Đồ án Application of mechanically stabilized earth wall to construct sai gon river wall

VIETNAM NATIONAL UNIVERSITY HO CHI MINH CITY HO CHI MINH CITY UNIVERSITY OF TECHNOLOGY FACULTY OF GEOLOGY AND PETROLEUM ENGINEERING DEPARTMENT OF GEOTECHNICS -----------------------------000----------------------------- Advisor: Dr. Nguyen Minh Trung Eng. Dang Trung Chinh Student: Tran Minh Hung Code : 30600983 January 2011, Ho Chi Minh City APPLICATION OF MECHANICALLY STABILIZED EARTH WALL TO CONSTRUCT SAI GON RIVER WALL. Location: Thanh My Loi Residential Area, District 2, HCMC. GRADUATION THESIS GEOPET ACKNOWLEDGEMENTS Through a long and arduous, yet rewarding time, my thesis has finally been completed. My specialized knowledge along with experience in related fields has caused me to become a better, more mature, well-rounded person. My graduate studies have provided me a firm basis on which I can confidently rely on for my future experiences in the professional work environment. First of all, my gratitude and appreciation is specified to my advisor, Dr. Nguyen Minh Trung, Department of Geo-Environment, Faculty of Geology & Petroleum Engineering, Ho Chi Minh City University of Technology, for his enthusiasm, fortitude and precious guidance in detail during in my research. I would like to show my deep appreciation to Dr. Phan Thi San Ha, Eng. Pham Minh Tuan, Geology and Petroleum Faculty, Ho Chi Minh City University of Technology, Eng. Dang Trung Chinh (Hoang Trung Chinh Co.Ltd), for their intensive guidance, priceless suggestion and expert help in several stages during the preparation of this thesis. I gratefully acknowledge Hoang Trung Chinh Co.Ltd for providing me with the means to perform my thesis both in supporting materials and opportunity. In addition, the company also created favorable conditions which helped me came into contact with actual work. Last but not least, I would like to deeply thank my family, my English’s teacher Ms. Phuong and all my friends, who strongly encouraged me to overcome the hardships during this research. Thank you for all your kind help. Student Tran Minh Hung TABLE OF CONTENTS Page References……………………………………………………………………………… Appendix……………………………………………………………………………….. LIST OF TABLES Table 1.1 Schedule of research 5 Table 2.1 List of HCMC Administrative Units 11 Table 3.1The differences are between Bi-Axial Geogrid and Tri-Axial Geogrid 29 Table 3.2 Advantages and disadvantages of Geogrids 29 Table 4.1 Soil classification of layer 1 67 Table 4.2 Soil classification of layer 2 68 Table 4.3 Soil classification of layer 3 69 Table 4.4 Soil classification of layer 4 70 Table 4.5 Soil classification of layer 5 71 Table 4.6 Soil classification of layer 6 72 Table 4.7 Statistical table of physical and mechanical properties of soil layers results 73 Table 4.8 Soil data 78 Table 4.9 Recommended minimum factors of safety with respect to failure modes are as follow (AASHTO 2002/NHI 043 – ASD) 78 Table 4.10 The layout of the Geogrids 79 Table 4.11 Bearing capacity calculated 80 Table 4.12 Direct sliding for given layout 80 Table 4.13 Eccentricity for given layout 81 Table 4.14 Results for strength 81 Table 4.15 Results for pullout 82 Table 4.16 Results for connection 83 Table 4.8 Compare advantages and disadvantages of two solutions 88 LIST OF FIGURES Figure 1.1 The scheme for the method of research 4 Figure 2.1 Ho Chi Minh City map 6 Figure 2.2 Administrative map of district 2 7 Figure 2.3 Modern high-rise buildings over Saigon South 13 Figure 2.4 Diamond Island Project, District 2 16 Figure 3.1 Technical shape of Uni-Axial Geogrid 19 Figure 3.2 Frictional stress transfer between soil and reinforcement surfaces 19 Figure 3.3 Soil passive (bearing) resistance on reinforcement surfaces 20 Figure 3.4 Technical shape of Bi-Axial Geogrid 21 Figure 3.5 The interlocking mechanism 21 Figure 3.6 The model of interlocking mechanism 22 Figure 3.7 The use of Bi-Axial Geogrid generate interlock 22 Figure 3.8 The improved load distribution 23 Figure 3.9 The use of Geotextiles reinforced the pavement 24 Figure 3.10 Confinement versus membrane effect 24 Figure 3.11 Technical shape of Tri-Axial Georid 25 Figure 3.12 Load distribution acts radially 26 Figure 3.13 The unique structure of Tri-Axial Geogrid provides a high degree of in-plane. stiffness, improving performance 27 Figure 3.14 Compared with a Bi-Axial Geogrid, Tri-Axial Geogrid has a greater rib depth contributing to improved confinement 27 Figure 3.15 Tri-Axial Geogrid with a hexagonal junction shape 28 Figure 3.16The four main components of a mechanically stabilized earth wall 30 Figure 3.17 Reinforced Soil structure for B-Avenue Intersection flyover, New Delhi in India. 30 Figure 3.18 Typical structure for reinforced steep slopes 32 Figure 3.19 Embankment for access road to Jinping station in South China 32 Figure 3.20 Reinforced steep slope on a railway project in southern China 33 Figure 3.21 Green Slope 33 Figure 3.22 Retaining wall reinforced by Un-Axial Geogrid with modular block surface with vegetation covering 34 Figure 3.23 Installation of Geotextile under Bi Axial E’GRID on a road development near the town of Hearst in Ontarion-Canada 35 Figure 3.24 Ground Stabilisation for Railway track in Port of Tianjin-China 35 Figure 3.25 Airports runway in Riga-Latvia 36 Figure 3.26 Mattress making on site 36 Figure 3.27 Mattresses being laid on a river bank to prevent scour and erosion at times of high fast flowing water levels 37 Figure 3.28 Gabion for bank protection, Liangshui River, Beijing, China 37 Figure 3.29 Pilot project - A66 Melsonby Quarry 38 Figure 3.30 Lorry park, Cumbernauld 39 Figure 3.31 The structure of mechanically stabilized earth wall 42 Figure 3.32 The active earth pressures (Coulomb analysis) 44 Figure 3.33 External stability computational sequences are schematically illustrated above 46 Figure 3.34 Sliding 47 Figure 3.35 Overturning 47 Figure 3.36 Bearing Capacity 48 Figure 3.37 External analysis: earth pressures/eccentricity; horizontal backslope with traffic surcharge 49 Figure 3.38 Deep seated stability (Rotational) 51 Figure 3.39 The design process can be illustrated above 53 Figure 3.40 The breakage of Geogrids 54 Figure 3.41The pullout of Geogrids 56 Figure 3.43 The screens for input of design information and requirements 59 Figure 3.44 Input required properties of he modular concrete block facing 59 Figure 3.46 Connection strength 60 Figure 3.45 Calculations for the connection parameters. 60 Figure 3.47 Input the engineering properties of the reinforced soil, retained soil and foundation soil 61 Figure 3.48 Input the reinforcement requirement from the design 61 Figure 3.49 Input the technical characteristics of the Geogrids 62 Figure 3.50 The results of height, length and type of Geogrids 62 Figure 3.51 Input the interface fiction information for the geogrid reinforcement 63 Figure 3.53 Results of the safety factors 64 Figure 3.54 Results of detailed geogrids analysis 64 Figure 4.1 Location of Saigon river wall at Thanh My Loi project 65 Figure 4.2 Preparation of building site 66 Figure 4.3 The typical section for non-parking area 75 Figure 4.4 Site cast modular concrete blocks 76 Figure 4.5 Preparation of wooden piles 76 Figure 4.6 Construction of concrete beam 77 Figure 4.7 Segment of finished concrete beam 77 Figure 4.8 Wooden piles driving at construction site 77 Figure 4.9 Stresses diagram 84 Figure 4.10 Time-settlement diagram 84 Figure 4.11 Safety factor of river wall when reinforced with Geogrids. 85 Figure 4.12 The typical section for sloping embankment solution. 86 Figure 4.13 This concrete beam is to serve as a guide for facing block erection 89 Figure 4.14 The block first row is erected on concrete beam 90 Figure 4.15 Lighter compaction equipment is used near the wall face 90 Figure 4.16 Cutting Geogrids process 91 Figure 4.17 The installation of the modular concrete blocks 91 Figure 4.18 Geogrids are spread on each filling soil layer 92 Figure 4.19 Geogrids are always stretched during building operations 92 Figure 4.20 Track type construction equipment should not travel directly on Geogrids materials 93 Figure 4.21 Concrete beam must be constructed carefully 93 Figure 4.22 Irregularity in the modular concrete block dimensions. 94 Figure 4.23 Construction means too close to the wall surface 94 Figure 4.24 Geogrid is not stretched on the backfill 95 LIST OF SYMBOLS AASHTO = American Association of State Highway and Transportation Officials c = soil cohesion c’ = effective soil cohesion cf = soil cohesion of foundation soil Ci = interaction factor between reinforcement and soil e = eccentricity F* = the pullout resistance (or friction-bearing-interaction) factor FS = overall factor of safety to account for uncertainties in the geometry of the structure, fill properties, reinforcement properties, and externally applied loads FSPO = factor of safety against pullout H = vertical wall height HDPE = high density polyethylene Ka = active lateral earth pressure coefficient L = total length of reinforcement La = length of reinforcement in the active zone Le = embedment or adherence length in the resisting zone behind the failure surface MSEW = mechanically stabilized earth wall Nc = dimensionless bearing capacity coefficient Nq = dimensionless bearing capacity coefficient qa = allowable bearing capacity qult = ultimate bearing capacity Rc = reinforcement coverage ratio RF = the product of all applicable reduction factors to reinforcement tensile strength RFCR = creep reduction factor, is the ratio of the ultimate strength (TULT) to the creep limit strength obtained from laboratory creep tests for each product RFD = durability reduction factor, is dependent on the susceptibility of the geosynthetic to attack by microorganisms, chemicals, thermal oxidation, hydrolysis and stress cracking s = the vertical to horizontal angle of slope face Ta = the design long term reinforcement tension load for the limit state, considering all time dependent strength losses over the design life period Tac = the design long term connection strength Tal = long-term tensile strength on a load per unit width of reinforcing basis Tmax = maximum reinforcement tension TULT = ultimate (or yield) tensile strength from wide strip test (ASTM D 4595) for geotextiles and wide strip (ASTM D 4595) or single rib test (GR1:GG1) for geogrids, based on minimum average roll value (MARV) for the product z = vertical depth α = a scale effect correction factor to account for a non linear stress reduction over the embedded length of highly extensible reinforcements, based on laboratory data β = surcharge slope angle δ = wall friction angle γb = unit weight of the retained backfill γf = unit weight of soil γr = unit weight of the reinforced backfill γw = unit weight of water φ = the peak friction angle of the soil φ´ = effective friction angle φb = friction angle of retained fill θ = the face inclination from a horizontal ρ = the soil-reinforcement interaction friction angle σ´v = the effective vertical stress at the soil-reinforcement interfaces ABSTRACT The content of this thesis aims to solve the erosion problems of Saigon river bank at Thanh My Loi residential area. There are two solutions: The use of sloping embankment with the self-inserted hexagon concrete slabs surface and the use of mechanically stabilized earth wall (MSEW). In particular, the MSEW is more outstanding advantages than traditional methods. There are five chapters in this thesis. They include: Chapter 1: Introduction. In this chapter, highlights the major reasons about erosion of the river bank in our country. From then, the objectives, scopes, innovations and outcomes for the problem above are suggested. Chapter 2: The geographical, social and economic characteristics of Ho Chi Minh City. The main content of this chapter is some information about natural, social and economic characteristics of Ho Chi Minh City in general and district 2 in particular. They are effecting how to site investigation now. Chapter 3: Geogrids in ground engineering. Overview of property and applicability of Geogrids in Viet Nam, the advantages will be analyzed clearly. Moreover, I also present the theoretical calculation basis for the mechanically stabilized earth wall, an understanding of soil-reinforcement interaction to establish structural design properties. Chapter 4: The design solution for mechanically stabilized earth wall at Thanh My Loi residential area project. This is the main focus of the thesis. Some information about geotechnical characteristics and geohydrological conditions are mentioned in this chapter. I will use MSEW software (external-internal stability analysis), Microsoft Excel (consolidation settlement, time-settlement) and Geoslope/W (global stability analysis) which are satisfied the safety factors for AASHTO 2002/NHI 043-ASD. From then, I will evaluate the results and compare with Vietnam standards. In addition, there are some photos of the actual work. I will compare between the sloping embankment with the self-inserted hexagon concrete slabs surface and the mechanically stabilized earth wall at Thanh My Loi residential area project. The estimation of the advantages-disadvantages in both solutions, I will point outstanding advantages between the new method comparing with the traditional one. From then, I suggest the best solution. MSEW structure is cost-effective alternatives for most applications where reinforced concrete or gravity type walls have traditionally been being used to retain soil. Nghe Đọc ngữ âm Từ điển - Xem từ điển chi tiết Dịch mọi trang web Museo del Prado-Tây Ban Nha The Washington Post-Hoa Kỳ Público.es-Tây Ban Nha Zamalek Fans-Tiếng Ả-rập OneIndia-Tiếng Hin-đi (Ấn Ðộ) NouvelObs-Pháp USA Today-Hoa Kỳ Focus Online-Đức Yomuiri Online-Nhật Bản La Información-Tây Ban Nha Los Angeles Times-Hoa Kỳ Marmiton.org-Pháp Chapter 5: Conclusions and Recommendations. This is the last chapter of the thesis. It will summarize the whole process of the research, outstanding advantages of MSEW and its great potential in our country. Finally, some recommendations are given for a further research on Geosynthetics in Vietnam. Appendix. Appendix will present technical details of the chosen products in my research. In addition some drawings such as detail stone mattress, Geogrids, modular concrete block and detailed plan of non-parking areas. CHAPTER 1: INTRODUCTION 1.1 AUTHENTICITY OF RESEARCH After nearly five years of joining WTO (World Trade Organization). Vietnamese economy has continuously developed with GDP per capita is $ 1.000 in 2009 and estimated 1.200 per person in 2010. Particularly, the southeast region is also the key southern economic region, attracting investment from abroad. With a growth rate as today, the request to boost transport infrastructure is considered the top issue. Sand is the material needed for construction. But the situation indiscriminate sand mining, along with soft ground southeastern region has led to many serious eroding critical river banks. Besides, there are many other causes “According to Ho Chi Minh Department of Transportation, in 2009, 15 cases occurred Ho Chi Minh city cause riverbank erosion canal... It has increased 66% (9 cases) compared with the previous year”. The Center-point is a serious eroding critical river banks where caused a stir public opinion in recent years, in Thanh Da peninsula. So how can we solve this situation? Do the scientists have stabilized slope methods which repair the eroding river bank? Nowadays, there are many ways to solve that problem such as: Sheet Piling, Piled-Slopes, Soil Anchoring, Loading the Toe. However, their disadvantages are more difficult work and less economic than Geosynthetics (Uni-Axial Geogrid). It is very easy to work, save material. Especially, this way can combine with “Grassing-over” the slope to target friendly to environment. So Geosynthetics are applicative in our country. Nghe Đọc ngữ âm Từ điển - Xem từ điển chi tiết Dịch mọi trang web Museo del Prado-Tây Ban Nha The Washington Post-Hoa Kỳ Público.es-Tây Ban Nha Zamalek Fans-Tiếng Ả-rập OneIndia-Tiếng Hin-đi (Ấn Ðộ) NouvelObs-Pháp USA Today-Hoa Kỳ Focus Online-Đức Yomuiri Online-Nhật Bản La Información-Tây Ban Nha Los Angeles Times-Hoa Kỳ Marmiton.org-Pháp Saigon river wall project, location at Thanh My Loi residential area, District 2 - Ho Chi Minh City is a good example for the application of Mechanical Stabilized Earth Walls. 1.2 OBJECTIVES OF RESEARCH Theoretical study, design details for using the mechanically stabilized earth wall with modular concrete block wall face at Thanh My Loi residential area project.NgheĐọc ngữ â  I compare between the sloping embankment with the self-inserted hexagon concrete slabs surface and the mechanically stabilized earth wall to choose the best solution. Specially, I will present advantages-disadvantage of the mechanically stabilized earth wall. 1.3 SCOPES OF RESEARCH WORK Preliminary field investigation of the study area, collecting the data related to study area; Detail investigation and drilling works, collecting the samples, laboratory testing to determine stratigraphy, geological structures, geological condition of study area; The geological document analysis from project; Establish structural design properties; Using Geo-Studio software, MSEW software for calculation and model execution; Output data and correct result to satisfy with actual project condition; Compared between the mechanically stabilized earth wall and the reinforced concrete wall. The advantages - disadvantages when choosing between two solutions for the new design; Making an optimal choice and helping direction development of the subject in the future. Nghe Đọc ngữ âm Từ điển - Xem từ điển chi tiết 1.4 METHODOLOGY Gather information about the social situation, economic and natural characteristics...Ho Chi Minh City, district 2 and geological information of the site; Collecting documents, the study of Geogrid characteristics, making their use in construction, Geotechnics; Overview of Geo-Studio, MSEW software, advantages and disadvantages of using them; Using limit equilibrium methods of analysis; Construction monitoring and inspection. 1.5 INNOVATION ICD project where is Uni-Axial Geogrid for mechanically stabilized earth wall of 19th repository, is only construction in Southern region. It is major premise for similar construction in the future. From the Uni-Axial Geogrid properties, I will combinate between Mechanically Stabilized Earth Walls-Saigon River Wall and stone mattress at Thanh My Loi residential area project -District 2-HCMC. 1.6 LIMITATION OF RESEARCH Thanh My Loi residential area project includes two section: non-parking area and canoes parking area. However, I focus on sizing for external-internal stability for non-parking area because the calculation for both areas is similar in design. For canoes parking area, I will present a drawing in appendix III. Desk Study Geological maps; Geomorphologic maps; Geological data. Geotechnical data Landslide condition in Saigon River, slope hydrology affect landside, river landslide modeling of other area Investigation Geology: Stratigraphy Geomorpholoy Ground Water Geohydrology: Slope hydrology, pore-water pressure, intensity rainfall Detailed Field Investigation Additional drilling program; Recording daily data; Collection samples for; laboratory tests. Laboratory Tests Soil mechanic test; Permeability test; Shear strength test; Consolidation test. Recorded data ; Parameter analysis; Result & Calculation; Uni-axial Geogrid properties. Simulation modeling and wall stability analysis (Slope/w, MSEW); Estimation. Saigon River Wall- Thanh My Loi residential area. Figure 1.1 The