Effect of grain size, gradation and relative density on shear strength and dynamic cone penetration index of Mahi, Sabarmati and Vatrak Sand

Size: px
Start display at page:

Download "Effect of grain size, gradation and relative density on shear strength and dynamic cone penetration index of Mahi, Sabarmati and Vatrak Sand"

Transcription

1 Discovery ANALYSIS The International Daily journal ISSN EISSN Discovery Publication. All Rights Reserved Effect of grain size, gradation and relative density on shear strength and dynamic cone penetration index of Mahi, Sabarmati and Vatrak Sand Publication History Received: 7 August 2015 Accepted: 13 September 2015 Published: 9 October 2015 Citation Mehul kumar P Katakiya, Ami D Parekh, Samir P Parmar. Effect of grain size, gradation and relative density on shear strength and dynamic cone penetration index of Mahi, Sabarmati and Vatrak Sand. Discovery, 2015, 40(185), Page356

2 EFFECT OF GRAIN SIZE, GRADATION AND RELATIVE DENSITY ON SHEAR STRENGTH AND DYNAMIC CONE PENETRATION INDEX OF MAHI, SABARMATI AND VATRAK SAND Mehul kumar P. Katakiya Dept. of Civil Engineering, Charutar University of Science and Technology, Anand, India. Ami D. Parekh Dept. of Civil Engineering, Dharmsinh Desai University, Nadiad, India. Samir P. Parmar Dept. of Civil Engineering, Dharmsinh Desai University, Nadiad, India. ABSTRACT:The present papermainly focus on behaviour of dynamic cone penetration resistance with respect to angle of internalfriction (dry and submerged conditions), various relative density (Rd) and different gradationof sand (C c & Cu) of cohesionless soils. The series of dynamic cone penetration test,relative density test, direct shear test and sieve analysis test carried out on Mahi sand,sabarmati sand and Vatrak sand. Results of dynamic cone penetration test (DCP Index) arecor related with respective relative density and values for each three poorly graded andthree well graded sand to understand dynamic penetration resistance behaviour with varyinggradation of sand. Keywords: Sand, Dynamic cone penetration test, direct shear test, Relative density, Gradation. 1 INTRODUCTION Sand is required for many purposes, for example, backfill of earth retaining structures, backfill in foundation trenches, reclamation of low lands and construction of road embankments etc. In all these situations good compaction of fill should be ensured to avoid future subsidence, failure of foundation and moreover liquefaction. Relative density is the most appropriate index to control the compaction of Sand. The term used to indicate the strength characteristics in a qualitative manner is relative density (D R ) which describes the state condition of cohesion-less soils. So, relative density is a very important index for a sandy soil. The density of granular soil varies with the shape and size of grains, the gradation and the manner in which the mass is compacted. Relative density is 0% for loosest condition of sand and 100% for densest condition of sand. Relative density of cohesion-less soil can be determined from IS: 2720 (Part 14) On the other hand, extensive information on the behavior of sandy soils has been obtained from laboratory tests on reconstituted and undisturbed samples. In these laboratory studies, the relative density (D R ) is commonly identified as a principal factor influencing the deformation and strength characteristics of sands. No any available soil compaction measuring devices provide direct readout of soil density values which is main parameter to control soil compaction performance. Most of these devices are strength or stiffness measuring devices which monitor the change of in-place engineering properties due to the application of impact or vibrating force on the soil. Their output, however, provide a measure of soil densification and they can be used satisfactorily in compaction control when they are calibrated to soil relative compaction and moisture content. In order to establish the relationship between the readings of these devices and soil relative compaction, there is a need to evaluate the sensitivity of the measured strength or stiffness parameters to the changes of soil types, and compaction efforts. Dynamic Cone Penetrometer (DCP) is one of those devices and is performed on sand of known relative densities in calibration chamber. The Dynamic Cone Penetration Test ( DCPT) is a simple ground investigation technique in which a solid penetrometer is driven into the ground and the number of blows required to drive it to a given depth is recorded. During the past decade, the DCP test has been correlated to many engineering properties such as the CBR, shear strength of granular materials, and most recently, the subgrade Resilient modulus (MR) Elastic Modulus (Es) and soil classification. 1.1 Experimental Setup It include laboratory investigations for dynamic cone penetration resistance as well as relative density. Page357

3 Figure 1 Dynamic Cone Penetrometer Where, 1 : Reading Edge 2 : Handle 3 : Top edge of lower shaft 4 : Upper shaft (d = 16 mm) 5 : Lower shaft (d = 16 mm) 6 : Bottom of measuring scale 7 : Hammer (8 kg. weight) 8 : Cone (d = 20 mm, 60 0 angle) 10 : Measuring scale All dimensions are in mm. Dynamic cone penetration tests were carried out in Plexiglas tank (60 cm 60 cm 75 cm) on three different poorly graded and three different well graded sand at different relative density of 30, 50, 65, 75 %. Dry sand has been filled in tank up to 70 cm height of tank. Whole 70 cm of height is divided into 14 different layers of 5 cm height. Uniformly distributed compactive efforts were applied at each layer of sand with tamping rammer (30 cm 30 cm 1 cm) of 9.5 kg weight to achieve required density. Desired depth of penetration is 60 cm. Dynamic cone penetration tests were performed according to ASTM D After assembling DCP, dynamic cone penetrometer is held vertically at center of the tank with one hand placed at the top of the handle. Set the instrument is such that the wildest part of the cone is flushing with the surface of the sand. In data sheet, record the current shaft reading as the starting point for blow number zero. With one hand placed on the top handle, use other hand to seat the cone by dropping the hammer from a partial height until the widest part of the cone is below the reference surface. Do not record penetration during the seating operation. Establish a reference for reading the penetration of the shaft after each blow. The reading edge is a reference level that must remain constant for accurate depth readings. On the data sheet,as shown in figure 1 record the current shaft reading as the starting point for blow number zero. Raise the hammer and let it fall freely on the anvil with height of fall 575 mm. Note down the shaft reading after each number of blow to the nearest of millimeter. Record the reading and blow count by reading the shaft to the nearest millimeter if using a metric scale. Record this as penetration for blow number 1. Operation is continued until the total penetration is less than 3 mm/blow for ten consecutive drops or 60 cm depth is reached. Page358

4 Cumulative No. of Blows Table 1 Sample sheet for DCPT Record Sheet Penetration Depth (mm) DCP Index (mm/blow) Relative density of sand samples were determined according to IS : 2720 (Part 14) RESULTS A graph of cumulative number of blow vs. depth is prepared. Some unreliable data up to top 30 cm depth is neglected due to lower confinement pressure at the top of sand deposit. Such kind of graph is shown in figure 2 below. No. of blows penetration depth (mm) y = 34.86x Figure 2 Depth of penetration vs. No of blow It is observed that cumulative number of blows increases linearly with depth. DCP Index was calculated from the average slope of the cumulative number of blow vs depth plot. DCP Index for the graph shown in figure is mm/blow. Dynamic cone penetration test has been performed on three different sand samples collected from different region of Gujarat viz. Mahi Sand, Vatrak Sand, Sabarmati Sand at different relative density of 30%, 50%, 65% and 75%. Three well graded sand samples were prepared by mixing different proportions of sand samples collected. Properties of sand samples collected (Poorly Graded Sand) and Well graded sand is shown in table below. Page359

5 Table 2 Properties of poorly& well graded sand Mahi Vatrak Sabarmati Combination Combination Combination Sand Sand Sand % G % C S % M S % F S % S & C D 60 (mm) D 30 (mm) D 10 (mm) Cu Cc Sp.Gty, G max (g/cc) e min min (g/cc) e max Composition of three well graded sample is given below. Combination 1 (250, 100, 50): This combination is having 250 kg. of Mahi Sand, 100 kg. of Vatrak Sand and 50 kg. of Sabarmati sand for 400 kg. mass of Sample. Combination 2 (137, 168, 95): This combination is having 137 kg. of Mahi Sand, 168 kg. of Vatrak Sand and 95 kg. of Sabarmati sand for 400 kg. mass of Sample. Combination 3 (180, 143, 77): This combination is having 180 kg. of Mahi Sand, 143 kg. of Vatrak Sand and 77 kg. of Sabarmati sand for 400 kg. mass of Sample. Results of DCP Index for each poorly graded samples are given in table 4 and table 5 below. Table 4 Values of DCP Index at Different Relative density for poorly graded sand Mahi Sand DCP Index (mm/blow) Vatrak Sand Sabarmati Sand Table 5 Values of DCP Index at Different Relativedensity for well graded sand Combination 1 DCP Index (mm/blow) Combination 2 Combination Page360

6 Results of Direct shear test for each well graded samples are given in table 6 and table 7 below. Table 6 Values of at Different Relativedensity for poorly graded sand Mahi Sand Vatrak Sand Sabarmati Sand (Dry) (Submerged) (Dry) (Submerged) (Dry) (Submerged) Table 7 Values of at Different Relativedensity for well graded sand Combination 1 Combination 2 Combination 3 (Dry) (Submerged) (Dry) (Submerged) (Dry) (Submerged) ANALYSIS DCPI-PHI for Poorly Graded Sand y = 56817e -0.17x R² = DCPI(mm/blow) y = 38849e -0.17x R² = y = 26020e -0.20x R² = y = 5E+07e -0.28x y = 31819e -0.21x R² = y = 2E+08e -0.31x R² = R² = Sabarmati Sand Dry PHI Vatrak Sand Dry Mahi Sand Dry Sabarmati Sand Submerged Vatrak Sand Submerged Mahi Sand Submerged 55 Figure 3 DCP Index vsphi for Poorly graded sand Correlation follow the equation DCPI = 5E+07e (R 2 =0.9923) for dry condition and DCPI = 2E+08e (R 2 =0.9864) for submerged condition for Mahi sand. Correlation follow the equation DCPI = e (R 2 =0.998) for dry condition and DCPI = e (R 2 =0.9902) for submerged condition for Vatrak sand. Correlation follow the equation DCPI = 56817e (R 2 =0.9403) for dry condition anddcpi = 39038e (R 2 =0.9648) for submerged condition for Sabarmati sand. Page361

7 DCPI combination 1 dry DCPI-PHI for Well Graded Sand y = 4E+06e -0.24x R² = y = 2E+06e -0.23x R² = y = 97106e -0.21x y = 4E+06e -0.26x R² = y = 2E+06e -0.24x R² = R² = PHI Combination 1 submerged combination 2 dry y = 97950e -0.21x R² = Combination 2 submerged combination 3 dry Combination 3 submerged Figure 4 DCP Index vsphi for Well graded sand Correlation follow the equation DCPI = e (R 2 =0.9397) for dry condition and DCPI = 4E+06e (R 2 =0.9389) for submerged condition for Combination 1. Correlation follow the equation DCPI = 4E+06e (R 2 =0.9854) for dry condition and DCPI = 2E+06e (R 2 =0.9692) for submerged condition for Combination 2. Correlation follow the equation DCPI = e (R 2 =0.9744) for dry condition anddcpi = 2E+06e (R 2 =0.9746) for submerged condition for Combination 3. 4 CONCLUSIONS DCP Index decrease exponentially with increase in value of (both dry and submerged) for each poorly graded sand as well as well graded sand. Decrement in values of DCP Index with increase in values in dry condition is almost similar to decrement in values of DCP Index with increase in values in submerged condition for any poorly as well as well graded sand. Values of DCP Index with respect to values (both dry and submerged) is depend upon particle size for poorly graded sand. Whereas, values of DCP Index with respect to values (both dry and submerged) is almost similar regardless to particle size for well graded sand. REFERENCES [1] American Society of Testing Materials (2003). Standard Test Method for Use of the Dynamic Cone Penetrometer in Shallow Pavement Applications, ASTM D , ASTM International, West Conshohocken, PA. [2] Apurvkumar Siya (2014). Analysis of Sand Gradation Effects on Relative Density, Department of Civil Engineering, National Institute of Technology, Roukela. [3] Farshad Amini (2003). Potential Applications Of Dynamic And Static Cone Penetrometers In Mn.DOT Pavement Design And Construction, Jackson State University, Mississippi. [4] Md. Jahangir Alam, Mohammad Shahadat Hossain and AbulKalam Azad (2012). Development of correlation between dynamic cone resistance and relative density of sand, Journal of Civil Engineering (IEB), 41 (2) (2013) [5] Zaki A. Baghdadi (1990). Fouad M. Ghazali and Ahmed M. Khan, Density Prediction Using a Static Cone Penetrometer, Journal of King Abdulaziz University, vol. 2, pp Page362

Evaluation of Properties of Soil Subgrade Using Dynamic Cone Penetration Index A Case Study

Evaluation of Properties of Soil Subgrade Using Dynamic Cone Penetration Index A Case Study International Journal of Engineering Research and Development e-issn: 2278-067X, p-issn: 2278-800X Volume 4, Issue 4 (October 202), PP. 07-5 Evaluation of Properties of Soil Subgrade Using Dynamic Cone

More information

DYNAMIC CONE PENETRATION TEST INSTRUCTIONAL MANUAL GEOTECHANICAL

DYNAMIC CONE PENETRATION TEST INSTRUCTIONAL MANUAL GEOTECHANICAL DYNAMIC CONE PENETRATION TEST INSTRUCTIONAL MANUAL GEOTECHANICAL J. P. Scientific Instruments 7, Civil Lines, Roorkee-247667 DYNAMIC CONE PENETRATION TEST CONTENTS: PAGE NO. 1.0 INTRODUCTION 03 2.0 PROBLEM

More information

LABORATORY DETERMINATION OF CALIFORNIA BEARING RATIO

LABORATORY DETERMINATION OF CALIFORNIA BEARING RATIO LABORATORY DETERMINATION OF CALIFORNIA BEARING RATIO STANDARD IS: 2720 (Part 16) 1979. DEFINITION California bearing ratio is the ratio of force per unit area required to penetrate in to a soil mass with

More information

TECHNICAL Summary. TRB Subject Code:62-7 Soil Foundation Subgrades February 2003 Publication No.: FHWA/IN/JTRP-2002/30, SPR-2362

TECHNICAL Summary. TRB Subject Code:62-7 Soil Foundation Subgrades February 2003 Publication No.: FHWA/IN/JTRP-2002/30, SPR-2362 INDOT Research TECHNICAL Summary Technology Transfer and Project Implementation Information TRB Subject Code:62-7 Soil Foundation Subgrades February 3 Publication No.: FHWA/IN/JTRP-2/3, SPR-2362 Final

More information

DEPARTMENT of INFRASTRUCTURE, ENERGY and RESOURCES, TASMANIA GENERAL SPECIFICATION. G4 - COMPACTION ASSESSMENT March 1995

DEPARTMENT of INFRASTRUCTURE, ENERGY and RESOURCES, TASMANIA GENERAL SPECIFICATION. G4 - COMPACTION ASSESSMENT March 1995 DEPARTMENT of INFRASTRUCTURE, ENERGY and RESOURCES, TASMANIA GENERAL SPECIFICATION G4 - COMPACTION ASSESSMENT March 1995 INDEX Page G4.1 SCOPE 2 G4.2 DEFINITIONS 2 G4.3 TEST METHODS 3 G4.4 FIELD TESTING

More information

2012 Road School. Dynamic Cone Penetrometer (DCP) Nayyar Siddiki, M.S., P.E. Office of Geotechnical Services

2012 Road School. Dynamic Cone Penetrometer (DCP) Nayyar Siddiki, M.S., P.E. Office of Geotechnical Services 2012 Road School Dynamic Cone Penetrometer (DCP) Nayyar Siddiki, M.S., P.E. Office of Geotechnical Services Outline Current Earth Work Specifications INDOT Quality Control (QC) issues Uniform Compaction

More information

mod MODIFIED DYNAMIC CONE PENETROMETER (DCP)

mod MODIFIED DYNAMIC CONE PENETROMETER (DCP) 5-692.255 mod MODIFIED DYNAMIC CONE PENETROMETER (DCP) A. History and Development The Dynamic Cone Penetrometer was first introduced to the Minnesota Department of Transportation (Mn/DOT) at the Minnesota

More information

Construction Planning, Equipment, and Methods

Construction Planning, Equipment, and Methods CHAPTER Construction Planning, Equipment, and Methods Sixth Edition GEOTECHNICAL MATERIALS, COMPACTION, AND STABILIZATION A. J. Clark School of Engineering Department of Civil and Environmental Engineering

More information

A study on the Effect of Distorted Sampler Shoe on Standard Penetration Test Result in Cohesionless soil

A study on the Effect of Distorted Sampler Shoe on Standard Penetration Test Result in Cohesionless soil ISSN: 319-53 (An ISO 39: 00 Certified Organization) A study on the Effect of Distorted Sampler Shoe on Standard Penetration Test Result in Cohesionless soil Utpal Kumar Das Associate Professor, Department

More information

Measurement of Soil Parameters by Using Penetrometer Needle Apparatus

Measurement of Soil Parameters by Using Penetrometer Needle Apparatus Vol.3, Issue.1, Jan-Feb. 2013 pp-284-290 ISSN: 2249-6645 Measurement of Soil Parameters by Using Penetrometer Needle Apparatus Mahmoud M. Abu zeid, 1 Amr M. Radwan, 2 Emad A. Osman, 3 Ahmed M.Abu-bakr,

More information

TECHNICAL REPORT ON SCALA DYNAMIC CONE PENETROMETER IRREGULARITY

TECHNICAL REPORT ON SCALA DYNAMIC CONE PENETROMETER IRREGULARITY TECHNICAL REPORT ON SCALA DYNAMIC CONE PENETROMETER IRREGULARITY CETANZ Technical Report TR 1 Author(s) SJ Anderson, Geotechnics Ltd Report Date First Issue May 2010 Report Revision Date September 2011

More information

Road Engineering & Geotechnical Branch, JKR Ir. Liew Shaw Shong 22 September 2014

Road Engineering & Geotechnical Branch, JKR Ir. Liew Shaw Shong 22 September 2014 Road Engineering & Geotechnical Branch, JKR Ir. Liew Shaw Shong 22 September 2014 Section 71 of the Street, Drainage & Building Act, 1974 Misconstruction / Lack of Supervision RM500,000 / 10 Years Imprisonment

More information

Methods of Compaction

Methods of Compaction CHAPTER V Mechanical Modification Methods of Compaction Laboratory Procedure Shallow Surface Compaction Deep Compaction Techniques Hydromechanical Compaction 1 SOIL COMPACTION It is the most obvious and

More information

Chapter 1. Introduction

Chapter 1. Introduction Chapter 1 Introduction 1.1 Statement of the Problem Site characterization for geotechnical purposes is generally defined as "the identification and description of the subsurface strata within the areas

More information

Figure 2.31. CPT Equipment

Figure 2.31. CPT Equipment Soil tests (1) In-situ test In order to sound the strength of the soils in Las Colinas Mountain, portable cone penetration tests (Japan Geotechnical Society, 1995) were performed at three points C1-C3

More information

DIRECT SHEAR TEST SOIL MECHANICS SOIL MECHANICS LABORATORY DEPARTMENT OF CIVIL ENGINEERING UNIVERSITY OF MORATUWA SRI LANKA

DIRECT SHEAR TEST SOIL MECHANICS SOIL MECHANICS LABORATORY DEPARTMENT OF CIVIL ENGINEERING UNIVERSITY OF MORATUWA SRI LANKA DIRECT SHEAR TEST SOIL MECHANICS SOIL MECHANICS LABORATORY DEPARTMENT OF CIVIL ENGINEERING UNIVERSITY OF MORATUWA SRI LANKA DIRECT SHEAR TEST OBJEVTIVES To determine the shear strength parameters for a

More information

T2: Reduce overall transport cost by cost effective road rehabilitation and maintenance

T2: Reduce overall transport cost by cost effective road rehabilitation and maintenance PROJECT REPORT PR/INT/277/04 Dynamic Cone Penetrometer tests and analysis Technical Information Note By Colin Jones Sector: Theme: Project Title: Project Reference: Transport T2: Reduce overall transport

More information

CRD-C Standard Test Method for Determining the California Bearing Ratio of Soils*

CRD-C Standard Test Method for Determining the California Bearing Ratio of Soils* (Issued 1 Dec. 1995) C654 CRD-C 654-95 Standard Test Method for Determining the California Bearing Ratio of Soils* 1. Scope. 1.1 This test method is used for determining the California Bearing Ratio (CBR)

More information

Geotechnical Measurements and Explorations Prof. Nihar Ranjan Patra Department of Civil Engineering Indian Institute of Technology, Kanpur

Geotechnical Measurements and Explorations Prof. Nihar Ranjan Patra Department of Civil Engineering Indian Institute of Technology, Kanpur Geotechnical Measurements and Explorations Prof. Nihar Ranjan Patra Department of Civil Engineering Indian Institute of Technology, Kanpur Lecture No. # 13 (Refer Slide Time: 00:18) So last class, it was

More information

Using the Dynamic Cone Penetrometer and Light Weight Deflectometer for Construction Quality Assurance

Using the Dynamic Cone Penetrometer and Light Weight Deflectometer for Construction Quality Assurance 2009-12 Using the Dynamic Cone Penetrometer and Light Weight Deflectometer for Construction Quality Assurance Take the steps... Research...Knowledge...Innovative Solutions! Transportation Research Technical

More information

Module 1 : Site Exploration and Geotechnical Investigation. Lecture 4 : In-situ tests [ Section 4.1: Penetrometer Tests ] Objectives

Module 1 : Site Exploration and Geotechnical Investigation. Lecture 4 : In-situ tests [ Section 4.1: Penetrometer Tests ] Objectives Lecture 4 : In-situ tests [ Section 4.1: Penetrometer Tests ] Objectives In this section you will learn the following Penetrometer Tests Standard penetration test Static cone penetration test Dynamic cone

More information

product manual HS-4210 HS-4210_MAN_09.08 Digital Static Cone Penetrometer

product manual HS-4210 HS-4210_MAN_09.08 Digital Static Cone Penetrometer HS-4210_MAN_09.08 product manual HS-4210 Digital Static Cone Penetrometer Introduction This Manual covers the measurement of bearing capacity using the Humboldt Digital Static Cone Penetrometer (DSCP).

More information

Measurement of In-Place Relative Density in Coarse Grained Alluvium for Comparison to Penetration Tests DSO-99-01

Measurement of In-Place Relative Density in Coarse Grained Alluvium for Comparison to Penetration Tests DSO-99-01 Measurement of In-Place Relative Density in Coarse Grained Alluvium for Comparison to Penetration Tests DSO-99-01 Department of the Interior Bureau of Reclamation Earth Sciences and Research Laboratory

More information

EXPERIMENT 9 MOISTURE-DENSITY RELATION (COMPACTION) TEST

EXPERIMENT 9 MOISTURE-DENSITY RELATION (COMPACTION) TEST EXPERIMENT 9 MOISTURE-DENSITY RELATION (COMPACTION) TEST 91 Purpose: This laboratory test is performed to determine the relationship between the moisture content and the dry density of a soil for a specified

More information

c. Borehole Shear Test (BST): BST is performed according to the instructions published by Handy Geotechnical Instruments, Inc.

c. Borehole Shear Test (BST): BST is performed according to the instructions published by Handy Geotechnical Instruments, Inc. Design Manual Chapter 6 - Geotechnical 6B - Subsurface Exploration Program 6B-2 Testing A. General Information Several testing methods can be used to measure soil engineering properties. The advantages,

More information

METHOD A10 (a) THE DETERMINATION OF THE IN-PLACE DRY DENSITY OF SOIL OR GRAVEL BY THE SAND REPLACEMENT METHOD

METHOD A10 (a) THE DETERMINATION OF THE IN-PLACE DRY DENSITY OF SOIL OR GRAVEL BY THE SAND REPLACEMENT METHOD METHOD A10 (a) THE DETERMINATION OF THE IN-PLACE DRY DENSITY OF SOIL OR GRAVEL BY THE SAND REPLACEMENT METHOD 1 SCOPE The in-place dry density of compacted soil or gravel, as defined below, is determined

More information

INDIRECT METHODS SOUNDING OR PENETRATION TESTS. Dr. K. M. Kouzer, Associate Professor in Civil Engineering, GEC Kozhikode

INDIRECT METHODS SOUNDING OR PENETRATION TESTS. Dr. K. M. Kouzer, Associate Professor in Civil Engineering, GEC Kozhikode INDIRECT METHODS SOUNDING OR PENETRATION TESTS STANDARD PENETRATION TEST (SPT) Reference can be made to IS 2131 1981 for details on SPT. It is a field edtest to estimate e the penetration e resistance

More information

Soil Mechanics. Soil Mechanics

Soil Mechanics. Soil Mechanics Soil is the most misunderstood term in the field. The problem arises in the reasons for which different groups or professions study soils. Soil scientists are interested in soils as a medium for plant

More information

HIGHWAYS DEPARTMENT GUIDANCE NOTES ON SOIL TEST FOR PAVEMENT DESIGN

HIGHWAYS DEPARTMENT GUIDANCE NOTES ON SOIL TEST FOR PAVEMENT DESIGN HIGHWAYS DEPARTMENT GUIDANCE NOTES ON SOIL TEST FOR PAVEMENT DESIGN Research & Development Division RD/GN/012 August 1990 HIGHWAYS DEPARTMENT GUIDANCE NOTES (RD/GN/012) SOIL TEST FOR PAVEMENT DESIGN Prepared

More information

This is the author s version of a work that was submitted/accepted for publication in the following source:

This is the author s version of a work that was submitted/accepted for publication in the following source: This is the author s version of a work that was submitted/accepted for publication in the following source: Mellish, Daniel, Lacey, David, Look, Burt, & Gallage, Chaminda (2014) Spatial and temporal variability

More information

KWANG SING ENGINEERING PTE LTD

KWANG SING ENGINEERING PTE LTD KWANG SING ENGINEERING PTE LTD 1. INTRODUCTION This report represents the soil investigation works at Aljunied Road / Geylang East Central. The objective of the soil investigation is to obtain soil parameters

More information

11 Soils Field Procedures Using the Sand Cone Method

11 Soils Field Procedures Using the Sand Cone Method 11 Soils Field Procedures Using the Sand Cone Method Apparatus Cone Correction and Bulk Density Factors Procedure CHAPTER ELEVEN: SOILS FIELD PROCEDURES USING THE SAND CONE METHOD Field density determination

More information

Laboratory 3 Hydraulic Conductivity of a Porous Media

Laboratory 3 Hydraulic Conductivity of a Porous Media Laboratory Hydraulic Conductivity of a Porous Media INTRODUCTION Permeability refers to the propensity of a material to allow a gas or fluid to move through its pores or interstices. A material is permeable

More information

METHOD OF TEST FOR MOISTURE-DENSITY RELATIONSHIP OF SOILS USING 2.5 kg RAMMER AND 305 mm DROP

METHOD OF TEST FOR MOISTURE-DENSITY RELATIONSHIP OF SOILS USING 2.5 kg RAMMER AND 305 mm DROP Laboratory Testing Manual Date: 96 05 01 Page 1 of 7 METHOD OF TEST FOR MOISTURE-DENSITY RELATIONSHIP OF SOILS USING 2.5 kg RAMMER AND 305 mm DROP 1. SCOPE 1.1 This method covers the determination of the

More information

Construction Planning, Equipment, and Methods

Construction Planning, Equipment, and Methods CHAPTER Construction Planning, Equipment, and Methods Sixth Edition GEOTECHNICAL MATERIALS, COMPACTION, AND STABILIZATION A. J. Clark School of Engineering Department of Civil and Environmental Engineering

More information

Frequently Asked Questions on Intelligent Compaction (IC)

Frequently Asked Questions on Intelligent Compaction (IC) Frequently Asked Questions on Intelligent Compaction (IC) TOP Questions 1. Q: What properties of the compacted materials do the IC rollers measure? A: IC rollers measure relative compaction values in stiffness/moduli

More information

4. Subgrade : Foundation Considerations

4. Subgrade : Foundation Considerations 4. Subgrade : Foundation Considerations 1. Introduction The performance of any structure is strongly dependent on the foundations. Road pavements are no exceptions and their foundations need to be fundamentally

More information

INTERNATIONAL JOURNAL OF CIVIL AND STRUCTURAL ENGINEERING Volume 3, No 3, 2013

INTERNATIONAL JOURNAL OF CIVIL AND STRUCTURAL ENGINEERING Volume 3, No 3, 2013 INTERNATIONAL JOURNAL OF CIVIL AND STRUCTURAL ENGINEERING Volume 3, No 3, 2013 Copyright by the authors - Licensee IPA- Under Creative Commons license 3.0 Research article ISSN 0976 4399 Reliability of

More information

EFFECT OF GEOGRID REINFORCEMENT ON LOAD CARRYING CAPACITY OF A COARSE SAND BED

EFFECT OF GEOGRID REINFORCEMENT ON LOAD CARRYING CAPACITY OF A COARSE SAND BED International Journal of Civil Engineering and Technology (IJCIET) Volume 7, Issue 3, May June 2016, pp. 01 06, Article ID: IJCIET_07_03_001 Available online at http://www.iaeme.com/ijciet/issues.asp?jtype=ijciet&vtype=7&itype=3

More information

An Automatic Kunzelstab Penetration Test

An Automatic Kunzelstab Penetration Test An Automatic Kunzelstab Penetration Test Yongyuth Sirisriphet 1, Kitidech Santichaianant 2 1 Graduated student: Faculty of Industrial Education in and Technology. King Mongkut's University of Technology

More information

Standard Test Procedures Manual

Standard Test Procedures Manual STP 240-6 Standard Test Procedures Manual Section: PENETRATION TEST & SPLIT- BARREL SAMPLING 1. SCOPE 1.1. Description of Test This method describes the standard penetration test using the split-barrel

More information

COMPENDIUM OF INDIAN STANDARDS ON SOIL ENGINEERING PART 2

COMPENDIUM OF INDIAN STANDARDS ON SOIL ENGINEERING PART 2 (PREVIEW) SP 36 (Part 2) : 1988 COMPENDIUM OF INDIAN STANDARDS ON SOIL ENGINEERING PART 2 IS 1893 : 1979 (Reaffirmed 1987) CODE OF PRACTICE FOR SUBSURFACE INVESTIGATION FOR FOUNDATIONS 1.1 This code deals

More information

Civil. 2. City of Seattle Supplement to the Specification for Road, Bridge and Municipal Construction, most current addition.

Civil. 2. City of Seattle Supplement to the Specification for Road, Bridge and Municipal Construction, most current addition. Design Guide Basis of Design This section applies to the design and installation of earthwork and backfill. Design Criteria No stockpiling of excavation materials is allowed unless the Geotechnical Engineer

More information

July 2005 Technical Memorandum: UCPRC-TM-2005-12. Authors: D. Jones and J. Harvey PREPARED FOR: PREPARED BY:

July 2005 Technical Memorandum: UCPRC-TM-2005-12. Authors: D. Jones and J. Harvey PREPARED FOR: PREPARED BY: July 2005 Technical Memorandum: UCPRCTM200512 Relationship Between DCP, Stiffness, Shear Strength and RValue Authors: D. Jones and J. Harvey Partnered Pavement Research Program (PPRC) Contract Strategic

More information

This section includes materials, installation and testing of earthwork for excavations, fills and embankments for structures and sites.

This section includes materials, installation and testing of earthwork for excavations, fills and embankments for structures and sites. STANDARD SPECIFICATION SECTION 02200 EARTHWORK PART 1 - GENERAL 1.01 DESCRIPTION This section includes materials, installation and testing of earthwork for excavations, fills and embankments for structures

More information

CONSTANT HEAD AND FALLING HEAD PERMEABILITY TEST

CONSTANT HEAD AND FALLING HEAD PERMEABILITY TEST CONSTANT HEAD AND FALLING HEAD PERMEABILITY TEST 1 Permeability is a measure of the ease in which water can flow through a soil volume. It is one of the most important geotechnical parameters. However,

More information

EXPERIMENT NO.1. : Vicat s apparatus, plunger

EXPERIMENT NO.1. : Vicat s apparatus, plunger EXPERIMENT NO.1 Name of experiment:to determine the percentage of water for normal consistency for a given sample of cement Apparatus : Vicat s apparatus with plunger of 10mm dia, measuring cylinder, weighing

More information

300 Petty Drive Suite E Lawrenceville, GA Sliding Mass Dynamic Cone Penetrometer (DCP) PART# CetecCorp.

300 Petty Drive Suite E Lawrenceville, GA Sliding Mass Dynamic Cone Penetrometer (DCP) PART# CetecCorp. 300 Petty Drive Suite E Lawrenceville, GA 30043 770-817-7810 Sliding Mass Dynamic Cone Penetrometer (DCP) PART#32004 CetecCorp.com NOTICE This Instruction Manual is an integral part of the test equipment

More information

Numerical Analysis of Texas Cone Penetration Test

Numerical Analysis of Texas Cone Penetration Test International Journal of Applied Science and Technology Vol. 2 No. 3; March 2012 Numerical Analysis of Texas Cone Penetration Test Nutan Palla Project Engineer, Tolunay-Wong Engineers, Inc. 10710 S Sam

More information

Evaluation of Initial Setting Time of Fresh Concrete

Evaluation of Initial Setting Time of Fresh Concrete Evaluation of Initial Setting Time of Fresh Concrete R R C Piyasena, P A T S Premerathne, B T D Perera, S M A Nanayakkara Abstract According to ASTM 403C, initial setting time of concrete is measured based

More information

EXPERIMENT 10 CONSTANT HEAD METHOD

EXPERIMENT 10 CONSTANT HEAD METHOD EXPERIMENT 10 PERMEABILITY (HYDRAULIC CONDUCTIVITY) TEST CONSTANT HEAD METHOD 106 Purpose: The purpose of this test is to determine the permeability (hydraulic conductivity) of a sandy soil by the constant

More information

Performance-Based Acceptance Procedures for In-Place Soils

Performance-Based Acceptance Procedures for In-Place Soils Florida Department of TRANSPORTATION Performance-Based Acceptance Procedures for In-Place Soils David Horhota, Ph.D., P.E. State Geotechnical Materials Engineer State Materials Office FTBA Construction

More information

TITLE: DCP analysis and design of low volume roads by new TRL software UK DCP AUTHORS: Piouslin Samuel and Simon Done, TRL

TITLE: DCP analysis and design of low volume roads by new TRL software UK DCP AUTHORS: Piouslin Samuel and Simon Done, TRL SEMINAR: SUSTAINABLE ACCESS AND LOCAL RESOURCE SOLUTIONS Date : 28 30 November 2005 TITLE: DCP analysis and design of low volume roads by new TRL software UK DCP AUTHORS: Piouslin Samuel and Simon Done,

More information

A LABORATORY STUDY ON EFFECT OF TEST CONDITIONS ON SUBGRADE STRENGTH

A LABORATORY STUDY ON EFFECT OF TEST CONDITIONS ON SUBGRADE STRENGTH A LABORATORY STUDY ON EFFECT OF TEST CONDITIONS ON SUBGRADE STRENGTH A REPORT SUBMITTED IN PARTIAL FULFILLMENT OF THE REQUIREMENTS FOR THE DEGREE OF Bachelor of Technology In Civil Engineering By: Rajesh

More information

The Islamic university - Gaza Faculty of Engineering Civil Engineering Department CHAPTER (2) SITE INVESTIGATION. Instructor : Dr.

The Islamic university - Gaza Faculty of Engineering Civil Engineering Department CHAPTER (2) SITE INVESTIGATION. Instructor : Dr. The Islamic university - Gaza Faculty of Engineering Civil Engineering Department CHAPTER (2) SITE INVESTIGATION Instructor : Dr. Jehad Hamad Definition The process of determining the layers of natural

More information

CITY OF FARGO SPECIFICATIONS FLOOD CONTROL LEVEES

CITY OF FARGO SPECIFICATIONS FLOOD CONTROL LEVEES FLOOD CONTROL LEVEES PART 1 DESCRIPTION OF WORK The work to be done under this section of the Specifications and the accompanying plans consists of furnishing all labor, material, accessories and equipment

More information

KWANG SING ENGINEERING PTE LTD

KWANG SING ENGINEERING PTE LTD KS07/URA-017 KWANG SING ENGINEERING PTE LTD 1. INTRODUCTION This report represents the soil investigation works at Choa Chu Kang Drive. The objective of the soil investigation is to obtain soil parameters

More information

GEOSYNTHETICS ENGINEERING: IN THEORY AND PRACTICE

GEOSYNTHETICS ENGINEERING: IN THEORY AND PRACTICE GEOSYNTHETICS ENGINEERING: IN THEORY AND PRACTICE Prof. J. N. Mandal Department of civil engineering, IIT Bombay, Powai, Mumbai 400076, India. Tel.022-25767328 email: cejnm@civil.iitb.ac.in Module - 4

More information

Standard Test Procedures Manual

Standard Test Procedures Manual STP 208-7 Standard Test Procedures Manual Section: MIX DESIGN BY SHORT- CUT METHOD 1. SCOPE 1.1. Description of Test This method describes the Portland Cement Association short-cut procedure for determining

More information

RESILIENT MODULUS: WHAT, WHY, AND HOW?

RESILIENT MODULUS: WHAT, WHY, AND HOW? RESILIENT MODULUS: WHAT, WHY, AND HOW? Shane Buchanan, Vulcan Materials Company, 08/1/07 Resilient modulus (M r ) continues to be a key design parameter for pavement systems. Accurate knowledge of the

More information

Surfacing Manual SOIL CEMENT BASE THICKNESS DETERMINATION

Surfacing Manual SOIL CEMENT BASE THICKNESS DETERMINATION SM 1110-02 Surfacing Manual INTRODUCTION Soil cement is a mixture of Portland Cement, a mineral soil (usually a graded sand) and water that is placed and compacted in one lift. It is an alternate to granular

More information

METHOD OF TEST FOR DETERMINATION OF PERMEABILITY OF GRANULAR SOILS

METHOD OF TEST FOR DETERMINATION OF PERMEABILITY OF GRANULAR SOILS Laboratory Testing Manual Date: 99 06 21 Page 1 of 7 METHOD OF TEST FOR DETERMINATION OF PERMEABILITY OF GRANULAR SOILS 1. SCOPE 1.1 This method covers the determination of the coefficient of permeability

More information

Soil Mechanics Prof. B.V.S. Viswanadham Department of Civil Engineering Indian Institute of Technology, Bombay Lecture - 12

Soil Mechanics Prof. B.V.S. Viswanadham Department of Civil Engineering Indian Institute of Technology, Bombay Lecture - 12 Soil Mechanics Prof. B.V.S. Viswanadham Department of Civil Engineering Indian Institute of Technology, Bombay Lecture - 12 In the previous lecture, we have introduced about compaction and different methods

More information

DRIVEN PIPE PILES IN DENSE SAND

DRIVEN PIPE PILES IN DENSE SAND DRIVEN PIPE PILES IN DENSE SAND BYRON BYRNE GEOMECHANICS GROUP THE UNIVERSITY OF WESTERN AUSTRALIA ABSTRACT: Piles are often driven open ended into dense sand with the aim of increasing the ease of penetration

More information

ASSESSMENT OF SHEAR WAVE VELOCITY FROM INDIRECT INSITU TESTS

ASSESSMENT OF SHEAR WAVE VELOCITY FROM INDIRECT INSITU TESTS Proceedings of Indian Geotechnical Conference IGC-2014 December 18-20, 2014, Kakinada, India ASSESSMENT OF SHEAR WAVE VELOCITY FROM INDIRECT INSITU TESTS Kant, L., M. Tech Student, Department of Earthquake

More information

CONCRETE TECHNOLOGY LABORATORY

CONCRETE TECHNOLOGY LABORATORY CONCRETE TECHNOLOGY LABORATORY DEPARTMENT OF CIVIL ENGINEERING CHULALONGKORN UNIVERSITY Tested by... ID. No.... Date... Graded by... TEST No. C-2 PROPERTIES OF AGGREGATE Part A Specific Gravity and Absorption

More information

State of Illinois Department Of Transportation CONSTRUCTION INSPECTOR S CHECKLIST FOR STORM SEWERS

State of Illinois Department Of Transportation CONSTRUCTION INSPECTOR S CHECKLIST FOR STORM SEWERS State of Illinois Department Of Transportation CONSTRUCTION INSPECTOR S CHECKLIST FOR STORM SEWERS While its use is not required, this checklist has been prepared to provide the field inspector a summary

More information

Eurocode 7 - Geotechnical design - Part 2 Ground investigation and testing

Eurocode 7 - Geotechnical design - Part 2 Ground investigation and testing Brussels, 18-20 February 2008 Dissemination of information workshop 1 Eurocode 7 - Geotechnical design - Part 2 Ground investigation and testing Dr.-Ing. Bernd Schuppener, Federal Waterways Engineering

More information

SECTION TRENCHING AND BACKFILLING. 1. Section , Temporary Environmental Controls. 2. Section , Excavation and Fill.

SECTION TRENCHING AND BACKFILLING. 1. Section , Temporary Environmental Controls. 2. Section , Excavation and Fill. SECTION 31 23 33 TRENCHING AND BACKFILLING PART 1 GENERAL 1.01 SECTION INCLUDES A. This WORK shall consist of all labor, equipment, and materials necessary for excavation, trenching, and backfilling for

More information

DETERMINING MODULUS OF SUB-GRADE REACTION (K VALUE)

DETERMINING MODULUS OF SUB-GRADE REACTION (K VALUE) Test Procedure for DETERMINING MODULUS OF SUB-GRADE REACTION (K VALUE) TxDOT Designation: Tex-125-E Effective Date: August 1999 1. SCOPE 1.1 This method evaluates the stiffness of subgrade soils in either

More information

BEARING CAPACITY AND SETTLEMENT RESPONSE OF RAFT FOUNDATION ON SAND USING STANDARD PENETRATION TEST METHOD

BEARING CAPACITY AND SETTLEMENT RESPONSE OF RAFT FOUNDATION ON SAND USING STANDARD PENETRATION TEST METHOD SENRA Academic Publishers, British Columbia Vol., No. 1, pp. 27-2774, February 20 Online ISSN: 0-353; Print ISSN: 17-7 BEARING CAPACITY AND SETTLEMENT RESPONSE OF RAFT FOUNDATION ON SAND USING STANDARD

More information

Site Investigation. Some unsung heroes of Civil Engineering. buried right under your feet. 4. Need good knowledge of the soil conditions

Site Investigation. Some unsung heroes of Civil Engineering. buried right under your feet. 4. Need good knowledge of the soil conditions This is an attempt to create a stand alone self learning module on site investigation. Fasten your seat belts. Sit back, relax and enjoy. 1 2 Site Investigation Some unsung heroes of Civil Engineering

More information

SURFACE COMPACTION OF HYDRAULIC FILLS OF LIMITED THICKNESS

SURFACE COMPACTION OF HYDRAULIC FILLS OF LIMITED THICKNESS SURFACE COMPACTION OF HYDRAULIC FILLS OF LIMITED THICKNESS Patrick Mengé Outline of the presentation Problem description Common project requirements Possible Soil Improvement Techniques Surface Compaction

More information

CEEN 162 - Geotechnical Engineering Laboratory Session 7 - Direct Shear and Unconfined Compression Tests

CEEN 162 - Geotechnical Engineering Laboratory Session 7 - Direct Shear and Unconfined Compression Tests PURPOSE: The parameters of the shear strength relationship provide a means of evaluating the load carrying capacity of soils, stability of slopes, and pile capacity. The direct shear test is one of the

More information

PENETRATION OF BITUMINOUS MATERIALS

PENETRATION OF BITUMINOUS MATERIALS NANYANG TECHNOLOGICAL UNIVERSITY School of Civil and Structural Engineering LABORATORY - PAVEMENT MATERIALS PENETRATION OF BITUMINOUS MATERIALS OBJECTIVES To examine the consistency of a sample of bitumen

More information

Comparison of strength and other factors of concrete by replacing normal aggregates with demolished material and plastic aggregate

Comparison of strength and other factors of concrete by replacing normal aggregates with demolished material and plastic aggregate 3rd International Conference on Electrical, Electronics, Engineering Trends, Communication, Optimization and Sciences Comparison of strength and other factors of concrete by replacing normal aggregates

More information

METHODS FOR ACHIEVEMENT UNIFORM STRESSES DISTRIBUTION UNDER THE FOUNDATION

METHODS FOR ACHIEVEMENT UNIFORM STRESSES DISTRIBUTION UNDER THE FOUNDATION International Journal of Civil Engineering and Technology (IJCIET) Volume 7, Issue 2, March-April 2016, pp. 45-66, Article ID: IJCIET_07_02_004 Available online at http://www.iaeme.com/ijciet/issues.asp?jtype=ijciet&vtype=7&itype=2

More information

DEM modeling of penetration test in static and dynamic conditions

DEM modeling of penetration test in static and dynamic conditions DEM modeling of penetration test in static and dynamic conditions Quoc Anh Tran, Bastien Chevalier, Pierre Breul To cite this version: Quoc Anh Tran, Bastien Chevalier, Pierre Breul. DEM modeling of penetration

More information

Evaluation of Cone Penetration Resistance in Loose Silty Sand Using Calibration Chamber

Evaluation of Cone Penetration Resistance in Loose Silty Sand Using Calibration Chamber Evaluation of Cone Penetration Resistance in Loose Silty Sand Using Calibration Chamber Mohammad Hassan Baziar 1, Reza Ziaie_Moayed 2 1 Professor, College of Civil Engineering, Iran University of Science

More information

The University of Toledo Soil Mechanics Laboratory

The University of Toledo Soil Mechanics Laboratory 1 Grain Size Distribution Sieve Analysis The University of Toledo Soil Mechanics Laboratory Introduction The grain size distribution is a representation of the approximate distribution of soil grain sizes

More information

Comparison of Continuous Dynamic Probing with the Standard Penetration Test for Highly Weathered Limestone of Eastern Sudan

Comparison of Continuous Dynamic Probing with the Standard Penetration Test for Highly Weathered Limestone of Eastern Sudan Comparison of Continuous Dynamic Probing with the Standard Penetration Test for Highly Weathered Limestone of Eastern Sudan Prof. Dr. Khairul Anuar Kassim Deputy Dean, Research and Graduate Studies, Faculty

More information

Study of Laboratory and Field Tests Related to Soil Compaction Based on Proficiency Testing Schemes

Study of Laboratory and Field Tests Related to Soil Compaction Based on Proficiency Testing Schemes Journal of Materials Science and Engineering B 3 (12) (2013) 772-779 D DAVID PUBLISHING Study of Laboratory and Field Tests Related to Soil Compaction Based on Proficiency Testing Schemes José Neves 1,

More information

SPECIFICATION FOR DYNAMIC CONSOLIDATION / DYNAMIC REPLACEMENT

SPECIFICATION FOR DYNAMIC CONSOLIDATION / DYNAMIC REPLACEMENT SPECIFICATION FOR DYNAMIC CONSOLIDATION / DYNAMIC REPLACEMENT 1.0 SOIL IMPROVEMENT 1.1 General Soil Investigation Information are provided in Part B1 annex as a guide to the Contractor for his consideration

More information

POTENTIAL APPLICATIONS OF DYNAMIC AND STATIC CONE PENETROMETERS IN MDOT PAVEMENT DESIGN AND CONSTRUCTION

POTENTIAL APPLICATIONS OF DYNAMIC AND STATIC CONE PENETROMETERS IN MDOT PAVEMENT DESIGN AND CONSTRUCTION POTENTIAL APPLICATIONS OF DYNAMIC AND STATIC CONE PENETROMETERS IN MDOT PAVEMENT DESIGN AND CONSTRUCTION FINAL REPORT by Farshad Amini Department of Civil Engineering Jackson State University In cooperation

More information

Geotechnical Measurements and Explorations Prof. Nihar Ranjan Patra Department of Civil Engineering Indian Institute of Technology, Kanpur

Geotechnical Measurements and Explorations Prof. Nihar Ranjan Patra Department of Civil Engineering Indian Institute of Technology, Kanpur Geotechnical Measurements and Explorations Prof. Nihar Ranjan Patra Department of Civil Engineering Indian Institute of Technology, Kanpur Lecture No. # 28 Last lecture we have covered this Atterberg limit,

More information

STABILIZATION OF BLACK COTTON SOIL WITH SAND AND CEMENT AS A SUBGRADE PAVEMENT

STABILIZATION OF BLACK COTTON SOIL WITH SAND AND CEMENT AS A SUBGRADE PAVEMENT International Journal of Civil Engineering and Technology (IJCIET) Volume 7, Issue 2, March-April 216, pp. 341 351, Article ID: IJCIET_7_2_3 Available online at http://www.iaeme.com/ijciet/issues.asp?jtype=ijciet&vtype=7&itype=2

More information

LABORATORY CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES

LABORATORY CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES Test Procedure for LABORATORY CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES TxDOT Designation: Tex-142-E Effective Date: August 1999 1. SCOPE 1.1 This method is a system for classifying disturbed and

More information

Anirudhan I.V. Geotechnical Solutions, Chennai

Anirudhan I.V. Geotechnical Solutions, Chennai Anirudhan I.V. Geotechnical Solutions, Chennai Often inadequate In some cases, excess In some cases, disoriented Bad investigation Once in a while good ones Depends on one type of investigation, often

More information

Work Type Definition and Submittal Requirements

Work Type Definition and Submittal Requirements Work Type: Highway Materials Testing Geotechnical Laboratory Testing, Geotechnical Laboratory Testing, Standard Penetration (SPT) & Rock Coring, Cone Penetration Test, Solid Stem Auger Drilling, and Materials

More information

The Experimental Study on Uplift Bearing Capacity of Helical Piles in Silt Deposits

The Experimental Study on Uplift Bearing Capacity of Helical Piles in Silt Deposits The Experimental Study on Uplift Bearing Capacity of Helical Piles in Silt Deposits Likhitha.H 1, B.R Ramesh 2 PG student, Department of Geotechnical Engineering, East West Institute of Technology, Bangalore,

More information

CEMENT AND LIME STABILIZATION OF SUBGRADE SOILS (07-12-07) DB5 R21

CEMENT AND LIME STABILIZATION OF SUBGRADE SOILS (07-12-07) DB5 R21 CEMENT AND LIME STABILIZATION OF SUBGRADE SOILS (07-12-07) DB5 R21 General The Design-Build Team shall be responsible for the following: Sampling 1. Performing all laboratory tests in a laboratory certified

More information

SECTION 308 PORTLAND CEMENT-TREATED BASES

SECTION 308 PORTLAND CEMENT-TREATED BASES SECTION 308 PORTLAND CEMENT-TREATED BASES SECTION 308.10 PORTLAND CEMENT-TREATED BASE, CENTRAL PLANT METHOD 308.11 Description. This work shall consist of constructing one or more courses of a mixture

More information

SITE INVESTIGATION AS A GEOTECHNICAL FORENSIC TOOL FOR ROAD EMBANKMENT PERFORMANCE EVALUATION

SITE INVESTIGATION AS A GEOTECHNICAL FORENSIC TOOL FOR ROAD EMBANKMENT PERFORMANCE EVALUATION Engineering Postgraduate Conference (EPC) 2008 SITE INVESTIGATION AS A GEOTECHNICAL FORENSIC TOOL FOR ROAD EMBANKMENT PERFORMANCE EVALUATION Wan Aishah Wan Hashim 1, M. I. M. Masirin 2, Department of Geotechnical

More information

Ohio Department of Transportation Division of Production Management Office of Geotechnical Engineering. Geotechnical Bulletin PLAN SUBGRADES

Ohio Department of Transportation Division of Production Management Office of Geotechnical Engineering. Geotechnical Bulletin PLAN SUBGRADES Ohio Department of Transportation Division of Production Management Office of Geotechnical Engineering Geotechnical Bulletin GB 1 PLAN SUBGRADES Geotechnical Bulletin GB1 was jointly developed by the Offices

More information

Numerical Simulation of CPT Tip Resistance in Layered Soil

Numerical Simulation of CPT Tip Resistance in Layered Soil Numerical Simulation of CPT Tip Resistance in Layered Soil M.M. Ahmadi, Assistant Professor, mmahmadi@sharif.edu Dept. of Civil Engineering, Sharif University of Technology, Tehran, Iran Abstract The paper

More information

APPENDIX E COMPACTION CHARACTERISTICS AND EQUIPMENT

APPENDIX E COMPACTION CHARACTERISTICS AND EQUIPMENT APPENDIX E COMPACTION CHARACTERISTICS AND EQUIPMENT When the Materials Division designs a pavement structure, there are a number of factors that influence it s outcome. Projected traffic counts, percentage

More information

Overview of Specifications for Unbound Granular Base Materials in Selected Canadian Provinces and Neighbouring States

Overview of Specifications for Unbound Granular Base Materials in Selected Canadian Provinces and Neighbouring States Overview of Specifications for Unbound Granular Base Materials in Selected Canadian Provinces and Neighbouring States Haithem Soliman, EIT Doctoral Student Department of Civil Engineering University of

More information

Light Weight Deflectometer Measuring Dynamic Modulus and CBR on-site Immediately

Light Weight Deflectometer Measuring Dynamic Modulus and CBR on-site Immediately Light Weight Deflectometer Measuring Dynamic Modulus and CBR on-site Immediately Dynamic Plate Load Test www.ticservicegroup.com.au 12 Oct 2011 Overview What is the Light Weight Deflectometer What does

More information

Commonwealth of Pennsylvania PA Test Method No. 632 Department of Transportation October 2013 5 Pages LABORATORY TESTING SECTION. Method of Test for

Commonwealth of Pennsylvania PA Test Method No. 632 Department of Transportation October 2013 5 Pages LABORATORY TESTING SECTION. Method of Test for Commonwealth of Pennsylvania PA Test Method No. 632 Department of Transportation 5 Pages LABORATORY TESTING SECTION Method of Test for TIME OF SETTING OF CONCRETE MIXTURES BY PENETRATION RESISTANCE 1.

More information