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1、观景平台扶壁挡墙深基坑支护喷锚支护方案（一）、方案概述沟槽开挖采取二步坡面形式，第一步开挖深度4m,边坡采取1:0.5,留2米工作平台；第二步按照1：0.5放坡。坡面采取锚喷支护开挖方式施工。锚杆布置采用10排土钉锚杆，3排预应力锚杆。土钉锚杆水平间距Lom,垂直间距均为1T.5m,孔径130mm,俯角15。预应力锚杆水平间距3m,竖向间距3m,孔径150mm,俯角15,锚杆长20m,其中锚固段长15米。面层采用喷射混凝土与钢筋网组成钢筋混凝土板结构，喷射混凝土采用C30细石混凝土,喷射混凝土支护面层厚度为80mm；网筋采用中8200钢筋绑扎而成，为了增加面板的整体强度，横向设1根。1611级
2、钢筋加强筋、纵向设1根Q16级钢筋加强筋，纵横向加强筋与锚杆焊接。加强筋沿锚杆呈双向布设，在基坑平台上设一宽2.Om的混凝土散水护面。沟槽开挖形式、锚喷支护、锚杆长度及类型如下图表所示扶壁挡墙沟槽边坡锚杆分布表(沟槽深度12米)锚杆排数长度(mm)角度杆筋间距(m)联结方式备注水平(m)垂直(DI)第一排16.5015空J8钢筋1.01.51立18钢筋焊接梅花布置笫二排16.5015至18钢筋1.01.51a18钢筋焊接第三排16.5015至18钢筋1.01.01立18钢筋焊接第四排16.5015至16钢筋1.01.01a16钢筋焊接第五排16.5015916钢筋1.01.010_16钢筋焊接
3、第六排16.501516钢筋1.01.01a16钢筋焊接第七排16.5015至16钢筋1.01.01立16钢筋焊接第八排15.00152至25钢筋1.01.02立25钢筋焊接第九排10.50152至20钢筋1.01.020_20钢筋焊接笫十排6.50152,20钢筋1.01.02立20钢筋焊接锚杆布置示意图（二）、深基坑支护计算书设计项目：设计简图设计条件基本参数所依据的规程或方法：建筑基坑支护技术规程JGJ120-99基坑深度：12.000(m)基坑内地下水深度：20.000(m)基坑外地下水深度：20.000(m)基坑侧壁重要性系数：1.100土钉荷载分项系数：1.250土钉抗拉抗力分项系
4、数：1.300整体滑动分项系数：1.300坡线参数坡线段数3序号水平投影(m)竖向投影(m)倾角()14.0768.00063.022.0000.0000.032.0004.00063.4土层参数土层层数3序号土类型土层厚容重饱和容重粘聚力内摩擦角钉士摩阻力锚杆土摩阻力水土(m)(kN3)(kNm3)(kPa)(度)(kPa)(kPa)1杂填土12.00018.020.08.512.025.025.0合算2卵石2.00020.018.04.030.0150.0150.0分算3粘性土4.00019.018.018.025.060.060.0分算超载参数超载数1序号超载类型超载值(kNm)作用深度
5、(m)作用宽度(m)距坑边线距离(m)形式长度加)1满布均布10.000土钉参数土钉道数10序号水平间距(In)垂直间距(m)入射角度(度)钻孔直径(廊)11.0001.50015.013021.0001.50015.013031.0001.00015.013041.0001.00015.013051.0001.00015.013061.0001.00015.013071.0001.00015.013081.0001.00015.013091.0001.00015.0130101.0001.00015.0130花管参数基坑内侧花管排数0基坑内侧花管排数0锚杆参数锚杆道数3序号水平间距(m)竖向
6、间距(m)入射角度(度)锚固体直径()锚杆长度(m)锚杆锚固长度(m)抗拉力(kN)13.0003.00015.015020.00015.000100.023.0003.00015.015020.00015.000100.033.0003.00015.015020.00015.000100.0坑内土不加固施工过程中局部抗拉满足系数：1.000施工过程中内部稳定满足系数：1.000内部稳定设计条件考虑地下水作用的计算方法：总应力法土钉拉力在滑面上产生的阻力的折减系数：0.800圆弧滑动坡底截止深度(m)：0.000(m)圆弧滑动坡底滑面步长(m)：1.000(m)设计结果局部抗拉设计结果工况开挖
7、深度破裂角土钉号设计长度最大长度(工况)拉力标准值拉力设计值Tj(kN)1(m)2.000(度)37.70(m)(m)Tjk(kN)23.50037.716.4216.421(2)29.740.834.50037.511.9856.421(2)9.613.124.4664.466(3)25.535.145.50037.512.5946.421(2)9.613.123.5274.466(3)20.127.731.9561.956(4)11.215.456.50037.513.2036.421(2)9.613.124.1314.466(3)20.127.731.9561.956(4)11.215.
8、441.4021.402(5)2.83.867.50037.513.8126.421(2)9.613.124.7404.740(6)20.127.732.5532.553(6)11.215.442.0112.011(6)2.83.852.6292.629(6)9.813.578.50037.514.4216.421(2)9.613.125.3495.349(7)20.127.733.1623.162(7)11.215.442.6202.620(7)2.83.853.2383.238(7)9.813.563.8643.864(7)16.923.289.50037.515.0306.421(2)9
9、.613.125.9585.958(8)20.127.733.7713.771(8)11.215.443.2293.229(8)2.83.853.8473.847(8)9.813.564.4734.473(8)16.923.275.2075.207(8)24.533.7910.50037.515.6396.421(2)9.613.126.5676.567(9)20.127.734.3804.380(9)11.215.443.8383.838(9)2.83.854.4564.456(9)9.813.565.0835.083(9)16.923.275.8165.816(9)24.533.787.4
10、527.452(9)37.351.41011.50037.516.2486.421(2)9.613.127.1767.176(10)20.127.734.9894.989(10)11.215.444.4474.447(10)2.83.855.0655.065(10)9.813.565.6925.692(10)16.923.276.4256.425(10)24.533.788.0618.061(10)37.351.498.0898.089(10)51.370.61112.00037.516.5536.553(11)9.613.127.4817.481(11)20.127.735.2945.294
11、(11)11.215.444.7514.751(11)2.83.855.3705.370(11)9.813.565.9965.996(11)16.923.276.7306.730(11)24.533.788.3668.366(11)37.351.498.1408.140(11)51.370.6106.3326.332(11)103.2141.9内部稳定设计结果工况号安全系数圆心坐标X(In)圆心坐标y(m)半径(m)土钉号土钉长度11.1565.95513.1213.31721.5116.53213.5275.03116.55331.4396.98012.4335.85818.55328.98
12、141.4397.02312.8287.336110.05329.981310.29451.4357.27614.1929.776111.053210.981310.794410.75161.4347.96714.65411.632113.053212.981313.294413.251512.87071.4329.81717.13015.821115.053215.481315.294415.251515.370614.99681.4349.86617.53317.315116.053216.481316.294416.251516.370616.496716.23091.4568.1472
13、0.65920.532116.053216.481316.294416.251516.370616.496716.230814.866101.4335.16524.54124.537116.053216.481316.294416.251516.370616.496716.230814.866910.140111.568O.73539.26539.271116.053216.481316.294416.251516.370616.496716.230814.866910.140106.332土钉选筋计算结果土钉号土钉拉力（抗拉）土钉拉力（稳定）计算钢筋面积配筋配筋面积140.859.6218.
14、41D18254.5235.148.2176.91D18254.5315.452.9193.81D18254.543.833.5122.91D16201.1513.539.2143.91D16201.1623.253.7196.91D16201.1733.7105.9388.22D16402.1851.4237.2869.92D25981.7970.6165.9608.42D20628.310141.9155.7571.02D20628.3喷射混凝土面层计算计算参数厚度：80（Dlm）混凝土强度等级：C20配筋计算as:15（mm）水平配筋：d8150竖向配筋：d8150配筋计算as:15荷载
15、分项系数：1.200计算结果编号深度范围荷载值（kPa）轴向M（kN.m）As（mm2）实配AS（mm2）10.001.503.7x0.272188.6（构造）335.1y0.105188.6（构造）335.121.503.0023.2x1.690188.6（构造）335.1y0.653188.6（构造）335.133.O（T4.0040.9x1.506188.6（构造）335.1y1.506188.6（构造）335.144.O（T5.001.1x0.039188.6（构造）335.1y0.039188.6（构造）335.155.006.0012.6x0.464188.6（构造）335.1y0
16、.464188.6(构造)335.166.007.0026.8X0.985188.6(构造)335.1y0.985188.6（构造）335.177.008.0040.9X1.506188.6(构造)335.1y1.506188.6（构造）335.188.009.0061.0X2.245188.6(构造)335.1y2.245188.6（构造）335.199.0010.0089.0X3.276250.5335.1y3.276250.5335.11010.0(TlLoo117.1X4.308334.4335.1y4.308334.4335.1y5.341421.1335.1外部稳定计算参数所依据的
17、规程：建筑地基基础设计规范GB50007-2002土钉墙计算宽度：15.000(m)墙后地面的倾角：0.0（度）墙背倾角：90.0(度)土与墙背的摩擦角：10.0(度)土与墙底的摩擦系数：0.300墙趾距坡脚的距离：0.000(m)墙底地基承载力：220.0(kPa)抗水平滑动安全系数：1.300抗倾覆安全系数：1.600外部稳定计算结果重力：2437.0(kN)重心坐标：(9.063,5.224)超载：69.2(kN)超载作用点X坐标：11.538(m)土压力：685.3(kN)土压力作用点y坐标：4.080(m)基底平均压力设计值176.3(kPa)220.0基底边缘最大压力设计值249.4(kPa)1.300抗倾覆安全系数：9.1991.600
