SOIL MECHANICS Assignment #5: Stresses in a Soil Mass.
|
|
- Evelyn Blake
- 6 years ago
- Views:
Transcription
1 Geotechnical Engineering Research Laboratory One University Avenue Lowell, Massachusetts Edward L. Hajduk, D.Eng, PE Lecturer PA105D Tel: (978) Fax: (978) e mail: Edward_Hajduk@uml.edu web site: DEPARTMENT OF CIVIL AND ENVIRONMENTAL ENGINEERING PROBLEM #1 (20 Points): SOIL MECHANICS Assignment #5: Stresses in a Soil Mass. GIVEN: You are a staff engineer for a local geotechnical engineering firm. As part of the geotechnical exploration for a project, several subsurface tests have been conducted. You are given the results of one traditional soil boring with Standard Penetration Testing (SPT). The results of this boring, labeled as B-2, are presented on page 3 of this assignment. Based on testing of collected soil samples, the encountered soils have the unit weights listed in Table 1. Table 1. Summary of Soil Unit Weights from Boring B-2. UCSC Symbol (pcf) sat (pcf) SP (Upper) ML CH SM SP (Lower) CL NOTE: Assume the asphalt and base course layers are removed and replaced with material identical to that underneath them. REQUIRED: Determine the total, pore pressure, and effective stresses in the soils from the ground surface to the bottom of the borehole (i.e. a depth of 75 ft). Provide a plot of these stresses with depth. SOLUTION: = u (Effective Stress = Total Stress Pore Pressure) = * Soil Height = w * Height of Water See Figure A for solution. Note values rounded to nearest 5 psf Assignment 5 Solution Page 1 of 10
2 Geotechnical Engineering Research Laboratory One University Avenue Lowell, Massachusetts Edward L. Hajduk, D.Eng, PE Lecturer PA105D Tel: (978) Fax: (978) e mail: Edward_Hajduk@uml.edu web site: DEPARTMENT OF CIVIL AND ENVIRONMENTAL ENGINEERING Figure A. Total Stress, Pore Pressure, and Effective Stress with Depth (Static Conditions). PROBLEM #2 (10 Points): GIVEN: You have just learned that a hydraulic gradient of 0.07 upwards exists at your project site. REQUIRED: Using this information, recalculate the effective stresses from the ground surface to the bottom of the borehole (i.e. a depth of 75 ft). Plot these effective stresses with depth. Briefly explain the effect of the upward water seepage on the effective stress compared to the static conditions Assignment 5 Solution Page 2 of 10
3 SOLUTION: Upward flow causes an increase in porewater pressure by iz w, where i = hydraulic gradient (0.07), z = depth below water table, w = unit weight of water. Therefore, ' flow = ' static - iz w (increase in pore pressure = decrease in effective stress) See Figure B for solution. Figure B. Total Stress, Pore Pressure, and Effective Stress with Depth (Upward Flow). PROBLEM #3 (10 Points): GIVEN: You have just learned that a hydraulic gradient of 0.07 downwards exists at your project site Assignment 5 Solution Page 3 of 10
4 REQUIRED: Using this information, recalculate the effective stresses from the ground surface to the bottom of the borehole (i.e. a depth of 75 ft). Plot these effective stresses with depth. Briefly explain the effect of the downward water seepage on the effective stress compared to the static conditions. SOLUTION: Downward flow causes a decrease in porewater pressure by iz w, where i = hydraulic gradient (0.07), z = depth below water table, w = unit weight of water. Therefore, ' flow = ' static + iz w (increase in pore pressure = decrease in effective stress). See Figure C for solution. Figure C. Total Stress, Pore Pressure, and Effective Stress with Depth (Downward Flow) Assignment 5 Solution Page 4 of 10
5 PROBLEM #4 (50 Points): GIVEN: Figure 1 presents the general cross-section of two planned footings at your project site. COLUMN FTG WALL FTG EXISTING GND SURFACE 4 ft 4 ft 2 ft 5 ft x 5 ft Figure 1. Planned Shallow Foundation Dimensions. The project structural engineer has given you design loads of 100 kips for the columns and 6 kips per linear foot for the wall loads. Refer to Boring B-2 on page 3 for the soil profile at both footing locations. REQUIRED: From the provided information, determine the following: The change in vertical effective stresses under the center of the footings using Boussinesq, Westergaard, and 2V:1H methods in 0.5B increments to a depth of 5 times the footing width. The change in vertical stress distributions under the horizontal footing centerlines at depths of B and 2B to a distance of 4.5B away from the footing centerline. Provide a brief commentary on the differences between the methods for both footings. SOLUTION: Determine applied footing stress q: Column Footing q column = P/A = 100 kips/(25ft 2 ) = 4 ksf. q column = 4 ksf. Strip (i.e. Wall) Footing q strip = P/A = [(6 kips/ft)(1 ft Unit Length)/[(2ft)(1ft Unit Length)] q strip = 3 ksf. Change in Vertical Total Stresses: Change in total vertical stress with depth from Boussinesq and Westergaard methods determined from Pressure with Depth Charts provided in class and attached to the end of this solution. 2V:1H Approximation based on the following formula: = Q/[(B+z)(L+z)] (Equation A), where: Q = Foundation Load, B = Foundation Width, L = Foundation Length (unit length of 1 used for strip), and Z = depth below footing Assignment 5 Solution Page 5 of 10
6 See Tables B and C for calculations for the column and strip footings, respectively and Figure D for graphical representations. Table B. Summary Calculations for Column Footing. Depth (B) Depth (ft) Bouss. Bouss. West. West. 2V:1H (q) 1 (psf) (q) 2 (psf) (psf) NOTES: 1. From Boussinesq Pressure Distribution with Depth Chart. 2. From Westergaard Pressure Distribution with Depth Chart. 3. From Equation A. Table C. Summary Calculations for Strip Footing. Depth (B) Depth (ft) Bouss. Bouss. (q) 1 West. (q) 2 2V:1H West. (psf) (psf) (psf) NOTES: 1. From Boussinesq Pressure Distribution with Depth Chart. 2. From Westergaard Pressure Distribution with Depth Chart. 3. From Equation A Assignment 5 Solution Page 6 of 10
7 Figure D. with Depth Assignment 5 Solution Page 7 of 10
8 Stresses at Planes B and 2B under Footing Square Footing Change in Total Vertical Stress ( ) can be determined using the Boussinesq or Westergaard charts provided in the lecture notes. Using the Boussinesq charts for the square footing, changes with stress away from the footing were calculated and are shown in Table D. Note that after distance of ~3B at a depth of 1B and a distance of ~4B at a depth of 2B, the change in vertical effective stress is negligible. Figure E provides this data in graphical form. Table D. Summary Calculations at Planes below Footing of 1B and 2B for Column Footing (using Boussinesq Charts). B x (ft) z=b (psf) z=2b (psf) Assignment 5 Solution Page 8 of 10
9 PROBLEM #5 (10 Points): Figure E. under Footing - Column Footing. GIVEN: At the same project site, the project plans call for adding 5 ft of SP-SM fill over the entire site. This fill has a saturated unit weight of 115 pcf and a moist unit weight of 110 pcf after compaction to 98% of D698. A surface parking lot will eventually be placed on top of the fill. REQUIRED: Calculate and plot the total stresses, pore pressure, and effective stresses to the end of Boring B-2. Use the information provided in Problem #1 for your calculations. SOLUTION: Assume the five (5) feet of fill acts as a new soil layer. This is a valid assumption, since no dimensions of the site were given Assignment 5 Solution Page 9 of 10
10 Therefore, the increase in total stresses ( ) is equal to the moist unit weight of the SP- SM fill multiplied by the fill height (i.e. = ( SP-SM )(fill height) = (110 pcf)(5ft) = 550 psf). Since there is no change in pore water pressure ( u = 0) due to the added fill, the change in total stresses equals the change in effective stresses (i.e. = '). Therefore, add = (5ft)(1150 pcf) = 550 psf to total and effective stresses calculated with depth in Problem #2. Solution is plotted in Figure F. Figure F. Total Stress, Pore Pressure, and Effective Stress with Depth (Static Conditions with 5 ft of additional Fill) Assignment 5 Solution Page 10 of 10
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
More informationSOIL MECHANICS Exam #2: Consolidation. 1. Describe the process of primary consolidation in your own words.
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
More informationP.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;
More informationB-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
More informationCivil Engineering, Surveying and Environmental Consulting WASP0059.ltr.JLS.Mich Ave Bridge Geotech.docx
2365 Haggerty Road South * Canton, Michigan 48188 P: 734-397-3100 * F: 734-397-3131 * www.manniksmithgroup.com August 29, 2012 Mr. Richard Kent Washtenaw County Parks and Recreation Commission 2330 Platt
More informationClass 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
More informationIn-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
More informationVERTICAL STRESS INCREASES IN SOIL TYPES OF LOADING. Point Loads (P) Line Loads (q/unit length) Examples: -Posts
VERTICAL STRESS INCREASES IN SOIL Point Loads (P) TYPES OF LOADING Line Loads (q/unit length) Revised 0/014 Figure 6.11. Das FGE (005). Examples: -Posts Figure 6.1. Das FGE (005). Examples: - Railroad
More informationADVANCED SOIL MECHANICS FINAL EXAM (TAKE HOME):DUE THURSDAY, DECEMBER 19, 6PM.
14.531 ADVANCED SOIL MECHANICS FINAL EXAM (TAKE HOME):DUE THURSDAY, DECEMBER 19, 2013 @ 6PM. Problem #1. Field load tests on strip footings yielded the test data provided below in Figure 1 and Table 1
More informationH.1 SUMMARY OF SUBSURFACE STRATIGRAPHY AND MATERIAL PROPERTIES (DATA PACKAGE)
DRAFT ONONDAGA LAKE CAPPING AND DREDGE AREA AND DEPTH INITIAL DESIGN SUBMITTAL H.1 SUMMARY OF SUBSURFACE STRATIGRAPHY AND MATERIAL PROPERTIES (DATA PACKAGE) Parsons P:\Honeywell -SYR\444576 2008 Capping\09
More informationPhoto 1 - Southerly view across 2700 parking lot toward existing building. Multi-residential building borders western side of property in upper right of view. Photo 2 - Southerly view across 2750 parking
More informationTABLE 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
More informationCHAPTER 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
More informationProject: ITHACA-TOMPKINS REGIONAL AIRPORT EXPANSION Project Location: ITHACA, NY Project Number: 218-34 Key to Soil Symbols and Terms TERMS DESCRIBING CONSISTENCY OR CONDITION COARSE-GRAINED SOILS (major
More information(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
More informationDATA REPORT GEOTECHNICAL INVESTIGATION GALVESTON CRUISE TERMINAL 2 GALVESTON, TEXAS
DATA REPORT GEOTECHNICAL INVESTIGATION GALVESTON CRUISE TERMINAL 2 GALVESTON, TEXAS SUBMITTED TO PORT OF GALVESTON 123 ROSENBERG AVENUE, 8TH FLOOR GALVESTON, TEXAS 77553 BY HVJ ASSOCIATES, INC. HOUSTON,
More informationpcf REQUIRED: Determine the shear strength parameters for use in a preliminary shallow foundation design. SOLUTION:
14.330 SOIL MECHANICS Assignment #8: Shear Strength Solution. PROBLEM #1: GIVEN: A regional residential building contractor is planning on building a custom 4,100 ft² home on Martha s Vineyard, MA. The
More informationIN SITU SPECIFIC GRAVITY VS GRAIN SIZE: A BETTER METHOD TO ESTIMATE NEW WORK DREDGING PRODUCTION
IN SITU SPECIFIC GRAVITY VS GRAIN SIZE: A BETTER METHOD TO ESTIMATE NEW WORK DREDGING PRODUCTION Nancy Case O Bourke, PE 1, Gregory L. Hartman, PE 2 and Paul Fuglevand, PE 3 ABSTRACT In-situ specific gravity
More informationCE 240 Soil Mechanics & Foundations Lecture 7.1. in situ Stresses I (Das, Ch. 8)
CE 240 Soil Mechanics & Foundations Lecture 7.1 in situ Stresses I (Das, Ch. 8) Class Outline Stress tensor, stress units Effective stress, Stresses in saturated soil without seepage Stresses in saturated
More informationEngineer. Engineering. Engineering. (in-ja-neer ) A person trained and skilled in any of the various branches of engineering: a civil engineer
Engineer (in-ja-neer ) A person trained and skilled in any of the various branches of engineering: a civil engineer (Random House Webster s College Dictionary, 1991) CE100 Introduction to Civil Geotechnical
More informationChapter (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
More informationGeotechnical Investigation Juneau Seawalk - Taku Fisheries to Miner s Wharf Juneau, Alaska DM&A Job No
Duane Miller & Associates 5821 Arctic Boulevard, Suite A Anchorage, AK 99518-1654 (907) 644-3200 Fax 644-0507 Arctic & Geotechnical Engineering May 4, 2006 Tetra Tech/KCM, Inc. 1971 First Avenue Seattle,
More informationTP-1 N61E 0 DARK BROWN SANDY SILT (ML) stiff, wet with roots (Disturbed Surficial Soil) DEPTH (FEET) 5 REDDISH BROWN SANDSTONE intensely fractured, weak to friable, deeply weathered, tight (Franciscan
More informationGeotechnical 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
More informationProf. B V S Viswanadham, Department of Civil Engineering, IIT Bombay
29 Module 7: Lecture - 4 on Geotechnical Physical Modelling Variation of centrifugal acceleration in models of a 10 m soil layer [N =50] 1.0 m Merit of large centrifuge 4.0 m 18.4 47.4g 45g 50g 0.2 m 4.4
More informationChapter (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
More informationThis procedure covers the determination of the moment of inertia about the neutral axis.
327 Sample Problems Problem 16.1 The moment of inertia about the neutral axis for the T-beam shown is most nearly (A) 36 in 4 (C) 236 in 4 (B) 136 in 4 (D) 736 in 4 This procedure covers the determination
More informationFINAL REPORT GEOPHYSICAL INVESTIGATION WATER TOWER NO. 6 SITE PLANT CITY, FL
APPENDIX B FINAL REPORT GEOPHYSICAL INVESTIGATION WATER TOWER NO. 6 SITE PLANT CITY, FL Prepared for Madrid Engineering Group, Inc. Bartow, FL Prepared by GeoView, Inc. St. Petersburg, FL February 28,
More informationB-1 BORE LOCATION PLAN. EXHIBIT Drawn By: 115G BROOKS VETERINARY CLINIC CITY BASE LANDING AND GOLIAD ROAD SAN ANTONIO, TEXAS.
N B-1 SYMBOLS: Exploratory Boring Location Project Mngr: BORE LOCATION PLAN Project No. GK EXHIBIT Drawn By: 115G1063.02 GK Scale: Checked By: 1045 Central Parkway North, Suite 103 San Antonio, Texas 78232
More informationCEMEX Eliot Quarry. Lake A Evaluation Report. Alameda County, California
May 7, 2015 May 7, 2015 Project No. GT13-16 Prepared for: CEMEX 5180 Golden Foothills, Parkway El Dorado Hills, California 95762 7400 Shoreline Drive, Ste. 6 Stockton, California 95219 Tel: 209-472-1822
More informationPierce County Department of Planning and Land Services Development Engineering Section
Page 1 of 7 Pierce County Department of Planning and Land Services Development Engineering Section PROJECT NAME: DATE: APPLICATION NO.: PCDE NO.: LANDSLIDE HAZARD AREA (LHA) GEOLOGICAL ASSESSMENT REPORT
More informationLecture 7 Two-Way Slabs
Lecture 7 Two-Way Slabs Two-way slabs have tension reinforcing spanning in BOTH directions, and may take the general form of one of the following: Types of Two-Way Slab Systems Lecture 7 Page 1 of 13 The
More informationCivil 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
More informationSTRESSES IN SOIL MASS
CHAPTER 4 Prepared by: Dr. Farouk Majeed Muhauwiss Civil Engineering Department College of Engineering Tikrit University STRESSES IN SOIL MASS 4.1 DEFIFINTIONS VERTTICAL STRESS Occurs due to internal or
More informationDrilled Shaft Foundations in Limestone. Dan Brown, P.E., Ph.D. Dan Brown and Associates
Drilled Shaft Foundations in Limestone Dan Brown, P.E., Ph.D. Dan Brown and Associates Foundation Engineering How we teach our students Fundamental understanding of soil and rock behavior (good!) Focus
More informationAPPENDIX C HYDROGEOLOGIC INVESTIGATION
Figure B-5.7 Figure B-5.8 Preliminary Geotechnical and Environmental Report Appendix C Hydrogeologic Investigation APPENDIX C HYDROGEOLOGIC INVESTIGATION December 21, 2011 WESTSIDE SUBWAY EXTENSION PROJECT
More informationDecember 5, Junction Gateway, LLC 7551 W. Sunset Boulevard #203 Los Angeles, CA Mr. James Frost P: Dear Mr.
December 5, 2014 Junction Gateway, LLC 7551 W. Sunset Boulevard #203 90046 Attn: Re: Mr. James Frost P: 323.883.1800 Geotechnical Update Letter Sunset & Effie Mixed Use Development 4301 to 4311 Sunset
More informationDate: April 2, 2014 Project No.: Prepared For: Mr. Adam Kates CLASSIC COMMUNITIES 1068 E. Meadow Circle Palo Alto, California 94303
City of Newark - 36120 Ruschin Drive Project Draft Initial Study/Mitigated Negative Declaration Appendix C: Geologic Information FirstCarbon Solutions H:\Client (PN-JN)\4554\45540001\ISMND\45540001 36120
More informationNorthern Colorado Geotech
PRELIMINARY GEOTECHNICAL ENGINEERING REPORT PROPOSED CECIL FARMS DEVELOPMENT WELD COUNTY ROAD 7, BETWEEN ROADS 7 AND 7 SEVERANCE, COLORADO NORTHERN COLORADO GEOTECH PROJECT NO. 0-6 APRIL 0, 06 Prepared
More informationQUESTION 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)
More informationSubsurface Stresses (Stresses in soils)
Subsurface Stresses (Stresses in soils) ENB371: Geotechnical Engineering Chaminda Gallage Contents Introduction: Subsurface stresses caused by surface loading Subsurface stresses caused by the soil mass
More informationTikrit University. College of Engineering Civil engineering Department CONSOILDATION. Soil Mechanics. 3 rd Class Lecture notes Up Copyrights 2016
Tikrit University CONSOILDATION College of Engineering Civil engineering Department Soil Mechanics 3 rd Class Lecture notes Up Copyrights 2016 Stresses at a point in a soil mass are divided into two main
More information(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
More informationArdaman & Associates, Inc. Geotechnical, Environmental and Materials Consultants
SUBSURFACE SOIL EXPLORATION ANALYSIS AND RECOMMENDATIONS LELY AREA STORMWATER IMPROVEMENT PROJECT (LASIP) COUNTY BARN ROAD AND WING SOUTH CHANNELS NAPLES, COLLIER CO., FLORIDA Ardaman & Associates, Inc.
More informationATTACHMENT A PRELIMINARY GEOTECHNICAL SUMMARY
ATTACHMENT A PRELIMINARY GEOTECHNICAL SUMMARY Kevin M. Martin, P.E. KMM Geotechnical Consultants, LLC 7 Marshall Road Hampstead, NH 0384 603-489-6 (p)/ 603-489-8 (f)/78-78-4084(m) kevinmartinpe@aol.com
More informationEVALUATION OF STRENGTH OF SOILS AGAINST LIQUEFACTION USING PIEZO DRIVE CONE
4 th International Conference on Earthquake Geotechnical Engineering June 25-28, 2007 Paper No. 1146 EVALUATION OF STRENGTH OF SOILS AGAINST LIQUEFACTION USING PIEZO DRIVE CONE Shun-ichi Sawada 1 ABSTRACT
More informationCHAPTER 6 FINITE ELEMENT MODEL OF A SOIL-BENTONITE CUTOFF WALL
CHAPTER 6 FINITE ELEMENT MODEL OF A SOIL-BENTONITE CUTOFF WALL 6.1 Introduction A finite element model of a soil-bentonite cutoff wall was developed for this research. The model simulates all stages of
More informationEvaluation of Geotechnical Hazards
Evaluation of Geotechnical Hazards by Geoffrey R. Martin Appendix B: Evaluation of Geotechnical Hazards Describes Evaluation Procedures Soil Liquefaction Soil Settlement Surface Fault Rupture Flooding
More informationYOUR 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
More informationThis document downloaded from vulcanhammer.net vulcanhammer.info Chet Aero Marine
This document downloaded from vulcanhammer.net vulcanhammer.info Chet Aero Marine Don t forget to visit our companion site http://www.vulcanhammer.org Use subject to the terms and conditions of the respective
More informationFUNDAMENTALS OF CONSOLIDATION
FUNDAMENTALS OF CONSOLIDATION σ (Vertical Stress Increase) SAND CLAY CONSOLIDATION: Volume change in saturated soils caused by the expulsion of pore water from loading. Saturated Soils: σ causes u to increase
More informationDesign of RC Retaining Walls
Lecture - 09 Design of RC Retaining Walls By: Prof Dr. Qaisar Ali Civil Engineering Department UET Peshawar www.drqaisarali.com 1 Topics Retaining Walls Terms Related to Retaining Walls Types of Retaining
More informationb) 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
More informationRETAINING WALL LOADS: Horizontal Equivalent Fluid Pressure = pcf. (Load Case = Soil)
QuickWall 8.0 - RETAINING WALL ANALYSIS AND DESIGN ================================================================================ Job ID : Job Description : Designed By : ================================================================================
More informationUse of Instrumented Test Fill to Assess Static Liquefaction of Impounded Fly Ash
2013 World of Coal Ash (WOCA) Conference - April 22-25, 2013 in Lexington, KY http://www.flyash.info/ Use of Instrumented Test Fill to Assess Static Liquefaction of Impounded Fly Ash Omer Bozok 1, Paul
More information*** ***! " " ) * % )!( & ' % # $. 0 1 %./ +, - 7 : %8% 9 ) 7 / ( * 7 : %8% 9 < ;14. " > /' ;-,=. / ١
١ ******!" #$ % & '!( ) % * ") +,-./ % 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
More informationChapter 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
More informationSeismic stability analysis of quay walls: Effect of vertical motion
Proc. 18 th NZGS Geotechnical Symposium on Soil-Structure Interaction. Ed. CY Chin, Auckland J. Yang Department of Civil Engineering, The University of Hong Kong, Hong Kong. Keywords: earthquakes; earth
More informationTechnical Memorandum. Soil Borings
Technical Memorandum To: Project File and Appendix F to Sediment Remedial Investigation Report From: Sara L. Leow, PE Subject: Geotechnical Investigation and Results Summary Date: February 213 Project:
More informationDry Muliwai Sample Location Map
DMM2 DMM1 P:\AthruR\K838-Makua\GIS\Layouts\Dry Muliwai.mxd.mxd - 3/26/3 - JC DMM3 5 Dry Muliwai Sample Location Map Figure 2-4 P:\AthruR\K838-Makua\GIS\Layouts\orth Background Muliwai.mxd.mxd - 3/26/3
More information#12 Algebra 2 Notes Using Trig in Real Life
#12 Algebra 2 Notes 13.1 Using Trig in Real Life #12 Algebra 2 Notes: 13.1 using Trig in Real Life Angle of Elevation Angle of Elevation means you are looking upward and is usually measured from the ground
More informationRe: Steep Slope Assessment for 2465 Waverly Drive, Blind Bay, BC; Legal Address: Lot 39, Section 18, Township 22, Range 10, Plan 25579, W6M, KDYD.
OEL File 1563-1 May 30, 2017 Doug Wall PO Box 774 Salmon Arm, BC V1E 4N7 Re: Steep Slope Assessment for 2465 Waverly Drive, Blind Bay, BC; Legal Address: Lot 39, Section 18, Township 22, Range 10, Plan
More informationGeneral. DATE December 10, 2013 PROJECT No TO Mary Jarvis Urbandale/Riverside South Development Corporation
DATE December 10, 201 PROJECT No. 10-1121-0260- TO Mary Jarvis Urbandale/Riverside South Development Corporation CC Justin Robitaille, Urbandale Jonathan Párraga, J.L. Richards & Associates Limited FROM
More informationPRELIMINARY GEOTECHNICAL EXPLORATION Additional MeadWestvaco Ridgeville Property 331 acres Dorchester County, South Carolina S&ME Project No. 1131-09-259A Prepared For: BP Barber & Associates Post Office
More informationGeotechnical Engineering Study, Conifer Senior High School Football Field Improvements, Conifer, Colorado
2390 South Lipan Street Denver, CO 80223 phone: (303) 742-9700 fax: (303) 742-9666 email: kadenver@kumarusa.com www.kumarusa.com Office Locations: Denver (HQ), Colorado Springs, Fort Collins, and Frisco,
More informationSHEET 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
More informationVALLIAMMAI 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
More informationAPPENDIX E SOILS TEST REPORTS
Otsego County, NY Site Work Specifications APPENDIX E SOILS TEST REPORTS Blue Wing Services, Inc. July 1, 2010 Blue Wing Services May 20, 2010 Page 2 the site, was not made available to Empire at this
More informationModule 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
More informationProject No: 68R3056 Client: City of Frederick Project: RFQ 14-H Future North Side Water Tank City/State: 7516 Hayward Road, Frederick, MD
Boring: SB-1 (1 of 1) Moist, brown to orange brown CLAY and SILT, trace sand with fine weathered rock fragments. POSSIBLE FILL. Dry, orange brown sandy SILT trace clay (SM-ML). RESIDUAL SOIL : Not Surveyed
More informationComputer Applications in Engineering and Construction Programming Assignment #9 Principle Stresses and Flow Nets in Geotechnical Design
CVEN 302-501 Computer Applications in Engineering and Construction Programming Assignment #9 Principle Stresses and Flow Nets in Geotechnical Design Date distributed : 12/2/2015 Date due : 12/9/2015 at
More informationPreliminary Geotechnical Evaluation Gooseberry Point Pedestrian Improvements Whatcom County, Washington SITE AND PROJECT DESCRIPTION
File No. 12-100 Geotechnical & Earthquake Engineering Consultants Mr. Kevin Brown, P.E. Gray & Osborne, Inc. 3710 168 th Street NE, Suite B210 Arlington, Washington 98223 Subject: Draft Report Preliminary
More informationQuizzam Module 1 : Statics
Structural Steel Design Quizzam odule : Statics NAE Draw shear and moment diagrams for the following loading conditions. Note the reactions. Calculate the maximum amount of internal bending moment. 0 500
More informationThe process of consolidation and settlement
Consolidation Based on part of the GeotechniCAL reference package by Prof. John Atkinson, City University, London The process of consolidation and settlement One-dimensional consolidation theory The oedometer
More informationOutline. 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
More informationChapter (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
More informationCompute 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)
More informationGEOTECHNICAL SITE CHARACTERIZATION
GEOTECHNICAL SITE CHARACTERIZATION Neil Anderson, Ph.D. Professor of Geology and Geophysics Richard W. Stephenson, P.E., Ph.D. Professor of Civil, Architectural and Environmental Engineering University
More informationR-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
More informationGuide to Passing the Civil PE Exam Geotechnical AM Edition 1. Michael Frolov, P.E. Mark F. DeSantis, P.E., PMP
Guide to Passing the Civil PE Exam Geotechnical AM Edition 1 Michael Frolov, P.E. Mark F. DeSantis, P.E., PMP ii TOPICS Topic Page TOPIC III: Soil Mechanics... 1-67 TOPIC IV: Structural Mechanics... 68-88
More informationPRINCIPLES 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
More informationSOIL CLASSIFICATION CHART COARSE-GRAINED SOILS MORE THAN 50% RETAINED ON NO.200 SIEVE FINE-GRAINED SOILS 50% OR MORE PASSES THE NO.200 SIEVE PRIMARY DIVISIONS GRAVELS MORE THAN 50% OF COARSE FRACTION RETAINED
More informationGeotechnical Engineering and Dams
Geotechnical Engineering and Dams Solving Geotechnical Challenges for Hydropower and Water Resources Projects Geological and geotechnical challenges are often very demanding when planning hydraulic structures.
More informationArdaman & Associates, Inc. Geotechnical, Environmental and Materials Consultants
SUBSURFACE SOIL EXPLORATION 42-INCH FORCE MAIN REPLACEMENT CHIQUITA BOULEVARD S AND SW 34 TH STREET CAPE CORAL, LEE COUNTY, FLORIDA Ardaman & Associates, Inc. Geotechnical, Environmental and Materials
More informationSITE 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.
More informationGeotechnical Engineering Subsurface Exploration The Proposed LAPLAWD Phase 2B 12 Main Water Line Durango, Colorado
July, La Plata Archuleta Water District c/o Harris Water Engeerg, P.E. East nd Avenue, Suite Durango, Colorado brett@durangowater.com PN: GE Subject: Geotechnical Engeerg Subsurface Exploration The Proposed
More informationProf. 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
More informationPECKMAN 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...
More informationJune 9, R. D. Cook, P.Eng. Soils Engineer Special Services Western Region PUBLIC WORKS CANADA WESTERN REGION REPORT ON
PUBLIC WORKS CANADA WESTERN REGION REPORT ON GEOTECHNICAL INVESTIGATION PROPOSED MARTIN RIVER BRIDGE MILE 306.7 MACKENZIE HIGHWAY Submitted by : R. D. Cook, P.Eng. Soils Engineer Special Services Western
More informationLiquefaction 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
More informationREPORT OF PRELIMINARY SUBSURFACE EXPLORATION SITE DESIGN EVALUATION FOR REHABILITATION OF PINE GROVE LAKE DAM
REPORT OF PRELIMINARY SUBSURFACE EXPLORATION SITE DESIGN EVALUATION FOR REHABILITATION OF PINE GROVE LAKE DAM VILLAGE OF SLOATSBURG, ROCKLAND COUNTY, NEW YORK SUBMITTED TO: ASSOCIATION OF PROPERTY OWNERS
More informationHURRICANE SANDY LIMITED REEVALUATION REPORT UNION BEACH, NEW JERSEY DRAFT ENGINEERING APPENDIX SUB APPENDIX A PRELIMINARY FLOODWALL DESIGN
HURRICANE SANDY LIMITED REEVALUATION REPORT UNION BEACH, NEW JERSEY DRAFT ENGINEERING APPENDIX SUB APPENDIX A PRELIMINARY FLOODWALL DESIGN March 2014Revised March 2015 UNITED STATES ARMY CORPS OF ENGINEERS
More informationDepth (ft) USCS Soil Description TOPSOIL & FOREST DUFF
Test Pit No. TP-6 Location: Latitude 47.543003, Longitude -121.980441 Approximate Ground Surface Elevation: 1,132 feet Depth (ft) USCS Soil Description 0 1.5 1.5 5.0 SM 5.0 8.0 SM Loose to medium dense,
More informationNew WW Hastings Hospital Geotechnical Investigation RFP Addendum #1
88 E. Marshall Street, Suite 0 Tulsa, OK 76 98 8 9 Phone 98 8 798 FAX DATE: April 9, 0 ADDENDUM NO.: PROJECT: New WW Hastings Hospital BID PACKAGE NO: Geotechnical Investigation RFP SUBMITTED BY: CNCR
More informationOVERVIEW Use Trigonometry & Pythagorean Theorem to Solve G.SRT.8
OVERVIEW Use Trigonometry & Pythagorean Theorem to Solve G.SRT.8 G.SRT.8 Use trigonometric ratios and the Pythagorean Theorem to solve right triangles in applied problems. No surprises here. Use trigonometry
More information3.4 Reinforced Concrete Beams - Size Selection
CHAPER 3: Reinforced Concrete Slabs and Beams 3.4 Reinforced Concrete Beams - Size Selection Description his application calculates the spacing for shear reinforcement of a concrete beam supporting a uniformly
More informationConsolidation of a 1D column
1 Introduction Consolidation of a 1D column This example simulates a one-dimensional consolidation test. The sides are constrained as in an odometer test. Analytical solutions are available for a case
More informationDesign of Reinforced Concrete Beam for Shear
Lecture 06 Design of Reinforced Concrete Beam for Shear By: Civil Engineering Department UET Peshawar drqaisarali@uetpeshawar.edu.pk Topics Addressed Shear Stresses in Rectangular Beams Diagonal Tension
More informationNEW DOWN-HOLE PENETROMETER (DHP-CIGMAT) FOR CONSTRUCTION APPLICATIONS
NEW DOWN-HOLE PENETROMETER (DHP-CIGMAT) FOR CONSTRUCTION APPLICATIONS 1 2 C. Vipulanandan 1, Ph.D., M. ASCE and Omer F. Usluogullari 2 Chairman, Professor, Director of Center for Innovative Grouting Materials
More informationA design Model for Pile Walls Used to Stabilize Landslides
WV DOH RP #121 Experimental and Analytical Behavior of Slide Suppressors Embedded in Bedrock A design Model for Pile Walls Used to Stabilize Landslides By: Tia Maria Richardson, P.E. Principal Investigator
More information