广场深基坑支护工程计算书

名人广场深基坑支护工程计算书计算：校对：审核：审定：目录1设计计算程序 设计计算程序理正岩土工程计算分析软件6.5版。2技术参数取值2.1岩土层物理力学指标1）中等风化砂岩抗拉、抗剪指标岩体天然重度：24.51kN/m3；岩体抗拉强度：1337kPa×0.95×0.4=508.06kPa；岩石抗剪强度：粘聚力（C）取5.21MPa；内摩擦角（φ）取43.40°；岩体抗剪强度建议值由岩石抗剪强度按裂隙发育程度折减确定，岩体抗剪强度：粘聚力（C）5210×0.3×0.95=1484.85kPa，内摩擦角（φ）43.40°×0.90×0.95＝37.10°。2）变形强度指标（1）中风化带砂岩：变形模量：4656.40×0.7=3259.48MPa；弹性模量：5298.40×0.7=3708.88Mpa；泊松比：0.22。（2）中风化泥岩：变形模量1269.40×0.7=888.58MPa；弹性模量取1493.20×0.7=1045.24Mpa；泊松比取0.32。3）岩层层面内摩擦角（φ）取18°，粘聚力（C）取50kPa；裂隙①内摩擦角（φ）取12°，粘聚力（C）取20kPa；裂隙②内摩擦角（φ）取15°，粘聚力（C）取30kPa。4）结构松散的素填土水平抗力系数的比例系数取8MN/m4；粉质粘土水平抗力系数的比例系数取10MN/m4；中等风化带泥岩的水平抗力系数取40MN/m3；中等风化带砂岩的水平抗力系数取190MN/m3。5）岩土对挡墙基底摩擦系数μ：素填土取0.20；粉质粘土取0.25；强风化泥岩取0.30、强风化砂岩取0.45；中风化泥岩取0.40、中风化砂岩取0.50。6）强风化带砂岩与锚固体极限粘结强度标准值取270kPa；中等风化带砂岩与锚固体极限粘结强度标准值取800kPa；中等风化带泥岩与锚固体极限粘结强度标准值取300kPa；土层与锚固体极限粘结强度标准值，粉质粘土取50kPa；松散人工填土70kPa。7）边坡岩体的破裂角取45°＋φ/2，砂岩取63.55°。8）边坡岩体类型为III类时，等效内摩擦角取57°。9）承载力特征值：粉质粘土承载力特征值fak＝150kPa；强风化泥岩：fak=300kPa；强风化砂岩：fak=500kPa；中风化泥岩：fak=3.7MPa×0.35=1295kPa；（若保证施工期及使用期不被水浸泡可取fak=6.2MPa×0.35=2170kPa）中风化砂岩：fak=18.3MPa×0.35=6405kPa。2.2主要荷载（作用）取值1）土压力、水压力土压力根据基坑边坡特征和破坏模式确定（沿外倾结构面破坏或强度破坏）。由于挡墙后地下水（非承压水）排泄通畅，可不考虑水压力的作用。（1）AB、CE段边坡根据赤平投影图分析，裂隙①与边坡④倾向呈大角度相交，对边坡整体稳定性影响小；裂隙②与边坡④倾向呈大角度相交，对边坡的整体稳定性影响小；层面③与边坡④倾向呈大角度相交，对边坡的整体稳定性影响小。但裂隙①与裂隙②的组合交线⑤与边坡坡向呈小角度相交，边坡易沿组合交线产生楔形体破坏。（2）BC段边坡根据赤平投影图分析，裂隙①与边坡④倾向呈大角度相交，对边坡整体稳定性影响小；裂隙②与边坡④倾向呈大角度相交，对边坡的整体稳定性影响小；层面③与边坡④倾向呈大角度相交，对边坡的整体稳定性影响小。故边坡稳定性受岩体自身强度控制。（3）EF段边坡根据赤平投影图分析，裂隙①与边坡④倾向呈小角度相交，边坡易沿裂隙面①产生滑动或掉块；裂隙②与边坡④倾向呈大角度相交，对边坡的整体稳定性影响小；层面③与边坡④倾向交角32°，但倾角仅6°，对边坡的整体稳定性影响小。故边坡易沿裂隙①产生滑动或掉块。（4）AH段边坡上部土质段：土质边坡在垂直开挖受施工扰动影响坡体易沿土体内部产生圆弧滑动破坏。下部基岩段：根据赤平投影图分析，裂隙①与边坡④倾向呈大角度相交，对边坡整体稳定性影响小；裂隙②与边坡④倾向呈大角度相交，对边坡的整体稳定性影响小；层面③与边坡④倾向呈大角度相交，对边坡的整体稳定性影响小。故边坡稳定性受岩体自身强度控制。2）基坑周边在建和已有建筑物荷载：每层建筑荷载15kN/m2。3）基坑周边施工荷载和材料堆载：5kN/m2。4）基坑周边道路车辆荷载：20kN/m2。3边坡分段计算3.1AB段计算3.1.1侧向岩石压力AB段边坡为裂隙2顺向坡，根据《建筑边坡工程技术规范》（GB50330-2013）式6.3.1计算其沿外倾结构面滑动侧向岩石压力，并与根据岩石强度计算的主动土压力进行包络设计。沿外倾结构面侧向岩石压力：表3.1.1-1沿外倾结构面侧向岩石压力计算支挡结构墙背与水平面的夹角α填土表面与水平面的夹角β边坡外倾结构面的内摩擦角φs岩石与挡土墙背的摩擦角δ边坡外倾结构面倾角θ挡土墙高度H边坡外倾结构面粘聚力cs地表均布荷载标准值q土体重度γ主动土压力系数Ka沿外倾结构面侧向岩石压力Ea°°°°°mkPakPakN/m3-kN/m9001518.817520.1303024.510.184911.4根据《建筑边坡工程技术规范》（GB50330-2013）7.2.5-2，考虑1.15倍增大系数。1550.6×1.15÷1.35＝776.4kN/m。3.1.2支护结构计算（剖面5-5、6-6、7-7）计算项目：AB段5-5板肋式锚杆挡墙原始条件:墙身尺寸:桩总长:20.600(m)嵌入深度:0.500(m)截面形状:方桩桩宽:0.600(m)桩高:0.800(m)桩间距:3.000(m)嵌入段土层数:1桩底支承条件:铰接计算方法:K法土层序号土层厚(m)重度(kN/m3)内摩擦角(度)土摩阻力(kPa)M(MN/m4)被动土压力调整系数150.00024.51057.00800.00190.0001.000锚杆（索）参数:锚杆道数:7锚杆号锚杆类型竖向间距水平刚度入射角锚固体水平预加筋浆强度(m)(MN/m)(度)直径(mm)力(kN)fb(kPa)1锚杆2.00015.00015.001500.001890.002锚杆2.50015.00015.001500.001890.003锚杆2.50015.00015.001500.001890.004锚杆2.50015.00015.001500.001890.005锚杆2.50015.00015.001500.001890.006锚杆2.50015.00015.001500.001890.007锚杆2.50015.00015.001500.001890.00物理参数:桩混凝土强度等级:C40桩纵筋合力点到外皮距离:35(mm)桩纵筋级别:HRB500桩箍筋级别:HRB400桩箍筋间距:200(mm)场地环境:一般地区墙后填土内摩擦角:57.000(度)墙背与墙后填土摩擦角:18.810(度)墙后填土容重:24.510(kN/m3)横坡角以上填土的土摩阻力(kPa):800.00横坡角以下填土的土摩阻力(kPa):800.00坡线与滑坡推力:坡面线段数:2折线序号水平投影长(m)竖向投影长(m)10.0002.500210.0000.000地面横坡角度:63.550(度)墙顶标高:0.000(m)参数名称参数值推力分布类型梯形梯形荷载(q1/q2)0.500桩后剩余下滑力水平分力776.400(kN/m)桩前剩余抗滑力水平分力0.000(kN/m)钢筋混凝土配筋计算依据：《混凝土结构设计规范》(GB50010-2010)注意：内力计算时，滑坡推力、库仑土压力分项(安全)系数=1.350=====================================================================第1种情况:滑坡推力作用情况[桩身所受推力计算]假定荷载梯形分布桩后:上部=77.254(kN/m)下部=154.507(kN/m)桩前:上部=0.000(kN/m)下部=0.000(kN/m)桩前分布长度=0.000(m)(一)桩身内力计算计算方法:k法 背侧——为挡土侧；面侧——为非挡土侧。背侧最大弯矩=237.530(kN-m)距离桩顶4.500(m)面侧最大弯矩=840.617(kN-m)距离桩顶16.167(m)最大剪力=485.491(kN)距离桩顶20.100(m)最大位移=29(mm)第1道锚索水平拉力=358.894(kN)距离桩顶2.000(m)第2道锚索水平拉力=364.354(kN)距离桩顶4.500(m)第3道锚索水平拉力=386.963(kN)距离桩顶7.000(m)第4道锚索水平拉力=416.156(kN)距离桩顶9.500(m)第5道锚索水平拉力=431.079(kN)距离桩顶12.000(m)第6道锚索水平拉力=402.478(kN)距离桩顶14.500(m)第7道锚索水平拉力=299.006(kN)距离桩顶17.000(m)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-24.37-0.00020.4008.399-42.132-24.27-0.00030.80033.816-85.094-24.16-0.00041.20076.585-128.887-24.06-0.00051.600137.037-173.510-23.98-0.00062.000215.503-218.962-23.93-0.00072.417167.21591.702-23.91-0.00082.833139.21042.572-23.92-0.00093.250131.864-7.459-23.97-0.000103.667145.551-58.391-24.04-0.000114.083180.648-110.224-24.15-0.000124.500237.530201.396-24.29-0.000134.917164.757147.761-24.48-0.000145.333114.52093.226-24.70-0.000155.75087.19437.790-24.95-0.000166.16783.154-18.547-25.21-0.000176.583102.775-75.784-25.49-0.000187.000146.432253.040-25.80-0.000197.41753.268194.000-26.13-0.000207.833-15.109134.060-26.47-0.000218.250-58.32473.219-26.81-0.000228.667-76.00111.478-27.13-0.000239.083-67.764-51.165-27.45-0.000249.500-33.238301.448-27.74-0.000259.917-145.447237.004-28.03-0.0002610.333-230.616171.659-28.28-0.0002710.750-288.370105.413-28.49-0.0002811.167-318.33538.266-28.64-0.0002911.583-320.134-29.781-28.72-0.0003012.000-293.392332.350-28.74-0.0003112.417-417.350262.500-28.69-0.0003212.833-512.017191.751-28.55-0.0003313.250-577.017120.100-28.31-0.0003413.667-611.97647.548-27.94-0.0003514.083-616.516-25.904-27.45-0.0003614.500-590.264302.221-26.83-0.0003714.917-700.543226.967-26.08-0.0003815.333-779.278150.813-25.19-0.0003915.750-826.09573.757-24.14-0.0004016.167-840.617-4.199-22.91-0.0004116.583-822.470-83.057-21.51-0.0004217.000-771.278-162.815-19.93-0.0004317.388-809.55061.208-18.32-0.0004417.775-818.614-14.554-16.57-0.0004518.163-798.169-91.096-14.66-0.0004618.550-747.914-168.417-12.62-0.0004718.938-667.546-246.517-10.43-0.0004819.325-556.762-325.396-8.13-0.0004919.712-415.264-405.053-5.73-0.0005020.100-242.745-485.491-3.25-0.0005120.6000.000-242.745-0.00-0.000(二)桩身配筋计算点号距顶距离面侧纵筋背侧纵筋箍筋(m)(mm2)(mm2)(mm2)1-0.00096096013720.40096096013730.80096096013741.20096096013751.60096096013762.00096096013772.41796096013782.83396096013793.250960960137103.667960960137114.083960960137124.500960960137134.917960960137145.333960960137155.750960960137166.167960960137176.583960960137187.000960960137197.417960960137207.833960960137218.250960960137228.667960960137239.083960960137249.500960960137259.9179609601372610.3339609601372710.7509609601372811.1679989601372911.58310049601373012.0009609601373112.41712999601373212.83315929601373313.25017959601373413.66719059601373514.08319209601373614.50018379601373714.91721879601373815.33324429601373915.75025959601374016.16726429601374116.58325839601374217.00024169601374317.38825409601374417.77525709601374518.16325039601374618.55023409601374718.93820829601374819.32517319601374919.71212939601375020.1009609601375120.600960960137=====================================================================第2种情况:库仑土压力(一般情况)[土压力计算]计算高度为20.100(m)处的库仑主动土压力第1破裂角：17.351(度)Ea=528.338Ex=500.121Ey=170.353(kN)作用点高度Zy=7.533(m)(一)桩身内力计算计算方法:k法 背侧——为挡土侧；面侧——为非挡土侧。背侧最大弯矩=59.290(kN-m)距离桩顶4.500(m)面侧最大弯矩=723.280(kN-m)距离桩顶16.167(m)最大剪力=414.495(kN)距离桩顶20.100(m)最大位移=21(mm)第1道锚索水平拉力=104.771(kN)距离桩顶2.000(m)第2道锚索水平拉力=159.428(kN)距离桩顶4.500(m)第3道锚索水平拉力=216.540(kN)距离桩顶7.000(m)第4道锚索水平拉力=269.796(kN)距离桩顶9.500(m)第5道锚索水平拉力=305.134(kN)距离桩顶12.000(m)第6道锚索水平拉力=300.356(kN)距离桩顶14.500(m)第7道锚索水平拉力=230.184(kN)距离桩顶17.000(m)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-4.22-0.00020.4001.671-8.566-4.77-0.00030.8007.022-18.401-5.32-0.00041.20016.561-29.504-5.87-0.00051.60030.795-41.877-6.42-0.00062.00050.231-55.519-6.98-0.00072.41732.90433.692-7.58-0.00082.83322.34616.756-8.18-0.00093.25019.132-1.558-8.78-0.000103.66723.835-21.248-9.39-0.000114.08337.030-42.316-10.01-0.000124.50059.29094.668-10.63-0.000134.91724.76070.847-11.26-0.000145.3330.44245.648-11.90-0.000155.750-13.08919.073-12.54-0.000166.167-15.261-8.879-13.17-0.000176.583-5.499-38.208-13.80-0.000187.00016.771147.625-14.44-0.000197.417-38.104115.542-15.07-0.000207.833-79.32382.082-15.69-0.000218.250-106.31447.245-16.30-0.000228.667-118.50311.031-16.89-0.000239.083-115.315-26.560-17.45-0.000249.500-96.178204.269-17.99-0.000259.917-172.933163.924-18.50-0.0002610.333-232.590122.202-18.98-0.0002710.750-274.57679.103-19.41-0.0002811.167-298.31834.627-19.78-0.0002911.583-303.241-11.225-20.09-0.0003012.000-288.772246.679-20.34-0.0003112.417-381.477198.073-20.53-0.0003212.833-453.642148.089-20.63-0.0003313.250-504.69396.728-20.64-0.0003413.667-534.05743.991-20.55-0.0003514.083-541.161-10.123-20.34-0.0003614.500-525.430234.741-20.02-0.0003714.917-611.439177.873-19.59-0.0003815.333-673.466119.628-19.03-0.0003915.750-710.93860.005-18.33-0.0004016.167-723.280-0.994-17.49-0.0004116.583-709.918-63.370-16.49-0.0004217.000-670.280-127.123-15.35-0.0004317.388-698.52842.535-14.15-0.0004417.775-703.091-19.182-12.83-0.0004518.163-683.507-82.091-11.39-0.0004618.550-639.317-146.189-9.82-0.0004718.938-570.057-211.479-8.14-0.0004819.325-475.266-277.960-6.35-0.0004919.712-354.484-345.632-4.48-0.0005020.100-207.247-414.495-2.55-0.0005120.6000.000-207.247-0.00-0.000(二)桩身配筋计算点号距顶距离面侧纵筋背侧纵筋箍筋(m)(mm2)(mm2)(mm2)1-0.00096096013720.40096096013730.80096096013741.20096096013751.60096096013762.00096096013772.41796096013782.83396096013793.250960960137103.667960960137114.083960960137124.500960960137134.917960960137145.333960960137155.750960960137166.167960960137176.583960960137187.000960960137197.417960960137207.833960960137218.250960960137228.667960960137239.083960960137249.500960960137259.9179609601372610.3339609601372710.7509609601372811.1679609601372911.5839609601373012.0009609601373112.41711909601373212.83314119601373313.25015699601373413.66716609601373514.08316839601373614.50016349601373714.91719049601373815.33321019601373915.75022219601374016.16722609601374116.58322179601374217.00020909601374317.38821819601374417.77521969601374518.16321339601374618.55019929601374718.93817739601374819.32514789601374919.71211089601375020.1009609601375120.6009609601373.1.3支护结构计算（剖面5-5-1）计算项目：AB段5-5-1剖面原始条件:墙身尺寸:桩总长:8.700(m)嵌入深度:0.000(m)截面形状:方桩桩宽:0.600(m)桩高:0.800(m)桩间距:3.000(m)嵌入段土层数:1桩底支承条件:自由计算方法:K法土层序号土层厚(m)重度(kN/m3)内摩擦角(度)土摩阻力(kPa)M(MN/m4)被动土压力调整系数150.00024.51057.00800.00190.0001.000锚杆（索）参数:锚杆道数:3锚杆号锚杆类型竖向间距水平刚度入射角锚固体水平预加筋浆强度(m)(MN/m)(度)直径(mm)力(kN)fb(kPa)1锚杆2.00015.00015.001100.001890.002锚杆2.50015.00015.001100.001890.003锚杆2.50015.00015.001100.001890.00物理参数:桩混凝土强度等级:C40桩纵筋合力点到外皮距离:35(mm)桩纵筋级别:HRB500桩箍筋级别:HRB400桩箍筋间距:200(mm)场地环境:一般地区墙后填土内摩擦角:57.000(度)墙背与墙后填土摩擦角:18.810(度)墙后填土容重:24.510(kN/m3)横坡角以上填土的土摩阻力(kPa):800.00横坡角以下填土的土摩阻力(kPa):800.00坡线与滑坡推力:坡面线段数:2折线序号水平投影长(m)竖向投影长(m)10.0007.500215.0000.000地面横坡角度:63.550(度)墙顶标高:0.000(m)钢筋混凝土配筋计算依据：《混凝土结构设计规范》(GB50010-2010)注意：内力计算时，滑坡推力、库仑土压力分项(安全)系数=1.350=====================================================================库仑土压力(一般情况)[土压力计算]计算高度为8.700(m)处的库仑主动土压力第1破裂角：17.351(度)Ea=271.469Ex=256.970Ey=87.530(kN)作用点高度Zy=5.400(m)(一)桩身内力计算计算方法:k法 背侧——为挡土侧；面侧——为非挡土侧。背侧最大弯矩=249.846(kN-m)距离桩顶7.000(m)面侧最大弯矩=0.001(kN-m)距离桩顶8.700(m)最大剪力=248.543(kN)距离桩顶7.000(m)最大位移=31(mm)第1道锚索水平拉力=192.265(kN)距离桩顶2.000(m)第2道锚索水平拉力=279.842(kN)距离桩顶4.500(m)第3道锚索水平拉力=387.144(kN)距离桩顶7.000(m)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-8.67-0.00020.1820.991-10.946-9.04-0.00030.3643.996-22.155-9.41-0.00040.5459.063-33.626-9.79-0.00050.72716.240-45.359-10.16-0.00060.90925.574-57.354-10.53-0.00071.09137.112-69.612-10.91-0.00081.27350.903-82.131-11.29-0.00091.45566.994-94.913-11.66-0.000101.63685.433-107.957-12.04-0.000111.818106.267-121.263-12.43-0.000122.000129.544-134.832-12.82-0.000132.179120.49743.852-13.20-0.000142.357113.89830.018-13.60-0.000152.536109.79215.931-13.99-0.000162.714108.2231.591-14.39-0.000172.893109.239-13.002-14.79-0.000183.071112.882-27.848-15.20-0.000193.250119.199-42.947-15.61-0.000203.429128.235-58.299-16.03-0.000213.607140.035-73.903-16.45-0.000223.786154.644-89.761-16.88-0.000233.964172.108-105.871-17.31-0.000244.143192.471-122.234-17.75-0.000254.321215.778-138.851-18.20-0.000264.500242.075-155.720-18.66-0.000274.679221.435107.001-19.12-0.000284.857203.87689.626-19.59-0.000295.036189.44171.998-20.07-0.000305.214178.17754.117-20.56-0.000315.393170.12935.983-21.06-0.000325.571165.34117.597-21.56-0.000335.750163.859-1.043-22.07-0.000345.929165.729-19.935-22.58-0.000356.107170.994-39.081-23.10-0.000366.286179.701-58.479-23.63-0.000376.464191.895-78.130-24.16-0.000386.643207.620-98.034-24.70-0.000396.821226.922-118.191-25.25-0.000407.000249.846248.543-25.81-0.000417.189204.962226.680-26.41-0.000427.378164.234204.534-27.02-0.000437.567127.716182.105-27.63-0.000447.75695.461159.393-28.26-0.000457.94467.522136.398-28.88-0.000468.13343.953113.120-29.51-0.000478.32224.80889.560-30.14-0.000488.51110.13965.716-30.77-0.000498.700-0.00141.589-31.40-0.000508.7000.001-14.795-31.40-0.597(二)桩身配筋计算点号距顶距离面侧纵筋背侧纵筋箍筋(m)(mm2)(mm2)(mm2)1-0.00096096013720.18296096013730.36496096013740.54596096013750.72796096013760.90996096013771.09196096013781.27396096013791.455960960137101.636960960137111.818960960137122.000960960137132.179960960137142.357960960137152.536960960137162.714960960137172.893960960137183.071960960137193.250960960137203.429960960137213.607960960137223.786960960137233.964960960137244.143960960137254.321960960137264.500960960137274.679960960137284.857960960137295.036960960137305.214960960137315.393960960137325.571960960137335.750960960137345.929960960137356.107960960137366.286960960137376.464960960137386.643960960137396.821960960137407.000960960137417.189960960137427.378960960137437.567960960137447.756960960137457.944960960137468.133960960137478.322960960137488.511960960137498.700960960137508.7009609601373.1.4支护结构计算（剖面6-6-1）计算项目：AB段6-6-1剖面原始条件:墙身尺寸:桩总长:12.300(m)嵌入深度:0.000(m)截面形状:方桩桩宽:0.600(m)桩高:0.800(m)桩间距:3.000(m)嵌入段土层数:1桩底支承条件:自由计算方法:K法土层序号土层厚(m)重度(kN/m3)内摩擦角(度)土摩阻力(kPa)M(MN/m4)被动土压力调整系数150.00024.51057.00800.00190.0001.000锚杆（索）参数:锚杆道数:5锚杆号锚杆类型竖向间距水平刚度入射角锚固体水平预加筋浆强度(m)(MN/m)(度)直径(mm)力(kN)fb(kPa)1锚杆2.00015.00015.001100.001890.002锚杆2.50015.00015.001100.001890.003锚杆2.00015.00015.001100.001890.004锚杆2.00015.00015.001100.001890.005锚杆2.00015.00015.001100.001890.00物理参数:桩混凝土强度等级:C40桩纵筋合力点到外皮距离:35(mm)桩纵筋级别:HRB500桩箍筋级别:HRB400桩箍筋间距:200(mm)