土力学与基础工程
DESCRIPTION
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 PresentationTRANSCRIPT
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13821094320 [email protected]
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10
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10.1
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123
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301015m5.0m
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12
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3130kPa
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456
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12
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31.04
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501.0
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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
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SdSd 1.35Sk Sk
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0 Sd Rd 0 Sd Rd
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(1) (2) (3) (4) (5) (6) (7)
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10.2
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H0
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MU10 M5100mmC10C7.5
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(a) (b)
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200mm200mm150mm
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1:2:41:3:6220mm150mm
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3:72:8220 ~250mm150mm1.55t/m31.50t/m3 1.45t/m3
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C152530 300mm
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h1b1300mm20dd 10d20d
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()
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a b cabc
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10.3 1 0.5m1/151/18
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2
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3
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MRMs 1.2 MR Ms
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3m2.5m
a b d
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458m
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h0
k0.7~1
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4
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5
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zd zd z0 zs zw ze zd z0 zs zw ze dmin= zd - hmax hmax
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z0
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zs
zs zs 1.00 1.30 1.20 1.40
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zw
zw 1.00 0.95 0.90 0.85 0.80
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ze
20~50501001005km
ze 1.00 0.95 0.90
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hmax
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10.5
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fa pk
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Fk kN Am2 Gk
G G =20kN/m3 dm
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Abllb
1m
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pk fa 1.2 pkmax 1.2 fa e l/6 e b/6
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Wx = bl2/6 Wy = b2l/6ex = Mkx / (Fk + Gk), ey = Mky / (Fk + Gk)MkWkPkmaxPkmin
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e b/6 pkmax
l a
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pk fa 1.2 pkmax 1.2 fa
e l/6 e b/6
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Wx = bl2/6 Wy = b2l/6ex = Mkx / (Fk + Gk), ey = Mky / (Fk + Gk)MkWkPkmaxPkmin
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e b/6 pkmax
l a
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1 A1 b12 A1 b1 10%~40% A=1.11.4 A1
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3 Apkmax pkmin:pk(pkmax pkmin) / 2 fa pkmax 1.2 fa
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pz pcz faz pz pcz faz
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b l pc, kPa z
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1. Es1Es2 2. z/b < 0.25 = 0 z/b > 0.50
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1.
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b d01.0e IL 0.8501.0w > 0.8 w 0.800.151.21.40.95,c10%2.1t/m3001.52.0c10%c
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2. 3. 20%4.
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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
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240mm0.5m17.2kN/m3170kPa18.0kN/m30.900.880.8m190kN/m
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(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
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2MU10M5C15300mm
10.41.0300mm
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H = 1202+60+300 = 600mm800-600 = 200mm > 100mm3002+240+606 = 1200mm200kN/mb = 1.4m0.4m
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(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
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2MU10M5C15400mm
10.41.0400mm
n = 3
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H = 1202+60+400 = 700mm800-700 = 100mm4002+240+606 = 1400mm
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Fk= 1100kNMk= 140 kNm3.6m2.6m
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(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 ()
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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
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pz + pcz = 36.2+54 = 90.2kPa< faz=133.6kPa()
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10.6
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6~10m
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1. 2. 3. l (mm)Hg(m)4. 5. 610m
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he1czp1e2czzp2Es
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scc c 1.0pc(kPa)Eci GB/T50123-1999
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10.7
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1. 200mm300~500mm2. 70mmC103. 10mm200mm100mm8mm300mm15%40mm70mm
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4. C205. 2.5m0.9()
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6. T1/4()()
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()
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bh
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pjpjkPa
FkN/mMkNm/m
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II
VI (kN/m)MI(kNm/m )
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bt ; p1jpjmaxI-I
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a1I-Im: I-I a1b1 1/4I-I a1 = b1 + 1/4m p1jpjmaxpjminI-I
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h0mm
ft MPa h0mm h h =(800/ h0)1/4h0 2000mm h0 = 2000mm h h0 h = b/8
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As fy
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bh
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Fl 0.7 hp ft am h0 am= (at + ab) / 2 Fl = pj Al hph800mm hp1.0h2000mm hp0.9;
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1-2-
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fth0amat
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ab(10-24ab)22
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pj Al (10-24abABCDEFFl Al
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Vs 0.7 hs ft A0hs = (800/h0) 1/4 Vs (kN)hsh0 < 800mmh0 = 800mmh0 > 2000mmh0 = 2000mmA0(m2)U
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a b
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2.5b/6b
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MIIIMIV
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10.8
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1. 1/4 ~ 1/8200mm250mm1:32. 0.25
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3.
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4. 1/35. C20
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abcde
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1. l
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2.
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3. 1. 1/61.22. 3.
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3. 4. 5. 6.
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4.
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4. Winkler
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4.
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20%
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12 RFi L RFi xc A
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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
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5pjmaxpjmin
6h7MQ8910
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FiQiQiRiPiPi = Fi Ri Ri = Qi- Qiq1 = P1 /(l0 + l1/3) ()qi = Pi /(li-1/3 + li/3) () qi li-1 li i
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10.4
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10%MQ
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10.9
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10.10
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1 2 3 4
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1.
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E
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2. LHf
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1L/Hf2.52.5< L/Hf 3.0120mm 2 3
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7.6
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3. 123456
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abcc)
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4.
- (m) 1. L(m)Hf (m) 2. 1.5< L/Hf
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5. 1 2
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160%~70%40%~50% 1
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2 3
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2. 1120mm C15 48300mm 24~6M5 46 120mm
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12
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3 1 2 3 4
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4
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1 200mm
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2
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3.