基础工程第五六七章习题

*若为砂性土则按水土分算，取浮重度

习题1

10.8Mg

cos

(812tg20015)113.43h33

cos

(812tg20015)212.6hx

(qz0)Ka12c1Ka1)21820tg(45o)a Ktg2(45o

z2c1

Ka1

o

17.8tg(45 pa1qKa1

(qh

20tg2(45o

218tg(45o

a2

1 215.8

(2017.83.0)tg2(45o

)218tg(45o pa2下(q1h1)Ka22c2Ka pa3下(q1h12h2)Ka32c3))(2017.83.0)tg2(45o))

215tg(45o

(2017.83.018.23.0)tg2(45o 21.4

213

2pa3上(q1h12h2)Ka2 Ka 60.3

p(q1h2h＋3h

(2017.83.018.23.0)

(45

a

2215tg(45o254.7

2213tg(45o281.72 pp52 Kp

pp6下2h'2Kp32c32

18.2(4.22.0)tg(45

)213tg(45 215tg(45o 2

96.038.4

pp73h3Kp3

pp6上2h'2Kp22c2Kp （18.22.2＋16.92.0)tg2(45o13213tg(45o18.2(4.22.0)18.2(4.22.0)tg)215)

o

2 104.0

- Ea214.6(3.01.56)21.43.02(54.721.4)

60.32.0

1(81.760.3)2

-

10.564.250.0120.6266.7kN/

h[10.5(3.01.565.0)64.2(3.02.0)50.0(3.0 120.62.021.42.0]/ 2.16kN/ E38.4(4.22.0)1(104.038.4) -

W3.28.018460.8kN/2

21.4

二、验 84.572.2192.0 402.1kN/

Kq

Eh1p Ea

402.11.711460.8 266.7 2.47h[84.5

333

2192.02

2.053.4

2.0]/

Wtan0c0BKh

460.8tan13o133.2402.11.71 2.06 （1）压应力验 1.25

z00 1.251.0183.821.297.9kPafqu800pa

(2017.83.018.20.8)tg2(45o

142

16

215tg(45o14

-

（2）拉应力验30.3

cszM1WM16

18q

56.0kPa0.06f0.06

u0.06

M10.5(3.01.560.8)21.40.80.81(30.321.4)0.8 321.2kN

负号说明墙体中没有出现 - -E266.7kN/ h

17.8318.2316.9

E402.1kN/ h

Kq

183153138

8KHL 1631431328

M21.2kN1.250cszM117.9kPa

qu

Ktg2(45014.50)

a顶 a墙底 Z0M

z56.0kPa0.06

0.06qu24kPa

负号说明墙体中 没有出现拉应 249.3kN/ E249.3kN/ h 18.22.216.92 - Ep399.4kN/ hp c152.2132

W03.2818460.8kN/

142.2132

KEP

1 Ea

3994166132460 224932 013.50

2461 满足要 Kptg

)2

a顶 a墙底

W0tgc0B 460.8tg130 2.2Ep399.4kN/

1

-

a坑

28.2(3.81.15)37.4kN/ ha

3.81.153

M37.40.88333kNm/1.250

zM1.251183.8W

6

104.8

z 33183819346844910z 36

0068002习题1（水下取有效重度）K

2DNq

((hD)

Kic 18182.67.63.17

1 ids12.7213 1 138.55kN/

防渗帷幕墙体宽 为B＝ 3.63.117.617.6(2.91)73.38.89kN/ 2.9 普朗特 由＝130N N

Lhw2Dw3.822.71.2承载力系Kwz cKwz c(hD)

8.896.23.2613

坑底土的渗流水力梯度i

3.8 1 K

ic

2.23 习题6－3取 【67.mN/m内摩擦角为300粘聚力为.，其水平间距.

E1K(h 2

u t B E1Kt 2 Ktg2(450)0

Ktg2(450

)1K(ht)2 t)d]1Kt22hd[2

( (7.5t)2[2(7.5t)1.2]27.8t2(2t7.5 3.1(7.5

[3

t3.8]18.53t3175.14t

试算得

x

185(033310753325)6285(kN/2

E

t t

每根锚杆拉力：628520125 7.5C3

求剪力零点1(h )21 2 1(h )21 2 2 2

)21318.5

m2luK(tu)0.93751.2(3.250.9375)3.7 3.1(7.5x)227.8x2 174.446.5x3.1x227.8x224.7x246.5x111.55

Xm3.25求m

处的

Kah

Kpd

t

mX T m1275.53317.54357.8(kNm/

dedmAP(dd deded

【7-51.053.6 m d

mmAf

mf

(1m)f0.28910(10.28)339498.9A 取k=1.2,方法 1

tEK(h 2 E

Kt 2Ktg2(450

)0

Ktg2(450) 1K(ht)2 t)d]1Kt22hd[2

( (7.5t)2[2(7.5t)1.2]27.8t2(2t7.5 3.1(7.5t)2[2t3.8]18.53t3175.14t3

试算得

m m

185(033310753325)6285(kN/2

t 3

B7.5

t 每根锚杆拉力：628520125 C C求剪力零点1(h )21 2 1(h )21 2 2 2

)21318.5

m2luK(tu)0.93751.2(3.250.9375)3.7 3.1(7.5x)227.8x2 174.446.5x3.1x227.8x224.7x246.5x111.55

Xm3.25法1-b:用lc=3.7按水平力平衡求 求m

处的

uK0.333K

u

185(0333112337)65(kN/ th d

t

mX T m

求剪力零点1K(hx)21K2a m10333185(75X)213185X261275.53317.54 357.8(kNm/ 24.7x246.5x167.9 Xm13.7习题6－4取k=1.2,方法

uKa0.333Kp

t E

K(h

h d t 2 mX T mB

E1Kt 2

Ktg2(450)1442.51468.54

Katg(452)0 1K[d1K(2hd2a32p3908.97(kNm/ 3.1(7.5t)2[2(7.5t)1.2]27.8t2(2t7.5 3.1(7.5t)223.8]18.53t3175.14t [3试算得

m um

t B7.5

1Kt)1Kt)1K1T2a32p3

Kt3T(htd

t lcuKf(tu)0.93751.2(3.250.9375)3.7

6 1275.53317.54TT100.3(kN/

求X处的

1K(hx)21Kx2

u

Ka

Kp

u 2p

t hXm

dT

t10.33318.5(7.5X

318.5X21 124.7x246.5x74.1 X

2.91 1158.29227.946.59(kNm/

求剪力零点mt mt K(hx)K

xm 2BC

2 21K(hl)31Kl3T(h6 1442.51468.54T

d

10.33318.5(7.52

)21318.5

m2T97.4(kN/(

24.7x246.5x77 Xm12.94

Kah

Kpd

u tmX T m1168.33235.0633.29(kNm/[习题 取 3.1(7.5t)223.8]18.53t3175.14t[

试算得 u t

umEK(hm

t 2 E1Kt

u1

7.5 2 Ktg2(450)

Kp

3 Katg(452)0

(7.5t)2[3

(7.5t)1.2]27.8t2

2t7.53

lcuKf(tu)0.93751.4(3.250.9375)4.2 Mc