预应力混凝土空心桩力学性能、承载力特征值计算表、锤击沉桩锤重选择表、闭口桩尖构造.docx

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1、附录A(规范性)预应力混凝土空心桩力学性能A.1管桩(PHC桩)参数及选用详见表A.1。品种、规格及型号最大单节桩长(m)横截面积AG(mm2103)预应力钢筋面积AP(mm)预应力钢筋预应力主筋所在圆直径Zp(mm)换算面积Ao(mm2103)换算截面抵抗矩跖(mm3106)混凝土有效预应力pc(MPa)截桩后桩端预应力传递长度以(mm)抗裂弯矩检验值Mcr(kNm)极限弯矩检验值Mu(kNm)桩身结构对应的最大单桩竖向承载力特征值(kN)桩身结构对应的最大单桩竖向抗拔力特征值(kN)桩身抱压压桩力(参考值)(kN)理论重量(kgm)允许两端钩吊最大桩长(m)PHC-A300-851157.

2、432087.121058.82.6074.731422842992168195814910PHC-AB300-851157.444879.021059.32.6276.401743257992235195814911PHC-B300-851157.457699.021059.92.6477.971683770992302195814911PHC-C300-851157.4720810.721060.52.6709.621924184992378195814911PHC-A350-851170.836097.126072.33.9894.3414341591223189241318410PHC

3、-AB350-851170.851289.026072.94.0205.9917548811223269241318411PHC-B350-851170.8720810.726073.84.0638.07199571081223378241318411PHC-C350-851170.89001010.726074.64.1009.73192641291223472241318411PHC-A400-951291.0480127.130893.15.9274.4914362901573252310423711PHC-AB400-951291.0630710.730893.75.9655.7520

4、9701161573331310423712PHC-B400-951291.09001010.730894.96.0337.87200831571573472310423712PHC-C400-951291.011701310.730896.06.1029.82191961941573614310423712PHC-A450-9512106.0560147.1358108.38.1194.50142851231831294361327511PHC-AB450-9512106.0768129.0358109.28.1826.00175971631831403361327512PHC-B450-9

5、512106.010801210.7358110.68.2778.081991162181831567361327512PHC-C450-9512106.014401610.7358112.18.38610.271891362741831756361327512PHC-A500-10015125.7704119.O406128.710.9294.751801161732172369428632714PHC-AB500-10015125.79901110.7406129.911.0296.462061362352172519428632715PHC-B500-10015125.713751112

6、.6406131.511.1658.592321623102172721428632715PHC-C500-10015125.716251312.6406132.611.2529.872251773532172853428632715PHC-A500-12015143.37681209.0406146.511.6444.561801221822476403488637314PHC-AB500-12015143.310801210.7406147.911.7546.212071422472476567488637315PHC-B500-12015143.315001212.6406149.711

7、.9028.272331693272476787488637315表A.1PHC桩选用表DB42H489202X品种、规格及型号最大单节桩长(m)横截面积AG(mm2103)预应力钢筋面积AP(mm)预应力钢筋预应力主筋所在圆直径Z)p(mm)换算面积(mm2103)换算截面抵抗矩WO(mm3106)混凝土有效预应力OPC(MPa)截桩后桩端预应力传递长度以(mm)抗裂弯矩检验值Mcr(kNm)极限弯矩检验值Mu(kNm)桩身结构对应的最大单桩竖向承载力特征值(kN)桩身结构对应的最大单桩竖向抗拔力特征值(kN)桩身抱压压桩力(参考值)(kN)理论重量(kgm)允许两端钩吊最大桩长(m)PHC

8、-C500-12015143.318751512.6406151.212.0339.962241913912476984488637315PHC-A550-10015141.4768129.0456144.613.9654.621801472132444403482136814PHC-AB550-10015141.410801210.7456146.014.0906.282071722892444567482136815PHC-B550-10015141.415001212.6456147.814.2608.362332043822444787482136815PHC-C550-1001514

9、1.418751512.6456149.414.41110.072242304552444984482136815PHC-A550-12515166.9896149.0456170.715.2494.571801602372885470569243414PHC-AB550-12515166.912601410.7456172.315.3966.222071873232885661569243415PHC-B550-12515166.917501412.6456174.415.5938.282332214282885918569243415PHC-C550-12515166.922501812.

10、6456176.515.79510.2122325552128851181569243415PHC-A600-11015169.3896149.0506173.218.2014.511811902722927470577544015PHC-AB600-11015169.312601410.7506174.718.3676.142082213702927661577544015PHC-B600-11015169.317501412.6506176.818.5908.182342624902927918577544015PHC-C600-11015169.321251712.6506178.418

11、.7609.6322629157229271115577544015PHC-A600-13015192.01024169.0506196.319.4854.541802043003318537654649915PHC-AB600-13015192.014401610.7506198.119.6746.182072384093318756654649915PHC-B600-13015192.020001612.6506200.519.9298.2423428254133181049654649915PHC-C600-13015192.025002012.6506202.620.1569.9222

12、431964733181312654649915PHC-A700-11015203.910801210.7590208.526.8014.512152793923524567695453015PHC-AB700-11015203.91536249.0590210.427.0436.211743285393524806695453015PHC-B700-11015203.921602410.7590213.127.3748.3519839072035241133695453015PHC-C700-11015203.930002412.6590216.727.81910.9521946992635

13、241574695453015PHC-A700-13015232.811701310.7590237.829.0374.302162964144024614793960515PHC-AB700-13015232.81664269.0590239.929.2995.921753475714024873793960515PHC-B700-13015232.823402610.7590242.829.6577.9919941276640241228793960515PHC-C700-13015232.832502612.6590246.630.14010.5022149599240241705793

14、960515注：1.混凝土强度等级为C80；预应力钢筋抗拉强度设计值方y=1000Nmm2管桩直径。500mm时，螺旋箍筋采用赤4；500WOV70Omm时，螺旋箍筋采用形5；D700mm时，螺旋箍筋采用?。2.表中最大单桩竖向抗拔力特征值计算时，上拔力增大系数按结构设计工作年限50年取值。3、桩身抱压桩力可适当提高，但不宜超过表内数据的1.1倍。DB42H489202XA.2管桩(PC、PTC桩)参数及选用详见表A.2。表A.2PC、PTC桩选用表品种、规格及型号最大单节桩长(m)横截面积AG(mm2103)预应力钢筋面积AP(mm)预应力钢筋预应力主筋所在圆直径Dp(mm)换算面积Ao(m

15、m2103)换算截面抵抗矩WO(mm3106)混凝土有效预应力OPC(MPa)截桩后桩端预应力传递长度以(mm)抗裂弯矩检验值Mcr(kNm)极限弯矩检验值K(kNm)桩身结构对应的最大单桩竖向承载力特征值(kN)桩身结构对应的最大单桩竖向抗拔力特征值(kN)桩身抱压压桩力(参考值)(kN)理论重量(kgm)允许两端钩吊最大桩长(m)PC-A300-851157.432087.121058.92.6114.711472741760168150014910PC-AB300-851157.444879.021059.52.6326.381793255760235150014911PC-B300-8

16、51157.457699.021060.02.6547.931733667760302150014911PC-C300-851157.4720810.721060.72.6789.561984179760378150014911PC-A350-851170.836097.126072.43.9944.331484058937189184918410PC-AB350-851170.851289.026073.14.0275.961814779937269184918411PC-B350-851170.8720810.726074.04.0738.0320556103937378184918411

17、PC-C350-851170.89001010.726074.94.1139.6719763122937472184918411PC-A400-951291.0480127.130893.25.9364.4814760891205252237823711PC-AB400-951291.0630710.730893.95.9765.73216681131205331237823712PC-B400-951291.09001010.730895.16.0497.84206821511205472237823712PC-C400-951291.011701310.730896.46.1229.751

18、97951831205614237823712PC-A450-9512106.0560147.1358108.58.1314.49147831201403294276827511PC-AB450-9512106.0768129.0358109.48.1985.97181961591403403276827512PC-B450-9512106.010801210.7358110.98.3008.042051142091403567276827512PC-C450-9512106.014401610.7358112.58.41610.201951342571403756276827512PC-A5

19、00-10015125.7704119.0406128.910.9464.731861141701664369328332714PC-AB500-10015125.7990111O.7406130.211.0536.432131342281664519328332715PC-B500-10015125.713751112.6406131.911.1988.542391592951664721328332715PC-C500-10015125.716251312.6406133.111.2929.802321753331664853328332715PC-A500-12015143.376812

20、9.0406146.811.6634.551861201781897403374337314PC-AB500-12015143.310801210.7406148.211.7806.192141402401897567374337315PC-B500-12015143.315001212.6406150.111,9388.232411663131897787374337315PC-C500-12015143.318751512.6406151.812.0799.902311883681897984374337315PC-A550-10015141.4768129.0456144.913.986

21、4.601861442091872403369336814PC-AB550-10015141.410801210.7456146.314.1206.262141692811872567369336815PC-B550-10015141.415001212.6456148.214.3018.322402003651872787369336815DB42H489202XA.3空心方桩(PHS桩)参数及选用详见表A.3。表A.3PHS桩选用表品种、规格及型号横截面积AG(mm2103)预应力钢筋面积AP(mm)预应力钢筋预应力主筋所在方框边长Bp(mm)换算面积(mm2103)换算截面抵抗矩WO(m

22、m3106)混凝土有效预应力OPC(MPa)抗裂弯矩检验值Mcr(kNm)极限弯矩检验值Mu(kNm)桩身结构对应的最大单桩竖向抗压承载力特征值(kN)桩身结构对应的最大单桩竖向抗拔力特征值(kN)桩身抱压压桩力(参考值)(kN)理论重量(kgm)允许两端钩吊最大桩长(m)PHS-35O-17OA99.851289.0257102.07.0664.2562971725269340425511PHS-350-170AB720810.7102.97.1295.82741321725378340412PHS-35O-17OB1000812.6104.17.2137.80891741725525340

23、413PHS-400-220A122.0616410.7+49.0307124.610.3374.19901352109323416031112PHS-400-220AB860412.6+410.7125.710.4335.701061832109451416013PHS-400-220B1232814.0127.210.5567.861312502109646416014PHS-450-260A149.4768129.0357152.714.5174.261231922583403509638113PHS-450-260AB10801210.7154.014.6495.83147260258

24、3567509614PHS-450-260B15001212.6155.814.8287.821783452583787509615PHS-5OO-31OA174.5872410.7+89.0406178.219.4734.141602443017458595244513PHS-5OO-31OAB125649.0+812.6179.919.5905.811943403017659595214PHS-5OO-31OB18481214.0182.419.9348.192454753017970595215PHS-55O-35OA206.31024169.0456210.725.6184.12208

25、3173566537703552614PHS-55O-35OAB1580412.6+1210.7213.025.9616.142634703566829703515PHS-55O-35OB2116414.0+1212.6215.326.2527.963146053566IllO703515PHS-600-400A234.3118447.1+169.0507239.432.5184.192644024051621799259815PHS-600-400AB18002010.7242.032.9296.163325884051944799215PHS-600-400B25002012.6245.0

26、33.3648.2440678140511312799215PHS-650-450A263.51300412.6+207.1555269.040.5764.103224824554682898567215PHS-650-450AB196047.1+2010.7271.840.8505.9840270045541028898515PHS-650-450B275649.0+2012.6275.241.3798.1049594145541446898515PHS-700-500A293.71536249.0605300.249.5584.3339661350768061001574915PHS-70

27、0-500AB21602410.7302.950.0285.92479838507611331001515PHS-700-500B30002412.6306.450.6617.945871119507615741001515注：1.混凝土强度等级为C80；预应力钢筋抗拉强度设计值fpy=1000Nm1120方桩边长B450m11时，螺旋箍筋采用b4；450WBW600m11时，螺旋箍筋采用b5,B265Om11时，螺旋箍筋采用b6。2.表中最大单桩竖向抗拔力特征值计算时，上拔力增大系数按结构设计工作年限50年取值。3桩身抱压桩力可适当提高，但不宜超过表内数据的1.1倍。DB42H489202X

28、A.4空心方桩(PS桩)参数及选用详见表A.4。表A.4PS桩选用表品种、规格及型号横截面积AG(mm2103)预应力钢筋面积AP(mm)预应力钢筋预应力主筋所在方框边长Bp(mm)换算面积Ao(mm2103)换算截面抵抗矩Wo(mm3106)混凝土有效预应力OPC(MPa)抗裂弯矩检验值Mcr(kNm)极限弯矩检验值Mu(kNm)桩身结构对应的最大单桩竖向抗压承载力特征值(kN)桩身结构对应的最大单桩竖向抗拔力特征值(kN)桩身抱压压桩力(参考值)(kN)理论重量(kgm)允许两端钩吊最大桩长(m)PS-35O-17OA99.851289.0257102.17.0774.2559951321

29、269260725511PS-35O-17OAB720810.7103.17.1445.82711271321378260712PS-350-170B1000812.6104.47.2347.80861661321525260713PS-400-220A122.0616410.7+49.0307124.810.3544.19861331615323318731112PS-400-220AB860412.6+410.7125.910.4575.701031781615451318713PS-400-220B1232814.0127.610.5887.861272391615646318714PS

30、-450-260A149.4768129.0357152.914.5394.261181881978403390338113PS-450-260AB10801210.7154.314.6815.831422521978567390314PS-450-260B15001212.6156.214.8717.821743301978787390315PS-5OO-31OA174.5872410.7+89.0406178.519.5044.141542402311458455944513PS-5OO-31OAB125649.0+812.6180.219.6295.8118833023116594559

31、14PS-500-310B18481214.0182.919.9978.192394542311970455915PS-55O-35OA206.31024169.0456211.025.6574.122003112731537538952614PS-55O-35OAB1580412.6+1210.7213.526.0246.142554562731829538915PS-550-350B2116414.0+1212.6215.926.3357.963065802731IllO538915PS-600-400A234.3118447.1+169.0507239.732.5674.19253395

32、3103621612259815PS-600-400AB18002010.7242.533.0066.163225713103944612215PS-600-400B25002012.6245.733.4708.2439674831031312612215PS-650-450A263.51300412.6+207.1555269.440.6454.103104743488682688367215PS-650-450AB196047.1+2010.7272.440.9375.9838968034881028688315PS-650-450B275649.0+2012.6276.041.5038.

33、1048390234881446688315PS-700-500A293.71536249.0605300.649.6384.333816023888806767274915PS-700-500AB21602410.7303.550.1405.9246581638881133767215PS-700-500B30002412.6307.350.8167.94574107738881574767215注：1.混凝土强度等级为C60；预应力钢筋抗拉强度设计值fpy=1000Nm1120方桩边长B450m11时，螺旋箍筋采用中b%450WBW600m11时，螺旋箍筋采用、5,B265Om11时，螺旋

34、箍筋采用、6。2.表中最大单桩竖向抗拔力特征值计算时，上拔力增大系数按结构设计工作年限50年取值。3.桩身抱压桩力可适当提高，但不宜超过表内数据的Ll倍。DB42H489202X附录B(资料性)按桩顶水平位移控制单桩水平承载力特征值计算表B.1管桩(PHC桩)单桩水平承载力特征值按桩顶水平位移IOmm控制、桩顶约束情况为较接或自由、桩的换算埋深h=4.0时，其估算值详见表B.I0表B.1管桩(PHC桩)单桩水平承载力特征值计算表桩侧土水平抗力系数的比例系数m(MNm4)1246101520PHC-A300-85(lm)0.5840.6700.7700.8350.9251.0031.062Rha(kN)7.71411.69217.72222.60330.71039.16846.547PHC-AB300-85a(lm)0.5830.6690.7690.8340.9231.0011.061Rha(kN)7.73811.72817.77622.67230.80439.28846.690PHC-B300-85a(lm)0.5820.6680.7680.8330.9221.0001.059Rha(kN)7.76111.76417.83022.74130.89839.40846.832PHC-C300-85