Final Project File

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KTH AF2611 GEOTECHNICAL ENGINEERING ,ADVANCED COURSE

SCHOOL OF ARCHITECTURE AND BUILT ENVIRONMENT

DIVISION OF SOIL AND ROCK MECHANICS

Geotechnical Design ReportTemporary Sheet Pile wall Design for a Highway

Project

Yohannes Kiflat 810214-5854

Yohannes Mehari 870110-0573

STOCKHOLM

2012-10-22


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Geotechnical Design Report

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Content

Table of Content ................................................................................................................................................ 1

Objective and Purpose ....................................................................................................................................... 2

Basis for Design and Valid Documents ............................................................................................................. 2

Geology and Ground Condition ........................................................................................................................ 4

Characterstic Values .......................................................................................................................................... 5

Recommendations ............................................................................................................................................. 7

Design ................................................................................................................................................................ 8

Descripiton of Construction ......................................................................................................................... 8

Design Values............................................................................................................................................. 11

Assumptions ............................................................................................................................................... 13

Calculations ................................................................................................................................................ 14

Ultimate Limist State Design (ULS) .......................................................................................................... 14

Serviceability Limit State Design (SLS) .................................................................................................... 38

Control Program .............................................................................................................................................. 58

List of Symbols................................................................................................................................................ 60Appendix ......................................................................................................................................................... 62

References .................................................................................................................................................. 62


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Objective and Purpose

It is a common sight in the modern engineering world to witness elevated bypasses or underpasses

in highway construction. These structures are constructed to reduce the trafficable road demand in

most cities where the available space is limited due to existing important structures. In the

construction of the above stated bypasses or underpasses there is a need for a cut in to the existing

ground (underpasses) or filling in to the existing ground (bypasses). In the case of underpasses there

is a need for a deep excavation work where the depth of the soil is supposed to be retained by an

earth retaining structure. This specific project is concerned with such kind of excavation work for a

road ramp which is part of a bigger highway interchange. Since the depth of excavation is high (8.3

m below the surface) the ground will be unstable and risky as a construction site.

The main objective of this project work is to design a temporary sheet pile wall to support 8, 3 m

deep road side excavation using the ultimate limit state and serviceability limit state design .The

eventual goal is to achieve a safe retaining structure with a maximum deformation of 50 mm. A

suitable work order of notable purpose and efficiency is prepared .Such a work order and design

shall guarantee a safe flow of work with respect to achieving the necessary deformation and safety

requirements of the project.

In performing this design, a geological model for the project is prepared from the available

geological data. This geological model is used to determine geological parameters which can be

used in the analysis part of this project. Using the ultimate limit state design method the strength

parameters necessary for the determination of section sizes and dimensions of the variouscomponents of the temporary retaining structure such as sheet pile section , wale beam, struts and

dowels are calculated. Finally using finite element software (PLAXIS) the deformations at each

level of excavation are checked to comply with the requirement of maximum 50 mm displacement.

To perform the construction a specific work order program is prepared for each excavation stage in

the project. Suitable control points to measure and counter check deformations at each level of

construction are also pointed.

Basis for Design and Valid Documents

The basis for design of this project is as per the Sponthandboken T18:1996 guidelines as presented

in the course AF2609 for the ultimate limit state design where the basic principle is that the acting

forces and moments should be less than the resisting force and moments determined. In this design

guide lines the partial safety factors (m and n) have been used to determine the design values for

the calculations. For this project the structure is designed in safety class 3.

All the appropriate forces acting on the wall of the retaining wall are taken in to consideration.

Moreover, Ground water table is established to act at the top of the dry crust level even though the


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site investigation data points out that it is below the dry crust level. This is done to cater for the

unexpected pore pressures which are entrapped in the upper pockets of the clay from water in the

rainy season.

In specifying the necessary section properties for the sheet pile wall components, manufacturerstables have been used. The reference for these tables is presented in the appendix of this document.

The site location map for this design and the points for core drilling tests are as presented in the

figure below. One wall is considered for design due to symmetry with respect to the opposite side of

the wall.

Fig.1 Location plan


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Geology and Ground Condition

An investigation into the geological formation of the area has been done and tests carried out to find

the different soil layers that exist around the project site. These tests are carried out in different

localities around the projects site. A total of 8 tests were done in 8 different locations.

The tests include both probing tests ( Vim- Machine driven weight sounding test ; Jb-Rock drilling

test; Cpt-cone penetration test ;Hfa-ram sounding test ) and Insitu test (Vb-Vane test).

The results of the geological investigation reveal that in the shallow soil layers fill materials are

predominant with varying layer thickness from 0,8 m to 1,4 m. Below the fill layer a dry crust layer

of varying thickness ranging from 0,4 -1,2 m follows. This dry crust layer rests on a clay deposit of

up 10 m depth. Below this clay layer deposits of sand /sil layer exists with a layer depth between 3-

1,5 m. This friction soil continues to a more firm moraine further down.

The investigation shows that the depth of the bed rock is found between 6- 19 m below the surface

of the ground. Ground water in the soil exists in a magazine in the friction soil beneath the clay and

sometimes the upper fill material. For the design purpose the ground level is taken at the top of the

dry crust level even though the investigation shows that it is located in the upper part of clay and

sometimes on the fill part.

Based on the test results and engineering judgement a more conservative but yet optimal geological

model is developed as shown below in the fig.

Fig.2 Geological Model


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Characteristic Values

The characterstic values for this project are summarized in the table below. The undrained shear

strength for clay varies and has to be corrected. This is done as follows:

The uncorrected undrained shear strength of clay sample test has been collected from the boreholes

of LID_7, LID_3 and RV584. According to the figure below there is a worst and best line for the

undrained shear strength of clay. If we take the best line we may have some failure in the passive

part of the soil.to be conservative with undrained shear strength we have taken a line in between the

worst and best line.hence the dash line in the figure used as corrected undrained shear strength for

this project.

Corrected undrained shear strength where = (0,43/WL)0,45 andCuk = uncorrected shear strength

WL= liquid limit

Fig.3 Corrected Undrained shear Strength

0

5

10

15

20

25

30

undrained

shear strength

undraineds

hearstrength

depth

corrected undrained shear strength

LID_7

LID_3

RV584

corrected


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Loads

Loads from traffic and build traffic shall be applied. The characteristics load from build traffic can

be set 10 kPa. If higher loads exist, like crane load, these should be considered in design. the active

earth pressure in saturated clay should be complemented by hydrostatical pore water pressurethrough the clay layer from at least the upper surface of the clay.

Characteristic Values for the project

Soil type FillDry

crustClay

Sand &

siltMoraine

Internal angle friction (k) 35 32 38

Saturated Unit Weight k (kN/m3) 18 18 17 21 22

Unsaturated Unit Weight k (kN/m3) 18 18 17 18 19

Unit weight of unsaturated k

(kN/m3)18 19 21

Young's modulus Ek (Mpa) 20 6 250*Cuk 15 40

Undrained shear strength Cuk

(Kpa)0 25 16

Table 1. Characteristic Values


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Recommendations

Based on the analysis of the retaining structure both in ultimate limit state (ULS) and the

serviceability limit state (SLS) , the following results and recommendations can be made.

A. Sheet Pile wall

#Msd

(KN m/m)

Wxd

(cm3/m)

Wact

(cm3/m)

t

(mm)Profile

Sheet Pile 314.2 1142. 1405 10 AU 14

B. STRUTSStrut

Nsd

(KN /m)

Msd(KN m/m)

Wel

(cm3/m)

t

(mm)

d

(mm)Profile

Strut 1 396 25.8 328 10 219.1 STEEL TUBE

Strut 2 340.2 20.8 270 8 219.1 STEEL TUBE

Strut 3 327 20.8 270 8 219.1 STEEL TUBE

Strut 4 336 20.8 270 8 219.1 STEEL TUBE

C. WALE BEAMS

Strut

Level

Msd(KN m/m)

Wx(cm

3/m)

Wel(cm

3/m)

t

(mm)

A

(mm2)

Profile

1 132 461 570 15 7808 HEB-2002 113.4 396 426 14 6525 HEB-180

3 109 380 426 14 6525 HEB-180

4 47.3 165 216 12 4296 HEB-140

D. DOWELS

Circular dowels of high strength steel (fy =355 MPa) witha diameter of 90 mm shall be used.


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Design

Description of Construction

The following figures depict specifically what goes on the construction of the project.

1. FIRST EXCAVATION STAGE

Fig.4 Construction stage 1


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2. SECOND EXCAVATION STAGE


3. THIRD EXCAVATION



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4. FOURTH EXCAVATION


5. FINAL EXCAVATION



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Design Values

Parital Coefficients

The Partial safety factor for this design are summarized in the table below.

Soil Material

Partial coefficients of soil material

Ultimate limit state (m) serviceability limit state (m)

Existing fill, tan 1.1 1

Existing fill 1.6 1Clay,Cu 1.4 1

Clay,E 1.5 1

Friction material and

moraine( tan)

1.2 1

Friction material and

moraine E

1.2 1

Table 2. Partial Coefficient Soil Materials

Steel Material

Partial coefficent for steel material

Steel Material m

sheet pile 1

wale beam 1

strut 1dowel 1.6

Table 3. Partial Coefficient Steel Material


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Design Results

1. Sheet Pile# Msd kNm/m Wx cm^3/m

Sheet Pile 314,2 1142,5

2. Struts

Strut Nsd Msd (kN/m) Wx cm^3/m

St.1 396 25,8 328

St.2 340,2 20,8 270

St.3 327 20,8 270

St.4 336 20,8 270

3. Wale Beams

Strut Level Msd Wx cm^3/m

1 132 461

2 113,4 396

3 109 380

4 47,3 165

4. Dowel# Nsd Msd Wx cm^3/m

Dowel 308,07 80,1 276


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Assumptions

The following terms are assumed in the design of the temporary sheet pile in the ultimate limit state

(ULS) design approach.

1. A homogenous soil layer is assumed in the design of the temporary retaining structure.2. A horizontal ground surface is assumed when doing the calculations.3. No friction or cohesion between the soil and the sheet pile structure.4. Deformations are high enough that the full active and passive pressures are developed.5. In cohesive soils the active soil pressure is at least equal to the pore water pressure from the

top of the soil layer.

6. The Sheet pile wall is assumed to be symmetric with respect to the other side of the wall andhence one wall is analyzed.

7. Dowel partial safety factor is assumed to be 1.6 as it is for deep excavation.

The following terms are assumed in the design of the temporary sheet pile in the serviceability limit

state design approach.

1. Plain Strain condition is chosen for the analysis of the structure in PLAXIS.2. The analysis is also done in two dimensional analyses where in fact a 3 dimensional analysis

will give more accurate results.

3. Mohor-columb soil failure mode is used in analysis.4. Deformation is high enough that full active and passive pressures are developed.5. Soil wall interaction is taken into account by assuming and doing sensitivity analysis of

different interface values.


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Calculations

Ultimate Limit State Design

The following formulas have been used to calculated the active and passive pressures in the following tables:

Active Pressure

Friction Soil:

( ) Clay :

Passive Pressure :

Friction Soil :

( )

Clay :

The table of calculations for each step of excavation and the respective force distribution for the

calculations of the anchor forces and sheet pile moments are presented below.


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1. First Excavation StageActive earth pressure

Soil Profile Level h w q k Cuk k m n Cud d d ka v u v' a

Fill3.8 0.0 9.8 10.0 18.0 35.0 1.1 1.2 0.0 13.6 27.9 0.4 10.0 0.0 10.0 3.6

2.8 1.0 9.8 10.0 18.0 0.0 35.0 1.1 1.2 0.0 13.6 27.9 0.4 23.6 0.0 23.6 8.6

Dry crust2.8 1.0 9.8 10.0 18.0 25.0 0.0 1.4 1.2 14.9 10.7 0.0 1.0 25.0 0.0 25.0 -4.8

1.8 2.0 9.8 10.0 18.0 25.0 0.0 1.4 1.2 14.9 10.7 0.0 1.0 35.7 9.8 25.9 -29.8

Clay

1.8 2.0 9.8 10.0 17.0 16.0 0.0 1.4 1.2 9.5 10.1 0.0 1.0 35.7 9.8 25.9 16.7

0.8 3.0 9.8 10.0 17.0 16.0 0.0 1.4 1.2 9.5 10.1 0.0 1.0 45.8 9.8 36.0 26.8

-0.2 4.0 9.8 10.0 17.0 16.0 0.0 1.4 1.2 9.5 10.1 0.0 1.0 56.0 29.4 26.5 36.9

-4.2 8.0 9.8 10.0 17.0 16.0 0.0 1.4 1.2 9.5 10.1 0.0 1.0 96.4 68.7 27.8 77.4

Sand/Silt

-4.2 8.0 9.8 10.0 21.0 0.0 32.0 1.2 1.2 0.0 14.6 23.5 0.4 96.4 68.7 27.8 80.6

-6.4 10.2 9.8 10.0 21.0 0.0 32.0 1.2 1.2 0.0 14.6 23.5 0.4 128.1 90.0 38.1 106.4

-6.7 10.5 9.8 10.0 21.0 0.0 32.0 1.2 1.2 0.0 14.6 23.5 0.4 132.9 93.2 39.7 110.3

Moraine-6.7 10.5 9.8 10.0 22.0 0.0 38.0 1.2 1.2 0.0 15.3 28.5 0.4 132.9 93.2 39.7 107.3

-8.7 12.5 9.8 10.0 22.0 0.0 38.0 1.2 1.2 0.0 15.3 28.5 0.4 163.4 112.8 50.6 130.7


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Passive Earth Pressure

Soil Profile Level h w q k Cu k m n Cud d d kp vp u v' P a P(netto)

Clay

0.8 0.0 9.8 - 17.0 16.0 0.0 1.4 1.2 9.5 10.1 0.0 1.0 0.0 0.0 0.0 19.0 -20.2 8.5

-0.2 1.0 9.8 - 17.0 16.0 0.0 1.4 1.2 9.5 10.1 0.0 1.0 10.1 9.8 0.3 29.2 -10.4 8.5

-4.2 5.0 9.8 - 17.0 16.0 0.0 1.4 1.2 9.5 10.1 0.0 1.0 50.6 49.1 1.5 69.6 28.8 8.5

Sand/Silt

-4.2 5.0 9.8 - 21.0 0.0 32.0 1.2 1.2 0.0 14.6 23.5 2.3 50.6 49.1 1.5 52.6 80.6 -28.0

-5.2 6.0 10.8 - 21.0 0.0 32.0 1.2 1.2 0.0 14.6 23.5 2.3 65.2 60.0 5.2 72.0 106.4 -34.3-6.7 7.5 9.8 - 21.0 0.0 32.0 1.2 1.2 0.0 14.6 23.5 2.3 87.1 75.0 12.1 103.0 110.3 -7.3

Moraine-6.7 7.5 9.8 - 22.0 0.0 38.0 1.2 1.2 0.0 15.3 28.5 2.8 87.1 75.0 12.1 109.0 107.3 1.8

-8.7 9.5 9.8 - 22.0 0.0 38.0 1.2 1.2 0.0 15.3 28.5 2.8 117.6 95.0 22.6 158.8 130.7 28.1


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Fig.9 Pressure diagram excavation stage 1


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Fig.10 Shear Force Diagram


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2. Second Excavation StageActive earth pressure


Fill3.8 0.0 9.8 10.0 18.0 35.0 1.1 1.2 0.0 13.6 27.9 0.4 10.0 0.0 10.0 3.6

2.8 1.0 9.8 10.0 18.0 0.0 35.0 1.1 1.2 0.0 13.6 27.9 0.4 23.6 0.0 23.6 8.6

Dry crust 2.8 1.0 9.8 10.0 18.0 25.0 0.0 1.4 1.2 14.9 10.7 0.0 1.0 25.0 0.0 25.0 -4.81.8 2.0 9.8 10.0 18.0 25.0 0.0 1.4 1.2 14.9 10.7 0.0 1.0 35.7 9.8 25.9 -29.8

Clay

1.8 2.0 9.8 10.0 17.0 16.0 0.0 1.4 1.2 9.5 10.1 0.0 1.0 35.7 9.8 25.9 16.7

-0.2 4.0 9.8 10.0 17.0 16.0 0.0 1.4 1.2 9.5 10.1 0.0 1.0 56.0 29.4 26.5 36.9

-1.2 5.0 9.8 10.0 17.0 16.0 0.0 1.4 1.2 9.5 10.1 0.0 1.0 66.1 39.2 26.9 47.0

-4.2 8.0 9.8 10.0 17.0 16.0 0.0 1.4 1.2 9.5 10.1 0.0 1.0 96.4 68.7 27.8 77.4

Sand/Silt

-4.2 8.0 9.8 10.0 21.0 0.0 32.0 1.2 1.2 0.0 14.6 23.5 0.4 96.4 68.7 27.8 80.6

-6.4 10.2 9.8 10.0 21.0 0.0 32.0 1.2 1.2 0.0 14.6 23.5 0.4 128.1 90.0 38.1 106.4

-6.7 10.5 9.8 10.0 21.0 0.0 32.0 1.2 1.2 0.0 14.6 23.5 0.4 132.9 93.2 39.7 110.3

Moraine-6.7 10.5 9.8 10.0 22.0 0.0 38.0 1.2 1.2 0.0 15.3 28.5 0.4 132.9 93.2 39.7 107.3

-8.7 12.5 9.8 10.0 22.0 0.0 38.0 1.2 1.2 0.0 15.3 28.5 0.4 163.4 112.8 50.6 130.7


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Clay-1.2 0.0 9.8 - 17.0 16.0 0.0 1.4 1.2 9.5 10.1 0.0 1.0 0.0 0.0 0.0 19.0 57.1 -11.8

-4.2 3.0 9.8 - 17.0 16.0 0.0 1.4 1.2 9.5 10.1 0.0 1.0 30.4 14.7 15.6 49.4 77.4 -11.8

Sand/Silt

-4.23.0 9.8 - 21.0 0.0 32.0 1.2 1.2 0.0 14.6 23.5 2.3 30.4 14.7 15.6 51.0 80.6 -29.6

-5.4 4.2 9.8 - 21.0 0.0 32.0 1.2 1.2 0.0 14.6 23.5 2.3 47.9 26.5 21.4 76.1 106.4 -30.2

-6.7 5.5 9.8 - 21.0 0.0 32.0 1.2 1.2 0.0 14.6 23.5 2.3 66.8 39.2 27.6 103.3 110.3 -7.0

Moraine-6.7 5.5 9.8 - 22.0 0.0 38.0 1.2 1.2 0.0 15.3 28.5 2.8 66.8 39.2 27.6 117.1 107.3 9.8

-8.7 7.5 9.8 - 22.0 0.0 38.0 1.2 1.2 0.0 15.3 28.5 2.8 97.4 58.9 38.5 167.6 130.7 36.8


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3. Third Excavation StageActive earth pressure


Fill3.8 0.0 9.8 10.0 18.0 0.0 35.0 1.1 1.2 0.0 13.6 27.9 0.4 10.0 0.0 10.0 3.6

2.8 1.0 9.8 10.0 18.0 0.0 35.0 1.1 1.2 0.0 13.6 27.9 0.4 23.6 0.0 23.6 8.6

Dry crust 2.8 1.0 9.8 10.0 18.0 25.0 0.0 1.4 1.2 14.9 10.7 0.0 1.0 25.0 0.0 25.0 -4.81.8 2.0 9.8 10.0 18.0 25.0 0.0 1.4 1.2 14.9 10.7 0.0 1.0 35.7 9.8 25.9 -29.8

Clay

1.8 2.0 9.8 10.0 17.0 16.0 0.0 1.4 1.2 9.5 10.1 0.0 1.0 35.7 9.8 25.9 16.7

-0.2 4.0 9.8 10.0 17.0 16.0 0.0 1.4 1.2 9.5 10.1 0.0 1.0 56.0 29.4 26.5 36.9

-2.2 6.0 9.8 10.0 17.0 16.0 0.0 1.4 1.2 9.5 10.1 0.0 1.0 76.2 49.0 27.2 57.1

-4.2 8.0 9.8 10.0 17.0 16.0 0.0 1.4 1.2 9.5 10.1 0.0 1.0 96.4 68.7 27.8 77.4

Sand/Silt

-4.2 8.0 9.8 10.0 21.0 0.0 32.0 1.2 1.2 0.0 14.6 23.5 0.4 96.4 68.7 27.8 80.6

-4.5 8.3 9.8 10.0 21.0 0.0 32.0 1.2 1.2 0.0 14.6 23.5 0.4 109.7 71.6 38.2 88.0

-6.4 10.2 9.8 10.0 21.0 0.0 32.0 1.2 1.2 0.0 14.6 23.5 0.4 128.1 90.0 38.1 106.4

-6.7 10.5 9.8 10.0 21.0 0.0 32.0 1.2 1.2 0.0 14.6 23.5 0.4 132.9 93.2 39.7 110.3

Moraine

-6.7 10.5 9.8 10.0 22.0 0.0 38.0 1.2 1.2 0.0 15.3 28.5 0.4 132.9 93.2 39.7 107.3

-8.5 12.3 9.8 10.0 22.0 0.0 38.0 1.2 1.2 0.0 15.3 28.5 0.4 160.4 110.9 49.5 128.4

-8.6 12.4 9.8 10.0 22.0 0.0 38.0 1.2 1.2 0.0 15.3 28.5 0.4 161.9 111.8 50.1 129.6

-8.7 12.5 9.8 10.0 22.0 0.0 38.0 1.2 1.2 0.0 15.3 28.5 0.4 162.7 112.3 50.4 130.2

-8.7 12.5 9.8 10.0 22.0 0.0 38.0 1.2 1.2 0.0 15.3 28.5 0.4 163.4 112.8 50.6 130.7


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Clay-2.2 0.0 9.8 10.0 17.0 16.0 0.0 1.4 1.2 9.5 10.1 0.0 1.0 0.0 0.0 0.0 19.0 57.1 -21.9

-4.2 2.0 9.8 10.0 17.0 16.0 0.0 1.4 1.2 9.5 10.1 0.0 1 .0 20.2 19.6 0.6 39.3 77.4 -21.9

Sand/Silt-4.2 2.0 9.8 - 21.0 0.0 32.0 1.2 1.2 0.0 14.6 23.5 2.3 20.2 19.6 0.6 21.1 80.6 -59.6

-6.7 4.5 9.8 - 21.0 0.0 32.0 1.2 1.2 0.0 14.6 23.5 2.3 56.7 22.1 34.6 102.4 110.3 -7.9

Moraine-6.7 4.5 9.8 - 22.0 0.0 38.0 1.2 1.2 0.0 15.3 28.5 2.8 56.7 22.1 34.6 119.7 107.3 12.5

-8.7 6.5 9.8 - 22.0 0.0 38.0 1.2 1.2 0.0 15.3 28.5 2.8 87.3 24.1 63.1 202.4 130.7 71.6


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4. Final Excavation Stage

Active earth pressure


Fill3.8 0.0 9.8 10.0 18.0 0.0 35.0 1.1 1.2 0.0 13.6 27.9 0.4 10.0 0.0 10.0 3.6

2.8 1.0 9.8 10.0 18.0 0.0 35.0 1.1 1.2 0.0 13.6 27.9 0.4 23.6 0.0 23.6 8.6

Dry crust2.8 1.0 9.8 10.0 18.0 25.0 0.0 1.4 1.2 14.9 10.7 0.0 1.0 25.0 0.0 25.0 -4.8

1.8 2.0 9.8 10.0 18.0 25.0 0.0 1.4 1.2 14.9 10.7 0.0 1.0 35.7 9.8 25.9 -29.8

Clay

1.8 2.0 9.8 10.0 17.0 16.0 0.0 1.4 1.2 9.5 10.1 0.0 1.0 35.7 9.8 25.9 16.7

-0.2 4.0 9.8 10.0 17.0 16.0 0.0 1.4 1.2 9.5 10.1 0.0 1.0 56.0 29.4 26.5 36.9

-2.2 6.0 9.8 10.0 17.0 16.0 0.0 1.4 1.2 9.5 10.1 0.0 1.0 76.2 49.0 27.2 57.1

-4.2 8.0 9.8 10.0 17.0 16.0 0.0 1.4 1.2 9.5 10.1 0.0 1.0 96.4 68.7 27.8 77.4

Sand/Silt

-4.2 8.0 9.8 10.0 21.0 0.0 32.0 1.2 1.2 0.0 14.6 23.5 0.4 96.4 68.7 27.8 80.6

-4.5 8.3 9.8 10.0 21.0 0.0 32.0 1.2 1.2 0.0 14.6 23.5 0.4 109.7 71.6 38.2 88.0

-6.4 10.2 9.8 10.0 21.0 0.0 32.0 1.2 1.2 0.0 14.6 23.5 0.4 128.1 90.0 38.1 106.4

-6.7 10.5 9.8 10.0 21.0 0.0 32.0 1.2 1.2 0.0 14.6 23.5 0.4 132.9 93.2 39.7 110.3

Moraine

-6.7 10.5 9.8 10.0 22.0 0.0 38.0 1.2 1.2 0.0 15.3 28.5 0.4 132.9 93.2 39.7 107.3-8.5 12.3 9.8 10.0 22.0 0.0 38.0 1.2 1.2 0.0 15.3 28.5 0.4 160.4 110.9 49.5 128.4

-8.6 12.4 9.8 10.0 22.0 0.0 38.0 1.2 1.2 0.0 15.3 28.5 0.4 161.9 111.8 50.1 129.6

-8.7 12.5 9.8 10.0 22.0 0.0 38.0 1.2 1.2 0.0 15.3 28.5 0.4 162.7 112.3 50.4 130.2

-8.7 12.5 9.8 10.0 22.0 0.0 38.0 1.2 1.2 0.0 15.3 28.5 0.4 163.4 112.8 50.6 130.7


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Sand/Silt-4.5 0.0 9.8 - 21.0 0.0 32.0 1.2 1.2 0.0 14.6 23.5 2.3 0.0 0.0 0.0 0.0 88.0 -88.0

-6.7 2.2 9.8 - 21.0 0.0 32.0 1.2 1.2 0.0 14.6 23.5 2.3 32.1 21.6 10.5 46.0 110.3 -64.3

Moraine-6.7 2.2 9.8 - 22.0 0.0 38.0 1.2 1.2 0.0 15.3 28.5 2.8 32.1 21.6 10.5 51.2 107.3 -56.0

-8.7 4.2 9.8 - 22.0 0.0 38.0 1.2 1.2 0.0 15.3 28.5 2.8 62.6 41.2 21.4 101.7 130.7 -29.0


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Design of sheet pile wall

Condition MRd Mmax

Mmax = 314,2 KNm/m

Mmax 3/m

Design of struts

Strut Strut Force [KN/m]

q1 132

q2 113,4

q3 109,4

q4 112

Design load of the strut

Strut one Nsd1 = 1,5 *q1*c where c is the spacing between strut which is 2m

NRd1=396 KN

Strut two Nsd2 = 1,5 *q2*c

Nsd2 = 340,2 KN

Strut three Nsd3 = 1,5 *q3*c

Nsd3 = 327 KN


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Strut four Nsd4 = 1,5 *q4*c

Nsd4 =336 KN

From the hollow KCKR welded round, cold formed

Diameter of the struts, D=219,1mm, t =10 mm, g (self-weight) = 51,6 kg/m (strut one )

Diameter of the struts,D=219,1mm, t =8 mm g (self-weight) = 41,6 kg/m (strut two ,three, four)

Moment on the struts due to self-weight(g)

where L =20 m length of strut

Axial resistance of the strut from the selected diameter

NRd4 =563 kN, Ds = 219,1 mm , t =10 mm

NRd4 =462 kN Ds = 219,1 mm , t =8 mm

NRd4 =462 kN Ds = 219,1 mm , t =8 mm

NRd4 =462 kN Ds = 219,1 mm , t =8mm

Elastic section modulus of struts


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Moment resistance of the struts

, Fyd =355 MPa , =1

=128,08 kNm =105,3 kNm =105,3 kNm =105,3 kNm

Check the struts against buckling

()

Strut Nsd Nrd Msd

(kN/m)

Mrd Buckling

Check

St.1 396 563 25,8 128,084 0,95608701

St.2 340,2 462 20,8 105,435 0,98011949

St.3 327 462 20,8 105,435 0,95572387

St.4 336 462 20,8 105,435 0,97237813

Design of wale beams

Wale beam at the first strut level

Fyk= 275 MPa ,= 1,25 n= 1,2 (safety class 3) ,m=1

Condition MRd1 Msd1

where c is spacing between struts

where Wx1 is elastic section modulus


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Wx1 461 cm3Wale beam at the second strut level

Condition MRd2 Msd2

where c is spacing between struts where Wx2 is elastic section modulus

Wx2 396 cm3Wale beam at the third strut level

Condition MRd3 Msd3

Where c is spacing between struts Where Wx3 is elastic section modulus

Wx3 380 cm3

Wale beam at the fourth strut level

Condition MRd4 Msd4

where c is spacing between struts where Wx4 is elastic section modulusWx4 165 cm3


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Design of dowels

Sheet pile width b = 750 mm

Dowel spacing c/c = 2*b = 1,5m

h =d+ 60mm , where h is the effective gap and d is 0,2m (spohantboken)

horizontal load along the toe of the wall

qd =205,38 kn

Horizontal force per dowel

NSd = qd*c/c

NSd = 205,38 * 1,5 = 308,07 kN

Msd is bending moment in the dowel

Msd =N*(h +0,06) ,

Msd = 308,07 * 0,26m = 80,1kNm

Shear force capacity of the dowel

NRd = ((pi*d^2)/20)*fyd where d is diameter of dowel, d= 90mm


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Fyd =fy/(m*n) fy= 355 MPa for S355

m = 1,6 (material partial safety factor) , n=1,2

Fyd =290,4 MPa

NRd = 369,48 KN (shear force capacity of of dowel )

NRd NSd OkElastic section modulus of dowel

MRd MSd , , ,


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Serviceability Limit State

Analysis of the serviceability limit state design is done by finite element method software called

PLAXIS.The deformations at each level of excavation are presented below.

A. DeformationTable: Depth Vs Deformation

# Excavation Stage Depth (m) Maximum

Deformation(mm)

1 First Excavation Level 2 36.1

2 Second Excavation Level 4 38.23 Third Excavation Level 6 45.1

4 Final Excavation Level 8.3 49.3

B. Shear Forces on the Sheet Pile

Table: Depth Vs Shear Force

# Excavation Stage Depth (m) Maximum Shear

Force(kN/m)

1 First Excavation Level 2 36.6

2 Second Excavation Level 4 72.9

3 Third Excavation Level 6 126.2

4 Final Excavation Level 8.3 211.2

C. Bending Moment on the Sheet PileTable: Depth Vs Bending Moment

# Excavation Stage Depth (m) Maximum Bending

Moment(kN.m/m)

1 First Excavation Level 2 76

2 Second Excavation Level 4 156

3 Third Excavation Level 6 277.8

4 Final Excavation Level 8.3 443


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Geometry

Fig14. Geometry and Boundary conditions on PLAXIS.

SoilSheet Pile Interface

The interface between the soil and the sheet pile are taken by taking an interface value of 0,85 . A

sensitivity analysis is done by changing the values of this interface values . The sensitivity analysis

results of Rint and deformation is summarized below.

# Rinterface Value Max. Deformation (mm)

1. 1 48

2. 0,9 493. 0,8 514. 0,7 51


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Deformation

Phase 1: Initial Excavation Cantilever Case .Depth of Excavation at 2 m from top

Surface.

Fig.15 Phase 1 , Cantilever Case , Depth of excavation 2 m , Max. Horizontal Deformation = 36.1 mm


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Phase 2 Second Excavation Stage After installation of strut -2 at 3 m from top

surface. Depth of excavation at 4 m from top surface.

Fig.16 Phase 2 , Second Excavation , Depth of excavation 4 m , Max. Horizontal Deformation = 38.2 mm


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Phase 3 Third Excavation Stage After installation of strut -3 at 3 m from top

surface. Depth of excavation at 6 m from top surface.

Fig17. Phase 3 , Third Excavation , Depth of excavation 6 m , Max. Horizontal Deformation = 45.1 mm


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Phase 4 Final Excavation Stage After installation of strut -4 at 7 m from top

surface. Depth of excavation at 8.3 m from top surface.

Fig.18 Phase 4 , Final Excavation , Depth of excavation 8.3 m , Max. Horizontal Deformation = 49.3 mm


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Deformed Mesh Diagrams

Initial Excavation Stage Cantilever Depth at 2 m from top surface.

Fig.19 Initial Excavation , Depth of excavation 2 m , Max. Horizontal Deformation = 36.1 mm


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Second Excavation Stage After installation of strut -1 at 1 m from top surface.

Depth of excavation at 4 m from top surface

Fig.20 Second Excavation , Depth of excavation 4 m , Max. Horizontal Deformation = 38.2 mm


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Second Excavation Stage After installation of strut -2 at 3 m from top surface.

Depth of excavation at 4 m from top surface

Fig.21 Second Excavation , Depth of excavation 4 m , Max. Horizontal Deformation = 38.2 mm

(Installation of strut 2)


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Third Excavation Stage After installation of strut -2 at 3 m from top surface. Depth

of excavation at 6 m from top surface.

Fig.22 Third Excavation , Depth of excavation 6 m , Max. Horizontal Deformation = 45.1 mm


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Third Excavation Stage The installation of strut -3 at 5 m from top surface. Depth

of excavation at 6 m from top surface

Fig.23 Third Excavation , Depth of excavation 6 m , Max. Horizontal Deformation = 45.1 mm


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Final Excavation Stage The installation of strut -4 at 7 m from top surface. Depth of

excavation at 8.3 m from top surface

Fig.24 Final Excavation , Depth of excavation 8.3 m , Max. Horizontal Deformation = 49.5 mm


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Sheet Pile Shear Force Diagram

Shear for on Sheet Pile at initial Excavation Stage.

Fig.25 Initial Excavation Shear force diagram


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Shear Force Diagram after installation of 1st

strut

Fig.26 Installation of 1st

strut Shear force diagram


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Shear Force Diagram after installation of 3rd strut

Fig.27 Installation of 3rd strut Shear force diagram


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Shear Force Diagram after installation of 4th

strut

Fig.28 Installation of 4th

strut Shear force diagram


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Sheet Pile Bending Moment Diagrams

Bending Moment Diagram Initial Excavation Stage

Fig.29 Initial Excavation Stage Bending Moment diagram


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Bending Moment Diagram 2nd

Excavation Stage

Fig.30 Second Excavation Stage Bending Moment diagram


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Bending Moment Diagram 3rd

Excavation Stage

Fig.31 Third Excavation Stage Bending Moment diagram


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Bending Moment Diagram 4th

Excavation Stage

Fig.32 Fourth Excavation Stage Bending Moment diagram


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Control Program

A Control plan is essential in such a way that the contractor will be able to know exactly where the

sensitive locations of the project are and what he shall do when the deformation values exceed the

alert value of 25mm. Moreover, it is essential to prescribe the steps of excavation as the load and

deformation logically increase when the excavation go deeper.

The following control program describes the procedures that shall take place at each level of

progress of the construction.

1. Driving of the Sheet Pile Wall:The temporary sheet pile wall is driven with a suitable pile driving machine to the bed rock

level approximately 12.5 m below the ground surface. During the pile driving process care

should be taken so that the vibration of the machine should not cause movements and

vibrations beyond the prescribed value by the authorities.

2. Initial Excavation ( Cantilever Stage )It was determined from the ultimate limit state design and the serviceability limit state

design that excavating to a depth of 2 m below the surface will give deformation value less

than the deformation limit of 50 mm in addition the total passive forces at this level are

much bigger than the active forces which will cause rotation about the base of the sheet pile

hence the structure is safe to excavate to this level without a strut. However to control and

check the deformation, reflectors for total stations or bench marks are fixed at the top of the

sheet pile . By taking measurements of this benchmark points the contractor can always

control the deformations of the sheet pile wall.

3. Second Excavation Level ( To a depth of 4 m)After fixing the 1st strut at a depth of 1 m below the surface, excavation is proceeded to adepth of 4 m below the surface. Suitable deformation control should be taken at the top of

the sheet pile wall and a distance half way on the sheet pile wall by fixing reflectors or

benchmarks. Water stored in clay pocket might present water inflow problems into the

excavation. The bottom of the excavation level shall always be pumped dry. At this stage

the 2nd

strut level is fixed along with the wale beams.


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4. Third Excavation Level ( To a depth of 6 m )The third excavation follows to a depth of 6 m. At this stage also the deformation

measurements shall continue in the same manner as described in the above excavation stage.

The 3rd strut is installed and the ground water at the bottom of the excavation is pumped out.If the deformation in the sheet pile exceeds 25 mm, the contractor should be alerted in that

the use of heavier vehicles around the construction site should be restricted not to exceed the

allowable deformation limit.

5. Final Excavation Level (To a depth of 8.3 m)The final excavation shall be done after bracing the excavation with the 4

thstrut at a depth

of 7 m from the ground surface. As the deformation increases as the excavation depth is

increased proper note shall be taken of the deformation measurement locations on the sheet

pile and proper alert preconditions shall as well be taken if the deformation values exceedthe specified alert value of 25 mm.

6. Installation of DowelA dowel separate drilling is done to insert the dowels at the bottom of the sheet pile wall.

The dowels shall be adequately grouted as per the specifications. The dowels are introduced

to partially take the large moment experienced at the bottom of the sheet pile wall.


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List of Symbols

Notation Definition

v Vertical stress

v Effective vertical stress

U Pore water pressure

a Active lateral earth pressure

p Passive lateral earth pressure

d Unit weight

k Characteristics angle of internal friction

d Design angle of internal friction

Cu Characterstic Undrained shear Stregth

Cud Design Undrained shear Stregth

pnet Net passive pressure

ka Coefficient of active pressure

kp Coefficient of passive pressure

qi Load on strut level i

Nbud Buckling capacity of the strut

Ncb Stability number

Nsd i Design load on strut

M Moment

Msd Design moment

fyk Characteristics yield stress of sheet pile and wale beam

fyd Design yield stress

q Traffic load on soil

C Spacing between the anchors

n Design safety class factor

m Material factor

Pi Pressure on area i

As Area of strut

Ash Area of sheet pile

Ish Moment of inertia of sheet pile

Is Moment of inertia of strut


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Ek Characteristic Youngs Modulus

Ed Design Design Youngs Modulus

Wsh Elastic section modulus of sheet pile

H Excavation height


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Appendix

References

1. Sponthandboken -T18:19962. Lecture Notes, AF2609 Foundation engineering3. US Army of Corps Engineering Manual ,1994 ,Design of Sheet Pile Wall ,EM-1110-2-

2504

4. ArcelorMittal, U-shape sheet pile walls design Cross section Table,http://www.arcelormittal.com/sheetpiling/page/index/name/usections

5. TIBNOR,Konstruktionstabeller , Steel Section Design Table,http://www.e-magin.se/v5/viewer/files/viewer_s.aspx?gKey=ndrj52ff&gInitPage=1

6. RUUKI infrastructure solutions data sheet,http://www.ruukki.com/Products-and-solutions/Infrastructure-solutions