in reply refer to: hssd/b-146 mr. gerald m. mccarthy
TRANSCRIPT
1200 New Jersey Avenue, SE. Washington, DC 20590
July 17, 2008
In Reply Refer To: HSSD/B-146
Mr. Gerald M. McCarthy, Coordinator New England Transportation Consortium c/o Advanced Technology & Manufacturing Center University of Massachusetts Dartmouth 151 Martine Street Fall River, MA 02723 Dear Mr. McCarthy: This letter is in response to your request for the Federal Highway Administration (FHWA) acceptance of the New England Transportation Consortium (NETC) roadside safety system for use on the National Highway System (NHS). Name of systems:
1) NETC New Hampshire T2 Bridge Rail Transition 2) NETC New Hampshire T4 Bridge Rail Transition 3) NETC Massachusetts End Wall Transition to S3-TL4 Bridge Rail with
Sidewalk 4) NETC Massachusetts End Wall Transition to S3-TL4 Bridge Rail
Curb-Mounted Type of systems:
1&2) W- to Thrie-Beam Transition direct to beam-and-post bridgerail 3&4) W- to Thrie-Beam Transition to concrete end wall
Test Level: 1&2) National Cooperative Highway Research Program (NCHRP) Report 350
Test Level 3 (TL-3) 3&4) NCHRP Report 350 TL-4
Testing conducted by: Texas Transportation Institute (TTI) Date of request: February 1, 2006 Date of completed package: August 29, 2007 (NETC), June 26, 2008 (TTI) You requested that we find these systems acceptable for use on the NHS under the provisions of the NCHRP Report 350 “Recommended Procedures for the Safety Performance Evaluation of Highway Features.” We appreciate your patience and cooperation while finalizing this acceptance package.
2 Requirements Roadside safety systems should meet the guidelines contained in the NCHRP Report 350, "Recommended Procedures for the Safety Performance Evaluation of Highway Features". FHWA Memorandum “ACTION: Identifying Acceptable Highway Safety Features” of July 25, 1997 provides further guidance on crash testing requirements of longitudinal barriers. Description In the current project, the NETC developed bridge rail transitions for two bridge rail systems and for a concrete end wall, and desired to crash test them to TL-3 requirements of the NCHRP Report 350. Four transitions were developed: 1. Transition to the 2-Bar steel bridge rail with approach curb. 2. Transition to the 4-Bar steel bridge rail mounted on a sidewalk. 3. Transition to the concrete end wall with approach curb. 4. Transition to the concrete end wall mounted behind a sidewalk. Transitions #1 and #2 were developed by New Hampshire Department of Transportation (NHDOT) and transitions #3 and #4 by Massachusetts Highway Department (MHD). The MHD transitions were designed for use with various bridge rail systems beyond the end wall. Our office reviewed the four transitions and determined that two crash tests were required. 1. Test 3-21 on transition #1 to the 2-bar steel bridge rail with approach curb for TL-3. 2. Test 3-21 on transition #4 to the concrete end wall behind a sidewalk for TL-4. The FHWA accepted transition #3 to the concrete end wall with approach curb for TL-3 based on crash tests of similar systems already performed by others, and will accept transition #2 to the 4-bar steel bridge rail mounted on a sidewalk pending successful testing of transition #1 to the 2-bar steel bridge rail system with approach curb. The NETC decided that if the first test (using the 2000P vehicle) on transition #4 to a concrete end wall mounted behind a sidewalk was successful a TL-4 test with a single-unit truck (8000 kg vehicle) would be performed. If transition #4 was successful for TL-4, the FHWA indicated that they would accept transition #3 with an approach curb for TL-4 without testing. Brief descriptions of the transitions follow: New Hampshire Transitions The NETC New Hampshire transition consisted of standard W-beam guardrail attached to a symmetric 10-gage W-beam to Thrie-beam transition section, attached to nested 12-gage Thrie beam, connected to the two tube transition rail by means of a Thrie-beam terminal connector. The two tube transition rails are the same tubular elements used in the bridge rail. A TS 8 x 4 x 5/16 rail element was attached to the top of the W6 x 25 steel posts at a height of 34 inches above the pavement surface (to the top of the rail) with two 6-inch long, 3/4-inch diameter round headed bolts. The TS 4 x 4 x 1/4 bottom rail was attached to the posts at a height of 20 inches with similar bolts. Wood posts throughout the transition were 6 inches x 8 inches x
3 7 feet long. The seven wood posts adjacent to the tubular transition rail were installed 18-3/4 inches on center, and the remainder of the posts in the transition were installed 37-1/2 inches on center. Posts in the w-beam section were installed at 6 foot 3-inch centers. The upstream end of the guardrail was anchored with an ET terminal. A 7-inch tall simulated granite curb was installed throughout the transition and extended in front of the rail tubes by 6 inches, and in front of the Thrie-beam by 1-1/4 inches. Massachusetts Transitions The Massachusetts S3-TL4 Steel Bridge Railing system is a beam and post system consisting of three tubular steel rail elements mounted on steel wide flange posts bolted to the concrete deck/sidewalk. It was mounted on a sidewalk a distance of 61 inches from the face of an 8-inch high curb. The bridge railing was attached to a concrete end wall that is part of the bridge abutment. The end wall flares away from the face by 8.8 inches over a distance of 2-feet, 10 inches. A collapsing tube assembly is located in this flared area. The Thrie-beam transition was attached to the straight portion of the concrete end wall with a Thrie-beam end shoe. Two sections of 12 gage Thrie-beam were nested and attached to the end shoe and wood support posts. Posts 1 through 4 were 6 x 8-inch x 7-foot long with 18-inch long blockouts of the same section, spaced 1-1/2 feet on center. Posts 5 and 6 were 6x8-inch x 6.5-foot long, with 18-inch blockouts (6 x 8) and spaced 3 feet on center. Post 7 was 6x8-inch, 6.5-foot long with a 14-inch blockout (6 x 8). A 10-gage symmetric Thrie-beam to W-beam transition was mounted on posts 5, 6, and 7. The sidewalk transitioned from 8 inches tall to 6 inches tall at post 8. Testing Full-scale truck testing was conducted on these transitions, as summarized in the tables below and detailed in the enclosed Crash Test Data Sheets for reference. The New Hampshire transition was tested to TL-3, whereas the Massachusetts transition was tested to TL-4. Test Number Test 3-21
401181-1 Test 4-21 401181-2
Test 4-22 401181-3
Transition New Hampshire Massachusetts Massachusetts Critical Impact Point Location
1635 mm from 1st bridgerail post
1570 mm from start of wall slope
1570 mm from start of wall slope
Mass of Test Vehicle
2135 kg (2000P)
2108 kg (2000P)
8106 kg (8000S)
Impact Speed 102.3 km/hr 101.2 82.2 Impact Angle 24.9 degrees 25.2 degrees 13.6 degrees Occupant Impact Velocity
5.2 mps long. 7.5 mps lat.
5.1 mps long. 6.6 mps lat.
2.5 mps long. 3.0 mps lat.
Maximum Ridedown*
-8.3 g’s long. 13.5 g’s lat.
-19.3g’s long. 17.4g’s lat.
-4.5 g’s long. 7.4 g’s lat.
Working Width 580 mm 450 mm 539 mm Max. Occup. Deform.**
44 mm 104 mm N/A
*Maximum Ridedown: maximum longitudinal and lateral ridedown accelerations **Max. Occup. Deform.: maximum occupant compartment deformation
4 Findings In all three impacts, the test vehicles were smoothly redirected by the barrier, with maximum roll angles quite low or negligible. The results of the testing met the FHWA requirements and, therefore, the transitions described above and detailed in the enclosed drawings are acceptable for use on the NHS under the range of conditions tested, when proposed by a highway agency. Findings The systems described in the various requests above and detailed in the enclosed drawings are acceptable for use on the NHS under the range of conditions tested, when such use is acceptable to a highway agency. Specifically, the following scenarios are acceptable: 1. New Hampshire Transition to the 2-Bar steel bridge rail with approach curb. 2. New Hampshire Transition to the 4-Bar steel bridge rail mounted on a sidewalk. 3. Massachusetts Transition to the concrete end wall with approach curb. 4. Massachusetts Transition to the concrete end wall mounted behind a sidewalk. Please note that system #4 requires that either there be an existing sidewalk on the approach to the bridge, or that a gradual transition from the shoulder grade to the sidewalk is provided in conjunction with the transition. Please also note the following standard provisions that apply to the FHWA letters of acceptance:
• This acceptance is limited to the crashworthiness characteristics of the systems and does not cover their structural features, nor conformity with the Manual on Uniform Traffic Control Devices.
• Any changes that may adversely influence the crashworthiness of the system will require a new acceptance letter.
• Should the FHWA discover that the qualification testing was flawed, that in-service performance reveals unacceptable safety problems, or that the system being marketed is significantly different from the version that was crash tested, we reserve the right to modify or revoke our acceptance.
• You will be expected to supply potential users with sufficient information on design and installation requirements to ensure proper performance.
• Users should ensure that the hardware furnished has essentially the same chemistry, mechanical properties, and geometry as that submitted for acceptance, and that it will meet the crashworthiness requirements of the FHWA and the NCHRP Report 350.
• To prevent misunderstanding by others, this letter of acceptance is designated as number B-146 and 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 at our office upon request.
• This acceptance 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. The acceptance letter is limited to the crashworthiness characteristics of the
5
candidate system, and the FHWA is neither prepared nor required to become involved in issues concerning patent law. Patent issues, if any, are to be resolved by the applicant.
Sincerely yours,
David A. Nicol, P.E. Director, Office of Safety Design Office of Safety
Enclosures cc: Mr. James Sime Manager of Research Research & Materials ConnDOT 280 West Street Rocky Hill, CT 06067-0207 FHWA:HSSD:NArtimovich:tb:x61331:7/11/08 File: s://directory folder/nartimovich/B146NETC_MA_NH.doc cc: HSSD (Reader, HSA; Chron File, HSSD; N.Artimovich, HSSD; M.McDonough, HSSD)
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MHO - MASSACHUSETTSHIGHWAYDEPARTMENT- '995 STANDARD SPECifiCATIONS fOR HIGHWAY AND BRIDGES.ARTBA - AASHTD AGC ARTBAJOINT COMMITTEE- 1995 A GUIDE TO STANDARDIZEDHIGHWAYBARRIERHARDWARE,AlSi - AMERICAN IRON AND STEEL INSTITUTE.
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General InformationTest Agency Texas TransportationInstituteTest No. 401181-1Date 04-14-2005
Test ArticleType... TransitionName NETC New HampshireT2 TransitionInstallationLength(m) 21.5Material or Key Elements W-beamto symmetric10 gauge W-beamto
thrie-beamtransition section,to nested12 gauge thrie-beamsections,to two tubetransition by thrie-beamterminal connector
Soil Type and Condition Standard Soil, DryTest Vehicle
Type ProductionDesignation... 2000PModeL 2000 Chevrolet2500 PickupMass (kg)
Curb 2156Test InertiaL 2135Dummy No dummyGross Static 2135
0.406 s
/~c~
Test Article Deflections (m)
Dynamic 0.20Permanent 0.15
Working Width 0.58Vehicle Damage
ExteriorVDS 11LFQ3CDC " 11FYEW2Max. Exterior
Vehicle Crush (mm)Interior
OCDI.........................Max. Occupant Compartment
Deformation (mm) ...............Post-Impact Behavior
(during 1.0 see after impact)Max. Yaw Angle (deg) 56Max. Pitch Angle (deg) -14Max. Roll Angle (deg) -19
530
LF0114000
44
Summary of results for NCHRP Report 350 test 3-21 on the New Hampshire transition.
Impact ConditionsSpeed (km/h) ............................. 102.3Angle (deg) ................................ 24.9
Exit Conditions
Speed (km/h) ............................. 85.1Angle (deg) ................................ 11.7
Occupant Risk ValuesImpact Velocity (m/s)
Longitudinal............................ 5.2Lateral.. ...... ..............., ....... ..... 7.5
THIV (km/h) .................:............. 32.3Ridedown Accelerations (g's)
Longitudinal............................ -8.3Lateral.................................... 10.0
PHD (g's) ................................... 11.9ASI ............................................ 1.74
Max. 0.050-s Average (g's)Longitudinal............................ -8.1Lateral.................................... 13.5Vertical.--................................ -7.6
0.000 s
. ... r:-T41:'"
,t.~ I\.r" j '-'1 1-5157.,
General InformationTest Agency...............................Test No.Date.....
Test ArticleType...........................................Name.........................Installation Length (m)Material or Key Elements ..........
Soil Type and Condition.............Test Vehicle
Type...........................................Designation .Model.........................................Mass (kg)
Curb........................................Test Inertial.............................Dummy...................................Gross Static............................
22172108No dummy2108
Summary of results for NCHRP Report 350 test 4-21 on the Massachusetts transition.
0.122 s
570 ~
Texas Transportation Institute401181-204-15-2005
TransitionNETC Massachusetts End Wall Transition35.0Nested thrie-beam transition attached to
straight portion of concrete transition withthrie-beam end shoeStandard Soil. Dry
Production2000P2000 Chevrolet 2500 Pickup
,.,,,, ..,,~
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Impact ConditionsSpeed (km/h)Angle (deg) ..
Exit ConditionsSpeed (km/h)Angle (deg) ..
Occupant Risk ValuesImpact Velocity (m/s)
LongitudinalLateral....
THIV (km/h)Ridedown Accelerations (g's)
LongitudinalLateral
PHD (g's)ASI ,
Max. 0.050-s Average (g's)LongitudinalLateralVertical
96.925.2
Test Article Deflections (m)Dynamic N/APermanent 0.06Working Width 0.45
Vehicle DamageExterior
VDS 11LFQ5CDC 11FLEW3Max. Exterior
Vehicle Crush (mm)Interior
OCDI.........................
Max. Occupant CompartmentDeformation (mm) ...............
Post-Impact Behavior(during 1.0 sec after impact)
Max. Yaw Angle (deg) 30Max. Pitch Angle (deg) -6Max. Roll Angle (deg) 16
73.42.8
5.16.6
29.5650
LF0102000-19.317.4
24.31.73
104
-10.011.8-7.7
, lLOC=l<~ r11
" '3~1;" :~\':-I I'L/-C-,-L
"r \,5 1. 1.83 M 387 c,
~HAf'T
General Information
Test Agency...............................Test No.Date.....
Test Article
Type...........................................Name..........................
Installation Length (m)Material or Key Elements ..........
Texas Transportation Institute401181-304-27-2005
TransitionNETC Massachusetts End Wall Transition35.0Nested thrie-beam transition attached to
straight portion of concrete transition withthrie-beam end shoeStandard Soil, DrySoil Type and Condition.............
Test Vehicle
Type...........................................Designation .Model.........................................
Mass (kg)Curb 5420Test InertiaL 8106Gross Static 8106
Production8000S1996 Ford F800 Single-Unit Truck
P1.AN AT SOIJEWMK
Test Article Deflections (m)Dynamic , N/APermanent 0.18Working Width N/A
Vehicle DamageExterior
VDS...............................................CDC..........................Max. Exterior
Vehicle Crush (mm)
N/A11FYEW5
530
Post-Impact Behavior(during1.0seeafter impact)
Max.YawAngle (deg) 19Max.PitchAngle (deg) 3Max.RollAngle (deg) 12
Summary of results for NCHRP Report 350 test 4-22 on the Massachusetts transition.
Impact ConditionsSpeed (km/h) ............................. 80.8Angle (deg) ................................ 13.6
Exit ConditionsSpeed (km/h) ............................. N/AAngle (deg) ................................ 1.8
Occupant Risk ValuesImpact Velocity (m/s)
Longitudinal............................ 2.5Lateral.................................... 3.0
THIV (km/h) ............................... 13.1Ridedown Accelerations (g's)
Longitudinal............................ -4.5Lateral.................................... 7.4
PHD (g's) ................................... 7.4ASI ............................................ 0.34
Max. 0.050-s Average (g's)Longitudinal............................ -2.2Lateral.................................... 2.7Vertical................................... -2.9