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D n u t xy dng ng cao tc Nng - Qung NgiBo co x l nn t yu (on Km18+100 ~ Km18+856, gi thu 3B)

Page 1of 13

BO CO X L NN T YU

(on Km18+100 ~ Km18+856, gi thu 3B)

1. TIU CHUN THIT K

Cc tiu chun thit k sau y c xut p dng thit k x l nn t yu:

- Quy trnh Kho st v Thit k nn ng p trn t yu 22TCN262-2000

- ng cao tc Yu cu Thit k TCVN5729-2012- Quy trnh thit k o ng mm 22TCN 211-06

Cn c cc tiu chun trn, sau y l cc yu cu thit k x l nn t yu:

1.1 ln v c kt

t yu s c x l m bo c 2 iu kin nh m t di y:

- ln d (Sr) trong 15 nm nh hn: 10cm i vi cc on ng dn u cu, 20cm i

vi cng v on c cng chui v 30cm cho cc on nn ng thng thng.

- c kt khng t hn 90%

1.2 n nh chng trtCc iu kin sau y phi c m bo i vi n nh chng trt:

- H s an ton khng nh hn 1.2 trong giai on thi cng.

- H s an ton khng nh hn 1.4 khi giai on khai thc.

1.3 Ti trng xe c

Ti trng giao thng c xc nh theo tiu chun 22TCN262-2000 t cc phng trnh sau

y:

lB

Gnq

= (1-1)

( ) ednbnB ++= 1 (1-2)Trong (xem hnh 1-1)

n: S lng xe

G: Trng lng xe (=30 tn trong trng hp H30)

B: B rng ca ti trng xe (ti a24.1m theo thit k ramp A1, 2 chiu xe chy)

l: khong cch gia bnh xe trc v bnh xe sau (= 6.6m, trong trng hp H30)

b = 1.8m , e = 0.5m , d = 1.3m

Kt qu: B = 17.8m , n = 6 v q = 1.53 t/m2.

Hnh 1-1 S tnh ton ti trng giao thng

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2. PHNG PHP TNH TON

2.1 L thuyt v phng php tnh ton bin php thot nc thng ng

a) ln

Do s thay i ng sut gy ra bi ti trng ca nn ng v su phn b ca t, mt lp

t s c phn chia thnh cc lp nh tnh ton ln v ln ca lp t s l tng

ln ca cc lp nh.

C th tnh ton ln c kt bng cch s dng cng thc gc theo m t di y (sau y

gi tt l phng php e):

He

eeS oc

0

1

1+

= (2-1)

Hoc bng cc cng thc iu chnh sau y (sau y gi tt l phng php Pc/Cc):

0

0

0

log1 P

PPH

e

CS cc

++

= i vi t c kt bnh thng (2-2)

o

o

o

s

c

P

PPH

e

CS

+

+

= log

1

i vi t qu c kt v Pc>P0+P (2-3)

c

cc

o

sc

P

PPH

e

C

P

PH

e

CS

++

++

= 000

log1

log1

i vi t qu c kt v Pc

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2

1004

= U

Tv

nu 0

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ds: ng knh mt ct ngang ca vng t b xo trn,

L: Chiu di thot nc,

qw: Kh nng thot nc ca ng thm ng

c) S tng sc khng ct do c kt

Sc khng ct khng thot nc ca t yu c xem l tng ln 1 lng C do c kt c

xc nh nh sau:

( ) mUPPPC c += 0 (2-17)

Trong :

C: Lng tng ca sc khng ct khng thot nc do c kt,

m: H s tng ca sc khng ct khng thot nc, m = tan(cu)

d) Kim ton trt

T vn kin ngh s dng Phng php Bishop nh cng thc di y kim ton trt.

( )[ ]

+=

sin

tan1

w

buwbCm

Fs a (2-18)

+=Fs

ma

tan

tan1cos (2-19)

Trong (xem hnh 2-1):

C: Lc dnh,

: Gc ma st trong,

b: B rng phn t,

u: p lc nc l rng tc ng y cung trt,

W: Trng lng ca phn t, : Gc nghing ti y cung trt so vi phng ngang.

Hnh 2-1. M hnh kim ton trt

Trong trng hp vi gia cng c s dng, sc khng trt c huy ng t vi gia cngs c tnh ton nh sau:

pulloutbreak TTT ,min= (2-20)

Trong :

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Page 5of 13

k

TensileTbreak=

= bTpullout

( )

= tan3

2'2 hk

Tensile: Cng chu t ca vi (= 400KN/200KN c p dng)k: h s an ton (=2 vi vi lm bng bng polyester, theo 22TCN262-2000)

k: h s d tr v ma st (=0.66 theo kin ngh trong 22TCN262-2000)

Hnh 2-2. Lc khng trt c huy ng t vi a k thut gia cng

2.2 Phn mm

Tt c tnh ton c thc hin trn my tnh vi s tr gip ca cc phn mm: K-

Embankment cho tnh ton ln v c kt , Geostudio 2007 cho kim ton n nh.

3. CC CH TIU TNH TON CA T YU V PHN ON

3.1 iu kin a cht cng trnh c 12 l khoan c thc hin b sung s liu a tng phc v cho thit k nn ng.

Trn c s tn lp phn chia trong bc thit k thut, on Km 18 + 100 ~ Km 18 + 836,

a tng t trn xung di gm cc lp v ph lp t, nh sau:

Lp KQ : t p

Thnh phn ch yu ca lp KQ l st t do ln dm sn mu xm vng. Lp t gp trong

cc l khoan: SG-18730. Cao b mt lp l cao thin nhin 4.80m (SG-18730), b dy ca

lp: 0.60m (SG-18730).

Lp 1: St t do (CL), trng thi do mmThnh phn ch yu ca lp 1 l st t do i ch ln bi t do mu, xm nu, xm vng ,

trng thi do mm, i ch do cng. Lp t gp trong cc l khoan: SG-18160; SG-18210L;

SG-18250; SG-18210R; SG-18430; SG-18430L; SG-18500; SG-18430R; SG-18730; SG-18100L; SG-

18800; SG-18100R; VD05-A1; VD05-A2; VD06-A1; VD06-A2; VD07-A1. Cao b mt lp l cao

thin nhin thay i t 5.50m (SG-18210R) n -1.30m (SG-18100R), b dy ca lp thay i t

1.00m (SG-18100L; SG-18100R) n 6.50m (SG-18210L; VD07-A1).

Th nghim SPT cho gi tr N t 6 n 13, trung bnh 7.

,

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Lp 2: Ct bi (SM), ri rc n cht va

Thnh phn ch yu ca lp 2 l ct bi, xm vng , xm xanh, kt cu ri rc n va cht.

Lp t ny gp ti cc l khoan kho: SG-18160; SG-18210L; SG-18250; SG-18210R; SG-

18430; SG-18430L; SG-18500; SG-18430R; SG-18730; SG-18100L,SG-18800; SG-18100R;

VD05-A1; VD05-A2; VD06-A1; VD06-A2; VD07-A1. Cao b mt lp bin i t 1.50m (SG-

18210R) n -11.30m (SG-18100R). B dy ca lp thay i t 4.50m (SG-18500) n 17.20m

(SG-18250).


Ph lp 3b: Bi do (MH), do mm

Thnh phn ch yu ca ph lp 3b l bi do , xm xanh, xm en, do mm. Ph lp gp ti

cc l khoan: SG-18160; SG-18210L; SG-18250; SG-18210R; SG-18430;SG-18430L; SG-18500;

SG-18430R; SG-18730; SG-18100L; SG-18800; SG-18100R; VD05-A1; VD05-A2; VD06-A1; VD06-

A2. Cao b mt ph lp thay i t -4.60m (SG-18500) n -17.20m (SG-18250). B dy ca

ph lp thay i t 4.00m (SG-18430L) n 10.20m(SG-18430).


Lp 6: Ct bi (SM), cht va

Thnh phn ch yu ca ph lp 6 l ct bi, mu xm nu, xm vng, kt cu cht va. Lp

ny gp ti cc l khoan: SG-18160; SG-18210L; SG-18250; SG-18210R; SG-18430; SG-18430L;

SG-18500; SG-18430R; SG-18730; SG-18100L; SG-18800; SG-18100R; VD05-A1; VD05-A2;

VD06-A1; VD06-A2; VD07-A1. Cao b mt lp bin i t -7.50m (SG-18500) n -21.80m

(SG-18100R). B dy ca lp cha xc nh.


Thu knhL1: Ct bi (SM), cht va

Thnh phn ch yu ca lp TK1 l ct bi, xm, xm vng, cht va. Lp t gp ti cc l

khoan: SG-18100L; SG-18100R. Cao b mt lp thay i t 3.50m (SG-18100L) n -0.40m

(SG-18100R). B dy ca lp thay i t 0.90m (SG-18100R) n 4.00m (SG-18100L).

Th nghim SPT cho gi tr N t 12 n 15, trung bnh 13 ba.

Thu knh L3b: Ct bi (SM), ri rc n cht va

Thnh phn ch yu ca ph lp TK3 l l ct bi, xm, xm vng, kt cu ri rc n cht va.

Ph lp gp ti cc l khoan: SG-18100L; SG-18100R; SG-18160; SG-18430L; SG-18730; VD06-

A2. Cao b mt ph lp bin i t -13.50m (SG-18100L) n -14.01m (VD06-A2). B dy

thay i t 1.50m (SG-18100L,SG-18730) n 4.70m (SG-18100R).

Th nghim SPT cho gi tr N t 6 n 18, trung bnh 10 ba.

Ghi ch: Cc l khoan trong giai on thit k k thut: VD05-A1; VD05-A2; VD06-A1; VD06-A2;

VD07-A1.

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3.2 Ch tiu cho tnh ton

1) Vt liu p

Theo kt qu th nghim kho st a cht m vt liu, ch tiu tnh ton cho vt liu p nn

ng c la chn theo bng 3.1 di y

Bng 3.1: Ch tiu vt liu p nn s dng cho thit k

Ch tiu n v Gi tr tnh tonGama t/m3 1.9

C t/m2 -

phi 31

2) Dung trng

Thng qua kt qu th nghim, quan h gia dung trng () vi su ca cc lp t 1, 2, 3

c th hin trong hnh 3-1.

Hnh 3-1: Dung trng lp 1, 3b

Da trn biu quan h trn, cc gi tr sau y c kin ngh:

Lp 1: = 1.88 t/m3, Lp 3b: = 1.72 t/m3

Dung trng lp 2 (ct) c ly theo kinh nghim = 1.75 t/m3

3) Sc khng ct khng thot nc ban u

Sc khng ct khng thot nc ban u ca t yu (Co) c th c xc nh trn cc c s

sau y:

- Th nghim ct cnh hin trng (FVST): gi tr Co c xc nh trc tip t kt qu FVST

trong qu trnh th nghim ct cnh trong l khoan.

- Th nghim nn 3 trc, s UU : gi tr Co c xc nh t kt qu th nghim nn 3 trc s

UU thc hin trn mu nguyn dng.

- Th nghim nn n hng (UC): gi tr Co c xc nh t cng thc

Co = qu/2 (3-1)

vi qu l cng chu nn n hng

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- Kt qu th nghim xuyn tiu chun (SPT): mi quan h thc nghim sau y c s dng

tnh ton gi tr Co t gi tr N ca th nghim SPT

)(10016

KPaN

Co = (3-2)

- Mi quan h gia trng thi, cng chu nn n hng, gi tr N ca th nghim SPT c

th hin trong bng 3-2

Bng 3.2 : Mi quan h gia trng thi, cng chu nn n hng, kt qu th nghim SPT

Trng thi qu, kgf/cm2 C = qu/2 N, ba/30cm

Rt mm 0.3 0.15 < 2

Mm 0.3 - 0.6 0.15 - 0.3 2 - 4

Cng va 0.6 - 1.2 0.3 - 0.6 4 - 8

Cng 1.2 - 2.4 0.6 - 1.2 8 - 15

Rt cng 2.4 1.2 15 - 30

Rn chc > 4.5 > 2.25 > 30

Trong bo co kho st a cht b sung khng thc hin th nghim nn n hng cng nh ct

cnh hin trng, do ch tiu Co c kin ngh tnh ton t th nghim nn 3 trc s UU

v t kt qu th nghim SPT

i vi lp 2 c m t l Ct bi (SM), trng thi ri rc n cht va, gc ma st trong s

c s dng trong vic tnh ton n nh nn p v xc nh thng qua mi quan h kinh

nghim sau y:

2015 += N (3-3)

Trong N l kt qu th nghim xuyn tiu chun, vi N trung bnh = 10, = 32oBng 3.3 : Tng hp gi tr la chn Co t cc kt qu th nghim v gi tr kin ngh

L M G C (/2) ()

P P G

(15*N)0.5+20

G

1

( 1+100

1+300)

() .0 3. /1*10 2.0 2.0

1

( 1+300

1+)

() . .1 /1*10 . .10

2 () 10.0 32 32

3 () . 3. /1*10 3.0 3.0

4) H s tng sc khng ct

Sc khng ct khng thot nc s tng ln ph thuc vo c kt thng qua mt h s

tng sc khng ct m, v c bn c xc nh da trn cc cng thc lin quan di y:

- Theo kt qu th nghim nn 3 trc s CU c hng dn trong 22TCN 262-2000

m = tan(cu).

- Theo gi tr ch s do Ip, xc nh theo cng thc kinh nghim

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m = 0.11+0.0037*Ip

- Theo gi tr gii hn chy WL, xc nh theo cng thc kinh nghim

m = 0.0045*WL

Bng 3.4 : Xc nh m theo cng thc kinh nghim

L M

G H

P C I L G

1 () .0 20 0.3 1.1 0.1 0. 0.1 0.2

2 () 10.0

3 () . 1.3 0.31 1.3 0.1 0.2 0.23 0.2

5) p lc tin c kt v cc thng s c kt

Mi quan h gia p lc tin c kt ca lp t yu 1 v 3b vi chiu su c th hin thng

qua h s qu c kt OCR qua cc biu di y :

Hnh 3-2 : OCR vs chiu su cho lp 1, 3b

Da trn biu quan h trn, cc gi tr sau y c kin ngh:

Lp 1: OCR = 4, Lp 3b: OCR = 1.1

ng cong biu din mi quan h gia e ~ logP, Cv ~ logP v Kv ~ logP ca lp 1, 3b t kt

qu th nghim nn c kt c tng hp cc hnh di y:

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Hnh 3-3 : ng cong nn c kt cho lp 1

Hnh 3-4 : ng cong nn c kt cho lp 3b

6) Tng hp cc gi tr tnh ton

Thng qua cc phn tch trn, cc gi tr c kin ngh s dng cho thit k x l nn t

yu c tng hp trong bng 3.5

Bng 3.5 Tng hp cc gi tr tnh ton phc v thit k x l t yu

Lp M t Nt sat c

m Cc Cs OCRCv.10-3

(cm2/s)Cv/Ch

(t/m3) (t/m3) (t/m2) ()

1(1+100

1+300)

Clay

(CL)6.0 1.88 1.88 2.8 0 0.2 0.203 0.036 4.0

Hnh

3-30.5

1(1+300

1+)

Clay

(CL)6.5 1.88 1.88 4.1 0 0.2 0.203 0.036 4.0

Hnh

3-30.5

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2Sand

(SM)10 1.75 1.75 - 32

3bSilt

(MH)5.7 1.72 1.72 3.6 0 0.2 0.398 0.073 1.1

Hnh

3-40.5

3.2 Phn on

Vic phn on s c da trn vic xem xt tt c cc thng s nh chiu dy a tng khu

vc, chiu cao nn p tnh ton, v tr kt cu cu hoc cng hp (nu c) cng nh chiu dix l sau khi phn on.

Chi tit mt ct tnh ton c lit k trong phn Kt qu tnh ton x l nn t yu.

4. TNH TON X L NN T YU

4.1. KHI CHA X L:

Kt qu tnh ton trong trng hp cha x l c th hin chi tit nh bng sau:

P

C

()

C

()

C

()

(

)

(

)

15

(

)

H

G

1+100 1+130 30 . 1. 30 0.1 2. 0.0

1+130 1+1 . 1. 30 .3 2.2 1.10

1+1 1+230 .0 11. 30 3. .21 1.13

1+230 1+2 1 .0 . 30 2.1 3.32 1.13

1+2 1+22 2 .0 13. 10 0.1 1.0 1.1 0 1

1+3 1+30 2 . 13.0 10 . 1.33 1.1 0 2

1+30 1+ . 1. 30 . 30.2 1.11

1+ 1+ 0 . .2 30 .3 1. 1.101+ 1+ 30 . 13. 10 .13 23. 1. 0 1

1+3 1+ 30 . 13. 10 2. 33.2 1.3 0 2

1+ 1+ .3 10. 30 0.1 13.2 1.3

1+ 1+2 . . 30 1.3 0.1 1.3

1+2 1+ 32 . 13.1 10 2.12 1.0 1.2 0 1

4.2. KHI X L:

4.2.1. BIN PHP X L

P

C

()

CH()

C()

C.FG+(

)B

G

B

K()

C() K

(200KN/)

(400KN/)

1+100 1+130 30 . 1. . 2.2 2.

1+130 1+1 . 1. 2

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1+1 1+230 .0 11. 2

1+230 1+2 1 .0 . 2

1+2 1+22 2 .0 13. .2 2.2 2. 1 01

1+2 1+22 2 .0 1 1

0

1+3 1+30 2 .

1+3 1+30 2 . 13.0 .0 2.2 2.3 02

1+30 1+ . 1. .0 2. 2.0

1+ 1+ 0 . .2

1+ 1+ 30 . 13. . 2.2 23. 01

1+ 1+ 30 . 1

0

1+3 1+ 30 . 1

1+3 1+ 30 . 13. . 2.2 23. 02

1+ 1+ .3 10. 1

1+ 1+2 . . 1

1+2 1+ . 13.1 . 2.2 22. 01

1+2 1+ 32 . 1

4.2.2. GIAI ON THI CNG

P

Q

()

G

G 1 G 2 G 3

C()

()

C

()

()

C

()

()

1+100 1+130 .0 2.0 +0.3 .0 10.0

1+130 1+1

1+1 1+230

1+230 1+2

1+2 1+22 .0 2.0 +0.2 .0 10.0 01

1+2 1+22

0

1+3 1+30

1+3 1+30 .0 2.0 +0.3 .20 10.0 02

1+30 1+ .0 2.0 +0.2 .0 10.0

1+ 1+

1+ 1+ .0 2.0 +0.1 .0 10.0 011+ 1+

0

1+3 1+

1+3 1+ .0 2.0 +0.3 .0 10.0 02

1+ 1+

1+ 1+2

1+2 1+ .0 2.0 +0.2 .0 10.0 01

1+2 1+

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4.2.3. KT QU TNH TON

P

()

C

()

()

(

%)

H

G

G

1

G

2

G

3

G

1+100 1+130 . 0. 1.2 .2 2.0 1.1 1.

1+130 1+1 1.

1+1 1+230 1.0

1+230 1+2 1.

1+2 1+22 . 0. 0.0 .1 1.1 1.2 1. 01

1+2 1+22 1. 1. 1.

01+3 1+30 2.23 1.3 1.2

1+3 1+30 .1 0. 1.1 .1 2.3 1.2 1.1 02

1+30 1+ 2.2 0. 2.3 . 2.0 1.1 1.

1+ 1+

1+ 1+ . 0. 1. .2 2.00 1.3 1.1 01

1+ 1+ 2.02 1.2 1.3

0

1+3 1+ 2.02 1.10 1.1

1+3 1+ . 0. 2.1 .2 2.13 1.32 1. 02

1+ 1+ 1.1

1+ 1+2 1.

1+2 1+ 0.10 0. 1.3 . 2.03 1.2 1.3 01

1+2 1+ 2.13 1.21 1.20

5. KT LUN V KIN NGH

Cn c vo kt qu phn tch tnh ton da trn c s a tng khu vc v chiu cao nn p

thit k, nh thu kin ngh s dng phng n x l bng ging ct kt hp vi a gia

cng trong trng hp cn x l n nh ca nn ng cho phm vi Km18+100 -

Km18+856 ca gi thu 3B.

( bit thm chi tit xem phn bn v v ph lc tnh ton nh km.)

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(3, )

1

. ..................................................................................................... 41. (. 18+100 18+130) 4

2. (. 18+130 18+185) 11

3. (. 18+185 18+230) 18

4. (. 18+230 18+247) 25

5. (. 18+247 18+272 051) 32 6. (. 18+365 18+390 052) 39

7. (. 18+390 18+465) 46

8. (. 18+465 18+545) 53

9. (. 18+545 18+575 061) 60

10. (. 18+637 18+667 062) 67

11. (. 18+667 18+765) 74

12. (. 18+765 18+824) 81

13. (. 18+824 18+856 071) 88

. ........................................................................................................... 9514. (. 18+100 18+130) 95

15. (. 18+130 18+185) 105

16. (. 18+185 18+230) 107

17. (. 18+230 18+247) 10918. (. 18+247 18+272 051) 111

19. (. 18+365 18+390 052) 123

20. (. 18+390 18+465) 135

21. (. 18+465 18+545) 145

22. (. 18+545 18+575 061) 145

23. (. 18+637 18+667 062) 157

24. (. 18+667 18+765) 169

25. (. 18+765 18+824) 171

26. (. 18+824 18+856 071) 173

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(3, )

4

.

1)

FG

7.5

6.5

11.4

Embankment

Sand

Calculation point

1: Clay

3: Clay

2: Sand

(.)

()

.()

()

()

1. 18+100 18+130 30 18+100 8.6 30 18.9

()

200/

400/

()

()

16

()

1

()

15

()

80.17 79.9 37.35 42.55

Total time (day)

Embankmentheight(m)

ConsolidationDegree(%

)

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(3, )

5

18+100 18+130

()

()

()

#3

#2

#1

() 3.1

()

()

()

2)

1 2 3

() 8.6

0.950

1111. Final Step. Final Step. Final Step. Final Step

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(3, )

6

3) 1.Input Data For Calculation Settlement Analysis Control- Total Load Stage : 1- Calculation Method :Total Load Method- Calculation Max. Time : 5840 day Node Coordinate Data- Total Node No. : 13

Node X Y No. (m) (m) 1 -12.50 9.40 2 0.00 9.40 3 12.50 9.40 4 -50.00 0.00 5 -29.70 0.00 6 29.70 0.00 7 50.00 0.00 8 -50.00 -7.50 9 50.00 -7.50 10 -50.00 -14.00 11 50.00 -14.00 12 -50.00 -25.40 13 50.00 -25.40 Line Information- Total Line No. : 5LineLayer Nodes On Line rt rsat c Friction Soil Soil No. No. (tf/)(tf/) (tf/)Angle(deg) Type Mat.No 1 4 5 1 2 3 6 7 1.900 1.900 0.00 31.0 EMBANK 0 2 1 4 5 6 7 1.880 1.880 2.80 0.0 CLAY 1 3 2 8 9 1.750 1.750 0.00 32.0 SAND 2 4 3 10 11 1.720 1.720 3.60 0.0 CLAY 3 5 4 12 13 0.000 0.000 0.00 0.0 BEDROCK 4 Embankment Step Information

- Total Step No. : 1Step Line No. Type No. 1 1 EMBANK Soil Properties- Total Soil No. : 4Soil Soil Cal.MethodDrainage Rebound Cu'/P Ca (ts/tp) No. Type Condition Coefficient 1 CLAY Cc Both 0.000 0.200 0.000 0.00 2 SAND NONE 0.000 0.000 0.000 0.00

3 CLAY Cc Both 0.000 0.200 0.000 0.00 4 BEDROCK NONE 0.000 0.000 0.000 0.00 Soil Soil N- Cc Cs Pc OCR e-logPlogMvlogCv No. Type Value (tf/) No. -logP-logP 1 CLAY 5.0 0.203 0.036 0.00 4.00 1 0 1 2 SAND 0.0 0.000 0.000 0.00 0.00 0 0 0 3 CLAY 5.0 0.398 0.073 0.00 1.10 2 0 2 4 BEDROCK 0.0 0.000 0.000 0.00 0.00 0 0 0

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Water Table Information- Consideration Of Buoyancy : No- Unit Weight Of Water :1.000 (tf/)- Nodes On Water Surface :4 5 6 7Node X Y No. (m) (m) 4 -50.00 0.00

5 -29.70 0.00 6 29.70 0.00 7 50.00 0.00 External Load Strip Load- Total Strip Load No. : 1 Load Left Right No. Used State X Y Load X Y Load (m) (m) (tf/) (m) (m) (tf/) 1 -10.50 18.00 1.53 10.50 18.00 1.53 Not Used Loading Stage Information

- Total Loading Stage No. : 1 Stage Load Construction Time No. Loading Load Type Embankment Step No. Start End Type or External Load No. (day) (day) 1 EMBANK 1 0 94 Information Of Vertical Drain- Calculation Method Of the Consolidation : Only the degree Uh Of Horizontal ConsolidationSoilDrain Cal. Well Drain Well Resistance Soil Smear Zone Mat.Type Method /Smear

No. Patt Dis. Dia.Vertical Kw Kh Dia. Ks -ern (m) (cm)Drainage (cm/sec)(Cv/Ch) (cm/sec) (cm) (cm/sec) 1 NONE 2 NONE 3 NONE Drain Type --> SD:SAND DRAIN, PD:PAPER BOARD DRAIN, SCP:SAND COMPACTION PILE, PACK:PACK DRAIN

GCP:GRAVEL COMPACTION PILE, CD:CYLINDRICAL DRAIN,FIBER:FIBER DRAIN,NONE:None DrainWell/Smear --> NONE:None Consideration both Smear and Well Resistance.

W/S:Both Consideration Well Resistance and Smear EffectSMEAR:Only Consideration Smear Effect. WELL:Only Consideration Well Resistance

Testing Result Curve e-logP Curve- Curve No. : 1 => 1- Data No. : 7 No. 1 2 3 4 5 6 7 8 9 P 0.130 0.250 0.500 1.000 2.000 4.000 8.000 (kgf/) e 0.887 0.877 0.859 0.833 0.796 0.747 0.686 - Curve No. : 2 => 3- Data No. : 7 No. 1 2 3 4 5 6 7 8 9

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P 0.130 0.250 0.500 1.000 2.000 4.000 8.000 (kgf/) e 1.301 1.271 1.221 1.158 1.072 0.968 0.851 logCv-logP Curve- Curve No. : 1 => 1- Data No. : 7

No. 1 2 3 4 5 6 7 8 9 P 0.060 0.180 0.360 0.720 1.440 2.880 5.770 (kgf/) Cv(/day)150.340 150.340 150.340 150.340 150.340 150.340 150.340 - Curve No. : 2 => 3- Data No. : 7 No. 1 2 3 4 5 6 7 8 9 P 0.060 0.180 0.360 0.720 1.440 2.880 5.770 (kgf/)

Cv(/day)116.640 116.640 116.640 116.640 116.640 116.640 116.640

2. Settlement Result Settlement each Calculation Point Calculation Point 1 : x = 0 m- Total Layer No. : 3Layer Soil Soil Cal.Method Height rt rsat Po P Settlement No. Mat.No Type (m) (tf/) (tf/) (tf/) (tf/) (Sf,cm) 1 1 CLAY Cc 7.50 1.880 1.880 3.30 17.80 25.29 2 2 SAND NONE 6.50 1.750 1.750 9.04 16.91 0.00 3 3 CLAY Cc 11.40 1.720 1.720 15.58 14.67 54.88

= 80.17 cm

Layer Soil eo e1 Mv Cc Cs Drain Drainage Cv No. Mat.No (/kgf) Type Condition (/day) 1 1 0.870 0.000 0.000 0.203 0.036 NONE Both 150.340 2 2 0.000 0.000 0.000 0.000 0.000 NONE 0.000 3 3 1.103 0.000 0.000 0.398 0.073 NONE Both 116.640 - Settlement and Ratio of Consolidation at Calculation Time : 365 dayLayer Soil Soil Cal. U Settlement Residual Settlement No. Mat.No Type Time(day) (%) (St,cm) (Sr,cm) 1 1 CLAY 365 64.97 16.43 8.86 2 2 SAND 365 0.00 0.00 0.00 3 3 CLAY 365 38.12 20.92 33.96

[ U = 46.59 % St = 37.35 cm Sr = 42.82 cm ]3. Time and Settlement for Ratio Of Consolidation at each calculation Point Calculation Point 1 : x = 0 m Degree Of Consolidation and Settlement with time at converted 1 layer[Calculation Method]*** Terzaghi's Solution ***Cv x t = Tv x H- Tv 0.224 Ur = 100 - 10 ^ ((1.781 - Tv) / 0.933)

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- Drain Type : None- Vertical drainage condition of clay : Both- Conversion Coefficient Of Consolidation of clay(Cv') : 150.34 /day- Converted Lengh Of Clay(H') : 7.5 m- Vertical drainage path length of clay(H=H'/2) : 3.75 m Summation of the time and settlement at each layer at 1 Layer : CLAY(Soil Material No. --> 1 ) U(%) 5 10 15 20 25 30 35 40 45 50

Time 31.83 50.63 66.33 80.40 93.27 113.17 137.00 164.75 195.75 231.00 Sett. 1.26 2.53 3.79 5.06 6.32 7.59 8.85 10.12 11.38 12.65 U(%) 55 60 65 70 75 80 85 90 95 100 Time 270.33 314.67 365.50 424.00 493.00 578.00 687.00 840.001105.004522.00 Sett. 13.91 15.17 16.44 17.70 18.97 20.23 21.50 22.76 24.03 25.29

U & Time & Settlement Of Conversion 1 layer at each Calculation Point U(%) 5 10 15 20 25 30 35 40 45 50 Time 31.83 50.63 66.33 80.40 93.27 113.17 137.00 164.75 195.75 231.00 Sett. 1.26 2.53 3.79 5.06 6.32 7.59 8.85 10.12 11.38 12.65

U(%) 55 60 65 70 75 80 85 90 95 100 Time 270.33 314.67 365.50 424.00 493.00 578.00 687.00 840.001105.004522.00 Sett. 13.91 15.17 16.44 17.70 18.97 20.23 21.50 22.76 24.03 25.29

Degree Of Consolidation and Settlement with time at converted 2 layer[Calculation Method]*** Terzaghi's Solution ***Cv x t = Tv x H- Tv 0.224 Ur = 100 - 10 ^ ((1.781 - Tv) / 0.933)

- Drain Type : None- Vertical drainage condition of clay : Both- Conversion Coefficient Of Consolidation of clay(Cv') : 116.64 /day- Converted Lengh Of Clay(H') : 11.4 m- Vertical drainage path length of clay(H=H'/2) : 5.7 m Summation of the time and settlement at each layer at 3 Layer : CLAY(Soil Material No. --> 3 ) U(%) 5 10 15 20 25 30 35 40 45 50 Time 45.89 72.91 96.22 134.57 183.80 243.75 315.00 397.00 490.33 594.00 Sett. 2.74 5.49 8.23 10.98 13.72 16.46 19.21 21.95 24.70 27.44 U(%) 55 60 65 70 75 80 85 90 95 100 Time 711.50 844.50 995.001169.501375.001627.001952.002409.003193.00 -- Sett. 30.18 32.93 35.67 38.42 41.16 43.90 46.65 49.39 52.14 54.88

U & Time & Settlement Of Conversion 2 layer at each Calculation Point U(%) 5 10 15 20 25 30 35 40 45 50 Time 45.89 72.91 96.22 134.57 183.80 243.75 315.00 397.00 490.33 594.00 Sett. 2.74 5.49 8.23 10.98 13.72 16.46 19.21 21.95 24.70 27.44 U(%) 55 60 65 70 75 80 85 90 95 100

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Time 711.50 844.50 995.001169.501375.001627.001952.002409.003193.00 -- Sett. 30.18 32.93 35.67 38.42 41.16 43.90 46.65 49.39 52.14 54.88

Total time & settlement & U at each Calculation Points Total degree of consolidation at each calculation points(ratio of settlement) :==>[consideration both consolidation settlement and immeadiately settlement of sandy soil] U(%) 5 10 15 20 25 30 35 40 45 50

Time 40.00 63.53 83.24 104.93 137.55 177.33 224.50 279.43 342.86 416.20 Sett. 4.01 8.02 12.03 16.03 20.04 24.05 28.06 32.07 36.08 40.09 U(%) 55 60 65 70 75 80 85 90 95 100 Time 500.80 599.67 718.00 860.001036.001260.001560.001998.002769.00 -- Sett. 44.09 48.10 52.11 56.12 60.13 64.14 68.14 72.15 76.16 80.17

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1)

FG

4.8

10.7

10.8

Embankment

Sand

Calculation point

1: Clay

3: Clay

2: Sand

(.)

()

.()

()

()

2. 18+130 18+185 55 18+160 7.6 30 15.6

()

200/

400/

()

()

16

()

1

()

15

()

66.38 66.27 37.99 28.28

Total time (day)

Embankmentheight(m)

ConsolidationDegree(%)

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18+130 18+185

()

()

()

#3

#2

#1

() 2.8

()

()

()

2)

1 2 3

() 7.6

1.108

1. Final Step1. Final Step1. Final Step1. Final Step

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Node X Y No. (m) (m) 1 -12.50 8.30 2 0.00 8.30 3 12.50 8.30 4 -50.00 0.00 5 -27.70 0.00 6 27.70 0.00 7 50.00 0.00 8 -50.00 -4.80 9 50.00 -4.80 10 -50.00 -15.50 11 50.00 -15.50 12 -50.00 -26.30 13 50.00 -26.30 Line Information- Total Line No. : 5LineLayer Nodes On Line rt rsat c Friction Soil Soil No. No. (tf/)(tf/) (tf/)Angle(deg) Type Mat.No 1 4 5 1 2 3 6 7 1.900 1.900 0.00 31.0 EMBANK 0 2 1 4 5 6 7 1.880 1.880 2.80 0.0 CLAY 1 3 2 8 9 1.750 1.750 0.00 32.0 SAND 2 4 3 10 11 1.720 1.720 3.60 0.0 CLAY 3 5 4 12 13 0.000 0.000 0.00 0.0 BEDROCK 4 Embankment Step Information- Total Step No. : 1

Step Line No. Type No. 1 1 EMBANK Soil Properties- Total Soil No. : 4Soil Soil Cal.MethodDrainage Rebound Cu'/P Ca (ts/tp) No. Type Condition Coefficient 1 CLAY Cc Both 0.000 0.200 0.000 0.00 2 SAND NONE 0.000 0.000 0.000 0.00 3 CLAY Cc Both 0.000 0.200 0.000 0.00 4 BEDROCK NONE 0.000 0.000 0.000 0.00 Soil Soil N- Cc Cs Pc OCR e-logPlogMvlogCv No. Type Value (tf/) No. -logP-logP 1 CLAY 5.0 0.203 0.036 0.00 4.00 1 0 1 2 SAND 0.0 0.000 0.000 0.00 0.00 0 0 0 3 CLAY 5.0 0.398 0.073 0.00 1.10 2 0 2 4 BEDROCK 0.0 0.000 0.000 0.00 0.00 0 0 0 Water Table Information

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- Consideration Of Buoyancy : No- Unit Weight Of Water :1.000 (tf/)- Nodes On Water Surface :4 5 6 7Node X Y No. (m) (m) 4 -50.00 0.00 5 -27.70 0.00

6 27.70 0.00 7 50.00 0.00 External Load Strip Load- Total Strip Load No. : 1 Load Left Right No. Used State X Y Load X Y Load (m) (m) (tf/) (m) (m) (tf/) 1 -10.50 18.00 1.53 10.50 18.00 1.53 Not Used Loading Stage Information- Total Loading Stage No. : 1

Stage Load Construction Time No. Loading Load Type Embankment Step No. Start End Type or External Load No. (day) (day) 1 EMBANK 1 0 83 Information Of Vertical Drain- Calculation Method Of the Consolidation : Only the degree Uh Of Horizontal ConsolidationSoilDrain Cal. Well Drain Well Resistance Soil Smear Zone Mat.Type Method /Smear No. Patt Dis. Dia.Vertical Kw Kh Dia. Ks

-ern (m) (cm)Drainage (cm/sec)(Cv/Ch) (cm/sec) (cm) (cm/sec) 1 NONE 2 NONE 3 NONE Drain Type --> SD:SAND DRAIN, PD:PAPER BOARD DRAIN, SCP:SAND COMPACTION PILE, PACK:PACK DRAIN




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No. 1 2 3 4 5 6 7 8 9 P 0.060 0.180 0.360 0.720 1.440 2.880 5.770 (kgf/) Cv(/day)150.340 150.340 150.340 150.340 150.340 150.340 150.340 - Curve No. : 2 => 3- Data No. : 7 No. 1 2 3 4 5 6 7 8 9 P 0.060 0.180 0.360 0.720 1.440 2.880 5.770 (kgf/) Cv(/day)116.640 116.640 116.640 116.640 116.640 116.640 116.640


= 66.38 cm


[ U = 57.23 % St = 37.99 cm Sr = 28.39 cm ]3. Time and Settlement for Ratio Of Consolidation at each calculation Point Calculation Point 1 : x = 0 m Degree Of Consolidation and Settlement with time at converted 1 layer[Calculation Method]*** Terzaghi's Solution ***Cv x t = Tv x H- Tv 0.224 Ur = 100 - 10 ^ ((1.781 - Tv) / 0.933)- Drain Type : None

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- Vertical drainage condition of clay : Both- Conversion Coefficient Of Consolidation of clay(Cv') : 150.34 /day- Converted Lengh Of Clay(H') : 4.8 m- Vertical drainage path length of clay(H=H'/2) : 2.4 m Summation of the time and settlement at each layer at 1 Layer : CLAY(Soil Material No. --> 1 ) U(%) 5 10 15 20 25 30 35 40 45 50

Time 21.75 34.60 45.36 54.92 63.77 72.00 79.80 89.67 102.44 116.71 Sett. 1.12 2.24 3.36 4.48 5.60 6.72 7.84 8.96 10.08 11.20 U(%) 55 60 65 70 75 80 85 90 95 100 Time 132.86 151.17 172.00 195.80 224.25 258.67 303.50 366.50 474.001356.00 Sett. 12.32 13.44 14.56 15.68 16.80 17.92 19.04 20.16 21.28 22.40


U(%) 55 60 65 70 75 80 85 90 95 100 Time 132.86 151.17 172.00 195.80 224.25 258.67 303.50 366.50 474.001356.00 Sett. 12.32 13.44 14.56 15.68 16.80 17.92 19.04 20.16 21.28 22.40

Degree Of Consolidation and Settlement with time at converted 2 layer[Calculation Method]*** Terzaghi's Solution ***Cv x t = Tv x H- Tv 0.224 Ur = 100 - 10 ^ ((1.781 - Tv) / 0.933)- Drain Type : None

- Vertical drainage condition of clay : Both- Conversion Coefficient Of Consolidation of clay(Cv') : 116.64 /day- Converted Lengh Of Clay(H') : 10.8 m- Vertical drainage path length of clay(H=H'/2) : 5.4 m Summation of the time and settlement at each layer at 3 Layer : CLAY(Soil Material No. --> 3 ) U(%) 5 10 15 20 25 30 35 40 45 50 Time 40.75 64.70 85.71 120.17 164.25 218.00 282.00 355.67 439.00 532.33 Sett. 2.20 4.40 6.60 8.80 11.00 13.19 15.39 17.59 19.79 21.99 U(%) 55 60 65 70 75 80 85 90 95 100 Time 638.00 757.00 892.501049.001234.001459.001750.002160.002860.00 -- Sett. 24.19 26.39 28.59 30.79 32.99 35.18 37.38 39.58 41.78 43.98


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Time 638.00 757.00 892.501049.001234.001459.001750.002160.002860.00 -- Sett. 24.19 26.39 28.59 30.79 32.99 35.18 37.38 39.58 41.78 43.98


Time 30.75 48.85 64.00 77.52 94.33 117.54 145.45 179.00 219.50 269.33 Sett. 3.32 6.64 9.96 13.28 16.60 19.91 23.23 26.55 29.87 33.19 U(%) 55 60 65 70 75 80 85 90 95 100 Time 331.75 411.75 515.50 650.00 824.001044.001334.001744.002445.00 -- Sett. 36.51 39.83 43.15 46.47 49.79 53.10 56.42 59.74 63.06 66.38

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(3, )

18

1)

FG

5.6

13.9

6.1

Embankment

Sand

Calculation point

1: Clay

3: Clay

2: Sand

(.)

()

.()

()

()

3. 18+185 18+230 45 18+210 7.0 30 11.7

()

200/

400/

()

()

16

()

1

()

15

()

39.68 39.68 30.47 9.21

Total time (day)

Embankmentheight(m)


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19

18+185 18+230

()

()

()

#3

#2

#1

() 2.5

()

()

()

2)

1 2 3

() 7.0

1.139


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(3, )

20




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(3, )

21








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22




= 39.68 cm



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U(%) 55 60 65 70 75 80 85 90 95 100 Time 161.50 186.25 214.50 247.00 285.50 332.50 393.50 479.00 624.001605.00 Sett. 11.01 12.01 13.01 14.01 15.01 16.01 17.01 18.01 19.01 20.01


- Vertical drainage condition of clay : Both- Conversion Coefficient Of Consolidation of clay(Cv') : 116.64 /day- Converted Lengh Of Clay(H') : 6.1 m- Vertical drainage path length of clay(H=H'/2) : 3.05 m Summation of the time and settlement at each layer at 3 Layer : CLAY(Soil Material No. --> 3 ) U(%) 5 10 15 20 25 30 35 40 45 50 Time 25.67 41.00 53.63 65.00 76.17 93.40 113.60 137.25 163.75 193.75 Sett. 0.98 1.97 2.95 3.93 4.92 5.90 6.88 7.87 8.85 9.84 U(%) 55 60 65 70 75 80 85 90 95 100 Time 227.33 265.33 309.00 358.50 417.00 490.00 583.00 713.00 939.003163.00 Sett. 10.82 11.80 12.79 13.77 14.75 15.74 16.72 17.70 18.69 19.67


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Time 227.33 265.33 309.00 358.50 417.00 490.00 583.00 713.00 939.003163.00 Sett. 10.82 11.80 12.79 13.77 14.75 15.74 16.72 17.70 18.69 19.67



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25

1)

FG

5.4

17.2

3.4

Embankment

Sand

Calculation point

1: Clay

3: Clay

2: Sand

(.)

()

.()

()

()

4. 18+230 18+247 17 18+250 7.0 30 8.8

()

200/

400/

()

()

16

()

1

()

15

()

29.71 29.71 26.39 3.32

Total time (day)

Embankmentheight(m)


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26

18+230 18+247

()

()

()

#3

#2

#1

() 2.4

()

()

()

2)

1 2 3

() 7.0

1.134


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(3, )

27




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(3, )

28








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(3, )

29




= 29.71 cm



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30




U(%) 55 60 65 70 75 80 85 90 95 100 Time 152.00 175.25 201.33 231.67 267.50 311.00 368.00 447.00 582.001498.00 Sett. 10.88 11.87 12.86 13.85 14.84 15.83 16.82 17.81 18.80 19.79


- Vertical drainage condition of clay : Both- Conversion Coefficient Of Consolidation of clay(Cv') : 116.64 /day- Converted Lengh Of Clay(H') : 3.4 m- Vertical drainage path length of clay(H=H'/2) : 1.7 m Summation of the time and settlement at each layer at 3 Layer : CLAY(Soil Material No. --> 3 ) U(%) 5 10 15 20 25 30 35 40 45 50 Time 17.40 27.40 36.00 43.57 50.63 57.25 63.33 69.25 75.83 85.20 Sett. 0.50 0.99 1.49 1.98 2.48 2.98 3.47 3.97 4.46 4.96 U(%) 55 60 65 70 75 80 85 90 95 100 Time 95.75 107.50 121.00 136.33 154.67 177.50 206.00 247.00 315.00 812.00 Sett. 5.46 5.95 6.45 6.94 7.44 7.94 8.43 8.93 9.42 9.92


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Time 95.75 107.50 121.00 136.33 154.67 177.50 206.00 247.00 315.00 812.00 Sett. 5.46 5.95 6.45 6.94 7.44 7.94 8.43 8.93 9.42 9.92



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32

1)

FG

5.2

12.0

8.6

Embankment

Sand

Calculation point

1: Clay

3: Clay

2: Sand

(.)

()

.()

()

()

5. 18+247 18+272 25 18+272 7.0 10 13.8

()

200/

400/

()

()

16

()

1

()

15

()

50.91 50.91 33.31 17.6

Total time (day)

Embankmentheight(m)


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(3, )

33

18+247 18+272

()

()

()

#3

#2

#1

() 2.5

()

()

()

2)

1 2 3

() 7.0

1.149


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(3, )

34




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(3, )

35








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(3, )

36




= 50.91 cm



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37




U(%) 55 60 65 70 75 80 85 90 95 100 Time 144.80 166.25 190.50 218.67 252.00 292.50 345.00 418.50 544.001397.00 Sett. 11.23 12.25 13.27 14.29 15.31 16.33 17.35 18.37 19.39 20.41


- Vertical drainage condition of clay : Both- Conversion Coefficient Of Consolidation of clay(Cv') : 116.64 /day- Converted Lengh Of Clay(H') : 8.6 m- Vertical drainage path length of clay(H=H'/2) : 4.3 m Summation of the time and settlement at each layer at 3 Layer : CLAY(Soil Material No. --> 3 ) U(%) 5 10 15 20 25 30 35 40 45 50 Time 32.83 51.89 68.10 87.33 115.40 149.50 190.25 236.67 290.00 348.67 Sett. 1.53 3.05 4.58 6.10 7.63 9.15 10.68 12.20 13.73 15.25 U(%) 55 60 65 70 75 80 85 90 95 100 Time 416.00 491.50 577.50 676.00 794.00 937.001122.001381.001828.005650.00 Sett. 16.78 18.30 19.83 21.35 22.88 24.40 25.93 27.45 28.98 30.50


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38

Time 416.00 491.50 577.50 676.00 794.00 937.001122.001381.001828.005650.00 Sett. 16.78 18.30 19.83 21.35 22.88 24.40 25.93 27.45 28.98 30.50


Time 26.79 42.44 55.67 67.41 80.13 98.77 120.91 146.78 176.75 211.67 Sett. 2.55 5.09 7.64 10.18 12.73 15.27 17.82 20.36 22.91 25.46 U(%) 55 60 65 70 75 80 85 90 95 100 Time 252.50 301.00 359.25 432.00 524.50 645.50 812.001060.001496.005650.00 Sett. 28.00 30.55 33.09 35.64 38.18 40.73 43.27 45.82 48.36 50.91

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(3, )

39

1)

FG

4.5

12.3

8.5

Embankment

Sand

Calculation point

1: Clay

3: Clay

2: Sand

(.)

()

.()

()

()

6. 18+365 18+390 25 18+365 7.7 10 13.0

()

200/

400/

()

()

16

()

1

()

15

()

56.59 56.59 38.26 18.33

Total time (day)

Embankmentheight(m)


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(3, )

40

18+365 18+390

()

()

()

#3

#2

#1

() 2.8

()

()

()

2)

1 2 3

() 7.7

1.518


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= 56.59 cm



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- Vertical drainage condition of clay : Both- Conversion Coefficient Of Consolidation of clay(Cv') : 150.34 /day- Converted Lengh Of Clay(H') : 4.5 m- Vertical drainage path length of clay(H=H'/2) : 2.25 m

Summation of the time and settlement at each layer

at 1 Layer : CLAY(Soil Material No. --> 1 )

U(%) 5 10 15 20 25 30 35 40 45 50 Time 20.88 33.18 43.45 52.62 61.07 69.00 76.44 83.82 95.10 107.63 Sett. 1.11 2.22 3.33 4.44 5.55 6.66 7.77 8.88 9.99 11.10 U(%) 55 60 65 70 75 80 85 90 95 100 Time 121.86 138.00 156.17 177.20 202.00 232.67 272.00 327.00 422.001352.00 Sett. 12.21 13.32 14.43 15.54 16.65 17.76 18.87 19.98 21.09 22.20

U & Time & Settlement Of Conversion 1 layer at each Calculation Point U(%) 5 10 15 20 25 30 35 40 45 50 Time 20.88 33.18 43.45 52.62 61.07 69.00 76.44 83.82 95.10 107.63

Sett. 1.11 2.22 3.33 4.44 5.55 6.66 7.77 8.88 9.99 11.10 U(%) 55 60 65 70 75 80 85 90 95 100 Time 121.86 138.00 156.17 177.20 202.00 232.67 272.00 327.00 422.001352.00 Sett. 12.21 13.32 14.43 15.54 16.65 17.76 18.87 19.98 21.09 22.20

Degree Of Consolidation and Settlement with time at converted 2 layer[Calculation Method]*** Terzaghi's Solution ***Cv x t = Tv x H- Tv 0.224

Ur = 100 - 10 ^ ((1.781 - Tv) / 0.933)- Drain Type : None- Vertical drainage condition of clay : Both- Conversion Coefficient Of Consolidation of clay(Cv') : 116.64 /day- Converted Lengh Of Clay(H') : 8.5 m- Vertical drainage path length of clay(H=H'/2) : 4.25 m Summation of the time and settlement at each layer at 3 Layer : CLAY(Soil Material No. --> 3 ) U(%) 5 10 15 20 25 30 35 40 45 50 Time 34.71 55.11 72.27 90.14 117.60 151.00 190.50 236.25 288.00 345.67 Sett. 1.72 3.44 5.16 6.88 8.60 10.32 12.04 13.76 15.48 17.20 U(%) 55 60 65 70 75 80 85 90 95 100 Time 410.67 484.50 568.50 665.00 779.50 920.001100.001354.001789.005652.00 Sett. 18.91 20.63 22.35 24.07 25.79 27.51 29.23 30.95 32.67 34.39


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U(%) 55 60 65 70 75 80 85 90 95 100 Time 410.67 484.50 568.50 665.00 779.50 920.001100.001354.001789.005652.00 Sett. 18.91 20.63 22.35 24.07 25.79 27.51 29.23 30.95 32.67 34.39

Total time & settlement & U at each Calculation Points Total degree of consolidation at each calculation points(ratio of settlement) :==>[consideration both consolidation settlement and immeadiately settlement of sandy soil]

U(%) 5 10 15 20 25 30 35 40 45 50 Time 27.13 43.05 56.43 68.38 79.33 93.69 112.50 134.83 160.90 191.75 Sett. 2.83 5.66 8.49 11.32 14.15 16.98 19.81 22.64 25.47 28.30 U(%) 55 60 65 70 75 80 85 90 95 100 Time 228.67 273.83 330.20 402.25 496.33 622.00 794.001044.001477.005652.00 Sett. 31.12 33.95 36.78 39.61 42.44 45.27 48.10 50.93 53.76 56.59

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1)

FG

4.5

10.3

10.2

Embankment

Sand

Calculation point

1: Clay

3: Clay

2: Sand

(.)

()

.()

()

()

7. 18+390 18+465 75 18+430 8.8 30 14.7

()

200/

400/

()

()

16

()

1

()

15

()

74.88 74.81 43.99 30.82

Total time (day)

Embankmentheight(m)


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18+390 18+465

()

()

()

#3

#2

#1

() 3.0

()

()

()

2)

1 2 3

() 8.8

1.411


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= 74.88 cm



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U(%) 55 60 65 70 75 80 85 90 95 100 Time 131.43 148.14 167.33 189.20 215.20 247.00 288.00 345.50 445.001154.00 Sett. 13.68 14.92 16.17 17.41 18.65 19.90 21.14 22.38 23.63 24.87


- Vertical drainage condition of clay : Both- Conversion Coefficient Of Consolidation of clay(Cv') : 116.64 /day- Converted Lengh Of Clay(H') : 10.2 m- Vertical drainage path length of clay(H=H'/2) : 5.1 m Summation of the time and settlement at each layer at 3 Layer : CLAY(Soil Material No. --> 3 ) U(%) 5 10 15 20 25 30 35 40 45 50 Time 42.89 68.09 89.25 117.57 157.00 205.00 262.00 327.67 402.00 485.50 Sett. 2.50 5.00 7.50 10.00 12.50 15.00 17.50 20.00 22.50 25.01 U(%) 55 60 65 70 75 80 85 90 95 100 Time 579.67 686.00 806.50 946.001111.001312.001572.001938.002563.00 -- Sett. 27.51 30.01 32.51 35.01 37.51 40.01 42.51 45.01 47.51 50.01


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Time 579.67 686.00 806.50 946.001111.001312.001572.001938.002563.00 -- Sett. 27.51 30.01 32.51 35.01 37.51 40.01 42.51 45.01 47.51 50.01


Time 32.65 51.86 68.00 82.39 95.89 117.19 142.85 173.45 210.50 255.75 Sett. 3.74 7.49 11.23 14.98 18.72 22.46 26.21 29.95 33.70 37.44 U(%) 55 60 65 70 75 80 85 90 95 100 Time 312.40 385.00 477.67 598.33 752.50 949.001207.501573.002200.00 -- Sett. 41.18 44.93 48.67 52.42 56.16 59.90 63.65 67.39 71.14 74.88

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53

1)

FG

4.3

4.5

2.9

Embankment

Sand

Calculation point

1: Clay

3: Clay

2: Sand

(.)

()

.()

()

()

8. 18+465 18+545 80 18+500 8.9 30 7.2

()

200/

400/

()

()

16

()

1

()

15

()

48.36 48.36 46.58 1.78

Total time (day)

Embankmentheight(m)


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18+465 18+545

()

()

()

#3

#2

#1

() 3.1

()

()

()

2)

1 2 3

() 8.9

1.410


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2. Settlement Result Settlement each Calculation Point Calculation Point 1 : x = 0 m- Total Layer No. : 3Layer Soil Soil Cal.Method Height rt rsat Po P Settlement No. Mat.No Type (m) (tf/) (tf/) (tf/) (tf/) (Sf,cm) 1 1 CLAY Cc 4.30 1.880 1.880 1.89 17.85 24.27 2 2 SAND NONE 4.50 1.750 1.750 5.47 17.59 0.00 3 3 CL

xldy 3b

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