新路線F橋臺##F橋臺二

F1橋臺##2橋臺計算書編制人：審核人：編制日期：計算資料編制依據(jù)《公路橋涵設(shè)計通用規(guī)范》（JTGD60—2004）《公路鋼筋混凝土及預應力混凝土橋涵設(shè)計規(guī)范》（JTGD62—2004）《公路橋涵地基與基礎(chǔ)設(shè)計規(guī)范》（JTGD63—2007）《公路圬工橋涵設(shè)計規(guī)范》（JTGD61—2005）《公路磚石及混凝土橋涵設(shè)計規(guī)范》（JTJ022-85）《公路設(shè)計手冊—墩臺和基礎(chǔ)》《橋梁墩臺與基礎(chǔ)工程》結(jié)構(gòu)信息幾何尺寸計算參數(shù)總體計算參數(shù)橋臺材料類型WC25橋臺材料容重(kN/23橋臺總體積(160.54橋臺重(kN)3725.544基礎(chǔ)類型承臺基礎(chǔ)構(gòu)件計算長度((m)4.3荷載信息上部結(jié)構(gòu)永久作用上部結(jié)構(gòu)恒載支座號豎向力1202522025其它永久作用其它永久作用搭板是否自動計計算是二期恒載集度((kN/m2)3搭板全長恒載分分配于橋臺臺上的比例例0.5是否計入臺前土土壓力否是否計入臺后土土壓力是臺后土壓力計算算方法主動土壓力可變作用可變作用信息活載加載方式簡支梁影響線汽車等級公路I級車道數(shù)3汽車沖擊系數(shù)1.3人群集度(kN/0人行道總寬(mm)0汽車引起土側(cè)壓壓力加載方方式車輛荷載制動力(kN))133制動力作用標高高(m)4.45溫度力(kN))20溫度力作用標高高(m)4.45摩阻力(kN))20摩阻力作用標高高(m)4.45上部結(jié)構(gòu)梁與搭板計算長度梁計算跨徑(mm)29.2起點支座距梁段段(m)0.4終點支座距梁段段(m)0.4搭板計算跨徑((m)0起點支座距搭板板段(m)0終點支座搭板梁梁段(m))0橋臺計算驗算截面標高：3.5(m).前墻(獨立墻)截面計算位置描述所取截面標高3.5m，距離臺底3.5m，截面面積為20.98m^2，順橋向抗彎慣矩為4.475m^4.荷載分析集中荷載集中荷載匯總表荷載名稱荷載類型荷載位置(m))集中力(kN))集中矩(kN?m)上部恒載1結(jié)構(gòu)重力X3.99HX0MX0Y0HY0MY0Z0P-2025MZ0上部恒載2結(jié)構(gòu)重力X-3.99HX0MX0Y0HY0MY0Z0P-2025MZ0帽粱自重結(jié)構(gòu)重力X0HX0MX0Y0.17HY0MY0Z0P-327.255MZ0背墻自重結(jié)構(gòu)重力X4.429e--5HX0MX0Y-0.71HY0MY0Z0P-428.299MZ0前墻自重結(jié)構(gòu)重力X0HX0MX0Y0.72HY0MY0Z0P0MZ0墊石自重結(jié)構(gòu)重力X3.99HX0MX0Y0HY0MY0Z0P-0.9MZ0墊石自重結(jié)構(gòu)重力X-3.99HX0MX0Y0HY0MY0Z0P-0.9MZ0擋塊自重結(jié)構(gòu)重力X4.791HX0MX0Y0.17HY0MY0Z0P-5.62MZ0擋塊自重結(jié)構(gòu)重力X-4.79HX0MX0Y0.17HY0MY0Z0P-5.62MZ0臺后土壓力土側(cè)壓力X0HX0MX0Y-0.88HY131.22MY0Z4.333P-35.16MZ0汽車土壓力汽車土側(cè)X0HX0MX0Y-0.88HY96.07MY0Z4.75P-25.74MZ0制動力1汽車制動X0HX0MX0Y0HY133MY0Z4.45P0MZ0摩阻力1支座摩阻X0HX0MX0Y0HY20MY0Z4.45P0MZ0溫度力1整體溫度X0HX0MX0Y0HY20MY0Z4.45P0MZ0梯形荷載梯形荷載匯總表荷載名稱荷載類型荷載位置(m))集度(kN/m)搭板恒載結(jié)構(gòu)重力X15.856HX10Y1-1.03HY10Z10P1-25.5X25.5e-3HX20Y2-1.03HY20Z20P2-25.5搭板恒載結(jié)構(gòu)重力X1-4.5e-33HX10Y1-1.03HY10Z10P1-25.5X2-5.855HX20Y2-1.03HY20Z20P2-25.5單項荷載內(nèi)力單項荷載內(nèi)力荷載名稱N(kN)Q(kN)M(kN?m)上部恒載120250-162上部恒載220250-162帽粱自重327.250-81.8133背墻自重428.290269.6199前墻自重000墊石自重1.80-0.144擋塊自重11.230-2.808搭板恒載298.350283.4333臺后土壓力35.16131.22-81.22汽車土壓力25.7496.07-99.4944制動力10133-126.355摩阻力1020-19溫度力1020-19汽車Nmax1154.9440-92.3955汽車Nmin-12.300.983汽車Hmax000汽車Hmin000汽車Mmax-12.2900.984汽車Mmin1154.9440-92.3955人群Nmax000人群Nmin000人群Hmax000人群Hmin000人群Mmax000人群Mmin000內(nèi)力組合承載能力極限狀態(tài)(基本組合)截面內(nèi)力組合效應工況N(kN)Q(kN)M(kN?m)N8618.8320.43-199.4885N5648.355144.3470.888Q6836.233532.02-256.9335Q6793.011144.34101.1177M5808.222144.34192.56M7739.577514.14-445.7332截面內(nèi)力標準值組合效應工況N(kN)Q(kN)M(kN?m)N6332.766227.29-128.8222N5139.788131.2264.051Q5177.822380.29-181.7777Q5152.088131.2263.067M5139.799131.2264.051M6332.766380.29-274.1772承載力驗算正截面抗壓承載力驗算承載能力極限狀態(tài)(基本組合)截面抗壓承載力驗算工況偏心距e(m))偏心距限值[e](m)偏心距是否滿足設(shè)計軸力γ0偏心距影響系數(shù)φ截面強度NR抗壓承載力是否滿足N2.315e--20.48是8618.811.99e5是N1.255e--20.48是5648.35512.02e5是M3.315e--20.48是5808.22211.97e5是M5.759e--20.48是7739.57711.9e5是截面抗剪承載力驗算承載力極限狀態(tài)(基本組合)截面抗剪強度驗算表工況剪力設(shè)計值γ0受剪面積A(材料抗剪強度設(shè)計值f壓力標準值Nk截面抗剪強度VR是否滿足N320.4320.981.856332.7664.2e4是N144.3420.981.855139.7884.14e4是Q532.0220.981.855177.8224.14e4是Q144.3420.981.855152.0884.14e4是左側(cè)墻(擋土墻)截面計算位置描述所取截面標高3.5m，距離臺底3.5m，截面面積為1.25m^2，截面抵抗矩為0.26m^3.荷載分析集中荷載集中荷載匯總表荷載名稱荷載類型荷載位置(m))集中力(kN))集中矩(kN?m)側(cè)墻混凝土自重重結(jié)構(gòu)重力X6.306HX0MX0Y0HY0MY0Z0P-6MZ0側(cè)墻墻身自重結(jié)構(gòu)重力X6.092HX0MX0Y0HY0MY0Z0P-44.97MZ0臺后土壓力土側(cè)壓力X6.084HX0.11MX0Y0HY0MY0Z5.826P-2.92e--2MZ0臺后土壓力土側(cè)壓力X5.581HX13.03MX0Y0HY0MY0Z4.317P-8.6MZ0汽車土壓力汽車土側(cè)X6.099HX0.76MX0Y0HY0MY0Z5.87P-0.2MZ0汽車土壓力汽車土側(cè)X5.682HX8.64MX0Y0HY0MY0Z4.62P-5.7MZ0單項荷載內(nèi)力單項荷載內(nèi)力荷載名稱N(kN)Q(kN)M(kN?m)側(cè)墻混凝土自重重602.239側(cè)墻墻身自重44.9707.195臺后土壓力8.6313.147.883汽車土壓力5.919.410.09內(nèi)力組合承載能力極限狀態(tài)(基本組合)截面內(nèi)力組合效應工況N(kN)Q(kN)M(kN?m)N89.6734.7140.132N65.5614.4519.048Q89.6734.7140.132Q76.7714.4521.124M89.6734.7140.132M65.5614.4519.048截面內(nèi)力標準值組合效應工況N(kN)Q(kN)M(kN?m)N65.5122.5427.407N59.613.1417.317Q65.5122.5427.407Q59.613.1417.317M65.5122.5427.407M59.613.1417.317承載力驗算正截面抗彎承載力驗算承載能力極限狀態(tài)(基本組合)截面抗彎承載力驗算工況彎矩設(shè)計值γ受拉邊緣抵抗矩矩W(材料抗拉強度f截面強度M是否滿足M40.1320.260.92238.1877是M19.0480.260.92238.1877是截面抗剪承載力驗算承載力極限狀態(tài)(基本組合)截面抗剪強度驗算表工況剪力設(shè)計值γ0受剪面積A(材料抗剪強度設(shè)計值f壓力標準值Nk截面抗剪強度VR是否滿足N34.711.251.8565.512338.511是N14.451.251.8559.62335.555是Q34.711.251.8565.512338.511是Q14.451.251.8559.62335.555是右側(cè)墻(擋土墻)截面計算位置描述所取截面標高3.5m，距離臺底3.5m，截面面積為1.33m^2，截面抵抗矩為0.3m^3.荷載分析集中荷載集中荷載匯總表表荷載名稱荷載類型荷載位置(m))集中力(kN))集中矩(kN?m)側(cè)墻混凝土自重重結(jié)構(gòu)重力X-6.306HX0MX0Y0HY0MY0Z0P-6MZ0側(cè)墻墻身自重結(jié)構(gòu)重力X-6.065HX0MX0Y0HY0MY0Z0P-52.75MZ0臺后土壓力土側(cè)壓力X-5.5HX-13.17MX0Y0HY0MY0Z4.333P-8.7MZ0汽車土壓力汽車土側(cè)X-5.638HX-9.64MX0Y0HY0MY0Z4.75P-6.37MZ0單項荷載內(nèi)力單項荷載內(nèi)力荷載名稱N(kN)Q(kN)M(kN?m)側(cè)墻混凝土自重重60-2.501側(cè)墻墻身自重52.750-9.329臺后土壓力8.7-13.17-7.593汽車土壓力6.37-9.64-10.4622內(nèi)力組合承載能力極限狀狀態(tài)(基本組合合)截面內(nèi)力組組合效應工況N(kN)Q(kN)M(kN?m)N100.75-35.14-43.4199N74.19-14.49-21.3655Q87.11-14.49-23.9677Q100.75-35.14-43.4199M74.19-14.49-21.3655M100.75-35.14-43.4199截面內(nèi)力標準值值組合效應應工況N(kN)Q(kN)M(kN?m)N73.81-22.82-29.8844N67.45-13.17-19.4233Q67.45-13.17-19.4233Q73.81-22.82-29.8844M67.45-13.17-19.4233M73.81-22.82-29.8844承載力驗算正截面抗彎承載載力驗算承載能力極限狀狀態(tài)(基本組合合)截面抗彎彎承載力驗驗算工況彎矩設(shè)計值γ受拉邊緣抵抗矩矩W(材料抗拉強度f截面強度M是否滿足M21.3650.30.92272.77是M43.4190.30.92272.77是截面抗剪承載力力驗算承載力極限狀態(tài)態(tài)(基本組合合)截面抗剪剪強度驗算算表工況剪力設(shè)計值γ0受剪面積A(材料抗剪強度設(shè)計值f壓力標準值Nk截面抗剪強度VR是否滿足N35.141.331.8573.812504.377是N14.491.331.8567.452501.199是Q14.491.331.8567.452501.199是Q35.141.331.8573.812504.377是驗算截面標高：：1.755(m)..前墻(獨立墻))截面計算算位置描述所取截面標高11.75mm，距離臺臺底1.775m，截截面面積為為28.663m^22，順橋橋向抗彎慣慣矩為111.3711m^4..荷載分析集中荷載集中荷載匯總表表荷載名稱荷載類型荷載位置(m))集中力(kN))集中矩(kN?m)上部恒載1結(jié)構(gòu)重力X3.99HX0MX0Y0HY0MY0Z0P-2025MZ0上部恒載2結(jié)構(gòu)重力X-3.99HX0MX0Y0HY0MY0Z0P-2025MZ0帽粱自重結(jié)構(gòu)重力X0HX0MX0Y0.17HY0MY0Z0P-327.255MZ0背墻自重結(jié)構(gòu)重力X4.429e--5HX0MX0Y-0.71HY0MY0Z0P-428.299MZ0前墻自重結(jié)構(gòu)重力X0HX0MX0Y-0.233HY0MY0Z0P-998.277MZ0墊石自重結(jié)構(gòu)重力X3.99HX0MX0Y0HY0MY0Z0P-0.9MZ0墊石自重結(jié)構(gòu)重力X-3.99HX0MX0Y0HY0MY0Z0P-0.9MZ0擋塊自重結(jié)構(gòu)重力X4.791HX0MX0Y0.17HY0MY0Z0P-5.62MZ0擋塊自重結(jié)構(gòu)重力X-4.79HX0MX0Y0.17HY0MY0Z0P-5.62MZ0臺后土壓力土側(cè)壓力X0HX0MX0Y-0.88HY131.22MY0Z4.333P-35.16MZ0臺后土壓力土側(cè)壓力X0HX0MX0Y-1.197HY326.4MY0Z2.549P-215.511MZ0汽車土壓力汽車土側(cè)X0HX0MX0Y-0.88HY96.07MY0Z4.75P-25.74MZ0汽車土壓力汽車土側(cè)X0HX0MX0Y-1.172HY88.51MY0Z2.625P-58.44MZ0制動力1汽車制動X0HX0MX0Y0HY133MY0Z4.45P0MZ0摩阻力1支座摩阻X0HX0MX0Y0HY20MY0Z4.45P0MZ0溫度力1整體溫度X0HX0MX0Y0HY20MY0Z4.45P0MZ0梯形荷載梯形荷載匯總表表荷載名稱荷載類型荷載位置(m))集度(kN/m)搭板恒載結(jié)構(gòu)重力X15.856HX10Y1-1.03HY10Z10P1-25.5X25.5e-3HX20Y2-1.03HY20Z20P2-25.5搭板恒載結(jié)構(gòu)重力X1-4.5e-33HX10Y1-1.03HY10Z10P1-25.5X2-5.855HX20Y2-1.03HY20Z20P2-25.5單項荷載內(nèi)力單項荷載內(nèi)力荷載名稱N(kN)Q(kN)M(kN?m)上部恒載120250-752.6225上部恒載220250-752.6225帽粱自重327.250-177.2661背墻自重428.290144.7022前墻自重998.270-138.0998墊石自重1.80-0.669擋塊自重11.230-6.084搭板恒載298.350196.4144臺后土壓力250.67457.62-404.1885汽車土壓力84.18184.58-305.8119制動力10133-359.1摩阻力1020-54溫度力1020-54汽車Nmax1154.9440-429.2553汽車Nmin-12.304.569汽車Hmax000汽車Hmin000汽車Mmax-12.2904.57汽車Mmin1154.9440-429.2553人群Nmax000人群Nmin000人群Hmax000人群Hmin000人群Mmax000人群Mmin000內(nèi)力組合承載能力極限狀狀態(tài)(基本組合合)截面內(nèi)力組組合效應工況N(kN)Q(kN)M(kN?m)N1.03e4932.13-3622.1109N6983.5503.38-2072.4439Q8587.7111153.922-3500.5573Q8347.788503.38-2406.4449M7143.377503.38-1997.3391M1.02e41016.655-3984.6667截面內(nèi)力標準值值組合效應工況N(kN)Q(kN)M(kN?m)N7604.977642.2-2625.5504N6353.566457.62-1885.8863Q6450.033795.2-2609.3351Q6365.855457.62-1890.4431M6353.566457.62-1885.8861M7604.977795.2-3038.6604承載力驗算正截面抗壓承載載力驗算承載能力極限狀狀態(tài)(基本組合合)截面抗壓壓承載力驗驗算工況偏心距e(m))偏心距限值[e](m)偏心距是否滿足設(shè)計軸力γ0偏心距影響系數(shù)φ截面強度NR抗壓承載力是否滿足N0.350.655是1.03e411.9e5是N0.2970.655是6983.512.04e5是M0.280.655是7143.37712.08e5是M0.3920.655是1.02e411.79e5是截面抗剪承載力力驗算承載力極限狀態(tài)態(tài)(基本組合合)截面抗剪剪強度驗算算表工況剪力設(shè)計值γ0受剪面積A(材料抗剪強度設(shè)計值f壓力標準值Nk截面抗剪強度VR是否滿足N932.1328.631.857604.9775.68e4是N503.3828.631.856353.5665.61e4是Q1153.92228.631.856450.0335.62e4是Q503.3828.631.856365.8555.61e4是左側(cè)墻(擋土墻墻)截面計計算位置描述所取截面標高11.75mm，距離臺臺底1.775m，截截面面積為為1.833m^2，截面抵抗抗矩為0..56m^^3.荷載分析集中荷載集中荷載匯總表表荷載名稱荷載類型荷載位置(m))集中力(kN))集中矩(kN?m)側(cè)墻混凝土自重重結(jié)構(gòu)重力X6.306HX0MX0Y0HY0MY0Z0P-6MZ0側(cè)墻墻身自重結(jié)構(gòu)重力X5.91HX0MX0Y0HY0MY0Z0P-106.877MZ0臺后土壓力土側(cè)壓力X6.084HX0.11MX0Y0HY0MY0Z5.826P-2.92e--2MZ0臺后土壓力土側(cè)壓力X5.195HX37.92MX0Y0HY0MY0Z3.157P-25.04MZ0汽車土壓力汽車土側(cè)X6.099HX0.76MX0Y0HY0MY0Z5.87P-0.2MZ0汽車土壓力汽車土側(cè)X5.391HX15.39MX0Y0HY0MY0Z3.745P-10.16MZ0單項荷載內(nèi)力單項荷載內(nèi)力荷載名稱N(kN)Q(kN)M(kN?m)側(cè)墻混凝土自重重603.989側(cè)墻墻身自重106.87028.768臺后土壓力25.0738.0342.634汽車土壓力10.3616.1531.396內(nèi)力組合承載能力極限狀狀態(tài)(基本組合合)截面內(nèi)力組組合效應工況N(kN)Q(kN)M(kN?m)N203.5683.45157.2466N151.7441.8482.93Q203.5683.45157.2466Q176.5741.8490.136M203.5683.45157.2466M151.7441.8482.93截面內(nèi)力標準值值組合效應應工況N(kN)Q(kN)M(kN?m)N148.3154.19106.7877N137.9438.0375.391Q148.3154.19106.7877Q137.9438.0375.391M148.3154.19106.7877M137.9438.0375.391承載力驗算正截面抗彎承載載力驗算承載能力極限狀狀態(tài)(基本組合合)截面抗彎彎承載力驗驗算工況彎矩設(shè)計值γ受拉邊緣抵抗矩矩W(材料抗拉強度f截面強度M是否滿足M157.24660.560.92513.3222是M82.930.560.92513.3222是截面抗剪承載力力驗算承載力極限狀態(tài)態(tài)(基本組合合)截面抗剪剪強度驗算算表工況剪力設(shè)計值γ0受剪面積A(材料抗剪強度設(shè)計值f壓力標準值Nk截面抗剪強度VR是否滿足N83.451.831.85148.313459.077是N41.841.831.85137.943453.899是Q83.451.831.85148.313459.077是Q41.841.831.85137.943453.899是右側(cè)墻(擋土墻墻)截面計計算位置描述所取截面標高11.75mm，距離臺臺底1.775m，截截面面積為為1.922m^2，截面抵抗抗矩為0..61m^^3.荷載分析集中荷載集中荷載匯總表表荷載名稱荷載類型荷載位置(m))集中力(kN))集中矩(kN?m)側(cè)墻混凝土自重重結(jié)構(gòu)重力X-6.306HX0MX0Y0HY0MY0Z0P-6MZ0側(cè)墻墻身自重結(jié)構(gòu)重力X-5.882HX0MX0Y0HY0MY0Z0P-118.177MZ0臺后土壓力土側(cè)壓力X-5.111HX-38.07MX0Y0HY0MY0Z3.167P-25.13MZ0汽車土壓力汽車土側(cè)X-5.347HX-16.39MX0Y0HY0MY0Z3.875P-10.82MZ0單項荷載內(nèi)力單項荷載內(nèi)力荷載名稱N(kN)Q(kN)M(kN?m)側(cè)墻混凝土自重重60-4.251側(cè)墻墻身自重118.170-33.6844臺后土壓力25.13-38.07-41.7055汽車土壓力10.82-16.39-32.13內(nèi)力組合承載能力極限狀狀態(tài)(基本組合合)截面內(nèi)力組組合效應工況N(kN)Q(kN)M(kN?m)N219.28-83.87-163.788N164.24-41.87-87.6044Q191.55-41.87-95.95Q219.28-83.87-163.788M164.24-41.87-87.6044M219.28-83.87-163.788截面內(nèi)力標準值值組合效應應工況N(kN)Q(kN)M(kN?m)N160.13-54.46-111.777N149.31-38.07-79.64Q149.31-38.07-79.64Q160.13-54.46-111.777M149.31-38.07-79.64M160.13-54.46-111.777承載力驗算正截面抗彎承載載力驗算承載能力極限狀狀態(tài)(基本組合合)截面抗彎彎承載力驗驗算工況彎矩設(shè)計值γ受拉邊緣抵抗矩矩W(材料抗拉強度f截面強度M是否滿足M87.6040.610.92563.5422是M163.780.610.92563.5422是截面抗剪承載力力驗算承載力極限狀態(tài)態(tài)(基本組合合)截面抗剪剪強度驗算算表工況剪力設(shè)計值γ0受剪面積A(材料抗剪強度設(shè)計值f壓力標準值Nk截面抗剪強度VR是否滿足N83.871.921.85160.133626.7是N41.871.921.85149.313621.299是Q41.871.921.85149.313621.299是Q83.871.921.85160.133626.7是驗算截面標高：：0(m)).前墻(獨立墻))截面計算算位置描述所取截面標高00m，距離離臺底0mm，截面面面積為366.27mm^2，順橋向抗抗彎慣矩為為23.1138m^^4.荷載分析集中荷載集中荷載匯總表表荷載名稱荷載類型荷載位置(m))集中力(kN))集中矩(kN?m)上部恒載1結(jié)構(gòu)重力X3.99HX0MX0Y0HY0MY0Z0P-2025MZ0上部恒載2結(jié)構(gòu)重力X-3.99HX0MX0Y0HY0MY0Z0P-2025MZ0帽粱自重結(jié)構(gòu)重力X0HX0MX0Y0.17HY0MY0Z0P-327.255MZ0背墻自重結(jié)構(gòu)重力X4.429e--5HX0MX0Y-0.71HY0MY0Z0P-428.299MZ0前墻自重結(jié)構(gòu)重力X0HX0MX0Y-0.398HY0MY0Z0P-2304.337MZ0墊石自重結(jié)構(gòu)重力X3.99HX0MX0Y0HY0MY0Z0P-0.9MZ0墊石自重結(jié)構(gòu)重力X-3.99HX0MX0Y0HY0MY0Z0P-0.9MZ0擋塊自重結(jié)構(gòu)重力X4.791HX0MX0Y0.17HY0MY0Z0P-5.62MZ0擋塊自重結(jié)構(gòu)重力X-4.79HX0MX0Y0.17HY0MY0Z0P-5.62MZ0臺后土壓力土側(cè)壓力X0HX0MX0Y-0.88HY131.22MY0Z4.333P-35.16MZ0臺后土壓力土側(cè)壓力X0HX0MX0Y-1.543HY822.04MY0Z1.51P-542.766MZ0汽車土壓力汽車土側(cè)X0HX0MX0Y-0.88HY96.07MY0Z4.75P-25.74MZ0汽車土壓力汽車土側(cè)X0HX0MX0Y-1.463HY177.02MY0Z1.75P-116.888MZ0制動力1汽車制動X0HX0MX0Y0HY133MY0Z4.45P0MZ0摩阻力1支座摩阻X0HX0MX0Y0HY20MY0Z4.45P0MZ0溫度力1整體溫度X0HX0MX0Y0HY20MY0Z4.45P0MZ0梯形荷載梯形荷載匯總表表荷載名稱荷載類型荷載位置(m))集度(kN/m)搭板恒載結(jié)構(gòu)重力X15.856HX10Y1-1.03HY10Z10P1-25.5X25.5e-3HX20Y2-1.03HY20Z20P2-25.5搭板恒載結(jié)構(gòu)重力X1-4.5e-33HX10Y1-1.03HY10Z10P1-25.5X2-5.855HX20Y2-1.03HY20Z20P2-25.5單項荷載內(nèi)力單項荷載內(nèi)力荷載名稱N(kN)Q(kN)M(kN?m)上部恒載120250-1343.225上部恒載220250-1343.225帽粱自重327.250-272.7009背墻自重428.29019.785前墻自重2304.3770-612.255墊石自重1.80-1.194擋塊自重11.230-9.36搭板恒載298.350109.3955臺后土壓力577.92953.26-1324.4452汽車土壓力142.62273.09-667.0334制動力10133-591.855摩阻力1020-89溫度力1020-89汽車Nmax1154.9440-766.1111汽車Nmin-12.308.154汽車Hmax000汽車Hmin000汽車Mmax-12.2908.157汽車Mmin1154.9440-766.1111人群Nmax000人群Nmin000人群Hmax000人群Hmin000人群Mmax000人群Mmin000內(nèi)力組合承載能力極限狀狀態(tài)(基本組合合)截面內(nèi)力組組合效應工況N(kN)Q(kN)M(kN?m)N1.26e41804.477-8598.9993N8780.1991048.599-5242.4456Q1.09e42053.511-8358.5585Q1.04e41048.599-6014.6637M8940.0661048.599-5214.0033M1.24e41861.733-9051.0071截面內(nèi)力標準值值組合效應工況N(kN)Q(kN)M(kN?m)N9296.7661226.355-6210.443N7986.911953.26-4769.1131Q8141.8221379.355-6125.117Q7999.211953.26-4777.2285M7986.911953.26-4769.1129M9296.7661379.355-6891.228承載力驗算正截面抗壓承載載力驗算承載能力極限狀狀態(tài)(基本組合合)截面抗壓壓承載力驗驗算工況偏心距e(m))偏心距限值[e](m)偏心距是否滿足設(shè)計軸力γ0偏心距影響系數(shù)φ截面強度NR抗壓承載力是否滿足N0.680.83是1.26e411.8e5是N0.5970.83是8780.19912.02e5是M0.5830.83是8940.06612.05e5是M0.7280.83是1.24e411.68e5是截面抗剪承載力力驗算承載力極限狀態(tài)態(tài)(基本組合合)截面抗剪剪強度驗算算表工況剪力設(shè)計值γ0受剪面積A(材料抗剪強度設(shè)計值f壓力標準值Nk截面抗剪強度VR是否滿足N1804.47736.271.859296.7667.18e4是N1048.59936.271.857986.9117.11e4是Q2053.51136.271.858141.8227.12e4是Q1048.59936.271.857999.2117.11e4是左側(cè)墻(擋土墻墻)截面計計算位置描述所取截面標高00m，距離離臺底0mm，截面面面積為2..41m^^2，截截面抵抗矩矩為0.997m^33.荷載分析集中荷載集中荷載匯總表表荷載名稱荷載類型荷載位置(m))集中力(kN))集中矩(kN?m)側(cè)墻混凝土自重重結(jié)構(gòu)重力X6.306HX0MX0Y0HY0MY0Z0P-6MZ0側(cè)墻墻身自重結(jié)構(gòu)重力X5.723HX0MX0Y0HY0MY0Z0P-192.266MZ0臺后土壓力土側(cè)壓力X6.084HX0.11MX0Y0HY0MY0Z5.826P-2.92e--2MZ0臺后土壓力土側(cè)壓力X4.807HX75.73MX0Y0HY0MY0Z1.993P-50MZ0汽車土壓力汽車土側(cè)X6.099HX0.76MX0Y0HY0MY0Z5.87P-0.2MZ0汽車土壓力汽車土側(cè)X5.099HX22.14MX0Y0HY0MY0Z2.87P-14.62MZ0單項荷載內(nèi)力單項荷載內(nèi)力荷載名稱N(kN)Q(kN)M(kN?m)側(cè)墻混凝土自重重605.739側(cè)墻墻身自重192.26071.82臺后土壓力50.0375.84124.45汽車土壓力14.8222.964.516內(nèi)力組合承載能力極限狀狀態(tài)(基本組合合)截面內(nèi)力組組合效應工況N(kN)Q(kN)M(kN?m)N361.57152.06393.3866N273.1183.42222.21Q361.57152.06393.3866Q316.7383.42239.2733M361.57152.06393.3866M273.1183.42222.21截面內(nèi)力標準值值組合效應應工況N(kN)Q(kN)M(kN?m)N263.1198.74266.5255N248.2975.84202.0099Q263.1198.74266.5255Q248.2975.84202.0099M263.1198.74266.5255M248.2975.84202.0099承載力驗算正截面抗彎承載載力驗算承載能力極限狀狀態(tài)(基本組合合)截面抗彎彎承載力驗驗算工況彎矩設(shè)計值γ受拉邊緣抵抗矩矩W(材料抗拉強度f截面強度M是否滿足M393.38660.970.92892.8099是M222.210.970.92892.8099是截面抗剪承載力力驗算承載力極限狀態(tài)態(tài)(基本組合合)截面抗剪剪強度驗算算表工況剪力設(shè)計值γ0受剪面積A(材料抗剪強度設(shè)計值f壓力標準值Nk截面抗剪強度VR是否滿足N152.062.411.85263.114595.644是N83.422.411.85248.294588.233是Q152.062.411.85263.114595.644是Q83.422.411.85248.294588.233是右側(cè)墻(擋土墻墻)截面計計算位置描述所取截面標高00m，距離離臺底0mm，截面面面積為2..5m^22，截面面抵抗矩為為1.044m^3..荷載分析集中荷載集中荷載匯總表表荷載名稱荷載類型荷載位置(m))集中力(kN))集中矩(kN?m)側(cè)墻混凝土自重重結(jié)構(gòu)重力X-6.306HX0MX0Y0HY0MY0Z0P-6MZ0側(cè)墻墻身自重結(jié)構(gòu)重力X-5.694HX0MX0Y0HY0MY0Z0P-207.077MZ0臺后土壓力土側(cè)壓力X-4.722HX-75.87MX0Y0HY0MY0Z2P-50.09MZ0汽車土壓力汽車土側(cè)X-5.055HX-23.15MX0Y0HY0MY0Z3P-15.28MZ0單項荷載內(nèi)力單項荷載內(nèi)力荷載名稱N(kN)Q(kN)M(kN?m)側(cè)墻混凝土自重重60-6.001側(cè)墻墻身自重207.070-80.5455臺后土壓力50.09-75.87-122.5009汽車土壓力15.28-23.15-65.6122內(nèi)力組合承載能力極限狀狀態(tài)(基本組合合)截面內(nèi)力組組合效應工況N(kN)Q(kN)M(kN?m)N381.94-152.488-403.9448N289.49-83.46-229.9661Q336.36-83.46-249.0001Q381.94-152.488-403.9448M289.49-83.46-229.9661M381.94-152.488-403.9448截面內(nèi)力標準值值組合效應應工況N(kN)Q(kN)M(kN?m)N278.45-99.02-274.6668N263.17-75.87-209.0556Q263.17-75.87-209.0556Q278.45-99.02-274.6668M263.17-75.87-209.0556M278.45-99.02-274.6668承載力驗算正截面抗彎承載載力驗算承載能力極限狀狀態(tài)(基本組合合)截面抗彎彎承載力驗驗算工況彎矩設(shè)計值γ受拉邊緣抵抗矩矩W(材料抗拉強度f截面強度M是否滿足M229.96111.040.92958.6666是M403.94881.040.92958.6666是截面抗剪承載力力驗算承載力極限狀態(tài)態(tài)(基本組合合)截面抗剪剪強度驗算算表工況剪力設(shè)計值γ0受剪面積A(材料抗剪強度設(shè)計值f壓力標準值Nk截面抗剪強度VR是否滿足N152.482.51.85278.454765.033是N83.462.51.85263.174757.399是Q83.462.51.85263.174757.399是Q152.482.51.85278.454765.033是搭板計算計算資料結(jié)構(gòu)信息幾何尺寸計算參數(shù)計算參數(shù)計算理論梁理論搭板設(shè)計計算長長度l0(m)5荷載信息恒載信息恒載信息所有二期恒載集集度(kNN/m)3活載信息活載信息汽車荷載類型車道荷載汽車荷載橫向分分布系數(shù)支點：0跨中中：0人群荷載橫向分分布系數(shù)支點：0跨中中：0車道數(shù)4汽車沖擊系數(shù)1.3人群荷載集度((kN/m10人行道寬度(mm)0搭板驗算搭板驗算表持久狀況承載能能力極限狀狀態(tài)抗彎強強度驗算設(shè)計彎矩Md((kN.mm)42.045抗彎強度Mudd(kN..m)117.4511是否滿足是持久狀況承載能能力極限狀狀態(tài)抗剪截截面尺寸驗驗算設(shè)計剪力(kNN)33.64抗剪下限(kNN)210.85是否滿足是持久狀況承載能能力極限狀狀態(tài)最小配配筋率驗算算受拉側(cè)配筋率((%)0.647容許最小配筋率率(%)0.2是否滿足是持久狀況正常使使用極限狀狀態(tài)混凝土土截面裂縫縫寬度驗算算長期彎矩(kNN.m)31.853短期彎矩(kNN.m)31.853裂縫計算寬度((mm)0.114容許裂縫寬度((mm)0.2是否滿足是基礎(chǔ)荷載分析承臺基礎(chǔ)集中荷載集中荷載匯總表表荷載名稱荷載類型荷載位置(m))集中力(kN))集中矩(kN?m)上部恒載1結(jié)構(gòu)重力(3.99,-2e-2,0)H