墩台与基础课程设计word版本

学号墩台与基础课程设计计说明书桩柱式桥墩钻孔灌注摩擦桩及端承桩设计

（公路-II级，净7+2X1・0m,跨径L=16m）学号墩台与基础课程设计起止日期：2013年12月30日至2014年1月8日学生姓名班级成绩指导教师土木工程学院2014年1月6日目录TOC\o"1-5"\h\z第一部分摩擦桩设计2―、设计资料2二、荷载计算2三、桩长计算6四、桩的内力计算6五、桩顶水平位移计算9六、桩身配筋计算10第二部分端承桩设计13一、设计资料13二、荷载计算13三、单桩承载力的计算17四、桩身内力计算17五、嵌固深度计算20六、桩顶水平位移计算20七、桩身配筋计算20参考文献23第一部分摩擦桩设计一、设计资料设计标准以及上部构造设计荷载：公路一II级；桥面净宽：净一7+2X1.0m；标准跨径:Lk=16m,梁长15.96m，计算跨径15.5m；上部构造：装配式钢筋混凝土简支T梁桥设计。水文地质条件各土层地质情况及有关钻孔灌注桩桩基设计参数见附表-材料钢筋：盖梁主筋用HRB335钢筋，其他均用R235钢筋;混凝土盖梁、墩柱用C30,系梁及钻孔灌注桩用C25。桥墩尺寸_■S00..\in,：Z皿血..341,2946Q341,29河庶於534河轻3§34■OL0_■S00..\in,：Z皿血..341,2946Q341,29河庶於534河轻3§34■OL0二、荷载计算一孔主梁恒载主梁集度（KN/m）梁长（m）自重（KN）1(4)21.0615.96326.432(3)22.0215.96341.31合计667.74

N主=326.43x2+341.31x2=1335.48KN2.其他恒载计算盖梁自重：N盖梁=七梁xy=(8x1.5x1.4-1.4x0.9x0.8)x25=394.8KN墩身自重：N墩=V墩xy=3.14x1.2x1.2+4x4.45x25=125.13KN系梁自重：N系梁=V系梁xy=3.4x1x1.4x25=119KN3.单根桩顶承受的恒载N一=N一=村主+N盖+N系+n恒2墩1335.48+394.8+1192+125.13=1049.77KN（二）活载计算1.顺桥向活载计算①单孔单列汽车B=0B=ql.2+P=7.875x15.5+2+167=228.03KNB=B+B=0+228.03=228.03KN12k0k12单孔双列车2单孔双列车2B=456.06KN双孔双列车②双孔单列汽车B1=qlJ2=7.875x15.5+2=61.03KNB2=qlj2+p=7.875x15.5+2+167=228.03KNB=B1+B2=61.03+228.03=289.06KN2B=578.12KN

③单孔单侧人群B]=0B2=qbl全长/2=3x1x15.9+2=23.85KNB=B]+B2=23.85KN双孔双列车B=qbl2=3x1x15.9+2=23.85KNB=qbl2=3x1x15.9+2=23.85KN双侧人群1"r全长2"r全长：B=B1+B2=44.7KN④双孔单侧B=qbl.2=3x1x15.9+2=23.85KNB=qbl/2=3x1x15.9+2=23.85KN1r全长•’2r全长'B=B1+B2=44.7KN双孔荷载对墩柱产生最大竖向力，单孔荷载产生墩柱最大弯矩B=B+B=95.4KN⑤双孔双侧B1=B双孔荷载对墩柱产生最大竖向力，单孔荷载产生墩柱最大弯矩B=B+B=95.4KN⑤双孔双侧B1=B2=44.7KN2.双柱反力横向分布计算汽车荷载如图所示①汽车单列非对称布载n=l^=210+230=0..9571l460n2=1-ni=1-0.957=0.043②汽车双列非对称n=匕+1255+2301=0.620n4602=1-n=1-0.620=0.381③人群单侧非对称布载n1I+1；2=400+230=137^~l460.n=1-n=1-1.37=-0.3721精品文档④人群双侧对称布载门］=七=。.5_IRQ[180..一1灯0_uirun:400一0_210*_1F230图4横向分配系数计算图3活载计算①汽车及人群双孔布载产生最大支反力，即产生最大墩柱垂直力编号何载情况最大垂直反力（KN）最小垂直反力（KN）1横向分布门1B门（1+日）i横向分布门2B门（1+日）i2汽车何载单列车0.957356.850.04316.033双列车0.620462.380.38283.394人群荷载单侧行人1.3765.35-0.37-17.6495双侧行人0.547.70.547.7②汽车及人群单孔布载产生的最大偏心矩，即产生的最大墩柱底弯矩布载情况水平力H竖向力B门1门2垂直力1号墩柱底弯矩1号墩柱底弯矩B门（1+目1顷（1+日2)0.25B"+|u)0.25B门(1+|2单孔单列228.030.9570.043281.5112.6570.383.16单孔双列456.060.6200.38364.76223.5691.1955.89单孔单侧人群23.851.37-0.3732.68-8.8258.169-2.206单孔双侧人群47.70.50.523.8523.855.9635.963制动力45力臂H1=1.5+4.45=5.95m267.75267.75盖梁风力1.125H2=1.5+2+4.45=5.2m5.855.85墩柱风力1.05H3=4.45:2=2.225m2.3362.336以上力的单位均为kN，弯矩的单位为kN-m,制动力、盖梁风力、墩柱风力分别乘各自相应的力臂，人群产生的反力不计冲击系数。其中冲击系数(1+R)=1.29,表中0.25为支座中心到墩柱中心的距离，从桥梁工程设计资料中查得。三、桩长计算由于河床为多层土质，需要通过试算确定桩长。0.59x19.6+3.1x19.5+4.69x19.3+3.48x19+4.94x19.5+4.33x19.8/0.59+3.1+4.69+3.48+4.94+4.33=19.4q=m人腥]+ky(h-3)}=0.8x0.75x(140+1.5x9.4x18.13)=237.38r0^022R]=1u片ql+Aq=-x4.396x945.87+1.5386x237.38=2444.26KNa2ikipr2N]=N恒+N活+N桩一N置换土重=1049.77+462.38+47.7+(15-9.4)x1.5386x21.13=1759.56KN四、桩的内力计算1.桩的计算宽度Z=kk(d+1)=1.0x0.9x(1.4+1)=2.162.桩的变形系数当基础侧面地面或局部冲刷线以下hm=2(d+1)0.59+3.1+4.69+3.48+4.94+4.33mh2+m(2h+h)h+m(2h+2h+h)hm=—1-4212_23123~3

mh2+m(2h+h)h+m(2hmh2+m(2h+h)h+m(2h+2h+h)hm=—212——23123——3h2m_12x0.592+4x(2x0.59+3.1)x3.1+17x(2x0.59+2x3.1+1.11)x1.1148=11.07:mb5：~EIEI=0.8EIEc=2.8x107MpaI=0.0491d4=0.189a=5；'mL='1107x2.16=0.3555EI50.8x2.8x107x0.189ah=0.355x21=7.458>2.5按弹性计算3作用在局部冲刷线处的Ho,M°计算M=1.4M汽+0.6(1.4M_+1.1M+1.4M)=1.4x356.85x0.25+0.6(1.4x471.6+1.1x18.37+1.4x16.34)=546.89MpaH0=0.7(1.4H制动+1.1H风)=46.641KN4.单位“力”作用在局部冲刷线处的，桩柱在该处产生的变位计算ah=0.355x21=7.458>4取ah=450HH1BD-BDAB4-A4B33443xa3EI50HH1BD-BDa3EIA3B4-A4B32.441=1.289x10-50.3553x0.42336x107=0.0304x10-450=1xA3D-=0.0304x10-4MH「a2EIA3B4-A4B3-0.3552x0.42336x10750MM1^A3C4-A4C_1.751aEIA3气-A4B3-0.355x0.42336x107=0.0117x10-45.局部冲刷线处变位计算：X=50H+50M=1.289x10-5x46.64+0.0304x10-4x546.89=2.3<60HH0HM0中=-(50H+50M)0MH0MM0=-(0.0304x10-4x46.64+0.0117x10-4x546.89)=-0.0793x10-26.局部冲刷线以下深度各截面内力计算:M=a2EI(XA+曳B+-^C+-H^D)z03a3a2EI3a3EI3=a2EIXA+aEI①B+MC+-HD)030303a03a2EIX=0.3552x0.42336x107x0.23x10-2=0.123x1040aEI①=0.355x0.42336x107x(-0.0793x10-2)=-0.12x1040-H=—^x46.64=131.38a00.355Mz=0.123x104A3-0.12x104xB3+546.89xC3+131.38xD3aZZA3B3C3D3MZ0.20.56-0.00133-0.000130.999990.2585.360.41.23-0.01067-0.002130.999740.39998600.970.61.69-0.036-0.01080.998060.59974605.520.82.25-0.08532-0.034120.991810.79854595.461.02.82-0.16652-0.083290.975010.99445570.941.43.94-0.45515-0.319330.865731.35821485.861.85.07-0.95564-0.867150.529971.61162373.202.26.20-1.69334-1.90567-0.270871.57538259.522.67.32-2.62126-3.59987-1.877340.91679166.473.08.45-3.54058-5.99979-4.68788-0.89126106.613.59.86-3.91921-9.54367-10.3404-5.8540281.054.011.27-1.61428-11.73068-17.9186-15.075591.78桩身弯矩图7006005004003002001001.561.231.692.252823.945.07627.328.4598611.27桩长Z(m)桩身弯炬0从表中知Md=605.52MpaZ=1.69m7.对最大弯矩修正°H|m46.64,45=0loga=log=-0.217H0+0.1M0m146.64+0.1x546.891246.64h05911—=0.123<-(5+2)=-x(2-0.217)=0.2974.86625h——x—+1=1.0135-4hmE—匕心曰_u“eM=cM=1.013x605.52=613.39Mpa修正后的最大弯矩maxzmax五、桩顶水平位移计算A=X—①(h+h)+A001201/(nh3+h3)+nhh(h+h)EIL3122112n=里=(^2)4=0.5398EI1.4H=45+2.175=47.175KN]+^外-h2+nh(2h+h)]2EI2121M外=91.19+8.169+45x1.5+1.125x0.75=167.7KN-mE11广2.8x107x0.049x1.24=2.845x106q=4.45h2=4.6811M(nh3+h3)+nhh(h+h)」+—外EII31221122EI111147.1752+nh(2h+h)]2121(0.5398x4.453+4.683)+0.5398x4.45x4.68x(4.45+4.68)2.845x1063167.7+2x2.845x106.682+0.5398x4.45x(2x4.68+4.45)]=4.155x10-3A=X—中(h+h)+A=2.3x10-3+0.793x10-3(4.45+4.68)+4.155x10-3=13.7mm水平位移容许值为仅］=对⑵=22.9mm>13.7mm，符合要求。六、桩身配筋计算IMmax对应的轴向力组合设计值为N=1.2N,一+1.4N汽+0.8x1.4N+N、=1.2x1049.77+1.4】356.85+0.8x1.4x65.35+(1.69+4.68)x25x1.5386=2205.5KN2.按偏心受压构件进行配筋计算M——dNd605.52=274.55mm2205.5=0.7(/0lPh=2r=1.4m+-)=0.7x(4.68+-^)=11.16ma0.355h0=r+r=r+0.88r=1.88x0.7=1.316me0.27455匚=0.2+2.7h0=0.2+2.7x1aw=0.763匚2=1.15-0.01!=1.15—0.01x^^=1.07>1所以。2=1n=1+——1——(七)2。匚=1+111116)2x0.875x11400ehh121400x0.274551.3161.4=1.159门e0=1.159x0.27455=0.318主筋采用HRB335级钢筋。配筋率_乙Br-®e0)_11.5700B-318AP-f•C(*0)-Dgr-2^•318C-616D=Ar2f+Cpr2fcdsd=7002x11.5A+280x=Ar2f+Cpr2fcdsdgABCDPNu0.200.32440.2628-1.52961.4216-0.001662137254.0430.210.34810.2787-1.46761.4623-0.001722265030.0140.240.42190.3259-1.29111.5697-0.001862654493.5860.290.55260.4011-1.01941.7086-0.001963320056.6690.408.86670.5414-0.47491.8801-0.001464873007.3880.501.17350.627101.90810.0002796468918.750.701.81020.65231.12941.44020.020513155277.940.902.42150.48282.01810.8704-0.1009-14589008.241.002.69430.34132.30820.6692-0458当&=0.21时，Nu大于设计值Nd时的p即为装的纵向配筋率P=0.00172v0.005故取p=0.005A=p"r2=0.005x3.14x7002=7693mm2主筋选用16根公称直径为25的HRB335钢筋A’=16x490.9=7854.4mm2亦a■为p=7854.4=0.0051实际配肋率3.14x7002箍筋采用螺旋箍筋R235级，直径8mm,螺旋筋的间距S=200mm

a=c+d，2=40+28.4/2=54.2mmr=D2-a=700-54,2=645.8mmg=r..-■(D/2)=0.923s'半=Bf+Dpf•r="25B+L318Dx7000Afd+Cpfd11.25A+1.428CgABCD门e00.210.34810.2787-1.46761.46231.94680.30.57980.4155-0.96751.73130.74650.51.17350.627101.90180.506970.591.45890.66350.44851.80520.40410.61.49080.66510.50211.78560.39820.651.65080.66510.8081.63430.34560.671.71470.66150.9431.55340.321870.701.81020.65231.12941.44020.2942当&=0.67时，门e0=0.32187与设计值接近，取该&计算N=Ar2fd+Cpr2/刁=1.7147x7002x11.5+0.943x0.005x7002x280=10309.23KN第二部分端承桩设计一、设计资料设计标准以及上部构造设计荷载：公路一II级；桥面净宽：净一7+2X1.0m；标准跨径:Lk=16m,梁长15.96m，计算跨径15.5m；上部构造：装配式钢筋混凝土简支T梁桥设计。水文地质条件各土层地质情况及有关钻孔灌注桩桩基设计参数见附表-材料钢筋：盖梁主筋用HRB335钢筋，其他均用R235钢筋;混凝土盖梁、墩柱用C30,系梁及钻孔灌注桩用C25。桥墩尺寸二、荷载计算1.一孔主梁恒载主梁集度（KN/m）梁长（m）自重（KN）1(4)21.0615.96326.432(3)22.0215.96341.31合计667.74精品文档N主=326.43x2+341.31x2=1335.48KN其他恒载计算盖梁自重：N盖梁=V盖梁xy=(8x1.5x1.4-1.4x0.9x0.8)x25=394.8KN墩身自重：N墩=V墩xy=3.14x1.2x1.2+4x4.45x25=125.13KN3.4x1x1.4x25=119KN系梁自重：N系梁=V系梁xyc单根桩顶承受的恒载1335.48+394.8+119+125.13=1049.77KNN=村主+N盖+N系+n恒2墩(二)活载计算1.顺桥向活载计算①单孔单列汽车B=0B=ql.2+P=7.875x15.5+2+167=228.03KNB=B+B=0+228.03=228.03KN3.4x1x1.4x25=119KN1335.48+394.8+119+125.13=1049.77KN单孔双列车2B=456.06KN②双孔单列汽车B=ql/2=7.875x15.5+2=61.03KNB2=qlJ2+p=7.875x15.5+2+167=228.03KNB=B1+B2=61.03+228.03=289.06KN双孔双列车2B=578.12KN③单孔单侧人群B]=0B2=qbl全长《2=3x1x15.9+2=23.85KNB=B1+B2=23.85KN每B=qbl2=3X1x15.9+2=23.85KNB=qbl2=3x1x15.9+2=23.85KN双侧人群1^r全长•’2^r全长••B=B]+B2=44.7KN④双孔单侧B=qbl2=3x1x15.9+2=23.85KNB=qbl2=3x1x15.9+2=23.85KN1r全长2r全长B=B]+B2=44.7KN⑤双孔双侧B1=B=44.7KNB=B]+B2=95.4KN人粹殉1布或图双孔荷载对墩柱产生最大竖向力，单孔荷载产生墩柱最大弯矩双柱反力横向分布计算汽车荷载如图所示①汽车单列非对称布载门=l1+12=210+230=0..957门=1-n=1-0.957=0.0431l46021②汽车双列非对称门=-1——-—=茉+23°=0.620门=1-门=1-0.620=0.381l46021

人群单侧非对称布载门=〈*'2=400+230=1.37门=1-门=1-1.37=-0.37il46021人群双侧对称布载n1=n2=0.5一冷D_」豚一一1溯一nirIF1F:400一_210*_ir230图4横向分配系数计算图活载计算①汽车及人群双孔布载产生最大支反力，即产生最大墩柱垂直力编号何载情况最大垂直反力（KN）最小垂直反力（KN）1横向分布门1B门（1+日）i横向分布叩2B门（1+日）i2汽车何载单列车0.957356.850.04316.033双列车0.620462.380.38283.394人群荷载单侧行人1.3765.35-0.37-17.6495双侧行人0.547.70.547.7②车及人群单孔布载产生的最大偏心矩，即产生的最大墩柱底弯矩。布载情况水平力H竖向力B门1n2垂直力1号墩柱底弯矩1号墩柱底弯矩Bn（1+日）1Bn（1+日）20.25Bn（1+日）10.25Bn（1+日）2单孔单列228.030.9570.043281.5112.6570.383.16单孔双列456.060.6200.38364.76223.5691.1955.89单孔单侧人群23.851.37-0.3732.68-8.8258.169-2.206单孔双侧人群47.70.50.523.8523.855.9635.963制动力45力臂H1=1.5+4.45=5.95m267.75267.75盖梁风力1.125H2=1.5+2+4.45=5.2m5.855.85墩柱风力1.05H3=4.45+2=2.225m2.3362.336以上力的单位均为kN，弯矩的单位为kN-m,制动力、盖梁风力、墩柱风力分别乘各自相应的力臂，人群产生的反力不计冲击系数。其中冲击系数(1+h)=1.29,表中0.25为支座中心到墩柱中心的距离，从桥梁工程设计资料中查得。三、单桩承载力的计算钻孔灌注桩直径为1.40m，用C25混凝土，HRB335级钢筋，灌注桩按m法计算。桩身混凝土受压弹性模量E=2.8x104Mpa。h桩长计算由于端承桩必须打在持力层上，初步确定该土层为持力层，所以拟定桩长为14.9m，h=14.9-3.66=11.24m，则：N]=N恒+N5+N+1q+2qh=1049.77+462.38+47.7+3.66x23.08+0.5x23.08xh=1471.72+11.54h=1774.03KNlqlk^RayAplqlkciAfk=0.6xG-20%)x1.5386x26x106=19.22x106u艺chf=4.4x0.05xG—20%)x1.42x26x106=6.50x106i=i1t—Quglq=0.5x0.5x4.4x(1.5x160+0.28x165+3.6x175+0.88x180+i=10.52x170+1.7x185+2.08x190+1.08x210+0.4x200+1.12x280+1.72x26)=2791.60KNR]=19.22+6.50+2791.60=2817.32KN〉N]a四、桩身内力计算桩的计算宽度b=kk(d+1)=1.0x0.9xG.4+1)=2.16m当地基侧面或局部冲刷线以下hm=2(d+1)=4.8m深度内有四层土，物性很相近，按规范选取m=60000KN/m4桩的变形系数a_■mb

a-50.8E：/E=2.8x107KN/m2I=0.0491d4=0.189m460000X2-16=0.498a=5■50.8x2.8x107x0.189ah=0.498x11.24=5.60>2.5,可按弹性桩计算。3.作用在局部冲刷线出的H°,M°计算M0为局部冲刷线的基本组合值：M0=1.4M汽+0.6°.4M制动M0=1.4x356.85x0.25+0.6xG.4x45x11.54+1.1x1.125x10.79+1.1x1.05x5.885+1.4x65.35x0.25)=586.92KN-m+1.1M风+1.4M人)H0=0.7〈.4H制动+1.1H风).4x45+1.1x2.175)=46.64KNH=0.7x4.单位“力”作用在局部冲刷线处的，桩柱在该处产生的变位计算ah=5.60>4,取ah=4。50=—xB3D「B4D3

hha3EIAB-AB34432.441=4.668x10-60.4983x0.8x2.8x107x0.18950―x1叩气D

mha2EIAB-AB34431.625=1.548x10-60.4982x0.8x2.8x107x0.18950=—x七¥

mmaEIAB-AB34431.751=8.305x10-70.498x0.8x2.8x107x0.1895.局部冲刷线处变位计算X=50H+50M0HH0HM0甲10-6X46.64+1.548x10-6x586.92=1.126x10-3mhH0+5MmM0).548x10-6x46.64+8.305x10-7x586.92)=-5.596x10-46.局部冲刷线以下深度各截面内力计算(M=a2EI[X0A3+oM八H八)o°3+a2Ei3+a3Ei3/,八1=a2EIXA+aEApB+MC+—HD030303a03精品文档a2EIX=0.4982x0.4234x107x1.126x10-3=11820aE卯0=—0.498x0.4234x107x5.596x10t=—11801H=0：98x46.64=93.66Mz=1182A3—1180B3+586.92C3+93.66D3aZZA3B3C3D3MZ0.20.40-0.00133-0.000130.999990.2604.22750.40.80-0.01067-0.002130.999740.39998614.1310.61.60-0.036-0.01080.998060.59974612.1450.82.01-0.08532-0.034120.991810.79854596.31771.02.41-0.16652-0.083290.975010.99445566.84861.43.21-0.45515-0.319330.865731.35821474.14631.83.61-0.95564-0.867150.529971.61162355.66482.24.02-1.69334-1.90567-0.270871.57538235.73382.64.82-2.62126-3.59987-1.877340.91679133.53543.06.02-3.54058-5.99979-4.68788-0.8912659.90073.57.23-3.91921-9.54367-10.3404-5.8540211.74934.08.03-1.61428-11.73068-17.9186-15.07555.367398桩身弯矩图桩身弯矩图^uoooooooooooooo7654321一桩身弯矩Qo1Qoo28.4nzo4lo3lz3Xu2nzo6odz7oau00从表中知Md=614.131^uoooooooooooooo7654321一桩身弯矩Qo1Qoo28.4nzo4lo3lz3Xu2nzo6odz7oau00M=&吃=I.。。x614.131=614.131KN-m五、嵌固深度计算5.367398取ah=4m得弯矩计算h=：—h='s*'u=0.048<0.5^0.0655pfdV0.0655x1x26x103x1.4按构造要求桩底深入岩石层厚度0.5m。5.367398六、桩顶水平位移计算A=X0f0(^+h2)+A0A0EI31H+hnh•h(h+h)122112M+―外2EI，2+nh(2h+h〃—EI=0.8xE墩I墩=0.8x3.0x104x0.049x1.24=05398式中：n~~Et_0.8xE桩I桩—0.8x2.8x104x0.049x1.44—.h1=6.38m,h2=3.66m,H=45+1.125=46.125KNM=91.19+8.169+45x1.5+1.125x0.75=167.7KN-m夕卜46.125A00.244x1071().5398x6.383+3.663)+0.5398x3.66x6.38x(6.38+3.66)3167.7+2x0.244x107.662+0.5398x6.38x(2x3.66+6.38)L3.776x10-3A=1.126x10-3+5.596x10-4x水平位移允许值仅-=5.0寸1=5.0V15(6.38+3.66)+3.776x10-3=10.52mm=18.03mm>10.52mm，符合要求。七、桩身配筋计算Mmax对应的轴向力组合设计值：N=1.2N+1.4N+0.8x1.4N+N、=1.2x1049.77+1.4】356.85+0.8x1.4x65.35+(0.8+3.66)x23.08=1935.44KN(4)(4、l=0.7l+-=0.7x3.66+p10侦)"0.498J2.按偏心受压构件进行配筋计算截面设计：=8.18m精品文档h=2rh°=r+r=r+0.88r=0.7+0.88x0.7=1.316偏心距：e0虹=614^1=0.317N^1935.44偏心增大系数:e0317匚］=0.2+2.7孑=0.2+2.7x=0.8510・匚=1.15-0.01L=1.15-0.01x818=1.092h1.4门=1+1400e/h=1.0941l18185瓦匚=1+(—)2x0.851x1.091400x0.3171.3161.4门e0=1.094x0.317=0.347主筋采用HRB335级钢筋。配筋率p=二

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sdBr一®e「)C(ne0)-Dgr11.5700B-347A

.

280347C-616DN=Ar2fd+Cpr2f=7002x11.5A+280x7002Cp