桩承载力计算

韶关J99住宅人工挖孔桩桩直径扩大头入强风化入微风化侧阻尺寸效应端阻尺寸效应极限端阻力标准值qpk1100.50.9290085170.92900851711.2000.9290085170.87476195111.4000.9290085170.83137592512.4000.9290085170.69590504712.6000.9290085170.677763991.21.8001140001.22.1001140001.22.3001140001.22.50011400011.40011400011.500114000桩身承载力ψcfc1.20.714.31.30.714.31.20.714.31.30.714.31.40.714.31.50.714.3强风化和中风化摩阻力（ＫＮ）端阻力承载力（ＫＮ）102.09803615834.1735936.27152502472.0772472.07727303197.8873197.88749507866.5117866.51064708991.5568991.5559750101745087013847692401661183050196259813061543077070653533N≤ψc*fc*Aps/1.358382C20C2598379.611.9838298371140813096C30C35C40C4514.316.719.121.1人工挖孔桩桩直径扩大头入强风化强风化侧阻（qsi)入中风化侧阻尺寸效应端阻尺寸效应1.22000.9220.739111000.9560.9291.22.2800.8751.0001.21.21300.8750.87512.6000.9560.6781.21.28301111001111.22.21200.92211.42.200111.52.81200.88211.72.50011桩身承载力ψcfc1.20.714.31.10.714.31.20.714.31.30.714.31.40.714.31.50.714.3极限端阻力标准值qpk强风化和中风化摩阻力（ＫＮ）端阻力极限承载力（ＫＮ）0464146411952875282731647599107635142118763290431643164000211045226632400052810991627400033351139814733400001139811398400039881846322451400001471914719桩身承载力N≤ψc*fc*Aps/1.3583827043838298371140813096单桩承载力特征值（ＫＮ）23211414538231642158331681373675699112267359C20C25C30C35C40C459.611.914.316.719.121.1两桩台最小配筋率校对表as'150b1800h1500受拉纵筋数量n111受拉纵筋配筋率0.20%受拉纵筋直径d125水平筋数量n29水平筋配筋率0.21%水平筋直径d218竖向筋数量n38竖向筋配筋率0.17%竖向筋直径d310竖向筋的间距200Ⅰ级钢Ⅱ级钢受拉纵筋配筋率0.25%0.20%水平筋配筋率0.25%0.20%竖向筋配筋率0.20%0.15%滁州人工挖孔桩(按砼强度控制）桩直径砼标号工作条件系数承载力特征值（ＫＮ）0.614.30.720950.814.30.73725114.30.758211.114.30.770431.214.30.783821.314.30.798371.414.30.7114081.514.30.7130961.614.30.714901桩基规范2008桩直径桩配筋率桩配筋面积桩钢筋数量钢筋直径0.80.52%2600111710.46%364715181.10.44%416216181.20.41%465418181.30.39%511019181.40.36%551921181.50.33%586822181.70.28%633625181.80.25%6430271720.20%6275301620.20%62753016承台截面尺寸两桩台最小配筋率校对表受拉纵筋配筋率0.20%受拉纵筋面积5400水平筋的间距135水平筋配筋率0.20%水平筋面积5400竖向筋配筋率0.15%竖向筋面积540C20C25C30C35C409.611.914.316.719.1钢筋直径桩钢筋数量桩直径桩配筋率18110.80.56%181510.52%18171.20.47%18191.30.45%18211.40.43%18231.50.41%18241.60.39%18261.70.37%18261.80.34%16321.90.32%182620.30%as'150承台截面尺寸b1800h1500受拉纵筋数量n111受拉纵筋直径d1256水平筋数量n28水平筋的间距157水平筋直径d220竖向筋数量n37竖向筋直径d310竖向筋的间距200C4521.1广东省桩基规范桩配筋面积桩钢筋数量钢筋直径钢筋直径桩钢筋数量282611181615407215191817536918201822601119202020663421201827723022201829778624201832829325201834874127201835911929201837941730201838桩型号参数名称符号数值单位静轴向拉力Nq450kN纵筋直径deq18mm纵筋根数n16根纵筋总面积As4069mm2桩身直径d1200mm纵筋保护层实际厚度75mm桩身截面面积Ate865463mm2纵筋配筋率ρte0.0100桩身混凝土抗拉强度标准值C301.78N/mm2构件受力特征系数αcr2.70受拉纵筋应力σs111N/mm2钢筋弹性模量HRB335200000N/mm2用于计算裂缝的纵筋保护层厚度cs65mm裂缝间纵向受拉钢筋应变不均匀系数ψ0.20裂缝宽度ωmax0.08mmftk:2.01C201.54备注C251.78取抗拔力减桩身自重及承台重（承台扣底板厚度）C302.01C352.2C402.39C452.51C502.64C552.74此处已扣除保护层C602.85后续计算时，不小于0.01C652.93C702.99C753.05C803.11不小于20mm,不大于65mm受拉纵筋数量n122不小于0.2,不大于1.0受拉纵筋直径d122钢筋面积8359200000EsHPB3002.10E+05HRB3352.00E+05HRB4002.00E+05剖面号勘探孔号ZK95桩顶标高(m)7.52土层厚度(m)极限桩侧阻力标准值大直径效应系数liqsik(KN/m2)qsik*li(KN/m)1填土(水上）35202填土（水下）020302040255粉质粘土0400.956粉质粘土0250.9566粉质粘土0601.0007残积土残积土正摩端阻01400.946全风化砂岩0900.9288强风化砂岩01000.9289强风化砂岩0901.00010强风化砂岩强风化砂岩3.51201.000中风化砂岩入岩区31681.00011090080120150072桩长LP(m)38.50up*∑qsikli=土类别粘性土碎石类受拉纵筋数量n大直径效应系数0.9560.928受拉纵筋直径d大直径效应系数0.9460.928钢筋面积As负摩阻区嵌岩桩承载力计算（桩基规范JGJ94-2008)粘性土正摩侧阻桩扩底端部扩底正摩阻影响长度单桩抗压及抗拔承载力计算（桩基规范JGJ94-2008)土层编号土层名称层底距孔口距离Hi(m)扩底抗拔摩阻影响长度碎石类正摩侧阻嵌岩桩承载力计算（广东省基础规范DBJ15-31-2003)ψcfcN≤ψc*fc*Aps/1.35桩钢筋数钢筋直径0.80.714.3372516010.714.358211601.20.714.383821801.30.714.398371601.30.719.1131391601.40.719.1152381601.50.719.1174921601.60.719.1199021601.40.719.115238160桩身承载力桩直径d(m)1桩周长up1(m)3.14桩截面积Ap1(m2)桩直径D(m)1桩周长up2(m)3.14桩截面积Ap2(m2)单桩总极限侧阻力抗拔系数λ抗拔桩侧阻力特征值重度γi有效应力δi负摩系数ξn负摩力标准值qsik*li(KN/m)qnsi=ξni*δi183150.42086300.420800.40800.4000.60000.5000.5000.5000.6000.604200.83365040.8403.2000.700.6501319λ*up*∑qsiali=2321∑Qng11极软岩ξr1.303嵌岩桩综合系数18极硬岩ξr0.963嵌岩深径比2798较硬岩ξr1.031frk30PMaλ*qsik*li(KN/m)嵌岩桩承载力计算（桩基规范JGJ94-2008)frk15PMa=30PMafrk=15MPa单桩抗压及抗拔承载力计算（桩基规范JGJ94-2008)嵌岩桩承载力计算（广东省基础规范DBJ15-31-2003)3500.003500.000.4000.048Asfy0.9fyAs/1.35桩身承载力特征值036003725C20C250360058219.611.9036008382036009837C35C40036001313916.719.103600152380360017492HPB300fyHRB335fy03600199022703000360015238编制C1（0.3~0.5）桩侧岩单轴抗压强frs桩端岩单轴抗压强frp桩身承载力C2（0.04~0.06）0.7850.785负摩力标准值单轴抗压强度标准值frk27000Qng极限桩端阻力标准值qk(KN/m2)35002198桩身自浮重(KN)4530单桩端阻力极限值qpkAp(KN)27480单桩正侧阻极限值(up*∑qsikli)13190单桩负侧阻极限值(λ*up*∑qsikli)2198抗拔单桩竖向承载力特征值Ra'(KN)1614考虑负摩阻承载力特征值Ra(KN)934单桩竖向承载力特征值Ra(KN)203321981.031嵌岩桩端阻力极限值218593.000嵌岩桩侧阻力极限值1319嵌岩桩单桩承载力特征值Ra11589考虑负摩阻承载力特征值Ra(KN)10490嵌岩桩承载力计算（桩基规范JGJ94-2008)单桩抗压及抗拔承载力计算（桩基规范JGJ94-2008)嵌岩桩承载力计算（广东省基础规范DBJ15-31-2003)桩侧土总摩阻力特征值Rsa=up∑qsiali659桩侧岩总摩阻力特征值Rra=upC2frshr1583持力岩层总端阻特征值Rpa=C1frpAp1099嵌岩桩单桩承载力特征值Ra3341考虑负摩阻承载力特征值Ra(KN)3341C3014.3C4521.1HRB400fy360林大南2013年9月桩身承载力锚杆计算土层锚杆预应力筋的截面面积计算（mm)锚杆所承受标准值拉力值Nt(kN)200锚杆张拉施工工艺控制系数γp0.9钢筋，钢绞线强度设计值(kpa)360锚杆钢筋直径20锚杆预应力筋的截面面积（mm)833锚杆钢筋数量2.65土层锚入土（岩）层的估算长度La计算锚杆所承受标准值拉力值Nt(kN)100锚固体直径D(m)0.12安全系数K1.6土（岩）与锚固体间粘结强度特征值(kPa)100锚杆锚入土（岩）层的估算长度La4.25岩层锚入土层的估算长度L计算单根锚杆抗拔承载力特征值Rt(kN)200锚杆直径d1(m)0.15砂浆与岩石间的粘结强度特征值f（MPa)0.18锚杆筋体直径d(mm)22锚杆锚入土（岩）层的估算长度L(mm)2949岩层锚入土层的估算长度L计算40d锚杆锚入土（岩）层