BEHAVIOR IMPROVEMENT OF FOOTINGS ON SOFT CLAY UTILIZING GEOFOAM
|
|
- Leona Robinson
- 6 years ago
- Views:
Transcription
1 BEHAVIOR IMPROVEMENT OF FOOTINGS ON SOFT CLAY UTILIZING GEOFOAM G. E. ABDELRAHMAN AND A. F. ELRAGI Department of Civil Engineering, Fayoum University Fayoum, Egypt ABSTRACT: EPS, expanded poly-styrene geofoam in the last three decades appeared to be the lightweight solution of a number of civil engineering problems. One the most important problems are to construct on soft clay soil, which extends in Egypt in many areas. Soil replacement can be fulfilled by using EPS blocks underlay footings. Three different EPS thicknesses are used in this study as soft clay replacement. A numerical finite element analysis program, PLAXIS, was used to simulate the problem. The decrease in settlement under the footing and the increase in bearing stresses were compared to those without EPS. An experimental model was used in the laboratory using white Kaolin with three different strengths as soft clay soil underneath square footings with fixed dimensions. Load settlement relationship was measured. Comparison was made between analytical and experimental results. Results showed that utilizing EPS decreases the settlement and increases the footing load. EPS thickness appeared to be an important factor in improving footing behavior on soft clay. INTRODUCTION Horvath 1 classified the applications utilizing EPS blocks by (their function). The four functions of EPS are lightweight fill, compressible inclusion, thermal insulation and small amplitude wave damping (ground vibration and acoustic). Horvath 1 add two more function, drainage and structural another way to classify the applications is by engineering properties. Five EPS properties appear to be very useful when utilizing EPS. These properties are: density, compressibility, thermal resistance, vibration damping and self-supporting nature of the EPS. These properties can solve many important engineering problems such as settlement problems, slope stability problems and bearing capacity problems such as embankments bridge approaches, earth retaining structures, bridge abutment, buried pipes, landscape architectural plaza, deck basement and insulation railways. Conventional geotechnical solutions for such problems (e.g., deep foundations, sheet piles, retaining walls or other solutions) may be economically unfeasible. In this research, EPS, as a lightweight material, was used as replacement material of soft clay underlain a footing foundation in order to decrease footing settlement and to increase the footing stress as the geofoam layer redistribute the footing stress over the clay layer. An experimental program, included, a model were embedded in Egyptian white kaolin that was reconstituted and pre-stressed to different clay consistencies and the EPS which have different thicknesses and a constant footing dimensions. Comprehensive finite-element analysis, where the footing underlay foam are represented in the mesh is adopted here using the nonlinear elasto-plastic finite element program PLAXIS. The program is plane strain, finite element program for soil modeling. The soil is modeled using 6 nodded triangular elements. The soil model is Mohr-Columb method with nonlinear failure envelope. The experimental and analytical models showed that EPS decrease the settlement under the footing as a replacement layer for soft clay and underlay the footing which allowing the 333
2 designer to increase the stress load. Also the results showed that the EPS layer thickness compared to footing thickness has great effect on the analysis. EXPERIMENTAL MODEL The experimental study described herein is concerned with the effect of EPS on the footing behavior on homogenous soft to firm clay. The experimental program, included, the model were embedded in Egyptian white Kaolin that was reconstituted and pre-stressed to different clay consistencies and the geofoam which have different thicknesses and constant footing dimensions. 1 Model Description To provide a soil deposit of high uniformity in water content, and degree of saturation throughout the bed, than can be usually found in nature, a special construction method was, therefore, required for forming artificial beds of clay that had homogeneous profiles of shear strength as practically possible. The apparatus used was developed in order to prepare uniform kaolin-clay beds in rectangular steel containers. The dimensions were sufficient to minimize any effect of the walls or the bottom of the containers on the soil resistance. The apparatus was built to act as a vertical consolidation cell which is composed of the following: 1.1 The Steel Tank A steel chamber 1050 x 200 x 600 mm deep was used with wall thickness of 5 mm. A geotextile filter covered the inner wall to allow the water movement in and out of the clay bed without the soil particles. During the vertical consolidation process, a vertical settlement occurred in the clay bed. A rectangular steel cover with dimensions 1030 mm and 183 mm and 20 mm in thickness, it weigh 31.4 kg covered with geo-textile filter, was placed over the clay slurry to distribute the vertical load during the vertical consolidation as shown in Figure Footing and Geofoam Dimensions Square blocks of wood were used as footing model with fixed dimension 70 x70mm and with 15 mm depth. EPS density was 16 kg/m 3 and its dimensions were the same as footing with three different depths, 30, 50, and 70 mm 1.3 Vertical Loading System Pre-stress pressure was used during the vertical consolidation phase. Two criteria controlled the pre-stress pressure; first to get the clay bed consolidated in the shortest possible time, and the second is getting desired shear strength, including soft to firm clay. A load of 320,177 and 55 kg was chosen to give a pre-stress clay of bearing capacity equal to 0.6, 0.3 and kg/cm 2, respectively. A steel bar was calibrated to transform vertical load to the top cover plate to allow bed consolidation, one kilogram on loading bar equal to 10 kilogram on the soil bed as shown in Figure
3 0.2m 2 Clay Deposit Figure 1 Experimental Model Kaolin based artificial soils have been particularly popular for laboratory work, and has been widely used both in fundamental studies of soil behavior and in physical model tests. The properties of pure kaolin are somewhat a typical of natural clay soils. The physical properties of Egyptian white Kaolin were measured. It has a liquid limit, w L, of 47.6 %, plastic limit, w p, of 25 %, plasticity index, PI, of 22.6 %, dry density, γ d, of 1.7 kg/cm 3, wet density, γ w, =1.9 kg/cm 3, Poisson s ratio, υ, = 0.49, and specific gravity, G s, of 2.7. Hydrometer test result shows that 93.5 percent of the material passes a No 200 sieve and that the clay fraction is 50 percent, the silt is 46.5 percent, and the fine sand is 3.5 percent. Modulus of elasticity, E, of 1.89,1.51,1.36 kg/cm 2 for bearing capacities 0.6, 0.3, and respectively. White kaolin was used to prepare three different bearing capacities clay deposits. In order to reach full saturation and homogeneity, the clay slurry was mixed at initial water content close to the value of its liquid limit, 10 liters water added to 30kg kaolin powder to give 33% water content in a concrete mixer for 15 minutes. Before placing the clay mixture inside the model, clean fine sand was used to fill the bottom to serve as a filter. The thickness of the bottom layer was for 35 mm thick. The sand layer was saturated. The mixed clay was then transferred from the concrete mixer to the tank up to the top level of the model. The top steel cover was placed on the clay surface. The consolidation load was then distributed on the cover. Clay deposits were consolidated vertically using distributed pressure to reach different clay bearing capacities, 0.125, 0.3, 0.6 kg/cm 2. During the vertical consolidation, the settlement of the steel plate was measured. 3 EPS Properties Expanded Polystyrene, EPS is a plastic polymeric material with chemical composition of C 8 H 8. Material prices vary depending on the type and density of EPS as well as the job size and location. EPS is a lightweight material with a good insulation and energy absorption characteristics. Its strength and stiffness are comparable to medium clay. EPS density appears to be the main parameter that correlates with most of its mechanical properties. Compression strength, shear strength, tension strength, flexural strength, stiffness, creep behavior and other mechanical properties depend on the density. Non mechanical properties like insulation coefficients are also density dependent. EPS densities for practical civil application range between 335
4 11 and 30 kg/m for other applications like insulation higher densities are more efficient, Van Drop 2, with its lightweight property, EPS blocks can be easily handled after manufacturing, during curing, transportation or placement in the field. Sun 3 reported that, EPS under confining compression the strength and initial tangent modulus decrease with the increase in confining stress. Sun 3 concluded these results based on axial deviator stress strain curves, which are important for submerged geofoam. The elastic modulus of EPS is small compared to the elastic modulus of some other engineering materials such as soil, concrete, and wood. EPS initial modulus is a function of the density. For EPS Young s modulus, there is no agreement from the researchers on a constant value of Young s modulus for each density. In this research Young s modulus was choose to be equal to 4 MPa (40 kg/cm 2 ) Elragy and Negussy 4 Table 1. ASTM-C 578 EPS densities and compressive strength Type XI I VIII II IX Density (kg / m 3 ) Compressive strength at 10% strain ( kg/m Poisson s ratio is an index of the lateral pressure of EPS in contact on adjacent structural elements for a certain applied vertical load on the geofoam. Most of the researchers measured different value for Poisson s ratio ranges from 0. 5 to 0.05). In this study Poisson s ratio, υ, was assumed to be equal 0.08, and dry density γ dry of 16 kg/ m 3. 4 EPS DESIGN CONSEDRATION Foundation engineers often use an approximate method to determine the increase of stress with depth caused by the construction of a foundation. Generally the load distribution from footing to soil is referred to as the 2:1 method. In case of using EPS layers underlay the footing, Nishi 5 suggested that, the load distributed at an angle θ which equal 20 for EPS layers as shown in Figure 2. Vertical stress (t/m2) Stress by Field Test Boussines 4 q's Eq. Laboratory 3.5 Test Theta= Theta=30 Theta= Deapth from loading point (m) Figure 2 Vertical stress in the EPS (after Nishi, et al., 1996) 336
5 TESTING PROCEDURES The main objective of this study is to measure the settlement under sustained loads for different soil consistencies with EPS existence. To achieve this goal, an accurate measurements of footing settlement, and soil movement changes with time had been recorded. After the footing was placed over the foam footing inside the clay bed, and the dial gauges placed around it, for each load, dial gages (0.01-mm accuracy), was read till the end of primary consolidation is finished, around 3 days after applying the load. Dial gauges were placed at the footing top. After the test was completed, dial gauges were removed, the footing was pulled out carefully from the clay bed. The tank was then cleaned out from all the clay and filters sand and washed with clean water in preparation for the next test. EXPERIMENTAL AND NUMERICAL RESULTS From the experimental model and as shown in Figure 3, the existence of EPS decrease the settlement for different bearing capacities depending on EPS thickness E, compared to footing depth, F. Higher EPS thickness, less settlement decrease proportional to soil bearing capacity as shown in table 2. From measured results it is concluded that, EPS layer as clay replacement decrees the settlement under the footing for two reason, the first is because it carries the load and absorb the energy ( 97% is air) of footing stress, and the second reason that the EPS redistribute the stress footing so less stress reach the clay soil. If the EPS layer has a small thickness, it does not show a good effect. Numerical program, PLAXIS shows good results which give similar as experimental results. These percentages show typical results as measured from the experimental model and analyzed using PLAXIS as shown in Figure3. Table 2 Percentage of settlement decrees at different stress and different EPS thickness. E/F PLAXIS 25-45% 9-32% 4-12% Experimental results 26-34% 5-15% 5% 337
6 0.7 Total Stress (kg/cm 2 ) Measured Plaxis E/F=4.663 E/F=3.33 E/F=2 E/F=Zero E/F=3.33 E/F=Zero E/F=4.66 E/F=2 E/F=3.33 E/F=3.33 E/F=2 E/F=zero E/F=2 0.1 E/F=4.66 E/F=4.66 E/F=zero Total Settlement (mm) Figure 3 Results of experimental and numerical for different EPS thickness. CONCLUSIONS (1) EPS decrease the settlement under the footing. (2) Using EPS as a replacement layer for soft clay and underlay the footing allow the designer to increase the stress load (3) Finite element analysis using PLAXIS program, shows good agreement with that measured with the experimental model results. (4) EPS thickness compared to footing depth is important factor. REFERENCES 1. Horvath, J., S., Geofoam Geosynthetic Horvath Engineering, P. C, Scarsdale, New York, USA 1995a. 2. van Dorp, T., Expanded Polystyrene Foam as Light Fill and Foundation Material in Road Structures, International Congress on Expanded Polystyrene, Milan, Italy, Sun, M., Engineering Behavior of Geofoam (Expanded Polystyrene) and Lateral Pressure Reduction in Substructures, Master s Thesis, Syracuse University, Syracuse, NY, USA, Negussey, D., and Elragi, A., EPS Geofoam, an Overview, Internal Report AE1-00, Geofoam Research Center, Syracuse University, Syracuse, NY, USA, 2000a. 5. Nishi, T., Hotta, H., Kuroda, S., and Hasegawa, H., Feedback to Design Based on Results of Field Observations of EPS Embankments Proceedings of International Symposium on EPS Construction Method, Tokyo,
Design of Geofoam Embankment for the. Steven F. Bartlett, Ph.D., P.E. Research Project Manager, UDOT
Design of Geofoam Embankment for the I-15 Reconstruction Steven F. Bartlett, Ph.D., P.E. Research Project Manager, UDOT I-15 Reconstruction - Quick Facts Single Largest Highway Contract t in U.S. 17 Miles
More informationAPPENDIX A - SIZING OF BRIDGE AND SUPPORT SYSTEM
APPENDIX A - SIZING OF BRIDGE AND SUPPORT SYSTEM Steel Bridge Selection of Type of Steel Bridge Acrow Bridge From the personal communication with Acrow bridges regional office in Colorado (Needham, Randy),
More informationGeoguide 6 The New Guide to Reinforced Fill Structure and Slope Design in Hong Kong
Geoguide 6 The New Guide to Reinforced Fill Structure and Slope Design in Hong Kong Geotechnical Engineering Office Civil Engineering Department The Government of the Hong Kong Special Administrative Region
More informationAvailable online at ScienceDirect. Procedia Engineering 189 (2017 )
Available online at www.sciencedirect.com ScienceDirect Procedia Engineering 189 (2017 ) 239 246 Transportation Geotechnics and Geoecology, TGG 2017, 17-19 May 2017, Saint Petersburg, Russia Expanded polystyrene
More informationEarthquake Design of Flexible Soil Retaining Structures
Earthquake Design of Flexible Soil Retaining Structures J.H. Wood John Wood Consulting, Lower Hutt 207 NZSEE Conference ABSTRACT: Many soil retaining wall structures are restrained from outward sliding
More informationSuitability of Different Materials for Stone Column Construction
Suitability of Different Materials for Stone Column Construction Dipty Sarin Isaac and Girish M. S. Department of Civil Engineering College of Engineering, Trivandrum, Kerala diptyisaac@yahoo.com, girishmadhavan@yahoo.com
More informationUsing EPS Buffers for Diaphragm Walls
Using EPS Buffers for Diaphragm Walls Beshoy M. FAKHRY1, Salem A. AZZAM2, and Sherif S. ABDELSALAM1 1 Graduate Student, the British University in Egypt, beshoy115377@bue.edu.eg 2 Teaching Assistant, the
More informationREPORT STATUS: DATE: Report n :
REPORT: Expanded clay LWA in CEA Lightweight fill and thermal insulation products for civil engineering applications. Installation and structural quality control on site. STATUS: Technical report DATE:
More informationGEOGRID REINFORCED RAILWAYS EMBANKMENTS: DESIGN CONCEPTS AND EXPERIMENTAL TEST RESULTS
GEOGRID REINFORCED RAILWAYS EMBANKMENTS: DESIGN CONCEPTS AND EXPERIMENTAL TEST RESULTS Filippo Montanelli Engineer Sales Director - Geosynthetics Division TENAX Spa, Viganò (Lecco) - Italy Filippo Montanelli,
More informationParametric Study on Geogrid-Reinforced Track Substructure
IJR International Journal of Railway Vol. 6, No. 2 / June 2013, pp. 59-63 ISSN 1976-9067(Print) ISSN 2288-3010(Online) Parametric Study on Geogrid-Reinforced Track Substructure Jeongho Oh Abstract The
More informationNPTEL Course GROUND IMPROVEMENT USING MICROPILES
Lecture 22 NPTEL Course GROUND IMPROVEMENT USING MICROPILES Prof. G L Sivakumar Babu Department of Civil Engineering Indian Institute of Science Bangalore 560012 Email: gls@civil.iisc.ernet.in Contents
More informationNUMERICAL STUDY OF OFFSHORE SKIRTED FOUNDATIONS SUBJECTED TO COMBINED LOADING
NUMERICAL STUDY OF OFFSHORE SKIRTED FOUNDATIONS SUBJECTED TO COMBINED LOADING S.K. NAIK 1, S.M. DASAKA 2, and V.B. CHAUHAN 3 1 Former Post Graduate Student, Department of Civil Engineering, Indian Institute
More informationTHE OPTIMUM LOCATION OF REINFORCEMENT EMBANKMENT USING 3D PLAXIS SOFTWARE
International Journal of Civil Engineering and Technology (IJCIET) Volume 7, Issue 5, September-October 1, pp. 91, Article ID: IJCIET_7_5_31 Available online at http://www.iaeme.com/ijciet/issues.asp?jtype=ijciet&vtype=7&itype=5
More informationLATERAL CAPACITY OF SKIRT FOUNDATION ON LOOSE SUBMERGED SAND
Int. J. Chem. Sci.: 14(S1), 2016, 295-301 ISSN 0972-768X www.sadgurupublications.com LATERAL CAPACITY OF SKIRT FOUNDATION ON LOOSE SUBMERGED SAND R. MANOJ KANNAN and S. CHEZHIYAN * Department of Civil
More informationTwo-dimensional finite element analysis of influence of plasticity on the seismic soil micropiles structure interaction
Technical Journal of Engineering and Applied Sciences Available online at www.tjeas.com 2013 TJEAS Journal-2013-3-13/1301-1305 ISSN 2051-0853 2013 TJEAS Two-dimensional finite element analysis of influence
More informationBEHAVIOUR OF SQUARE FOOTING RESTING ON TWO LAYERED CLAY DEPOSITS. Dr. Sunil S. Pusadkar 1, Sheetal M. Baral 2 ABSTRACT
50 th IGC 50 th INDIAN GEOTECHNICAL CONFERENCE 17 th 19 th DECEMBER 2015, Pune, Maharashtra, India Venue: College of Engineering (Estd. 1854), Pune, India BEHAVIOUR OF SQUARE FOOTING RESTING ON TWO LAYERED
More informationNLFEA Fire Resistance of 3D System Ceiling Panel
NLFEA Fire Resistance of 3D System Ceiling Panel Rajai Z. Al-Rousan 1 Department of Civil Engineering, Jordan University of Science and Technology, Irbid, Jordan E-mail: rzalrousn@just.edu.jo 2 Department
More informationGEOSYNTHETICS ENGINEERING: IN THEORY AND PRACTICE
GEOSYNTHETICS ENGINEERING: IN THEORY AND PRACTICE Prof. J. N. Mandal Department of civil engineering, IIT Bombay, Powai, Mumbai 400076, India. Tel.022-25767328 email: cejnm@civil.iitb.ac.in Module - 9
More informationModelling of a pile row in a 2D plane strain FE-analysis
Numerical Methods in Geotechnical Engineering Hicks, Brinkgreve & Rohe (Eds) 2014 Taylor & Francis Group, London, 978-1-138-00146-6 Modelling of a pile row in a 2D plane strain FE-analysis J.J.M. Sluis,
More informationImproving Engineering Properties of Soft Soil Using Preloading and Prefabricated Vertical Drains
Volume 1, Issue 2, October-December, 2013, pp. 08-12, IASTER 2013 www.iaster.com, Online: 2347-2855, Print: 2347-8284 ABSTRACT Improving Engineering Properties of Soft Soil Using Preloading and Prefabricated
More informationPE Exam Review - Geotechnical
PE Exam Review - Geotechnical Resources and Visual Aids Item Page I. Glossary... 11 II. Parameters... 9 III. Equations....11 IV. Tables, Charts & Diagrams... 14 1. Module 1 - Soil Classification... 14
More informationPerformance of Mechanically Stabilized Earth walls over compressible soils
Performance of Mechanically Stabilized Earth walls over compressible soils R.A. Bloomfield, A.F. Soliman and A. Abraham The Reinforced Earth Company, Vienna, Virginia, USA ABSTRACT: Two projects have recently
More informationChapter 11 Compressibility of Soil
Page 11 1 Chapter 11 Compressibility of Soil 1. The compression of soil layers as a result of foundation or other loadings is caused by (a) deformation of soil particles. (b) relocation of soil particles.
More informationA THREE DIMENSIONAL STUDY OF THE EFFECT OF SOIL EROSION ON RIGID PIPES
North American Society for Trenchless Technology (NASTT) No-Dig Show 2011 Washington, D.C. March 27-31, 2011 Paper F-1-04 A THREE DIMENSIONAL STUDY OF THE EFFECT OF SOIL EROSION ON RIGID PIPES Sherif Kamel
More informationDownloaded from Downloaded from /1
PURWANCHAL UNIVERSITY VI SEMESTER FINAL EXAMINATION-2003 LEVEL : B. E. (Civil) SUBJECT: BEG359CI, Foundation Engineering. Full Marks: 80 TIME: 03:00 hrs Pass marks: 32 Candidates are required to give their
More informationSECTION SPECIFICATION FOR STONEBRIDGE RETAINING WALL SYSTEM
SECTION 32 32 23 SPECIFICATION FOR STONEBRIDGE RETAINING WALL SYSTEM PART 1: GENERAL 1.01 Scope Work includes furnishing all materials, labor, equipment, and supervision to install a Stonebridge segmental
More informationReduction of Earth Pressure on Buried Pipes by EPS Geofoam Inclusions
Geotechnical Testing Journal, Vol. 33, No. 4 Paper ID GTJ102315 Available online at: www.astm.org H. Kim, 1 B. Choi, 2 and J. Kim 3 Reduction of Earth Pressure on Buried Pipes by EPS Geofoam Inclusions
More informationInfluence of unloading soil modulus on horizontal deformation of diaphragm wall
Influence of unloading soil modulus on horizontal deformation of diaphragm wall Hoang Viet NGUYEN 1 and Thi Dieu Chinh LUU 2 1 Lecturer, Soil Mechanics and Foundation Department, National University of
More informationNumerical and Experimental Analysis of R.C. Strip Footings
http://www.sciencepub.net/stem Stem Cell, 2010;1(4) Numerical and Experimental Analysis of R.C. Strip Footings Prof. S. S. Abdel-Salam 1, Ass. Prof. E.A. El- Shamy 1 and Dr. H.E. Abd-El- Mottaleb 1 1 Dept.
More informationNorth American Society for Trenchless Technology 2008 No-Dig Conference & Exhibition. Dallas, Texas April 27 May 2, 2008
North American Society for Trenchless Technology 2008 No-Dig Conference & Exhibition Dallas, Texas April 27 May 2, 2008 AN EXPERIMENTAL STUDY OF SOIL EROSION AROUND LEAKING PIPES Sherif Kamel 1 and Mohamed
More informationEngineering Properties of Foamed Recycled Glass as a Lightweight Fill
Engineering Properties of Foamed Recycled Glass as a Lightweight Fill Robert H. Swan, Jr. 1, Seungcheol Yeom 2, Kurt J. Sjoblom, M. ASCE, Ph.D. 3, Timothy D. Stark, Fellow ASCE, Ph.D., P.E. 4 and Archie
More informationEFFECT OF THE GRID-SHAPED STABILIZED GROUND IMPROVEMENT TO LIQUEFIABLE GROUND
EFFECT OF THE GRID-SHAPED STABILIZED GROUND IMPROVEMENT TO LIQUEFIABLE GROUND K SATO 1 And T MATSUDA 2 SUMMARY Effective countermeasures for liquefaction of sandy ground under or adjacent to existing structures
More informationBEARING CAPACITY IMPROVEMENT USING MICROPILES A CASE STUDY
BEARING CAPACITY IMPROVEMENT USING MICROPILES A CASE STUDY G.L. Sivakumar Babu 1, B. R.Srinivasa Murthy 2, D.S. N. Murthy 3, M.S. Nataraj 4 ABSTRACT Micropiles have been used effectively in many applications
More informationSEEPAGE FLOW-STABILITY ANALYSIS OF THE RIVERBANK OF SAIGON RIVER DUE TO RIVER WATER LEVEL FLUCTUATION
Geotech., Const. Mat. and Env., ISSN:2186-2982(P), 2186-2990(O), Japan SEEPAGE FLOW-STABILITY ANALYSIS OF THE RIVERBANK OF SAIGON RIVER DUE TO RIVER WATER LEVEL FLUCTUATION A. Oya 1, H.H. Bui 2, N. Hiraoka
More informationEPS in CIVIL ENGINEERING APLLICATIONS: Product properties and performance requirements connected
EPS in CIVIL ENGINEERING APLLICATIONS: Product properties and performance requirements connected ABSTRACT Since decades expanded polystyrene (EPS) is successfully applied as light weight fill for roads
More informationStudy on Effect of Waste Tyres in Flexible Pavement System
INDIAN GEOTECHNICAL SOCIETY CHENNAI CHAPTER Study on Effect of Waste Tyres in Flexible Pavement System R. M. Subramanian 1 and S. P. Jeyapriya 2 ABSTRACT: Today most tyres, especially those fitted to motor
More informationPresentation in support of
Presentation in support of Proposed Acceptance Criteria For Continuous or Semi- Continuous Fiber-Reinforced Grid Connectors used in combination with Rigid Insulation in Concrete Sandwich Panel Construction
More informationVOL. 11, NO. 16, AUGUST 2016 ISSN ARPN Journal of Engineering and Applied Sciences
COMPARISON OF STABILITY PERFORMANCE BETWEEN CONCRETE PILE AND CLOSED END STEEL PIPE OF SHORT PILED RAFT FOUNDATION SYSTEM FOR REDUCING SETTLEMENT ON PEAT Sajiharjo Marto Suro, Agus Sulaeman and Ismail
More informationAmerican Society of Civil Engineers Geo-Institute ER2010: Earth Retention Conference 3 Bellevue, Washington, U.S.A.
American Society of Civil Engineers Geo-Institute ER2010: Earth Retention Conference 3 Bellevue, Washington, U.S.A. 1-4 August 2010 Lateral Pressure Reduction on Earth-Retaining Structures Using Geofoams:
More informationFinite Element Study Using FE Code (PLAXIS) on the Geotechnical Behavior of Shell Footings
Journal of Computer Science 2 (1): 104-108, 2006 ISSN 1549-3636 Science Publications Finite Element Study Using FE Code (PLAXIS) on the Geotechnical Behavior of Shell Footings Bujang B.K. Huat and Thamer
More informationComparison of geotechnic softwares - Geo FEM, Plaxis, Z-Soil
Comparison of geotechnic softwares - Geo FEM, Plaxis, Z-Soil Comparison du logiciel géotechnique Geo FEM, Plaxis, Z-Soil J. Pruška CTU in Prague FCE Department of Geotechnics, Prague, Czech Republic, Pruska@fsv.cvut.cz
More informationGeotechnical Engineering Software GEO5
Geotechnical Engineering Software GEO5 GEO5 software suite is designed to solve various geotechnical problems. The easy -to -use suite consists of individual programs with an unified and user-friendly
More informationSPECIFICATIONS FOR PRECAST MODULAR BLOCK RETAINING WALL SYSTEM (revised 5/8/7)
Page 1 of 7 STONE STRONG SYSTEMS SPECIFICATIONS FOR PRECAST MODULAR BLOCK RETAINING WALL SYSTEM (revised 5/8/7) PART 1: GENERAL 1.01 Description A. Work includes furnishing and installing precast modular
More informationTechnical Bulletin. For Foam Plastic Insulation, Extrusion Matters Performance Equals Resisting Water XPS Performs Better Than EPS.
Polystyrene Insulation Types There are two types of rigid polystyrene foam plastic insulation, extruded (XPS), and expanded (EPS). XPS is manufactured in a continuous extrusion process that produces a
More informationJet Grouting to Increase Lateral Resistance of Pile Group in Soft Clay
GROUND MODIFICATION, PROBLEM SOILS, AND GEO-SUPPORT 265 Jet Grouting to Increase Lateral Resistance of Pile Group in Soft Clay Kyle M. Rollins 1, Matthew E. Adsero 2, and Dan A. Brown 3 1 Prof. Civil &
More informationModule - CE 3132 Geotechnical Engineering Assignment Triaxial Test Marks 10% Learning Outcome
Module - CE 3132 Geotechnical Engineering Assignment Triaxial Test Marks 10% Learning Outcome Ability to conduct a Unconsolidated Undrained (UU) triaxial test Ability to evaluate the undrained shear strength
More informationDesign Illustrations on the Use of Soil Nails to Upgrade Loose Fill Slopes
Design Illustrations on the Use of Soil Nails to Upgrade Loose Fill Slopes Geotechnical Engineering Office and The Hong Kong Institution of Engineers (Geotechnical Division) November 2013 2 Disclaimer
More informationStatic Response of Reinforced Soil Retaining Walls with Modular Block Facing
Static Response of Reinforced Soil Retaining Walls with Modular Block Facing Morteza Sabet 1, Amir M. Halabian 2, Kazem Barkhordari 3 1 Graduate Student, Department of Civil Engineering, Yazd University
More informationNonlinear Models of Reinforced and Post-tensioned Concrete Beams
111 Nonlinear Models of Reinforced and Post-tensioned Concrete Beams ABSTRACT P. Fanning Lecturer, Department of Civil Engineering, University College Dublin Earlsfort Terrace, Dublin 2, Ireland. Email:
More informationApplications of sustainable post-tensioned concrete slabs
Innov. Infrastruct. Solut. (2017) 2:42 DOI 10.1007/s41062-017-0075-6 TECHNICAL PAPER Applications of sustainable post-tensioned concrete slabs Amr A. Abdelrahman 1 Received: 4 May 2017 / Accepted: 2 June
More informationAPPROXIMATE ANALYSIS OF PILED RAFT. Rameez Gahlot1, Roshni J John2
APPROXIMATE ANALYSIS OF PILED RAFT Rameez Gahlot1, Roshni J John2 1 PG Student, Dept of Civil Engg, Saraswati College of Engineering, Kharghar-4121, India rameezgahlot@gmail.com.2 Head of Civil Engineering
More informationReinforced Concrete Design. A Fundamental Approach - Fifth Edition
CHAPTER REINFORCED CONCRETE Reinforced Concrete Design A Fundamental Approach - Fifth Edition Fifth Edition REINFORCED CONCRETE A. J. Clark School of Engineering Department of Civil and Environmental Engineering
More informationExperimental Evaluation of Bearing Capacity of Skirted Footings
Civil Engineering and Architecture 1(4): 103-108, 2013 DOI: 10.13189/cea.2013.010401 http://www.hrpub.org Experimental Evaluation of Bearing Capacity of Skirted Footings S. Golmoghani-Ebrahimi, M.A. Rowshanzamir
More informationEffect of Ground Subsidence on Load Sharing and Settlement of Raft and Piled Raft Foundations
Effect of Ground Subsidence on Load Sharing and Settlement of Raft and Piled Raft Foundations T.V. Tran, S. Teramoto, M. Kimura, T. Boonyatee and Le Ba Vinh Abstract In this paper, two centrifugal model
More informationUSE OF DIPP PILES FOR A NEW SUP BRIDGE IN WEST MELBOURNE
USE OF DIPP PILES FOR A NEW SUP BRIDGE IN WEST MELBOURNE If you want to put a photo on the title slide use this layout with colour photos (delete this box) Michael Wei, Jawad Zeerak & David Barton 8 th
More informationANALYSIS OF DIFFERENT LOADS AFFECTING THE URBAN RAILWAY TUNNEL SYSTEMS OF CAIRO METRO UNDERNEATH THE RIVER NILE
UDC: 656.32(620) DOI: http://dx.doi.org/10.7708/ijtte.2015.5(2).02 ANALYSIS OF DIFFERENT LOADS AFFECTING THE URBAN RAILWAY TUNNEL SYSTEMS OF CAIRO METRO UNDERNEATH THE RIVER NILE Hamdy.H.A.Abd-el.rahim
More informationRepeated Load Response of Square Footings on Geocell Reinforced Soil: Comparing Use of Single and Multiple Layered Geocells
Repeated Load Response of Square Footings on Geocell Reinforced Soil: Comparing Use of Single and Multiple Layered Geocells S.N. Moghaddas Tafreshi & O. Khalaj K.N. Toosi University of Technology, Tehran,
More informationTHE STUDY OF t-z AND q-z CURVES ON BORED PILE BASED ON THE RESULTS OF INSTRUMENTED PILE LOAD TEST IN MEDIUM AND STIFF CLAYS
Proceedings of Pile 2013, June 2-4 th 2013 THE STUDY OF t-z AND q-z CURVES ON BORED PILE BASED ON THE RESULTS OF INSTRUMENTED PILE LOAD TEST IN MEDIUM AND STIFF CLAYS Aswin Lim 1, Aksan Kwanda 2 and Paulus
More information2.1 Backfill - General
2.1 Backfill - General Excavations are made for the purpose of constructing bridge substructure elements, and consequently requiring competent backfill material. The backfill material must be adequately
More informationPressure Reduction on Wide Culverts with EPS Geofoam Backfill
Syracuse University SURFACE Dissertations - ALL SURFACE December 2016 Pressure Reduction on Wide Culverts with EPS Geofoam Backfill Stephen Singh Syracuse University Follow this and additional works at:
More informationDS/EN DK NA:2013
National Annex to Eurocode 6: Design of masonry structures - Part 1-1: General rules for reinforced and unreinforced masonry structures Foreword This national annex (NA) is a revision and compilation of
More informationCOVERING THE HIGHWAY E12 IN THE CENTRE OF HÄMEENLINNA INNOVATIVE USE OF FOAMED GLASS AS LIGHT WEIGHT MATERIAL OF APPROACH EMBANKMENT
The XXVIII International Baltic Road Conference COVERING THE HIGHWAY E12 IN THE CENTRE OF HÄMEENLINNA INNOVATIVE USE OF FOAMED GLASS AS LIGHT WEIGHT MATERIAL OF APPROACH EMBANKMENT Turo Auvinen 1, Jarmo
More informationA.2.a Random Riprap... Table
3601 RIPRAP MATERIAL 3601.1 SCOPE Provide stone and filter layer material for use in random or hand-placed riprap, gabion, and revet mattress construction. 3601.2 REQUIREMENTS A Stones A.1 Quality Provide
More informationULTIMATE LOAD-CARRYING CAPACITY OF SELF-ANCHORED CONCRETE SUSPENSION BRIDGE
ULTIMATE LOAD-CARRYING CAPACITY OF SELF-ANCHORED CONCRETE SUSPENSION BRIDGE Meng Jiang*, University of Technology Dalian, P. R. China Wenliang Qiu, University of Technology Dalian, P. R. China Lihua Han,
More informationSeismic Fragility of Concrete Bridges with Deck Monolithically Connected to the Piers or Supported on Elastomeric Bearings
Seismic Fragility of Concrete Bridges with Deck Monolithically Connected to the Piers or Supported on Elastomeric Bearings G. Tsionis & M.N. Fardis University of Patras, Greece SUMMARY: The seismic vulnerability
More informationBEARING CAPACITY OF SHALLOW FOUNDATIONS
BEARING CAPACITY OF SHALLOW FOUNDATIONS Introduction A foundation, often constructed from concrete, steel or wood, is a structure designed to transfer loads from a superstructure to the soil underneath
More informationInfluence of Orientation of Piles on Seismic Response of Pile Groups
International Journal of Civil Engineering Research. ISSN 2278-3652 Volume 5, Number 3 (2014), pp. 261-268 Research India Publications http://www.ripublication.com/ijcer.htm Influence of Orientation of
More informationDESIGNING AND CONSTRUCTION OF T-WALL RETAINING WALL SYSTEM
Istanbul Bridge Conference August 11-13, 2014 Istanbul, Turkey DESIGNING AND CONSTRUCTION OF T-WALL RETAINING WALL SYSTEM T. C. NEEL and K.BOZKURT ABSTRACT This work shall consist of the design, manufacture
More informationDaraFill. Concrete. Controlled Low Strength Material
Concrete E N G I N E E R I N G B U L L E T I N 1 DaraFill Controlled Low Strength Material This Engineering Bulletin describes the test methods and results used to determine several mechanical properties
More informationSOIL PRESSURE IN EMBANKMENT STABILIZATIONS
SOIL PRESSURE IN EMBANKMENT STABILIZATIONS Analysis of the 3D shadowing effect of piles Dipl.-Ing. M. Filus Fides DV-Partner GmbH ABSTRACT: Pile checks required by the codes alone are usually not sufficient
More informationNumerical Analysis for High-rise Building Foundation and Further Investigations on Piled Raft Design
ctbuh.org/papers Title: Authors: Subject: Keyword: Numerical Analysis for High-rise Building Foundation and Further Investigations on Piled Raft Design Jinoh Won, Deputy General Manager, Samsung C&T Corporation
More informationCollapse analysis of the Daikai station in Kobe Metropolitan
Collapse analysis of the Daikai station in Kobe Metropolitan David Lourenço Brito Department of Civil Engineering and Architecture, IST, Technical University of Lisbon 1. Introduction Generally, underground
More informationSingle Piles and Pile Groups
Single Piles and Pile Groups Under Lateral Loading 2nd Edition Lymon C. Reese Academic Chair Emeritus Department of Civil Engineering The University of Texas at Austin William Van Impe Full Professor of
More informationSTUDY OF SWELLING BEHAVIOUR OF BLACK COTTON SOIL IMPROVED WITH SAND COLUMN
STUDY OF SWELLING BEHAVIOUR OF BLACK COTTON SOIL IMPROVED WITH SAND COLUMN Aparna 1, P.K. Jain 2, and Rakesh Kumar 3 1 M. Tech. Student, Department of Civil Engineering M.A.N.I.T. Bhopal, (M.P) India.
More informationLIQUID RUBBER INDUSTRIES ENGINEERING SPECIFICATIONS FOR ENGINEERS AND ARCHITECTS. Diagram 1: Standard Membrane Continuation 150 mm Overlap
LIQUID RUBBER INDUSTRIES ENGINEERING SPECIFICATIONS FOR ENGINEERS AND ARCHITECTS Diagram 1: Standard Membrane Continuation 150 mm Overlap Ensure Membrane to Membrane Contact Diagram 2: Membrane Continuation
More informationCELCORE CELLULAR INSULATING CONCRETE SPECIFICATION FOR RETROFIT PLACEMENT OVER EXISTING ROOF MEMBRANES
PART 1: SCOPE CELCORE CELLULAR INSULATING CONCRETE SPECIFICATION FOR RETROFIT PLACEMENT OVER EXISTING ROOF MEMBRANES 1.1 An Approved Celcore Applicator shall furnish all labor, materials and supervision
More informationExample of the Unified Design procedure for use in the September 8, 2014, short course on in Brazil
Introduction Example of the Unified Design procedure for use in the September 8, 2014, short course on in Brazil The Unified Design procedure involves two main steps. The first is verifying that the loads
More informationINSPECTION GUIDE FOR SEGMENTAL RETAINING WALLS TEK 18-11B
An information series from the national authority on concrete masonry technology INSPECTION GUIDE FOR SEGMENTAL RETAINING WALLS TEK 18-11B Quality Assurance and Testing (2012) INTRODUCTION Segmental retaining
More informationNumerical Analysis of the Influence of Geometry of Ceramic Units (Blocks) on Structural Walls
Journal of Civil Engineering and Architecture 1 (216) 44-52 doi: 1.17265/1934-7359/216.1.5 D DAVID PUBLISHING Numerical Analysis of the Influence of Geometry of Ceramic Units (Blocks) on Structural Walls
More informationCMCE Computational Methods in Civil Engineering
Comp. Meth. Civil Eng., Vol. 2, 2 ( 2011) 185-199 Copyright by the University of Guilan, Printed in I.R. Iran CMCE Computational Methods in Civil Engineering A comparative study on pile group and piled
More informationFEASIBILITY STUDY ON CONVENTIONAL CONCRETE AND CELLULAR LIGHT WEIGHT CONCRETE (FOAMED CONCRETE)
FEASIBILITY STUDY ON CONVENTIONAL CONCRETE AND CELLULAR LIGHT WEIGHT CONCRETE (FOAMED CONCRETE) MR. PAVAN RANMALE Department of Civil Engineering, Subharti Institute of Technology and Engineering, Swami
More informationBehavior and Strength of Slab-Edge Beam-Column Connections under Shear Force and Moment
Behavior and Strength of Slab-Edge Beam-Column Connections under Shear Force and Moment Omar M. Ben-Sasi Abstract A total of fourteen slab-edge beam-column connection specimens were tested gradually to
More informationLightweight Insulating Concrete Roof Decks
MeARlCrEte Tm Lightweight Insulating Concrete Roof Decks WWW.AErIXINDUsTrIEs.COm M EARLCRETETM lightweight insulating concrete is produced on the job site by mixing Portland cement -water slurry with the
More informationACCEPTANCE CRITERIA FOR PRECAST STONE VENEER
www.icc-es.org (800) 423-6587 (562) 699-0543 A Subsidiary of the International Code Council ACCEPTANCE CRITERIA FOR PRECAST STONE VENEER AC51 Approved February 2008 Effective March 1, 2008 (Editorially
More informationInvestigations on Some Properties of no-fines Concrete
Investigations on Some Properties of no-fines Concrete T ABADJIEVA and P SEPHIRI Department of Civil Engineering University of Botswana Private Bag 1 Gaborone, Botswana Abstract No-fines concrete is a
More informationLIGHTWEIGHT FILL DESIGN GUIDANCE
Preferred Design Procedure LIGHTWEIGHT FILL The Federal Highway Administration (FHWA) and National Cooperative Highway Research Program (NCHRP) have two documents for this technology that contain design
More informationSTANDARDIZATION IN GEOTECH SECTOR V.K.PATIL
STANDARDIZATION IN GEOTECH SECTOR V.K.PATIL BOMBAY TEXTILE RESEARCH ASSOCIATION L.B.S.MARG, GHATKOPAR (W),MUMBAI-400086. WEB : btraindia.com e-mail : btra@vsnl.com What are Standards? Standards are published
More informationResearch on the Influence of Infill Walls on Seismic Performance of Masonry Buildings with Bottom Frame-Shear Walls
AMSE JOURNALS-AMSE IIETA publication-7-series: Modelling B; Vol. 8; N ; pp - Submitted Jan. 7; Revised March, 7, Accepted April, 7 Research on the Influence of Infill Walls on Seismic Performance of Masonry
More informationBearing Capacity of Footing on Reinforced Flyash Slope
RESEARCH ARTICLE OPEN ACCESS Bearing Capacity of Footing on Reinforced Flyash Slope Dr. A.I. Dhatrak 1, Nidhi Gandhi 2 Associate Professor, Department of Civil Engineering, Government College of Engineering,
More informationA Case Study: Foundation Design in Liquefiable Site
RESEARCH ARTICLE OPEN ACCESS A Case Study: Foundation Design in Liquefiable Site Tahar Ayadat* *(Department of Civil Engineering, College of Engineering, PMU University, P.O. Box 1664, Al-Khobar, 31952,
More informationEXPERIMENTAL STUDY ON PARTIAL REPLACEMENT OF CEMENT WITH METAKAOLIN AND SAND WITH QUARRY DUST OF REINFORCED CONCRETE BEAM.
EXPERIMENTAL STUDY ON PARTIAL REPLACEMENT OF CEMENT WITH METAKAOLIN AND SAND WITH QUARRY DUST OF REINFORCED CONCRETE BEAM. 1 O.BALARAMIREDDY *, 2 Ms. S. SIVAKAMASUNDARI 1 P.G Student 2 Assistant Professor
More informationDesign Data 4. Jacking Concrete Pipe
Design Data 4 Jacking Concrete Pipe FOREWORD Jacking or tunneling concrete pipe is an increasingly important construction method for installing concrete pipelines without interrupting commerce, or disturbing
More informationEffect of Compressive Load on Uplift Capacity of Pile Groups in Sand
Effect of Compressive Load on Uplift Capacity of Pile Groups in Sand K. Shanker 1, P. K. Basudhar 2 and N. R. Patra 3 The Asian Review of Civil Engineering ISSN: 2249-6203 Vol. 2 No. 2, 2013, pp. 10-22
More informationUltimate Strength Analysis of Stiffened Panels Subjected to Biaxial Thrust Using JTP and JBP Methods
Ultimate Strength Analysis of Stiffened Panels Subjected to Biaxial Thrust Using JTP and JBP Methods. Introduction A series of ultimate strength analyses of stiffened panels subjected to biaxial thrust
More informationEXPANDED POLYSTYRENE (EPS GEOFOAM) EMBANKMENT DIVISION 31 EARTHWORK
(Specifier Note: The purpose of this guide specification is to assist the specifier in correctly specifying AMVIC GEOFOAM products and execution. The specifier needs to edit the guide specifications to
More informationIMPROVEMENT OF LOAD CARRYING CAPACITY OF BC SOIL USING REINFORCED STONE COLUMN
IMPROVEMENT OF LOAD CARRYING CAPACITY OF BC SOIL USING REINFORCED STONE COLUMN Prof.HARISH C 1, VINOD B.R 2 MOHD SHAHID HUSSAIN 3 1 Assistant, professor, Department of Civil Engineering, EWIT, Bengaluru,
More informationDynamic Design of the Foundation of Reciprocating Machines for Offshore Installations in Persian Gulf
Dynamic Design of the Foundation of Reciprocating Machines for Offshore Installations in Persian Gulf Mohammad AHANGAR Univrsity Of Tehran, Mohammad_ahangar_84@yahoo.com Hesam Sharifian JAZE Univrsity
More informationInterpretation of Danish Chalk Parameters Applicable to Foundation Design
NGM 2016 Reykjavik Proceedings of the 17 th Nordic Geotechnical Meeting Challenges in Nordic Geotechnic 25 th 28 th of May Interpretation of Danish Chalk Parameters Applicable to Foundation Design L. Kellezi
More informationTechnical Notes 24G - The Contemporary Bearing Wall - Detailing [Dec. 1968] (Reissued Feb. 1987) INTRODUCTION
Technical Notes 24G - The Contemporary Bearing Wall - Detailing [Dec. 1968] (Reissued Feb. 1987) INTRODUCTION The selection of a wall type and appropriate connection details is one of the most important
More information