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{"sheet":"H=19.5 \"L\"型 考虑墙前填土 (趾平1.5)","index":0,"n_rows":159,"n_cols":14,"rows_kept":159,"merged":[[92,1,93,1],[92,2,93,2],[92,3,93,3],[92,4,93,4],[92,5,92,6],[131,5,131,6]],"flags":["formulas_cached_only"]}
[]
[{"$nulls":3},"潼南二期施设挡墙复核"]
[]
[null,"按半重力式复核",null,"(H=19.50m )"]
[{"$nulls":3},"第一个拐点高程统一为244.70"]
{"$rows_empty":25}
[null,"一、作用在挡土墙上荷载计算(取堤线长1米)"]
[null,"(一)、土压力计算(按郎肯土压力理论计算)"]
[null,"砂质泥岩地基，墙后碾压砂卵石回填"]
[null,"1、土压力系数"]
[null,"K=tan2(45°-φ/2)"]
[null,"φ","45°-φ/2","K"]
[null,0.5235987666666666,0.5235987666666667,0.33333331958218626]
[null,"2、土压力计算"]
[null,"q=10kN/m2,γ=20kN/m2, ho=0.5m"]
[null,"计算公式：P0=γ×h0×K, P1=γ×(H1+h0)×K, P2=γ'×H2×K（单位：KN）"]
[null,"γ","γ'","h0","H1","H2","K","P0","P1","P2","h1","h2","γ\"墙前填土"]
[null,20,14.6,0,1.8,3.2,{"v":0.33333331958218626,"d":"0.33"},{"v":0,"d":"0.00"},11.999999504958705,{"v":15.573332690879742,"d":"15.57"},3.2,0,19]
[null,"计算公式：1、E1=P0×H1, E2=1/2*H1^2*γ*K, E3= P1*H2, E4=1/2*H2^2*γ'*K"]
[null,null,"2、e1=0.5*h1^2*K*γ\",e2=γ\"*h1*K*h2,e3=0.5*h2^2*K*γ'."]
[null,"计算结果见下表（单位：KN）"]
[null,"γ","γ'","H1","H2","P0","P1","E1","E2","E3","E4","e1","e2","e3"]
[null,20,14.6,1.8,3.2,{"v":0,"d":"0.00"},{"v":11.999999504958705,"d":"12.00"},0,10.799999554462836,38.399998415867856,{"v":24.91733230540759,"d":"24.92"},32.42666532895509,0,0]
[]
[null,"(二)、静水压力计算"]
[null,"1、墙前静水压力P前；2、墙后静水压力P后。"]
[null,"计算公式：P=1/2*H(h)^2*γ水（单位：KN）"]
[null,"计算结果见下表（单位：KN）"]
[null,"γ水","H2(H后)","H前(h2)","P前","P后"]
[null,10,3.2,2,20,51.20000000000001]
[]
[null,"(三)、扬压力计算"]
[null,"计算公式：浮托力：W1=γ水*h1*B，扬压力：W2=1/2*γ水*Δh*B"]
[null,"计算结果见下表（单位：KN）"]
[null,"γ水","H前(h2)","H2(H后)","Δh","B","W1","W2"]
[null,10,2,3.2,1.2000000000000002,15.05,301,{"v":90.30000000000001,"d":"90.30"}]
[]
[null,"(四)、墙身自重、后趾板以上土重、前趾板以上水重计算"]
[null,"1、墙身自重（由墙的作用荷载图得，见图）"]
[null,"计算结果见下表（单位：KN）"]
[null,"γ墙","G1","G2","G3","G4","G5","G6"]
[null,24,337.15468799999996,514.829952,666,912.4070399999999,229.248,48]
[]
[null,"2、前、后趾板以上的土及水重计算（由墙的作用荷载图得，见图）"]
[null,"计算结果见下表（单位：KN）"]
[null,"γ填土","G7","G8","G9","G10"]
[null,20,78.60159999999999,197.8032,704.86768,261.00894]
[]
[null,"γ水下","G11","G12","G13","G14"]
[null,24.6,{"v":224.4996,"d":"224.50"},383.74536300000005,49.2,361.59803220000003]
[]
[null,"γ墙前","γ水下","g1","g2","g3","g4（Gs1）","g5（Gs2）"]
[null,19.5,14.6,245.5700715,76.44,0,29.182626,1.825]
[]
[null,"3、前趾板以上的水重计算（由墙的作用荷载图得，见图）"]
[null,"计算结果见下表（单位：KN）"]
[null,"Gs1",19.9881]
[null,"Gs2",1.25]
[null,"4、填土表面的荷载"]
[null,"①填土表面的分布荷载（单位：KN）"]
[null,"q","L","G11"]
[null,10,7,70]
[null,"②集中荷载（单位：KN）"]
[null,"G01","G02","G03"]
[null,25,0,53]
[null,"作用在挡土墙上的荷载见图"]
[null,"二、稳定计算"]
[null,"作用在挡墙上的水平力、竖向力、及力矩见表一(M单位：KN.M)。"]
[null,"力 ","竖向力(G)","水平力(H)","力臂","力矩（顺针为正）"]
[{"$nulls":5},"正（+）","负（-）"]
[null,"E1",null,0,-15.15,null,0]
[null,"E2",null,10.799999554462836,-13.7,null,-147.95999389614084]
[null,"E3",null,38.399998415867856,-5.4,null,-207.35999144568643]
[null,"E4",null,{"v":24.91733230540759,"d":"24.92"},-3.6,null,-89.70239629946732]
[null,"e1",null,-32.42666532895509,-3.866,125.36148816174038]
[null,"e2",null,0,-1,0]
[null,"e3",null,{"v":0,"d":"0.00"},-0.667,0]
[null,"P前",null,{"v":-20,"d":"-20.00"},-0.667,13.34]
[null,"P后",null,51.20000000000001,-3.6,null,-184.32000000000005]
[null,"W1",{"v":-301,"d":"-301.00"},null,7.525,null,-2265.025]
[null,"W2",{"v":-90.30000000000001,"d":"-90.30"},null,10.033333333333333,null,-906.0100000000001]
[null,"G1",337.15468799999996,null,7.525,2537.0890271999997]
[null,"G2",514.829952,null,3.682,1895.6038832640002]
[null,"G3",666,null,5.524,3678.984]
[null,"G4",912.4070399999999,null,7.866,7176.993776639999]
[null,"G5",229.248,null,8.662,1985.746176]
[null,"G6",48,null,11.717,562.416]
[null,"G7",78.60159999999999,null,9.662,759.4486592]
[null,"G8",197.8032,null,7.898,1562.2496736]
[null,"G9",{"v":704.86768,"d":"704.87"},null,10.88,7668.9603584]
[null,"G10",{"v":261.00894,"d":"261.01"},null,13.801,3602.1843809399998]
[null,"G11",{"v":224.4996,"d":"224.50"},null,10.271,2305.8353916]
[null,"G12",{"v":383.74536300000005,"d":"383.75"},null,12.051,4624.515369513001]
[null,"G13",{"v":49.2,"d":"49.20"},null,12.384,609.2928]
[null,"G14",{"v":361.59803220000003,"d":"361.60"},null,13.801,4990.414442392201]
[null,"Gs1",19.9881,null,0.5,9.99405]
[null,"Gs2",1.25,null,1.582,1.9775]
[null,"g1",245.5700715,null,0.625,153.4812946875]
[null,"g2",76.44,null,2.216,169.39104]
[null,"g3",0,null,3.5,0]
[null,"g4",29.182626,null,0.5,14.591313]
[null,"g5",1.825,null,1.582,2.88715]
[null,"G11",70,null,10.274,719.18]
[null,"G01",25,null,5.774,144.35]
[null,"G02",0,null,15.001,0]
[null,"G03",53,null,10.274,544.5219999999999]
[null,"ΣG(H)",5099.919892699999,72.8906649467832,null,45858.80977459845,-3800.377381641295]
[{"$nulls":4},"ΣM",42058.432392957155]
[null,"计算公式：Kc=fΣG/ΣH"]
[null,"岩基的抗滑安全系数不小于1.05。"]
[null,"Kc","f","ΣG","ΣH"]
[null,26.58734915699964,0.38,5099.919892699999,72.8906649467832]
[]
[null,"(二)、抗倾稳定计算"]
[null,"该段为岩基，当合力偏心距e≤B/4的条件下，一般抗倾稳定满足。"]
[null,"(三)、偏心矩计算及地基应力计算"]
[null,"1、偏心矩计算"]
[null,null,"e=B/2-ΣM/ΣG"]
[null,"e","B","ΣM","ΣG","B/6","B/5"]
[null,-0.7218809859463473,15.05,42058.432392957155,5099.919892699999,2.5083333333333333,3.0100000000000002]
[null,"可见：e＜B/6，故基底不出现拉应力。"]
[null,"依据1《水工设计手册7》P7-372：当地基为坚硬土或岩基时e≤B/5."]
[null,"依据2《水工挡土墙设计》P56,对于4、5级建筑物挡墙，计及扬压力时，在基本荷载"]
[null,"组合情况下，基底容许出现拉应力，但基底面合力偏心距应满足e≤B/4的要求；特殊"]
[null,"荷载组合情况下，基底合力偏心距应满足e≤B/3的要求。"]
[null,"故：偏心距满足要求"]
[null,"2、地基应力验算"]
[null,"［R］=700KPa  （地基承载力）（σ单位：KN/M2）"]
[null,"①e≤B/4时，ZN=B/2-e，σmax=2/3*（ΣG/ZN）；"]
[null,"②e≤B/6时，σ=ΣG/B（1±6*e/B）；"]
[null,"可见，计算公式应用后者。"]
[null,"σmin","σmax","ΣG","e","B"]
[null,436.38814400491367,241.34207429408946,5099.919892699999,-0.7218809859463473,15.05]
[null,"可见:σmax＜［R］=700KPa."]
[null,"故 ，地基应力满足要求（现场试验后若不满足再调整断面或处理基础）。"]

{"sheet":"H=19.5 \"L\"型 考虑墙前填土","index":1,"n_rows":159,"n_cols":14,"rows_kept":159,"merged":[[92,1,93,1],[92,2,93,2],[92,3,93,3],[92,4,93,4],[92,5,92,6],[131,5,131,6]],"flags":["formulas_cached_only"]}
[]
[{"$nulls":3},"潼南二期施设挡墙复核"]
[]
[null,"按半重力式复核",null,"(H=19.50m )"]
[{"$nulls":3},"第一个拐点高程统一为244.70"]
{"$rows_empty":25}
[null,"一、作用在挡土墙上荷载计算(取堤线长1米)"]
[null,"(一)、土压力计算(按郎肯土压力理论计算)"]
[null,"砂质泥岩地基，墙后碾压砂卵石回填"]
[null,"1、土压力系数"]
[null,"K=tan2(45°-φ/2)"]
[null,"φ","45°-φ/2","K"]
[null,0.5235987666666666,0.5235987666666667,0.33333331958218626]
[null,"2、土压力计算"]
[null,"q=10kN/m2,γ=20kN/m2, ho=0.5m"]
[null,"计算公式：P0=γ×h0×K, P1=γ×(H1+h0)×K, P2=γ'×H2×K（单位：KN）"]
[null,"γ","γ'","h0","H1","H2","K","P0","P1","P2","h1","h2","γ\"墙前填土"]
[null,20,14.6,0.5,8.7,10.8,{"v":0.33333331958218626,"d":"0.33"},{"v":3.3333331958218624,"d":"3.33"},61.33333080312227,{"v":52.55999783171913,"d":"52.56"},5.6,2,19]
[null,"计算公式：1、E1=P0×H1, E2=1/2*H1^2*γ*K, E3= P1*H2, E4=1/2*H2^2*γ'*K"]
[null,null,"2、e1=0.5*h1^2*K*γ\",e2=γ\"*h1*K*h2,e3=0.5*h2^2*K*γ'."]
[null,"计算结果见下表（单位：KN）"]
[null,"γ","γ'","H1","H2","P0","P1","E1","E2","E3","E4","e1","e2","e3"]
[null,20,14.6,8.7,10.8,{"v":3.3333331958218624,"d":"3.33"},{"v":61.33333080312227,"d":"61.33"},28.9999988036502,252.29998959175674,662.3999726737206,{"v":283.82398829128334,"d":"283.82"},99.30666256992492,70.93333040708923,9.733332931799838]
[]
[null,"(二)、静水压力计算"]
[null,"1、墙前静水压力P前；2、墙后静水压力P后。"]
[null,"计算公式：P=1/2*H(h)^2*γ水（单位：KN）"]
[null,"计算结果见下表（单位：KN）"]
[null,"γ水","H2(H后)","H前(h2)","P前","P后"]
[null,10,10.8,2,20,583.2]
[]
[null,"(三)、扬压力计算"]
[null,"计算公式：浮托力：W1=γ水*h1*B，扬压力：W2=1/2*γ水*Δh*B"]
[null,"计算结果见下表（单位：KN）"]
[null,"γ水","H前(h2)","H2(H后)","Δh","B","W1","W2"]
[null,10,2,10.8,8.8,15.05,301,{"v":662.2,"d":"662.20"}]
[]
[null,"(四)、墙身自重、后趾板以上土重、前趾板以上水重计算"]
[null,"1、墙身自重（由墙的作用荷载图得，见图）"]
[null,"计算结果见下表（单位：KN）"]
[null,"γ墙","G1","G2","G3","G4","G5","G6"]
[null,24,337.15468799999996,514.829952,666,912.4070399999999,229.248,48]
[]
[null,"2、前、后趾板以上的土及水重计算（由墙的作用荷载图得，见图）"]
[null,"计算结果见下表（单位：KN）"]
[null,"γ填土","G7","G8","G9","G10"]
[null,20,78.60159999999999,197.8032,704.86768,261.00894]
[]
[null,"γ水下","G11","G12","G13","G14"]
[null,24.6,{"v":224.4996,"d":"224.50"},383.74536300000005,49.2,361.59803220000003]
[]
[null,"γ墙前","γ水下","g1","g2","g3","g4（Gs1）","g5（Gs2）"]
[null,19.5,14.6,245.5700715,76.44,0,29.182626,1.825]
[]
[null,"3、前趾板以上的水重计算（由墙的作用荷载图得，见图）"]
[null,"计算结果见下表（单位：KN）"]
[null,"Gs1",19.9881]
[null,"Gs2",1.25]
[null,"4、填土表面的荷载"]
[null,"①填土表面的分布荷载（单位：KN）"]
[null,"q","L","G11"]
[null,10,7,70]
[null,"②集中荷载（单位：KN）"]
[null,"G01","G02","G03"]
[null,25,0,53]
[null,"作用在挡土墙上的荷载见图"]
[null,"二、稳定计算"]
[null,"作用在挡墙上的水平力、竖向力、及力矩见表一(M单位：KN.M)。"]
[null,"力 ","竖向力(G)","水平力(H)","力臂","力矩（顺针为正）"]
[{"$nulls":5},"正（+）","负（-）"]
[null,"E1",null,28.9999988036502,-15.15,null,-439.34998187530056]
[null,"E2",null,252.29998959175674,-13.7,null,-3456.509857407067]
[null,"E3",null,662.3999726737206,-5.4,null,-3576.9598524380917]
[null,"E4",null,{"v":283.82398829128334,"d":"283.82"},-3.6,null,-1021.76635784862]
[null,"e1",null,-99.30666256992492,-3.866,383.91955749532974]
[null,"e2",null,-70.93333040708923,-1,70.93333040708923]
[null,"e3",null,{"v":-9.733332931799838,"d":"-9.73"},-0.667,6.492133065510492]
[null,"P前",null,{"v":-20,"d":"-20.00"},-0.667,13.34]
[null,"P后",null,583.2,-3.6,null,-2099.5200000000004]
[null,"W1",{"v":-301,"d":"-301.00"},null,7.525,null,-2265.025]
[null,"W2",{"v":-662.2,"d":"-662.20"},null,10.033333333333333,null,-6644.073333333334]
[null,"G1",337.15468799999996,null,7.525,2537.0890271999997]
[null,"G2",514.829952,null,3.182,1638.1889072640001]
[null,"G3",666,null,5.024,3345.984]
[null,"G4",912.4070399999999,null,7.366,6720.790256639999]
[null,"G5",229.248,null,8.162,1871.122176]
[null,"G6",48,null,11.217,538.416]
[null,"G7",78.60159999999999,null,9.162,720.1478592]
[null,"G8",197.8032,null,7.398,1463.3480736]
[null,"G9",{"v":704.86768,"d":"704.87"},null,10.38,7316.5265184]
[null,"G10",{"v":261.00894,"d":"261.01"},null,13.3,3471.4189020000003]
[null,"G11",{"v":224.4996,"d":"224.50"},null,9.77,2193.3610919999996]
[null,"G12",{"v":383.74536300000005,"d":"383.75"},null,11.55,4432.258942650001]
[null,"G13",{"v":49.2,"d":"49.20"},null,11.883,584.6436]
[null,"G14",{"v":361.59803220000003,"d":"361.60"},null,13.3,4809.253828260001]
[null,"Gs1",19.9881,null,0,0]
[null,"Gs2",1.25,null,1.082,1.3525]
[null,"g1",245.5700715,null,0.125,30.6962589375]
[null,"g2",76.44,null,1.716,131.17104]
[null,"g3",0,null,3.5,0]
[null,"g4",29.182626,null,0,0]
[null,"g5",1.825,null,1.082,1.97465]
[null,"G11",70,null,9.774,684.18]
[null,"G01",25,null,5.274,131.85]
[null,"G02",0,null,15.001,0]
[null,"G03",53,null,9.774,518.0219999999999]
[null,"ΣG(H)",4528.019892699999,1610.750623451597,null,43616.480653119426,-19503.20438290241]
[{"$nulls":4},"ΣM",24113.276270217015]
[null,"计算公式：Kc=fΣG/ΣH"]
[null,"岩基的抗滑安全系数不小于1.05。"]
[null,"Kc","f","ΣG","ΣH"]
[null,1.0682271570622832,0.38,4528.019892699999,1610.750623451597]
[]
[null,"(二)、抗倾稳定计算"]
[null,"该段为岩基，当合力偏心距e≤B/4的条件下，一般抗倾稳定满足。"]
[null,"(三)、偏心矩计算及地基应力计算"]
[null,"1、偏心矩计算"]
[null,null,"e=B/2-ΣM/ΣG"]
[null,"e","B","ΣM","ΣG","B/6","B/5"]
[null,2.199653194635463,15.05,24113.276270217015,4528.019892699999,2.5083333333333333,3.0100000000000002]
[null,"可见：e＜B/6，故基底不出现拉应力。"]
[null,"依据1《水工设计手册7》P7-372：当地基为坚硬土或岩基时e≤B/5."]
[null,"依据2《水工挡土墙设计》P56,对于4、5级建筑物挡墙，计及扬压力时，在基本荷载"]
[null,"组合情况下，基底容许出现拉应力，但基底面合力偏心距应满足e≤B/4的要求；特殊"]
[null,"荷载组合情况下，基底合力偏心距应满足e≤B/3的要求。"]
[null,"故：偏心距满足要求"]
[null,"2、地基应力验算"]
[null,"［R］=700KPa  （地基承载力）（σ单位：KN/M2）"]
[null,"①e≤B/4时，ZN=B/2-e，σmax=2/3*（ΣG/ZN）；"]
[null,"②e≤B/6时，σ=ΣG/B（1±6*e/B）；"]
[null,"可见，计算公式应用后者。"]
[null,"σmin","σmax","ΣG","e","B"]
[null,37.025016726226475,564.7052015727768,4528.019892699999,2.199653194635463,15.05]
[null,"可见:σmax＜［R］=700KPa."]
[null,"故 ，地基应力满足要求（现场试验后若不满足再调整断面或处理基础）。"]

{"sheet":"H=19.5 \"L\"型 考虑墙前填土 A-A","index":2,"n_rows":155,"n_cols":14,"rows_kept":155,"merged":[[91,1,92,1],[91,2,92,2],[91,3,92,3],[91,4,92,4],[91,5,91,6],[130,5,130,6]],"flags":["formulas_cached_only"]}
[]
[{"$nulls":3},"潼南二期施设挡墙复核"]
[]
[null,"按半重力式复核",null,"(H=19.50m )"]
[{"$nulls":3},"第一个拐点高程统一为244.70"]
{"$rows_empty":25}
[null,"一、取堤线长1米,作用A-A截面以上荷载计算"]
[null,"(一)、土压力计算（按郎肯土压力理论计算）"]
[null,"砂质泥岩地基，墙后碾压砂卵石回填"]
[null,"1、土压力系数"]
[null,"K=tan2(45°-φ/2)"]
[null,"φ","45°-φ/2","K"]
[null,0.5235987666666666,0.5235987666666667,0.33333331958218626]
[null,"2、土压力计算"]
[null,"q=10kN/m2,γ=20kN/m2, ho=0.5m"]
[null,"计算公式：P0=γ×h0×K, P1=γ×(H1+h0)×K, P2=γ'×H2×K（单位：KN）"]
[null,"γ","γ'","h0","H1","H2","K","P0","P1","P2","h1","h2","γ\"墙前填土"]
[null,20,14.6,0.5,8.7,9.8,{"v":0.33333331958218626,"d":"0.33"},{"v":3.3333331958218624,"d":"3.33"},61.33333080312227,{"v":47.69333136581921,"d":"47.69"},5.6,1,19]
[null,"计算公式：1、E1=P0×H1, E2=1/2*H1^2*γ*K, E3= P1*H2, E4=1/2*H2^2*γ'*K"]
[null,null,"2、e1=0.5*h1^2*K*γ\",e2=γ\"*h1*K*h2,e3=0.5*h2^2*K*γ'."]
[null,"计算结果见下表（单位：KN）"]
[null,"γ","γ'","H1","H2","P0","P1","E1","E2","E3","E4","e1","e2","e3"]
[null,20,14.6,8.7,9.8,{"v":3.3333331958218624,"d":"3.33"},{"v":61.33333080312227,"d":"61.33"},28.9999988036502,252.29998959175674,601.0666418705983,{"v":233.69732369251417,"d":"233.70"},99.30666256992492,35.466665203544615,2.4333332329499595]
[]
[null,"(二)、静水压力计算"]
[null,"1、墙前静水压力P前；2、墙后静水压力P后。"]
[null,"计算公式：P=1/2*H(h)^2*γ水（单位：KN）"]
[null,"计算结果见下表（单位：KN）"]
[null,"γ水","H2(H后)","H前(h2)","P前","P后"]
[null,10,9.8,1,5,480.2000000000001]
[]
[null,"(三)、扬压力计算"]
[null,"计算公式：浮托力：W1=γ水*h1*B，扬压力：W2=1/2*γ水*Δh*B"]
[null,"计算结果见下表（单位：KN）"]
[null,"γ水","H前(h2)","H2(H后)","Δh","B","W1","W2"]
[null,10,1,9.8,8.8,{"v":11.511,"d":"11.51"},115.10999999999999,{"v":506.484,"d":"506.48"}]
[]
[null,"(四)、墙身自重、后趾板以上土重、前趾板以上水重计算"]
[null,"1、墙身自重（由墙的作用荷载图得，见图）"]
[null,"计算结果见下表（单位：KN）"]
[null,"γ墙","G1","G2","G3","G4","G5","G6"]
[null,24,0,514.829952,666,912.4070399999999,229.248,48]
[]
[null,"2、前、后趾板以上的土及水重计算（由墙的作用荷载图得，见图）"]
[null,"计算结果见下表（单位：KN）"]
[null,"γ填土","G7","G8","G9","G10"]
[null,20,78.60159999999999,197.8032,704.86768,0]
[]
[null,"γ水下","G11","G12","G13","G14"]
[null,24.6,{"v":224.4996,"d":"224.50"},383.74536300000005,49.2,0]
[]
[null,"γ墙前","γ水下","g1","g2","g3","g4","g5"]
[null,19,14.6,26.599999999999998,74.48,0,0,1.825]
[]
[null,"3、前趾板以上的水重计算（由墙的作用荷载图得，见图）"]
[null,"计算结果见下表（单位：KN）"]
[null,"Gs1",0]
[null,"Gs2",1.25]
[null,"4、填土表面的荷载"]
[null,"①填土表面的分布荷载（单位：KN）"]
[null,"q","L","G11"]
[null,10,6.276,62.76]
[null,"②集中荷载（单位：KN）"]
[null,"G01","G02","G03"]
[null,25,0,53]
[null,"作用在挡土墙上的荷载见图"]
[null,"作用在挡墙上的水平力、竖向力、及力矩见表一(M单位：KN.M)。"]
[null,"力 ","竖向力(G)","水平力(H)","力臂","力矩（顺针为正）"]
[{"$nulls":5},"正（+）","负（-）"]
[null,"E1",null,28.9999988036502,-14.15,null,-410.34998307165034]
[null,"E2",null,252.29998959175674,-12.7,null,-3204.2098678153106]
[null,"E3",null,601.0666418705983,-4.9,null,-2945.2265451659323]
[null,"E4",null,{"v":233.69732369251417,"d":"233.70"},-3.267,null,-763.4891565034438]
[null,"e1",null,-99.30666256992492,-2.867,284.71220158797473]
[null,"e2",null,-35.466665203544615,-0.5,17.733332601772307]
[null,"e3",null,{"v":-2.4333332329499595,"d":"-2.43"},-0.333,0.8102999665723366]
[null,"P前",null,{"v":-5,"d":"-5.00"},-0.333,1.665]
[null,"P后",null,480.2000000000001,-3.267,null,-1568.8134000000002]
[null,"W1",{"v":-115.10999999999999,"d":"-115.11"},null,5.7555,null,-662.5156049999998]
[null,"W2",{"v":-506.484,"d":"-506.48"},null,7.6739999999999995,null,-3886.7582159999997]
[null,"G1",0,null,5.7555,0]
[null,"G2",514.829952,null,2.183,1123.873785216]
[null,"G3",666,null,4.025,2680.65]
[null,"G4",912.4070399999999,null,6.367,5809.295623679999]
[null,"G5",229.248,null,7.163,1642.103424]
[null,"G6",48,null,10.218,490.464]
[null,"G7",78.60159999999999,null,8.163,641.6248608]
[null,"G8",197.8032,null,6.399,1265.7426768]
[null,"G9",{"v":704.86768,"d":"704.87"},null,9.381,6612.363706079999]
[null,"G10",{"v":0,"d":"0.00"},null,13.402,0]
[null,"G11",{"v":224.4996,"d":"224.50"},null,8.771,1969.0859916000002]
[null,"G12",{"v":383.74536300000005,"d":"383.75"},null,10.551,4048.8973250130007]
[null,"G13",{"v":49.2,"d":"49.20"},null,10.884,535.4928000000001]
[null,"G14",{"v":0,"d":"0.00"},null,13.402,0]
[null,"Gs1",0,null,0,0]
[null,"Gs2",1.25,null,0.083,0.10375000000000001]
[null,"g1",26.599999999999998,null,0.125,3.3249999999999997]
[null,"g2",74.48,null,0.717,53.40216]
[null,"g3",0,null,2,0]
[null,"g4",0,null,0,0]
[null,"g5",1.825,null,0.083,0.151475]
[null,"G11",62.76,null,{"v":8.413,"d":"8.41"},527.99988]
[null,"G01",25,null,4.275,106.87500000000001]
[null,"G02",0,null,15.001,0]
[null,"G03",53,null,8.775,465.07500000000005]
[null,"ΣG(H)",3632.523435,1454.0572929521002,null,28281.44729234532,-13441.362773556339]
[{"$nulls":4},"ΣM",14840.084518788983]
[null,"二、墙身截面应力验算"]
[null,"1、法向应力验算"]
[null,"计算公式：e=B/2-ΣM/ΣG（单位：KN/M2）"]
[null,"e","B＇","ΣM","ΣG","B＇/6","B＇/5"]
[null,1.6701624146172964,11.511,14840.084518788983,3632.523435,1.9184999999999999,2.3022]
[null,"［R］=5000KPa  （C10砼轴心抗压）（σ单位：KN/M2）"]
[null,"σ=ΣG/B＇（1±6*e/B＇）"]
[null,"σmin","σmax","ΣG","e","B＇"]
[null,40.84849135111243,590.2910160765655,3632.523435,1.6701624146172964,11.511]
[null,"可见:σmax＜［R］=5000KPa."]
[null,"故 ，墙身截面压应力满足要求"]
[null,"可见：e＜B/6，故截面不出现拉应力。"]
[null,"2、压应力验算（单位：KPa）"]
[null,"σa=σmax"]
[null,"Ra、Ka的值查表，见《水工挡土墙设计》P60表4-1及P65 表4-6。"]
[null,"Ra","Ka","Ra/Ka","σa"]
[null,5500,1.6,3437.5,{"v":590.2910160765655,"d":"590.29"}]
[null,"可见，σa＜Ra/Ka，故压应力满足要求"]
[null,"3、剪应力验算（单位：KPa）"]
[null,"计算公式：σj=ΣH/B＇"]
[null,"允许剪应力［σj］的值查表，见《水工挡土墙设计》P61表4-2。"]
[null,"ΣH","B＇","σj","［σj］"]
[null,1454.0572929521002,11.511,126.31893779446618,550]
[null,"可见，σj＜［σj］，故剪应力满足要求"]

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[]
[{"$nulls":3},"潼南二期施设挡墙复核"]
[]
[null,"按半重力式复核",null,"(H=19.50m )"]
[{"$nulls":3},"第一个拐点高程统一为244.70"]
{"$rows_empty":19}
[{"$nulls":5}," "]
[]
[]
[]
[]
[]
[null,"一、取堤线长1米,作用B-B截面以上荷载计算"]
[null,"(一)、土压力计算（按郎肯土压力理论计算）"]
[null,"砂质泥岩地基，墙后碾压砂卵石回填"]
[null,"1、土压力系数"]
[null,"K=tan2(45°-φ/2)"]
[null,"φ","45°-φ/2","K"]
[null,0.5235987666666666,0.5235987666666667,0.33333331958218626]
[null,"2、土压力计算"]
[null,"q=10kN/m2,γ=20kN/m2, ho=0.5m"]
[null,"计算公式：P0=γ×h0×K, P1=γ×(H1+h0)×K, P2=γ'×H2×K（单位：KN）"]
[null,"γ","γ'","h0","H1","H2","K","P0","P1","P2","h1","h2","γ\"墙前填土"]
[null,20,14.6,0.5,8.7,7.8,{"v":0.33333331958218626,"d":"0.33"},{"v":3.3333331958218624,"d":"3.33"},61.33333080312227,{"v":37.95999843401937,"d":"37.96"},4.6,0,19]
[null,"计算公式：1、E1=P0×H1, E2=1/2*H1^2*γ*K, E3= P1*H2, E4=1/2*H2^2*γ'*K"]
[null,null,"2、e1=0.5*h1^2*K*γ\",e2=γ\"*h1*K*h2,e3=0.5*h2^2*K*γ'."]
[null,"计算结果见下表（单位：KN）"]
[null,"γ","γ'","H1","H2","P0","P1","E1","E2","E3","E4","e1","e2","e3"]
[null,20,14.6,8.7,7.8,{"v":3.3333331958218624,"d":"3.33"},{"v":61.33333080312227,"d":"61.33"},28.9999988036502,252.29998959175674,478.3999802643537,{"v":148.04399389267553,"d":"148.04"},67.00666390241108,0,0]
[]
[null,"(二)、静水压力计算"]
[null,"1、墙前静水压力P前；2、墙后静水压力P后。"]
[null,"计算公式：P=1/2*H(h)^2*γ水（单位：KN）"]
[null,"计算结果见下表（单位：KN）"]
[null,"γ水","H2(H后)","H前(h2)","P前","P后"]
[null,10,7.8,0,0,304.2]
[]
[null,"(三)、扬压力计算"]
[null,"计算公式：浮托力：W1=γ水*h1*B，扬压力：W2=1/2*γ水*Δh*B"]
[null,"计算结果见下表（单位：KN）"]
[null,"γ水","h2","H2(H后)","Δh","B","W1","W2"]
[null,10,0,7.8,7.8,{"v":9.051,"d":"9.05"},0,{"v":352.98900000000003,"d":"352.99"}]
[]
[null,"(四)、墙身自重、后趾板以上土重、前趾板以上水重计算"]
[null,"1、墙身自重（由墙的作用荷载图得，见图）"]
[null,"计算结果见下表（单位：KN）"]
[null,"γ墙","G1","G2","G3","G4","G5","G6"]
[null,24,0,369.63,594,912.4070399999999,0,0]
[]
[null,"2、前、后趾板以上的土及水重计算（由墙的作用荷载图得，见图）"]
[null,"计算结果见下表（单位：KN）"]
[null,"γ填土","G7","G8","G9","G10"]
[null,20,55.4016,197.8032,380.016,0]
[]
[null,"γ水下","G11","G12","G13","G14"]
[null,24.6,{"v":224.4996,"d":"224.50"},0,0,0]
[]
[null,"γ墙前","γ水下","g1","g2","g3","g4","g5"]
[null,19,14.6,0,50.255,0,0,0]
[]
[null,"3、前趾板以上的水重计算（由墙的作用荷载图得，见图）"]
[null,"计算结果见下表（单位：KN）"]
[null,"Gs1",0]
[null,"Gs2",0]
[null,"4、填土表面的荷载"]
[null,"①填土表面的分布荷载（单位：KN）"]
[null,"q","L","G11"]
[null,10,4.276,42.76]
[null,"②集中荷载（单位：KN）"]
[null,"G01","G02","G03"]
[null,25,0,53]
[null,"作用在挡土墙上的荷载见图"]
[null,"作用在挡墙上的水平力、竖向力、及力矩见表一(M单位：KN.M)。"]
[null,"力 ","竖向力(G)","水平力(H)","力臂","力矩（顺针为正）"]
[{"$nulls":5},"正（+）","负（-）"]
[null,"E1",null,28.9999988036502,-12.15,null,-352.34998546434997]
[null,"E2",null,252.29998959175674,-10.7,null,-2699.609888631797]
[null,"E3",null,478.3999802643537,-3.9,null,-1865.7599230309793]
[null,"E4",null,{"v":148.04399389267553,"d":"148.04"},-2.6,null,-384.9143841209564]
[null,"e1",null,-67.00666390241108,-1.533,102.72121576239617]
[null,"e2",null,0,-0.5,0]
[null,"e3",null,{"v":0,"d":"0.00"},-0.333,0]
[null,"P前",null,{"v":0,"d":"0.00"},-0.333,0]
[null,"P后",null,304.2,-2.6,null,-790.92]
[null,"W1",{"v":0,"d":"0.00"},null,4.5255,null,0]
[null,"W2",{"v":-352.98900000000003,"d":"-352.99"},null,6.034,null,-2129.935626]
[null,"G1",0,null,4.5255,0]
[null,"G2",369.63,null,1.85,683.8155]
[null,"G3",594,null,3.525,2093.85]
[null,"G4",912.4070399999999,null,5.867,5353.09210368]
[null,"G5",0,null,7.163,0]
[null,"G6",0,null,10.218,0]
[null,"G7",55.4016,null,6.663,369.14086080000004]
[null,"G8",197.8032,null,5.899,1166.8410768]
[null,"G9",{"v":380.016,"d":"380.02"},null,7.881,2994.906096]
[null,"G10",{"v":0,"d":"0.00"},null,13.402,0]
[null,"G11",{"v":224.4996,"d":"224.50"},null,8.271,1856.8361916000001]
[null,"G12",{"v":0,"d":"0.00"},null,10.551,0]
[null,"G13",{"v":0,"d":"0.00"},null,10.884,0]
[null,"G14",{"v":0,"d":"0.00"},null,13.402,0]
[null,"Gs1",0,null,0,0]
[null,"Gs2",0,null,0.083,0]
[null,"g1",0,null,0.125,0]
[null,"g2",50.255,null,0.383,19.247665]
[null,"g3",0,null,2,0]
[null,"g4",0,null,0,0]
[null,"g5",0,null,0.083,0]
[null,"G11",42.76,null,{"v":6.913,"d":"6.91"},295.59988]
[null,"G01",25,null,3.775,94.375]
[null,"G02",0,null,15.001,0]
[null,"G03",53,null,8.275,438.57500000000005]
[null,"ΣG(H)",2551.78344,1144.937298650025,null,15469.000589642397,-8223.489807248083]
[{"$nulls":4},"ΣM",7245.510782394314]
[null,"二、墙身截面应力验算"]
[null,"1、法向应力验算"]
[null,"计算公式：e=B/2-ΣM/ΣG（单位：KN/M2）"]
[null,"e","B＇","ΣM","ΣG","B＇/6","B＇/5"]
[null,1.6861090592098544,9.051,7245.510782394314,2551.78344,1.5085,1.8102]
[null,"计算公式：σ=ΣG/B＇（１±6*e/B＇）"]
[null,"当出现拉应力时，σ=ΣG/B＇（１-6*e/B＇）≤γRl/Kl"]
[null,"γRl/Kl","γ","Rl","Kl"]
[null,496,1.55,800,2.5]
[null,"其中，γ—混凝土受拉区塑性影响系数，矩形断面γ=1.55参考《水工砼结构设计规范》P157"]
[null,"Rl—砼抗拉设计值，参考《水工水工挡土墙设计》P60"]
[null,"Kl—砼受拉构件强度安全系数，参考《水工水工挡土墙设计》P65"]
[null,"σmin","σmax","ΣG","e","B＇"]
[null,-33.19457014865054,597.0623063104006,2551.78344,1.6861090592098544,9.051]
[null,"可见，出现拉应力但σmin=ΣG/B＇（１-6*e/B＇）=33.2≤γRl/Kl=496KPa。"]
[null,"故，拉应力满足要求。"]
[null,"2、压应力验算（单位：KPa）"]
[null,"σa=σmax"]
[null,"Ra、Ka的值查表，见《水工挡土墙设计》P60表4-1及P65 表4-6。"]
[null,"Ra","Ka","Ra/Ka","σa"]
[null,5500,1.6,3437.5,{"v":597.0623063104006,"d":"597.06"}]
[null,"可见，σa＜Ra/Ka，故压应力满足要求"]
[null,"3、剪应力验算（单位：KPa）"]
[null,"计算公式：σj=ΣH/B＇"]
[null,"允许剪应力［σj］的值查表，见《水工挡土墙设计》P61表4-2。"]
[null,"ΣH","B＇","σj","［σj］"]
[null,1144.937298650025,9.051,126.49843096343221,550]
[null,"可见，σj＜［σj］，故剪应力满足要求"]

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[]
[{"$nulls":3},"潼南二期施设挡墙复核"]
[]
[null,"按半重力式复核",null,"(H=19.50m )"]
[{"$nulls":3},"第一个拐点高程统一为244.70"]
{"$rows_empty":19}
[{"$nulls":5}," "]
[]
[]
[]
[]
[]
[null,"一、取堤线长1米,作用B-B截面以上荷载计算"]
[null,"(一)、土压力计算（按郎肯土压力理论计算）"]
[null,"砂质泥岩地基，墙后碾压砂卵石回填"]
[null,"1、土压力系数"]
[null,"K=tan2(45°-φ/2)"]
[null,"φ","45°-φ/2","K"]
[null,0.5235987666666666,0.5235987666666667,0.33333331958218626]
[null,"2、土压力计算"]
[null,"q=10kN/m2,γ=20kN/m2, ho=0.5m"]
[null,"计算公式：P0=γ×h0×K, P1=γ×(H1+h0)×K, P2=γ'×H2×K（单位：KN）"]
[null,"γ","γ'","h0","H1","H2","K","P0","P1","P2","h1","h2","γ\"墙前填土"]
[null,20,14.6,0.5,8.7,3.2,{"v":0.33333331958218626,"d":"0.33"},{"v":3.3333331958218624,"d":"3.33"},61.33333080312227,{"v":15.573332690879742,"d":"15.57"},0,0,19]
[null,"计算公式：1、E1=P0×H1, E2=1/2*H1^2*γ*K, E3= P1*H2, E4=1/2*H2^2*γ'*K"]
[null,null,"2、e1=0.5*h1^2*K*γ\",e2=γ\"*h1*K*h2,e3=0.5*h2^2*K*γ'."]
[null,"计算结果见下表（单位：KN）"]
[null,"γ","γ'","H1","H2","P0","P1","E1","E2","E3","E4","e1","e2","e3"]
[null,20,14.6,8.7,3.2,{"v":3.3333331958218624,"d":"3.33"},{"v":61.33333080312227,"d":"61.33"},28.9999988036502,252.29998959175674,196.26665856999128,{"v":24.91733230540759,"d":"24.92"},0,0,0]
[]
[null,"(二)、静水压力计算"]
[null,"1、墙前静水压力P前；2、墙后静水压力P后。"]
[null,"计算公式：P=1/2*H(h)^2*γ水（单位：KN）"]
[null,"计算结果见下表（单位：KN）"]
[null,"γ水","H2(H后)","H前(h2)","P前","P后"]
[null,10,3.2,0,0,51.20000000000001]
[]
[null,"(三)、扬压力计算"]
[null,"计算公式：浮托力：W1=γ水*h1*B，扬压力：W2=1/2*γ水*Δh*B"]
[null,"计算结果见下表（单位：KN）"]
[null,"γ水","h2","H2(H后)","Δh","B","W1","W2"]
[null,10,0,3.2,3.2,{"v":6.521,"d":"6.52"},0,{"v":104.336,"d":"104.34"}]
[]
[null,"(四)、墙身自重、后趾板以上土重、前趾板以上水重计算"]
[null,"1、墙身自重（由墙的作用荷载图得，见图）"]
[null,"计算结果见下表（单位：KN）"]
[null,"γ墙","G1","G2","G3","G4","G5","G6"]
[null,24,0,126.75,428.40000000000003,461.31264,0,0]
[]
[null,"2、前、后趾板以上的土及水重计算（由墙的作用荷载图得，见图）"]
[null,"计算结果见下表（单位：KN）"]
[null,"γ填土","G7","G8","G9","G10"]
[null,20,39.3936,197.8032,155.904,0]
[]
[null,"γ水下","G11","G12","G13","G14"]
[null,24.6,{"v":37.7856,"d":"37.79"},0,0,0]
[]
[null,"γ墙前","γ水下","g1","g2","g3","g4","g5"]
[null,19,14.6,0,0,0,0,0]
[]
[null,"3、前趾板以上的水重计算（由墙的作用荷载图得，见图）"]
[null,"计算结果见下表（单位：KN）"]
[null,"Gs1",0]
[null,"Gs2",0]
[null,"4、填土表面的荷载"]
[null,"①填土表面的分布荷载（单位：KN）"]
[null,"q","L","G11"]
[null,10,2.896,28.96]
[null,"②集中荷载（单位：KN）"]
[null,"G01","G02","G03"]
[null,25,0,0]
[null,"作用在挡土墙上的荷载见图"]
[null,"作用在挡墙上的水平力、竖向力、及力矩见表一(M单位：KN.M)。"]
[null,"力 ","竖向力(G)","水平力(H)","力臂","力矩（顺针为正）"]
[{"$nulls":5},"正（+）","负（-）"]
[null,"E1",null,28.9999988036502,-7.55,null,-218.94999096755902]
[null,"E2",null,252.29998959175674,-6.1,null,-1539.029936509716]
[null,"E3",null,196.26665856999128,-1.6,null,-314.02665371198606]
[null,"E4",null,{"v":24.91733230540759,"d":"24.92"},-1.067,null,-26.586793569869897]
[null,"e1",null,0,-1.533,0]
[null,"e2",null,0,-0.5,0]
[null,"e3",null,{"v":0,"d":"0.00"},-0.333,0]
[null,"P前",null,{"v":0,"d":"0.00"},-0.333,0]
[null,"P后",null,51.20000000000001,-1.067,null,-54.63040000000001]
[null,"W1",{"v":0,"d":"0.00"},null,3.2605,null,0]
[null,"W2",{"v":-104.336,"d":"-104.34"},null,4.347333333333333,null,-453.58337066666667]
[null,"G1",0,null,3.2605,0]
[null,"G2",126.75,null,1.083,137.27025]
[null,"G3",428.40000000000003,null,2.375,1017.45]
[null,"G4",461.31264,null,4.257,1963.8079084799997]
[null,"G5",0,null,7.163,0]
[null,"G6",0,null,10.218,0]
[null,"G7",39.3936,null,4.823,189.9953328]
[null,"G8",197.8032,null,4.749,939.3673967999999]
[null,"G9",{"v":155.904,"d":"155.90"},null,6.041,941.816064]
[null,"G10",{"v":0,"d":"0.00"},null,13.402,0]
[null,"G11",{"v":37.7856,"d":"37.79"},null,6.201,234.3085056]
[null,"G12",{"v":0,"d":"0.00"},null,10.551,0]
[null,"G13",{"v":0,"d":"0.00"},null,10.884,0]
[null,"G14",{"v":0,"d":"0.00"},null,13.402,0]
[null,"Gs1",0,null,0,0]
[null,"Gs2",0,null,0.083,0]
[null,"g1",0,null,0.125,0]
[null,"g2",0,null,0.383,0]
[null,"g3",0,null,2,0]
[null,"g4",0,null,0,0]
[null,"g5",0,null,0.083,0]
[null,"G11",28.96,null,{"v":5.073,"d":"5.07"},146.91408]
[null,"G01",25,null,2.625,65.625]
[null,"G02",0,null,15.001,0]
[null,"G03",0,null,8.275,0]
[null,"ΣG(H)",1396.9730399999999,553.6839792708058,null,5636.55453768,-2606.8071454257974]
[{"$nulls":4},"ΣM",3029.7473922542026]
[null,"二、墙身截面应力验算"]
[null,"1、法向应力验算"]
[null,"计算公式：e=B/2-ΣM/ΣG（单位：KN/M2）"]
[null,"e","B＇","ΣM","ΣG","B＇/6","B＇/5"]
[null,1.0917055383300718,6.521,3029.7473922542026,1396.9730399999999,1.0868333333333333,1.3042]
[null,"计算公式：σ=ΣG/B＇（１±6*e/B＇）"]
[null,"当出现拉应力时，σ=ΣG/B＇（１-6*e/B＇）≤γRl/Kl"]
[null,"γRl/Kl","γ","Rl","Kl"]
[null,496,1.55,800,2.5]
[null,"其中，γ—混凝土受拉区塑性影响系数，矩形断面γ=1.55参考《水工砼结构设计规范》P157"]
[null,"Rl—砼抗拉设计值，参考《水工水工挡土墙设计》P60"]
[null,"Kl—砼受拉构件强度安全系数，参考《水工水工挡土墙设计》P65"]
[null,"σmin","σmax","ΣG","e","B＇"]
[null,-0.96036522902229,429.4139889063723,1396.9730399999999,1.0917055383300718,6.521]
[null,"可见，出现拉应力但σmin=ΣG/B＇（１-6*e/B＇）=0.96≤γRl/Kl=496KPa。"]
[null,"故，拉应力满足要求。"]
[null,"2、压应力验算（单位：KPa）"]
[null,"σa=σmax"]
[null,"Ra、Ka的值查表，见《水工挡土墙设计》P60表4-1及P65 表4-6。"]
[null,"Ra","Ka","Ra/Ka","σa"]
[null,5500,1.6,3437.5,{"v":429.4139889063723,"d":"429.41"}]
[null,"可见，σa＜Ra/Ka，故压应力满足要求"]
[null,"3、剪应力验算（单位：KPa）"]
[null,"计算公式：σj=ΣH/B＇"]
[null,"允许剪应力［σj］的值查表，见《水工挡土墙设计》P61表4-2。"]
[null,"ΣH","B＇","σj","［σj］"]
[null,553.6839792708058,6.521,84.90783304260172,550]
[null,"可见，σj＜［σj］，故剪应力满足要求"]

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