 : 10

1-15/1

55-3/8"

4-1/2"

Typ.

 4" Typ. 

Thru F

Section AG-AG

Scale 1 : 10

Project #690900-ITG FShape a

27a. All Steel plate, beams and angles shall be A36 (minimum 36 ksi yield) material Drawn by BLG Scale 1:40 Sh
Project #690900-ITG FShape a

Drawn by BLG Scale 1:25 Sh
Go-Pro Camera Go-Pro Camera 

Locations Locations

Expansion Joint Expa

Single Slope Barrier F-Shape Bar

Go-Pro Cameras:Camera to be mounted on top of NAW post, facing along the front of the NAW toward the impact zone near the full joint in the barrier and deck

Project #690900-ITG FShape a

Drawn by BLG Scale 1:200 
#6 FSA2-SG rebar for F-Shape

Expansion Joint Every Other Rebar starting from Joint as shown b

9 Total Strain Guages needed

4-1/2" 13-

Strain 

21" to 

31-3/4" 

35" 

Detail AB 

Scale 1 : 35 

18.1° 

4-1/2" 42

Typ. 

AB 41-7

#6 F

FSA

9 N

Upstream Downstream 

Project #690900-ITG FShape a

Elevation view of Fshape deck Drawn by BLG Scale 1:220 Shee

\ \ \ \ \ I I /" "' ---- _,,,-- ~ TexasA&M Transportation Institute 
 125" 52" 130" 

8" 

10-1/2"

Strain Gauge as shown

34"

Strain Gauge 9-5/8" 

6" 

6" #8 F-Shape deck

DCKA-SG-(E) rebar 

7 needed

4-1/2"

Strain Gaug

48-5/8"

Strain Guages on every otherebar as shown

Strain rebar a

Detail AC

Scale 1 : 30

AC

Upstream Downstream

Project #690900-ITG FShape a

Plan view of Fshape deck Drawn by BLG Scale 1:250 She

_J 

.. 

~ TexasA&M Transportation Institute 
Expansion Joint

#6 SS2A-SG rebar for Single SlopeEvery Other Rebar starting from Joint as shown belo9 Total Strain Guages needed

10.4° 

8" 

37-5/8" 34-1/2"

32-7/

AD

Detail AD

Scale 1 : 30

4-1/2"

Typ. 13-

41-

#6 Single S

SS2A-SG

9 Neede

Upstream Downstream 

Elevation View of Single Slope Project #690900-ITG FShape a

Drawn by BLG Scale 1:220 Shee

\ 

\ 

\ 

\ 

I ' --' I I 

( I \ 

'--- / 

~ TexasA&M Transportation Institute 
 18" 

125" 

6" 

Strain Gauge as shown

6" 

8" 

#8 Single Slope deck

DCKA-SG-(E) rebar 

9 needed Expansion Joint

Strain Guagerebar starting 

9 Strain Gau

Detail AE

AE

Scale 1 : 20

Upstream Downstream 

Project #690900-ITG FShape a

Plan view of Single Slope deck Drawn by BLG Scale 1:250 S
Single Slope Plan View

24"

84" 

5 places

 36" 

36" 

5/8" OD Dowels, 24" Long, 8" embedment into 60 deck, 4 places Cover 11-3/4" 12" spacing on centers, center in deck

F-Shape Plan View

36" 

36" 

24"

84"

5 places

5/8" OD Dowels, 24" Long, 8" embedment into 60 deck, 4 places12" spacing on centers, 

Cover 11-3/4" center in deck

Project #690900-ITG FShape a

Drawn by BLG Scale 1:250 S
Barrier Concrete

Deck Concrete

Wall Concrete

Slab Concrete

Dowels only between

30' and 60' sections

Barrier Concrete

Deck Conc

Dowels

30' an

F-Shape End View Single Slope End View

Project #690900-ITG FShape a

Drawn by BLG Scale 1:250 S