Deep Excavation Design

8/18/2019 Deep Excavation Design

1/119

D C.A.S. , I D E LLC, U.S.A.

W GS S H 1

DEEPEXCAV

A SOFTWARE FOR ANALYSIS AND DESIGN OF RETAINING WALLS

THEORY MANUAL


2/119


W GS S H 2

1 I 4

2 G A M 4

3 G 4

4 UD A 5

5 A P C L E P 5

5.1 A P L E P C

A

6

5.2 A P L E P PARATIE 7

5.3 P P E 10

5.4 C E P O 115.4.1 A & P P L G 11

5.4.2 P 1969 E P E 13

5.4.3 FHWA A E P 14

5.4.4 FHWA R A E P D

S M C

16

5.4.5 FHWA L S S P 16

5.4.6 M FHWA 19

5.4.7 V E S C FHWA A 23

5.4.8 C T P D 26

5.4.9 T S R P D 26

6 E 7 28

6.1 S P E 7 ( DM08) 29

6.2 A

EC7 .

31

6.3 D W P & N W P

A (C L E

A)

33

6.4 S 34

6.5 L L S 35

6.6 S S 38

6.7 O 3D 387 A E EC7 41

8 G A C C 60

9 G S F 67

9.1 I 67

9.1.1 I 67

9.1.2 C W ( ) 68

9.1.3 W

.

69

9.1.4 W (

)

69

9.2 C P & B S I 709.3 G 73


3/119


W GS S H 3

10 H PE.L' . 75

11 W T S C C 76

12 S P O 80

12.1 S 81

12.2 D R 82

12.3 S T O 85

12.3.1 S 85

12.3.2 MO 86

12.3.3 R S 87

12.3.4 U 88

12.3.5 W A 8912.3.6 W M 90

12.4 W B 90

12.5 W I S E 91

12.6 V E 92

13 V 10

97

14 V 20 102

15 V 30 107

A A APPENDIX: V P P C

C

111

A B APPENDIX: S P I F G N

S P

115


4/119


W GS S H 4

1. I

T DXP ,

, . T E 7

.

2. G A M

T DXP

(.. PARATIE

). A :

) C

) P

) C CP A: 1 C

. O , P

.

3. G

T :

) H: A P . I P,

100

.

) : A P . T 1D

. I P , P

.

) F F : A P . W

2D . I PARATIE,

UTAB . T

.

) : A P . W

. I PARATIE, UTAB

.


5/119


W GS S H 5

I AAIE,

.

4. D A

C ( ). W

U

D.

I , U. H,

D/ A . T

D/U A O:

) D: A . I ,

φ

. F , PARATIE

(φ φ ) .

) : A . I ,

U S S φ

. F , PARATIE

U S S

(φ φ ),

.

) : O

(S ) ) . A

.

I AAIE,

.

5. A C L E

T A P

(P C). A

PARATIE U D D

R S. S 5.1 5.2


6/119


W GS S H 6

/ C P . H,

T 1 .

1: A E A L E C

M

R Y N1 N

1 N Y N

1 N

1 N

C Y Y Y N Y Y Y Y

CK T N Y Y Y N

CK T N Y Y Y NL N Y Y Y Y

N:

1. R C

.

2. S .

5.1 A L E C A

I

. O ,

. I

. I

. H

. I

/

.

T

(..

, , .).

A K/K . T

.


7/119


W GS S H 7

5.2 A L E AAIE

P 7.0 . H,

P 7.0 K/K ,

K/K ( ,

). I , P

K/K . T

, .

I SW K/K ( φ φ )

. T PARATIE K/K (T B ).

T

. O,

, K/K

S D D. I K K

F 1.


8/119


W GS S H 8

Options 1 2 3

Default Ka, Kp = Rankine

(RECOMMENDED)

Default engine Ka/Kp (Butee) for zero

wall friction and horizontal ground gives

same numbers as Rankine

User defined Ka/Kp

that can include slope

and wall friction (NOT

RECOMMENDED)

Default KaBase, KpBase defined for each soil type

(Performed for each stage)

1. Default Option (YES) 2. No

SW automatically determines slope angle, wall friction, and other effects KaBase

Options: A. Enable Kp changes for seismic effects (Default = Yes) KpBase

B. Enable Ka/Kp changes for slope angle (Default = Yes)

C. Enable wall friction adjustments (Default = Yes)

For each stage then Options 1.1 and 1.2 are available:

Ka= Kabase x Ka(selected method, slope angle, wall friction)

Ka Rankine (i.e. ground slope =0, wall friction = 0)

Kp= Kpbase x Kp(selected method, slope angle, wall friction, EQ)

Kp Rankine (i.e. ground slope =0, wall friction = 0)

Ka= Ka(selected method, slope angle, wall friction)

Kp= Kp(selected method, slope angle, wall friction, EQ)

IMPORTANT LIMITATIONS

A) Ka/Kp for irregular surfaces is not computed and is treated as horizontal.

B) Seismic thrusts are not included in the default Ka calculations.

Sub option 1.2: Use Actual Ka/Kp as determined from Stage Methods and Equations

(see Table 1)

3. Examine material changes. The latest Material change property will always override the above equations.

Soil Type Dialog/Base Ka-Kp

Enable automatic readjustment of Ka/Kp for slope angle, wall friction etc?

Sub option 1.1: Prorate base Ka/Kp for slope and other effects (Default)

* . H,

) , ) % , )

.

F 1: K/K


9/119


W GS S H 9


10/119


W GS S H 10

5.3 E

T

.

) R : T

. T

.

) C : T ,

, . T D

P G E, 3

E, . 430 :

W α= S ( )

= S =

= ( )

= , + ( )

θ= W (0 )

) L: A :


11/119


W GS S H 11

W

A

) CK (T): R P .

5.4 C E

5.4.1 A & L G

O . T

DX (. 10 )

. DX . F

, DX R, C, CK

, ( ).

F , DX

. P :

) , , )

. T

. W

C

.

T . H,

( )

. T,

( ). H,

.

I . T

.


12/119


W GS S H 12

S

.

Figure 2.1: Active force wedge search solution according to Coulomb.

Figure 2.2: Passive force wedge search solution according to Coulomb.


13/119


W GS S H 13

5.4.2 1969 E E

A P (1969)

:

γ

F 2.3: A E , 1969

F ( ) DX . A D. P,

( ) . F

, DX "S" "S "

"S C" . N K DX . T

K ( ),

.


14/119


W GS S H 14

5.4.3 FHA A E

T DX FHWA

(F H A). T FHWA

.

F 2.4: FHA


15/119


W GS S H 15

TOTAL LOAD (N// ) = 3H2 6H

2 (H )

F 2.5: FHA.

I 2.4 2.5, :

. F : = 2 L / (H +H/3)

. F : = 2 L /2 H 2(H1 + H+1)/3)


16/119


W GS S H 16

5.4.4 FHA A E D M C

T (.. N>4)

.

P

.

F ( ), TP

2.5

. F

:

W

. W N 6, 0.4.

O, 1.0 (P, 1969). U T P =0.4

N>6 .

I , H .

A N>6

1.0. I ,

(P).

T N>4 N


17/119


W GS S H 17

T

. A

. T

. T :

E

. F

.

T , 1.3. A

.

D

F 2.4.

W ,

.

T T P (1967)

. O

. F N>6,

,

, . I

, H (1971) K

(

FHWA N>6):

W =1 H (1971). T :


18/119


W GS S H 18

F 2.6: H

F 2.7 K H /H . F

S = S. T 4


19/119


W GS S H 19

F 2.7: C

(FHA 2004).

F :

, .

FHA, ,

D. ,

.

B , ,

FHA .

5.4.6 M FHA


20/119


W GS S H 20

O

. U,

. H,

. H,

.

I ,

. T

. I ,

. K (2010)

, ,

. T ,

.

I

, , ,

. A, , ,

50%

( F 2.8). A ,

.

I ,

. T

. I ,

.

T

FHWA P .


21/119


W GS S H 21

F 2.8: M FHA ( ).


22/119


W GS S H 22

Figure 2.9: Proposed modifications to stiff clay and FHWA apparent lateral earth

pressure diagrams (Konstantakos 2010).


23/119


W GS S H 23

5.4.7 E C FHA A

A 10 2

. T 2, 5, 8 .

A :

C 1: F 0 10 , S = 50 P γ= 20 N/3

C 2: F 10 S = 30 P γ= 20 N/3

T =10 (

, .. )

F 2.10: FHA

T :

σ=20 N/3 10 =200 P

T :

FS= 5.7 30 P/ 200 P = 0.855 ( F. 2.10)

T H K (=1):


24/119


W GS S H 24

T : P = 0.5 K σ H = 647 N/

T :

= 2 L /2 H 2(H1 + H+1)/3) = 2 647 N/ /2 10 2 (2 +2)/3= 74.65 P

T 74.3 P

.

T 3 74,3P = 222.9 N/ (

). W

. I

, 195 . I 100

200 .

N 30 .

F 2.11: FHA


25/119


W GS S H 25

I , : P = 0.65 K σ H = 432.9 N/

T :

= 2 L /2 H 2(H1 + H+1)/3) = 2 432.9 N/ /2 10 2 (2 +2)/3= 49.95 P

T .

N, .

S: F 0 5 , φ = 30 γ= 20 N/3

C 1: F 5 10 , S = 50 P γ= 20 N/3

C 2: F 10 S = 30 P γ= 20 N/3

I , N=6.67. A H

. T .

F 0 5 S 1 :

F = 0.5 20 N/3 5 (30 ) 5 = 144.5 N/

T C 1 : 5 50 P = 250 N/

T : 250 N/ + 144.5 N/ = 395.5 N/

T :

S.= 395.5 N/ / 10 = 39.55 P

T H K (=1):


26/119


W GS S H 26

T : P = 0.5 K σ H = 849 N/

T :

= 2 L /2 H 2(H1 + H+1)/3) = 2 647 N/ /2 10 2 (2 +2)/3= 98 P

T 99.2 P.

F 2.12: FHA

5.4.8 C D

W

. T 1.1 1.4

. T

.

5.4.9 D


27/119


W GS S H 27

V , US,

. T

M1 M2 .

M1 M2 . U

. T

.

F 2.10: .


28/119


W GS S H 28

5.4.10

6. E 7

I US S

R A E . E 7 (

, EC7) D

A (DA1, DA2, DA3) . I E 7

M ,

A , R

. H, A2 + M2 + R2

A, M, R. A

. H,

. I , EC7

6.1:

D A 1, C 1: A1 + M1 + R1

D A 1, C 2: A2 + M2 + R1

D A 2: A1* + M1 + R2

D A 3: A1* + A2

+ + M2 + R3

A1*

= F , A2+=

EQK ( EC8): M2 + R1

(T I DM08 DA11, DA12, EQK ).

I P ( 7 ),

L H. T L H

D S. E D S

B D S. W ,

B D S S C O (.,

E 7, DM08 ).

I E 7, :

) STR: S /

) GEO: G

) HYD: H

) UPL: U ( )

) EQU: E ( ?)

T STR, GEO, HYD E 7 . U, E 7


29/119


W GS S H 29

. I

( P), E 7

. H,

. S

6.1 / .

6.1 E 7 ( DM08)

T 2

EC72008. A DM08. T 4

/ (.. C 1 M1, C

2 M2).

2.1: L E 7


30/119


W GS S H 30

γ .3.2 1.00 1.25 1.25

' γ 1.00 1.25 1.25

γ 1.00 1.40 1.4

() γ .3.1 1.50 1.30 1

() γ

.3.

130 1.35 1.00 1

() γ .3.1 0.00 0.00 1

() γ

.3.

130 1.00 1.00 1

0.00 0.00 1

γ

.3.3.4 1.10 1.10 1 1.1 1.1

γ

.12.

134 1.10 1.10 1 1.1 1.1

.. γ

.3.3.5 1.00 1.40 1 1

(

γ .3.1 1.35 1.00 1

(

)

γ .3.

130 1.00 1.00

γ .5 1.35

γ

.17.

136 0.90

γ .4 1.10

γ .15.

136 0.90

γ .3 1.35 1.00 1

1.00 1.00 1 1 1

.4 .

130

2.2: L DM 2008


31/119


W GS S H 31

*

γ .3.2 1.00 1.25 1.25

' γ 1.00 1.25 1.25

γ 1.00 1.40 1.4

() γ .3.1 1.50 1.30 1

() γ

.3.

130 1.30 1.00 1

()

γ .3.1 0.00 0.00 1

() γ

.3.

130 1.00 1.00 1

0.00 0.00 1

γ

.3.3.4 1.10 1.10 1.10 1.1

γ

.12.

134 1.20 1.20 1.20 1.2

.. γ

.3.3.5 1.00 1.40 1

( γ .3.1 1.30 1.00 1

(

)

γ .3.

130 1.00 1.00

γ .5 1.35

γ

.17.

136 0.90

γ .4 1.10

γ .15.

136 0.90

γ .3 1.30 1.00 1

1.00 1.00 1

.4 .

130

6.2 A EC7 .


32/119


W GS S H 32

F 3

. I ,

.

(, , )

"

&

5.1 5.2

.

11 1

. , ,

, ,

. .

. .

( 1 7, 0)

/

. . .

F 3: C K K .


33/119


W GS S H 33

6.3 D & A

(C L E A)

T EC7

. I , .

1 (D):

I , . S,

F_WDR

. T . H,

:

W = (WW) F_WDR

2: ( .)

I , . S,

F_WDR

. T

. H, :

W= W F_WDR W F_WRES


34/119


W GS S H 34

6.4

T . S

PARATIE, ,

P E. T 3 .

3: A

S T

P/

T

(P/T)

E

P

E

E

C

A

C A

C

S L P & T N Y

T .

C H

V .

L P & T N Y S

W L L P & T N Y S

S S

SP & T Y Y S

W S

P & T Y Y S

A S

SP & T N Y

F (3D) P N Y

B (3D) P N Y

3D P L P & T N Y

V (3D) T N Y

A L (3D) P & T N Y

T .

V D .

M/R Y N

W EC7 ( DM08) , :

) I AAIE : I D

E ,

.

I L (F 4.1),

. .

) U P F_LP

1.0.


35/119


W GS S H 35

) U T F_LV

0.

T . S

. I ,

. M

. H,

. W P'

P .

F 4.1: S P F 4.2: E

6.5 L L

L : ) P, ) P. I

, ,

. F ,

. T =2

. H, =1.5

.

F ( ,

),


36/119


W GS S H 36

. T L/S F 4.2 . I

, .

F : W

, B P D, 1974, E 2.7

H S


37/119


W GS S H 37

F , ,

B (T, 1954).

F : T M P

D, 1974, E 2.10 . 27

=(1)/

H S

F : T C

P D E 2.9

H S


38/119


W GS S H 38

F : T M

E 2.11 . 27, P & D

H S

6.6

S

. H, . S

.

T

. T 50

. O ,

.

6.7 3D

T 3 . I ,

/ 3D .

F 3D , :

) B . I

.

) B 3D .


39/119


W GS S H 39

F : T B .

R

.

T :

T :

W :

T, :

F : T M

P D, 1974 2.4., 2.4.


40/119


W GS S H 40

6.8 L

W EC7,

. I ,

. H,

,

. I ,

1. U

1 1.5

( . ).

W ,

.


41/119


W GS S H 41

7. A E EC7

A EC7

. T

:

R ( ) E. +200

M ( ) E. +191

W E. +195

W E. +191

W γ= 10N/3

S : γ= 20N/3, γ= 19N/

3, = 3 P, φ= 32 ,

E : E= 15000 P, E = 45000 P, = 1 , =0

K =3.225 (R), K= 0.307 (R)

U T = 150 P

U FS G= 1.5

T D: E E. +197,

H = 2

A = 30

P = 400 N (.. 200N/)

S P: 4 /1.375 ,T A = 5.94

2

S F = 1862 MP

F L = 9

F D D = 0.15

W D: S S AZ36, F = 355 MP

W . E. +200

W 18


42/119


W GS S H 42

M I I = 82795.6 4/

S M S = 3600 3/

S: V

P 5P E. +200 ( )

P 0P E. +195

T F 4.1 4.4. F

:

R

C : A (F )

F : A 1.3, 0 P

25% H., A .

F .

W : S

F 5.1: I ( 0, D )

F 5.2: 1, E. +196.5 ( )


43/119


W GS S H 43

F 5.3: 2, E. +197

F 5.4: 3, E. +191

T

F 5.


44/119


W GS S H 44

Top triangular pressure height= 0.25 Hexc = 2.25 m Hexc= 9 m

Apparent Eart h Pressure Factor: 1.3 ( times ac ti ve)

Eurocode Safety factors 1 1 1SOIL

UNIT

WEIGHT

DRY UNIT

WEIGHT

WATER UNIT

WEIGHT

WATER

TABLE

ELEV. φ Ka Kp c'

(kPa) (kPa) (kPa) (m) (deg) (kPa) (m) m m/m

32 0.307 3.255 3 195 22 0.1818

20 19 10 195 32.00 0.307 3.255 3.000

ELEV.

TOTAL

VERTICAL

STRESS

WATER

PRESSURE

EFFECTIVE

VERTICAL

STRESS

Acive

LATERAL

SOIL STRESS

Apparent

Earth

Pressures

TOTAL

LATERAL

STRESS

TOTAL

VERTICAL

STRESS

WATER

PRESSURE

EFFECTIVE

VERTICAL

STRESS

LATERAL

SOIL

STRESS

TOTAL

LATERAL

STRESS NET

(m) (kPa) (kPa) (kPa) (kPa) (kPa) (kPa) (kPa) (kPa) (kPa) (kPa)

200 0 0 0 0 0.00 0.00 0.00

199.43 10.82 0.00 10.82 0.00 -7.93 -7.93 -7.93

197.75 42.75 0.00 42.75 -9.81 -31.33 -31.33 -31.33

195 95 0 95 -25.86 -31.33 -31.33 -31.33

191 175 -32.7 142.3 -40.39 -31.33 -64.06 -64.06

191 175 -32.7 142.3 -40.39 -40.39 -73.12 0 0 0 10.82 10.82429 -62.3

182 355 -106.4 248.64 -73.07 -73.07 -179.43 180 106.4 73.64 250.48 356.84 177.4

Total active earth force above subgrade:

ΔFxFrom El. 200.00 to El. 199.43 0.0 kN/m

From El. 199.43 to El. 197.75 8.2 kN/m

From El. 197.75 to El. 195.00 49.1 kN/m

From El. 195.00 to El. 191.00 132.5 kN/m

Sum= 189.8 kN/m

Factored Forc 246.7

Max. Apparent Earth Pressure= 31.3 kPa

LEFT EXCAVATION SIDE PRESSURES RIGHT SIDE PRESSURES (PASSIVE)

Modified for calculation/Strength Reductions

Hydraulic

travel length

Hydraulic loss

gradient i

WATER

TABLE

ELEV.

180

182

184

186

188

190

192

194

196

198

200

202

-200 -100 0 100 200 300 400

E L E V A T I O N ( m )

LATERAL STRESS (kPa)

LEFT LAT SOIL

LEFT WATER

LEFT TOTAL

RIGHT LAT SOILRIGHT WATER

RIGHT TOTAL

NET

F 6: C


45/119


W GS S H 45

A F 6 , 31.3 P

31.4 P (F 7.1). A

( ).

F 7.1: A


46/119


W GS S H 46

F 7.2:

F 7.3:


47/119


W GS S H 47

F 7.4: ()

F 7.5: ( )


48/119


W GS S H 48

F 7.6: (

).

F 7.7: ( )


49/119


W GS S H 49

N, EC7 DA3 . H, EC7

. T .

F 8.1: G EC7 DA3 A

T :FS((φ)) = 1.25

FS() = 1.25

FS(S) = 1.5 ( )

FS(A ) = 1.3

FS(A)= 1.1

FS(W D)= 1.0

FS(D_E)= 1.0

N , DA3

F 8.2. A F 8.3 8.4 ,

F 8.2.


50/119


W GS S H 50


Apparent Eart h P ressure Fac tor: 1. 3 ( times ac ti ve)

Eurocode Safety factors 1.25 1 1.25

SOIL

UNIT

WEIGHT

DRY UNIT

WEIGHT

WATER UNIT

WEIGHT

WATER

TABLE

ELEV. φ Ka Kp c'


32 0.307 3.255 3 195 22 0.1818 1 1 1

20 19 10 195 26.56 0.382 2.618 2.400

ELEV.

TOTAL

VERTICAL

STRESS

UNFACTORED

WATER

PRESSURE

EFFECTIVE

VERTICAL

STRESS

Acive

LATERAL

SOIL STRESS

Apparent

Earth

Pressures

TOTAL

LATERAL

STRESS

(factored

earth)

TOTAL

VERTICAL

STRESS

WATER

PRESSURE

EFFECTIVE

VERTICAL

STRESS

LATERAL

SOIL

STRESS

TOTAL

LATERAL

STRESS

Net water

pressure

(factored) NET(m) (kPa) (kPa) (kPa) (kPa) (kPa) (kPa) (kPa) (kPa) (kPa) (kPa) (kPa)

200 0 0 0 0 0.00 0.00 0 0.00

199.59 7.77 0.00 7.77 0.00 -7.37 -7.37 0 -7.37

197.75 42.75 0.00 42.75 -13.37 -40.60 -40.60 0 -40.60

195 95 0 95 -33.33 -40.60 -40.60 0 -40.60

191 175 -32.7 142.3 -51.39 -40.60 -73.33 -32.73 -73.3

191 175 -32.7 142.3 -51.39 -51.39 -84.11 0 0 0 7.77 7.765837 -32.73 -76.3

182 355 -106.4 248.64 -92.02 -92.02 -198.39 180 106.4 73.64 200.51 306.88 0.00 108.5


ΔFx

From El. 200.00 to El. 199.59 0.0 kN/m

From El. 199.59 to El. 197.75 12.3 kN/m

From El. 197.75 to El. 195.00 64.2 kN/m

From El. 195.00 to El. 191.00 169.4 kN/m

Sum= 245.9 kN/m

Factored Forc 319.7

Max . Apparent Eart h P ressure= 40. 60 kPa

Modified for calculation/St rength Reductions


WATER

TABLE

ELEV.

Hydraulic

travel length

Hydraulic loss

gradient i

Safety

factor on

net water

pressures

Safety

factor on

earth

pressures

Safety

factor on

Passive

Resistance

180

182

184

186

188

190

192

194

196

198

200

202

-300 -200 -100 0 100 200 300 400



LEFT LAT SOIL

LEFT WATER

LEFT TOTAL

RIGHT LAT SOIL

RIGHT WATER

RIGHT TOTALNET Water

Net

F 8.2: C DA3 A


51/119


W GS S H 51

F 8.2: A DA3 A (40.7

)

F 8.3: F DA3 A (7.5 = 5 1.5)


52/119


W GS S H 52

F 8.4: F DA3 A

32.73 = 32.73 1.0 , 32.7 F 6.3

32.7

F 8.5: DA3 A


53/119


W GS S H 53

N DA11 .


A pparent E art h P res sure Fac tor: 1. 3 ( ti mes ac tive)

Eurocode Safety factors 1 1 1

SOIL

UNIT

WEIGHT

DRY UNIT

WEIGHT

WATER UNIT

WEIGHT

WATER

TABLE

ELEV. φ Ka Kp c'


32 0.307 3.255 3 195 22 0.1818 1.35 1.35 1

20 19 10 195 32.00 0.307 3.255 3.000

ELEV.

TOTAL

VERTICAL

STRESS

UNFACTORED

WATER

PRESSURE

EFFECTIVE

VERTICAL

STRESS

Acive

LATERAL

SOIL STRESS

Apparent

Earth

Pressures

TOTAL

LATERAL

STRESS

(factored

earth)

TOTAL

VERTICAL

STRESS

WATER

PRESSURE

EFFECTIVE

VERTICAL

STRESS

LATERAL

SOIL

STRESS

TOTAL

LATERAL

STRESS

Net water

pressure

(factored) NET(m) (kPa) (kPa) (kPa) (kPa) (kPa) (kPa) (kPa) (kPa) (kPa) (kPa) (kPa)

200 0 0 0 0 0.00 0.00 0 0.00

199.43 10.82 0.00 10.82 0.00 -7.93 -10.71 0 -10.71

197.75 42.75 0.00 42.75 -9.81 -31.33 -42.30 0 -42.30

195 95 0 95 -25.86 -31.33 -42.30 0 -42.30

191 175 -32.7 142.3 -40.39 -31.33 -75.02 -44.18 -86.5

191 175 -32.7 142.3 -40.39 -40.39 -87.25 0 0 0 10.82 10.82429 -44.18 -87.9

182 355 -106.4 248.64 -73.07 -73.07 -205.01 180 106.4 73.64 250.48 356.84 0.00 151.8


ΔFx

From El. 200.00 to El. 199.43 0.0 kN/m

From El. 199.43 to El. 197.75 8.2 kN/m

From El. 197.75 to El. 195.00 49.1 kN/m

From El. 195.00 to El. 191.00 132.5 kN/m

Sum= 189.8 kN/m

Factored Forc 246.7

Max . A pparent Eart h P res sure= 31. 33 k Pa

Safety

factor on

earth

pressures

Safety

factor on

Passive

Resistance

WATER

TABLE

ELEV.

Hydraulic

travel length

Hydraulic loss

gradient i

Modified for calculation/Strength Reductions


Safety

factor on

net water

pressures

180

182

184

186

188

190

192

194

196

198

200

202

-300 -200 -100 0 100 200 300 400



LEFT LAT SOIL

LEFT WATER

LEFT TOTAL

RIGHT LAT SOIL

RIGHT WATER

RIGHT TOTAL

NET Water

Net

F 8.6: C DA11 A


54/119


W GS S H 54

F 8.7: A DA11 A (42.4

)

F 8.8: F DA11 A

44.18 = 32.73 1.35 , 32.7 F 6.3

44.18

I , .


55/119


W GS S H 55

F

9.1: .

F 9.2: DA3 .


56/119


W GS S H 56

F 9.3: DA3 ( )

F 9.4: DA11 .

IMA F DA11:

I P W U E U 1, , ,

. I ,

E U (1.35 DA11), ,

1.5/1.35=1.111 1.35/1.35=1. W

, , 1.35. T

.


57/119


W GS S H 57

T STR & GEO C DA11:

γ = 1.1 ( )

γ = 1 (S )

FS G = 1.0 U ,

1.35 .

F L = 9

F D D = 0.15

U S = 150 P

T :

R.= L π D / (γ )

R.= 578.33 N

T ( ) :

R.= L π D / (γ γ FS G) = 578.33 N

T U S :

R.= A. F/ ( γ )

N 1/ γ = φ EC = 0.87

R.= 0.87 A. F

R.= 0.87 5.94 2 1862 MP = 961.8 N

T :


58/119


W GS S H 58

F 9.6: I /

T GEO C DA12:

γ = 1.1 ( )

γ = 1.4 (S )FS G = 1.0 I M2 1.0

( FS=2.0).

F L = 9

F D D = 0.15U S = 150 P

T :

R.= L π D / (γ γ FS G)

R.= 578.33 N

T ( ) :

R.= L π D / (γ γ FS G) = 413.1 N


59/119


W GS S H 59

F 9.7: I / DA12


60/119


W GS S H 60

8. G A C C

A , . T

EC

( ). T

() . H,

(

, ( ), ). T (

) :

) U :

R.= L π D / (γ )

) T ( ) :

R.= L π D / (γ γ FS G)

W:

= U S ( )

L = F

D = F (0.09 0.15 )

FS G = 1.0 2.0 .

FS G= 1.0 M2 .

γ = 1 1.2 R

γ = 1 1.4 (S , )

N γ γ 1, E DM08

.

) T S :

P.= φ. (A T) F

φ . = M 0.9

P.= φ (A T) F

φ = M 0.6 0.9


61/119


W GS S H 61

T

. φ.

. φ

. W E φ φ..

N φ= 1/ γ

I P ,

(W )

STR GEO . A

A T T . H, .

F 10.1 . T

, , (D).


62/119


W GS S H 62

F 10.1: M (E )

T

. T

. A ,

. W P ,

ELPL . I, P

. T

. A :

) S . F

, DX

. F , .

F,

. E

. T .

H, :

=F1 0.5 (σ+ σ) (φ) + F2 α ( S)

I S φ=0. F

φ .

W:

F1 = F ( 1)

F2 = C ( 1)

α = A ( =1),

S. I :

α = V 1 = 0.8 S = C2

α = L S C1 C2.


63/119


W GS S H 63

) U ( ) .

F 10.2: A

) U .

= G


64/119


W GS S H 64

F 10.3: G ( )

) U

.

= S (B T)

I , B (F. 10.5.1,

10.5.2) .


65/119


W GS S H 65

F 10.4: B (>

).

) W E

( )

S. H, M2

U S FS_ . T,

E 7 NTC , FS_G

M1 .

W ,

/

M .


66/119


W GS S H 66

F 10.5.1: E A95 B.

F 10.5.2: E FHA

F .


67/119


W GS S H 67

9. G F9.1 E ( )

9.1.1 I

S . DX

1.0

. T

, , . T

:

1) P R S F (C A):

2) R S F (C A):

3) L (C A):

4) M (PARATIE)

T

( ).

5) Z (PARATIE)

T P .

W PARATIE ,

(E 9.1,

9.2, 9.3). S, PARATIE ,

E. 9.4. I

PARATIE .


68/119


W GS S H 68

N 9.1 9.2 (.. )

.

9.1.2 C ( )

F , "" ""

. T

1.0 . T

.

N , . I .

I

FS= 1.0 . I ,

( ). T

, (FS=

D / ).

.

F 11.1: F E M


69/119


W GS S H 69

9.1.3 .

F

. F ,

. H, . T

:

FS= R M / O M

F 11.2: F E M

9.1.4 ( )

F

(E. 9.1 9.2):

FS= R M / O M

O / .

F ,

:

) I B ,

. T

:


70/119


W GS S H 70

) I ,

(..

). T :

D = +

9.2 C & B I

C (C . ., 1989)

. C

(E) (I)

(γ ) . T

: )

( 9 12 )

7 17 , ) 2 3, )

, )

.

I

. I

,

, , ,

, , . F,

C . . [1989]

.

R, J [1998]. T

, , . T : I) G (

, , ), II) S P ( ,

, OCR ), III)

S S ( , ).

J [1998] : ) U

; ) ( ); ) . S

. W


71/119


W GS S H 71

. S

.

F 11.3: C . .

4.1: L ( T, 1943).

N __

FS= F D(¨

2 / 2) B

2

γ

¨ 2 B


72/119


W GS S H 72

=

=

B = B

D = D

N = 5.4

S DX

. N S

.


73/119


W GS S H 73

9.3 G B W . T

,

, . W

:

) C A

) B A

T

. B A A

.

W ( ), DX

. I , DX

. T

. T

.

I ,

( ).

F 11.4: D : ,

( B 2003).


74/119


W GS S H 74

4.2:

.


75/119


W GS S H 75

10. H

A , P E

. T

P :

A G:

A A: I

I , /

. T

E 7 DM08

. T , ,

, , .

. T

M G (M )

A B: (M)

F ,

(

). H,

. F , 15

1,35 :

N H = 1.35 15 = 20.25

I , 5.25 . F , M (

3 )

2.25 , .

T,

.

A C: A

I , (

) . W


76/119


W GS S H 76

11. C C

T .

T

(.. ). T

.

5.1: A C &

(E E)

W S

H

T I

W S

P O

W S

P

C

R

C

L

S

(

)

S

T I/ .

: O

. I , . T


77/119


W GS S H 77

. O, (

) .

5.2: A C, &

(E E)

W S

H

D= B

D

T I

C 25%

.

W S

P O

D= P

D

W S

P

C

D= P

D

R

CD=W

E

I= I/4

α=

S

(

)

D=W

T P W S

S E

.


78/119


W GS S H 78


79/119


W GS S H 79

5.3: A C, D C

(E E)

A

R

C

SPTC W (S P

T C)

O

O . U

,

:

E C :

T

. I

.

T I T 5.1 5.3

S. T:

T

I S . H, ,

.

T .


80/119


W GS S H 80

12.

E

. T

. I,

. T

:

) T

) T .

) I

U (.. )

. H,

. I (.. P )

. T P

.

F, , . W

. T . I

:

) D , .

) S ( ). F

).

) F , (R ).

) S .

) O .

) S ( ).

) O .


81/119


W GS S H 81

F 12.1:

12.1

T

( ) ,

, , . T

:

W: A = M

A = B

S = S ( 1 2)

S = T (, , )

1 1.4


82/119


W GS S H 82

I = I ( ). 1 ,

.

S (.. I)

( 12.5).

12.2 D

F (.. )

R:

) W ,

R E 8 S (2004).

F 12.2: 2004

) RE : R E (1979)

. T :

O


83/119


W GS S H 83

W: δ = P

= M

α = M ( /2)

.

α = H ( /2)

K (1996) /α

S /α

R 0.05

D 0.15

) LW :

L W

.

) I (NTC 2008) :

T I 20087

.

ah = k h·g = α·β ·aMAX (NTC 2008 eq. 7.11.9)

amax = S ·ag = S S· S T·ag (NTC 2008 eq. 7.11.10)

The software program then determines the design acceleration with:


84/119


W GS S H 84

The α and β parameters are determined with the aid of the following design charts where:

H = Excavation height (automatically determined during analysis)

us = design permanent wall displacement (defined by user)

F 12.3: αααα according to Italian building code NTC 2008

F 12.4: ββββ according to Italian building code NTC 2008


85/119


W GS S H 85

12.3

12.3.1

I

( )

B. T .

W:

B = M ( 0.75, .. H S C)

σ = T

= W , , (

)


86/119


W GS S H 86

12.3.2 M

O (1926) M M (1929)

MO (MO)

. T MO

C ( ) .

T MO

.

W α= S ( )

= S = D

I = (EC. E. E.13)

P = (EC. E. E.16)

α = ( )

α = , + ( )

θ= W (0 )

F :


87/119


W GS S H 87

T S & W (1970)

0.6H

( ). T

:

12.3.3

T RS (1994) MO

. F :

W :

W: σΖ = (1 α) γ U ( )

σΖ0 = γ U ( )

τ = α γ


88/119


W GS S H 88

T :

T :

T

MO . I , .

I . T

RS

.

12.3.4

I .


89/119


W GS S H 89

12.3.5 A

I

:

W γ = A ( 12.4):

) D

) T ,

) T

.

T :

I .

T .

W P

(..

). T ( )

. D P .


90/119


W GS S H 90

12.3.6 M

T A W M

.

12.4 B

F W

(W, 1931)

:

F

. I ( ) ,

.

D ,

. W

( , ). T

:

) A . W ,

.

) A . W ,

.

) A E 8 . S

5 104

/

.

I

(K, 2009):


91/119


W GS S H 91

: T W .

I ,

W .

12.5 I E

T ( )

. T


92/119


W GS S H 92

12.6 E

L 10 , .

T

:

R ( ) E. +0

M ( ) E. 10

W E. 0

W E. 0

W γ= 10N/3

H = 0.25

V = 0.125 ()

W δ= 11

S : γ= 21.55N/3, γ= 18.55N/

3, = 0 P, φ= 32 ,

P K= 0.001 /

E : E= 15000 P, E = 45000 P, = 1 , =0

K =3.225 (R), K= 0.307 (R)

N C 11 :

K =3.301, K= 0.278

A: C

MO .


93/119


W GS S H 93

θ atanγ d Ax⋅

γ t γ w−( ) 1 Ay−( )⋅

:= for pervious soil

β 0= β 0deg= θ 24.649deg=

According to Mononobe Okabe if B < FR - THETA test1 φ θ−:= test1 7.351deg=

KAEsin ψ φ+ θ−( )( )

2

cos θ( ) sin ψ ( )( )2

⋅ sin ψ θ− δ1−( )⋅ 1sin δ1 φ+( ) sin φ β− θ−( )⋅

sin ψ θ− δ1−( ) sin ψ β+( )⋅

0.5

+

2

⋅

:=

KAE 0.756=

In the horizontal direction KAE.h KAE cosπ

2ψ − δ1+

⋅:= KAE.h 0.742=

T :

σ= γ U = 21.55 10 10 10 = 115.5 N/2

T :

F.SEQ= (K. (1) K.) σ H/2 = 214.4 N/

T :

= 8.57 P

T :


94/119


W GS S H 94

8.57 P + 2 21.875 P= 52.33 P

T :


95/119


W GS S H 95

F 12.5: M , A, A

( ).

B: N . I ,

:

θ atanγ t Ax⋅

γ t γ w−( ) 1 Ay−( )⋅

:= for impervious soil

β 0= β 0deg= θ 28.061deg=

According to Mononobe Okabe if B < FR - THETA test1 φ θ−:= test1 3.939deg=

KAEsin ψ φ+ θ−( )( )

2

cos θ( ) sin ψ ( )( )2

⋅ sin ψ θ− δ1−( )⋅ 1sin δ1 φ+( ) sin φ β− θ−( )⋅

sin ψ θ− δ1−( ) sin ψ β+( )⋅

0.5

+

2

⋅

:=

KAE 0.936=

In the horizontal direction KAE.h KAE cosπ

2ψ − δ1+

⋅:= KAE.h 0.919=

T :

F.SEQ= (K. (1) K.) σ H/2 = 303.8 N/


96/119


W GS S H 96

= 12.15 P

12.15 P + 21.875 P= 34.02 P

T , (

):

F 12.6: M , B, .

C: C B=0.75

. I , :

σ= γ U = 18.55 10 0= 185.5 N/2

T , , :


97/119


W GS S H 97

F 12.7: M , C, .

I

13. 10

T , ,

10 . P :

L S E. = 0 FT R S E.= 10 FT G. W E= 10 FT

S γ = 120 F A=30 W γ = 62.4

A = 0.333 P =3


98/119


W GS S H 98

F 13.1: C


99/119


W GS S H 99


100/119


W GS S H 100

F 13.2: 10 .

T DEEP F 13.2. DEEP

FS. 1 EL. 24.5 . O FS. 1 E. 24.76

. DX . T

(.. )

.

T :

FS =40/ (10 (24.5)) = 2.758


101/119


W GS S H 101

T

. DX 4.136

FS=2.213. T

DX.

T E. 10 E. 50 :

σ10= γ U = 0.120 10 0= 1.2

σ50= σ10 + (γ−γ ) = 1.2 + (0.1200.0624) 40 = 3.504

H,

. H, .

D = 0.333 1.20 10/2 + 0.333 (1.2 + 3.504 ) 40 /2 = 33.35 /

R = 3 (0.1200.0624) 40 40/2 = 138.24 /

T :

FS= 138.24/ 33.35 = 4.145 4.136

DX 22.4 .

T

.


102/119


W GS S H 102

14. 20

U 14.1, 20

E. 10 (10 ). T

1.0, ,

. L F 1.

F 14.1: L 20 .


103/119


W GS S H 103


104/119


W GS S H 104

F 14.2: D 20 10 .

A F 2, DEEP FS=1.0 E. 35.75

EL. 35.9 . T,

DX.

T :

FS.= 30 / (20 (35.75)= 1.904

DX

R = 10.48 ( ).

U

. A F

14.3, 45.9 / DX

44.6 /. T, DX .


105/119


W GS S H 105

F 14.3: C M 20 .

F . T

. DX 1.915

1.915. T DX

.


106/119


W GS S H 106

1.915


107/119


W GS S H 107

15. 30

T 30 , 10 , 20 . A

(14.1 14.2). F 15.1 30 . DX

F 15.1.

SOIL UNIT

WEIGHT

WATER UNIT

WEIGHT

WATER

TABLE

ELEV. Ka Kp

WATER

TABLE ELEV.

(kcf) (kcf) (FT) (FT)

0.12 0.0624 -10 0.333 3 -30

ELEV.

TOTAL

VERTICAL

STRESS

WATER

PRESSURE

EFFECTIVE

VERTICAL

STRESS

LATERAL

SOIL

STRESS

TOTAL

LATERAL

STRESS

TOTAL

VERTICAL

STRESS

WATER

PRESSURE

EFFECTIVE

VERTICAL

STRESS

LATERAL

SOIL

STRESS

TOTAL

LATERAL

STRESS NET(FT) (ksf) (ksf) (ksf) (ksf) (ksf) (ksf) (ksf) (ksf) (ksf)

0 0 0 0 0 0 0

-10 1.2 0 1.2 -0.4 -0.4 -0.4

-20 2.4 -0.624 1.776 -0.592 -1.216 -1.216

-30 3.6 -1.248 2.352 -0.784 -2.032 0 0 0 0 0 -2.032

-43.22 5.186 -2.073 3.113 -1.038 -3.111 1.586 0.825 0.761 2.284 3.109 -0.001

-50 6 -2.496 3.504 -1.168 -3.664 2.4 1.248 1.152 3.456 4.704 1.04

LEFT EXCAVATION SIDE PRESSURES RIGHT SIDE PRESSURES

-60

-50

-40

-30

-20

-10

0

-5 -4 -3 -2 -1 0 1 2 3 4 5 6

E L E V A T I O N ( F

T )

LATERAL ST RESS (KSF)

LEFT LAT SOIL

LEFT WATER

LEFT TOTAL

RIGHT LAT SOIL

RIGHT WATERRIGHT TOTAL

NET

F 15.1: L 30


108/119


W GS S H 108

F 15.2: L 30 D.

F 15.3: 30 E


109/119


W GS S H 109

T

E 43.22 . R

F 15.3. T 72.5 / E. 20 65.0

. DX 72.6 / E. 20 65.0 /

. S DEEP 1.24 / 32.01/

(E. 20). T, DX

.

F 15.4: , , DEE 30

.

N .

Reaction at pin support at El -43.22 ftFB 9.000kip:=

Note that the pressure at El -43.22 is zero. Now calculate the net passive resistance to the

bottom of the wall.

σBOT 0.944ksf :=

Therefore, the next passive resisting force below El. -43.22 is

RNET 50ft 43.22ft−( )σBOT 1⋅ ft

2⋅:= RNET 3.2kip=

Passive force safety factor FSPASRNET

FB:= FSPAS 0.356=

DeepXcav calculates 0.36 which verifies the hand calculated safety factor.


110/119


W GS S H 110

u30 1.248ksf :=

Moment for water from El. -20 to El. -30ft

M1w10 ft⋅ u20⋅ 10⋅ ft⋅

2

u30 u20−( ) 10⋅ ft⋅

2

10 ft⋅ 2⋅

3⋅+

1⋅ ft:= M1w 52kip ft⋅=

Below El. -30 the net water pressure has a rectangular distribution

unet u30:= unet 1.248ksf = and the moment contribution is

M2w unet 20⋅ ft 10ft20ft

2+

⋅ 1⋅ ft:= M2w 499.2kip ft⋅=

The driving moment is then: MDR

MDRs

M1w

+ M2w

+:=

Resisting moment comes from a triangular pressure distribution pressure at bottom 3.456 ksf

onky due to soil contribution as water moment is added as a net moment on the driving side

FR 3.456ksf 20⋅ ft 1⋅ft

2:= MR FR 10ft 20ft

2

3⋅+

⋅:= MR 806.4kip ft⋅=

Now we can calculate the rotational safety factor FSROTMR

MDR:= FSROT 0.814=

Now calculate rotational safety factor about lowest support. In this method, driving and resisting

moments below the lowest support are calculated. The safety factor is then calculated at the

ratio of resistring to driving moments. Note that moments above the lowest support are ignored.

Soil pressure at El- 20 σDRs20 0.592ksf :=

σDRsbot 1.168ksf :=Soil pressure at bottom of left wall side El- 50ft

From the rectangular portion of the driving soil pressures

FDRrectS 30ft 1⋅ ft σDRs20( )⋅:= FDRrectS 17.76kip=

MDRrectS FDRrectS 30⋅ft

2:= MDRrectS 266.4kip ft⋅=

From the triangular portion of the driving pressures

FDRtriS σDRsbot σDRs20−( ) 30⋅ ft 1⋅ft

2:= FDRtriS 8.64kip=

MDRtriS FDRtriS 30⋅ ft2

3⋅:= MDRtriS 172.8kip ft⋅=

And total driving moment due

to soil pressures on left sideMDRs MDRrectS MDRtriS+:= MDRs 439.2kip ft⋅=

Now calculate the net driving moment due to water below El. -20ft

u20 0.624ksf :=

A F 15.4 , DX .


111/119


W GS S H 111

A. AEDI: C C

KP1cos φ θ+ β−( )( )

2

cos θ( )( )

2

cos β( )( )

2

⋅ cos δ1 θ− β+( )⋅ 1sin δ1 φ+( ) sin φ α+ β−( )⋅

cos δ1 θ− β+( ) cos α θ−( )⋅

0.5

−

2

⋅

:=

KP KP1 1 Ay−( )⋅:= KP 15.976=

KPH KP cos δ1 θ−( )⋅:= KPH 15.734=

3. Calculate Kp according to Lancellotta 2007, note equation does not account for wall inclination

Θ2 asinsin δ1( )

sin φ( )

asin

sin α β−( )

sin φ( )

+ δ1+ α β−( )+ 2 β⋅+:= Θ2 1.029=

Θ2 58.981deg=γ 1 1 Ay−( )

2Ax

2+

0.5

:= γ 1 1.013=

KPE cos δ1( )cos δ1( ) sin φ( )( )

2sin δ1( )( )

2−

0.5

+

cos α β−( ) sin φ( )( )2

sin α β−( )( )2

−

0.5

−

⋅

eΘ2 tan φ( )⋅

⋅:= KPE 10.401=

KPH.Lancellotta KPE γ 1⋅ cos α β−( )⋅:= KPH.Lancellotta 10.477=

KP.Lancellotta

KPH.Lancellotta

cos δ1( ):= KP.Lancellotta 10.639=

1. Calculate Kp according to various equations, define basic parameters

Soil friction angle φ 40deg:=

Slope angle α 15deg:= Note that positive slope angle is upwards

δ1 10deg:=Wall friction

Wall inclination θ 0deg:= Note vertical face angle theta is 0

Seismic accelerations

Ax 0.16:= Ay 0:=

β atanAx

1 Ay−

:= β 0.159= β 9.09deg=

2. Calculate Kp according to Coulomb, DAS pg. 430, Principles of Geotechnical Engineering


112/119


W GS S H 112

I , .

T K ) F S D P

, ) K E

.


113/119


W GS S H 113


114/119


W GS S H 114


115/119


W GS S H 115

B. AEDI: I F G

**

* AAIE AALI F DEIG ECI:EC7, 2007: DA1, C 2: A2 + 2 + 1

*1: D G C

0.2

200

*2. ADD GEEAL ALL & DIEI

L 0 182 200

*3.1 DEFIE FACE F LEF ALL

0L L 182 200 1 0

0 L 182 200 2 180

*4: DEFIE IL LAE ELEAI & EGH

* BIG B 1

*DAA F LAE: 1, IL E= 1, F

L L1 200

19 10 10

3 32 0.307 3.255

0.47 0.5 1

15000 3 0 1 100 0.5

0.03048

E

*5.1: DEFIE CAL AEIAL

*A GEEAL AEIAL

* GEEAL CCEE AEIAL CEED CIE I IH FCE/LEGH2

*C : 0 = 3 C, E= 21541.9

CC03 21541900

*C : 1 = 4 C, E= 24874.5

CC14 24874500

*C : 2 = 5 C, E= 27810.5

CC25 27810500

* GEEAL EEL EBE AEIAL CEED CIE I IH FCE/LEGH2

* : 0 = F510, E= 206000

EEL0 206000000

* : 1 = A50, E= 200100

EEL1 200100000

* GEEAL EBA AEIAL CEED CIE I IH FCE/LEGH2, ED F ACH

* : 0 = G 60, E= 200100

EB0G 200100000

* : 1 = G 75, E= 200100

EB1G 200100000

* : 2 = G 80, E= 200100

EB2G 200100000

* : 3 = G 150, E= 200100

EB3G 200100000

* : 4 = 270 , E= 200100

EB4 200100000

* E DEFIED AEIAL CEED CIE I IH FCE/LEGH2, ED F ACH

* : 0 = 0, E= 1

E0 1000

* ED GEEAL AEIAL

* 5.2 D

A 100000000000

* 6.1 LEF ALL CAL EIE

*C I.


116/119


W GS S H 116

* E= 206000 , I= 82795.6 4/ 1 = 82795.6 4

* I= E I CEI / (E CEL ) =>

* I= 206000 82795.6 4/ 1 = 82795.6 4 1E08/ (206000 1 1)= 0.00083 (4/)

* E I/L

* = (12 I/L)(1/3) = (12 0.00083)(1/3) = 0.21498 ()

BEA LBEA L 182 200 EEL0 0.214979 00 00

*7.1: GEEAE F LEF ALL

*C : /L= (A/CA) / (F L + F L / 100 =>

* /L= (5.942/100002 /2) /2 (7 + 50 9 /100 = 2.58261E05

IE L0 L 197 EB4 2.58261E05 200 30 0 0

*8.1: ADD ALL LAD & ECIBED CDII F LEF ALL

DE 0 L 195

* ED F DE ADDII

* 9.A 1 . 0

* 9.A 1 . 1

* 9.A 1 . 2

* 9.A 1 . 3

* : 3, 0 1 E. 200, = 0, = 5, = 0

* 2 E. 195, = 0, = 0, = 0

* A : E , . L LF=1.3

***** ED 0

****************************************************************

* 10: GEEAE ALL E/AGE

*****************************************************************

*A DAA F AGE: 0 : 0

0 : 0

*10.: DECIBE K, K C D F, C C

* LAE 1 0

* C : EC7, 2007, C:DA1, C. 2: A2 + 2 + 1*FF = 1.25, F'= 1.25, FDE= 1, F= 0.9, FE= 1

*FL = 1.3, FL= 1, F = 0, FA= 1.1, FA= 1.1

* KH= KHB FDE K( F= 26.56, DF= 0, A= 0) / K( F= 32, DF= 0, A= 0)=>

* KDH = 0.307 1 0.382/0.307 = 0.382

* KDH= KHB /F K( F= 26.56, DF= 0, A= 0) / K( F= 32, DF= 0, A= 0)=>

* KDH = 3.255 /1 2.618/3.255 = 2.618

* ED LAE 1 : 0

* I 10. .

*ED 10.

*10: A GEEAE IL E CHAGE CAD F AGE

* E 7

* .

L1 26.56 L

L1 26.56 L L1 2.4 L

L1 2.4 L

L1 0.381719868280688 L

L1 0.381719868280688 L

L1 2.61784906429131 L

L1 2.61784906429131 L

*10: ED GEEAIG CHAGE F AGE.

* DAA F LEF ALL

L

*10.1 G 0

200 200

195 0 3830

*11: ADD LEF ALL


117/119


W GS S H 117

*13.1: ADD LEF ALL CHAGE F LAD DIECL LADIG HE ALL

*13.2.1: ADD LEF ALL CHAGE CALCLAED IDE F AAIE EGIE

*13.3: ADD ALL CHAGE HA AE DIECL HE LEF ALL

*13.3: ED ADDIG ALL CHAGE LEF ALL

* ED DAA F LEF ALL

*19.1 EAIE IF AE EED F LEF ALL

* 19: ED EAL

*20: ADD LAEAL LIE LAD LACED DIECL ALL

EDE

*ED DAA F AGE 0 AE: 0

***************************************************************

*****************************************************************

*A DAA F AGE: 1 : 1

1 : 1


* LAE 1 1

* C : EC7, 2007, C:DA1, C. 2: A2 + 2 + 1

*FF = 1.25, F'= 1.25, FDE= 1, F= 0.9, FE= 1

*FL = 1.3, FL= 1, F = 0, FA= 1.1, FA= 1.1


* KDH = 0.307 1 0.382/0.307 = 0.382


* KDH = 3.255 /1 2.618/3.255 = 2.618

* KDH= KHB FD K( F= 26.56, DF= 0, A= 0) / K( F= 32, DF= 0, A= 0)=>

* KDH = 0.307 1 0.382/0.307 = 0.382

* KH= KHB /F K( F= 26.56, DF= 0, A= 0) / K( F= 32, DF= 0, A= 0)=>

* KH = 3.255 /1 2.618/3.255 = 2.618

* '= / (F FDE) = 3/(1.25 1) = 2.4* 'D= / (F F) = 3/(1.25 1) = 2.4

* ED LAE 1 : 1

* I 10. .

*ED 10.

* DAA F LEF ALL

L

*10.1 G 1

200 196.5

195 0 3830

*11: ADD LEF ALL

*13.1: ADD LEF ALL CHAGE F LAD DIECL LADIG HE ALL*13.2.1: ADD LEF ALL CHAGE CALCLAED IDE F AAIE EGIE



* ED DAA F LEF ALL


* 19: ED EAL


EDE


***************************************************************

*****************************************************************

*A DAA F AGE: 2 : 2


118/119


W GS S H 118

2 : 2


* LAE 1 2

* C : EC7, 2007, C:DA1, C. 2: A2 + 2 + 1

*FF = 1.25, F'= 1.25, FDE= 1, F= 0.9, FE= 1

*FL = 1.3, FL= 1, F = 0, FA= 1.1, FA= 1.1


* KDH = 0.307 1 0.382/0.307 = 0.382


* KDH = 3.255 /1 2.618/3.255 = 2.618


* KDH = 0.307 1 0.382/0.307 = 0.382


* KH = 3.255 /1 2.618/3.255 = 2.618

* DAA F LEF ALL

L

*10.1 G 2

200 196.5

195 0 3830

*11: ADD LEF ALL

ADD L0





* ED DAA F LEF ALL


* 19: ED EAL


EDE


***************************************************************

*****************************************************************

*A DAA F AGE: 3 : 3

3 : 3


* LAE 1 3

* C : EC7, 2007, C:DA1, C. 2: A2 + 2 + 1

*FF = 1.25, F'= 1.25, FDE= 1, F= 0.9, FE= 1*FL = 1.3, FL= 1, F = 0, FA= 1.1, FA= 1.1


* KDH = 0.307 1 0.382/0.307 = 0.382


* KDH = 3.255 /1 2.618/3.255 = 2.618


* KDH = 0.307 1 0.382/0.307 = 0.382


* KH = 3.255 /1 2.618/3.255 = 2.618

* DAA F LEF ALL

L

*10.1 G 3

200 191

195 4

*11: ADD LEF ALL


119/119





* : 3, 0 1 E. 200, = 0, = 5, = 0

* 2 E. 195, = 0, = 0, = 0

* A : E , . L LF=1.3

***** ED 0

L 195 0 200 6.5


* ED DAA F LEF ALL


* 19: ED EAL


EDE


***************************************************************

*

*

Date post:	07-Jul-2018
Category:	Documents
Upload:	mike
View:	232 times
Download:	0 times

Deep Excavation Design

Documents