ncc report 2015_corrected by ncclj

SHREE BALAJI TEST HOUSE PVT. LTD.

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AN ISO 9001-2000 LAB

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CONTENTS

SR. NO.

CHAPTER PAGE NO.

1.0 INTRODUCTION 2

2.0 OBJECTIVES OF INVESTIGATION 2

3.0 SCOPE OF WORK 2

4.0 FIELD INVESTIGATION 3-6

5.0 LABORATORY INVESTIGATION 6

6.0 INTERPRETATION OF TEST RESULTS 7

7.0 ANALYSIS OF PILE FOUNDATION 13 - 19

8.0 CONCLUSIONS AND RECOMMENDATIONS 19-24

9.0 LOG OF BOREHOLES 24-38

10.0 GSA CURVE 39-64

11.00 SPT CURVE 40-64


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1.0 INTRODUCTION:

NCCL has proposed to carry out detailed Geotechnical investigations for the proposed construction of Agra Lucknow Expressway Package III for UPEIDA. The work of geotechnical investigation for the above said project was entrusted to M/s Shree Balaji Test House Pvt. Ltd., Faridabad, Haryana.

The report presented herein deals with the analysis of field and laboratory test results, type and depth of foundation and recommendations regarding the safe bearing capacity of soil.

2.0 OBJECTIVES OF INVESTIGATION

The purpose and objectives of investigation was to obtain the sub surface conditions at the site so as to evaluate the soil parameter which are required for evaluating the safe bearing capacity of soil for the design and suitability of the foundation for the proposed structure. The knowledge of general geotechnical subsoil characteristics, compressibility and information about ground water table is an essential requirement for the geotechnical engineer, which would assist the designer to design the foundation system.

3.0 SCOPE OF WORK

The detailed scope of work of geotechnical investigation for the project was limited to the following:

Mobilization of equipment and personnel to the project site, setting up the equipment and carrying out the field investigation and demobilization of the same after completion of field work.

Total 72 nos of Boreholes of 100-150mm diameter of depth 15 - 40 m is proposed to drill along the total length of Expressway Package-III. However, this report is made for boreholes BH-1 to 10 and BH 20-22 where it is observed that deep foundations are required.

Conducting standard penetration test at regular depth intervals of 1.5m or at the change of strata whichever occurs earlier and collect each SPT samples for further testing.


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Collection of the undisturbed/disturbed soil samples at every 3.0m depth interval (if it is possible) or at the change of the strata.

Recording the depth of ground water table (If observed).

Conducting all necessary and relevant laboratory test on representative soil sample limited to following:

o Natural moisture content o Sieve analysis o Liquid and Plastic limit o Specific gravity o Bulk and Dry density o Void ratio o Direct shear/Triaxial shear test o Consolidation (If necessary)

Submission of soil testing report in triplicate includes Type, Width, and Depth of foundation, Interpretation of test results and suggesting Recommendations for net safe bearing capacity of soil.

4.0 FIELD INVESTIGATION

The testing equipment and personnel for carrying out the requisite field works were mobilized to the site. These were shifted from one test location to another location during the course of fieldwork and demobilized on satisfactory completion of entire field work.

The prescribed boreholes of 150mm dia were drilled at the proposed site using rotary drilling machine in accordance with IS: 1892- 1976. The location of borehole as per chainage is mentioned in the Table-1 given below:


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Table-1: Details of Boreholes

The prescribed boreholes of 150mm dia were drilled at the proposed site using auger/shell method machine in accordance with IS: 1892- 1976. The location of borehole is shown in Fig-1 Site Plan.

Standard penetration tests (SPT) were conducted in all boreholes at regular depth intervals of 1.5m. The borehole was cleaned up to the desired depth where the SPT test was conducted. Standard split spoon sampler was attached to lower end of A size drill rods and driven into the borehole by means of standard hammer of 63.5 Kg. falling freely


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from a height of 75 cm. The sampler was driven 45cm and the number of blows required for the first 15cm penetration was not taken into account. This was considered as seating drive. The number of blows for the penetration of last 30 cm was designated as SPT N values.

Soil samples obtained from standard split spoon sampler were collected in the polythene bags of suitable size. These samples were properly sealed, labeled, recorded and carefully transported to the laboratory for further testing.

Un-disturbed soil samples were also collected in thin walled sampling tubes of 100mm dia and 450mm length from all the bores at regular intervals of 3.0m as per IS: 2132-1986. These sampling tube after retrieval from the boreholes were properly waxed and sealed at both ends. These were carefully labeled and transported to the laboratory for testing

The ground water table in borehole generally measured after 24 hours of the boring or after the full stabilization of water level in boreholes. The water table was encountered at various depths as indicated in soil profile sheets.

5.0 LABORATORY INVESTIGATION

The following laboratory tests were conducted on selected soil samples recovered from the boreholes.

a) Natural moisture content b) Sieve analysis c) Liquid and Plastic limit d) Specific gravity e) Bulk and Dry density f) Void ratio g) Direct shear Test


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The above laboratory tests were carried out as per relevant Indian standard code of practice. All the soil samples were identified and classified as per IS: 1498-1997. The results of laboratory tests are shown in soil profile sheets.

6.0 INTERPRETATION OF TEST RESULTS

Based on the details obtained from the field and laboratory test results, the sub soil stratum is classified as under.

Chainage km 146+030 BH-1

The sub soil stratum consisted of Sandy Silt with Clay of very low plastic in nature up to a depth of 18.0m from the existing ground level. This soil layer is classified as ML-CL, as per Indian standard code of practice IS: 1498. Further, the subsoil stratum consisted of non plastic Sandy Silt and classified as ML. This layer was encountered from 18m to 40m depth i.e., the depth of investigations.

The Standard Penetration Tests (SPT) values reveal that the sub-soil stratum was Very loose in compactness up to 1.50m depth and thereafter, Medium Dense in compactness up to the depth of 18m. Further, the sub soil stratum was encountered Dense in compactness up to 39m and Very Dense in compactness from 39m to 40m depth.

The water table was encountered at 5m depth from the existing ground level.

Chainage km 146+030 BH-2 The sub soil stratum consisted of Sandy Silt with Clay of very low plastic in nature up to

a depth of 27.0m from the existing ground level. This soil layer is classified as ML-CL, as per Indian standard code of practice IS: 1498. Further, the subsoil stratum consisted of non plastic Sandy Silt and classified as ML. This layer was encountered from 27m to 40m depth i.e., the depth of investigations.


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The Standard Penetration Tests (SPT) values reveal that the sub-soil stratum was Very loose in compactness up to 1.50m depth and thereafter, Medium Dense in compactness from 1.5m to 21m. Further, the sub soil stratum was encountered Dense in compactness from 21m to 36 and Very Dense in compactness from 36m to 40m depth.



The sub soil stratum consisted of Sandy Silt with Clay of very low plastic in nature up to a depth of 21.0m from the existing ground level. This soil layer is classified as ML-CL, as per Indian standard code of practice IS: 1498. Further, the subsoil stratum consisted of non plastic Sandy Silt and classified as ML. This layer was encountered from 21m to 40m depth i.e., the depth of investigations.

The Standard Penetration Tests (SPT) values reveal that the sub-soil stratum was Medium Dense in compactness from ground level to 19.5m. Further, the sub soil stratum was encountered Dense in compactness from 19.5m to 33 and Very Dense in compactness from 33m to 40m depth.



The sub soil stratum consisted of Sandy Silt with Clay of very low plastic in nature up to a depth of 9.0m from the existing ground level. This soil layer is classified as ML-CL, as per Indian standard code of practice IS: 1498. Further, the subsoil stratum consisted of non plastic Silty Sand and classified as SM. This layer was encountered from 9m to 15m depth. Thereafter, the sub soil stratum consisted of non plastic Sandy Silt and classified as ML. This layer was encountered from 15m to 40m depth i.e., the depth of investigations.


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The Standard Penetration Tests (SPT) values reveal that the sub-soil stratum was Medium Dense in compactness up to 19.0m depth and thereafter, Dense in compactness from 19m to 36m. Further, the sub soil stratum was encountered Very Dense in compactness from 36m to 40m depth.



The sub soil stratum consisted of Sandy Silt of non plastic in nature up to a depth of 12.0m from the existing ground level. This soil layer is classified as ML as per Indian standard code of practice IS: 1498. Further, the subsoil stratum consisted of Sandy Silt with Clay of very low plastic and classified as ML-CL. This layer was encountered from 12m to 15m depth. Thereafter, the sub soil stratum consisted of non plastic Sandy Silt and classified as ML. This layer was encountered from 15m to 40m depth i.e., the depth of investigations.




The sub soil stratum consisted of Sandy Silt of non plastic in nature up to a depth of 15.0m from the existing ground level. This soil layer is classified as ML as per Indian standard code of practice IS: 1498. Further, the subsoil stratum consisted of Sandy Silt with Clay of very low plastic and classified as ML-CL. This layer was encountered from


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15m to 22m depth. Thereafter, the sub soil stratum consisted of non plastic Sandy Silt and classified as ML. This layer was encountered from 22m to 40m depth i.e., the depth of investigations.




The sub soil stratum consisted of Sandy Silt of non plastic in nature up to a depth of 15.0m from the existing ground level. This soil layer is classified as ML as per Indian standard code of practice IS: 1498. Further, the subsoil stratum consisted of Sandy Silt with Clay of very low plastic and classified as ML-CL. This layer was encountered from 15m to 24m depth. Thereafter, the sub soil stratum consisted of non plastic Sandy Silt and classified as ML. This layer was encountered from 24m to 40m depth i.e., the depth of investigations.

The Standard Penetration Tests (SPT) values reveal that the sub-soil stratum was Medium Dense in compactness up to 18.0m depth and thereafter, Dense in compactness from 18m to 25.5m. Further, the sub soil stratum was encountered Very Dense in compactness from 25.5m to 40m depth.



The sub soil stratum consisted of Sandy Silt with Clay of very low plastic in nature was encountered up to a depth of 15.0m from the existing ground level. This soil layer is classified as ML-CL as per Indian standard code of practice IS: 1498. Further, the subsoil stratum consisted of Sandy Silt of non plastic in nature was encountered from 15m to 25.5m depth and is classified as ML. Further, the subsoil stratum consisted of Sandy Silt With Gravel of non plastic in nature was encountered from 25.5m to 34.5m depth and is classified as ML. Thereafter, the sub soil stratum again consisted of


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Sandy Silt with Clay of very low plasticity was encountered from 34.5m to 40m depth i.e., the depth of investigations which is classified as ML-CL.

The Standard Penetration Tests (SPT) values reveal that the sub-soil stratum Medium Dense in compactness up to 15.0m depth and thereafter, the sub-soil stratum was encountered Dense in compactness from 15m to 28.5. Further, the sub-soil stratum was Very Dense in compactness from 28.5m to 40m depth.

The water table was encountered at 3.50m depth from the existing ground level.


The sub soil stratum consisted of Sandy Silt with Clay of very low plastic in nature was encountered from existing ground level to 29.0m depth. This soil layer is classified as ML-CL, as per Indian standard code of practice IS: 1498. Further, the subsoil stratum consisted of non plastic Sandy Silt and classified as ML. This layer was encountered from 29m to 35m depth. Again, the sub soil stratum consisted of Sandy Silt with Clay having very low plastic in nature was encountered from 35m to 40m depth and is classified as ML-CL.

The Standard Penetration Tests (SPT) values reveal that the sub-soil stratum was Loose in compactness up to 1.50m depth and thereafter, Medium Dense in compactness up to 18.0m depth. Further, the sub-soil stratum was encountered Dense in compactness from 18m to 33 and thereafter, was Very Dense in compactness from 33m to 40m depth.


Chainage km) 121+705 BH-10

The sub soil stratum consisted of Sandy Silt with Clay of very low plastic in nature was encountered up to a depth of 25.5m from the existing ground level. This soil layer is classified as ML-CL as per Indian standard code of practice IS: 1498. Further, the subsoil stratum consisted of Clayey Silt of low plastic in nature was encountered from 25.5m to 36m depth and is classified as CL. Thereafter, the sub soil stratum again consisted of Sandy Silt with Clay of very low plasticity was encountered from 36m to 40m depth i.e., the depth of investigations which is classified as ML-CL.


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The Standard Penetration Tests (SPT) values reveal that the sub-soil stratum was Medium Dense in compactness up to 7.50m depth and thereafter, Dense in compactness from 7.5m to 27m. Further, the sub soil stratum was encountered Very Dense in compactness from 27m to 40m depth.



The sub soil stratum consisted of Sandy Silt With Clay of very plastic in nature from the existing ground level to the depth of 18.5m. This soil layer is classified as ML-CL, as per Indian standard code of practice IS: 1498. Further, the subsoil stratum consisted Sandy Silt of non plasticity from 18.5.5m to 40m depth i.e., the depth of investigations and is classified as ML.

The Standard Penetration Tests (SPT) values reveal that the sub-soil stratum was Medium Dense in compactness from ground level to 13.5m. thereafter, the sub soil stratum was encountered Dense in compactness from 13.5m to 28.5m depth, Further, the sub soil stratum was encountered Very Dense in compactness from 28.5m to 40m depth, depth i.e., the depth of investigations.


Chainage (km) 143+608 BH-21

The sub soil stratum consisted of Sandy Silt With Clay of very low plastic in nature from the existing ground level to the depth of 17.0m. This soil layer is classified as ML-CL, as per Indian standard code of practice IS: 1498. Further, the subsoil stratum consisted Sandy Silt of non plasticity from 17m to 32m depth, classified as ML. Further, the sub soil stratum consisted of Sandy Silt With Gravel of no plasticity from 32m to 40m i.e., the depth of investigations and is classified as ML.


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Chainage (km) 143+608 BH-22

The sub soil stratum consisted of Sandy Silt With Clay of very low plastic in nature from the existing ground level to the depth of 17.0m. This soil layer is classified as ML-CL, as per Indian standard code of practice IS: 1498. Further, the subsoil stratum consisted Sandy Silt of non plasticity from 17m to 35m depth, classified as ML. Further, the sub soil stratum consisted of Sandy Silt With Gravel of no plasticity from 35m to 40m i.e., the depth of investigations and is classified as ML.




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7.0 ANALYSIS OF PILE FOUNDATION

Based on the field and laboratory test results and depending upon the load of superstructure to be transferred to the ground through the foundation system. In general, lightly loaded structure are rested on strip and isolated foundations whereas medium and heavily loaded structure are rested on Raft and Pile foundation respectively as per the bearing capacity of soil.

Since, the proposed structures are medium and heavily loaded, therefore, Raft and Pile foundations are appropriate foundation type and also analysed in this report. Accordingly, the load carrying capacity of pile has been computed in accordance with IS: 2911(part-1 sec.-2) -2004 and as per IRC 78 : 2000 Appendix -5. The cut off level of the piles has been considered at 2.0m depth from soil investigation level. The pile length may be considered from cutoff depth level. The cut off level of pile may be changed further beyond 2m depth with respect structure and ground conditions. The length of pile may increase or decrease by changing in the cut off depth accordingly, load carrying capacity of pile will also be changed. A sample calculation of Pile Load carrying capacity is given below.

SAMPLE CALCULATION PILE LOAD CARRYING CAPACITY FOR BH-1.

Dia of Pile: = 1200mm = 120 cm

Length of Pile: = 25m, 30m, 35m (sample calculation-25m)

Cut off Level from EGL = 2 m

TABLE 5 - SOIL PROPERTIES USED IN PILE DESIGN


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Detail for BH -1 Sr. No.

From (m)

To (m)

Depth (m)

Soil Type C d G Nq Nr

1 2 6 4.00 ML-CL 0.09 24.7 1.536 2.67 2 6 12 6.00 ML-CL 0.06 27.2 1.573 2.67 3 12 18 6.00 ML-CL 0.06 27.3 1.607 2.66 4 18 24 6.00 ML 0.03 29.7 1.635 2.66 5 24 27 3.00 ML 0.03 30.1 1.636 2.66 18.698 21.3

Total Depth 25

APPENDIX - 1 CAPACITY OF PILE BH-1

Layer 1 SIDE RESISTANCE IN SOIL LOAD CARRYING CAPACITY-STATIC FORMULA (Rf = K x Pdi x tan x Asi + x C x As)

1 D Stem Dia in cms 120 2 L Total Length of Pile in cms 400 Note :- 2.0 mt depth considered as cutoff level 3 Ap C/S Area in cm2 11309.7 4 K Coe. Of Earth Press. 1.5

5 Pdi Top Overburder pressure 0 Bottom Overburder pressure 0.384 Eff. Overburden pr in kg/cm2. for ith layer (Pdi) 0.1921

6 Unit weight In kg/cc (Submerged) 0.000961 7 Reduction Factor 0.3 8 C Avg. Cohesion kg/cm2 0.09 9 Angle Of Inter.Friction, degree 24.7 10 As Surface Area in cm2 150796.447 11 Rf Ultimate BearingG Capacity 12 Friction Capacity, Kg 24061.748 Factor of Safety 2.50

13 Rf Side Resistance in MT 9.62

Layer 2 SIDE RESISTANCE IN SOIL LOAD CARRYING CAPACITY-STATIC FORMULA (Qu= K x Pdi x tan x Asi + x C x As)

1 D Stem Dia in cms 120 2 L Total Length of Pile in cms 600


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3 Ap C/S Area in cm2 11309.7 4 K Coe. Of Earth Press. 1.5

5 Pdi Top Overburder pressure 0.384 Bottom Overburder pressure 0.975 Eff. Overburden pr in kg/cm2. for ith layer (Pdi) 0.679

6 Unit weight In kg/cc (Submerged) 0.000984 7 Reduction Factor 0.3 8 C Avg. Cohesion kg/cm2 0.06 9 Angle Of Inter.Friction, degree 27.2 10 As Surface Area in cm2 226194.671 11 Rf Ultimate BearingG Capacity 12 Friction Capacity, Kg 122548.1495 Factor of Safety 2.50

13 Rf Side Resistance in MT 49.02


1 D Stem Dia in cms 120 2 L Total Length of Pile in cms 600 3 Ap C/S Area in cm2 11309.7 4 K Coe. Of Earth Press. 1.5


6 Unit weight In kg/cc (Submerged) 0.001003 7 Reduction Factor 0.3 8 C Avg. Cohesion kg/cm2 0.06 9 Angle Of Inter.Friction, degree 27.3 10 As Surface Area in cm2 226194.6711 11 Qu Ultimate BearingG Capacity 12 Friction Capacity, Kg 227432.8623 Factor of Safety 2.50

13 Qu Side Resistance in MT 90.97


1 D Stem Dia in cms 120 2 L Total Length of Pile in cms 600 3 Ap C/S Area in cm2 11309.7


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4 K Coe. Of Earth Press. 1.5



13 Qu Side Resistance in MT 146.54


1 D Stem Dia in cms 120 2 L Total Length of Pile in cms 300 3 Ap C/S Area in cm2 11309.7 4 K Coe. Of Earth Press. 1.5



13 Qu Side Resistance in MT 91.64 Pdi = Effective overburden 2.494815021

SIDE RESISTANCE CAPACITY OF BORED CAST IN SITU PILE

D STEM DIA IN CMS 120 L TOTAL LENGTH IN CMS 2500 Rf TOTAL SAFE BEARING CAPACITY IN MT 387.80


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Calculation of Base Resistance for BH-1

Calculation for base resistance is done as per IRC 78 : 2000 Appendix -5

Ru = Ap ( 0.5 x D x x N + Pd x Nq ) + Ap x Nc x Cp

Ap = Cross section area at base = 11309.73355 cm2

D = Pile diameter in cm = 120 cm

= effective unit weight of soil at pile tip = 0.00102 kg/cm3 (as per soil report)

Nq = Bearing capacity factor = 18.698 as per Table no 1 IS 6403

N = Bearing capacity factor = 21.3 as per Table no 1 IS 6403

Nc = Bearing capacity factor = 9 as per Table no 1 IS 6403

Pdi = Effective overburden = 2.494815 as calculated for side resistance

Cp = Average cohesion at tip of pile = 0.03 Kg/ cm2

(as per soil report )

Ru = 545387.4853 Kg

Ru = 545.387 T

Factor of safety = 2.5

Ru = 218 T

self wt of pile = pi /4 x 1.2 2 x 2.5 x 25 = 70.69 T

Net Load Capacity of pile = Rf + Ru - Self wt. of pile Net Load Capacity of pile = 387.80 + 218 - 70.69 = 535.27 T


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TABLE 6- SUMMARY OF PILE LOAD CARRYING CAPACITY (BH-1) Dia of Pile

(m) Length

(m) Rf (t)

Ru (t)

Self wt (t)

Capacity (t)

1.20 25 387.80 218.15 70.69 535.27

1.20 30 543.14 273.38 84.82 731.70

1.20 35 702.38 318.93 98.96 922.35

8.0 CONCLUSION AND RECOMMENDATIONS

Based on the field and laboratory test results the conclusion and Recommendations are given below.

In view of the structural loading requirements, Pile foundation is analysed and accordingly, load carrying capacity of pile is given in report.

Recommendations and guidelines as per latest IRC-78:2000 should be followed during designing and execution of work.

TABLE- SUMMARY OF PILE LOAD CARRYING CAPACITY (BH-1) Dia of Pile

(m) Length

(m) Rf (t)

Ru (t)

Self wt (t)

Capacity (t)

1.20 25 387.80 218.15 70.69 535.27

1.20 30 543.14 273.38 84.82 731.70


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1.20 35 702.38 318.93 98.96 922.35

TABLE- SUMMARY OF PILE LOAD CARRYING CAPACITY (BH-2)

Dia of Pile (m)

Length (m)

Rf (t)

Ru (t)

Self wt (t)

Capacity (t)

1.20 25 386.80 211.51 70.69 527.62

1.20 30 548.27 261.76 84.82 725.21

1.20 35 714.21 339.83 98.96 955.09

TABLE- SUMMARY OF PILE LOAD CARRYING CAPACITY (BH-3) Dia of Pile

(m) Length

(m) Rf (t)

Ru (t)

Self wt (t)

Capacity (t)

1.20 25 380.27 200.65 70.69 510.23

1.20 30 541.71 265.68 84.82 722.56

1.20 35 707.63 329.89 98.96 938.55

TABLE- SUMMARY OF PILE LOAD CARRYING CAPACITY (BH-4

Dia of Pile (m)

Length (m)

Rf (t)

Ru (t)

Self wt (t)

Capacity (t)


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1.20 25 401.26 230.06 70.69 560.63

1.20 30 565.38 284.30 84.82 764.85

1.20 35 731.35 337.61 98.96 969.99


Dia of Pile (m)

Length (m)

Rf (t)

Ru (t)

Self wt (t)

Capacity (t)

1.20 25 375.41 203.08 70.69 507.80

1.20 30 541.23 249.92 84.82 706.33

1.20 35 708.53 309.36 98.96 918.92


Dia of Pile (m)

Length (m)

Rf (t)

Ru (t)

Self wt (t)

Capacity (t)

1.20 25 375.01 191.89 70.69 496.22

1.20 30 533.26 247.55 84.82 695.98

1.20 35 698.29 318.98 98.96 918.31


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Rf (t)

Ru (t)

Self wt (t)

Capacity (t)

Dia of Pile (m)

Length (m)

1.20 25 365.23 197.77 70.69 492.31

1.20 30 516.32 250.16 84.82 681.67

1.20 35 675.66 292.43 98.96 869.14


Dia of Pile (m)

Length (m)

Rf (t)

Ru (t)

Self wt (t)

Capacity (t)

1.20 25 371.47 198.92 70.69 499.71

1.20 30 518.60 238.49 84.82 672.27

1.20 35 668.25 272.64 98.96 841.94



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Dia of Pile (m)

Length (m)

Rf (t)

Ru (t)

Self wt (t)

Capacity (t)

1.20 25 362.34 176.90 70.69 468.56

1.20 30 518.31 238.03 84.82 671.52

1.20 35 673.68 279.83 98.96 854.55


Dia of Pile (m)

Length (m)

Rf (t)

Ru (t)

Self wt (t)

Capacity (t)

1.20 25 368.36 156.42 70.69 454.10

1.20 30 509.27 190.05 84.82 614.50

1.20 35 653.53 229.40 98.96 783.96

BH NO- 20,21&22 TABLE- SUMMARY OF PILE LOAD CARRYING CAPACITY (BH-20)

Dia of Pile (m)

Length (m)

Rf (t)

Ru (t)

Self wt (t)

Capacity (t)


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1.20 25 370.77 195.30 70.69 495.39

1.20 30 524.25 248.21 84.82 687.64

1.20 35 677.73 289.72 98.96 868.49


Dia of Pile (m)

Length (m)

Rf (t)

Ru (t)

Self wt (t)

Capacity (t)

1.20 25 373.35 201.85 70.69 504.51

1.20 30 516.50 241.8 84.82 673.48

1.20 35 675.24 314.42 98.96 890.70


Dia of Pile (m)

Length (m)

Rf (t)

Ru (t)

Self wt (t)

Capacity (t)


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1.20 25 370.63 203.62 70.69 503.56

1.20 30 514.71 244.38 84.82 674.27

1.20 35 666.18 333.56 98.96 900.78

In order to ascertain the actual load carrying capacity of pile, it is recommended that the initial test may be conducted in accordance with the IS: 2911; Pt-IV and deign the structure accordingly.

Report is prepared on the basis of limited boreholes drilled at the test location for subsoil investigations. The field and laboratory tests performed on samples recovered from the site. Any discrepancy in soil/rock stratum, if, observed during construction shall be reported immediately to the concerned agency SHREE BALAJI TEST HOUSE PVT. LTD.

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Location B. H. NO. RL Terminal Depth

2 40.00Observed SAMPLE Liquid Plastic Plasticity Specific Bulk Nat. Moist. Dry Void

N TYPE GRAVEL SILT CLAY Limit Limit Index Gravity Density Content Density Ratio Test cValues Coarse Med. Fine d e

% % % % % % % % % G gm/cc % gm/cc Type kg/cm2 deg.0.75 D/S

8 1.50 SPT2.25 UDS 3 1 9 23 57 7 24 19 5 2.67 1.727 9.94 1.571 0.700 DST 0.07 24.8

12 3.00 SPT

10 4.50 SPT5.25 UDS 3 0 8 24 58 7 25 19 6 2.67 1.739 11.34 1.562 0.709 DST 0.08 26.6

16 6.00 SPT

21 7.50 SPT8.25 UDS 0 0 7 14 73 6 26 19 7 2.68 1.769 12.64 1.570 0.706 DST 0.10 26.9

18 9.00 SPT

18 10.50 SPT11.25 UDS 0 0 7 14 73 6 26 19 7 2.68 1.779 12.82 1.577 0.700 DST 0.09 27.2

21 12.00 SPT

24 13.50 SPT14.25 UDS 1 1 6 11 72 9 27 20 7 2.68 1.831 13.78 1.609 0.665 DST 0.09 27.1

30 15.00 SPT

28 16.50 SPT17.25 UDS 0 0 9 17 67 7 26 19 7 2.68 1.866 13.53 1.644 0.631 DST 0.09 27.4

38 18.00 SPT

29 19.50 SPT20.25 UDS 1 0 11 19 64 5 25 19 6 2.67 1.878 15.43 1.627 0.641 DST 0.03 29.8

30 21.00 SPT

32 22.50 SPT23.25 UDS 0 0 10 24 62 4 24 19 5 2.67 1.894 15.32 1.642 0.626 DST 0.05 30.4

33 24.00 SPT

32 25.50 SPT26.25 UDS 2 1 9 27 58 3 23 18 5 2.67 1.898 15.89 1.638 0.630 DST 0.05 29.8

33 27.00 SPT

42 28.50 SPT29.25 UDS 0 0 11 35 54 0 2.66 1.901 15.27 1.649 0.613 DST 0.02 30.5

45 30.00 SPT

47 31.50 SPT32.25 UDS 1 1 12 31 52 3 2.66 1.921 16.19 1.653 0.609 DST 0.05 30.1

45 33.00 SPT

52 34.50 SPT35.25 UDS 1 1 11 33 54 0 2.66 1.932 16.41 1.660 0.603 DST 0.02 30.8

47 36.00 SPT

64 37.50 SPT38.25 UDS 0 2 9 32 57 0 2.66 1.941 16.72 1.663 0.600 DST 0.03 31.2

68 39.00 SPT

72 40.00 SPT

NAME OF WORK :- DEVELOPMENT OF ACCESS CONTROLLED EXPRESSWAY (GREENFILED ) PROJECT IN THE NAME OF CLIENT:-NCC TESTING AGENCY SHREE BALAJI TEST HOUSE PVT. LTD.

SOIL PROFILE Chainage (km) Boring Method Boring DateLocation

X- Co-ordinateLocation

Y- Co-ordinate345887.612 2986635.885

Shear ParameterSAND

Water Level146+030 02.12.2014 5mRotary Drilling

D

E

S

C

R

I

P

T

I

O

N

O

F

S

O

I

L

T

H

I

C

K

N

E

S

S

i

n

m

H

A

T

C

H

I

N

G

I

S

C

L

A

S

S

I

F

I

C

A

T

I

O

N

GRAIN SIZE ANALYSIS

NON PLASTIC

NON PLASTIC

NON PLASTIC

NON PLASTIC

SANDY SILT WITH CLAY

0 - 27.0 ML-CL

SANDY SILT 27.0

-

40.0ML


!"#!$!#%#&!$%'"#

($& !"#"))'%


28


BH-3 40.00Observed SAMPLE Liquid Plastic Plasticity Specific Bulk Nat. Moist. Dry Void



13 1.50 SPT2.25 UDS 2 1 12 21 57 7 26 19 7 2.68 1.734 10.26 1.573 0.704 DST 0.09 25.4

14 3.00 SPT

16 4.50 SPT5.25 UDS 1 0 11 23 58 7 26 19 7 2.68 1.749 11.08 1.575 0.702 DST 0.08 26.1

12 6.00 SPT

17 7.50 SPT8.25 UDS 0 0 7 19 68 6 26 19 7 2.66 1.772 12.69 1.572 0.692 DST 0.08 26.6

19 9.00 SPT

21 10.50 SPT11.25 UDS 1 0 6 21 63 9 27 20 7 2.68 1.781 12.17 1.588 0.688 DST 0.09 27.7

28 12.00 SPT

23 13.50 SPT14.25 UDS 1 0 8 19 64 8 27 19 8 2.68 1.828 13.36 1.613 0.662 DST 0.10 27.7

24 15.00 SPT

24 16.50 SPT17.25 UDS 2 1 8 24 58 7 25 19 6 2.68 1.847 13.64 1.625 0.649 DST 0.08 27.8

22 18.00 SPT

27 19.50 SPT20.25 UDS 2 0 11 29 54 4 23 18 5 2.66 1.859 14.19 1.628 0.634 DST 0.07 27.9

35 21.00 SPT

35 22.50 SPT23.25 UDS 0 0 14 32 54 0 2.66 1.881 15.41 1.630 0.632 DST 0.03 29.2

37 24.00 SPT

38 25.50 SPT26.25 UDS 2 0 16 27 52 3 2.66 1.892 15.69 1.635 0.627 DST 0.04 29.5

40 27.00 SPT

40 28.50 SPT29.25 UDS 1 0 14 31 54 0 2.66 1.907 15.41 1.652 0.610 DST 0.03 30.2

47 30.00 SPT

40 31.50 SPT32.25 UDS 1 0 16 28 52 3 2.66 1.918 15.79 1.656 0.606 DST 0.04 30.4

50 33.00 SPT

56 34.50 SPT35.25 UDS 0 0 17 29 54 0 2.66 1.921 15.41 1.665 0.598 DST 0.03 30.6

58 36.00 SPT

56 37.50 SPT38.25 UDS 2 1 11 29 57 0 2.65 1.932 16.11 1.664 0.593 DST 0.03 31.1

64 39.00 SPT

66 40.00 SPT

NAME OF WORK :- DEVELOPMENT OF ACCESS CONTROLLED EXPRESSWAY (GREENFILED ) PROJECT IN THE STATE OF UTTAR PRADESH ON EPC BASIC

NAME OF CLIENT:-NCC TESTING AGENCY SHREE BALAJI TEST HOUSE PVT. LTD.

SOIL PROFILE Chainage (km) Boring DateLocation

Y- Co-ordinate2986606.67Rotary Drilling

Shear ParameterSAND

Water Level

146+030 3.12.2014 5

Boring Method

345838.043

LocationX- Co-ordinate

D

E

S

C

R

I

P

T

I

O

N

O

F

S

O

I

L

T

H

I

C

K

N

E

S

S

i

n

m

H

A

T

C

H

I

N

G

I

S

C

L

A

S

S

I

F

I

C

A

T

I

O

N

GRAIN SIZE ANALYSIS

NON PLASTIC


0 - 21.0 ML-CL

SANDY SILT 21 - 40.0 ML

NON PLASTIC

NON PLASTIC

NON PLASTIC

NON PLASTIC

NON PLASTIC


!"#!$!#%#&!$%'"#

($& !"#"))'%


29

Location B. H. NO. RL Terminal Depth Water Level

BH-5 40.00 5mObserved SAMPLE Liquid Plastic Plasticity Specific Bulk Nat. Moist. Dry Void



12 1.50 SPT2.25 UDS 0 0 4 29 67 0 2.66 1.729 10.53 1.564 0.700 DST 0.04 27.4

13 3.00 SPT

17 4.50 SPT5.25 UDS 0 0 6 30 64 0 2.66 1.762 12.19 1.571 0.694 DST 0.03 27.6

14 6.00 SPT

12 7.50 SPT8.25 UDS 1 0 7 27 65 0 2.66 1.788 13.67 1.573 0.691 DST 0.03 28.2

14 9.00 SPT

16 10.50 SPT11.25 UDS 2 1 6 27 64 0 2.66 1.809 14.34 1.582 0.681 DST 0.04 28.2

25 12.00 SPT

20 13.50 SPT14.25 UDS 2 1 2 19 68 8 27 20 7 2.67 1.844 16.41 1.584 0.686 DST 0.09 26.6

26 15.00 SPT

23 16.50 SPT17.25 UDS 1 0 3 23 66 7 26 19 7 2.67 1.861 16.37 1.599 0.670 DST 0.08 26.7

28 18.00 SPT

29 19.50 SPT20.25 UDS 1 1 2 24 65 7 26 19 7 2.67 1.872 15.61 1.619 0.649 DST 0.08 26.9

30 21.00 SPT

41 22.50 SPT23.25 UDS 3 1 6 29 61 0 2.66 1.896 15.36 1.644 0.618 DST 0.03 29.6

40 24.00 SPT

45 25.50 SPT26.25 UDS 0 1 8 27 64 0 2.66 1.901 15.19 1.650 0.612 DST 0.04 29.4

42 27.00 SPT

44 28.50 SPT29.25 UDS 1 0 7 30 62 0 2.66 1.916 15.64 1.657 0.605 DST 0.03 29.7

44 30.00 SPT

48 31.50 SPT32.25 UDS 3 1 6 29 61 0 2.66 1.921 15.19 1.668 0.595 DST 0.03 30.1

53 33.00 SPT

56 34.50 SPT35.25 UDS 1 1 7 32 59 0 2.66 1.937 16.41 1.664 0.599 DST 0.03 30.2

56 36.00 SPT

62 37.50 SPT38.25 UDS 2 1 6 29 62 0 2.65 1.963 16.32 1.688 0.570 DST 0.03 30.6

58 39.00 SPT

67 40.00 SPT



SOIL PROFILE Chainage (km) Boring Date2991686.83

Boring MethodLocation


Y- Co-ordinateRotary Drilling 354873.653

Shear ParameterSAND

157+416 21.12.2014

D

E

S

C

R

I

P

T

I

O

N

O

F

S

O

I

L

T

H

I

C

K

N

E

S

S

i

n

m

H

A

T

C

H

I

N

G

I

S

C

L

A

S

S

I

F

I

C

A

T

I

O

N

GRAIN SIZE ANALYSIS

SANDY SILT 0 -

12.0ML

NON PLASTIC

NON PLASTIC

NON PLASTIC

NON PLASTIC

12.0 -

21.0ML-CL

NON PLASTIC

YELLOWISH SANDY SILT

21.0 -

40.0ML

NON PLASTIC

NON PLASTIC

NON PLASTIC

NON PLASTIC

NON PLASTIC


!"#!$!#%#&!$%'"#

($& !"#"))'%


30

Location B. H. NO. RL Terminal Depth Water LevelBH-4 40.00 5m

Observed SAMPLE Liquid Plastic Plasticity Specific Bulk Nat. Moist. Dry Void N TYPE GRAVEL SILT CLAY Limit Limit Index Gravity Density Content Density Ratio Test c

Values Coarse Med. Fine d e% % % % % % % % % G gm/cc % gm/cc Type kg/cm2 deg.

0.75 D/S11 1.50 SPT

2.25 UDS 1 1 6 23 62 7 26 19 7 2.67 1.729 10.24 1.568 0.702 DST 0.09 25.414 3.00 SPT

14 4.50 SPT5.25 UDS 2 0 9 20 63 6 26 19 7 2.67 1.754 10.73 1.584 0.686 DST 0.08 26.3

15 6.00 SPT

16 7.50 SPT8.25 UDS 1 0 8 29 58 4 23 18 5 2.66 1.783 12.34 1.587 0.676 DST 0.06 26.9

17 9.00 SPT

14 10.50 SPT11.25 UDS 1 1 12 37 49 0 2.66 1.779 12.86 1.576 0.688 DST 0.02 30.3

15 12.00 SPT

18 13.50 SPT14.25 UDS 2 1 11 39 47 0 2.66 1.796 13.71 1.579 0.684 DST 0.02 30.9

16 15.00 SPT

22 16.50 SPT17.25 UDS 2 1 6 34 57 0 2.66 1.839 14.86 1.601 0.661 DST 0.03 29.8

28 18.00 SPT

27 19.50 SPT20.25 UDS 0 0 7 35 58 0 2.66 1.852 15.38 1.605 0.657 DST 0.03 30.3

31 21.00 SPT

33 22.50 SPT23.25 UDS 1 1 6 33 59 0 2.66 1.872 16.26 1.610 0.652 DST 0.03 30.5

32 24.00 SPT

41 25.50 SPT26.25 UDS 2 0 6 35 57 0 2.66 1.901 15.14 1.651 0.611 DST 0.03 30.6

43 27.00 SPT

48 28.50 SPT29.25 UDS 2 1 7 32 58 0 2.66 1.906 16.19 1.640 0.622 DST 0.03 30.7

45 30.00 SPT

41 31.50 SPT32.25 UDS 1 1 7 34 57 0 2.66 1.914 15.53 1.657 0.606 DST 0.03 30.7

44 33.00 SPT

44 34.50 SPT35.25 UDS 2 1 7 31 59 0 2.66 1.927 16.19 1.658 0.604 DST 0.03 30.8

48 36.00 SPT

50 37.50 SPT38.25 UDS 3 1 6 32 58 0 2.66 1.935 15.84 1.670 0.592 DST 0.03 31.2

50 39.00 SPT

54 40.00 SPT

D

E

S

C

R

I

P

T

I

O

N

O

F

S

O

I

L

T

H

I

C

K

N

E

S

S

i

n

m

H

A

T

C

H

I

N

G

DARK GREYISH SANDY SILT WITH CLAY

ML-CL0 -

9.0I

S

C

L

A

S

S

I

F

I

C

A

T

I

O

N



SOIL PROFILE Chainage (km) Boring MethodLocation


Y- Co-ordinateRotary Drilling

Boring Date

NON PLASTIC

NON PLASTIC

NON PLASTIC

GRAIN SIZE ANALYSISSAND

21.12.2014

NON PLASTIC

NON PLASTIC

NON PLASTIC

Shear Parameter354875.593 2991657.14

SM


15 -

40.0ML

NON PLASTIC

NON PLASTIC

NON PLASTIC

NON PLASTIC

SILTY SAND 9.0 - 15.0

157+416


!"#!$!#%#&!$%'"#

($& !"#"))'%


31

Location B. H. NO. RL Terminal Depth Water Level

BH-6 40.00 5mObserved SAMPLE Liquid Plastic Plasticity Specific Bulk Nat. Moist. Dry Void



12 1.50 SPT2.25 UDS 0 0 6 33 61 0 2.66 1.727 10.26 1.566 0.698 DST 0.03 27.6

13 3.00 SPT

16 4.50 SPT5.25 UDS 0 0 5 36 59 0 2.66 1.759 11.41 1.579 0.685 DST 0.03 27.7

14 6.00 SPT

18 7.50 SPT8.25 UDS 1 0 8 29 62 0 2.66 1.789 13.19 1.581 0.683 DST 0.04 27.9

21 9.00 SPT

24 10.50 SPT11.25 UDS 0 1 6 27 66 0 2.66 1.814 14.47 1.585 0.679 DST 0.04 28.2

27 12.00 SPT

30 13.50 SPT14.25 UDS 1 1 9 24 63 2 2.66 1.823 15.19 1.583 0.681 DST 0.04 28.5

28 15.00 SPT

33 16.50 SPT17.25 UDS 0 0 2 21 68 9 27 20 7 2.67 1.846 16.94 1.579 0.691 DST 0.10 27.1

30 18.00 SPT

35 19.50 SPT20.25 UDS 0 1 3 23 66 7 26 19 7 2.67 1.852 16.81 1.585 0.684 DST 0.09 27.4

32 21.00 SPT

40 22.50 SPT23.25 UDS 0 1 4 27 65 3 2.66 1.896 16.28 1.631 0.631 DST 0.04 28.8

44 24.00 SPT

42 25.50 SPT26.25 UDS 1 0 3 35 61 0 2.66 1.898 15.41 1.645 0.617 DST 0.03 29.2

46 27.00 SPT

46 28.50 SPT29.25 UDS 0 0 4 32 64 0 2.66 1.902 15.69 1.644 0.618 DST 0.03 29.6

48 30.00 SPT

52 31.50 SPT32.25 UDS 2 1 2 27 68 0 2.66 1.912 15.64 1.653 0.609 DST 0.03 30.2

58 33.00 SPT

56 34.50 SPT35.25 UDS 1 1 3 27 68 0 2.66 1.927 15.39 1.670 0.593 DST 0.03 30.4

60 36.00 SPT

61 37.50 SPT38.25 UDS 0 0 4 29 64 3 2.66 1.946 16.11 1.676 0.587 DST 0.04 30.5

63 39.00 SPT

65 40.00 SPT




Boring Method LocationX- Co-ordinateLocation

Y- Co-ordinateRotary Drilling 354903.921

Shear ParameterSAND

157+416 21.12.2014

D

E

S

C

R

I

P

T

I

O

N

O

F

S

O

I

L

T

H

I

C

K

N

E

S

S

i

n

m

H

A

T

C

H

I

N

G

I

S

C

L

A

S

S

I

F

I

C

A

T

I

O

N

GRAIN SIZE ANALYSIS

SANDY SILT 0 - 15.0 ML

NON PLASTIC

NON PLASTIC

NON PLASTIC

NON PLASTIC

NON PLASTIC

15.0 -

22.50ML-CL


22.50 -

40.0ML

NON PLASTIC

NON PLASTIC

NON PLASTIC

NON PLASTIC

NON PLASTIC

NON PLASTIC


!"#!$!#%#&!$%'"#

($& !"#"))'%


32


BH-7 137.30 40.00Observed SAMPLE Liquid Plastic Plasticity Specific Bulk Nat. Moist. Dry Void



12 1.50 SPT2.25 UDS 2 0 3 36 59 0 2.66 1.731 10.21 1.571 0.694 DST 0.03 28.7

14 3.00 SPT

18 4.50 SPT5.25 UDS 0 1 4 34 61 0 2.66 1.762 12.32 1.569 0.696 DST 0.03 29.1

15 6.00 SPT

23 7.50 SPT8.25 UDS 0 0 3 31 63 3 2.66 1.784 13.87 1.567 0.698 DST 0.05 28.8

27 9.00 SPT

25 10.50 SPT11.25 UDS 1 1 5 29 64 0 2.66 1.794 13.94 1.575 0.689 DST 0.03 29.3

26 12.00 SPT

29 13.50 SPT14.25 UDS 2 1 3 27 64 3 2.66 1.819 14.89 1.583 0.680 DST 0.06 28.4

28 15.00 SPT

32 16.50 SPT17.25 UDS 1 0 2 31 61 5 24 19 5 2.67 1.841 16.24 1.584 0.686 DST 0.07 26.2

30 18.00 SPT

35 19.50 SPT20.25 UDS 0 1 3 24 63 9 24 19 5 2.67 1.853 17.11 1.582 0.687 DST 0.10 26.4

38 21.00 SPT

45 22.50 SPT23.25 UDS 0 0 2 29 61 8 25 19 6 2.67 1.862 16.81 1.594 0.675 DST 0.10 26.7

43 24.00 SPT

50 25.50 SPT26.25 UDS 0 1 5 33 61 0 2.66 1.872 15.73 1.618 0.644 DST 0.03 29.2

50 27.00 SPT

54 28.50 SPT29.25 UDS 2 1 4 35 58 0 2.66 1.891 15.41 1.639 0.623 DST 0.03 29.4

52 30.00 SPT

58 31.50 SPT32.25 UDS 0 0 3 37 57 3 2.66 1.904 15.19 1.653 0.609 DST 0.05 29.8

61 33.00 SPT

60 34.50 SPT35.25 UDS 0 1 5 35 59 0 2.66 1.928 16.41 1.656 0.606 DST 0.03 30.4

60 36.00 SPT

64 37.50 SPT38.25 UDS 0 1 5 33 61 0 2.66 1.941 15.69 1.678 0.585 DST 0.04 30.7

63 39.00 SPT

75 40.00 SPT



SOIL PROFILE Chainage (km) Boring DateLocation

Y- Co-ordinatel2991667.49

Shear ParameterSAND

Water Level

157+416 23.12.2014 4

Boring MethodLocation

X- Co-ordinate

Rotary Drilling 354909.449

D

E

S

C

R

I

P

T

I

O

N

O

F

S

O

I

L

T

H

I

C

K

N

E

S

S

i

n

m

H

A

T

C

H

I

N

G

I

S

C

L

A

S

S

I

F

I

C

A

T

I

O

N

GRAIN SIZE ANALYSIS

SANDY SILT 0 -

15.0ML

NON PLASTIC

NON PLASTIC

NON PLASTIC

NON PLASTIC

NON PLASTIC

15.0 -

24.0ML-CL


24.0 -

40.0ML

NON PLASTIC

NON PLASTIC

NON PLASTIC

NON PLASTIC

NON PLASTIC


!"#!$!#%#&!$%'"#

($& !"#"))'%


33

Location B. H. NO. RL Terminal DepthBH-8 137.30 40.00

Observed SAMPLE Liquid Plastic Plasticity Specific Bulk Nat. Moist. Dry Void N TYPE GRAVEL SILT CLAY Limit Limit Index Gravity Density Content Density Ratio Test c

Values Coarse Med. Fine d e% % % % % % % % % G gm/cc % gm/cc kg/cm2 deg.

0.75 D/S14 1.50 SPT

2.25 UDS 1 0 1 7 84 7 27 20 7 2.67 1.736 10.16 1.576 0.694 DST 0.09 24.717 3.00 SPT

20 4.50 SPT5.25 UDS 0 0 2 11 81 6 26 19 7 2.67 1.754 11.01 1.580 0.690 DST 0.08 25.6

20 6.00 SPT

21 7.50 SPT8.25 UDS 0 0 2 14 78 6 25 19 6 2.67 1.785 12.78 1.583 0.687 DST 0.08 26.7

23 9.00 SPT

24 10.50 SPT11.25 UDS 1 0 2 15 76 6 24 19 5 2.67 1.798 13.53 1.584 0.686 DST 0.08 27.1

25 12.00 SPT

25 13.50 SPT14.25 UDS 1 0 1 19 74 5 24 18 6 2.66 1.816 14.16 1.591 0.672 DST 0.07 27.6

30 15.00 SPT

34 16.50 SPT17.25 UDS 1 0 1 29 69 0 2.66 1.852 15.41 1.605 0.658 DST 0.03 27.9

29 18.00 SPT

41 19.50 SPT20.25 UDS 0 0 3 29 68 0 2.66 1.889 16.19 1.626 0.636 DST 0.03 28.1

43 21.00 SPT

44 22.50 SPT23.25 UDS 0 1 4 24 71 0 2.66 1.897 15.49 1.643 0.619 DST 0.03 28.2

24.00 SPT

48 25.50 SPT26.25 UDS 3 0 2 22 73 0 2.66 1.901 16.02 1.639 0.623 DST 0.03 28.4

48 27.00 SPT

49 28.50 SPT29.25 UDS 2 1 3 20 74 0 2.66 1.917 15.88 1.654 0.608 DST 0.03 28.7

51 30.00 SPT

51 31.50 SPT32.25 UDS 3 1 3 18 72 3 2.66 1.939 16.37 1.666 0.596 DST 0.05 28.6

53 33.00 SPT

54 34.50 SPT35.25 UDS 2 1 2 12 77 6 25 19 6 2.67 1.953 15.86 1.686 0.584 DST 0.08 28.3

55 36.00 SPT

55 37.50 SPT38.25 UDS 2 1 2 15 73 7 25 19 6 2.67 1.959 16.47 1.682 0.587 DST 0.08 28.1

57 39.00 SPT

60 40.00 SPT


SOIL PROFILE Chainage (km)121+705Boring Date Water Level

18-1-15TO21-01-15 3.50MGRAIN SIZE ANALYSIS

SAND

SANDY SILT WITH CLAY 0.0-15.0 ML-CL

D

E

S

C

R

I

P

T

I

O

N

O

F

S

O

I

L

T

H

I

C

K

N

E

S

S

i

n

m

H

A

T

C

H

I

N

G

I

S

C

L

A

S

S

I

F

I

C

A

T

I

O

N

Shear Parameters

SANDY SILT 15.0-25.5 ML

NON PLASTIC

NON PLASTIC

NON PLASTIC

SANDY SILT WITH GRAVEL 25.5-34.5 ML

SANDY SILT WITH CLAY 34.5-40.0 ML-CL

NON PLASTIC

NON PLASTIC

NON PLASTIC

Boring Method LocationX- Co-ordinate

LocationY- Co-ordinatelRotary Drilling 354909.449 2991667.49


!"#!$!#%#&!$%'"#

($& !"#"))'%


34


BH-9 144.44 40.00Observed SAMPLE Liquid Plastic Plasticity Specific Bulk Nat. Moist. Dry Void

N TYPE GRAVEL SILT CLAY Limit Limit Index Gravity Density Content Density Ratio cValues Coarse Med. Fine d e

% % % % % % % % % G gm/cc % gm/cc kg/cm2 deg.0.75 D/S

9 1.50 SPT2.25 UDS 1 0 0 16 76 7 24 19 5 2.67 1.727 9.84 1.572 0.698 DST 0.09 24.6

12 3.00 SPT

13 4.50 SPT5.25 UDS 1 0 0 9 82 8 27 20 7 2.67 1.752 11.34 1.574 0.697 DST 0.09 25.3

15 6.00 SPT

16 7.50 SPT8.25 UDS 0 0 1 6 86 7 27 20 7 2.67 1.772 12.71 1.572 0.698 DST 0.10 26.4

15 9.00 SPT

18 10.50 SPT11.25 UDS 0 1 2 7 84 6 27 20 7 2.67 1.783 13.01 1.578 0.692 DST 0.09 26.3

20 12.00 SPT

22 13.50 SPT14.25 UDS 2 0 2 9 81 6 27 20 7 2.67 1.808 13.72 1.590 0.679 DST 0.09 27.1

24 15.00 SPT

24 16.50 SPT17.25 UDS 1 0 2 11 79 7 27 20 7 2.67 1.831 13.63 1.611 0.657 DST 0.09 27.2

27 18.00 SPT

31 19.50 SPT20.25 UDS 1 0 1 13 79 6 25 19 6 2.67 1.884 14.16 1.650 0.618 DST 0.08 27.3

30 21.00 SPT

32 22.50 SPT23.25 UDS 0 0 0 11 83 6 24 19 5 2.67 1.889 15.25 1.639 0.629 DST 0.07 27.4

33 24.00 SPT

36 25.50 SPT26.25 UDS 1 0 0 13 82 4 24 19 5 2.67 1.896 15.73 1.638 0.630 DST 0.07 27.8

37 27.00 SPT

39 28.50 SPT29.25 UDS 0 0 4 19 77 0 2.66 1.907 15.43 1.652 0.610 DST 0.03 28.2

41 30.00 SPT

44 31.50 SPT32.25 UDS 0 0 3 21 76 0 2.66 1.931 16.73 1.654 0.608 DST 0.03 28.8

48 33.00 SPT

54 34.50 SPT35.25 UDS 1 0 1 24 71 3 2.66 1.942 16.61 1.665 0.597 DST 0.03 29.4

54 36.00 SPT

57 37.50 SPT38.25 UDS 2 1 3 11 78 5 25 19 6 2.67 1.941 16.72 1.663 0.606 DST 0.08 28.1

62 39.00 SPT

66 40.00 SPT

NAME OF WORK :- DEVELOPMENT OF ACCESS CONTROLLED EXPRESSWAY (GREENFILED ) PROJECT IN THE STATE OF UTTAR PRADESH ON EPC BASISNAME OF CLIENT:-NCC TESTING AGENCY SHREE BALAJI TEST HOUSE PVT. LTD.


SAND

Water Level157+416 18-1-15 TO 20-01-15 3.50M


Y- Co-ordinatelRotary Drilling 325034.609

D

E

S

C

R

I

P

T

I

O

N

O

F

S

O

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L

T

H

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C

K

N

E

S

S

i

n

m

H

A

T

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H

I

N

G

I

S

C

L

A

S

S

I

F

I

C

A

T

I

O

N

GRAIN SIZE ANALYSIS


0 - 29 ML-CL

SANDY SILT 29-35 ML

NON PLASTIC

NON PLASTIC

NON PLASTIC

SANDY SILT WITH CLAY 35-40 ML-CL


!"#!$!#%#&!$%'"#

($& !"#"))'%


35

Location B. H. NO. RL Terminal DepthBH-10 40.00

Observed Depth SAMPLE Liquid Plastic Plasticity Specific Bulk Nat. Moist. Dry Void N TYPE GRAVEL SILT CLAY Limit Limit Index Gravity Density Content Density Ratio c

Values Coarse Med. Fine d em % % % % % % % % % G gm/cc % gm/cc kg/cm2 deg.

0.75 D/S11 1.50 SPT

2.25 UDS 2 2 6 14 69 7 24 19 5 2.67 1.731 8.92 1.589 0.680 DST 0.10 24.820 3.00 SPT

23 4.50 SPT5.25 UDS 0 1 1 2 89 7 25 19 6 2.67 1.754 10.27 1.591 0.679 DST 0.10 25.9

27 6.00 SPT

29 7.50 SPT8.25 UDS 2 0 1 3 88 6 26 19 7 2.67 1.778 12.16 1.585 0.684 DST 0.09 26.6

32 9.00 SPT

31 10.50 SPT11.25 UDS 0 1 1 3 89 6 26 19 7 2.67 1.787 12.82 1.584 0.686 DST 0.09 26.7

34 12.00 SPT

35 13.50 SPT14.25 UDS 0 1 3 11 78 7 27 20 7 2.67 1.838 13.59 1.618 0.650 DST 0.10 26.9

36 15.00 SPT

37 16.50 SPT17.25 UDS 1 1 2 14 75 7 26 19 7 2.67 1.836 13.83 1.613 0.655 DST 0.10 27.4

38 18.00 SPT

39 19.50 SPT20.25 UDS 0 0 0 10 84 6 25 19 6 2.67 1.892 14.43 1.653 0.615 DST 0.09 27.6

42 21.00 SPT

44 22.50 SPT23.25 UDS 1 1 2 7 83 6 26 19 7 2.67 1.898 14.72 1.654 0.614 DST 0.09 27.6

45 24.00 SPT

46 25.50 SPT26.25 UDS 2 0 0 2 89 7 28 20 8 2.67 1.904 16.27 1.638 0.630 DST 0.11 26.7

49 27.00 SPT

51 28.50 SPT29.25 UDS 2 0 1 2 87 8 28 20 8 2.67 1.912 15.89 1.650 0.618 DST 0.12 26.6

53 30.00 SPT

54 31.50 SPT32.25 UDS 1 1 2 4 84 8 28 20 8 2.67 1.937 16.19 1.667 0.602 DST 0.12 26.7

56 33.00 SPT

57 34.50 SPT35.25 UDS 1 1 2 4 84 8 28 20 8 2.67 1.949 16.44 1.674 0.595 DST 0.12 26.9

59 36.00 SPT

63 37.50 SPT38.25 UDS 1 1 1 6 83 8 26 19 7 2.67 1.948 16.32 1.675 0.594 DST 0.12 26.9

61 39.00 SPT

66 40.00 SPT

NAME OF WORK :- DEVELOPMENT OF ACCESS CONTROLLED EXPRESSWAY (GREENFILED ) PROJECT IN THE STATE OF UTTAR PRADESH ON EPC BASIS

NAME OF CLIENT:-NCC TESTING AGENCY SHREE BALAJI TEST HOUSE PVT. LTD. SOIL PROFILE Chainage (km) Boring Date2977597.40

SAND

Water Level157+416 18-1-15 TO 20-01-15 3.50M

Boring Method LocationX- Co-ordinate

LocationY- Co-ordinatelRotary Drilling 325047.16

D

E

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N

O

F

S

O

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L

T

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K

N

E

S

S

i

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m

H

A

T

C

H

I

N

G

I

S

C

L

A

S

S

I

F

I

C

A

T

I

O

N

GRAIN SIZE ANALYSIS

CLAYEY SILT25.5

-

36.0CL


36.0 -

40.0ML-CL


0 -

25.5ML-CL


!"#!$!#%#&!$%'"#

($& !"#"))'%


36


Observed SAMPLE GRAIN SIZE ANALYSIS Liquid Plastic Plasticity Specific Bulk Nat. Moist. Dry Void N TYPE GRAVEL SAND SILT CLAY Limit Limit Index Gravity Density Content Density Ratio Test c


0.75 D/S12 1.50 SPT

2.25 UDS 1 0 0 9 83 7 26 19 7 2.67 1.731 10.21 1.571 0.700 DST 0.09 25.314 3.00 SPT

16 4.50 SPT5.25 UDS 2 0 1 11 79 7 26 19 7 2.67 1.761 13.19 1.556 0.716 DST 0.09 25.8

19 6.00 SPT

24 7.50 SPT8.25 UDS 2 0 2 10 78 8 27 20 7 2.67 1.782 12.76 1.580 0.690 DST 0.10 27.2

26 9.00 SPT

27 10.50 SPT11.25 UDS 3 0 0 11 79 7 26 19 7 2.67 1.791 13.19 1.582 0.687 DST 0.09 27.4

29 12.00 SPT

30 13.50 SPT14.25 UDS 1 1 2 18 72 6 24 19 5 2.67 1.807 13.62 1.590 0.679 DST 0.08 27.6

32 15.00 SPT

33 16.50 SPT17.25 UDS 0 0 4 24 68 4 23 18 5 2.67 1.853 15.83 1.600 0.669 DST 0.07 27.8

35 18.00 SPT

37 19.50 SPT20.25 UDS 2 1 6 28 63 0 2.66 1.883 16.19 1.621 0.641 DST 0.03 28.2

39 21.00 SPT

42 22.50 SPT23.25 UDS 3 0 4 29 64 0 2.66 1.894 15.62 1.638 0.624 DST 0.03 28.4

44 24.00 SPT

47 25.50 SPT26.25 UDS 2 1 3 28 66 0 2.66 1.908 15.89 1.646 0.616 DST 0.03 28.6

48 27.00 SPT

49 28.50 SPT29.25 UDS 3 0 4 26 67 0 2.66 1.914 16.48 1.643 0.619 DST 0.03 28.9

52 30.00 SPT

54 31.50 SPT32.25 UDS 2 1 4 27 66 0 2.66 1.921 16.47 1.649 0.613 DST 0.03 29.3

55 33.00 SPT

57 34.50 SPT35.25 UDS 3 1 6 26 64 0 2.66 1.927 16.52 1.654 0.608 DST 0.02 29.7

59 36.00 SPT

60 37.50 SPT38.25 UDS 4 1 7 27 61 0 2.66 1.938 16.76 1.660 0.603 DST 0.03 30.4

62 39.00 SPT

63 40.00 SPT


SOIL PROFILE Chainage (km)143+608Boring Method Location


Y- Co-ordinatelBoring Date Water Level

Rotary Drilling 344067.675 2984992.76

MLSANDY SILT WITH GRAVEL18.50-40.00

D

E

S

C

R

I

P

T

I

O

N

O

F

S

O

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L

T

H

I

C

K

N

E

S

S

i

n

m

H

A

T

C

H

I

N

G

I

S

C

L

A

S

S

I

F

I

C

A

T

I

O

N


0.00-18.50 ML-CL

16.02.2014 4

NON PLASTIC

NON PLASTIC

NON PLASTIC

NON PLASTIC

NON PLASTIC

NON PLASTIC

NON PLASTIC

Shear Parameter


!"#!$!#%#&!$%'"#

($& !"#"))'%


37


Observed SAMPLE GRAIN SIZE ANALYSIS Liquid Plastic Plasticity Specific Bulk Nat. Moist. Dry Void

N TYPE GRAVEL SAND SILT CLAY Limit Limit Index Gravity Density Content Density Ratio Test c

Values Coarse Med. Fine d e


13 1.50 SPT2.25 UDS 0 0 0 12 81 7 26 19 7 2.67 1.736 10.94 1.565 0.706 DST 0.09 25.4

14 3.00 SPT

19 4.50 SPT5.25 UDS 1 1 4 11 76 7 26 19 7 2.67 1.759 12.98 1.557 0.715 DST 0.09 25.9

19 6.00 SPT

21 7.50 SPT8.25 UDS 1 0 3 12 78 6 25 19 6 2.67 1.784 13.03 1.578 0.692 DST 0.08 26.6

26 9.00 SPT

24 10.50 SPT11.25 UDS 0 0 4 11 79 6 25 19 6 2.67 1.793 12.86 1.589 0.681 DST 0.08 27.3

29 12.00 SPT

27 13.50 SPT14.25 UDS 2 1 3 11 78 5 23 18 5 2.67 1.811 13.32 1.598 0.671 DST 0.07 27.5

32 15.00 SPT

30 16.50 SPT17.25 UDS 1 0 7 28 64 0 2.66 1.874 14.73 1.633 0.629 DST 0.03 28.1

35 18.00 SPT

32 19.50 SPT20.25 UDS 1 0 9 29 61 0 2.66 1.889 15.27 1.639 0.623 DST 0.03 28.2

39 21.00 SPT

34 22.50 SPT23.25 UDS 3 1 7 27 62 0 2.66 1.892 15.31 1.641 0.621 DST 0.03 28.3

44 24.00 SPT

39 25.50 SPT26.25 UDS 2 1 8 28 61 0 2.66 1.901 16.19 1.636 0.626 DST 0.03 28.5

48 27.00 SPT

42 28.50 SPT29.25 UDS 2 0 8 27 63 0 2.66 1.907 15.89 1.646 0.617 DST 0.03 28.8

52 30.00 SPT

49 31.50 SPT32.25 UDS 5 2 7 24 62 0 2.67 1.918 16.21 1.650 0.618 DST 0.02 29.6

55 33.00 SPT

51 34.50 SPT35.25 UDS 7 2 6 26 59 0 2.67 1.921 15.94 1.657 0.611 DST 0.02 29.8

59 36.00 SPT

60 37.50 SPT38.25 UDS 5 1 9 24 61 0 2.67 1.932 16.82 1.654 0.614 DST 0.02 30.6

62 39.00 SPT

72 40.00 SPT


SOIL PROFILE Chainage (km)143+608Boring Method Location



Rotary Drilling 344060.057 2985013.43 15.12.2014D

E

S

C

R

I

P

T

I

O

N

O

F

S

O

I

L

T

H

I

C

K

N

E

S

S

i

n

m

H

A

T

C

H

I

N

G

I

S

C

L

A

S

S

I

F

I

C

A

T

I

O

N Shear Parameter


SANDY SILT

SANDY SILT WITH

GRAVEL

0.00 - 17.00

17.00 - 32.00

32.00 - 40.00

4

ML

NON PLASTIC

NON PLASTIC

NON PLASTIC

NON PLASTIC

NON PLASTIC

NON PLASTIC

NON PLASTIC

NON PLASTIC

ML-CL

ML


!"#!$!#%#&!$%'"#

($& !"#"))'%


38


Observed SAMPLE GRAIN SIZE ANALYSIS Liquid Plastic Plasticity Specific Bulk Nat. Moist. Dry Void N TYPE GRAVEL SAND SILT CLAY Limit Limit Index Gravity Density Content Density Ratio Test c


0.75 D/S12 1.50 SPT

2.25 UDS 0 1 2 9 81 7 24 19 5 2.67 1.734 11.03 1.562 0.710 DST 0.09 25.312 3.00 SPT

13 4.50 SPT5.25 UDS 1 0 1 9 81 8 26 19 7 2.67 1.757 13.12 1.553 0.719 DST 0.11 25.8

15 6.00 SPT

16 7.50 SPT8.25 UDS 0 0 1 11 82 6 26 19 7 2.67 1.789 13.76 1.573 0.698 DST 0.08 26.5

19 9.00 SPT

23 10.50 SPT11.25 UDS 1 0 2 12 79 6 24 18 6 2.67 1.796 14.16 1.573 0.697 DST 0.08 26.9

25 12.00 SPT

27 13.50 SPT14.25 UDS 2 1 3 13 76 5 25 19 6 2.67 1.816 15.32 1.575 0.696 DST 0.07 27.4

29 15.00 SPT

29 16.50 SPT17.25 UDS 2 1 4 29 62 2 2.66 1.869 14.53 1.632 0.630 DST 0.05 28.1

37 18.00 SPT

38 19.50 SPT20.25 UDS 1 0 5 31 63 0 2.66 1.892 14.89 1.647 0.615 DST 0.04 28.3

39 21.00 SPT

41 22.50 SPT23.25 UDS 1 1 4 28 66 0 2.66 1.902 15.41 1.648 0.614 DST 0.03 28.4

43 24.00 SPT

44 25.50 SPT26.25 UDS 0 1 5 29 65 0 2.66 1.919 16.28 1.650 0.612 DST 0.03 28.6

46 27.00 SPT

48 28.50 SPT29.25 UDS 1 1 4 31 63 0 2.66 1.914 15.84 1.652 0.610 DST 0.03 29.2

48 30.00 SPT

49 31.50 SPT32.25 UDS 2 1 6 32 59 0 2.66 1.918 16.11 1.652 0.610 DST 0.03 29.4

52 33.00 SPT

54 34.50 SPT35.25 UDS 5 2 9 23 61 0 2.67 1.927 16.71 1.651 0.617 DST 0.02 30.1

59 36.00 SPT

61 37.50 SPT38.25 UDS 4 1 10 24 61 0 2.67 1.923 16.72 1.648 0.621 DST 0.03 30.7

66 39.00 SPT

68 40.00 SPT


SOIL PROFILE Chainage (km)143+608



Rotary Drilling 344106.384

ML

D

E

S

C

R

I

P

T

I

O

N

O

F

S

O

I

L

T

H

I

C

K

N

E

S

S

i

n

m

H

A

T

C

H

I

N

G

I

S

C

L

A

S

S

I

F

I

C

A

T

I

O

N


SANDY SILT

SANDY SILT WITH GRAVEL

0.00-17.00

17.00-35.00

35.00-40.00

ML

ML-CL

2985009.38 11.12.2014 4

NON PLASTIC

NON PLASTIC

NON PLASTIC

NON PLASTIC

NON PLASTIC

NON PLASTIC

NON PLASTIC

NON PLASTIC

Shear Parameter


!"#!$!#%#&!$%'"#

($& !"#"))'%


39

#


!"#!$!#%#&!$%'"#

($& !"#"))'%


40

"

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10

P

e

r

c

e

n

t

F

i

n

e

r

Particle Size, mm

2.25 5.25 8.25 11.25 14.25 17.25 20.2523.25 26.25 29.25 32.25 35.25 38.25


!"#!$!#%#&!$%'"#

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41


!"#!$!#%#&!$%'"#

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42

'

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10

P

e

r

c

e

n

t

F

i

n

e

r

Particle Size, mm

2.25 5.25 8.25 11.25 14.25 17.25 20.2523.25 26.25 29.25 32.25 35.25 38.25


!"#!$!#%#&!$%'"#

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43

$

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10

P

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r

c

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n

t

F

i

n

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r

Particle Size, mm

2.25 5.25 8.25 11.25 14.25 17.25 20.2523.25 26.25 29.25 32.25 35.25 38.25


!"#!$!#%#&!$%'"#

($& !"#"))'%


44

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10

P

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c

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n

t

F

i

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r

Particle Size, mm

2.25 5.25 8.25 11.25 14.25 17.25 20.2523.25 26.25 29.25 32.25 35.25 38.25


!"#!$!#%#&!$%'"#

($& !"#"))'%


45

)

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10

P

e

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c

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n

t

F

i

n

e

r

Particle Size, mm

2.25 5.25 8.25 11.25 14.25 17.25 20.2523.25 26.25 29.25 32.25 35.25 38.25


!"#!$!#%#&!$%'"#

($& !"#"))'%


46

%

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10

P

e

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c

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n

t

F

i

n

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r

Particle Size, mm

2.25 5.25 8.25 11.25 14.25 17.25 20.2523.25 26.25 29.25 32.25 35.25 38.25


!"#!$!#%#&!$%'"#

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47

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0

10

20

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80

90

100

0.001 0.01 0.1 1 10

P

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Particle Size, mm

2.25 5.25 8.25 11.25 14.25 17.25 20.2523.25 26.25 29.25 32.25 35.25 38.25


!"#!$!#%#&!$%'"#

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48

#&

0

10

20

30

40

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70

80

90

100

0.001 0.01 0.1 1 10

P

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F

i

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Particle Size, mm

2.25 5.25 8.25 11.25 14.25 17.25 20.2523.25 26.25 29.25 32.25 35.25 38.25


!"#!$!#%#&!$%'"#

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49

"&

0

10

20

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80

90

100

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Particle Size, mm

2.25 5.25 8.25 11.25 14.25 17.25 20.2523.25 26.25 29.25 32.25 35.25 38.25


!"#!$!#%#&!$%'"#

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50

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Particle Size, mm

2.25 5.25 8.25 11.25 14.25 17.25 20.2523.25 26.25 29.25 32.25 35.25 38.25


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51

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100

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Particle Size, mm

2.25 5.25 8.25 11.25 14.25 17.25 20.2523.25 26.25 29.25 32.25 35.25 38.25


!"#!$!#%#&!$%'"#

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!

ncc report 2015_corrected by ncclj

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