垃圾中转站新建工程边坡治理施工图设计计算书

、岩土设计参数根据勘察资料，对拟建场地内结构面抗剪强度指标及岩土体物理力学参数取值如表4.1~4.2。表.4.1边坡岩土设计参数取值一览表岩性重度(kN/m3)单轴抗压强度标准值（MPa）承载力特征值(KPa)极限侧阻力标准值(KPa)岩体破裂角(°)抗拉强度(KPa)抗剪强度标准值基底摩擦系数天然饱和Cφ(KPa)(°)素填土*19.8（饱和20.5）22*5（天然）3（饱和）28（天然）25（饱和）0.25粉质黏土19.7（天然）20.2（饱和）150*53*18.91（天然）15.0*13.51（天然）10*0.25强风化泥岩*25.2*300*120*0.35强风化砂岩*25.0*400*120*0.45中风化泥岩25.2*7.594.842102120*63.122450736.20.45中风化砂岩25.0*35.7128.4112963200*64.85888204039.70.55注：（1）带“*”者为地区经验值；（2）岩石抗剪强度标准值是根据抗剪强度平均值的0.90进行折减结合地区经验提出的。表中岩体抗剪强度标准值C为岩石标准值的0.30的折减值，ф为岩石试验值的标准值，经验抗拉强度按标准值折减系数取0.4后，中风化砂岩888KPa，中风化泥岩224KPa。（3）岩体破裂角按45°+ф/2公式计算得出，砂岩岩体破裂角64.85°、泥岩岩体破裂角63.1°。临时坡率：土质边坡（整体稳定为前提）：H≤5m，1:1.50；岩质边坡,泥岩（不陡于外倾裂隙面的倾角或外倾裂隙交线的倾角）：强风化基岩：1:0.75；中风化基岩：H≤8m，1:0.50。（4）岩土与锚固体的极限粘结强度标准值：泥岩取：410kPa，砂岩取：850kPa,仅适用于初步设计，施工时应通过试验检验。（5）对于位于稳定边坡坡顶的基础，其地基承载力应按《建筑地基基础设计规范》DBJ50-047-2016第4.2.10条进行折减。（6）土体水平抗力系数的比例系数（MN/m4），素填土15，强风化基岩35；岩体水平抗力系数（MN/m3），中风化泥岩取70，中风化砂岩取430。（7）填土负摩阻力系数取0.25。表.4.2结构面抗剪参数取值滑面类型结构面结合程度天然饱和φ（°）c（kPa）φ（°）c（kPa）岩土界面结合很差15201318砂泥岩接触面结合很差15241322泥岩内部层面结合差20801855裂隙结构面结合差206018504.3边坡边坡岩体类型为Ⅳ类，边坡安全等级为一级时，边坡重要性系数γ0=1.1，直线及折线滑动稳定安全系数取1.35；边坡安全等级为二级时，边坡重要性系数γ0=1.0，直线及折线滑动稳定安全系数取1.30。工况Ⅰ：自重力+建筑物荷载，KS＝1.35（永久边坡，一级边坡），KS＝1.30（永久边坡，二级边坡）。工况Ⅱ：自重+地表荷载+暴雨4.4C25混凝土强度设计值：fc=11.9N/mm2；C30混凝土强度设计值：fc=14.3N/mm2；HRB400钢筋：fy=360N/mm2。4.5边坡工程抗震设防烈度6度。4.6环境类别为二类。4.7计算公式采用（《建筑边坡工程技术规范》GB50330-2013）6.2.3公式计算。4.8计算工况及标准根据《建筑边坡工程技术规范》，本边坡稳定性及推力计算时主要考虑边坡体自重、建筑物荷载。边坡安全等级为二～一级。7、边坡支挡结构计算7.1锚杆支护计算AB段边坡，边坡主动岩石压力按《建筑边坡工程技术规范》（GB50330-2013）6.2.3条进行计算，见下表7.1，边坡锚杆配筋计算见下表7.2。表7.1主动土压力合力标准值(Eak)计算（边坡规范[6.2.3]式）剖面H(m)γ(kN/m3)α(。)αβ（。）βδ（。）δq(kN/m2)c(kPa)φ（。）φηKqKaEak(kN/m)1-1’1225.21091.9000.00110.1920.000530.930.001.000.0355.63表7.2锚杆配筋计算剖面边坡

高度

H(m)岩土水平侧向压力标准值Eah(KN/m)锚杆杆体抗拉安全

系数Kb锚杆锚固体抗拔安全系数K岩土与锚固体极限粘结强度标准值frbk(kPa)钢筋与锚固砂浆间的粘结强度设计值fb(kPa)锚筋抗拉强度设计值fy(N/mm2)锚杆水

平间距Sx(m)锚杆竖

向间距Sy(m)锚杆倾角α(度)锚孔锚固段钻孔直径D(mm)锚筋

直径d(mm)钢筋

根数

n侧向岩土压力水平分力标准值ehk(KN/m2)锚杆承受的轴向力标准值Nak(KN)计算锚筋

As（mm2)计算锚固

段长度la(m)与砂浆间锚固长度La(m)实际配筋

As(mm2)验收荷载(KN)1-1’12562.202.6036021003602.502.5015902215.1932.412050.70.638026根据计算结果，边坡锚杆锚固长度取规范要求最小锚杆长度4m即可。7.2桩板挡墙计算（2-2’剖面、4-4’剖面、6-6’剖面、10-10’剖面）1.2-2’剖面抗滑动桩验算采用直线滑动计算法暴雨工况计算桩后剩余下滑力水平分力为497.8KN/m。抗滑动桩验算计算项目：抗滑桩1原始条件:墙身尺寸:桩总长:20.000(m)嵌入深度:8.000(m)截面形状:圆桩桩径:2.000(m)桩间距:4.000(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)K(MN/m3)被动土压力调整系数150.00025.20015.00120.0070.0001.000桩前滑动土层厚:0.000(m)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锚索2.50015.00015.00200100.002950.002锚索2.50015.00015.0020050.002950.003锚索2.50015.00015.0020050.002950.00物理参数:桩混凝土强度等级:C30桩纵筋合力点到外皮距离:150(mm)桩纵筋级别:HRB400桩箍筋级别:HRB400桩箍筋间距:150(mm)桩配筋形式:纵筋非均匀配筋桩拉区纵筋配筋范围:120.000(度)桩压区,拉区纵筋比:0.500场地环境:一般地区墙后填土内摩擦角:28.000(度)墙背与墙后填土摩擦角:15.000(度)墙后填土容重:20.500(kN/m3)横坡角以上填土的土摩阻力(kPa):120.00横坡角以下填土的土摩阻力(kPa):120.00坡线与滑坡推力:坡面线段数:3折线序号水平投影长(m)竖向投影长(m)126.50015.10025.0000.00030.0000.000地面横坡角度:0.000(度)墙顶标高:0.000(m)参数名称参数值推力分布类型三角形桩后剩余下滑力水平分力497.800(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，库仑土压力分项(安全)系数=1.350,滑坡推力分项(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]假定荷载三角形分布:桩后:上部=0.000(kN/m)下部=331.867(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。[锚杆内力标准值]第1道锚索水平拉力=321.374(kN)距离桩顶2.500(m)第2道锚索水平拉力=229.843(kN)距离桩顶5.000(m)第3道锚索水平拉力=187.313(kN)距离桩顶7.500(m)[桩内力设计值]背侧最大弯矩=5206.030(kN-m)距离桩顶14.000(m)面侧最大弯矩=418.774(kN-m)距离桩顶6.250(m)最大剪力=1724.160(kN)距离桩顶12.000(m)最大位移=25(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-25.00-0.00020.4170.450-3.241-24.34-0.00030.8333.601-12.963-23.67-0.00041.25012.153-29.168-23.00-0.00051.66728.808-51.854-22.34-0.00062.08356.265-81.022-21.67-0.00072.50097.226298.433-21.01-0.00082.917-18.568256.301-20.34-0.00093.333-115.457207.688-19.68-0.000103.750-190.741152.593-19.01-0.000114.167-241.71891.016-18.34-0.000124.583-265.68722.957-17.67-0.000135.000-259.949253.455-17.00-0.000145.417-348.900172.433-16.33-0.000155.833-402.74284.929-15.65-0.000166.250-418.774-9.057-14.97-0.000176.667-394.295-109.524-14.29-0.000187.083-326.603-216.474-13.61-0.000197.500-213.000-329.905-12.92-0.000207.909-153.925-203.761-12.25-0.000218.318-45.434-327.684-11.57-0.000228.727115.032-457.855-10.89-0.000239.136330.027-594.275-10.21-0.000249.545602.109-736.942-9.54-0.000259.955933.831-885.858-8.87-0.0002610.3641327.753-1041.022-8.21-0.0002710.7731786.429-1202.434-7.55-0.0002811.1822312.415-1370.094-6.91-0.0002911.5912908.267-1544.003-6.29-0.0003012.0003576.542-1724.160-5.68-397.7563112.4004180.291-1315.982-5.12-358.1293212.8004629.328-949.534-4.58-320.4773313.2004939.918-622.568-4.07-285.0153413.6005127.382-332.639-3.60-251.8913514.0005206.030-77.173-3.16-221.1953614.4005189.121146.474-2.76-192.9673714.8005088.851340.963-2.39-167.1983815.2004916.351508.925-2.05-143.8433915.6004681.710652.923-1.75-122.8204016.0004394.012775.416-1.49-104.0184116.4004061.378878.728-1.25-87.3014216.8003691.030965.027-1.04-72.5124317.2003289.3551036.300-0.85-59.4754417.6002861.9891094.336-0.69-47.9994518.0002413.8871140.711-0.54-37.8824618.4001949.4201176.780-0.41-28.9114718.8001472.4641203.659-0.30-20.8664819.200986.4921222.228-0.19-13.5204919.600494.6811233.116-0.09-6.6435020.0000.000618.351-0.00-0.000(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)10.0003142628325220.4173142628325230.8333142628325241.2503142628325251.6673142628325262.0833142628325272.5003142628325282.9176283314225293.33362833142252103.75062833142252114.16762833142252124.58362833142252135.00062833142252145.41762833142252155.83362833142252166.25062833142252176.66762833142252187.08362833142252197.50062833142252207.90962833142252218.31862833142252228.72731426283252239.13631426283252249.54531426283252259.955314262832522610.364314262832522710.773314262832522811.182314262832522911.591314262832523012.000314262832523112.400366973372523212.800407181422523313.200435187022523413.600452090402523514.000459191822523614.400457591502523714.800448589712523815.200433086602523915.600411982372524016.000386077212524116.400356271242524216.800323164632524317.200314262832524417.600314262832524518.000314262832524618.400314262832524718.800314262832524819.200314262832524919.600314262832525020.00031426283252=====================================================================2.剖面4-4’抗滑动桩验算采用直线滑动计算法暴雨工况计算桩后剩余下滑力水平分力为456.2KN/m。抗滑动桩验算计算项目：抗滑桩2原始条件:墙身尺寸:桩总长:24.500(m)嵌入深度:8.000(m)截面形状:圆桩桩径:1.800(m)桩间距:4.000(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)K(MN/m3)被动土压力调整系数150.00025.20015.00120.0070.0001.000桩前滑动土层厚:8.000(m)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锚索2.50015.00015.00200100.002950.002锚索2.50015.00015.0020050.002950.003锚索2.50015.00015.0020050.002950.00物理参数:桩混凝土强度等级:C30桩纵筋合力点到外皮距离:150(mm)桩纵筋级别:HRB400桩箍筋级别:HRB400桩箍筋间距:150(mm)桩配筋形式:纵筋非均匀配筋桩拉区纵筋配筋范围:120.000(度)桩压区,拉区纵筋比:0.500场地环境:一般地区墙后填土内摩擦角:25.000(度)墙背与墙后填土摩擦角:17.500(度)墙后填土容重:20.500(kN/m3)横坡角以上填土的土摩阻力(kPa):120.00横坡角以下填土的土摩阻力(kPa):120.00坡线与滑坡推力:坡面线段数:5折线序号水平投影长(m)竖向投影长(m)10.0001.50028.0000.00030.000-1.50045.0000.00055.0000.000地面横坡角度:0.000(度)墙顶标高:0.000(m)参数名称参数值推力分布类型矩形桩后剩余下滑力水平分力456.200(kN/m)桩前剩余抗滑力水平分力0.000(kN/m)采用土压力计算时考虑了桩前覆土产生的被动土压力覆土重度(kN/m3):18.000覆土浮重度(kN/m3):8.000覆土内摩擦角(度):15.000覆土粘聚力(kPa):0.000覆土被动土压力调整系数:0.100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，库仑土压力分项(安全)系数=1.350,滑坡推力分项(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]假定荷载矩形分布:桩后:上部=110.594(kN/m)下部=110.594(kN/m)桩前:上部=0.000(kN/m)下部=0.000(kN/m)桩前分布长度=8.000(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。[锚杆内力标准值]第1道锚索水平拉力=439.784(kN)距离桩顶2.500(m)第2道锚索水平拉力=336.284(kN)距离桩顶5.000(m)第3道锚索水平拉力=283.999(kN)距离桩顶7.500(m)[桩内力设计值]背侧最大弯矩=4258.126(kN-m)距离桩顶18.000(m)面侧最大弯矩=148.504(kN-m)距离桩顶9.500(m)最大剪力=1045.603(kN)距离桩顶16.500(m)最大位移=37(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-37.41-0.00020.50018.663-74.651-36.35-0.00031.00074.651-149.302-35.30-0.00041.500167.965-223.953-34.25-0.00052.000298.604-298.604-33.20-0.00062.500466.568-373.255-32.15-0.00073.000380.698134.415-31.12-0.00083.500332.15359.765-30.09-0.00094.000320.933-14.886-29.06-0.000104.500347.039-89.537-28.04-0.000115.000410.470291.168-27.02-0.000125.500283.549216.517-26.01-0.000136.000193.954141.866-25.01-0.000146.500141.68467.215-24.01-0.000157.000126.739-7.436-23.01-0.000167.500149.120298.114-22.01-0.000178.00018.726223.463-21.02-0.000188.500-74.343148.812-20.02-0.000199.000-130.08674.161-19.03-0.000209.500-148.504-0.490-18.03-0.0002110.000-129.596-75.141-17.03-0.0002210.500-73.363-149.792-16.03-0.0002311.00020.195-224.443-15.03-0.0002411.500151.079-299.094-14.02-0.0002512.000319.289-373.744-13.02-0.0002612.500524.824-448.395-12.03-0.0002713.000767.684-523.046-11.04-0.0002813.5001047.870-597.697-10.07-0.0002914.0001365.382-672.348-9.11-0.0003014.5001720.218-746.999-8.17-0.0003115.0002112.381-821.650-7.27-0.0003215.5002541.868-896.301-6.39-0.0003316.0003008.681-970.952-5.56-0.0003416.5003512.820-1045.603-4.78-334.5583517.0003930.236-656.099-4.05-283.7023617.5004168.918-327.891-3.39-237.2623718.0004258.126-55.242-2.79-195.5133818.5004224.161167.825-2.27-158.5623919.0004090.301347.334-1.81-126.3734019.5003876.827489.192-1.41-98.7994120.0003601.109599.065-1.08-75.6034220.5003277.761682.273-0.81-56.4734321.0002918.836743.712-0.59-41.0484421.5002534.050787.793-0.41-28.9224522.0002131.043818.401-0.28-19.6614622.5001715.649838.858-0.18-12.8114723.0001292.185851.907-0.11-7.9014823.500863.743859.689-0.06-4.4534924.000432.496863.743-0.03-1.9825024.5000.000432.496-0.00-0.000(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)10.0002545508922720.5002545508922731.0002545508922741.5002545508922752.0002545508922762.5002545508922773.0002545508922783.5002545508922794.00025455089227104.50025455089227115.00025455089227125.50025455089227136.00025455089227146.50025455089227157.00025455089227167.50025455089227178.00025455089227188.50050892545227199.00050892545227209.500508925452272110.000508925452272210.500508925452272311.000254550892272411.500254550892272512.000254550892272612.500254550892272713.000254550892272813.500254550892272914.000254550892273014.500254550892273115.000254550892273215.500254550892273316.000297559512273416.500348669712273517.000390978192273617.500415483082273718.000424484892273818.500421084192273919.000407481472274019.500385577112274120.000357571502274220.500324864962274321.000288557702274421.500254550892274522.000254550892274622.500254550892274723.000254550892274823.500254550892274924.000254550892275024.50025455089227=====================================================================软件版本:理正岩土7.03.6-6’剖面抗滑动桩验算计算项目：抗滑桩3原始条件:墙身尺寸:桩总长:24.500(m)嵌入深度:10.000(m)截面形状:圆桩桩径:1.500(m)桩间距:3.500(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)K(MN/m3)被动土压力调整系数150.00025.20015.00120.0070.0001.000桩前滑动土层厚:4.500(m)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锚索2.50015.00015.00200100.002950.002锚索2.50015.00015.0020050.002950.003锚杆2.50015.00015.0020050.002950.00物理参数:桩混凝土强度等级:C30桩纵筋合力点到外皮距离:150(mm)桩纵筋级别:HRB400桩箍筋级别:HRB400桩箍筋间距:150(mm)桩配筋形式:纵筋非均匀配筋桩拉区纵筋配筋范围:120.000(度)桩压区,拉区纵筋比:0.500场地环境:一般地区墙后填土内摩擦角:25.000(度)墙背与墙后填土摩擦角:17.500(度)墙后填土容重:20.500(kN/m3)横坡角以上填土的土摩阻力(kPa):120.00横坡角以下填土的土摩阻力(kPa):120.00坡线与滑坡推力:坡面线段数:5折线序号水平投影长(m)竖向投影长(m)10.0001.50028.0000.00030.000-1.50045.0000.00055.0000.000地面横坡角度:0.000(度)墙顶标高:0.000(m)参数名称参数值推力分布类型矩形桩后剩余下滑力水平分力0.000(kN/m)桩前剩余抗滑力水平分力0.000(kN/m)采用土压力计算时考虑了桩前覆土产生的被动土压力覆土重度(kN/m3):20.500覆土浮重度(kN/m3):10.500覆土内摩擦角(度):25.000覆土粘聚力(kPa):3.000覆土被动土压力调整系数:0.300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，库仑土压力分项(安全)系数=1.350,滑坡推力分项(安全)系数=1.350=====================================================================第2种情况:库仑土压力(一般情况)[土压力计算]计算高度为14.500(m)处的库仑主动土压力第1破裂角：33.048(度)Ea=900.680Ex=858.993Ey=270.840(kN)作用点高度Zy=4.992(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。[锚杆内力标准值]第1道锚索水平拉力=508.196(kN)距离桩顶2.500(m)第2道锚索水平拉力=421.365(kN)距离桩顶5.000(m)第3道锚索水平拉力=375.176(kN)距离桩顶7.500(m)[桩内力设计值]背侧最大弯矩=4462.645(kN-m)距离桩顶16.500(m)面侧最大弯矩=2534.348(kN-m)距离桩顶9.500(m)最大剪力=1928.019(kN)距离桩顶14.500(m)最大位移=42(mm)点号距顶距离弯矩剪力位移土反力(m)(kN-m)(kN)(mm)(kPa)1-0.0000.0000.000-42.04-0.00020.5000.842-5.053-41.32-0.00031.0006.738-20.213-40.60-0.00041.50022.740-45.480-39.88-0.00052.00053.902-80.853-39.16-0.00062.500105.277550.243-38.44-0.00073.000-156.369494.657-37.72-0.00083.500-387.695428.964-37.00-0.00094.000-583.648353.164-36.26-0.000104.500-739.175267.258-35.51-0.000115.000-849.222742.178-34.73-0.000125.500-1194.202636.059-33.92-0.000136.000-1483.596519.833-33.07-0.000146.500-1712.351393.500-32.17-0.000157.000-1875.412257.061-31.22-0.000167.500-1967.727613.459-30.20-0.000178.000-2235.715456.807-29.11-0.000188.500-2422.850290.048-27.95-0.000199.000-2524.078113.182-26.71-0.000209.500-2534.348-73.790-25.38-0.0002110.000-2448.604-270.869-23.97-0.0002210.500-2263.114-473.474-22.48-0.0002311.000-1973.232-687.466-20.91-0.0002411.500-1574.941-905.695-19.28-0.0002512.000-1067.537-1123.924-17.59-0.0002612.500-452.008-1336.208-15.87-0.0002713.000265.248-1527.950-14.13-0.0002813.5001071.077-1690.500-12.40-0.0002914.0001950.882-1823.856-10.71-0.0003014.5002890.067-1928.019-9.08-635.8643115.0003675.240-1272.924-7.55-528.7493215.5004162.991-733.546-6.14-430.1453316.0004408.786-299.653-4.87-341.2193416.5004462.64539.976-3.75-262.5673517.0004368.810296.981-2.78-194.3323617.5004165.663482.967-1.95-136.3103718.0003885.842609.162-1.26-88.0363818.5003556.501686.168-0.70-48.8643919.0003199.674723.796-0.26-18.0304019.5002832.705730.9580.085.2974120.0002468.716715.6180.3121.9744220.5002117.087684.7800.4732.8514321.0001783.936644.5040.5538.7504421.5001472.583599.9520.5840.4544522.0001183.985555.4310.5538.6934622.500917.151514.4610.4934.1434723.000669.523479.8250.3927.4334823.500437.327453.6240.2719.1464924.000215.899437.3270.149.8275024.5000.000215.899-0.00-0.000(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)10.0001767353418920.5001767353418931.0001767353418941.5001767353418952.0001767353418962.5001767353418973.0003534176718983.5003534176718994.00035341767189104.50035341767189115.00035341767189125.50035341767189136.00036151808189146.50041842092189157.00045912295189167.50048222411189178.00054962748189188.50059682984189199.00062243112189209.500625131251892110.000603330171892210.500556527831892311.000483524181892411.500384119211892512.000353417671892612.500353417671892713.000176735341892813.500176735341892914.000239047801893014.500357771551893115.000458791731893215.5005220104401893316.0005541110831893416.5005612112251893517.0005490109801893617.5005224104471893718.000486097201893818.500443388651893919.000397379471894019.500