CFG樁復(fù)合地基處理工程計(jì)算書(shū)

1、實(shí)用文檔計(jì)算書(shū)：1、面積置換率計(jì)算依據(jù)建筑地基處理技術(shù)規(guī)范（JGJ79-2012）nRafspkm （1 m） fsk Ra up qsilpipqpApAPi 1式中：fspk 復(fù)合地基承載力/I征值，取值為180kPa;單樁承載力發(fā)揮系數(shù)，取0.80;ap 樁端端阻力發(fā)揮系數(shù)，取 1.0;m 面積置換率；Ra 單樁承載力特征值（kN）;Ap樁截面積， Ap=0.09616m2 （樁徑 d=0.35m）;樁間土強(qiáng)度的發(fā)揮系數(shù)，按規(guī)范取0.90;fsk 處理后樁間土承載力特征值，取值 60kPa （樁間土按素填土取值）；up 樁的周長(zhǎng)；qsi 樁側(cè)土側(cè)阻力特征值；卜一一第i層土的厚度；qp 樁

2、端端阻力特征值，（以可塑粘土、硬塑粘土、強(qiáng)風(fēng)化泥質(zhì)砂巖作為樁端持力層）。單樁承載力R計(jì)算和取值表代表性孔 指標(biāo)土層層厚樁側(cè)土側(cè)阻力特征 值中（kPa）樁端端阻力特征值 qp （kPa）單樁承載力特征 值R （kN）ZK1素填土0.1212/267.79軟塑粉質(zhì)粘 土1.9025/硬塑粘土2.4845950ZK3附近23軸線素填土1.4012/264.77PJ塑粉質(zhì)粘 土2.9030/硬塑粘土1.2045950ZK4附近素填土1.4012/264.7736軸線硬塑粘土2.8045950ZK5素填土2.1312/261.38硬塑粘土2.8745950ZK7素填土5.0512/274.31口塑粘土4

3、.4535380ZK8素填土3.0512/228.70口塑粘土3.9535380ZK11硬塑粘土2.5045950214.99ZK12素填土1.9412/267.72口塑粘土2.2035/軟塑粉質(zhì)粘 土1.4025/硬塑粘土0.5645950ZK14素填土1.8012/273.34硬塑粘土3.2045950取值 Ra=200kN取Ra=200kN進(jìn)行計(jì)算。fspkm (1 m) fskAp180W 0.8 x m x 200/0.09616+0.9 x （1-m） x 6012.12W 154.81mm 0.0783m=0.0783,則單根樁承擔(dān)的處理面積Ae=Ap/m=0.09616/0.0

4、783 = 1.228m2。2、樁位布置m d2/de2式中：m實(shí)際置換率；n同一承臺(tái)內(nèi)樁數(shù)量；Ap樁截面積，0.09616m2 （樁徑 d=0.35m ）;A承臺(tái)面積；d樁身平均直徑（m）;de一根樁分擔(dān)的處理地基面積的等效直徑（m）;正方形布樁de=1.13s,矩形布樁de=1.131s1s2 ,s、si、s2分別為樁間距、縱向樁間距和橫向樁間距。CFGtt復(fù)合地基設(shè)計(jì)樁布置樓號(hào)序號(hào)臺(tái)類(lèi)型承臺(tái)尺寸（mm）樁位間距（mm）樁徑一個(gè)承臺(tái)CFG 樁根數(shù)；實(shí)際置換率m樁頂標(biāo)高（土 0標(biāo)高下）1#樓1DJJ-011900 x19001100 x1100350mm4根0.1065-2.10m（局部2.

5、6m）2DJJ-022400 x2400900 x1300350mm6根0.10013DJJ-032700 x3200950 x1100350mm9根0.10014DJJ-042300 x3600850 x1300350mm9根0.10455DJJ-0510400 x39001100 x1100350mm40根0.09486DJJ-063000 x41001100 x1100350mm12根0.09387DJJ-072500 x4000950 x1100350mm12根0.11538DJJ-083100 x44001150 x900350mm15根0.10579DJJ-094300 x5500

6、1150 x950350mm24根0.097510DJJ-102800 x43001000 x1200350mm12根0.095811DJJ-113000 x47001150 x1000350mm15根0.102212DJJ-122100 x21001100 x1100350mm5根0.10902#樓1DJJ-011900 x19001100 x1100350mm4根0.1065-1.60m2DJJ-022400 x2400900 x1300350mm6根0.10013DJJ-032800 x28001000 x1000350mm9根0.11034DJJ-041300 x1300800 x80

7、0350mm4根0.22755DJJ-0510400 x39001100 x1100350mm40根0.09486DJJ-063000 x41001100 x1100350mm12根0.09387DJJ-072500 x4000950 x1100350mm12根0.11538DJJ-083100 x44001150 x900350mm15根0.10579DJJ-092300 x3600850 x1300350mm9根0.104510DJJ-102800 x43001000 x1200350mm12根0.095811DJJ-112300 x5400850 x1200350mm15根0.11611

8、2DJJ-124300 x55001150 x950350mm24根0.097513DJJ-132700 x3200950 x1100350mm9根0.100114DJJ-142300 x3600850 x1300350mm9根0.104515DJJ-151900 x34001100 x900350mm8根0.1190Ap以上布樁均滿足 n 式中：m實(shí)際置換率;mAm實(shí)際置換率;n同一承臺(tái)內(nèi)樁數(shù)量；Ap樁截面積，0.09616m2 (樁徑 d=0.35m);A承臺(tái)面積。根據(jù)以上單樁承載力計(jì)算可知，按上表樁間距布置CFG樁，有效最短樁長(zhǎng)不應(yīng)小于2.5m,才能滿足上部荷載的要求，復(fù)合地基承載力特征

9、值fspk200kPa。3、樁體強(qiáng)度選擇依據(jù)建筑地基處理技術(shù)規(guī)范(JGJ79-2012)Rafcu 4式中：fcu樁體混合料試塊 28d立方體抗壓強(qiáng)度平均值。 Ap單樁承載力發(fā)揮系數(shù)，取0.80;Ap樁截面積，0.09616m2 (樁徑 d=0.35m )Ra單樁承載力特征值 200 (kN);經(jīng)計(jì)算：fcu=6655.57kPa,因成樁工藝選用長(zhǎng)螺旋中心壓灌成樁，故選用 C20碎。4、復(fù)合地基承載力驗(yàn)算nAp m (1)根據(jù)A式中：m實(shí)際置換率；n同一承臺(tái)內(nèi)樁數(shù)量；Ap樁截面積，0.09616m2 (樁徑 d=0.35m );A承臺(tái)面積；并根據(jù)各類(lèi)型基礎(chǔ) CFG樁布樁形式及樁距，經(jīng)計(jì)算，復(fù)合

10、地基面積置換率 m值均可滿足設(shè)計(jì)要求；(2)復(fù)合地基承載力驗(yàn)算Rafspkm(1 m) fskAp式中：fspk 復(fù)合地基承載力特征值；單樁承載力發(fā)揮系數(shù)，取0.80;m 面積置換率，計(jì)算時(shí)取實(shí)際置換率，見(jiàn)布樁大樣圖；Ra 單樁承載力特征值(kN);Ap樁截面積，Ap=0.09616m 2 (樁徑 d=0.35m);樁間土強(qiáng)度的發(fā)揮系數(shù)，按規(guī)范取0.90;lsk 處理后樁間土承載力特征值，取值 60kPa (樁間土按素填土取值)； 復(fù)合地基承載力計(jì)算結(jié)果見(jiàn)下表。復(fù)合地基承載力計(jì)算結(jié)果表樓號(hào)基礎(chǔ)型號(hào)實(shí)際面積 置換率m單樁承載力特征值Ra ( kN)按最不利考慮處理后的樁間土承 載力特征值fsk

11、(kPa)按最不利考 慮單樁承載力 發(fā)揮系數(shù)入樁間土強(qiáng)度發(fā)揮系數(shù)？復(fù)合地基承 載力特征值 fspk (kPa)1#樓DJJ-010.1065264.77600.800.90282.84DJJ-020.1001269.70600.800.90273.20DJJ-030.1001274.40600.800.90277.11DJJ-040.1045260.16600.800.90274.54DJJ-050.0948267.10600.800.90259.54DJJ-060.0938274.30600.800.90262.99DJJ-070.1153278.10600.800.90314.54DJJ-

12、080.1057228.43600.800.90249.17DJJ-090.0975261.81600.800.90261.10DJJ-100.0958245.06600.800.90244.14DJJ-110.1022228.43600.800.90242.70DJJ-120.1090261.74600.800.90285.472#樓DJJ-010.1065214.99600.80.9238.74DJJ-020.1001224.88600.80.9235.87DJJ-030.1103262.58600.80.9289.00DJJ-040.2275257.19600.80.9528.49DJJ

13、-050.0948264.67600.80.9257.62DJJ-060.0938334.78600.80.9310.19DJJ-070.1153273.35600.80.9309.98DJJ-080.1057364.89600.80.9369.16DJJ-090.1045265.44600.80.9279.13DJJ-100.0958295.36600.80.9284.23DJJ-110.1161340.75600.80.9376.86DJJ-120.0975272.62600.80.9269.87DJJ-130.1001219.94600.80.9231.76DJJ-140.1045224

14、.88600.80.9243.86DJJ-150.1190323.22600.80.9367.57根據(jù)計(jì)算結(jié)果，其加固后的復(fù)合地基承載力特征值均大于180kPa。滿足設(shè)計(jì)要求。5、壓縮模量地基處理后的變形計(jì)算應(yīng)按現(xiàn)行的國(guó)家標(biāo)準(zhǔn)建筑地基處理技術(shù)規(guī)范（JGJ79-2012）的有關(guān)規(guī)定執(zhí)行，復(fù)合地基的壓縮模量等于該天然地基壓縮模量E倍，按勘察報(bào)告提供的樁間土承載力特征值（素填土）fak=60kPa。七二fspk/fak （fspk為處理后的復(fù)合地基承載力，七為壓縮模量提高系數(shù)），各土層處理后的壓縮模量詳見(jiàn)表6。實(shí)用文檔6、復(fù)合地基沉降和變形計(jì)算本工程根據(jù)場(chǎng)地地質(zhì)條件和上部結(jié)構(gòu)荷載選取最不利位置進(jìn)行估

15、算。根據(jù)建筑地基基礎(chǔ)設(shè)計(jì)規(guī)范（GB50007-2011）,建筑地基處理技術(shù)規(guī)范（JGJ79-2012）公式： TOC o 1-5 h z n poAinSsSs-（Zi-iZii-i1）,EsAi/,Znb（2.5 0.4lnb）, sn 0.025si計(jì)算變形量；i i EsiEsii 1式中：s地基最終變形量（mm）;s按分層總和法計(jì)算出的地基變形量（mm）;s沉降經(jīng)驗(yàn)系數(shù)，根據(jù)變形計(jì)算深度范圍內(nèi)壓縮模量的當(dāng)量值（Es）、基底附加壓力按建筑地基處理技術(shù)規(guī)范（JGJ79-2012）表7.1.8取值;N 地基變形計(jì)算深度范圍內(nèi)所劃分的土層數(shù)；p0 相應(yīng)于作用的準(zhǔn)永久組合日基礎(chǔ)底面處的附加壓力（

16、kPa）;Esi 基礎(chǔ)底面下底i層土的壓縮模量（MPa）；z、z 1 基礎(chǔ)底面至第i層土、第i-1層土底面的距離（m）;i、i-1 基礎(chǔ)底面1t算點(diǎn)至第i層土、第i-1層土底面范圍內(nèi)平均附加應(yīng)力系數(shù)；Es 壓縮模量當(dāng)量值；Ai第i層土附加應(yīng)力系數(shù)沿土層厚度的積分值；zn 變形計(jì)算深度，應(yīng)大于復(fù)合土層的深度（m）,計(jì)算深度范圍內(nèi)遇基巖時(shí)取至基巖表面；b基石寬度（m）;si 在計(jì)算深度范圍內(nèi)，第i層土的計(jì)算變形值（m）;sn 在計(jì)算深度范圍內(nèi)向上取厚度為Z的土層計(jì)算變形值，按建筑地基基礎(chǔ)設(shè)計(jì)規(guī)范(GB50007-2011)表5.3.6取值(m)。沉降、相鄰柱基沉降差計(jì)算表6-1計(jì)算 項(xiàng)目土層P)(

17、kPa)Zn(m)ak(kPa)fspk(kPa)壓縮模量Es(MPa)計(jì)算壓縮 模量值 Esi (MPa)模量提高系數(shù)1Zi一i4(Z i Z 1 i )Es (MPa)Ip ss (mmS(mm)沉降差0.002 L1#樓5剖面35軸線素填土18012.1603192.9015.425.321.640.24881.632114.020.44106.2546.754.775.50硬塑粘土19010.3154.855.323.750.24021.9709PJ塑粉質(zhì)粘 土1206.2433.205.325.350.22891.2955硬塑粘土19010.3154.855.326.200.2223

18、0.6146硬塑粘土19010.3110.311.008.280.20501.2766粉土1105.425.421.0012.100.17131.48761#樓5剖面36軸線素填土1809.8602872.9013.874.781.400.24911.395013.870.4495.4141.98硬塑粘土19010.3149.284.785.000.22853.1750硬塑粘土19010.3110.311.007.600.20591.6894粉土1105.425.421.009.800.18751.09062#樓11剖 面7軸線素填土18014.0603242.9015.665.401.970

19、.24851.958214.230.43122.8252.816.897.00可塑粘土1307.2839.315.402.780.24650.7829硬塑粘土19010.3155.675.403.540.24310.7012PJ塑粘土1307.2839.315.404.890.23371.1289軟塑粉質(zhì)粘 土803.7620.305.405.900.23070.8733硬塑粘土19010.3155.675.407.500.21941.1375硬塑粘土19010.3110.311.0010.600.19421.6521粉土1105.425.421.0014.000.17341.47632#樓1

20、1剖 面9軸線素填土18016.0603482.9016.825.801.980.24831.966513.290.46129.8059.71PJ塑粘土1307.2842.225.802.30.24650.3013硬塑粘土19010.3159.805.804.40.23561.8788PJ塑粘土1307.2842.225.805.10.23260.5985軟塑粉質(zhì)粘 土803.7621.815.805.90.22580.5838硬塑粘土19010.3159.805.806.50.22060.4067硬塑粘土19010.3110.311.0010.60.18692.1890粉土1105.425.

21、421.00160.14971.6562經(jīng)計(jì)算：相鄰柱基的沉降差w0.002L(L為相鄰柱間距)，滿足規(guī)范要求。沉降、整體傾斜計(jì)算表6-2計(jì)算 項(xiàng)目土層%(kPa)乙(m)ak(kPa)fspk(kPa)壓縮模量Es(MPa)計(jì)算壓縮 模量值Esi (MPa)模量提高系數(shù)1Zi4(Z i Z 1 i 1)Es (MPa)4 ss (mmS(mm)沉降差整體沉降差/L1#樓1剖面H軸線素填土18013.0602902.9014.024.830.140.24990.139911.050.55113.6862.523.800.0003軟塑粉質(zhì)粘 土803.7618.164.832.020.24481.8380硬塑粘土19010.3149.804.834.500.22071.9946硬塑粘土19010.3110.311.005.900.20430.8489粉土1105.425.