DOCSLIB.ORG

Mechanical and Hydraulic Behavior of Cut Off-Core Connecting Systems in Earth Dams

Total Page：16

File Type：pdf, Size：1020Kb

Download full-text PDF Read full-text
Mechanical 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 [email protected] Amir Hamidi Assistant Professor Faculty of Engineering, Tarbiat Moallem University, Tehran, Iran [email protected] Ali Ghanbari Assistant Professor Faculty of Engineering, Tarbiat Moallem University, Tehran, Iran [email protected] ABSTRACT Seepage through foundation of earth dams can be controlled using concrete cut off walls. The increase in hydraulic gradients in connecting zone of cut off wall and core usually results in erosion and water leakage. Also the difference between stiffness of clayey core and concrete cut off wall results in stress concentration and increase in deformations in connecting zone. As a result, connecting systems are usually used between cut off wall and core to reduce the hydraulic gradients and stress concentration. In the present research, Karkheh storage dam in Iran is considered as the case study. Seepage and stress-strain analysis are conducted to investigate the effect of different connection systems on the maximum gradient and stress concentration in connecting zone. In this regard, the most appropriate systems with the most effective characteristics and suitability in construction are recommended. KEYWORDS: Cut off wall; connecting system, hydraulic gradient, stress-strain distribution, Karkheh storage dam. INTRODUCTION Seepage can be controlled in foundation of earth dams using different methods. To select an under seepage control method for a particular dam and foundation, the relative merits and efficiency of different methods should be evaluated (U.S. Army Corps of Engineers, 2004). Concrete cut off walls are one of main methods of seepage control and are divided to the following categories according to the material type used in construction: • Slurry trench cut off wall Vol. 13, Bund. K 2 • Bentonite-cement cut off wall • Concrete cut off wall • Plastic concrete cut off wall The plastic concrete is an appropriate kind of material due to its high deformability (ICOLD, 1985). The cut off wall construction causes an increase in hydraulic head at the upstream and a reduction in downstream part of foundation. As a result, the maximum gradient happens in connection zone of the cut off wall and core (Shahbazian Ahari et al., 2000). The maximum gradient should be less than an allowable limit. Also the difference between stiffness of cut off wall and core results in some stress concentration in connection zone. Connecting systems should be designed to reduce stress concentration and hydraulic gradients in connection zone. This may be achieved by different details for connecting system. Six common details for this goal are as follows and their characteristics are shown in Fig. 1: - Penetration of the cut off into the core - Thick concrete slab at the base level of the core - Combination of cut off penetration into the core and the concrete slab - Compaction grouting around the connection zone in foundation - Clayey soil and a concrete cap over it - Clayey trench In the present study, seepage and stress-strain analysis are used to investigate the effect of different connecting systems on maximum hydraulic gradient and stress-strain distribution in cut off-core connection zone of Karkheh storage dam. System 1: Penetration of the cut System 2: Thick concrete slab at off wall into the core the base level of the core System 3: Combination of cut System 4: Compaction grouting off penetration into the core and around the connection zone in the concrete slab foundation System 5: Clayey soil and a System 6: Clayey trench concrete cap over it Figure 1: Details of different connecting systems Vol. 13, Bund. K 3 CASE STUDY Karkheh storage dam is among the largest dams, in terms of reservoir and volume of fill placed, constructed in Iran. It is a central core, zoned embankment dam, 127 meters high, 3030 meters long, with an embankment volume of 32 million cubic meters. The dam crest is located in +234 MSL and the minimum level of the foundation is +106 MSL. Normal water level is in +220 MSL and reservoir has 5572 million m3 volume at the maximum level (Karkheh dam section engineers, 1998). Foundation of this large earth dam consists of alternative layers of conglomerate and mudstone, in which the conglomerated layers have much more impermeability, resistance and elastic modulus than the mudstone layers. Figure 2 depicts the cross section of the dam, its foundation and cut off wall. Specification of materials used in dam construction are also shown in Table 1. The figure indicates that cut off wall is used in this dam for the control of seepage. Depth of wall is determined based on seepage analysis done in different stages and economical factors. Also the thickness of wall is determined based on allowable hydraulic gradient, hydraulic fracturing pressure, and the drilling facilities. The depth of wall in deepest section is about 80 meters while the average of depth is about 50 meters. With a length of 3030 m, it was vertically built in dam foundation along the dam axis. Thickness of the wall is 1 meter at the valley and in the right abutment. At some location of the left abutment, the thickness of the wall is chosen to be 0.8 meter (Shadravan et al., 2004 and Karkheh dam section engineers, 1998). 1. Impervious core (mudstone mixed with sandy gravel) 8. U/S slope protection using soil cement 1A. Impervious core (mudstone) 9. Plastic concrete cut off wall 2. Sandy gravel 10. Pre-coffer dam 3. Conglomerate or sandy gravel 11. Main cofferdam 4. Sand filter 12. Mudstone No. (-1) 5. Gravel filter and drain 13. Mudstone No. (-2) 6. Sand-gravel filter 14. Conglomerate 7. U/S slope protection using limestone riprap 15. Inspection gallery Figure 2: Cross section of Karkheh storage dam (Karkheh dam section engineers, 1995) Vol. 13, Bund. K 4 SEEPAGE ANALYSIS Seepage analysis of dams has been done by different numerical methods in literature (Li and Ming, 2004; Ghobadi et al., 2005 and Lee et al., 2005). In this paper, dam, foundation and different seepage control systems of Karkheh dam were modeled using GMS software in the largest section for seepage analysis (Zoorasna et al., 2008). In this section, the cut off wall continues 25.5 meters below the core and fixed in a mudstone layer. Figure 3 shows the finite element mesh used in seepage analysis. The soil anisotropy is modeled using different permeability coefficients in horizontal and vertical directions. The total flow and the maximum hydraulic gradient were determined in connection zone of cut off wall-core connecting systems. Table 1: Specifications of different parts of the dam (Karkheh dam section engineers, 1998) Cut off Mudstone Conglomerate Conglomerate Conglomerate Parameters Shell Core Filter wall layers layer (1) layer (2) layer (3) Dry unit weight 20 17.4 19 21 19.5 21 21 21 (kN/m3) Saturated unit weight 22 20.2 20 22 21 23 23 23 (kN/m3) Permeability coefficient 10-4 5×10-7 10-3 1×10-7 5×10-8 4.5×10-2 1.1×10-3 6.1×10-4 (cm/s) Elastic modulus 11 3.5 7 400 12 80 100 100 (kN/m2)×104 Poisson's ratio 0.25 0.35 0.27 0.25 0.3 0.25 0.25 0.25 Undrained cohesion - 70 - 800 - - - - (kN/m2) Drained cohesion 0 30 0 700 70 85 85 85 (kN/m2) Undrained friction - 6 - 28 - - - - angle (degree) Drained friction 39 20 35 33 22 39.4 39.4 39.4 angle (degree) Dilation angle 10 2 8 10 5 10 10 10 (degree) Figure 3: Finite element mesh generated for seepage analysis Vol. 13, Bund. K 5 The effect of main characteristics of each connecting system which was previously shown in Fig. 1 is investigated on total flow or maximum hydraulic gradients. A summary of the results is presented in the following sections. Connection system 1 In this case, the cut off wall simply penetrates into the core without any interface material. The length of penetration which was previously defined as "h" in Fig. 1 is the main variable for this connecting system. The effect of penetrating length on total flow is shown in Fig. 4 for different cut off wall permeability values. In this figure "H" is the total length of the cut off wall. For cut off wall permeability values less than that of the core, the total flow decreases when the penetrating length of cut off wall increases. While, there is an increasing trend in total flow for permeability values more than that of the core. 2 Penetration of the cut off wall into the dam core, b=1.0 (m) 1.5 1 K cut off wall=10^-6 (cm/s) K cut off wall=10^-7 (cm/s) Q[(m3/day)/m] K cut off wall=10^-8 (cm/s) 0.5 0 0 (1/30) (1/15) (1/10) (1/9) (1/8) (1/7) (1/6) (1/5) h/H Figure 4: Effect of cut off wall permeability and penetration length on total flow (Detail No. 1) Connection system 2 For this detail, a concrete slab is placed at the base level of the core over the foundation. The cut off wall moves through this slab but does not penetrate into the core. This was previously indicated in Fig. 1. The effect of slab length (B) and slab thickness (t) on total flow is shown in Fig. 5. As the figure illustrates, total flow increases with the increase in slab length or thickness. 1 Thick concrete slab at the base level of the core, k=1×10-7(cm/s) 0.8 0.6 0.4 Q[(m3/day)/m] t=1.0m 0.2 t=1.5m t=2.0m 0 4 6 8 101214161820 B(m) Figure 5: Effect of slab length and thickness on total flow (Detail No.
Load more

Recommended publications
  • A Study on Sediment Settling Pattern in the Reservoir of Shahid Rajaie Dam by Using Observed Data & Empirical Methods
    Archive of SID A Study on Sediment Settling Pattern in the Reservoir of Shahid Rajaie Dam by Using Observed Data & Empirical Methods Zohreh Zargaran M.Sc. Student of Water Resources Engineering and Management, Islamic Azad University, Science & Research Branch, Tehran, Iran [email protected] Farhang Behrangi Ph.D. Candidate in Hydraulic Structures, School of Civil Engineering, College of Engineering, University of Tehran, Tehran, Iran [email protected] Leila Amiri Ph.D. Candidate in Environmental Engineering, Department of Civil and Environmental Engineering, K.N.Toosi University of Technology, Tehran, Iran [email protected] Abstract In addition to reducing the useful storage capacity, sedimentation in reservoirs makes changes to a river basin and reservoir morphology. Depending on the amount of incoming sediment, trap coefficient and the manner of settling, the useful life of the reservoirs varies. With the movement of sediments towards the body of the dam and the obstruction of the discharging gates and turbine valves, the dam operation will practically face problems. Therefore in sedimentation studies, besides the incoming sediment, its movement rate towards the body of the dam, and the sediment deposit procedure must be taken into account. This paper presents a study on Shahid Rajaee reservoir in Iran in which first, by using AutoCAD Civil 3D 2011 software, the geometrical information of the reservoir such as its volume, area and longitudinal profile are obtained from hydrographic maps. Then with observed data and empirical methods, the amounts of sediment inflow as well as its settling pattern in the reservoir are studied and the future of sedimentation procedure in this reservoir is anticipated.
    [Show full text]
  • Finite Element Study on Static Pile Load Testing Li Yi A
    FINITE ELEMENT STUDY ON STATIC PILE LOAD TESTING LI YI (B.Eng) A THESIS SUBMITTED FOR THE DEGREE OF MASTER OF ENGINEERING DEPARTMENT OF CIVIL ENGINEERING NATIONAL UNIVERSITY OF SINGAPORE 2004 Dedicated to my family and friends ACKNOWLEDGEMENTS The author would like to express his sincere gratitude and appreciation to his supervisor, Associate Professor Harry Tan Siew Ann, for his continual encouragement and bountiful support that have made my postgraduate study an educational and fruitful experience. In addition, the author would also like to thank Mr. Thomas Molnit (Project Manager, LOADTEST Asia Pte. Ltd.), Mr. Tian Hai (Former NUS postgraduate, KTP Consultants Pte. Ltd.), for their assistance in providing the necessary technical and academic documents during this project. Finally, the author is grateful to all my friends and colleagues for their help and friendship. Special thanks are extended to Ms. Zhou Yun. Her spiritual support made my thesis’ journey an enjoyable one. i TABLE OF CONTENTS ACKNOWLEDGEMENTS............................................................................................. i TABLE OF CONTENTS................................................................................................ii SUMMARY................................................................................................................... iv LIST OF TABLES......................................................................................................... vi LIST OF FIGURES ......................................................................................................vii
    [Show full text]
  • Isotropic Work Softening Model for Frictional
    Yang, K.-H., Nogueira, C., and Zornberg, J.G. (2008). “Isotropic Work Softening Model for Frictional Geomaterials: Development Based on Lade and Kim soil Constitutive Model.” Proceedings of the XXIX Iberian Latin American Congress on Computational Methods in Engineering, CILAMCE 2008, Maceio, Brazil, November 4-7, pp. 1-17 (CD-ROM). ISOTROPIC WORK SOFTENING MODEL FOR FRICTIONAL GEOMATERIALS: DEVELOPMENT BASED ON LADE AND KIM CONSTITUTIVE SOIL MODEL Kuo-Hsin Yang [email protected] Dept. of Civil Engineering, The University of Texas at Austin, Texas, Austin, USA Christianne de Lyra Nogueira [email protected] Dept. of Mine Engineering, Universidade Federal de Ouro Preto, MG, Brazil Jorge G. Zornberg [email protected] Dept. of Civil Engineering, The University of Texas at Austin, Texas, Austin, USA Abstract: An isotropic softening model for predicting the post-peak behavior of frictional geomaterials is presented. The proposed softening model is a function of plastic work which can include all possible stress-strain combinations. The development of softening model is based on the Lade and Kim constitutive soil model but improves previous work by characterizing the size of decaying yield surface more realistically by assuming an inverse sigmoid function. Compared to original softening model using the exponential decay function, the benefits of using the inverse sigmoid function are highlighted as: (1) provide a smoother transition from hardening to softening occurring at the peak strength point, and (2) limit the decrease of yield surface at a residual yield surface, which is a minimum size of yield surface during softening. The proposed softening model requires three parameters; each parameter has it own physical meaning and can be easily calibrated by a triaxial compression test.
    [Show full text]
  • Geotechnical Analysis and 3D Fem Modeling of Ville San Pietro (Italy)
    geosciences Article Geotechnical Analysis and 3D Fem Modeling of Ville San Pietro (Italy) Rossella Bovolenta * and Diana Bianchi * Department of Civil Chemical and Environmental Engineering, University of Genoa, 16145 Genova, Italy * Correspondence: [email protected] (R.B.); [email protected] or [email protected] (D.B.); Tel.: +39-010-3532505 (R.B.) Received: 21 September 2020; Accepted: 20 November 2020; Published: 22 November 2020 Abstract: The paper describes the three-dimensional numerical model of Ville San Pietro, an Italian village subject to slope movements causing damage. The church (dating back to 1776), which is the most significant building of the area, is modelled too. The information from geotechnical and geophysical surveys on field are used to define the model geometry and the soil properties. A finite element code is adopted to simulate the slope behavior in occurrence of water table fluctuations, detected by piezometers, and to evaluate the slope displacements and stability. The validation of the model is carried out using the inclinometer and interferometry measures and by on-site inspections. The model demonstrated a good ability to simulate the slope behavior during the raising and lowering of the water table. The critical areas computed by the numerical code are in good accordance to the actual portions affected by soil displacements and damages. The modelling presented in this paper is crucial for future analyses that will take advantage of an innovative monitoring system, which will be installed on site. Keywords: numerical modeling; slope stability; 3D model; FEM; hardening soil; landslide; geotechnics; risk mitigation; monitoring 1. Introduction Landslides are common and widespread phenomena in Italy and around the world.
    [Show full text]
  • Sensitivity Study of Different Parameters Affecting Design of the Clay Blanket in Small Earthen Dams
    Journal of Himalayan Earth Sciences Volume 48, No. 2, 2015 pp.139-147 Sensitivity study of different parameters affecting design of the clay blanket in small earthen dams Ishtiaq Alam and Irshad Ahmad Department of Civil Engineering, University of Engineering & Technology, Peshawar, Pakistan. Abstract Dams are structures that retain water for human services. Dams may be earthen, concrete, timber, steel or masonry made. On the basis of size, they may be small, medium and large. The main purpose of a dam is to divert the flow of water for the intended use. Flow of water cannot be stopped permanently even by the best dam ever made. Water may seep from dam body, abutments or the foundation bed below the body of the dam. To control seepage from the foundation bed, certain available methods like cutoff trench, cutoff walls, diaphragms, grout curtains, sheet pile walls and upstream impervious blankets are used. Upstream impervious blankets are considered more economical compared with the other methods mentioned above. The key parameters playing role in blanket efficiency are length of blanket, thickness of blanket, clay core width of the dam, foundation bed depth up to impervious zone, reservoir head, permeability of blanket material and permeability of bed material. This study is focused on the effect of these parameters in seepage control. Seep/W, a finite element method based software is used to model all the mentioned parameters within the individually selected ranges. The results based on the software analysis show that when the length of blanket is gradually increased, the seepage quantity reduces gradually until a specific length where the effect of further increase in length become meaningless.
    [Show full text]
  • Two-Dimensional Slope Stability Analysis with Varying Slope Angle and Slope Height by Plaxis-2D
    November 2017, Volume 4, Issue 11 JETIR (ISSN-2349-5162) TWO-DIMENSIONAL SLOPE STABILITY ANALYSIS WITH VARYING SLOPE ANGLE AND SLOPE HEIGHT BY PLAXIS-2D Bidisha Chakrabarti 1, Dr. P. Shivananda 2 1 Ph.D. Scholar, 2 Professor Department of Civil Engineering REVA UNIVERSITY, BENGALURU, INDIA Abstract: Stability of Slope is one of the most important sector which should be addressed properly in the area of Geo-technical engineering. The main purpose of this study to determine the Factor of safety and the Displacement vertical as well as horizontal for the given angle of slope of the soil. The stability analysis of the slope has been done here by Finite Element Method using PLAXIS-2D. In this study different types of sequence modelling were conducted here. Every sequence of the model was to investigate for the stability analysis purpose with various slope angle with variable slope height were taken into account. The results of this study showed the different value of Factor of safety for different sequence and comparative study with the displacement. In this paper the value of cohesion and internal friction are taken constant and results compared here for soil with varying slope but for constant two dimensional model. Index Terms: Finite element method, Factor of safety, Drained condition, Displacements I)INTRODUCTION: The focus of this paper is on Numerical Modelling using measurement from a series of set up of systematically sequence set of soil slope and monitored for Finite Element programme by PLAXIS-2D version 8.2 was used here to predict the performance of the slope.
    [Show full text]
  • Common Mistakes on the Application of Plaxis 2D in Analyzing Excavation Problems
    See discussions, stats, and author profiles for this publication at: https://www.researchgate.net/publication/282997310 Common Mistakes on the Application of Plaxis 2D in Analyzing Excavation Problems Article · January 2014 CITATIONS READS 0 4,815 1 author: Tjie-Liong Gouw Binus University 10 PUBLICATIONS 1 CITATION SEE PROFILE Some of the authors of this publication are also working on these related projects: Shore protection project View project All content following this page was uploaded by Tjie-Liong Gouw on 20 October 2015. The user has requested enhancement of the downloaded file. International Journal of Applied Engineering Research ISSN 0973-4562 Volume 9, Number 21 (2014) pp. 8291-8311 © Research India Publications http://www.ripublication.com Common Mistakes on the Application of Plaxis 2D in Analyzing Excavation Problems GOUW Tjie-Liong Civil Engineering Department, Bina Nusantara University, 11480 Jakarta, Indonesia Email : [email protected] Abstract The advance of computer technology has made the finite element method (FEM) more accessible than ever. Many engineers have tried FEM geotechnical software in handling their geotechnical projects. However, like a pilot with inadequate training, it would backfire if he were to fly a sophisticated jet fighter. Engineers with insufficient geotechnical background may gain access to the sophisticated FEM software without realizing the risk behind it. They make mistakes that may lead to the bad performance or even failure of the geotechnical structures. The author himself, along the years of learning and applying the geotechnical FEM software, has made many mistakes. This paper, with Plaxis application as example, tries to elaborate the common mistakes found in applying the FEM geotechnical software in handling excavation problems.
    [Show full text]
  • 10Th THAICID NATIONAL SYMPOSIUM
    th 10 THAICID NATIONAL SYMPOSIUM Basement rock structure and seepage analysis influences on dam foundation design: Khlong Kra Sae Project area, Bo Thong district, Chonburi province, Thailand. Tirawut Na Lampang1*, Nipong Vajanapoom1, Tana Thongchaloem2, Ekkarin Noisomsri1 1Geology division, Office of Topographical and Geotechnical survey, Royal Irrigation Department, Dusit, Bangkok, Thailand. 2Construction project, Royal Irrigation Office 8, Royal Irrigation Department, Nakhonrachasima, Thailand. *Corresponding author: E-mail address: [email protected] (T. Na Lampang). Abstract Basement rock structure and seepage analysis of dam foundation are important in dam design, geological field investigation and hydrogeology field investigation should be studied in detail. In this paper, rock structural characterization of rock masses used for evaluate discontinuity pattern compared to seepage analysis of dam foundation by using finite element method (FEM) in anisotropy seepage focus on basement rock. The eastern part of Thailand is defined to be tectonic zone that compose of fold and thrust belts which is product from the Indosinian orogeny during the Permian–Triassic Period. The structural analysis and synthesis was constructed the idealize modeling of rock structure in study area. In project area composed of Triassic sandstone. Rock structure analysis in Kholng Kra Sae Project illustrate bedding in E–W and NE–SW trend dip direction to south. Structure synthesis of bedding in π–diagram show overturn fold. Folding has axial plane orientate about ◦ ◦ 071 /54 SE. Joint patterns are illustrating dip directions to 4 directions which composed of SW, NW, NE and SE. In addition, joint pattern shows sub-perpendicular trend, that indicates blocky or net pattern. Results from numerical modeling are corresponding to geological investigation, it was showed that discontinuity pattern causes an affect to horizontal discontinuity is continuous more than vertical discontinuity, that causes to water can flow in horizontal easier than vertical flow.
    [Show full text]
  • PLAXIS® 2D the Most-Used Application for Geo-Engineering
    PRODUCT DATA SHEET PLAXIS® 2D The Most-used Application for Geo-engineering PLAXIS 2D is a powerful and user-friendly finite-element package intended for 2D analysis of deformation and stability in geotechnical engineering and rock mechanics. PLAXIS is used worldwide by top engineering companies and institutions in the civil and geotechnical engineering industry. Applications range from excavations, embankments, and foundations to tunneling, mining, and reservoir geomechanics. PLAXIS is equipped with a broad range of advanced features to model a diverse range of geotechnical problems, all from within a single integrated software package. User-friendly, FE Package PLAXIS 2D add-on modules include PlaxFlow, Dynamics, and Thermal. PlaxFlow excels at making complex 2D groundwater flow analysis easy, while Dynamics offers reliable and comprehensive dynamic load modeling. The Thermal module is necessary when the effects of heat flow on the hydraulic and mechanical behavior of soils and structures need to be taken into account in geotechnical designs with PLAXIS. These modules Stability of embankment on soft soil, reinforced by rigid inclusions. work together to build a powerful and user-friendly finite element package intended for two-dimensional analysis of deformation and stability in geotechnical engineering wizard to quickly create and edit tunnel cross-sections and loading conditions. The and rock mechanics. Mesh mode features automatic and manual mesh refinements, automatic generation of irregular and regular meshes and capabilites to
    [Show full text]
  • Water-Sciences Software Guide
    Table of Contents In The Name Of God the Compassionate the Merciful ! "#$% Application of Computers in Water-Sciences :&' ' ) #* Seyyed Javad Hoseiny : +, #./ +- Dr. Mhohamad Aflatuni 84 ) ' August 2005 219 3 -01 ! "#$% ,2/ " +, 34 5 6/ Table of Contents 1 Special Thanks 4 1 2 Abstract 5 2 3 Suggestions 6 3 4 Reason of Importance 7 4 5 Similar Researches 8 5 Detailed Guide for The First 6 9 #$% &' 12 !" # 6 Top 12 Software 7 Where to Find the Software 32 +,) # #$% &' () * 7 8 Software-Course List 33 /# .#$% &' -% 8 9 Rating Method 56 0# 1# 9 10 Initials & Expressions 58 23456 #!78 ,94 10 11 Full Software List 59 ,2/ " 7 6/ 11 12 CD Introduction 201 - %: 12 13 Website Introduction 202 - %: 13 To Those Who Are Whishing to # ;<4 0= >< 14 Continue Researching in This Field 204 14 * ? 15 Contact Us 205 / 15 16 Refrences and Resources 206 @8A B 16 17 What Do You Say? 218 + =C D 17 219 4 -01 ! "#$% ,2/ " +, 8 ' 9' Special Thanks ,' =8 =' #= #= , # # E ;= 'F=G H ? # ) &)D # 8 :;= - =: 3 # * ) (# 7-) '=G4% 7) . (* D N' *#) ' 7-) 2HL ,M' ":0 7) . 7D# # 7) =(' . 5< 5< O4 P=QH #@N' ) #= ,-< 1='% / . (;LS.;-# 7:6 N' R=L#=Q7# =7 7H' R=L# (; * # S 7 )) 'H3 * / . ( L7- Griffith N' 7-) Graham Jenkins 7) . (; /# N' 7-) ,: =0 7) . (VS - E.#- N' 7-) 3 #U T L8 7) . (S Utah State N' # S 7-) Wynn R. Walker 7) . ., # '#< ' Back to Contents 219 5 -01 ! "#$% ,2/ " +, :9-' 8; Abstract '# [7E #) VS &= ;XU36 ;-D#) Y;=(' ;) DS ? * Z .- E ? \ )S *=3 # =T= UG
    [Show full text]
  • V5.5 Peer Review Final Report [PDF, 1.1
    The South Florida Water Management Model, Version 5.5 Review of the SFWMM Adequacy as a Tool for Addressing Water Resources Issues Final Panel Report October 28, 2005 Panel: Rafael L. Bras, Chair Anthony Donigian Wendy Graham Vijay Singh Jery Stedinger Executive Summary Panel Task On August 1 2005 the South Florida Water Management District convened a panel of experts to perform a review of the South Florida Water Management Model (SFWMM), version 5.5, as described on the Documentation of the South Florida Water management Model, Version 5.5, Final Draft, August 2005. The essence of the Panel’s task was “To conduct an independent and objective review of the adequacy of the SFWMM [South Florida Water Management Model] as a regional modeling tool for addressing water resources issues in South Florida. The review shall rely on the latest documentation of the model as the primary source of information about the model.” The panel interpreted the mandate broadly, seeking to judge the adequacy of the model for its stated objectives and judging whether the written documentation articulates sufficiently well the capabilities of the model. It should be noted that the Panel could not, nor attempted to judge the accuracy of the coding of the model nor did it perform quality control exercises to vouch that it is error free. The Panel judged intended functionality and performance based only on the material provided and hence the accuracy of the model over its whole range of operations cannot be ascertained, except by written and oral assurances of the SFWMD staff and other users.
    [Show full text]
  • GMS 10.1 Tutorial UTEXAS – Dam with Seepage Use SEEP2D and UTEXAS to Model Seepage and Slope Stability of an Earth Dam
    v. 10.1 GMS 10.1 Tutorial UTEXAS – Dam with Seepage Use SEEP2D and UTEXAS to model seepage and slope stability of an earth dam Objectives Learn how to build an integrated SEEP2D/UTEXAS model in GMS. Prerequisite Tutorials Required Components Time • SEEP2D – Earth Dam • GIS • 25–40 minutes • UTEXAS – Natural Slope • Map Module • Mesh Module • SEEP2D • UTEXAS Page 1 of 16 © Aquaveo 2015 1 Introduction ......................................................................................................................... 2 1.1 Outline .......................................................................................................................... 3 2 Program Mode..................................................................................................................... 3 3 Getting Started .................................................................................................................... 3 4 Set the Units ......................................................................................................................... 4 5 Save the GMS Project File ................................................................................................. 4 6 Create the Conceptual Model Features ............................................................................. 5 6.1 Create the Points .......................................................................................................... 5 6.2 Create the Arcs and Polygons ......................................................................................
    [Show full text]