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3 SIMULATION OF PAVEMENT DEFORMATIONS FOR DIFFERENT APPROACH SLABS CONCEPT CONSTRUCTED ON BATU PAHAT SOFT CLAY (BPSC) MOHD NAZRIN MOHD DAUD This dissertation is submitted as a fulfilment of the requirements for the award of The Master Degree of Civil Engineering Faculty of Civil and Environmental Engineering Universiti Tun Hussein Onn Malaysia MAY 2007

4 UNIVERSITI TUN HUSSEIN ONN MALAYSIA BORANG PENGESAHAN STATUS TESIS JUDUL: SIMULA TION OF PAVEMENT DEFORMATION FOR DIFFERENT APPROACH SLABS CONCEPT CONSTRUCTED ON BATU PAHAT SOFT CLAY SESI PENGAJIAN: 2006/2007 Saya MOHD NAZRIN BIN MOHD DAUD (HURUF BESAR) mengaku membenarkan tesis (PSMISarjanaIDoktor Falsafah1* ini disimpan di Perpustakaan dengan syarat-syarat kegunaan seperti berikut: 1. Tesis adalah hakmilik Universiti Tun Hussein Onn Malaysia. 2. Perpustakaan dibenarkan membuat salinan untuk tujuan pengajian sahaja. 3. Perpustakaan dibenarkan membuat salinan tesis ini sebagai bahan pertukaran antara institusi pengajian tinggi. 4. **SiIa Tandakan (,f) D D SULIT TERHAD (Mengandungi maklumat yang berdmjah keselamatan atau kepentingan Malaysia seperti yang termaktub di dalam AKT A RAHSIA RASMI 1972) (Mengandungi maklumat TERHAD yang telah ditentukan oleh organisasilbadan dimana penyelidikan dijalankan) [TI TIDAK TERHAD Disahkan oleh, 1 ~JI, rli~~ (T ANDATANGAN PENYELIA) PROF. DR.!JOHD mnus HJ. MOHD MASIBlN Alamat Tetap: No. 75 A Jalan No.4, Kg. MehlYu Raya, Segamat, Johor. Tarikh: Tinibalan Dekan <Penyf.',}.idikan &Pembangunan) Falrulti Kejuruternan Aviam & Alam 8ekitnr ljniverniti 'fun Hussein Onn Malaysia P.M. DR. MOHD IDRUS B. MOHD MASIRIN (Nama Penyelia) Tarikh: CATATAN: * ** Potong yang tidak berkenaan. Jika tesis ini SULIT atau TERHAD, sila lampirkan surat daripada pihak berkuasalorganisasi berkenaan dengan menyatakan sekali sebab dan tempoh tesis ini perlu dikelaskan sebagai SULIT atau TERHAD. Tesis dimaksudkan sebagai tesis bagi Ijazah Doktor Falsafah dan Sarjana secara penyelidikan,atau disertasi bagi pengajian secara kerja kursus dan penyelidikan, atau Laporan Projek Sarjana Muda (PSM).

5 11 "I acknowledge that I have read this dissertation and in my opinion it has fulfilled the requirements in scope and quality for the award of the Master of Engineering in Civil Engineering." Signature Name of Supervisor Date :~...?.... ASSOC. PROF. DR. MOHD 1DRUS B. MOHD MAS1RIN 10, 5 ~ '2..4!J'O?- PRO.R MJillYA DR. M:oIill IDRU8 HJ. MOHD MA.StRIN' Timbalan Dekan (Ponye).iclikan &Pembangunnn) Faiultl Kejuruternnn Awnm & Alam Sekitnr ~aiversiti Tun HuaBein Onn Mal.aysia

6 111 "I acknowledge that this thesis is my own except the extracts and summaries in which they have been citied accordingly". Signature Name of Writer Date. ~~ (/1-... ~.~... MO D NAZRIN BIN MOHD DAUD 7/5/2007

7 IV Special dedication to my beloved father and mother, Mr. Mohd Daud Kayat and Mrs. Hamsah Sandir, all family members and friends. Thanks for all your valuable contributions, patience and love. May Allah S. W T, The Almighty bless our every living days, Insyallah...

8 v Praise to be Allah, with the bless of His Almighty, this Projek Sarjana has been successfully completed within the given time frame. I would like to take this great opportunity to thank my project supervisor, Assoc. Prof. Dr. Mohd Idrus bin Mohd Masirin, all the supporting lecturers and staff of FKAAS especially Assoc. Prof. Dr. Kemas Ahmad Zarnhari, Mr. Felix Ling Ngeeh Leh, Mrs. Nursitihazlin, and also the lab technicians, Mrs. Zamra, Mr. Amir Zaki, and Mr. Azuan. Only with His blessing that brought them to support and guide me favourably in order to finish this master project and my studies in Universiti Tun Hussein Onn Malaysia with success. I would also like to convey my special thanks to my beloved parents, Mr. Mohd Daud Kayat and Mrs. Hamsah Sandir, and all my family members for their guidance and support throughout my studies. Only with your support and blessings, I have managed to continue my study this far successfully. Thank You.

9 VI ABSTRACT Depression or bump that occurs between end of bridge approach slab and road pavement interface always arises a great concern among motorists. The occurrence of the bump that motorist feel as they leaves or approaches the bridge is caused by the differential settlement problem. This problem becomes more apparent particularly over soft soil condition such in Batu Pahat district. Currently, there is no guideline and specification provided by the Public Work Department in designing a proper bridge approach model, which has exceptional transition toward road pavement. The current conventional model used in many projects was reported to be less effective since the problem is still noticeable and it requires regular maintenance work when the problem reappears recurrently. Practically, it is clear that the problem is still unresolved and this is due to the complexity of the design problem itselfthat merge the structural and geotechnical perspectives in design. The studies on simulation modelling for approach slab and road pavement design also have been rare. It is essential since such design analysis, which is based on numerical analysis, could have advantages in providing preliminary expected outcomes for the modelling purpose. In conjunction to this matter, the modelling of several approach slab and road pavement concepts have been successfully conducted to verify the result expectancies using this approach in order to provide better understanding on the recurrent problem. Keywords: bump, bridge approach slab, differential settlement, soft soil, simulation modelling

10 V11 ABSTRAK Ketidakseragaman permukaan atau 'bonggol' yang berlaku di antara muka hujung papakjulur bagijambatan danjalan raya kerap kali mengundang kebimbangan penggunajalan raya. Kejadian tersebut yang dirasai oleh pengguna jalan raya apabila menuju atau melewatijambatan adalah diakibatkan oleh masalah prerbezaan pemendapan yang berlaku. Masalah tersebut menjadi lebih jelas apabila melibatkan pembinaan di kawasan tanah lembut seperti di daerah Batu Pahat. Pada ketika ini tiada garis panduan mahupun spesifikasi yang disediakan oleh J abatan Kerja Raya dalam mereka bentuk papakjulur yang mampu menangani permasalahan tersebut. Model konvensional yang digunapakai pada ketika ini dilaporkan kurang efektifkerana permasalahan ini masih berulang serta memerlukan kerja penyelenggaraan yang kerap. Secara praktikalnya adalahjelas bahawa permasalahan ini masih belum dapat diselesaikan dan ini adalah disebabakan oleh kesukaran yang dialami ketika mereka bentuk model di mana ia melibatkan gabungan pemahaman daripada sudut kejuruteraan struktur dan geoteknik. Manakala kajian kaedah simulasi dalam hal ini adalah jarang dilakukan dan tidak meluas. Analisis seperti ini yang melibatkan analisis elemen terhingga adaiah berguna dan mempunyai kelebihan dalam menyediakan platfom rekabentuk awal. Berikutan ini, rekabentuk beberapa konsep papakjulur bagijambatan dan seksyenjalan raya telah dijalankan dengan jayanya dalam penyelidikan simulasi ini bagi menjelaskanjangkaan keputusan terhadap kajian, seterusnya memperolehi pemahaman yang lebih terhadap permasalahan yang berulang ini. Kata kunci: bonggol, papak julur bagi jambatan, perbezaan mendapan, tanah lembut, simulasi

11 Vlll CONTENTS CHAPTER TITLE PAGES DECLARATION SUPERVISOR'S CONFIRMATION CONFESSION DEDICATION ACKNOWLEDGEMENT ABSTRACT ABSTRAK CONTENTS LIST OF FIGURES LIST OF TABLES LIST OF SYMBOLS i ii iii iv v vi vii viii xv xvii xix I INTRODUCTION 1.1 Problem Statement Objective of Study History and Study Area Scope and Limitation of Research Hypothesis Research Methodology Flow Chart of Research Project 9

12 IX II ROAD PAVEMENT-APPROACH SLAB CONSTRUCTION AND FAILURES 2.1 Introduction Soft Clay in Batu Pahat Road Pavement Bridge Approach 10 ] ] ] Flexible Pavement: Design and Construction Design Method Design Factors Traffic Loading Material Characteristics Failure Criteria Road Pavement Design in Malaysia Construction under Soft Clay Condition ] Bridge Approach Slab: Design and Construction Bridge Abutment and Approach Slab Design Method Construction of Approach Slab ')" -j 2.4 Flexible Pavement and Approach Slab Performance Flexible Pavement Failures Causes of Road Pavement Failures Problem on Approach Slab Structure

13 x III CASE STUDIES OF ROAD-BRIDGE INTERFACE PERFORMANCE 3.1 Introduction 3.2 Structural Performance of Bridge Approach Slabs under Given Embankment Settlement Introduction Objectives of Study Research Methodology Finite Element Modeling Determination of Boundary Conditions Effects of Embankment Settlements on Slab Performance Test Result Conclusion 3.3 Effect of Orientation of Approach Slabs on Pavement Deformation Introduction Objectives of Study Research Methodology Approach Slab Measurement of Deformation Test Result Conclusion 3.4 Performance of Geocomposite Membrane in Pavement Systems Introduction Objectives of Study Research Methodology Conclusion 3.5 Discussions

14 Xl IV FAILURE SIMULATION USING PLAXIS 4.1 Introduction PLAXIS Finite Element Modelling in Geotechnics Mohr-Coulomb Model Soft-Soil Model Soft-Soil-Creep Model PLAXIS Programmes Determination of Boundary Condition Input Parameter Geometrical Input Loads Types Material Input Mesh Generation Inital Condition Calculation Program Calculation Types Loading Input Calculation Phases Selection of Points Output Data Graphical Output Cross-Section Output Table Output Curve Generation Failure Simulation Analysis Limitation of PLAXIS Software 70

15 xu v RESEARCH METHODOLOGY AND TESTING 5.0 Introduction Gathering Data and Information Literature Review Interview Field Investigation and Laboratory Testing Geological Information of Study Area Structural Condition Sub ground Condition Soil Testing Traffic Loading Type of Loading Loading Configuration Performing Simulation Program Geometrical Parameters Sub grade Thickness and Geotextile 79 Layer Control Model (Horizontal Slab) Slab Inclined at 5 to Horizontal Phreatic Level Material Parameters Pavement Properties Soil Properties Concrete Slab Properties Geosynthetic Properties Determination of Boundary Conditions 84

16 XIII VI DATA OBSERVATION AND ANALYSIS 6.1 Introduction Consolidation Analysis on Transition Section Horizontal Slab Inclined Slab Effect of SUbgrade Thickness and Reinforcement 92 on Defonnation Profiles Horizontal Slab without Geosynthetic 93 Reinforcement Horizontal Slab with Geosynthetic Reinforcement Inclined Slab at 5 to Horizontal without 96 Geosynthetic Reinforcement Inclined Slab at 5 to Horizontal with 97 Geosynthetic Reinforcement 6.4 Comparative Study on DefOlmation Profile of Different 98 Approach Slabs Design 6.5 Defonnation Analysis on Interface Region Limitation of Research 103 VII CONCLUSION AND RECOMMENDATION 7.1 Introduction Conclusion The Application of PLAXIS Software in 107 Modelling Approach Slab Concept Interface of Approach Slab and Flexible Road 108 Pavement Perfonnance of 5 Inclined and Horizontal 109 Approach Slab Concept 7.3 Recommendations 110

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18 xv LIST OF FIGURES FIGURES NO. TITLE PAGES 1.1 Plan View of Study Area Flow Chart of Research Project State Roads in Batu Pahat District (Batu Pahat PWD, 2004) Typical Cross Section of Rural Road Pavement in 20 Batu Pahat District (Public Work Department, 2001) 2.3 Typical Pavement Section Constructed on Parit Karjo State 21 Road (State Public Work Department, 2006) 2.4 Typical Rut on Flexible Road Pavement Typical Fatigue Cracking on Road Pavement Surface 26 (Jestin, 2006) 3.1 Illustration of Slab Interaction with Soil (Cai, et. ai, 2005) Sketch of Materials Arrangement (Cai, et, ai, 2005) Deflection of Slab against Differential Settlement 36 (Cai, et. ai, 2005) 3.4 Rotation of Slab against Differential Settlement 36 (Cai, et. ai, 2005) 3.5 Test Section of the Control Horizontal Slab (Cai, et. ai, 2005) Test Section of the Slab at 5 to Horizontal 40 (Wong, et. al 1994) 3.7 Test Section of the Slab at 10 to Horizontal 41 (Wong, et. ai, 1994) 3.8 Deformation Profile of the Control Horizontal Slab 42 (Wong, et. ai, 1994) 3.9 Deformation Profile of the Slab at 5 to Horizontal. 42 (Wong, et. ai, 1994)

19 XVI 3.10 Deformation Profile of the Slab atl0 to Horizontal 43 (Wong, et. ai, 1994) 3.11 Pavement Design (Section J and K) (Brandl, H. and Adam, D. 47 (2000) 4.1 Geometry Model in Plaxis Input Program 57 (PLAXIS Tutorial Manual, 2002) 4.2 Material Set and Configuration for Soil Properties 59 (PLAXIS Tutorial Manual, 2002) 4.3 Typical Calculation Window in P ALXIS Calculations 63 Program (PLAXIS Tutorial Manual, 2002) 4.4 Deformed Mesh Visualised Graphically in PLAXIS Output 65 Program (PLAXIS Tutorial Manual, 2002). 4.5 Curve Generation Window in PLAXIS Curves Program 67 (plaxis Tutorial Manual, 2002) 4.6 Load-Displacement Curve Generated by PLAXIS Curves 68 Program (plaxis Tutorial Manual, 2002) 5.1 Typical Configuration of a Heavy Vehicle with Standard kips (80 kn) Single Axle Dual Tyres 5.2 Cross Sectional View of Subsoil Layer and Approach Slab Configuration Type of Inclined Slab to the Horizontal 81 Surface 6.1 Horizontal Slab Deformation Profiles on Umeinforced 88 Subgrade by Means of Consolidation 6.2 Horizontal Slab Deformation Profiles on Geotextile- 89 Reinforced Subgrade by Means of Consolidation 6.3 Horizontal Slab Deformation Profiles on GCL-Reinforced 89 Subgrade by Means of Consolidation Inclined Slab Deformation Profiles on Umeinforced 90 Sub grade by Means of Consolidation Inclined Slab Deformation Profiles on Geotextile- 91 Reinforced Sub grade by Means of Consolidation Inclined Slab Deformation Profiles on GCL-Reinforced 92 Sub grade by Means of Consolidation

20 XVII 6.7 Development of Subgrade Deformation on Horizontal Slab 94 Model with Different Thickness of Umeinforced Subgrade Layer 6.8 Development of SUbgrade Deformation on Horizontal Slab 95 Model with Different Thickness and Reinforced Subgrade Layer 6.9 Development of SUbgrade Deformation on 5 Inclined Slab 96 Model with Different Thickness ofumeinforced Subgrade Layer 6.10 Development of Subgrade Deformation on 5 Inclined Slab 98 Model with Different Thickness and Reinforced Subgrade Layer 6.11 Development of Subgrade Deformations on Different 100 Approach Slab Models 6.12 Deformation profiles of Horizontal and 5 Inclined Slab 102 within Interface Region 6.13 Deformation profiles of Horizontal and 5 Inclined Slab 103 within Interface Region for Various Subgrade Thickness and Reinforcement

21 XVl11 LIST OF TABLES TABLES NO. TITLES PAGES Roads Categories in Malaysia (Me or, et. ai, 2001) 18 Pavement Failures According to Several Researchers 25 (Jestin, 2006) Material Parameters (Cai, et. ai, 2005) 34

22 XIX LIST OF SYMBOLS AASHTO CBR CD CU DVL FWD EPS ESAL GCL GPR HPU LaDOTD NDT NYDOT PSI PWD u' American Association of State Highway and Transportation Officials California Bearing Ratio Consolidated Drained Test Consolidated Undrained Test Digital Video Logger Falling Weight Deflectometer Expanded Polystyrene Equivalent Standard Load Geosynthetic Clay Liner Ground Penetrating Radar Highway Planning Unit Louisiana Department of Transportation Development Non-Destructive Test New York Department of Transportation Present Serviceability Index Public Work Department normal stress effective normal stress confining pressure E u c modulus of elasticity friction angle deviator stress pore pressure cohesion coefficient of consolidation coefficient of secondary comporession

23 xx f f yield function function of the stress state K* modified swelling/ recompression index A* modified compression index Pp to pre-consolidation stress time at which creep is assumed to commence t) time eo initial void ratio e) void ratio s f-1* v If/ shear stress modified creep index Poission Ratio dilatancy angle

24 CHAPTER I INTRODUCTION 1.1 Problem Statement The concrete bridge found in Parit Karjo, Batu Pahat is constructed on deep foundation pile which is structurally stable and sound. Construction of pavement and bridge under soft soil circumstance is always linked to the differential settlement problems between bridge abutments and roadway ends. Though, bridge approach slab is provided to span across any difference in level due to settlement between the bridge approach and the roadway ends. The long span concrete slab certainly will provide smoother transition at the end of the roadways to the approach bridge. Thus, providing better comfortability and rideability to commuters and road-users. The occurrence of settlement for road pavements-bridge interface sections will be noticeably when there is a sudden change of joint level between the ends of paved roadway and constructed bridge approach slab. Undoubtedly, this will affect the rideability quality or factor of the roadway in the long run. This complaint involves a 'bump' that motorists feel as they are leaving or approaching the bridge. The only alternative available now is rehabilitation or remedial work that is to