米深基坑桩锚结合复合土钉墙支护计算书

。。。。。基坑支护设计计算书2012年4月30日----------------------------------------------------------------------验算项目:1-1剖面设计验算----------------------------------------------------------------------[验算简图]----------------------------------------------------------------------[验算条件]----------------------------------------------------------------------[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：7.700(m)基坑内地下水深度：8.000(m)基坑外地下水深度：3.000(m)基坑侧壁重要性系数：1.000土钉荷载分项系数：1.250土钉抗拉抗力分项系数：1.300整体滑动分项系数：1.300[坡线参数]坡线段数1序号水平投影(m)竖向投影(m)倾角(°)15.0007.70057.0[土层参数]土层层数2序号土类型土层厚容重饱和容重粘聚力内摩擦角钉土摩阻力锚杆土摩阻力水土(m)(kN/m^3)(kN/m^3)(kPa)(度)(kPa)(kPa)1粘性土3.00019.019.026.015.040.040.0合算2粘性土11.80019.519.530.020.050.050.0合算[超载参数]超载数1序号超载类型超载值(kN/m)作用深度(m)作用宽度(m)距坑边线距离(m)形式长度(m)1满布均布15.000[土钉参数]土钉道数5序号水平间距(m)垂直间距(m)入射角度(度)钻孔直径(mm)长度(m)配筋11.2001.40015.011012.0001D2221.2001.40015.011012.0001D2231.2001.40015.011012.0001D2241.2001.40015.01109.0001D2251.2001.40015.01109.0001D22[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0[坑内土不加固][内部稳定验算条件]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：0.500*******************************************************************[验算结果]*******************************************************************[局部抗拉验算结果]工况开挖深度破裂角土钉号土钉长度受拉荷载标准值抗拔承载力设计值抗拉承载力设计值满足系数(m)(度)(m)Tjk(kN)Tuj(kN)Tuj(kN)抗拔抗拉11.90036.0023.30036.2112.0000.2132.1114.0660.967570.58234.70036.9112.0000.0124.8114.0999.000999.000212.0000.2146.3114.0757.977590.63746.10037.3112.0000.0117.6114.0999.000999.000212.0000.2137.2114.0724.299602.148312.0003.8146.6114.030.99624.10457.50037.5112.0000.0110.5114.0999.000999.000212.0000.1128.2114.0685.074609.615312.0003.7137.5114.029.42224.40349.00013.8107.0114.06.1816.59067.70037.5112.0000.0109.5114.0999.000999.000212.0000.1126.9114.0679.184610.473312.0003.7136.2114.029.18624.43849.00013.8105.6114.06.1146.60059..00024.00115..0114..03..8293..798[内部稳定验验算结果]工况号安全系系数圆心坐标标x(m))圆心坐坐标y(mm)半径径(m)12..7683.666199.28443.448622..8352.0552111.05886.770632..6690.6332100.86117.997042..411--1.0224122.602211.119452..194--2.4112122.400012.446262..350--2.0001111.449911.6622[外部稳定计计算参数]所依据的规程：：《建筑筑地基基础础设计规范范》GB5500077-20002土钉墙计算宽度度:10..000((m)墙后地面的倾角角:0.0((度)墙背倾角:900.0(度度)土与墙背的摩擦擦角:100.0(度度)土与墙底的摩擦擦系数:0.3000墙趾距坡脚的距距离:0.0000(mm)墙底地基承载力力:4000.0((kPa))抗水平滑动安全全系数：11.3000抗倾覆安全系数数：1.6600[外部稳定计计算结果]重力:7118.9((kN)重心坐标:(6..319,,44.0611）超载:775.0((kN)超载作用点x坐坐标:7.5500(mm)土压力:-455.8(kkN)土压力作用点yy坐标:22.6188(m)依据《建筑地基基基础设计计规范》GGB500007--20022规定，按按库仑土压压力理论计计算由于土层c值相相对过高，所所计算土压压力为负值值，土压力力结果不合合理，外部稳定计算无无法继续。[喷射混凝土土面层计算算][计算参数]厚度：1100(mmm)混凝土强度等级级:CC20配筋计算as::115(mmm)水平配筋:d8@2200竖向配筋:d8@2200配筋计算as::15荷载分项系数::11.2000[计算结果]编号深度度范围荷载值(kPa))轴向MM(kN..m)AAs(mmm^2)实实配As((mm^22)100.00~~1.44000.0x00.0000235..7(构造造)2511.3y00.0000235..7(构造造)2511.3211.40~~2.88000.0x00.0000235..7(构造造)2511.3y00.0000235..7(构造造)2511.3322.80~~4.22011.3x00.0900235..7(构造造)2511.3y00.0633235..7(构造造)2511.3444.20~~5.660133.7x00.9877235..7(构造造)2511.3y00.6922235..7(构造造)2511.3555.60~~7.000299.8x22.1411235..7(构造造)2511.3y11.5000235..7(构造造)2511.3677.00~~7.770411.9x00.4766235..7(构造造)2511.3y11.7311235..7(构造造)2511.3--------------------------------------------------------------------------------------验算项目:22-2剖面设计计验算--------------------------------------------------------------------------------------[验算简图]--------------------------------------------------------------------------------------[验算条件]--------------------------------------------------------------------------------------[基本参数]所依据的规程或或方法：《建建筑基坑支支护技术规规程》JGGJ1220-999基坑深度：100.6500(m)基坑内地下水深深度：111.0000(m)基坑外地下水深深度：33.0000(m)基坑侧壁重要性性系数：1..100土钉荷载分项系系数：11.2500土钉抗拉抗力分分项系数：：1.3300整体滑动分项系系数：11.3000[坡线参数]坡线段数2序号水平投影影(m)竖向向投影(m)倾角角(°)1-0..0003.2250990.025..0327.4400555.8[土层参数]土层层数2序号土类型土层层厚容重饱和容重重粘聚力内摩擦角角钉土摩阻阻力锚杆土摩摩阻力水土(m)(kN//m^3))(kNN/m^33)((kPa))((度)((kPa))((kPa))1粘粘性土6.000019..019..026..015..0440.0440.0合算2粘性土9.977519..519..530..020..0550.0550.0合算[超载参数]超载数1序号超载类型型超载值(kN/mm)作用用深度(m)作用用宽度(m)距坑坑边线距离离(m)形式式长度(m)1满布布均布15.0000[土钉参数]土钉道数7序号水平间距距(m)垂直直间距(m)入射射角度(度)钻孔直直径(mm)长度(m)配筋11.200011.4000115.011012.00001D22221.200011.4000115.011012.00001D22231.200011.4000115.011012.00001D22241.200011.4000115.011012.00001D22251.200011.4000115.01109.00001D22261.200011.4000115.011012.00001D22271.200011.4000115.01109.00001D222[花管参数]基坑内侧花管排排数0基坑内侧花管排排数0[锚杆参数]锚杆道数0[坑内土不加加固][内部稳定验验算条件]考虑地下水作用用的计算方方法：总应应力法土钉拉力在滑面面上产生的的阻力的折折减系数：：0.5500***********************************************************************************[验算结果]***********************************************************************************[局部抗拉验验算结果]工况开挖深度度破裂角土钉号土钉长度度受拉荷载载标准值抗拔承载载力设计值值抗拉承载载力设计值值满足足系数(m)(度)(m))TTjk(kkN)TTuj(kkN)TTuj(kkN)抗拔抗拉111.6000335.40233.0000335.4112..0000.22118..3114..0548..921529..189344.4000335.4112..0000.00110..2114..0999..000999..000212..0001.77118..3114..051..64749..790455.8000335.4112..0000.00102..0114..0999..000999..000212..0001.77110..2114..048..09249..790312..00012.77131..7114..07..5336..522577.2000335.8112..0000.0094..7114..0999..000999..000212..0001.66102..7114..045..82950..909312..00012.44124..0114..07..2526..669412..00022.22146..3114..04..8043..744688.6000553.3112..0000.00115..7114..0999..000999..000212..0001.66116..6114..053..01051..860312..00012.22130..8114..07..7946..793412..00021.77146..1114..04..8853..81459..00017.77109..0114..04..4824..6877100.0000553.5112..0000.00106..6114..0999..000999..000212..0001.66107..4114..049..50252..568312..00012.00121..6114..07..3416..886412..00021.55136..2114..04..6163..86659..00017.5597..3114..04..0524..751612..0000.77145..9114..0160..130125..1628100.6500553.6112..0000.00102..4114..0999..000999..000212..0001.66103..1114..047..78752..839312..00012.00117..3114..07..1196..922412..00021.33130..8114..04..4563..88659..00017.4491..8114..03..8454..775612..0000.77140..4114..0154..126125..16279..00044.44112..4114..01..8401..866[内部稳定验验算结果]工况号安全系系数圆心坐标标x(m))圆心坐坐标y(mm)半径径(m)12..8234.0332122.49773.444822..7892.5992122.35004.771732..3851.4992133.28887.006042..097--0.1995155.036610.226751..980--2.2336155.640012.441861..768--5.8663177.195516.224071..519--8.8779177.691119.221681..459-110.3009199.700022.2234[外部稳定计计算参数]所依据的规程：：《建筑筑地基基础础设计规范范》GB5500077-20002土钉墙计算宽度度:10..000((m)墙后地面的倾角角:0.0((度)墙背倾角:900.0(度度)土与墙背的摩擦擦角:100.0(度度)土与墙底的摩擦擦系数:0.3000墙趾距坡脚的距距离:0.0000(mm)墙底地基承载力力:4000.0((kPa))抗水平滑动安全全系数：11.3000抗倾覆安全系数数：1.6600[外部稳定计计算结果]重力:9993.5((kN)重心坐标:(5..919,,55.4499）超载:774.5((kN)超载作用点x坐坐标:7.5516(mm)土压力:200.0(kkN)土压力作用点yy坐标:33.6211(m)基底平均压力设设计值1007.1((kPa))<4400.00基底边缘最大压压力设计值值125..2(kPPa)<<1.22*4000.0抗滑安全系数::1.3329>1.3300抗倾覆安全系数数:7.9229>>1.6600[喷射混凝土土面层计算算][计算参数]厚度：1100(mmm)混凝土强度等级级:CC20配筋计算as::115(mmm)水平配筋:d8@2200竖向配筋:d8@2200配筋计算as::15荷载分项系数::11.2000[计算结果]编号深度度范围荷载值(kPa))轴向MM(kN..m)AAs(mmm^2)实实配As((mm^22)100.00~~1.44000.0x00.0000235..7(构造造)2511.3y00.0000235..7(构造造)2511.3211.40~~2.88000.0x00.0000235..7(构造造)2511.3y00.0000235..7(构造造)2511.3322.80~~4.22099.7x00.6977235..7(构造造)2511.3y00.4888235..7(构造造)2511.3444.20~~5.660288.5x22.0477235..7(构造造)2511.3y11.4344235..7(构造造)2511.3555.60~~7.000333.9x22.4355235..7(构造造)2511.3y11.7066235..7(构造造)2511.3677.00~~8.440111.2x00.8066235..7(构造造)2511.3y00.5644235..7(构造造)2511.3788.40~~9.88088.4x00.6000235..7(构造造)2511.3y00.4211235..7(构造造)2511.3899.80~~10.665377.5x00.8166235..7(构造造)2511.3y11.8211235..7(构造造)2511.3--------------------------------------------------------------------------------------验算项目:33-3剖面设计计验算--------------------------------------------------------------------------------------[验算简图]--------------------------------------------------------------------------------------[验算条件]--------------------------------------------------------------------------------------[基本参数]所依据的规程或或方法：《建建筑基坑支支护技术规规程》JGGJ1220-999基坑深度：99.3000(m)基坑内地下水深深度：100.0000(m)基坑外地下水深深度：33.0000(m)基坑侧壁重要性性系数：1..100土钉荷载分项系系数：11.2500土钉抗拉抗力分分项系数：：1.3300整体滑动分项系系数：11.3000[坡线参数]坡线段数3序号水平投影影(m)竖向向投影(m)倾角角(°)1-0..0005.8800990.0210..0000.00000.035..0053.5500335.0[土层参数]土层层数1序号土类型土层层厚容重饱和容重重粘聚力内摩擦角角钉土摩阻阻力锚杆土摩摩阻力水土(m)(kN//m^3))(kNN/m^33)((kPa))((度)((kPa))((kPa))1粘粘性土116.500019..519..530..020..0550.0550.0合算[超载参数]超载数1序号超载类型型超载值(kN/mm)作用用深度(m)作用用宽度(m)距坑坑边线距离离(m)形式式长度(m)1满布布均布15.0000[土钉参数]土钉道数6序号水平间距距(m)垂直直间距(m)入射射角度(度)钻孔直直径(mm)长度(m)配筋11.200011.4000115.01106.00001D22221.200011.4000115.01106.00001D22231.200011.4000115.011012.00001D22241.200011.4000115.011012.00001D22251.200011.4000115.01109.00001D22261.200011.4000115.01109.00001D222[花管参数]基坑内侧花管排排数0基坑内侧花管排排数0[锚杆参数]锚杆道数0[坑内土不加加固][内部稳定验验算条件]考虑地下水作用用的计算方方法：总应应力法土钉拉力在滑面面上产生的的阻力的折折减系数：：0.5500***********************************************************************************[验算结果]***********************************************************************************[局部抗拉验验算结果]工况开挖深度度破裂角土钉号土钉长度度受拉荷载载标准值抗拔承载载力设计值值抗拉承载载力设计值值满足足系数(m)(度)(m))TTjk(kkN)TTuj(kkN)TTuj(kkN)抗拔抗拉111.6000227.50233.0000227.516..0000.0043..6114..0999..000999..000344.4000555.016..0000.0047..8114..0999..000999..00026..0000.0047..8114..0999..000999..000455.8000555.016..0000.0047..8114..0999..000999..00026..0000.0047..8114..0999..000999..000312..0000.0087..9114..0999..000999..000577.2000555.016..0000.0047..8114..0999..000999..00026..0000.0047..8114..0999..000999..000312..0000.0081..1114..0999..000999..000412..0000.0087..9114..0999..000999..000688.6000555.016..0000.0047..8114..0999..000999..00026..0000.0047..8114..0999..000999..000312..0000.0074..3114..0999..000999..000412..0000.0081..1114..0999..000999..00059..0002.0064..0114..023..75142..331799.3000555.016..0000.0047..8114..0999..000999..00026..0000.0047..8114..0999..000999..000312..0000.0070..9114..0999..000999..000412..0000.0077..7114..0999..000999..00059..0002.0060..6114..022..48642..33169..00026.1167..4114..01..8763..174[内部稳定验验算结果]工况号安全系系数圆心坐标标x(m))圆心坐坐标y(mm)半径径(m)14..040113.9774100.35772.993923..123112.6339111.47775.552333..014111.9996122.13116.663844..047--5.033799.89998.114452..798--7.8221111.508812.223462..053--9.8003122.507715.334671..918-110.3448111.416615.4408[外部稳定计计算参数]所依据的规程：：《建筑筑地基基础础设计规范范》GB5500077-20002土钉墙计算宽度度:10..000((m)墙后地面的倾角角:0.0((度)墙背倾角:900.0(度度)土与墙背的摩擦擦角:100.0(度度)土与墙底的摩擦擦系数:0.3000墙趾距坡脚的距距离:0.0000(mm)墙底地基承载力力:2550.0((kPa))抗水平滑动安全全系数：11.3000抗倾覆安全系数数：1.6600[外部稳定计计算结果]重力:3882.0((kN)重心坐标:(2..043,,00.5755）超载:-775.1((kN)超载作用点x坐坐标:12.5502(mm)土压力:-477.4(kkN)土压力作用点yy坐标:33.1622(m)依据《建筑地基基基础设计计规范》GGB500007--20022规定，按按库仑土压压力理论计计算由于土层c值相相对过高，所所计算土压压力为负值值，土压力力结果不合合理，外部稳定计算无无法继续。[喷射混凝土土面层计算算][计算参数]厚度：1100(mmm)混凝土强度等级级:CC20配筋计算as::115(mmm)水平配筋:d8@2200竖向配筋:d8@2200配筋计算as::15荷载分项系数::11.2000[计算结果]编号深度度范围荷载值(kPa))轴向MM(kN..m)AAs(mmm^2)实实配As((mm^22)100.00~~1.44000.0x00.0000235..7(构造造)2511.3y00.0000235..7(构造造)2511.3211.40~~2.88000.0x00.0000235..7(构造造)2511.3y00.0000235..7(构造造)2511.3322.80~~4.22000.0x00.0000235..7(构造造)2511.3y00.0000235..7(构造造)2511.3444.20~~5.66000.0x00.0000235..7(构造造)2511.3y00.0000235..7(构造造)2511.3555.60~~7.00000.0x00.0000235..7(构造造)2511.3y00.0000235..7(构造造)2511.3677.00~~8.44066.7x00.4788235..7(构造造)2511.3y00.3355235..7(构造造)2511.3788.40~~9.330199.8x00.5100235..7(构造造)2511.3y00.9922235..7(构造造)2511.3--------------------------------------------------------------------------------------验算项目:44-4剖面设计计验算--------------------------------------------------------------------------------------[验算简图]--------------------------------------------------------------------------------------[验算条件]--------------------------------------------------------------------------------------[基本参数]所依据的规程或或方法：《建建筑基坑支支护技术规规程》JGGJ1220-999基坑深度：100.6500(m)基坑内地下水深深度：111.0000(m)基坑外地下水深深度：33.0000(m)基坑侧壁重要性性系数：1..100土钉荷载分项系系数：11.2500土钉抗拉抗力分分项系数：：1.3300整体滑动分项系系数：11.3000[坡线参数]坡线段数2序号水平投影影(m)竖向向投影(m)倾角角(°)1-0..0003.2250990.025..0327.4400555.8[土层参数]土层层数1序号土类型土层层厚容重饱和容重重粘聚力内摩擦角角钉土摩阻阻力锚杆土摩摩阻力水土(m)(kN//m^3))(kNN/m^33)((kPa))((度)((kPa))((kPa))1粘粘性土118.500019..519..530..020..0550.0550.0合算[超载参数]超载数1序号超载类型型超载值(kN/mm)作用用深度(m)作用用宽度(m)距坑坑边线距离离(m)形式式长度(m)1满布布均布15.0000[土钉参数]土钉道数7序号水平间距距(m)垂直直间距(m)入射射角度(度)钻孔直直径(mm)长度(m)配筋11.200011.4000115.011012.00001D22221.200011.4000115.011012.00001D22231.200011.4000115.011012.00001D22241.200011.4000115.011012.00001D22251.200011.4000115.01109.00001D22261.200011.4000115.011012.00001D22271.200011.4000115.01109.00001D222[花管参数]基坑内侧花管排排数0基坑内侧花管排排数0[锚杆参数]锚杆道数0[坑内土不加加固][内部稳定验验算条件]考虑地下水作用用的计算方方法：总应应力法土钉拉力在滑面面上产生的的阻力的折折减系数：：0.5500***********************************************************************************[验算结果]***********************************************************************************[局部抗拉验验算结果]工况开挖深度度破裂角土钉号土钉长度度受拉荷载载标准值抗拔承载载力设计值值抗拉承载载力设计值值满足足系数(m)(度)(m))TTjk(kkN)TTuj(kkN)TTuj(kkN)抗拔抗拉111.6000337.90233.0000337.9112..0000.00149..6114..0999..000999..000344.4000337.9112..0000.00140..9114..0999..000999..000212..0000.00149..6114..0999..000999..000455.8000337.9112..0000.00132..3114..0999..000999..000212..0000.00140..9114..0999..000999..000312..0003.88149..6114..028..30521..579577.2000337.9112..0000.00123..6114..0999..000999..000212..0000.00132..3114..0999..000999..000312..0003.88140..9114..026..66521..579412..00013.11149..6114..08..3176..340688.6000555.0112..0000.00148..4114..0999..000999..000212..0000.00148..7114..0999..000999..000312..0003.88149..0114..028..19621..579412..00013.11149..3114..08..3036..34059..00016.88109..8114..04..7584..9427100.0000555.0112..0000.00137..0114..0999..000999..000212..0000.00137..3114..0999..000999..000312..0003.88137..7114..026..04721..579412..00013.11138..0114..07..6726..34059..00016.8898..4114..04..2664..942612..0000.88146..5114..0136..813106..4878100.6500555.0112..0000.00131..7114..0999..000999..000212..0000.00132..1114..0999..000999..000312..0003.88132..4114..025..04921..579412..00013.11132..7114..07..3786..34059..00016.8893..2114..04..0374..942612..0000.88141..2114..0131..888106..48779..00045.88112..7114..01..7891..810[内部稳定验验算结果]工况号安全系系数圆心坐标标x(m))圆心坐坐标y(mm)半径径(m)13..3124.0332122.49773.444823..1632.5992122.35004.771732..7031.4992133.28887.006042..3940.1222133.14008.334652..103--0.9886144.078810.668761..854--4.4881155.749914.441371..590--8.1336177.022218.228381..546--9.2448166.943319.3303[外部稳定计计算参数]所依据的规程：：《建筑筑地基基础础设计规范范》GB5500077-20002土钉墙计算宽度度:10..000((m)墙后地面的倾角角:0.0((度)墙背倾角:900.0(度度)土与墙背的摩擦擦角:100.0(度度)土与墙底的摩擦擦系数:0.3000墙趾距坡脚的距距离:0.0000(mm)墙底地基承载力力:4000.0((kPa))抗水平滑动安全全系数：11.3000抗倾覆安全系数数：1.6600[外部稳定计计算结果]重力:10114.5((kN)重心坐标:(5..929,,55.4899）超载:774.5((kN)超载作用点x坐坐标:7.5516(mm)土压力:-244.1(kkN)土压力作用点yy坐标:33.6211(m)依据《建筑地基基基础设计计规范》GGB500007--20022规定，按按库仑土压压力理论计计算由于土层c值相相对过高，所所计算土压压力为负值值，土压力力结果不合合理，外部稳定计算无无法继续。[喷射混凝土土面层计算算][计算参数]厚度：1100(mmm)混凝土强度等级级:CC20配筋计算as::115(mmm)水平配筋:d8@2200竖向配筋:d8@2200配筋计算as::15荷载分项系数::11.2000[计算结果]编号深度度范围荷载值(kPa))轴向MM(kN..m)AAs(mmm^2)实实配As((mm^22)100.00~~1.44000.0x00.0000235..7(构造造)2511.3y00.0000235..7(构造造)2511.3211.40~~2.88000.0x00.0000235..7(构造造)2511.3y00.0000235..7(构造造)2511.3322.80~~4.22011.4x00.0977235..7(构造造)2511.3y00.0688235..7(构造造)2511.3444.20~~5.660144.6x11.0511235..7(构造造)2511.3y00.7366235..7(构造造)2511.3555.60~~7.000300.7x22.2055235..7(构造造)2511.3y11.5455235..7(构造造)2511.3677.00~~8.440111.7x00.8422235..7(构造造)2511.3y00.5900235..7(构造造)2511.3788.40~~9.88088.8x00.6333235..7(构造造)2511.3y00.4433235..7(构造造)2511.3899.80~~10.665388.5x00.8388235..7(构造造)2511.3y11.8699235..7(构造造)2511.3--------------------------------------------------------------------------------------验算项目:55-5剖面设计计验算--------------------------------------------------------------------------------------[验算简图]--------------------------------------------------------------------------------------[验算条件]--------------------------------------------------------------------------------------[基本参数]所依据的规程或或方法：《建建筑基坑支支护技术规规程》JGGJ1220-999基坑深度：99.2000(m)基坑内地下水深深度：100.0000(m)基坑外地下水深深度：33.0000(m)基坑侧壁重要性性系数：1..000土钉荷载分项系系数：11.2500土钉抗拉抗力分分项系数：：1.3300整体滑动分项系系数：11.3000[坡线参数]坡线段数1序号水平投影影(m)竖向向投影(m)倾角角(°)13..1689.2200771.0[土层参数]土层层数1序号土类型土层层厚容重饱和容重重粘聚力内摩擦角角钉土摩阻阻力锚杆土摩摩阻力水土(m)(kN//m^3))(kNN/m^33)((kPa))((度)((kPa))((kPa))1粘粘性土116.000019..519..530..020..0550.0550.0合算[超载参数]超载数1序号超载类型型超载值(kN/mm)作用用深度(m)作用用宽度(m)距坑坑边线距离离(m)形式式长度(m)1满布布均布15.0000[土钉参数]土钉道数6序号水平间距距(m)垂直直间距(m)入射射角度(度)钻孔直直径(mm)长度(m)配筋11.200011.4000115.011012.00001D22221.200011.4000115.011012.00001D22231.200011.4000115.011012.00001D22241.200011.4000115.01109.00001D22251.200011.4000115.01109.00001D22261.200011.4000115.01109.00001D222[花管参数]基坑内侧花管排排数0基坑内侧花管排排数0[锚杆参数]锚杆道数0[坑内土不加加固][内部稳定验验算条件]考虑地下水作用用的计算方方法：总应应力法土钉拉力在滑面面上产生的的阻力的折折减系数：：0.5500***********************************************************************************[验算结果]***********************************************************************************[局部抗拉验验算结果]工况开挖深度度破裂角土钉号土钉长度度受拉荷载载标准值抗拔承载载力设计值值抗拉承载载力设计值值满足足系数(m)(度)(m))TTjk(kkN)TTuj(kkN)TTuj(kkN)抗拔抗拉111.9000445.50233.3000445.5112..0000.00146..3114..0999..000999..000344.7000445.5112..0000.00136..6114..0999..000999..000212..0000.00146..3114..0999..000999..000466.1000445.5112..0000.00126..8114..0999..000999..000212..0000.00136..6114..0999..000999..000312..0006.00146..3114..019..52915..224577.5000445.5112..0000.00117..1114..0999..000999..000212..0000.00126..8114..0999..000999..000312..0006.00136..6114..018..22915..22449..00020.44106..4114..04..1744..473688.9000445.5112..0000.00107..3114..0999..000999..000212..0000.00117..1114..0999..000999..000312..0006.00126..8114..016..93015..22449..00020.4496..7114..03..7924..47359..00034.99106..4114..02..4432..618799.2000445.5112..0000.00105..3114..0999..000999..000212..0000.00115..0114..0999..000999..000312..0006.00124..7114..016..65115..22449..00020.4494..6114..03..7104..47359..00034.99104..3114..02..3952..61869..00053.44114..1114..01..7091..709[内部稳定验验算结果]工况号安全系系数圆心坐标标x(m))圆心坐坐标y(mm)半径径(m)12..7770.7559111.15004.223122..768--1.0660133.72118.441032..432--2.1115133.40889.663242..155--3.7775133.864411.880351..932--5.4118144.320013.997561..746--7.0552144.778816.114971..839--7.3119144.443316.1191[外部稳定计计算参数]所依据的规程：：《建筑筑地基基础础设计规范范》GB5500077-20002土钉墙计算宽度度:10..000((m)墙后地面的倾角角:0.0((度)墙背倾角:900.0(度度)土与墙背的摩擦擦角:100.0(度度)土与墙底的摩擦擦系数:0.3000墙趾距坡脚的距距离:0.0000(mm)墙底地基承载力力:2550.0((kPa))抗水平滑动安全全系数：11.3000抗倾覆安全系数数：1.6600[外部稳定计计算结果]重力:9556.0((kN)重心坐标:(5..875,,55.0855）超载:1002.5((kN)超载作用点x坐坐标:6.5584(mm)土压力:-488.8(kkN)土压力作用点yy坐标:33.1288(m)依据《建筑地基基基础设计计规范》GGB500007--20022规定，按按库仑土压压力理论计计算由于土层c值相相对过高，所所计算土压压力为负值值，土压力力结果不合合理，外部稳定计算无无法继续。[喷射混凝土土面层计算算][计算参数]厚度：1100(mmm)混凝土强度等级级:CC20配筋计算as::115(mmm)水平配筋:d8@2200竖向配筋:d8@2200配筋计算as::15荷载分项系数::11.2000[计算结果]编号深度度范围荷载值(kPa))轴向MM(kN..m)AAs(mmm^2)实实配As((mm^22)100.00~~1.44000.0x00.0000235..7(构造造)2511.3y00.0000235..7(构造造)2511.3211.40~~2.88000.0x00.0000235..7(构造造)2511.3y00.0000235..7(构造造)2511.3322.80~~4.22011.4x00.0977235..7(构造造)2511.3y00.0688235..7(构造造)2511.3444.20~~5.660144.6x11.0511235..7(构造造)2511.3y00.7366235..7(构造造)2511.3555.60~~7.000300.7x22.2055235..7(构造造)2511.3y11.5455235..7(构造造)2511.3677.00~~8.440466.8x33.3588235..7(构造造)2511.3y22.3533235..7(构造造)2511.3788.40~~9.220599.4x11.0699235..7(构造造)2511.3y22.7655235..7(构造造)2511.3--------------------------------------------------------------------------------------[支护方案]6-6剖面设计计验算--------------------------------------------------------------------------------------排桩支护--------------------------------------------------------------------------------------[基本信息]--------------------------------------------------------------------------------------内力计算方法增量法规范与规程《建筑基坑支护护技术规程程》JGGJ1220-999基坑等级一级基坑侧壁重要性性系数γ01.10基坑深度H(mm)11.000嵌固深度(m))9.000桩顶标高(m))0.000桩截面类型圆形└桩直径(m)1.200桩间距(m)1.500混凝土强度等级级C30有无冠梁有├冠梁宽度(m))1.200├冠梁高度(m))1.000└水平侧向刚度((MN/mm)0.000放坡级数0超载个数2支护结构上的水水平集中力力0--------------------------------------------------------------------------------------[超载信息]--------------------------------------------------------------------------------------超载类型超载值作用深度作用宽度距坑边距形式长度序号(kPa,kN//m)(m)(m)(m)(m)115.000---------------2120.00002.00017.5004.000--------------------------------------------------------------------------------------------[附加水平力力信息]]--------------------------------------------------------------------------------------水平力作用类型水平力值作用深度是否参与是否参与序号(kN)(m)倾覆稳定整体稳定--------------------------------------------------------------------------------------[土层信息]--------------------------------------------------------------------------------------土层数3坑内加固土否内侧降水最终深深度(m)12.000外侧水位深度((m)3.000内侧水位是否随随开挖过程程变化否内侧水位距开挖挖面距离((m)---弹性计算方法按按土层指定定ㄨ弹性法计算方法法m法--------------------------------------------------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