U.S. Department 

of Transportation 

Federal Highway 

Administration 

June 3, 2020 

1200 New Jersey Ave., SE 

Washington, D.C. 20590 

In Reply Refer To: 

HSST-1/B-341 

Mr. Alex Lim 

Oregon Department of Transportation 

4040 Fairview Industrial Drive SE, MS 4 

Salem, OR 97302 

USA 

Dear Mr. Lim: 

This letter is in response to your March 16, 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-341 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: 

• Oregon 3-Tube Curb Mount Bridge Rail

Scope of this Letter 

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

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

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

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

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

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

device for any particular purpose or use. 

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

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

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

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

tested. 

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

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

Eligibility for Reimbursement 

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

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

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

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

conditions. 

Name of system: Oregon 3-Tube Curb Mount Bridge Rail 

Type of system: Longitudinal Bridge Barrier 

Test Level: MASH Test Level 4 (TL4) 

Testing conducted by: Texas A&M Transportation Institute 

Date of request: March 16, 2020 

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

attached form. 

Full Description of the Eligible Device 

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

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

form. 

Notice 

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

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

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

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

maintenance requirements to ensure proper performance. 

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

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

and evaluation criteria of AASHTO’s MASH.

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

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

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

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

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

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

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

complete information about the crashworthiness of the system. 
3 

Standard Provisions 

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

control number B-341 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 selrany 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 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 
Test SystemType SubmissionType DeviceName / Variant TestingCriterion Level 

'B':Rigid/Semi-RigidBarriers 

(Roadside, Median, Bridge 

Railings) 

, PhysicalCrashTesting

 Engineering Analysis

Oregon3-TubeCurb 

MountBridgeRail 

AASHTOMASH TL4 

I.  New  Resubmissio

l I I I 

- I 

{ 

Version 10.0 (05/16) 

Page 1 of 6 

Request for Federal Aid Reimbursement Eligibility 

of Highway Safety Hardware 

Date of Request: March16,2020 

Name: AlexLim 

tertmibuS

Company: OregonDepartment ofTransportation 

Address: 4040Fairview Industrial DriveSE,MS4,Salem,OR97302 

Country: U.S.A 

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 TestLev-el ! -! - ! !-!-! 

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: AlexLim SameasSubmitter 

CompanyName: Oregon Department ofTransportation SameasSubmitter

Address: 4040Fairview Industrial DriveSE,MS4,Salem,OR97302 SameasSubmitter 

Country: U.S.A 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 the Oregon Department of Transportation to 

perform full-scale crash testing of the Oregon 3-Tube Curb Mount Bridge Rail. There are no shared financial 

interests in the Oregon 3-Tube Curb Mount Bridge Rail by TTI, or between the Oregon Department of 

Transportation andTTI,other than thecostsinvolved in theactual crash testsand reportsfor thissubmission to 

FHWA. 
 

 

 

 

 

 

 

1- 1 

111 I 

Version 10.0 (05/16) 

Page 2 of 6 

PRODUCT DESCRIPTION 

New Hardwareor Modification to 

Significant Modification ExistingHardware 

Theinstallation for theOregon 3-TubeCurb MountBridgeRail consistedof an8-inch thick reinforcedconcrete 

cantilevered deckanda9 inch tall curb,with a2-inch thick lift ofasphalt on thedeck.Thedeckandcurb were 

158ft 111⁄2incheslong, with three1-inch open joints.Steel posts,which supported threerectangular steel rails, 

were mounted on the curb. There wasa post mounted at 281⁄4 inches from each end. The second post from 

eachend waslocated 7 ft from thefirst,and theremaining postswerespacedat 10ft. 

The top of thecurb wasat 7 inchesabovegrade,and the topsof the railswereat 191⁄2inches,321⁄4inches,and 

42inchesabovegrade. 

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: Nathan D.Schulz 

Digitally signed byNathanD.Schulz EngineerSignature: Nathan D.Schulz Date: 2020.02.2109:56:34-06'00' 

Address: TTI,TexasA&MRELLISCampus,3100StateHwy 47, SameasSubmitter Bldg.7091,BryanTX77807 

Country: U.S.A SameasSubmitter 

A brief description of each crash test and its result: 
RequiredTest 

Number 

Narrative 

Description 

Evaluation 

Results 

TTICrashTestReport No.612711-01 

contains the results of this 4-10 Test that 

wasconductedonDecember13,2019. The 

targetCIPwas3.6ft upstream of thecenter 

of thejoint between posts13and14. 

The impact speed and angle were 63.5 mi/h 

and 26.4°. The actual impact point was 4.3 ft 

upstream of the center of the joint between 

posts13and14. 

TheOregon 3-TubeCurb MountBridgeRail 

containedand redirected the1100Cvehicle. 

Thevehicle did not penetrate, underride, or 

override theinstallation.Maximum dynamic 

deflection during the test was1.6inches. 

No detachedelements,fragments,or other 

debris were present to penetrate or show 

potential for penetrating the occupant 

compartment or present hazard to othersin 

thearea. 

Maximum occupant compartment 

deformation was3.0inchesin theleft front 

floor pan. 

The1100Cvehicle remainedupright during 

andafter thecollision event.Maximum roll 

and pitch angles were 13° and 17°, 

respectively. 

Occupant riskfactorswere within thelimits 

specified in MASH.Longitudinal OIVwas 

23.6 ft/s, and lateral OIV was 37.4 ft/s. 

Longitudinal occupant ridedown 

acceleration was5.9g,and lateral occupant 

ridedown acceleration was10.7g. 

The Oregon 3-TubeCurb Mount Bridge Rail 

performedacceptably for MASHtest4-10. 

4-10(1100C) PASS 

Version 10.0 (05/16) 

Page 3 of 6 
RequiredTest Narrative 

Description 

Evaluation 

Number Results 

TTICrashTestReport No.612711-01 

ontains the results of this 4-11 Test that 

asconductedonDecember12,2019. The 

arget CIPwas 4.3 ft upstream of the joint 

etween posts9and10. 

heimpactspeedandangle were61.9mi/h 

nd23.9°.Theactual impact point was4.4ft 

pstream of the joint between posts9and 

0. 

heOregon 3-TubeCurb MountBridgeRail 

ontainedand redirected the2270Pvehicle. 

hevehicle did not penetrate, underride, or 

verride theinstallation.Maximum dynamic 

eflection during the test was 6.25 inches. 

ome small pieces of concrete spalled off 

e field side of the bridge rail, however, 

erewere no other fragmentsor debrison 

e traffic side of the bridge rail. These 

ieces did not penetrate or show potential 

r penetrating theoccupant compartment. 

aximum occupant compartment 

eformation was 1.0 inch in the left front 

oorpan/firewall area. 

he2270Pvehicle remained upright during 

ndafter thecollision period.Maximum roll 

nd pitch angles were 36° and 10°, 

espectively. 

ccupant risk factors were within the 

referred limitsof MASH.Longitudinal OIV 

as 14.1 ft/s, and lateral OIV was 25.9 ft/s. 

ongitudinal occupant ridedown 

cceleration was5.4g,and lateral occupant 

idedown acceleration was12.9g. 

heOregon 3-TubeCurbMountBridgeRail 

erformedacceptably for MASHtest4-11. 

c

w

t

b

T

a

u

1

T

c

T

o

d

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th

th

th

p 4-11(2270P) PASS 

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Version 10.0 (05/16) 

Page 4 of 6 
TTICrashTestReport No.612711-01 

contains the results of this 4-12 Test that 

wasconductedonDecember11,2019. The 

target CIPwas 5.0 ft upstream of the joint 

between posts5and6. 

Theimpactspeedandangle were56.9mi/h 

and14.2°.Theactual impact point was5.3ft 

upstream of the joint between posts5and 

6. 

TheOregon 3-TubeCurbMountBridgeRail 

contained and redirected the 10000S 

vehicle. The vehicle did not penetrate, 

underride, or override theinstallation. 

Maximum dynamic deflection during the 

test was7.1inches. 

No detachedelements,fragments,or other 

debris were present to penetrate or show 

potential for penetrating the occupant 

compartment, or to present hazard to 

othersin thearea. 

Maximum occupant compartment 

deformation was2.0inchesin theleft front 

floor pan. 

The10000Svehicle remainedupright 

during andafter thecollisionevent. 

TheOregon 3-TubeCurbMountBridgeRail 

performedacceptably for MASHtest4-12. 

4-12(10000S) PASS 

4-20(1100C) Testfor transition isnot applicable for this 

bridgebarriersystem. Non-Relevant Test,not conducted 

4-21(2270P) Testfor transition isnot applicable for this 

bridgebarriersystem. Non-Relevant Test,not conducted 

4-22(10000S) Testfor transition isnot applicable for this 

bridgebarriersystem. Non-Relevant Test,not conducted 

Version 10.0 (05/16) 

Page 5 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 

Digitally signed byDarrellL.Kuhn 

'Date:2020.02.1714:55:12-06'00 LaboratorySignature: 

TTI,TexasA&MRELLISCampus,3100StateHwy 47,

Bldg.7091,BryanTX77807 Address: SameasSubmitter  Country:

Accreditation Certificate 

Number and Dates of current 

Accreditation period : 

U.S.A SameasSubmitter 

ISO17025Laboratory 

Certificate Number:2821.01 

Valid to:April 30,2021 
 

 

 

 

 

 

 

 

 

Version 10.0 (05/16) 

Page 6 of 6 

-07'00' 

Digitallysigned byAlexLim 

SubmitterSignature*: AlexLim Date:2020.03.17 13:05:09 

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 
149' 

Exit Angle 

- - -

l -,_ _ __ , 

/, - -

\_ Exit Angle Box . Heading Angle 

Impact Angle 

t I 

" \I 

\\ 

II 

" )) a::Dl 

II 

II 

If 

18' 

J 

.,. _________ _ 

12-114"-+----------

19-1/2" 

Nn.n-shnr1~ Grom -...,. 

"'1-1/2"thtck 

,-- T ;,:DOT r yoe 

O" 

2" // 

I 1⁄2'-'--'--"-~--'-''-

.h 

' J 

iZi / 

Concrete . 330Cl r-~1 -' 

0.000 s 0.100 s 0.200 s 

TR No. 612711-01 18 2020-02-06 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 612711-01-2 2019-12-13 Longitudinal Barrier – Bridge Rail Oregon 3-Tube Curb Mount Bridge Rail 158 ft-111⁄2 inches Three rectangular steel rails supported by steel posts on reinforced concrete cantilevered 8-inch thick deck, 9-inch tall curb, with 2-inch thick asphalt on the deck Concrete bridge deck, Damp 1100C 2009 Kia Rio 2482 lb 2430 lb 165 lb 2595 lb Impact Conditions Speed ................................ Angle ................................. Location/Orientation........... Impact Severity.................... Exit Conditions Speed ................................ Trajectory/Heading Angle... Occupant Risk Values Longitudinal OIV ................ Lateral OIV......................... Longitudinal Ridedown....... Lateral Ridedown ............... THIV .................................. ASI..................................... Max. 0.050-s Average Longitudinal .................... Lateral............................. Vertical............................ 63.5 mi/h 26.4° 4.3 ft upstream of joint 13 and 14 51.4 mi/h 8.8° / 12.8° 23.6 ft/s 37.4 ft/s 5.9 g 10.7 g 13.3 m/s 2.95 -13.4 g 22.1 g -2.6 g Post-Impact Trajectory Stopping Distance......

Vehicle Stability Maximum Yaw Angle .

Maximum Pitch Angle Maximum Roll Angle ..Vehicle Snagging.......Vehicle Pocketing ......

Test Article Deflections Dynamic.....................

Permanent .................Working Width............Height of Working Wid

Vehicle Damage VDS..........................

CDC..........................Max. Exterior DeformaOCDI.........................Max. Occupant Compa

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

Figure 5.7. Summary of Results for MASH Test 4-10 on Oregon 3-Tube Curb Mount Bridg
248' J' 

·1 

42 ' 

12.9' Exit Angle 32-1/4' 

44' II 

Heading Angle 

19-1/2" 

-

' 1 

' ,. - -

\\ 45' O' Impact Angle J ,. 

Exit Angle Box )I !DJ 8 

! II Concrete. 3300 psi_; 

TR No. 612711-01 25 2020-02-06 0.000 s 0.100 s 0.300 s 

General Information Test Agency....................... Test Standard Test No....... TTI Test No. ...................... Test Date........................... Test Article Type .................................. Name................................. Installation Length.............. Material or Key Elements ... Soil Type and Condition ..... Test Vehicle Type/Designation............... Make and Model ................ Curb................................... Test Inertial........................ Dummy .............................. Gross Static ....................... Texas A&M Transportation Institute (TTI) MASH Test 4-11 612711-01-3 2019-12-12 Longitudinal Barrier – Bridge Rail Oregon 3-Tube Curb Mount Bridge Rail 158 ft-111⁄2 inches Three rectangular steel rails supported by steel posts on reinforced concrete cantilevered 8-inch thick deck, 9-inch tall curb, with 2-inch thick asphalt on the deck Concrete bridge deck, Damp 2270P 2013 RAM 1500 Pickup 4936 lb 5050 lb 165 lb 5215 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............................ 61.9 mi/h 23.9° 4.4 ft upstream of joint 9-10 106 kip-ft 51.3 mi/h 6.7° / 6.4° 14.1 ft/s 25.9 ft/s 5.4 g 12.9 g 8.47 m/s 1.77 -6.5 g 13.6 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............Height of Working Wid

Vehicle Damage VDS...........................

CDC...........................Max. Exterior DeformaOCDI..........................Max. Occupant Compa

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

Figure 6.7. Summary of Results for MASH Test 4-11 on Oregon 3-Tube Curb Mount Bridg
270' I' II 

,, 

II 17 .8' -.i4----I-~ 

5.3' -. 

ExitAtl 

t __ 

m-

(( 

11 

'' \\ 

(\ 

\l 

\) 

IJ 

II 

II 

42" 

~l 32•114"t--------

~}20' 19-1/2" 7" 

o· , 

TR No. 612711-01 34 2020-02-06 0.000 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 4-12 612711-01-1 2019-12-11 Longitudinal Barrier – Bridge Rail Oregon 3-Tube Curb Mount Bridge Rail 158 ft-111⁄2 inches Three rectangular steel rails supported by steel posts on reinforced concrete cantilevered 8-inch thick deck, 9-inch tall curb, with 2-inch thick asphalt on the deck Concrete bridge deck, Damp 10000S 2012 International 4300 13,880 lb 22,110 lb No dummy 22,110 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............................ 56.9 mi/h 14.2° 5.3 ft upstream of joint 5-6 144 ft-kips 49.9 mi/h 1.7° / 1.7° 7.5 ft/s 14.8 ft/s 2.3 g 8.0 g 5.1 m/s 0.8 -2.2 g 6.3 g 2.2 g Post-Impact Trajectory Stopping Distance......

Vehicle Stability Maximum Yaw Angle .

Maximum Pitch Angle 

Maximum Roll Angle ..

Vehicle Snagging.......Vehicle Pocketing ......

Test Article Deflections Dynamic.....................

Permanent .................Working Width............Height of Working Wid

Vehicle Damage VDS...........................

CDC...........................Max. Exterior DeformaOCDI..........................Max. Occupant Compa

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

Figure 7.8. Summary of Results for MASH Test 4-12 on Oregon 3-Tube Curb Mount Bridg
Test I nsta I lation 

:;t :;t ';- t'! I 0 0 6 

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_______________________________________________________________ ___________________________________________ ___

32-1/4" -!------------

19-1/2" +-----------­

Non-shnnK Grout 

e:.1-112" thick 

42" 

Elevation View 

Offset Plate Washer 

Nut, 3/4 he Grade 5 

/ 

Bolt 718 x 19" hex Grade 1 05 

with 5" threads 

/ Nut. 7 /8 A563 heavy hex. wilh 

/ F436 washer. arid Jam Nut 

urider Base Plate 

Section A-A 

Scale 1 : 20 

See 1a 

1a. 718 hardware typical x 4 at each post. 

3/4 hardware typical x 6 at each post. 

----30"--...... - , 

Det

Scale 

Typ @ 

Roadside Safe

F'hysical Security 

Proving Grou

1 b. All steel components excepl re bar and 

Anchor Plates (see next sheet), but including 

hardware, shall be galvanized. Project #61271 1 O-DoT 3-Tube Curb Mount Rail 

Drawn by GES Scale 1:200 Sheet 1 of 7 Test Ins

TR No. 612711-01 43 2020-02-06
32-1 12" 

30-1 /2'' 

19 1/4" 

6-1 /2' 

.l 

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2" Typ 

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2" 

,;/)1", Typ x4 

Anchor PlaleOffset Plate Washer 6 required at each Post Scale 1 :2 0 - - - ;:::: ::_ 

P•te, 12" , 

0 / O ASTM 

,,6 .. I Anchor 

Plate 

Do not galvanize. See 

Post Section View, this 

sheet, for hole locations 

Bolt. 718 x 19" hex Grade 

with 5" lhreads 

-Tack Weld boll head to plate

Typical x 4 

Anchor Plate Assembly 

,.. TexasA&M I Roadside 

Transportation I Physical S_e

Institute Provin

2a . All welding must be performed by certified welders using industry standard practices. 2b. Galvanize all components after fabrication is complete, unless otherwise indicated. Project #612711 

O-DcT 3-Tube Curb Mount Rai

Drawn by GES Scale 1 :10 Sheet 2 of 7 

TR No. 612711-01 44 2020-02-06
Top Rails 

,.... ";- '? Details typical all Rails '7 

<D a, a, where applicable N ' ' t-;- a, a, Typ 

0 1~ ' ' D '1 ~'1 I I~ I~ l 

~~-,~====~~=====::~1-

Top Rail, left \._Hss 7" x 4" x 114•• 

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Sec

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Top Rail, right'\ 

(field side) " HSS 7" x 4 ,. x 114" Reduced Weld Base Sl\id Detail E 

Scale 1 : 10 

ASTM ASOO Grade 8 0314" x 2" ASTM A 108 Grade 1010 

Typx4 

£::! 

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E3 

(field side) \_ 03/4" x 2" ASTM A 108 Grade 1010 

Typx4 

T.. AST

Plate. s 718" x 114" x 1 o 112·· Section F-F 

HSS 7" 4" 114" 

ASTM A500 Grade B 

3a. All welding must be performed by certified welders using industry standard practices. 

3b. Grind welds and edges on Splice plates to ensure proper fit. Splice plates on right 

and center rails only. 

3c. Galvanize all components af\erfabricalion is complete. 

ASTM A36 Scale 1 : 10 

,,,;; Texas A&M T Roadside 

,... Tran.sportation I Physical Se

- Institute Provin

Project #612711 

O-DoT 3-Tube Curb Mount Rai

Drawn by GES Scale 1 :40 Sheet 3 ot 7 

TR No. 612711-01 45 2020-02-06
,.. ' 

'7 

(I) 

'7 

Cl> 

HSS 7" x 4" x 1/4"--' 

ASTM ASOO Grade B 

HSS 7" 4" x 1/4' 

ASTM AS00 Grade 8 

Middle and Bottom Rails 

Details typical all Rails where applicable 

I G 

H 

Middle and Bottom Rail, right 

(field side) 

6 

Typ 

b 

Typ 

114 , 

1/4 

Middle and Bottom Rail, left 

(field side) S

Ii 3 3/8" 

' 1 6-3/8" 

L 

b 

r 

--

,... ... 

I / 3116 / Typ 

Section 1-1 

Scale 1 : 10 

- p1a1e, 5 7/8" x 114" x 1

\ ASTM A36 

'

· 

Plate, 2 7/8" x 114" x 1 O 1

ASTM A36 

-E - -- Fl- - ±E-- 8-

~ Hss 7'' x4" 114" 

Middle and Bottom Rail, center 

(field side) 

ASTM AS00 Grade B 

/ 

HSS 7" X 3" X 1/4" )( 6 112" 

4" -

r~j ASTM ASOO Grade B / /0 3116[/ E ffi~ ______ _ __ 

~[ t IDetail H 

Scale 1 : 10 

I . 

Reduced Weld Base Stud 

0314" x 2" ASTM A 108 Grade 1010 

...1. --....... [ -6-1 /2'' 

Typ x 4 right and center rails. Typ x 6 left rail 

4a. All welding must be performed by certi

using industry standard practices. 

4b. Grind welds and edges on Splice plate

proper flt. Splice plates on right and center ra

4c. Galvanize all components a Her fabricat

Texas A&M 7 Roadside 

• Tran.sportation I Physical Se

Institute Provin

Project #612711 Q .. DcT 3-Tube Curb Mount Rai

Drawn by GES Scale 1 :40 Sheet 4 of 7 Middl

TR No. 612711-01 46 2020-02-06
'.J 

7" ! 

O" t 

2" ' 

10" 

44" ' 

158'-11-112''-----

0 

,.,. 

N 

5e, 1-1 /2" cover for Transverse Bars in deck at 

joints. Adjust spacing between joints as needed. 

7 

@6" 

Lo11giludi11al bflrs 01/2" Rebar 

). 12@ 8" arid as shown 111 Deck 

x 3 as shown in Curb 

x 6 @ 12" Ill Wall 

Existing Working Slab 

Section J-J 

Scale 1 : 12 

Concrete Details - 

See previous sheets for joint 

other information not sho

- 1-1 12" cvr 

1-1/2'' cvr 

5a. Secure each Tie Bar to e

shown here) protruding from th

minimum 3" weld. Maximum s

5b. Minimum rebar lap is 15" 

rebar is grade 60. A-bars are e

o1her rebar is bare steel. 

Sc. All re bar dimensions are 

unless otherwise indicated by "

Drip Vis 314" x 314". Chamfer 

of Deck as shown, 314" each w

Sci. Rough construction joint 

and Curb. 

,,,;; Texas A&M I Roadside 

,, Transportation I Physical Se

- Institute Provin

Project #612711 O-DoT 3-Tube Curb Mount Rai

Drawn by GES Scale 1:500 Sheet 5 of 7 Concre

TR No. 612711-01 47 2020-02-06
Concrete Details - Plan 

See previous sheets for joint locations and 

other information not shown here. 

r;- + '\' 

(0 "' in 

'° ,,.. 

r - 14 spac.es @ 1 o· I 140'-0" 

_, __ (t .. .. .. .. .. I .. .. .. .. I . . .. .. .. I .. .. 

_ 

·

,· ____ .. ------ . '------ .. ------ .. ------ .. ------ .. ------ .. ------ .. ------ .. ------ .. ------ .. ------ .. ------ .. ------ .. ---

,, 

I'-' 

::! 

J., ,~ 

N c<l o---i ___ ..__ .. _,., ___ sp@ 18" I 72" 

Typ eanh end 

Sa. 1-112'' cover for Transverse Bars in deck. at 

joints. Adjust spacing between joints as needed . 

Bar-A (Curt:, Stirrup) spacing 

----bSp@ 1 B" / 9'·0"-----­

--'--12"Typ 

Detail K 

Scale 1 : 30 

Typ 14 places 

U-tiar 

x 2 each @ each Post 

Roadside 

Physical Se

Provin

Project #612711 O-DcT 3-Tube Curb Mount Rai

Drawn by GES Scale 1:200 Sheet 6 of 7 Conc

TR No. 612711-01 48 2020-02-06
Rebar Details 

r-7"1 

(/) 3-314" 

24" 

Tie Bar 

_J~ r/; 5/8" 

I .. n-=== ' ¢ 3" 

15" 

L 

O 1 /2" -----..l 

U-bar 

-------------49"------------

Top Transverse L (/) 3-3/4" 

i.----------43-112"-----------

Bottom Transverse L 

0 3-3/4" 

r c:15 ~ ¢ ,a 31" 

14" 

0 3" Typ LJ~ 

14------.i.-l - 0 8" Typ _J~ (/) 518" 

Bar-A 

epoxy coated 

_

Texas A&M Roadside 

_a Tran_sportation Physical Se

Institute Provin

7a. All rebar is grade 60. Bar-A is epoxy coated. All other rebar is bare steel. Project #61 2711 0-DoT 3-Tube Curb Mount Ra

Drawn by GES Scale 1:10 Sheet 7 of 7 

TR No. 612711-01 49 2020-02-06