November 19, 201 9

 1200 New Jersey Ave., SE

Washington , D.C. 20590 

In Reply Refer To: 

HSST-1/B-327 

Mr. Jeff Jeffers 

State of Alaska Department of Transportation and Public Facilities 

3132 Channel Drive 

Juneau, AK 99811-2500 

Dear Mr. Jeffers: 

This letter is in response to your June 14, 2019 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 FHW A letter of eligibility is 

assigned FHW A control number B-327 and is valid until a subsequent letter is issued by FHW A 

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: 

• 2019 MASH 2-Tube Bridge Rail 

Scope of this Letter 

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

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

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

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

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

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

device for any particular purpose or use. 

This letter is not a determination by the FHW A, the Department ofTransportation, 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: 2019 MASH 2-Tube Bridge Rail 

Type of system: Longitudinal Barrier 

Test Level: MASH Test Level 4 (TL4) 

Testing conducted by: TamTI 

Date ofrequest: July 16, 2019 

FHWA concurs with the recommendation of the accredited crash testing laboratory as stated 

within 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 

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

control number B-327 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 FHW A to use, 

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

• This FHW A 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 FHW A reserves the 

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

information related to crash testing. 

Sincerely, 

Michael S. Griffith 

Director, Office of Safety Technologies 

Office of Safety 

Enclosures 
Version 10.0 (05/16) 

Page 1 of 6 

Request for Federal Aid Reimbursement Eligibility 

of Highway Safety Hardware 

... 

a,

..,

..,

·e 

Date of Request: June 14, 2019 r- New (' Resubmission I 

Name: Jeff Jeffers 

Company: State of Alaska Department ofTransportation and Public Facilities 

Address: 3132 Channel Drive, Juneau, AK 99811 -2500 .Q 

::::, 

VI Country: United States of America 

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 Fl 

System Type Submission Type Device Name / Variant Testing Criterion Test 

Level 

'B': Rigid/Semi-Rigid Barriers 

(Roadside, Median, Bridge 

Railinasl 

(e Physical Crash Testing 

(' Engineering Analysis 

2019 MASH 2-Tube 

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: Jeff Jeffers Same as Submitter ~ 

Company Name: State of Alaska Department ofTransportation and Public Facil ities Same as Submitter ~ 

Address: 3132 Channel Drive, Juneau, AK 99811 -2500 Same as Submitter ~ 

Country: United States of America 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 State of Alaska Department ofTransportation 

and Public Facilities to perform full-scale crash testing of the 2019 MASH 2-Tube Bridge Rail. There are no shared 

financial interests in the 2019 MASH 2-Tube Bridge Rail by TTI, or between the State of Alaska Department of 

Transportation and Public Facilities and TTI, other than costs involved in the actual crash tests and reports for 

this submission to FHWA. 
Version 10.0 (05/16) 

Page 2 of 6 

PRODUCT DESCRIPTION 

(e New Hardware or (' Modification to 

• Significant Modification Existing Hardware 

The 2019 MASH 2-Tube Bridge Rail test installation was 154 ft long, and consisted of a reinforced concrete 

cantilevered deck and curb, with two 2-inch wide joints extending through both the curb and the deck. The 

curb was 10 inches tall, with a 4-inch thick lift of grout, yielding a 6-inch tall traffic side face. A 2-sack grout mix 

was used to simulate asphalt which is typically used on the bridge applications. The curb was 18 inches wide 

at the base, and 17 inches wide at the top, with the traffic side face sloping 1 inch toward the field side. Anchor 

bolts were cast in the deck and extended through the curb. 

Sixteen fabricated steel posts were longitudinally spaced on 10-foot centers, beginning at 24 inches from each 

end of the concrete curb. Two steel rectangular HSS rail elements spanned the posts, and extended past them 

at each end of the installation. The tops of the rails were located 24 inches and 38 inches above grade (i.e. the 

grout on the concrete deck). 

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: William F. Williams 

Digitally signed by William Williams Engineer Signature: William Williams Date: 2019.07.09 16:22:37 -05'00' 

Address : TTI, TAMU 3135 College Station, TX 77843-3135 Same as Submitter D 

Country: United States of America Same as Submitter O 

A brief description of each crash test and its result: 
Version 10.0 (05/16) 

Page 3 of 6 

Required Test 

Number 

Narrative 

Description 

Evaluation 

Results 

4-10 (11 00C) 

Test 4-10 involves an 11 00C vehicle 

impacting the test article at a target impact 

speed of 62 mi/hand target angle of 25°. 

The target CIP for the left corner of the front 

bumper was 3.6 ft upstream of the 

centerline of Post #13. 

The results of the test conducted on 

December 14, 2018, are found in TTI Test 

Report No. 608331 -1 A, 2, 3. The test vehicle 

was traveling at an impact speed of 62.5 mi/ 

has it made contact with the 2019 MASH 2-

Tube Bridge Rail 3.5 ft upstream of the 

centerline of Post #13 and at an impact 

angle of 25.3°. After loss of contact with the 

barrier, the vehicle came to rest 140 ft 

downstream of the impact point and 11 ft 

toward the field side. 

The 2019 MASH 2-Tube Bridge Rail 

contained and redirected the 11 00C vehicle. 

The vehicle did not penetrate, underride, or 

override the installation. The vehicle exited 

within the exit box criteria defined in MASH. 

Maximum dynamic deflection during the 

test was 2.8 inches. Maximum permanent 

deformation was 1 inch. Working width was 

8.5 inches. 

Although slight spalling of the concrete 

occurred near Post #13, no detached 

elements, fragments, or other debris were 

present to penetrate, or to show potential 

for penetrating, the occupant 

compartment, or to present undue hazard 

for others in the area. 

The 1 lO0C vehicle remained upright during 

and after the collision event. Maximum roll 

and pitch angles were 5° and 5°, 

respectively. 

Longitudinal OIV was 30.2 ft/sand lateral 

OIV was 30.8 ft/s. Maximum longitudinal 

occupant ridedown acceleration was 15.3 g, 

and maximum lateral occupant ridedown 

acceleration was 6.3 g. Occupant risk factors 

were within the maximum limits specified in 

MASH. 

Maximum exterior crush to the vehicle was 

11 .0 inches in the side plane in the front 

plane at the left front corner at bumper 

height. Maximum occupant compartment 

deformation was 4.0 inches in the left front 

firewall area. 

The 2019 MASH 2-Tube Bridge Rail 

performed acceptably for MASH test 4-10. 

PASS 
Version 10.0 (05/16) 

Page 4 of 6 

Required Test 

Number 

Narrative 

Description 

Evaluation 

Results 

4-11 (2270P) 

Test 4-11 involves a 2270P vehicle 

impacting the test article at a target impact 

speed of 62 mi/hand target angle of 25°. 

The target CIP for the left corner of the front 

bumper was 4.3 ft upstream of the 

centerline of Post #9. 

The results of the test conducted on 

December 12, 2018, are found in TTI Test 

Report No. 608331 -1A, 2, 3. The test vehicle 

was traveling at an impact speed of 62.9 mi/ 

has it made contact with the 2019 MASH 2-

Tube Bridge Rail 4.2 ft upstream of the 

centerline of Post #9 and at an impact angle 

of 24.9°. After loss of contact with the 

barrier, the vehicle came to rest 230 ft 

downstream of the impact point and in-line 

with the rail. 

The 2019 MASH 2-Tube Bridge Rail 

contained and redirected the 2270P vehicle. 

The vehicle did not penetrate, underride, or 

override the installation. The vehicle exited 

within the exit box criteria defined in MASH. 

Maximum dynamic deflection during the 

test was 7.1 inches. Maximum permanent 

deformation was 2.0 inches. Working width 

was 20.2 inches. 

Although some spalling of the concrete 

curb and deck occurred on the field side, no 

detached elements, fragments, or other 

debris were present to penetrate, or to 

show potential for penetrating, the 

occupant compartment, or to present 

undue hazard for others in the area. 

The 2270P vehicle remained upright during 

and after the collision event. Maximum roll 

and pitch angles were 5° and 3°, 

respectively. 

Longitudinal OIV was 16.7 ft/ sand lateral 

OIV was 29.5 ft/ s. 

Maximum longitudinal occupant ridedown 

acceleration was 8.2 g and maximum lateral 

occupant ridedown acceleration was 13.6 g. 

Occupant risk factors were within the 

preferred limits specified in MASH. 

Maximum exterior crush to the vehicle was 

11 .0 inches in the front plane at the left 

front corner at bumper height. Maximum 

occupant compartment deformation was 

0.5 inch in the left front firewall area . 

The 2019 MASH 2-Tube Bridge Rail 

performed acceptably for MASH test 4-11 . 

PASS 
Version 10.0 (05/16) 

Page 5 of 6 

4-12 (1 0000S) 

Test 4-12 involves a 1 0000S vehicle 

impacting the test article at a target impact 

speed of 56 mi/hand target angle of 15°. 

The target CIP for the left corner of the front 

bumper was 5.0 ft upstream of centerline of 

Post #5. 

The results of the test conducted on 

December 10, 2018, are found in TTI Test 

Report No. 608331 -1 A, 2, 3. The test vehicle 

was traveling at an impact speed of 57.4 mi/ 

has it made contact with the 2019 MASH 2-

Tube Bridge Rail 4.6 ft upstream of the 

centerline of Post #5 and at an impact angle 

of 15.5°. After loss of contact with the 

barrier, the vehicle came to rest 232 ft 

downstream of the impact point and 7 ft 

toward the field side. 

- The 2019 MASH 2-Tube Bridge Rail 

contained and redirected the 10000S 

vehicle. The vehicle did not penetrate, 

underride, or override the installation. The 

vehicle exited within the exit box criteria 

defined in MASH. 

Maximum dynamic deflection during the 

test was 3.0 inches. Maximum permanent 

deformation was 2.0 inches. Working width 

was 56.7 inches. 

No detached elements, fragments, or other 

debris were present to penetrate or to show 

potential for penetrating the occupant 

compartment, or to present undue hazard 

for others in the area. 

The 10000S vehicle remained upright 

during and after the collision event. 

Maximum roll and pitch angles were 19° 

and 9°, respectively. 

Longitudinal OIV was 6.2 ft/ s, and lateral OIV 

was 12.1 ft/s. 

Maximum longitudinal occupant ridedown 

acceleration was 3.0 g, and maximum lateral 

occupant ridedown acceleration was 6.8 g. 

Maximum exterior crush to the vehicle was 

12.0 inches in the side plane at the left front 

corner at bumper height. Maximum 

occupant compartment deformation was 

5.5 inches in the left floor pan area. 

The 2019 MASH 2-Tube Bridge Rail 

performed acceptably for MASH test 4-12. 

PASS 
Version 10.0 (05/16) 

Page 6 of 6 

4-20 (11 00C) Test for transition is not applicable for this 

bridge barrier system Non-Relevant Test, not conducted 

4-21 (2270P) Test for transition is not applicable for this 

bridge barrier system 

Non-Relevant Test, not conducted 

4-22 (100005) Test for transition is not applicable for this 

bridge barrier 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 Proving Ground 

Laboratory Signature: Digitally signed by Darrell L. Kuhn 

'Date: 2019.07.08 17:22:21 -05'00 

Address: TTI, TAMU 3135, College Station, TX 77843-3135 Same as Submitter D 

Country: United States of America Same as Submitter D 

Accreditation Certificate 

Number and Dates of current 

Accreditation period : 

ISO 17025-2017 Laboratory 

A2LA Certificate Number: 2821 .01 

Valid To: April 30, 2021 

Submit Form 

ATTACHMENTS 

Attach to this form: 

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

2) A copy ofthe 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 
0.000 s I 0.100 s 0.200 s 

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0.300 s 

Impact Conditions 

Speed 

Angle 

Location/Orientation . 

SectlOn A-A 

IM'•ft'l~~411HCh F'w.l 

General Information Post-Impact Trajectory 

Test Agency .... .. . Texas A&M Transportation Institute (TTI) 62.9 mi/h Stopping Distance ... .. .... 230 ft downstream 

Test Standard Test No .. MASH Test 4-11 24.9° 

TTI Test No. 608331-01 -2 . 4.2 ft upstream of Vehicle Stability 

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 

2018-12-12 

Bridge Rail 

2019 MASH 2-Tube Bridge Rail 

154 ft 

Two Steel Tubular Rail Elements on 

Fabricated Steel Posts spaced at 10 ft 

with 24-inch and 38-inch rail heights and 

mounted to concrete curb Installed on 

Reinforced Concrete Bridge Installed on 

Deck, Damp 

2270P 

2012 RAM 1500 Pickup 

4902Ib 

5019Ib 

165Ib 

5184Ib 

post 9 

Impact Severity .. ....... . ........ 118 kip-ft 

Exit Conditions 

Speed.. .............. ...... . 52.9 mi/h 

Exit Trajectory/Heading ..... 8.7°/6.5° 

Occupant Risk Values 

Longitudinal OIV ............... 16.7 ft/s 

Lateral OIV.... . ............. 29.5 ft/s 

Longitudinal Ridedown .. .... 8.2 g 

Lateral Ridedown ............... 13.6 g 

THIV ................................. 37.6 km/h 

PHO ......... . .......... 13.6 g 

ASI. ............ . ..... 2.21 

Max. 0.050-s Average 

Longitudinal ............. ..... -7.9 g 

Lateral. ...................... ...... 17.0 g 

Vertical. ......... ., ..... .,.... ..... 3.7 g 

Maximum Yaw Angle 33° 

Maximum Pitch Angle 30 

Maximum Roll Angle 50 

Vehicle Snagging No 

Vehicle Pocketing No 

Test Article Deflections 

Dynamic .... . 7.1 inches 

Pennanent 2.0 inches 

Working Width .. ... .. 20.2 inches 

Height of Working Width . ... 38 inches, or Top 

Vehicle Damage of post 

VOS 

11LFQ5 

Max. Exterior Deformation ........ 11 FLEW4 

OCDI. ........... . ........... .. 11 .0 inches 

Max. Occupant Compartment LF0010000 

Deformation 

0.5 inch 

Summary of Results for MASH Test 4-11 on 2019 MASH 2-Tube Bridge Rail. 
0.000 s 

◄ 

.... 

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I

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General Information 

I 0.200 s 

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0.400 s 

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~ : 

Impact Conditions 

I 0.800 s 

-

Post-Impact Trajectory 

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 

608331-01 -1A 

2018-12-10 

Bridge Rail 

2019 MASH 2-Tube Bridge Rail 

154 ft 

Two Steel Tubular Rail Elements on 

Fabricated Steel Posts spaced at 10 ft 

with 24-inch and 38-inch rail heights and 

mounted to concrete curb 

Installed on Reinforced Concrete Bridge 

Deck, Damp 

10000S 

2011 International 4300 

14,000 lb 

22,050 lb 

No dummy 

22,050 lb 

Stopping Distance .......... . . 232 ft downstream 

7 ft twd field side 

Vehicle Stability 

Maximum Yaw Angle .. .............. 19° 

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

Maximum Roll Angle ................ 19° 

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

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

Test Article Deflections 

Dynamic .. . ....................... 3.0 inches 

Permanent.. . ...... ....... ... ..... ... .... 2.0 inches 

Working Width ...... ... ... .... ... .... .. 56. 7 inches 

Height of Working Width .. ......... 136.8 inches 

Veh icle Damage 

VOS .................. ... ... .... . NA 

11FREW4 

Max. Exterior Deformation .. .. ..... 12.0 inches 

OCDI..... ...... ....... . ... .... ... .. NA 

Max. Occupant Compartment 

Deformation ............ .... ... .... .. 5.5 inches 

Speed 57.4 mi/h 

Angle 15.5° 

Location/Orientation ... 4.6 ft upstream of 

pos.t 5 

Impact Severity........ .......... 173 kip-ft 

Exit Conditions 

Speed 

Angle 

Occupant Risk Values 

0.43 

Longitudinal OIV 

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

Longitudinal Ridedown . 

Lateral Ridedown 

THIV 

PHO 

Max. 0.050-s Average 

Longitudinal -1.6 g 

Lateral. ... . .... 4.2 g 

Vertical.. .. ... -4.1 g 

Not obtainable 

Not obtainable 

6.2 ft/s 

12.1 ft/s 

3.0 g 

6.8 g 

15.4 km/h 

6.9 g 

Summary of Results for MA SH Test 4-1 2 on 2019 MASH 2-Tube Bridge Rail. 
0.000 s 

- 0.100 s 0.200 s 0.300 s 

► 

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General Information Impact Conditions Post-Impact Trajectory 

Test Agency. Texas A&M Transportation Institute (TTI) Speed 62.5 mi/h Stopping Distance .. ... ..... . 140 ft downstream 

Test Standard Test No ...... . MASH Test 4-10 Angle 25.3° 11 ft twd field side 

TTI Test No. 608331-01 -3 Location/Orientation .......... 3.5 ft upstream of Vehicle Stability 

Test Date 2018-12-14 post 13 Maximum Yaw Angle 34° 

Test Article Impact Severity ............. ....... 58 kip-ft Maximum Pitch Angle 50 

Type Bridge Rail Exit Conditions Maximum Roll Angle 50 

Name .. . ............. ........ . 2019 MASH 2-Tube Bridge Rail Speed .................... 45.3 mi/h Vehicle Snagging No 

Installation Length ... ... ....... . 154 ft Exit Trajectory/Heading .. ... 4.8°/6.0° Vehicle Pocketing No 

Material or Key Elements .. . Two Steel Tubular Rail Elements on Occupant Risk Values Test Article Deflections 

Fabricated Steel Posts spaced at 10 ft Longitudinal OIV .. . . . . ... 30.2 ft/s Dynamic.... . ....................... 2.8 inches 

with 24-inch and 38-inch rail heights and Lateral OIV........ ... 30.8 ft/s Permanent.. .... .. .... .. ..... .... 1.0 inch 

mounted to concrete curb Installed on Longitudinal Ridedown ...... 15.3 g Working Width.. .. ....... .. ... .. . 8.5 inches 

Reinforced Concrete Bridge Lateral Ridedown ............... 6.3 g Height of Working Width .. ... .... .. 44.3 inches 

Soil Type and Condition .... Deck, Damp THIV . ... .... ..... 46.9 km/h Vehicle Damage 

Test Vehicle PHO ... . .... .. ... .... .... ... ... 16.49 VOS 11LFQ5 

Type/Designation 1100C 2.65 11FLEW4 

Make and Model 2010 Kia Rio Max. 0.050-s Average Max. Exterior Deformation ...... .. . 11 .0 inches 

Curb .. 2484Ib Longitudinal -17.39 OCDI. . ... .. ........... .. .................. LF0030000 

Test Inertial 2454Ib Lateral. . 18.4 9 Max. Occupant Compartment 

Dummy 165Ib Vertical. ............. . ·::::-3.3 9 Deformation .. .... ... .... .... ... 4.0 inches 

Gross Static 2619Ib 

Summary of Results for MASH Test 4-10 on 2019 MASH 2-Tube Bridge Rail. 
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..,;;; Texas A&M Roadside Safety and ~ -;,ar Transportation Physical Security Division - ff 

.--• Institute Proving Ground ~ Sa. All bent bars, and all longitudinal bars in the Curb, Deck and Wall shall be epoxy 

coated. All bars are grade 60 .. Project #608331 Alaska Bridge Rail 2018-05-14 ~ 

Drawn by GES Scale 1:10 Sheet 5 of 7 Rebar .:..: 
Hook Bar@ 6" Bolt. 7/8 x 18" hex \ 

(tilted to maintain clearance ~ A449 . \ ,.__ 9" 

cot off leg as needed at end) \ 

4" • 

'\ 0 1/2" Rebar Anchor Bar (X 2 in Curb) See 3a 

7//'./~ ~ 

~ ::!: 

2" cvr \ ~ ,-

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\_G401 Bar@ 6" 

(/) 5/8" rebar @8" 

Typ In top mat 

(/) 1 /2" rebar @ 8" 

Typ In bottom mat 

#5 L-bar 20" x 24" @ 12" 

~ 3a. Place the Anchor Bars @ maximum 18" spacing and secure to existing rebar 

protruding from the runway with minimum 3" weld. (Existing rebar not shown here.) 

3b. Minimum rebar lap is 24" for #4 bars and 30" for #5 bars. 

3c. Place one mat of 01/2 (#4) bars in Working Slab@ 12" each way with =1-1/2" 

cover at top. These bars are not shown here. 

3d. Field bend traffic side longitudinal bar and turn Hoop Bars at ends of Curb to 

maintain cover. 

3e. The Anchor Bars will be bare steel, and the bars in the Working Slab may be 

bare steel. All other bars shall be epoxy coated, and all bars are grade 60. 

4" 

Cold Joint - Rake finish 

r-Anchor Plate 

Hoop Bar @ 18" 

(see 3d) 

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...--• Institute Proving Ground t5 

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Project #608331 Alaska Bridge Rail 2018-05-14 q. 

Drawn by GES Scale 1: 10 Sheet 3 of 7 Rebar Details I-
Test Installation 9 ~ ~ 

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...--• Institute 

,. Texas A&M Roadside Safety and ~ Transportation Physical Security Division - ~ Nut 7/8 heavy hex Proving Ground ~ 

ASTM A563 

Project #608331 Alaska Bridge Rail 2018-05-14 ! 

Drawn by GES Scale 1 :250 Sheet 1 of 7 Test Installation ~ 

I-

~Washer 7/8 hardened 

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Detail B 

Scale 1 : 5 
Details, Elevation 

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2a. Concrete Strength is 5000psi for the Wall and Deck, 3000 ~ Texas A&M Roadside Safety and CD 

vi 

~ Transportation Physical Security Division - psi for the Working Slab, and 4000 psi for the Curb. u:: 

~ 

---• Institute Proving Ground t5

Q) 2b. Chamfer Field Side edges of Deck, and field side and top -~ Project #608331 Alaska Bridge Rail 2018-05-14 edges of end of Curb 3/4" each way as shown q. . Drawn by GES Scale 1 :250 Sheet 2 of 7 Details, Elevation i:--: 
TTI Project No./Name: I Test Item Identification: 

608331 Alaska Bridge Deck 

Principal Investigator (Pl): 

William Williams 

Initial Drawing Date: 

2018-03-01 

Sponsor: 

Alaska DOT 

Phone: 

Name of Sponsor Representative: 

Elmer Marx 

e-mail address : 

elmer.marx@alaska.gov 

Sponsor Approval Signature: 

By email 

Approval Date: 

2018-02-28 

Pl Approval: Approval Date: 

The section below shall be used to briefly summarize revisions and dates revisions made. 

TTI QPF 5.8 shall be completed for each test item. 

Revisions : 

Date of Revision: 

2018-03-07 

Brief Description: 

Changed direction of ordinate dimension : sheet 2 

Added quantities: sheet 4 

2018-03-23 Modified Hook Bar 

2018-06-12 Added chamfer and one dimension on sheet 3 

2019-02-15 Changed asphalt to grout, sheet 1 

2019-04-01 Edited asphalt notes; sheets 1, 2, & 3 

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

Alternate Sponsor Representative Signature: I Date: