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An Improved Subgrade Model for Crash Analysis of Guardrail Posts - University of Windsor
An Improved Subgrade Model for Crash Analysis of Guardrail Posts - University of Windsor
An Improved Subgrade Model for Crash Analysis of Guardrail Posts - University of Windsor
An Improved Subgrade Model for Crash Analysis of Guardrail Posts - University of Windsor
An Improved Subgrade Model for Crash Analysis of Guardrail Posts - University of Windsor
An Improved Subgrade Model for Crash Analysis of Guardrail Posts - University of Windsor
An Improved Subgrade Model for Crash Analysis of Guardrail Posts - University of Windsor
An Improved Subgrade Model for Crash Analysis of Guardrail Posts - University of Windsor
An Improved Subgrade Model for Crash Analysis of Guardrail Posts - University of Windsor
An Improved Subgrade Model for Crash Analysis of Guardrail Posts - University of Windsor
An Improved Subgrade Model for Crash Analysis of Guardrail Posts - University of Windsor
An Improved Subgrade Model for Crash Analysis of Guardrail Posts - University of Windsor
An Improved Subgrade Model for Crash Analysis of Guardrail Posts - University of Windsor
An Improved Subgrade Model for Crash Analysis of Guardrail Posts - University of Windsor
An Improved Subgrade Model for Crash Analysis of Guardrail Posts - University of Windsor
An Improved Subgrade Model for Crash Analysis of Guardrail Posts - University of Windsor
An Improved Subgrade Model for Crash Analysis of Guardrail Posts - University of Windsor
An Improved Subgrade Model for Crash Analysis of Guardrail Posts - University of Windsor
An Improved Subgrade Model for Crash Analysis of Guardrail Posts - University of Windsor
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An Improved Subgrade Model for Crash Analysis of Guardrail Posts - University of Windsor

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In this study, a computer simulation model of a rigid impactor loading laterally a roadside W152x13.4 post has been developed. The interaction of cohesionless soil with a post was studied and compared …

In this study, a computer simulation model of a rigid impactor loading laterally a roadside W152x13.4 post has been developed. The interaction of cohesionless soil with a post was studied and compared to an existing dynamic test results from a published literature. Two approaches to simulate the soil have been studied: the continuum method where the soil is modeled as a solid element with Drucker and Prager material law, and the subgrade method where the soil reaction is simulated by a series of nonlinear springs. An improved method of the subgrade approach has been developed where the soil is modeled as a system of parallel springs and dampers with a lumped mass attached to the post. A simple procedure to calculate the lumped soil mass and the damping coefficient is presented.

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  • 1. An Improved Subgrade Model for the CrashAnalysis of Guardrail Posts Abdelmonaam SASSI, Ph.D. May 17, 2012Dept. of Civil and Environmental Engineering, University of Windsor
  • 2. Introduction: Regulations NCHRP 350 (1993) MASH (2009) Recommended Procedures Manual for Assessing for the Safety Performance Evaluation of Highway Safety Hardware Features TL3-11 TL3-10 TL3-11 TL3-10 2000 kg light 820 kg Sedan 2270 kg light 1100 kg Sedan truck truck V = 100kph V = 100kph V = 100 kph V = 100 kph Angle : 250 Angle : 200 Angle : 250 Angle : 250Pickup truck impacting the guardrail, with 100 km/hspeed at 25 deg impact angle, should not penetrate, under-ride or override the installation.
  • 3. I- Full scale guardrail model L= 53.3 m D = 1950 mm N = 30 posts V = 100 km/h Angle = 25 deg Depth = 1100 mm
  • 4. TYPICAL FULL SCALE GUARDRAIL TEST
  • 5. II- Component testing of the guardrail post Post Impactor 550 mm 1830 mm 1100 mm Dynamic testing Set-upDynamic testing Set-up used by Coon et al (1999) Soil Density Moisture Impact Speed Max Deflection Soil Density 2011 Slide #5 Sassi Moisture Test Kg/m3 Content m/s3 mm Kg/m3 Content Test #1 1980 Dry 4.6 234 42.8 42.8 Test #2 2110 Dry 5.4 314 43.9 43.9 Test #3 2240 Dry 5.9 348 47.3 47.3 Test #4 --- Dry 8.9 Override NA NA
  • 6. III-1 Soil ModelingSubgrade Method Continuum Method -Fast -Accurate -Widely used -Does account for-Accurate after the peak the inertial effect -Does not account for -Computationally very costly the inertial effect -Soil parameters not available
  • 7. III-2 Soil simulation with combining the twIo methods Kennedy et al. (2004) Continuum Method Subgrade Method Combined of two methods: -Subgrade method in all the guardrail post -Add continuum method in -Does account for the inertial the impact zone with no little effect or no stiffness and right -Computationally relatively density. costly
  • 8. III-3 Typical Results of the FE Study of the dynamic testing of the guardrail post Plaxico (2002)Traditional subgrade modeling only with springs missed the inertia effect.
  • 9. IV Proposed modelImpactor Post Lumped soil mass Soil modeled as: Spring stiffness ( k ) Damper (c ) Lumped mass (m) C, k & m are not constant along the pile embedment
  • 10. III-1 Stiffness Calculation (k) Method of Habibaghi and Langer (1984). (Based on the bearing capacity approach) kh Nq Nq is the bearing capacity factor y z Nq A B 0.1245yA 15.276 14.09 e Z is the depth B is the width of the post y is post deflection σ’ overburden pressure
  • 11. III-2 Lumped Mass calculationIso-displacement contour from Continuum model Iso-displacement defined cone centered around the rotation centre of the guardrail post . Lumped soil mass function of z M1 M2 M3 Parametric Study to determine the damping factor ξ
  • 12. III-3 Damper calculation Parametric Study Results mx cx kx f Z Mass K Cc 5% Cc 20% Cc 12% Mm kg kN/mm N/s cc 2 mk 100 34.08 1.49 18.05 1.81 2.71 2.26 c 200 25.61 2.39 15.65 1.56 2.35 1.96 300 18.35 4.95 19.06 1.91 2.86 2.38 cc 400 12.30 7.62 19.36 1.94 2.90 2.42 500 7.46 10.37 17.59 1.76 2.64 2.20 600 3.83 13.13 14.19 1.42 2.13 1.77 700 1.41 16.09 9.53 0.95 1.43 1.19 800 0.20 19.04 3.92 0.39 0.59 0.49Parametric Study to determine the damping factor ξ 900 0.65 22.12 9.38 0.76 1.13 0.95
  • 13. IV Results of the simulation Maximum Deflection Average Force Peak Force (mm) (kN) (kN) Test Model Test Model Test Model Test #1 234 233 42.8 43.0 64.0 53.1 Test #2 314 296 43.9 45.9 66.9 57.8 Test #3 348 338 47.3 47.9 67.0 64.3 Test #4* Override Override NA 56.3 104.7 97.2Good correlation between the 4 dynamic tests and the model results
  • 14. V- Results of the simulation Modeled improved by defining space between the post and the lumped mass Model Continuum Method Spring model Spring/DamperSimulation time (S) 0.180 0.180 0.180 Run time 8.49T T 1.06T T = 40 minutes
  • 15. CAE Results
  • 16. IV-3-1 Full Scale guardrail test simulation
  • 17. IV-3-2 Vehicle response Roll AngleVehicle Speed
  • 18. IV-3-2 Sequential of impact event of dynamic test Frontal View Overhead View
  • 19. V- ConclusionsMethod developed for cohesionless and couldbe extended to cohesive soilMethod accounts for the inertia effectMethod accounts for the damping effectMethod accurate and tunableMethod computer time consumption efficient

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