8.90

0.00

2.40 (1)

3.20 (2)

15.00 (3)

GW (2.80)

GW (9.50)

-10 -5 0 5 10 15 20 25 30

-20

-18

-16

-14

-12

-10

-8

-6

-4

-2

0

2

4

6

p = 10.0

0.0

67.0

67.0

delta water pr.

dpw [kN/m]

eph/eah [kN/m]

2.0

3.9

11.1/22.5

-84.0/24.7

-96.6

-151.2

M [kN*m/m]

-4.2

-218.5

199.4

-112.5

Q [kN/m]

121.3

-65.2-1.5

-100.9171.1

-122.6

N [kN/m]

-146.4

-160.2

w [mm]

EJ = 5.400E+5 kN*m/m

-0.0

0.0

-2.1

0.50 Strut 1 (63.7 kN/m)

3.20 Strut 2 (272.0 kN/m)

' c(a) c(p) / /[kN/m] [kN/m] [] [kN/m] [kN/m] active passive

Designation

19.0 10.0 15.0 5.0 5.0 0.667 -0.667 Umpluturi17.5 10.0 38.0 0.0 0.0 0.667 -0.667 Nisip pietris19.0 10.0 13.0 55.0 55.0 0.667 -0.667 Argila cenusie

Soil ' c(a) c(p) / /

[kN/m] [kN/m] [] [kN/m] [kN/m] active passiveDesignation

19.0 10.0 15.0 5.0 5.0 0.667 -0.667 Umpluturi17.5 10.0 38.0 0.0 0.0 0.667 -0.667 Nisip pietris19.0 10.0 13.0 55.0 55.0 0.667 -0.667 Argila cenusie

BistritaDiaphragm wallCalculation basis:No ep redistributionActive ep according to: DIN 4085Equivalent ep coefficient kah [-] = 0.200Passive ep according to: StreckSection length automatic and degree of fixity from 1.000 preset

(passive) = 1.50Embedment depth = 6.00 m Required length = 14.90 mSum V > 0 (met) / = 3.11

Design values:Verification Diaphragm wallE = 3000.00 kN/cmI = 1800000.00 cm4/mDesign to DIN 1045 17.2.1, Para. (6)Concrete: B 25Steel: BSt 500/550betar (Concrete) = 17.50 MN/mbetas (Steel) = 500.00 MN/mreq. gamma = 1.750Reduction of internal forces = 0.000M (Design = 218.53 kN*m/m

N (Design) = -57.37 kN/mh/d = 0.540 / 0.600 mDimensioning area acc. to DIN 1045: Area 1kh = 3.543kx = 0.190 kz = 0.931eps(Steel) = 5.000 eps(Concrete) = -1.172As = 14.232 cm As(s) = 0.000 cmShear design:Q (Design) = 171.05 kN/mtau0 = 340.4 kN/mShear area 1req. as(tau) = 4.8 cm/m

0.60 m

Diaphragm wall

5

.

7

0

2

.

7

0

0.50