南京某工業(yè)大學(xué)08級(jí)墩臺(tái)與基礎(chǔ)工程課程設(shè)計(jì)

1、NANJING UNIVliRStTV OP TBCHNOLOGY墩臺(tái)基礎(chǔ)工程課程設(shè)計(jì)（交通工程B方向用）專(zhuān)業(yè)XXXX班級(jí)學(xué)號(hào)XXXXXXXXX指導(dǎo)教師XXXX學(xué)其H20112012第二學(xué)期南京工業(yè)大學(xué)交通學(xué)院道路工程系二。一二年三月1. 工程簡(jiǎn)介1 ）建橋地點(diǎn)：江陰市某大橋2）上部結(jié)構(gòu)型式：變截面連續(xù)箱梁雙幅橋（主跨）3）荷載標(biāo)準(zhǔn)：公路I級(jí)4）橋面布置及凈寬：雙幅并立，中央空間9m,單幅橫向布置為欄桿0.35m、非機(jī)動(dòng)車(chē)道5m、隔離柵0.4m、車(chē)行道12.25m及防撞護(hù)欄0.5m,總計(jì)18.5m,總寬46m5）通航等級(jí)：三級(jí)航道，凈707m6）主跨跨徑：49+82+497）水位標(biāo)高：最高通航

2、水位為2.98m8）地質(zhì)資料：見(jiàn)附圖9）承臺(tái)構(gòu)造，尺寸：見(jiàn)附圖10 ）樁的型式：鉆孔灌注樁（C25混凝土）11 ）承臺(tái)為混凝土等級(jí)C3012）設(shè)計(jì)控制荷載15#墩右幅承臺(tái)地面控制中心處設(shè)計(jì)控制荷載為N=60000kN（J）、H=600kN（f）、M=6204kNm（）。2 .樁基礎(chǔ)的選擇本橋樁基礎(chǔ)選擇低樁承臺(tái)，其基礎(chǔ)全部埋入土中（樁的自由長(zhǎng)度為零），而且承臺(tái)也埋入土中一定深度（2.5m），所以在計(jì)算其承受水平力的土抗力時(shí)，還要考慮承臺(tái)側(cè)面土抗力參加工作。其樁身內(nèi)力和位移量都較小，穩(wěn)定性較好。相應(yīng)的施工方法采用鉆孔灌注樁施工，鉆孔灌注樁施工是采用機(jī)械成孔的施工方法，具有造價(jià)低、無(wú)造影、無(wú)沖擊、無(wú)

3、振動(dòng)、無(wú)污染等優(yōu)點(diǎn)，已被我國(guó)橋梁工程施工廣泛采用。3 .施工方法簡(jiǎn)介（1）埋設(shè)護(hù)管。（2）泥漿制備。（3）鉆孔。使用沖抓鉆孔法。（4）清孔。（5）鋼筋骨架組裝和吊安。（6）灌注水下混凝土。初步擬定基樁的樁長(zhǎng)、樁徑(豎向承載力的確定，要求考慮自重)承臺(tái)厚度，及樁身埋深見(jiàn)下圖。0.00-2. 50-50, 501 .擬定基樁的樁長(zhǎng)、樁徑初步擬定基樁樁徑為d=1.8m,承臺(tái)高度為2.5m,樁長(zhǎng)為h=48m,基樁為彈性樁。2 .豎向承載力的確定1P2(UlpAr)其中Ud(1.60.1)5.97m(沖抓鉆鉆頭直徑增大10-20cm)l48m1n1-ili(0.4364.1208.56211.57618

4、705.582)66.84kPali148A(一)22.84m2r2m00k22(h3)-0.30.4,查表m0為0.7dl4826.725,故取0.72(appendix:亞粘土為非透水性土)d1.8300kPak2查表得2.52加權(quán)平均數(shù)1218.50.417.704.119.608.519.7311.5019.71820.055.54819.55KN/m3h48m40m按40m算r20.70.723002.519.55(403)2125.242kPam_1得P1(5.034866.841.772125.242)9949.76kN樁的根數(shù)估算可用公式n,取1.2P7.236 8 (根)dc

5、60000n1.2-9949.76設(shè)兩排，每排4根樁布局如下圖1 b LK b0.6h10.451 0.450.63 2.80.94三.樁基位移及內(nèi)力計(jì)算1 .樁的各計(jì)算參數(shù)確定樁的計(jì)算長(zhǎng)度：b1KK0Kd查表K為0.91Ko=1+dbi0.9(1d)K地基土比例系數(shù):mA2-29.5 0.4m 3 20.09 15.4 11.115.6247426kN / mEI 0.67EhIh 0.67 2.8 10764106 KN得b10.92.80.942.115mhm2(d1)2(1.81)5.6m,在hm深度內(nèi)有三種土層：h10.4m,h24.1m,h31.1m。m2(2h1h2)h2m3(2

6、h12h2h3)h3hm查閱資料，內(nèi)差得m19.5,m23,m315.4mb157426 2.1159.65 1060.2772 .樁的變形系數(shù)計(jì)算樁在最大沖刷線以下深度為48nl則h0.2774813.2962.5為彈性樁3單位“力”作用局部沖刷線處樁在該處變?yōu)?0)(0)(0)計(jì)管5 千八I口HIT川L網(wǎng)|人j幺乂人QQ,QMMQ,MM.因?yàn)闃兜淄翞榉菐r類(lèi)土，且h13.2962.5所以Kh0,按h4.0查表(0)QQ1B3D4B4D33_EIA3B4A4B42.4410.27739.651061.19_5110mKN(0)QMB3c4B4c3A3B4A4B32.4410.27729.651

7、062.19106mKN1(0)MMA3c4A4c3A3B4A4B31.7510.27729.651060.66106mKN14.單位“力”作用樁頂時(shí)樁頂變位HH、HMMH、MM計(jì)算10是地面線以上樁柱自由長(zhǎng)度，為0m。(0).(0).HHQQ;HMMHQM;MM(0)MM5.樁頂發(fā)生單位變化時(shí)樁頂產(chǎn)生內(nèi)力4計(jì)算1,-,則Comh2m0為樁底面地基土的豎向比例系數(shù),樁底地基土Il0.03，所以m019600KN.m4C01960048960400KNm2htan-2.83m2m42212.57m2樁身截面積:d21.822.54m2EACA0.5482.81072.54MMHHMM2MHMHH

8、HMM2MHHHHHMM2MH10.9610612.572.381060.66106_5_4_621.19100.66102.19102.191061.191050.661042.1910621.19105_5_4_621.191050.661042.19106（Xi為第i根基樁至y軸距離，設(shè)兩排柱之間的間距為4m）2.167.163.891051056107.承臺(tái)變位b0、0、0計(jì)算boNbb6000019.0410633.1510mHM107.28106600(5.7281066204)-4a02-66-6、26.5510mM H21.72810107.2810(5.72810)一一一 _

9、 59.28 10 5 rad1.7281066204(5.728106600)1.728106107.28106(5.728106)28 .樁頂分配作用效應(yīng)組合設(shè)計(jì)值P,Hi,Mi計(jì)算Pib00Xi 13.15 10 3 9.28 10 5 22.38 1067938.73 KN7055.274_56.55 10 4 2.16 105 _5 _69.28 10 5 3.89 1065_59.28 10 5 7.16 105456.55 10 4 7.16 10575.04KN107.99KN Mnpi4(7938.737055.27)59976KN60000KN校核：nHi875.04600

10、.3KN600KN4PiXinMi4-(7938.737055.27)8(107.99)6203.76620429 .局部沖刷線處樁柱變位計(jì)算VLJ(0)M(0)LJ(0)M(0)八00QQ0QQiQQiQQ_5_6_475.041.19105107.992.191066.565104mm/LI0)M(0)LJ0)M(0)0(H0MQM0MM)HiMQMiMM75.042.19106107.990.661069.31105rad10.局部沖刷線一下深度Z處樁身各截面內(nèi)力計(jì)算Mz2 _EI (X0A30B3M0 P-2C32EIH3EID3)21EIX0A3EI 0B3 M0C3 -H0D3計(jì)算

11、得:2EIX00.2772 9.65 102 6.565 10 4486.125EI 00.277 9.65 102 ( 9.31 10 5)248.8675.040.277270.9貝UMz486.10A3248.86B3107.99C3270.9D3樁身截面配筋只需彎矩，不會(huì)發(fā)生剪切破壞，在此只計(jì)彎矩。2aZA3Bac?1gCi0,30100010-107.990.10,3010.332226-0.00017-0.0000110.1-80.98010.20,3010.664452-0,00133-0,000130,999990.2-54.4221O.30,3010.996678-0,004

12、5-0.00067o.ggg%0.3-23.73420,40.3011.328904-0,0106?-0.002130.999740.39998-4.26396O.50,3011.66113-0.02083-0.005210.999220.4999113.69095Q.60.301L993355_Q.03S-0,01080,99806S599743g,87715O.70,3012.325581-0.05718-0.020010.995g0.6993559.111890,30.3012657207-0,08532-0.034120.991810.7985476,235980.90,3012.99

13、0033-0.12144-0.054660.985240.8970591.1854810,3013.322259-0.16652-0.083290.975010.99445103.88741.10,3013.654485-0.22152-0.121920.959751.03016114.34111.20.3013.986711-0.28737-0.17260.937831.18342122.57491.30.3014*318937-0.36496-0.23760.907271.2732128.65591.40.3014.651163-0.45515-0.319330.36573L3582113

14、2.6691.50.3014.983389-0.5587-0.420390,81051.4388134.7331l.SCL301315615-0.67629-0.543480.T3859L50695134.9783i.r0.301S&47841-0.80848-0.691440.6463TL566Z1133.5544i.aCL301工980066-0,9S564-0.867150.52997L61162130.SIS?L90.3016.312292-L11796-1.073570.385031.639691234092CL3016.644518-1.29535-1.313610.206761,

15、64620120.88462.20.3017.30897-1.69334-1.90567-0.270871.57538107.13422,40,301973422-2.14117-2.66329-0.94885L3520190,689432.&0.3018.637874-2.62126-159987-1.377340.9167972,761522.80,301a302326-3,10341-4.71743-3.107910.IT2954.4935330.3010966777-3.54053-5.99979-4.68788-0.8912636.833633.50,30111.62791-3.91

16、321-9.54367TO.3404-5.854020L71551340.30113.28904-1.61428-IL730?-17.9186-15-07S5-14.3328由表可知，最大彎矩設(shè)計(jì)值為Md134.9783KNm,Z5.31m其軸向力設(shè)計(jì)值qAP2.842571KN.m11NdP(-qZ2UZ)7938.73(0.5715.310.55.97625.31)7144.5KN根據(jù)Md和Nd按偏心受壓構(gòu)件進(jìn)行配筋設(shè)計(jì)。11.樁柱頂水平位移驗(yàn)算X。H0E1I13 mh3 目M外nh2 h1(h1 h2)2E1I1nh1(2h2 h1)式中hh20,所以o0,故X00.657mm水平位移容

17、許值5.0yL34.6,所以滿足要求縱向鋼筋采用HRB33吸鋼筋,fsd280Mpa,fcd11.5Mpa,01?；炷帘Ｗo(hù)層厚度采用70mm,采用28鋼筋，外徑為31.6mm。Md134.9783KNmNd7144.5KNrs900(7031.6/2)814.2mm%gs0.905r48L0/D26.671.8h0rrs1714.2mm11400e0 /h0(L0/h)210.22.7e0/h00.23011.150.01L0/h0.963140018.891714.2(33600)2 ( 1800 )0.230 0.9636.00計(jì)算偏心距e0e0113.34mm設(shè)(1=0.8查表得A2.1234,B0.5898,C1.6381,D1.1212一,一fcdAeoBr11.5(2.1234113.340.5898900)_fsdDgrCe。280(1.12120.9059001.6381113.34)混凝土足以承擔(dān)拉力，故縱向鋼筋按構(gòu)造配筋四