Influence of Surcharge Loading , Retained Soil and Restrained Soil on Design of Diaphragm Wall

 Many different types of embedded retaining wall are constructed due to the increasing demands. In Yangon, Myanmar is encountered deep excavation problem. Many buildings are damaged due to excavation of adjacent building. Therefore, embedded retaining wall as excavation support system is necessary to be sustainable buildings. There are important that influence of surcharge loading, retained soil and restrained soil on design of embedded retaining wall. In this paper, diaphragm Wall is emphasized and solved using soil structure interaction analysis. Behaviour of diaphragm Wall wall is based on various factors. Consider with natural and increasing of shear strength parameter of retained and restrained soils to get the level of the dredge line is stiff soil and various distances from wall to surcharge. Sites are located in urban setting, there are near building and separately from main structure. This project involves the construction of 5 m depth retaining wall. In case study (A) retained soils is soft, medium (low) clay, restrained soil is mostly cohesive soil. There are medium (low), stiff, medium, hard soil layers. In case studies (B to H) are increasing shear strength parameter of retained soil and restrained soil. All cases are considered with various distances from wall to surcharge. According to the soil conditions and distance from wall to surcharge, Wall depth, horizontal and vertical movement of ground and wall deflection are described. When retained and restrained soil reach stiff condition, then ground movement and wall deflection reach acceptable limit and wall depth become more safe and economical condition. Keywords shear strength parameter, wall depth, deep excavation, horizontal and vertical movement, wall deflection, soil conditions.


I. INTRODUCTION
There are different types of embedded retaining wall; they are sheet pile wall, contiguous bored pile wall, secant bored pile wall and diaphragm wall, king post wall.It is possible to make economies in embedded retaining walls by selecting an appropriate wall type and support system for the future possibility construction sequence and long -term use.

A. Objective of the this paper is
1. To find behavior of diaphragm wall based on various factors 2. To find influence of surcharge loading , retained soil and restrained soil on design of diaphragm walls.
B. Scope of the this paper is 1.Sites are located in urban setting, there are near building and separately from main structure.2. This project involves the construction of 5 m depth retaining wall.3. Selections of design parameters are considered according to the soil profile and laboratory results.4. Constant surcharge load is 0.5 ton /ft 2 and 5. Level ground surface retained soils are considered.
C. Methodology-1.Establishing of limit states 2. Reviewing ground and ground water conditions 3. Selection of wall type 4. Finding of loads 5. Determination of wall depth for overall lateral stability using ultimate limit state 6.Prediction of wall deflections and ground surface movements using serviceability limit states.

D. Outline of the paper
This paper is composed five chapters.shear strength parameter of retained and restrained soils to get the level of the dredge line is stiff soil.In this study, soil structure interaction analysis is used for wall depth with overall lateral stability with FS=1.4 for c and FS=1.25 for .E ULS =1/2E SLS .

F. Prediction of wall deflections and ground surface movements using serviceability limit states
In this study, soil structure interaction analysis is used with FS=1 for shear strength parameter.

III RESULTS AND DISCUSSION
A. Case study( A) Distance from wall to Building =0 m, 0.2m, 0.4m, 0.6 m, 0.8m,1m,1.2mSurcharge loads are 13, 13, 13,13, 13,12.5,12.5 kN/m 2 respectively.Table 3 shows Summaries of Ground Parameters Figure 2 shows wall depth with distance from wall to surcharge, figure 2A is SUM Msf with distance from wall to surcharge and Figure 3 shows ground movement with distance from wall to surcharge .From the figures, 1.In ULS, 30m wall depth is needed for all distances from wall to surcharge.SUM Msf -

I. Comparison of case study
A to H at 0m distance from wall to surcharge 1. Figure 8 and Figure 9 shows to see easily results for wall depth and ground movements due to increasing of shear strength parameter.
J. Table 4 shows Increasing of shear strength parameter.

Table 3 .
Pressure Diagram Line Load The Third International Conference on Civil Engineering Research (ICCER) August 1 st -2 nd 2017, Surabaya -Indonesia Summaries of Ground Parameters for Case Study A 1.455 is at zero m distance from wall to surcharge and Maximum SUM Msf is 1.459 is at 1.2 m distances from wall to surcharge.Minimum SUM Msf is 1.447 at 0.4, 0.6,0.8mdistances from wall to surcharge.2.In SLS, 23 m wall depth is required for all distances from wall to surcharge.SUM Msf-1.448 is at zero m distance from wall to surcharge and Maximum SUM Msf 1.45 at 1and 1.2 m distances from wall to surcharge.Minimum of SUM Msf is 1.436 at 0.6 m distances from wall to surcharge.3.Horizontal ground movement is 178.79 mm at zero m distance from wall to surcharge and Minimum horizontal displacement is 174.11mm at 1.2m distance from wall to surcharge.Wall deflections are same to horizontal displacement.Maximum horizontal displacement is 179.53mm at 0.4m distance from wall to surcharge.4.Vertical ground movement is 215.38 mm at zero m distance from wall to surcharge and Minimum vertical displacement is 214.36 mm at 1.0 m distance from wall to surcharge.Maximum vertical displacement is 215.89 mm at 0.6m distance from wall to surcharge Figure 1.Concentrated and line load surchargesFigure 2.

Distance from Wall to Surcharge(m)
The Third International Conference on Civil Engineering Research (ICCER) August 1 st -2 nd 2017, Surabaya -Indonesia Engineering, Yangon Technological University for their kind permission of this study, approval of this research, and invaluable guidance during my study.
I wish to knowledge and thank all persons who kindly helped and supported me in every stage of this research.My special thanks are due to Professor Dr. Khin Than Yu, Pro Rector, Yangon Technological University, Dr. Nyan Myint Kyaw, Professor, Department of Civil

Table 4 .
Increasing of shear strength parameter for Case Study B to H