GEOTECHNICAL INVESTIGATION REPORT PART-2 - … · TABLE 12: ESTIMATED CAPACITY OF PRECAST R.C.C....
Transcript of GEOTECHNICAL INVESTIGATION REPORT PART-2 - … · TABLE 12: ESTIMATED CAPACITY OF PRECAST R.C.C....
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BANGLADESH-INDIA FRIENDSHIP POWER COMPANY (PVT.) LIMITED
2x660MW MAITREE SUPER THERMAL POWER PROJECT RAMPAL, BANGLADESH
OWNERS CONSULTANT:
M/s FICHTNER GmbH & Co KG. STUTTGART, GERMANY
GEOTECHNICAL INVESTIGATION REPORT
PART-2
COAL HANDLING/COAL STOCK AREA
DOC. NO. : - Maitree-00-UTX-ED-421602C001PEM-B
BHARAT HEAVY ELECTRICALS LIMITED PROJECT ENGINEERING MANAGEMENT
NOIDA-201301
C
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House 11, Road 19/A, Sector 04,Uttara Model Town, Dhaka 1230
Phone +880-2-58957231, Fax +880-2-58957283
Email: [email protected], Web: http://www.dcl-fcl.com
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T A B L E O F CO N T E N T S CHAPTER PAGETABLE OF CONTENTS ....................................................................................................................... i
LIST OF TABLES............................................................................................................................. iii LIST OF FIGURES .............................................................................................................................. iv CHAPTER - I INTRODUCTION ....................................................................................................... 1
1.1 DESCRIPTION ............................................................................................................................ 1 1.2 SCOPE OF WORK ...................................................................................................................... 1
1.2.1 FIELD INVESTIGATION WORK....................................................................................... 1 1.2.2 LABORATORY WORK ...................................................................................................... 2
1.3 STRUCTURE OF REPORT......................................................................................................... 2 CHAPTER - II TOPOGRAPHIC & GEOLOGICAL SETTINGS ................................................. 3
2.1 TOPOGRAPHY AND LANDSCAPE ......................................................................................... 3 2.2 REGIONAL GEOLOGY ............................................................................................................. 3 2.3 SEISMICITY ................................................................................................................................ 3
CHAPTER- III INVESTIGATION METHODOLOGY ................................................................... 5 3.1 DRILLING OF BOREHOLES ..................................................................................................... 5 3.2 SPT TEST AND DISTURBED SAMPLE COLLECTION ......................................................... 5 3.3 UNDISTURBED SAMPLE COLLECTION ............................................................................... 6 3.4 MEASUREMENT OF GROUND WATER ................................................................................ 6 3.5 ELECTRONIC STATIC CONE PENETRATION TEST WITH PORE PRESSURE (CPT-U) . 6 3.6 FIELD VANE SHEAR TEST ...................................................................................................... 7 3.7 ELECTRICAL RESISTIVITY TEST .......................................................................................... 7 3.8 PLATE LOAD TESTS.................................................................................................................8
CHAPTER-IV INVESTIGATION RESULTS ................................................................................... 9 4.1 CLASSIFICATION OF SOIL ...................................................................................................... 9 4.2 SUMMARY OF FIELD INVESTIGATION ...............................................................................9 4.3 LABORATORY TEST ..............................................................................................................11 4.4 GEOTECHNICAL PROPERTIES ............................................................................................. 11
4.4.1 SOIL GRADATION ........................................................................................................... 11 4.4.2 SOIL PLASTICITY ............................................................................................................ 12
4.5 Correction to SPT-N value: ........................................................................................................ 12 CHAPTER-V ANALYSIS & RECOMMENDATIONS ................................................................... 14
5.1 GENERAL.................................................................................................................................. 14 5.2 ANALYSIS FOR FOUNDATION SYSTEM ............................................................................ 14
5.2.1 DESIGN SOIL PROFILE ................................................................................................... 14 5.3 ANALYSIS FOR SHALLOW FOUNDATION ........................................................................ 14
5.3.1 BEARING CAPACITY ...................................................................................................... 14 5.4 DEEP FOUNDATION ............................................................................................................... 14
5.4.1 BORED CAST-IN SITU PILES & DRIVEN CAST IN SITU PILE: ................................ 14 5.4.2 ANALYSIS BORED CAST-IN-SITU PILES .................................................................... 15 5.4.3 SIDE RESISTANCE FOR CAST-IN-SITU PILES ........................................................... 15 5.4.4 TIP RESISTANCE FOR CAST-IN-SITU PILES .............................................................. 16 5.4.5 ESTIMATED PILE CAPACITY FOR CAST-IN-SITU PILES ......................................... 16
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5.4.6 ESTIMATED PILE CAPACITY FOR CAST-IN-SITU PILES ......................................... 17 5.4.7 ANALYSIS OF PRECAST DRIVEN PILES ..................................................................... 18 5.4.7.1 SIDE RESISTANCE FOR DRIVEN PILES ................................................................... 18 5.4.7.2 TIP RESISTANCE FOR DRIVEN PILES ...................................................................... 18 5.4.8 ESTIMATED PILE CAPACITY FOR PRECAST DRIVEN PILES ................................. 18 5.4.9 ESTIMATED PILE CAPACITY FOR PRECAST DRIVEN PILES ................................. 19 5.4.10 ESTIMATED PILE CAPACITY FOR PRECAST PSC HOLLOW CORE CONCRETE PILES ........................................................................................................................................... 19
CHAPTER VI ANALYSIS FOR LIQUEFACTION POTENTIAL ............................................... 21 6. 1 EXCAVATION, COMPACTION, AND GROUND IMPROVEMENT CRITERIA: ............. 21
I. SUITABILITY OF ON SITE SOIL AS STRUCTURAL FILL ...........................................21 II. SLOPES FOR EXCAVATION: .......................................................................................21 III. CEMENT FOR UNDERGROUND FOUNDATIONS/STRUCTURES:.........................21 IV. GROUND IMPROVEMENT ...........................................................................................21
6.2 METHODS FOR ANALYSIS OF LIQUEFACTION POTENTIAL ........................................ 22 6.2.1 GENERAL .......................................................................................................................... 22 6.2.2 METHOD ............................................................................................................................ 22 I. CALCULATION OF CYCLIC STRESS RATIO ................................................................22 II. CALCULATION OF CYCLIC RESISTANCE RATIO ..................................................22
6.3 ANALYSIS OF RESULT .......................................................................................................... 23 CHAPTER VII REFERENCES ........................................................................................................ 24 CHAPTER-VIII RECOMMENDATIONS & CONCLUSIONS ..................................................... 25
8.1 RECOMMENDATIONS FOR FOUNDATION SYSTEM ....................................................... 25 8.2 RECOMMENDED PILE CAPACITY FOR BORED CAST-IN-SITU RCC PILES ................ 26 8.3 RECOMMENDED PILE CAPACITY FOR PRECAST DRIVEN PILES ................................ 26 8.4 RECOMMENDED PILE CAPACITY FOR PRECAST PSC HOLLOW CORE CONCRETE PILES ............................................................................................................................................... 26 8.5 RECOMMENDATIONS FOR CHEMICAL ANALYSIS ........................................................27
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LIST OF TABLES
TABLE PAGETABLE 1: LOCATION COORDITATES & GROUND ELEVATION OF BORE HOLES ................ 9
TABLE 2: TEST LOCATIONS FOR ISCPT ....................................................................................... 10
TABLE 3: TEST LOCATIONS FOR IDCPT ...................................................................................... 10
TABLE 4: TEST LOCATIONS FOR IERT ......................................................................................... 10
TABLE 5: TEST LOCATIONS FOR IPLT ......................................................................................... 11
TABLE 6: LIST OF LABORATORY TESTS. .................................................................................... 11
TABLE 7: CORRECTED SPT & DESIGN SPT VALUE ................................................................... 13
TABLE 8: DESIGN SOIL PROFILE CONSIDERED ......................................................................... 14
TABLE 9: ESTIMATED DRILLED SHAFT CAPACITY FOR DIFFERENT DIAMETER BASED
ON SPT ................................................................................................................................................. 17
TABLE 10: ESTIMATED DRILLED SHAFT CAPACITY FOR DIFFERENT DIAMETER BASED
ON CPT (CUT OFF LEVEL 2.0M BELOW G.L) ............................................................................... 17
TABLE 11: ESTIMATED CAPACITY OF PRECAST R.C.C. DRIVEN PILE (SQUARE SHAPED
FOR DIFFERENT SIZE BASED ON SPT .......................................................................................... 19
TABLE 12: ESTIMATED CAPACITY OF PRECAST R.C.C. DRIVEN PILE FOR DIFFERENT
SIZE BASED ON SCPT (PILE TOP CONSIDERED AT 2M DEPTH FROM G.L).......................... 19
TABLE 13: ESTIMATED CAPACITY OF PRECAST PSC HOLLOW CORE CONCRETE PILE
FOR DIFFERENT SIZE BASED ON SPT (PILE CUT OFF LEVEL IS CONSIDERED AT GL) .... 20
TABLE 14: RECOMMENDED PILE CAPACITY FOR BORED CAST-IN-SITU RCC PILES ...... 26
TABLE 15: RECOMMENDED PILE CAPACITY FOR PRECAST DRIVEN PILES ...................... 26
TABLE 16: RECOMMENDED PILE CAPACITY FOR PRECAST PSC HOLLOW CORE
CONCRETE PILES .............................................................................................................................. 26
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L I S T O F F I G U R E S FIGURE 1: AERIAL PHOTO OF THE PROPOSED SITE .................................................................. 3
FIGURE 2: SEISMIC MAP OF BANGLADESH (BNBC 2006) .......................................................... 4
FIGURE 3: ELECTRICAL RESISTIVITY TEST SET-UP .................................................................. 7
FIGURE 4: SOIL GRADATION ENVELOPE .................................................................................... 12
FIGURE 5: PLASTICITY OF SOIL SAMPLE ................................................................................... 12
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CHAPTER - I I N T R OD U C TI O N
1.1 DESCRIPTION
This report presents report on Geotechnical Investigation (field and laboratory tests) including
recommendation for proposed 2X660 MW MAITREE STPP, Rampal, Bagerhat. The whole
report has been divided into three parts covering the following.
Part 1: Main power block and Balance of Plant & Non-plant Areas
Part 2: Coal Handling/Coal Stock Area
Part 3: Ash Dyke Area < ii > Jetty Area
This report has covered the Part 2: Coal Handling/Coal Stock Area. The project location
map is shown in Fig-1.
1.2 SCOPE OF WORK
The scope of work is given hereunder:
Performing geotechnical investigation including field tests on land and laboratory
tests for disturbed/undisturbed soil samples, chemical analysis of soil and water
samples.
Preparing a Geotechnical Report based on engineering analysis to present the data
obtained through investigation.
Recommendation for foundation etc.
1.2.1 FIELD INVESTIGATION WORK
Field work including drilling and in-situ testing at various instructed locations has been
carried out since March, 2016.
The following list of the field work has been undertaken:
Setting out test locations using and establishing their elevation from nearest survey
benchmark as provided by BHEL using total station.
Drilling using rotary drilling rig only.
Performing Standard Penetration Test (SPT) using automatic trip hammer according
to ASTM D1586.
Recovering undisturbed soil samples from borehole according to ASTM D1587.
Electronic Static Cone Penetration Test (SCPT) as per ASTM D5778.
Conducting in-situ Vane Shear Test (VST) as per ASTM D2573.
Conducting Electric Resistivity Test (ERT) as per ASTM G57.
Performing Plate Load Test (PLT) as per IS: 1888.
Performing Pressure-meter Test (PMT) as per ASTM D4719.
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Performing Dynamic Cone Penetration Test (DCPT) as per IS: 4968-II.
Performing Pump out Type Field Permeability Test (POTFPT) as per IS: 5529-I.
Performing Cross-hole Shear Test (CST) as per ASTM D4428.
Performing Seismic Refraction Test (SRT) as per ASTM D 5777.
1.2.2 LABORATORY WORK
All soil samples were subjected to visual-manual soil classification procedures in accordance
with ASTM D-2488. In order to evaluate the engineering properties of the sub-soil, laboratory
tests were performed on selected soil samples obtained from exploratory boreholes.
The following laboratory tests were performed by DCL at its Geotechnical Testing
Laboratory in Uttara, Dhaka during April to August, 2016:
Bulk Density/Unit Weight ASTM D7263
Moisture Content Test ASTM D2216
Particle Size Distribution ASTM D0422
Atterberg Limits ASTM D4318
Specific Gravity Test ASTM D0854
Shrinkage Limit Test ASTM D 427
Direct Shear Test ASTM D3080
Consolidation Test ASTM D2434
Unconfined Compression Strength ASTM D2166
Standard Proctor Compaction Test ASTM D1557-70
Modified Proctor Compaction Test ASTM D1557-12E1
Relative Density Test ASTM D1556-64
1.3 STRUCTURE OF REPORT
The outcomes of the geotechnical investigations carried out on the project location have been
divided into the following segments:
Appendix A contains the layout for test location.
Appendix B contains field test results
Appendix C contains the laboratory test reports.
Appendix D contains the analysis of results.
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RAMPAL COAL BASED
POWERPLANT-[PROPOSED]
CHAPTER - II T O P O G R A P H I C & G E O L O G I C A L S E T T I N G S
2.1 TOPOGRAPHY AND LANDSCAPE
The site is located at Rampal Upazilla under Bagerhat district. The site is proposed to be
used as 2 X 660 MW Maitree Super Thermal Power Project on the north-east bank of river
Pussur. The plot is fairly flat with dredge filling, of which a part is bounded by masonry
boundary wall. The site is accessible through a feeder road.
2.2 REGIONAL GEOLOGY
xviii. Geological map of Bangladesh published by Geological Survey of Bangladesh (GSB) indicates that this area falls under Zone PPC (Paludal deposits) and this area is
subsiding.
Figure 1: Aerial Photo of the Proposed Site
R U P S H A R I V E R
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Geomorphology During periods of maximum glaciation, marine regression led to increasederosional processes whereas Holocene transgression revitalized the sedimentationprocesses. Thus Geomorphologically, Bangladesh can be divided into four distinct regionseach having distinguishing characters of its own. a) The Holocene Floodplains of the Ganges, the Brahmaputra and the Meghnariver systems. b) The Bengal Delta. c) The Eastern and Northeastern Tertiary Hills Regions. d) The Pleistocene Terrace or the Pleistocene Uplands. The Flood plain and the Bengal Delta regions occupy seventy two (72) percent of the total land area of Bangladesh and the Pleistocene Terrace and the Tertiary Hills Regions cover rest 28% (Ref: Report of the ground water task force,ministry of Local Government, Rural Development and Local GovernmentDivision,2002). The project site locates in the southern part of the Delta plain. This area is tidedominated and is considered as the active part of the delta. The landforms are characterized by tidal low land with weakly developed natural levees distributed in an irregular pattern. Numerous rivers, channels, tidal creeks have criss-crossedthe area. Swamps and depressions are also present in the area. Estuarine depositsof silt, silty clay dominates in this area. The landforms in the area are temporal as they are changing due to the cyclonesand other natural calamities.
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Figure 2: Seismic Map of Bangladesh (BNBC 2006) 2015)
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C H A P T E R - I I I I N V E S T I G AT I O N M ET HO D O L O GY
Following describes in brief each of the field works undertaken in the geotechnical
investigation at the proposed location.
3.1 DRILLING OF BOREHOLES
Boreholes have been drilled by rotary boring methods using a bladed bit to produce a
nominal diameter for 150mm. Flushing of the hole was achieved by the addition of bentonite
to form a mud of sufficient density to lift soil cutting satisfactorily. Careful attention was
given to drilling rates with slow rotation speeds and a slow bit advance to ensure that soil
particles cut by the bit was able to rise in bentonite mud column and thus ensure a 'clean' base
to the bore hole. Casing of 150 mm diameter was used in the uppermost few meters of each
boring.
3.2 SPT TEST AND DISTURBED SAMPLE COLLECTION
Standard Penetration Test (SPT) according to ASTM D 1586 has been executed using
automatic trip hammer at 1.0m intervals for first 5m and 1.5m interval for greater depths to
determine relative density/consistency and classification of soil at different elevation
inclusive collection of disturbed soil samples from each interval in accordance to the
requirements of the specification of the Engineer. An exploratory boring with a diameter
150mm was bored to the depth of the first test. A SPT sampler, connected with required
length of BW size rod to a 63.5 kg hammer, is inserted in to the boring. SPT sampler is split-
spoon sampler with a ball valve to permit exit of air or water from the top during driving and
to assist in retaining sample during withdrawal; in addition, the sampler has a tapered shoe for
allowing penetration in to the ground. The number of blows required to progress the sampler
450 mm was recorded in three 150 mm intervals. The SPT N-value has been calculated by
summing the hammer blows required to advance the sampler during the last two intervals of
the test. The blow count for the first 150 mm was recorded; however, this number is ignored
during the N-value since the soil immediately below the drilling rod is generally considered to
be disturbed.
When the test has been completed, the SPT sampler was withdrawn and opened. The
amount of soil recovered in the sampler was recorded including its description. After that, the
sample has been transferred to an airtight container. The uncorrected SPT results are shown in
the borehole records. Disturbed samples from split spoon at all SPT location labelled and
preserved in airtight container before transferring them to DCLs laboratory in Dhaka.
Boring logs with SPT records has been enclosed in Appendix B-1.
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3.3 UNDISTURBED SAMPLE COLLECTION
Undisturbed Shelby tube sampling was under taken in drill holes as per ASTM
D1587 of the contract document. An exploratory boring with a diameter 150mm was bored to
the depth of the first test. A sampler, connected with a connector rod to a 63.5 kg (140 lb)
hammer, has been inserted in to the boring. The Shelby sampler of 72mm diameter is an open
drive sampler with holes on top to permit exit of air or water from the top during driving.
When driving has been completed, the sampler rotated through two complete
revolutions to shear the superficial deposits horizontally at the bottom; afterwards, the
sampler was withdrawn. Next, the sample tube has been sealed on the both ends using three
alternating layers of 20mm wax and aluminium foil and rubber capped. Sample tubes were
properly labelled and a marking TOP was attached on the tube. All tubes were stored and
transported vertically.
3.4 MEASUREMENT OF GROUND WATER
Water level inside the casing was measured for all boreholes 24 hour after completion
of drilling. Measurement of water level was recorded by using a measuring tape and data was
recorded. But it should be noted that this recorded data may not reflect long term ground
water level due to the presence of perched water table, monsoon, and drilling operation.
Therefore, recorded ground water data may not accurately reflect actual or long term ground
water elevation.
3.5 ELECTRONIC STATIC CONE PENETRATION TEST WITH PORE PRESSURE (CPT-U)
Electronic Cone Penetration Testing was carried out using a 15cm2 projected area
electronic cones with 60o apex angle and 225cm2 friction sleeve area advance using a 20Ton
hydraulic penetrometer. A total of fifteen (15) out of fifteen (15) soundings (designated
SCPT-1 through SCPT-10 and ISCPT-1 through ISCPT-5) were performed at selected
locations. CPT tests were terminated 60m (maximum) below existing grade and tests were
conducted in accordance to ASTM D 5778. Throughout the test the cone was advanced by
applying thrust on 1m long 36mm diameter rod at a rate of 2.0cm/sec. After advancement of
each 1m segment subsequent rod was attached and operation was repeated.
The cone manufactured by GeoMil is a subtraction type cone equipped with
instruments to measure (a) Cone Pressure, (b) Sleeve Friction, and (c) Dynamic Pore
Pressure; furthermore, the cone is also equipped with two inclinometers to monitor its
verticality at all times. Depth of the cone was recorded using an opto-electric encoder. All
data was recorded for every centimetre automatically in a computer running proprietary
software.
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Prior to commencement of each test, the pressure transducer of the cone was saturated using
silicon oil. The cone was calibrated prior to commencement and at the end of each test
conforming to the specification using CPTest software (from GeoMil), this software also
automatically recorded all data from the cone.
After completion of the test all collected data has been plotted using CPTask
software, which was also used to estimate engineering parameters from the in situ test data.
This software has been used to estimate following engineering parameters: Friction Angle,
Undrained Shear Strength, Relative Density, and Classification.
CPT logs have been enclosed in Appendix B-2.
3.6 FIELD VANE SHEAR TEST
Field Vane Shear Test has been done for measuring the undrained shear strength
parameter of cohesive soil by means of rotating a vane in boreholes.
The test has been performed in a pre-drilled hole, pushing from the surface. A
reaction casing was set to transfer forces to the torque head without twist or slippage. The
drilling work was stopped at 750mm above test level to conform at least five times the outside
diameter of the hole. The vane was advance from the bottom of the hole carefully in a single
thrust to the test depth. The vane was pushed down without giving any blow, vibration, or
rotation. No torque was applied to the rods during the thrust. Vane rod friction in this case
was negligible.
The time from the end of vane penetration to beginning rotation was no more than 5
minutes. Keeping the vane at its position, the torque has been applied to the vane at a rate of
0.1 deg/sec until failure.
The test results have been presented in APPENDIX B-3.
3.7 ELECTRICAL RESISTIVITY TEST
Electrical resistivity tests was carried using a Chauvin-Arnoux (Model: CA6460) Soil
Resistivity Meter at ground surface with electrode spacing of 0.5m, 1.0m, 2.0m 3.0 m, 4.0m,
6m, 8m, and 10m utilizing the Wenner - 4 Pin method. Steel electrode pegs of 2m length were
hammered into the ground at the required spacing and were connected to the resistance meter
as detailed in the diagram below [ASTM G57 95(a)].
Figure 3: Electrical Resistivity Test Set-up
A low voltage 97 Hz square wave current was passed between the two (outer) current
electrodes E, H. The detector measures the voltage drop between the two (inner) potential
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electrodes ES, S, and compares this with internal standard resistors and indicates the
resistance reading in ohms on a LCD display. Soil resistivity is then calculated using the
following formula for the Wenner electrode configuration:
ESSw dR 2 The test results have been presented in APPENDIX B-4.
3.8 PLATE LOAD TESTS
Plate bearing tests were performed in accordance with Indian Standard (IS 1888-82).
A square steel plate 600x600mm size (25mm thick) was bedded horizontally onto the surface
of the test location. Vertical loads were applied incrementally using a hydraulic ram reacting
against the weight of a loaded Kentledge. Loads were determined by reference to a calibrated
pressure gauge connected to the hydraulic ram. Settlement of the test plate was monitored
using two 50mm travel, 0.01mm division dial gauges spaced equally around the plate
perimeter and mounted on an independent tubular reference frame shaded from direct sunlight
and protected from disturbance by wind.
Initial seating loads were then applied to give some compensation for any surface
loosening caused during preparation of the test areas. The seating loads were then released
and the dial gauge readings noted at zero load. Test pressures were then applied as specified.
The plate settlement, as an average of the readings of the two dial gauges, was noted for each
pressure increment until completion of the sequence. The pressure-settlement and settlement-
time graphs of the plate bearing test are presented in Appendix B.
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C H A P T E R - I V I N V E S T I G AT I O N R E S U LT S
4.1 CLASSIFICATION OF SOIL
The Unified Soil Classification System (ASTM D2487) was used to classify the soil
encountered in boring.
4.2 SUMMARY OF FIELD INVESTIGATION
Following list presents borehole number, location coordinates and chainage and ground
surface elevation. Borehole location plans are included in Appendix A. Borehole logs are
included in Appendix B. Table 1: LOCATION COORDITATES & GROUND ELEVATION OF BORE HOLES
BH NO CO-ORDINATES GROUND ELEVATIONNORTHING EASTING
IBH 02 1579.00 1386.00 5.687mIBH-04 1317.00 1395.00 5.366mIBH 05 1031.00 1766.00 5.228mIBH 06 1197.00 1766.00 5.669mIBH 08 967.00 819.00 5.394mIBH 09 1050.00 819.00 5.318mIBH 10 1133.00 819.00 5.495mIBH 11 1216.00 819.00 5.211mIBH 12 1317.00 819.00 5.621mIBH 18 1245.00 1167.00 5.311mIBH 19 1240.00 1635.00 5.321mIBH 20 1165.00 925.00 5.111mIBH 21 1160.00 1431.00 5.229mIBH 22 1163.00 1635.00 5.052mIBH 23 1083.00 925.00 5.532mIBH 24 1164.00 1083.00 5.312mIBH 25 997.00 925.00 5.309mIBH-26 1005.00 1431.00 5.215mIBH-27 1003.00 1635.00 5.521mIBH-28 1280.00 1006.00 5.316mIBH-29 1280.00 1274.00 5.331mIBH-30 1280.00 1546.00 5.312mIBH-31 1216.00 1017.00 5.389mIBH-32 1197.00 1290.00 4.791m
1083.00 1164.00
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Table 2: Test locations for ISCPT
Table 3: TEST LOCATIONS FOR IDCPT
Table 4: Test locations for IERT
BH NOCO-ORDINATES GROUND
ELEVATIONNORTHING EASTINGIBH 33 1216.00 1547.00 4.965mIBH 34 1133.00 1017.00 5.125mIBH 35 1114.00 1291.00 5.259mIBH 36 1133.00 1547.00 4.846mIBH 37 1050.00 1015.00 5.301mIBH 38 1031.00 1299.00 5.045mIBH 39 1050.00 1554.00 4.957mIBH 40 967.00 1022.00 4.998mIBH 41 967.00 1309.00 4.942mIBH 42 967.00 1557.00 4.992mIBH 46 920.00 1766.00 5.611mIBH 47 1417.00 1798.00 5.461mIBH 48 1317.00 1587.00 5.313mIBH 49 1317.00 1214.00 5.232mIBH 50 1318.00 943.00 5.108mIBH 56 1266.00 1802.00 5.350mIBH 57 1114.00 1796.00 5.151mIBH 67 1264.00 2133.00 0.802mBH 101 951.00 992.00 4.415mBH 104 951.00 1512.00 4.825m
Test NoCO-ORDINATES
NORTHING EASTINGIDCPT 04 1207 1798
Test NoCO-ORDINATES
NORTHING EASTINGIERT-03 836.00 1344.00IERT-04 1346.00 1578.00IERT-06 1009.00 819.00IERT-10 1031.00 1625.00
987 18031243 1414998 1124
1344.001344.00 836.00
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Table 5: TEST LOCATIONS FOR IPLT
4.3 LABORATORY TEST
Following table lists the schedule of laboratory test undertaken. All tests were under taken at
DCLs own laboratory in Dhaka. A table summarizing all tests result is enclosed in
Appendix-D, and all laboratory test reports are enclosed in Appendix-C.
Table 6: List of Laboratory Tests.
LABORATORY TESTSBulk Density/Unit Weight
Moisture Content TestParticle Size Distribution
Atterberg LimitsShrinkage Limit Specific Gravity
Direct Shear TestUnconfined Compression Strength Test
Standard Proctor Compaction TestModified Proctor Compaction Test
Consolidation TestOrganic Content Test of Soil Sample
Underground Water Sample Test
4.4 GEOTECHNICAL PROPERTIES
4.4.1 SOIL GRADATION
Figure 4 shows the soil gradation envelope of all tests performed under the current
investigation program.
Test NoCO-ORDINATES
NORTHING EASTINGIPLT 04 1240.00 925IPLT 05 1083.00 1635.00IPLT 06 1304.00 1703.00
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Figure 4: Soil Gradation Envelope
4.4.2 SOIL PLASTICITY
Figure 5 shows the plasticity chart of all soil samples tested under the current investigation
program.
Figure 5: Plasticity of Soil Sample
4.5 Correction to SPT-N value:
SPT N-value has been corrected using the following formula:
N60 = (ER / 60%) N
Where:
N60 = SPT blow count corrected for hammer efficiency (blows/ft)
Size (mm)
Per cent Passing
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ER = Hammer efficiency expressed as % of theoretical free fall energy delivered
by the hammer system actually used (80% for automatic trip hammer used in
the field)
N = uncorrected SPT blow count (blows/ft)
Table 7: Corrected SPT & Design SPT Value
C indicates clay/silt of high plasticity type soil
S indicates sandy soil.
Star
t dep
th
(m)
End
dep
th
(m)
Lay
er
Thi
ckne
ss
(m)
Mid Soil Type
(kPa) Pore
-Pr
essu
re
(kPa
) '
(kPa)N N60 N1(60)
0 6 6 3 S 57 29.43 27.57 4 5 8
6 14 8 10 C 190 98.1 91.9 5 7 7
14 19 5 16.5 C 313.5 161.87 151.64 16 21 20
19 30 3 20.5 S 389.5 201.11 188.4 27 36 29
30 40 3 23.5 S 446.5 230.54 215.97 31 41 28
40 50 5 27.5 S 522.5 269.78 252.73 44 59 35
50 60 10 55 S 1045 539.55 505.45 54 72 38
11
10
10
24.5
35.0
45.055.010
Note: unconfined compression test is done on undisturbed soil (UDS) samples. In this project site collection of UDS sample is very difficult and in some cases notpossible. Hence other test results viz field vane shear test etc. is considered.
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C H A P T E R - V A N A L Y S I S & R E C O M M E N D A T I O N S
5.1 GENERAL
A soil anticipated profile diagram is enclosed in Appendix B. As such, recommendations and
calculations for foundation are given per-location basis.
5.2 ANALYSIS FOR FOUNDATION SYSTEM
5.2.1 DESIGN SOIL PROFILE
Based on the field and laboratory test results, design soil profile has been considered as
follows.
Table 8: DESIGN SOIL PROFILE CONSIDERED
Start depth (m) End Depth (m)
Layer Thickness (m) Soil Type
0.00 6 6 S 6.00 14 8 C
14.00 19 5 C 19.00 22 3 S 22.00 25 3 S 25.00 30 5 S 30.00 40 10 S 40.00 50 10 S 50.00 60 10 S
5.3 ANALYSIS FOR SHALLOW FOUNDATION
5.3.1 BEARING CAPACITY
Due to the presence of very loose to loose dredged material (sand filled) followed by soft silty
soil at the upper horizon, it is not recommended to implement shallow foundation in the
proposed site for heavy or major structure with bearing capacity greater than 50 KN/m2; as it
is likely to consolidate under induced pressure of shallow foundation resulting in excessive
settlement. In the liquefaction analysis (referred on Chapter VI) it is found that, the filled up
dredged sand up to 6m below the G.L is susceptible to liquefaction Hence, minor structures
having a pressure intensity less than 50 kN/m2 may be rested on isolated shallow foundation
with necessary ground improvement as described elsewhere.
5.4 DEEP FOUNDATION
5.4.1 BORED CAST-IN SITU PILES & DRIVEN CAST IN SITU PILE:
Due to presence of dredged sand fill and very soft to soft Organic/ Inorganic Silt up to 14m
depth from G.L, pile foundation shall be adopted for structures having pressure intensity
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greater than 50 kN/m2 with pile terminating below the 14m depth .In case of Bored Cast In-
situ Piles, temporary casing can be provided up to the depth of about 16 m below the existing
G.L.
5.4.2 ANALYSIS BORED CAST-IN-SITU PILES
Ultimate Pile capacities have been calculated based on methods outlined in "Nominal Axial
Compression Resistance of Single Drilled Shaft" in AASTHO LRFD 2007 -Section 10. The
ultimate unit is given by the relationship following relationship for drilled shaft:
= + In which:
=
= Where:
= Nominal Shaft Tip Resistance
= Nominal Shaft Side Resistance
= Unit Tip Resistance
= Unit Side Resistance
= Resistance factor for tip resistance
= Resistance factor for side resistance
5.4.3 SIDE RESISTANCE FOR CAST-IN-SITU PILES
Nominal side resistance in cohesive soil is determined by following equation:
=
In which:
Where:
= Undrained Shear Strength (MPa)
= Adhesion Factor (dimensionless)
= Atmospheric pressure (= 0.101MPa)
Side Resistance in cohesionless sandy soil:
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Nominal side resistance in cohesion-less soil is determined by following equation ( -
method):
For :
For :
Where:
= Vertical effective stress at soil layer mid-depth
Load Transfer coefficient (dimensionless)
z = Depth below ground, at soil layer mid-depth
N60 = Average SPT blow count (corrected only for hammer efficiency) = (ER/60%)N and
ER=80% for automatic trip hammer (Equation 10.4.6.2.4-2 of AASHTO LRFD 2007)
5.4.4 TIP RESISTANCE FOR CAST-IN-SITU PILES
Tip Resistance in cohesionless soil may be estimated using following equation:
Where:
= Atmospheric pressure (=0.101MPa)
= vertical effective stress at the tip elevation of the shaft (MPa)
N60 = Average SPT blow count (corrected only for hammer efficiency) in the design zone
under consideration (blows/300mm)
Based on the above design SPT N-values and data obtained from field and laboratory tests,
following pile capacity has been estimated (Calculation is enclosed in the Appendix-D):
5.4.5 ESTIMATED PILE CAPACITY FOR CAST-IN-SITU PILES
Using AASHTO LRFD -2007 procedure following working load capacities of different sizes
was calculated based on SPT Value.
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Table 9: Estimated Drilled Shaft Capacity for different diameter based on SPT
5.4.6 ESTIMATED PILE CAPACITY FOR CAST-IN-SITU PILES
Using LCPC procedure following working load capacities of different sizes was calculated
based on CPT Test (Calculation is enclosed in the Appendix-D):
Table 10: Estimated Drilled Shaft Capacity for different diameter based on CPT
(Cut off Level 2.0m below G.L)
The geotechnical capacity of bored cast-in-situ R.C.C Pile terminating in non-cohesive sandy
could be enhanced up to 25% of the above recommended capacity by Tube-a-Manchette
method of Base Grouting.
However, the capacity shall be confirmed by Load Test for particular soil
formation around Toe Level of piles.
Pile diameter
(mm)
Length(m)
Cut-offLevel (m)
Pile capacity(kN)
Compression(kN)
Tension(kN)
Lateral Capacity
Free
H
ead
Fixe
dH
ead
600 30
03
1053 498 40 80760 38 1834 885 55 115900 45 2911 1365 80 1501000 50 3789 1802 100 175600 30
4.5
1111 532 40 80760 38 1924 939 55 115900 45 3035 1439 80 1501000 50 3941 1893 100 175
COL Pile diameter(mm) Length(m)Pile capacity(kN)
Compression(kN) Tension(kN)
3.0m600 30 1365.85 409.4750 38 2377.83 786.2850 45 2809.04 990.161000 50 4483.54 1346.388
4.5m600 30.0 1338.04 411.438750 38.0 2114.68 729.624850 45.0 2666.57 995.9081000 50.0 4955.16 1414.396
789.624
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5.4.7 ANALYSIS OF PRECAST DRIVEN PILES
5.4.7.1 SIDE RESISTANCE FOR DRIVEN PILES
For cohesionless soil:
Nominal side resistance in cohesionless soil for driven displacement pile is determined by
following equation:
Where:
f = unit skin friction for driven piles (kPa)
po = effective overburden pressure at the point
= friction angle between soil and pile wall
Nominal side resistance in cohesive soil is determined by following equation:
=
Where:
x = coefficient that is a function of cx, and
cx = undrained shear strength at depth x.
ax is taken equal to 1 for c less than 24 kPa. For c in excess of 24kPa but less than or
equal to 72 kPa ax decrease linearly from unity at c equal to 24kPa 0.5 at c equal to 72 kPa.
For c in excess of 72 kPa ax is taken as 0.5.
5.4.7.2 TIP RESISTANCE FOR DRIVEN PILES
Tip Resistance (Cohesionless):
Tip Resistance in Cohesionless soil may be estimated using following equation:
Where:
q = unit tip resistance for driven piles (kPa)
po = effective overburden pressure at pile tip
Nq = bearing capacity factor
5.4.8 ESTIMATED PILE CAPACITY FOR PRECAST DRIVEN PILES
Using AASHTO LRFD -2007 procedure following working load capacities of different sizes
was calculated based on SPT Value (Calculation is enclosed in the Appendix-D):
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Table 11: Estimated Capacity of Precast R.C.C. Driven pile (Square Shaped for different
size based on SPT
5.4.9 ESTIMATED PILE CAPACITY FOR PRECAST DRIVEN PILES
Using LCPC procedure following working load capacities of different sizes was calculated
based on CPT Test Results (Calculation is enclosed in the Appendix-D):
Table 12: Estimated Capacity of Precast R.C.C. Driven pile for different size based on
SCPT (Pile top considered at 2m depth from G.L)
The estimated capacity shall be confirmed by load test.
5.4.10 ESTIMATED PILE CAPACITY FOR PRECAST PSC HOLLOW CORE
CONCRETE PILES
Using AASHTO LRFD -2007 procedure following working load capacities of different sizes
was calculated based on SPT Value (Calculation is enclosed in the Appendix-D):
Pile cut off level (m)
Pile size
(mm)Length(m)
Pile capacity(kN)
Compression(kN) Tension(kN)Lateral(kN)Free Head
Fixed Head
2.0
350 21.0 568 256 27 50400 24.0 672 293 35 60450 24.0 782 329 40 70450 26.0 897 393 40 70
Borehole Pile Size(mm) Length(m)Pile capacity(kN)
Compression(kN) Tension(kN)
Design CPT
350 24.0 534 153400 24.0 635 175450 24.0 732 197
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Table 13: Estimated Capacity of Precast PSC Hollow Core Concrete pile for different size
based on SPT (Pile cut off level is considered at GL)
The estimated capacity shall be confirmed by load test.
Pile cut off level (m)
Pile size
(mm)Length(m)
Pile capacity(kN)
Compression(kN) Tension(kN) Lateral(kN)
At GL
400 24.0 461 191 50600 25.0 839 312 80600 30.0 1006 380 80800 25.0 1261 416 110800 30.0 1507 506 110
PSC Hollow core concrete pile considered as circular and thickness considered as 90mm.
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C H A P T E R V I A N A L Y S I S F O R L I Q U E F A C T I O N P O T E N T I A L
6. 1 EXCAVATION, COMPACTION, AND GROUND IMPROVEMENT CRITERIA:
I. SUITABILITY OF ON SITE SOIL AS STRUCTURAL FILL
The materials covering the site near the surface consist of mostly dredged fill
comprises of silty sand material, which are suitable for general backfilling purpose.
Material below Pavements:
Material selected for use in the top 500mm for cut or fill areas in the roadway shall be
in addition to meeting the requirements; the materials passing the #200 (0.076mm) sieve shall
not exceed 35%, the liquid limit & plasticity index for these material shall not be more than
35% & 10% respectively and the swell not exceed 2%.
II. SLOPES FOR EXCAVATION:
The materials covering the site near the surface consist of mostly silty sand. Open
excavation at 1H:1V slope may be permitted for up to 1m depth. Appropriate shoring should
be used for greater excavation particularly during rainy seasons or where it is required.
III. CEMENT FOR UNDERGROUND FOUNDATIONS/STRUCTURES:
Chemical analysis indicates the presence of medium to high sulphate content and falls
in medium to severe Sulphate attack hazard (Ref: Kosmatka and Panarese, 1988, and
Portland Cement Association, 1991). Cement to be used for this project should conform to
the requirement of ASTM Standard Specification C150 or equivalent. Cement shall be
Sulphate resisting type. Cement Type V is recommended in all class of concrete for
foundation structures to be used. It is recommended to use at least 400kg cement per cubic
meter of concrete for pile foundation. It is recommended to undertake a mix-design program
under supervision of a structural engineer for finalizing mix-design of concrete.
IV. GROUND IMPROVEMENT
Very loose to loose dredged material (sand filled) at the upper horizon up to 6m depth
below the existing G.L is susceptible to liquefaction, it is not recommended to implement
shallow foundation at the proposed site for heavy or major structure with bearing capacity
greater than 50kN/m2.
In order to mitigate the liquefaction of site, the following ground improvements are
recommended.
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Pile Foundation shall be adopted for the structures having pressure intensity more
than 50kN/m2 with piles resting below 14 m depth from the existing G.L.
Wherever the pile foundations are provided, in case the pile cut off level is above 4.0
m depth from G.L then dynamic compaction should be done at G.L before installation
of piles; incase pile cut off level is below 4.0 m depth from the G.L, piles can be
directly installed. However, the back filling shall be done with excavated sandy soil
with relative density not less than 80%.
Wherever lightly loaded shallow foundations/ roads/structures having pressure
intensity less than 50kN/m2 are adopted, dynamic compaction should be done prior
to excavation.
6.2 METHODS FOR ANALYSIS OF LIQUEFACTION POTENTIAL
6.2.1 GENERAL
The shear stress induced/developed at different depth during an earthquake depends upon the
overburden pressure while the shear resistance can be calculated based on the SPT values.
The shear stress induces/developed and the shear resistances offered by the soil are evaluated
in terms of Cyclic Stress Ratio (CSR) and the Cyclic Resistance Ratio (CRR) respectively.
The CSR is the ratio of the shear stress developed to the effective over burden pressure at
various depths while the CRR is the ratio of the shear resistance of the soil to the effective
overburden pressure at various depths.
6.2.2 METHOD
I. CALCULATION OF CYCLIC STRESS RATIO
For the determination of the CSR values at various depths, a peak horizontal ground
acceleration coefficient of 0.12 as stated in Bangladesh National Building Code (BNBC 2006)
has been taken in to consideration.
CSR values have been determined using the well-established and widely accepted
methods given by Seed & Idriss (1971) which also included the stress reduction coefficient
which varies with depth.
II. CALCULATION OF CYCLIC RESISTANCE RATIO
The CRR values have been determined using the method given by Robertson (2010)
for an earthquake magnitude of 7.5 giving due consideration to the fact that earthquake of
magnitude greater than 7 have been recorded in Bangladesh. The procedure is an update on
procedure originally published in NCEER-97-0022 (Proceedings of the Workshop on
Evaluation of Liquefaction Resistance of Soils).
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6.3 ANALYSIS OF RESULT
The variations of the CSR and the CRR with depth based on the results of each of the
SPT have been presented in Appendix-D. Factor of safety (F.S) are also included in the
calculation sheet.
Factor of safety has been calculated based on ratio between CRR and CSR. A factor
of safety of less than 1.0 indicates liquefiable soil (Seed and Idriss, 1982, Earthquake
Engineering Research Institute).
Soil is liquefiable up to 6m from ground level as indicated by low factor of safety for
all the boring location.
In view of the above, to mitigate liquefaction, the ground improvement recommended
as discussed above may be adopted.
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C H A P T E R V I I R E F E R E N C E S
1. Geological Map of Bangladesh (1990). Md. Md. Khurshid Alam, AKM Shahidul
Hasan, and Mujibur Rahman Khan, Geological Survey of Bangladesh and John
W. Whitney, United States Geological Survey of Bangladesh. Published by
Geological Survey of Bangladesh.
2. Bangladesh National Building Code (2006). Director, Housing and Building
Research Institute, Ministry of Housing and Public Works.
3. American Society for Testing and Materials (ASTM).
4. American Association of State Highway and Transportation Organization
(AASHTO).
5. Indian Standard (IS).
(2015)
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C H A P T E R - V I I I R E C O M M E N D A T I O N S & C O N C L U S I ON S
8.1 RECOMMENDATIONS FOR FOUNDATION SYSTEM
Minor structures having a pressure intensity less than 50 kN/m2 may be rested on isolated
shallow foundation with necessary ground improvement as described elsewhere.
Pile Foundation shall be adopted for the structures having pressure intensity more than
50kN/m2 with piles resting below 14 m depth from the existing G.L.
Wherever the pile foundations are provided, in case the pile cut off level is above 4.0 m depth
from G.L then dynamic compaction should be done at G.L before installation of piles; incase
pile cut off level is below 4.0 m depth from the G.L, piles can be directly installed. However,
the back filling shall be done with excavated sandy soil with relative density not less than
80%.
Wherever lightly loaded shallow foundations/ roads/structures having pressure intensity less
than 50kN/m2 are adopted, dynamic compaction should be done prior to excavation.
The recommended safe load carrying capacity of piles as follows.
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G E O T E C H N I C A L I N V E S T I G A T I O N R E P O R T O N 2X660MW MAITREE SUPER THERMAL POWER PROJECT; RAMPAL, BAGERHAT
P A R T 2 . 0 : V O L U M E - 0 1 : C O A L S T O C K A R E A
8.2 RECOMMENDED PILE CAPACITY FOR BORED CAST-IN-SITU RCC PILES
Table 14: RECOMMENDED PILE CAPACITY FOR BORED CAST-IN-SITU RCC
PILES
8.3 RECOMMENDED PILE CAPACITY FOR PRECAST DRIVEN PILES
Table 15: RECOMMENDED PILE CAPACITY FOR PRECAST DRIVEN PILES
8.4 RECOMMENDED PILE CAPACITY FOR PRECAST PSC HOLLOW CORE CONCRETE PILES
Table 16: RECOMMENDED PILE CAPACITY FOR PRECAST PSC HOLLOW CORE
CONCRETE PILES
* Pile Length is evaluated considering maximum L/D ratio 50.
Pile diameter
(mm)
Length(m)
Cut-offLevel (m)
Pile capacity(kN)
Compression(kN)
Tension(kN)
Lateral Capacity
Free
H
ead
Fixe
dH
ead
600 30
03
1053 498 40 80760 38 1834 885 55 115900 45 2911 1365 80 1501000 50 3789 1802 100 175600 30
4.5
1111 532 40 80760 38 1924 939 55 115900 45 3035 1439 80 1501000 50 3941 1893 100 175
Pile cut offlevel (m)
Pile size
(mm)Length(m)
Pile capacity(kN)
Compression(kN) Tension(kN)Lateral(kN)
Free Head
Fixed Head
2.0
350 21.0 568 256 27 50400 24.0 672 293 35 60450 24.0 782 329 40 70450 26.0 897 393 40 70
Pile cut off level (m)
Pile size
(mm)Length(m)
Pile capacity(kN)
Compression(kN) Tension(kN) Lateral(kN)
At GL
400 24.0 461 191 50600 25.0 839 312 80600 30.0 1006 380 80800 25.0 1261 416 110800 30.0 1507 506 110
409.4787.51016
1346.38411.43790.41040.41414.396
485635732843
153175197
216
TENDER NO - PSER:SCT:KLN-C1860:17 (TCN-02)
-
G E O T E C H N I C A L I N V E S T I G A T I O N R E P O R T O N 2X660MW MAITREE SUPER THERMAL POWER PROJECT; RAMPAL, BAGERHAT
P A R T 2 . 0 : V O L U M E - 0 1 : C O A L S T O C K A R E A
** The recommended pile Capacities shall be confirmed by conducting pile load test.
8.5 RECOMMENDATIONS FOR CHEMICAL ANALYSIS
Electrical resistivity of subsoil is given in Appendix B: ERT Results.
Cement to be used for this project should conform to the requirement of ASTM Standard
Specification C150 or equivalent. Cement shall be Sulphate resisting type. Cement Type V is
recommended in all class of concrete for foundation structures to be used. It is recommended
to use at least 400kg cement per cubic meter of concrete for pile foundation. It is
recommended to undertake a mix-design program under supervision of a structural engineer
for finalizing mix-design of concrete.
TENDER NO - PSER:SCT:KLN-C1860:17 (TCN-02)
-
TENDER NO - PSER:SCT:KLN-C1860:17 (TCN-02)
-
TENDER NO - PSER:SCT:KLN-C1860:17 (TCN-02)
-
House 11, Road 19/A, Sector 04,Uttara Model Town, Dhaka 1230
Phone +880-2-58957231, Fax +880-2-58957283
Email: [email protected], Web: http://www.dcl-fcl.com
TENDER NO - PSER:SCT:KLN-C1860:17 (TCN-02)
-
TENDER NO - PSER:SCT:KLN-C1860:17 (TCN-02)
-
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
16.0
17.0
18.0
19.0
20.0
21.0
22.0
23.0
24.0
25.0
26.0
27.0
28.0
29.0
30.0
Dep
th (m
)
Sam
ple
No.
10 20 30 40 500Typ
e
eo CcGsYdYtw
(%)P.I.L.L.Fines(%)
Sand(%) Cr
GrainSize
AtterbergLimits
UnitWeight(kN/m)
Consolidation ShearStrength
Laye
r Sym
bol
Spe
cific
Gra
vitY
ClaySiltSandGravel
Moi
stur
eC
onte
nt
Gravel(%) E
lev
(m)
Borehole: IBH- 4Depth:70m
Start: 02.08.16End: 05.08.16
D1
D3
D4
D5
D6
D7
D8
D12
D13
D14
D15
D16
D17
D18
D19
D2
Sam
ple
Rec
. (m
m)
150m
m
150m
m
150m
m
N-V
alue
01 02 03 05
03 03 04 07
03 04 05 09
02 03 04 07
06 08 14 22
07 09 16 25
08 11 13 24
c /s(kN/m)
u u
D9
D10
D1102 02 03 05
D20
C = Compression IndexcG = Specific Gravitys
Y = Dry Unit WeightdY = Bulk Unit Weightt
w = Moisture ContentP.I. = Plasticity IndexL.L. = Liquid Limit
C = Re-compression Indexr
D = Disturbed SampleUD = Undisturbed Sample
WD = Depth of Water Measured 24h after Completion of DrillingLeg
end e = Initial Void Ratioo
C = Undrained CohesionS = Undrained Shear Strengthu
u
250
(Deg)
= Angle of Internal Friction
DST = Direct Shear Test
01 02 02 04
01 02 02 04
E: 1395mN: 1317mGL : 5.366m
WD(m) 2.80m
260
270
280
450
450
420
430
330
320
290
270
00 00 00 00
02 03 04 07
09 12 14 26
D21 28006 11 12 23
3.0
2.0
1.0
0.0
-1.0
-2.0
-3.0
-4.0
-5.0
-6.0
-7.0
-8.0
-9.0
-10.0
-11.0
-12.0
-13.0
-14.0
-15.0
-16.0
-17.0
-18.0
-19.0
-20.0
-21.0
-24.0
-23.0
-22.0
5.0
4.0
450
450
00 00 01 01
DEVELOPMENT CONSTRUCTIONS LIMITED.Geotechnical Engineering Laboratory. Dhaka.House 11. Road 19A. Sector 4. Uttara. Dhaka 1230. Bangladesh.Phone: +880-2-58957231. Fax: (880) 2-58957283. Email: [email protected]. Client: Bharat Heavy Electricals Limited.
Project: 2x660MW Maitree SuperThermal Power Project.Location: Rampal,Bagerhat.
Owner:Bangladesh India FriendshipPower Company (Pvt) Limited.(BIFPCL)
01 01 02 03
UDS-1 420
01 01 01 02
UDS-2 430
-25.0
Checked BY: Priodeep ChowdhuryApproved BY: Eng. Roknuz zaman
Drawn BY: Md. Emran Uddin
Date : 27.09.16
01 02 02 04
260
01 01 02 03
00 00 00 00
450
450
450
450
450
02 02 03 05
00 53 47 N P
00 08 92 37 10
00 05 95 53 24
00 81 19 N P
SM- Silty Sand.Medium. Grey.
ML- Silt. Stiff. Mediumto Very stiff. Grey.
MH- Elastic Silt. VerySoft. Grey.
SM- Silty Sand. VeryLoose to Loose.Grey.
44.0217.7012.29 2.66
Standard Penetration TestDia/Depth of Casing:- 150mm/6.5m
TENDER NO - PSER:SCT:KLN-C1860:17 (TCN-02)
-
Dep
th (m
)
Sam
ple
No.
10 20 30 40 500Typ
e
eo CcGsYdYtw
(%)P.I.L.L.Fines(%)
Sand(%) Cr
GrainSize
AtterbergLimits
UnitWeight(kN/m)
Consolidation ShearStrength
Laye
r Sym
bol
Spe
cific
Gra
vitY
ClaySiltSandGravel
Moi
stur
eC
onte
nt
Gravel(%) E
lev
(m)
Sam
ple
Rec
. (m
m)
150m
m
150m
m
150m
m
N-V
alue c /s
(kN/m) u u
C = Compression IndexcG = Specific Gravitys
Y = Dry Unit WeightdY = Bulk Unit Weightt
w = Moisture ContentP.I. = Plasticity IndexL.L. = Liquid Limit
C = Re-compression Indexr
D = Disturbed SampleUD = Undisturbed Sample
WD = Depth of Water Measured 24h after Completion of DrillingLeg
end e = Initial Void Ratioo
C = Undrained CohesionS = Undrained Shear Strengthu
u
(Deg)
= Angle of Internal Friction
DST = Direct Shear Test
D23 27010 12 15 27
34.0
35.0
D24 26011 12 17 29
36.0
D25 25010 14 18 34
D26 24012 16 20 36
D27 23010 15 22 37
37.0
38.0
39.0
40.0
31.0
32.0
33.0
D22 29008 10 20 30
-28.0
-29.0
-30.0
-31.0
-32.0
-33.0
-34.0
-27.0
-26.0
D28 22010 19 20 39
DEVELOPMENT CONSTRUCTIONS LIMITED.Geotechnical Engineering Laboratory. Dhaka.House 11. Road 19A. Sector 4. Uttara. Dhaka 1230. Bangladesh.Phone: +880-2-58957231. Fax: (880) 2-58957283. Email: [email protected]. Client: Bharat Heavy Electricals Limited.
Project: 2x660MW Maitree SuperThermal Power Project.Location: Rampal,Bagerhat.
Owner:Bangladesh India FriendshipPower Company (Pvt) Limited.(BIFPCL)
D29 24012 18 20 38
D30 45006 07 07 14
D31 24016 17 27 44
D32 18034 61 (50 blows/150mm)
D33 21022 34 42 76
D34 22020 30 40 70
D35 230
D36 19026 40 24 64
D37 20024 38 38 76
D38 22025 25 25 50
D39 23020 32 37 69
41.0
-35.0
42.0
-36.0
43.0
-37.0
44.0
-38.0
45.0
-39.0
46.0
-40.0
47.0
-41.0
48.0
-42.0
49.0
-43.0
50.0
-44.0
51.0
-45.0
52.0
-46.0
53.0
-47.0
54.0
-48.0
55.0
-49.0
56.0
-50.0
57.0
-51.0
58.0
-52.0
59.0
-53.0
60.0
-54.0
D40 18030 62 08 70 (210mm/ Frist 50 blows)
D41 23016 22 24 46
D42 180 61.0
-55.0
Checked BY: Priodeep ChowdhuryApproved BY: Eng. Roknuz zaman
Drawn BY: Md. Emran Uddin
Date : 27.09.16
UDS-3 380
14 15 19 34
35 64 (50 blows/150mm)
(402mm/ Frist 50 blows)
(265mm/ Frist 50 blows)
(300mm/ Frist 50 blows)
(260mm/ Frist 50 blows)
(250mm/ Frist 50 blows)
(450mm/ Frist 50 blows)
(400mm/ Frist 50 blows)
(280mm/ Frist 50 blows)
00 92 08 N P
00 67 33 N P
00 02 98 40 13
00 46 54 N P
SP-SM - Poorly gradedSand with Silt. Denseto Very Dense. Grey.
SM- Silty Sand. VeryDense. Grey.
ML- Silt. Stiff. Grey.
ML- Sandy Silt. VeryStiff to Hard. Grey.
28.5019.3715.07 2.68
Standard Penetration TestDia/Depth of Casing:- 150mm/6.5m Borehole:
IBH- 4Depth:70m
Start: 02.08.16End: 05.08.16
E: 1395mN: 1317mGL : 5.366m
WD(m) 2.80m
TENDER NO - PSER:SCT:KLN-C1860:17 (TCN-02)
-
Dep
th (m
)
Sam
ple
No.
10 20 30 40 500Typ
e
eo CcGsYdYtw
(%)P.I.L.L.Fines(%)
Sand(%) Cr
GrainSize
AtterbergLimits
UnitWeight(kN/m)
Consolidation ShearStrength
Laye
r Sym
bol
Spe
cific
Gra
vitY
ClaySiltSandGravel
Moi
stur
eC
onte
nt
Gravel(%) E
lev
(m)
Sam
ple
Rec
. (m
m)
150m
m
150m
m
150m
m
N-V
alue c /s
(kN/m) u u
C = Compression IndexcG = Specific Gravitys
Y = Dry Unit WeightdY = Bulk Unit Weightt
w = Moisture ContentP.I. = Plasticity IndexL.L. = Liquid Limit
C = Re-compression Indexr
D = Disturbed SampleUD = Undisturbed Sample
WD = Depth of Water Measured 24h after Completion of DrillingLeg
end e = Initial Void Ratioo
C = Undrained CohesionS = Undrained Shear Strengthu
u
(Deg)
= Angle of Internal Friction
DST = Direct Shear Test
END OF BORING
DEVELOPMENT CONSTRUCTIONS LIMITED.Geotechnical Engineering Laboratory. Dhaka.House 11. Road 19A. Sector 4. Uttara. Dhaka 1230. Bangladesh.Phone: +880-2-58957231. Fax: (880) 2-58957283. Email: [email protected]. Client: Bharat Heavy Electricals Limited.
Project: 2x660MW Maitree SuperThermal Power Project.Location: Rampal,Bagerhat.
Owner:Bangladesh India FriendshipPower Company (Pvt) Limited.(BIFPCL)
D43 17062.0
-56.0
63.0
-57.0
64.0
-58.0
65.0
-59.0
66.0
-60.0
67.0
-61.0
68.0
-62.0
D44 180
D45 24030 40 30 70 (220mm/ Frist 50 blows)
D46 25022 24 25 49 (320mm/ Frist 50 blows)
D47 24020 24 28 52 (325mm/ Frist 50 blows) 69.0
-63.0
70.0
-64.0
-65.0
Checked BY: Priodeep ChowdhuryApproved BY: Eng. Roknuz zaman
Drawn BY: Md. Emran Uddin
Date : 27.09.16
33 68 (50 blows/150mm)
30 66 (50 blows/150mm)
D47 25022 23 27 50 (322mm/ Frist 50 blows)
SP-SM - Poorly gradedSand with Silt. Denseto Very Dense. Grey.
Standard Penetration TestDia/Depth of Casing:- 150mm/6.5m Borehole:
IBH- 4Depth:70m
Start: 02.08.16End: 05.08.16
E: 1395mN: 1317mGL : 5.366m
WD(m) 2.80m
TENDER NO - PSER:SCT:KLN-C1860:17 (TCN-02)
-
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
16.0
17.0
18.0
19.0
20.0
21.0
22.0
23.0
24.0
25.0
26.0
27.0
28.0
29.0
30.0
Dep
th (m
)
Sam
ple
No.
10 20 30 40 500Typ
e
eo CcGsYdYtw
(%)P.I.L.L.Fines(%)
Sand(%) Cr
GrainSize
AtterbergLimits
UnitWeight(kN/m)
Consolidation ShearStrength
Laye
r Sym
bol
Spe
cific
Gra
vitY
ClaySiltSandGravel
Moi
stur
eC
onte
nt
Gravel(%) E
lev
(m)
Borehole: IBH- 6Depth:40m
Start: 30.06.16End: 01.07.16
D1
D3
D4
D5
D6
D7
D8
D12
D13
D14
D15
D16
D17
D18
D19
D2
Sam
ple
Rec
. (m
m)
150m
m
150m
m
150m
m
N-V
alue
00 01 01 02
02 02 03 05
10 12 15 27
08 13 16 29
09 11 12 23
11 13 17 30
08 12 15 27
10 14 18 32
09 13 20 33
c /s(kN/m)
u u
D9
D10
D1105 07 08 15
D20
C = Compression IndexcG = Specific Gravitys
Y = Dry Unit WeightdY = Bulk Unit Weightt
w = Moisture ContentP.I. = Plasticity IndexL.L. = Liquid Limit
C = Re-compression Indexr
D = Disturbed SampleUD = Undisturbed Sample
WD = Depth of Water Measured 24h after Completion of DrillingLeg
end e = Initial Void Ratioo
C = Undrained CohesionS = Undrained Shear Strengthu
u
450
(Deg)
= Angle of Internal Friction
DST = Direct Shear Test
01 01 02 03
03 05 05 10
E: 1766mN: 1197mGL : 5.669m
WD(m) 1.15m
470
430
440
420
430
420
420
400
380
420
370
400
420
390
360
01 01 01 02
02 02 03 05
06 09 12 21
16 17 21 38
D21 41013 15 18 33
3.0
2.0
1.0
0.0
-1.0
-2.0
-3.0
-4.0
-5.0
-6.0
-7.0
-8.0
-9.0
-10.0
-11.0
-12.0
-13.0
-14.0
-15.0
-16.0
-17.0
-18.0
-19.0
-20.0
-21.0
-24.0
-23.0
-22.0
5.0
4.0
440
470
440
450
02 03 03 06
01 01 02 03
01 02 02 04UDS-1 300
01 01 02 03
UDS-2 340
(445mm/ Frist 50 blows)
Checked BY: Priodeep ChowdhuryApproved BY: Eng. Roknuz zaman
Drawn BY: Md. Emran Uddin
Date : 27.09.16
DEVELOPMENT CONSTRUCTIONS LIMITED.Geotechnical Engineering Laboratory. Dhaka.House 11. Road 19A. Sector 4. Uttara. Dhaka 1230. Bangladesh.Phone: +880-2-58957231. Fax: (880) 2-58957283. Email: [email protected]. Client: Bharat Heavy Electricals Limited.
Project: 2x660MW Maitree SuperThermal Power Project.Location: Rampal,Bagerhat.
Owner:Bangladesh India FriendshipPower Company (Pvt) Limited.(BIFPCL)
00 92 08 N P
00 92 08 N P
00 92 08 N P
00 92 08 N P
SM- Silty Sand.Medium to Dense.Grey.
MH- Elastic Silt. Soft toStiff. Grey.
SP - Poorly gradedSand.Very Loose toLoose. Grey.
46.4617.5611.99 2.68
Standard Penetration TestDia/Depth of Casing:- 150mm/6.5m
TENDER NO - PSER:SCT:KLN-C1860:17 (TCN-02)
-
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
16.0
17.0
18.0
19.0
20.0
21.0
22.0
23.0
24.0
25.0
26.0
27.0
28.0
29.0
30.0
Dep
th (m
)
Sam
ple
No.
10 20 30 40 500Typ
e
eo CcGsYdYtw
(%)P.I.L.L.Fines(%)
Sand(%) Cr
GrainSize
AtterbergLimits
UnitWeight(kN/m)
Consolidation ShearStrength
Laye
r Sym
bol
Spe
cific
Gra
vitY
ClaySiltSandGravel
Moi
stur
eC
onte
nt
Gravel(%) E
lev
(m)
Borehole: IBH- 5Depth:40m
Start: 27.06.16End: 29.06.16
D1
D3
D4
D5
D6
D7
D8
D12
D13
D14
D15
D16
D17
D18
D19
D2
Sam
ple
Rec
. (m
m)
150m
m
150m
m
150m
m
N-V
alue
00 01 01 02
02 02 03 05
10 12 15 27
08 13 16 29
09 11 12 23
11 13 17 30
08 12 15 27
10 14 18 32
09 13 20 33
c /s(kN/m)
u u
D9
D10
D1105 07 08 15
D20
C = Compression IndexcG = Specific Gravitys
Y = Dry Unit WeightdY = Bulk Unit Weightt
w = Moisture ContentP.I. = Plasticity IndexL.L. = Liquid Limit
C = Re-compression Indexr
D = Disturbed SampleUD = Undisturbed Sample
WD = Depth of Water Measured 24h after Completion of DrillingLeg
end e = Initial Void Ratioo
C = Undrained CohesionS = Undrained Shear Strengthu
u
450
(Deg)
= Angle of Internal Friction
DST = Direct Shear Test
01 01 02 03
03 05 05 10
E: 1766mN: 1031mGL : 5.228m
WD(m) 1.20m
470
430
440
420
430
420
420
400
380
420
370
400
420
390
360
01 01 01 02
02 02 03 05
06 09 12 21
16 17 21 38
D21 41013 15 18 33
3.0
2.0
1.0
0.0
-1.0
-2.0
-3.0
-4.0
-5.0
-6.0
-7.0
-8.0
-9.0
-10.0
-11.0
-12.0
-13.0
-14.0
-15.0
-16.0
-17.0
-18.0
-19.0
-20.0
-21.0
-24.0
-23.0
-22.0
5.0
4.0
440
470
440
450
02 03 03 06
-24.0
01 01 02 03
01 02 02 04UDS-1 300
01 01 02 03
UDS-2 340
(445mm/ Frist 50 blows)
Checked BY: Priodeep ChowdhuryApproved BY: Eng. Roknuz zaman
Drawn BY: Md. Emran Uddin
Date : 27.09.16
DEVELOPMENT CONSTRUCTIONS LIMITED.Geotechnical Engineering Laboratory. Dhaka.House 11. Road 19A. Sector 4. Uttara. Dhaka 1230. Bangladesh.Phone: +880-2-58957231. Fax: (880) 2-58957283. Email: [email protected]. Client: Bharat Heavy Electricals Limited.
Project: 2x660MW Maitree SuperThermal Power Project.Location: Rampal,Bagerhat.
Owner:Bangladesh India FriendshipPower Company (Pvt) Limited.(BIFPCL)
00 11 89 53 22
00 17 83 37 10
00 14 86 40 13
ML- Silt.Very Stiff.Grey.
ML- Silt with sand.Stiff.Grey.
MH- Elastic Silt. Softto Mediume. Grey.
42.8016.3411.44
43.1017.4212.17
SP - Poorly gradedSand.Very Loose toLoose. Grey.
2.67
Standard Penetration TestDia/Depth of Casing:- 150mm/6.5m
TENDER NO - PSER:SCT:KLN-C1860:17 (TCN-02)
-
Dep
th (m
)
Sam
ple
No.
10 20 30 40 500Typ
e
eo CcGsYdYtw
(%)P.I.L.L.Fines(%)
Sand(%) Cr
GrainSize
AtterbergLimits
UnitWeight(kN/m)
Consolidation ShearStrength
Laye
r Sym
bol
Spe
cific
Gra
vitY
ClaySiltSandGravel
Moi
stur
eC
onte
nt
Gravel(%) E
lev
(m)
Sam
ple
Rec
. (m
m)
150m
m
150m
m
150m
m
N-V
alue c /s
(kN/m) u u
C = Compression IndexcG = Specific Gravitys
Y = Dry Unit WeightdY = Bulk Unit Weightt
w = Moisture ContentP.I. = Plasticity IndexL.L. = Liquid Limit
C = Re-compression Indexr
D = Disturbed SampleUD = Undisturbed Sample
WD = Depth of Water Measured 24h after Completion of DrillingLeg
end e = Initial Void Ratioo
C = Undrained CohesionS = Undrained Shear Strengthu
u
(Deg)
= Angle of Internal Friction
DST = Direct Shear Test
END OF BORING
D23 42014 14 20 34
34.0
35.0
D24 37019 29 32 61
36.0
D25 39017 20 28 48
D26 36012 15 17 32
D27 44007 08 09 17
37.0
38.0
39.0
40.0
31.0
32.0
33.0
D22 39018 20 25 45
-28.0
-29.0
-30.0
-31.0
-32.0
-33.0
-34.0
-27.0
-26.0
D28 42009 11 14 25
(380mm/ Frist 50 blows)
(290mm/ Frist 50 blows)
(360mm/ Frist 50 blows)
-35.0
Checked BY: Priodeep ChowdhuryApproved BY: Eng. Roknuz zaman
Drawn BY: Md. Emran Uddin
Date : 27.09.16
DEVELOPMENT CONSTRUCTIONS LIMITED.Geotechnical Engineering Laboratory. Dhaka.House 11. Road 19A. Sector 4. Uttara. Dhaka 1230. Bangladesh.Phone: +880-2-58957231. Fax: (880) 2-58957283. Email: [email protected]. Client: Bharat Heavy Electricals Limited.
Project: 2x660MW Maitree SuperThermal Power Project.Location: Rampal,Bagerhat.
Owner:Bangladesh India FriendshipPower Company (Pvt) Limited.(BIFPCL)
00 24 76 34 08 ML- Silt with sand.VeryStiff to Hard. Grey.
DST 25.9 30.7
Standard Penetration TestDia/Depth of Casing:- 150mm/6.5m Borehole:
IBH- 5Depth:40m
Start: 27.06.16End: 29.06.16
E: 1766mN: 1031mGL : 5.228m
WD(m) 1.20m
TENDER NO - PSER:SCT:KLN-C1860:17 (TCN-02)
-
Dep
th (m
)
Sam
ple
No.
10 20 30 40 500Typ
e
eo CcGsYdYtw
(%)P.I.L.L.Fines(%)
Sand(%) Cr
GrainSize
AtterbergLimits
UnitWeight(kN/m)
Consolidation ShearStrength
Laye
r Sym
bol
Spe
cific
Gra
vitY
ClaySiltSandGravel
Moi
stur
eC
onte
nt
Gravel(%) E
lev
(m)
Sam
ple
Rec
. (m
m)
150m
m
150m
m
150m
m
N-V
alue c /s
(kN/m) u u
C = Compression IndexcG = Specific Gravitys
Y = Dry Unit WeightdY = Bulk Unit Weightt
w = Moisture ContentP.I. = Plasticity IndexL.L. = Liquid Limit
C = Re-compression Indexr
D = Disturbed SampleUD = Undisturbed Sample
WD = Depth of Water Measured 24h after Completion of DrillingLeg
end e = Initial Void Ratioo
C = Undrained CohesionS = Undrained Shear Strengthu
u
(Deg)
= Angle of Internal Friction
DST = Direct Shear Test
END OF BORING
D23 42014 14 20 34
34.0
35.0
D24 37019 29 32 61
36.0
D25 39017 20 28 48
D26 36012 15 17 32
D27 44007 08 09 17
37.0
38.0
39.0
40.0
31.0
32.0
33.0
D22 39018 20 25 45
-28.0
-29.0
-30.0
-31.0
-32.0
-33.0
-34.0
-27.0
D28 42009 11 14 25
(380mm/ Frist 50 blows)
(290mm/ Frist 50 blows)
(360mm/ Frist 50 blows)
-35.0
Checked BY: Priodeep ChowdhuryApproved BY: Eng. Roknuz zaman
Drawn BY: Md. Emran Uddin
Date : 27.09.16
DEVELOPMENT CONSTRUCTIONS LIMITED.Geotechnical Engineering Laboratory. Dhaka.House 11. Road 19A. Sector 4. Uttara. Dhaka 1230. Bangladesh.Phone: +880-2-58957231. Fax: (880) 2-58957283. Email: [email protected]. Client: Bharat Heavy Electricals Limited.
Project: 2x660MW Maitree SuperThermal Power Project.Location: Rampal,Bagerhat.
Owner:Bangladesh India FriendshipPower Company (Pvt) Limited.(BIFPCL)
-26.0
-25.0
ML- Silt with sand.VeryStiff to Hard. Grey.
Standard Penetration TestDia/Depth of Casing:- 150mm/6.5m Borehole:
IBH- 6Depth:40m
Start: 30.06.16End: 01.07.16
E: 1766mN: 1197mGL : 5.669m
WD(m) 1.15m
TENDER NO - PSER:SCT:KLN-C1860:17 (TCN-02)
-
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
16.0
17.0
18.0
19.0
20.0
21.0
22.0
23.0
24.0
25.0
26.0
27.0
28.0
29.0
30.0
Dep
th (m
)
Sam
ple
No.
10 20 30 40 500Typ
e
eo CcGsYdYtw
(%)P.I.L.L.Fines(%)
Sand(%) Cr
GrainSize
AtterbergLimits
UnitWeight(kN/m)
Consolidation ShearStrength
Laye
r Sym
bol
Spe
cific
Gra
vitY
ClaySiltSandGravel
Moi
stur
eC
onte
nt
Gravel(%) E
lev
(m) Borehole: IBH- 8
Depth:40mStart: 30.07.16End: 01.08.16
D1
D3
D4
D5
D6
D7
D8
D12
D13
D14
D15
D16
D17
D18
D19
D2
Sam
ple
Rec
. (m
m)
150m
m
150m
m
150m
m
N-V
alue
02 03 03 06
03 04 05 09
04 06 06 12
07 09 10 19
08 13 15 28
10 16 17 33
08 14 15 29
05 06 08 14
c /s(kN/m)
u u
D9
D10
D1103 04 05 09
D20
C = Compression IndexcG = Specific Gravitys
Y = Dry Unit WeightdY = Bulk Unit Weightt
w = Moisture ContentP.I. = Plasticity IndexL.L. = Liquid Limit
C = Re-compression Indexr
D = Disturbed SampleUD = Undisturbed Sample
WD = Depth of Water Measured 24h after Completion of DrillingLeg
end e = Initial Void Ratioo
C = Undrained CohesionS = Undrained Shear Strengthu
u
360
(Deg)
= Angle of Internal Friction
DST = Direct Shear Test
03 03 04 07
E: 819mN: 967mGL : 5.394m
WD(m) 0.95m
340
330
370
350
340
400
400
370
340
360
380
350
380
360
01 02 02 04
00 00 00 00
03 04 04 08
07 10 12 22
D21 37009 11 15 26
3.0
2.0
1.0
0.0
-1.0
-2.0
-3.0
-4.0
-5.0
-6.0
-7.0
-8.0
-9.0
-10.0
-11.0
-12.0
-13.0
-14.0
-15.0
-16.0
-17.0
-18.0
-19.0
-20.0
-21.0
-24.0
-23.0
-22.0
5.0
4.0
390
420
380
390
04 05 06 11
02 03 03 06
00 01 01 02
(50 blows/305mm)
(50 blows/305mm)
(50 blows/310mm)
03 03 04 07 (50 blows/310mm)
(50 blows/305mm)
(50 blows/310mm)
VST-1
(50 blows/320mm)
UDS-1 325
00 01 01 02 (50 blows/310mm)
VST-2
(50 blows/320mm)
UDS-2
01 02 02 04 (50 blows/320mm)
(50 blows/315mm)
(50 blows/310mm) 380
(50 blows/305mm)
Checked BY: Priodeep ChowdhuryApproved BY: Eng. Roknuz zaman
Drawn BY: Md. Emran Uddin
Date : 27.09.16
DEVELOPMENT CONSTRUCTIONS LIMITED.Geotechnical Engineering Laboratory. Dhaka.House 11. Road 19A. Sector 4. Uttara. Dhaka 1230. Bangladesh.Phone: +880-2-58957231. Fax: (880) 2-58957283. Email: [email protected]. Client: Bharat Heavy Electricals Limited.
Project: 2x660MW Maitree SuperThermal Power Project.Location: Rampal,Bagerhat.
Owner:Bangladesh India FriendshipPower Company (Pvt) Limited.(BIFPCL)
-25.0
00 93 07 N P
00 03 97 56 25
00 51 49 N P
00 65 35 N P
43.6416.8211.71
ML- Silt. Very Stiff .Grey.
SM- Silty Sand.Medium to Dense.Grey.
MH- Elastic Silt. Soft toStiff. Grey.
SP-SM - Poorly gradedSand with Silt. Loose toMedium. Grey.
2.67
Standard Penetration TestDia/Depth of Casing:- 150mm/6.5m
TENDER NO - PSER:SCT:KLN-C1860:17 (TCN-02)
-
Dep
th (m
)
Sam
ple
No.
10 20 30 40 500Typ
e
eo CcGsYdYtw
(%)P.I.L.L.Fines(%)
Sand(%) Cr
GrainSize
AtterbergLimits
UnitWeight(kN/m)
Consolidation ShearStrength
Laye
r Sym
bol
Spe
cific
Gra
vitY
ClaySiltSandGravel
Moi
stur
eC
onte
nt
Gravel(%) E
lev
(m)
Sam
ple
Rec
. (m
m)
150m
m
150m
m
150m
m
N-V
alue c /s
(kN/m) u u
C = Compression IndexcG = Specific Gravitys
Y = Dry Unit WeightdY = Bulk Unit Weightt
w = Moisture ContentP.I. = Plasticity IndexL.L. = Liquid Limit
C = Re-compression Indexr
D = Disturbed SampleUD = Undisturbed Sample
WD = Depth of Water Measured 24h after Completion of DrillingLeg
end e = Initial Void Ratioo
C = Undrained CohesionS = Undrained Shear Strengthu
u
(Deg)
= Angle of Internal Friction
DST = Direct Shear Test
END OF BORING
D23 40008 11 13 24
34.0
35.0
D24 39008 10 12 22
36.0
D25 34007 11 14 25
D26 33010 13 15 28
D27 28009 12 12 24
37.0
38.0
39.0
40.0
31.0
32.0
33.0
D22 38007 07 10 17
-28.0
-29.0
-30.0
-31.0
-32.0
-33.0
-34.0
-27.0
-26.0
D28 30011 14 16 30
Checked BY: Priodeep ChowdhuryApproved BY: Eng. Roknuz zaman
Drawn BY: Md. Emran Uddin
Date : 27.09.16
DEVELOPMENT CONSTRUCTIONS LIMITED.Geotechnical Engineering Laboratory. Dhaka.House 11. Road 19A. Sector 4. Uttara. Dhaka 1230. Bangladesh.Phone: +880-2-58957231. Fax: (880) 2-58957283. Email: [email protected]. Client: Bharat Heavy Electricals Limited.
Project: 2x660MW Maitree SuperThermal Power Project.Location: Rampal,Bagerhat.
Owner:Bangladesh India FriendshipPower Company (Pvt) Limited.(BIFPCL)
-35.0
00 13 87 36 11
ML- Silt. Very Stiff .Grey.
Standard Penetration TestDia/Depth of Casing:- 150mm/6.5m Borehole:
IBH- 8Depth:40m
Start: 30.07.16End: 01.08.16
E: 819mN: 967mGL : 5.394m
WD(m) 0.95m
TENDER NO - PSER:SCT:KLN-C1860:17 (TCN-02)
-
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
11.0
12.0
13.0
14.0
15.0
16.0
17.0
18.0
19.0
20.0
21.0
22.0
23.0
24.0
25.0
26.0
27.0
28.0
29.0
30.0
Dep
th (m
)
Sam
ple
No.
10 20 30 40 500Typ
e
eo CcGsYdYtw
(%)P.I.L.L.Fines(%)
Sand(%) Cr
GrainSize
AtterbergLimits
UnitWeight(kN/m)
Consolidation ShearStrength
Laye
r Sym
bol
Spe