EVALUATION AND COMPERING OF FACED SYMETRICAL HARD-FILL DAMS (FSHD) AND CONCRETE FACED ROCK-FILL DAMS (CFRD) 1
|
|
- Shana Horn
- 6 years ago
- Views:
Transcription
1 COMMISSION INTERNATIONALE DES GRANDS BARRAGES LA 78 EME CONGRES DES GRANDS BARRAGES Hanoi Vietnam, may 2010 EVALUATION AND COMPERING OF FACED SYMETRICAL HARDFILL DAMS (FSHD) AND CONCRETE FACED ROCKFILL DAMS (CFRD) 1 Mohammad Esmaeilnia Omran University of Kurdistan / Mahab Ghodss Consulting Engineering Co., Tehran, Iran Hamed Mahdiloo Torkamani University of Kurdistan, Sanandaj, Iran 1. INTRODUCTION In the studies Stage of dam projects, determination of appropriate dam site and dam type is the first and important step of dam projects design; because determination of appropriate location of dam site and dam type is very important technically and economically. For choosing optimal option of dam, the dam types are evaluated. Finally, the optimal option of dam is determined with technical, economic, environmental and social consideration. Trapezoidshaped dams are good options for the sites with poor foundation. Faced symmetrical hardfill dams (FSHD) and concrete faced rockfill dams (CFRD) have symmetrical trapezoidshaped cross section with concrete face slab in upstream which prevent water penetration into dam body. Usually trapezoidshaped dams have much bigger weight than conventional gravity dams. Therefore, they do 1 Evaluation et comparaison de Des barrages avec du béton rouleuse et surface symétrique en béton (FSHD) et Des barrages rocailleux avec symétrique en béton (CFRD)
2 not require the high shear strength of bedrock in order to satisfy the safety against sliding. As results, trapezoidshaped dams can be constructed even on the poor foundation. In this paper, properties of FSHD and CFRD are evaluated. Static and dynamic analysis for both of dams are performed using of finite element software s (ANSYS for FSHD and PLAXIS for CFRD) and safety of them are evaluated against static and dynamic loads. At end, both of dams are evaluated and compared technically and economically. 2. FACED SYMETRICAL HARDFILL DAMS (FSHD) FSHD is a new type of dam, which is called CSG (cemented sand and gravel) dam in Japan. It is a symmetrical trapezoidshaped dam with an impervious face in the upstream, using of a low cost cemented sand and gravel material known as hardfill. The FSHD has some advantages such as high safety, strong earthquakeresistance, low demands for foundation, simple and quick construction, low cast, small negative effects on the environment and so forth. The first proposal for hardfill dam was made by J. M. Raphael [1] and P. Londe [2]. Since the beginning 1990 s, this dam type had already been caused and paid close attention to and been used in the actual project in Japan, and where is called CSG dam. Figure 1 shows Cross section of hardfill dam. Fig.1 Cross section of hardfill dam [3] A trapezoidshaped hardfill dam has much bigger weight and longer length for shear resistance than a conventional gravity dam. It is said the high shear strength of
3 dam foundation is not required in order to satisfy the safety against sliding. As a result, a trapezoidshaped hardfill dam can be constructed even on the poor foundation. It is another advantage of the dam. Furthermore, a trapezoidshaped hardfill dam can install the outlet works in its body, since the dam designed to as elastic materials [3]. 3. CONCRETE FACED ROCKFILL DAMS (CFRD) Concrete Faced Rockfill Dams (CFRD) are very popular all over the world, especially in regions, which receive heavy rain and where impervious clay are insufficient. The CFRD has become popular in the last 40 years because of its good performance and low cost compared with rockfill dams with an inner earth core. In these dams, Concrete face prevents water penetration into dam body. A chronicle of modern rockfill dam design, including a description of current practice in CFRD design, is presented by Cooke [4]. Hunter [5] and Hunter and Fell [9] explained the characteristics of rockfill behavior using actual CFRD cases. It is often necessary to rely on historic performance data from other dams to estimate dam properties. In recent years, many researches were performed about the properties, design, construction and behavior of the CFRDs. Figure 2 shows a typical Cross section of CFRD. In the years 1967 and 1993, New Exchanger CFRD with 155 m height and Aguamilpa CFRD with 187 m height were built in USA and Mexico, respectively. And in China, Shuibuya CFRD with dam height of 233 meters was completed. Therefore, it is necessary to attend in design and construction aspects of this dam type more than before.
4 Fig. 2 Cross section of CFRD [6] 4. FINITE ELEMENT MODELS OF FSHD AND CFRD In this section, finite element models of FSHD and CFRD dams are presented. For General properties of dam such as geometric properties, material properties of foundation, dam height and level of reservoir has been used by profile of Kahir dam site and same for both of FEM models. The Kahir dam will be the first Faced Symmetrical Hardfill dam to be constructed in Iran. Kahir dam is located in Oman Sea Region, northwest of Kanarak town of Sistan province, on Kahir River in Southeast of Iran. River basin Area in Kahir dam site is equal to The average height of annual rainfall in the basin is 150 mm [7]. In tables 1 and 2, geometric and material properties of both dams used in the finite element models are presented respectively: Table 1 Geometric properties of FSHD and CFRD models (meter) Properties Dam height CFRD 48.5 FSHD 48.5
5 Width of dam crest Width at base of dam Length of dam crest level of reservoir Slope in upstream and downstream Concrete face H:1V H:1V 0.45 Table 2 Material properties of finite element models material properties Hardfill (FSHD) Rockfill (CFRD) Concrete face foundation Unit weight Poison ratio Modulus of elasticity in static case Modulus of elasticity in dynamic case cohesion 1.0 internal friction (degree) 45 Modeling of FSHD is performed by using of ANSYS finite element software [8]. Twodimensional FEM model was conducted for static and dynamic analysis. Solid structural elements PLANE 82 is used for the dam body (Hardfill), concrete face and the foundation. This is an 8 node element. Contact element is adopted to simulate between dam body and concrete face. This FEM model has planestrain behavior. Also, dam body, concrete face and foundation are assumed as elastic material. The 2D FEM model of FSHD is shown Figure 3.
6 Fig.3 FEM model of FSHD Modeling of CFRD is performed by using of PLAXIS finite element software [9]. Twodimensional FEM model was conducted for static and dynamic analysis. Sixnode element is used for the dam body (Rockfill), concrete face and foundation. The element between dam body and concrete face is Contact element. This FEM model has planestrain behavior. Also, concrete face and foundation are assumed as elastic material and model of dam body (rockfill) is MohrCoulomb model. This is plastic model. Figure 4 shows 2D FEM model of CFRD. Fig.3 FEM model of CFRD Loads applied in the static and dynamic analysis of FEM models for both of dams are as follows: 1 Weight of dam body 2 Hydrostatic pressure of reservoir water is applied on the upstream dam surface. 3 Uplift pressure is applied at the base of dam
7 4 Inertia force of dam body is applied from upstream to downstream (dynamic load). 5 Hydrodynamic pressure is applied on the upstream of dam. Earthquake coefficient for both dams is considered TECHNICAL EVALUATION OF FSHD AND CFRD Table 3 shows the maximum deformation in dam body and concrete face under dynamic loads. Comparing with the CFRD, deformations at dam body and concrete face of FSHD is much smaller: the maximum horizontal and vertical deformations at FSHD dam body are 1:11 and 1:14 comparing to CFRD. In this favorable condition, the facing Safety for FSHD has great improved. Table 3 The maximum deformation in dam body and concrete face (dynamic loads) Item FSHD CFRD Ratio Horizontal deformation of dam body(mm) :11 Vertical deformation of dam body(mm) :14 Horizontal deformation of face(mm) :6 Vertical deformation of face(mm) :9 Table 4 shows the principle stress and safety factor for FSHD. According to USBR [10], safety factors for stress distribution in the dam body for Static and Dynamic load case are considered 3 and 1.5, respectively. From table 3 can be seen that tensile and compressive stresses in the dam body are much less than allowable stresses. As a result, dam is in the safe condition. Also, for construction of FSHD hardfill materials with low cement lower strength can be used. Table 4 The principle stress and safety factor for FSHD Item Tensile stress (Mpa) Dam body stress Allowable stress 1.5 Safety factor 2.16 Compressive stress (Mpa)
8 In the FEM model of CFRD, tensile and compressive stresses distributed in the dam body are very low. Maximum tensile and compressive stresses created in dam body are 0.5Mpa and 0.3Mpa, respectively. As a result, dam is in the safe conditions, completely. Local safety factor against sliding at baseof dam formula [3]: Where σ is normal stress in vertical direction at basement of dam; τ is shear stress at basement of dam; f is friction against shearing; c is cohesion against shearing, and A is width of the dam base [3]. Safety factor against sliding at base of FSHD and CFRD are equal 2.1 and 3.25, respectively. Figures 5 and 6 show the distribution on local safety factor against sliding at base of FSHD and CFRD, respectively. From the viewpoint of structural stability, it can be seen that CFRD has greater safety factor than the FSHD Because a CFRD has much bigger weight and longer length for shear resistance than FSHD. According to the safety factor result, the safety against sliding of CFRD is about 50% more than FSHD, but both dams are safe against sliding. Fig. 5 Distribution on local safety factor against sliding at base of FSHD
9 Fig. 6 Distribution on local safety factor against sliding at base of CFRD 6. ECONOMICAL EVALUATION OF FSHD AND CFRD In this section, FSHD and CFRD are evaluated economically and construction costs. For this purpose, both of FEM model in the previous section has been considered as a sample case for economic evaluation. In the executive process of the dams, the most important items of dam construction are: 1 water diversion system 2 Excavation of foundation and abutment of the dam and modification of them. 3 Construction of cutoff wall 4 Construction of dam body 5 Construction of spillway 6 Instrument installation [10]. It is considered that the dam site for both FSHD and CFRD are same, so some of the executive items and costs for these items are equal. Items 2 and 3 items are same for both dams. Design of water diversion system for rockfill and earth dams are based on the 7 to 10 years flood return periods where as for Roller compacted concrete (RCC) dams are based on 3 to 5 years flood periods. This is because; the construction
10 period for rockfill dams are more than RCC dams. Thus, the cost of water diversion system for CFRD is more than FSHD. Cost of instrument installing can be considered same for both dam. The number and type of instruments depend on the type and design of dam. It is reminded that the settlement and deflection in CFRD is more than FSHD, so from the past experience it shows that, the durability and life of instrument in FSHD is more than CFRD. Construction of dam body and spillway of FSHD and CFRD are different from each other. According to Table 1 (geometric properties), the amount of materials Used in the dam body and concrete face for both dams is presented in table 5. Table 5 The amount of materials consumed in the dam body and concrete face ) Materials ( FSHD CFRD Hardfill Rockfill Concrete face Based on table 5 can be seen that the volume of materials consumed for CFRD are more than FSHD. But unit price of rockfill materials are cheaper than hardfill. Based on existing prices at 2009, table 6 shows unit prices of above materials [11]. Using tables 5 and 6 for these dams, the total cost of dam body and facing construction for FSHD and CFRD has been calculated and presented in table 7. According to the obtained results, the construction costs of dam body and concrete face for CFRD is less than FSHD and this cost for CFRD is about 78% FSHD. Table 6 Unit prices of materials unit prices ( US Dollars) Materials ( ) Hardfill Rockfill
11 60 Concrete face Table 7 The total cost of dam body and facing construction Dam/ Cost (Dollars) Dam body cost Concrete face cost Total cost FSHD 13,933, ,200 14,537,280 CFRD 10,426, ,840 11,360,737 In the above cost, the cost of spillway is not included. In CFRD, spillway is constructed separately from the dam body its costs are about 30% to 35% of the total cost of dam, While in FSHD, spillway is constructed on dam body and the spillway costs are very low and about 5% total cost of dam construction [11]. So in General, CFRD costs are more than FSHD. 7. SUMMARY AND CONCLUSIONS In this paper, FSHD and CFRD dams were evaluated technically and economically and compared with each other. There are some conclusions in the following: 1 Faced symmetrical hardfill dam is a new type of RCC dam with the shape intervenient between gravity dam and CFRD. It has good quality and some unique advantages such as high safety, strong earthquake resistance, low demands for foundation, simple and quick construction, low cast, small negative effects on the environment and etc. 2 concrete faced rockfill dam has symmetrical trapezoidshaped cross section with concrete face slab in upstream which prevent water penetration into dam body. This type of dam is suitable for sites with alluvial foundation and gravel materials and especially in regions, which receive heavy rain and where impervious clay is insufficient. 3 Results show that, deformations at dam body and concrete face of FSHD is smaller than the deformations at the CFRD. 4 The maximum horizontal and vertical deformations at FSHD dam body are 1:11 and 1:14 comparing to CFRD, respectively. 5 Results obtained from the analysis shows that, tensile and compressive stresses in the both dam body are much less than allowable stresses and both of the dams are in the safe condition
12 6 Hardfill materials with low cement and lower strength can be used for the construction of FSHD. 7 The safety factor against sliding of CFRD is about 50% more than FSHD, but both dams are safe against sliding. 8 Evaluating the total costs of dam construction including the cost of diversion system, dam body, facing and spillway construction, one can see the total construction costs of FSHD is less than CFRD. 9 Construction of FSHD on sites with seasonal rivers with high floods is in better condition than CFRD; because, during unexpected seasonal floods, FSHD has greater than CFRD. 8. REFERENCES [1] J. M. RAPHAEL. The Optimum Gravity Dam. Proceedings Roller Compacted Concrete III. ASCE, San Diego, California, 25 February [2] P. LONDE AND M. LINO. The Faced Symmetrical Hardfill Dam: a New Concept for RCC. International Water Power & Dam Construction, [3] YUNFENG P., YUNLONG H., KUN X., Study on the Structural Safety of CSG Dam. New progress on Roller Compacted Concrete Dams, China Water Power Press, [4] J.B. COOKE, Progress in Rockfill Dams. Journal of Geotechnical Engineering, [5] G. HUNTER. The Pre and Postfailure Deformation Behavior of Soil Slopes. PhD Thesis, University of New South Wales; p. E1 10, [6] Siah Bisheh CFRD technical reports. Ministry of Energy, Iran, [7] Kahir dam, Reports on Second Phase study of KAHIR DAM, Ministry of Energy, Iran, [8] ANSYS User Manual, ver.11, [9] PLAXIS User Manual, ver.7.2, [10] J. ABRISHAMI, N.V. RAJAII, Concrete Dams; Design and Construction. Astan Ghods Publications, Iran, [11] Price List of Dams, MAHAB GHODS Consulting Engineering, Iran, SUMMARY Faced symmetrical hardfill dams (FSHD) and concrete faced rockfill dams (CFRD) have symmetrical trapezoidshaped cross section with concrete face slab in
13 upstream which prevent water penetration into dam body. Usually trapezoidshaped dams have much bigger weight and longer length for shear resistance than conventional gravity dams. Therefore, they do not require the high shear strength of bedrock in order to satisfy the safety against sliding. As results, trapezoidshaped dams can be constructed even on the poor foundation. In this paper, properties and respected cost of the materials for FSHD and CFRD dams were compared, also both of dams have been evaluated technically and economically. Static and dynamic analysis for both of dams were performed by use of finite element software s (ANSYS for FSHD dam and PLAXIS for CFRD dam) and safety of them were evaluated against static and dynamic loads keeping height,level of reservoir and dynamic loads same for both of the dams. The results show that FSHD and CFRD dams are safe against applied loads, but the deformation obtained in FSHD dam is smaller than CFRD dam. From construction point of view FSHD dam is more economical than CFRD dam for dam site with high flood rivers. SOMMAIRE Des barrages avec du béton rouleuse et surface symétrique en béton (FSHD) et Des barrages rocailleux avec symétrique en béton (CFRD) ont coupe symétrique trapézoïdal avec une couche imperméable en béton dans supérieur flot que cette couche empêche de pénétrer d eau dedans de cote de barrage. Ordinairement, des barrages trapézoïdaux ont beaucoup poids et plus de longueur pour résistance tondre que des barrages pesanteur conventionnel. Donc, ils ne demandent pas grande force tondre dans la fondation pour assurer le coefficient de sécurité contre glissement. En conséquence, des barrages trapézoïdaux peuvent construire sur la fondation faible. Dans cette recherche, les propriétés et le cout des matériaux pour les barrages de FSHD et de CFRD sont comparé. Aussi, les deux barrages sont évalués techniquement et économiquement. L analyse statique et dynamique est accomplie pour les deux barrages en emploi du logiciel d élément fini (ANSYS pour barrage de FSHD et PLAXIS pour barrage de CFRD) et la sureté des barrages est évaluée contre les charges statique et dynamique. L hauteur de barrage, l hauteur de l eau de réservoir la quantité de la force de séisme influence est égal pour les deux. Au point de vue de construction, dans les sites avec les hautes inondations, le barrage de FSHD est plus économique que le barrage de CFRD.
14 KEY WORDS FSHD Dam, CFRD Dam, dynamic analysis, safety
Discussions on the Technical Issues of the Construction of 300m High CFRD. Xu Zeping. (China Institute of Water resources and Hydropower Research)
COMMISSION INTERNATIONALE DES GRANDS BARRAGES ------- LA 78 EME CONGRES DES GRANDS BARRAGES Hanoi-Vietnam, may 2010 Discussions on the Technical Issues of the Construction of 300m High CFRD Xu Zeping (China
More informationSTUDY ON CEMENTED-ROCKFILL DAM
STUDY ON CEMENTED-ROCKFILL DAM Peng Yunfeng, Hu Chao, Dong Jingyan College of Civil and Hydropower Engineering, China Three Gorges University, Yichang 443002 China, whpyf@163.com Abstract: In order to
More information6 TH INTERNATIONAL SYMPOSIUM ON ROLLER COMPACTED CONCRETE (RCC) DAMS Zaragoza, October 2012
6 TH INTERNATIONAL SYMPOSIUM ON ROLLER COMPACTED CONCRETE (RCC) DAMS Zaragoza, 23 25 October 2012 DESIGN AND CONSTRUCTION ADVANTAGES OF HARDFILL SYMMETRICAL DAMS - CASE STUDY: SAFSAF DAM IN EASTERN ALGERIA
More informationMechanical and Hydraulic Behavior of Cut off-core Connecting Systems in Earth Dams
Mechanical and Hydraulic Behavior of Cut off-core Connecting Systems in Earth Dams Zakaria Zoorasna Graduate Student Faculty of Engineering, Tarbiat Moallem University, Tehran, Iran z_zoorasna@yahoo.com
More informationMitigation Measures Evaluation for Concrete Faced Rockfill Dams. Juan E. Quiroz Mehdi Modares REC Conference - IIT
1 Mitigation Measures Evaluation for Concrete Faced Rockfill Dams Juan E. Quiroz Mehdi Modares REC Conference - IIT INTRODUCTION 2 Dams for water impoundment can be: Gravity Arch Masonry Roller Compacted
More informationBayardo Materon Bayardo Materon & Associates, Sao Paulo, Brazil
Concrete Face Rockfill Dams Paulo T. Cruz Dam Consulting Engineer, Sao Paulo, Brazil Bayardo Materon Bayardo Materon & Associates, Sao Paulo, Brazil Manoel Freitas Hydrogeo Engharia SIC Ltda, Sao Paulo,
More informationUSING PLASTIC CONCRETE FOR CANAL LINING UTILISATION DU BETON EN PLASTIQUE DANS LE REVETEMENT DES CANAUX
ICID 21 st International Congress on Irrigation and Drainage, 15-23 ICID 21 st October Congress, 2011, Tehran, Tehran, October Iran 2011 USING PLASTIC CONCRETE FOR CANAL LINING UTILISATION DU BETON EN
More informationDisplacement and effective stresses changes underneath strip footing on stiff ground with single and double voids
Displacement and effective stresses changes underneath strip footing on stiff ground with single and double voids Reem Sabouni Department of Civil Engineering ALHOSN University, Abu Dhabi, Abu Dhabi, United
More informationReview on Seismic Design of Concrete Gravity or RCC Dams with Design Examples
Review on Seismic Design of Concrete Gravity or RCC Dams with Design Examples E. Yıldız & A.F. Gürdil Temelsu International Engineering Services Inc., Ankara, Turkey SUMMARY: Evaluation of seismic behaviour
More informationSilvan Dam and Revisions to Adapt for Latest Developments in High CFRD Design and Construction
Silvan Dam and Revisions to Adapt for Latest Developments in High CFRD Design and Construction Ö. Özen, H. Küsmez, A. Akman Dam and Tunnel Projects Director, İLCİ Holding & TR COLD Member, Ankara, Turkey
More informationNUMERICAL MODELING OF CONCRETE FACE ROCKFILL DAM AT SEISMIC IMPACT
NUMERICAL MODELING OF CONCRETE FACE ROCKFILL DAM AT SEISMIC IMPACT V.B. Glagovsky 1 and E.V. Kourneva 2 1 Deputy Director, The B.E.Vedeneev Research Institute of Hydraulic Engineering (VNIIG), Saint Petersburg,
More informationWater Control Structures Selected Design Guidelines Alberta Environment Page 13-1
Alberta Environment Page 13-1 13.0 DROP INLET SPILLWAYS 13.1 General The drop inlet spillway is commonly used for providing flood protection for earth dams which have smaller reservoirs and/or smaller
More informationEARTHQUAKE SAFETY OF EXISTING DAMS
EARTHQUAKE SAFETY OF EXISTING DAMS Dr. Martin Wieland Chairman, ICOLD Committee on Seismic Aspects of Dam Design Pöyry Energy Ltd., Zurich, Switzerland Formerly Electrowatt-Ekono Ltd. LARGE DAMS IN SWITZERLAND
More informationMONITORING AND DEFORMATION ASPECTS OF LARGE CONCRETE FACE ROCKFILL DAMS
MONITORING AND DEFORMATION ASPECTS OF LARGE CONCRETE FACE ROCKFILL DAMS Anna SZOSTAK_CHRZANOWSKI 1, Nianwu DENG 1,3, and Michel MASSIÉRA 2 1 Canadian Centre for Geodetic Engineering, University of New
More informationEvaluation of negative skin friction on sheet pile walls at the Rio Grande dry dock, Brazil
Geotechnical Aspects of Underground Construction in Soft Ground Viggiani (ed) 2012 Taylor & Francis Group, London, ISBN 978-0-415-68367-8 Evaluation of negative skin friction on sheet pile walls at the
More informationPlastic concrete cutoff walls have been used for
The world s largest cutoff wall at Karkheh dam A.A. Mirghasemi, Mahab Ghodss Co. and University of Tehran, Iran M. Pakzad, Mahab Ghodss Co., Iran B. Shadravan, University of Ottawa, Canada The Karkheh
More informationWATER STORAGE, TRANSPORT, AND DISTRIBUTION Selection of Type of Dams and Reservoirs - Osamu Arai, Kyohei Baba,and Tosho Hirose
SELECTION OF TYPE OF DAMS AND RESERVOIRS Osamu Arai Vice President of Konoike Construction Co., Ltd., Japan Kyohei Baba K. Baba Engineering Consultants Co., Japan Tosho Hirose Japan Commission on Large
More informationEarth Brickwork Concrete Plain Radial Drum Roller Flap. fixed. Weirs Barrages. mobile. rockfills. Gravity butress Arch Arch-gravuty Cupola.
Dams type 1 Weirs Barrages fixed mobile Earth Brickwork Concrete Plain Radial Drum Roller Flap embankment Earthfills rockfills Dams Concrete gravity Arch Gravity butress Arch Arch-gravuty Cupola 2 Dams
More informationEARTHQUAKE ASPECTS OF ROLLER COMPACTED CONCRETE AND CONCRETE-FACE ROCKFILL DAMS
13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 2004 Paper No. 3399 EARTHQUAKE ASPECTS OF ROLLER COMPACTED CONCRETE AND CONCRETE-FACE ROCKFILL DAMS Martin Wieland 1
More informationSEISMIC CRACKING AND STRENGTHENING OF CONCRETE GRAVITY DAMS
SEISMIC CRACKING AND STRENGTHENING OF CONCRETE GRAVITY DAMS Hongyuan ZHANG 1 And Tatsuo OHMACHI 2 SUMMARY Concrete gravity dams designed in compliance with the present specification are likely to experience
More informationSeismic safety assessment of a weir dam and appurtenant structures - 3D static and dynamic analyses
Seismic safety assessment of a weir dam and appurtenant structures - 3D static and dynamic analyses A. Mellal & A. Tzenkov STUCKY Ltd, Switzerland SUMMARY: The seismic safety assessment of Verbois Dam,
More informationTailings dam raise with reinforced walls
Tailings dam raise with reinforced walls Jorge Alvarez Tiburcio Anddes Asociados S.A.C.,Peru ABSTRACT This paper presents the design of a tailings dam raise with reinforced walls lined with geomembrane,
More informationDam Safety and Low Cost Spillway Designs
Dam Safety and Low Cost Spillway Designs By F. Lempérière & J.P. Vigny (Hydrocoop France) THE CHALLENGE 5 th International Conference on Dam Engineering Lisbon 14-16 February 2007 Increasing dams safety
More informationWATER RESOURCES ENGINEERING DAMS
WATER RESOURCES ENGINEERING DAMS Overview Classification of Dams Parts of Dams Planning of Dams Construction of Dams Concrete Gravity Dams Arch Dams Cross-sectional Layout Design of Dams Local Scour at
More informationPrediction Method for Reservoir Collapse During Earthquakes
6 th International Conference on Earthquake Geotechnical Engineering 1-4 November 2015 Christchurch, New Zealand Prediction Method for Reservoir Collapse During Earthquakes H. Nomura 1, Y. Akasaka 1 ABSTRACT
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 informationModern Dam Safety Concepts and Seismic Safety Aspects of Sustainable Storage Dams
Modern Dam Safety Concepts and Seismic Safety Aspects of Sustainable Storage Dams Dr. Martin WIELAND Chairman, ICOLD Committee on Seismic Aspects of Dam Design Poyry Switzerland Ltd., Zurich, Switzerland
More informationKarkheh Storage Dam Cutoff Wall Analysis and Design
Missouri University of Science and Technology Scholars' Mine International Conference on Case Histories in Geotechnical Engineering (2004) - Fifth International Conference on Case Histories in Geotechnical
More informationFE MODELING AND NUMERICAL SIMULATION FOR DYNAMIC ANALYSIS OF GRAVITY DAM SPILLWAYS
FE MODELING AND NUMERICAL SIMULATION FOR DYNAMIC ANALYSIS OF GRAVITY DAM SPILLWAYS ABSTRACT : Akshay Adya 1 1 Graduate Student, SOE Fellow, Department of Civil & Environmental Engineering, Stanford University
More informationEarly age strength assesement for high rise buildings
Early age strength assesement for high rise buildings Marijan SKAZLIĆ 1, Claus Germann PETERSEN 2, Zoran KRNJAK 3 1 Faculty of Civil Engineering, University of Zagreb, Zagreb, Croatia, marijan.skazlic@grad.hr
More informationInclusion Effect on Heterogeneity of Excess Pore Water Pressure Distribution in Composite Clay
Inclusion Effect on Heterogeneity of Excess Pore Water Pressure Distribution in Composite Clay J. Jalili Payame Noor University, Iran M. K. Jafari & A. Shafiee International Institute of Earthquake Engineering
More information1. Slippage Phenomenon in Core-Shell Interface
TUTA/IOE/PCU Journal of the Institute of Engineering, Vol. 10, No. 1, pp. 199 204 TUTA/IOE/PCU All rights reserved. Printed in Nepal Fax: 977-1-5525830 Seismic Deformation Analysis of Rockfill Dam Yuman
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 informationCVE 471 WATER RESOURCES ENGINEERING DAMS. Assist. Prof. Dr. Bertuğ Akıntuğ
CVE 471 WATER RESOURCES ENGINEERING DAMS Assist. Prof. Dr. Bertuğ Akıntuğ Civil Engineering Program Middle East Technical University Northern Cyprus Campus CVE 471 Water Resources Engineering 1/101 Overview
More informationBehaviour of Strip Footing on Geogrid Reinforced Slope subjected to Eccentric Load
ISSN (Print): 2347-671 (An ISO 3297: 27 Certified Organization) Behaviour of Strip Footing on Geogrid Reinforced Slope subjected to Eccentric Load Dhiraj D. Patil 1, Sunil S. Pusadkar 2, Sanjay W. Thakare
More informationGround Improvement Prof. G. L. Sivakumar Babu Department of Civil Engineering Indian Institute of Science, Bangalore
Ground Improvement Prof. G. L. Sivakumar Babu Department of Civil Engineering Indian Institute of Science, Bangalore Module No. # 07 Lecture No. # 22 Micropiles (Refer Slide Time: 00:30) So, we would be
More informationAnalysis on influence of retaining wall deflection and ground settlement caused by Top-down and Bottom-up excavation methods
Analysis on influence of retaining wall deflection and ground settlement caused by Top-down and Bottom-up excavation methods Ching-Jiang Jeng Department of Environmental and Hazards-Resistant Design, Huafan
More informationEvaluation of Pseudo Static coefficient for Soil nailed walls on the basis of Seismic behavior levels
Research Journal of Recent Sciences ISSN 2277-2502. Evaluation of Pseudo Static coefficient for Soil nailed walls on the basis of Seismic behavior levels Abstract Majid yazdandoust 1*, Ali komak panah
More informationDAMS AND APPURTENANT HYDRAULIC STRUCTURES
rs-t DAMS AND APPURTENANT HYDRAULIC STRUCTURES LJUBOMIR TANCEV Professor, Faculty of Civil Engineering, Sts Cyril and Methodius University, Skopje, Republic of Macedonia A.A. BALKEMA PUBLISHERS LEIDEN
More informationWorkshop. Granada - Spain. CESI RICERCA s numerical modeling of dams affected by ASR: two case-studies. A. Frigerio, G. Mazzà
Workshop Granada - Spain CESI RICERCA s numerical modeling of dams affected by ASR: two case-studies A. Frigerio, G. Mazzà 10/2007 Forward Topics of the presentation: problems related to ageing and deterioration
More informationFACING EFFECTS IN GEOSYNTHETIC-REINFORCED SOIL STRUCTURES S. Shahab Yasrobi and Ali Azad Tarbiat Modares University, Tehran, Iran
7ième CONGRÈS CANADIEN DE GÉOTECHNIQUE ième CONGRÈS CONJOINT SCG/AIH-CNN 7TH CANADIAN GEOTECHNICAL CONFERENCE TH JOINT CGS/IAH-CNC CONFERENCE FACING EFFECTS IN GEOSYNTHETIC-REINFORCED SOIL STRUCTURES S.
More informationCHAPTER 8 SEEPAGE CONTROL IN EMBANKMENTS
CHAPTER 8 SEEPAGE CONTROL IN EMBANKMENTS 8-1. General. All earth and rock-fill dams are subject to seepage through the embankment, foundation, and abutments. Seepage control is necessary to prevent excessive
More informationFlexural bond strength of masonry using various blocks and mortars
Matériaux et Constructions/Materials and Structures, Vol. 29, March 1996, pp 119-124 Flexural bond strength of masonry using various blocks and mortars K. Venu Madhava Rao 1, B.V. Venkatarama Reddy 2,
More informationGround Improvement Using Steel Reinforcing Strips
SAICE Geotechnical Division: Seminar on Ground Improvement Johannesburg, South Africa 8 & 9 October, 2001 Ground Improvement Using Steel Reinforcing Strips ACS Smith Reinforced Earth (Pty) Ltd, Johannesburg,
More informationAxially Loaded Behavior of Driven PC Piles
Axially Loaded Behavior of Driven PC Piles Shih-Tsung Hsu Associate Professor, Department of Construction Engineering, Chaoyang University of Technology, E-mail address: sthsu@cyut.edu.tw Abstract. To
More informationEARTHQUAKES AND WATER STORAGE RESERVOIR DESIGN
EARTHQUAKES AND WATER STORAGE RESERVOIR DESIGN April 29, 2015 AGENDA Background - Seismic Sloshing Codes and Load Development Implication to a Project Impact of Shape on Seismic Loads Foundation Alternatives
More informationRetainingWalls. Professor of Geotechnical Engineering and Foundations. Faculty of Engineering - Cairo University. By Dr. Ashraf Kamal Hussein
RetainingWalls By Dr. Ashraf Kamal Hussein Professor of Geotechnical Engineering and Foundations - 2012 1. Introduction Retaining wall: - a structure which retains from failure a soil mass or other materials
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 informationREHABILITATION AND STRENGTHENING OF EXISTING RC STRUCTURES WITH UHPFRC: VARIOUS APPLICATIONS
REHABILITATION AND STRENGTHENING OF EXISTING RC STRUCTURES WITH UHPFRC: VARIOUS APPLICATIONS Dr Lionel Moreillon (1) and Dr Philippe Menétrey (1) (1) INGPHI SA Ingénieurs en Ouvrages d art, Lausanne, Switzerland
More informationSTRENGTH CONSEQUENCE MINIMIZATION OF DIGGING OFF BURIED GAS PIPELINE AT ISOLATION COAT RENOVATION REALIZED DURING OPERATION
STRENGTH CONSEQUENCE MINIMIZATION OF DIGGING OFF BURIED GAS PIPELINE AT ISOLATION COAT RENOVATION REALIZED DURING OPERATION Assoc. Prof. MSc. Roland JANČO, PhD. Institute of Applied Mechanics and Mechatronics,
More informationStudy on the settlement and the load-bearing capacity of Long An soft ground reinforced by the stone columns
Japanese Geotechnical Society Special Publication International Mini Symposium CHUBU (IMS-CHUBU) Study on the settlement and the load-bearing capacity of Long An soft ground reinforced by the stone columns
More informationPhysical models application of flow analysis in regulated reservoir dams
River Basin Management III 15 Physical models application of flow analysis in regulated reservoir dams M. R. M. Tabatabai 1, S. Faghihirad 2 & M. Kolahdoozan 3 1 Water Engineering Department, Power and
More informationCURRICULUM VITAE. Born in Campina Grande, Paraiba- Brazil, on February 19, Public Profile:
CURRICULUM VITAE 1. PERSONAL DATA Name: OSCAR MACHADO BANDEIRA Born in Campina Grande, Paraiba- Brazil, on February 19, 1947. E-mail: oscarbandeira@norteenergiasa.com.br Public Profile: www.linkedin.com/in/oscarbandeiracivilengineer
More informationEnergy Dissipation Regimes and Stability of the Overflow Dam (Spillway) for the Mekin Dam in Cameroon
International Refereed Journal of Engineering and Science (IRJES) ISSN (Online) 2319-183X, (Print) 2319-1821 Volume 6, Issue 6 (June 2017), PP.28-34 Energy Dissipation Regimes and Stability of the Overflow
More informationPRE-CAST CONCRETE SEGMENTAL ARCH DESIGN ON PILED FOUNDATIONS
57ième CONGRÈS CANADIEN DE GÉOTECHNIQUE 5ième CONGRÈS CONJOINT SCG/AIH-CNN 57TH CANADIAN GEOTECHNICAL CONFERENCE 5TH JOINT CGS/IAH-CNC CONFERENCE PRE-CAST CONCRETE SEGMENTAL ARCH DESIGN ON PILED FOUNDATIONS
More informationStatic and Dynamic Analyses of Micropiles to Reinforce the High Railway Embankments on Loose Beds
Journal of Rehabilitation in Civil Engineering 1-2 (2013) 80-89 journal homepage: http://civiljournal.semnan.ac.ir/ Static and Dynamic Analyses of Micropiles to Reinforce the High Railway Embankments on
More informationCASE STUDY ON PRODUCTIVITY OF WATER SUPPLY POTENTIALS ETUDE DE CAS SUR LA PRODUCTIVITE DU POTENTIEL DE LA FOURNITURE D EAU
ICID 21 st International Congress on Irrigation and Drainage, 15-23 ICID 21 st October Congress, 2011, Tehran, Tehran, October Iran 2011 CASE STUDY ON PRODUCTIVITY OF WATER SUPPLY POTENTIALS ETUDE DE CAS
More informationStudy on high performance roller compacted concrete
Materials and Structures/Matériaux et Constructions, Vol. 33, July 2000, pp 398-402 TECHNICAL REPORTS Study on high performance roller compacted concrete A. C. Bettencourt Ribeiro 1 and I. R. de Almeida
More informationLecture Retaining Wall Week 12
Lecture Retaining Wall Week 12 Retaining walls which provide lateral support to earth fill embankment or any other form of material which they retain them in vertical position. These walls are also usually
More informationSEVEN-STORY BUILDING SUBJECTED TO SEISMIC LOADING: EXPERIMENTATION AND MODELING
ASIAN JOURNAL OF CIVIL ENGINEERING (BUILDING AND HOUSING) VOL. 9, NO. 2 (28) PAGES 131-139 SEVEN-STORY BUILDING SUBJECTED TO SEISMIC LOADING: EXPERIMENTATION AND MODELING N. Xuan Huy University of Transport
More informationEvaluation of Geosynthetic Forces in GRSRW under Dynamic Condition
Evaluation of Geosynthetic Forces in GRSRW under Dynamic Condition Kooshyar Passbakhsh, Maryam Yazdi Abstract Geosynthetics have proved to be suitable for reinforced soil retaining walls. Based on the
More informationCFRD 07 DESIGN CRITERIA AND CONSTRUCTION (TOPICS FOR DISCUSSION)
RIO DE JANEIRO,RJ BRAZIL, OCTOBER 27 28, 2011 CFRD 07 DESIGN CRITERIA AND CONSTRUCTION FOR VERY HIGH CFRDs CONCEPTUAL TRENDS (TOPICS FOR DISCUSSION) Xu Zeping ( PhD, Prof.) - IWHR ( Beijing, P. R. China
More informationA Study on Correlation between Safety Factor of Pile-Slope Systems and Seismically Induced Displacements of Pile Groups
Jordan Journal of Civil Engineering, Volume 9, No. 4, 2015 A Study on Correlation between Safety Factor of Pile-Slope Systems and Seismically Induced Displacements of Pile Groups H. Hajimollaali 1), H.
More informationAnalysis of Buried Arch Structures; Performance Versus Prediction
Analysis of Buried Arch Structures; Performance Versus Prediction D.A. Jenkins: Reinforced Earth Pty Ltd, Somersby, NSW, Australia Synopsis: The Reinforced Earth Group introduced the TechSpan arch system
More informationEXPRESS BRIDGE DECK AND LIGHT DUTY BRIDGE
EXPRESS BRIDGE DECK AND LIGHT DUTY BRIDGE Yves Brugeaud (1) (1) MATIERE SAS, Paris, France Abstract Bridges and prefabricated beams in concrete pre-stressed by pre-tensioning or made of reinforced concrete
More informationChallenges of quick clay excavation in urban area with sloping ground
Challenges of quick clay excavation in urban area with sloping ground R. M. Nalbant 1 Multiconsult AS, Oslo, Norway ABSTRACT The paper presents the overall stability evaluation for a deep excavation in
More informationResponse of Piered Retaining Walls to Lateral Soil Movement Based on Numerical Modeling
Int. J. of GEOMATE, March, 2013, Vol. 4, No. 1 (Sl. No. 7), pp. 436-441 Geotec., Const. Mat. and Env., ISSN:2186-2982(P), 2186-2990(O), Japan Response of Piered Retaining Walls to Lateral Soil Movement
More informationDESIGN AND CONSTRUCTION OF AN EMBANKMENT DAM IN NEW SOUTH WALES, AUSTRALIA
DESIGN AND CONSTRUCTION OF AN EMBANKMENT DAM IN NEW SOUTH WALES, AUSTRALIA Nor Hamiza Zackaria and Robin Fell Civil Engineering Programme, Universiti Teknologi PETRONAS, Bandar Seri Iskandar, 31750 Tronoh,
More informationCEOS.FR EXPERIMENTS FOR CRACK CONTROL OF CONCRETE AT EARLY AGE
CEOS.FR EXPERIMENTS FOR CRACK CONTROL OF CONCRETE AT EARLY AGE Jean-Michel Torrenti (1), Laurie Buffo-Lacarrière (2), Francis Barré (3) on behalf of CEOS.FR Program Partners (www.ceosfr.org) (1) UPE, IFSTTAR,
More informationCombination of undrained and drained analysis to design the temporary supports of a large diameter tunnel
16 TH Australasian Tunnelling Conference 2017 30 October 1 November 2017 Combination of undrained and drained analysis to design the temporary supports of a large diameter tunnel R. Mahinroosta CSU Engineering,
More informationEFFECT OF DEEP EXCAVATION SUPPORTED BY CONCRETE SOLIDER PILE WITH STEEL SHEET PILE LAGGING WALL ON ADJACENT EXISTING BUILDINGS
EFFECT OF DEEP EXCAVATION SUPPORTED BY CONCRETE SOLIDER PILE WITH STEEL SHEET PILE LAGGING WALL ON ADJACENT EXISTING BUILDINGS Mostafa Abdou 1 *, Ahamed Rushedy Towfeek 2, Waleed Hassan 3 1 prof. Dr.,
More informationOPTIMIZING THE LOCATION OF CONTRACTION EXPANSION JOINTS IN CONCRETE CANAL LINING y
IRRIGATION AND DRAINAGE Irrig. and Drain. 58: 116 125 (2009) Published online 22 July 2008 in Wiley InterScience (www.interscience.wiley.com).401 OPTIMIZING THE LOCATION OF CONTRACTION EXPANSION JOINTS
More informationThe effect of subsurface volume loss on the bearing capacity of reinforced granular material
The effect of subsurface volume loss on the bearing capacity of reinforced granular material M. Raafat Ahmed, Graduate Student Department of Civil Engineering & Applied Mechanics, McGill University, Montreal,
More informationGEOTECHNICAL DESIGN AND CONSTRUCTION METHODOLOGY OF A DEEP BASEMENT CUT NEXT TO SENSITIVE BUILDINGS
GEOTECHNICAL DESIGN AND CONSTRUCTION METHODOLOGY OF A DEEP BASEMENT CUT NEXT TO SENSITIVE BUILDINGS James Livingston 1 Ching Dai 2 1 Geotechnical engineer at Coffey Services (NZ) 2 Chartered Senior Principal
More informationRevision Nalcor Doc. No. MFA-SN-CD-0000-GT-DC C1 Date Page SLI Doc. No EC Dec-2013 ii DESIGN CRITERIA - GEOTECHNICAL
SLI Doc. No. 505573-3000-40EC-0003 01 5-Dec-2013 ii TABLE OF CONTENTS Page No. 1 INTRODUCTION... 1 2 CREST ELEVATIONS... 2 2.1 Cofferdams... 2 2.2 North Spur... 3 3 STABILITY ANALYSIS LOADING CASES AND
More informationANALYSIS OF A SQUAT CONCRETE WALL, DIFFERENCE IN TRANSLATION DURING SEISMIC EXCITATION DUE TO FOUNDATION SUPPORT. ABSTRACT
ANALYSIS OF A SQUAT CONCRETE WALL, DIFFERENCE IN TRANSLATION DURING SEISMIC EXCITATION DUE TO FOUNDATION SUPPORT. E. R. Thorhallsson 1, I. S. Rikhardsson 2, A.M. Olafsson 3 and H.S. Olafsson 4 ABSTRACT
More informationCONSIDERATIONS ON THE SEISMIC DESIGN OF HIGH CONCRETE FACE ROCKFILL DAMS (CFRDs) Bayardo Materón - Gabriel Fernandez
CONSIDERATIONS ON THE SEISMIC DESIGN OF HIGH CONCRETE FACE ROCKFILL DAMS (CFRDs) Bayardo Materón - Gabriel Fernandez CONCRETE FACE ROCKFILL DAMS CFRDs- HAVE INCREASED IN HEIGHT TO NEAR 300M. RECENT SEISMIC
More informationICID 21 st International Congress on Irrigation and Drainage, R.56.5/Poster/1
ICID 21 st International Congress on Irrigation and Drainage, 15-23 ICID 21 st October Congress, 2011, Tehran, Tehran, October Iran 2011 R.56.5/Poster/1 REGULATOR RESERVOIR IN PRESSURIZED IRRIGATION NETWORKS
More informationINCREASING LATERAL CAPACITY OF OLD BARRAGES INTRODUCING CABLES
INCREASING LATERAL CAPACITY OF OLD BARRAGES INTRODUCING CABLES Ahmed Hashad 1, Yasser El-Hakem 1 and Eehab Khalil 2 1 Assistant Professor, Construction Research Institute, National Water Research Center,
More informationSeismic Response of Reinforced Soil Retaining Walls with Block Facings
Missouri University of Science and Technology Scholars' Mine International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics 21 - Fifth International Conference on
More informationEstimation of Lateral Earth Pressure on Cantilever Sheet Pile using Flat Dilatometer Test (DMT) Data: Numerical Study
Estimation of Lateral Earth Pressure on Cantilever Sheet Pile using Flat Dilatometer Test (DMT) Data: Numerical Study Kousik Deb Indian Institute of Technology Kharagpur, Kharagpur, India. E-mail: kousik@civil.iitkgp.ernet.in
More informationABSTRACT RESUME. Mahmoud Faghfur Maghrebi 1, *, Davoud Azad 2, Seyed Hossein Mousavi 3 and Hossein Saboor Kazeran 4
ESTIMATION OF WATER LEAKAGE FROM SEAMS AND CRACKS OF CONCRETE LINED CANALS ESTIMATION DE LA FUITE D EAU DES COUTURES ET DES FISSURES DES CANAUX REVETUS EN BETON Mahmoud Faghfur Maghrebi 1, *, Davoud Azad
More informationBrooks/Cole Thomson LearningiM. Fundamentals of Geotechnical Engineering. Braja M. Das. California State University, Sacramento
Fundamentals of Geotechnical Engineering Braja M. Das California State University, Sacramento Brooks/Cole Thomson LearningiM Australia Canada Mexico Singapore Spain United Kingdom United States CHAPTER
More informationDriven pile capacity for wind farms in western Ontario, Canada
Driven pile capacity for wind farms in western Ontario, Canada Prapote Boonsinsuk & Siva Nadarajah AMEC Earth & Environmental, a Division of AMEC Americas Limited, Scarborough, Ontario, Canada Trudy Laidlaw
More information[Kouravand Bardpareh* et al., 5(6): July, 2016] ISSN: IC Value: 3.00 Impact Factor: 4.116
IJESRT INTERNATIONAL JOURNAL OF ENGINEERING SCIENCES & RESEARCH TECHNOLOGY STUDY ON HORIZONTAL DISPLACEMENT OF RESTRAINED EXCAVATION WALLS BY CANTILEVER RETAINING WALL Siavash Kouravand Bardpareh *1, Ashkan
More informationDesign of Grand Ethiopian Renaissance RCC Main Dam (H=175m)
Design of Grand Ethiopian Renaissance RCC Main Dam (H=175m) Giorgio Pietrangeli Alberto Bezzi Claudio Rossini Alessandro Masciotta Davide D Alberti Studio Ing. G. Pietrangeli Srl, Via Cicerone 28, 00193
More informationRoller compacted concrete - tensile strength of horizontal joints
Materials and Structures/Matériaux et Constructions, Vol. 34, August-September 2001, pp 413-417 Roller compacted concrete - tensile strength of horizontal joints A. C. Bettencourt Ribeiro 1, J. Díez-Cascón
More informationTHE EFFECT OF STRESS STATE ON THE SOIL-WATER CHARACTERISTIC BEHAVIOR OF A COMPACTED SANDY- CLAY TILL
THE EFFECT OF STRESS STATE ON THE SOIL-WATER CHARACTERISTIC BEHAVIOR OF A COMPACTED SANDY- CLAY TILL S.K. Vanapalli, D.E. Pufahl, and D.G. Fredlund Department of Civil Engineering, University of Saskatchewan,
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 informationModelling of Negative Skin Friction on Driven Piles
Modelling of Negative Skin Friction on Driven Piles Osama Drbe, Abouzar Sadrekarimi & M. Hesham El Naggar Department of Civil & Environmental Engineering Western University London, Ontario, Canada, N6A
More informationJournal of Chemical and Pharmaceutical Research, 2013, 5(9): Research Article. Stability analysis of cantilever retaining wall with FEM
Available online www.jocpr.com Journal of Chemical and Pharmaceutical Research, 2013, 5(9):362-371 Research Article ISSN : 0975-7384 CODEN(USA) : JCPRC5 Stability analysis of cantilever retaining wall
More informationNumerical Study on Interface Parameters of Sprayed Waterproofing Membrane by Direct Shear Test
Numerical Study on Interface Parameters of Sprayed Waterproofing Membrane by Direct Shear Test *Chulho Lee 1), Kicheol Lee 2), Dongwook Kim 3), Soo-Ho Chang 4), Soon-Wook Choi 5) and Byungkuan Park 6)
More informationDHANALAKSHMI COLLEGE OF ENGINEERING, CHENNAI DEPARTMENT OF CIVIL ENGINEERING 2 MARK QUESTIONS WITH ANSWERS CE FOUNDATION ENGINEERING UNIT 1
DHANALAKSHMI COLLEGE OF ENGINEERING, CHENNAI DEPARTMENT OF CIVIL ENGINEERING 2 MARK QUESTIONS WITH ANSWERS CE6502 - FOUNDATION ENGINEERING Subject Code: CE6502 UNIT 1 1. What are the informations obtained
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 informationSeismic response of a concrete gravity dam considering hydrodynamic effects
APCOM & ISCM 11-14 th December, 2013, Singapore Seismic response of a concrete gravity dam considering hydrodynamic effects *A. Dey¹ and M. B. Sawant 2 1 Department of Civil Engineering, Indian Institute
More informationCivil Engineering Journal
Available online at www.civilejournal.org Civil Engineering Journal Vol. 1, No., December, 015 Seismic Assessment of Arch Dams Using Fragility Curves Vandad Kadkhodayan a, S. Meisam Aghajanzadeh b, and
More informationNumerical Analysis of the Durability of Retaining Wall with Anchor
Numerical Analysis of the Durability of Retaining Wall with Anchor Qingyu Meng 1, 2, Chao Li 1, 2, Hongbo Zhang 1, 2, Xin Li 1, 2 1. School of Civil Engineering, Shandong University, Jinan, 250061, China
More informationTHE SUMMARY OF SAFETY MONITORING AND OPERATION ABOUT RCC GRAVITY DAM IN CHINA
COMITÊ BRASILEIRO DE BARRAGENS XXX SEMINÁRIO NACIONAL DE GRANDES BARRAGENS FOZ DO IGUAÇU - PR - 11 A 13 DE MAIO DE 2015 THE SUMMARY OF SAFETY MONITORING AND OPERATION ABOUT RCC GRAVITY DAM IN CHINA Quansheng
More informationSEISMIC RISK OF LARGE DAMS IN BULGARIA
SEISMIC RISK OF LARGE DAMS IN BULGARIA Marin Kostov 1, Georgi Varbanov 2, Antoaneta Kaneva 2, Nina Koleva 2 1 Associate Professor, Head of Dept. of Earthquake Engineering, CLSMEE, BAS, Sofia, Bulgaria
More informationSEISMIC RISK ASSESSMENT FOR LARGE DAMS
SEISMIC RISK ASSESSMENT FOR LARGE DAMS Georgi Varbanov Central Laboratory for Seismic Mechanics and Earthquake Engineering, BAS, Bulgaria Marin Kostov 1, Dimitar Stefanov 1, Antoaneta Kaneva 1, Nikolina
More information