1、压压缩缩机机房房-600mm-600mm灌灌注注桩桩受受压压承承载载力力计计算算一一.桩桩身身受受压压承承载载力力设设计计值值 Rp(kN)Rp(kN)桩桩身身受受压压承承载载力力设设计计值值 Rp(kN)Rp(kN)桩桩身身受受压压承承载载力力极极限限值值 RuRu桩设计参数桩直径d(mm)最小配筋率（%）纵筋最小面积（平方毫米）实设主筋直径（mm）实设主筋根数纵向主筋抗压强度设计值fy(Mpa)实际设计主筋截面面积As（平方毫米）桩身稳定性系数Ru=2Rp/1.356006000.650.651837.831671837.83167181810103603602544.690012544.
2、690011 1桩身配筋率(%)=As/Aps =0.90.9RpRp(混凝土受压承载力）桩截面面积Aps(平方毫米)成桩工艺系数c混凝土轴心抗压强度设计值fc（Mpa)Rp（kN）Rp（kN）282743.334282743.3340.70.714.314.32830.260772830.26077 2830.260772830.26077 注注：Rp=Rp=c cf fc cA ApspsRpRp(桩主筋受压承载力）注注：Rp=0.9Rp=0.9f fyyA AssRp（kN）Rp（kN）824.479562824.479562 824.479562824.479562RpRp(轴心受压桩
3、正截面受压承载力设计值）1.1.当桩顶以下5d范围的桩身螺旋式箍筋间距不大于100mm时，Rp=Rp+Rp=cfcAps+0.9fyAsRp（kN）RP（kN）Ru（kN）3654.740343654.74034 3654.740343654.740345414.430126 2.2.当桩身配筋不符合“1”中规定时，Rp=Rp=cfcApsRp（kN）Rp（kN）Ru（kN）2830.260772830.26077 2830.260772830.260774192.978923桩桩身身结结构构验验算算(基基本本组组合合)r r0 0NNRp(Rp(设设计计值值)r roNoNRpRpr roN
4、-oN-RpRp2830.2607732830.260773满满足足r roNRp(oNRp(设设计计值值)注：1.本表中紫紫色色字体为输入部分。2.依据建筑桩基技术规范JGJ94-2008第“5.8.2”条。二二.单单桩桩竖竖向向受受压压承承载载力力特特征征值值Ra(kN)Ra(kN)孔孔5454灌灌注注桩桩单单桩桩竖竖向向受受压压承承载载力力Ra(kN)Ra(kN)计计算算 地地震震作作用用100%100%土层标高Qsk=Qsk=UL*qsik*Li(极限侧阻力）桩直径d(mm)桩周长up(m)每层土厚度li(m)桩侧阻力标准值qsik（Kpa)Qsk每层土层底标高(m)桩顶标高26006
5、001.884955564.273535281.71447.43447.43451.7451.736006001.884955563.54545296.88443.93443.9346006001.884955560.8555582.94443.13443.13桩底标高56006001.884955568.24848741.92434.93434.93433.7433.766006001.884955561.235656129.84433.718QskQsk(极限侧阻力）1533.28QpkQpk=qpk*Ap(总极限端阻力）极限端阻力标准值qpk（kPa）ApRak6406400.28274
6、3334180.955734QukQuk=Qsk+Qpk(初算单桩极限竖向承载力)1714.23513QukQuk的的取取值值(最终单桩极限竖向承载力)1.当 QukRu时，Quk=Ru。Quk=桩桩身身结结构构验验算算(基基本本组组合合)r r0 0NNRp(Rp(设设计计值值)2.当 QukRu时，Quk=Quk。Quk=1714.23513Ra=Quk/2Ra=Quk/2(竖竖向向特特征征值值）Ra=Ra=857.117567857.117567RaE=1.25Ra(RaE=1.25Ra(地地震震作作用用下下)地地震震作作用用下下单单桩桩承承载载力力提提高高系系数数：1.251.25Ra
7、E=RaE=1071.396961071.39696桩桩基基验验算算（标标准准组组合合）r ro oN NkkR Ra a满满足足r ro oN NkkR Ra(a(特特征征值值)注：1.本表中紫紫色色、蓝蓝色色字体为输入部分。2.依据建筑桩基技术规范JGJ94-2008。压压缩缩机机房房-600mm-600mm泥泥浆浆护护壁壁钻钻孔孔灌灌注注桩桩水水平平承承载载力力计计算算单单桩桩水水平平承承载载力力特特征征值值 Rha(kN)Rha(kN)桩设计参数桩直径d(mm)最小配筋率（%）纵筋最小面积（平方毫米）实设主筋直径（mm）实设主筋根数纵向主筋抗压强度设计值fy(Mpa)实际设计主筋截面面
8、积As（平方毫米）桩截面面积Aps(平方毫米)6006000.650.651837.831671837.83167181810103603602544.690012544.69001 282743.334282743.334桩身配筋率(%)=As/Aps =0.90.9实设箍筋直径（mm）最外层钢筋保护层（mm）钢筋的弹性模量Es（N/mm2）混凝土的弹性模量Ec（N/mm2)E=Es/Ec扣除保护层厚度的桩直径d0（mm）1010505020000020000030000300006.666666676.66666667480480桩的截面特性 W W0 0-桩身换算截面受拉边缘的截面模量，
9、mm3 w0=dd2+2(E-1)d02/32W0=22590061.422590061.4 EIEI-桩身抗弯刚度，Nmm2 EI=0.85ECI0=0.85ECW0d0/2EI=1.3825E+141.3825E+14QukQuk的的取取值值(最终单桩极限竖向承载力)桩的水平变形系数=(mb0/EI)0.2 m(MN/m4)X0a-(桩顶允许水平位移)mmX0a=6 6 m-地基土水平抗力系数的比例系数m=2424 b0（m）桩身计算宽度 当直径d1m时，b0=0.9(1.5d+0.5)b0=1.261.26 当直径d1m时，b0=0.9(d+1)-桩的水平变形系数(1/m)=0.7378
10、74650.73787465桩顶水平位移系数x初始参数 L0-桩露出地面长度（m）L0=0 0 h-桩的入土深度（m）h=1818修正参数 当桩换算埋深h4时，x=2.441h=13.281743713.2817437 当h4时，x查表“5.7.2”x=2.4412.441单单桩桩水水平平承承载载力力特特征征值值R Rhaha(kN)(kN)R Rhaha=0.75=0.753 3EIXEIX0a0a/x xR Rhaha =102.390895102.390895 注：1.本表中紫紫色色字体为输入部分。2.依据建筑桩基技术规范JGJ94-2008第“5.7.2”条。3.本表适用于桩身配筋率大
11、于0.65%的灌注桩。4.桩顶铰接桩底嵌于非岩石土中。否则，按表5.8.4-15.8.4-1修正 L0h。桩桩身身压压屈屈计计算算 4/4/=5.420974953 注：1.桩顶铰接桩底嵌于非岩石土中。否则，按表5.8.4-5.8.4-1 1修正LCL0h。Lc-桩身压屈计算长度（m）当h4/时，Lc=0.7x(L0+4/)Lc=3.794682467 当h4/时，Lc=1.0 x(L0+h)Lc=Lc/dLc/d=6.324470779 桩身稳定系数查查表表5.8.4-25.8.4-2 得得 =1 1桩的截面特性抗拔桩裂缝计算表计算公式：wmax=acrsk(1.9cs+0.08deq/te
12、)/Es，=1.1-0.65ftk/tesk,sk=Nk/As,s=N/As当cs65mm时请输入65,cs65mm时请输入65,cs65mm时请输入65,cs20mm时输入20,dep=vnidi*di/nividi,当钢筋直径不同时请设计人计算deq活载取0.5计算，作废桩与承台参数桩数桩距中心距离(m)承台长(m)承台宽(m)柱底距承台底距离(m)计算覆土埋深(m)附加墙重(kN)附加墙重偏心（m）承台及土自重标准值(kN)2 22.12.13.31.21.21.81.81.61.6122.82122.82-0.455-0.455126.72桩竖向力计算sts柱底内力标准值承台底内力标准
13、值轴心竖向力作用偏心竖向力作用下工况 Mk柱底弯矩(kNm)Nk柱底竖向力(kN)Vk柱底剪力(kN)Mk承台底弯矩(kNm)Nk承台底竖向力(kN)Vk承台底剪力(kN)NkNkmaxNkminMmax 对应组合号:67284.73284.73187.09187.0934.4934.49290.9289436.6334.49218.315356.8525714 79.77742857 1.0恒+1.0左风+0.7*1.0活1+0.7*1.0吊1Mmin 对应组合号:76-372.46-372.4682.4982.49-44.77-44.77-508.9291332.03-44.77166.0
14、15408.3621905-76.3321905 1.0恒+1.0右风+0.7*1.0活2+0.7*1.0吊2Nmax 对应组合号:38-169.75-169.75298.05298.05-25.76-25.76-272.0011547.59-25.76273.795403.3193333 144.2706667 1.0恒+0.7活3+1.0吊4Nmin 对应组合号:73222.93222.9336.0136.0132.8232.82226.1229285.5532.82142.775250.4525714 35.09742857 1.0恒+1.0左风+0.7*1.0活7+0.7*1.0吊7V
15、max 对应组合号:67284.73284.73187.09187.0934.4934.49290.9289436.6334.49218.315356.8525714 79.77742857 1.0恒+1.0左风+0.7*1.0活1+0.7*1.0吊1 Vmin 对应组合号:76-372.46-372.4682.4982.49-44.77-44.77-508.9291332.03-44.77166.015408.3621905-76.3321905 1.0恒+1.0右风+0.7*1.0活2+0.7*1.0吊2控制力273.795273.795408.3621905408.3621905-76.
16、3321905-76.3321905RaRa#N/A#N/AT TK K#N/A#N/A满满足足r ro oNkRaNkRa满满足足r ro oN Nkmaxkmax1.2Ra1.2Ra满满足足r ro oN NkminkminTTK K注：1.本表中紫色字体为输入部分。双桩竖向承载力计算桩与承台参数桩数桩距中心距离(m)承台长(m)承台宽(m)柱底距承台底距离(m)计算覆土埋深(m)附加墙重(kN)附加墙重偏心（m）承台及土自重标准值(kN)2 22.12.13.31.21.21.81.81.61.6122.82122.82-0.455-0.455126.72桩竖向力计算sts柱底内力标准值
17、承台底内力标准值轴心竖向力作用偏心竖向力作用下工况 Mk柱底弯矩(kNm)Nk柱底竖向力(kN)Vk柱底剪力(kN)Mk承台底弯矩(kNm)Nk承台底竖向力(kN)Vk承台底剪力(kN)NkNkmaxNkminMmax 对应组合号:67461.15461.15108.33108.3351.2251.22497.4629357.8751.22178.935415.8220952-57.9520952 1.0恒+1.0左风+0.7*1.0活1+0.7*1.0吊1Mmin 对应组合号:76-327.01-327.01202202-36.63-36.63-448.8271451.54-36.63225
18、.77439.4971905 12.04280952 1.0恒+1.0右风+0.7*1.0活2+0.7*1.0吊2Nmax 对应组合号:38188.43188.43320.79320.7927.5527.55182.1369570.3327.55285.165371.8968571 198.4331429 1.0恒+0.7活3+1.0吊4Nmin 对应组合号:73-265.94-265.9450.9350.93-34.98-34.98-384.7871300.47-34.98150.235333.4669524-32.9969524 1.0恒+1.0左风+0.7*1.0活7+0.7*1.0吊7
19、Vmax 对应组合号:67418.66418.66246.38246.3851.2251.22454.9729495.9251.22247.96464.613761931.3062381 1.0恒+1.0左风+0.7*1.0活1+0.7*1.0吊1 Vmin 对应组合号:76-327.01-327.01202202-36.63-36.63-448.8271451.54-36.63225.77439.4971905 12.04280952 1.0恒+1.0右风+0.7*1.0活2+0.7*1.0吊2控制力285.165285.165464.6137619464.6137619-57.952095
20、2-57.9520952RaRa#N/A#N/AT TK K#N/A#N/A满满足足r ro oNkRaNkRa满满足足r ro oN Nkmaxkmax1.2Ra1.2Ra满满足足r ro oN NkminkminTTK K注：1.本表中紫色字体为输入部分。活载取0.5计算+加女儿墙+高油平台+北柱桩与承台参数桩数桩距中心距离(m)承台长(m)承台宽(m)柱底距承台底距离(m)计算覆土埋深(m)附加墙重(kN)附加墙重偏心（m）承台及土自重标准值(kN)2 22.12.13.31.21.21.81.81.61.6122.82122.82-0.455-0.455126.72桩竖向力计算sts柱
21、底内力标准值承台底内力标准值轴心竖向力作用偏心竖向力作用下工况 Mk柱底弯矩(kNm)Nk柱底竖向力(kN)Vk柱底剪力(kN)Mk承台底弯矩(kNm)Nk承台底竖向力(kN)Vk承台底剪力(kN)NkNkmaxNkminMmax 对应组合号:67362.17362.17260.75260.7536.6536.65372.2569510.2936.65255.145432.4101905 77.87980952 1.0恒+1.0左风+0.7*1.0活1+0.7*1.0吊1Mmin 对应组合号:76-425.89-425.89167.1167.1-51.16-51.16-573.8611416.
22、64-51.16208.32481.5871905-64.9471905 1.0恒+1.0右风+0.7*1.0活2+0.7*1.0吊2Nmax 对应组合号:38-153.55-153.55379.55379.55-27.55-27.55-259.0231629.09-27.55314.545437.8893333 191.2006667 1.0恒+0.7活3+1.0吊4Nmin 对应组合号:73301.1301.1109.68109.6835.0135.01308.2349359.2235.01179.61326.3885238 32.83147619 1.0恒+1.0左风+0.7*1.0活7
23、+0.7*1.0吊7桩竖向力计算Vmax 对应组合号:67362.17362.17260.75260.7536.6536.65372.2569510.2936.65255.145432.4101905 77.87980952 1.0恒+1.0左风+0.7*1.0活1+0.7*1.0吊1 Vmin 对应组合号:76-383.4-383.4305.16305.16-51.16-51.16-531.3711554.7-51.16277.35530.3838571 24.31614286 1.0恒+1.0右风+0.7*1.0活2+0.7*1.0吊2控制力314.545314.545530.383857
24、1530.3838571-64.9471905-64.9471905RaRa#N/A#N/AT TK K#N/A#N/A满满足足r ro oNkRaNkRa满满足足r ro oN Nkmaxkmax1.2Ra1.2Ra满满足足r ro oN NkminkminTTK K注：1.本表中紫色字体为输入部分。拉梁计算拉梁跨度（m）拉梁宽（m）钢筋（mpa）柱最大轴力设计值kN轴力1/10计算单侧As1(mm2)分项系数计算跨度，1.15ln lc+0.5*h5.525.520.360.3636036040540556.251.351.35地面上夹芯板墙kN/m2夹芯板墙高（m）圈梁kN/m3圈梁高（
25、m）坎墙kN/m3坎墙高（m）地面下墙体重量kN/m3地面下墙体高（m）拉梁kN/m30.30.315.915.925250.20.215151 120201 12525拉梁高h（mm）拉梁上荷载标准值qk(kN/m)拉梁荷载标设计值q(kN/m)按简支梁M（kN*m）按连续梁M（kN*m）拉梁有效高度h0（mm）按简支梁配筋As2(mm2)按连续梁配筋As2(mm2)按简支梁总单侧配筋As(mm2)按连续梁总单侧配筋As(mm2)45045023.2231.347119.394453679.5963024400921.2535614.169977.5035670.41940040022.77
26、30.7395117.080607678.0537384350 1052.861143 701.9074291109.111143758.157428635035022.3230.132114.766761676.51117443001228.338818.8921284.588875.14230030021.8729.5245112.452915674.96861042501474.0056982.67041530.25561038.9204单排根数按简支梁单根配筋(mm2)按连续梁总单侧配筋As(mm2)最小配筋率单根实配钢筋直径4 4244.375875167.604758.1吴姐按1/
27、10QL2205.9903125实际201.14 4277.2777857189.53935717.24 4321.147218.78556.34 4382.5639259.73015.4计算跨度，1.15ln lc+0.5*h承台计算（0.5）Ni桩与承台参数桩数桩距中心距离(m)承台长(m)承台宽(m)柱底距承台底距离(m)计算覆土埋深(m)附加墙重设计值(kN)附加墙重偏心（m）承台及土自重标准值(kN)2 22.12.13.23.21.21.21.81.8165.807165.807-0.455-0.455桩竖向力设计值计算sts柱底内力设计值承台底内力设计值轴心竖向力作用偏心竖向力作
28、用下工况 Mk柱底弯矩(kN*m)Nk柱底竖向力(kN)Vk柱底剪力(kN)M承台底弯矩(kNm)N承台底竖向力(kN)V承台底剪力(kN)NNmaxNmin Mmax 对应组合号:138421.67421.67238.82238.8251.6951.69439.269815404.62751.69202.3135411.4896024-6.862602 Mmin 对应组合号:155-509.92-509.92103.93103.93-60.97-60.97-695.108185269.737-60.97134.8685465.8723976-196.1354 Nmax 对应组合号:79-22
29、6.13-226.13405.72405.72-34.36-34.36-363.420185571.527-34.36285.7635458.820731112.70627 Nmin 对应组合号:150335.16335.1627.3127.3149.3749.37348.583815193.11749.3796.5585262.5507929-69.43379126-367.03-367.03384.44384.44-51.47-51.47-535.118185550.247-51.47275.1235529.9416833 20.305317控制力285.7635285.7635529.9
30、416833529.9416833-196.1354-196.1354实际输入285.7635285.7635529.9416833529.9416833-196.1354-196.1354承承台台计计算算（0.50.5）受受弯弯承承载载力力（不不考考虑虑受受压压钢钢筋筋）试试算算用用实实际际按按深深受受弯弯构构件件计计算算o系数1fcfyb承台宽b(mm)底筋2a负筋2a桩轴线到计算截面距离yi（m）弯矩oM(kN*m)1 11 114.314.33603600.5180.518120012001061062362360.4950.495262.3承台高度h（mm）位置有效高度h0（mm）受
31、压区高度x(mm)条件As11*fc*b*x/fy最小配筋率min=0.2As2min*b*hAs=max(As1,As2)配筋根数单根As700700底筋58226.9满足1281.616801680.07240负筋6478.8满足419.716801680.07240800800底筋68222.8满足1086.619201920.07274负筋7477.6满足362.919201920.07274-385.0351531.93-36.691.389790658 1.03443498 1.40283456承承台台计计算算（0.50.5）受受弯弯承承载载力力（不不考考虑虑受受压压钢钢筋筋）试试算算用用实实际际按按深深受受弯弯构构件件计计算算弯矩-M(kN*m)-97.087实配根数实配As超配系数7 7254.3254.31.0595833337 7254.3254.31.0595833337 7254.3254.30.9271354177 7201.1201.10.733177083
