DOCSLIB.ORG

Construction Quality Assurance Final Report On

Total Page：16

File Type：pdf, Size：1020Kb

Download full-text PDF Read full-text
Construction Quality Assurance Final Report On CONSTRUCTION QUALITY ASSURANCE FINAL REPORT ON-SITE DISPOSAL FACILITY, PHASE I1 CELL 3 November 1999 Revision 0 United States Department of Energy Fernald Environmental Management Project Fernald, Ohio Prepared by GeoSyntec Consultants Fernald Field Office 7400 Willey Road, Mail Stop 3 8 Hamilton, Ohio 4.50 13 Under , Fluor Daniel Fernald Subcontract 95PS005028 GeoSyntec Consultants TABLE OF CONTENTS 1. INTRODUCTION ............................................................................................................................ 1 1.1 TERMSOF REFERENCE.................................................................................................................... 1 1.2 BACKGROUND................................................................................................................................ 1 1.3 REPORTORGANIZATION ................................................................................................................... 3 2 . PROJECT DESCRIPTION ............................................................................................................. 4 3. CONSTRUCTION QUALITY ASSURANCE PROGRAM ............ :............................................ 8 3.1 SCOPEOF SERVICES........................................................................................................................ .8 3.1.1 Overview...................................... ..................................................................... 8 3.1.2 Review of Documents ........................................................... 8 3.1.3 CQA Field Operations ... .................................................................................... 9 3.1.1 Final Report and Record Drawings .... ....................................................... 13 3.2 PERSONNEL.................................................................................................................................. 17 3.2.1 . Project Personnel ........................ ...................................................................... 17 . 3.2.2 GeoSyntec 's On-Site Personnel Schedules ............... ........................ 20 4 . CONSTRUCTION QUALITY ASSURANCE .EARTHWORK .............................................. 21 4.1 GENERAL...................................................................................................................................... 21 4.2 CHANGESIN EARTHWORKSPECIFICATIONS .................................................................................. 23 4.3 CONFORMANCEACTIVITIES .................................................. .................................................. 23 4.4 FIELDMON~~~RING ACTIVITIES .................................................................................................... 25 1.1.1 General.......................................................... ....................................................... 25 4.4.2 Excavation ................................................................................ ..................... 25 . 4.4.3 Compacted Fill., .............................. :....... .................................................... ....... 26 1.1.4 Compacted Clay Liner .......... .................................... ............................................ 26 4.4.5 Leak Detection System Layer ..................... ............................................... 4.1.6 Leachate Collection System Layer .................................... .................................... 29 4.4.7 Protective Layer .................................... ....................................... 4.5 FIELDTESTING AcmInEs .............................. ........................................................ 30 4.5.1 Geotechnical Testing ......................................................................... ................... 30 4.j.3 Compacted Clay Liner/Clay Wedge ....................... ........................................... 4.5.4 Leak Detection System Layer ............ ........................................... 4.5.5 Leachate Collection System Layer ........................ .................................. 37 4.5.6 Protective Layer ........................................................................ ........................... 38 4.6 SOILANCHORAGE OF GEOSYNTHEnCS ......................................................................................... 38 4.6.1 General .................................................................................. ...................................... 38 4.6.2 Perimeter Anchor Trenches ...................................................................... GQ0409-03.1/F9900 14 1 99.12.13 GeoSyntec Consultants TABLE OF CONTENTS 5. CONSTRUCTION QUALITY ASSURANCE - GEOSYNTHETICS........................................ 43 5.1 GENERAL...................................................................................................................................... 43 5.2 CHANGESIN GEOSYNTHETICSSPECIFICATIONS ............................................................................. 43 5.3 CQA OF GEOSYNTHETICCLAY LINER .......................................................................................... 44 5.3.1 Conformance Testing and Documentation......................................................................... $4 5.3.2 Field Monitoring Activities.................... ................................................... 17 5.3.2.1 Delivery and On-Site Storage ............................................. .................................. 47 5.3.2.2 Deployment ................................................................. .............................................. 47 5.4 CQA OF GEOMEMBRANE.............................................................................................................. 49 5. 4.I Conformance Testing and Documentation................................ 5.4.2 Field Monitoring Activitie ..................................................... 5.4.2.2 Deployment ........................................ ......................................................... 5.4.2.3 Trial Seams ......................... 5.4.2.4 Production Seams ........ ......................... 52 ...................................... 53 . 5.4.3.1 Scope ............................... ................................................. ...................... 53 5.4.3.3 Vacuum-Box Testing ......... ............................................... ..................... 54 5.4.I Destructive Seam Sample Testing ..................................................... 5.4.4.1 Scope ........................................................ ............................................ 5.4.4.2 Sampling Procedures ................................ .......................................... j.4.4.3 Test Results ......................................... ................................................ 5.4.3 Geomembrane Repairs ................ ......................................... ................... 57 5.4.6 Electrical Leak Detection Testing ........... ........................................ j.j CQA OF GEOTEXTILE................................................................................................................... 59 5.5.1 Conformance Testing and Documentation........................ ................................. 59 . 5.52 Field Monitoring Activities........... j.j.2.1 Delivery and On-Site Storage........................ 5.5.2.2 Deployment ...................... ..................................... 5.6 CQA OF LINERp~ETR4TlON BO 5.7 CQA OF HDPE PIPING................................................................................................................. -62 5.7.1 Pipe Conformance Testing and Documentation. .................. 63 5.7.2 Field Monitoring Activities .63 6. CONSTRUCTION QUALITY ASSURANCE - ENHANCEMENT TO LEACHATE . CONVEYANCE SYSTEM ................................................................................................................ 71 6.1 GENERAL...................................................................................................................................... 71 6.2 CHANGES IN DRAWINGSAND SPECIFlCATION~.............................................................................. 72 6.3 PIPECONFORMANCE TESTING AND DOCUMENTA~ON.................................................................. 72 .. GQ0409-03.1/F990014 11 99.12.13 000003 L GeoSyntec Consultants TABLE OF' CONTENTS 6.4 FIELDMONITORING ACnVmES .................................................................................................... 72 6.4.I Delivery and Placement ....................................................................... .? ..... 1 ...................... 72 6.4.2 Testing Activities ................................................................................................................ 71 7. SUMMARY AND CONCLUSIONS ............................................................................................. 76 REFERENCES APPENDICES Appendix A: Cell 3 Interim Construction Certification Letter Appendix B: Photographic Documentation Appendix C: Weekly Field Reports Appendix D: Minutes of OSDF Weekly Construction Meetings Appendix E: Personnel Logs Appendix F: Geotechnical Laboratory Test Results Compacted Fill Compacted Clay Liner and Clay Wedge Phase II Cell 2 (1998) Laboratory Testing Phase II Cell 3 (1999) Laboratory Testing APZ Curves Used for Cell 3 Construction Stockpile 98-1 3 Stockpile 99- 1 Stockpile 99-2 Stockpile 99-3 Stockpile 99-4 Stockpile 99-5 Pipe
Load more

Recommended publications
  • Origins of Mechanical Compaction the Fresno Grader
    Part 1 ORIGINS OF MECHANICAL COMPACTION THE FRESNO GRADER Abajiah McCall invented the horse- drawn dirt bucket scrapper in Fresno County, California in 1885. It became known as the “Fresno Scrapper” and was widely employed as the prime earth moving device until the widespread advent of self- powered scrappers in the 1930s. Above left: 10-horse team pulling an elevating grader to load hopper dumping wagons during construction of the Central Reservoir for the People’s Water Co. in Oakland, California in 1909. Note old Buffalo- Springfield steam roller compacting the dam’s embankment, in left background Below Left: Marion shovel loading a hopper dumping wagon at the San Pablo Dam site of the East Bay Water Company in 1920, in Richmond, California. At 220 ft high with a volume of 2.2 million yds3 it was the highest and largest earth dam in the world when completed in 1922. “Load Compaction” of Trestle Fills In the early days large embankments were constructed by side-dumping rail cars or wagons from temporary wooden trestles, as shown at left. Engineers assumed that, after placement and infiltration by rain, the soil would ‘compact’ under its own dead load. The first sheepsfoot rollers The first sheepsfoot roller was built in Los Angeles in 1902, using a 3-ft diameter log studded with railroad spikes protruding 7 inches, distributed so the spikes were staggered in alternate rows. This layout was soon modified to increase weight and efficiency, initially by increasing its length to 8 ft. Note the leading wheels on the early models shown here, absent later.
    [Show full text]
  • Lessons Learned
    International Test and Evaluation Program for Humanitarian Demining Lessons Learned Test and Evaluation of Mechanical Demining Equipment according to the CEN Workshop Agreement (CWA 15044) Part 3: Measuring soil compaction and soil moisture content of areas for testing of mechanical demining equipment ITEP Working Group on Test and Evaluation of Mechanical Assistance Clearance Equipment (ITEP WGMAE) Last update: 3.12.2009 International Test and Evaluation Program for Humanitarian Demining Page 2 Table of Contents 1. Background............................................................................................................2 2. Definitions..............................................................................................................3 3. Measurement of soil bulk density and soil moisture content.................................5 3.1. Introduction....................................................................................................5 3.2. Determination of soil bulk density and soil moisture content of soil samples removed from the field...............................................................................................5 3.2.1. Removal of samples...............................................................................5 3.2.2. Calculation of soil bulk density and soil moisture content....................6 3.3. Determination of soil bulk density and soil moisture content in the field (in situ) 7 3.3.1. Nuclear densometer (soil density and moisture content).......................7 3.3.2.
    [Show full text]
  • Chapter 21 Soil Improvement
    CHAPTER 21 SOIL IMPROVEMENT 21.1 INTRODUCTION General practice is to use shallow foundations for the foundations of buildings and other such structures, if the soil close to the ground surface possesses sufficient bearing capacity. However, where the top soil is either loose or soft, the load from the superstructure has to be transferred to deeper firm strata. In such cases, pile or pier foundations are the obvious choice. There is also a third method which may in some cases prove more economical than deep foundations or where the alternate method may become inevitable due to certain site and other environmental conditions. This third method comes under the heading foundation soil improvement. In the case of earth dams, there is no other alternative than compacting the remolded soil in layers to the required density and moisture content. The soil for the dam will be excavated at the adjoining areas and transported to the site. There are many methods by which the soil at the site can be improved. Soil improvement is frequently termed soil stabilization, which in its broadest sense is alteration of any property of a soil to improve its engineering performance. Soil improvement 1. Increases shear strength 2. Reduces permeability, and 3. Reduces compressibility The methods of soil improvement considered in this chapter are 1. Mechanical compaction 2. Dynamic compaction 3. Vibroflotation 4. Preloading 5. Sand and stone columns 951 952 Chapter 21 6. Use of admixtures 7. Injection of suitable grouts 8. Use of geotextiles 21.2 MECHANICAL COMPACTION Mechanical compaction is the least expensive of the methods and is applicable in both cohesionless and cohesive soils.
    [Show full text]
  • Influence of Relative Compaction on the Shear Strength of Compacted Surface Sands
    International Journal of Environmental Science and Development, Vol. 5, No. 1, February 2014 Influence of Relative Compaction on the Shear Strength of Compacted Surface Sands Nabil F. Ismael and Mariam Behbehani strength characteristics of the compacted fill. Abstract—Construction of structures always involves This paper aims to answer these questions and to learn excavation, and recompaction following foundation installation. more about the properties of compacted sand fills by means In some cases foundations are placed on compacted sandy soils. of a laboratory-testing program. Testing included basic The influence of relative compaction on the strength of sandy characteristics, compaction tests, and direct shear tests. In soils in Kuwait is examined herein by a comprehensive laboratory testing program on surface samples. The program view of recent work indicating significant soil improvement includes basic properties, compaction and, direct shear tests. with artificial cementation [6], the effect of using 1 % by Various soil parameters were determined including the weight ordinary Portland cement additive (Type I) on the compaction characteristics, the cohesion c, angle of friction φ. shear strength parameters of compacted surface sands is also The results indicate that as the relative compaction increases examined. towards 100%, the strength increases and the soil compressibility decreases. A comparison was made between the soil parameters for the samples compacted on the dry side, and on the wet side of optimum moisture content at several relative II. TESTING PROGRAM compaction ratios. The difference in the values obtained for the The testing program consisted of: two cases are explained. The effect of using 1% by weight 1) Collecting large bulk sample of surface sand from one cement additive is also examined.
    [Show full text]
  • Effect of Oil Contamination on the Liquefaction Behavior of Sandy Soils S
    World Academy of Science, Engineering and Technology International Journal of Geological and Environmental Engineering Vol:8, No:5, 2014 Effect of Oil Contamination on the Liquefaction Behavior of Sandy Soils S. A. Naeini, M. M. Shojaedin viscosity of the contaminant oil. Khamehchiyan et al. (2007) Abstract—Oil leakage from the pipelines and the tanks carrying [4] carried out the laboratory testing, including Atterberg them, or during oil extraction, could lead to the changes in the limits, compaction, direct shear, uniaxial compression and characteristics and properties of the soil. In this paper, conducting a permeability tests, on clayey and sandy soils such as CL, SM series of experimental cyclic triaxial tests, the effects of oil and SP sampled from the coastal soils. The contaminated contamination on the liquefaction potential of sandy soils is investigated. The studied specimens are prepared by mixing the samples were prepared by mixing the soils with crude oil in Firoozkuh sand with crude oil in 4, 8 and 12 percent by soil dry the amount of 2%, 4%, 8%, 12%, and 16% by dry weight. weight. The results show that the oil contamination up to 8% causes This research noted to some limitations for addition of more an increase in the soil liquefaction resistance and then with increase crude oil to the soil samples. The results indicated a decrease in the contamination, the liquefaction resistance decreases. in strength, permeability, maximum dry density, optimum water content and Atterberg limits. The uncontaminated and Keywords—Cyclic triaxial test, Liquefaction resistance, Oil crude oil-contaminated clay were compared by Habib-ur- contamination, Sandy soil.
    [Show full text]
  • The Effect of Laboratory Compaction on the Shear Behavior of a Highly Plastic Clay After Saturation and Consolidation
    SCHOOL OF CIVIL ENGINEERING JOINT HIGHWAY RESEARCH PROJECT FHWA/IN/JHRP-79-7 THE EFFECT OF LABORATORY COMPACTION ON THE SHEAR BEHAVIOR OF A HIGHLY PLASTIC CLAY AFTER SATURATION AND CONSOLIDATION J. M. Johnson C. W. Lovell PURDUE UNIVERSITY INDIANA STATE HIGHWAY COMMISSION Digitized by the Internet Archive in 2011 with funding from LYRASIS members and Sloan Foundation; Indiana Department of Transportation http://www.archive.org/details/effectoflaboratoOOjohn Interim Report THE EFFECT OF LABORATORY COMPACTION ON THE SHEAR BEHAVIOR OF A HIGHLY PLASTIC CLAY AFTER SATURATION AND CONSOLIDATION TO: H. L. Michael, Director July 11, 1979 Joint Highway Research Project Project: C-36-5M FROM: C. W. Lovell, Research Engineer Joint Highway Research Project File: 6-6-13 Attached is an Interim Report on the HPR Part II Study titled "Improving Embankment Design and Performance". This is Interim Report No. 6 and is titled "The Effect of Laboratory Compaction on the Shear Behavior of a Highly Plastic Clay After Saturation and Consolidation". It is authored by J. M. Johnson and C. W. Lovell of our staff. The report describes the experimental program on the effective stress strength behavior of laboratory compacted St. Croix clay. The effects of compaction water content and effort level were evaluated for the clay after it had been saturated and consolidated under confining pressures simulating various embankment positions. Prediction equations were developed for the effective stress parameters, for the pore pressure parameter at failure, and for the volumetric strain during saturation and consolidation. These equations are largely in terms of the compaction variables. Research on these relation- ships for field compacted soil continues.
    [Show full text]
  • Effect of the Different Energy of Compaction on Subbse Course of Roads Sahar Abd Ali Al-Khafaji Asst
    DOI:10.21276/sjeat.2016.1.3.5 Saudi Journal of Engineering and Technology ISSN 2415-6272 (Print) Scholars Middle East Publishers ISSN 2415-6264 (Online) Dubai, United Arab Emirates Website: http://scholarsmepub.com/ Research Article Effect of the Different Energy of Compaction on Subbse Course of Roads Sahar Abd Ali Al-Khafaji Asst. Lecturer, Department of civil engineering, college of Engineering, Al Mustaqbal University collage, Babil, Iraq *Corresponding Author: Sahar Abd Ali Al-Khafaji Email: [email protected] Abstract: Compaction of subbase is often the main load-bearing layer of a pavement. It is designed to evenly spread the load of the paving, it compacted with heavy equipment until the material forms a dense layer of interlocking aggregate. To perform well, subbase aggregates must be strong and durable, and must meet very specific graduation requirements. The main aim of this study is finding the effect of changing energy of compaction on the subbase. the sample of subbase is under class B after testing it by sieve analyses test, the physical properties as (specific gravity, elastic limit, plastic limit &max dry density) have been tested, the sample tested under different energy of compaction (modified proctor test and standard proctor test ) and found the effect of energy on (dry density, void ratio, porosity). Keywords: pavement layer, Subbase, compaction energy, standard proctor test. modified procter test. INTRODUCTION scrapped off and after checking that the subbase is still Compaction is defined as the process of in good condition, a new layer can be applied. increasing the density of a material by mechanical Compaction objective increasing the shear strength, means.
    [Show full text]
  • Phosphogypsum Stack Closure: Evaluation of Phosphogypsum As an Alternate Final Cover
    The Florida Institute of Phosphate Research was created in 1978 by the Florida Legislature (Chapter 378.101, Florida Statutes) and empowered to conduct research supportive to the responsible development of the state’s phosphate resources. The Institute has targeted areas of research responsibility. These are: reclamation alternatives in mining and processing, including wetlands reclamation, phosphogypsum storage areas and phosphatic clay containment areas; methods for more efficient, economical and environmentally balanced phosphate recovery and processing; disposal and utilization of phosphatic clay; and environmental effects involving the health and welfare of the people, including those effects related to radiation and water consumption. FIPR is located in Polk County, in the heart of the central Florida phosphate district. The Institute seeks to serve as an information center on phosphate-related topics and welcomes infomration requests made in person, or by mail, email, or telephone. Executive Director Paul R. Clifford Research Directors G. Michael Lloyd, Jr. -Chemical Processing J. Patrick Zhang -Mining & Beneficiation Steven G. Richardson -Reclamation Brian K. Birky -Public Health Publications Editor Karen J. Stewart Florida Institute of Phosphate Research 1855 West Main Street Bartow, Florida 33830 (863) 534-7 160 Fax: (863) 534-7165 http://www.fipr.state.fl.us PHOSPHOGYPSUM STACK CLOSURE: EVALUATION OF PHOSPHOGYPSUM AS AN ALTERNATE FINAL COVER FINAL REPORT Shailesh K. Patel, M.Sc., CPSSc. Principal Investigator BCI Engineers & Scientists, Inc. with Wayne A. Ericson, P.E. and Michael P. Kelley, P.E. BCI Engineers & Scientists, Inc. 2000 E. Edgewood Drive, Suite 215 Lakeland, Florida 33803 Prepared for FLORIDA INSTITUTE OF PHOSPHATE RESEARCH 1855 West Main Street Bartow, Florida 33830 USA Contract Manager: Steven G.
    [Show full text]
  • Evaluation of Non-Nuclear Methods for Compaction Control July 2006 6
    Technical Report Documentation Page 1. Report No. 2. Government 3. Recipient’s Catalog No. FHWA/TX-06/0-4835-1 Accession No. 4. Title and Subtitle 5. Report Date Evaluation of Non-Nuclear Methods for Compaction Control July 2006 6. Performing Organization Code 7. Author(s) 8. Performing Organization Report No. Ellen M. Rathje, Stephen G. Wright, Kenneth H. Stokoe II, 0-4835-1 Ashley Adams, Ruth Tobin, Manal Salem 9. Performing Organization Name and Address 10. Work Unit No. (TRAIS) Center for Transportation Research 11. Contract or Grant No. The University of Texas at Austin 0-4835 3208 Red River, Suite 200 Austin, TX 78705-2650 12. Sponsoring Agency Name and Address 13. Type of Report and Period Covered Texas Department of Transportation Technical Report Research and Technology Implementation Office September 2003–August 2005 P.O. Box 5080 14. Sponsoring Agency Code Austin, TX 78763-5080 15. Supplementary Notes Project performed in cooperation with the Texas Department of Transportation and the Federal Highway Administration. 16. Abstract This study evaluated currently available, non-nuclear devices as potential replacements for the nuclear gauge for soil compaction control. Devices based on impact methods, electrical methods, and stiffness methods were identified and evaluated through two field studies and two laboratory studies. Based on these studies, none of the devices tested is feasible to replace the nuclear gauge. Additionally, many of the devices do not provide a measure of water content, and thus would require another device to measure water content when water content is required for compaction control. Of the devices tested, two devices based on the measurement of electrical soil properties showed the most promise.
    [Show full text]
  • Estimating a Proctor Density Curve Fromintrinsic Soil
    ESTIMATING A PROCTOR DENSITY CURVE FROM INTRINSIC SOIL PROPERTIES L.E.Wagner, N. M.Ambe, D. Ding ABSTRACT. Tillage studies have shown that maximum, tillage-induced, aggregate breakdown occurs near the optimum water content on a Proctor compaction curve for the soil. Many soil databases do not contain Proctor data; therefore, prediction equations were developed to estimate the optimum water content, peak Proctor dry bulk density, and the Proctor compaction curve for a soil based on common intrinsic properties (sand, silt, clay, and organic matter) from 39 soil samples. A good relationship was obtained between soil intrinsic properties and the optimum water content with an adjusted R^ value of 0.86. The shape of the Proctor compaction curve was estimated using two lines intersecting at the Proctor optimum water content/peak density point. An overall adjusted R^ value of 0.72 was obtained for the predicted versus measured values of the Proctor dry density for the entire Proctor compaction curve. Keywords. Soil water content, Soil-tillage interactions. Proctor density curve. Soil compaction. he U.S. Department of Agriculture (USDA) appointed a team of scientists to take a lead role in 15 0.4 Silt Loam developing the Wind Erosion Prediction System (WEPS) (Hagen, 1991). This process-based wind Terosion model is to replace die wind erosion equation (WEQ) currently used by the USDA Soil Conservation h .2 0.3 Service (Argabright, 1991). Because soil surface conditions greatly influence a soil's susceptibility to wind erosion, --• ': / "• /^'\ 1.5 WEPS will need to predict accurately the changes in a soil's surface aggregate size distribution from tillage operations.
    [Show full text]
  • Standard Proctor Compaction Test Lab Report
    Standard Proctor Compaction Test Lab Report Aberdeen and pyrrhic Thibaud never particularizes pantomimically when Olivier extinguishes his empalements. AscendingRaj is unsatiating Zeke throve and confuse nearest. cheerfully as unconfining Barnabe deoxygenating avariciously and duped bitter. What came the difference between a continuous variable and require discrete variable? In the Standard Proctor Test the flare is compacted by a 26 kg rammer falling at a leader of 310 mm into account soil filled mould. ISSMGE International Journal of Geoengineering Case Histories! In being, wrong interpretation of graphs and incorrect calibration of instruments used. Increasing cs is kept open toed shoes, suggesting that molecular weight versus water acts as more because it decreases resulting dry. It with organic chemicals have troubles with lids until moisture on standard proctor compact it and moisture content to report section has a lab tests are only. The Proctor soil compaction test is essential because of how much soil types vary by site and region. Unauthorized reproduction or linking forbidden without expressed written permission. Click here to see comparisons of our software packages, Tallahassee, so based on the number of gamma rays picked up by the detectors the soil density can be determined. Compaction Dictionary Definition Vocabularycom. In a cutting bit easier when cs obtained. Thank office for your rating! All these results have been obtained using the standard Proctor and modified Proctor test methods. Sometimes the compacted soils had passing density tests based on standard Proctor values but team still deflecting too much under load to bury the increased forces. When plotting graph as required plasticity on road classification system for your confused about astm committee will enhance resistance, it also maintains relocation information that email.
    [Show full text]
  • Standard Proctor Test
    INDIAN INSTITUTE OF TECHNOLOGY GANDHINAGAR Department of Civil Engineering Soil Mechanics Laboratory COMPACTION TEST-(LIGHT WEIGHT/STANDARD PROCTOR COMPACTION) (IS 2720-PART VII-1980) Reaffirmed-2011 THEORY: In geotechnical engineering, soil compactionis the process in which a stress applied to a soilcauses densification as air is displaced from the pores between the soil grains. It is an instantaneous process and always takes place in partially saturated soil (three phase system). The Proctor compaction test is a laboratory method of experimentally determining the optimal moisture content at which a given soil type will become most dense and achieve its maximum dry density. NEED &SCOPE: Determination of the relationship between the moisture content and density of soils compacted in a mould of a given size with a 2.5 kg rammer dropped from a height of 30 cm. the results obtained from this test will be helpful in increasing the bearing capacity of foundations, Decreasing the undesirable settlement of structures, Control undesirable volume changes, Reduction in hydraulic conductivity, Increasing the stability of slopesand so on. APPARATUSREQUIRED: 1. Proctor mould having a capacity of 944 cc with an internal diameter of 10.2 cm and a height of 11.6 cm. The mould shall have a detachable collar assembly and a detachable base plate. 2. Rammer: A mechanical operated metal rammer having a 5.08 cm diameter face and a weight of 2.5 kg. The rammer shall be equipped with a suitable arrangement to control the height of drop to a free fall of 30 cm. 3. Sample extruder, mixing tools such as mixing pan, spoon, towel, and spatula.
    [Show full text]