1200 New Jersey Ave., SE 

 Washington, D.C. 20590 

1

In Reply Refer To:

HSST-1/B-376

Darren Copeland

Head of Product Development

Varley and Gulliver (now Hill and Smith)

Springvale Business and Industrial Park

Bilston Wolverhampton

United Kingdom WV140QL

Dear Mr. Copeland:

We received your correspondence of December 12, 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-376. 

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.

January 22, 2024
2

Name of system: VGAN 400 Bridge Rail

Type of system: Bridge Barrier

Test Level: Test Level 4

Testing conducted by: Texas A&M Transportation Institute 

Date of request: December 12, 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-376 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-376. 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 
3

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,

Robert Ritter

Director, Office of Safety Technologies

Office of Safety

Enclosures
 Version 10.0 (05/16)

Page

Request for Federal Aid Reimbursement Eligibility

of Highway Safety Hardware

1 6 of

Submitter

Date of Request: December 12, 2022 New Resubmissio

Name: Darren Copeland, Head of Product Development

Company: Varley & Gulliver (Parapets) Limited (now Hill & Smith Infrastructure Limited)

Address: Springvale Business and Industrial Park Bilston Wolverhampton

Country: United Kingdom WV14 0QL

Michael S. Griffith, Director To: 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 Testin

Engineering Analysis VGAN 400 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: Darren Copeland, Head of Product Development Same as Submitter

Company Name: Varley & Gulliver Parapets (now Hill & Smith Infrastructure Limited Same as Submitter

Address: Springvale Business and Industrial Park Bilston Wolverhampton Same as Submitter

Country: United Kingdom WV14 0QL 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 Varley & Gulliver Limited (Varley & Gulliver Parapets 

trading as Hill & Smith Limited, now Hill & Smith Infrastructure Limited) to perform full-scale crash testing of the 

VGAN 400 Bridge Rail. There are no shared financial interests in the VGAN 400 Bridge Rail by TTI, or between 

Varley & Gulliver Limited (Varley & Gulliver Parapets trading as Hill & Smith Limited, now Hill & Smith 

Infrastructure Limited) and TTI, other than costs involved in the actual crash tests and reports for this submission 

to FHWA. 

**690902 VGL 1, 2, 3, 4** 

I r 

II I 

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PRODUCT DESCRIPTION 

New Hardware or 

Significant Modification

Modification to 

Existing Hardware

The installation was comprised of a traffic rail system, with three rails attached to posts evenly spaced at 1829 

mm (72 inches) center to center, which were mounted to a concrete curb for a total length of 46.9 m (154 ft). 

The 229 mm high × 438 mm wide (9 inches × 171⁄4 inches) curb was integral with a concrete deck. The irregular 

shaped, cast aluminum posts curved slightly towards the traffic side and measured approximately 965 mm (38 

inches) tall. The three rails were bolted into shape-matched pockets on the traffic side of each post. . The 

bottom, middle, and top rails were located 610 mm, 914 mm, and 1200 mm (24 inches, 36 inches, and 471⁄4 

inches), respectively, from the surface of the deck to the top of each rail. The rail splice internal sleeves were 

750 mm (291⁄2 inches) long on the traffic side, tapering on each end to a total length on the field side of 1500 

mm (59 inches). 

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: Willaim F. Williams

Engineer Signature: William Williams

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:

Digitally signed by William Williams 

Date: 2022.12.12 16:39:26 -06'00'

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Required Test 

Number

Narrative 

Description

Evaluation 

Results

4-10 (1100C)

Test 4-10 involves an 1100C vehicle 

weighing 1100 kg ± 25 kg (2420 lb ±55 lb) 

impacting the test article at a target impact 

speed of 100 km/h ±4 km/h (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 1.1 m (3.6 ft) 

upstream of the centerline of post 20. 

The results of TTI Test 690902-VGL3, 

conducted on November 16, 2020, are 

found in TTI Report TR No. 690902-VGL 1-4. 

The test vehicle was traveling at an impact 

speed of 99.9 km/h (61.2 mi/h) as it made 

contact with the VGAN 400 Bridge Rail 0.9 m 

(3.1 ft) upstream of the centerline of post 20 

at an angle of 24.9°. After loss of contact 

with the test installation, the vehicle came 

to rest 41.8 m (137 ft) downstream of the 

impact point and 3 m (10 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 438 mm (17.25 inches). 

Maximum dynamic deflection was 61 mm 

(2.4 inches) during the test. Permanent 

deformation was 32 mm (1.25 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 

254 mm (10.0 inches) in the front and side 

plane at the left front corner at bumper 

height. Maximum occupant compartment 

deformation was 76 mm (3.0 inches) in the 

left front firewall area. 

The 1100C vehicle remained upright during 

and after the collision event. Maximum roll 

and pitch angles were 19° and 18°, 

respectively. Longitudinal OIV was 9.3 m/s 

(30.5 ft/s), and lateral OIV was 8.7 m/s (28.5 

ft/s). Longitudinal occupant ridedown 

acceleration was 2.3 g, and lateral occupant 

ridedown acceleration was 5.3 g. The 

occupant risk factors were within the MASH 

allowable limits. 

The VGAN 400 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 

2270 kg ±50 kg (5000 lb ±110 lb) impacting 

the test article at a target impact speed of 

100 km/h ±4 km/h (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 1.3 m (4.3 ft) upstream 

of the centerline of post 20. 

The results of TTI Test 690902-VGL4, 

conducted on August 12, 2021, are found in 

TTI Report TR No. 690902-VGL 1-4. The test 

vehicle was traveling at an impact speed of 

102.2 m/s (63.5 mi/h) as it made contact 

with the VGAN 400 Bridge Rail 1.3 m (4.3 ft) 

upstream of the centerline of post 20 at an 

angle of 24.3°. After loss of contact with the 

test installation, the vehicle came to rest 

45.7 m (150 ft) downstream of the impact 

point and 5.5 m (18 ft) towards the field 

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 483 mm (19.0-inches). 

Maximum dynamic deflection during the 

test was 132 mm (5.2 inches). Permanent 

deformation was 70 mm (2.75 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 

356 mm (14.0 inches) in the front plane at 

the left front corner at bumper height. 

Maximum occupant compartment 

deformation 140 mm (5.5 inches) in the left 

front kick panel area. 

The 2270P vehicle remained upright during 

and after the collision event. Maximum roll 

and pitch angles were 25° and 14°, 

respectively. Longitudinal OIV was 6.4 m/s 

(21.1 ft/s), and lateral OIV was 7.2 m/s (23.6) 

ft/s. Longitudinal occupant ridedown 

acceleration was 8.3 g, and lateral occupant 

ridedown acceleration was 6.8 g. The 

occupant risk factors were within the MASH 

preferred limits. 

The VGAN 400 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 10,000 kg ±300 kg (22,000 lb ±660 

lb) impacting the test article at a target 

impact speed of 90 km/h ±4.0 km/h (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 1.5 

m (5.0 ft) upstream of the centerline of post 

8. 

The results of TTI Test 690902-VGL1, 

conducted on June 9, 2022, are found in TTI 

Report TR No. 690902-VGL 1-4. The test 

vehicle was traveling at an impact speed of 

90.3 km/h (56.1 mi/h) as it made contact 

with the VGAN 400 Bridge Rail 1.7 m (5.4 ft) 

upstream of the centerline of post 8 at an 

angle of 14.8°. After loss of contact with the 

test installation, the vehicle came to rest 

62.8 m (206 ft) downstream of the impact 

point and 5.5 m (18 ft) towards the field 

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 1161 mm (45.7 inches). 

Maximum dynamic deflection of the rail 

during the test was 502 mm (19.8 inches). 

Permanent deformation was 318 mm (12.5 

inches). 

Some detached elements, fragments, or 

other debris were present; however, none 

penetrated or show potential for 

penetrating the occupant compartment, or 

present hazard to others in the area. 

Maximum exterior crush to the vehicle was 

508 mm (20.0 inches) in the side plane at 

the left front corner at bumper height. 

Maximum occupant compartment 

deformation was 152 mm (6.0 inches) in the 

left front floor pan area. 

The 10000S vehicle remained upright 

during and after the collision event. 

Maximum roll and pitch angles were 36° 

and 7°, respectively. Longitudinal OIV was 

2.8 m/s (9.2 ft/s), and lateral OIV was 4.0 m/s 

(13.0 ft/s). Longitudinal occupant ridedown 

acceleration was 4.7 g, and lateral occupant 

ridedown acceleration was 5.3 g. 

The VGAN 400 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
 Version 10.0 (05/16)

Page of 6 6

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

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

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

Country: USA Same as Submitter

Accreditation Certificate ISO 17025-2017 Laboratory 

A2LA Certificate Number: 2821.01 Number and Dates of current Valid To: April 30, 2023 Accreditation period :

Submitter Signature*:

Submit Form

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

 Digitally signed by Darrell L. Kuhn Laboratory Signature: 'Date: 2022.12.09 09:25:31 -06'00

~ □ 

□ 
TR No. 690902-VGL1-4 22 2023-06-28

0.000 s 0.100 s 0.200 s 0.400 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

690902-VGL3

2020-11-16

Longitudinal Barrier—Bridge Rail

VGAN400 Bridge Rail

46.9 m (154 ft)

Pedestrian rail system, with three rails 

attached to posts mounted onto a 

concrete curb

Concrete deck, dry

1100C

2015 Nissan Versa

1090 kg (2402 lb)

1104 kg (2433 lb)

75 kg (165 lb) 

1178 kg (2598 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............................

99.9 km/h (62.1 mi/h)

24.9° 

0.9 m (3.1 ft) 

upstream of post 20 

75.4 kJ (56 kip ft)

69.0 km/h (42.9 mi/h)

5.6°/10.0° 

9.3 m/s (30.5 ft/s)

8.7 m/s (28.5 ft/s) 

2.3 g

5.3 g

12.7 m/s

2.6

−17.4 g

17.5 g

4.4 g

Post-Impact Trajectory

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

Vehicle Stability

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

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

Maximum Yaw 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.........................

41.8 m (137 ft) ds

3 m (10 ft) twd fs

19°

18°

37°

No

No

61 mm (2.4 inches)

32 mm (1.25 inches)

438 mm (17.25 inches)

229 mm (9.0 inches)

11LFQ6

11FLEW5

254 mm (10.0 inches)

LF0031100

76 mm (3.0 inches) in 

the firewall

Figure 5.6. Summary of Results for MASH Test 4-10 on VGAN400 Bridge Rail. 
TR No. 690902-VGL1-4 37 2023-06-28

0.000 s 0.100 s 0.200 s 0.400 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

690902-VGL4

2021-08-12

Longitudinal Barrier—Bridge Rail

Modified VGAN400 Bridge Rail

46.9 m (154 ft)

Pedestrian rail system, with three rails 

attached to posts mounted onto a 

concrete curb

Bridge deck, dry

2270P

2015 RAM 1500 Pickup

2258 kg (4979 lb)

2273 kg (5012 lb)

75 kg (165 lb) 

2348 kg (5177 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............................

102.2 km/h (63.5 mi/h)

24.3° 

1.3 m (4.3 ft) 

upstream of post 20

155 kJ (114 kip ft)

73.4 km/h (45.6 mi/h)

4.8°/6.5°

6.4 m/s (21.1 ft/s)

7.2 m/s (23.6 ft/s)

8.3 g

6.8 g

9.8 m/s

1.8

−12.2 g

12.8 g

3.7 g

Post-Impact Trajectory

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

Vehicle Stability

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

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

Maximum Yaw 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.........................

45.7 m (150 ft) ds

5.5 m (18 ft) twd fs

25°

14°

36°

Yes

Nol

132 mm (5.2 inches)

70 mm (2.75 inches)

483 mm (19.0 inches)

1242 mm (48.9 inches)

11LFQ5

11FLEW5

356 mm (14.0 inches)

LF0130200

140 mm (5.5 inches) in 

the firewall

Figure 7.6. Summary of Results for MASH Test 4-11 on Modified VGAN400 Bridge Rail. 
TR No. 690902-VGL1-4 46 2023-06-28

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....................................

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

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

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

Texas A&M Transportation Institute (TTI)

MASH Test 4-12

690902-VGL1

2022-06-09

Longitudinal Barrier—Bridge Rail

Modified VGAN400 Bridge Rail

46.9 m (154 ft)

Pedestrian rail system, with three rails 

attached to posts mounted onto a 

concrete curb

Bridge deck, dry

10000S

2008 International 4300 SUT

6455 kg (14,230 lb)

10 268 kg (22,638 lb)

No dummy

10 268 kg (22,638 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............................

90.3 km/h (56.1 mi/h)

14.8° 

1651 mm (65 inches) 

upstream of post 8

210 kJ (155 kip ft) 

Out of view

Along Rail

2.8 m/s (9.2 ft/s)

4.0 m/s (13.0 ft/s)

4.7 g

5.3 g

4.7 m/s 

0.4

-2.3 g

3.9 g

-1.9 g

Post-Impact Trajectory

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

Vehicle Stability

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

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

Maximum Yaw 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........................

62.8 m (206 ft) dwnstrm

5.5 m (18 ft) twd field side

36°

7°

18°

Yes

No

502 mm 19.8 inches)

318 mm (12.5 inches)

1161 mm (45.7 inches)

3168 mm (124.7 inches)

11LFQ6

11FLEW6

508 mm (20 inches)

LF0010000

152 mm (6.0 inches) in the 

floor pan

Figure 8.7. Summary of Results for MASH Test 4-12 on Modified VGAN400 Bridge Rail. 
TR No. 690902-VGL1-4 55 2023-06-28

APPENDIX A. DETAILS OF VGAN400 BRIDGE RAIL