Design of Roadside Barrier Systems Placed on MSE Retaining Walls (2010) / Chapter Skim
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Pages 152-162
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From page 152... ...
Design guidelines were developed as part of this project for three components: • The barrier–moment slab system • The MSE wall reinforcement • The wall panel The guidelines are set in terms of AASHTO LRFD practice. The AASHTO LRFD format version of the design guidelines is shown in Appendix I
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153 or friction that may exist between the backside of the moment slab and the surrounding soil should be neglected. 7.1.3 Rupture of the Coping in Bending The critical section of the coping must be designed to resist the applicable impact load conditions for the appropriate test level as defined in AASHTO LRFD Bridge Design Specifications (Figure 7.3)
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154 (For the load level TL-3, pd is given by the pressure distribution shown in Figure 7.4, φ resistance factor is 1.0, γd load factor is 1.0, and γs load factor is 1.0.) The reinforcement resistance (P)
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155 (For the load level TL-3, Qd is given by the line load shown in Figure 7.6, φ resistance factor is 1.0, γd load factor is 1.0, and γs load factor is 1.0.) The reinforcement resistance (P)
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156 where σt = tensile strength of the reinforcement As = cross-section area of the reinforcement. where Ec is the strip thickness corrected for corrosion loss.
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157 the barrier does not slide during impact. It did slide slightly during both the static and the dynamic test, but the majority of the movement was due to rotation.
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158 Figure 7.13. Finite element model for dynamic analysis.
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159 Figure 7.14. Comparison of static test and dynamic test and finite element model of 10 ft barrier–moment slab system.
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160 during the dynamic impact, strain gages were installed. The placement of these strain gages was selected to measure the maximum tensile load in each layer of reinforcement as well as give an indication of the distribution of forces in the lateral, longitudinal, and vertical directions.
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161 first layer [6.595 kN (1.483 kips)
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162 long strip with a density of three strips per panel per layer, the tributary area was 0.37 m2 (3.94 ft2 = 4.87 ft × 2.43 ft/3 strips per panel)
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