ADVANCED SOIL MECHANICS FINAL EXAM (TAKE HOME):DUE THURSDAY, DECEMBER 19, 6PM.
|
|
|
- Irene McCoy
- 6 years ago
- Views:
Transcription
1 ADVANCED SOIL MECHANICS FINAL EXAM (TAKE HOME):DUE THURSDAY, DECEMBER 19, 6PM. Problem #1. Field load tests on strip footings yielded the test data provided below in Figure 1 and Table 1 (from Ladd, 1979). Based on these test results, estimate the following quantities for a strip footing with B = 4m and d = 2m. a. The ultimate bearing capacity of the strip footing b. The settlement at q = 20 tonnes per square meter (TSM). Assume that settlement is proportional to log B. q = Total Applied Stress q = Net Applied stress = q - d d = 1.50 TCM (above footing) B = 2.00 TCM (above footing) Table 1. Test Data for Problem #1. Figure 1. Test Conditions for Strip Footing. Test No. B (m) d (m) q ult (TSM) (cm) at q = 10 TSM A B C Final Exam Page 1 of 5
2 Problem #2. Your company plans to test load a 150 ft diameter oil tank with water. The stress increase at the ground surface ( q) will be 3,000 psf. The tank rests on the surface of 60 ft of dry sand with the properties shown in Figure 2. Using the provided information, do the following: a. Estimate the settlement of the center of the tank using the stress path method (and the data provided in Figure 2) to plot ' v / ' vo and K vs. depth and compute the vertical strains at depth (d) of 10, 20, 30, 40, and 50 ft. b. Estimate the settlement of the center of the tank using corrected SPT N values that averaged 40 to 50 blows per foot. c. Back calculate a value of modulus of elasticity (E) that yields the same settlement obtained with the stress path method using equations and in L&W. d. Compare your answer for part c with the value of E obtained from Figure 2, assuming that ' vo = 2,000 psf, ' vo = 2,000 psf, and K = K o = See Example 12.2 for calculation of E. Assume the following stress distribution provided in Table 2 and an elastic half space with = Table 2. Stress Distribution for Problem #2. z (ft) v (psf) h (psf) Final Exam Page 2 of 5
3 Figure 2. Stress-Strain as a Function of K for Problem Final Exam Page 3 of 5
4 Problem #3. Lambe and Whitman Problem Problem #4. Calculate the theoretical height of capillary rise and the capillary pressure in a clay soil with D 10 = 0.1 m. Problem #5. An inclined permeameter tube filled with three layers of soil of different permeabilities as shown below in Figure 3. Express the total head at Points A, B, C, and D (with respect to the indicated datum) in terms of the given dimensions and permeabilities. Plot the total heads and the seepage velocity versus distance along the line A-D for the case where 3k 1 = k 2 = 2k 3. Assume n 1 = 0.25, n 2 = 0.4, and n 3 = H 1 H 2 k 1 k 2 k 3 D Figure 3. Inclined Permeameter Tube for Problem #5. Problem #6. Lambe and Whitman Problem Problem #7. Figure 4 shows a double sheet pile wall system for construction dewatering. A steady-state 2D flow of water occurs into the inside of the excavation between the two walls. For this problem, do the following: a. Draw the flow net for this problem. You may use computer programs if they are available to you. b. Compute the rate of flow per foot of wall length. c. Determine the maximum exit gradient and the factor of safety against liquefaction. d. Plot the pore water pressure against both sides of the sheet pile wall Final Exam Page 4 of 5
5 Elev. + 28ft 20ft Elev. + 28ft Elev. + 20ft Elev. + 20ft Elev. + 16ft Elev. + 10ft Sand t = pcf k = 2x10-4 cm/sec Elev. 0ft Impervious Rock Figure 4. Double Sheet Pile Wall Layout for Problem #8 (Not To Scale) Final Exam Page 5 of 5
b) EFFECTIVE STRESS (c) SEEPAGE
b) EFFECTIVE STRESS B1. A fine sand layer of 5 m thickness lies on a 5 m clay deposit. The water table is at the ground surface. Below the clay is a rock formation. Piezometers installed in the rock show
*** ***! " " ) * % )!( & ' % # $. 0 1 %./ +, - 7 : %8% 9 ) 7 / ( * 7 : %8% 9 < ;14. " > /' ;-,=. / ١
١ ******!" #$ % & '!( ) % * ") +,-./ % 01. 3 ( 4 56 7/4 ) 8%9 % : 7 ;14 < 8%9 % : *7./ = ;-, >/'." Soil Permeability & Seepage ٢ Soil Permeability- Definition ٣ What is Permeability? Permeability is the
Instructor : Dr. Jehad Hamad. Chapter (7)
Instructor : Dr. Jehad Hamad Chapter (7) 2017-2016 Soil Properties Physical Properties Mechanical Properties Gradation and Structure Compressibility Soil-Water Relationships Shear Strength Bearing Capacity
FUNDAMENTALS SOIL MECHANICS. Isao Ishibashi Hemanta Hazarika. >C\ CRC Press J Taylor & Francis Group. Taylor & Francis Group, an Informa business
SOIL MECHANICS FUNDAMENTALS Isao Ishibashi Hemanta Hazarika >C\ CRC Press J Taylor & Francis Group Boca Raton London New York CRC Press is an imprint of the Taylor & Francis Group, an Informa business
Water in Soil Sections in Craig
Water in Soil Sections 2.1-2.6 in Craig Outlines Introduction Darcy s Law Volume of water flowing per unit time Measuring K in laboratory Seepage Theory Flow Net Introduction All soils are permeable materials,
In-class Exercise. Problem: Select load factors for the Strength I and Service I Limit States for the. Loading Diagram for Student Exercise
In-class Exercise Problem: Select load factors for the Strength I and Service I Limit States for the problem illustrated below. Loading Diagram for Student Exercise For this exercise, complete the following
PECivilExam.com. Copyright 2015 Pecivilexam.com all rights reserved- E-Book Geotechnical Depth Exam: 80 problems
PECivilExam.com PE Civil Exam 80- Geotechnical Questions & Answers (pdf Format) For Depth Exam (Evening Session) PE Civil Depth Exam (Evening Session): This practice exam contains 80- Geotechnical questions,
YOUR HW MUST BE STAPLED YOU MUST USE A PENCIL (no pens)
Spring 2008 CIVE 462 HOMEWORK #1 1. Print out the syllabus. Read it. Write the grade percentages in the first page of your notes. 2. Go back to your 301 notes, internet, etc. and find the engineering definition
TABLE OF CONTENTS CHAPTER TITLE PAGE TITLE PAGE DECLARATION DEDIDATION ACKNOWLEDGEMENTS ABSTRACT ABSTRAK
TABLE OF CONTENTS CHAPTER TITLE PAGE TITLE PAGE DECLARATION DEDIDATION ACKNOWLEDGEMENTS ABSTRACT ABSTRAK TABLE OF CONTENTS LIST OF TABLE LIST OF FIGURES LIST OF SYMBOLS LIST OF APENDICES i ii iii iv v
Chapter (5) Allowable Bearing Capacity and Settlement
Chapter (5) Allowable Bearing Capacity and Settlement Introduction As we discussed previously in Chapter 3, foundations should be designed for both shear failure and allowable settlement. So the allowable
Class Principles of Foundation Engineering CEE430/530
Class Principles of Foundation Engineering CEE430/530 1-1 General Information Lecturer: Scott A. Barnhill, P.E. Lecture Time: Thursday, 7:10 pm to 9:50 pm Classroom: Kaufmann, Room 224 Office Hour: I have
Chapter 7: Settlement of Shallow Foundations
Chapter 7: Settlement of Shallow Foundations Introduction The settlement of a shallow foundation can be divided into two major categories: (a) elastic, or immediate settlement and (b) consolidation settlement.
Cone Penetration Test (CPT) Interpretation
Cone Penetration Test (CPT) Interpretation Gregg uses a proprietary CPT interpretation and plotting software. The software takes the CPT data and performs basic interpretation in terms of soil behavior
Introduction to Soil Mechanics
Introduction to Soil Mechanics Sela Sode and Colin Jones WILEY Blackwell Contents Preface Dedication and Acknowledgments List of Symbols Soil Structure 1.1 Volume relationships 1.1.1 Voids ratio (e) 1.1.2
Table of Contents Chapter 1 Introduction to Geotechnical Engineering 1.1 Geotechnical Engineering 1.2 The Unique Nature of Soil and Rock Materials
Table of Contents Chapter 1 Introduction to Geotechnical Engineering 1.1 Geotechnical Engineering 1.2 The Unique Nature of Soil and Rock Materials 1.3 Scope of This Book 1.4 Historical Development of Geotechnical
SEM-2016(01HI CIVIL ENGINEERING. Paper Answer all questions. Question No. 1 does not have internal choice,
Roll No. Candidate should write his/her Roll No. here. Total No. of Questions : 5 No. of Printed Pages : 8 SEM-2016(01HI CIVIL ENGINEERING Paper - 11 Time : 3 Hours ] [ Total Marks : 300 Instructions to
(Refer Slide Time: 02:10)
Soil Mechanics Prof. B.V.S. Viswanathan Department of Civil Engineering Indian Institute of Technology, Bombay Lecture 24 Flow of water through soils-v Welcome to lecture five of flow of water through
Chapter 7 Permeability and Seepage
Permeability and Seepage - N. Sivakugan (2005) 1 7.1 INTRODUCTION Chapter 7 Permeability and Seepage Permeability, as the name implies (ability to permeate), is a measure of how easily a fluid can flow
Introduction to Geotechnical Engineering. ground
Introduction to Geotechnical Engineering ground 1 Typical Geotechnical Project Geo-Laboratory ~ for testing soil properties Design Office ~ for design & analysis construction site 2 Shallow Foundations
Reinforced Soil Structures Reinforced Soil Walls. Prof K. Rajagopal Department of Civil Engineering IIT Madras, Chennai
Geosynthetics and Reinforced Soil Structures Reinforced Soil Walls continued Prof K. Rajagopal Department of Civil Engineering IIT Madras, Chennai e-mail: gopalkr@iitm.ac.inac in Outline of the Lecture
Hyperbolic Soil Bearing Capacity
1 Introduction Hyperbolic Soil Bearing Capacity This example involves analyzing the bearing capacity of a round footing. The example is useful for illustrating several SIGMA/W features and procedures,
Piles and Pile Foundations
Piles and Pile Foundations Carlo Viggiani, Alessandro Mandolini and Gianpiero Russo * j \ Spon Press an imprint of Taylor & Francis LONDON AND NEWYORK Contents List of illustrations Introduction PART I
VALLIAMMAI ENGINEERING COLLEGE
VALLIAMMAI ENGINEERING COLLEGE DEPARTMENT OF CIVIL ENGINEERING SUBJECT CODE : CE6405 YEAR : II SUBJECT NAME : SOIL MECHANICS SEM : IV QUESTION BANK (As per Anna University 2013 regulation) UNIT 1- SOIL
Chapter (3) Ultimate Bearing Capacity of Shallow Foundations
Chapter (3) Ultimate Bearing Capacity of Shallow Foundations Introduction To perform satisfactorily, shallow foundations must have two main characteristics: 1. They have to be safe against overall shear
CHAPTER 8 CALCULATION THEORY
CHAPTER 8 CALCULATION THEORY. Volume 2 CHAPTER 8 CALCULATION THEORY Detailed in this chapter: the theories behind the program the equations and methods that are use to perform the analyses. CONTENTS CHAPTER
SOIL MECHANICS: palgrave. Principles and Practice. Graham Barnes. macmiiian THIRD EDITION
SOIL MECHANICS: Principles and Practice THIRD EDITION Graham Barnes palgrave macmiiian 'running Contents Preface xii Fine soil 19 List of symbols xiv Mass structure 21 Note on units xix Degree of weathering
PRINCIPLES OF GEOTECHNICAL ENGINEERING
PRINCIPLES OF GEOTECHNICAL ENGINEERING Fourth Edition BRAJA M. DAS California State University, Sacramento I(T)P Boston Albany Bonn Cincinnati London Madrid Melbourne Mexico City New York Paris San Francisco
Geotechnical Properties of Soil
Geotechnical Properties of Soil 1 Soil Texture Particle size, shape and size distribution Coarse-textured (Gravel, Sand) Fine-textured (Silt, Clay) Visibility by the naked eye (0.05 mm is the approximate
SITE INVESTIGATION 1
SITE INVESTIGATION 1 Definition The process of determining the layers of natural soil deposits that will underlie a proposed structure and their physical properties is generally referred to as site investigation.
5. TWO-DIMENSIONAL FLOW OF WATER THROUGH SOILS 5.1 INTRODUCTION
5. TWO-DIMENSIONAL FLOW OF WATER TROUG SOILS 5.1 INTRODUCTION In many instances the flo of ater through soils is neither one-dimensional nor uniform over the area perpendicular to flo. It is often necessary
Deep Foundations 2. Load Capacity of a Single Pile
Deep Foundations 2 Load Capacity of a Single Pile All calculations of pile capacity are approximate because it is almost impossible to account for the variability of soil types and the differences in the
Module 4 Lecture 20 Pore water pressure and shear strength - 4 Topics
Module 4 Lecture 20 Pore water pressure and shear strength - 4 Topics 1.2.6 Curvature of the Failure Envelope Effect of angularity of soil particles Effect of rate of loading during the test 1.2.7 Shear
The Bearing Capacity of Soils. Dr Omar Al Hattamleh
The Bearing Capacity of Soils Dr Omar Al Hattamleh Example of Bearing Capacity Failure Omar Play the move of bearing Capacity failure The Philippine one Transcona Grain Silos Failure - Canada The Bearing
Outline. In Situ Stresses. Soil Mechanics. Stresses in Saturated Soil. Seepage Force Capillary Force. Without seepage Upward seepage Downward seepage
Soil Mechanics In Situ Stresses Chih-Ping Lin National Chiao Tung Univ. cplin@mail.nctu.edu.tw Outline Without seepage Upward seepage Downward seepage Seepage Force The total stress at the elevation of
P.E. Civil Exam Review: GEOMECHANICS. Jerry Vandevelde, P.E.
P.E. Civil Exam Review: GEOMECHANICS Jerry Vandevelde, P.E. gtv@gemeng.com GEOMECHANICS National Council of Examiners for Engineering and Surveying http://www.ncees.org/ 3 STUDY REFERENCES Foundation Engineering;
Supplementary Problems for Chapter 7
Supplementary Problems for Chapter 7 Problem 7.1 consolidation test has been carried out on a standard 19 mm thick clay sample. The oedometer s deflection gauge indicated 1.66 mm, just before the removal
QUESTION BANK DEPARTMENT: CIVIL SUBJECT CODE / Name: CE 2251 / SOIL MECHANICS SEMESTER: IV UNIT 1- INTRODUCTION PART - A (2 marks) 1. Distinguish between Residual and Transported soil. (AUC May/June 2012)
PECKMAN RIVER BASIN, NEW JERSEY Flood Risk Management Feasibility Study Geotechnical Design Considerations
PECKMAN RIVER BASIN, NEW JERSEY Flood Risk Management Feasibility Study Geotechnical Design Considerations May 2018 United States Army Corps of Engineers Contents 1.0 Introduction... 3 2.0 Local Geology...
CE 4780 Hurricane Engineering II. Section on Flooding Protection: Earth Retaining Structures and Slope Stability. Table of Content
CE 4780 Hurricane Engineering II Section on Flooding Protection: Earth Retaining Structures and Slope Stability Dante Fratta Fall 00 Table of Content Introduction Shear Strength of Soils Seepage nalysis
SHEET PILE WALLS. Mehdi Mokhberi Islamic Azad University
SHEET PILE WALLS Mehdi Mokhberi Islamic Azad University Lateral Support In geotechnical engineering, it is often necessary to prevent lateral soil movements. Tie rod Anchor Sheet pile Cantilever retaining
Soil Mechanics Permeability of Soils and Seepage page 1 CHAPITRE 9. PERMEABILITY OF SOILS AND SEEPAGE...1
Soil Mechanics Permeability of Soils and Seepage page 1 Contents of this chapter : CHAPITRE 9. PERMEABILITY OF SOILS AND SEEPAGE...1 9.1 INTRODUCTION...1 9.2 DARCY S LAW...1 9.2.1 DEFINITION OF HEAD...1
HKIE-GD Workshop on Foundation Engineering 7 May Shallow Foundations. Dr Limin Zhang Hong Kong University of Science and Technology
HKIE-GD Workshop on Foundation Engineering 7 May 2011 Shallow Foundations Dr Limin Zhang Hong Kong University of Science and Technology 1 Outline Summary of design requirements Load eccentricity Bearing
Ch 4a Stress, Strain and Shearing
Ch. 4a - Stress, Strain, Shearing Page 1 Ch 4a Stress, Strain and Shearing Reading Assignment Ch. 4a Lecture Notes Sections 4.1-4.3 (Salgado) Other Materials Handout 4 Homework Assignment 3 Problems 4-13,
IN SITU TESTING TECHNOLOGY FOR FOUNDATION & EARTHQUAKE ENGINEERING. Wesley Spang, Ph.D., P.E. AGRA Earth & Environmental, Inc.
IN SITU TESTING TECHNOLOGY FOR FOUNDATION & EARTHQUAKE ENGINEERING Wesley Spang, Ph.D., P.E. AGRA Earth & Environmental, Inc. Portland, Oregon In situ testing of soil, which essentially consists of evaluating
Table 3. Empirical Coefficients for BS 8002 equation. A (degrees) Rounded Sub-angular. 2 Angular. B (degrees) Uniform Moderate grading.
Hatanaka and Uchida (1996); ' 20N 20 12N 20 ' 45 A lower bound for the above equation is given as; 12N 15 ' 45 Table 3. Empirical Coefficients for BS 8002 equation A Angularity 1) A (degrees) Rounded 0
Modified Dry Mixing (MDM) a new possibility in Deep Mixing
Modified Dry Mixing (MDM) a new possibility in Deep Mixing Hercules Geo-Trans 2004 1 Structure of presentation 1. The MDM process 2. The MDM system new possibilities 3. Major advantages 4. Field tests
GEOTECHNICAL ENGINEERING II (Subject Code: 06CV64) UNIT 4: FLOW NETS 4.1 Introduction
GEOTECHNICAL ENGINEERING II (Subject Code: 06CV64) UNIT 4: FLOW NETS 4.1 Introduction In this chapter the topics that are covered include principles of seepage analysis, graphical solutions for seepage
PROBLEMS AND SOLUTIONS THAT MAY EMERGE IN THE FOUNDATION AND BODY OF A HOMOGENEOUS FILL DAM ON A WEAK CLAYEY-SILTY-SANDY FORMATION ÇIKRIKÇI DAM
PROBLEMS AND SOLUTIONS THAT MAY EMERGE IN THE FOUNDATION AND BODY OF A HOMOGENEOUS FILL DAM ON A WEAK CLAYEY-SILTY-SANDY FORMATION ÇIKRIKÇI DAM Esen Yalım KARADUMAN BAR-SU Eng. & Conc. Inc. Ankara Turkey
Soil Properties - II
Soil Properties - II Amit Prashant Indian Institute of Technology andhinagar Short Course on eotechnical Aspects of Earthquake Engineering 04 08 March, 2013 Seismic Waves Earthquake Rock Near the ground
Chapter (7) Lateral Earth Pressure
Chapter (7) Lateral Earth Pressure Introduction Vertical or near vertical slopes of soil are supported by retaining walls, cantilever sheet-pile walls, sheet-pile bulkheads, braced cuts, and other similar
A. V T = 1 B. Ms = 1 C. Vs = 1 D. Vv = 1
Geology and Soil Mechanics 55401 /1A (2002-2003) Mark the best answer on the multiple choice answer sheet. 1. Soil mechanics is the application of hydraulics, geology and mechanics to problems relating
Geology and Soil Mechanics /1A ( ) Mark the best answer on the multiple choice answer sheet.
Geology and Soil Mechanics 55401 /1A (2003-2004) Mark the best answer on the multiple choice answer sheet. 1. Soil mechanics is the application of hydraulics, geology and mechanics to problems relating
SOIL MECHANICS Assignment #5: Stresses in a Soil Mass.
Geotechnical Engineering Research Laboratory One University Avenue Lowell, Massachusetts 01854 Edward L. Hajduk, D.Eng, PE Lecturer PA105D Tel: (978) 934 2621 Fax: (978) 934 3052 e mail: Edward_Hajduk@uml.edu
BEARING CAPACITY SHALLOW AND DEEP FOUNDATIONS
BEARING CAPACITY SHALLOW AND DEEP FOUNDATIONS CONTENTS: 1.0 INTRODUCTION 2.0 SHALLOW FOUNDATIONS 2.1 Design criteria 2.2 Spreading load 2.3 Types of foundations 2.4 Ground failure modes 2.5 Definitions
Boreholes. Implementation. Boring. Boreholes may be excavated by one of these methods: 1. Auger Boring 2. Wash Boring 3.
Implementation Boreholes 1. Auger Boring 2. Wash Boring 3. Rotary Drilling Boring Boreholes may be excavated by one of these methods: 4. Percussion Drilling The right choice of method depends on: Ground
Module 2 Lecture 9 Permeability and Seepage -5 Topics
Module 2 Lecture 9 Permeability and Seepage -5 Topics 1.2.7 Numerical Analysis of Seepage 1.2.8 Seepage Force per Unit Volume of Soil Mass 1.2.9 Safety of Hydraulic Structures against Piping 1.2.10 Calculation
Principal Symbols. f. Skin friction G Shear modulus. Cu Coefficient of uniformity Cc Coefficient of curvature
Principal Symbols A, a Area A Air content A, A Pore pre.ssure coefficients a' Modified shear strength parameter (effective stress) a Dial gauge reading in oedometer test B Width of footing B, B Pore pressure
Compute the lateral force per linear foot with sloping backfill and inclined wall. Use Equation No. 51, page 93. Press ENTER.
Sample Problems Problem 5.1 A gravity retaining wall is supporting a cohesionless soil. The active lateral force per linear foot of the retaining wall is most nearly (A) 5,000 lb/ft (B) 6,000 lb/ft (C)
file:///d /suhasini/suha/office/html2pdf/ _editable/slides/module%202/lecture%206/6.1/1.html[3/9/2012 4:09:25 PM]
![file:///d /suhasini/suha/office/html2pdf/ _editable/slides/module%202/lecture%206/6.1/1.html[3/9/2012 4:09:25 PM]](/thumbs/96/126781421.jpg "file:///d /suhasini/suha/office/html2pdf/ _editable/slides/module%202/lecture%206/6.1/1.html[3/9/2012 4:09:25 PM]")
Objectives_template Objectives In this section you will learn the following Introduction Different Theories of Earth Pressure Lateral Earth Pressure For At Rest Condition Movement of the Wall Different
Time Rate of Consolidation Settlement
Time Rate of Consolidation Settlement We know how to evaluate total settlement of primary consolidation S c which will take place in a certain clay layer. However this settlement usually takes place over
Module 6 Lecture 37 Evaluation of Soil Settlement - 3 Topics
Module 6 Lecture 37 Evaluation of Soil Settlement - 3 Topics 1.2.4 Settlement Prediction in by Empirical Correlation 1.2.5 Calculation of Immediate Settlement in Granular Soil Using Simplified Strain Influence
2017 Soil Mechanics II and Exercises Final Exam. 2017/7/26 (Wed) 10:00-12:00 Kyotsu 4 Lecture room
2017 Soil Mechanics II and Exercises Final Exam 2017/7/26 (Wed) 10:00-12:00 Kyotsu 4 Lecture room Attention: The exam consists of five questions for which you are provided with five answer sheets. Write
UNIT V. The active earth pressure occurs when the wall moves away from the earth and reduces pressure.
UNIT V 1. Define Active Earth pressure. The active earth pressure occurs when the wall moves away from the earth and reduces pressure. 2. Define Passive Earth pressure. The passive earth pressure occurs
Soil Properties - I. Amit Prashant. Indian Institute of Technology Gandhinagar. Short Course on. Geotechnical Aspects of Earthquake Engineering
Soil Properties - I Amit Prashant Indian Institute of Technology Gandhinagar Short Course on Geotechnical Aspects of Earthquake Engineering 04 08 March, 2013 Regional Soil Deposits of India Alluvial deposits
Soils. Technical English - I 10 th week
Technical English - I 10 th week Soils Soil Mechanics is defined as the branch of engineering science which enables an engineer to know theoretically or experimentally the behavior of soil under the action
REQUIRED: Calculate the total consolidation settlement in the CL layers due to the addition of the 5 ft of fill.
Geotechnical Engineering Research Laboratory One University Avenue Edward L. Hajduk, D.Eng, PE Lecturer Lowell, Massachusetts 01854 Tel: (978) 934-2621 Fax: (978) 934-3052 e-mail: Edward_Hajduk@uml.edu
Lesson 25. Static Pile Load Testing, O-cell, and Statnamic. Reference Manual Chapter 18
Lesson 25 Static Pile Load Testing, O-cell, and Statnamic Reference Manual Chapter 18 STATIC LOAD TESTING Most accurate method to determine static pile capacity Perform at design or construction stage
DESIGNING FOR DOWNDRAG ON UNCOATED AND BITUMEN COATED PILES
DESIGNING FOR DOWNDRAG ON UNCOATED AND BITUMEN COATED PILES Jean-Louis BRIAUD, PhD, PE President of ISSMGE Professor and Holder of the Buchanan Chair Texas A&M University Piling and Deep Foundations Middle
All soils in natural are permeable materials, water being free to flow through the interconnected pores between the solid particles.
8.1 Introduction Among construction materials, soil is very unique. Because of a relatively large space of void in its constituent, water can flow through soil. The water flow (seepage) characteristics
Consolidation. Verification Manual GT. Written by: The SoilVision Systems Ltd. Team. Last Updated: Saturday, October 13, 2018
Consolidation Verification Manual GT Written by: The SoilVision Systems Ltd. Team Last Updated: Saturday, October 13, 2018 SoilVision Systems Ltd. Saskatoon, Saskatchewan, Canada Software License The software
water proofing will relatively long time fully completed) be provided 10 storey building (15x25m) original GWT position 1 sat = 20 kn/m 3
P1 Question: An excavation will be made for a ten storey 15x25 m building. Temporary support of earth pressure and water pressure will be made by deep secant cantilever pile wall. The gross pressure due
Foundation Engineering Prof. Dr N.K. Samadhiya Department of Civil Engineering Indian Institute of Technology Roorkee
Foundation Engineering Prof. Dr N.K. Samadhiya Department of Civil Engineering Indian Institute of Technology Roorkee Module 01 Lecture - 03 Shallow Foundation So, in the last lecture, we discussed the
8/11/14. Sheet 1. Colonial Flag 9390 So 300 West Sandy, UT
8/11/14 Sheet 1 990 So 00 West Sandy, UT 84070 800 78-0500 Street Banner Sign Cloth Tension Calculations for Simple Span with Uniform Loads. Sign Cloth Span Sign Cloth Length Stretched Sign Cloth Sag Sign
A Comparative Study on Bearing Capacity of Shallow Foundations in Sand from N and /
DOI 10.1007/s40030-017-0246-7 ORIGINAL CONTRIBUTION A Comparative Study on Bearing Capacity of Shallow Foundations in Sand from N and / V. A. Sakleshpur 1 C. N. V. Satyanarayana Reddy 1 Received: 9 January
Lateral Earth Pressure
1 of 11 6/2/2012 4:28 AM Lateral Earth Pressure The magnitude of lateral earth pressure depends on: 1. Shear strength characteristics of soil 2. Lateral strain condition 3. Pore water pressure 4. State
Chapter (12) Instructor : Dr. Jehad Hamad
Chapter (12) Instructor : Dr. Jehad Hamad 2017-2016 Chapter Outlines Shear strength in soils Direct shear test Unconfined Compression Test Tri-axial Test Shear Strength The strength of a material is the
Page 1 of 10. PROFESSIONAL ENGINEERS ONTARIO NATIONAL EXAMINATIONS Mav CIV-A4 GEOTECHNICAL MATERIALS AND ANALYSIS 3 HOURS DURATION
Page 1 of 10 PROFESSIONAL ENGINEERS ONTARIO NATIONAL EXAMINATIONS Mav 2015 3 HOURS DURATION NOTES: 1. This is a closed book examination. 2. Read all questions carefully before you answer 3. Should you
SOIL MODELS: SAFETY FACTORS AND SETTLEMENTS
PERIODICA POLYTECHNICA SER. CIV. ENG. VOL. 48, NO. 1 2, PP. 53 63 (2004) SOIL MODELS: SAFETY FACTORS AND SETTLEMENTS Gabriella VARGA and Zoltán CZAP Geotechnical Department Budapest University of Technology
Civil Engineering Department College of Engineering
Civil Engineering Department College of Engineering Course: Soil Mechanics (CE 359) Lecturer: Dr. Frederick Owusu-Nimo FREQUENCY CE 260 Results (2013) 30 25 23 25 26 27 21 20 18 15 14 15 Civil Geological
Distribution of pore water pressure in an earthen dam considering unsaturated-saturated seepage analysis
E3S Web of Conferences 9, 194 (16) DOI: 1.11/ e3sconf/169194 E-UNSAT 16 Distribution of pore water in an earthen dam considering unsaturated-saturated seepage analysis 1a Kumar Venkatesh, Siva Ram Karumanchi
www.novotechsoftware.com The standard penetration test (SPT) is an in-situ dynamic penetration test designed to provide information on the geotechnical engineering properties of soil. The test procedure
Philadelphia University Faculty of Engineering
Final Exam, Second Semester: 2015/2016 Civil Engineering Department Course Title: SOIL MECHANICS Date: 9/6/2016 Course No: 0670331 Time: 2 hours Lecturer: Dr. Mohammed Mustafa Al-Iessa No. of pages: 9
(THIS IS ONLY A SAMPLE REPORT OR APPENDIX OFFERED TO THE USERS OF THE COMPUTER PROGRAM
C A U T I O N!! (THIS IS ONLY A SAMPLE REPORT OR APPENDIX OFFERED TO THE USERS OF THE COMPUTER PROGRAM EQLique&Settle2. THE AUTHOR IS HEREBY RELEASED OF ANY LIABILITY FOR ANY INCORRECT USE OF THIS SAMPLE
R-1 Conveyor Relocation Project Legend 0 500 1000 1500 ft. This map is a user generated static output from an Internet mapping site and is for general reference only. Data layers that appear on this map
Course Scheme -UCE501: SOIL MECHANICS L T P Cr
Course Scheme -UCE501: SOIL MECHANICS L T P Cr 3 1 2 4.5 Course Objective: To expose the students about the various index and engineering properties of soil. Introduction: Soil formation, various soil
Calculation and analysis of internal force of piles excavation supporting. based on differential equation. Wei Wang
International Conference on Energy and Environmental Protection (ICEEP 016) Calculation and analysis of internal force of piles excavation supporting based on differential equation Wei Wang School of Prospecting
EN Eurocode 7. Section 3 Geotechnical Data Section 6 Spread Foundations. Trevor L.L. Orr Trinity College Dublin Ireland.
EN 1997 1: Sections 3 and 6 Your logo Brussels, 18-20 February 2008 Dissemination of information workshop 1 EN 1997-1 Eurocode 7 Section 3 Geotechnical Data Section 6 Spread Foundations Trevor L.L. Orr
Foundations of High Rise Buildings
Foundations of High Rise Buildings Prof. Dr.-Ing. Yasser El-Mossallamy Professor of Geotechnical Engineering Ain Shams Univ. Cairo, Egypt c/o Arcadis Consult, Germany y.el-mossallamy@arcadis.de Slide:
Prof. B V S Viswanadham, Department of Civil Engineering, IIT Bombay
31 Module 7: Lecture - 6 on Geotechnical Physical Modelling Scaling laws in centrifuge modelling Force, work, and energy Consider the definition of potential energy PE normally expressed as energy lost
Cone Penetration Test Design Guide for State Geotechnical Engineers
Cone Penetration Test Design Guide for State Geotechnical Engineers Author: David Saftner Report Number: 2018-32 Date Published: November 2018 Minnesota Department of Transportation Research Services &
CHAPTER 8 ANALYSES OF THE LATERAL LOAD TESTS AT THE ROUTE 351 BRIDGE
CHAPTER ANALYSES OF THE LATERAL LOAD TESTS AT THE ROUTE 351 BRIDGE.1 INTRODUCTION An important objective of this research is to determine whether accurate analyses of the lateral load-deflection behavior
Cavity Expansion Methods in Geomechanics
Cavity Expansion Methods in Geomechanics by Hai-Sui Yu School of Civil Engineering, University of Nottingham, U. K. KLUWER ACADEMIC PUBLISHERS DORDRECHT / BOSTON / LONDON TABLE OF CONTENTS Foreword Preface
ADVANCED SOIL MECHANICS
BERNOULLI S EQUATION h Where: u w g Z h = Total Head u = Pressure = Velocity g = Acceleration due to Graity w = Unit Weight of Water h 14.531 ADVANCED SOIL MECHANICS BERNOULLI S EQUATION IN SOIL u w g
CE : CIVIL ENGINEERING
2009 CE : CIVIL ENGINEERING Duration : Three Hours Read the following instructions carefully. l. This question paper contains 16 printed pages including pages for rough work. Please check all pages and
Piles in Lateral Spreading due to Liquefaction: A Physically Simplified Method Versus Centrifuge Experiments
"Pile-Group Response to Large Soil Displacements and Liquefaction: Centrifuge Experiments Versus A Physically Simplified Analysis", Journal of Geotechnical and Geoenvironmental Engineering, ASCE, Vol.
Appendix J. Geological Investigation
Appendix J Geological Investigation Appendix J Geological Environment Table of Contents Page 1 INTRODUCTION...J-1 1.1 Purpose of the Investigation...J-1 1.2 Scope of the Investigation...J-1 2 METHODO OF
Appendix D2: Geotechnical Engineering
Project and Reach 5 Appendix D2: Geotechnical Engineering and Geology Appendix D2: Geotechnical Engineering and Geology Fargo Moorhead Metropolitan Area Project Reach 5 Engineering and Design Phase P2#370365
Liquefaction and Foundations
Liquefaction and Foundations Amit Prashant Indian Institute of Technology Gandhinagar Short Course on Seismic Design of Reinforced Concrete Buildings 26 30 November, 2012 What is Liquefaction? Liquefaction
Axially Loaded Piles
Axially Loaded Piles 1 t- Curve Method using Finite Element Analysis The stress-strain relationship for an axially loaded pile can be described through three loading mechanisms: axial deformation in the
B-1 SURFACE ELEVATION
5A 5B LOGGED BY El. S. Bhangoo DRILLING CONTRACTOR Pitcher Drilling DRILLING METHOD Rotary Wash BEGIN DATE 12-14-12 SAMPLER TYPE(S) AND SIZE(S) (ID) SPT, MC BOREHOLE BACKFILL AND COMPLETION COMPLETION