Expressway Embankment Landslide Treatment Technology for Peat Subgrade
|
|
- Primrose Stone
- 5 years ago
- Views:
Transcription
1 J. Civil Eng. Architect. Res Vol. 1, No. 3, 2014, pp Received: June 30, 2014; Published: September 25, 2014 Journal of Civil Engineering and Architecture Research Expressway Embankment Landslide Treatment Technology for Peat Subgrade Cui Songming 1, Zhang Qi 1, Cao Yang 2 and Yan Xia 1 1. CKE Project Office, No.97 Awarakotuwa, China MCC20 Group Corp. Ltd. Kerawalapitiya Wattala, Sri Lanka 2. No.777 Pangu Road, Baoshan district, Shanghai, China Mcc20 Group Corp. Ltd., China Corresponding author: Cui Songming ( @qq.com) Abstract: It's extremely important for the professional expert at Expressway to search, find and evaluate a repair proposal at economical cost for the solution of a landslide happened to the embankment of an expressway which had been built on the soft ground consisting layers of peat. This paper focuses to provide the examples and the references for the embankment failure occurrence to any project of the similar nature, as well as focuses to the significance for working out a restoration solution plan by expounding the Cause Analysis of an embankment landslide. Stability Analysis of a treatment proposal starting from a serial of activities such as an investigation or investigations after the occurrence of the landslide at physical site, complementary geological investigation, sampling and data collection and so on, also attested by the data obtained from the observation and monitoring. Key words: Expressway peat subgrade, embankment landslide treatment technology. 1. Introduction An Expressway was built in the soft ground foundation consisting of peat layers, while the length of such peat soft ground subgrade is Km, covering more than 50% of the total length of the entire Expressway. In the above mentioned project totally 3 sections had flaw incidents of embankment failure (somewhere we are calling landslide), all of these landslides happened in the zone of peat areas. Directing at the embankment failure occurrence, this essay discusses and studies several possible destructive mechanism of the land filling failure occurrence to highway embankment and displays the technical treatment solutions searched out by several analyses and evaluations as well as including the influences from failure occurrence to highway embankment to project progress, cost. Therefore, the technology for the embankment stability control and preventive measures to be taken is a proactive and effective method to overcome such a default through optimal design prior to failure, if any embankment failure happens to the project, it is a must to keep monitoring. The practical example is taken from K in the captioned project where embankment failure happened for the cause analysis and study to determine rational economical treatment solutions. 2. Site Investigation After the embankment failure occurred to expressway project, site investigation is very necessary for cause analysis and to be used as the basis for making out a reasonable repair proposal. (1) Identify the exact location (Chainages) and determine the failure width and length, plot Layout Plan for the defaulted section of embankment, then make an investigation to the surrounding of site and environmental condition of the engineering situation such as inspecting whether there is any crack outside of the failure scope or not, whether appears any bumpy or swelling from the existing topography around the incidental area so on and so forth.
2 204 Expressway Embankment Landslide Treatment Technology for Peat Subgrade (2) Carry out site survey to the slope failure area, then plot general layout plan of slope failure and need to do the horizontal cross sectional surveying every 10 m of the land failure subgrade so that the analysis for stability can be done. Cross section should be extended beyond the ROW land acquisition lines, with clear marks on ROW in order to analyze the possibility for slope improvement with protective berms. (3) Collect engineering geological data of landslide sections, engineering geological logs/histograms and layout plan Drawings. (4) Soft ground treatment methods, Plane drawings for soft ground treatment, longitudinal sectional drawings for soft ground treatment. (5) Monitoring data such as settlement observation data and displacement observation data of the default section before the subgrade landslide. (6) Data and documentation for subgrde filling up period of time. The landslide section was built in the soft peat subgrade, so the said section was treated for improvement prior to embankment filling through high density sand compacted piles designed and constructed, the soft soil consolidation was expedited and improved then respectively the bearing capacity was increased greatly; while the diameter of density sand compacted piles is 0.5 m and the center spacing of SCP piles is 1.4 m, arranged in the shape of regular triangle. Embankment filling was over at the design level and surchage pre of 1.8 m high was completed when slope landslide happened. 3. Geological Prospective Investigation The parameters need to be obtained from site geological investigation such as the thickness of each layer at various sectional stratum of different textures under the ground surface, especially we need to obtain the Cu Value of undrained shear strengths of residual soil layers at the section of slope landslide in the weak clay soil section and how much is the thickness of peat layer. The purpose of vane shear test (VST) is to directly obtain the CU of soil USS at site and the purpose of Standard Penetration Test (SPT) is to obtain inner friction angle of drainage for non-sticky soil. Cone Penetration Test (CPT) helps to obtain measured value the tip resistance q c and side frictional resistance f s and work out by calculation the Cu (undrained shear strength). Tests of three kinds were taken for the failed section of landslide area: 3 (CPTs), 4 (SPTs) and 4 vane shear tests (VST). One thing we confirmed by the test result of core sampling from bored hole #01 and #02 is that two failed sections had thicker peat layers. Based on the geological investigation and the probe tests, we studied the 5-meter filling of sea sand under the natural ground surface, which was the first exposed layer from surface cleaning after landslide as embankment filling material. There were peat layer and peat clay layer of 6m under sea sand filled layer and 1.0 m of fine sand, the last layer we saw is weathered rock. See attached profile section for stratum placing Fig. 1. The test results of VST show the USS (undrained shear strength) of peat layer ranging from 30 KPa-35 KPa. Residual shear resistance could not be clearly defined from the field vane shear test reports due to the characteristics of extreme compressive stress, thus it is shown from the vane shear test the minimum range of (USS) scope is 6-20 KPa, referring to graph in the Fig. 1, while (SPT) N30, the N Value of SPT of the fine sand layer under shows 30; next N Value of SPT of the weathered rock is more than Cause Analysis for Embankment Landslide Default The sand filling material was in concentration piled at the shoulder of failed side during backfilling period of time, further spreading was not done in a timely manner. That means the construction method is not correct.
3 Expressway Embankment Landslide Treatment Technology for Peat Subgrade 205 Fig. 1 Stratum layer profile, SPT hammer blows and vane shear test and minimum undrained shear strength. There is a river at the failed side of embankment slope, moreover, there had been disturbed phenomena in the said riverbed, prior to the occurrence of embankment slope landslide at this section, the thickness of soft layer was 11 m under the riverbed. The status of surface soft layer is largely different from what was supposed for the design because the weak soil layer is much thicker than the design thickness. The filling rate is 30 cm/d, obviously it is too quick to be accepted for such a situation, the filling rate had to be controlled sternly during surcharge pre. The discrepancy happened between height of filling and trend of settlement, there appeared delayed reaction phenomena of curve of settlement. The cause of such a delayed reaction phenomena of settlement curve is in this clue: 1.4 m is the interval space of density sand compaction piles (SCP) as soft ground treatment method, comparatively this value is larger. The soft soil strength of weak soil between SCPs had not been enhanced within big scope, plus load came from filling material from above work platform directly to the SCPs; when further filling load was applied, SCP hardly borne the load from above, they were naturally to transfer excessive load to the soft soil around which strength had not been improved, once soft soil had no way to bear the above load, the incident of slope landslide then happened. The actual embankment slope ratio is 1:1.3 less than design slope ration 1:2. 5. Re-Analysis for the Stability of Subgrade Filling Up The logging presents the USS values are widely different before and after the landslide of the undrained resisting shear strength of peat and peaty clay (USS) The average initial value is 12 kpa, that is to say: the average strength of CKE Project peat layer alongside the line is 12 kpa. Therefore, such a value i.e. 12kPa is considered as the USS of peat where landslide happened. Taking account of the N Value of (SPT), the inner friction angles are 30 & 34 for first layer of sand and sand layer under the first layer. Table 1 displayed all the characteristic parameters of filling material used in slope stability analysis, we
4 206 Expressway Embankment Landslide Treatment Technology for Peat Subgrade may notice in Table 1 the consolidation status of embankment under filling construction was given but there was no any increase of USS of the peat layer. A computer program Slope/W developed by Geo-slope International; Canada based on Limit Equilibrium concepts were used for the analysis. The results of slope stability analysis were obtained from circular slip surfaces using the Morgenstern-Price, Bishop s, Janbu and ordinary methods. The minimum FoS from those 4 methods is taken as the FoS against slope failure. Mohr Coulomb model was used to analyze the soil material behavior. There was no any effectiveness being taken into consideration for stress concentration, thus we have to use the down limited (minimum) figure as the factor of stability worked out from the simulation model. As far as the embankment stability analysis for period of refilling after landslide is concerned, 2 phases were considered during the rebuilding time range: one is FOS of embankment stability under (equally loaded) condition; the second is FOS of embankment stability under surcharge load condition. 5.1 FOS of Embankment Stability under no Any Treatment Condition for Soft Ground Gained Strength Parameter of Geotechnical Layers Analyzed through the monitoring data from settlement plates observation, the peat had gained 60% of consolidation degree when embankment failure occurred for this section of subgrade which had been filled for 4 months, with filling height of 3.5 m; under such an imposed load the peat had already gained more than 65% of consolidation degree according to (Asaoka) calculation method [1-3]. Let s suppose peat had already gained more than 65% of consolidation degree after landslide of this said section. That is to say, during such period of time, the said weak soft soil had already obtained certain degree of consolidation strength. Using the experienced co-relation formula proposed by Skempton [4] [5] [6] [7] as below, soft soil gained effectiveness can be worked out: C u = Ip. (1) This experienced co-relation formula in Table 2 shows gained strength factor of estimated soft layers: Refer to the estimated factor of gained geotechnical strength given in Table 2, but we take conservative factor 0.35 for estimated value. According to the stress imposed by embankment onto the soft soil and the actual situation of the sand compaction piles installed into soil during the subgrade treatment period, 4 zones can be divided in the scope under that failed subgrade soft soil section, they are Zone1, Zone2, Zone3 & Zone 4, refer to the distribution arrangement in Fig. 2 for the details Density SCP had been constructed in Zone1, bearing all the weight of embankment of 3.5 m high; The weight borne by Zone 2 is exactly equal to that weight on Zone 1, but SCP are not able to function because this Zone 2 is the center of landslide; Zone 3 Table 1 Strength parameters & thickness of layers based on samples taken from bored holes and VST. Thickness of Undrained Layers in layer (m) Friction φ shear strength stratum Bored Bored (degrees) c u, (kpa) Hole 01 Hole 02 Sea sand (Layer I) Peat ( (Layer II) Fine sand/ sandy soil (Layer III) Table 2 Gained strength factor of estimated soft layer at various depth of failed slope. Ip/(%) Depth/m Cu v Max. Min. Average Average 0.50 v
5 Expressway Embankment Landslide Treatment Technology for Peat Subgrade 207 is the foundation for embankment slope, while the height of embankment is of 3.5 m. Considering in this Zone, SCP are still not able to function because this Zone 3 is the side slope of landslide part. Now come to Zone 4: Zone 4 is the improved zone under the function of berm load, which basically consists of the first layer and as well as the Part of Road. Table 3 indicates the actuality of estimation for USS (undrained shear strength) of every zone being improved. Table 4 gives result on stability analysis. Under the impose of embankment weight, all of the FoS are all less than 1.3. After imposing surcharge, such FoS reduced less than 1.0, therefore, subgrade filling construction could not be fulfilled without any soft ground treatment. Elevation /m MSL Layer I Zone 1 Zone 2 Design surcharge level Design pavement level Section after failure Existing 3.5 m high embankment Layer II Zone 3 Zone 4 Layer III Fig. 2 Distance from centre line /m Soft soil distribution of averaged stress of 4 zones under 3.5 m high embankment. Table 3 USS estimated parameters of improved combined soft soil. Zone 1 Zone 2 Zone 3 Zone 4 c u φ c u φ c u φ c u φ Table 4 Factor of Safety (FoS) obtained from analysis. Loading status Morgenstern Janbu Bishop Ordinary FOS when fill to pavement Level FOS after surcharge Stability of Rebuilt Sand Compaction Piles According to the Original Design Stability Analysis only Considering Rebuilding the Sand Compaction Piles Due to the fact that requirements for stability shall not be satisfied if there is no any treatment to the soft soil ground, thus construction of rebuilding sand compaction piles was done according to the original design within the scope of Zone 2 and Zone 3, but still without any consideration of gained strength of installed SCP piles prior to landslide of this embankment. The characteristics parameters used for above analysis are exactly the same as that of filled material used for stability analysis of Zone 1 and Zone 4. But the great changes had taken place to the characteristics of material filled into the newly installed SCP piles in Zone 2 and Zone 3. The characteristics parameters of material filled into the newly installed SCP piles are given in Table 5. Table 5 gives result on stability of embankment of different strength at different division zones when embankment was filled up at the equal load weight at all the zones, all of the factors of safety obtained are shown in Table 6. Although the stability factor of safety (FoS) obtained from the analysis methods of Morgenstern & Janbu shows strength increases of geotechnical soil, but the minimum FoS could not satisfy the required
6 208 Expressway Embankment Landslide Treatment Technology for Peat Subgrade Table 5 The characteristics parameters of improved peat stated in 5.2 (* Zone division See Fig. 2). Zone 1 Zone 2 Zone 3 Zone4 c u φ c u φ c u φ c u Φ Table 6 -Factor of Safety (FoS) obtained from analysis. Loading status Morgenstern Janbu Bishop Ordinary FOS when fill to pavement Level limit. Obviously embankment landslide might happen again under imposing the surcharge. Conclusion could be made from above analysis and facts: soft ground treatment for Zone 2 and Zone 3 was by adopting triangle arranged SCP piles with 1.4m intervals. Without considering soft ground increased strength results in the Zone 2 and Zone 3 by adopting such a soft ground SCP installation treatment prior to the embankment landslide, the embankment is hardly to bear all the surcharge load weight The Stability Analysis for Constructed SCP Piles Pattern Prior to landslide of this section, the constructed SCP piles had imposed on to the peat for enhancement, this analysis is to estimate the actual effect of installed SCP piles, so as to make out more rational remedial methods. After calculation, we know the area replacement ratio [2] [3] in failed zone is of the SCP piles installed in shape of regular triangle, the inner friction angle was supposed at 22 at that moment, which is the low boundary limitation, so this value (22 ) is assumed as the contribution to embankment landslide. The SCP piles arrangement in the remedial measure proposal was the same to that of the installed piles (i.e. in shape of regular triangle with interval space of 1.4 m), the area replacement ratio of the SCP installed piles in the zone affected by landslide was 0.116, thus the total replacement area ratio of the installed SCP piles was including old and new installed SCP ones. But when the comprehensive strength of soft ground foundation was in conservative estimation calculated after treatment with SCP piles, the replacement area ratio was only taken as 0.2. The increased strength for soft ground foundation was calculated when the embankment was filled up to level of 3.5 m high. Analysis by impose method was adopted after the consolidation reached 65%, when the embankment was filled up to level of 3.5 m high, then later on applied surcharge. Table 7 shows the characteristic parameter, after calculation, of the material used for filling; while analysis results are shown in Table 8. It is seen from Table 8 the FoS of embankment stability is still not satisfactory. Foundation increased strength when the embankment was filled up to the designed level of pavement. The embankment consolidation reached at 80%, when the embankment was filled up to the designed level of pavement. That means USS must be increased. Fig. 3 shows the Zones being divided based on the strength increase level under different function, the methods for analysis are the same, the improved filling geo-material characteristics after calculation is as shown as in Table 9. Table 7 The analysis characteristic parameters of improved peat under the load of embankment filled up to level of 3.5m high. Zone1 Zone 2 Zone 3 Zone4 c u φ c u Φ c u φ c u φ Table 8 Factor of Safety (FoS) obtained from analysis. Loading status Morgenstern Janbu Bishop Ordinary FOS when fill to pavement Level FOS after surcharge Table 9 Analyzing characteristic parameters of improved peat under the load of embankment filled up to level of finish pavement level. Zone1 Zone 2 Zone 3 Zone 4 Zone 5 c u φ c u φ c u φ c u φ c u φ
7 Expressway Embankment Landslide Treatment Technology for Peat Subgrade 209 Completed level 3.5m high embankment Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 Fig. 3 Soft soil division zones of average stress under 3.5m filled embankment. Elevation/m Fig. 4 Distance/m Circular failure surface after surcharge load with 2 geogrid. The analysis results shown in Table 10, apparently the stability of embankment are not satisfactory, so we have to add geogrid for enhancement to solve this problem thoroughly. 5.3 The Stability of the Treatment for Failed Embankment with Rebuilding SCP Piles according to the Original Design and Adding Layers of Geogrid As per analysis of 5.2, the stability safety factor FoS of the embankment under its gravity is 1.0, so it is easily to see if apply any surcharge on it, the embankment is under safety margin, not safe at all. Therefore, the stability safety factor FoS of the embankment was analyzed respectively at two location: one is 1.1 m under the pavement top level with first layer of geogrid; the other is 0.7 m under the pavement top level with the second layer of geogrid. The propose for the abovementioned two levels where we chose for installation of two layers of geogrid was to reduce the un volume during the time for embankment repairing construction. The strength for such geogrid is 200 kn/m, and the FoS of creep deformation and the destruction during the construction period of time takes 2.0 [8]. The characteristics parameters of the geogrid under surcharge are the same to that shown in Table 9. The analysis results are shown in Table 11. The critical slip slope of landslide is indicated in Fig. 4.
8 210 Expressway Embankment Landslide Treatment Technology for Peat Subgrade Table 10 Factor of Safety (FoS) obtained from analysis. Loading status Morgenstern Janbu Bishop Ordinary FOS after surcharge Table 11 Factor of Safety (FoS) obtained from analysis. Loading Morgenstern Janbu Bishop Ordinary No. status Geogrid FOS after surcharge FOS after surcharge It is seen that the FoS had reached to 1.2 from the analysis for stability after installed two layers, considering the factors such as time and cost, we can get the conclusion that the repair proposal is the most economic solution for remedial measures by arranging regular density SCP piles in interval of 1.4 m then install two layers of geogrid with 200 kn/m as the strength. 5.4 The Special Treatment Proposal for Embankment Landslide Proposal on using the density sand compaction for treating the failure embankment was optimized and finalized through comparison among various kinds of alternatives, the remedial proposal included two layers of geogrid to be added on the top of the road bed for rebuilding the failed embankment: a. Adopting triangle arrangement for constructing the density sand compaction piles with interval spacing of 1.4meter; b. Installing displacement stakes and settlement plates for data monitoring, after installation of density sand compaction piles; c. When embankment was filled near the designed level for pavement, 1.1 m below this level, install first layer of geogrid, then at 0.7 m below second designed level of the pavement, install the second layer of geogrid. 5.5 Settlement Monitoring after Embankment Repair It took 4 months for repairing the failed embankment construction, when time came to the 7 th month period after pre, surcharge of 1.5 m thick was still required according to the analysis for settlement from monitored data. Once the landslide has come to the embankment, an immediate treatment is needed. The remedial repair and rear stage observation directly influenced the project general construction progress. 6. Conclusion It is unavoidable to have landslide of embankment occur to a section of a Highway Project which is built on the soft soil ground if construction method is not properly applied or due to the characteristics of peat ground foundation being compressed during the embankment filling or if the design is too much economical. Filling rate must be controlled for embankment filling construction on the soft ground foundation with optimized design at rational and economical cost; Stress must be put onto the settlement monitoring and stability monitoring during the period of material filling; Furthermore, an extra cost for engineering works has to be reduced. This landslide treatment technology for the said failed section of embankment had been applied in other projects of the similar nature. References [1] K. Terzaghi, R. Peck, G. Mesri, Soil Mechanics in Engineering Practice, 3rd ed., John Wiley & Sons Inc., New York, [2] P.P. Raj, Ground Improvement Techniques, 1st ed., Laxmi Publication Ltd, New Delhi, [3] B.T. Bergado, L.R. Anderson, N. Miura, A.S. Balasubramanium, Soft Ground Improvement in Low Lands and Other Environments, ASCE press, New York, [4] B.M. Das, Principles of Geotechnical Engineering, 5th ed., Thompson Canada Limited, Toronto, 2006 [5] B.M. Das, Advanced Soil Mechanics, 3rd ed., Taylor and Francis Group, New York, [6] J.E. Bowles, Foundation Design and Analysis, 5th ed., Macgraw and Hill publications, New York, 1997 [7] W. Lambe, R.V. Whitman, Soil Mechanics, 1st ed., John Wiley & Sons Inc., New York, [8] R.M. Koerner, Designing with Geosynthetics, 5th ed., Pearson Prentice Hall, New Jersey, 2005.
OP-13. PROCEDURES FOR DESIGN OF EMBANKMENT
Page 1 of 8 WORK INSTRUCTIONS FOR ENGINEERS TYC Compiled by : LSS Checked by : GSS Approved by : OP-13. PROCEDURES FOR DESIGN OF EMBANKMENT Page of 8 13.0 13.1. OVERALL PROCEDURES This section will briefly
More informationDeformation And Stability Analysis Of A Cut Slope
Deformation And Stability Analysis Of A Cut Slope Masyitah Binti Md Nujid 1 1 Faculty of Civil Engineering, University of Technology MARA (Perlis), 02600 Arau PERLIS e-mail:masyitahmn@perlis.uitm.edu.my
More informationIntroduction to Geotechnical Engineering. ground
Introduction to Geotechnical Engineering ground 1 Typical Geotechnical Project Geo-Laboratory ~ for testing soil properties Design Office ~ for design & analysis construction site 2 Shallow Foundations
More informationLandslide FE Stability Analysis
Landslide FE Stability Analysis L. Kellezi Dept. of Geotechnical Engineering, GEO-Danish Geotechnical Institute, Denmark S. Allkja Altea & Geostudio 2000, Albania P. B. Hansen Dept. of Geotechnical Engineering,
More informationBoreholes. Implementation. Boring. Boreholes may be excavated by one of these methods: 1. Auger Boring 2. Wash Boring 3.
Implementation Boreholes 1. Auger Boring 2. Wash Boring 3. Rotary Drilling Boring Boreholes may be excavated by one of these methods: 4. Percussion Drilling The right choice of method depends on: Ground
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 informationThe Bearing Capacity of Soils. Dr Omar Al Hattamleh
The Bearing Capacity of Soils Dr Omar Al Hattamleh Example of Bearing Capacity Failure Omar Play the move of bearing Capacity failure The Philippine one Transcona Grain Silos Failure - Canada The Bearing
More informationReinforced Soil Structures Reinforced Soil Walls. Prof K. Rajagopal Department of Civil Engineering IIT Madras, Chennai
Geosynthetics and Reinforced Soil Structures Reinforced Soil Walls continued Prof K. Rajagopal Department of Civil Engineering IIT Madras, Chennai e-mail: gopalkr@iitm.ac.inac in Outline of the Lecture
More informationChapter 5 Shear Strength of Soil
Page 5 Chapter 5 Shear Strength of Soil. The internal resistance per unit area that the soil mass can offer to resist failure and sliding along any plane inside it is called (a) strength (b) shear strength
More informationTheory of Shear Strength
SKAA 1713 SOIL MECHANICS Theory of Shear Strength Prepared by, Dr. Hetty 1 SOIL STRENGTH DEFINITION Shear strength of a soil is the maximum internal resistance to applied shearing forces The maximum or
More informationINTI COLLEGE MALAYSIA
EGC373 (F) / Page 1 of 5 INTI COLLEGE MALAYSIA UK DEGREE TRANSFER PROGRAMME INTI ADELAIDE TRANSFER PROGRAMME EGC 373: FOUNDATION ENGINEERING FINAL EXAMINATION : AUGUST 00 SESSION This paper consists of
More informationSTUDY ON CONSOLIDATION OF ALLUVIAL CLAY IN NORTHERN QUEENSLAND
STUDY ON CONSOLIDATION OF ALLUVIAL CLAY IN NORTHERN QUEENSLAND Barry Wai Choo, Kok Geotechnical Services Manager, Abigroup Australia Dr. Richard Gong Senior Geotechnical Engineer, AECOM Australia ABSTRACT
More informationSlope stability analysis and prediction based on the limit equilibrium method of Luming Molybdenum Mine's West-I and North Region
Paper No. 99 ISMS 2016 Slope stability analysis and prediction based on the limit equilibrium of Luming Molybdenum Mine's West-I and North Region HUANG Zhi-an, LIU Fang-zhe, WANG Hui*, GAO Yu-kun State
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 informationSTABILITY AND DEFORMATION RESPONSE OF PAD FOUNDATIONONS ON SAND USING STANDARD PENETRATION TEST METHOD
Vol. 1, No., May 2013, PP: 79-7, ISSN: 2327-269 (Online) Research article STABILITY AND DEFORMATION RESPONSE OF PAD FOUNDATIONONS ON SAND USING STANDARD PENETRATION TEST METHOD Akpila, S.B 1 and Ode, T
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 informationTable of Contents Chapter 1 Introduction to Geotechnical Engineering 1.1 Geotechnical Engineering 1.2 The Unique Nature of Soil and Rock Materials
Table of Contents Chapter 1 Introduction to Geotechnical Engineering 1.1 Geotechnical Engineering 1.2 The Unique Nature of Soil and Rock Materials 1.3 Scope of This Book 1.4 Historical Development of Geotechnical
More information(Refer Slide Time: 01:15)
Soil Mechanics Prof. B.V.S. Viswanathan Department of Civil Engineering Indian Institute of Technology, Bombay Lecture 56 Stability analysis of slopes II Welcome to lecture two on stability analysis of
More informationD1. A normally consolidated clay has the following void ratio e versus effective stress σ relationship obtained in an oedometer test.
(d) COMPRESSIBILITY AND CONSOLIDATION D1. A normally consolidated clay has the following void ratio e versus effective stress σ relationship obtained in an oedometer test. (a) Plot the e - σ curve. (b)
More informationSlope Stability. loader
Slope Stability Slope Stability loader Lower San Fernando Dam Failure, 1971 Outlines Introduction Definition of key terms Some types of slope failure Some causes of slope failure Shear Strength of Soils
More informationChapter (11) Pile Foundations
Chapter (11) Introduction Piles are structural members that are made of steel, concrete, or timber. They are used to build pile foundations (classified as deep foundations) which cost more than shallow
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 informationStability Assessment of a Heavily Jointed Rock Slope using Limit Equilibrium and Finite Element Methods
Indian Geotechnical Conference 2017 GeoNEst 14-16 December 2017, IIT Guwahati, India Stability Assessment of a Heavily Jointed Rock Slope using Limit Equilibrium and Finite Element Methods Aswathi CK Amalesh
More informationIntroduction to Soil Mechanics
Introduction to Soil Mechanics Sela Sode and Colin Jones WILEY Blackwell Contents Preface Dedication and Acknowledgments List of Symbols Soil Structure 1.1 Volume relationships 1.1.1 Voids ratio (e) 1.1.2
More informationAnalysis of Load-Settlement Relationship for Unpaved Road Reinforced with Geogrid
ISGSR7 First International Symposium on Geotechnical Safety & Risk Oct. 8~9, 7 Shanghai Tongji University, China Analysis of Load-Settlement Relationship for Unpaved Road Reinforced with Geogrid Y. C.
More informationChapter 12 Subsurface Exploration
Page 12 1 Chapter 12 Subsurface Exploration 1. The process of identifying the layers of deposits that underlie a proposed structure and their physical characteristics is generally referred to as (a) subsurface
More informationIN SITU TESTING IN GEOMECHANICS. Fernando Schnaid Universidade Federal do Rio Grande do Sul
IN SITU TESTING IN GEOMECHANICS Fernando Schnaid Universidade Federal do Rio Grande do Sul Patologia das Fundações Geotechnical investigation British Practice (Weltman & Head,1981): Sufficient finance
More informationCONSIDERATION OF SOIL PROPERTIES FOR STABILITY ANALYSES OFPADMA AND JAMUNA RIVERBANK
CONSIDERATION OF SOIL PROPERTIES FOR STABILITY ANALYSES OFPADMA AND JAMUNA RIVERBANK M.S. Islam 1*, L. Sarker 1, M.A. Islam 1, M.A. Islam 1 & R. Karim 2 1 Department of Civil Engineering, Bangladesh University
More informationOn equal settlement plane height in piled reinforced embankments
Available online www.jocpr.com Journal of Chemical and Pharmaceutical Research, 2014, 6(4):23-29 Research Article ISSN : 0975-7384 CODEN(USA) : JCPRC5 On equal settlement plane height in piled reinforced
More informationGROUND IMPROVEMENT WORKSHOP JUNE 2010 PERTH, AUSTRALIA. CHAIRMAN OF T.C. Ground Improvement
GROUND IMPROVEMENT WORKSHOP 11-12 JUNE 2010 PERTH, AUSTRALIA GROUND IMPROVEMENT IN EXTREME GROUND CONDITIONS Presented by Serge VARAKSIN CHAIRMAN OF T.C. Ground Improvement EPEC Bang Bo: Works Procedure
More informationTheory of Shear Strength
MAJ 1013 ADVANCED SOIL MECHANICS Theory of Shear Strength Prepared by, Dr. Hetty 1 Strength of different materials Steel Concrete Soil Tensile strength Compressive strength Shear strength Complex behavior
More informationProf. B V S Viswanadham, Department of Civil Engineering, IIT Bombay
19 Module 5: Lecture -1 on Stability of Slopes Contents Stability analysis of a slope and finding critical slip surface; Sudden Draw down condition, effective stress and total stress analysis; Seismic
More informationLANDSLIDES IN THE WHITE MOUNTAIN (GEOTECHNICAL STUDIES AND ENGINEERING TESTS)
J. Al Azhar University Gaza 2004, Vol. 7, NO. 2 P 15-26 LANDSLIDES IN THE WHITE MOUNTAIN (GEOTECHNICAL STUDIES AND ENGINEERING TESTS) Isam G. Jardaneh (1), Jalal Al-Dabeek (2), Abdel hakeem Al-Jawhari
More informationEN Eurocode 7. Section 3 Geotechnical Data Section 6 Spread Foundations. Trevor L.L. Orr Trinity College Dublin Ireland.
EN 1997 1: Sections 3 and 6 Your logo Brussels, 18-20 February 2008 Dissemination of information workshop 1 EN 1997-1 Eurocode 7 Section 3 Geotechnical Data Section 6 Spread Foundations Trevor L.L. Orr
More informationSoils. Technical English - I 10 th week
Technical English - I 10 th week Soils Soil Mechanics is defined as the branch of engineering science which enables an engineer to know theoretically or experimentally the behavior of soil under the action
More informationSHEAR STRENGTH OF SOIL
Soil Failure Criteria SHEAR STRENGTH OF SOIL Knowledge about the shear strength of soil important for the analysis of: Bearing capacity of foundations, Slope stability, Lateral pressure on retaining structures,
More informationBEARING CAPACITY SHALLOW AND DEEP FOUNDATIONS
BEARING CAPACITY SHALLOW AND DEEP FOUNDATIONS CONTENTS: 1.0 INTRODUCTION 2.0 SHALLOW FOUNDATIONS 2.1 Design criteria 2.2 Spreading load 2.3 Types of foundations 2.4 Ground failure modes 2.5 Definitions
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 information(C) Global Journal of Engineering Science and Research Management
GEOTECHNCIAL ASSESSMENT OF PART OF PORT HARCOURT, NIGER DELTA FOR STRUCTURAL ANALYSIS Warmate Tamunonengiyeofori Geostrat International Services Limited, www.geostratinternational.com. *Correspondence
More informationTable 3. Empirical Coefficients for BS 8002 equation. A (degrees) Rounded Sub-angular. 2 Angular. B (degrees) Uniform Moderate grading.
Hatanaka and Uchida (1996); ' 20N 20 12N 20 ' 45 A lower bound for the above equation is given as; 12N 15 ' 45 Table 3. Empirical Coefficients for BS 8002 equation A Angularity 1) A (degrees) Rounded 0
More informationGEOTECHNICAL ENGINEERING ECG 503 LECTURE NOTE ANALYSIS AND DESIGN OF RETAINING STRUCTURES
GEOTECHNICAL ENGINEERING ECG 503 LECTURE NOTE 07 3.0 ANALYSIS AND DESIGN OF RETAINING STRUCTURES LEARNING OUTCOMES Learning outcomes: At the end of this lecture/week the students would be able to: Understand
More informationFoundation Engineering Prof. Mahendra Singh Department of Civil Engineering Indian Institute of Technology, Roorkee
Foundation Engineering Prof. Mahendra Singh Department of Civil Engineering Indian Institute of Technology, Roorkee Module - 03 Lecture - 05 Field Tests Hello viewers, welcome back to the course on Foundation
More informationCh 4a Stress, Strain and Shearing
Ch. 4a - Stress, Strain, Shearing Page 1 Ch 4a Stress, Strain and Shearing Reading Assignment Ch. 4a Lecture Notes Sections 4.1-4.3 (Salgado) Other Materials Handout 4 Homework Assignment 3 Problems 4-13,
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 informationSafe bearing capacity evaluation of the bridge site along Syafrubesi-Rasuwagadhi road, Central Nepal
Bulletin of the Department of Geology Bulletin of the Department of Geology, Tribhuvan University, Kathmandu, Nepal, Vol. 12, 2009, pp. 95 100 Safe bearing capacity evaluation of the bridge site along
More information1.8 Unconfined Compression Test
1-49 1.8 Unconfined Compression Test - It gives a quick and simple measurement of the undrained strength of cohesive, undisturbed soil specimens. 1) Testing method i) Trimming a sample. Length-diameter
More informationStudy of Pile Interval of Landslide Restraint Piles by Centrifuge Test and FEM Analysis
Disaster Mitigation of Debris Flows, Slope Failures and Landslides 113 Study of Pile Interval of Landslide Restraint Piles by Centrifuge Test and FEM Analysis Yasuo Ishii, 1) Hisashi Tanaka, 1) Kazunori
More informationSeabed instability and 3D FE jack-up soil-structure interaction analysis
Seabed instability and 3D FE jack-up soil-structure interaction analysis Lindita Kellezi, GEO Danish Geotechnical Institute, Denmark Gregers Kudsk, Maersk Contractors, Denmark Hugo Hofstede, Marine Structure
More informationEngineeringmanuals. Part2
Engineeringmanuals Part2 Engineering manuals for GEO5 programs Part 2 Chapter 1-12, refer to Engineering Manual Part 1 Chapter 13. Pile Foundations Introduction... 2 Chapter 14. Analysis of vertical load-bearing
More information8.1. What is meant by the shear strength of soils? Solution 8.1 Shear strength of a soil is its internal resistance to shearing stresses.
8.1. What is meant by the shear strength of soils? Solution 8.1 Shear strength of a soil is its internal resistance to shearing stresses. 8.2. Some soils show a peak shear strength. Why and what type(s)
More informationPredicting Settlement and Stability of Wet Coal Ash Impoundments using Dilatometer Tests
Predicting Settlement and Stability of Wet Coal Ash Impoundments using Dilatometer Tests Chris Hardin, P.E. CH2M Hill, Charlotte, North Carolina, E-mail: Chris.Hardin@ch2m.com Roger Failmezger, P.E., F.
More informationEFFECTS OF WATER-LEVEL VARIATION ON THE STABILITY OF SLOPE BY LEM AND FEM
Proceedings of the 3 rd International Conference on Civil Engineering for Sustainable Development (ICCESD 2016), 12~14 February 2016, KUET, Khulna, Bangladesh (ISBN: 978-984-34-0265-3) EFFECTS OF WATER-LEVEL
More informationDeep Foundations 2. Load Capacity of a Single Pile
Deep Foundations 2 Load Capacity of a Single Pile All calculations of pile capacity are approximate because it is almost impossible to account for the variability of soil types and the differences in the
More informationSI Planning & Laboratory Testing for Hill-Site Development
SI Planning & Laboratory Testing for Hill-Site Development 21 April 2009 IEM Penang Ir. Tan Yean Chin G&P Geotechnics Sdn Bhd Cameron Highlands, 1961 Genting Highland Tower 1993 Bukit Antarabangsa, 1999
More informationvulcanhammer.net This document downloaded from
This document downloaded from vulcanhammer.net since 1997, your source for engineering information for the deep foundation and marine construction industries, and the historical site for Vulcan Iron Works
More informationREGRESSION ANALYSIS OF SHORT TERM TIME-SETTLEMENT RESPONSE OF SOFT CLAYEY SOIL AT CONSTANT LOADING CONDITION
International Journal of Civil Engineering and Technology (IJCIET) Volume 9, Issue 10, October 2018, pp. 182 1840, Article ID: IJCIET_09_10_182 Available online at http://www.iaeme.com/ijciet/issues.asp?jtype=ijciet&vtype=9&itype=10
More informationSHEAR STRENGTH OF SOIL
SHEAR STRENGTH OF SOIL Necessity of studying Shear Strength of soils : Soil failure usually occurs in the form of shearing along internal surface within the soil. Shear Strength: Thus, structural strength
More informationThe Ohio Department of Transportation Office of Research & Development Executive Summary Report
The Ohio Department of Transportation Office of Research & Development Executive Summary Report Shear Strength of Clay and Silt Embankments Start Date: January 1, 2007 Duration: 2 Years- 10 Months Completion
More informationChapter (12) Instructor : Dr. Jehad Hamad
Chapter (12) Instructor : Dr. Jehad Hamad 2017-2016 Chapter Outlines Shear strength in soils Direct shear test Unconfined Compression Test Tri-axial Test Shear Strength The strength of a material is the
More informationCentral Queensland Coal Project Appendix 4b Geotechnical Assessment. Environmental Impact Statement
Central Queensland Coal Project Appendix 4b Geotechnical Assessment Environmental Impact Statement GEOTECHNICAL ASSESSMENT OF OPEN CUT MINING ADJACENT TO THE BRUCE HIGHWAY, CENTRAL QUEENSLAND COAL PROJECT
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 informationGEOTECHNICAL ENGINEERING II. Subject Code : 06CV64 Internal Assessment Marks : 25 PART A UNIT 1
GEOTECHNICAL ENGINEERING II Subject Code : 06CV64 Internal Assessment Marks : 25 PART A UNIT 1 1. SUBSURFACE EXPLORATION 1.1 Importance, Exploration Program 1.2 Methods of exploration, Boring, Sounding
More informationPrevention and remediation of rockslide at left portal of north tunnel of Da Nang Qu ang Ngai expressway in Quang Nam, Vietnam
IOP Conference Series: Earth and Environmental Science PAPER OPEN ACCESS Prevention and remediation of rockslide at left portal of north tunnel of Da Nang Qu ang Ngai expressway in Quang Nam, Vietnam To
More informationSOIL SHEAR STRENGTH. Prepared by: Dr. Hetty Muhammad Azril Fauziah Kassim Norafida
SOIL SHEAR STRENGTH Prepared by: Dr. Hetty Muhammad Azril Fauziah Kassim Norafida What is shear strength Shear strength of a soil is the maximum internal resistance to applied shearing forces Why it is
More informationExperimental Study on the Rate Effect on the Shear Strength
Disaster Mitigation of Debris Flows, Slope Failures and Landslides 421 Experimental Study on the Rate Effect on the Shear Strength Ryuta Saito, 1) Hiroshi Fukuoka 2) and Kyoji Sassa 3) 1) Graduate School
More informationwww.novotechsoftware.com The standard penetration test (SPT) is an in-situ dynamic penetration test designed to provide information on the geotechnical engineering properties of soil. The test procedure
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 informationProf. B V S Viswanadham, Department of Civil Engineering, IIT Bombay
56 Module 4: Lecture 7 on Stress-strain relationship and Shear strength of soils Contents Stress state, Mohr s circle analysis and Pole, Principal stressspace, Stress pathsin p-q space; Mohr-Coulomb failure
More informationTalić Z. et al: Geotechnical characteristics... Archives for Technical Sciences 2014, 11(1), 33-39
Review paper UDC: 624.131.537 DOI: 10.7251/afts.2014.0611.033T COBISS.RS-ID 4572184 GEOTECHNICAL CHARACTERISTICS OF THE TERRAIN AND CALCULATION OF BEARING CAPACITY FOR BRIDGE No. 1 OF MOTORWAY LAŠVA DONJI
More informationPERENNIAL PROBLEM OF EARTHEN BUND OF WELLINGDON RESERVOIR. ANALYSIS OF CAUSES AND REMEDIAL MEASURES A CASE STUDY.
PERENNIAL PROBLEM OF EARTHEN BUND OF WELLINGDON RESERVOIR. ANALYSIS OF CAUSES AND REMEDIAL MEASURES A CASE STUDY. By Er. S. Muthu Parvatha Vardhini, Asst. Executive Engineer, (Designs) Water Resources
More informationLiquefaction Potential Variations Influenced by Building Constructions
Earth Science Research; Vol. 1, No. 2; 2012 ISSN 1927-0542 E-ISSN 1927-0550 Published by Canadian Center of Science and Education Liquefaction Potential Variations Influenced by Building Constructions
More informationAPPENDIX F CORRELATION EQUATIONS. F 1 In-Situ Tests
APPENDIX F 1 APPENDIX F CORRELATION EQUATIONS F 1 In-Situ Tests 1. SPT (1) Sand (Hatanaka and Uchida, 1996), = effective vertical stress = effective friction angle = atmosphere pressure (Shmertmann, 1975)
More informationThe Preliminary Study of the Impact of Liquefaction on Water Pipes
The Preliminary Study of the Impact of Liquefaction on Water Pipes Jerry J. Chen and Y.C. Chou ABSTRACT Damages to the existing tap-water pipes have been found after earthquake. Some of these damages are
More informationEvaluation of dynamic behavior of culverts and embankments through centrifuge model tests and a numerical analysis
Computer Methods and Recent Advances in Geomechanics Oka, Murakami, Uzuoka & Kimoto (Eds.) 2015 Taylor & Francis Group, London, ISBN 978-1-138-00148-0 Evaluation of dynamic behavior of culverts and embankments
More informationGeotechnical Indications Of Eastern Bypass Area In Port Harcourt, Niger Delta
Geotechnical Indications Of Eastern Bypass Area In Port Harcourt, Niger Delta Warmate Tamunonengiyeofori Geostrat International Services Limited, Rivers State, Nigeria www.geostratinternational.com info@geostratinternational.com,
More informationEvaluation of the Liquefaction Potential by In-situ Tests and Laboratory Experiments In Complex Geological Conditions
Evaluation of the Liquefaction Potential by In-situ Tests and Laboratory Experiments In Complex Geological Conditions V. Sesov, K. Edip & J. Cvetanovska University Ss. Cyril and Methodius, Institute of
More informationTriaxial Shear Test. o The most reliable method now available for determination of shear strength parameters.
TOPICS Introduction Components of Shear Strength of Soils Normal and Shear Stresses on a Plane Mohr-Coulomb Failure Criterion Laboratory Shear Strength Testing Direct Shear Test Triaxial Compression Test
More informationREINFORCED PILED EMBANK- MENT FOR A HIGH-SPEED RAILWAY OVER SOFT SOIL: A NUMERICAL AND ANALYTI- CAL INVESTIGATION
REINFORCED PILED EMBANK- MENT FOR A HIGH-SPEED RAILWAY OVER SOFT SOIL: A NUMERICAL AND ANALYTI- CAL INVESTIGATION Yan Zhuang (corresponding author) Hohai University, Geotechnical Research Institute Key
More informationShear Strength of Soil
8 Shear Strength of Soil 8 1 INTRODUCTION As a structural member, a piece of steel is capable of resisting compression, tension, and shear. Soil, however, like concrete and rock, is not capable of resisting
More informationProbability - James Bay Case History
1 Introduction Probability - James Bay Case History This article looks at the SLOPE/W probabilistic analysis capabilities relative to a published case history. The James Bay hydroelectric project in Northern
More informationLiquefaction. Ajanta Sachan. Assistant Professor Civil Engineering IIT Gandhinagar. Why does the Liquefaction occur?
Liquefaction Ajanta Sachan Assistant Professor Civil Engineering IIT Gandhinagar Liquefaction What is Liquefaction? Why does the Liquefaction occur? When has Liquefaction occurred in the past? Where does
More informationAnalysis of different equations of undrained shear strength estimations using Atterberg Limits on Pontianak Soft Clay
Analysis of different equations of undrained shear strength estimations using Atterberg Limits on Pontianak Soft Clay Slamet Widodo, Abdelazim Ibrahim, Shen Hong Technische Universität Bergakademie Freiberg
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 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 informationThe theories to estimate lateral earth pressure due to a strip surcharge loading will
Chapter LITERATURE REVIEW The theories to estimate lateral earth pressure due to a strip surcharge loading will be introduced in this chapter. Commonly geotechnical engineers apply the equations suggested
More informationIGC. 50 th INDIAN GEOTECHNICAL CONFERENCE PSEUDOSTATIC SEISMIC ASSESMENT OF SLOPES AND ITS REMEDIATION
50 th IGC 50 th INDIAN GEOTECHNICAL CONFERENCE 17 th 19 th DECEMBER 2015, Pune, Maharashtra, India Venue: College of Engineering (Estd. 1854), Pune, India PSEUDOSTATIC SEISMIC ASSESMENT OF SLOPES AND ITS
More informationLandslide stability analysis using the sliding block method
Landslide stability analysis using the sliding block method E. Lino, R. Norabuena, M. Villanueva & O. Felix SRK Consulting (Peru) S.A., Lima, Peru A. Lizcano SRK Consulting (Vancouver) S.A., British Columbia,
More informationTIME-DEPENDENT BEHAVIOR OF PILE UNDER LATERAL LOAD USING THE BOUNDING SURFACE MODEL
TIME-DEPENDENT BEHAVIOR OF PILE UNDER LATERAL LOAD USING THE BOUNDING SURFACE MODEL Qassun S. Mohammed Shafiqu and Maarib M. Ahmed Al-Sammaraey Department of Civil Engineering, Nahrain University, Iraq
More informationAbstract. Keywords. Pouya Salari 1, Gholam Reza Lashkaripour 2*, Mohammad Ghafoori 2. *
Open Journal of Geology, 2015, 5, 231-2 Published Online May 2015 in SciRes. http://www.scirp.org/journal/ojg http://dx.doi.org/./ojg.2015.55021 Presentation of Empirical Equations for Estimating Internal
More informationJ. Paul Guyer, P.E., R.A.
J. Paul Guyer, P.E., R.A. Paul Guyer is a registered mechanical engineer, civil engineer, fire protection engineer and architect with over 35 years experience in the design of buildings and related infrastructure.
More informationAnalysis stability of rock slope at left bank of South portal of North tunnel Da Nang Quang Ngai expressway
an ISRM specialized conference Analysis stability of rock slope at left bank of South portal of North tunnel Da Nang Quang Ngai expressway Pham Quoc Tuan a,b *, Phi Hong Thinh c, Nghiem Huu Hanh a a Vietnam
More information(Refer Slide Time: 02:18)
Geology and Soil Mechanics Prof. P. Ghosh Department of Civil Engineering Indian Institute of Technology Kanpur Lecture 40 Shear Strength of Soil - C Keywords: Shear strength of soil, direct shear test,
More informationClayey sand (SC)
Pile Bearing Capacity Analysis / Verification Input data Project Task : PROJECT: "NEW STEAM BOILER U-5190 Part : A-1 Descript. : The objective of this Analysis is the Pile allowable bearing Capacity Analysis
More informationPiles Capacity Reference Manual
Piles Capacity Reference Manual hetge hetge geotechnics on the go Piles Capacity Reference Manual January 3, 2013 Version: PC-1.3.130103 hetge LLC Moscow Virginia Istanbul E info@hetge.com W www.hetge.com
More informationSOIL INVESTIGATION REPORT. PROPOSED HOUSING DEVELOPMENT PROJECT Coral Spring, Trelawny, Jamaica.
SOIL INVESTIGATION REPORT PROPOSED HOUSING DEVELOPMENT PROJECT Coral Spring, Trelawny, Jamaica. Prepared for: FCS Consultants 7a Barbados Avenue Kingston 5, Jamaica Prepared by: NHL Engineering Limited
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 17 EMBANKMENTS
Chapter 17 EMBANKMENTS Final SCDOT GEOTECHNICAL DESIGN MANUAL June 2010 Table of Contents Section Page 17.1 Introduction...17-1 17.2 Failure Mechanisms...17-1 17.2.1 Creep...17-2 17.2.2 Slide...17-3 17.2.3
More informationCollapsible Soils Definitions
Collapsible Soils Definitions Collapsible soils are also known as metastable soils. They are unsaturated soils that undergo a large volume change upon saturation. The sudden and usually large volume change
More information7. STRESS ANALYSIS AND STRESS PATHS
7-1 7. STRESS ANALYSIS AND STRESS PATHS 7.1 THE MOHR CIRCLE The discussions in Chapters and 5 were largely concerned with vertical stresses. A more detailed examination of soil behaviour requires a knowledge
More informationMeasurement of effective stress shear strength of rock
Measurement of effective stress shear strength of rock R. A. Failmezger, P.E., F. ASCE In-Situ Soil Testing, L.C., Lancaster, Virginia USA D. J. White, Ph. D., P.E. Iowa State University, Ames, Iowa USA
More information