1200 New Jersey Ave., SE 

 Washington, D.C. 20590 

1

In Reply Refer To: 

HSST-1/B-369 

Michael Hyzak 

Bridge Design Section Director, Bridge Division 

Texas Department of Transportation 

125 East 11th Street, Austin, Texas 78701 

USA

Dear Mr. Hyzak: 

We received your correspondence of March 23, 2022 requesting issuance of a reimbursement 

eligibility letter under the Federal-aid highway program for the roadside safety system, device, 

design, product, or hardware (collectively “device”) described below. This letter is assigned 

Federal Highway Administration (FHWA) control number B-369. 

ELIGIBILITY LETTERS

The FHWA issues Federal-aid reimbursement eligibility letters for new roadside safety devices 

that are crash tested in accordance with the industry standard of the American Association of 

State Highway and Transportation Officials (AASHTO) Manual for Assessing Safety Hardware 

(MASH). 

FHWA, the Department of Transportation, and the United States (government) do not regulate 

roadside safety devices, crash test facilities, or the manufacturing industry. Issuance of 

eligibility letters is discretionary and provided only as a service to the states. FHWA may, at its 

discretion, decline to issue, revise, or rescind an eligibility letter. Eligibility letters are only 

issued by the FHWA headquarters Office of Safety. 

Eligibility letters are issued only as notice to the states that a device is eligible for reimbursement 

under the Federal-aid highway program. They do not establish approval or certification for any 

other purpose. Issuance of an eligibility letter is not a prerequisite or requirement for state 

transportation agencies seeking to use Federal-aid funds for roadside safety devices. State 

agencies may use a device for which an eligibility letter has not been issued and seek Federal-aid 

reimbursement. 

FEDERAL-AID REIMBURSEMENT

The request for issuance of this letter certified the device was crash tested in accordance with the 

industry standard of AASHTO’s MASH. This eligibility letter is based on that certification and 

the material offered in support of its issuance. The device described below is eligible for 

reimbursement under the Federal-aid highway program. 

March 7, 2023
2

Name of system: TxDOT C2P Bridge Rail 

Type of system: Longitudinal Bridge Barrier 

Test Level: Test Level 4 

Testing conducted by: Texas A&M Transportation Institute 

Date of request: March 23, 2022 

Information about the device, including material such as the eligibility request, crash test reports, 

drawings, or images are included in one or more attachment(s) to this letter.

Eligibility letter B-369 is inapplicable to devices, optional equipment, alternate materials, or 

other features that were not crash tested in accordance with AASHTO’s MASH. 

This letter is issued only for the subject device as crash tested under AASHTO’s MASH. Later 

modification(s) of the device are not eligible for Federal-aid reimbursement under this letter. 

Notice of later modification(s) should be given to transportation agencies, facility owners, and 

operators (collectively “agencies”). 

Agencies should be provided appropriate information about the device’s design, installation, 

maintenance, materials, and mechanical properties. 

Issuance of this letter is discretionary, and it may be revised or rescinded at FHWA’s discretion. 

This letter is not a determination of compliance with the Manual on Uniform Traffic Control 

Devices for Streets and Highways (MUTCD) or ownership of any intellectual property rights. 

This eligibility letter is not a determination by the government that a crash involving the subject 

device will result in any particular outcome. It is limited to only the device’s eligibility for 

Federal-aid reimbursement. 

INTELLECTUAL PROPERTY

Issuance of this eligibility letter does not convey property rights of any sort nor any exclusive 

privilege. This letter is not authorization or consent by the government for the use, manufacture, 

or sale of any patented or proprietary system, device, design, product, or hardware for which the 

requester is not the patent owner. Eligibility letters are not an expression of any view, position, 

or determination by the government as to the validity, scope, or ownership of any intellectual 

property rights to a specific device. These letters do not grant, impute, suggest, or otherwise 

establish any ownership, distribution, or licensing rights to the requester. The government 

expresses no opinion about the intellectual property rights relating to any device for which this or 

any other eligibility letter is issued. 

PUBLIC DISCLOSURE

To prevent any misunderstanding, and as discussed above, this eligibility letter is assigned 

FHWA control number B-369. It should only be reproduced in full with its attachment(s). This 

letter and the material offered by the requester supporting its issuance is public information. All 

eligibility letters and supporting material are subject to public disclosure under the Freedom of 
 

 

Information Act (FOIA). Eligibility letters are available to the public at 

https://safety.fhwa.dot.gov/roadway_dept/countermeasures/reduce_crash_severity/. 

If you have any questions please contact Aimee Zhang at Aimee.Zhang@dot.gov. 

Sincerely, 

Amy Jackson-Grove 

Acting Director, Office of Safety 

Technologies 

Office of Safety 

Enclosures 

3 
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Request for Federal Aid Reimbursement Eligibility

of Highway Safety Hardware

 Date of Request: March 23, 2022 I  New  Resubmissi

Name: Michael Hyzak, P.E., Bridge Design Section Director, Bridge Division

Company: Texas Department of Transportation

Submitter

Address: 125 East 11th Street, Austin, Texas 78701

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 Level ! - ! - !

System Type Submission Type Device Name / Variant Testing Criterion Test 

Level

'B': Rigid/Semi-Rigid Barriers 

(Roadside, Median, Bridge 

Railings)

Physical Crash Testing

Engineering Analysis TxDOT C2P Bridge Rail

AASHTO MASH TL4

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: Michael Hyzak, P.E., Bridge Design Section Director, Bridge 

Division

Same as Submitter II 

Company Name: Texas Department of Transportation

Address: 125 East 11th Street, Austin, Texas 78701

Country: USA

Same as Submitter

Same as Submitter

Same as Submitter

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 The Texas Department of Transportation (TxDOT) to 

perform full-scale crash testing of the C2P Bridge Rail. There are no shared financial interests in the C2P Bridge 

Rail by TTI, or between TxDOT and TTI, other than costs involved in the actual crash tests and reports for this 

submission to FHWA. 

 **490026-4-1, 2, 3**

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PRODUCT DESCRIPTION 

Modification to  Existing Hardwar

The overall height of the bridge rail system was 42 inches above the bridge deck. The horizontal centerlines of 

the three longitudinal rail elements were 393⁄4, 27, and 17 inches above the bridge deck. The upper rail was 

comprised of a 41⁄2-inch outside diameter (OD) × 3/16–inch wall thickness steel round hollow structural section 

(HSS4.500×0.1875), and the middle and lower rails were each 6-inch × 2-inch × 1⁄4–inch wall thickness 

rectangular steel hollow structural sections (HSS6.00×2.00×0.250). The rail elements were attached to 32-inch 

tall posts were fabricated from 3/4-inch steel plate that were equally spaced at 8 ft. The posts were anchored 

to the top of a 9-inch tall steel reinforced concrete curb using four 7/8-inch diameter anchor rods. Picket 

panels fabricated from steel angle and plate were attached to the field side of the middle and lower 

longitudinal rails between posts. 

CRASH TESTING

By signature below, the Engineer affiliated with the testing laboratory, agrees in support of this submission 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 tests are necessary to determine the device meets 

the MASH criteria.

Engineer Name: Roger P. Bligh, P.E.

Digitally signed by Roger Bligh Engineer Signature: Roger Bligh Date: 2022.03.23 16:43:56 -05'00'

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

Country: USA Same as Submitter 

 A brief description of each crash test and its result:

DocuSign Envelope ID: 4BB4DEE7-2A95-4EA6-ABDA-2E855466A215

 New Hardware or

Significant Modification
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Required Test 

Number

Narrative 

Description

Evaluation 

Results

4-10 (1100C)

Test 4-10 involves an 1100C vehicle 

weighing 2420 lb ±55 lb impacting the test 

article at 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 for the left corner 

of the front bumper to impact at 3.6 ft 

upstream of the centerline of post 11. 

The results of TTI Test 490026-4-1, 

conducted on July 20, 2016, are found in 

TxDOT Report TR No. 9-1002-15-2. The test 

vehicle was traveling at an impact speed of 

63.0 mi/h as it made contact with the C2P 

Rail 3.75 ft upstream of the centerline of 

post 11 at an angle of 25.7°. After loss of 

contact with the test installation, the vehicle 

came to rest 174 ft downstream of the 

impact point and 2 ft towards the field side. 

The bridge rail contained and redirected the 

1100C vehicle. The vehicle did not 

penetrate, underride, or override the 

installation. The 1100C vehicle exited within 

the exit box criteria. 

Working width was 14.0 inches. Maximum 

dynamic deflection was 0.8 inches during 

the test. No permanent deformation was 

observed afterwards. 

No detached elements, fragments, or other 

debris were present to penetrate or show 

potential for penetrating the occupant 

compartment, or present hazard to others 

in the area. 

Maximum exterior crush to the vehicle was 

13.0 inches in the side plane at the left front 

corner at bumper height. Maximum 

occupant compartment deformation was 

4.0 inches in the left front firewall/toe pan 

area. 

The 1100C vehicle remained upright during 

and after the collision event. Maximum roll 

and pitch angles were 6° and 5°, 

respectively. Longitudinal OIV was 26.2 ft/s, 

and lateral OIV was 33.1 ft/s. Longitudinal 

occupant ridedown acceleration was 2.8 g, 

and lateral occupant ridedown acceleration 

was 8.2 g. The occupant risk factors were 

within the MASH allowable limits. 

The C2P Bridge Rail performed acceptably 

for MASH Test 4-10. 

PASS

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Required Test 

Number

Narrative 

Description

Evaluation 

Results

4-11 (2270P)

Test 4-11 involves a 2270P vehicle weighing 

5000 lb ±110 lb impacting the test article at 

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 for the left corner of the front 

bumper to impact at 4.3 ft upstream of the 

centerline of post 6. 

The results of TTI Test 490026-4-2, 

conducted on July 13, 2016, are found in 

TxDOT Report TR No. 9-1002-15-2. The test 

vehicle was traveling at an impact speed of 

62.9 mi/h as it made contact with the C2P 

Rail 4.0 ft upstream of the centerline of post 

6 at an angle of 24.5°. After loss of contact 

with the test installation, the vehicle came 

to rest 220 ft downstream of the impact 

point and 1 ft towards the traffic side. 

The bridge rail contained and redirected the 

2270P vehicle. The vehicle did not 

penetrate, underride, or override the 

installation. The 2270P vehicle exited within 

the exit box criteria. 

Working width was 14.0 inches. Maximum 

dynamic deflection during the test was 2.5 

inches. Permanent deformation was 1.4 

inches. 

No detached elements, fragments, or other 

debris were present to penetrate or show 

potential for penetrating the occupant 

compartment, or present hazard to others 

in the area. 

Maximum exterior crush to the vehicle was 

13.0 inches in the side plane at the left front 

corner at bumper height. Maximum 

occupant compartment deformation 2.25 

inches in the instrument panel area. 

The 2270P vehicle remained upright during 

and after the collision event. Maximum roll 

and pitch angles were 5° and 4°, 

respectively. Longitudinal OIV was 18.4 ft/s, 

and lateral OIV was 29.5 ft/s. Longitudinal 

occupant ridedown acceleration was 3.0 g, 

and lateral occupant ridedown acceleration 

was 9.5 g. The occupant risk factors were 

within the MASH preferred limits. 

The C2P Bridge Rail performed acceptably 

for MASH Test 4-11. 

PASS

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4-12 (10000S)

Test 4-12 involves a 10000S vehicle 

weighing 22,000 lb ±660 lb impacting the 

test article at a target impact speed of 56 

mi/h ±2.5 mi/h and a target impact angle of 

15° ±1.5°. The target CIP was for the left 

corner of the front bumper to impact at 5.0 

ft upstream of the centerline of post 6. 

The results of TTI Test 490026-4-3, 

conducted on June 27, 2016, are found in 

TxDOT Report TR No. 9-1002-15-2. The test 

vehicle was traveling at an impact speed of 

58.4 mi/h as it made contact with the C2P 

Rail 5.3 ft upstream of the centerline of post 

6 at an angle of 15.3°. After loss of contact 

with the test installation, the vehicle came 

to rest 240 ft downstream of the impact 

point and 6 ft towards the traffic side. 

The bridge rail contained and redirected the 

10000S vehicle. The vehicle did not 

penetrate, underride, or override the 

installation. The 10000S vehicle exited 

within the exit box criteria. 

Working width was 62.3 inches. Maximum 

dynamic deflection of the rail during the 

test was 11.4 inches. Permanent 

deformation was 7.25 inches. 

No detached elements, fragments, or other 

debris were present to penetrate or show 

potential for penetrating the occupant 

compartment, or present hazard to others 

in the area. 

Maximum exterior crush to the vehicle was 

14.0 inches in the side plane at the left front 

corner at bumper height. No occupant 

compartment deformation was observed. 

The 10000S vehicle remained upright 

during and immediately after the collision 

event, but rolled onto its left side after 

losing contact with the bridge rail. 

Maximum roll and pitch angles were 89° 

and 10°, respectively. Longitudinal OIV was 

6.2 ft/s, and lateral OIV was 15.1 ft/s. 

Longitudinal occupant ridedown 

acceleration was 3.6 g, and lateral occupant 

ridedown acceleration was 8.0 g. 

The C2P Bridge Rail performed acceptably 

for MASH Test 4-12. 

PASS

4-20 (1100C) This bridge rail is not a transition system Non-Relevant Test, not conducted

4-21 (2270P) This bridge rail is not a transition system Non-Relevant Test, not conducted

4-22 (10000S) This bridge rail is not a transition system Non-Relevant Test, not conducted

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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

Laboratory Signature: Digitally signed by Darrell L. Kuhn

'Date: 2022.03.23 16:11:52 -05'00 

Address: 1254 Avenue A, Bldg 7091, Bryan, Texas 77807 Same as Submitter [8J 

Country: USA Same as Submitter [8J 

Accreditation Certificate 

Number and Dates of current 

Accreditation period :

ISO 17025-2017 Laboratory 

A2LA Certificate Number: 2821.01 

Valid To: April 30, 2023

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:

Eligibility Letter

Number Date Key Words

DocuSign Envelope ID: 4BB4DEE7-2A95-4EA6-ABDA-2E855466A215
TR No. 9-1002-15-2 1 2023-03-01 

0.000 s 0.120 s 0.240 s 0.360 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 4-10

490026-4-1 

2016-07-20

Bridge Rail

TxDOT Type C2P Bridge Rail 

112 ft Rail Post-to-Post

Three steel rails supported on fabricated 

steel posts mounted on concrete curb and 

deck

Concrete Bridge Deck, Dry

1100C

2010 Kia Rio

2493 lb

2433 lb

165 lb

2598 lb

Impact Conditions

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

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

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

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

Exit Conditions

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

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

Occupant Risk Values

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

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

Longitudinal Ridedown........ 

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

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

PHD.................................... 

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

Max. 0.050-s Average 

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

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

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

63.0 mi/h

25.7 degrees

45 inches upstream 

of post 11 

60 kip-ft

49.5 mi/h

9.7 degrees

26.2 ft/s

33.1 ft/s

2.8 g

8.2 g

46.0 km/h

8.5 g

2.81

−14.9 g

19.7 g

−3.8 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............................

Vehicle Damage

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

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

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

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

Max. Occupant Compartment 

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

174 ft downstream

2 ft twd field side

52 degrees

5 degrees

6 degrees

No

No

0.8 inch

None noted

14.0 inches

11LFQ5

11FLEW4

13.0 inches

LF0033000

4.0 inches Driver’s 

side toe pan

Figure 5-1. Summary of Results for MASH Test 4-10 on TxDOT Type C2P Bridge Rail. 
TR No. 9-1002-15-2 2 2023-03-01 

0.000 s 0.120 s 0.240 s 0.360 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 4-11

490026-4-2 

2016-07-13

Bridge Rail

TxDOT Type C2P Bridge Rail

112 ft Rail Post-to-Post 

Three steel rails supported on fabricated 

steel posts mounted on concrete curb and 

deck

Concrete Bridge Deck, Dry

2270P

2011 Dodge RAM 1500

4911 lb

5048 lb

165 lb

5213 lb

Impact Conditions

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

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

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

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

Exit Conditions

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

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

Occupant Risk Values

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

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

Longitudinal Ridedown...... 

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

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

PHD.................................. 

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

Max. 0.050-s Average 

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

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

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

62.9 mi/h

24.5 degrees

471⁄2 inches upstream 

of post 6 

115 kip-ft

50.5 mi/h

8.1 degrees

18.4 ft/s

29.5 ft/s

3.0 g

9.5 g

38.7 km/h

9.9 g

2.03

−9.9 g

15.3 g

−2.5 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............................ 

Vehicle Damage

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

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

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

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

Max. Occupant Compartment 

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

220 ft downstream

1 ft twd traffic lanes

37 degrees

4 degrees

5 degrees

No

No

2.5 inches

1.4 inches

14.0 inches

11LFQ4

11FLEW3

13.0 inches

LF0000000

2.25 inches driver 

side dash.

Figure 6-2. Summary of Results for MASH Test 4-11 on TxDOT Type C2P Bridge Rail. 
TR No. 9-1002-15-2 3 2023-03-01 

0.000 s 0.200 s 0.400 s 0.600 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....................................

Ballast.................................

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

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

Texas A&M Transportation Institute (TTI)

MASH Test 4-12

490026-4-3 

2016-06-27

Bridge Rail

TxDOT Type C2P Bridge Rail 

144 ft Rail Post-to-Post

Three steel rails supported on fabricated 

steel posts mounted on concrete curb and 

deck

Concrete Bridge Deck, Dry

10000S 

2004 International 4200 single-unit box 

van truck

12,360 lb

10,287

22,220 lb

23,385 lb

Impact Conditions

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

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

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

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

Exit Conditions

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

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

Occupant Risk Values

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

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

Longitudinal Ridedown........ 

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

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

PHD.................................... 

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

Max. 0.050-s Average 

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

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

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

58.4 mi/h

15.3 degrees

63 inches upstream 

of post 6

176 kip-ft

54.1 mi/h

Not obtainable

6.2 ft/s

15.1 ft/s

3.6 g

8.0 g

17.8 km/h

8.0 g

0.61

-1.8 g

5.4 g

-2.5 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............................ 

Vehicle Damage

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

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

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

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

Max. Occupant Compartment 

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

240 ft dwnstrm

6 ft twd traffic

29 degrees

10 degrees

89 degrees

No

No

11.4 inches

7.25 inches

62.3 inches

NA

11FLEW5

14.0 inches

LF0000000

None

Figure 7-3. Summary of Results for MASH Test 4-12 on TxDOT Type C2P Bridge Rail. 
TR No. 9-1002-15-2 1 2023-03-01 

0.000 s 0.120 s 0.240 s 0.360 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 4-10

490026-4-1 

2016-07-20

Bridge Rail

TxDOT Type C2P Bridge Rail 

112 ft Rail Post-to-Post

Three steel rails supported on fabricated 

steel posts mounted on concrete curb and 

deck

Concrete Bridge Deck, Dry

1100C

2010 Kia Rio

2493 lb

2433 lb

165 lb

2598 lb

Impact Conditions

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

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

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

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

Exit Conditions

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

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

Occupant Risk Values

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

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

Longitudinal Ridedown........ 

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

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

PHD.................................... 

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

Max. 0.050-s Average 

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

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

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

63.0 mi/h

25.7 degrees

45 inches upstream 

of post 11 

60 kip-ft

49.5 mi/h

9.7 degrees

26.2 ft/s

33.1 ft/s

2.8 g

8.2 g

46.0 km/h

8.5 g

2.81

−14.9 g

19.7 g

−3.8 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............................ 

Vehicle Damage

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

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

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

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

Max. Occupant Compartment 

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

174 ft downstream

2 ft twd field side

52 degrees

5 degrees

6 degrees

No

No

0.8 inch

None noted

14.0 inches

11LFQ5

11FLEW4

13.0 inches

LF0033000

4.0 inches Driver’s 

side toe pan

Figure 5-1. Summary of Results for MASH Test 4-10 on TxDOT Type C2P Bridge Rail. 
TR No. 9-1002-15-2 2 2023-03-01 

0.000 s 0.120 s 0.240 s 0.360 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 4-11

490026-4-2 

2016-07-13

Bridge Rail

TxDOT Type C2P Bridge Rail

112 ft Rail Post-to-Post 

Three steel rails supported on fabricated 

steel posts mounted on concrete curb and 

deck

Concrete Bridge Deck, Dry

2270P

2011 Dodge RAM 1500

4911 lb

5048 lb

165 lb

5213 lb

Impact Conditions

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

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

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

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

Exit Conditions

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

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

Occupant Risk Values

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

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

Longitudinal Ridedown...... 

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

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

PHD.................................. 

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

Max. 0.050-s Average 

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

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

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

62.9 mi/h

24.5 degrees

471⁄2 inches upstream 

of post 6 

115 kip-ft

50.5 mi/h

8.1 degrees

18.4 ft/s

29.5 ft/s

3.0 g

9.5 g

38.7 km/h

9.9 g

2.03

−9.9 g

15.3 g

−2.5 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............................ 

Vehicle Damage

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

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

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

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

Max. Occupant Compartment 

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

220 ft downstream

1 ft twd traffic lanes

37 degrees

4 degrees

5 degrees

No

No

2.5 inches

1.4 inches

14.0 inches

11LFQ4

11FLEW3

13.0 inches

LF0000000

2.25 inches driver 

side dash.

Figure 6-2. Summary of Results for MASH Test 4-11 on TxDOT Type C2P Bridge Rail. 
TR No. 9-1002-15-2 3 2023-03-01 

0.000 s 0.200 s 0.400 s 0.600 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.................................... 

Ballast................................. 

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

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

Texas A&M Transportation Institute (TTI)

MASH Test 4-12

490026-4-3 

2016-06-27

Bridge Rail

TxDOT Type C2P Bridge Rail 

144 ft Rail Post-to-Post

Three steel rails supported on fabricated 

steel posts mounted on concrete curb and 

deck

Concrete Bridge Deck, Dry

10000S 

2004 International 4200 single-unit box 

van truck

12,360 lb

10,287

22,220 lb

23,385 lb

Impact Conditions

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

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

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

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

Exit Conditions

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

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

Occupant Risk Values

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

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

Longitudinal Ridedown........ 

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

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

PHD.................................... 

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

Max. 0.050-s Average 

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

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

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

58.4 mi/h

15.3 degrees

63 inches upstream 

of post 6

176 kip-ft

54.1 mi/h

Not obtainable

6.2 ft/s

15.1 ft/s

3.6 g

8.0 g

17.8 km/h

8.0 g

0.61

-1.8 g

5.4 g

-2.5 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............................ 

Vehicle Damage

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

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

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

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

Max. Occupant Compartment 

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

240 ft dwnstrm

6 ft twd traffic

29 degrees

10 degrees

89 degrees

No

No

11.4 inches

7.25 inches

62.3 inches

NA

11FLEW5

14.0 inches

LF0000000

None

Figure 7-3. Summary of Results for MASH Test 4-12 on TxDOT Type C2P Bridge Rail.