土力学与基础工程

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土力学与基础工程. 河北工业大学土木工程学院 王贵君 博士 · 教授 电 话: 13821094320 Email : [email protected]. 10 浅基础. 10.1 地基基础设计基本原则. 地基基础设计必须根据建(构)筑物的用途和安全等级、建筑布置和上部结构类型,充分考 虑建筑场地和地基岩土条件,结合施工条件以及工期、造价等各方面要求,合理选择地基基础方案,因地制宜、精心设计,以保证建(构)筑物的安全和正常使用。. 地基基础设计基本原则(续). ( 1 )对防止地基土体剪切破坏和丧失 稳定 性方面,应具有足够的安全度 - PowerPoint PPT Presentation

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  • 13821094320 [email protected]

  • 10

  • 10.1

  • 123

  • 301015m5.0m

  • 12

  • 3130kPa

  • 456

  • 12

  • 31.04

  • 501.0

  • Sk= SGk SQ1k c2SQ2k cnSQnk Sk= SGk q1SQ1k q2SQ2k qnSQnk Sd = GSGk Q1SQ1k Q2c2SQ2k QncnSQnk SGk Gk SQik iQik ci iQi 0.70.9 qi i 0.30.8 G 1.2 / 1.35 Qi i 1.3 / 1.4

  • SdSd 1.35Sk Sk

  • 0 Sd Rd 0 Sd Rd

  • (1) (2) (3) (4) (5) (6) (7)

  • 10.2

  • H0

  • MU10 M5100mmC10C7.5

  • (a) (b)

  • 200mm200mm150mm

  • 1:2:41:3:6220mm150mm

  • 3:72:8220 ~250mm150mm1.55t/m31.50t/m3 1.45t/m3

  • C152530 300mm

  • h1b1300mm20dd 10d20d

  • ()

  • a b cabc

  • 10.3 1 0.5m1/151/18

  • 2

  • 3

  • MRMs 1.2 MR Ms

  • 3m2.5m

    a b d

  • 458m

  • h0

    k0.7~1

  • 4

  • 5

  • zd zd z0 zs zw ze zd z0 zs zw ze dmin= zd - hmax hmax

  • z0

  • zs

    zs zs 1.00 1.30 1.20 1.40

  • zw

    zw 1.00 0.95 0.90 0.85 0.80

  • ze

    20~50501001005km

    ze 1.00 0.95 0.90

  • hmax

  • 10.5

  • fa pk

  • Fk kN Am2 Gk

    G G =20kN/m3 dm

  • Abllb

    1m

  • pk fa 1.2 pkmax 1.2 fa e l/6 e b/6

  • Wx = bl2/6 Wy = b2l/6ex = Mkx / (Fk + Gk), ey = Mky / (Fk + Gk)MkWkPkmaxPkmin

  • e b/6 pkmax

    l a

  • pk fa 1.2 pkmax 1.2 fa

    e l/6 e b/6

  • Wx = bl2/6 Wy = b2l/6ex = Mkx / (Fk + Gk), ey = Mky / (Fk + Gk)MkWkPkmaxPkmin

  • e b/6 pkmax

    l a

  • 1 A1 b12 A1 b1 10%~40% A=1.11.4 A1

  • 3 Apkmax pkmin:pk(pkmax pkmin) / 2 fa pkmax 1.2 fa

  • pz pcz faz pz pcz faz

  • b l pc, kPa z

  • 1. Es1Es2 2. z/b < 0.25 = 0 z/b > 0.50

  • 1.

  • b d01.0e IL 0.8501.0w > 0.8 w 0.800.151.21.40.95,c10%2.1t/m3001.52.0c10%c

  • 2. 3. 20%4.

  • 5. GkG A d = 202.41.61.15 = 88.3kNpkmax= 261.7 kPa < 1.2fa =1.2240 = 288.0kPa pkmin= 148.8 Pa > 0pk= (261.7+149)/2 = 205.3kPa < fa = 240.0kPa

  • 240mm0.5m17.2kN/m3170kPa18.0kN/m30.900.880.8m190kN/m

  • (1) d = 0.8m

    e = 0.88IL= 0.90>0.8510.11b = 0d = 1.0fa = 170+1.017.5(0.8-0.5) = 175.3kPa

    b < 3mb = 1.2m

  • 2MU10M5C15300mm

    10.41.0300mm

  • H = 1202+60+300 = 600mm800-600 = 200mm > 100mm3002+240+606 = 1200mm200kN/mb = 1.4m0.4m

  • (1) d = 0.8m

    e = 0.88IL= 0.90>0.8510.11b = 0d = 1.0fa = 170+1.017.5(0.8-0.5) = 175.3kPa

    b < 3mb = 1.4m

  • 2MU10M5C15400mm

    10.41.0400mm

    n = 3

  • H = 1202+60+400 = 700mm800-700 = 100mm4002+240+606 = 1400mm

  • Fk= 1100kNMk= 140 kNm3.6m2.6m

  • (1)

    e = 0.8IL= 0.8210.11 b = 0.3d = 1.6fa = 135+1.613.5(2-0.5) = 167.4kPaGk (201.2+100.8)3.62.6 = 299.5kN e = 140/(1100+299.5) = 0.10m pk = (1100+299.5)/(3.62.6) = 149.5kPa < fa ()

  • pkmax= 174.4 kPa < 1.2fa = 200.9kPa () pkmin= 124.6kPa > 0 ()2pcz = 16.51.2+(19-10)3.8 =54kPaz = 54/5 =10.8kN/m310.11d = 1.0 fza = 85+1.010.8(5-0.5) = 133.6kPaEs1/Es2 = 7.5/2.5 = 3z/b = 3/2.6 >0.510.12 = 23

  • pz + pcz = 36.2+54 = 90.2kPa< faz=133.6kPa()

  • 10.6

  • 6~10m

  • 1. 2. 3. l (mm)Hg(m)4. 5. 610m

  • he1czp1e2czzp2Es

  • scc c 1.0pc(kPa)Eci GB/T50123-1999

  • 10.7

  • 1. 200mm300~500mm2. 70mmC103. 10mm200mm100mm8mm300mm15%40mm70mm

  • 4. C205. 2.5m0.9()

  • 6. T1/4()()

  • ()

  • bh

  • pjpjkPa

    FkN/mMkNm/m

  • II

    VI (kN/m)MI(kNm/m )

  • bt ; p1jpjmaxI-I

  • a1I-Im: I-I a1b1 1/4I-I a1 = b1 + 1/4m p1jpjmaxpjminI-I

  • h0mm

    ft MPa h0mm h h =(800/ h0)1/4h0 2000mm h0 = 2000mm h h0 h = b/8

  • As fy

  • bh

  • Fl 0.7 hp ft am h0 am= (at + ab) / 2 Fl = pj Al hph800mm hp1.0h2000mm hp0.9;

  • 1-2-

  • fth0amat

  • ab(10-24ab)22

  • pj Al (10-24abABCDEFFl Al

  • Vs 0.7 hs ft A0hs = (800/h0) 1/4 Vs (kN)hsh0 < 800mmh0 = 800mmh0 > 2000mmh0 = 2000mmA0(m2)U

  • a b

  • 2.5b/6b

  • MIIIMIV

  • 10.8

  • 1. 1/4 ~ 1/8200mm250mm1:32. 0.25

  • 3.

  • 4. 1/35. C20

  • abcde

  • 1. l

  • 2.

  • 3. 1. 1/61.22. 3.

  • 3. 4. 5. 6.

  • 4.

  • 4. Winkler

  • 4.

  • 20%

  • 12 RFi L RFi xc A

  • a1 a2 a a1 a2 0.250.33 xc L a1 L= 2(xc + a1) = a1 + a + a2 a2 = 2 xc + a1 - a a2 a1 a a2 2 xc4 fa b

  • 5pjmaxpjmin

    6h7MQ8910

  • FiQiQiRiPiPi = Fi Ri Ri = Qi- Qiq1 = P1 /(l0 + l1/3) ()qi = Pi /(li-1/3 + li/3) () qi li-1 li i

  • 10.4

  • 10%MQ

  • 10.9

  • 10.10

  • 1 2 3 4

  • 1.

  • E

  • 2. LHf

  • 1L/Hf2.52.5< L/Hf 3.0120mm 2 3

  • 7.6

  • 3. 123456

  • abcc)

  • 4.

  • (m) 1. L(m)Hf (m) 2. 1.5< L/Hf
  • 5. 1 2

  • 160%~70%40%~50% 1

  • 2 3

  • 2. 1120mm C15 48300mm 24~6M5 46 120mm

  • 12

  • 3 1 2 3 4

  • 4

  • 1 200mm

  • 2

  • 3.