桩板墙计算书

桩板式挡土墙验算计算项目：桩板式挡土墙计算时间：2025-10-3011:53:42星期四------------------------------------------------------------------------原始条件:墙身尺寸:桩总长(m)13.500嵌入深度(m)7.500截面形状圆桩桩径(m)1.500桩间距(m)4.000挡土板的类型数(<=5)1嵌入段土层数(<=20)1桩底支承条件铰接计算方法M法初始弹性系数A(MN/m3)6.500初始弹性系数A1(MN/m3)46.800板类板厚板宽板块型号(m)(m)数10.3002.0004土层土层厚重度浮重度M序号(m)(kN/m3)(kN/m3)16.00020.008.0010.000物理参数:桩混凝土强度等级C30桩纵筋合力点到外皮距离(mm)35桩纵筋级别HRB400桩箍筋级别HRB335桩箍筋间距(mm)200桩配筋形式---桩拉区纵筋配筋范围(度)---桩压区,拉区纵筋比---板混凝土强度等级C30板纵筋合力点到外皮距离(mm)35板纵筋级别HRB400场地环境一般地区墙后填土类型单层填土墙后填土内摩擦角(度)20.000墙后填土粘聚力(kPa)5.000墙后填土容重(kN/m3)19.000墙后填土浮容重(kN/m3)---墙背与墙后填土摩擦角(度)17.500地震烈度---面侧地震动水压力系数---背侧地震动水压力系数---地基土容重(kN/m3)18.000地基土浮容重(kN/m3)---基底摩擦系数0.500地基浮力系数---地基土类型土质地基抗震基底容许偏心距---墙身地震力调整系数---公路等级及工程类别高速公路一般工程地基土内摩擦角(度)30.000地基土粘聚力(kPa)10.000地基强度与偏心距验算时斜面长度作为基底宽土压力计算：土压力计算方法库仑坡线土柱:参数名称参数值坡面线段数2坡面起始是否低于墙顶否坡面起始距离(m)0.000地面横坡角度(度)0.000填土对横坡面的摩擦角(度)35.000挡墙分段长度(m)5.500坡面线段参数:折线水平投竖向投坡线长坡线仰换算序号影长(m)影长(m)(m)角(度)土柱11.0000.5001.11826.565125.0000.0005.0000.0001换算土柱参数:土柱距离(m)宽度(m)高度(m)荷载序号1-1---满布0.5262015路基规范挡土墙车辆荷载2-1---满布0.5262015路基规范挡土墙车辆荷载整体稳定计算参数：是否计算整体稳定是稳定计算容许安全系数1.250稳定计算目标自动搜索最危险滑裂面条分法的土条宽度(m)1.000搜索时的圆心步长(m)1.000搜索时的半径步长(m)1.000荷载组合相关参数：结构重要性系数1.000荷载组合数3钢筋混凝土配筋计算依据：《公路钢筋混凝土与预应力混凝土桥涵设计规范》(JTGD62-2004)=====================================================================第1种情况:组合1注意：内力计算时，土压力分项(安全)系数=1.000[土压力计算]计算高度为6.000(m)处的库仑主动土压力无荷载时的破裂角=39.654(度)第1破裂角：39.618(度)Ea=158.012(kN)Ex=150.699(kN)Ey=47.515(kN)作用点高度Zy=2.095(m)(一)桩身内力计算计算方法:m法 背侧——为挡土侧；面侧——为非挡土侧。背侧最大弯矩=2159.055(kN-m)距离桩顶8.778(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=687.466(kN)距离桩顶13.500(m)桩顶位移=21(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)10.0000.0000.000-19-0.00020.2730.000-0.052-19-0.00030.5450.255-2.390-18-0.00040.8181.620-8.197-18-0.00051.0915.207-19.500-18-0.00061.36412.541-34.622-18-0.00071.63624.277-51.777-17-0.00081.90940.968-70.965-16-0.00092.18263.170-92.187-16-0.000102.45591.437-115.442-15-0.000112.727126.323-140.731-15-0.000123.000168.384-168.053-14-0.000133.273218.173-197.408-13-0.000143.545276.246-228.797-13-0.000153.818343.156-262.219-12-0.000164.091419.459-297.674-12-0.000174.364505.709-335.163-11-0.000184.636602.460-374.685-11-0.000194.909710.267-416.240-10-0.000205.182829.685-459.829-9-0.000215.455961.268-505.451-9-0.000225.7271105.570-553.106-8-0.000236.0001263.147-594.021-8-0.000246.2781425.716-564.164-7-67.473256.5561576.571-517.628-7-81.445266.8331713.287-463.180-6-92.788277.1111833.894-402.415-6-101.662287.3891936.851-336.819-5-108.242297.6672021.016-267.773-5-112.708307.9442085.613-196.535-4-115.251318.2222130.202-124.249-4-116.064328.5002154.640-51.935-4-115.340338.7782159.05519.506-3-113.273349.0562143.80489.294-3-110.049359.3332109.447156.762-3-105.847369.6112056.714221.351-2-100.838379.8891986.474282.606-2-95.1793810.1671899.711340.165-2-89.0113910.4441797.494393.750-2-82.4604010.7221680.961443.154-1-75.6334111.0001551.297488.232-1-68.6174211.2781409.721528.886-1-61.4774311.5561257.472565.052-1-54.2554411.8331095.803596.686-1-46.9734512.111925.980623.747-1-39.6244612.389749.277646.186-0-32.1794712.667566.988663.924-0-24.5854812.944380.430676.846-0-16.7634913.222190.963684.775-0-8.6105013.5000.007687.46600.000(二)桩身配筋计算点号距顶距离全部纵筋箍筋截面相对受压区高度(m)(mm2)(mm2)10.000157363170.200420.273157363170.200430.545157363170.200440.818157363170.200451.091157363170.200461.364157363170.200471.636157363170.200481.909157363170.200492.182157363170.2004102.455157363170.2004112.727157363170.2004123.000157363170.2004133.273157363170.2004143.545157363170.2004153.818157363170.2004164.091157363170.2004174.364157363170.2004184.636157363170.2004194.909157363170.2004205.182157363170.2004215.455157363170.2004225.727157363170.2004236.000157363170.2004246.278157363170.2004256.556157363170.2004266.833157363170.2004277.111157363170.2004287.389157363170.2004297.667157363170.2004307.944157363170.2004318.222157363170.2004328.500157363170.2004338.778157363170.2004349.056157363170.2004359.333157363170.2004369.611157363170.2004379.889157363170.20043810.167157363170.20043910.444157363170.20044010.722157363170.20044111.000157363170.20044211.278157363170.20044311.556157363170.20044411.833157363170.20044512.111157363170.20044612.389157363170.20044712.667157363170.20044812.944157363170.20044913.222157363170.20045013.500157363170.2004(三)挡土板内力配筋计算板类型板厚板下缘距顶最大土压力单块板弯矩单块板受拉侧纵筋号(mm)距离(m)(kPa)(kN-m)面积(mm2)13006.00046.477185.9092239(四)整体稳定验算最不利滑动面:圆心:(-1.75000,-2.25000)半径=11.73044(m)安全系数=2.863总的下滑力 =742.216(kN)总的抗滑力 =2124.972(kN)土体部分下滑力 =742.216(kN)土体部分抗滑力 =2124.972(kN)筋带的抗滑力 =0.000(kN) 整体稳定验算满足:最小安全系数=2.863≥1.250=====================================================================第2种情况:组合2注意：内力计算时，土压力分项(安全)系数=1.000[土压力计算]计算高度为6.000(m)处的库仑主动土压力无荷载时的破裂角=39.654(度)第1破裂角：39.618(度)Ea=158.012(kN)Ex=150.699(kN)Ey=47.515(kN)作用点高度Zy=2.095(m)(一)桩身内力计算计算方法:m法 背侧——为挡土侧；面侧——为非挡土侧。背侧最大弯矩=2159.055(kN-m)距离桩顶8.778(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=687.466(kN)距离桩顶13.500(m)桩顶位移=21(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)10.0000.0000.000-19-0.00020.2730.000-0.052-19-0.00030.5450.255-2.390-18-0.00040.8181.620-8.197-18-0.00051.0915.207-19.500-18-0.00061.36412.541-34.622-18-0.00071.63624.277-51.777-17-0.00081.90940.968-70.965-16-0.00092.18263.170-92.187-16-0.000102.45591.437-115.442-15-0.000112.727126.323-140.731-15-0.000123.000168.384-168.053-14-0.000133.273218.173-197.408-13-0.000143.545276.246-228.797-13-0.000153.818343.156-262.219-12-0.000164.091419.459-297.674-12-0.000174.364505.709-335.163-11-0.000184.636602.460-374.685-11-0.000194.909710.267-416.240-10-0.000205.182829.685-459.829-9-0.000215.455961.268-505.451-9-0.000225.7271105.570-553.106-8-0.000236.0001263.147-594.021-8-0.000246.2781425.716-564.164-7-67.473256.5561576.571-517.628-7-81.445266.8331713.287-463.180-6-92.788277.1111833.894-402.415-6-101.662287.3891936.851-336.819-5-108.242297.6672021.016-267.773-5-112.708307.9442085.613-196.535-4-115.251318.2222130.202-124.249-4-116.064328.5002154.640-51.935-4-115.340338.7782159.05519.506-3-113.273349.0562143.80489.294-3-110.049359.3332109.447156.762-3-105.847369.6112056.714221.351-2-100.838379.8891986.474282.606-2-95.1793810.1671899.711340.165-2-89.0113910.4441797.494393.750-2-82.4604010.7221680.961443.154-1-75.6334111.0001551.297488.232-1-68.6174211.2781409.721528.886-1-61.4774311.5561257.472565.052-1-54.2554411.8331095.803596.686-1-46.9734512.111925.980623.747-1-39.6244612.389749.277646.186-0-32.1794712.667566.988663.924-0-24.5854812.944380.430676.846-0-16.7634913.222190.963684.775-0-8.6105013.5000.007687.46600.000(二)桩身配筋计算点号距顶距离全部纵筋箍筋截面相对受压区高度(m)(mm2)(mm2)10.000157363170.200420.273157363170.200430.545157363170.200440.818157363170.200451.091157363170.200461.364157363170.200471.636157363170.200481.909157363170.200492.182157363170.2004102.455157363170.2004112.727157363170.2004123.000157363170.2004133.273157363170.2004143.545157363170.2004153.818157363170.2004164.091157363170.2004174.364157363170.2004184.636157363170.2004194.909157363170.2004205.182157363170.2004215.455157363170.2004225.727157363170.2004236.000157363170.2004246.278157363170.2004256.556157363170.2004266.833157363170.2004277.111157363170.2004287.389157363170.2004297.667157363170.2004307.944157363170.2004318.222157363170.2004328.500157363170.2004338.778157363170.2004349.056157363170.2004359.333157363170.2004369.611157363170.2004379.889157363170.20043810.167157363170.20043910.444157363170.20044010.722157363170.20044111.000157363170.20044211.278157363170.20044311.556157363170.20044411.833157363170.20044512.111157363170.20044612.389157363170.20044712.667157363170.20044812.944157363170.20044913.222157363170.20045013.500157363170.2004(三)挡土板内力配筋计算板类型板厚板下缘距顶最大土压力单块板弯矩单块板受拉侧纵筋号(mm)距离(m)(kPa)(kN-m)面积(mm2)13006.00046.477185.9092239(四)整体稳定验算最不利滑动面:圆心:(-1.75000,-2.25000)半径=11.73044(m)安全系数=2.863总的下滑力 =742.216(kN)总的抗滑力 =2124.972(kN)土体部分下滑力 =742.216(kN)土体部分抗滑力 =2124.972(kN)筋带的抗滑力 =0.000(kN) 整体稳定验算满足:最小安全系数=2.863≥1.250=====================================================================第3种情况:组合3注意：内力计算时，土压力分项(安全)系数=1.000[土压力计算]计算高度为6.000(m)处的库仑主动土压力无荷载时的破裂角=39.654(度)第1破裂角：39.618(度)Ea=158.012(kN)Ex=150.699(kN)Ey=47.515(kN)作用点高度Zy=2.095(m)(一)桩身内力计算计算方法:m法 背侧——为挡土侧；面侧——为非挡土侧。背侧最大弯矩=2159.055(kN-m)距离桩顶8.778(m)面侧最大弯矩=0.000(kN-m)距离桩顶0.000(m)最大剪力=687.466(kN)距离桩顶13.500(m)桩顶位移=21(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)10.0000.0000.000-19-0.00020.2730.000-0.052-19-0.00030.5450.255-2.390-18-0.00040.8181.620-8.197-18-0.00051.0915.207-19.500-18-0.00061.36412.541-34.622-18-0.00071.63624.277-51.777-17-0.00081.90940.968-70.965-16-0.00092.18263.170-92.187-16-0.000102.45591.437-115.442-15-0.000112.727126.323-140.731-15-0.000123.000168.384-168.053-14-0.000133.273218.173-197.408-13-0.000143.545276.246-228.797-13-0.000153.818343.156-262.219-12-0.000164.091419.459-297.674-12-0.000174.364505.709-335.163-11-0.000184.636602.460-374.685-11-0.000194.909710.267-416.240-10-0.000205.182829.685-459.829-9-0.000215.455961.268-505.451-9-0.000225.7271105.570-553.106-8-0.000236.0001263.147-594.021-8-0.000246.2781425.716-564.164-7-67.473256.5561576.571-517.628-7-81.445266.8331713.287-463.180-6-92.788277.1111833.894-402.415-6-101.662287.3891936.851-336.819-5-108.242297.6672021.016-267.773-5-112.708307.9442085.613-196.535-4-115.251318.2222130.202-124.249-4-116.064328.5002154.640-51.935-4-115.340338.7782159.05519.506-3-113.273349.0562143.80489.294-3-110.049359.3332109.447156.762-3-105.847369.6112056.714221.351-2-100.838379.8891986.474282.606-2-95.1793810.1671899.711340.165-2-89.0113910.4441797.494393.750-2-82.4604010.7221680.961443.154-1-75.6334111.0001551.297488.232-1-68.6174211.2781409.721528.886-1-61.4774311.5561257.472565.052-1-54.2554411.8331095.803596.686-1-46.9734512.111925.980623.747-1-39.6244612.389749.277646.186-0-32.1794712.667566.988663.924-0-24.5854812.944380.430676.846-0-16.7634913.222190.963684.775-0-8.6105013.5000.007687.46600.000(二)桩身配筋计算点号距顶距离全部纵筋箍筋截面相对受压区高度(m)(mm2)(mm2)10.000157363170.200420.273157363170.200430.545157363170.200440.818157363170.200451.091157363170.200461.364157363170.200471.636157363170.200481.909157363170.200492.182157363170.2004102.455157363170.2004112.727157363170.2004123.000157363170.2004133.273157363170.2004143.545157363170.2004153.818157363170.2004164.091157363170.2004174.364157363170.2004184.636157363170.2004194.909157363170.2004205.182157363170.200421