NCHRP REPORT 350 TEST 4-12 OF THE MASSACHUSETTS S3-TL4 STEEL BRIDGE RAILING MOUNTED ON CURB AND SIDEWALK
|
|
- Alexandra Hardy
- 5 years ago
- Views:
Transcription
1 TEXAS TRANSPORTATION INSTITUTE NCHRP REPORT 350 TEST 4-12 OF THE MASSACHUSETTS S3-TL4 STEEL BRIDGE RAILING MOUNTED ON CURB AND SIDEWALK by C. Eugene Buth Research Engineer and Wanda L. Menges Associate Research Specialist Research Project Contract No. DTFH61-97-C Sponsored by U.S. Department of Transportation Federal Highway Administration July 1998 TEXAS TRANSPORTATION INSTITUTE THE TEXAS A & M UNIVERSITY SYSTEM COLLEGE STATION, TEXAS
2 I. ReportNo. 2. Government Accession No. 3. Recipient's Catalog No. FHW A-RD Title and Subtitle 5. Report Date NCHRP REPORT 350 TEST 4-12 OF THE July 1998 MASSACHUSETTS S3-TL4 STEEL BRIDGE RAILING WITH CURB AND SIDEWALK TECHNICAL REPORT DOCUMENTATION PAGE 6. Performing Organization Code 7. Author(s) 8. Performing Organization Report No. C. Eugene Buth and Wanda L. Menges Performing Organization Name and Address 10. Work Unit No. Texas Transportation Institute The Texas A&M University System College Station, Texas NCPNo. 11. Contract or Grant No. DTFH C Sponsoring Agency Name and Address 13. Type of Report and Period Covered Federal Highway Administration Test Report U.S. Department of Transportation July July Seventh Street, S.W. 14. Sponsoring Agency Code Washington, D.C Supplementary Notes Project conducted in cooperation with Federal Highway Administration. Research Study Title: Assessment of Existing Roadside Safety Hardware II Contracting Officer's Technical Representative (COTR): Charles F. McDevitt- HSR Abstract This report presents the details of the Massachusetts S3-TL4 Steel Bridge Railing mounted on curb and sidewalk and results of the test with the single unit truck: National Cooperative Highway Research Program (NCHRP) Report 350 test designation 4-12, which is the 8000-kg single-unit truck impacting the critical impact point (CIP) at 80 km/h and 15 degrees. The Massachusetts S3-TL4 Steel Bridge Railing mounted on curb and sidewalk met all requirements specified for NCHRP Report 350 test designation Key Words 18. Distribution Statement Bridge railings, crash testing, roadside safety No restriction. This document is available to the public through National Technical Information Service, 5285 Port Royal Road, Springfield, Virginia Security Classif. (of this report) 20. Security Classif. (of this page) 21. No. of Pages 22. Price Unclassified Unclassified 47 FormDOTF (8-69)
3 APPROXIMATE CONVERSIONS TO Sl UNITS APPROXIMATE CONVERSIONS FROM Sl UNITS Symbol When You Know Multiply by To Find Symbol Symbol When You Know Multiply by To Find Symbol LENGTH LENGTH in inches 25.4 millimeters mm mm millimeters inches in ft feet meters m m meters 3.28 feet ft yd yards meters m m meters 1.09 yards yd mi miles 1.61 kilometers km km kilometers miles mi AREA AREA in 2 square inches square millimeters mm' mm' square millimeters square inches in 2 ft 2 square feet square meters m' m' square meters square feet ft 2 yd' square yards square meters m' m' square meters square yards yd' ac acres hectares ha ha hectares 2.47 acres ac mi 2 square miles 2.59 square kilometers km' km' square kilometers square miles mi 2 VOLUME VOLUME... Ill... fl oz fluid ounces milliliters ml ml milliliters fluid ounces fl oz gal gallons liters L L liters gallons gal ft' cubic feet cubic meters ms ms cubic meters cubic feet ft 3 yd3 cubic yards cubic meters ms ms cubic meters cubic yards yd3 NOTE: Volumes greater than I shall be shown in m 3 MASS MASS oz ounces grams g g grams ounces oz lb pounds kilograms kg kg kilograms pounds lb T short tons megagrams Mg Mg megagrams short tons T lb) lor "metric ton") lor "t") lor "t") (or "metric ton") Ill) TEMPERATURE TEMPERATURE 'F Fahrenheit 5(F-32)/9 Celcius 'C 'C Celcius 1.8C+32 Fahrenheit 'F temperature or temperature temperature temperature (F-32)/1.8 ILLUMINATION ILLUMINATION fc foot -candles lux lx lx lux foot-candles fc fl foot-lamberts candela/m 2 cd/m 2 cd/m 2 candela/m foot-lamberts fl FORCE and PRESSURE or STRESS FORCE and PRESSURE or STRESS lbf poundforce 4.45 newtons N N newtons poundforce lbf lbf/in' poundforce per 6.89 kilopascals kpa kpa kilopascals poundforce per lbf/in' square inch square inch *SI is the symbol for the lnternattonal System of Units. Appropriate (Revised September 1993) rounding should be made to comply with Section 4 of ASTM E380.
4 TABLE OF CONTENTS I. INTRODUCTION... 1 II. STUDY APPROACH... 3 TEST ARTICLE... 3 CRASH TEST CONDITIONS... 3 EVALUATION CRITERIA... 6 CRASH TEST AND DATA ANALYSIS PROCEDURES... 7 Electronic Instrumentation and Data Processing... 7 Anthropomorphic Dummy Instrumentation... 8 Photographic Instrumentation and Data Processing... 8 Test Vehicle Propulsion and Guidance... 8 III. CRASH TEST RESULTS... 9 TEST (NCHRP Report 350 test no. 4-12)... 9 Test Description... 9 Damage to Test Installation Vehicle Damage Occupant Risk Values IV. SUMMARY OF FINDINGS AND CONCLUSIONS SUMMARY OF FINDINGS CONCLUSIONS REFERENCES iii
5 LIST OF FIGURES Figure No. Page 1 Details of the Massachusetts S3-TL4 Steel Bridge Railing mounted on curb and sidewalk Massachusetts S3-TL4 Steel Bridge Railing mounted on curb and sidewalk before test Vehicle/installation geometries for test Vehicle before test Vehicle properties for test Sequential photographs for test (overhead and frontal views) Sequential photographs for test (close-up frontal and rear views) Afterimpacttrajectoryfortest Installation after test Vehicle after test Interior of vehicle for test Summary of results for test , NCHRP Report 350 test Vehicle angular displacements for test Vehicle longitudinal accelerometer trace for test (accelerometer located at center of gravity) Vehicle lateral accelerometer traces for test (accelerometerlocated at center of gravity) Vehicle vertical accelerometer trace for test (accelerometerlocated at center of gravity) Vehicle longitudinal accelerometer trace for test (accelerometer located in front section of cab of vehicle) Vehicle lateral accelerometer traces for test (accelerometer located in front section of cab of vehicle) Vehicle longitudinal accelerometer trace for test (accelerometer located over rear axle) Vehicle lateral accelerometer traces for test (accelerometer located over rear axle) iv
6 LIST OF TABLES Table No. Page 1 Performance evaluation summary for test , NCHRP Report 350 test v
7
8 I. INTRODUCTION New roadside safety hardware is being designed and developed on a continuing basis due to specific needs or constraints of individual states. To assure that these new designs perform according to established guidelines, full-scale crash testing and evaluation are necessary. The objective of this study is to crash test and evaluate the Massachusetts S3-TL4 Steel Bridge Railing mounted on curb and sidewalk. The Federal Highway Administration (FHW A) has adopted National Cooperative Highway Research Program (NCHRP) Report 350, Recommended Procedures for the Safety Peiformance Evaluation of Highway Features, as the official guidelines for performance evaluation of roadside safety hardware.(!) NCHRP Report 350 specifies the required crash tests for longitudinal barriers, such as bridge rails, for six performance levels as well as evaluation criteria for structural adequacy, occupant risk, and post-test vehicle trajectory for each test. The Massachusetts S3-TL4 Steel Bridge Railing mounted on curb and sidewalk was evaluated according to specifications of test level four (TL-4) of NCHRP Report 350. For evaluation to TL-4, three full-scale crash tests on the length of need (LON) of the longitudinal barrier are required. These include an 820-kg passenger car impacting the critical impact point (CIP) at a nominal impact speed and angle of 100 km/h and 20 degrees, a 2000-kg pickup truck impacting the CIP at a nominal impact speed and angle of 100 km/h and 25 degrees, and an 8000-kg single-unit truck impacting the CIP at a nominal impact speed and angle of 80 km/h and 15 degrees. This report presents the details of the Massachusetts S3-TL4 Steel Bridge Railing mounted on curb and sidewalk and results of the test with the single-unit truck: NCHRP Report 350 test designation 4-12, which is the 8000-kg single-unit truck impacting the CIP at 80 krnlh and 15 degrees. The Massachusetts S3-TL4 Steel Bridge Railing mounted on curb and sidewalk met all requirements specified for NCHRP Report 350 test designation
9
10 II. STUDY APPROACH TEST ARTICLE The Massachusetts S3-TLA 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. Total height of the rail from the top of the sidewalk to the top of the upper rail element is 1069 mm. The top rail is a TS127x102x6.4. The remaining two rail elements are TS127x127x6.4 and are mounted at 380 mm and 710 mm from the top of the sidewalk to the center of the rail elements. Posts are W150x37 and are welded to 32-mm thick base plate. The posts are bolted to the sidewalk with M27 ASTM A449M anchor bolts 300 mm long. A 16 mm x 260 mm x 300 mm anchor plate was tack welded to the heads of the anchor bolts. The railing was mounted on a sidewalk with 1550 mm width on the traffic side of the railing. The curb face of the sidewalk was 200 mm in height. A 3650-mm wide unreinforced simulated deck surface was cast on natural grade on the traffic side of the sidewalk for the test installation. The sidewalk with a 760-mm overhang on the field side was cast on an existing concrete "foundation" and was anchored to the top of that foundation in the same manner that it would be anchored to a bridge beam in the field. Epoxy-coated reinforcing steel was used. The test railing installation was 23 m long. The bridge railing was terminated at each end with no guardrail or other structure installed. Post spacing was 2.0 m and vertical picket assemblies were installed on the field side of the longitudinal rail elements. Details of the Massachusetts S3-TLA Bridge Railing mounted on curb and sidewalk are shown in figure 1. The completed installation is shown in figure 2. Standard concrete compressive strength cylinders were cast. Strength tests performed at 20 days age, on May 20, 1998, resulted in an average compressive strength of the sidewalk of 37.7 MPa. CRASH TEST CONDITIONS According to NCHRP Report 350, three tests are required to evaluate longitudinal barriers to test level four (TL-4 ): NCHRP Report 350 test designation 4-10: An 820-kg passenger car impacting the critical impact point (CIP) in the length of need (LON) of the longitudinal barrier at a nominal speed and angle of 100 kmlh and 20 degrees. The purpose of this test is to evaluate the overall performance of the LON section in general, and occupant risks in particular. NCHRP Report 350 test designation 4-11: A 2000-kg pickup truck impacting the CIP in the LON of the longitudinal barrier at a nominal speed and angle of 100 kmlh and 3
11 --{'.-" -=----~ ~-~~...-,..-~... =========== ~= =::.::.::::;.. ~.. ~.. :;:.=:;:;:... ~.. :;:;:. =...,,,.,,,.,..,.,.,,.,.,,.,,., "'"-"'-"' ~"' ' ''''~"' ~ co ~o '"-'''" '' ' '..,._ c:c ~ cc ~- ~I ~~~~~~~1550--~~~~~~- (Sidewalk Width) ~~-23,000~~~~~~~~~~~~~~~-j ITl ===-l=.. =cc==j UNREINFORCED CONCRETE SI.AB ~ ~ ~L] EXISTING FOUNDATION ~ v 38 x thk. x 985 long PICKETS 25 MIN. 1 (TYP.) L76x51x6.4 DETAIL 11 j(typ.)], DETAIL B EFFECTIVE JOIN1 WIDTH + 15 AT BRIDGE EXPANSION JOINT I O'C AT TYPICAL RAIL SPLICES) 50 CL. 4' 700 (SPLICE TUBE) W150x37 (NP.) NOTES: 1. FOR DETAILS NOT SHOWN, SEE MASS. STANDARD DRAWING DATED JUNE 27, MIN. COMPRESSIVE STRENGTH OF CONCRETE SHALL BE 5000 PSI. 3. MAX. SIZE OF AGGREGATE SHALL BE 19mm. 4 MIN. YIELD STRENGTH OF REINFORCEMENT SHALL BE 60KSI POST (f. The Texas A&M University System BRIDGI!'AILING ELEVATION (FIELD SIDE) '""'''"" I I TEXAS TRANSPORTATION INSTITUTE Dolo '' COLLEGE STATION, TEXAS Scele Figure 1. Details of the Massachusetts S3-TL4 Steel Bridge Railing mounted on curb and sidewalk.
12 VI Figure 2. Massachusetts S3-TL4 Steel Bridge Railing mounted on curb and sidewalk before test
13 25 degrees. The test is intended to evaluate the strength of section in containing and redirecting the pickup truck. NCHRP Report 350 test designation 4-12: An 8000-kg single-unit truck impacting the CIP in the LON of the longitudinal barrier at a nominal speed and angle of 80 kmlh and 15 degrees. The test is intended to evaluate the strength of the section in containing and redirecting the heavy truck. The test reported herein (test ) corresponds to NCHRP Report 350 test designation The CIP for this test was determined using information contained in Section 3.4 and table 3.12 ofnchrp Report 350 and accordingly was 1.5 m upstream of post 6 of the Massachusetts S3-TL4 Steel Bridge Railing. EVALUATION CRITERIA The crash test performed was evaluated in accordance with the criteria presented in NCHRP Report 350. As stated in NCHRP Report 350, "Safety performance of a highway appurtenance cannot be measured directly but can be judged on the basis of three factors: structural adequacy, occupant risk, and vehicle trajectory after collision." Accordingly, the following safety evaluation criteria from table 5.1 ofnchrp Report 350 were used to evaluate the crash test reported herein: Structural Adequacy A. Test article should contain and redirect the vehicle; the vehicle should not penetrate, underride, or override the installation although controlled lateral deflection of the test article is acceptable. Occupant Risk D. Detached elements, fragments or other debris from the test article should not penetrate or show potential for penetrating the occupant compartment, or present an undue hazard to other traffic, pedestrians, or personnel in a work zone. Deformation of, or intrusions into, the occupant compartment that could cause serious injuries should not be permitted. G. It is preferable, although not essential, that the vehicle should remain upright during and after collision. Vehicle Trajectory K. After collision it is preferable that the vehicle's trajectory not intrude into adjacent traffic lanes. 6
14 M. The exit angle from the test article preferably should be less than 60 percent of the test impact angle, measured at time of vehicle loss of contact with the test device. CRASH TEST AND DATA ANALYSIS PROCEDURES The crash test and data analysis procedures were in accordance with guidelines presented in NCHRP Report 350. Brief descriptions of these procedures are presented as follows. Electronic Instrumentation and Data Processing The test vehicle was instrumented with three solid-state angular rate transducers to measure roll, pitch and yaw rates; a triaxial accelerometer near the vehicle center-of-gravity to measure longitudinal, lateral, and vertical acceleration levels, and a back-up biaxial accelerometer in the rear of the vehicle to measure longitudinal and lateral acceleration levels. The accelerometers were strain-gauge type with a linear millivolt output proportional to acceleration. The electronic signals from the accelerometers and transducers were transmitted to a base station by means of constant bandwidth FMIFM telemetry link for recording on magnetic tape and for display on a real-time strip chart. Calibration signals were recorded before and after the test, and an accurate time reference signal was simultaneously recorded with the data. Pressuresensitive switches on the bumper of the impacting vehicle were actuated just prior to impact by wooden dowels to indicate the elapsed time over a known distance to provide a measurement of impact velocity. The initial contact also produced an "event" mark on the data record to establish the exact instant of contact with the installation. The multiplex of data channels, transmitted on one radio frequency, was received at the data acquisition station, and demultiplexed into separate tracks of Inter-Range Instrumentation Group (I.R.I.G.) tape recorders. Mter the test, the data were played back from the tape machines, filtered with ansae 1211 filter, and digitized using a microcomputer, for analysis and evaluation of impact performance. The digitized data were then processed using two computer programs: DIGITIZE and PLOT ANGLE. Brief descriptions on the functions of these two computer programs are provided as follows. The DIGITIZE program uses digitized data from vehicle-mounted linear accelerometers to compute occupant/compartment impact velocities, time of occupant/compartment impact after vehicle impact, and the highest 10-ms average ridedown acceleration. The DIGITIZE program also calculates a vehicle impact velocity and the change in vehicle velocity at the end of a given impulse period. In addition, maximum average accelerations over 50-ms intervals in each of the three directions are computed. For reporting purposes, the data from the vehicle-mounted accelerometers were then filtered with a 60-Hz digital filter and acceleration versus time curves 7
15 for the longitudinal, lateral, and vertical directions were plotted using a commercially available software package (Excel 7). The PLOT ANGLE program used the digitized data from the yaw, pitch, and roll rate transducers to compute angular displacement in degrees at s intervals and then instructs a plotter to draw a reproducible plot: yaw, pitch, and roll versus time. These displacements are in reference to the vehicle-fixed coordinate system with the initial position and orientation of the vehicle-fixed coordinate system being that which existed at initial impact. Anthropomorphic Dummy Instrumentation The use of a dummy in an 8000S vehicle is optional. No dummy was used in this test with the 8000S vehicle. Photographic Instrumentation and Data Processing Photographic coverage of the test included three high-speed cameras: one overhead with a field of view perpendicular to the ground and directly over the impact point; one placed behind the installation at an angle; and a third placed to have a field of view parallel to and aligned with the installation at the downstream end. A flash bulb activated by pressure sensitive tape switches was positioned on the impacting vehicle to indicate the instant of contact with the installation and was visible from each camera. The films from these high-speed cameras were analyzed on a computer-linked Motion Analyzer to observe phenomena occurring during the collision and to obtain time-event, displacement and angular data. A 16-mm movie cine, a Betacam, a VHSformat video camera and recorder, and still cameras were used to record and document conditions of the test vehicle and installation before and after the test. Test Vehicle Propulsion and Guidance The test vehicle was towed into the test installation using a steel cable guidance and reverse tow system. A steel cable for guiding the test vehicle was tensioned along the path, anchored at each end, and threaded through an attachment to the front wheel of the test vehicle. An additional steel cable was connected to the test vehicle, passed around a pulley near the impact point, through a pulley on the tow vehicle, and then anchored to the ground such that the tow vehicle moved away from the test site. A 2 to 1 speed ratio between the test and tow vehicle existed with this system. Just prior to impact with the installation, the test vehicle was released to be free-wheeling and unrestrained. The vehicle remained free-wheeling, i.e., no steering or braking inputs, until the vehicle cleared the immediate area of the test site, at which time brakes on the vehicle were activated to bring it to a safe and controlled stop. 8
16 III. CRASH TEST RESULTS TEST (NCHRP Report 350 test no. 4-12) A 1979 Chevrolet C70 single-unit truck, shown in figures 3 and 4, was used for the crash test. Test inertia weight of the vehicle was 8000 kg, and its gross static weight was 8000 kg. The height to the lower edge of the vehicle bumper was 550 mm and it was 870 mm to the upper edge of the bumper. Additional dimensions and information on the vehicle are given in figure 5. The vehicle was directed into the installation using the cable reverse tow and guidance system, and was released to be free-wheeling and unrestrained just prior to impact. The test was performed on the morning of June 19, A total of 5 mm of rainfall fell eight days prior to the test. No other rainfall of significance occurred during the ten days prior to the test. Weather conditions the day of the test were as follows: Wind Speed: 19 kmlh; Wind direction: 15 degrees with respect to the vehicle (vehicle traveling southerly); Temperature: 33 oc; Relative Humidity: 55 percent. Test Description The vehicle, traveling at 79.6 kmlh, impacted the curb of the Massachusetts S3-TL4 Bridge Rail installation 2.18 m from the end at an impact angle of 15.1 degrees. Shortly after impact with the curb the right front tire turned slightly to the left and then began to climb up the curb. At s the wheels turned to the right (toward the bridge rail) and then straightened. By s the right front wheel reached the top of the sidewalk. At s the right rear wheel contacted the curb. The right front corner of the bumper contacted the center rail element of the bridge rail at s. Speed of the vehicle was 77.0 kmlh and the impact angle was 16.0 degrees. The right front quarter panel contacted the upper rail element at sand the right front tire contacted the lower element at s. Redirection of the vehicle occurred at s. The lower front right corner of the box reached the top of the top rail element at s. At s the right rear tire contacted the lower rail element and the vehicle was traveling parallel with the rail at a speed of 73.6 kmlh. The box of the vehicle continued to ride on top the rail element and lost contact between post 9 and 10. The vehicle continued to the end of the rail traveling at an exit angle of less than 5 degrees. Brakes on the vehicle were applied at 2.5 s after impact with the curb. The vehicle subsequently came to rest m down and 5.3 m behind the bridge rail. Sequential photographs of the collision period can be found in figures 6 and 7. 9
17 Figure 3. Vehicle/installation geometries for test
18 Figure 4. Vehicle before test
19 -~ _9~LiL~--~-~--... C.b.e.v.r.o.Le.-1...l......!... 22~ B.D.O... : ~ : :Z.O_~~ _: P.. =~ / '-' c:::-:,- -,,.._,_,.._; \... ~---!.,! = :;, Figure 5. Vehicle properties for test
20 0.000 s s s s Figure 6. Sequential photographs for test (overhead and frontal views). 13
21 0.537 s s s s Figure 6. Sequential photographs for test (overhead and frontal views) (continued). 14
22 0.000 s s s s Figure 7. Sequential photographs for test (close-up frontal and rear views). 15
23 0.537 s s s s Figure 7. Sequential photographs for test (close-up frontal and rear views) (continued). 16
24 Damage to Test Installation Damage to the Massachusetts S3-TIA Bridge Railing mounted on curb and sidewalk is shown in figures 8 and 9. Tire marks and scrapes were on the three rail elements and the lower two elements were pushed downward 15 mm. Cracks on the top surface of the deck/sidewalk extended from the front bolts on post 6 and radiated rearward on the impact side for 220 mm to the edge of the deck/sidewalk and 590 mm on the opposite side to the rear edge of the deck/sidewalk. A crack from the center bolt on the impact side of post 6 radiated 350 mm to the edge of the deck/sidewalk and continued 300 mm down the field side face of the deck/sidewalk. Maximum deformation after the test was 10 mm to the middle rail element. Length of contact with the bridge rail was 8.6 m. Vehicle Damage The vehicle sustained minor damages on the front right and right side as shown in figure 10. Structural damage was received by the front springs, U-bolts, shocks and front axle. Damage was also received by the bumper, right front quarter panel, right rear outside tire and right front lug bolts. The fuel tank and straps were deformed. Maximum exterior crush to the vehicle was 114 mm and no deformation or intrusion into the occupant compartment occurred. The interior of the vehicle is shown in figure 11. Occupant Risk Values Occupant risk values are not required for this test, however, the values were computed and are reported for information only. In the longitudinal direction, the occupant impact velocity was 2.0 m/s at s, the highest s occupant ridedown acceleration was -1.9 g's from to s, and the maximum s average acceleration -1.5 g's between and s. In the lateral direction, the occupant impact velocity was 2.6 m/s at s, the highest s occupant ridedown acceleration was -9.7 g's from to s, and the maximum s average was -4.4 g's between and s. These data and other pertinent information from the test are summarized in figure 12. Vehicle angular displacements are displayed in figure 13. Vehicular accelerations versus time traces are presented in figures 14 through
25 Figure 8. After impact trajectory for test
26 Figure 9. Installation after test
27 Figure 10. Vehicle after test
28 Before test After test Figure 11. Interior of vehicle for test
29 ~.m:~~~?j.:?x::t::;\%i:;;;;:)~~-::i:::~).~. "ii~;&""~:.:.'~fi-s,~~,,.v..,,.,... :;~}~),.,~.,.,.,.,;,; I ==;::t-t~w.e~~.. <t~~~\~ ;.:~}~~: ;,:;_::~:tj~~~; ~~;,.~«<~..;J~.: s s 03.6 rn I r ~: ifi~~~:~-~~ I 1-Bi ~m ~ '"'")~! ==I. I \ ~-]~~~~-~~ N N General Information Test Agency Texas Transportation Institute Test No Date /19/98 Test Article Type Bridge Rail Name Mass. S3-TL4 on curb/sidewalk Installation Length (m) Material or Key Elements.. Tubular Steel Rail Elements on Steel Wide Flange Posts on Sidewalk Soil Type and Condition..... Concrete Bridge Deck, Dry Test Vehicle Type Production Designation S Model Chevrolet C70 single-unit truck Mass (kg) Curb Test Inertial Dummy No dummy Gross Static Impact Conditions Speed (km/h) Angle (deg) Exit Conditions Speed (km/h)... N/A Angle (deg) Approx. 5 Occupant Risk Values Impact Velocity (m/s) x-direction y-direction THIV (km/h) Ridedown Accelerations (g's) x-direction y-direction PHD (g's) ASI Max s Average (g's) x-direction y-direction z-direction Test Article Deflections (m) Dynamic nil Permanent Vehicle Damage Exterior VDS... N/A CDC... N/A Maximum Exterior Vehicle Crush (mm) Interior OCDI FSOOOOOOO Max. Occ. Compart. Deformation (mm) Post-Impact Behavior (during 1.0 s after impact) Max. Yaw Angle (deg) Max. Pitch Angle (deg) Max. Roll Angle (deg) Figure 12. Summary of results for test , NCHRP Report 350 test 4-12.
30 Crash Test Vehicle Mounted Rate Transducers ~ N (.;,) -en Q) "C -.. r::: Q) E Q) 0 co c. II) ~.--, '--. /. \ ;r':\ -J. '. ' "\ I, - -c-' ". 'A:./"-. /, ~ -,.. ' I \"'!.'(.., r,. /l>r./--'~ '. Y ~,..... "/"- ; 1. \. _...-' 2 o-<' \~ I 4 \/ '-,_ ' --"-". --,.~, ':... " ~ ~ A.....,., I ~".!/ ' ~ 1 ' \, - /..,,/ \ \ I I I \ \ I ' ' I ' \ ' /. ' \ \./ \ '~/ - \ \ -\. \ \ \ \' \ \ -'\ ' ' ' \ ' ' \,- \ \ ' \ -,-.\\ \., Pitch Axes are vehicle-fixed. Sequence for determining orientation is: 1. Yaw 2. Pitch 3. Roll Roll I <'!< --~.J?f~O\..\.. -~ ~ '-:?-;;...:.'!:.1?11( "7i)l~<Q!h" -, ---" " CO. N.rZ I... rai ' ' ' -\,- \ \ ' ' ' :..- ''\ ', ' / _,_ ' /' -_./-' ' '..... Yaw -14-L ~ Time after impact (s) Figure 13. Vehicle angular displacements for test
31 [ 60 Hz Filter I Crash Test Accelerometer at center of gravity N..p. en ~ t J\ ll c: 0 -:;:; IU Ill Gi CJ CJ IU ov~vvvvv -4-6 iii c: 'C -8 :I - c;, c: I /\1. ~ -~-. AflA~~-- f.."l"ft-.-- "j_j - "J\J~~ AA A A ~r rvv VV"[v-~v ~-~ ~v-vv ~vv Test Article: Massachusetts S3-TL4 Steel Bridge Rail on curb/sidewalk Test Vehicle: 1988 Chevrolet C70 single-unit truck Test Inertial Weight: 8000 kg Gross Static Weight: 8000 kg Impact Speed: 49.5 krnlh Impact Angle: 14.9 degrees at CIP ' Time after impact (s) Figure 14. Vehicle longitudinal accelerometer trace for test (accelerometer located at center of gravity).
32 Ui' 0 :9 c::.!2 1ii Gl a; (.) N (.) -6 VI 111 ca Gl ' -10 I Elcl Hz Filter I Crash Test Accelerometer at center of gravity Test Article: Massachusetts S3-TL4 Steel Bridge Rail on curb/sidewalk _, Test Vehicle: 1988 Chevrolet C70 single-unit truck Test Inertial Weight: 8000 kg Gross Static Weight: 8000 kg Impact Speed: 49.5 kmlh - Impact Angle: 14.9 degrees at CIP Time after impact (s) Figure 15. Vehicle lateral accelerometer traces for test (accelerometer located at center of gravity).
33 10 [6oH~I -~~~- Crash Test Accelerometer at center of gravity N 0'1 'iii' s 0 c -2 0 ; ftl... -4!! Cll (,) (,) ftl iii (,) -6-8 t: Cll > Test Article: Massachusetts S3-TL4 Steel Bridge Rail on curb/sidewalk Test Vehicle: 1988 Chevrolet C70 single-unit truck Test Inertial Weight: 8000 kg Gross Static Weight: 8000 kg Impact Speed: 49.5 km/h Impact Angle: 14.9 degrees at CIP Time after impact (s) Figure 16. Vehicle vertical accelerometer trace for test (accelerometer located at center of gravity).
34 20 I 60UH-; Filter I Crash Test Accelerometer in front section of cab of vehicle Iii' 8 ~ c 6 0 ; 4.. Ill Gl 2 G.i u u 0 Ill tv 'iii ) c :c -4 :2 Cl -6 c 0.J Test Article: Massachusetts S3-TL4 Steel Bridge Rail on curb/sidewalk Test Vehicle: 1988 Chevrolet C70 single-unit truck Test Inertial Weight: 8000 kg Gross Static Weight: 8000 kg Impact Speed: 49.5 km/h Impact Angle: 14.9 degrees at CIP Time after impact (s) Figure 17. Vehicle longitudinal accelerometer trace for test (accelerometer located in front section of cab of vehicle).
35 20 r 66 H~Fi~~r I Crash Test Accelerometer in front section of cab of vehicle U) 6 :9 c 4 0 :;:; I'll... 2 Cll Gi 0 N u I'll iii Cll I'll -6..J -8 Test Article: Massachusetts S3-TL4 Steel Bridge Rail on curb/sidewalk _, Test Vehicle: 1988 Chevrolet C70 single-unit truck Test Inertial Weight: 8000 kg Gross Static Weight: 8000 kg Impact Speed: 49.5 km/h Impact Angle: 14.9 degrees at CIP Time after impact (s) Figure 18. Vehicle lateral accelerometer traces for test (accelerometer located in front section of cab of vehicle).
36 'iii' 8 :9 c 6 0 ':;:::; 4 Ill... G) 2 Gi u Ill 0 N \0 iii c -2 =c -4 :I - a, -6 c 0.J I 60 H~ FUte~ I Crash Test Accelerometer over rear axle.~ J.~. ~ Test Article: Massachusetts S3-TL4 Steel Bridge Rail on curb/sidewalk Test Vehicle: 1988 Chevrolet C70 single-unit truck Test Inertial Weight: 8000 kg Gross Static Weight: 8000 kg Impact Speed: 49.5 km/h Impact Angle: 14.9 degrees at CIP,_,,6,1,. = ---"-m. I "' "'""'-' ~ Time after impact (s) Figure 19. Vehicle longitudinal accelerometer trace for test (accelerometer located over rear axle).
37 w 0 Iii' s c: 0... ~ Q) 8 g iii...! Ill...I ~~ I I ~.. ~l~~---~--_!.~~~~~~; 1-6o H~yrner] Crash Test Accelerometer over rear axle r----c::::::==r:~- Test Article: Massachusetts S3-TL4 Steel Bridge Rail on curb/sidewalk _, Test Vehicle: 1988 Chevrolet C70 single-unit truck Test Inertial Weight: 8000 kg - Gross Static Weight: 8000 kg _, Impact Speed: 49.5 km/h Impact Angle: 14.9 degrees at CIP v '-j~ _L, Time after impact (s) Figure 20. Vehicle lateral accelerometer traces for test (accelerometer located over rear axle).
38 IV. SUMMARY OF FINDINGS AND CONCLUSIONS SUMMARY OF FINDINGS The Massachusetts S3-TL4 Steel Bridge Railing contained and redirected the vehicle. The vehicle did not penetrate, underride, or override the bridge railing. No detached elements, fragments, or other debris were present to penetrate nor to show potential for penetrating the occupant compartment, nor to present undue hazard to others in the area. No deformation or intrusion of the occupant compartment occurred. The vehicle remained upright during and after the collision period. No intrusion into adjacent traffic lanes occurred. Exit angle at loss of contact was not attainable but was estimated to be less than 5 degrees. CONCLUSIONS The Massachusetts S3-TL4 Steel Bridge Railing mounted on curb and sidewalk met all criteria specified for NCHRP Report 350 test designation
39 w N I Table 1. Performance evaluation summary for test , NCHRP Report 350 test TestA. T T I T ~ NCHRP Report 350 Evaluation Criteria I Test Results Structural Adequacy A. Test article should contain and redirect the vehicle; the The Massachusetts S3-TL4 Steel Bridge Railing vehicle should not penetrate, underride, or override the contained and redirected the vehicle. The vehicle did installation although controlled lateral deflection of the test not penetrate, underride, or override the bridge railing. article is acceptable. Occupant Risk D. Detached elements, fragments or other debris from the test No detached elements, fragments, or other debris were article should not penetrate or show potential for present to penetrate nor to show potential for penetrating the occupant compartment, or present an undue penetrating the occupant compartment, nor to present hazard to other traffic, pedestrians, or personnel in a work undue hazard to others in the area. No deformation or zone. Deformations of, or intrusions into, the occupant intrusion of the occupant compartment occurred. compartment that could cause serious injuries should not be permitted. G. It is preferable, although not essential, that the vehicle The vehicle remained upright during and after the remain upright during and after the collision. collision period. Vehicle Trajectory K. After collision, it is preferable that the vehicle's trajectory No intrusion into adjacent traffic lanes occurred. not intrude into adjacent traffic lanes. M. The exit angle frolll the test article preferably should be less Exit angle at loss of contact was not attainable but was than 60 percent of test impact angle, measured at time of estimated to be less than 5 degrees. vehicle loss of con~act with test device. * Criterion preferable, not required. I Assessment I Pass Pass Pass* Pass* Pass*
40 REFERENCES 1. J.D. Michie, "Recommended Procedures for the Safety Performance Evaluation of Highway Appurtenances," NCHRP Report 230, Transportation Research Board, Washington, D.C., H. E. Ross, Jr., D. L. Sicking, R. A. Zimmer, and J.D. Michie, "Recommended Procedures for the Safety Performance Evaluation of Highway Features," NCHRP Report 350, Transportation Research Board, Washington, D.C.,
NCHRP Report 350 Test 4-12 of the Modified Thrie Beam Guardrail
NCHRP Report 350 Test 4-12 of the Modified Thrie Beam Guardrail PUBLICATION NO. FHWA-RD-99-065 DECEMBER 1999 Research, Development, and Technology Turner-Fairbank Highway Research Center 6300 Georgetown
More informationTEXAS TRANSPORTATION INSTITUTE THE TEXAS A & M UNIVERSITY SYSTEM COLLEGE STATION, TEXAS 77843
NCHRP REPORT 350 ASSESSMENT OF EXISTING ROADSIDE SAFETY HARDWARE by C. Eugene Buth, P.E. Senior Research Engineer Wanda L. Menges Associate Research Specialist and Sandra K. Schoeneman Research Associate
More informationTEXAS TRANSPORTATION INSTITUTE THE TEXAS A & M UNIVERSITY SYSTEM COLLEGE STATION, TEXAS 77843
NCHRP REPORT 350 TEST 3-11 OF THE STEEL-BACKED TIMBER GUARDRAIL by D. Lance Bullard, Jr., P.E. Associate Research Engineer Wanda L. Menges Associate Research Specialist and Sandra K. Schoeneman Research
More informationTEXAS TRANSPORTATION INSTITUTE THE TEXAS A & M UNIVERSITY SYSTEM COLLEGE STATION, TEXAS
NCHRP REPORT 350 TEST 4-21 OF THE ALASKA MULTI-STATE BRIDGE RAIL THRIE-BEAM TRANSITION by C. Eugene Buth Senior Research Engineer William F. Williams Assistant Research Engineer Wanda L. Menges Associate
More informationGUARDRAIL TESTING MODIFIED ECCENTRIC LOADER TERMINAL (MELT) AT NCHRP 350 TL-2. Dean C. Alberson, Wanda L. Menges, and Rebecca R.
GUARDRAIL TESTING MODIFIED ECCENTRIC LOADER TERMINAL (MELT) AT NCHRP 350 TL-2 Dean C. Alberson, Wanda L. Menges, and Rebecca R. Haug Prepared for The New England Transportation Consortium July 2002 NETCR
More informationTEXAS TRANSPORTATION INSTITUTE THE TEXAS A & M UNIVERSITY SYSTEM COLLEGE STATION, TEXAS 77843
NCHRP REPORT 350 TEST 3-11 OF THE NEW YORK DOT PORTABLE CONCRETE BARRIER WITH I-BEAM CONNECTION (RETEST) by Roger P. Bligh, P.E. Assistant Research Engineer Wanda L. Menges Associate Research Specialist
More informationForm DOT F (8-72) Texas Transportation Institute The Texas A&M University System College Station, Texas
1. Report No. FHWA/TX-02/4162-1 Technical Report Documentation Page 2. Government Accession No. 3. Recipient's Catalog No. 4. Title and Subtitle EVALUATION OF TEXAS GRID-SLOT PORTABLE CONCRETE BARRIER
More informationTexas Transportation Institute The Texas A&M University System College Station, Texas
1. Report No. FHWA/TX-05/9-8132-P7 4. Title and Subtitle TL-4 CRASH TESTING OF THE F411 BRIDGE RAIL 2. Government Accession No. 3. Recipient's Catalog No. 5. Report Date October 2004 Technical Report Documentation
More informationMASH08 TEST 3-11 OF THE ROCKINGHAM PRECAST CONCRETE BARRIER
Proving Ground Report No. 400001-RPC4 Report Date: July 2009 MASH08 TEST 3-11 OF THE ROCKINGHAM PRECAST CONCRETE BARRIER by C. Eugene Buth, P.E. Research Engineer William F. Williams, P.E. Assistant Research
More informationNCHRP Report 350 Crash Testing and Evaluation of the S-Square Mailbox System
TTI: 0-5210 NCHRP Report 350 Crash Testing and Evaluation of the S-Square Mailbox System ISO 17025 Laboratory Testing Certificate # 2821.01 Crash testing performed at: TTI Proving Ground 3100 SH 47, Building
More informationCRASH TEST AND EVALUATION OF 3-FT MOUNTING HEIGHT SIGN SUPPORT SYSTEM
TTI: 9-1002-15 CRASH TEST AND EVALUATION OF 3-FT MOUNTING HEIGHT SIGN SUPPORT SYSTEM ISO 17025 Laboratory Testing Certificate # 2821.01 Crash testing performed at: TTI Proving Ground 3100 SH 47, Building
More informationMASH Test 3-11 on the T131RC Bridge Rail
TTI: 9-1002-12 MASH Test 3-11 on the T131RC Bridge Rail ISO 17025 Laboratory Testing Certificate # 2821.01 Crash testing performed at: TTI Proving Ground 3100 SH 47, Building 7091 Bryan, TX 77807 Test
More informationSTI Project: Barrier Systems, Inc. RTS-QMB Longitudinal Barrier. Page 38 of 40 QBOR1. Appendix F (Continued) Figure F-3
Barrier Systems, Inc. RTS-QMB Longitudinal Barrier STI Project: QBOR1 Page 38 of 40 Appendix F (Continued) Figure F-3 t=.500sec 115 meters overall 37.1 Impact Severity (kj).. 141.6 Angle (deg).. 25 Speed
More informationTEXAS TRANSPORTATION INSTITUTE THE TEXAS A & M UNIVERSITY SYSTEM COLLEGE STATION, TEXAS
TEXAS TRANSPORTATION INSTITUTE Test Level 2 Evaluation of the RENCO Ren-Gard 815 Truck Mounted Attenuator by C. Eugene Buth Senior Research Engineer and Wanda L. Menges Associate Research Specialist Contract
More informationFebruary 8, In Reply Refer To: HSSD/CC-104
February 8, 2008 200 New Jersey Avenue, SE. Washington, DC 20590 In Reply Refer To: HSSD/CC-04 Barry D. Stephens, P.E. Sr. Vice President Engineering Energy Absorption Systems, Inc. 367 Cincinnati Avenue
More informationTexas Transportation Institute The Texas A&M University System College Station, Texas
1. Report No. FHWA/TX-04/9-8132-1 4. Title and Subtitle TESTING AND EVALUATION OF THE FLORIDA JERSEY SAFETY SHAPED BRIDGE RAIL 2. Government Accession No. 3. Recipient's Catalog No. 5. Report Date February
More informationA MASH Compliant W-Beam Median Guardrail System
0 0 0 0 0 A MASH Compliant W-Beam Median Guardrail System By A. Y. Abu-Odeh, R. P. Bligh, W. Odell, A. Meza, and W. L. Menges Submitted: July 0, 0 Word Count:, + ( figures + tables=,000) =, words Authors:
More informationMASH TEST 3-11 OF THE TxDOT T222 BRIDGE RAIL
TTI: 9-1002-12 MASH TEST 3-11 OF THE TxDOT T222 BRIDGE RAIL ISO 17025 Laboratory Testing Certificate # 2821.01 Crash testing performed at: TTI Proving Ground 3100 SH 47, Building 7091 Bryan, TX 77807 Test
More informationTexas Transportation Institute The Texas A&M University System College Station, Texas
2. Government Accession No. 3. Recipient's Catalog No. 1. Report No. FHWA/TX-03/0-4138-3 4. Title and Subtitle PERFORMANCE OF THE TXDOT T202 (MOD) BRIDGE RAIL REINFORCED WITH FIBER REINFORCED POLYMER BARS
More informationTransportation Institute
.JIIIIIII"" Texas Transportation Institute SUMMARY OF TESTING ON 'l'he RENCO TRUCK MOUNTED ATTENUATOR by Wanda L. Menges Associate Research Specialist C. Eugene Buth, P.E. Senior Research Engineer and
More informationMASH TEST 3-37 OF THE TxDOT 31-INCH W-BEAM DOWNSTREAM ANCHOR TERMINAL
TTI: 9-1002 MASH TEST 3-37 OF THE TxDOT 31-INCH W-BEAM DOWNSTREAM ANCHOR TERMINAL ISO 17025 Laboratory Testing Certificate # 2821.01 Crash testing performed at: TTI Proving Ground 3100 SH 47, Building
More informationTexas Transportation Institute The Texas A&M University System College Station, Texas
1. Report No. FHWA/TX-07/0-5527-1 4. Title and Subtitle DEVELOPMENT OF A LOW-PROFILE TO F-SHAPE TRANSITION BARRIER SEGMENT 2. Government Accession No. 3. Recipient's Catalog No. Technical Report Documentation
More informationVULCAN BARRIER TL-3 GENERAL SPECIFICATIONS
VULCAN BARRIER TL-3 GENERAL SPECIFICATIONS I. GENERAL A. The VULCAN BARRIER TL-3 (VULCAN TL-3) shall be a highly portable and crashworthy longitudinal barrier especially suited for use as a temporary barrier
More informationMASH TEST 3-11 OF THE TxDOT SINGLE SLOPE BRIDGE RAIL (TYPE SSTR) ON PAN-FORMED BRIDGE DECK
TTI: 9-1002 MASH TEST 3-11 OF THE TxDOT SINGLE SLOPE BRIDGE RAIL (TYPE SSTR) ON PAN-FORMED BRIDGE DECK ISO 17025 Laboratory Testing Certificate # 2821.01 Crash testing performed at: TTI Proving Ground
More informationVERIFICATION & VALIDATION REPORT of MGS Barrier Impact with 1100C Vehicle Using Toyota Yaris Coarse FE Model
VERIFICATION & VALIDATION REPORT of MGS Barrier Impact with 1100C Vehicle Using Toyota Yaris Coarse FE Model CCSA VALIDATION/VERIFICATION REPORT Page 1 of 4 Project: CCSA Longitudinal Barriers on Curved,
More informationVirginia Department of Transportation
TEST REPORT FOR: Virginia Department of Transportation SKT SP 350 50 (15.24 m) System PREPARED FOR: Virginia Department of Transportation 1401 E. Broad St. Richmond, VA 23219 TEST REPORT NUMBER: REPORT
More informationEvaluation and Design of ODOT s Type 5 Guardrail with Tubular Backup
Evaluation and Design of ODOT s Type 5 Guardrail with Tubular Backup Draft Final Report Chuck A. Plaxico, Ph.D. James C. Kennedy, Jr., Ph.D. Charles R. Miele, P.E. for the Ohio Department of Transportation
More informationVULCAN BARRIER TL-3 GENERAL SPECIFICATIONS
VULCAN BARRIER TL-3 GENERAL SPECIFICATIONS I. GENERAL A. The VULCAN BARRIER TL-3 (VULCAN TL-3) shall be a highly portable and crashworthy longitudinal barrier especially suited for use as a temporary barrier
More informationJuly 10, Refer to: HSA-10/CC-78A
July 10, 2003 Refer to: HSA-10/CC-78A Barry D. Stephens, P.E. Senior Vice President of Engineering ENERGY ABSORPTION Systems, Inc. 3617 Cincinnati Avenue Rocklin, California 95765 Dear Mr. Stephens: Your
More information14. Sponsoring Agency Code McLean, Virginia
TECHNICAL REPORT DOCUMENTATION PAGE I. Report No. 2. Government Accession No. FHWA-RD-93-069 4. Title and Subtitle TESTING OF NEW BRIDGE RAIL AND TRANSITION DESIGNS Volume XII: Appendix K Oregon Transition
More informationManual for Assessing Safety Hardware
American Association of State Highway and Transportation Officials Manual for Assessing Safety Hardware 2009 vii PREFACE Effective traffic barrier systems, end treatments, crash cushions, breakaway devices,
More informationFAAC International, Inc.
TEST REPORT FOR: FAAC International, Inc. J 355 HA M30 (K4) Bollard TESTED TO: ASTM F 2656-07 Standard Test Method for Vehicle Crash Testing of Perimeter Barriers Test M30 PREPARED FOR: FAAC International,
More informationMASH TEST 3-10 ON 31-INCH W-BEAM GUARDRAIL WITH STANDARD OFFSET BLOCKS
TTI: 9-1002 MASH TEST 3-10 ON 31-INCH W-BEAM GUARDRAIL WITH STANDARD OFFSET BLOCKS ISO 17025 Laboratory Testing Certificate # 2821.01 Crash testing performed at: TTI Proving Ground 3100 SH 47, Building
More informationUniversal TAU-IIR Redirective, Non-Gating, Crash Cushion
TB 110927 Rev. 0 Page 1 of 5 Product Specification Universal TAU-IIR Redirective, Non-Gating, Crash Cushion I. General The Universal TAU-IIR system is a Redirective, Non-Gating Crash Cushion in accordance
More informationEvaluation of the Sequential Dynamic Curve Warning System Summary of Full Report Publication No. FHWA-15-CAI-012-A November 2015
Evaluation of the Sequential Dynamic Curve Warning System Summary of Full Report Publication No. FHWA-15-CAI-012-A November 2015 Source: ISU/TTI Notice This document is disseminated under the sponsorship
More informationOffice of Safety & Traffic Operations R&D Federal Highway Administration August September Georgetown Pike
TECHNICAL REPORT DOCUMENTATION PAGE I. Report No. 2. Government Accession No. FHWA-RD-93-067 4. Title and Subtitle TESTING OF NEW BRIDGE RAIL AND TRANSITION DESIGNS Volume X: Appendix I 42-in (1.07-m)
More informationTechnical Report Documentation Page Form DOT F (8-72) Reproduction of completed page authorized
1. Report No. FHWA/TX-05/0-4162-3 4. Title and Subtitle 2. Government Accession No. 3. Recipient's Catalog No. DEVELOPMENT OF LOW-DEFLECTION PRECAST CONCRETE ARRIER 5. Report Date January 2005 Technical
More informationDevelopment of Combination Pedestrian-Traffic Bridge Railings
TRANSPORTATION RESEARCH RECORD 1468 41 Development of Combination Pedestrian-Traffic Bridge Railings D. LANCE BULLARD, JR., WANDA L. MENGES, AND C. EUGENE BUTH Two bridge railing designs have been developed
More informationCRASH TEST AND EVALUATION OF TEMPORARY WOOD SIGN SUPPORT SYSTEM FOR LARGE GUIDE SIGNS
TTI: 9-1002-15 CRASH TEST AND EVALUATION OF TEMPORARY WOOD SIGN SUPPORT SYSTEM FOR LARGE GUIDE SIGNS ISO 17025 Laboratory Testing Certificate # 2821.01 Crash testing performed at: TTI Proving Ground 3100
More informationI I TEXAS TRANSPORTATION INSTITUTE THE TEXAS A & M UNIVERSITY SYSTEM COLLEGE STATION, TEXAS
TEXAS TRANSPORTATON NSTTUTE Testing and Evaluation of the Vermont W-Beam Guardrail Terminal for Low Speed Areas by Althea G. Arnold Assistant Research Engineer Wanda L. Menges Associate Research Specialist
More informationProduct Specification. ABSORB 350 TM TL-2 Non-Redirective, Gating, Crash Cushion Applied to Quickchange Moveable Barrier
TB 000612 Rev. 0 Page 1 of 9 Product Specification ABSORB 350 TM TL-2 Non-Redirective, Gating, Crash Cushion Applied to Quickchange Moveable Barrier I. General The ABSORB 350 TM TL-2 System is a Non-Redirective,
More informationFHW A-RD TESTING OF NEW BRIDGE RAIL AND TRANSITION DESIGNS Volume IX: Appendix H Illinois Side Mount Bridge Railing
TECHNICAL REPORT DOCUMENTATION PAGE 1. Report No. 2. Goverrunent Accession No. FHW A-RD-93-066 4. Title and Subtitle TESTING OF NEW BRIDGE RAIL AND TRANSITION DESIGNS Volume IX: Appendix H Illinois Side
More informationPERFORMANCE EVALUATION OF THE PERMANENT NEW JERSEY SAFETY SHAPE BARRIER UPDATE TO NCHRP 350 TEST NO (2214NJ-2)
PERFORMANCE EVALUATION OF THE PERMANENT NEW JERSEY SAFETY SHAPE BARRIER UPDATE TO NCHRP 350 TEST NO. 4-12 (2214NJ-2) Submitted by Karla A. Polivka, M.S.M.E., E.I.T. Research Associate Engineer Dean L.
More informationSponsored by Roadside Safety Research Program Pooled Fund Study No. TPF-5(114)
Proving Ground Test Report No. 405160-23-2 Test Report Date: February 2012 MASH TEST 3-11 OF THE W-BEAM GUARDRAIL ON LOW-FILL BOX CULVERT by William F. Williams, P.E. Associate Research Engineer and Wanda
More informationMASH TEST 3-21 ON TL-3 THRIE BEAM TRANSITION WITHOUT CURB
TTI: 9-1002-12 MASH TEST 3-21 ON TL-3 THRIE BEAM TRANSITION WITHOUT CURB ISO 17025 Laboratory Testing Certificate # 2821.01 Crash testing performed at: TTI Proving Ground 3100 SH 47, Building 7091 Bryan,
More informationBarrierGate. General Specifications. Manual Operations General Specifications
BarrierGate General Specifications Manual Operations General Specifications BarrierGate GENERAL SPECIFICATIONS I. GENERAL A. The BarrierGate system (the gate) shall be designed and manufactured by Energy
More informationFinal Report Federal Highway Administration August September Georgetown Pike
TECHNICAL REPORT DOCUMENTATION PAGE 1. Report No. 2. Government Accession No. FHW A-RD-93-065 4. Title and Subtitle TESTING OF NEW BRIDGE RAIL AND TRANSITION DESIGNS Volume VIII: Appendix G BR27C Bridge
More informationEvaluation of Barriers for Very High Speed Roadways
TTI: 0-6071 Evaluation of Barriers for Very High Speed Roadways ISO 17025 Laboratory Testing Certificate # 2821.01 Crash testing performed at: TTI Proving Ground 3100 SH 47, Building 7091 Bryan, TX 77807
More informationPERFORMANCE EVALUATION OF THE FREE-STANDING TEMPORARY BARRIER UPDATE TO NCHRP 350 TEST NO (2214TB-1)
PERFORMANCE EVALUATION OF THE FREE-STANDING TEMPORARY BARRIER UPDATE TO NCHRP 350 TEST NO. 3-11 (2214TB-1) Submitted by Karla A. Polivka, M.S.M.E., E.I.T. Research Associate Engineer Dean L. Sicking, Ph.D.,
More informationPR V2. Submitted by. Professor MIDWEST Vine Street (402) Submitted to
FINAL REPORT PR4893118-V2 ZONE OF INTRUSION STUDY Submitted by John D. Reid, Ph.D. Professor Dean L.. Sicking, Ph.D., P.E. Professorr and MwRSF Director MIDWEST ROADSIDE SAFETY FACILITY University of Nebraska-Lincoln
More informationJune 5, In Reply Refer To: HSSD/B-178. Mr. Kevin K. Groeneweg Mobile Barriers LLC Genesee Trail Road Golden, CO Dear Mr.
June 5, 2008 1200 New Jersey Avenue, SE. Washington, DC 20590 In Reply Refer To: HSSD/B-178 Mr. Kevin K. Groeneweg Mobile Barriers LLC 24918 Genesee Trail Road Golden, CO 80401 Dear Mr. Groeneweg: This
More informationPerformance Level 1 Bridge Railings
80 TRANSPORTATION RESEARCH RECORD 1500 Performance Level 1 Bridge Railings DEAN C. ALBERSON, WANDA L. MENGES, AND C. EUGENE BUTH Twenty-three states, FHW A, and the District of Columbia sponsored the project
More informationCRASH TEST REPORT FOR PERIMETER BARRIERS AND GATES TESTED TO SD-STD-02.01, REVISION A, MARCH Anti-Ram Bollards
CRASH TEST REPORT FOR PERIMETER BARRIERS AND GATES TESTED TO SD-STD-02.01, REVISION A, MARCH 2003 Anti-Ram Bollards Prepared for: RSA Protective Technologies, LLC 1573 Mimosa Court Upland, CA 91784 Test
More informationPERFORMANCE EVALUATION OF THE MODIFIED G4(1S) GUARDRAIL UPDATE TO NCHRP 350 TEST NO WITH 28" C.G. HEIGHT (2214WB-2)
PERFORMANCE EVALUATION OF THE MODIFIED G4(1S) GUARDRAIL UPDATE TO NCHRP 350 TEST NO. 3-11 WITH 28" C.G. HEIGHT (2214WB-2) Submitted by Karla A. Polivka, M.S.M.E., E.I.T. Research Associate Engineer Dean
More informationASTM F TEST M30 ON THE RSS-3000 DROP BEAM SYSTEM
Proving Ground Test Report No.: 510602-RSS3 Test Report Date: January 2014 ASTM F2656-07 TEST M30 ON THE RSS-3000 DROP BEAM SYSTEM by Dean C. Alberson, Ph.D., P.E. Research Engineer Michael S. Brackin,
More informationAppendix D. Figure D-1. ENCLOSURE 1 (4 Pages) SafeGuard TM Gate System
Appendix D Figure D-1 SafeGuard TM Gate System ENCLOSURE 1 (4 Pages) Appendix D (Continued) Figure D-4 SafeGuard TM Gate System Appendix D (Continued) Figure D-9 SafeGuardTM Gate System Page D-9 Figure
More informationCRASH TEST REPORT FOR PERIMETER BARRIERS AND GATES TESTED TO SD-STD-02.01, REVISION A, MARCH Anti-Ram Bollards
CRASH TEST REPORT FOR PERIMETER BARRIERS AND GATES TESTED TO SD-STD-02.01, REVISION A, MARCH 2003 Anti-Ram Bollards Prepared for: RSA Protective Technologies, LLC 1573 Mimosa Court Upland, CA 91784 Test
More informationPERFORMANCE EVALUATION OF THE FREE-STANDING TEMPORARY BARRIER UPDATE TO NCHRP 350 TEST NO WITH 28" C.G. HEIGHT (2214TB-2)
PERFORMANCE EVALUATION OF THE FREE-STANDING TEMPORARY BARRIER UPDATE TO NCHRP 350 TEST NO. 3-11 WITH 28" C.G. HEIGHT (2214TB-2) Submitted by Karla A. Polivka, M.S.M.E., E.I.T. Research Associate Engineer
More informationAdvances in Simulating Corrugated Beam Barriers under Vehicular Impact
13 th International LS-DYNA Users Conference Session: Automotive Advances in Simulating Corrugated Beam Barriers under Vehicular Impact Akram Abu-Odeh Texas A&M Transportation Institute Abstract W-beam
More informationCRASH TESTING OF RSA/K&C ANTI-RAM FOUNDATION BOLLARD PAD IN ACCORDANCE WITH U.S. DEPARTMENT OF STATE DIPLOMATIC SECURITY SD-STD-02.
CRASH TESTING OF RSA/K&C ANTI-RAM FOUNDATION BOLLARD PAD IN ACCORDANCE WITH U.S. DEPARTMENT OF STATE DIPLOMATIC SECURITY SD-STD-02.01 REVISION A Prepared for RSA Protective Technologies, LLC FINAL REPORT
More informationDEVELOPMENT OF A MASH TL-3 MEDIAN BARRIER GATE
TTI: 9-1002 DEVELOPMENT OF A MASH TL-3 MEDIAN BARRIER GATE ISO 17025 Laboratory Testing Certificate # 2821.01 Crash testing performed at: TTI Proving Ground 3100 SH 47, Building 7091 Bryan, TX 77807 Research/Test
More informationTEST REPORT No. 2 ALUMINUM BRIDGE RAIL SYSTEMS. Prepared for. The Aluminum Association Inc. 818 Connecticut Avenue Washington, D.C.
TEST REPORT No. 2 ALUMNUM BRDGE RAL SYSTEMS Prepared for The Aluminum Association nc. 818 Connecticut Avenue Washington, D.C. 26 by C. E. Buth Research Engineer G. G. Hayes Assoc. Research Physicist and
More informationDevelopment and Validation of a Finite Element Model of an Energy-absorbing Guardrail End Terminal
Development and Validation of a Finite Element Model of an Energy-absorbing Guardrail End Terminal Yunzhu Meng 1, Costin Untaroiu 1 1 Department of Biomedical Engineering and Virginia Tech, Blacksburg,
More informationRSA Protective Technologies
TEST REPORT FOR: RSA Protective Technologies K12 Surface Mounted Bollard System TESTED TO: ASTM F 2656-07 Standard Test Method for Vehicle Crash Testing of Perimeter Barriers Test M50 PREPARED FOR: Battelle
More informationREPORT NUMBER: 301-MGA SAFETY COMPLIANCE TESTING FOR FMVSS 301R FUEL SYSTEM INTEGRITY REAR IMPACT
REPORT NUMBER: 301-MGA-2010-007 SAFETY COMPLIANCE TESTING FOR FMVSS 301R FUEL SYSTEM INTEGRITY REAR IMPACT NISSAN MOTOR COMPANY LTD 2010 NISSAN CUBE NHTSA NUMBER: CA5205 PREPARED BY: MGA RESEARCH CORPORATION
More informationREPORT NUMBER: 301-CAL SAFETY COMPLIANCE TESTING FOR FMVSS 301 FUEL SYSTEM INTEGRITY HONDA MOTOR COMPANY 2007 HONDA ACCORD 4-DOOR SEDAN
REPORT NUMBER: 301-CAL-07-05 SAFETY COMPLIANCE TESTING FOR FMVSS 301 FUEL SYSTEM INTEGRITY HONDA MOTOR COMPANY 2007 HONDA ACCORD 4-DOOR SEDAN NHTSA NUMBER: C75304 CALSPAN TEST NUMBER: 8832-F301-05 CALSPAN
More informationREPORT NUMBER: 301-MGA SAFETY COMPLIANCE TESTING FOR FMVSS 301R FUEL SYSTEM INTEGRITY REAR IMPACT
REPORT NUMBER: 301-MGA-2007-002 SAFETY COMPLIANCE TESTING FOR FMVSS 301R FUEL SYSTEM INTEGRITY REAR IMPACT NISSAN MOTOR CO., LTD. 2006 NISSAN PATHFINDER LE 4X2 NHTSA NUMBER: C65200 PREPARED BY: MGA RESEARCH
More informationREPORT NUMBER: 301-MGA SAFETY COMPLIANCE TESTING FOR FMVSS 301R FUEL SYSTEM INTEGRITY REAR IMPACT
REPORT NUMBER: 301-MGA-2011-008 SAFETY COMPLIANCE TESTING FOR FMVSS 301R FUEL SYSTEM INTEGRITY REAR IMPACT MAZDA MOTOR CORPORATION 2011 MAZDA 2 SPORT MT NHTSA NUMBER: CB5400 PREPARED BY: MGA RESEARCH CORPORATION
More informationREPORT NUMBER: 301-MGA SAFETY COMPLIANCE TESTING FOR FMVSS 301R FUEL SYSTEM INTEGRITY REAR IMPACT
REPORT NUMBER: 301-MGA-2010-005 SAFETY COMPLIANCE TESTING FOR FMVSS 301R FUEL SYSTEM INTEGRITY REAR IMPACT NISSAN MOTOR COMPANY LTD 2010 NISSAN CUBE NHTSA NUMBER: CA5201 PREPARED BY: MGA RESEARCH CORPORATION
More informationDEFLECTION LIMITS FOR TEMPORARY CONCRETE BARRIERS
Midwest State s Regional Pooled Fund Research Program Fiscal Year 1998-1999 (Year 9) NDOR Research Project Number SPR-3(017) DEFLECTION LIMITS FOR TEMPORARY CONCRETE BARRIERS Submitted by Dean L. Sicking,
More informationEvaluation of the Midwest Guardrail System Stiffness Transition with Curb
Duplication for publication or sale is strictly prohibited without prior written permission of the Transportation Research Board Paper No. -0 Evaluation of the Midwest Guardrail System Stiffness Transition
More informationREPORT NUMBER: 301-CAL SAFETY COMPLIANCE TESTING FOR FMVSS 301 FUEL SYSTEM INTEGRITY REAR IMPACT FORD MOTOR COMPANY 2009 FORD F150 2-DOOR PICKUP
REPORT NUMBER: 301-CAL-09-03 SAFETY COMPLIANCE TESTING FOR FMVSS 301 FUEL SYSTEM INTEGRITY REAR IMPACT FORD MOTOR COMPANY 2009 FORD F150 2-DOOR PICKUP NHTSA NUMBER: C90206 CALSPAN TRANSPORTATION SCIENCES
More informationREPORT NUMBER: 301-CAL SAFETY COMPLIANCE TESTING FOR FMVSS 301 FUEL SYSTEM INTEGRITY REAR IMPACT
REPORT NUMBER: 301-CAL-09-01 SAFETY COMPLIANCE TESTING FOR FMVSS 301 FUEL SYSTEM INTEGRITY REAR IMPACT HYUNDAI MOTOR COMPANY 2009 HYUNDAI ACCENT 4-DOOR SEDAN NHTSA NUMBER: C90503 CALSPAN TRANSPORTATION
More informationROBUST PROJECT Norwegian Public Roads Administration / Force Technology Norway AS
ROBUST PROJECT Norwegian Public Roads Administration / Force Technology Norway AS Evaluation of small car - RM_R1 - prepared by Politecnico di Milano Volume 1 of 1 January 2006 Doc. No.: ROBUST-5-002/TR-2004-0039
More informationSAFETY COMPLIANCE TESTING FOR FMVSS NO. 214S SIDE IMPACT PROTECTION (STATIC)
REPORT NUMBER 214-GTL-09-002 SAFETY COMPLIANCE TESTING FOR S SIDE IMPACT PROTECTION (STATIC) MAZDA MOTOR CORPORATION 2009 MAZDA 3, PASSENGER CAR NHTSA NO. C95400 GENERAL TESTING LABORATORIES, INC. 1623
More informationREPORT NUMBER: 301-CAL SAFETY COMPLIANCE TESTING FOR FMVSS 301 FUEL SYSTEM INTEGRITY REAR IMPACT MAZDA MOTOR CORPORATION 2008 MAZDA CX-9 SUV
REPORT NUMBER: 301-CAL-08-03 SAFETY COMPLIANCE TESTING FOR FMVSS 301 FUEL SYSTEM INTEGRITY REAR IMPACT MAZDA MOTOR CORPORATION 2008 MAZDA CX-9 SUV NHTSA NUMBER: C85401 CALSPAN TRANSPORTATION SCIENCES CENTER
More informationW-Beam Approach Treatment at Bridge Rail Ends Near Intersecting Roadways
TRANSPORTATION RESEARCH RECORD 1133 51 W-Beam Approach Treatment at Bridge Rail Ends Near Intersecting Roadways M. E. BRONSTAD, M. H. RAY, J. B. MAYER, JR., AND c. F. MCDEVITT This paper is concerned with
More informationSUMMARY CHANGES FOR NCHRP REPORT 350 GUIDELINES [NCHRP (02)] Keith A. Cota, Chairman Technical Committee on Roadside Safety June 14, 2007
SUMMARY CHANGES FOR NCHRP REPORT 350 GUIDELINES [NCHRP 22-14 (02)] Keith A. Cota, Chairman Technical Committee on Roadside Safety June 14, 2007 BACKGROUND Circular 482 (1962) First full scale crash test
More informationRemote, Redesigned Air Bag Special Study FOR NHTSA S INTERNAL USE ONLY Dynamic Science, Inc., Case Number ( J) 1998 Ford Taurus station
Remote, Redesigned Air Bag Special Study FOR NHTSA S INTERNAL USE ONLY Dynamic Science, Inc., Case Number (1999-79-122J) 1998 Ford Taurus station wagon California September/1999 Technical Report Documentation
More informationCRASH TEST OF MILE POST MARKER. T. J. Hirsch Research Engineer. and. Eugene Buth Assistant Research Engineer. Research Report Number 146-8
CRASH TEST OF MILE POST MARKER by T. J. Hirsch Research Engineer and Eugene Buth Assistant Research Engineer Research Report Number 146-8 Studies of Field Adaption of Impact Attenuation Systems Research
More informationCRASH TESTING AND EVALUATION OF WORK ZONE TRAFFIC CONTROL DEVICES
Paper No. 980627 CRASH TESTING AND EVALUATION OF WORK ZONE TRAFFIC CONTROL DEVICES by King K. Mak Phone: 210-698-2068 Fax: 210-698-2068 e-mail: king@tti3a.tamu.edu Texas Transportation Institute The Texas
More informationAASHTO Manual for Assessing Safety Hardware, AASHTO/FHWA Joint Implementation Plan Standing Committee on Highways September 24, 2015
AASHTO Manual for Assessing Safety Hardware, 2015 AASHTO/FHWA Joint Implementation Plan Standing Committee on Highways September 24, 2015 Full Scale MASH Crash Tests (NCHRP 22-14(02)) Conducted several
More informationW-Beam Guiderail Transition from Light to Heavy Posts
TRANSPORTATION RESEARCH RECORD 1198 55 W-Beam Guiderail Transition from Light to Heavy Posts DONALD G. HERRING AND JAMES E. BRYDEN Two full-scale crash tests evaluated a transition between lightand heavy-post
More informationMidwest Guardrail System Without Blockouts
Duplication for publication or sale is strictly prohibited without prior written permission of the Transportation Research Board Paper No. 13-0418 Midwest Guardrail System Without Blockouts by John D.
More informationCOMPARISON OF THE IMPACT PERFORMANCE OF THE G4(1W) AND G4(2W) GUARDRAIL SYSTEMS UNDER NCHRP REPORT 350 TEST 3-11 CONDITIONS
Paper No. 00-0525 COMPARISON OF THE IMPACT PERFORMANCE OF THE G4(1W) AND G4(2W) GUARDRAIL SYSTEMS UNDER NCHRP REPORT 350 TEST 3-11 CONDITIONS by Chuck A. Plaxico Associate Research Engineer Worcester Polytechnic
More informationAssessing Options for Improving Roadside Barrier Crashworthiness
13 th International LS-DYNA Users Conference Session: Simulation Assessing Options for Improving Roadside Barrier Crashworthiness D. Marzougui, C.D. Kan, and K.S. Opiela Center for Collision Safety and
More informationCrash Testing Growth Common Roadside Hardware Systems Draft FHWA and AASHTO Requirements for Implementing MASH 2015
64 th Annual Illinois Traffic Safety and Engineering Conference October 14, 2015 Crash Testing Growth Common Roadside Hardware Systems Draft FHWA and AASHTO Requirements for Implementing MASH 2015 1 https://www.youtube.com/watch?feature
More informationVehicle Crash Tests of Concrete Median Barrier Retrofitted with Slipformed Concrete Glare Screen
TRANSPORTATION RESEARCH RECORD 1419 35 Vehicle Crash Tests of Concrete Median Barrier Retrofitted with Slipformed Concrete Glare Screen PAYAM RowHANI, DoRAN GLAuz, AND RoGER L. STOUGHTON Two vehicle crash
More informationTABLES & CONVERSIONS. Linear Conversions. Mass Conversions. Area Conversions. Mass per Area Conversions. Area per Volume Conversions
TABLES & CONVERSIONS Linear Conversions inches 25.4 millimeters millimeters 0.039 inches feet 0.3 meters meters 3.28 feet yards 0.91 meters meters 1.09 yards miles 1.61 kilometers kilometers 0.62 miles
More informationRemote Combination Adaptive Driving Equipment Investigation Dynamic Science, Inc. (DSI), Case Number G 1990 Ford Bronco Arizona October
Remote Combination Adaptive Driving Equipment Investigation Dynamic Science, Inc. (DSI), Case Number 2007-76-131G 1990 Ford Bronco Arizona October 2007 This document is disseminated under the sponsorship
More informationSAFETY COMPLIANCE TESTING FOR FMVSS 225 Child Restraint Anchorage Systems
FINAL REPORT NUMBER 225-MGA-06-002 SAFETY COMPLIANCE TESTING FOR FMVSS 225 GENERAL MOTORS CORPORATION 2006 HUMMER H3 NHTSA No. C60102 MGA RESEARCH CORPORATION 446 Executive Drive Troy, Michigan 48083 Test
More informationLow-Speed Crash Test Protocol (Version V) May 2002
Low-Speed Crash Test Protocol (Version V) May 2002 Insurance Institute for Highway Safety Low-Speed Crash Test Protocol (Version V) Low-Speed Test Configurations Four different low-speed crash tests, at
More informationYOUR CLEAR CHOICE FOR PREMIUM PACKAGING SOLUTIONS
YOUR CLEAR CHOICE FOR PREMIUM PACKAGING SOLUTIONS Unit of Length Milli (mm) to Inches MM Decimal of inch Approx. Inch MM Decimal of inch Approx. inch 1 0.0394 3/64 14 0.5512 9/16 2 0.0787 5/64 15 0.5906
More informationElectronic Reporting
Electronic Reporting Test TB31 of BS EN 1317 Parts 1 & 2 Test Number: TRL068 Trief Kerb and Pavement (Opinions and interpretations do not form part of this report.) TEST REPORT VIDEO FOOTAGE TRL068, Trief
More informationRemote, Redesigned Air Bag Special Study FOR NHTSA S INTERNAL USE ONLY Dynamic Science, Inc., Case Number ( J) 1998 Dodge Caravan Indiana
Remote, Redesigned Air Bag Special Study FOR NHTSA S INTERNAL USE ONLY Dynamic Science, Inc., Case Number (1998-073-111J) 1998 Dodge Caravan Indiana September/1998 Technical Report Documentation Page 1.
More informationSlotted Rail Guardrail Terminal
TRANSPORTATION RESEARCH RECORD 1500 43 Slotted Rail Guardrail Terminal KING K. MAK, ROGER P. BLIGH, HAYES E. Ross, JR., AND DEAN L. SICKING A slotted rail terminal (SRT) for W-beam guardrails was successfully
More informationREPORT NO. TR-P NC SAFETY COMPLIANCE TESTING FOR FMVSS 223 REAR IMPACT GUARDS 2007 TRANSFREIGHT TECHNOLOGY NHTSA NO.
REPORT NO. SAFETY COMPLIANCE TESTING FOR FMVSS 223 REAR IMPACT GUARDS 2007 TRANSFREIGHT TECHNOLOGY NHTSA NO. RIG 009 PREPARED BY: KARCO ENGINEERING, LLC. 9270 HOLLY ROAD ADELANTO, CALIFORNIA 92301 SEPTEMBER
More informationANALYSIS OF DATA FROM THE THERMAL IMAGING INSPECTION SYSTEM PROJECT
UMTRI-2009-38 DECEMBER 2009 ANALYSIS OF DATA FROM THE THERMAL IMAGING INSPECTION SYSTEM PROJECT PAUL E. GREEN UMTRI-2009-38 Analysis of Data from the Thermal Imaging Inspection System Project Paul E.
More informationREPORT NUMBER: 114-CAL SAFETY COMPLIANCE TESTING FOR FMVSS No. 114 THEFT PROTECTION AND ROLLOWAY PREVENTION
REPORT NUMBER: 114-CAL-08-06 SAFETY COMPLIANCE TESTING FOR FMVSS No. 114 THEFT PROTECTION AND ROLLOWAY PREVENTION FORD MOTOR COMPANY 2008 FORD RANGER REGULAR CAB PICKUP NHTSA NUMBER: C80205 CALSPAN TEST
More informationTEXAS TRANSPORTATION INSTITUTE THE TEXAS A & M UNIVERSITY SYSTEM COLLEGE STATION. TEXAS
TEX ASTRA NSPOR TA TION INS TITU TE NCHRP REPORT 350 TESTS 3-36 AND 3-30 OF THE WIDE REACT by Wanda L. Menges Associate Research Specialist and C. Eugene Buth Research Engineer Contract No. 400001-WDR9-11
More information