U.S. Deportment 1200 New Jersey Ave., SE 

of Transportation Washington, D.C. 20590 

Federal Highway 

Administration 

September 29, 20 16 

In Repl y Refer To: 

HSST- 1/B-264 

Ms. Karla Lechtenberg 

Midwest Roadside Safety Facility 

130 Whitter Research Center 

2200 Vi ne Street 

Lincoln. NE 68583-0853 

Dear Ms. Lcchtcnberg, 

This letter is in response to your October 15, 2015. request for the rcclcral Higln vay 

Administration (Fl !WA) lo rc,·iew a roadside safety device. hardware. or system for eligibi lity 

fo r re imbursement under the Federal-aid higlnvay program. This FHWA letter of eligibi lity is 

assigned PHW A control number 13-264 and is va lid until a subsequent letter is issued by FHWA 

that expressly re le renccs this device. 

Decision 

The fo llowing devices arc eligible, with details provided in the fo rm which is attached as an 

integral part of this letter: 

• Side-Mounted Weak-Post Guardrail Attached to Cul vert 

Scope of this Letter 

To be found eligible fo r Federal-aid funding. new roadside safety devices should meet the crash 

test and eva luation criteri a contained in the Ameri can Association ol' State Highway and 

Transportation Officials (AASHTO) Manual for Assessing Safety Hard·ware (MASH). 

However, rI IWA, the U.S. Department of Transportation (DOT), and the U.S. Government do 

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

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

device fo r any particul ar purpose or use. 

This letter is not a determination by FHWA, DOT, or the U.S. Government that a vehicle crash 

involving the device \•Viii 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 ol' 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. 

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 
2 

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

under the Federal-aid highway program if installed under the range oftested conditions. 

Name of system: Side-Mounted Weak-Post Guardrail Attached to Culvert 


Type of system: Longitudinal Barrier 


Test Level: MASH Test Level 3 (TL3) 


Testing conducted by: Midwest Roadside Safety Faci lity 


Date ofrequest: October 15, 2015 


Date initially acknowledged: October 20, 2015 


Date of completed package: August 12, 2016 


The fHWA concurs \;o.1ith the recommendation ofthe accredited crash testing laboratory as slated 

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 drawi ngs ol' thc device, are described in the attached 

form. 

Notice 

If a manufacturer makes any modification to any of their roadside safety hardware that has an 

existing eligibility letter from FHWA, the manufacturer must notify FHWA of such modifi cation 

with a request for continued eligibi lity for reimbursement. The notice of all modifications to a 

device must be accompanied hy: 

o 	 Signifi cant modifications - For these mod ifi cations, crash test results must be 

submitted with accompanying documentation and videos. 

o 	 Non-signification modifications - For these modifications, a statement from the 

crash test laboratory on the potentia l effect of the modification on the ability of 

the device to meet the relevant crash test criteri a. 

The FHWA determination of continued eligibility fo r the modified hardware will be based on 

whether the modifi ed hardware will continue to meet the relevant crash test criteria. 

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

maintenance requirements to ensure proper performance. 

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

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

test and evaluation criteria. 

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: (I) 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 infom1ation reveals safety problems; (4) 

the system is significantly different from the version that was crash tested; or (5) any other 
3 

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

complete information about the crashworthiness of the system. 

Standard Provisions 

• 	 To prevent misunderstanding by others, this Jetter of eligibility designated as FHW /\ 

control number B-264 shall not be reproduced except in full. This letter and the test 

documentation upon whi ch 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 FHW A to use, 

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

• 	 lf the subject device is a patented product it may be considered to be propri etary. Ir 

proprietary systems are specified by a highv.-ay agency for use on Federal-aid projects: 

(a) they must be supplied th rough competitive bidding with equally suitable unpatcnted 

items; (b) the highway agency must certil'y that they arc essential for synchroni zation 

with the existing highway faci lities or that no equally suitable alternative exists; or (c) 

they must be used fo r research or for a distincti ve type of construction on re latively short 

sections of road fo r experimental purposes. Our regul ations concerning proprietary 

products are contained in Title 23 , Code of Federal Regulations, Section 635.411 . 

Sincerely yours. 

~~~Director:;, Office ~ of Safety Technologies 

Enclosures 
Version 10.0 (05/ 16) 

Page 1 of 6 

Request for Federal Aid Reimbursement Eligibility 

of Highway Safety Hardware 

Date of Request: August 11, 2016 

Name: Karla Lechtenberg 

I (' New le Resubmission

... 

QJ Company: Midwest Roadside Safety Facility .... 

.~ Address: E 130 Whittier Research Center, 2200 Vine Street, Li ncoln, NE 68583-0853 .!:I 

:i Country: VI USA 


Michael S. Griffith, Director 
 To: FHWA, Office of Safety Technologies 

I request the fol lowing devices be considered eligible for reimbursement under the Federal-aid 

highway program. 

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

System Type Sub mission Type Device Name I Variant Testing Criterion Test 

Level 

'B': Rigid/Semi-Rigid Barriers 

(Roadside, Median, Bridge 

Railinqs) 

(' Physical Crash Testing 

le Engineering Analysis 

Side-Mounted WeakPost Guardrail Attached 

to Culvert 

AASHTO MASH TL3 

By submitting this requ est for review and evalu ation by the Federal Highway Ad ministration, I certify 

that the product(s) was (were) t ested in co nformity with the AASHTO Manual for Assessing Safety 

Hardware and that the eva luation results meet the app ropriate evaluation criteria in the MASH. 

Individual or Organization responsible for the product: 

Contact Name: Karla Lechtenberg Sarne as Submitter C8J 

Company Name: Midwest Roadside Safety Facility Same as Submitter C8J 

Address: 130 Whittier Research Center, 2200 Vine Street, Lincoln, NE ,nr-n"'\ nnr., Same as Submitter C8J 

Country: USA Same as Submitter C8J 

Enter below all disclos ures of financial interest s as required by the FHWA 'Federa l-Aid Reimbursement 

Eligibility Process for Safety Hardwa re Devices' document . 

The Midwest Roadside Safety Facility (MwRSF) and its employees are requesting a letter ofeligibility on behalf of 

the state departments of transportation participating in the Midwest States Regional Pooled Fund Program. 

MwRSF's financial interests are as fo llows: 

(i) No compensation, including wages, salari es, commissions, professional fees, or fees for business referrals; 

(ii) Consulting relationships consist of answering design and implementation questions; 

(iii) Research funding or other forms of research support include continuing to fund research projects with 

MwRSF; 

(iv) No patents, copyrights, or other intellectual property interests for this system; 

(v) No licenses or contractual relationships for this system; and 

(vi) No business ownership and investment interests for this system. 
Version 10.0 (05/16) 


Page 2 of 6 

Version 10.0 (05/16) 

Page 3 of 6 

PRODUCT DESCRIPTION 

,,... New Hardware or r=- Modification to 

\ Significant Modification \• Existing Hardware Non-Significant 

The Side-Mounted Weak-Post Guardrai l Attached to Culvert (SGRS3) is an adaptation of the weak-post MGS 

bridge rail that allows for attachment to the outside face of cu lvert headwalls. It utilizes 44-in. long S3x5.7 steel 

posts with standoffs (PSFOl) spaced at half-post spacing, or 37Vz in. on center, and mounted in steel sidemounted bracket assemblies. The side-mounted bracket assemblies consists of a top mounting plate, two 

gussets, a tube socket, and a bottom mounting plate welded together. The top mounting plate is a 1/2 in. 

thick, 3 in. wide, and 10 in. long ASTM A572 Grade SO steel plate. The gussets are a 1/ 2 in. thick, 2 S/8 in. wide, 

and 2 5/8 in. long ASTM A572 Grade 50 steel plate. The tube socket is a 16 1 /2-in. long, 4-in. x 4-in. x 3/8-in. 

square ASTM ASOO steel tube. The bottom mounting plate is a 1/2 in. thick, 3 in wide, and 8 in. long ASTM AS72 

Grade SO steel plate. The side-mounted bracket assemblies are anchored to the culvert with a 13-in. long, 1 

1 /8-in. diameter ASTM A307 Grade C threaded rod (FRR28a) that passes through the upper strap of the socket 

and is embedded 10 inches into the top of the cu lvert headwall using an epoxy with <1 minimum bond strength 

of 1,300 psi and secured with a washer (FWC30a) and nut (FNX28a). Two 7-in. long, 1/2-in. diameter ASTM A307 

Grade C threaded rods (FRRl 4a), one on each side ofthe socket tube, are used to attach the bottom mounting 

plate to the outside face of the headwall. The 1/2-in. threaded rods (FRRl 4a) are embedded 4 1/2 inches into 

the headwall using an epoxy with a minimum bond strength of 1,300 psi and are secured on the outside by a 

washer (FWC12a) and a nut (FNX 12a). The center of the threaded rods (FRR28a and FRR 14a) should be placed a 

minimum of 4 inches from the free end of a culvert headwall. A 5-in. long, 5/s-in. diameter ASTM A32S Type 1 

hex bolt (FBXl 6a) was passed through the web of the post and both sides of the socket. The rail consists of 

standard 12-gauge W-beam sections (RWM04a) installed with the top of the rail set at a nominal height of 31 

inches. A 12-in. long, 12-gauge backup plate (RWBOl a) is used to block the rail away from the front face of the 

steel post. The rail splices are located at posts. The rail is attached to the posts with 1 1 /4-in. long, 5f16-in. 

diameter ASTM A307 Grade A bolts and nuts (FBX08a) and a 1%-in.x1 %-in. x Ya-in. sq ua re washer (FWRO l ) 

positioned between the bolt head and the traffic-side face of the rail. The culvert should have a minimum 28­

day compressive strength of 4,000 psi. 

A stiffness transition between the Top-Mounted Weak-Post Guardrail Attached to Cu lvert and adjacent 

standard MGS installations is not necessary. A 75-in. spacing is recommended between the last weak-post on 

the cu lvert and the first standard guardrail post of the adjacent MGS installation which can be either blocked or 

non-blocked MGS. The first standard guardrail post adjacent to the culvert should be placed a minimum of 12 

inches from the cu lvert and any wingwalls. Guardrail terminals (or end anchorages) should be located a 

sufficient distance from the culvert to prevent the two systems from interfering with the proper performance 

of one another. Therefore, the following implementation guidelines should be considered in addition to 

guardrail length of need requirements: 

(1) A minimum length of 12 ft - 6 in. of standard MGS is recommended between the first weak post and the 

interior end of an acceptable TL-3 guardrail end terminal. 

(2) A minimum barrier length of 50 ft is recommended before the first weak post, which includes standard MGS 

and a crashworthy guardrail end terminal. This guidance applies to the downstream end as well. 

(3) For flared guardrail applications, a minimum length of 25 ft is recommended between the first weak post 

and the start of the flared section (i.e., bend between flared and tangent sections). 

CRASH TESTING 

By signature below, the Engineer affiliated with the testing laboratory, agrees in support of this submission that 

the Modification to Existing Hardware is deemed Non-significant for the device listed above to meet the MASH 

criteria. 

Engineer Name: 

Engineer Signature: 

Address: 

Country: 

Scott Rosenbaugh 

b h Otgitalty signed by Scou RosenbaughScott Rosen aUg DN: cn•Sco11Ao1<nbaugh, o•MwASF.ou, 

ema11=srosenbaugh20untedu, c•US 

Date: 2016.08, 12 07:S0:17 -OS'OO' 

130 Whittier Research Center, 2200 Vine Street, Same as Submitter ~ 
Version 10.0 (05/16) 

Page 4 of 6 

A brief description of each crash test and its resu lt: 

Required Test Narrative Evaluation 


Number 
 Description Results 

The Side-Mounted Weak-Post Guardrail 

Attached to Culvert is an adaptation of the 

weak-post Midwest Guardrail System (MGS) 

bridge rail that allows for attachment to the 

outside face of culvert headwalls. If the new 

components (which are the attachment and 

anchorage hardware utilized to mount the 

socket flush with the outside face of the 

cu lvert headwall) are shown to withstand 

extreme loading conditions without 

damage to the socket assembly or the 

culvert headwall, the Side-Mounted WeakPost Guardrail attached to Culvert would 

perform similarly to the original weak-post 

MGS bridge rai l. The original weak-post 

MGS bridge rail has been tested, satisfies 

the MASH TL-3 testing criteria, and has an 

FHWA Eligibility Letter (B-228). The results 

of full-scale crash testing conducted on the 

original weak-post MGS bridge rail can be 

found in MwRSF report no. TRP-03-226-10. 

Dynamic component testing consisted of a 


longitudinal impact (O-degree impact angle) 


3-10 (11 OOC) 

on the post at a height of 12 in., resulting in 


weak-axis bending. This is believed to be a 


critical loading condition that represents a 


small car bumper impacting posts during a 


Modification has no effect on crashworthiness 

redirection and induces high shear loads 


into the socket and may cause the socket to 


rotate. 


The results of test no. CP-6D2 (longitudinal 


impact) conducted on August 1, 2012 are 


found in MwRSF report no. TRP-03-277-14. 


A 1,81 6-lb rigid-frame bogie vehicle 


impacted the post at a speed of 21.0 mph 


and at an angle of Odegrees. Immediately 


upon impact, the top ofthe socket shifted 


downward 1/8 in. due to construction 


tolerances and the distance between the 


socket and the top anchor. A plastic hinge 


formed in the post adjacent to the top-


downstream edge of the socket as the post 


bent over. The bogie overrode the post at 


0.086 seconds after impact. The socket and 


attachment hardware were intact and 


encountered minimal plastic deformations 


at the top of the socket. The epoxied 


anchors showed no signs of slippage or 


pullout. The culvert headwall was free of 


concrete cracking and spalling. 

Version 10.0 (05/16) 

Page 5 of 6 

Required Test Narrative Evaluation 

Number Description Results 

The Side-Mounted Weak-Post Guardrail 

Attached to Culvert is an adaptation of the 

weak-post Midwest Guardrail System (MGS) 

bridge rail that allows for attachment to the 

outside face of culvert headwalls. Ifthe new 

components (which are the attachment and 

anchorage hardware utilized to mount the 

socket flush with the outside face of the 

culvert headwall) are shown to withstand 

extreme loading conditions without 

damage to the socket assembly or the 

culvert headwall, the Side-Mounted WeakPost Guardrail attached to Culvert would 

perform similarly to the original weak-post 

MGS bridge rail. The original weak-post 

MGS bridge rail has been tested, satisfies 

the MASH TL-3 testing criteria, and has an 

FHWA Eligibility Letter (B-228). The results 

of full-scale crash testing conducted on the 

original weak-post MGS bridge rail can be 

found in MwRSF report no. TRP-03-226-10. 

Dynamic component testing consisted of a 3-11 (2270P) Modification has no effect on crashworthiness lateral impact (90-degree impact angle) on 

the post at a height of 24 7/8 in., resu lting in 

strong-axis bending. This is believed to be a 

critical loading condition which matches 

the height to the center of the W-beam rail 

and represents maximum lateral loading 

into the guardrail system. 

The resultsof test no. CP-502 (lateral 

impact) conducted on Ju ly 31, 2012 are 

found in MwRSF report no. TRP-03-277-14. 

A 1,875-lb rigid-frame bogie vehicle 

impacted the post at a speed of 20.5 mph 

and at an angle of 90 degrees. A plastic 

hinge formed in the post adjacent to the 

top-back edge of the socket as the post 

bent over. The bogie overrode the post at 

0.092 seconds after impact. The socket and 

attachment hardware were intact and did 

not encounter plastic deformations. The 

epoxied anchors showed no signs of 

slippage or pullout. The culvert headwall 

was free of concrete cracking and spalling. 

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


Test no. 3-31 is not applicable for this type 
 3-21 (2270P) Non-Relevant Test, not conducted of system. 
Version 10.0 (05/16) 

Page 6 of 6 

Testing Laborat ory's signature concu rs that these modificatio ns are considered Non-Significant. 

Laboratory Name: Midwest Roadside Safety Facility

O.g1l.llly SHJM'd by Karl.I Ltchtenbt-fg 

Laboratory Signature: Karla Lechten berg ON cn=K.,,t lJ tt ttnb~g.o... M1dwf\t RGMtside Safety r•c1l1t )' (MwRSr>. 

ou, ema11=k.polivU2,.unl.edu, c- US 

0.1te: 2016.0S 12 10 11 :2S -OS'OO' 

Address: 

130 Whittier Research Center, 2200 Vine Street, 

Lincoln, NE 68583-0853 Same as Submitter ~ 

Country: USA Sa me as Submitter ~ 

Accreditation Ce rtificate 

Number and Dates of current 

Accreditat ion period : 

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

. s· * Karla L'.9~1 '-'J"Y"ilt, l.rt ;rJ.,.r<J 

<" 

S u b m1tter 1gnature : L h b (jU KMl•lt<f·lf'll:<t"9 <.> ~.•,:f,....,.

ec ten erg Rold"'M~'ir1,1,... 111J..~...sisr1.°"' 

f'""'""Hpcl1-4• )ilunlf'd,., <-~ 

o.t.. 101C1oe ,, 10" • 1 .c~QIJ 

Submit Form 

ATTACHMENTS 

Attach to this form: 

I) Additiona l disclosures of related financial interest as indicated above. 

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

support of this request. 

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

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

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

in formation provided on the reverse. Additional drawings (not in TP- 13 format) showi ng details that 

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

to faci litate our review. 

FHWA Official Business Only: 

Eligibi lity Letter 

Number Dat e Key Words 
0.000 sec 0. I 06 sec 	 0.280 sec 0.456 sec 0.648 sec 

LF 

Tire 

Gouge 

,____ ,_32· -~·

:----------------241' (73.5 m) 

43'-7" [13.3 m) 

37 	 39 1 2 3 4 	 36 38 40 

16'-10•1" (5. 1 m] 

(10.0 m) 

• 	 Test Agency ......................... . 


Test Number........................................................................................ MGSBR-1 


Dale ................................................................................................... 6 18 2009 


MASH Test Designalion ............................................................................... 3- 11 


Test Article ........................... MGS Bridge Rail with approach MGS Guardrails 


Total Length ................................................................................ 175 fl (53 .3 m) 


Key Component - MGS Bridge Rail 


Post Type....................................................................... S3x5.7 (S7(,x8.5) 


-

N 

Post Spacing .......................................................... 3 ft - I Y, in. (953 mm)
 ... PosHo-Rail Connection .......... ~win. (7.9-mm) dia. ASTM A307A Boll 


Key Component - Simulated Bridge Deck 

Thickness (outer edge) ...................................................... 8 in. (20:> mm) 


Concrete Strength (minimum) ................................ 4.000 psi (27.6 MPa) 


Vehicle Model .........................2004 Dodge Ram 1500 Quad Cab Pickup Truck 


5. 134 lb (2.329 kg) 

5.005 lb (2.270 kg) 

Gross Static ................................................................ 5.174 lb (2.34 7 kg) 

• 	 Impact Conditions 

Speed ..................................................................... 61.9 mph (99.6 km/ h) 

Angle .................................................................................... 24. 9 degrees 

Impact Location ............ 15 fl - 9y, in. (4.81 m) US of post no. 20 splice 

• 	 Exit Conditions 

Speed ..................................................................... 34.5 mph (55.5 km/h) 

Angle .................................................................................... 20 . .l degrees 

Exit Box ......................................................................................... ..... Pass 

• Vehic le Siabil i1y ................ ................................................................ Sn1isfoc1ory 


Vehicle Stopping Distance ...................................... 241 fl (73.5 m) clc"vnstream 


43 fl - 7 in. ( 13.3 m) behind edge of bridge deck 


Vehicle Damage .................................................................................... Moderale 


VDS1H1 

....................................................................................... I l-LfQ-3 


CDcJJ•J................................................................................... 11 ·LYEW-4 


Maximum Interior Deformation ............. I Y. in. (44 mm). left side panel 


Tesl Article Damage ............................................................................. Moderate 


t§ 

31• 

[ 787 

8" 1 • 

' 20 3 1 7

I 13l 

Te•l Article Deflections 

[

J


76 2 

0 

1•-i 

[368 

31Y. in. (8 10 mm) 

48.9 in. ( 1.242 mm) 

53.2 in. (1.35 1 mm) 

,\ngular Displacements ( EDR-4) 

Pitch .......................................... 


Ya\v ........................................ .. 


Angular Displacements (DTS) 

Roll ............. .. .... ...................................................................-14.0 degrees 

Pitch ........... ................... ......................................................... -5.4 degrees 

Yaw ....................................................................................... 39.8 degrees 

Transducer Data 

Evaluation Criteria Transducer MASH 

EDR-4 DTS EDR-3 Limit 

O IV 

flfs 

(mis) 

Longitudinal ·I 6.94 fu's 

(-5.l6 mis) 

- 16.86 fl/s 

(-5. 14 mis) 

-1 8.84 flfs 

(-5.74 m/s) 

5 40 

( 12.2) 

Lateral 13.27 ft's 

(4.04 m's) 

14.23 flfs 

(4.34 mis) 

14. 18 flfs 

(4.32 rn/s) 

5 40 

( 12.2) 

ORA 

· ~ 

Longitudinal -1 0.61 -1 0.44 - 12.55 5 20.49 

Lateral 5..12 6.33 5.61 5 20.49 

TH IV - flis (mis) 20.66 t't's 

(6.30 mis) 

21.03 ft/s 

(6.4 1 rn/s) 

nol 

required 

PH D gs 10.64 10.50 not 

required 

t\S I 0.53 0.57 0.64 not 

required 

$: 

<?J 

en...,, 

?J 

(') 

-::J 

0 

;l 

z 

0 

:..i ? ..,,

?J tr. 

~ 

' v; 0 

..,., 

,!.., 

""....., '?' 0 

0 0 

Figure 127. Summary of Test Results and Photographs. Test No. MGSBR- 1 

­

­

­
0.000 sec 0. 128scc 0.298 sec 0.436 sec 0.582 sec 

m) 

J 
 3h· 

{787 ] 1762 

8 - 1 :20 ~ 1 rf 

3

1 }1--1>-T II-. -------116'-~ " [35.50 m) t t I'? ~~..

10 12 14 1 6 18 20 22 24 

2345678 

' 

15 17 19 21 23 25 

LF Tire 

14'-st" (4.52 m) ~RF Tire 

-132·-s~· [ 10.00 mJITest Agency 

Test Number........................................................................................ J\lGSBR-2 

Date ................................................................................................... (• 26 2009 

MASH Test Designation............................................................................... 3- 10 

Test Aniclc ........................... MGS Bridge Rail with approach MGS Guardra ils 

Total Length ................................................................................ 175 ft (53.3 m) 

Key Component - MGS Bridge Rail 

Post Type ....................................................................... S3x5.7 (S76x8.5)
 N 

~ Post Spacing .......................................................... 3 ft - IY, in. (953 mm) 


°' Post-to-rail Connection ........... ~win. (7.9-mm) dia. ASTM /\307A Bolt 


Key Component - Simulated Bridge Deck 

Thickness (outer edge) ...................................................... 8 in. (203 mm) 

Concrete Strength (minimum) ................................ 4.000 psi (27.6 \1Pa) 

Veh icle Model ......................................................... 2003 Kia Rio Passenger Car 


2.408 lb ( 1.092 kg) 

2.416 lb (I .096 kg) 

2.585 lb (I.I 73 kg) 

Impact Conditions 

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

Angle .................................................................................... 24.9 d egrees 

Impact Location ........ 7 ft - 9 in. (2.36 m) US of the splice at post no. 20 

Exit Conditions 

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

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

Exit Box.............................................................................................. Pass 

Vehicle Stability....................... ......................................................... Satisfactory 


Vehicle Stopping Distancc......................... 116 ft - SY. in. (35.5 m) downstream 


4 ft - 5 in. ( 1.3 m) behind front face ofguardrail 


Vehicle Damage .................................................................................... i\lc>derate 


vDsP11 .......................... ...... .............. ...... .. ...... ............. ............ 11-Lf'Q-4 


coc17''

1 

................................................. ............... ................... 11 -LYEW-5 


Maximum Interior Deformation ........ I Y. in. (32 mm). front of floor pan 


Test Article Damage ............................................................................. Mod erate 


Figure 152. Summary ofTest Results and Photographs. Test No. MGSBR-2 

Test Article Deflections 

Work ing \\'idth 

l'ennanent Set ................................. 20 in. (508 mm) 

Dynamic ...................................... 28.0 in. (7 12 mm) 

33.8 in. (859 mm) 

Angular Displacements !EDR-4) 

Yaw 

Angular Dis placements (DTS) 

Yaw 

Transducer Data

degrees 

degrees 

34.7 degrees 

Evaluation Criteria 

OIV Longitudinal 

ftls 

(mis) Lateral 

EDR-4 

-24.40 ft,s 

(-7.44 mis) 

16.54 ft!s 

(5.04 mis) 

Transducer 

DTS 

-22.90 ft/s 

(-6.98 mis) 

I6.38 ft/s 

(4.99 mis) 

EDR-3 

-25.29 ft/s 

(-7.71 mis) 

17.94 ft/s 

(5.47 mis) 

MASH 

Limit 

:5 40 

(12.2) 

::; 4 0 

(12.2) 

ORA 

g's 

Longitudinal 

Lateral 

-i.69 

6.5~ 

-7.41 

7.34 

-8.65 

7.39 

:5 20.49 

::: 20.49 

THI\' ft's (mis) 28.50 ft 's 

(8.69 nt s) 

28.04 ft/s 

(8.55 mis) 

not 

requ ired 

PHD g's 9.93 9.90 not 

required 

/\SI 0.79 0.78 0.88 not 

required 

­

­

­

­

~ 

:;: 

;>:I 


(,/}


..,, 

;>:I 

<> 

'U 

g 

z 

!=' 

-l > ;>:I:: 

7 °2 ...,

o~

N = N" 

0. N '0 

00 
I ,n, ,n, ,n, In! {·n, ·n· ·n· I n '1 

PLAN VIEW 

150 "[ 381 OJ 

I 

37 1/ 2"[953 ) 

(lYP) 

RWM 04a RWMQl.a 

DETAIL A DETAIL B 

SIDE-MOUNTED WEAK-POST GUARDRAIL ATTACHED TO CULVERT 

4~' -~'•~I SGR53 

SHEET NO. DATE: 

I of7 5/28/2015 
INTENDED USE 


The Side-Mounted Weak-Post Guardrail Attached to Culvert is designed as a treatment to continue W-beam 

guardrail systems across large box culverts. It is compati ble with the Midwest Guardrai l System (MGS) with 

or without blackouts (SGR20a-c or SGR4 I) such that an approach transition would not be required between 

the two barriers. The Side-Mounted Weak-Post Guardra il Attached to Culvert is an adaptation ofthe MGS 

Bri dge Ra il (SB002c) with onl y th e socket length and attachment hardware changing. All post and ra il 

components are identical to the original MGS Bridge Rail (SB0 02c). The Top-Mounted Weak-Post Guardrail 

Attached to Culvert is TL-3 accepted, and is accepted according to the Manua l fo r Assessing Safety Hardware 

(MASH) safety perfo rmance criteria. 

The Side-Mounted Weak-Post Guardrail Attached to Culvert is one of two configurations for the Weak-Post 

Guardrail Attached to Culvert. The other configuration is a Top-Mounted Weak-Post Guardrail Attached to 

Culvert (SG R52). 

A stiffness transition bet ween the new guardrai I attached to cu Ive rt system and adj acent MGS installation 

(SG R20a-e or SG R4 I) is unnecessa ry. A 75-in. f1905J spacing is recommended between the last S3x5.7 

(S76x8.5) culvert post (PSr0 1) and the fi rst guardrai l post of the adj acent MGS install ation. The adjacent 

MGS may be either blocked or non-blocked (SG R20a-e or SG R4 1 ). 

C OMPONENTS 

Unit Length = 150'" 1"38 IO] 

D f.SIGNATOR C OM PONENT 

PSFO I S3x5.7 by 44 .. long Post and Standoff 

RWM04a 12'-6" W-Beam MGS Section 1/2 Post Spacin g 

RWBOla 12"' W-Beam Backup Plate 

FBX08a Hex Bolt 5/16"-I 8x I I /4"x 1 I /4'" and Nut 

RWROI I 3/4"x I 3/4"x 1/8 .. Squ are Guardrail Washer 

FBl30 I 5/8'" Dia., I 1/2" Long Guard rail Bolt and Nut 

FBX l6a Hex Bolt 5/8'"- 11x5'"x 1 1/4" and Nut 

Side-Mounted Bracket Assembly 

FWC20a 3/4" Plain Round Wa sher 

FWC 12a 1/2" Plain Round Washer 

f RR20b 3/4" Dia., 11 " Long Threaded Rod 

FN X20a 314" Dia. Hex Nut 

FRR 12b 1 /2" Dia., 7" Long Threaded Rod 

FNX 12a 1/2" Di a. Hex Nut 

N UMBER 

4 

1 

4 

4 

4 

8 

4 

4 

8 

8 

8 

8 

8 

8 

SIDE-MOUNTED WEAK-POST GUARDRAIL ATTACHED TO CULVERT 


SGR5 3 


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SIDE-MOUNTED WEAK-POST GUARDRAIL ATTACHED TO CULVERT 

SGR53 

SHEET NO. DATE: 

3 of 7 
 5/28/20 15 

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Hf~ACl<I: I ASSI MHI Y 

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SECTION C-C 

FRX 16a 

IWC/Oa 

FRl-<20 

1-NX/Oa 

H~Rl 2b 

f NX1 /a 

FWC12a 
ELIGIBILITY 

FHWA Eligibility is being pursued. 

REFERENCES 

Schneider, A.J., Rosenbaugh, S.K., Faller, R.K., Sicking, D.L., Lechtenberg, K.A., and Reid, J.D., Safety 

Pe1for111a11ce Evaluation of Weak-Post, W-Beam Guardrail Al/ached lo Culvert, Final Report to the Midwest 

States Pooled Fund Program, MwRSF Research Repo1t No. TRP-03-277- 14, Midwest Roadside Safoty f-'aci lity, 

University of Nebraska-Lincoln, Lincoln , Nebraska, February 12, 201 4. 

Rosenbaugh, S. K., Faller, R.K., Lechtenberg, K.A., and Bielenberg, R.W., Weak-Post, W-Beam Guardrail 

Allachmenl lo Culvert J-leadivalls, Paper No. 14-3930, Transpo1t ation Research Record No. 2437, .Journal of the 

Transpo1tation Research Board, TRB AFB20 Committee on Roadside Safety Design, Transpo11ation Research 

Board, Washington D.C., January 20 14. pages 4 1-5 1. 

CONTACT INFORMATION 

Midwest Roadside Safely Facility 


Uni versity of Nebraska-Lincoln 


130 Whiuier Research Center 


2200 Vine Street 


Lincoln, NE 68583-0853 


( 402) 4 72-0965 


E111a il : mwrsf@unl.ed u 


Website: http://111 wrs f. un l.ed u/ 


SIDE-MOUNTED WEAK-POST GUARDRAIL ATTACHED TO CULVERT 


SGR53 


SHEET NO. DATE: 

4 of7 5128120 15 
TOP MOUNflNG PLATE: GUSSET 

1/4" [5] 

PL1\N VIEW 

1/4" [6] 

1JHf 

3/8" [ 1 OJ 

J/8" [10] 

ELEVATION VIEW 

f­ /Oxx 

!- /On: 

f- /On 

F /Oxx 

ISOM[l RIC VILW 

E /Oxx 3/8" [1 0] 

IOI-' MOUNllNG 1-'I A1E 

E/Oxx 

.3/8" [10] 

BO"ll OM MOUN11NG PLAll:. 

PROFILE VIEW 

SIDE-MOU NTED BRACKET ASSEMBLY 

SIDE-MOUNTED WEAK-POST GUARDRAIL ATTACHED TO CULVERT 

SGR53 

4.1'. , ' • ..-:-1 SHEET NO. DATE: 

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r--:- 7 5/8"( 67 ) 

3/8"[1 0 )11 

7 5/

I


8"[ 67 ] 

2 1/7"[ 64 ) 

J/4"( 19) f D THRU 2"[ 51 ] 1 3/8"(10] 

3/8J__ "[ 10] --'--------r'--.:...+-'---­

J/8"( 10 ) 

lLEVATION VIEW 

1/2 " [ 1 3] THICK TOP MOUNTING PLA r 1:_ GUSSET 

8"[70J]=1 

- --/ [ 178] I I 

1/2"( :S8 ) 

I [L_l:._V-AT_l_ON_V_l_LW 

~" 16 ) D 

(TY!') 16 1/2"( 419) 

1 

3"[ 76 ]

j 1 

.____ _ _ __, 

1/2" [ 13] THICK BOTTOM MOUNTING PLATE 

10" ( 7~ )~ 

, 1/7"[.58 ]-+-- +----7"[ 1 /8 ] ---i I ELEVATION VIEW 

I

4"x4"x3/8" [ 102x 102x 1O] TUBE 

I /8"[ 77 ] D 

(lYP) 

3"[ 76 ) +---+-

1 1l 2"l

33 l ELEVATION VIEW 

1/2" [ 13] THICK TOP MOUNTING PLATE 

SIDE-MOUNTED WEAK-POST GUARDRAIL A TTACHED TO CULVERT 


SGR53 

4 " SHEET NO. DATE: I ·"" I • .-:-I 

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SPECIFICATIONS 

4 ''x4 ., Square Tube 

The square tube shall be ASTM A500 grade B galvanized steel. 

Top Mounting Plate 

The lop mou nti ng pl ate shall be ASTM A572 grade 50 galvani zed steel. 

Top Moun ting Plate Gusset 

The top mounting plate gusset shall be ASTM A572 grade 50 ga lva ni zed steel. 

Bottom Mounti ng Plate 

The bottom mounting plate shall be ASTM A572 grade 50 galvanized steel. 

SIDE-MOUNTED WEAK-POST GUARDRAIL ATTACHED TO CULVERT 

4 J .~ I • -rr:- .II 

SGR53 

SHEET NO. DATE: 

7 of7 5/28/20 15