基礎(chǔ)工程樁基礎(chǔ)課程設(shè)計(jì)

1、基礎(chǔ)工程課程設(shè)計(jì)課程名稱：樁基礎(chǔ)課程設(shè)計(jì)院系： 土木工程系專業(yè)：年級： 姓名：學(xué)號：指導(dǎo)教師：西南交通大學(xué)目錄一、概述31.1 設(shè)計(jì)任務(wù)31.2設(shè)計(jì)資料 錯誤！未定義書簽。二、設(shè)計(jì)計(jì)算錯誤！未定義書簽。2.1樁的計(jì)算寬度 錯誤！未定義書簽。2.2樁的變形系數(shù) a錯誤！未定義書簽。2.3樁頂?shù)膭偠认禂?shù) p1 , p2, p3 , p4。 錯誤！未定義書簽。2.4計(jì)算承臺底面形心0點(diǎn)的位移a,b, 3錯誤！未定義書簽。2.5計(jì)算作用在每根樁頂上的作用力錯誤！未定義書簽。2.6計(jì)算局部沖刷線處彎矩 M0 ,水平力Q0及軸向力NO 錯誤！未定義書簽。三、 驗(yàn)算單樁軸向受壓容許承載力 .錯誤！未定義書簽

2、。3.1局部沖刷線以下深度 y處截面的彎矩 My及0'y 錯誤！未定義書簽。3.2樁頂縱向水平位移計(jì)算錯誤！未定義書簽。19、概述1.1 設(shè)計(jì)任務(wù)本設(shè)計(jì)對象為某公路的特大型橋， 該橋梁的上部結(jié)構(gòu)設(shè)計(jì)已經(jīng)完成， 本課程設(shè)計(jì)的任務(wù) 是完成橋墩基礎(chǔ)與地基的設(shè)計(jì)與檢算。 要求同學(xué)選擇一個基礎(chǔ)，按給定的條件完成相關(guān)的設(shè) 計(jì)和計(jì)算工作，具體要求如下：（1）綜合分析設(shè)計(jì)資料，對三種常用的橋梁基礎(chǔ)類型（剛性擴(kuò)大基礎(chǔ)、樁基礎(chǔ)、和沉 井基礎(chǔ)）的技術(shù)合理性進(jìn)行比較（限于課時，本次課程設(shè)計(jì)不考慮造價(jià)因素），選擇較為合 理的基礎(chǔ)方案。（2）對選定的基礎(chǔ)方案進(jìn)行詳細(xì)設(shè)計(jì)。（3）初步?jīng)Q定修筑基礎(chǔ)的施工方案。（4）將

3、以上全部成功整理成設(shè)計(jì)計(jì)算說明書和設(shè)計(jì)施工圖。1.1設(shè)計(jì)資料（1）地質(zhì)及水文資料河床土質(zhì)為鵝卵石，粒徑為50-60mm約占60%,20-30mm約占30%, 石質(zhì)堅(jiān)硬，空隙大部分由砂密實(shí)充填，卵石層深達(dá)58.6m。地基比例系數(shù) m=120000KN/m% ；地基基本容許承載力 二0 =1000Kpa;樁周土極限摩阻力 =400Kpa ； 土的單位重度=20kn/mT; 土內(nèi)摩擦角 =400。地面高程為69.54m, 般沖刷線高程為63.54m;最大沖刷線高程60.85m;承臺底高程 67.54m;常水位高程69.85m。(2) 荷載上部為等跨30m的鋼筋混凝土預(yù)應(yīng)力梁橋，荷載為縱向控制設(shè)計(jì),

4、混凝土橋墩，承臺用C20混凝土，尺寸為2.5m>5m疋.0m。承臺底總荷載為-N =8500.00KN-H =400.00KN' M =5000.00KN(3) 樁擬定采用直徑d=1.1m。6根灌注樁，排列見下，為對稱豎直 雙排樁基礎(chǔ)，樁底高程采用50.54m側(cè)視圖正視圖-加訥犧53Ji、:局部耳刷it紙紳1±1idblhl俯視圖二、設(shè)計(jì)計(jì)算(1) 樁的計(jì)算寬度b1=Kf >K0 XK>d=0.9(d+1)KK= b' +1-b'L10.6hl0.41.9= 06；沁=1.550.636水平力作用方向上相鄰兩樁的凈距L仁3-1.仁1.9m樁的

5、計(jì)算深度h1=3(d+1)=6.3m樁排數(shù)n=2,所以取b'0.6b1=0.9X (d+1 ) K=0.9 >1.1 + 1) X1.55=2.93m(2) 樁的變形系數(shù)aE=0.67 E0.67*2.6*10A7kn/mA2= 0.0719m4, ndI64120000 2.93-0.67 2.6 107 0.0719二 0.49 m樁在局部沖刷線以下深度為h=10.3,其計(jì)算長度為h= ch=0.489 X1O.31=5.O5>2.5。因此按彈性樁計(jì)算。(3) 樁頂?shù)膭偠认禂?shù)p 1, p 2, p 3, p 41p 1二EACoAolo（基底到局部沖刷線的距離）=6.1

6、9m, 局部沖刷線到底部h=10.31,nd42E =0.5,A= 4 =1.15m63Co=moh=12OOOOXlO.31 =1-2310 KN/m-.-10 .31:t an按樁中心距計(jì)算面積，取 A°=】 32=7.07M 2 4p 仁 p19*0.5"0.?161 =2.025 X106 = 1.617 EIIL 1.15 2.6 101.237 107.07已知：h 二 01=0.49 X10.31=5.05>4,取用 4l0 = al0=0.49 >6.19=3.0查附表 3-17,3-18 , 3-19 得：Xq =0.10314, XM =0.

7、24691, M = 0.80158.p 2=： 3E|Xq=0.0121EIp 3= 2E|Xm =0.0593EIp 4= ai m =°.3928E|(4) 計(jì)算承臺底面形心O點(diǎn)的位移a,b, (3訟=送 ni p2i =6X0.0121EI=0.0726EI論 八 n p16>1.617EI=9.702EI-二二：二-6 >0.0593 EI=-0.3558EIYpp = S nLp4i + S ritp2=6».3928EI+6X1.617EI X1.5八2=24.186 EI-M2 oa fP oP24.186EI400 0.3558EI50000.

8、0726EI24.186EI -(0.3558EI )26965.7EINb =Ybb=8500876.1= 9.702EI 一 EI17.64EI360 0.4172EI5300 _ 539.630.912EI17.64EI -(0.4712EI )2 EI=0.0726EI X5000 +0.3558EI X400_310.14= 0.0726EI24.186EI -(0.3558EI )2 一 EI(5).計(jì)算作用在每根樁頂上的作用力因?yàn)闃毒鶠樨Q直對稱，所以有(EI=855322KN)Ni = p(b k B)=1.617EI(876.1 _1.5 310.14)/EI)= 664常Qi

9、=匚：-?3= 6965.70.0121EI -0.0593EI310.14=65.89KNi 23= EIEIMi= J；a=0.3928 X310.14-0.0593 >6965.7 =-291.24KN ' M校核：nQi =6X55.89 =395.34 H=400KNn、nNi =3X2168.9 +3X664.4=8498.7 KN M 八 N =8500KN，Mi ±n' Xi Ni nM ii ±=(3 X2168.9-3 X664.4) X1.5-6 >291.24)=5022.81k/mM = 5000kn/m(6).計(jì)算局部

10、沖刷線處彎矩 MQ水平力Q0及軸向力N0M0=Mi+Qi lo=291.24+65.89 >6.19=699.1kn/mQ0=65.89kn2NO二Nimax +A0漢Io"25-10) =2168.9+3.14 X1.1 >0.25 XI5=2183.15KN3.單樁受力變形驗(yàn)算(1)局部沖刷線以下深度y處截面的彎矩My及0yQ0M y =- *Am M°Bma由附表3-3和3-7有下yz=ayh=ahAmBmIQ 0 aC mM9°1Bm.699.1 y00.040.000001.00000 1000.20.140.099600.9997413.4

11、698.9712.30.40.240.196960.9980626.5697.7724.20.60.340.290100.9938239.0694.8733.80.80.440.377390.9861750.7689.4740.210.540.457520.9745861.5681.3742.91.20.640.529380.9586171.2670.2741.31.40.740.592380.9381779.7655.9735.51.60.840.645610.9132486.8638.4725.31.80.940.689260.8840792.7618.1710.721.040.73205

12、0.8508998.4594.9693.32.21.140.747140.81410100.5569.1669.62.41.240.761830.77415102.4541.2643.72.61.340.767610.73161103.2511.5614.72.81.440.764980.68694102.9480.2583.131.540.754660.64081101.5448.0549.53.21.640.737340.5937399.1415.1514.23.41.740.713810.5462596.0381.9477.93.61.840.684880.4988992.1348.84

13、40.93.81.940.651390.4521987.6316.1403.742.040.614130.4065882.6284.2366.84.22.140.531600.3202571.5223.9295.44.42.240.443340.2426259.6169.6229.24.62.340.354580.1754647.7122.7170.34.82.440.269960.1197936.383.7120.052.540.193050.0759526.053.179.15.22.540.050810.013546.89.516.35.42.640.000050.000090.00.1

14、0.1無量綱系數(shù)Ax及Bx由附表3-1.附表3-5查得，旳計(jì)算如下yz=ayh=ahAxBX|M0zEX叩kP*00.042.440661.621000.000.000.000.20.142.278731.450942.518.3110.820.40.242.117791.290884.5714.4919.070.60.341.958811.140796.3519.2125.560.80.441.802731.000647.7922.4730.2610.541.650420.870368.9124.4333.341.20.641.50680.749819.7625.2635.021.40.74

15、1.360240.6388510.2825.1135.391.60.841.223700.5372710.5724.1334.701.80.941.093610.4448110.6322.4833.1021.040.970410.3611910.4820.2830.762.21.140.854410.2860610.1517.6727.822.41.240.745880.219089.6714.7624.432.61.340.644980.159859.0511.6720.722.81.440.551750.107938.348.4816.8231.540.466140.062887.555.

16、3012.853.21.640.388100.024226.712.188.883.41.740.31741-0.008475.83-0.815.023.61.840.25386-0.035724.93-3.611.323.81.940.19717-0.057984.05-6.18-2.1442.040.14696-0.075723.17-8.50-5.334.22.140.06461-0.099401.47-11.72-10.254.42.240.00348-0.110300.08-13.62-13.544.62.34-0.03986-0.11136-0.99-14.38-15.374.82

17、.44-0.06902-0.10544-1.79-14.21-16.0052.54-0.08741-0.09471-2.36-13.29-15.655.22.54-0.10495-0.05698-2.95-8.32-11.265.42.64-0.10788-0.01487-3.15-2.25-5.40水平抗力圖水平抗力=孕 A Mo B無量綱系數(shù) A，B查附表3-2,3-6有 a El aElAL B J_ C1yz=ayh=ah2Lo0. 03r o. 2F 0.14r o. 40. 25r o, e0. 36I 0* 80. 47ri0. 58 1,20. 6g11. 46 710r i.

18、 e0. 811r i, s0, 912I2L 013r 2.2L 114r 2.41, 215I 2, 6k 316 2. 8L 417廠 31. 518r3*2L 619L 3. 4L 720r3. 61. 821r3, 3L 9224£ 0DEFKJN4-1. 62100-1.75058-0 0041006624-1. 61600-1. 65068-0. 0039001174-1. 60117-1.55069-0. 00369563341.57676-1,45106-0. 0034882014-1,54334-1.35204-0. 0032785364-1.50151-1.25

19、394-0.0030674844-1.46099-1. 15725-0. 0028597364-1.39593-1. 06238-0. 0026462224-1.333987 96978-0. 0024384114-1.26713-0, 87987-0. 0022340744-1. 1964779311-0. 0020345444-1.12283-0. 70981-0. 0018407534-1. 04733-0. 63038-0, 0016539464-0. 970780. 55506-0. 0014749094-0.89409-0. 48412-CL 0013045284-0. 81801

20、-0. 41770-0. 0011433674-0. 74337-0. 35598-0, 0009921024-0,670757 29897-0.0008509754-0.60077-0,. 24672-0. 0007203214-0. 53393-0. 19916-0. 0006001944-0.47063-0. 15624-0. 000490646QQ0AqaM 0 Bq，無量綱系數(shù) Aq,Bq查附表3-4,3-8有yz=ayh二 ahN00.04LOMOO065.090.2r0+l40 S8833-0. 0075362.541594430.40.240,55551-0.0279553.

21、384029850*60.340,-0,0592039. 32987240.80.44O-0.0955422.5523053410.540,Zana- 0. 137473. 080354771, 20.64JL.-0.18191-17. 848382291. 40.740,-0. 22685-39. 360870251.60+3404朗”-0. 27087-60. 817810531.80.94O'-0- 31245-81.540377452kO40,25501-0.35059-101.05489092.2LI4O-0.38443-118. 91520322.4L240,-0. 413

22、35-134.906951Z61.346 01477-0. 43690'148. 69083182.81.44-0 06586-0. 45486-160.155902131.54-0-0.46715-169. 21940973.21.64-020555-0.47373-175. 84129253.41.74-02fi359-0.47496-180. 0697&773 6L34-0ai345-0. 47103-182. 00878633.81.94-0Rm-0. 46223-181.7326555q2,04(1 伽 R9-0. 44914-179. 44796644.22.14-

23、0,偽74-0. 41179-169. 50971924.42,24-n44647-0. 36312-153. 80793244*6Z34-0436S1-0.30732-134. 03687584. S2.44-Q4的斗1-0. 24853-111.914543252.54Q360鮎-0. 19052-41.501112185.22.54-n1QQ7n-0. 01672-18.88911398深度剪力系列2 系歹U3 系列4 系歹Um 系歹陌Q0M 0Xy3 Ax2- Bx，無量綱系數(shù) A , Bx查附表3-1 , 3-5有a El a Elyz=ayh=ah00.042. 440661,621000. 4859702190.2CL 4CL 6CL 81r 0.10. 20. 30. 40. 5444442. 278732. 117791.958811. 802731.650421,450941.290