1200 New Jersey Ave., SE

 Washington, D.C. 20590

In Reply Refer To: 

HSST-1/B-358 

August 9, 2021

Gichuru Muchane 

North Carolina Department of Transportation – 

Structure Management Unit

1581 MSC, 

Raleigh, NC 27699-1581 

USA 

Dear Mr. Muchane: 

This letter is in response to your February 19, 2021 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-358 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:

• NC Two-bar Metal 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. 

U.S. Department 

of Transportation 

Federal Highway 

Administration 
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: NC Two-bar Metal Bridge Rail

Type of system: Longitudinal Barrier 

Test Level: TL3

Testing conducted by: Midwest Roadside Safety Facility

Date of request: February 19, 2021 

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-358 shall not be reproduced except in full. This letter and the test 

documentation upon which it is based are public information. All such letters and 

documentation may be reviewed upon request. 

• This letter shall not be construed as authorization or consent by the FHWA to use, 

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

• This FHWA eligibility letter is not an expression of any Agency view, position, or 

determination of validity, scope, or ownership of any intellectual property rights to a 

specific device or design. Further, this letter does not impute any distribution or licensing 

rights to the requester. This FHWA eligibility letter determination is made based solely 

on the crash-testing information submitted by the requester. The FHWA reserves the 

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

information related to crash testing.

Sincerely,

Michael S. Griffith

Director, Office of Safety Technologies 

Office of Safety

Enclosures 
 Version 10.0 (05/16)

Request for Federal Aid Reimbursement Eligibility

of Highway Safety Hardware rettimbuS

Date of Request: New Resubmission

Name:

Company:

Address:

Country:

 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.

System Type Submission Type Device Name/ Variant Testing Criterion 

'B': Rigid/Semi-Rigid Barriers AASHTO MASH (i' Physical Crash Testing NC Two-bar Metal Bridge (Roadside, Median, Bridge (' Engineering Analysis Rail 

Railinasl 

Test 

Level 

TL3 

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: Gichuru Muchane Same as Submitter D 

Company Name: ~~~h Carolina Department ofTransportation - Structures Mgmt11 Same as Submitter [8J 

1581 MSC, Raleigh NC 27699-1581 Same as Submitter [8J 

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

Eligibility Process for Safety Hardware Devices' document.

Page 1 of 5 

February 19, 2021 I (i' r 

Gichuru Muchane 

North Carolina Department ofTransportation - Structures Mgmt. Unit 

1581 MSC, Raleigh NC 27699-1581 

USA 

Device & Testing Criterion - Enter from right to left starting with Test Level I ' -' -' I 

Address: 

Country: USA Same as Submitter D 

The 2-Bar Metal Bridge Rail is for use by NCDOT on State owned and maintained bridges. Neither the 

Department, nor the testing facility, hold any financial interests in the bridge rail. In addition, the construction 

details for the bridge rail are not proprietary. 
 Version 10.0 (05/16)

PRODUCT DESCRIPTION 

(i' New Hardware or 

• Significant Modification 

(' Modification to 

Existing Hardware 

The bridge rail design tested was the NC two-bar metal bridge rail system that consisted of a 90-ft long 

concrete parapet with top-mounted aluminum posts and elliptical rails. The concrete parapet consisted of 

three 30-ft long segments with 1-in. wide gaps to replicate bridge expansion joints in between segments. The 

concrete parapet was 14-in. wide and 30-in. tall, except for the two tapered buttress ends at the upstream and 

downstream ends of the system. The rail system consisted of two elliptical aluminum rail segments that were 

attached to 16 vertical posts and base plate assemblies. Each post consisted of welded aluminum plates 

measuring 231⁄2 in. tall and was mounted to a two-piece, cast aluminum base plate assembly, which was 

mounted to the top of the parapet through embedded bolts. Post nos. 6 through 13, where impact for Test 

3-10 occurred, were spaced 72 in. apart. Post nos. 3 through 6, where impact for Test 3-11 occurred, were 

spaced 78 in. apart. Two elliptical rail segments were mounted on the front side of each aluminum post, 

through the rails' grooved back slots and clamp bars that were bolted to the posts. The mounting heights of 

the two aluminum rails were 10 in. and 22 in., respectively, measured vertically from the rail center to the top of 

the parapet. 

The NCDOT two-bar bridge rail system is typically installed on various standard NC bridge deck systems. Based 

on feedback from NCDOT, the strengths of the barrier-to-deck connection and the stiffness of the bridge deck 

were deemed sufficient to install the parapet directly to the top surface of the concrete tarmac at the MwRSF 

Outdoor Test Site to represent typical installations on an NCDOT bridge deck. Vertical attachment of the 

concrete parapet to the concrete tarmac surface consisted of #5 rebar embedded 6 in. into the tarmac on the 

front and back sides of the system and spaced 12 in. apart on centers. The end buttresses were anchored to the 

concrete tarmac using #7 bars epoxied to the tarmac surface, also with an embedment depth of 6 in. to ensure 

full development of the bars. 

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: Cody Stolle 

Engineer Signature: 

Digitally signed by Cody Stolle 

DN: cn=Cody Stolle, o=University of Nebraska-Lincoln, ou=Midwest 

Roadside Safety Facility, email=cstolle2@unl.edu, c=US 

Date: 2019.11.2214:19:28-06'00' 

Address: 130 Whittier Research Center, 2200 Vine Street, 

.... ,_,::-- , ""-1 ---

Same as Submitter 

Country: Same as Submitter D 

 A brief description of each crash test and its result:

Page 2 of 5 

Cody Stolle 

D 
 Version 10.0 (05/16)

Page 3 of 5 

Required Test Narrative Evaluation 

Number Description Results 

A 2010 Hyundai Accent (11 00C vehicle) 

traveling at a speed of 63.2 mph impacted 

the bridge rail at an impact angle of 25.2°. 

The target critical impact point was at 54.6 

in. upstream from post no. 11, which was 

selected based on MASH recommendations 

and finite element simulation results. The 

actual point of impact was at 51.1 in. 

upstream from post no. 11. 

Barrier damage was minimal and shown as 

contact marks on the lower rail, contact 

marks on the base plate of post no. 11, and 

contact marks and small concrete gouging 

across the front face of the parapet. The 

maximum lateral dynamic barrier deflection 

was 0.3 in. at post no. 15, as determined 

from high-speed digital video analysis. 

Minor splice movement was observed on 

the lower rail between post nos. 10 and 11: 

the traffic-side gap was 13/16 in. and the 

back-side gap was3⁄4 in. For the top rail 

between all posts, both front- and back-side 

gaps were3⁄4 in. 

Damage to the vehicle was moderate; the 

majority of damage occurred on the leftfront corner and left side ofthe vehicle 

where impact occurred. There were no 

penetrations into the occupant 

3-10 (1100() compartment and none of the established PASS MASH 2016 deformation limits were 

violated. The maximum occupant 

compartment deformation was 2.9 in. on 

the side front panel. It should be noted that 

windshield displacements were measured 

three days after testing. The maximum 

windshield displacement of 5.0 in. was 

artificially high due to settling that occurred 

in between testing and measurement. The 

measured displacement of 5.0 in. was not 

believed to be realistic, and was therefore 

not considered a violation of MASH 2016 

safety performance criteria. Additionally, 

none of the MASH criteria for windshield 

contact, protrusion, or deformation were 

violated. The front-left window disengaged 

from the vehicle after contact with the 

dummy's head and the remaining window 

glass was undamaged. 

The 11 00C vehicle was contained and 

redirected by the bridge rail without 

penetrating or overriding the barrier. The 

test vehicle remained upright during and 

after impact, with a maximum roll angle of 

12.6° and a maximum pitch angle of 5.0°. 

The longitudinal and lateral OIVs were 24.5 

ft/sand 30.8 ft/s, respectively. The 

longitudinal and lateral ORAs were 3.65 g 

and 12.8 g, respectively. 
 Version 10.0 (05/16)

Page 4 of 5 

Required Test Narrative Evaluation 

Number Description Results 

A 2015 Chevrolet Silverado quad cab (2270P 

vehicle) traveling at a speed of 61.9 mph 

impacted the bridge rail at an impact angle 

of 24.9°. The target critical impact point was 

at 61-15/16 in. upstream from post no. 6, 

which was selected based on MASH 

recommendations and finite element 

simulation results. The actual point of 

impact was at 61-7/8 in. upstream from post 

no.6. 

Barrier damage was minimal and shown as 

contact marks on lower and upper rails, 

contact marks on upstream front flanges of 

post nos. 6, and 7, contact marks and small 

concrete gouging across the front face of 

the parapet, and minor concrete breakout 

on the upstream edge of the second 

parapet segment at the expansion joint. The 

maximum lateral dynamic barrier deflection 

was 0.8 in. on the upper rail between post 

nos. 5 and 6, as determined from highspeed digital video analysis. The splices 

between the first and second rail segments 

experienced minor elongation, measuring 

7 /8 in. on both the front- and back-side of 

3-11 (2270P) the upper and lower rails. PASS 

Damage to the vehicle was moderate; the 

majority of damage occurred on the leftfront corner and left side ofthe vehicle 

where impact occurred. There were no 

penetrations into the occupant 

compartment and none of the established 

MASH 2016 deformation limits were 

violated. The maximum occupant 

compartment deformation was 1.6 in. on 

both the side front panel and the side door 

above seat. During the test, the driver-side 

window glass was ejected and shattered 

due to contact with the dummy's head. The 

test article did not cause the window glass 

to shatter. 

The 2270P vehicle was adequately 

contained and redirected by the bridge rail 

without penetrating or overriding the 

barrier. The test vehicle remained upright 

during and after impact, with a maximum 

roll angle of 9.3° and a maximum pitch 

angle of 3.0°. The longitudinal and lateral 

OIVs were 21.5 ft/sand 27.9 ft/s, 

respectively. The longitudinal and lateral 

ORAs were 5.09 g and 13.4 g, respectively. 

3-20 (11 00C) Test no. 3-20 is not applicable for this type Non-Relevant Test, not conducted of system. 

3-21 (2270P) Test no. 3-21 is not applicable for this type Non-Relevant Test, not conducted of system. 
 Version 10.0 (05/16)

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: Midwest Roadside Safety Facility 

Laboratory Signature: Cody Stolle Digitally signed by Cody Stolle 

DN: cn=Cody Stolle, o=University of Nebraska-Lincoln, ou=Midwest 

Roadside Safety Facility, email=cstolle2@unl.edu, c=US 

9.11.22 14:19:43-06'00' 

Address:

Date: 201

130 Whittier Research Center, 2200 Vine Stre

Lincoln, NE 68583-0853 Same as Submitter 

Country:

Accreditation Certificate 

Number and Dates of current 

Accreditation period :

USA 

A2LA Certificate Number: 2937.01, Valid to November 30, 2017 

Same as Submitter D 

Digitally signed by Gichuru 

Muchane 

Date: 2021.02.15 12:35:29 -05'00' 

ATTACHMENTS

Attach to this form: 

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

2) A copy of the full test report, video, and a Test Data Summary Sheet for each test conducted in 

support of this request. 

3) A drawing or drawings of the device(s) that conform to the Task Force-13 Drawing Specifications 

[Hardware Guide Drawing Standards]. For proprietary products, a single isometric line drawing is 

usually acceptable to illustrate the product, with detailed specifications, intended use, and contact 

information provided on the reverse. Additional drawings (not in TF-13 format) showing details that 

are relevant to understanding the dimensions and performance of the device should also be submitted 

to facilitate our review. 

FHWA Official Business Only:

Eligibility Letter

Number Date Key Words

Page 5 of 5 

et, 

S b . s· * Gichuru 

: M h 

uc ane 

u mItter Ignature 
79

Test Agency ........................................................................................................................ MwRSF Test Number ............................................................................................................ NCBR-1 Date ................................................................................................................. May 13, 2019 MASH 2016 Test Designation No. ................................................................................. 3-10 Test Article.................................................................. NCDOT Two-Bar Metal Bridge Rail Total Length ................................................................................................................... 90 ft Key Component Elliptical Aluminum Rail Length ..................................................................................................................... 30 ft Width ....................................................................................................................... 4 in. Depth .................................................................................................................... 43⁄4 in. Key Component Aluminum Post Height ................................................................................................................. 231⁄2 in. Length .................................................................................................................. 53⁄4 in. Width .................................................................................................................... 41⁄4 in. Spacing .................................................................................................................. 72 in. Vehicle Make / Model ......................................................................... 2010 Hyundai Accent Curb ................................................................................................................... 2,505 lb Test Inertial........................................................................................................ 2,425 lb Gross Static........................................................................................................ 2,585 lb Impact Conditions Speed ............................................................................................................... 63.2 mph Angle ................................................................................................................ 25.2 deg. Impact Location ........................................................ 51.1 in. upstream from post no. 11 Impact Severity ............................................. 59.0 kip-ft > 51 kip-ft limit from MASH 2016 Exit Conditions Speed ............................................................................................................... 42.8 mph Angle ................................................................................................................. 8.5 deg. Exit Box Criterion .......................................................................................................... Pass Vehicle Stability ..................................................................................................Satisfactory Vehicle Stopping Distance .............. 164 ft 8 in. downstream, 60 ft 7 in. laterally behind Vehicle Damage..................................................................................................... Moderate VDS [10] ........................................................................................................ 11-LFQ-4 CDC [11]..................................................................................................... 11-LFEW-3 Maximum Interior Deformation ........................................................................... 2.9 in. Test Article Damage ..........................................................

Maximum Test Article Deflections Permanent Set .............................................................

Dynamic ......................................................................Working Width............................................................

Transducer Data Evaluation Criteria Transducer 

SLICE-1 (primary) SLICE-2 OIV ft/s Longitudinal -24.46 -24.49 

Lateral 30.78 28.60 

ORA Longitudinal -3.65 -2.86 

Lateral 10.20 12.79 

MAX ANGULAR DISP. deg. Roll -12.6 -8.2 

Pitch -4.0 -5.0 

Yaw 39.9 39.3 

THIV ft/s 38.74 35.75 

PHD 10.39 12.99 

ASI 2.51 2.34 

Figure 65. Summary of Test Results and Sequential Photographs, Test No. NCBR-1 0.000 sec 0.050 sec 0.100 sec 0.200 sec 

• • • • • • • • • • • • • • • • • • SECTION A-A 
 
7 

Figure 2. System Layout, Test Nos. NCBR-1 and NCBR-2 - -------------------90'-0" [27432)-----------------

38"(965] 2 3 Impact 2270P 4 5 6 7 8 9 10 11 12 13 14 15 

,___ ..... , 61 15/16"[1573] Impact 1100C l----+54 9/16"[1386) 

PLAN VIEW 3 ~qual Spacings 7 ~qual Spacings •234" [594-4) =504" [12802) - - - - 68" (

38"(9m5) 078" l1981] on Center---i-------O72" l1829] on Center---------i ---- 

16" [406)------j A b2 F 

I 56"[1422) l__ ,......~~~~..,,..,.~~~~.-r..i-.-~~~~...,-....~~~~rr'-~~~~~-'-r-,~~~~-rl,~~~~.,...... ........ ~~~~..-Lr~~~~r-r--

ELEVATION VIEW ISOMETRIC VIEW Notes: (1) Test shall be performed according to test designations 3-10 and 3-11 using MASH 2016 criteria, respectively. (2) The impact location for Test 1 is 54 9/16" (1386) upstream from centerline of post no. 11. (3) The impact location for Test 2 is 61 15/16" (1573) upstream from centerline of post no. 6. ( 4) Contraction joints consisting of o 1 /2" [ 13] groove shall be inserted in 

NC Two-Bar Br

Test No. NCBR

the concrete parapet every 120" (3048). An expansion Joint shall be located 1-------------! every 360" (9144] in the parapet. 

(5) One upstream or downstream threaded end anchor rod {port d2) must be epoxied in place and field tested to 10 kip [ 44.5 kN] according to NCDOT Level 1 Field Testing, described in NCDOT Spec PSP045, Form 909. Midwest Roadside SyStem Layout 

Safety Facility l;;;DWG.=--c-.=------

NCaR-1-2-'5 
8 

Figure 3. Section Detail, Test Nos. NCBR-1 and NCBR-2 22" 559) 2"(51] CLR (lYP) Ground Line 

Post Assembly 

7"(178) 

6"[152] 

__ 

1-

_

--~ 9 3/8" [238] 

14"(356) 

SECTION A-A 

Post Assembly 

Post Anchor Assembly 

DETAIL B 

SCALE 1 :5 

DETAIL C 

SCALE 1 :5 

Note: ( 1) Bolts shall be tightened one half-

finger-tight position. 

NC Two-Bar Br

Test No. NCBR

Midwest Roadside Section Detail 

Safety Facility r-DWG.=-=-.=:a---

NCIIR-1-2-M 
9 Figure 4. Rail and Concrete Parapet Details, Test Nos. NCBR-1 and NCBR-2 Post Assembly Concrete Parapet Assembly Post Anchor Assembly Roll Brocket Assembly DETAIL D SCALE 1 :15 1 5"(127) DETAIL E 12"(305] 10"(254] 6 1/J[156) 1 11 · c25] b6 I ~=========================== DETAIL F NC Two-Bar Br

Test No. NCBR

Roil and Concrete 

Midwest Roadside Details 

Note: (1) End Anchor (port d2) secured with Hilti RE 500 V3 or ATC Ultrobond 1 epoxy. Safety Facility 1,;;DWC.~--~"'----

NClll-l-2..R9 
:o nr, " ' 0 " ' " ' 0 " ' " ' 0 

I 

" ' "

II 

' 

0 0 0 0 

Post Bose Assembly 

10 

ELEVATION VIEW PROFILE VIEW 

Item QTY Material Description Treatment Specification No. · Specification 

16 Post Assembly 

Post Bose Assembly 

5/3f4["x 4) 1/4" r146x108), 23 ASTM B221 Alloy NC Two-Bar Br

al 

1 2 597 Long '?ost 6061-T6 Test No. NCBR

3/4" (1 9) Dia., 1 3/8" Long ASTM B316 Alloy 

d1 4 

Rivet 6061-T6 

Midwest Roadside st 

Po Assembly 

J/fl."-16 UNC (M10x1 .5), 1 1/2" ASTM F593 Alloy d4 Safety Facility t.DWG.=--.=---

L38J Long Cop Screw 305 Stainless Steel 

NCM-1-2..M 

Figure 5. Post Assembly, Test Nos. NCBR-1 and NCBR-2
11 

Figure 6. Post Detail, Test Nos. NCBR-1 and NCBR-2 1/2"[13) 1 "[25]-, jl l , 3/4"(44] • 114. [6] 4 1/4 (108) (TYP) 1 3/4"[44) l-r...1"[25) 1-----------+-5 3/•n 146J PLAN VIEW I I I I I I I I I I I I I I I I :a I :a I I I I I I I :e 10 1/4"[260) 0 3/4"[19] (TYP) 2 1/4"[57] I 1/2"[38] I 3 3/4"[95] ELEVATION VIEW Part al 23 1/2"(597] 1 11/16"(43] 1/2"[13] 0 5/16" [BJ D

0 3/8" [10] 

I _j_ 1~-c~25)_ -H....,..... L 112· [13] 7 /8" 

PROFILE VIEW NC Two-Bar Br

Test No. NCBR

R d "d Post Detail Midwest oa s1 e '==-~~------

Safety Facility owc.llCM~2..,A9 
12 

Figure 7. Post Base Assembly, Test Nos. NCBR-1 and NCBR-2 7 ._--~-------------------~_-_,-]"[173] 0 0 ~----------------------- L 7 1/2"(191) --- , PLAN VIEW ELEVATION VIEW Permitted Weld PROFILE VIEW Note: (1) Bose con be supplied os one eKtrusion or two eKtrusions welded together. Item QTY. No. 16 o2 o3 Description Material Specification Post Bose Assembly Treatment Specification NC Two-Bar Br

Test No. NCBR

l 1r,2•x3 5'116"x5 u4• ASTM B221 Alloy 6061-T6 19 x84x14 ] Post ote { 1(,2"x3 1{4"x7 /8" ASTM B221 Alloy 6061-T6 18 x83x22 Post Plote Midwest Roadside PoSt Bose Assembly ------------------- Safety Facility DWG.-. NCIIR-1-2..At 
13 

Figure 8. Post Base Components, Test Nos. NCBR-1 and NCBR-2 15/16" [24) <1> 3/4"[19] THRU (TYP) 2 1/4"[57] PLAN VIEW 3 3/4"[95) ...___,__ w 1 3/8" [35] r-._._=.,. ....... =_=_=_==_=_==_=_=_==_=_= .................. ~ 7 1/2"[191) - - ELEVATION VIEW 

<1> 7 /8" [22] THRU 

(lYP) 

7 /8"(22) 

Port o2 

2 3/4" [70) --------2 3/4"(70] 

¢ 5/16"r8] THRU 

LJ <t> 1/8"[12]~ 1/416J (Counter&ore opposite s,oe) 

l-----1 1/2"[191) ----l 

PLAN VIEW 

1 "[25] 

&l 

3 1/4"[83] 

I 

Port o3 

5/8" [16) 

-i----t-..;r-3/4"[19] 

PROFILE VIEW 

3/8"[1 OJ i_____= r 1/4;[6) 

3

3/16"[4] _J m----i- 7/8"[22) 1 1/4" [32) 2 1/4"[57] 

PROFILE VIEW 

NC Two-Bar Br

Test No. NCBR

Midwest Roadside Post Base Compone

Safety Facility r.:: DWG.=--==-.,.,.,,,...----

NCIIR-1-2..M 
14 

Figure 9. Clamp Bar Detail, Test Nos. NCBR-1 and NCBR-2 1/2"-13 UN~ [M14x2] 3 3/4" [95) 1 "[25) (lYP G I 11/16" [42] + I G 5 3/4"[146) ELEVATION VIEW Part a4 

7 /32"(6]-~-.,----+-1/4"[6] 

5/8 [15] 

.J:-

9/16

r 

"[14) 

1/16"[2] 

--------

------------------

23/32"[18) 

SECTION G-G 

SCALE 2:1 

1/J[6] 

3/16"[5) 

NC Two-Bar Br

Test No. NCBR

Midwest Roadside Clamp Bar Detail 

Safety Facility loiDWG.ic:N-.iiiiE:""----

NClll-1-2..M 
2 1/4"[57] 2 r1/4"[57]~ 1 "[25] (lYP) 

¢ 7/8"[22] 

(lYP) Permitted 

Cutline 

7 3/8 [187] 7 3/8

I 

15/~~24] cb cb 15/16"~24] (lYP 

Part 06 Part a7 

NC Two-Bar Br

Notes: (1) Shims may be used on posts as needed for alignment. 

(2) Shims may be cut along permitted cutline or slotted to edge of plate Test No. NCBR

to facilitate placement. 

Midwest Roadside 

Shim Details 

Safety Facility 

1="""'=-c-.==----

NCIIIH-2..AII 

Figure 10. Shim Details, Test Nos. NCBR-1 and NCBR-2

15 
16 

Figure 11. Expansion Bar Detail, Test Nos. NCBR-1 and NCBR-2 3"[76] - - - - --8" [203] - --- 7" [178] DIMPLE 'A' DIMPLE 'B' (1YP) 

! 3 9/16" [90) I H_.J - -------------36" [914]--------------- PLAN VIEW 1/8"(3] '1> 1/4"[6] DIMPLE 'B' '1> 1/4"[6] DIMPLE 'A' 1/4"(6) r '1> 3/8" [10) 1/2"[13] ~ i 3/4"[19] 1- L (/)3/8"[10) SECTION H-H SCALE 1 :2 Port b6 7 /16"[11) 3 9/16" [90 j__ 1/4"[6) PROFILE V

NC Two-Bar Br

Test No. NCBR

Midwest Roadside Expansion Bor Deta

Safety Facility DWG. -. NCIIR-1-2...Rt 
17 

Figure 12. Rail Components, Test Nos. NCBR-1 and NCBR-2 SEMI-ELLIPSE 

----------------360" [9144] -----------------

Part bl 

- -----------312 1/2" [7938)-------------

Part b2 

4 3/4"(121]~ 

1/2"(13]--n 1 1/4"(6] 

15/32"[12] ----~-~ 

PROFILE VIEW 

SCALE 1 :2 

3/4" [19) 

7 /16"(11] 

- n---1/16"(2] 

4"[102] 

5/16"[8] 

3/16" [5] 

4 3/4"[121] 1 1 1/4"(

0 ~_1~ 

PLAN VIEW 

Part b5 

SCALE 1 :

NC Two-Bar Br

Test No. NCBR

Midwest Roadside Rail Components 

Safety Facility 1,;DWG."""-......-----

NC:1111-1-2..Jlt 
18 

Figure 13. Rail Bracket Assembly, Test Nos. NCBR-1 and NCBR-2 Item QlY. Description No. 4 Roil Brocket Assembly b3 11 x4 x1 2 279x102x13 Plate b4 4 x4 x1 102x102x13 Plate 

b4 

b3 

PLAN VIEW 

1.... -----1n 219J-----

I o o 

4"(102) : 

L o o r i 

ELEVATION VIEW 

Materiol Specification Treatment Specification 

ASTM A123 

ASTM A36 See Assembly Midwest ASTM A36 See Assembly Safety 

NC Two-Bar Br

Test No. NCBR

R d 'd Roil Brocket Assemb

00 SI e 

Facility r.:DWG. ~ -.=-------=

NCllll-1-2..AI 
19 

Figure 14. Rail Bracket Components, Test Nos. NCBR-1 and NCBR-2 .....__ __ 1 1/8"[29] 1 3/4"[44] 

PLAN VIEW 

13 3/4"[95] 3 3/4"[95] ¢ 13/16" X 1• r0 21 X 25) Slot (ITP) 

e 7 

4"[102) 

----==e __ ~ _J 

f----------11 "[279] 

-----1 

ELEVATION VIEW 

Port b3 

1 r l/2"(13) 

{t ¢1 

ELEVATION VIEW 

1 4"(102) 

1/2"[38) 

2" [51 ] 

j 2" [51 ] 

PROFILE 

Port b4 

NC Two-Bar Br

Test No. NCBR

Midwest Roadside Roil Brocket Compo

Safety Facility 1.:DIIG.;;;;-7,-.~--

NCllll-1-2..J!t 
20 

Figure 15. Post Anchor Assembly, Test Nos. NCBR-1 and NCBR-2 Q Q 'o 0 PLAN VIEW 7 1/8"(1 81 ) 1/i-[140] c5 ELEVATION VIEW 1/4"(6] t 5 1/8 [130] _J Note: ( 1) Bolts shall be tightened one half-turn from finger- tight position. Item Q1Y. No. 16 a5 4 c4 2 cs 4 Description Material Specification Post Anchor Assembly 3/4" [19) Threaded Ferrule ASTM A108 Gr. 12L14 3/8" l1 01. Wire Strut, 6 3/4 71 Long Min. Tenslle 1trength = 100,000 psi 690 MPa] 3t8" roJ. D~a. ~ire Strut, 1 15 1 405 Long Unben Min. Tensile 1trength - 100,000 psi 690 MPa] RPW Treatment Specification ASTM A123 AASHTO t.1111 AASHTO t.1111 ISOMETRIC VIEW PROFILE VIEW NC Two-Bar Br

Test No. NCBR

Midwest Roadside Post Anchor Assem

Safety Facility DWG.. -. 

NCal-t-2..Jlt 
21 

Figure 16. Concrete Anchor and Insert Components, Test Nos. NCBR-1 and NCBR-2 I I I I I I : I 3/4"-10 UNC [M20x2.5] ¢ 1 1/4" (32] Port o5 t-------6 3/4"(171)-----~ Port c4 

¢ 1 1/2"[38] 

(lYPJ 

=t_rt>3/8"(10) 

I-+- ¢ 3/8" [10] 

~ 5" (127) ----

Port c5 

NC Two-Bar Br

Test No. NCBR

Midwest Roadside g~~cr~~4:intchor an

Safety Facility owe. -. NCIIR-1-2..Jlt 
22 

Figure 17. Upstream Concrete Parapet Assembly, Test Nos. NCBR-1 and NCBR-2 Item Q1Y. Description 

Material 

No. Specification 

1 Upstream - Parapet - 

Assembly 

360"[9144) - 5 Post Anchor Assembly 

c1 1 Concrete - 

38"[965) 38"[965) t~ ~J9t' Bar, 

c6 26 ASTM A615 Gr. 

- 61"(1549] i- i-78"(1981] - i-78"[1981)-i-67"[ 1702] - 1,51 )l Long 60 

tlnben 

I !5 [1rJ Barj ASTM A615 Gr. 

c8 8 56 ,042 60 

II I 11 I I I I I I I I I I I 11 1 11 I I I 11 I I I I I lj long 

Ls 1/8"[156) ~ Post Anchor Assembly K .). 14"[356] !5 [~61 rar, ASTM A615 Gr. 

c9 8 6" 9 4 

long 60 

PLAN VIEW f~ ~f Bar, 

c10 30 ASTM A615 Gr. 

t,1,2 it' Long 60 

nben 

!~-cci~9fa[ong ASTM A615 Gr. 

c11 2 60 

tg.rc~t,~r ASTM A615 Gr. 

c12 2 60 

I 39"[991 ] l ong 

- 6"[152] ~6 ~L9f Bar, ASTM A615 Gr. 

I c13 2 f,099 Long 60 

,,,~ 30"(762)- 

26"(660] f . [f2J rar, ASTM A615 Gr. 

-- c14 2 

- 1 7 7 long 60 

·~ .. "' Tl I I "" I I "'• I I I "" I I I I 

i I I I I I I 111 1 I I I I I I 1 1 11 I I I I I I 1 1 1 I 

!l ~3,2}- i~~11 ASTM A615 Gr. 

I I I I I , I I I I I I I I I l l I I I I I I I I I I _,_ c15 2 

I I I I I I I 'L"' ·~· I I I I I I I I I long 60 

I 120"[3048) f7 [(2t Br ASTM A615 Gr. 

c16 2 2· 1, 67 60 

~32 3/4"[832] (lYP) l ong 

~f Bar, 

ELEVATION VIEW c17 2 ASTM A615 Gr. 

1,2 long 60 

f [(21 Br ASTM A615 Gr. 

c18 2 2· 1, 21 60 

long 

Two-Bar Br

NC 

~~- -~•iJL 

Test No. NCBR

Notes: ( 1) Grooved contraction joints, 1 /2" [ 13] in depth, shall be tooled 

in all exposed foces of the parapet at each third point between 

exponison joints. Midwest Roadside Upstream Concrete 

Assemblv 

Safety Facility DWG. --

NCM-1-2....RO 
23 

Figure 18. Upstream Concrete Parapet Assembly Detail, Test Nos. NCBR-1 and NCBR-2 10" [254] 2" [51] CLR (TYP) 5 1/4"[133)----+-~ J 

Chamfer 

DETAIL I 

1/16"(52] 

CLR 

4 1/2"[114] 

c1 

9" [229] 

t 

8" [203] 

I I 

( 2" [51) 

CLR (TYP) 

9 1/2"[241) _

(TYP) 

DETAIL J 

SCALE 1 :15 

5 3/8" [137) 

111 

I 

----- 

DETAIL 

SCALE 1 :

NC Two-Bar Br

Test No. NCBR

Midwest Roadside ~~::::~f" g~~firete 

Safety Facility DWG. -. NCaR-1-2..M 
24 

Figure 19. Center Concrete Parapet Assembly, Test Nos. NCBR-1 and NCBR-2 --10 1/2"[267] I II 30" [762] I --- 2· [51 ] JU 12"[305] CLR (TYP) (lYP) --- 1111 - -DETAIL L SCALE 1 :25 , L - I 

359"[9119] 

Post Anchor 

- 72"[1829] 

(lYP) 

M-, Assembly \ 

II II II II 

I 

I 

- --~----- --

M~ 

120"(3048] 

( lYP 

ELEVATION VIEW 

60 1 /2" [1 53

II , 

-

" 

--

c10 

Post A

1/2"x1

7 3/8 (

9"[22

Notes: ( 1) Grooved contraction joints, 1 /2" [ 13) in depth, shall be tooled 

in all exposed faces of the parapet at each third point between 

expanison joints. 

6"[15

Item QTY No. · 

5 

c2 c6 30 

c7 8 

Description 

Center Concrete Parapet Assembly 

Post Anchor Assembly 

Concrete 

ts [1 ru Bar, ong nbent 59 1/2" [1 ,511) 

#5 [ 16] Bar, 355" [9,017) Long 

c10 30 IS [161 Bar, 49 1/2" [1 ,257) Cong Lf'nbent 

Material Specification 

ASTM A615 Gr. 60 ASTM A615 Gr. 60 ASTM A615 Gr. 60 

Treatment 

Specification 

,Ei:,Qxy-Coated (ASTM A775 or A934) 

(EQQXy-Cooted ASTM A775 or A934J 

Ei:,Qxy-Coated (ASTM A775 or A934J 

9 3/8"£238J-l-- -i 

SECTION M-M 

SCALE 1:15 

NC Two-Bar Br

Test No. NCBR

Midwest Roadside X:~:~bponcrete Pa

Safety Facility llWG. -. 

NC:lllt-1-2..AI 
25 

Figure 20. Downstream Concrete Parapet Assembly, Test Nos. NCBR-1 and NCBR-2 Item QTY. Description Material Trea

No. Specification 

- 1 Downstream - 

Parapet Assembly 

- 6 Post Anchor 

360"(9144) Assembly 

c3 1 Concrete - 

38"[965) 38" [965) f5 [1 t~ BarJ 59 c6 26 /2 ,511 ASTM A615 Ep

Gr. 60 A 

i-72"[1829] -i-72"[1829] -i-68"[1727)-

- 61 "[1549] i- Long nbent 

-h _J_ c8 8 !5 r1rJ Borl ASTM A615 Ep

56 ,042 Long Gr. 60 A 

I .... !I I I I I I I I 11 I I 

6 ~

1

/8"(156)J ----Z:p Post Anchor Assembly--'~ c9 8 (i5 ~16) Bar, 36" ASTM A615 Ep

14"(356) 91 Cong Gr. 60 A 

f5 C1 BarJ c10 30 /2 ,257 49 ASTM A615 Ep

PLAN VIEW Long nbent Gr. 60 A 

c11 2 (6 ~19) Bar, 22· ASTM A615 Ep

39"[991 ) 55 Cong Gr. 60 A 

6" [152] 1 i- c12 2 f6 Bar, 40• ASTM A615 Ep

1,0 6 Long Gr. 60 A 

I f6 [1[1 BarJ 43 ASTM A615 Ep

c13 2 /4 ,099 26" (660) Long Gr. 60 A 

,..._ 

r 

... ' .. . ... .. . "1' c14 2 f7 ij2) Bar, 31" ASTM A615 Ep

I I I I I I I I I Ill I I I I I I I I 11 I I I I I i j ij • 78 Cong Gr. 60 A I I I I I I I I I Ill I I I I I I I I Ill I I I I I I II S 

I I I I I I 111 11 111111 ~ 111 I 

,..._ f7 C2f J Bf' l 36 ASTM A615 Ep

c15 2 /2 27 ong Gr. 60 A 

N 

30" (762) 120"(3048) 32 3/4"[832) - c16 2 f 7 Bar, 42" ASTM A615 Ep

(TYP) 1,0 7 Long Gr. 60 A 

f ,C2f~ BarJ ELEVATION VIEW 47 ASTM A615 Ep

c17 2 /2 .207 

Long Gr. 60 A 

c18 2 f 7 Bar, 52" ASTM A615 Epo

1,3 1 Long Gr. 60 A 

1-9•--i 

NC Two-Bar Br

Test No. NCBR

Notes: (1) Grooved contraction joints, 1/2" [13) in depth, shall be tooled 

in all exposed faces of the parapet at each third point between Midwest Roadside Downstream Concre

expanison joints. Assembly Safety Facility DWG.IWIE. 

NC:al• 1-2.JII 
26 

Figure 21. Downstream Concrete Parapet Assembly, Test Nos. NCBR-1 and NCBR-2 1 3/8c[187J -1-- 9"[229] 8" [+- 203] 

II II II ~=====Tr 

I I I I 

II I I 

1/2"x1/2"[13x13] Chamfer 

(TYP) 

16"[406] ·: :: ,, 

g _____ Jb----J~---- :: 

_____ 

:: ----:: 

___ _ 

: -=w:::::: -1-::::::.lw::::J}-"lf:::~:::i.. 

•1 '• ::1 :: :1 :: :• 

:: :: :: ::: :: :: :: 1: 

~=ir=======~=====~;q:===--- ---- - --- -- :, 

DETAIL N 

10"[254) 

32 3/8"[822] 

4 1/

- - - r--9 1/2"[241) (TYP) 

DETAIL 0 

SCALE 1 :15 

8 1/4"[210] -i--- --

j__ i====t====

5 3/8"[137] 

DETAIL P 

SCALE 1 :15 

NC Two-Bar Br

Test No. NCBR

Downstream Concre

Midwest Roadside Assembl Detail 

Safety Facility 1:DWG. =-'-:-.- ~ ~~--

NCl!R-1-2.Jlt 
27 

Figure 22. System Rebar, Test Nos. NCBR-1 and NCBR-2 Bar QTY. c7 8 c8 16 c9 16 c 11 4 c12 4 c13 4 c14 4 c15 4 

I I 

Part c7 

I I 

Part c8 

1 36" [914) I 

Part c9 

Size Unbent Length Material Specification 

Part c11 

1 40"(1016)1 

Part c12 

Part c13 

Treatment Specification 

#5 [16) 355" [9,017] ASTM A615 Gr. 60 Epoxy- C~~tef91~TM A775 

#5 [16) 356" [9,042] ASTM A615 Gr. 60 Epoxy-C~~tef9J~TM A775 

#6 [19) 22" [559] ASTM A615 Gr. 60 Epoxy- C~~lef9J~TM A775 #6 [19) 40" [ 1,016) ASTM A615 Gr. 60 Epoxy-C~~lef9J~TM A775 

#6 [19) 43 1/4" [1 ,099] ASTM A615 Gr. 60 Epoxy-C~~tef9J~TM A775 

#7 [22) 31 " [787) ASTM A615 Gr. 60 Epoxy-Cooled J~TM A775 

1 31"[787) 1 

Part c14 

1 36 1/2"[927) 1 

Port c15 

1 42"[1067)

Port c16 

Port c17 

i----52" [1321 ) 

Port c18 

orA9/ 

211 _.~ _ #7 [22) 36 1/2" [927] ASTM A615 Gr. 60 Epoxy- C~tef93~TM A775 - t-c-1_6,,__4-,t--#-7_[_2_2]-+-4- 2_"_ [_1_,0_6_7_) __,t--ASTM --A-6-15- G-r.-6-0 -+--Ep_o_xy __ - C-~-~-teA-d9_J_,,.. ~- --TM A-7-75-l•-- .- •• L - -.i. NC Two-Bar Br

Test No. NCBR

c17 4 #7 [22) 47 1/2" [1 ,207] ASTM A615 Gr. 60 Epoxy-C~~tef9J~TM A775 Midwest Roadside System Rebar 

,_c_1_8-+--+-- 4 #-7_[_2_2_] __ 52_"_ [1-,3- 2_1_] _...._ASTM __ A_6_1_5 _G_r_. _6_0___.__Ep_o_xy ___ C_o_o~-te-f9_J_~_ TM_ A_7-75_, Safety Facility l:aowc. ;;,:; IICIIR :-, __ o,;_""",_-2..119 ------,~
28 

Figure 23. System Rebar, Test Nos. NCBR-1 and NCBR-2 Bar QTY. c6 82 c10 90 Size #5 (16] #5 [16] 

<t, 2 1/2"[64) 

(TYP) 

Unbent Length 

59 1/2" [1,511] 

49 1/2" [1,257] 

10"[254] 

Port c6 

Material 

Specification 

ASTM A615 

Gr. 60 

26"[660) 

<t, 2 1/2"[64) 

(TYP) 

Treatment Specification 

L10·[254] 

Port c10 

NC Two-Bar Br

Test No. NCBR

ASTM A615 

Gr. 60 

Epoxy- Cootefg:!!fTM A775 or Midwest Roadside System Rebar 

___ E_p_o_xy ___ C_o_ot-eA9_d _j_!yl _ M_ A_77_5_ o_r---< Safety Facility t..DWG.'-'NC11R"-.""_,.,_-2..J1t-------
29 

Figure 24. Hardware, Test Nos. NCBR-1 and NCBR-2 rr1 3/8"[35] 1 1/4"[32] w ~3/4"[19] 03/4"[19]__t@ (p ¢ 3/4"[19] Port d1 Port d7 1--------7" [178] -------i 3/4"-10 UNC [M20x2.5]:_s Port d2 2 1/2"[64] 7 Fl ______ ] LJ -------~ 3/4"-10 UNC [M20x2.5] Port d3 rl1 1/2"[38] ft::::=2 3/8"-16 UNC [M10x1.5] Port d4 n 1 1/4"[32] ~ /2"-13 UNC [M14"2] Port d5 ¢ 2"[51] ¢ 13/16"(21] Port e1 • 1 15/32"[3~ ¢ 13/16" [21 ] Port 82 ¢ 1 1/16" [27)~ • 17/32"[13]~ - Port e3