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Appendix F - Example
Pages 70-98

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From page 70... ... (2009) , Appendix E-3, also describes details of the external stability analysis, design of facing elements, overall and compound stability analysis at the service limit state, and design of the wall drainage system. Read the entire page →
From page 71... ... for internal stability 7.2 Establish vertical layout of soil reinforcements 7.3 Calculate horizontal stress and maximum tension at each reinforcement level 7.4 Establish nominal and factored long-term tensile resistance of soil reinforcement 7.5 Establish nominal and factored pullout resistance of soil reinforcement 7.6 Establish number of soil reinforcing strips at each level of reinforcement 8 Design of facing elements -- not discussed, see Berg et al. Read the entire page →
From page 72... ... for internal stability For the simpliﬁed method the variation of Kr depends on the stiffness of the reinforcements and is different for stripor grid-type reinforcements. For the case of inextensible steel ribbed strips, the proﬁle of the critical failure surface, the variation of internal lateral horizontal stress coefﬁcient, Kr, and the variation of the pullout resistance factor, F, are as shown in Figure F-2 wherein other deﬁnitions, such as measurement of depths Z and Zp as well as heights H and H1 are also shown. Read the entire page →
From page 73... ... For internal stability computations, each layer of reinforcement is assigned a tributary area, Atrib as follows: where wp is the panel width of the precast facing element, and Svt is the vertical tributary spacing of the reinforcements based on the location of the reinforcements above and below the level of the reinforcement under consideration. The computation of Svt is summarized in Table F-7.1 wherein Svt =Z+ −Z−. Read the entire page →
From page 74... ... For the coherent gravity method the factored horizontal stress at each reinforcement level is computed as where σv is the pressure due to resultant vertical forces at the reinforcement level being evaluated, determined using a uniform pressure distribution over an effective width (L-2e) as speciﬁed in AASHTO (2009) Read the entire page →
From page 75... ... internal stability analysis with the simplified method (not-to-scale) Read the entire page →
From page 76... ... = σv 10.19 ksf Horizontal stress, σH, and tensile force, Tmax, are computed using Kr appropriate to the coherent gravity method, and tributary area as demonstrated for the simpliﬁed method. 7.4 Establish nominal and factored long-term tensile resistance of soil reinforcement The nominal tensile resistance of soil reinforcements is based on the design life and estimated loss of steel over the design life during corrosion. Read the entire page →
From page 77... ... 7.5 Establish nominal and factored pullout resistance of soil reinforcement The nominal pullout resistance, Pr, of galvanized steel, ribbed, and strip-type soil reinforcements is computed with the following equation: For Case 1, the following parameters are constant at all levels of reinforcements: The computations for Pr are illustrated for Case 1 at z = 8.75 ft which is Level 4 as measured from the top of the wall. Assume Strength I (max) Read the entire page →
From page 78... ... Use of the coherent gravity method results in fewer reinforcements placed near the top of the wall and more reinforcements placed near the bottom compared to designs achieved with the simpliﬁed method. Case Fill Quality Galvanized Reinforcement Type tdesign (years) Read the entire page →
From page 79... ... Le pPr tTn Np Nt Ng Sh (ft) Read the entire page →
From page 80... ... Le pPr tTn Np Nt Ng Bar Mat (ft) Read the entire page →
From page 81... ... Le pPr tTn Np Nt Ng Sh (ft) Read the entire page →
From page 82... ... Le pPr tTn Np Nt Ng Bar Mat (ft) Read the entire page →
From page 83... ... Le pPr tTn Np Nt Ng Bar Mat (ft) Read the entire page →
From page 84... ... Le pPr tTn Np Nt Ng Bar Mat (ft) Read the entire page →
From page 85... ... Le pPr tTn Np Nt Ng Sh (ft) Read the entire page →
From page 86... ... Le pPr tTn Np Nt Ng Bar Mat (ft) Read the entire page →
From page 87... ... Le pPr tTn Np Nt Ng Sh (ft) Read the entire page →
From page 88... ... Le pPr tTn Np Nt Ng Bar Mat (ft) Read the entire page →
From page 89... ... Le pPr tTn Np Nt Ng Sh (ft) Read the entire page →
From page 90... ... Le pPr tTn Np Nt Ng Sh (ft) Read the entire page →
From page 91... ... Le pPr tTn Np Nt Ng Sh (ft) Read the entire page →
From page 92... ... Le pPr tTn Np Nt Ng Sh (ft) Read the entire page →
From page 93... ... Le pPr tTn Np Nt Ng Sh (ft) Read the entire page →
From page 94... ... Le pPr tTn Np Nt Ng Sh (ft) Read the entire page →
From page 95... ... Le pPr tTn Np Nt Ng Sh (ft) Read the entire page →
From page 96... ... Le pPr tTn Np Nt Ng Sh (ft) Read the entire page →
From page 97... ... Le pPr tTn Np Nt Ng Sh (ft) Read the entire page →
From page 98... ... Le pPr tTn Np Nt Ng Sh (ft) Read the entire page →

From page 70...

... (2009) , Appendix E-3, also describes details of the external stability analysis, design of facing elements, overall and compound stability analysis at the service limit state, and design of the wall drainage system.

Appendix F - Example Pages 70-98

Appendix F - Example
Pages 70-98