樁承載力計(jì)算(抗壓、抗拔、水平、壓屈)

1、壓壓縮縮機(jī)機(jī)房房-600mm-600mm灌灌注注樁樁受受壓壓承承載載力力計(jì)計(jì)算算一一. .樁樁身身受受壓壓承承載載力力設(shè)設(shè)計(jì)計(jì)值值 Rp(kN)Rp(kN)樁樁身身受受壓壓承承載載力力設(shè)設(shè)計(jì)計(jì)值值 Rp(kN)Rp(kN)樁樁身身受受壓壓承承載載力力極極限限值值 RuRu樁設(shè)計(jì)參數(shù)樁直徑d(mm)最小配筋率（%）縱筋最小面積（平方毫米）實(shí)設(shè)主筋直徑（mm）實(shí)設(shè)主筋根數(shù)縱向主筋抗壓強(qiáng)度設(shè)計(jì)值fy(Mpa)實(shí)際設(shè)計(jì)主筋截面面積As（平方毫米）樁身穩(wěn)定性系數(shù)Ru=2Rp/1.356006000.650.651837.831671837.83167181810103603602544.69001254

2、4.690011 1樁身配筋率(%) =As/Aps =0.90.9RpRp(混凝土受壓承載力）樁截面面積Aps(平方毫米)成樁工藝系數(shù)c混凝土軸心抗壓強(qiáng)度設(shè)計(jì)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(樁主筋受壓承載力） 注注：Rp=0.9Rp=0.9f fyyA AssRp（kN）Rp（kN）824.479562824.479562 824.479562824.479562RpRp(軸

3、心受壓樁正截面受壓承載力設(shè)計(jì)值） 1.1.當(dāng)樁頂以下5d范圍的樁身螺旋式箍筋間距不大于100mm時(shí)， Rp=Rp+Rp=cfcAps+0.9fyAsRp（kN）RP（kN）Ru（kN）3654.740343654.74034 3654.740343654.740345414.430126 2.2.當(dāng)樁身配筋不符合“1”中規(guī)定時(shí)， Rp=Rp=cfcAps Rp（kN）Rp（kN）Ru（kN）2830.260772830.26077 2830.260772830.260774192.978923樁樁身身結(jié)結(jié)構(gòu)構(gòu)驗(yàn)驗(yàn)算算( (基基本本組組合合) ) r r0 0NNRp(Rp(設(shè)設(shè)計(jì)計(jì)值值) )r

4、 roNoNRpRpr roN-oN-RpRp2830.2607732830.260773滿滿足足r roNRp(oNRp(設(shè)設(shè)計(jì)計(jì)值值) )注： 1.本表中紫紫色色字體為輸入部分。2.依據(jù)建筑樁基技術(shù)規(guī)范JGJ94-2008第“5.8.2”條。二二. .單單樁樁豎豎向向受受壓壓承承載載力力特特征征值值Ra(kN)Ra(kN)孔孔5454灌灌注注樁樁單單樁樁豎豎向向受受壓壓承承載載力力Ra(kN)Ra(kN)計(jì)計(jì)算算 樁樁的的抗抗拔拔承承載載力力 TK(kN)TK(kN)地地震震作作用用100%100%土層標(biāo)高非整體破壞時(shí)基樁的抗拔承載力 TK=TUK/2+GPQsk=Qsk=UL*qsik*

5、Li(極限側(cè)阻力）樁直徑d(mm)樁周長(zhǎng)up(m)每層土厚度li(m)樁側(cè)阻力標(biāo)準(zhǔn)值qsik（Kpa)Qsk每層土層底標(biāo)高(m)樁頂標(biāo)高抗拔系數(shù)i26006001.884955564.273535281.71447.43447.43451.7451.70.70.736006001.884955563.54545296.88443.93443.9346006001.884955560.8555582.94443.13443.13樁底標(biāo)高群樁基礎(chǔ)呈整體破壞時(shí)基樁的抗拔承載力 TK=TgK/2+GgP56006001.884955568.24848741.92434.93434.93433.7433

6、.766006001.884955561.235656129.84433.7抗拔系數(shù)i18QskQsk(極限側(cè)阻力）1533.280.70.7QpkQpk=qpk*Ap(總極限端阻力）極限端阻力標(biāo)準(zhǔn)值qpk（kPa）ApRakTgK=(ULiqsikLi)/n (kN)6406400.282743334180.9557341822.0832QukQuk=Qsk+Qpk(初算單樁極限豎向承載力)1714.23513QukQuk的的取取值值(最終單樁極限豎向承載力)1.當(dāng) QukRu時(shí)，Quk=Ru 。 Quk=2.當(dāng) QukRu時(shí)，Quk=Quk 。 Quk=1714.23513樁樁身身結(jié)結(jié)構(gòu)構(gòu)

7、驗(yàn)驗(yàn)算算( (基基本本組組合合) ) r r0 0NNRp(Rp(設(shè)設(shè)計(jì)計(jì)值值) )Ra=Quk/2Ra=Quk/2( (豎豎向向特特征征值值）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單單樁樁承承載載力力提提高高系系數(shù)數(shù)：1.251.25RaE=RaE=1071.396961071.39696樁樁基基驗(yàn)驗(yàn)算算（標(biāo)標(biāo)準(zhǔn)準(zhǔn)組組合合）r ro oN NkkR Ra a滿滿足足r ro oN NkkR Ra(a(特特征征值值) ) 注：1.本表中紫紫色色、藍(lán)藍(lán)色色字體為輸入部分。2.依據(jù)建筑樁基技術(shù)規(guī)

8、范JGJ94-2008。壓壓縮縮機(jī)機(jī)房房-600mm-600mm泥泥漿漿護(hù)護(hù)壁壁鉆鉆孔孔灌灌注注樁樁水水平平承承載載力力計(jì)計(jì)算算單單樁樁水水平平承承載載力力特特征征值值 Rha(kN)Rha(kN)樁設(shè)計(jì)參數(shù)樁直徑d(mm)最小配筋率（%）縱筋最小面積（平方毫米）實(shí)設(shè)主筋直徑（mm）實(shí)設(shè)主筋根數(shù)縱向主筋抗壓強(qiáng)度設(shè)計(jì)值fy(Mpa)實(shí)際設(shè)計(jì)主筋截面面積As（平方毫米）樁截面面積Aps(平方毫米)6006000.650.651837.831671837.83167181810103603602544.690012544.69001 282743.334282743.334樁身配筋率(%) =As/

9、Aps =0.90.9實(shí)設(shè)箍筋直徑（mm）最外層鋼筋保護(hù)層（mm）鋼筋的彈性模量Es（ N/mm2）混凝土的彈性模量Ec（ N/mm2)E=Es/Ec扣除保護(hù)層厚度的樁直徑d0（mm）1010505020000020000030000300006.666666676.66666667480480樁的截面特性 W W0 0-樁身?yè)Q算截面受拉邊緣的截面模量， mm3 w0 =dd2+2(E-1)d02/32 W0 =22590061.422590061.4 EIEI-樁身抗彎剛度，Nmm2 EI= 0.85ECI0 = 0.85ECW0d0/2EI =1.3825E+141.3825E+14樁的水

10、平變形系數(shù)=(mb0/EI)0.2 m(MN/m4) X0a- (樁頂允許水平位移)mmX0a =6 6 m-地基土水平抗力系數(shù)的比例系數(shù)m =2424 b0 （m）樁身計(jì)算寬度 當(dāng)直徑d1m時(shí)，b0=0.9(1.5d+0.5)b0 =1.261.26 當(dāng)直徑d1m時(shí)，b0=0.9(d+1) -樁的水平變形系數(shù)(1/m) =0.737874650.73787465樁頂水平位移系數(shù)x初始參數(shù) L0-樁露出地面長(zhǎng)度（m）L0=0 0 h- 樁的入土深度（m）h=1818修正參數(shù) 當(dāng)樁換算埋深h4時(shí)，x=2.441h =13.281743713.2817437 當(dāng)h4時(shí)，x查表“5.7.2”x =2

11、.4412.441單單樁樁水水平平承承載載力力特特征征值值R Rhaha(kN)(kN)R Rhaha=0.75=0.753 3EIXEIX0a0a/x xR Rhaha = =102.390895102.390895 注： 1.本表中紫紫色色字體為輸入部分。 2.依據(jù)建筑樁基技術(shù)規(guī)范JGJ94-2008第“5.7.2”條。 3.本表適用于樁身配筋率大于0.65%的灌注樁。4.樁頂鉸接樁底嵌于非巖石土中。否則，按表5.8.4-15.8.4-1修正 L0h 。樁樁身身壓壓屈屈計(jì)計(jì)算算 4/ 4/ =5.420974953 注：1.樁頂鉸接樁底嵌于非巖石土中。 否則，按表5.8.4-15.8.4-

12、1修正LCL0h 。Lc-樁身壓屈計(jì)算長(zhǎng)度（m）當(dāng)h4/時(shí)，Lc=0.7x(L0+4/)Lc=3.794682467 當(dāng)h4/時(shí)，Lc=1.0 x(L0+h)Lc= Lc/dLc/d=6.324470779 樁身穩(wěn)定系數(shù)查查表表5.8.4-25.8.4-2 得得 =1 1樁的截面特性樁的水平變形系數(shù)=(mb0/EI)0.2 m(MN/m4)抗拔樁裂縫計(jì)算表計(jì)算公式：wmax=acrsk(1.9cs+0.08deq/te)/Es， =1.1-0.65ftk/tesk, sk=Nk/As,s=N/As當(dāng)cs65mm時(shí)請(qǐng)輸入65,cs65mm時(shí)請(qǐng)輸入65,cs65mm時(shí)請(qǐng)輸入65,cs65mm時(shí)請(qǐng)輸

13、入65,cs20mm時(shí)輸入20,dep=vnidi*di/nividi,當(dāng)鋼筋直徑不同時(shí)請(qǐng)?jiān)O(shè)計(jì)人計(jì)算deq裂縫寬度限值活載取0.5計(jì)算，作廢樁與承臺(tái)參數(shù)樁數(shù)樁距中心距離(m)承臺(tái)長(zhǎng)(m)承臺(tái)寬(m)柱底距承臺(tái)底距離(m)計(jì)算覆土埋深(m)附加墻重(kN)附加墻重偏心（m）承臺(tái)及土自重標(biāo)準(zhǔn)值(kN)22.13.31.21.81.6122.82-0.455126.72樁豎向力計(jì)算sts柱底內(nèi)力標(biāo)準(zhǔn)值承臺(tái)底內(nèi)力標(biāo)準(zhǔn)值軸心豎向力作用偏心豎向力作用下工況 Mk柱底彎矩(kNm) Nk柱底豎向力(kN)Vk柱底剪力(kN) Mk承臺(tái)底彎矩(kNm) Nk承臺(tái)底豎向力(kN)Vk承臺(tái)底剪力(kN)NkNkm

14、axNkminMmax 對(duì)應(yīng)組合號(hào): 67284.73187.0934.49290.9289436.6334.49218.315356.8525714 79.77742857 1.0恒+1.0左風(fēng)+0.7*1.0活1+0.7*1.0吊1Mmin 對(duì)應(yīng)組合號(hào): 76-372.4682.49-44.77-508.9291332.03-44.77166.015408.3621905 -76.3321905 1.0恒+1.0右風(fēng)+0.7*1.0活2+0.7*1.0吊2Nmax 對(duì)應(yīng)組合號(hào): 38-169.75298.05-25.76-272.0011547.59-25.76273.795403.319

15、3333 144.2706667 1.0恒+0.7活3+1.0吊4Nmin 對(duì)應(yīng)組合號(hào): 73222.9336.0132.82226.1229285.5532.82142.775250.4525714 35.09742857 1.0恒+1.0左風(fēng)+0.7*1.0活7+0.7*1.0吊7Vmax 對(duì)應(yīng)組合號(hào): 67284.73187.0934.49290.9289436.6334.49218.315356.8525714 79.77742857 1.0恒+1.0左風(fēng)+0.7*1.0活1+0.7*1.0吊1 Vmin 對(duì)應(yīng)組合號(hào): 76-372.4682.49-44.77-508.9291332.

16、03-44.77166.015408.3621905 -76.3321905 1.0恒+1.0右風(fēng)+0.7*1.0活2+0.7*1.0吊2控制力273.795408.3621905 -76.3321905Ra#N/ATK K#N/A滿足ro oNkRa滿足ro oNkmaxkmax1.2Ra滿足ro oNkminkminTK K注： 1.本表中紫色字體為輸入部分。雙樁豎向承載力計(jì)算樁與承臺(tái)參數(shù)樁數(shù)樁距中心距離(m)承臺(tái)長(zhǎng)(m)承臺(tái)寬(m)柱底距承臺(tái)底距離(m)計(jì)算覆土埋深(m)附加墻重(kN)附加墻重偏心（m）承臺(tái)及土自重標(biāo)準(zhǔn)值(kN)22.13.31.21.81.6122.82-0.4551

17、26.72樁豎向力計(jì)算sts柱底內(nèi)力標(biāo)準(zhǔn)值承臺(tái)底內(nèi)力標(biāo)準(zhǔn)值軸心豎向力作用偏心豎向力作用下工況 Mk柱底彎矩(kNm) Nk柱底豎向力(kN)Vk柱底剪力(kN) Mk承臺(tái)底彎矩(kNm) Nk承臺(tái)底豎向力(kN)Vk承臺(tái)底剪力(kN)NkNkmaxNkminMmax 對(duì)應(yīng)組合號(hào): 67461.15108.3351.22497.4629357.8751.22178.935415.8220952 -57.9520952 1.0恒+1.0左風(fēng)+0.7*1.0活1+0.7*1.0吊1Mmin 對(duì)應(yīng)組合號(hào): 76-327.01202-36.63-448.8271451.54-36.63225.77439

18、.4971905 12.04280952 1.0恒+1.0右風(fēng)+0.7*1.0活2+0.7*1.0吊2Nmax 對(duì)應(yīng)組合號(hào): 38188.43320.7927.55182.1369570.3327.55285.165371.8968571 198.4331429 1.0恒+0.7活3+1.0吊4Nmin 對(duì)應(yīng)組合號(hào): 73-265.9450.93-34.98-384.7871300.47-34.98150.235333.4669524 -32.9969524 1.0恒+1.0左風(fēng)+0.7*1.0活7+0.7*1.0吊7Vmax 對(duì)應(yīng)組合號(hào): 67418.66246.3851.22454.972

19、9495.9251.22247.96464.613761931.3062381 1.0恒+1.0左風(fēng)+0.7*1.0活1+0.7*1.0吊1 Vmin 對(duì)應(yīng)組合號(hào): 76-327.01202-36.63-448.8271451.54-36.63225.77439.4971905 12.04280952 1.0恒+1.0右風(fēng)+0.7*1.0活2+0.7*1.0吊2控制力285.165464.6137619 -57.9520952Ra#N/ATK K#N/A滿足ro oNkRa滿足ro oNkmaxkmax1.2Ra滿足ro oNkminkminTK K注： 1.本表中紫色字體為輸入部分?；钶d取0

20、.5計(jì)算+加女兒墻+高油平臺(tái)+北柱樁與承臺(tái)參數(shù)樁數(shù)樁距中心距離(m)承臺(tái)長(zhǎng)(m)承臺(tái)寬(m)柱底距承臺(tái)底距離(m)計(jì)算覆土埋深(m)附加墻重(kN)附加墻重偏心（m）承臺(tái)及土自重標(biāo)準(zhǔn)值(kN)22.13.31.21.81.6122.82-0.455126.72樁豎向力計(jì)算sts柱底內(nèi)力標(biāo)準(zhǔn)值承臺(tái)底內(nèi)力標(biāo)準(zhǔn)值軸心豎向力作用偏心豎向力作用下工況 Mk柱底彎矩(kNm) Nk柱底豎向力(kN)Vk柱底剪力(kN) Mk承臺(tái)底彎矩(kNm) Nk承臺(tái)底豎向力(kN)Vk承臺(tái)底剪力(kN)NkNkmaxNkminMmax 對(duì)應(yīng)組合號(hào): 67362.17260.7536.65372.2569510.293

21、6.65255.145432.4101905 77.87980952 1.0恒+1.0左風(fēng)+0.7*1.0活1+0.7*1.0吊1Mmin 對(duì)應(yīng)組合號(hào): 76-425.89167.1-51.16-573.8611416.64-51.16208.32481.5871905 -64.9471905 1.0恒+1.0右風(fēng)+0.7*1.0活2+0.7*1.0吊2Nmax 對(duì)應(yīng)組合號(hào): 38-153.55379.55-27.55-259.0231629.09-27.55314.545437.8893333 191.2006667 1.0恒+0.7活3+1.0吊4Nmin 對(duì)應(yīng)組合號(hào): 73301.110

22、9.6835.01308.2349359.2235.01179.61326.3885238 32.83147619 1.0恒+1.0左風(fēng)+0.7*1.0活7+0.7*1.0吊7樁豎向力計(jì)算Vmax 對(duì)應(yīng)組合號(hào): 67362.17260.7536.65372.2569510.2936.65255.145432.4101905 77.87980952 1.0恒+1.0左風(fēng)+0.7*1.0活1+0.7*1.0吊1 Vmin 對(duì)應(yīng)組合號(hào): 76-383.4305.16-51.16-531.3711554.7-51.16277.35530.3838571 24.31614286 1.0恒+1.0右風(fēng)+0

23、.7*1.0活2+0.7*1.0吊2控制力314.545530.3838571 -64.9471905Ra#N/ATK K#N/A滿足ro oNkRa滿足ro oNkmaxkmax1.2Ra滿足ro oNkminkminTK K注： 1.本表中紫色字體為輸入部分。樁豎向力計(jì)算拉梁計(jì)算拉梁跨度（m）拉梁寬（m） 鋼筋（mpa）柱最大軸力設(shè)計(jì)值kN軸力1/10計(jì)算單側(cè)As1(mm2)分項(xiàng)系數(shù)計(jì)算跨度，1.15ln lc+0.5*h5.525.520.360.3636036040540556.251.351.35地面上夾芯板墻kN/m2夾芯板墻高（m）圈梁kN/m3圈梁高（m）坎墻kN/m3坎墻高（

24、m）地面下墻體重量kN/m3地面下墻體高（m）拉梁kN/m30.30.315.915.925250.20.215151 120201 12525拉梁高h(yuǎn)（mm）拉梁上荷載標(biāo)準(zhǔn)值qk(kN/m)拉梁荷載標(biāo)設(shè)計(jì)值q(kN/m)按簡(jiǎn)支梁M（kN*m）按連續(xù)梁M（kN*m）拉梁有效高度h0（mm）按簡(jiǎn)支梁配筋A(yù)s2(mm2)按連續(xù)梁配筋A(yù)s2(mm2)按簡(jiǎn)支梁總單側(cè)配筋A(yù)s(mm2)按連續(xù)梁總單側(cè)配筋A(yù)s(mm2)單排根數(shù)45045023.2231.347119.394453679.5963024400921.2535614.169977.5035670.4194 440040022.7730.739

25、5117.080607678.0537384350 1052.861143 701.9074291109.111143758.15742864 435035022.3230.132114.766761676.51117443001228.338818.8921284.588875.1424 430030021.8729.5245112.452915674.96861042501474.0056982.67041530.25561038.92044 4按簡(jiǎn)支梁?jiǎn)胃浣?mm2)按連續(xù)梁總單側(cè)配筋A(yù)s(mm2)最小配筋率單根實(shí)配鋼筋直徑244.375875167.604758.1吳姐按1/10QL

26、2205.9903125實(shí)際201.1277.2777857189.53935717.2321.147218.78556.3382.5639259.73015.4拉梁計(jì)算計(jì)算跨度，1.15ln lc+0.5*h承臺(tái)計(jì)算（0.5）Ni樁與承臺(tái)參數(shù)樁數(shù)樁距中心距離(m)承臺(tái)長(zhǎng)(m)承臺(tái)寬(m)柱底距承臺(tái)底距離(m)計(jì)算覆土埋深(m)附加墻重設(shè)計(jì)值(kN)附加墻重偏心（m）承臺(tái)及土自重標(biāo)準(zhǔn)值(kN)2 22.12.13.23.21.21.21.81.8165.807165.807-0.455-0.455樁豎向力設(shè)計(jì)值計(jì)算sts柱底內(nèi)力設(shè)計(jì)值承臺(tái)底內(nèi)力設(shè)計(jì)值軸心豎向力作用偏心豎向力作用下工況 Mk柱底

27、彎矩(kN*m) Nk柱底豎向力(kN)Vk柱底剪力(kN) M承臺(tái)底彎矩(kNm) N承臺(tái)底豎向力(kN)V承臺(tái)底剪力(kN)NNmaxNmin Mmax 對(duì)應(yīng)組合號(hào):138 421.67421.67238.82238.8251.6951.69439.269815404.62751.69202.3135411.4896024 -6.862602 Mmin 對(duì)應(yīng)組合號(hào):155 -509.92-509.92103.93103.93-60.97-60.97-695.108185269.737-60.97134.8685465.8723976 -196.1354 Nmax 對(duì)應(yīng)組合號(hào):79 -226.13-226.13405.72405.72-34.36-34.36-363.420185571.527-34.36285.7635458.820731112.70627 Nmin 對(duì)應(yīng)組合號(hào):150 335.16335.1627.3127.3149.3749.37348.583815193.11749.3796.5585262.