Giải pháp hoàn thiện công tác quản lý nhà nước về đất đai trên địa bàn thị xã quảng yên tỉnh quảng ninh đến năm 2020

MINISTRY OF EDUCATION MINISTRY OF AGRICULTURE AND TRAINING AND RURAL DEVELOPMENT THUY LOI UNIVERSITY VU THI HIEN DESIGNING STRUCTURES TO PROTECT EMBANKMENT AT THE ECONOMIC ZONE OF NAM DINH VU - HAI PHONG MASTER THESIS HANOI, 2018 MINISTRY OF EDUCATION MINISTRY OF AGRICULTURE AND TRAINING AND RURAL DEVELOPMENT THUY LOI UNIVERSITY VU THI HIEN DESIGNING STRUCTURES TO PROTECT EMBANKMENT AT THE ECONOMIC ZONE OF NAM DINH VU - HAI PHONG Major: Coastal Engineering and Management Major code: 6258023 SUPERVISOR: ASSC PROF PHD LE XUAN ROANH HA NOI, 2018 DECLARATION With proposal: “Designing Structures to Protect Embankment at The Economic Zone of Nam Dinh Vu – Hai Phong” I hereby declare that is the researched work by myself under the supervision of Assoc Prof PhD Le Xuan Roanh The results and conclusions of the thesis are fidelity, which are not copied from any sources and any forms The reference documents relevant sources, the thesis has cited and recorded and prescribed The results of my thesis have not been published by me to any courses or any awards I declare that the information provided in this document is correct and assume full responsibility for any untrue or incorrect information Hanoi, May date 2018 Author of the thesis Vu Thi Hien I ACKNOWLEDGEMENTS With the effort of myself and teacher’s help, colleague, friends and family, the graduation thesis on “Designing Structures to Protect Embankment at The Economic Zone of Nam Dinh Vu – Hai Phong” have been completed Firstly, let me express deep gratitude to Assoc Le Xuan Roanh has guided me wholeheartedly during the research, research and implementation of this thesis I would also like to express my sincere gratitude to the teachers in Marine Engineering Faculty - Water Resources University for giving me more time to help me finish my dissertation Thank to my family, friends and colleagues who have facilitated and helped me throughout my studies and research Thank you very much! II CONTENTS DECLARATION i ACKNOWLEDGEMENTS ii CONTENTS iii LIST OF FIGURES vi LIST OF TABLES ix INTRODUCTION 1 The necessity of study Study objectives Objects and scope of the study Study approaches and methodology Expected results Structure of thesis .3 CHAPTER OVERVIEW ABOUT PROTECTED SEADIKE AND CONSTRUCTED EXPENSIVE METHODS 1.1 Concept about sea dike and embankment 1.1.1 Concept about sea-dike 1.1.2 Concept about embankment 1.2 Research on dike structure in the world and in Vietnam 1.2.1 Researches of sea-dike in the world .7 1.2.2 Researches of sea-dike in Vietnam 10 1.3 Basic types of dike cross sections, structures and materials to form sea dikes 13 1.4 Proposing of cross-section selection 16 1.4.1 The proposed research plans 16 1.4.2 The plan analysis 20 III 1.5 Conclusion of chapter .21 CHAPTER MIKE 21 MODEL APPLICATION TO DETERMINE CALCULATED HYDROLOGICAL BOUNDARY OF NAM DINH VU ECONOMIC ZONE 22 2.1 Natural features of the study area 22 2.1.1 Geography and terrain 22 2.1.2 Wind mode 23 2.1.3 Hydrographical characteristics .25 2.1.4 Oceanographical regime .25 2.1.5 Wave regime 26 2.2 Simulating the development of Nam Dinh Vu new economic zone 28 2.2.1 Introduction about MIKE 21 model .28 2.2.2 Collected documentation 28 2.2.3 Model set up 30 2.2.4 Hydrodynamic simulation results 34 2.3 The chapter conclusion 44 CHAPTER DESIGN AND STABILITY CALCUALATION OF DIKE STRUCTURE 45 3.1 Selection of design boundary conditions .45 3.1.1 Geological and terrain condition related to design .45 3.1.2 Design of dike cross section 49 3.2 Hydraulic stability of armour layers 57 3.2.1 The thickness of armour layer 57 3.2.2 Structure stability calculation of box concrete 60 3.3 The structural ver on the berm and toe dike (erosion holes) .67 3.4 The stability of armour layer with ABAQUS software 70 3.4.1 Introduction about ABAQUS software 70 3.4.2 The model and structure analysis 71 IV 3.5 The chapter conclusion .79 CONCLUSION AND RECOMMENDATIONS 80 Conclusion 80 Recommendation .81 REFERENCES 82 V LIST OF FIGURES Fig 1.1 Cat Hai – Haiphong zone is protected by sea-dike .5 Fig 1.2 A picture showing the formation of a dike using clay slurry filled geotextile Fig 1.3 Illustration of the prefabricated caisson supported by a rubble mound and source protection cover Fig 1.4 Installation of upper cylinders to form breakwater .9 Fig 1.5 Homogenous dredged material dike with geosynthetic drainage composite Fig 1.6 Sensor data from seepage test in cross-section Fig 1.7 Maximum velocity at the sea edge of the crest dike depends on overtopping volumes of a wave; with the cases Hs =1,5m; Tp =6s; tanα=0,25 11 Fig 1.8 Wave overtopping simulator is tested at Tien Hai – Thai Binh dike 11 Fig 1.9 Prefabricated structure protects rivers and sea dike 12 Fig 1.10 Prefabricated structures protect river and sea dike 12 Fig 1.11 The section shapes of the sea-dike 14 Fig 1.12 Rock on seaside slope, sheet piles under embankment 16 Fig 1.13 The gentle slope, protection of the roof with two layers of stone, the use of geotextile on ground 16 Fig 1.14 Steep slope, using hollow box to reduce load 17 Fig 2.1 Haiphong coastal estuary and Bach Dang estuary 22 Fig 2.2 Domain topography of zone 31 Fig 2.3 Computed gird 31 Fig 2.4 Compared results between actual and computed flow velocities .33 Fig 2.5 The water level line between observed water level and computed water level at Hon Dau station 03/2009 .34 Fig 2.6 The flow field in Haiphong estuary mouth among the high tidal phase - in the dry season 37 VI Fig 2.7 The flow field in Hai Phong estuary among the low tidal phase – in dry season .37 Fig 2.8 The flow field in Haiphong estuary among the high tidal phase - in the rainy season 38 Fig 2.9 The flow field in Haiphong estuary among the low tidal phase – in dry season .38 Fig 2.10 The velocity process line in the study area .39 Fig 2.11 The flow direction in the study area 40 Fig 2.12 The maximum velocity in the dry season .42 Fig 2.13 The maximum velocity in the rainy season 42 Fig 2.14 The wave height of South with 2% frequency design 43 Fig 2.15 The wave height of East with 2% frequency design .43 Fig 3.1 Synthesis frequency line in Dong Hai, An Hai, Haiphong city at No.9 section (106048’, 20048’) 50 Fig 3.2 Tile structure with drainage holes .55 Fig 3.3 Precast concrete constructions Busadco Productions .55 Fig 3.4 Typical cross-section of dike 57 Fig 3.5 The calculation chart of friction force to hold structure (toe dike) 62 Fig 3.6 The relationship between velocity and bulk material load protecting the toe embankment 68 Fig 3.7 The largest erosion depths in the breakwater has a protective layer (Summer and Fredso, 2001) 69 Fig 3.8 The model of block has 5.0m height in ABAQUS 71 Fig 3.9 The loading chart works on the conjugate embankment according to the formula of Takahashi and Hosoyamada 72 Fig 3.10 The calculated loading due to wave action on embankment 73 Fig 3.11 The boundary condition and the loading .73 Fig 3.12 The stress distribution von Mises, MPa 74 VII Fig 3.13 The stress distribution von Mises, Mpa 74 Fig 3.14 The contact distribution among the face of block, MPa 75 Fig 3.15 The stable settlement .75 Fig 3.16 The work load q = 2T/m2 76 Fig 3.17 The modeling meshing 77 Fig 3.18 The vertical displacement of the whole system 77 Fig 3.19 The vertical displacement of the whole system 78 Fig 3.20 The vertical displacement of the whole system 78 VIII Fig 3.7 The largest erosion depths in the breakwater has a protective layer (Summer and Fredso, 2001) 1,35    S f (α )   = H   2π h    sinh  L      ) 0, − 1, 77e With f (α= (3.17) − α 15 (3.18) According to: S: The depth of erosion (m); L: The wave length at the toe structure (m); H: The wave height (m); h: The water depth (m); α : The angle at the slope bottom (degree); Assuming this structure, the slope of the embankment is approximately 400 L: The wave length at the toe structure = 90m; 69 H: The wave height =3.1m; h: The water depth =5.5 m; ⇒ h 5.5 = = 0.0611 L 90 Look up the curve in Figure 3.17 with the 400angle for S/H =0.72 So: S =2.2m Thus, the natural erosion depth is 2.2m And the protection zone is equal to at least two times the depth of the erosion And choosing S l = 6.5m 3.4 The stability of armour layer with ABAQUS software 3.4.1 Introduction about ABAQUS software ABAQUS is a large software using to simulate works, structures based on finite element method It solves its problems from the relatively simple linear analysis to the complex nonlinear simulation ABAQUS has a rich inventory which can simulate any shape Simultaneously, the material model warehouse can simulate the majority of typical structure material features, including metal, rubber, polymeric material, composite material, reinforced concrete, etc… ABAQUS is not only resolving problems in structural analysis (stress, displacement) but also the ability to simulate and study problems in other fields such as heat transfer, sound analysis, electronics, the cottage environment study AQUABS has two major analysis blocks: ABAQUS/Standard and ABAQUS/ Explicit Otherwise, there are also two addition analyzers with the special applications: ABAQUS/Aqua and ABAQUS/Design ABAQUS/CAE (Complete ABAQUS Environment) is a user interface that performs preprocessing tasks such as modeling, attribute assignment and boundary conditions, ABAQUS/Viewer is used to analyze and process the results 70 network segmentation BMW has been working with several ABAQUS module since 1986 when it was developed to develop the engine – thermal analysis of moving mechanisms It has now been introduced to study the design of the chassis, the cushion for crash safety For the ABAQUS software problems:  Simulation and analysis of the bearing capacity of the 5.0m high block embankment under wave action  Simulation and analysis of stability settlement of 5.0m high block embankment  Conclusion 3.4.2 The model and structure analysis  Simulation and analysis of the bearing capacity of the 5.0m high block embankment under wave action Fig 3.8 The model of block has 5.0m height in ABAQUS It includes the parameters about fiber reinforced concrete: E = 20 GPa; ν = 0.2; ρ= 2500 kg/m ; f’ y = Mpa 71 3.4.2.1 The condition to set the model in ABAQUS  Simplicity of model: Assume that the embankment system is table and balanced under the effect of soil and water pressure, and construction work on both embankments The problem is only considering the strength of the embankment structure under the impact of the impact waves  Including the weight of the texture itself  Do not consider the effect of the sand inside the embankment on the bearing  The blocks are clustered together, with small openings  Between the blocks has calculated the friction force and the coefficient friction is 0.3 3.4.2.2 The load acting on the embankment system Fig 3.9 The loading chart works on the conjugate embankment according to the formula of Takahashi and Hosoyamada 72 MN MĐ Pressure on the embankment Fig 3.10 The calculated loading due to wave action on embankment Toe embankment restraint Fig 3.11 The boundary condition and the loading 73 Fig 3.12 The stress distribution von Mises, MPa 3.4.2.3 The analysis results Fig 3.13 The stress distribution von Mises, Mpa 74 Fig 3.14 The contact distribution among the face of block, MPa From this result analysis, we can see the maximum stress = 4.65MPa Comment: Under the influence of the wave load, the stress incurred inside the structure is smaller than the limit stress f’ y = MPa of the concrete Therefore, the embankment is enough bearing capacity and doesn’t damage in term of intensity  The simulation and analyze stability of embankment system under the effect of itself weight and construction load Fig 3.15 The stable settlement 75 Table 3.14 The stable settlement The thickness m ρ kg/m3 E kPa ν C kPa φo Embankment 4.4 1000 20000 0.3 30 Layer 1C 12.7 690 500 0.33 Layer 4.4 620 700 0.33  The condition sets the model in ABAQUS  The model simplicity: For simplicity in the modeling and meshing, the designed embankment and pouring sand inside the embankment is a solid mass with 200kg/m3 an average density The author considers 15 blocks of embankment together and land embankment behind the embankment is covered with the top embankment  The density of the soil layers used to calculate is the floating density  In order to save time and money, the edge breakwaters are ignored  The blocks are clustered together with small openings  Among the blocks with friction consideration and the coefficient friction is 0.3 Fig 3.16 The work load q = 2T/m2 76 Fig 3.17 The modeling meshing The calculated results: The stress distribution von Mises of embankment systems has the maximum stress 2.439 MPa Comment: The pile system is enough capacity bearing and not undermine in terms of intensity Fig 3.18 The vertical displacement of the whole system 77 Fig 3.19 The vertical displacement of the whole system Fig 3.20 The vertical displacement of the whole system 78 Comment: The stable settlement of the dike body is about 1264mm, approximately with 1260 mm the analytical result Correspondingly, the settlement of the embankment is about 1107mm Conclusion:  The simulation result shows that the embankment structure is sufficiently enough strong bearing capacity about the term of intensity under the effect of external load is sea wave  The stabilization of the embankment system is simulated closely with the analytical results 3.5 The chapter conclusion The dike of Nam Dinh Vu economic zone has more than 14km the length The dike is located on soft soil, mainly alluvial soil If we use the embankment, we can have to treat the foundation and the funding is not small The thesis was proposed to use the structure of BUSADCO company to make the structure to protect marine Otherwise, this structure can greatly save about the volume of construction materials On the other hand, the components are prefabricated in the factory and controlled by the quality, field assembly is quite favorable The basic advantage of this solution is the light weight structure and easy construction However, the method of this applied stable calculation has not specifically considered and also use the traditional calculation formulas Therefore, structure must have to make the testing before it is putting on building construction 79 CONCLUSION AND RECOMMENDATIONS Conclusion Vietnam has a long coastline of over 3.200km which is downstream of major rivers flowing into the East sea And it is predicted by the World Environmental Organization as one of the countries most likely to be affected by climate change which is directly affected by sea level rise, loss of land, natural imbalances, erosion, impact of ecological imbalance and sedimentation of river, etc… Due to many technological limitations as well as the need for capital, the speed of protection of the ecological environment, the speed of construction of the protection of rivers, lakes, and seas In other hand, we can’t keep pace with the demand and speed of construction economic development, urban society, countryside At the same time, we can also prepare for climate change in the future The construction of the protection of banks, yards, rivers, lakes and seas is a huge task which is extremely difficult, complicated and long term, and requires huge capital Therefore, there should be a coordinated and unified coordination of scientific organizations and specialists, specialized state management agencies, consultancy organizations and all related entities and individuals To step by step carry out the process of improvement, renewal and development of appropriate new technologies in order to replace traditional solutions In particular, the protection of banks, yards, dykes, land encroachment, development of land fund, strengthening of protection, stabilization of ecological balance and preparedness to respond to climate change - sea level rise, disadvantage overcoming of natural conditions: terrain, geology, meteorology, hydrology, marine This problem is very important to study the route and cross section of sea dikes, based on topography, geology, hydrology, construction materials, construction conditions and requirements to be analysis and decision 80 Recommendation Because the research area is located in the strategic direction of the sea of Vietnam economy, Nam Dinh Vu economic zone was invested to become a modern deep-water economy of the North This is an economic zone that serves as a trading gateway for the whole of the North The formation and development of the economic zone will mark a development of the Vietnam Marine economic zone At this point, the author proposed the BUSADCO structure of Ba Ria – Vung Tau urban sewerage and development company which uses the toe embankment to protect shoreline and sea dike for Nam Dinh Vu new economic zone This structure is one of the best methods to replace traditional methods because it brings the high application and suitability for study area Structures are using the polypropylene fiber reinforced concrete technology, concrete strength rating M ≥ 300 and it also has the effect on corrosion resistant and marine environment invasive In addition, the structure uses the synchronous assembly of blocks, pillars, and treads in order to stabilize the structure of anti-slip, anti-sliding, anti-scouring structure, anti-fault, local subsidence, landslide, erosion, etc… Otherwise, it is possible to make use of local materials such as soil, rock, sand, etc… and other areas purchased in fish ponds in the vicinity of the project area, thus the minimizing cost of structure investment 81 REFERENCES [1] H Thanh, "Khu Kinh tế Đình Vũ- Cát Hải Đòn bẩy phát triển kinh tế- xã hội Hải Phòng," 14 2014 [Online] [2] Đ V Dinh, "Kinh tế biển," Theo Tạp chí Tài nguyên Môi trường, 2012 [Online] Available: bientoancanh.vn/Tiem-nang-dat-dai-vung-ven-bien-VietNam_C13_D3004.htm [3] J.Chu,S.W.Yan, W.Li, "Innovative Methods for Dike Construction - An Overview," Geotextiles and Geomembranes, no 8, pp 35-42, 2010 [4] Stefan Cantré, Fokke Saathoff, "Investigation of Dreged Materials in Combination with Geosynthetics Used in Dike Construction," no 9, pp 213-221, 2013 [5] Le Hai Trung, Vu Minh Cat, van der Meer, "Máy Xả Sóng, Thiết Bị Kiểm Tra Khả Năng Chịu Sóng Tràn Đê Trồng Cỏ," Khoa học kỹ thuật Thủy Lợi Môi trường, pp 56-61, 2011 [6] H Đ Thảo, Chân Kè Lắp Ghép Bảo Vệ Bờ Đê Biển BUSADCO, Bà Rịa Vũng Tàu, 2014 [7] Công Trình Thủy Lợi - Yêu Cầu Thiết Kế Đê Biển, Hà Nội: Tiêu chuẩn Quốc Gia TCVN 9001-2014, 2012 [8] "Báo cáo khí tượng, thủy hải văn," Viện tài nguyên Môi trường Biển, Hà Nội, 2012 [9] "Hồ sơ thiết kế, thi công kè biển Khu kinh tế Nam Đình Vũ – Hải Phịng, Việt Nam," Viện khoa học Thủy lợi Việt nam, 2012 [10] "Eurotop Manual",www.Eurotop -manual.com, second edition 2016 82 83 ... 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