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1、1#3#排桩式锚杆挡墙验算排桩式锚杆挡墙验算计算项目：排桩式锚杆挡墙2计算时间:2023-10-0517:47:29星期四执行规范：1建筑边坡工程技术规范(GB50330-2013),本文简称边坡规范2建筑结构荷载规范(GB50009-2012),本文简称荷载规范3建筑抗震设计规范(GB50011-2010),本文简称抗震规范4混凝土结构设计规范(GB50010-2010),本文简称混凝土规范简图已知条件1.基本信息边坡类型土质边坡边坡等级.级二阶直坡否边坡成因开挖I嵌固点以上立柱高(m)4.500立柱容重(kN11O25.00立柱嵌入深度(m)5.700立柱碎强度等级C30立柱截面形状圆形立
2、柱配筋方式均匀配筋1.直径D(In)1.200立柱纵筋级别HRB400立柱中心距(m)4.000立柱箍筋级别HRB400立柱计算方法弹性支点法(荷载模型)立柱纵筋直径(mm)立柱底支承条件较支立柱as(mm)65自动计算初始弹性系数初始弹性系数A(MN/)2.锚杆(索)I锚杆(索)道数正考虑开挖工况乂工况数03.岩土信息背侧坡线数1面侧坡线数嵌固点以上覆土厚(In)0.000背侧坡线序号水平投影长(m)竖向投影长(m)坡线长(m)坡线仰角(度)荷载数110.0000.00010.0000.0001坡线荷载序号荷载类型距离(m)宽度(m)荷载值(kPa,kNm)1-1满布均载5.000面侧坡线序
3、号水平投影长(m)竖向投影长(m)坡线长(m)坡线仰角(度)12嵌固点以上地层数1嵌固点以下地层数2墙后稳定地面角(度)0.000填土与结构摩擦角(度)17.500墙前横坡横坡较小墙前横坡角(度)0.000嵌固点上地层序号地层类型地层厚(m)重度(kNm3)粘聚力(kPa)内摩擦角(度)综合内摩擦角(度)摩阻力frbk(kPa)浮重度(kNm3)算法-计疥一m,c,KKH1土层4.50020.1000.00024.00024.000120.000I嵌固点下I地层I地层厚I重度I粘聚力I内摩擦角I综合内摩I摩阻力FrbkI浮重度I计算m,c,KKH地层序号类型(m)(kNm3)(kPa)（度）擦
4、角（度）(kPa)(kNm3)方法1土层2.OOO20.10010.00025.00030.000120.000m法15.0002岩层5.00018.00010.00025.00030.000120.000K法60.0000.5C4.荷载信息场地环境一般地区土压力计算方法库仑侧向岩土压力修正系数1.000有限范围填土上压力乂岩土压力分布三角形被动岩土压力折减系数1.000剩余下滑力q1(kN/m)0.000q2(kNm)0.000剩余抗滑力q1(kNm)q2(kNm)一0.0000.000I荷载组合数|2序号组合名称选择荷载1组合1岩土压力2组合2剩余下滑力（1）组合1序号荷载名称荷载类型是否
5、参与分项系数1挡墙结构自重永久荷载1.0002墙背侧岩土侧压力永久荷载1.3003墙背侧地表荷载引起岩土侧压力可变荷载1.3004墙面侧被动岩土压力永久荷载1.000（2）组合2序号荷载名称荷载类型是否参与分项系数1挡墙结构自重永久荷载1.0002墙背侧下滑力永久荷载1.0003墙面侧抗滑力永久荷载1.000计算内容（1）墙身力系计算（2）立柱内力计算(3)立柱配筋计算计算结果一、【组合1】(一)岩土压力计算(1)合力按边坡规范公式(6.2.3)计算主动土压力：Ea=84.311(kN)Ex=80.409(kN)Ey=25.353(kN)作用点高度Zy=I.500(m)由于库伦士压力仅能计算单
6、层土的土压力，将墙高范围内多层土的指标加权平均后视为单层土，指标如下：=20,100(kNm3),C=0.000(kPa),=24.000(度)(2)分布岩土压力分布见左侧结果图。(二)立柱内力计算(1)当前计算工况的开挖深度：4.500第1嵌固段地层计算方法：m法第2嵌固段地层计算方法：K法背侧一为挡土侧；面侧为非挡土侧。背侧最大弯矩(标准值)=1125.158(kN-m)距离桩顶7.000(m)面侧最大弯矩(标准值)=0.OOO(kN-m)距离桩顶0.000(m)最大剪力(标准值)=512.458(kN)距离桩顶10.200(m)最大位移=-18(mm)距离桩顶0.000(m)点号距顶距离
7、弯矩(标准值)剪力(标准值)位移土反力横向地基承载力(m)(kN-m)(kN)(mm)(kPa)(kPa)10.000-0.0000.000-18.010.0000.00020.2000.042-0.635-17.550.0000.00030.4000.339-2.541-17.080.0000.00040.6001.144-5.718-16.620.0000.00050.8002.711-10.165-16.160.0000.00061.0005.294-15.883-15.690.0000.00071.2009.149-22.872-15.230.000O.OOO81.40014.528-
8、31.131-14.76O.OOOO.OOO91.60021.686-40.661-14.30O.OOOO.OOO101.80030.877-51.462-13.83O.OOOO.OOO112.00042.356-63.533-13.37O.OOOO.OOO122.20056.375-76.875-12.91O.OOOO.OOO132.40073.190-91.488-12.45O.OOOO.OOO142.60093.055-107.371-11.99O.OOOO.OOO152.800116.223-124.525-11.53O.OOOO.OOO163.OOO142.950-142.950-1
9、1.07O.OOOO.OOO173.200173.488-162.645-10.61O.OOOO.OOO183.400208.093-183.611-10.16O.OOOO.OOO193.600247.017-205.848-9.71O.OOOO.OOO203.800290.516-229.355-9.26O.OOOO.OOO214.OOO338.844-254.133-8.81O.OOOO.OOO224.200392.254-280.182-8.37O.OOOO.OOO234.400451.001-307.501-7.94O.OOOO.OOO244.500482.456-321.493-7.
10、72-O.OOOO.OOO254.600514.591-321.350-7.51-O.OOOO.OOO264.800578.861-321.350-7.09-O.OOOO.OOO275.OOO643.131-321.350-6.67-O.OOOO.OOO285.062663.145-321.350-6.54-O.OOOO.OOO295.200707.401-320.090-6.27-7.3787.378305.400771.167-315.246-5.87-18.09318.093315.600833.499-305.960-5.48-28.80728.807325.800893.551-29
11、2.431-5.11-39.52239.522336.000950.472-274.659-4.74-50.23750.237346.2001003.414-252.644-4.39-60.95160.951356.4001051.529-230.073-4.05-71.66671.666366.5001073.486-204.259-3.89-77.02377.023376.6001092.381-155.740-3.73-223.6221500.000386.8001116.887-81.944-3.42-204.9881500.000397.0001125.158-4.285-3.12-
12、187.2301500.000407.2001118.60166.516-2.84-170.3541500.000417.4001098.552130.809-2.57-154.3561500.000427.6001066.278188.937-2.32-139.2191500.000437.8001022.977241.236-2.08-124.9191500.000448.000969.783288.031-1.86-111.4221500.000458.200907.765329.633-1.64-98.6851500.000468.400837.930366.331-1.44-86.6
13、621500.000478.600761.232398.399-1.25-75.2951500.000488.800678.571426.084-1.08-64.5271500.000499.000590.799449.610-0.90-54.2911500.000509.200498.727469.174-0.74-44.5191500.000519.400403.129484.946-0.59-35.1381500.000529.600304.749497.066-0.43-26.0741500.000539.800204.303505.643-0.29-17.2491500.000541
14、0.000102.491510.758-0.14-8.5841500.0005510.2000.005512.4580.000.0001500.000(三)立柱配筋计算注：1下面列出的弯矩和剪力均为设计值。2配筋计算采用内力设计值，裂缝计算采用内力标准值。点号距顶距离弯矩剪力全部纵筋箍邂(m)(kN.m)(kN)(mm2)(11m2m)10.0000.0000.0006220100720.2000.055-0.8266220100730.4000.440-3.3046220100740.6001.487-7.4336220100750.8003.524-13.2156220100761.000
15、6.883-20.6486220100771.20011.893-29.7346220100781.40018.886-40.4716220100791.60028.192-52.86062201007101.80040.140-66.90162201007112.00055.062-82.59362201007122.20073.288-99.93862201007132.40095.147-118.93462201007142.600120.972-139.58362201007152.800151.091-161.88362201007163.000185.835-185.8356220
16、1007173.200225.535-211.43962201007183.400270.520-238.69462201007193.600321.122-267.60262201007203.800377.671-298.16262201007214.000440.497-330.37362201007224.200509.931-364.23662201007234.400586.302-399.75162201007244.500627.192-417.94162201007254.600668.968-417.75562201007264.800752.519-417.7556220
17、1007275.000836.070-417.75562201007285.062862.088-417.75562201007295.200919.621-416.11662201007305.4001002.517-409.82062201007315.6001083.549-397.74866581007325.8001161.616-380.16071841007336.0001235.613-357.05676861007346.2001304.438-328.43781571007356.4001366.988-299.09585881007366.5001395.532-265.
18、53787861007376.6001420.095-202.46289561007386.8001451.953-106.52891781007397.0001462.706-5.57192531007407.2001454.18286.47191931007417.4001428.117170.05290121007427.6001386.161245.61887211007437.8001329.870313.60783321007448.0001260.718374.44178581007458.2001180.094428.52273091007468.4001089.309476.
19、23166971007478.600989.602517.91862201007488.800882.142553.90962201007499.000768.038584.49262201007509.200648.345609.92662201007519.400524.068630.42962201007529.600396.173646.18562201007539.800265.594657.336622010075410.000133.239663.986622010075510.2000.007666.19562201007二、【组合2】(一)滑坡力计算滑坡力分布见左侧结果图。(
20、二)立柱内力计算(1)当前计算工况的开挖深度：4.500第1嵌固段地层计算方法：m法第2嵌固段地层计算方法：K法背侧一为挡土侧；面侧一为非挡土侧。背侧最大弯矩(标准值)=0.000(kN-m)距离桩顶0.000(m)面侧最大弯矩(标准值)=0.OOO(kN-m)距离桩顶0.000(m)最大剪力(标准值)=0.000(kN)距离桩顶9.600(m)最大位移=0(mm)距离桩顶0.000(m)点号地基承载力(kPa)10.00020.0003距顶距离(m)0.0000.2000.400弯矩(标准值)(kN-m)-0.000-0.000-0.000剪力(标准值)(kN)0.0000.0000.000
21、位移(mm)0.000.000.00土反力(kPa)0.0000.0000.000横向O.OOO4O.600-O.OOOO.OOOO.OOO.OOOO.OOO5O.800-O.OOOO.OOOO.OOO.OOOO.OOO61.000-O.OOOO.OOOO.OOO.OOOO.OOO71.200-O.OOOO.OOOO.OOO.OOOO.OOO81.400-O.OOOO.OOOO.OOO.OOOO.OOO91.600-O.OOOO.OOOO.OOO.OOOO.OOO101.800-O.OOOO.OOOO.OOO.OOOO.OOO112.OOO-O.OOOO.OOOO.OOO.OOOO.OOO12
22、2.200-O.OOOO.OOOO.OOO.OOOO.OOO132.400-O.OOOO.OOOO.OOO.OOOO.OOO142.600-O.OOOO.OOOO.OOO.OOOO.OOO152.800-O.OOOO.OOOO.OOO.OOOO.OOO163.OOO-O.OOOO.OOOO.OOO.OOOO.OOO173.200-O.OOOO.OOOO.OOO.OOOO.OOO183.400-O.OOOO.OOOO.OOO.OOOO.OOO193.600-O.OOOO.OOOO.OOO.OOOO.OOO203.800-O.OOOO.OOOO.OOO.OOOO.OOO214.OOO-O.OOOO
23、.OOOO.OOO.OOOO.OOO224.200-O.OOOO.OOOO.OOO.OOOO.OOO234.400-O.OOOO.OOOO.OOO.OOOO.OOO244.500-O.OOOO.OOOO.OOO.OOOO.OOO254.600-O.OOOO.OOOO.OOO.OOOO.OOO264.800-O.OOOO.OOOO.OOO.OOOO.OOO275.OOO-O.OOOO.OOOO.OOO.OOOO.OOO285.062-O.OOOO.OOOO.OOO.OOOO.OOO295.200-O.OOOO.OOOO.OOO.OOO7.378305.400-O.OOOO.OOOO.OOO.OO
24、O18.093315.600-O.OOOO.OOOO.OOO.OOO28.807325.800-O.OOOO.OOOO.OOO.OOO39.522336.OOO-O.OOOO.OOOO.OOO.OOO50.237346.200-O.OOOO.OOOO.OOO.OOO60.951356.400-O.OOOO.OOOO.OOO.OOO71.666366.500-O.OOOO.OOOO.OOO.OOO77.023376.600-O.OOOO.OOOO.OOO.OOO1500.OOO386.800-O.OOO-O.OOOO.OOO.OOO1500.OOO397.OOO-O.OOO-O.OOOO.OOO
25、.OOO1500.OOO407.200-O.OOO-O.OOOO.OOO.OOO1500.OOO417.400-O.OOO-O.OOOO.OOO.OOO1500.OOO427.600-O.OOO-O.OOOO.OOO.OOO1500.OOO437.800-O.OOO-O.OOOO.OOO.OOO1500.OOO448.OOO-O.OOO-O.OOOO.OOO.OOO1500.OOO458.200-O.OOO-O.OOOO.OOO.OOO1500.OOO468.400-O.OOO-O.OOOO.OOO.OOO1500.OOO478.600-O.OOO-O.OOOO.OOO.OOO1500.OOO
26、488.800-O.OOO-O.OOOO.OOO.OOO1500.OOO499.OOO-O.OOO-O.OOOO.OOO.OOO1500.OOO509.200-O.OOO-O.OOOO.OOO.OOO1500.000519.400-0.000-0.0000.000.0001500.000529.600-0.000-0.0000.000.0001500.000539.800-0.000-0.0000.000.0001500.0005410.000-0.000-0.0000.000.0001500.0005510.200-0.000-0.0000.000.0001500.000(三)立柱配筋计算注
27、：1下面列出的弯矩和剪力均为设计值。2配筋计算采用内力设计值，裂缝计算采用内力标准值。点号距顶距离弯矩剪力全部纵筋箍师(m)(kN.m)(kN)(mm2)(mm2m)10.0000.0000.0006220100720.2000.0000.0006220100730.4000.0000.0006220100740.6000.0000.0006220100750.8000.0000.0006220100761.0000.0000.0006220100771.2000.0000.0006220100781.4000.0000.0006220100791.6000.0000.000622010071
28、01.8000.0000.00062201007112.0000.0000.00062201007122.2000.0000.00062201007132.4000.0000.00062201007142.6000.0000.00062201007152.8000.0000.00062201007163.0000.0000.00062201007173.2000.0000.00062201007183.4000.0000.00062201007193.6000.0000.00062201007203.8000.0000.00062201007214.0000.0000.000622010072
29、24.2000.0000.00062201007234.4000.0000.00062201007244.5000.0000.00062201007254.6000.0000.00062201007264.8000.0000.00062201007275.0000.0000.00062201007285.0620.0000.00062201007295.2000.0000.00062201007305.4000.0000.00062201007315.6000.0000.00062201007325.8000.0000.00062201007336.0000.0000.000622010073
30、46.2000.0000.00062201007356.4000.0000.00062201007366.5000.0000.00062201007376.6000.0000.00062201007386.8000.0000.00062201007397.0000.0000.00062201007407.2000.0000.00062201007417.4000.0000.00062201007427.6000.0000.00062201007437.8000.0000.00062201007448.0000.0000.00062201007458.2000.0000.000622010074
31、68.4000.0000.00062201007478.6000.0000.00062201007488.8000.0000.00062201007499.0000.0000.00062201007509.2000.0000.00062201007519.4000.0000.00062201007529.6000.0000.00062201007539.8000.0000.000622010075410.0000.0000.000622010075510.2000.0000.00062201007三、【立柱各点配筋包络结果】点号距顶距离(m)全部纵筋(mm2)箍期(m11m)10.006220
32、100720.206220100730.406220100740.606220100750.806220100761.006220100771.206220100781.406220100791.6062201007101.8062201007112.0062201007122.2062201007132.4062201007142.6062201007152.8062201007163.0062201007173.2062201007183.4062201007193.6062201007203.8062201007214.0062201007224.2062201007234.406220
33、1007244.5062201007254.6062201007264.8062201007275.0062201007285.0662201007295.2062201007305.4062201007315.6066581007325.8071841007336.0076861007346.2081571007356.4085881007366.5087861007376.6089561007386.8091781007397.0092531007407.2091931007417.4090121007427.6087211007437.8083321007448.007858100745
34、8.2073091007468.4066971007478.6062201007488.8062201007499.0062201007509.2062201007519.4062201007529.6062201007539.80622010075410.00622010075510.2062201007【立柱配筋最终结果】纵筋面积最大为9253Gn/)箍筋面积最大为1007GW7In)R清力g114.9累计下清力114.9抗消力(Ri)106.8-J：计抗清力10S.8粒熟数则余下濡力0.9534.2.条坎而根(m3)IIZ16-4#6#排桩式锚杆挡墙验算计算项目：排桩式锚杆挡墙3计算时间：2023-10-0517:48:21星期四执行规范：1建筑边坡工程技术规范(GB50330-2013),本文简称边坡规范2建筑结构荷载规范(GB50009-2012),本文简称荷载规范3建筑抗震设计规范(GB50011-2010),本文简称抗震规范4混凝土结构设计规范(GB50010-2010),本文简称混凝土规范简图已知条件1.基本信息边坡类型土质边坡边坡等级一级二阶直坡否边坡成因开挖嵌固点以上立柱高（m）3.700立柱容重（kN/m?）25.00立柱嵌入深度加）5.000立
