(新路线1)(01)0

1、0#1桥台计算书编制人：审核人：编制日期：1 计算资料1.1 编制依据公路桥涵设计通用规范（JTG D602004）公路钢筋混凝土及预应力混凝土桥涵设计规范（JTG D622004） 公路桥涵地基与基础设计规范（JTG D632007）公路圬工桥涵设计规范（JTG D612005）公路砖石及混凝土桥涵设计规范（JTJ 022-85）公路设计手册墩台和基础桥梁墩台与基础工程1.2 结构信息1.2.1 几何尺寸1.2.2 计算参数总体计算参数桥台材料类型WC25桥台材料容重(kN/m3)23桥台总体积(m3)1424.8桥台重(kN)3.3e4基础类型扩大基础构件计算长度(m)左台：7.749，右

2、台：7.771.3 荷载信息1.3.1 上部结构永久作用上部结构恒载支座号竖向力1120221202311364113651136611367113681136911361011361111361211361312021412021.3.2 其它永久作用其它永久作用搭板是否自动计算是二期恒载集度(kN/m2)0搭板全长恒载分配于桥台上的比例0.5是否计入台前土压力否是否计入台后土压力是台后土压力计算方法主动土压力1.3.3 可变作用可变作用信息活载加载方式简支梁影响线汽车等级城A级车道数6汽车冲击系数0.211人群集度(kN/m2)5人行道总宽(m)7.6汽车引起土侧压力加载方式车辆荷载制动力

3、(kN)150制动力作用标高(m)926.704温度力(kN)50温度力作用标高(m)926.704摩阻力(kN)30摩阻力作用标高(m)926.704上部结构梁与搭板计算长度梁计算跨径(m)35起点支座距梁段(m)0.6终点支座距梁段(m)0.6搭板计算跨径(m)0起点支座距搭板段(m)0终点支座搭板梁段(m)02 桥台计算2.1 验算截面标高：919.2(m).2.1.1 左前墙(独立墙)截面计算2.1.1.1 位置描述所取截面标高919.2m，距离台底0.37m，截面面积为90.27m2， 顺桥向抗弯惯矩为240.555m4.2.1.1.2 荷载分析2.1.1.2.1 集中荷载集中荷载汇

4、总表荷载名称荷载类型荷载位置(m)集中力(kN)集中矩(kNm)上部恒载1结构重力X14.856HX0MX0Y0HY0MY0Z0P-1202MZ0上部恒载2结构重力X12.568HX0MX0Y0HY0MY0Z0P-1202MZ0上部恒载3结构重力X10.28HX0MX0Y0HY0MY0Z0P-1136MZ0上部恒载4结构重力X7.992HX0MX0Y0HY0MY0Z0P-1136MZ0上部恒载5结构重力X5.704HX0MX0Y0HY0MY0Z0P-1136MZ0上部恒载6结构重力X3.416HX0MX0Y0HY0MY0Z0P-1136MZ0上部恒载7结构重力X1.128HX0MX0Y0HY0

5、MY0Z0P-1136MZ0帽梁自重结构重力X7.975HX0MX0Y4.702e-2HY0MY0Z0P-432.01MZ0背墙自重结构重力X8.545HX0MX0Y-1.441HY0MY0Z0P-2126.94MZ0前墙自重结构重力X8.598HX0MX0Y-1.665HY0MY0Z0P-1.1e4MZ0垫石自重结构重力X14.856HX0MX0Y0HY0MY0Z0P-1.4MZ0垫石自重结构重力X12.568HX0MX0Y0HY0MY0Z0P-1.4MZ0垫石自重结构重力X10.28HX0MX0Y0HY0MY0Z0P-1.4MZ0垫石自重结构重力X7.992HX0MX0Y0HY0MY0Z0

6、P-1.4MZ0垫石自重结构重力X5.704HX0MX0Y0HY0MY0Z0P-1.4MZ0垫石自重结构重力X3.416HX0MX0Y0HY0MY0Z0P-1.4MZ0垫石自重结构重力X1.128HX0MX0Y0HY0MY0Z0P-1.4MZ0挡块自重结构重力X15.354HX0MX0Y9.4e-2HY0MY0Z0P-5.04MZ0挡块自重结构重力X0.562HX0MX0Y9.4e-2HY0MY0Z0P-5.04MZ0台后土压力土侧压力X0HX0MX0Y-311.397HY0MY0Z0P0MZ0汽车土压力汽车土侧X0HX0MX0Y-311.397HY0MY0Z0P0MZ0制动力1汽车制动X0H

7、X-25.65MX0Y0HY70.48MY0Z926.704P0MZ0摩阻力1支座摩阻X0HX-5.13MX0Y0HY14.1MY0Z926.704P0MZ0温度力1整体温度X0HX-8.55MX0Y0HY23.49MY0Z926.704P0MZ02.1.1.2.2 梯形荷载梯形荷载汇总表荷载名称荷载类型荷载位置(m)集度(kN/m)搭板恒载结构重力X112.78HX10Y1-1.46HY10Z10P1-27.06X20.542HX20Y2-1.46HY20Z20P2-27.062.1.1.3 荷载分析中间过程2.1.1.4 单项荷载内力单项荷载内力荷载名称N(kN)Q(kN)M(kNm)上部

8、恒载112020-2607.921上部恒载212020-2607.921上部恒载311360-2464.724上部恒载411360-2464.724上部恒载511360-2464.724上部恒载611360-2464.724上部恒载711360-2464.724帽梁自重432.010-957.621背墙自重2126.940-1550.411前墙自重1.1e40-5552.555垫石自重9.770-21.192挡块自重10.080-22.818搭板恒载331.20-234.882台后土压力000汽车土压力000制动力1070.48-528.824摩阻力1014.1-105.765温度力1023.

9、49-176.275汽车Nmax1384.130-3003.076汽车Nmin-11.9025.842汽车Hmax000汽车Hmin000汽车Mmax-11.91025.822汽车Mmin1384.130-3003.075人群Nmax256.90-557.393人群Nmin-7.52e-200.172人群Hmax000人群Hmin000人群Mmax-7.91e-200.163人群Mmin256.90-557.3932.1.1.5 内力组合承载能力极限状态(基本组合)截面内力组合效应工况N(kN)Q(kN)M(kNm)Nmax2.86e40-3.588e4Nmin2.2e40-2.584e4Qm

10、ax2.64e4124.98-3.199e4Qmin2.64e40-3.105e4Mmax2.2e40-2.584e4Mmin2.86e478.93-3.632e4截面内力标准值组合效应工况N(kN)Q(kN)M(kNm)Nmax2.36e40-2.944e4Nmin2.2e40-2.585e4Qmax2.2e493.97-2.658e4Qmin2.2e40-2.588e4Mmax2.2e40-2.585e4Mmin2.36e493.97-3.014e42.1.1.6 承载力验算2.1.1.6.1 正截面抗压承载力验算承载能力极限状态(基本组合)截面抗压承载力验算工况偏心距e(m)偏心距限值e

11、(m)偏心距是否满足设计轴力0Nd(kN)偏心距影响系数截面强度NR(kN)抗压承载力是否满足Nmax1.2531.696是2.86e414.92e5是Nmin1.1751.696是2.2e415.16e5是Mmax1.1751.696是2.2e415.16e5是Mmin1.2721.696是2.86e414.86e5是2.1.1.6.2 截面抗剪承载力验算承载力极限状态(基本组合)截面抗剪强度验算表工况剪力设计值0Vd(kN)受剪面积A(m2)材料抗剪强度设计值fvd(MPa)压力标准值Nk(kN)截面抗剪强度VR(kN)是否满足Nmax090.271.852.36e41.79e5是Nmin

12、090.271.852.2e41.78e5是Qmax124.9890.271.852.2e41.78e5是Qmin090.271.852.2e41.78e5是2.1.2 右前墙(独立墙)截面计算2.1.2.1 位置描述所取截面标高919.2m，距离台底0.37m，截面面积为90.27m2， 顺桥向抗弯惯矩为240.555m4.2.1.2.2 荷载分析2.1.2.2.1 集中荷载集中荷载汇总表荷载名称荷载类型荷载位置(m)集中力(kN)集中矩(kNm)上部恒载8结构重力X-1.133HX0MX0Y0HY0MY0Z0P-1136MZ0上部恒载9结构重力X-3.421HX0MX0Y0HY0MY0Z0

13、P-1136MZ0上部恒载10结构重力X-5.709HX0MX0Y0HY0MY0Z0P-1136MZ0上部恒载11结构重力X-7.997HX0MX0Y0HY0MY0Z0P-1136MZ0上部恒载12结构重力X-10.285HX0MX0Y0HY0MY0Z0P-1136MZ0上部恒载13结构重力X-12.573HX0MX0Y0HY0MY0Z0P-1202MZ0上部恒载14结构重力X-14.861HX0MX0Y0HY0MY0Z0P-1202MZ0帽梁自重结构重力X-8.009HX0MX0Y4.702e-2HY0MY0Z0P-432.01MZ0背墙自重结构重力X-7.497HX0MX0Y-1.441H

14、Y0MY0Z0P-2126.91MZ0前墙自重结构重力X-7.386HX0MX0Y-1.664HY0MY0Z0P-1.1e4MZ0垫石自重结构重力X-1.133HX0MX0Y0HY0MY0Z0P-1.4MZ0垫石自重结构重力X-3.421HX0MX0Y0HY0MY0Z0P-1.4MZ0垫石自重结构重力X-5.709HX0MX0Y0HY0MY0Z0P-1.4MZ0垫石自重结构重力X-7.997HX0MX0Y0HY0MY0Z0P-1.4MZ0垫石自重结构重力X-10.285HX0MX0Y0HY0MY0Z0P-1.4MZ0垫石自重结构重力X-12.573HX0MX0Y0HY0MY0Z0P-1.4MZ

15、0垫石自重结构重力X-14.861HX0MX0Y0HY0MY0Z0P-1.4MZ0挡块自重结构重力X-0.63HX0MX0Y9.4e-2HY0MY0Z0P-5.04MZ0挡块自重结构重力X-15.422HX0MX0Y9.4e-2HY0MY0Z0P-5.04MZ0台后土压力土侧压力X0HX0MX0Y-311.397HY0MY0Z0P0MZ0汽车土压力汽车土侧X0HX0MX0Y-311.397HY0MY0Z0P0MZ0制动力1汽车制动X0HX-25.65MX0Y0HY70.48MY0Z926.704P0MZ0摩阻力1支座摩阻X0HX-5.13MX0Y0HY14.1MY0Z926.704P0MZ0温

16、度力1整体温度X0HX-8.55MX0Y0HY23.49MY0Z926.704P0MZ02.1.2.2.2 梯形荷载梯形荷载汇总表荷载名称荷载类型荷载位置(m)集度(kN/m)搭板恒载结构重力X10.521HX10Y1-1.46HY10Z10P1-27.06X2-11.717HX20Y2-1.46HY20Z20P2-27.062.1.2.3 荷载分析中间过程2.1.2.4 单项荷载内力单项荷载内力荷载名称N(kN)Q(kN)M(kNm)上部恒载811360-2464.724上部恒载911360-2464.724上部恒载1011360-2464.724上部恒载1111360-2464.724上部

17、恒载1211360-2464.724上部恒载1312020-2607.921上部恒载1412020-2607.921帽梁自重432.010-957.621背墙自重2126.910-1550.393前墙自重1.1e40-5581.839垫石自重9.770-21.192挡块自重10.080-22.818搭板恒载331.20-234.882台后土压力000汽车土压力000制动力1070.48-528.824摩阻力1014.1-105.765温度力1023.49-176.275汽车Nmax1384.130-3003.076汽车Nmin-11.9025.842汽车Hmax000汽车Hmin000汽车Mm

18、ax-11.91025.822汽车Mmin1384.130-3003.075人群Nmax256.90-557.393人群Nmin-7.52e-200.172人群Hmax000人群Hmin000人群Mmax-7.91e-200.163人群Mmin256.90-557.3932.1.2.5 内力组合承载能力极限状态(基本组合)截面内力组合效应工况N(kN)Q(kN)M(kNm)Nmax2.87e40-3.592e4Nmin2.2e40-2.587e4Qmax2.64e4124.98-3.203e4Qmin2.64e40-3.109e4Mmax2.2e40-2.587e4Mmin2.86e478.9

19、3-3.635e4截面内力标准值组合效应工况N(kN)Q(kN)M(kNm)Nmax2.37e40-2.947e4Nmin2.2e40-2.588e4Qmax2.2e493.97-2.661e4Qmin2.2e40-2.591e4Mmax2.2e40-2.588e4Mmin2.37e493.97-3.017e42.1.2.6 承载力验算2.1.2.6.1 正截面抗压承载力验算承载能力极限状态(基本组合)截面抗压承载力验算工况偏心距e(m)偏心距限值e(m)偏心距是否满足设计轴力0Nd(kN)偏心距影响系数截面强度NR(kN)抗压承载力是否满足Nmax1.2531.696是2.87e414.92

20、e5是Nmin1.1751.696是2.2e415.16e5是Mmax1.1751.696是2.2e415.16e5是Mmin1.2721.696是2.86e414.86e5是2.1.2.6.2 截面抗剪承载力验算承载力极限状态(基本组合)截面抗剪强度验算表工况剪力设计值0Vd(kN)受剪面积A(m2)材料抗剪强度设计值fvd(MPa)压力标准值Nk(kN)截面抗剪强度VR(kN)是否满足Nmax090.271.852.37e41.79e5是Nmin090.271.852.2e41.78e5是Qmax124.9890.271.852.2e41.78e5是Qmin090.271.852.2e41

21、.78e5是2.1.3 左侧墙(挡土墙)截面计算2.1.3.1 位置描述所取截面标高919.2m，距离台底0.37m，截面面积为4.11m2， 截面抵抗矩为2.82m3.2.1.3.2 荷载分析2.1.3.2.1 集中荷载集中荷载汇总表荷载名称荷载类型荷载位置(m)集中力(kN)集中矩(kNm)侧墙混凝土自重结构重力X14.61HX0MX0Y0HY0MY0Z0P-5.95MZ0侧墙墙身自重结构重力X13.595HX0MX0Y0HY0MY0Z0P-561.64MZ0台后土压力土侧压力X-295.503HX0MX0Y0HY0MY0Z0P0MZ0汽车土压力汽车土侧X-295.503HX0MX0Y0H

22、Y0MY0Z0P0MZ02.1.3.3 荷载分析中间过程2.1.3.4 单项荷载内力单项荷载内力荷载名称N(kN)Q(kN)M(kNm)侧墙混凝土自重5.9509.86侧墙墙身自重561.640360.651台后土压力000汽车土压力0002.1.3.5 内力组合承载能力极限状态(基本组合)截面内力组合效应工况N(kN)Q(kN)M(kNm)Nmax681.110444.614Nmin567.60370.512Qmax681.110444.614Qmin681.110444.614Mmax681.110444.614Mmin567.60370.512截面内力标准值组合效应工况N(kN)Q(kN

23、)M(kNm)Nmax567.60370.512Nmin567.60370.512Qmax567.60370.512Qmin567.60370.512Mmax567.60370.512Mmin567.60370.5122.1.3.6 承载力验算2.1.3.6.1 正截面抗弯承载力验算承载能力极限状态(基本组合)截面抗弯承载力验算工况弯矩设计值0Md(kNm)受拉边缘抵抗矩W(m3)材料抗拉强度ftmd(MPa)截面强度MR(kNm)是否满足Mmax444.6142.820.922594.325是Mmin370.5122.820.922594.325是2.1.3.6.2 截面抗剪承载力验算承载力

24、极限状态(基本组合)截面抗剪强度验算表工况剪力设计值0Vd(kN)受剪面积A(m2)材料抗剪强度设计值fvd(MPa)压力标准值Nk(kN)截面抗剪强度VR(kN)是否满足Nmax04.111.85567.67893.46是Nmin04.111.85567.67893.46是Qmax04.111.85567.67893.46是Qmin04.111.85567.67893.46是2.1.4 右侧墙(挡土墙)截面计算2.1.4.1 位置描述所取截面标高919.2m，距离台底0.37m，截面面积为3.97m2， 截面抵抗矩为2.62m3.2.1.4.2 荷载分析2.1.4.2.1 集中荷载集中荷载汇

25、总表荷载名称荷载类型荷载位置(m)集中力(kN)集中矩(kNm)侧墙混凝土自重结构重力X-14.61HX0MX0Y0HY0MY0Z0P-5.95MZ0侧墙墙身自重结构重力X-13.643HX0MX0Y0HY0MY0Z0P-520.76MZ0台后土压力土侧压力X295.357HX0MX0Y0HY0MY0Z0P0MZ0汽车土压力汽车土侧X295.357HX0MX0Y0HY0MY0Z0P0MZ02.1.4.3 荷载分析中间过程2.1.4.4 单项荷载内力单项荷载内力荷载名称N(kN)Q(kN)M(kNm)侧墙混凝土自重5.950-9.424侧墙墙身自重520.760-320.972台后土压力000汽

26、车土压力0002.1.4.5 内力组合承载能力极限状态(基本组合)截面内力组合效应工况N(kN)Q(kN)M(kNm)Nmax632.050-396.476Nmin526.710-330.396Qmax632.050-396.476Qmin632.050-396.476Mmax526.710-330.396Mmin632.050-396.476截面内力标准值组合效应工况N(kN)Q(kN)M(kNm)Nmax526.710-330.396Nmin526.710-330.396Qmax526.710-330.396Qmin526.710-330.396Mmax526.710-330.396Mmi

27、n526.710-330.3962.1.4.6 承载力验算2.1.4.6.1 正截面抗弯承载力验算承载能力极限状态(基本组合)截面抗弯承载力验算工况弯矩设计值0Md(kNm)受拉边缘抵抗矩W(m3)材料抗拉强度ftmd(MPa)截面强度MR(kNm)是否满足Mmax330.3962.620.922412.615是Mmin396.4762.620.922412.615是2.1.4.6.2 截面抗剪承载力验算承载力极限状态(基本组合)截面抗剪强度验算表工况剪力设计值0Vd(kN)受剪面积A(m2)材料抗剪强度设计值fvd(MPa)压力标准值Nk(kN)截面抗剪强度VR(kN)是否满足Nmax03.

28、971.85526.717601.69是Nmin03.971.85526.717601.69是Qmax03.971.85526.717601.69是Qmin03.971.85526.717601.69是2.2 验算截面标高：924.02(m).2.2.1 左前墙(独立墙)截面计算2.2.1.1 位置描述所取截面标高924.02m，距离台底5.19m，截面面积为64.62m2， 顺桥向抗弯惯矩为88.255m4.2.2.1.2 荷载分析2.2.1.2.1 集中荷载集中荷载汇总表荷载名称荷载类型荷载位置(m)集中力(kN)集中矩(kNm)上部恒载1结构重力X14.856HX0MX0Y0HY0MY0

29、Z0P-1202MZ0上部恒载2结构重力X12.568HX0MX0Y0HY0MY0Z0P-1202MZ0上部恒载3结构重力X10.28HX0MX0Y0HY0MY0Z0P-1136MZ0上部恒载4结构重力X7.992HX0MX0Y0HY0MY0Z0P-1136MZ0上部恒载5结构重力X5.704HX0MX0Y0HY0MY0Z0P-1136MZ0上部恒载6结构重力X3.416HX0MX0Y0HY0MY0Z0P-1136MZ0上部恒载7结构重力X1.128HX0MX0Y0HY0MY0Z0P-1136MZ0帽梁自重结构重力X7.975HX0MX0Y4.702e-2HY0MY0Z0P-432.01MZ0

30、背墙自重结构重力X8.545HX0MX0Y-1.441HY0MY0Z0P-2126.94MZ0前墙自重结构重力X8.437HX0MX0Y-1.224HY0MY0Z0P-2425.07MZ0垫石自重结构重力X14.856HX0MX0Y0HY0MY0Z0P-1.4MZ0垫石自重结构重力X12.568HX0MX0Y0HY0MY0Z0P-1.4MZ0垫石自重结构重力X10.28HX0MX0Y0HY0MY0Z0P-1.4MZ0垫石自重结构重力X7.992HX0MX0Y0HY0MY0Z0P-1.4MZ0垫石自重结构重力X5.704HX0MX0Y0HY0MY0Z0P-1.4MZ0垫石自重结构重力X3.416

31、HX0MX0Y0HY0MY0Z0P-1.4MZ0垫石自重结构重力X1.128HX0MX0Y0HY0MY0Z0P-1.4MZ0挡块自重结构重力X15.354HX0MX0Y9.4e-2HY0MY0Z0P-5.04MZ0挡块自重结构重力X0.562HX0MX0Y9.4e-2HY0MY0Z0P-5.04MZ0台后土压力土侧压力X0HX0MX0Y-311.397HY0MY0Z0P0MZ0汽车土压力汽车土侧X0HX0MX0Y-311.397HY0MY0Z0P0MZ0制动力1汽车制动X0HX-25.65MX0Y0HY70.48MY0Z926.704P0MZ0摩阻力1支座摩阻X0HX-5.13MX0Y0HY1

32、4.1MY0Z926.704P0MZ0温度力1整体温度X0HX-8.55MX0Y0HY23.49MY0Z926.704P0MZ02.2.1.2.2 梯形荷载梯形荷载汇总表荷载名称荷载类型荷载位置(m)集度(kN/m)搭板恒载结构重力X112.78HX10Y1-1.46HY10Z10P1-27.06X20.542HX20Y2-1.46HY20Z20P2-27.062.2.1.3 荷载分析中间过程2.2.1.4 单项荷载内力单项荷载内力荷载名称N(kN)Q(kN)M(kNm)上部恒载112020-1642.315上部恒载212020-1642.315上部恒载311360-1552.138上部恒载4

33、11360-1552.138上部恒载511360-1552.138上部恒载611360-1552.138上部恒载711360-1552.138帽梁自重432.010-610.573背墙自重2126.940158.229前墙自重2425.070-346.224垫石自重9.770-13.346挡块自重10.080-14.72搭板恒载331.2031.182台后土压力000汽车土压力000制动力1070.48-189.125摩阻力1014.1-37.825温度力1023.49-63.042汽车Nmax1384.130-1891.159汽车Nmin-11.9016.274汽车Hmax000汽车Hmin

34、000汽车Mmax-11.91016.261汽车Mmin1384.130-1891.159人群Nmax256.90-351.013人群Nmin-7.52e-200.108人群Hmax000人群Hmin000人群Mmax-7.91e-200.103人群Mmin256.90-351.0132.2.1.5 内力组合承载能力极限状态(基本组合)截面内力组合效应工况N(kN)Q(kN)M(kNm)Nmax1.83e40-1.725e4Nmin1.34e40-1.182e4Qmax1.61e4124.98-1.454e4Qmin1.61e40-1.421e4Mmax1.39e40-1.178e4Mmin1

35、.78e478.93-1.74e4截面内力标准值组合效应工况N(kN)Q(kN)M(kNm)Nmax1.51e40-1.408e4Nmin1.34e40-1.182e4Qmax1.34e493.97-1.209e4Qmin1.34e40-1.184e4Mmax1.34e40-1.182e4Mmin1.51e493.97-1.434e42.2.1.6 承载力验算2.2.1.6.1 正截面抗压承载力验算承载能力极限状态(基本组合)截面抗压承载力验算工况偏心距e(m)偏心距限值e(m)偏心距是否满足设计轴力0Nd(kN)偏心距影响系数截面强度NR(kN)抗压承载力是否满足Nmax0.9411.214

36、是1.83e413.38e5是Nmin0.8821.214是1.34e413.57e5是Mmax0.8481.214是1.39e413.67e5是Mmin0.981.214是1.78e413.26e5是2.2.1.6.2 截面抗剪承载力验算承载力极限状态(基本组合)截面抗剪强度验算表工况剪力设计值0Vd(kN)受剪面积A(m2)材料抗剪强度设计值fvd(MPa)压力标准值Nk(kN)截面抗剪强度VR(kN)是否满足Nmax064.621.851.51e41.27e5是Nmin064.621.851.34e41.26e5是Qmax124.9864.621.851.34e41.26e5是Qmin0

37、64.621.851.34e41.26e5是2.2.2 右前墙(独立墙)截面计算2.2.2.1 位置描述所取截面标高924.02m，距离台底5.19m，截面面积为64.62m2， 顺桥向抗弯惯矩为88.255m4.2.2.2.2 荷载分析2.2.2.2.1 集中荷载集中荷载汇总表荷载名称荷载类型荷载位置(m)集中力(kN)集中矩(kNm)上部恒载8结构重力X-1.133HX0MX0Y0HY0MY0Z0P-1136MZ0上部恒载9结构重力X-3.421HX0MX0Y0HY0MY0Z0P-1136MZ0上部恒载10结构重力X-5.709HX0MX0Y0HY0MY0Z0P-1136MZ0上部恒载11结构重力X-7.997HX0MX0Y0HY0MY0Z0P-1136MZ0上部恒载12结构重力X-10.285HX0MX0Y0HY0MY0Z0P-1136MZ0上部恒载13结构重力X-12.573HX0MX0Y0HY0MY0Z0P-1202MZ0上部恒载14结构重力X-14.861HX0MX0Y0HY0MY0Z0P-1202MZ0帽梁自重结构