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Groundwater Modeling System Version 7.0 What’s New in GMS 7.0 . Microsoft® Windows® Vista® support . Export subsurface data to Groundwater Modeling Solutions Arc Hydro Groundwater Groundwater Flow . Quickly & intuitively build advanced & Transport Modeling . Enhanced MODFLOW interface groundwater models . Import maps, elevations and GIS data . Support for MODFLOW SFR2 & . Save time with conceptual, GIS-based approach . ETS1 packages (DRT1 & MNW . Improve presentations with advanced graphics coming soon) . Use conceptual model to automatically . Have access to a broad range of models and . Updated graphics engines capabilities . Run MODFLOW or other groundwater models . Many more! Visualize stratigraphy & plume data . Visualize model results or stratigraphy . Use advanced tools for calibration MODFLOW Solutions Model Interfaces . MODFLOW 2000 . Contaminant transport with MT3DMS Steady state and transient analysis . Reactive transport with RT3D or SEAM3D . MODPATH Automated MODFLOW calibration with PEST Particle tracking . Stochastic modeling . MT3DMS Transport simulation . RT3D Reactive transport modeling Finite Element Solutions . SEAM3D Reactive transport modeling . Groundwater Flow & Transport with FEMWATER . MODAEM - Unsaturated zone modeling Analytic element modeling - Salinity intrusion . UTEXAS . 2D seepage analysis with SEEP2D Slope stability analysis . Slope stability analysis with UTEXAS . SEEP2D Seepage analysis . PEST Subsurface Characterization Automated parameter estimation . Import & visualize borehole data . Create & manage cross-sections . FEMWATER & fence diagrams Sat/unsat and coupled . Create solids of layers and texture map image transport on surface . Import & visualize plume data with iso-surfaces . T-PROGS Transition probability . Use advanced geostatistics tools including geostatistics on borehole data kriging . SAMG SOLVER www.aquaveo.com/gms www.stmenvironmental.co.uk Conceptual Modeling for Groundwater Flow & Transport . Import borehole or scatter data . Interpolate layer boundaries . Import Background Data . Create solids . Topo maps and aerial photos . AutoCAD and GIS data . Surface elevations Generate & Run Numerical Model . Automatically generate grid or mesh Create Conceptual Model . Map layer data and boundary . Determine model domain conditions . Run Model and layers . Visualize results . Calibrate model . Enter source/sinks Stochastic (Monte Carlo) Modeling . Indicator simulations with T-PROGS . Parameter Zonation - Random sampling - Latin Hypercube Solution with - Gaussian Fields Calibration Targets Model Calibration . Automated calibration with PEST - Pilot Points Conductivity Fields - Zonation with Pilot Points . Manual calibration tools - Calibration targets - Calibration plots >> Contact us today to learn more! Tel: +44 (0)845 303 9434 [email protected] www.aquaveo.com/gms www.stmenvironmental.co.uk.

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Evaluation of Nontraditional Soil and Aggregate Stabilizers the University of Texas at Austin Authors: Alan F
CENTER FOR TRANSPORTATION RESEARCH THE UNIVERSITY OF TEXAS AT AUSTIN Project Summary Report 7-1993-S Center for Transportation Research Project 7-1993: Evaluation of Nontraditional Soil and Aggregate Stabilizers The University of Texas at Austin Authors: Alan F. Rauch, Lynn E. Katz, and Howard M. Liljestrand May 2003 EVALUATION OF NONTRADITIONAL SOIL AND AGGREGATE STABILIZERS: A SUMMARY and at ten times the recommended tography (GPC), UV/Vis spectroscopy, Introduction application rates. These tests failed to and nuclear magnetic resonance (NMR) Proprietary chemical products are show significant, consistent changes spectroscopy. In some cases, we syn- marketed by a number of companies for in the engineering properties of the thesized the stabilizer components in stabilizing pavement base and subgrade test soils following treatment with the the laboratory or purchased them from soils. Usually supplied as concentrated three selected products at the applica- other chemical supply companies to liquids, these products are diluted in tion rates used. verify our conclusions. water on the project site and sprayed The three stabilizer products were on the soil to be treated prior to mix- What We Did... then reacted with three reference clays ing and compaction. If effective, these We began by selecting three and five native Texas clay soils. We products might be used as alternatives commercially available, liquid soil tested samples of the well-character- for treating sulfate-rich soils, which are stabilizer products for evaluation. ized, reference clays (kaolinite, illite, susceptible to excessive heaving when Although no effort was made to as- and montmorillonite) to increase the treated with traditional, calcium-based semble and classify a comprehensive likelihood of observing subtle physi- stabilizers such as lime, cement, and fly list of available products and suppliers, cal-chemical changes.
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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.
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Characteristics of Composts : Moisture Holding and Water Quality
Technical Report Documentation Page 1. Report No. 2. Government Accession No. 3. Recipient’s Catalog No. FHWA/TX-04/0-4403-2 4. Title and Subtitle 5. Report Date AUGUST 2003 CHARACTERISTICS OF COMPOSTS: MOISTURE HOLDING 6. Performing Organization Code AND WATER QUALITY IMPROVEMENT 7. Author(s) 8. Performing Organization Report No. Christine J. Kirchhoff, Dr. Joseph F. Malina, Jr., P.E., DEE, and Dr. 0-4403-2 Michael Barrett, P.E. 9. Performing Organization Name and Address 10. Work Unit No. (TRAIS) Center for Transportation Research 11. Contract or Grant No. The University of Texas at Austin 0-4403 3208 Red River, Suite 200 Austin, TX 78705-2650 12. Sponsoring Agency Name and Address 13. Type of Report and Period Covered Texas Department of Transportation Research Report Research and Technology Implementation Office 9/1/2001-8/31-2003 P.O. Box 5080 14. Sponsoring Agency Code Austin, TX 78763-5080 15. Supplementary Notes Project conducted in cooperation with the U.S. Department of Transportation, Federal Highway Administration, and the Texas Department of Transportation. 16. Abstract The objective of this study was investigation of the potential beneficial use of compost manufactured topsoil in highway rights-of-way in Texas. The water holding capacity and the physical, chemical and microbiological characteristics of composted manures (dairy cattle, poultry litter, and feedlot), composted biosolids and sandy and clay soil; compost manufacture topsoil (CMT) that contained composted manures or composted biosolids mixed with either sandy soil or clay soil; as well as erosion control compost (ECC) that contained compost and wood chips were evaluated.
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Geoysynthetic Reinforced Embankment Slopes Akshay Kumar Jha and Madhav Madhira
Chapter Geoysynthetic Reinforced Embankment Slopes Akshay Kumar Jha and Madhav Madhira Abstract Slope failures lead to loss of life and damage to property. Slope instability of natural slope depends on natural and manmade factors such as excessive rainfall, earthquakes, deforestation, unplanned construction activity, etc. Manmade slopes are formed for embankments and cuttings. Steepening of slopes for construc- tion of rail/road embankments or for widening of existing roads is a necessity for development. Use of geosynthetics for steep slope construction considering design and environmental aspects could be a viable alternative to these issues. Methods developed for unreinforced slopes have been extended to analyze geosynthetic reinforced slopes accounting for the presence of reinforcement. Designing geosyn- thetic reinforced slope with minimum length of geosynthetics leads to economy. This chapter presents review of literature and design methodologies available for reinforced slopes with granular and marginal backfills. Optimization of reinforce- ment length from face end of the slope and slope - reinforcement interactions are also presented. Keywords: slopes, geosynthetics, reinforcement, optimization of length, marginal soils, steepening 1. Introduction Landslides in slopes and failures of embankment and cut slopes lead to loss of life and property. Several factors, natural and manmade, such as heavy rainfall, unplanned construction, deforestation, restricting waterways of rivers and their tributaries are major causes for instability of slopes. Factors controlling stability of natural slopes are type of soil, environmental conditions, groundwater, stress history, rainfall, cloud burst, earthquakes, etc. Landslide mortality rate exceeds one per 100 km2 per year in developing countries like India, China, Nepal, Peru, Venezuela, Philippines and Tajikistan [1, 2].
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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.
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FHWA/TX-07/0-5202-1 Accession No
Technical Report Documentation Page 1. Report No. 2. Government 3. Recipient’s Catalog No. FHWA/TX-07/0-5202-1 Accession No. 4. Title and Subtitle 5. Report Date Determination of Field Suction Values, Hydraulic Properties, August 2005; Revised March 2007 and Shear Strength in High PI Clays 6. Performing Organization Code 7. Author(s) 8. Performing Organization Report No. Jorge G. Zornberg, Jeffrey Kuhn, and Stephen Wright 0-5202-1 9. Performing Organization Name and Address 10. Work Unit No. (TRAIS) Center for Transportation Research 11. Contract or Grant No. The University of Texas at Austin 0-5202 3208 Red River, Suite 200 Austin, TX 78705-2650 12. Sponsoring Agency Name and Address 13. Type of Report and Period Covered Texas Department of Transportation Technical Report Research and Technology Implementation Office September 2004–August 2006 P.O. Box 5080 14. Sponsoring Agency Code Austin, TX 78763-5080 15. Supplementary Notes Project performed in cooperation with the Texas Department of Transportation and the Federal Highway Administration. Project Title: Determination of Field Suction Values in High PI Clays for Various Surface Conditions and Drain Installations 16. Abstract Moisture infiltration into highway embankments constructed by the Texas Department of Transportation (TxDOT) using high Plasticity Index (PI) clays results in changes in shear strength and in flow pattern that leads to recurrent slope failures. In addition, soil cracking over time increases the rate of moisture infiltration. The overall objective of this research is to determine the suction, hydraulic properties, and shear strength of high PI Texas clays. Specifically, two comprehensive experimental programs involving the characterization of unsaturated properties and the shear strength of a high PI clay (Eagle Ford clay) were conducted.
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An Analysis of the Mechanisms and Efficacy of Three Liquid Chemical Soil Stabilizers
Technical Report Documentation Page 1. Report No. 1993-1 2. Government 3. Recipient’s Catalog No. FHWA/TX-03/1993-1 (Volume 1) Accession No. 4. Title and Subtitle 5. Report Date AN ANALYSIS OF THE MECHANISMS AND EFFICACY May 2003 OF THREE LIQUID CHEMICAL SOIL STABILIZERS: VOLUME 1 7. Author(s) 6. Performing Organization Code Alan F. Rauch, Lynn E. Katz, and Howard M. Liljestrand 8. Performing Organization Report No. 1993-1 9. Performing Organization Name and Address 10. Work Unit No. (TRAIS) Center for Transportation Research The University of Texas at Austin 11. Contract or Grant No. 3208 Red River, Suite 200 Research Project 7-1993 Austin, TX 78705-2650 12. Sponsoring Agency Name and Address 13. Type of Report and Period Covered Texas Department of Transportation Research Report Research and Technology Implementation Office 14. Sponsoring Agency Code P.O. Box 5080 Austin, TX 78763-5080 15. Supplementary Notes Project conducted in cooperation with the Texas Department of Transportation and the U.S. Department of Transportation, Federal Highway Administration. 16. Abstract Liquid chemical products are marketed by a number of companies for stabilizing pavement base and subgrade soils. If effective, these products could be used as alternatives for treating sulfate-rich soils, which are susceptible to excessive heaving when treated with traditional, calcium-based stabilizers like lime, cement, and fly ash. However, the chemical composition, stabilizing mechanisms, and performance of these liquid products are not well understood. The primary objective of this study was to investigate and identify the mechanisms by which clay soils are modified or altered by these liquid chemical agents.
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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.
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Slope Stability Charts
The University of Texas Department of Civil Engineering Professor Stephen G. Wright SLOPE STABILITY - CHARTS OR STABILITY NUMBERS Bell, James M. (1966) "Dimensionless Parameters for Homogeneous Earth Slopes," Journal of the Soil Mechanics and Foundations Division, ASCE, Vol. 92, No. SM5, September, pp. 51-65. Bell, James M. (1968) Closure to "Dimensional Parameters for Homogeneous Earth Slopes," Journal of the Soil Mechanics and Foundations Division, ASCE, Vol. 94, No. SM3, May, pp. 763-766. Bishop, A.W. and Morgenstern, Norbert (1960) "Stability Coefficients for Earth Slopes," Geotechnique, Institution of Civil Engineers, London, Vol. 10, No. 4, December, pp. 129-150. Cousins, Brian F. (1978) "Stability Charts for Simple Earth Slopes," Journal of the Geotechnical Engineering Division, ASCE, Vol. 104, No. GT2, February, pp. 267-279. Desai, Chandrakant S. (1977) "Drawdown Analysis of Slopes by Numerical Method," Journal of the Geotechnical Engineering Division, ASCE, Vol. 103, No. GT7, July, pp. 667-676. Duncan, J.M. and Buchignani, A.L. (1975) An Engineering Manual for Slope Stability Studies, Department of Civil Engineering, University of California, Berkeley, March, 83 p. Ellis, Harold B. (1973) "Use of Cycloidal Arcs for Estimating Ditch Safety," Journal of the Soil Mechanics and Foundations Division, ASCE, Vol. 99, No. SM2, February, pp. 165-179. Giger, Max W. and Krizek, Raymond J. (1976) "Stability of Vertical Corner Cut with Concentrated Surcharge Load," Journal of the Geotechnical Engineering Division, ASCE, Vol. 92, No. GT1, January, pp. 31-40. Huang, Yang H. (1977) "Stability Coefficients for Sidehill Benches," Journal of the Geotechnical Engineering Division, ASCE, Vol. 103, No. GT5, May, pp.
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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
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Reliability-Based Design for External Stability of Narrow Mechanically Stabilized Earth Walls: Calibration from Centrifuge Tests
Reliability-Based Design for External Stability of Narrow Mechanically Stabilized Earth Walls: Calibration from Centrifuge Tests Kuo-Hsin Yang1; Jianye Ching, M.ASCE2; and Jorge G. Zornberg, M.ASCE3 Abstract: A narrow mechanically stabilized earth (MSE) wall is defined as a MSE wall placed adjacent to an existing stable wall, with a width less than that established in current guidelines. Because of space constraints and interactions with the existing stable wall, various studies have suggested that the mechanics of narrow walls differ from those of conventional walls. This paper presents the reliability-based design (RBD) for external stability (i.e., sliding and overturning) of narrow MSE walls with wall aspects L=H ranging from 0.2 to 0.7. The reduction in earth pressure pertaining to narrow walls is considered by multiplying a reduction factor by the conventional earth pressure. The probability distribution of the reduction factor is calibrated based on Bayesian analysis by using the results of a series of centrifuge tests on narrow walls. The stability against bearing capacity failure and the effect of water pressure within MSE walls are not calibrated in this study because they are not modeled in the centrifuge tests. An RBD method considering variability in soil parameters, wall dimensions, and traffic loads is applied to establish the relationship between target failure probability and the required safety factor. A design example is provided to illustrate the design procedure. DOI: 10.1061/(ASCE)GT.1943-5606.0000423. © 2011 American Society of Civil Engineers. CE Database subject headings: Earth pressure; Centrifuge models; Walls; Soil structures; Calibration.
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V5.5 Peer Review Final Report [PDF, 1.1
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