GEOTECHNICAL INVESTIGATION REPORT FOR HIGHWAY STRUCTURES … Investigation Report... · GEOTECHNICAL INVESTIGATION REPORT FOR HIGHWAY STRUCTURES ON UDAIPUR BYPASS (BETWEEN NH-76 &

GEOTECHNICAL INVESTIGATION REPORT FOR HIGHWAY STRUCTURES

ON UDAIPUR BYPASS (BETWEEN NH-76 & NH-8)

STATE OF RAJASTHAN

SUBMITTED TO:

LOUIS BERGER GROUP INC. B – 3, 6, SECTOR - 32

GURGAON

JUNE, 2011

INDIAN GEOTECHNICAL SERVICES

(ISO: 9001 – 2008 CERTIFIED) L – 56B, BASEMENT

MALVIYA NAGAR, NEW DELHI TEL/FAX.: 011-26677711, 26677575

Email- [email protected]

INDIAN GEOTECHNICAL SERVICES SHEET 1 OF 24 L-56B, MALVIYA NAGAR, NEW DELHI Tel : 0111-26677711

INDIAN GEOTECNHICAL SERVICES Geotechnical Investigation for Design of Highway Structures On UDAIPUR BYPASS (Between NH-76 & NH-8) REPORT No. IGS/UDAIPUR BYPASS

TABLE OF CONTENTS

1.0 INTRODUCTION............................................................................................................ 2

1.1 SCOPE OF THIS REPORT............................................................................................... 2

2.0 PLANNING OF GEOTECHNICAL INVESTIGATION PROGRAMME............................ 3

2.1 SCOPE OF WORK .......................................................................................................... 3

3.0 GEOLOGICAL INFORMATION OF THE REGION ........................................................ 5

3.1 LOCATION..................................................................................................................... 5

3.2 GENERAL GEOLOGY...................................................................................................... 5

3.3 CLIMATE....................................................................................................................... 6

3.4 SEISMICITY OF THE PROJECT SITE ................................................................................ 6

4.1 BOREHOLES ................................................................................................................. 9

4.2 STANDARD PENETRATION TESTS (SPT) ........................................................................ 9

4.3 DISTURBED SAMPLING (SOIL) IN BOREHOLES................................................................. 9

4.4 UNDISTURBED SAMPLING (SOIL) IN BOREHOLES ............................................................ 9

4.5 ROCK CORE SAMPLES ................................................................................................ 10

4.6 LABORATORY TESTING................................................................................................ 11

5.0 SUBSURFACE CONDITIONS / LABORATORY TEST RESULTS / ESTIMATED “RMR” VALUES................................................................................................................................. 12

5.1 SUBSURFACE CONDITIONS.......................................................................................... 12

5.2 LABORATORY TEST RESULTS ON ROCK CORE SAMPLES.............................................. 14

5.3 PROPOSED DESIGN SOIL PARAMETERS ........................................................................ 14

5.4 ESTIMATED RMR VALUES ........................................................................................... 16

5.5 LIQUEFACTION ASSESSMENT....................................................................................... 19

6.0 FOUNDATION SUPPORT ........................................................................................... 20

6.1 OPEN FOUNDATION IN SOIL ......................................................................................... 20

6.2 OPEN FOUNDATIONS ON ROCK ................................................................................... 21

6.4 FOUNDATION RECOMMENDATIONS: ............................................................................. 23

ANNEXURE – I

Following details attached for all structures separately…

- Borehole Location Plans - Consolidated Logs with laboratory test results - Grain Size Curves / Silt Factor Calculation Sheets (for River Bridges) - Sample calculation for safe bearing capacity for open foundation



1.0 INTRODUCTION

The client, National Highway Authority of India Limited, has undertaken for development / improvement of Udaipur Bypass (Between NH-76 & NH-8) in state of Rajashtan. M/s Louis Berger Group, Inc. is the consultant for the project.

It was decided to conduct the Geo-technical investigation at the proposed bridges / flyover locations. The objective of this Detailed Geo-technical Investigation is to interpret the engineering properties of the soils/rock for the purpose of design of the foundations. M/s Louis Berger Group, Inc., has arranged M/s Indian Geotechnical Services to conduct subsurface investigation. M/s Indian Geo-technical Services (IGS) carried out the investigations, field tests, sampling and laboratory testing under the instructions of M/s Louis Berger Group, Inc.

Fieldwork including Drilling of bore holes and sample collection was carried out, during April 2011 to May 2011. Laboratory tests were conducted on selected soil / rock samples to determine the design parameters, confirming to relevant IS/MORT&H/IRC specifications and the guidelines received from time to time from M/s Louis Berger Group, Inc.

The report includes the comprehensive field and laboratory test data, analysis and interpretations of the test results by Geo-technical expert with precise assessment and recommendations for the properties essential to the design of foundations.

1.1 Scope of This Report

This report contains the following information;

Introduction

Planning of geotechnical Investigation programme including scope of work

Geological Information of the Region

Methodology of Investigation

Subsurface Conditions / Laboratory Test Results / Estimated “RMR Value

Foundation support



2.0 PLANNING OF GEOTECHNICAL INVESTIGATION PROGRAMME

On the basis of nature of the project, it was decided to carry out soil exploration in order to:

(i) obtain soil samples, both representative and undisturbed (wherever necessary) for classification tests and other laboratory tests for determining engineering properties;

(ii) obtain soundings of penetration resistance by Standard Penetration test in the boreholes;

(iii) Drilling in rock in weathered and in hard rock, obtain rock cores of Nx size by diamond core drilling method using double tube core barrels, determination of material characteristics (Strength / Structure / Color / Texture / Grain size / Rock name), mass characteristics (State of weathering / existing natural discontinuities / faults and folding patterns / fracture state), laboratory tests for determining engineering properties of existing rock, i.e., unconfined compressive strength, water absorption, unit weight etc.

2.1 Scope of work

To investigate the subsurface conditions boreholes were planned at structure location. Disturbed and undisturbed samples were to be collected from all boreholes to assess the soil / rock characteristics in laboratory.

2.1.1 The summary of the fieldwork for is given below:

Depth of Borehole (m) S. No.

Chainage, Km Structure Type No. of

Boreholes Soil Rock Total Depth of Borehole

BH-1 3.00 5.50 8.50 BH-2 4.00 5.50 9.50 BH-3 2.50 6.50 9.00

1 0.725 to 1.130

Flyover (NH-76) / ROB

BH-4 5.00 5.50 10.50 BH-5 5.00 5.00 10.00 BH-6 5.00 5.00 10.00 BH-7 2.00 5.00 7.00 BH-8 4.00 6.00 10.00 BH-9 2.00 5.00 7.00

BH-10 2.00 5.00 7.00 BH-11 2.00 5.00 7.00

2 7.800 to 9.000 Flyover and ROB

BH-12 1.50 5.00 6.50 3 12.685 Flyover on SH-32 BH-1 6.00 6.00 12.00 4 13.087 Minor Bridge BH-2 7.50 5.00 12.50 5 13.600 Minor Bridge BH-1 10.50 4.50 15.00

BH-1 2.50 5.50 8.00 BH-2 6.00 5.00 11.00 BH-3 3.00 6.00 9.00

6 21.595 to 23.000 Trumpet

BH-4 3.00 6.00 9.00 All locations of boreholes were given by M/s Louis Berger Group, Inc.



2.1.2 Conducting Standard Penetration Tests during boring operation. 2.1.3 Collecting disturbed / undisturbed soil samples and Rock core samples from the

borehole. 2.1.4 Summary of proposed Laboratory Testing program is given below;

SL. No.

PARTICULARS OF PROPERTIES

DISTURBED SOIL SAMPLE

FROM SPT

UNDISTURBED SOIL SAMPLES

ROCK CORES / PIECE

1. Sieve Analysis √ 2. Hydrometer Analysis √ 3. Natural Moisture Content √ 4. Bulk / Dry Density √ √ 5. Specific Gravity √ √ 6. Atterberg Limits √ 7. Direct Shear Test (for no

cohesive soils) √ √

8. Unconsolidated Undrained Tests (for cohesive samples)

√

9. Unconfined Compressive Strength / Point Load Strength

Index / Water Absorption

√



3.0 GEOLOGICAL INFORMATION OF THE REGION

3.1 Location The site project site is referred to as Udaipur Bypass (Between NH-76 and NH-8). Udaipur is located at 24°35′N 73°41′E. It has an average elevation of 598 metres. It is located in the southern region of Rajasthan and is close to Gujarat.

3.2 General geology

Rajasthan is endowed with a continuous Geological sequence of rocks from the oldest Archaean, Metamorphites, represented by Bhilwara Super Group (more than 2,500 million years old) to sub-recent, alluvium and wind blown sand. The western and north-western parts of the state are covered by vast blanket of young unconsolidated deposits including the blown sand of the Thar Desert (Marusthal) of western Rajasthan. The remaining area exposes wide variety of hard rocks, which include various types of metamorphic schists, quartzites, marbles and gneisses of Pre-Cambrian age with associated acid, and basic intrusive rocks. The sedimentaries include the rocks of Aravalli Super group, Delhi Super group, upper Precambrian Vindhyan Super group and of Cambrian to Jurassic, Cretaceous and Tertiary ages. The southeastern extremity of the state is occupied by a pile of basaltic flows of Deccan Traps of Cretaceous age. Several mineral deposits of economic importance occur in association with the above rock units.

The characteristic feature of the geology of Rajasthan is the presence of several groups of rocks belonging to Archaean and Pre-Cambrian ages. They form the Aravalli mountain system, which runs across the state from the north of Delhi in the north-east to the Gulf of Cambay in the south-west. The central part of the Aravalli ranges is occupied by a great synlinorium composed of Aravalli and Delhi rocks.

http://en.wikipedia.org/wiki/Gujarat



Because of the thin deposits of sand in this region, the rock exposures are good but in the west and the south-west, they are often engulfed in sandy alluvium and desert sands.

The Archaeans consist of the Bhilwara Super group (Bundelkhand Gneiss and the Banded Gneissic complex). The Aravallis, an enormously thick series of argillaceous rocks, came into existence at the close of the Archean era when the sediments which were deposited in the seas of that age, underwent an upheaval by orogenic activities. These vast mountains were peneplaned in later ages. The Aravalli super group is a vast formation composed of basal quartzites, shales, conglomerates, composite gneisses and slates.

The Delhi Super group overlies the Aravallies.Delhi super group is divided into lower Ralio group,middle Alwar group and upper Ajabgarh group. Ralio group is rich in crystalline limestones, grits, schistose rocks and quartzites. The famous marble of Makrana (Nagaur district) belongs to this group. Alwar group and Ajabgarh group consist mostly of calc-silicates, quartzites, grits and schistose rocks.

The other important lithological formations consist of a thick series of sedimentary rocks comprising sandstone, limestone and shales. These have been classified as upper and lower Vindhyans in the east and Marwar in the west. The deposition of these rocks in western Rajasthan was preceded by igneous activity, which included a thick pile of lava, mostly of an acidic nature. The plutonic equivalent of these lava are seen in the form of granite bosses and sills in Jalor, Siwana, Mokalsar and Jodhpur areas. Rocks of the above mentioned igneous activity have been designated as Erinpura granite and Malani igneous suit.

3.3 Climate Udaipur has particularly a tropical climate. The three main seasons, summer, monsoon and winter respectively, dominate the city of Udaipur. Situated at an altitude of 598m above sea level, moreover in a desert area, Udaipur has sultry type of Climate. However, Udaipur is the only place in Rajasthan that has quite moderate climate throughout the year. In summers, the scorching sun makes the city hot whereas in winters the weather is pleasant.

Being located in the desert lands of Rajasthan, the climate and weather of Udaipur is usually hot. The summer season runs from Mid-March to June and touches the temperature of 38°C. Monsoons arrive in the month of July heralded by dust and thunderstorms. The city annually receives around 637 mm of rainfall. This scanty amount of rainfall makes Udaipur more humid. The humidity reaches to the extent of 90 % during the months of Monsoons.

3.4 Seismicity of the Project Site The state of Rajasthan has not had a major earthquake in recent years, small to moderate earthquake have been felt in the state. Several faults have been identified in this region out of which many show evidence of movement during the Holocene epoch. The Cambay Graben terminates in the south-western part of the state.

The seismic hazard map of India was updated in 2000 by the Bureau of Indian Standards (BIS). The project site lies in Zone II. In seismic design Zone factor, Z of 0.10 is recommended.



Liquefaction Liquefaction is the sudden loss of shear strength of the loose fine-grained sands due to earthquake-induced vibration under saturated conditions. Assessment of liquefaction potential of foundation strata is made by simplified approach proposed by Seed & Idriss (1983 – 1985) from the SPT data and peak ground acceleration likely to occur at the site. In this method, cyclic shear stress likely to be induced in the foundation strata by Design Basis Earthquake (DBE) is first evaluated. Next threshold cyclic shear stress, which is good enough to cause liquefaction is determined from SPT data and the empirical relations. Finally, comparison of these two stresses is used in the estimation of liquefaction susceptibility of the foundation strata. Cyclic Stress Ratio ( CSR ) The equivalent average of shear stress τ likely to be induced in the foundation material due to an earthquake is calculated by using the equation τ = 0.65 * γ * h * (a / g )* r

av

av max d

τav = equivalent average of shear stress likely to be induced by DBE γ = Unit weight of foundation material = depth at which cyclic shear stress is calculated amax = maximum surface acceleration rd = Stress reduction factor = 1.0 – 0.00765 * h if h < 9.15 m = 1.174 – 0.0267 * h if h = 9.15 m to 23 m = 0.744 – 0.008 * h if h = 23.0 m to 30.0 m = 0.50 if h > 30.0 m If the equivalent average of shear stress τav is normalized with the initial effective overburden pressure (σo), the term is called seismic demand of soil layer or cyclic stress ratio ( CSR ).

CSR = 0.65 * (σo / σo’ )* (amax / g )* rd Cyclic Resistance Ratio ( CRR ) It expresses capacity of soil to resist liquefaction. CRR is determined using correlation between corrected blow count (N1)60 and CRR for earthquake of magnitude 7.5. (N1)60 is the SPT blow count corrected to an effective overburden pressure of 100 kpa and to hammer energy efficiency of 60 %. The corrected blow count (N1)60 is determined as follows. (N1)60 = Nm CN CE CB CR CS

Where, Nm = uncorrected SPT blow clount CE = correction factor for hammer energy ratio CB = Correction factor for borehole dia = 1.05 for 150 mm dia borehole CR = Correction factor for rod length = 0.75 for 3.0 m to 4.0 m = 0.85 for 4.0 m to 6.0 m = 0.95 for 6.0 m to 10.0 m = 1.0 for 10.0 m to 30.0 m CS = correction factor for standard sampler = 1.0



Correction factor for effective overburden pressure (CN ) is given by the following relation. CN = Sqrt (Pa / σo’) Where Pa = Atmospheric pressure The value of SPT blow count for soil with fines content (FC) can be adjusted to the equivalent clean sand value of (N1)60CS as follows: (N1)60CS α + β (N1)60

where α and β can be determined as follows. α = 0.0 and β = 0.0 for FC <= 5.0 % α = exp [(1.76 – (190/FC2)] for 5.0 % < FC < 35.0 % β = [0.99+ (FC1.5/1000)] α = 5.0 and β = 1.20 for FC >= 35.0 % CRRM = 7.5 is given by the following equation. 1 (N1)60CS 50 1 CRRM=7.5 = ----------------- + ------------- + ------------------------- - ------ 34 – (N1)60CS 135 [10*(N1)60CS + 45]2 200 Hence the CRR for a particular earthquake magnitude is determined as

CRR = CRR M = 7.5 * MSF * Kσ The MSF value is 1.44 for earthquake of magnitude 6.5. Kσ is taken as 1. The factor of safety against liquefaction , FSL, is given as FSL = CRR/CSR The value of CSR and CRR are computed at different depth and depth susceptible to liquefaction is determined. Liquefaction is probable when FSL is less than 1.0.

Andrews and Martin (2000) have re-evaluated the liquefaction field case histories from the database of Seed et al. (1984, 1985), and have transposed the "Modified Chinese Criteria" to U.S. conventions (with clay sizes defined as those less than about 0.002mm). Their findings are largely summarized in table below:

Liquid Limit1<32 Liquid Limit > 32

Clay content2 <10% Susceptible Further studies required

Clay content2 > 10% Further studies required Not susceptible Note: 1. Liquid Limit determined by Casagrande type percussion apparatus.

2. Clay defined as grains finer than 0. 002mm. 4.0 METHODOLOGY OF INVESTIGATION



The investigation was planned to obtain the subsurface stratification in the proposed project site and collect soil samples for laboratory testing to determine the engineering properties such as shear strength, along with basic engineering classification of the subsurface stratum to arrive at the foundation design parameters.

4.1 Boreholes

For Geotechnical investigation work, drilling rig was installed at the specified borehole location. Stability of rig was ensured by making level ground. The boreholes were progressed using Rotary Drilling machines and double tube core barrels with diamond bits.

4.2 Standard Penetration Tests (SPT)

Standard Penetration Tests (SPT) was conducted as per IS specifications. SPT split spoon sampler of standard dimensions was driven into the soil from the borehole bottom using 63.5 kg Hammer falling from 75 cm height. The SPT weight was mechanically lifted to the specified height and allowed to fall freely on the anvil with the use of cat-head winch with one to one and half turn of the drum. Blow counts for the penetration of every 15 cm were recorded and the N is reported as the blow counts for 30 cm penetration of the sampler leaving the first 15 cm penetration as seating drive.

When the number of blows exceeded 50 to penetrate the first or second 15 cms length of the sampler, the SPT N is regarded as more than 100. The test is terminated in such case and a record of penetration of the sampler under 50 blows or more is made. SPT refusal is recorded when there is no penetration of the sampler at any stage and also when a rebound of the sounding system is recorded.

SPT ‘N’ values are correlated with relative density of non-cohesive stratum and with consistency of cohesive stratum.

CORRELATION FOR CLAY/PLASTIC SILT

CORRELATION FOR SAND/NON-PLASTIC SILT

Consistency Penetration Value Relative Density Penetration Value Very Soft 0 to 2 Blows Very loose 0 to 4 Blows

Soft 3 to 4 Blows Loose 5 to 10 Blows Medium Stiff 5 to 8 Blows Medium 11 to 30 Blows

Stiff 9 to 16 Blows Dense 31 to 50 Blows Very Stiff 17 to 32 Blows Very Dense Above 50

Hard Above 32

4.3 Disturbed Sampling (Soil) in boreholes

Disturbed soil collected in the SPT sampler was preserved in polythene covers and transported to the laboratory. One more polythene cover was provided to prevent the loss of moisture during the transit period.

4.4 Undisturbed Sampling (Soil) in Boreholes



Undisturbed samples were tries using 100mm diameter and 450mm long MS tubes provided with sampler head with ball check arrangement. Undisturbed soil samples were collected in soft to stiff clayey soils. Collection of undisturbed samples in refusal strata is practically not possible.

4.5 Rock Core Samples Drilling was advanced by rotary core drilling method using double tube core barrels as per the guidelines of IS: 6926-1996. A core barrel and Nx sized bits are used for drilling and recovering rock cores. Recovered rock cores were numbered serially and preserved in good quality sturdy wooden core boxes as specified in IS: 4078-1980. Rock core recovery and Rock Quality Designation (RQD) were computed for every run length drilled.

Rock classification in terms of weathering and state of fractures and strength is carried out in the following manner. Tabulations given in below explain it briefly.

SCALE OF WEATHERING GRADES OF ROCK MASS

Terms Description Grade Geologist Interpretation

Fresh No visible sign of rock material weathering; perhaps slight discoloration on major discontinuity surfaces.

I CR > 90 %

Slightly Weathered

Discoloration indicates weathering of rock material and discontinuity surfaces. All the rock material may be discoloured by weathering.

II CR between 70 % to 90 %

Moderately Weathered

Less than half of the rock material is decomposed or disintegrated to a soil. Fresh or discolored rock is present either as a continuous framework or as corestones.

III CR between 51 % to 70 %

Highly Weathered

More than half of the rock material is decomposed or disintegrated to a soil. Fresh or discolored rock is present either as a discontinuous framework or as corestones

IV CR between 11 % to 50 %

Completely Weathered

All rock material is decomposed and / or disintegrated to soil. The original mass structure is still largely intact.

V CR between zero to 10 %

Residual Soil

All rock material is converted to soil. The mass structure and material fabric are destroyed. There is a large change in volume, but the soil has not been significantly transported.

VI CR = Zero % But N > 50

As per IS 4464

It should be understood that all grades of weathering may not be seen in a given rock mass and that in some cases a particular grade may be present to a very small extent. Distribution of the various weathering grades of rock material in the rock mass may be related to the porosity of the rock material and the presence of open discontinuities of all types in the rock mass. CLASSIFICATION OF ROCK WRT COMPRESSIVE STRENGTH



Rock is also classified by strength of intact rock cores collected during drilling. Rock compressive strength (UCS) is used to define strength of rock. Following table summarizes classification of rock based on strength.

ROCK STRENGTH COMPRESSIVE STRENGTH (Kg/cm2)

Extremely weak < 20 Very Weak 20 to 100

Weak 101 to 250 Average (Moderately strong) 251 to 500

Strong 501 to 1000 Very Strong 1001 to 2500

Extremely Strong > 2500

4.6 Laboratory testing

The laboratory testing on collected soil samples was done as per relevant IS codes.

Laboratory Tests on rock core samples were conducted as per relevant Standards:

IS: 9179 Preparation of rock specimen

IS: 8764 Point load strength tests on rock cores

IS: 9143 Uniaxial Compressive Strength (Wet & Dry)

IS: 1122, IS: 1124 Specific gravity, water absorption



5.0 SUBSURFACE CONDITIONS / LABORATORY TEST RESULTS / ESTIMATED “RMR” VALUES

5.1 Subsurface Conditions Based on the boring information, the following subsoil profile was inferred up to final depth of boreholes:

Stratum One : Soil Overburden / Alluvium (Boulders etc) / CWR (Residual Soil) Stratum Two : Highly Weathered Rock (HWR) Stratum Three : Moderately Weathered Rock (MWR) Stratum Four : Slightly Weathered to fresh Rock (SWR / FR)

Depth (m) Bore

hole No./ Location From To

Strata Description SPT ’N’ Value

Core Recovery

(%) RQD (%)

Chainage (Km): 0.725 + 1.130 (Flyover (NH-76) / ROB) 0.00 1.00 Filled-up Soil -- -- -- 1.00 3.00 Silty Sand > 100 -- -- 3.00 7.50 HWR (Sandstone) > 100 25.60 – 50.0 0.00

BH-1

7.50 8.50 MWR (Sandstone) -- 70.0 46.0 0.00 1.00 Filled-up Soil -- -- -- 1.00 4.00 Silty Sand > 100 -- -- BH-2 4.00 9.50 HWR (Sandstone) -- 26.66 – 32.0 0.0 – 10.0 0.00 1.00 Filled-up Soil -- -- -- 1.00 2.50 Silty Sand > 100 -- -- 2.50 4.50 HWR (Sandstone) -- 20.0 – 36.66 0.00 – 8.0 4.50 6.00 MWR (Sandstone) -- 65.33 0.00

BH-3

6.00 9.00 HWR (Sandstone) -- 38.66 – 40.0 0.00 – 8.0 0.00 1.00 Gravelly Sand -- -- -- 1.00 2.00 Sandy Silty Clay 75 -- -- 2.00 5.00 Silty sand > 100 -- --

BH-4

5.00 10.5 HWR (Sandstone) -- 13.3 – 38.66 0.00 Chainage (Km): 7.800 + 9.000 (Flyover and ROB)

0.00 5.00 Silty Sand / Fine Sand 61- >100 -- -- 5.00 8.00 HWR (Sandstone) -- 23.3 – 36.66 0 – 10.66 8.00 9.00 MWR (Sandstone) -- 68.00 10.00

BH - 05

9.00 10.0 Fresh Sandstone -- 95.00 70.00 0.00 5.00 Silty Sand > 100 -- --

BH - 06 5.00 10.0 HWR (Sandstone) -- 25.0 – 30.0 0.00 0.00 1.00 Sandy Gravel -- -- -- 1.00 2.00 Silty Sand > 100 -- -- BH - 07 2.00 7.00 MWR (Sandstone) -- 52.0 – 70.0 0.00

BH - 08 0.00 3.00 Sandy Gravel > 100 -- --



Depth (m) Bore hole No./ Location From To

Strata Description SPT ’N’ Value

Core Recovery

(%) RQD (%)

3.00 4.00 Silty Sand > 100 -- -- BH - 08

4.00 10.0 HWR (Sandstone) -- 20.0 – 41.33 0 – 13.33 0.00 1.00 Sandy Gravel -- -- -- 1.00 2.00 Gravelly Sand > 100 -- -- BH - 09 2.00 7.00 HWR (Sandstone) -- 23.0 – 36.0 0.00 0.00 1.00 Sandy Gravel -- -- -- 1.00 2.00 Silty Sand > 100 -- -- BH - 10 2.00 7.00 HWR (Sandstone) -- 20.0 – 26.66 0.00 0.00 1.00 Sandy Gravel -- -- -- 1.00 2.00 Silty Sand > 100 -- -- BH - 11 2.00 7.00 HWR (Sandstone) -- 22.0 – 35.0 0.00 0.00 1.50 Sandy Gravel -- -- -- 1.50 5.00 HWR (Sandstone) > 100 42.0 – 50.0 0.0 – 50.0 BH - 12 5.00 6.50 SWR (Sandstone) -- 80.0 80.0

Chainage (Km): 12.685 (Flyover on SH-32) 0.00 6.00 Alluvium (Boulders) > 100 -- --

BH - 1 6.00 12.0 CWR (Residual Soil) > 100 6.00 – 10.00 --

Chainage (Km): 13.087 (Minor Bridge) 0.00 1.00 Sandy Gravel -- -- -- 1.00 3.00 Silty Sand 55 -- -- 3.00 4.50 Silty Clay > 100 -- -- 4.50 7.50 Alluvium (Boulders) > 100 -- --

BH - 2

7.50 12.5 CWR (Residual Soil) > 100 6.66 – 10.00 0.00 Chainage (Km): 13.600 (Minor Bridge)

0.00 1.00 Silty Sand -- -- -- 1.00 10.5 Alluvium (Boulders) > 100 -- -- BH - 1 10.5 15.0 CWR (Residual Soil) > 100 8.00 – 10.00 0.00

Chainage (Km): 21.595 to 23.000 (Trumpet) 0.00 1.00 Gravelly Sand -- -- -- 1.00 2.50 Fine to Medium Sand > 100 -- -- BH - 1 2.50 8.00 HWR -- 25.00 – 42.0 0.0 – 24.0 0.00 1.00 Gravelly Sand -- -- -- 1.00 6.00 Murrum > 100 -- -- BH - 2 6.00 11.0 HWR > 100 12.0 – 32.0 0.00 0.00 3.00 Silty Sand > 100 -- --

BH - 3 3.00 9.00 HWR > 100 12.0 – 25.0 0.0 – 12.0 0.00 3.00 Murrum > 100 -- --

BH - 4 3.00 9.00 HWR -- 13.3 – 42.66 0.0 – 8.0



5.2 Laboratory Test Results on Rock Core Samples

Rock Core Test Results Borehole Location

Type of sample

Depth of Sample (m) Specific

Gravity Water

Absorption (%)

Comp. strength (kg/cm2)

Chainage (Km): 0.725 to 1.130 (Flyover (NH-76) / ROB) Rock core 3.00 – 4.50 2.73 1.41 79.64*

BH –1 Rock core 7.50 – 8.50 2.86 0.34 219.60

BH –2 Rock core 5.00 – 6.50 2.75 1.58 114.62* Rock core 3.00 – 4.50 2.73 3.21 89.38

BH –3 Rock core 7.50 – 9.00 2.73 3.75 88.72

BH –4 Rock core 9.00 – 10.00 2.77 2.10 97.30* Chainage (Km): 7.800 to 9.000 (Flyover and ROB)

Rock core 6.50 – 8.00 2.85 1.04 189.96 BH – 5

Rock core 9.00 – 10.00 2.82 0.73 153.06 BH – 6 Rock core 7.00 – 8.50 2.75 1.49 81.84*

Rock core 3.00 – 4.00 2.74 1.52 80.08* BH – 7

Rock core 5.00 – 6.00 2.75 2.10 79.20* BH – 8 Rock core 8.50 – 10.00 2.77 2.43 106.30 BH – 9 Rock core 6.00 – 7.00 2.73 3.93 88.94*

BH – 10 Rock core 4.00 – 5.50 2.73 3.22 88.77* BH – 11 Rock core 6.00 – 7.00 2.74 2.77 78.41*

Rock core 1.50 – 2.50 2.78 2.07 116.61 BH – 12

Rock core 5.00 – 6.50 2.76 1.87 92.51 Chainage (Km): 21.595 to 23.000 (Trumpet)

BH – 1 Rock core 4.50 – 5.50 2.75 1.72 75.01* BH – 2 Rock core 6.00 – 7.00 2.76 1.58 159.91* BH – 3 Rock core 6.00 – 7.00 2.81 0.68 114.37* BH – 4 Rock core 4.50 – 6.00 2.78 1.18 358.82*

5.3 Proposed design soil parameters

Depth (m) Submerged Density

Design Strength

Parameters Borehole Location

From To

Soil Type Design SPT’N’ value T/m3 Cu

(T/m2) φ°

Chainage (Km): 0.725 to 1.130 (Flyover (NH-76) / ROB) 0.00 1.00 Filled-up -- 0.70 -- -- BH – 1 1.00 3.00 SM 50 1.00 0 33



Depth (m) Submerged Density

Design Strength

Parameters Borehole Location

From To

Soil Type Design SPT’N’ value T/m3 Cu

(T/m2) φ°

0.00 1.00 Filled-up -- 0.70 -- -- BH – 2 1.00 4.00 SM 50 1.00 0 33 0.00 1.00 Filled-up -- 0.70 -- -- BH – 3 1.00 2.50 SM 50 1.00 0 33 0.00 1.00 SM -- 0.80 -- -- 1.00 2.00 CL 50 1.00 1.5 31 BH – 4 2.00 5.00 SM 50 1.00 0 33

Chainage (Km): 7.800 to 9.000 (Flyover and ROB) 0.00 1.00 SM -- 0.80 -- -- BH – 5 1.00 5.00 SM/SP-SM 50 1.00 0 33 0.00 1.00 SM -- 0.80 -- -- BH – 6 1.00 5.00 SM 50 1.00 0 33 0.00 1.00 GM -- 1.00 -- -- BH – 7 1.00 2.00 SM 50 1.00 0 33 0.00 3.00 GM 50 1.00 0 33 BH – 8 3.00 4.00 SM 50 1.00 0 33 0.00 1.00 GP -- 1.00 -- -- BH – 9 1.00 2.00 SM 50 1.00 0 33 0.00 1.00 GM -- 1.00 -- -- BH – 10 1.00 2.00 SM 50 1.00 0 33 0.00 1.00 GM -- 1.00 -- -- BH – 11 1.00 2.00 SM 50 1.00 0 33

BH – 12 0.00 1.50 GM -- 1.00 0 33 Chainage (Km): 12.685 (Flyover on SH-32)

BH – 1 0.00 6.00 Bouldery 50 1.00 0 33 Chainage (Km): 13.087 (Minor Bridge)

0.00 1.00 GP-GM -- 1.00 -- -- 1.00 3.00 SM 50 1.00 0 33 3.00 4.50 CI 50 1.00 15.0 0 BH – 2

4.50 7.50 Bouldery 50 1.00 0 33 Chainage (Km): 13.600 (Minor Bridge)

0.00 1.00 SM -- 0.80 -- -- BH – 1 1.00 10.50 Bouldery 50 1.00 0 33 Chainage (Km): 21.595 to 23.000 (Trumpet)

BH – 1 0.00 2.50 SM/SP 50 1.00 0 33 0.00 1.00 SM -- 0.80 -- -- BH – 2 1.00 6.00 Murrum 50 1.00 0 33 0.00 1.00 SM -- 0.80 -- -- BH – 3 1.00 3.00 SM 50 1.00 0 33

BH – 4 0.00 3.00 Murrum 50 1.00 0 33



5.4 Estimated RMR values Rock Mass Rating (RMR) of jointed rock masses, may be worked out based on IS 13365 (part I).

Strength of intact rock material (mpa)

Compressive Strength (M Pa)

Rating Basis

Exceptionally >250 15 Very Strong 100-250 12

Strong 50-100 7 Average 25-50 4

Weak 10-25 2 Very Weak 2-10 1 Extremely <2 0

UCS value data of specific borehole from laboratory test is used in RMR

Rock quality designation (RQD)

RQD (%) Rating Basis Excellent 90-100 20

Good 75-90 17 Fair 50-75 13 Poor 25-50 8

Very Poor <25 3

RQD values of specific borehole below given depth

from relevant borehole is used in RMR

Spacing of discontinuities

Spacing, (m) Rating Basis Very Wide >2 20

Wide 0.6-2 15 Moderate 0.2-0.6 10

Close 0.06-0.2 8 Very Close <0.06 5

Spacing of discontinuities of specific borehole from field observations is used in RMR

Condition of discontinuities

Very rough and

unweathered rock wall rock,

tight and discontinuous, no separation

rough and slightly

weathered wall rock surface,

separation < 1 mm

slightly rough and moderately

to highly weathered wall rock surface,

separation < 1 mm

Slickensided wall rock

surface or 1-5 mm thick gauge or 1-5 mm wide

opening, continuous

discontinuity

5 mm thick soft gauge 5 mm wide continuous discontinuit

y

30 25 20 10 0



Ground water condition

General Description

Completely Dry Damp Wet Dripping Flowing

Rating 15 10 7 4 0

Rating Adjustment For Discontinuity Orientations Strike and Dip Orientations of Discontinuities

Very Favorable Favorable Fair Unfavorable Very

Unfavorable

Tunnels and mines 0 -2 -5 -10 -12

Foundations 0 -2 -7 -15 -25 Ratings

Slopes 0 -5 -25 -50 -60

Table 3 of IS-12070, Design & Construction of Shallow Foundation on Rock, gives net allowable pressure based on RMR values. These values will ensure settlement of foundation to be less than 12 mm. This table is reproduced below.

NET SAFE BEARING PRESSURES BASED ON RMR

Classification No I II III IV V

Description of Rock Very Good Good Fair Poor Very Poor

R M R 100-81 80-61 60-41 40-21 20-0 Q ns (T/m2) 600-448 448-288 280-151 145-90-58 55-45-40

RMR value for highly fractured rock is also determined based on experience as Joints are not very clearly defined. In cases where the shear failure is to be considered to occur through highly fractured rock masses, cohesion can not be relied upon to provide resistance to failure; hence only angle of internal friction is considered to determine the bearing capacities by conventional method. If Rock is not Intact UCS value of recovered core does not represent the strength of rock mass.

DEP

TH (m

) BG

L

UC

S R

ATI

NG

RQ

D R

ATI

NG

SPA

CIN

G O

F JO

INT

RA

TIN

G

CO

ND

ITIO

N O

F JO

INT

RA

TIN

G

GR

OU

ND

W

ATE

R R

ATI

NG

STR

IKE

& D

IP

OR

IEN

TATI

ON

O

F JO

INTS

R

MR

Cla

ss N

o.

Des

crip

tion

Structure: Flyover (NH-76) / ROB / Chainage (Km): 0.725 to 1.130 / BH -1 3.00 – 7.50 2 3 5 0 7 -7 10 V Very Poor Rock 7.50 – 8.50 2 8 8 10 7 -7 28 IV Poor Rock

Structure: Flyover (NH-76) / ROB / Chainage (Km): 0.725 to 1.130 / BH -2 4.00 – 9.50 2 3 5 0 7 -7 10 V Very Poor Rock



DEP

TH (m

) BG

L

UC

S R

ATI

NG

RQ

D R

ATI

NG

SPA

CIN

G O

F JO

INT

RA

TIN

G

CO

ND

ITIO

N O

F JO

INT

RA

TIN

G

GR

OU

ND

W

ATE

R R

ATI

NG

STR

IKE

& D

IP

OR

IEN

TATI

ON

O

F JO

INTS

R

MR

Cla

ss N

o.

Des

crip

tion



Structure: Flyover and ROB / Chainage (Km): 7.800 to 9.000 / BH -5 5.00 – 9.00 2 3 5 0 7 -7 10 V Very Poor Rock

9.00 – 10.00 2 13 10 20 7 -7 45 III Fair Rock Structure: Flyover and ROB / Chainage (Km): 7.800 to 9.000 / BH -6 5.00 – 10.00 2 3 5 0 7 -7 10 V Very Poor Rock






Structure: Flyover and ROB / Chainage (Km): 7.800 to 9.000 / BH -12 1.50 – 4.00 2 8 8 10 7 -7 28 IV Poor Rock 4.00 – 5.00 2 3 5 0 7 -7 10 V Very Poor Rock 5.00 – 6.50 2 17 15 25 7 -7 59 III Fair Rock

Structure: Flyover / Chainage (Km): 12 + 685 / BH -1 6.00 – 12.00 Completely Weathered Rock 0 V Very Poor Rock

Structure: Minor Bridge / Chainage (Km): 13 + 087 / BH -2 7.50 – 12.50 Completely Weathered Rock 0 V Very Poor Rock

Structure: Minor Bridge / Chainage (Km): 13 + 600 / BH -1 10.50 – 15.00 Completely Weathered Rock 0 V Very Poor Rock Structure: Trumpet / Chainage (Km): 13 + 600 / BH -1

2.50 – 8.00 2 3 5 0 7 -7 10 V Very Poor Rock



DEP

TH (m

) BG

L

UC

S R

ATI

NG

RQ

D R

ATI

NG

SPA

CIN

G O

F JO

INT

RA

TIN

G

CO

ND

ITIO

N O

F JO

INT

RA

TIN

G

GR

OU

ND

W

ATE

R R

ATI

NG

STR

IKE

& D

IP

OR

IEN

TATI

ON

O

F JO

INTS

R

MR

Cla

ss N

o.

Des

crip

tion

Structure: Trumpet / Chainage (Km): 13 + 600 / BH -2 6.00 – 11.00 2 3 5 0 7 -7 10 V Very Poor Rock



5.5 Silt Factors / Scour Levels

We presume that the scour is likely to occur for minor bridges. Silt factors have been determined based on grain size analysis given in Annexure - I. For preliminary estimate the scour depth for minor bridges is considered at 2m depth below bed level.

5.5 Liquefaction assessment The site falls in Seismic Zone – II. Subsurface consists either plastic soil having liquid limit more than 32 and clay percentage more than 10 percent or non cohesive soil with high standard penetration resistance, followed by bed rock; hence site may be classified as “Liquefaction unlikely” in earth quake event.

.



6.0 FOUNDATION SUPPORT Considering the nature of sub-surface strata, type of proposed structures, expected

heavy loads on foundations, open foundations can be recommended;

For satisfactory performance of a foundation, the following criteria must be satisfied;

(i) The foundation must not fail in shear.

(ii)The foundation must not settle by an amount more than the permissible settlement.

The smaller of the bearing pressure values obtained according to (I) and (ii) above, is adopted as the allowable bearing capacity.

6.1 Open Foundation in soil Bearing Capacity for Open Foundations

Bearing capacity for shallow foundations in soil has been analyzed in accordance with IS: 6403-1981, which is based on, modified Terzaghi’s classical approach. The weighted average of shear parameters for various strata up to a significant influence zone of 1.5 B (B = width of the foundation) below the foundation level is used in the analysis. Considering the fluctuation of ground water, it is assumed that water table will be at existing ground level and accordingly the water table correction is applied. A factor of safety of 2.5 is selected based on clause 706.3.1.1.1 of IRC 78-2000 to estimate the net safe bearing capacity from ultimate net bearing capacity.

Standard Penetration Test (SPT) results are also used to determine the safe bearing capacity of shallow foundation in accordance with IS: 6403-1981 for non-cohesive soil, hard clay. While using this approach, the N value was corrected, wherever applicable, below the footing base to at least 1.5B below the base to account for the effects of energy ratio, adopted boring procedure, dilation for submerged Silty fine sands /fine sands as well as that due to the overburden pressure (Reference: IS: 2131-1981, “Foundation Analysis and Design” by J.E.Bowles).

Settlement for Open Foundations

The magnitude of settlement, when foundation loads are applied, depends upon the compressibility of the underlying strata and rigidity of the substructure. In cohesive deposition, the post construction settlement is caused by dissipation of pore pressures and hence is time dependent so that consolidation settlement is computed for such soils using Terzaghi’s one-dimensional consolidation theory. The immediate settlements in clays are estimated using the elastic theory considering the effect of a rigid stratum underlying the foundation soils (Reference: “Foundation Analysis and Design” by J.E.Bowles). The immediate settlements in cohesion-less soil are estimated using elastic theory as mentioned above or using SPT value as per IS: 8009 (Part 1).

Design Considerations Permissible settlement in soil = 50mm / 75 mm Permissible settlement in rock = 12mm Water table depth = at ground Level Water Table correction factor = 0.50 Average Design Parameters = as per clause 5.3 & 5.4.



6.2 Open Foundations on Rock Analysis for allowable bearing capacity on rock has been done by the following four

methods. a) Based on Presumptive value

b) Based on rock mass rating (RMR value).

c) Based on C - φ Parameters

6.2.1 Safe Bearing Pressure from the RMR System: Analysis has been carried out using the RMR also known as Geo-mechanics classification by considering various parameters such as uniaxial compressive strength, RQD, spacing and condition of discontinuities and ground water condition. The correlation between the RMR value and allowable pressure has been given in Table –3 IS: 12070. This will ensure settlement of raft foundation to be less than 12 mm. Net Safe Bearing Pressures Based on RMR:

Classification No I II III IV V

Description of Rock Very Good Good Fair Poor Very Poor

R M R 100-81 80-61 60-41 40-21 20-0 Q ns (T/m2) 600-448 448-288 280-151 145-90-58 55-45-40

The RMR for use in Table should be the average within a depth below foundation level equal to the width of foundation, provided the RMR is fairly uniform within the depth. If the upper part of the rock, within a depth of about one fourth of the width of foundation, is of lower quality the value of this part should be used or the inferior rock should be removed. Since these values are based on limiting the settlement, they should not be increased if the foundation is embedded into the rock.

6.2.2 Safe Bearing Capacity from C - φ Parameters The AMERICAN SOCIETY OF CIVIL ENGINEERS recommends calculating the

bearing capacity considering general shear failure with irregular failure surface through rock mass. Based on our evaluation of the rock characteristics and RMR values, interpreted shear parameters (C and φ) for the rock mass have been selected.

The ultimate bearing capacity equation is as follows;

qult = CNcCc + 0.5 B γ Nγ Cγ + γ D Nq

Where: B = width of foundation D = depth of foundation γ = effective unit weight of the rock Cc, Cγ = correction factors for foundation shape Cc = 1.2 for circular foundation = 1.25 for square foundation



Cγ = 0.7 for circular foundation = 0.85 for square foundation Nc, Nq, Nγ = bearing capacity factors, function of φ As given by ASCE, these factors may be calculated using the following

equations;

Nc = 2 Nφ0.5 (Nφ + 1)

Nγ = Nφ0.5 (Nφ

2 - 1) Nq = Nφ

2 Nφ = tan2 (45 + φ/2) The net safe bearing capacity may be worked out using the following equation; qns = 1/F(qult - γD), F = factor of safety, taken as 3.0.



6.4 Foundation Recommendations:

6.4.1 Open Foundation: Based on the subsurface conditions estimated through Boreholes, net allowable bearing capacity of Shallow Foundations for various structures planned on Udaipur Bypass are tabulated.

S. N

o.

Cha

inag

e (K

m)

Type

Tent

ativ

e si

ze o

f O

pen

Foun

datio

n

(m)

Ass

umed

Sco

ur

dept

h be

low

Ex

istin

g G

roun

d Le

vel /

Bed

Lev

el

Dep

th o

f Fo

unda

tion

belo

w

Scou

r Dep

th /

embe

dmen

t in

Roc

k (m

) D

epth

of

Foun

datio

n B

elow

Exi

stin

g gr

ound

leve

l / b

ed

leve

l (m

)

Foun

datio

n B

earin

g St

rata

Tent

ativ

e N

et

allo

wab

le b

earin

g C

apac

ity (T

/m2 )

Raft, Width >= 6.0m (BH1) Not Applicable 0.50 3.50 Highly weathered Rock 30 Raft, Width >= 6.0m (BH2) Not Applicable -- 3.50 Dense Silty Sand 25 Raft, Width >= 6.0m (BH3) Not Applicable 0.50 3.00 Highly weathered Rock 30

1 0.725 to 1.130

Flyover (NH-76) / ROB

Raft, Width >= 6.0m (BH4) Not Applicable -- 3.50 Dense Silty Sand 25 Raft, Width >= 6.0m (BH5) Not Applicable -- 3.50 Dense Sand 25 Raft, Width >= 6.0m (BH6) Not Applicable -- 3.50 Dense Silty Sand 25 Raft, Width >= 6.0m (BH7) Not Applicable 0.50 3.00 Highly weathered Rock 30 Raft, Width >= 6.0m (BH8) Not Applicable -- 3.50 Dense Silty Sand 25 Raft, Width >= 6.0m (BH9) Not Applicable 0.50 3.00 Highly weathered Rock 30

Raft, Width >= 6.0m (BH10) Not Applicable 0.50 3.00 Highly weathered Rock 30 Raft, Width >= 6.0m (BH11) Not Applicable 0.50 3.00 Highly weathered Rock 30

2 7.800 to 9.000

Flyover and ROB

Raft, Width >= 6.0m (BH12) Not Applicable 0.50 2.00 Highly weathered Rock 40



S.

No.

Cha

inag

e (K

m)

Type

Tent

ativ

e si

ze o

f O

pen

Foun

datio

n

(m)

Ass

umed

Sco

ur

dept

h be

low

Ex

istin

g G

roun

d Le

vel /

Bed

Lev

el

Dep

th o

f Fo

unda

tion

belo

w

Scou

r Dep

th /

embe

dmen

t in

Roc

k (m

) D

epth

of

Foun

datio

n B

elow

Exi

stin

g gr

ound

leve

l / b

ed

leve

l )

m(

Foun

datio

n B

earin

g St

rata

Tent

ativ

e N

et

allo

wab

le b

earin

g C

apac

ity (T

/m2 )

3 12.685 Flyover (SH-32) Raft, Width >= 6.0m Not Applicable -- 3.00 Gravels / Boulders 30 4 13.087 Minor Bridge Raft, Width >= 6.0m 2.00 2.50 4.50 Gravels / Boulders 30 5 13.600 Minor Bridge Raft, Width >= 6.0m 2.00 2.00 4.00 Gravels / Boulders 25

Raft, Width >= 6.0m Not Applicable 0.50 3.00 Highly weathered Rock 30 Raft, Width >= 6.0m Not Applicable -- 3.00 Murrum 25 Raft, Width >= 6.0m Not Applicable 0.50 3.50 Highly weathered Rock 30

6 21.595

to 23.000

Trumpet

Raft, Width >= 6.0m Not Applicable 0.50 3.50 Highly weathered Rock 30

The choice of the value for design is a matter of engineering judgment and field assessment. The same will be reviewed after laboratory test results. Presently the recommendations are based on our engineering judgment based on subsurface strata encountered in the limited number of boreholes as reported herein. If any significant departure from the reported data is noticed during actual construction, the Geotechnical consultants may be referred for advice.

for INDIAN GEOTECHNICAL SERVICES

AJAY KUMAR GARG

Geotechnical Consultant / Partner

BOREHOLE NO. - 01 DATE STARTED : 04/04/2011

REDUCED LEVEL OF GROUND BORE ( M ) : DATE COMPLETED 06/04/2011D

EPTH

IN M

ETER

S

NO

. OF

BLO

WS

PEN

ETR

ATIO

N (C

M)

N, V

ALU

E ( R

ecor

ded

)

N, V

ALU

E ( C

orre

cted

)

GR

AVEL

(%

)

SAN

D

(%

)

SILT

(%)

CLA

Y

(%

)

CO

HE

SIO

N, C

, (t/

sqm

.)

AN

GLE

OF

FRIC

TIO

N

(Deg

rees

)

577.155 0.00

0.50-- 59.00 32.00 9.00 0.00 -- -- -- -- -- -- -- -- --

1.00

1.50

2.00SPT 1 1.50 - 1.65 40 15 >100 >100 -- 0.00 71.00 29.00 0.00 -- -- -- 2.73 -- -- -- -- --

2.50

3.00

3.50SPT 2 3.00 - 3.05 35 5 >100 >100

4.00-- -- -- -- -- -- -- 2.45 2.44 1.41 2.73 -- -- -- -- 79.64*

4.50

572.155 5.00

5.50

6.00

6.50

7.00

7.50

8.00

568.655 8.50PROJECT: GEOTECHNICAL INVESTIGATION OF UDAIPUR BYPASSS,

NOTE : 1. CLASSIFICATION OF SOIL AS PER IS : 1498 BETWEEN NH-76 & NH-8 IN STATE OF RAJASTHAN2. ABBREVATION USED : SPT = STANDARD PENETRATION TEST, DS = DISTURBED SAMPLE, UDS = UNDISTURBED SAMPLE, * UCS BASED ON POINT LOAD TEST STRUCTURE: FLYOVER NH - 76 / ROB

CHAINAGE KM : 0.725 to 1.130

-- -- -- 219.602.75 0.34 2.86 ---- -- -- 2.76-- -- -- --

FIELD TEST RESULTS

WAT

ER L

OSS

577.155

PER

CEN

T C

OR

E R

ECO

VER

Y

SYM

BOLI

C R

EPR

ESEN

TATI

ON

SIZE

OF

HO

LE

BU

LK D

EN

SIT

Y (

t/cum

)

LIQ

UID

LIM

IT (%

)BORE LOG CHART AND DATA SHEET

DES

CR

IPTI

ON

OF

SOIL

WIT

H

I.S. C

LASS

IFIC

ATIO

N

DR

Y D

EN

SIT

Y (t

/cum

)

SP

EC

IFIC

GR

AV

ITY

MO

ISTU

RE

CO

NTE

NT

/

WA

TER

AB

SO

RP

TIO

N (%

)

PLA

STI

C L

IMIT

(%)

CO

MPR

ESSI

ON

IND

EX

Cc

GRAIN SIZE ANALYSIS

TYPE

OF

TEST

CO

ND

UC

TED

IN

THE

LABO

RAT

OR

Y

Bed Rock

LEVE

L O

F W

ATER

TAB

LE /

L.W

.L

SPT TEST RESULTS

DES

CR

IPTI

ON

OF

CO

RE

RO

CK

TYPE

CO

LOU

R G

RAI

N S

IZE

TEXT

UR

E M

INER

AL

CO

MPO

SITI

ON

DEG

REE

OF

WEA

THER

ING

2

40.00 25.00

42.00 25.00

50.00

LABORATORY TEST RESULTS

RO

CK

CR

USH

ING

STR

ENG

TH

(Kg/

cm2)

FREE

SW

ELL

IND

EX, %

SHEAR STRENGTH CHARACTERISTICS

ELEV

ATIO

N IN

MET

ERS

DEP

TH IN

MET

ERS

BELO

W

REF

EREN

CE

TYPE

OF

SAM

PLE

SAM

PLE

REF

EREN

CE

NO

.

NO

T AP

PLIC

ABLE

NO

T AP

PLIC

ABLE

Overburden

150

mm

DS 1 0.00 - 1.00

Nx Core

DS

NO

T AP

PLIC

ABLE

Nx

Parti

al

1.50 - 3.00

24.00

70.00 25.00

From 3.00 to 7.50m, Highly weathered, highly fractured, light yellow colour, fine to

medium grained, SANDSTONE

From 7.50 to 8.50m, Moderately weathered,

fructured, grey colour, fine to medium grained,

SANDSTONE

26.66

Nx Core

3.00 - 4.50

4.50 - 5.50

5.50 - 6.50

6.50 - 7.50

7.50 - 8.50

Nx Core

Nx Core

Nx Core

NO

T M

ET W

ITH

24.00

PEN

ETR

ATIO

N R

ATE

(m

m/m

in)

PER

CEN

T R

QD

NO

T AP

PLIC

ABLE

0.00

0.00

0.00

0.00

46.00

Filled-up SOIL

Grey Silty SAND (SM)

Non Plastic

Non Plastic


REDUCED LEVEL OF GROUND BORE ( M ) : DATE COMPLETED 06/04/2011

DEP

TH IN

MET

ERS

NO

. OF

BLO

WS

PEN

ETR

ATIO

N (C

M)

N, V

ALU

E ( R

ecor

ded

)

N, V

ALU

E ( C

orre

cted

)

GR

AVEL

(%

)

SAN

D

(%

)

SILT

(%)

CLA

Y

(%

)

CO

HE

SIO

N, C

, (t/

sqm

.)

AN

GLE

OF

FRIC

TIO

N

(Deg

rees

)

577.259 0.00

0.50-- 6.00 41.00 46.00 7.00 25.00 17.00 -- -- -- 2.65 -- -- -- -- --

1.00

1.50

2.00SPT 1 1.50 - 1.70 50 5 >100 >100 -- 0.00 71.00 29.00 0.00 -- -- -- -- -- -- -- -- --

2.50

3.00

3.50SPT 2 3.00 - 3.10 40 10 >100 >100 -- 0.00 79.00 21.00 0.00 -- -- -- -- -- -- -- -- --

4.00DS 2 3.00 - 4.00

4.50

572.259 5.00Nx Core 4.00 - 5.00 30.00 10.00 25.00

5.50

6.00-- -- -- -- -- -- -- 2.47 2.46 1.58 2.75 -- -- -- -- 114.62*

6.50

7.00

7.50

8.00

8.50

9.00




Filled-up SOIL


Non Plastic

Non Plastic

PER

CEN

T R

QD

PEN

ETR

ATIO

N R

ATE

(m

m/m

in)

NO

T AP

PLIC

ABLE

0.00

6.66

8.66

32.00 25.00

28.00 24.00

FIELD TEST RESULTS

WAT

ER L

OSS

577.259

PER

CEN

T C

OR

E R

ECO

VER

Y

SYM

BOLI

C R

EPR

ESEN

TATI

ON

SIZE

OF

HO

LE

BU

LK D

EN

SIT

Y (

t/cum

)

LIQ

UID

LIM

IT (%

)

BORE LOG CHART AND DATA SHEET

DES

CR

IPTI

ON

OF

SOIL

WIT

H

I.S. C

LASS

IFIC

ATIO

N

DR

Y D

EN

SIT

Y (t

/cum

)

SP

EC

IFIC

GR

AV

ITY

MO

ISTU

RE

CO

NTE

NT

/

WA

TER

AB

SO

RP

TIO

N (%

)

PLA

STI

C L

IMIT

(%)

CO

MPR

ESSI

ON

IND

EX

Cc

GRAIN SIZE ANALYSIS

TYPE

OF

TEST

CO

ND

UC

TED

IN

THE

LABO

RAT

OR

Y

Bed Rock

LEVE

L O

F W

ATER

TAB

LE /

L.W

.L

SPT TEST RESULTS

DES

CR

IPTI

ON

OF

CO

RE

RO

CK

TYPE

CO

LOU

R G

RAI

N S

IZE

TEXT

UR

E M

INER

AL

CO

MPO

SITI

ON

DEG

REE

OF

WEA

THER

ING

26.66 24.00

NO

T AP

PLIC

ABLE

NO

T AP

PLIC

ABLE

Overburden

From 4.00 to 9.50m, Highly weathered, highly fractured,light yellow colour, fine to



RO

CK

CR

USH

ING

STR

ENG

TH

(Kg/

cm2)

FREE

SW

ELL

IND

EX, %


ELEV

ATIO

N IN

MET

ERS

DEP

TH IN

MET

ERS

BELO

W

REF

EREN

CE

TYPE

OF

SAM

PLE

SAM

PLE

REF

EREN

CE

NO

.

Nx

Parti

al

150

mm

NO

T AP

PLIC

ABLE

DS 1 0.00 - 1.00

Nx Core

NO

T M

ET W

ITH

5.00 - 6.50

Nx Core

Nx Core

6.50 - 8.00

8.00 - 9.50



EPTH

IN M

ETER

S

NO

. OF

BLO

WS

PEN

ETR

ATIO

N (C

M)

N, V

ALU

E ( R

ecor

ded

)

N, V

ALU

E ( C

orre

cted

)

GR

AVEL

(%

)

SAN

D

(%

)

SILT

(%)

CLA

Y

(%

)

CO

HE

SIO

N, C

, (t/

sqm

.)

AN

GLE

OF

FRIC

TIO

N

(Deg

rees

)

575.171 0.00

0.50-- 38.00 49.00 13.00 0.00 -- -- -- -- -- -- -- -- --

1.00

1.50

2.00SPT 1 1.50 - 1.70 38 5 >100 >100 -- 0.00 77.00 23.00 0.00 -- -- -- 2.72 -- -- -- -- --

2.50DS 2 1.50 - 2.50

3.00Nx Core 2.50 - 3.00 20.00 0.00 26.00

3.50

4.00-- -- -- -- -- -- -- 2.42 2.41 3.21 2.73 -- -- -- -- 79.38

4.50

570.171 5.00

5.50

6.00

6.50

7.00

7.50

8.00

8.50-- -- -- -- -- -- -- 2.43 2.41 3.75 2.73 -- -- -- -- 78.72





highly fractured, light yellow colour, fine to medium grained, SANDSTONE

From 6.00 to 9.00m, Highly weathered, highly fractured, light yellow colour, fine to


150

mm

NO

T AP

PLIC

ABLE

Nx

Parti

al

DS 1 0.00 - 1.00

From 2.50 to 4.50m,Highly weathered, highly fractured, light yellow colour, fine to


NO

T M

ET W

ITH

26.00

38.66 24.00

40.00 24.00

ELEV

ATIO

N IN

MET

ERS

DEP

TH IN

MET

ERS

BELO

W

REF

EREN

CE

TYPE

OF

SAM

PLE

SAM

PLE

REF

EREN

CE

NO

.


RO

CK

CR

USH

ING

STR

ENG

TH

(Kg/

cm2)

FREE

SW

ELL

IND

EX, %


LEVE

L O

F W

ATER

TAB

LE /

L.W

.L

SPT TEST RESULTS

DES

CR

IPTI

ON

OF

CO

RE

RO

CK

TYPE

CO

LOU

R G

RAI

N S

IZE

TEXT

UR

E M

INER

AL

CO

MPO

SITI

ON

DEG

REE

OF

WEA

THER

ING

36.66 25.00

NO

T AP

PLIC

ABLE

NO

T AP

PLIC

ABLE

Overburden

65.33


DES

CR

IPTI

ON

OF

SOIL

WIT

H

I.S. C

LASS

IFIC

ATIO

N

DR

Y D

EN

SIT

Y (t

/cum

)

SP

EC

IFIC

GR

AV

ITY

MO

ISTU

RE

CO

NTE

NT

/

WA

TER

AB

SO

RP

TIO

N (%

)

PLA

STI

C L

IMIT

(%)

CO

MPR

ESSI

ON

IND

EX

Cc

GRAIN SIZE ANALYSIS

TYPE

OF

TEST

CO

ND

UC

TED

IN

THE

LABO

RAT

OR

Y

Bed Rock

FIELD TEST RESULTS

WAT

ER L

OSS

575.171

PER

CEN

T C

OR

E R

ECO

VER

Y

SYM

BOLI

C R

EPR

ESEN

TATI

ON

SIZE

OF

HO

LE

BU

LK D

EN

SIT

Y (

t/cum

)

LIQ

UID

LIM

IT (%

)

Nx Core

Nx Core

Nx Core

Nx Core

3.00 - 4.50

4.50 - 6.00

6.00 - 7.50

7.50 - 9.00 8.00

PER

CEN

T R

QD

PEN

ETR

ATIO

N R

ATE

(m

m/m

in)

NO

T AP

PLIC

ABLE

8.00

0.00

0.00

Filled-up SOIL


Non Plastic

Non Plastic



DEP

TH IN

MET

ERS

NO

. OF

BLO

WS

PEN

ETR

ATIO

N (C

M)

N, V

ALU

E ( R

ecor

ded

)

N, V

ALU

E ( C

orre

cted

)

GR

AVEL

(%

)

SAN

D

(%

)

SILT

(%)

CLA

Y

(%

)

CO

HE

SIO

N, C

, (t/

sqm

.)

AN

GLE

OF

FRIC

TIO

N

(Deg

rees

)

576.956 0.00

0.50-- 33.00 54.00 13.00 0.00 -- -- -- -- -- -- -- -- --

1.00

1.50

2.00SPT 1 1.50 - 1.95 75 30 75 75 -- 10.00 28.00 52.00 10.00 26.00 18.00 -- -- -- 2.66 -- -- -- -- --

2.50

3.00

3.50SPT 2 3.00 - 3.30 45 15 >100 >100 -- 0.00 85.00 15.00 0.00 -- -- -- -- -- -- -- -- --

4.00

4.50

4.70SPT 3 4.50 - 4.70 35 5 >100 >100 -- 0.00 64.00 36.00 0.00 -- -- -- -- -- -- -- -- --

571.956 5.00DS 3 4.50 - 5.00

5.50

6.00

6.50

7.00

7.50

8.00

8.50

9.00

9.50

10.00-- -- -- -- -- -- -- 2.58 2.55 2.10 2.77 -- -- -- -- 97.30*




Dark Brown Sandy Silty CLAY with gravels of low

plasticity (CL)


Light Grey Silty SAND (SM)

Non Plastic

Non Plastic

Non Plastic15

0 m

m

NO

T AP

PLIC

ABLE

Bed Rock

3.00 - 4.50

5.00 - 6.50

6.50 - 8.00

8.00 - 9.00

From 5.00 to 10.50m, Highly weathered, highly

fractured, light yellow colour, fine to medium grained, SANDSTONE

Nx

Parti

al

DS

Nx Core

Nx Core

Nx Core

FIELD TEST RESULTS

WAT

ER L

OSS

576.956

PER

CEN

T C

OR

E R

ECO

VER

Y

SYM

BOLI

C R

EPR

ESEN

TATI

ON

SIZE

OF

HO

LE

BU

LK D

EN

SIT

Y (

t/cum

)

LIQ

UID

LIM

IT (%

)


DES

CR

IPTI

ON

OF

SOIL

WIT

H

I.S. C

LASS

IFIC

ATIO

N

DR

Y D

EN

SIT

Y (t

/cum

)

SP

EC

IFIC

GR

AV

ITY

MO

ISTU

RE

CO

NTE

NT

/

WA

TER

AB

SO

RP

TIO

N (%

)

PLA

STI

C L

IMIT

(%)

CO

MPR

ESSI

ON

IND

EX

Cc

GRAIN SIZE ANALYSIS

TYPE

OF

TEST

CO

ND

UC

TED

IN

THE

LABO

RAT

OR

Y

Dark Brown Silty Gravelly SAND (SM)

LEVE

L O

F W

ATER

TAB

LE /

L.W

.L

SPT TEST RESULTS

DES

CR

IPTI

ON

OF

CO

RE

RO

CK

TYPE

CO

LOU

R G

RAI

N S

IZE

TEXT

UR

E M

INER

AL

CO

MPO

SITI

ON

DEG

REE

OF

WEA

THER

ING

NO

T AP

PLIC

ABLE

NO

T AP

PLIC

ABLE

13.33 25.00

28.66

Overburden


RO

CK

CR

USH

ING

STR

ENG

TH

(Kg/

cm2)

FREE

SW

ELL

IND

EX, %


ELEV

ATIO

N IN

MET

ERS

DEP

TH IN

MET

ERS

BELO

W

REF

EREN

CE

TYPE

OF

SAM

PLE

SAM

PLE

REF

EREN

CE

NO

.

38.66 23.000.00

DS 1 0.00 - 1.00

2

NO

T M

ET W

ITH

Nx Core 9.00 - 10.50

0.00

0.00

24.00

21.33 24.00

PER

CEN

T R

QD

PEN

ETR

ATIO

N R

ATE

(m

m/m

in)

NO

T AP

PLIC

ABLE

0.00

Symbol BH No. Depth, m Soil Description Gravel (%)

Sand (%)

Silt (%)

Clay (%)

1 0.00-1.00 Filled-up SOIL 59.00 32.00 9.00 0.00

1 1.50 Silty SAND (SM) 0.00 71.00 29.00 0.00

GRAIN SIZE ANALYSIS

PROJECT : GEOTECHNICAL INVESTIGATION OF UDAIPUR BYPASSS, BETWEEN NH-76 & NH-8 IN STATE OF RAJASTHAN

CHAINAGE: Km. 0.725 to 1.130

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100P A R T I C L E S I Z E , m m

PER

CEN

T FI

NER

BY

WEI

GH

T

GRAVELFINE MEDIUMS I L T COARSE

S A N DCLAYFINE COARSE


Sand (%)

Silt (%)

Clay (%)

2 0.00-1.00 Filled-up SOIL 6.00 41.00 46.00 7.00

2 1.50 Silty SAND (SM) 0.00 71.00 29.00 0.00

2 3.00 Silty SAND (SM) 0.00 79.00 21.00 0.00

GRAIN SIZE ANALYSIS



0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100P A R T I C L E S I Z E , m m

PER

CEN

T FI

NER

BY

WEI

GH

T




Sand (%)

Silt (%)

Clay (%)

4 0.00-1.00 Filled-up SOIL 38.00 49.00 13.00 0.00

4 1.50 Silty SAND (SM) 0.00 77.00 23.00 0.00

GRAIN SIZE ANALYSIS



0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100P A R T I C L E S I Z E , m m

PER

CEN

T FI

NER

BY

WEI

GH

T




Sand (%)

Silt (%)

Clay (%)

4 0.00-1.00 Gravelly Silty SAND (SM) 33.00 54.00 13.00 0.00

4 1.50 Sandy Silty CLAY with Gravels (CL) 10.00 28.00 52.00 10.00

4 3.00 Silty SAND (SM) 0.00 85.00 15.00 0.00

4 3.00 Silty SAND (SM) 0.00 64.00 36.00 0.00

GRAIN SIZE ANALYSIS



0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100P A R T I C L E S I Z E , m m

PER

CEN

T FI

NER

BY

WEI

GH

T





DEP

TH IN

MET

ERS

NO

. OF

BLO

WS

PEN

ETR

ATIO

N (C

M)

N, V

ALU

E ( R

ecor

ded

)

N, V

ALU

E ( C

orre

cted

)

GR

AVEL

(%

)

SAN

D

(%

)

SILT

(%)

CLA

Y

(%

)

CO

HE

SIO

N, C

, (t/

sqm

.)

AN

GLE

OF

FRIC

TIO

N

(Deg

rees

)

552.922 0.00

0.50-- 19.00 48.00 33.00 0.00 -- -- -- -- -- -- -- -- --

1.00

1.50

2.00SPT 1 1.50 - 1.95 61 30 61 86 -- 5.00 60.00 35.00 0.00 -- -- -- 2.75 -- -- -- -- --

2.50

3.00

3.50SPT 2 3.00 - 3.25 45 10 >100 >100

4.00

4.50

4.70SPT 3 4.50 - 4.55 33 5 >100 >100 -- 0.00 92.00 8.00 0.00 -- -- -- -- -- -- -- -- --

547.922 5.00DS 2 4.00 - 5.00

5.50

6.00

6.50

7.00

7.50-- -- -- -- -- -- -- 2.74 2.73 1.04 2.85 -- -- -- -- 189.96

8.00

8.50

9.00

9.50


NOTE : 1. CLASSIFICATION OF SOIL AS PER IS : 1498 BETWEEN NH-76 & NH-8 IN STATE OF RAJASTHAN2. ABBREVATION USED : SPT = STANDARD PENETRATION TEST, DS = DISTURBED SAMPLE, UDS = UNDISTURBED SAMPLE, * UCS BASED ON POINT LOAD TEST STRUCTURE : FLYOVER AND ROB


-- -- 153.060.73 2.82 -- ---- -- 2.66 2.65-- -- -- --20.00


fractured, yellow colour, fineto medium grained,

SANDSTONE

From 9.00 to 10.00m, Fresh, yellow colour,

SANDSTONE--

FIELD TEST RESULTS

WAT

ER L

OSS

552.922

PER

CEN

T C

OR

E R

ECO

VER

Y

SYM

BOLI

C R

EPR

ESEN

TATI

ON

SIZE

OF

HO

LE

BU

LK D

EN

SIT

Y (

t/cum

)

LIQ

UID

LIM

IT (%

)


DES

CR

IPTI

ON

OF

SOIL

WIT

H

I.S. C

LASS

IFIC

ATIO

N

DR

Y D

EN

SIT

Y (t

/cum

)

SP

EC

IFIC

GR

AV

ITY

MO

ISTU

RE

CO

NTE

NT

/

WA

TER

AB

SO

RP

TIO

N (%

)

PLA

STI

C L

IMIT

(%)

CO

MPR

ESSI

ON

IND

EX

Cc

GRAIN SIZE ANALYSIS

TYPE

OF

TEST

CO

ND

UC

TED

IN

THE

LABO

RAT

OR

YBed Rock

LEVE

L O

F W

ATER

TAB

LE /

L.W

.L

SPT TEST RESULTS

DES

CR

IPTI

ON

OF

CO

RE

RO

CK

TYPE

CO

LOU

R G

RAI

N S

IZE

TEXT

UR

E M

INER

AL

CO

MPO

SITI

ON

DEG

REE

OF

WEA

THER

ING

10.66 25.00

68.00 10.00 21.00

95.00


RO

CK

CR

USH

ING

STR

ENG

TH

(Kg/

cm2)

FREE

SW

ELL

IND

EX, %


ELEV

ATIO

N IN

MET

ERS

DEP

TH IN

MET

ERS

BELO

W

REF

EREN

CE

TYPE

OF

SAM

PLE

SAM

PLE

REF

EREN

CE

NO

.

DS 1 0.00 - 1.00

36.66

Overburden

150

mm

NO

T AP

PLIC

ABLE

23.33 0.00 24.00

From 5.00 to 8.00m, Highly weathered, highly fractured,

yellow colour, fine to medium grained, SANDSTONE

Nx

Parti

al

70.00

Nx Core

Nx Core

8.00 - 9.00

9.00 - 10.00

PER

CEN

T R

QD

PEN

ETR

ATIO

N R

ATE

(m

m/m

in)

Nx Core

Nx Core

5.00 - 6.50

6.50 - 8.00

NO

T M

ET W

ITH

NO

T AP

PLIC

ABLE

NO

T AP

PLIC

ABLE

NO

T AP

PLIC

ABLE

Light Brown Gravelly SiltySAND (SM)

Light Brown Silty SAND (SM)

Grey Fine to Medium SAND (SP-SM)

Non Plastic

Non Plastic

Non Plastic



DEP

TH IN

MET

ERS

NO

. OF

BLO

WS

PEN

ETR

ATIO

N (C

M)

N, V

ALU

E ( R

ecor

ded

)

N, V

ALU

E ( C

orre

cted

)

GR

AVEL

(%

)

SAN

D

(%

)

SILT

(%)

CLA

Y

(%

)

CO

HE

SIO

N, C

, (t/

sqm

.)

AN

GLE

OF

FRIC

TIO

N

(Deg

rees

)

557.791 0.00

0.50-- 18.00 62.00 20.00 0.00 -- -- -- -- -- -- -- -- --

1.00

1.50

2.00SPT 1 1.50 - 1.80 52 15 >100 >100

2.50

3.00

3.50SPT 2 3.00 - 3.25 42 10 >100 >100 -- 0.00 56.00 44.00 0.00 -- -- -- 2.65 -- -- -- -- --

4.00

4.50

4.70SPT 3 4.50 - 4.55 34 5 >100 >100

552.791 5.00DS 2 4.00 - 5.00

5.50

6.00

6.50

7.00

7.50

8.00-- -- -- -- -- -- -- 2.45 2.44 1.49 2.75 -- -- -- -- 81.84*

8.50

9.00

9.50




Dark Brown Gravelly Silty SAND (SM)


Non Plastic

Non Plastic

DS 1 0.00 - 1.00

Overburden

NO

T M

ET W

ITH

NO

T AP

PLIC

ABLE

NO

T AP

PLIC

ABLE

NO

T AP

PLIC

ABLE

25.00 0.00

ELEV

ATIO

N IN

MET

ERS

DEP

TH IN

MET

ERS

BELO

W

REF

EREN

CE

TYPE

OF

SAM

PLE

SAM

PLE

REF

EREN

CE

NO

.

RO

CK

CR

USH

ING

STR

ENG

TH

(Kg/

cm2)

FREE

SW

ELL

IND

EX, %


LIQ

UID

LIM

IT (%

)

150

mm

NO

T AP

PLIC

ABLE

Nx

Parti

al

LEVE

L O

F W

ATER

TAB

LE /

L.W

.L

SPT TEST RESULTS

DES

CR

IPTI

ON

OF

CO

RE

RO

CK

TYPE

CO

LOU

R G

RAI

N S

IZE

TEXT

UR

E M

INER

AL

CO

MPO

SITI

ON

DEG

REE

OF

WEA

THER

ING


fractured, yellow colour, fineto medium grained, SAND

STONE

PER

CEN

T R

QD

PEN

ETR

ATIO

N R

ATE

(m

m/m

in)

19.00

20.000.00


DES

CR

IPTI

ON

OF

SOIL

WIT

H

I.S. C

LASS

IFIC

ATIO

N

DR

Y D

EN

SIT

Y (t

/cum

)

SP

EC

IFIC

GR

AV

ITY

MO

ISTU

RE

CO

NTE

NT

/

WA

TER

AB

SO

RP

TIO

N (%

)

PLA

STI

C L

IMIT

(%)

CO

MPR

ESSI

ON

IND

EX

Cc

GRAIN SIZE ANALYSIS

TYPE

OF

TEST

CO

ND

UC

TED

IN

THE

LABO

RAT

OR

YBed Rock

FIELD TEST RESULTS

WAT

ER L

OSS

557.791

PER

CEN

T C

OR

E R

ECO

VER

Y

SYM

BOLI

C R

EPR

ESEN

TATI

ON

SIZE

OF

HO

LE

BU

LK D

EN

SIT

Y (

t/cum

)


Nx Core 7.00 - 8.50

Nx Core 8.50 - 10.00

Nx Core 5.00 - 6.00

Nx Core 6.00 - 7.00

30.00 0.00 17.00

26.00

30.00 0.00 18.00



DEP

TH IN

MET

ERS

NO

. OF

BLO

WS

PEN

ETR

ATIO

N (C

M)

N, V

ALU

E ( R

ecor

ded

)

N, V

ALU

E ( C

orre

cted

)

GR

AVEL

(%

)

SAN

D

(%

)

SILT

(%)

CLA

Y

(%

)

CO

HE

SIO

N, C

, (t/

sqm

.)

AN

GLE

OF

FRIC

TIO

N

(Deg

rees

)

556.711 0.00

0.50-- 41.00 38.00 21.00 0.00 -- -- -- -- -- -- -- -- --

1.00

1.50

2.00SPT 1 1.50 - 1.54 35 4 >100 >100 -- 19.00 43.00 38.00 0.00 -- -- -- -- -- -- -- -- --

2.50DS 2 1.50 - 2.00

3.00Nx Core 2.00 - 3.00 55.00 0.00 18.00

3.50

4.00

4.50

551.711 5.00

5.50

6.00

6.50




Light Grey Silty Sandy GRAVEL (GM)

Light Brown Gravelly SiltySAND (SM)

Non Plastic

Non Plastic

-- -- -- 80.08*2.35 1.52 2.74 ---- -- -- 2.36-- -- -- --

150

mm

NO

T AP

PLIC

ABLE

Nx

Parti

al

FIELD TEST RESULTS

WAT

ER L

OSS

556.711

PER

CEN

T C

OR

E R

ECO

VER

Y

SYM

BOLI

C R

EPR

ESEN

TATI

ON

SIZE

OF

HO

LE

BU

LK D

EN

SIT

Y (

t/cum

)

LIQ

UID

LIM

IT (%

)


DES

CR

IPTI

ON

OF

SOIL

WIT

H

I.S. C

LASS

IFIC

ATIO

N

DR

Y D

EN

SIT

Y (t

/cum

)

SP

EC

IFIC

GR

AV

ITY

MO

ISTU

RE

CO

NTE

NT

/

WA

TER

AB

SO

RP

TIO

N (%

)

PLA

STI

C L

IMIT

(%)

CO

MPR

ESSI

ON

IND

EX

Cc

GRAIN SIZE ANALYSIS

TYPE

OF

TEST

CO

ND

UC

TED

IN

THE

LABO

RAT

OR

Y

Bed Rock

LEVE

L O

F W

ATER

TAB

LE /

L.W

.L

SPT TEST RESULTS

DES

CR

IPTI

ON

OF

CO

RE

RO

CK

TYPE

CO

LOU

R G

RAI

N S

IZE

TEXT

UR

E M

INER

AL

CO

MPO

SITI

ON

DEG

REE

OF

WEA

THER

ING

NO

T AP

PLIC

ABLE

NO

T AP

PLIC

ABLE

Overburden



SANDSTONE

70.00

52.00


RO

CK

CR

USH

ING

STR

ENG

TH

(Kg/

cm2)

FREE

SW

ELL

IND

EX, %


DS 1 0.00 - 1.00

ELEV

ATIO

N IN

MET

ERS

DEP

TH IN

MET

ERS

BELO

W

REF

EREN

CE

TYPE

OF

SAM

PLE

SAM

PLE

REF

EREN

CE

NO

.

70.00

NO

T AP

PLIC

ABLE

6.00 - 7.00 0.00

60.00

18.00

0.00 18.00

0.00 19.00

0.00 17.00

PER

CEN

T R

QD

PEN

ETR

ATIO

N R

ATE

(m

m/m

in)

NO

T M

ET W

ITH

Nx Core

Nx Core

Nx Core

Nx Core

3.00 - 4.00

4.00 - 5.00

5.00 - 6.00 -- -- -- -- -- -- -- 2.48 2.47 2.1 2.75 -- -- -- -- 79.20*



DEP

TH IN

MET

ERS

NO

. OF

BLO

WS

PEN

ETR

ATIO

N (C

M)

N, V

ALU

E ( R

ecor

ded

)

N, V

ALU

E ( C

orre

cted

)

GR

AVEL

(%

)

SAN

D

(%

)

SILT

(%)

CLA

Y

(%

)

CO

HE

SIO

N, C

, (t/

sqm

.)

AN

GLE

OF

FRIC

TIO

N

(Deg

rees

)

557.137 0.00

0.50-- 54.00 23.00 23.00 0.00 -- -- -- -- -- -- -- -- --

1.00

1.50

2.00SPT 1 1.50 - 1.70 37 5 >100 >100

2.50

3.00

3.50SPT 2 3.00 - 3.25 45 10 >100 >100 -- 1.00 68.00 31.00 0.00 -- -- -- 2.74 -- -- -- -- --

4.00DS 2 3.25 - 400

4.50

552.137 5.00

5.50

6.00

6.50

7.00

7.50

8.00

8.50

9.00

9.50-- -- -- -- -- -- -- 2.52 2.51 2.43 2.77 -- -- -- -- 106.30




Light Brown Silty Sandy GRAVEL (GM)


Non Plastic

Non Plastic

Nx

Parti

al

150

mm

NO

T AP

PLIC

ABLE

FIELD TEST RESULTS

WAT

ER L

OSS

557.137

PER

CEN

T C

OR

E R

ECO

VER

Y

SYM

BOLI

C R

EPR

ESEN

TATI

ON

SIZE

OF

HO

LE

BU

LK D

EN

SIT

Y (

t/cum

)

LIQ

UID

LIM

IT (%

)


DES

CR

IPTI

ON

OF

SOIL

WIT

H

I.S. C

LASS

IFIC

ATIO

N

DR

Y D

EN

SIT

Y (t

/cum

)

SP

EC

IFIC

GR

AV

ITY

MO

ISTU

RE

CO

NTE

NT

/

WA

TER

AB

SO

RP

TIO

N (%

)

PLA

STI

C L

IMIT

(%)

CO

MPR

ESSI

ON

IND

EX

Cc

GRAIN SIZE ANALYSIS

TYPE

OF

TEST

CO

ND

UC

TED

IN

THE

LABO

RAT

OR

Y

Bed Rock

LEVE

L O

F W

ATER

TAB

LE /

L.W

.L

SPT TEST RESULTS

DES

CR

IPTI

ON

OF

CO

RE

RO

CK

TYPE

CO

LOU

R G

RAI

N S

IZE

TEXT

UR

E M

INER

AL

CO

MPO

SITI

ON

DEG

REE

OF

WEA

THER

ING

5.50 - 7.00

7.00 - 8.50

23.33 0.00 21.00

PER

CEN

T R

QD


RO

CK

CR

USH

ING

STR

ENG

TH

(Kg/

cm2)

FREE

SW

ELL

IND

EX, %


ELEV

ATIO

N IN

MET

ERS

DEP

TH IN

MET

ERS

BELO

W

REF

EREN

CE

TYPE

OF

SAM

PLE

SAM

PLE

REF

EREN

CE

NO

.

DS 1 0.00 - 1.00

Nx Core 4.00 - 5.50

NO

T M

ET W

ITH

Nx Core

Nx Core

Nx Core 8.50 - 10.00

PEN

ETR

ATIO

N R

ATE

(m

m/m

in)

20.00

NO

T AP

PLIC

ABLE

13.33 20.00

0.00 23.00

NO

T AP

PLIC

ABLE

NO

T AP

PLIC

ABLE

Overburden



SANDSTONE36.66 0.00 22.00

41.33



DEP

TH IN

MET

ERS

NO

. OF

BLO

WS

PEN

ETR

ATIO

N (C

M)

N, V

ALU

E ( R

ecor

ded

)

N, V

ALU

E ( C

orre

cted

)

GR

AVEL

(%

)

SAN

D

(%

)

SILT

(%)

CLA

Y

(%

)

CO

HE

SIO

N, C

, (t/

sqm

.)

AN

GLE

OF

FRIC

TIO

N

(Deg

rees

)

558.373 0.00

0.50-- 88.00 9.00 3.00 0.00 -- -- -- -- -- -- -- -- --

1.00

1.50

2.00SPT 1 1.50 - 1.58 35 8 >100 >100 -- 33.00 39.00 28.00 0.00 -- -- -- 2.74 -- -- -- -- --

2.50DS 2 1.50 - 2.00

3.00Nx Core 2.00 - 3.00 30.00 0.00 24.00

3.50

4.00

4.50

553.373 5.00

5.50

6.00

6.50




Light Grey Sandy GRAVEL (GP)

Light Grey Gravelly Silty SAND (SM)

Non plastic

Non plastic

Nx Core

Nx Core

Nx Core

Nx Core

23.00

36.00

3.00 - 4.00

4.00 - 5.00

5.00 - 6.00

6.00 - 7.00

0.00 23.00

NO

T M

ET W

ITH

35.00

NO

T AP

PLIC

ABLE

NO

T AP

PLIC

ABLE

0.00 23.00

0.00

26.00Bed Rock

DS 1 0.00 - 1.00

NO

T AP

PLIC

ABLE

Parti

al

22.00


yellow colour, fine to medium grained, SAND

STONE

Nx

150

mm

ELEV

ATIO

N IN

MET

ERS

DEP

TH IN

MET

ERS

BELO

W

REF

EREN

CE

TYPE

OF

SAM

PLE

SAM

PLE

REF

EREN

CE

NO

.


RO

CK

CR

USH

ING

STR

ENG

TH

(Kg/

cm2)

FREE

SW

ELL

IND

EX, %


LEVE

L O

F W

ATER

TAB

LE /

L.W

.L

SPT TEST RESULTS

DES

CR

IPTI

ON

OF

CO

RE

RO

CK

TYPE

CO

LOU

R G

RAI

N S

IZE

TEXT

UR

E M

INER

AL

CO

MPO

SITI

ON

DEG

REE

OF

WEA

THER

ING

NO

T AP

PLIC

ABLE

PER

CEN

T R

QD

PEN

ETR

ATIO

N R

ATE

(m

m/m

in)

Overburden

0.00 25.00


DES

CR

IPTI

ON

OF

SOIL

WIT

H

I.S. C

LASS

IFIC

ATIO

N

DR

Y D

EN

SIT

Y (t

/cum

)

SP

EC

IFIC

GR

AV

ITY

MO

ISTU

RE

CO

NTE

NT

/

WA

TER

AB

SO

RP

TIO

N (%

)

PLA

STI

C L

IMIT

(%)

CO

MPR

ESSI

ON

IND

EX

Cc

GRAIN SIZE ANALYSIS

TYPE

OF

TEST

CO

ND

UC

TED

IN

THE

LABO

RAT

OR

Y--

FIELD TEST RESULTS

WAT

ER L

OSS

558.373

PER

CEN

T C

OR

E R

ECO

VER

Y

SYM

BOLI

C R

EPR

ESEN

TATI

ON

SIZE

OF

HO

LE

BU

LK D

EN

SIT

Y (

t/cum

)

LIQ

UID

LIM

IT (%

)

-- -- -- -- -- -- 2.34 2.32 -- -- 88.94*3.93 2.73 -- --



DEP

TH IN

MET

ERS

NO

. OF

BLO

WS

PEN

ETR

ATIO

N (C

M)

N, V

ALU

E ( R

ecor

ded

)

N, V

ALU

E ( C

orre

cted

)

GR

AVEL

(%

)

SAN

D

(%

)

SILT

(%)

CLA

Y

(%

)

CO

HE

SIO

N, C

, (t/

sqm

.)

AN

GLE

OF

FRIC

TIO

N

(Deg

rees

)

558.098 0.00

0.50-- 61.00 22.00 17.00 0.00 -- -- -- -- -- -- -- -- --

1.00

1.50

2.00SPT 1 1.50 - 1.56 40 6 >100 >100 -- 4.00 51.00 45.00 0.00 -- -- -- 2.75 -- -- -- -- --

2.50DS 2 1.50 - 2.00

3.00Nx Core 2.00 - 3.00 25.00 0.00 18.00

3.50

4.00

4.50

553.098 5.00-- -- -- -- -- -- -- 2.37 2.35 3.22 2.73 -- -- -- -- 88.77*

5.50

6.00

6.50




FIELD TEST RESULTS

WAT

ER L

OSS

558.098

PER

CEN

T C

OR

E R

ECO

VER

Y

SYM

BOLI

C R

EPR

ESEN

TATI

ON

SIZE

OF

HO

LE

BU

LK D

EN

SIT

Y (

t/cum

)

LIQ

UID

LIM

IT (%

)


DES

CR

IPTI

ON

OF

SOIL

WIT

H

I.S. C

LASS

IFIC

ATIO

N

DR

Y D

EN

SIT

Y (t

/cum

)

SP

EC

IFIC

GR

AV

ITY

MO

ISTU

RE

CO

NTE

NT

/

WA

TER

AB

SO

RP

TIO

N (%

)

PLA

STI

C L

IMIT

(%)

CO

MPR

ESSI

ON

IND

EX

Cc

GRAIN SIZE ANALYSIS

TYPE

OF

TEST

CO

ND

UC

TED

IN

THE

LABO

RAT

OR

Y

Bed Rock

LEVE

L O

F W

ATER

TAB

LE /

L.W

.L

SPT TEST RESULTS

DES

CR

IPTI

ON

OF

CO

RE

RO

CK

TYPE

CO

LOU

R G

RAI

N S

IZE

TEXT

UR

E M

INER

AL

CO

MPO

SITI

ON

DEG

REE

OF

WEA

THER

ING

0.00 - 1.001

3.00 - 4.00

4.00 - 5.50

5.50 - 7.00

NO

T M

ET W

ITH


RO

CK

CR

USH

ING

STR

ENG

TH

(Kg/

cm2)

FREE

SW

ELL

IND

EX, %


ELEV

ATIO

N IN

MET

ERS

DEP

TH IN

MET

ERS

BELO

W

REF

EREN

CE

TYPE

OF

SAM

PLE

SAM

PLE

REF

EREN

CE

NO

.

DS

Nx Core

Nx Core

Nx Core

PER

CEN

T R

QD

PEN

ETR

ATIO

N R

ATE

(m

m/m

in)

NO

T AP

PLIC

ABLE

NO

T AP

PLIC

ABLE

NO

T AP

PLIC

ABLE

Overburden

150

mm

NO

T AP

PLIC

ABLE

Parti

al

Nx



STONE

26.66 0.00 20.00

20.00 0.00 20.00

23.33 0.00 19.00



Non Plastic

Non Plastic



DEP

TH IN

MET

ERS

NO

. OF

BLO

WS

PEN

ETR

ATIO

N (C

M)

N, V

ALU

E ( R

ecor

ded

)

N, V

ALU

E ( C

orre

cted

)

GR

AVEL

(%

)

SAN

D

(%

)

SILT

(%)

CLA

Y

(%

)

CO

HE

SIO

N, C

, (t/

sqm

.)

AN

GLE

OF

FRIC

TIO

N

(Deg

rees

)

560.220 0.00

0.50-- 55.00 24.00 21.00 0.00 -- -- -- -- -- -- -- -- --

1.00

1.50

2.00SPT 1 1.50 - 1.55 40 6 >100 >100 -- 31.00 45.00 24.00 0.00 -- -- -- 2.73 -- -- -- -- --

2.50DS 2 1.50 - 2.00

3.00Nx Core 2.00 - 3.00 26.00 0.00 21.00

3.50

4.00

4.50

555.220 5.00

5.50

6.00

6.50




-- -- -- 78.41*2.49 2.77 2.74 ---- -- -- 2.51-- -- -- --

Nx Core

Nx Core

0.00 21.00

35.00 0.00 19.00

20.00

4.00 - 5.00

5.00 - 6.00

6.00 - 7.00

25.00 0.00 18.00

30.00

Overburden

150

mm

NO

T AP

PLIC

ABLE

Parti

al

Nx



STONE

DS

Nx Core

Nx Core

PER

CEN

T R

QD

NO

T AP

PLIC

ABLE

NO

T AP

PLIC

ABLE

22.00 0.00

ELEV

ATIO

N IN

MET

ERS

DEP

TH IN

MET

ERS

BELO

W

REF

EREN

CE

TYPE

OF

SAM

PLE

SAM

PLE

REF

EREN

CE

NO

.


RO

CK

CR

USH

ING

STR

ENG

TH

(Kg/

cm2)

FREE

SW

ELL

IND

EX, %


LEVE

L O

F W

ATER

TAB

LE /

L.W

.L

SPT TEST RESULTS

DES

CR

IPTI

ON

OF

CO

RE

RO

CK

TYPE

CO

LOU

R G

RAI

N S

IZE

TEXT

UR

E M

INER

AL

CO

MPO

SITI

ON

DEG

REE

OF

WEA

THER

ING

0.00 - 1.001

3.00 - 4.00

NO

T M

ET W

ITH

PEN

ETR

ATIO

N R

ATE

(m

m/m

in)

NO

T AP

PLIC

ABLE


DES

CR

IPTI

ON

OF

SOIL

WIT

H

I.S. C

LASS

IFIC

ATIO

N

DR

Y D

EN

SIT

Y (t

/cum

)

SP

EC

IFIC

GR

AV

ITY

MO

ISTU

RE

CO

NTE

NT

/

WA

TER

AB

SO

RP

TIO

N (%

)

PLA

STI

C L

IMIT

(%)

CO

MPR

ESSI

ON

IND

EX

Cc

GRAIN SIZE ANALYSIS

TYPE

OF

TEST

CO

ND

UC

TED

IN

THE

LABO

RAT

OR

Y

Bed Rock

FIELD TEST RESULTS

WAT

ER L

OSS

560.220

PER

CEN

T C

OR

E R

ECO

VER

Y

SYM

BOLI

C R

EPR

ESEN

TATI

ON

SIZE

OF

HO

LE

BU

LK D

EN

SIT

Y (

t/cum

)

LIQ

UID

LIM

IT (%

)

Light Brown Silty Sandy GRAVEL (GM)

Light Grey Gravelly Silty SAND (SM)

Non Plastic

Non Plastic



DEP

TH IN

MET

ERS

NO

. OF

BLO

WS

PEN

ETR

ATIO

N (C

M)

N, V

ALU

E ( R

ecor

ded

)

N, V

ALU

E ( C

orre

cted

)

GR

AVEL

(%

)

SAN

D

(%

)

SILT

(%)

CLA

Y

(%

)

CO

HE

SIO

N, C

, (t/

sqm

.)

AN

GLE

OF

FRIC

TIO

N

(Deg

rees

)

562.110 0.00

0.50-- 44.00 33.00 23.00 0.00 -- -- -- 2.76 -- -- -- -- --

1.00

1.50

2.00SPT 1 1.50 - 1.55 35 5 >100 >100

2.50Nx Core 1.50 - 2.50 -- -- -- -- -- -- -- 2.59 2.57 2.07 2.78 -- -- -- -- 116.61

3.00

3.50

4.00

4.50

557.110 5.00

5.50

6.00-- -- -- -- -- -- -- 2.55 2.53 1.87 2.76 -- -- -- -- 92.51




19.00

18.00

NO

T AP

PLIC

ABLE

NO

T AP

PLIC

ABLE

NO

T AP

PLIC

ABLE

50.00 50.00 20.00


yellow colour, fine to medium grained, SANDSTONE

From 5.00 to 6.50m, Slightly weathered, yellow

colour, SANDSTONENx Core 5.00 - 6.50

46.66 38.66 18.00

80.00 80.00

4.00 - 5.00

DS

Nx Core

Nx Core

PER

CEN

T R

QD

42.00 0.00

ELEV

ATIO

N IN

MET

ERS

DEP

TH IN

MET

ERS

BELO

W

REF

EREN

CE

TYPE

OF

SAM

PLE

SAM

PLE

REF

EREN

CE

NO

.

PEN

ETR

ATIO

N R

ATE

(m

m/m

in)

Overburden


RO

CK

CR

USH

ING

STR

ENG

TH

(Kg/

cm2)

FREE

SW

ELL

IND

EX, %


TYPE

OF

TEST

CO

ND

UC

TED

IN

THE

LABO

RAT

OR

Y

BU

LK D

EN

SIT

Y (

t/cum

)

LIQ

UID

LIM

IT (%

)

150

mm

Bed Rock

LEVE

L O

F W

ATER

TAB

LE /

L.W

.L

SPT TEST RESULTS

DES

CR

IPTI

ON

OF

CO

RE

RO

CK

TYPE

CO

LOU

R G

RAI

N S

IZE

TEXT

UR

E M

INER

AL

CO

MPO

SITI

ON

DEG

REE

OF

WEA

THER

ING

0.00 - 1.001

NO

T M

ET W

ITH

2.50 - 4.00

Nx



DES

CR

IPTI

ON

OF

SOIL

WIT

H

I.S. C

LASS

IFIC

ATIO

N

DR

Y D

EN

SIT

Y (t

/cum

)

SP

EC

IFIC

GR

AV

ITY

MO

ISTU

RE

CO

NTE

NT

/

WA

TER

AB

SO

RP

TIO

N (%

)

PLA

STI

C L

IMIT

(%)

CO

MPR

ESSI

ON

IND

EX

Cc

GRAIN SIZE ANALYSIS

Non Plastic

NO

T AP

PLIC

ABLE

Parti

al

FIELD TEST RESULTS

WAT

ER L

OSS

562.110

PER

CEN

T C

OR

E R

ECO

VER

Y

SYM

BOLI

C R

EPR

ESEN

TATI

ON

SIZE

OF

HO

LE


Sand (%)

Silt (%)

Clay (%)


5 1.50 Silty SAND (SM) 5.00 60.00 35.00 0.00

5 4.50 Fine to Medium SAND (SP-SM) 0.00 92.00 8.00 0.00

GRAIN SIZE ANALYSIS



0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100P A R T I C L E S I Z E , m m

PER

CEN

T FI

NER

BY

WEI

GH

T




Sand (%)

Silt (%)

Clay (%)


6 3.00 Silty SAND (SM) 0.00 56.00 44.00 0.00

GRAIN SIZE ANALYSIS



0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100P A R T I C L E S I Z E , m m

PER

CEN

T FI

NER

BY

WEI

GH

T




Sand (%)

Silt (%)

Clay (%)

7 0.00-1.00 Silty Sandy GRAVEL (GM) 41.00 38.00 21.00 0.00

7 1.50 Gravelly Silty SAND (SM) 19.00 43.00 38.00 0.00

GRAIN SIZE ANALYSIS



0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100P A R T I C L E S I Z E , m m

PER

CEN

T FI

NER

BY

WEI

GH

T




Sand (%)

Silt (%)

Clay (%)


8 3.00 Silty SAND (SM) 1.00 68.00 31.00 0.00

GRAIN SIZE ANALYSIS



0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100P A R T I C L E S I Z E , m m

PER

CEN

T FI

NER

BY

WEI

GH

T




Sand (%)

Silt (%)

Clay (%)

9 0.00-1.00 Sandy GRAVEL (GP) 88.00 9.00 3.00 0.00

9 1.50 Silty SAND (SM) 33.00 39.00 28.00 0.00

GRAIN SIZE ANALYSIS



0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100P A R T I C L E S I Z E , m m

PER

CEN

T FI

NER

BY

WEI

GH

T




Sand (%)

Silt (%)

Clay (%)


10 1.50 Silty SAND (SM) 4.00 51.00 45.00 0.00

GRAIN SIZE ANALYSIS



0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100P A R T I C L E S I Z E , m m

PER

CEN

T FI

NER

BY

WEI

GH

T




Sand (%)

Silt (%)

Clay (%)


11 1.50 Gravelly Silty SAND (SM) 31.00 45.00 24.00 0.00

GRAIN SIZE ANALYSIS



0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100P A R T I C L E S I Z E , m m

PER

CEN

T FI

NER

BY

WEI

GH

T




Sand (%)

Silt (%)

Clay (%)


GRAIN SIZE ANALYSIS



0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100P A R T I C L E S I Z E , m m

PER

CEN

T FI

NER

BY

WEI

GH

T





DEP

TH IN

MET

ERS

NO

. OF

BLO

WS

PEN

ETR

ATIO

N (C

M)

N, V

ALU

E ( R

ecor

ded

)

N, V

ALU

E ( C

orre

cted

)

GR

AVEL

(%

)

SAN

D

(%

)

SILT

(%)

CLA

Y

(%

)

CO

HE

SIO

N, C

, (t/

sqm

.)

AN

GLE

OF

FRIC

TIO

N

(Deg

rees

)

575.098 0.00 o o o o o o

0.50o o o o o o -- 67.00 14.00 19.00 0.00 -- -- -- -- -- -- -- -- --

1.00o o o o o o

1.50o o o o o o

2.00SPT 1 1.50 - 1.70 30 5 >100 >100 o o o

o o o -- 61.00 16.00 23.00 0.00 -- -- -- -- -- -- -- -- --

2.50o o o o o o

3.00o o o o o o

3.50SPT 2 3.00 - 3.15 40 15 >100 >100 o o o

o o o -- 26.00 32.00 35.00 7.00 27.00 17.00 -- -- -- 2.67 -- -- -- -- --

4.00o o o o o o

4.50o o o o o o

570.098 5.00SPT 3 4.50 - 4.55 35 5 >100 >100 o o o

o o o -- 99.00 0.00 1.00 0.00 -- -- -- -- -- -- -- -- --

5.50o o o o o o

6.00o o o o o o

6.50SPT 4 6.00 - 6.05 30 5 >100 >100

7.00

7.50

8.00

8.50

9.00

9.50

560.098 10.00

10.50

11.00

11.50


NOTE : 1. CLASSIFICATION OF SOIL AS PER IS : 1498 BETWEEN NH-76 & NH-8 IN STATE OF RAJASTHAN2. ABBREVATION USED : SPT = STANDARD PENETRATION TEST, DS = DISTURBED SAMPLE, UDS = UNDISTURBED SAMPLE, * UCS BASED ON POINT LOAD TEST STRUCTURE: FLYOVER SH-32

CHAINAGE KM : 12.685

From 6.00 to 12.00m, Completely weathered, highly fractured, yellow colour, fine to medium grained, Sandstone (disintegrated rock)

NO

T M

ET W

ITH

1

8.00 0.00 22.00

10.00 0.00 20.00

PER

CEN

T R

QD

PEN

ETR

ATIO

N R

ATE

(m

m/m

in)

24.00

6.60 0.00 22.00

Nx

Parti

al

150

mm

NO

T AP

PLIC

ABLE

ELEV

ATIO

N IN

MET

ERS

DEP

TH IN

MET

ERS

BELO

W

REF

EREN

CE

TYPE

OF

SAM

PLE

SAM

PLE

REF

EREN

CE

NO

.


RO

CK

CR

USH

ING

STR

ENG

TH

(Kg/

cm2)

FREE

SW

ELL

IND

EX, %


LEVE

L O

F W

ATER

TAB

LE /

L.W

.LSPT TEST RESULTS

DES

CR

IPTI

ON

OF

CO

RE

RO

CK

TYPE

CO

LOU

R G

RAI

N S

IZE

TEXT

UR

E M

INER

AL

CO

MPO

SITI

ON

DEG

REE

OF

WEA

THER

ING

NO

T AP

PLIC

ABLE

NO

T AP

PLIC

ABLE

NO

T AP

PLIC

ABLE

Overburden

6.00 0.00


DES

CR

IPTI

ON

OF

SOIL

WIT

H

I.S. C

LASS

IFIC

ATIO

N

DR

Y D

EN

SIT

Y (t

/cum

)

SP

EC

IFIC

GR

AV

ITY

MO

ISTU

RE

CO

NTE

NT

/

WA

TER

AB

SO

RP

TIO

N (%

)

PLA

STI

C L

IMIT

(%)

CO

MPR

ESSI

ON

IND

EX

Cc

GRAIN SIZE ANALYSIS

TYPE

OF

TEST

CO

ND

UC

TED

IN

THE

LABO

RAT

OR

YBed Rock

FIELD TEST RESULTS

WAT

ER L

OSS

575.098

PER

CEN

T C

OR

E R

ECO

VER

Y

SYM

BOLI

C R

EPR

ESEN

TATI

ON

SIZE

OF

HO

LE

BU

LK D

EN

SIT

Y (

t/cum

)

LIQ

UID

LIM

IT (%

)

Nx Core

Nx Core

9.00 - 10.50

10.50 - 12.00

DS 0.00 - 1.00

Nx Core

Nx Core

6.00 - 7.50

7.50 - 9.00

Boulders / Cobbles / Pebbles / Gravels in Sand

and Silt Matrix

Non Plastic

Non Plastic

Non Plastic


Sand (%)

Silt (%)

Clay (%)

1 0.00-1.00 67.00 14.00 19.00 0.00

1 1.50 61.00 16.00 23.00 0.00

1 3.00 26.00 32.00 35.00 7.00

1 4.50 99.00 0.00 1.00 0.00

GRAIN SIZE ANALYSIS


CHAINAGE: Km. 12.685

Boulders / Cobbles / Pebbles / Gravels in Sand and Silt Matrix

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100P A R T I C L E S I Z E , m m

PER

CEN

T FI

NER

BY

WEI

GH

T




REDUCED LEVEL OF GROUND BORE ( M ) : DATE COMPLETED : 14/04/2011

DEP

TH IN

MET

ERS

NO

. OF

BLO

WS

PEN

ETR

ATIO

N (C

M)

N, V

ALU

E ( R

ecor

ded

)

N, V

ALU

E ( C

orre

cted

)

GR

AVEL

(%

)

SAN

D

(%

)

SILT

(%)

CLA

Y

(%

)

CO

HE

SIO

N, C

, (t/

sqm

.)

AN

GLE

OF

FRIC

TIO

N

(Deg

rees

)

575.352 0.00

0.50-- 78.00 13.00 9.00 0.00 -- -- -- -- -- -- -- -- --

1.00

1.50

2.00SPT 1 1.50 - 1.95 55 30 55 > 50 -- 0.00 64.00 36.00 0.00 -- -- -- 2.65 -- -- -- -- --

2.50

3.00

3.50SPT 2 3.00 - 3.35 40 20 >100 >100 -- 3.00 11.00 58.00 28.00 45.00 26.00 -- -- -- 2.69 -- -- -- -- --

4.00

4.50

570.352 5.00SPT 3 4.50 - 4.70 36 5 >100 >100 o o o

o o o -- 81.00 13.00 6.00 0.00 -- -- -- -- -- -- -- -- --

5.50o o o o o o

6.00o o o o o o

6.50SPT 4 6.00 - 6.20 32 5 >100 >100 o o o

o o o -- 41.00 18.00 41.00 0.00 -- -- -- -- -- -- -- -- --

7.00o o o o o o

7.50o o o o o o

8.00SPT 5 7.50 - 7.60 35 10 >100 >100

8.50

9.00

9.50

560.352 10.00

10.50

11.00

11.50

12.00

562.852 12.50Nx Core 12.0 - 12.50 10.00 0.00 20.00

PROJECT: GEOTECHNICAL INVESTIGATION OF UDAIPUR BYPASSS, NOTE : 1. CLASSIFICATION OF SOIL AS PER IS : 1498 BETWEEN NH-76 & NH-8 IN STATE OF RAJASTHAN

2. ABBREVATION USED : SPT = STANDARD PENETRATION TEST, DS = DISTURBED SAMPLE, UDS = UNDISTURBED SAMPLE, * UCS BASED ON POINT LOAD TEST STRUCTURE : MINOR BRIDGECHAINAGE KM : 13.087

7.50 - 9.00

NO

T M

ET W

ITH

Nx Core 9.00 - 10.50

Nx Core 10.50 - 12.00

FIELD TEST RESULTS

WAT

ER L

OSS

575.352

PER

CEN

T C

OR

E R

ECO

VER

Y

SYM

BOLI

C R

EPR

ESEN

TATI

ON

SIZE

OF

HO

LE

BU

LK D

EN

SIT

Y (

t/cum

)

LIQ

UID

LIM

IT (%

)


DES

CR

IPTI

ON

OF

SOIL

WIT

H

I.S. C

LASS

IFIC

ATIO

N

DR

Y D

EN

SIT

Y (t

/cum

)

SP

EC

IFIC

GR

AV

ITY

MO

ISTU

RE

CO

NTE

NT

/

WA

TER

AB

SO

RP

TIO

N (%

)

PLA

STI

C L

IMIT

(%)

CO

MPR

ESSI

ON

IND

EX

Cc

GRAIN SIZE ANALYSIS

TYPE

OF

TEST

CO

ND

UC

TED

IN

THE

LABO

RAT

OR

Y

Bed Rock

LEVE

L O

F W

ATER

TAB

LE /

L.W

.LSPT TEST RESULTS

DES

CR

IPTI

ON

OF

CO

RE

RO

CK

TYPE

CO

LOU

R G

RAI

N S

IZE

TEXT

UR

E M

INER

AL

CO

MPO

SITI

ON

DEG

REE

OF

WEA

THER

ING

6.66 0.00

From 7.50 to 12.50m, completely weathered, highly fractured, yellow colour, fine to medium grained, Sandstone (disintegrated rock)

PER

CEN

T R

QD

PEN

ETR

ATIO

N R

ATE

(m

m/m

in)

23.00


RO

CK

CR

USH

ING

STR

ENG

TH

(Kg/

cm2)

FREE

SW

ELL

IND

EX, %


Nx

Parti

al

ELEV

ATIO

N IN

MET

ERS

DEP

TH IN

MET

ERS

BELO

W

REF

EREN

CE

TYPE

OF

SAM

PLE

SAM

PLE

REF

EREN

CE

NO

.

DS 0.00 - 1.001

Nx Core

6.66 0.00 22.00

NO

T AP

PLIC

ABLE

NO

T AP

PLIC

ABLE

NO

T AP

PLIC

ABLE

8.00 0.00 20.00

Overburden

Dark Brown Sandy GRAVEL (GP-GM)

Dark Brown Silty SAND (SM)

Light Brown Silty CLAY of medium plasticity (CI)

Boulders / Pebbles / Cobbles / Gravels in Sand and Silt Matrix

150

mm

NO

T AP

PLIC

ABLE

Non Plastic

Non Plastic

Non Plastic

Non Plastic


Sand (%)

Silt (%)

Clay (%)

2 0.00-1.00 Sandy GRAVEL (GP) 78.00 13.00 9.00 0.00

2 1.50 Silty SAND (SM) 0.00 64.00 36.00 0.00

2 3.00 Silty CLAY (CI) 3.00 11.00 58.00 28.00

GRAIN SIZE ANALYSIS



0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100P A R T I C L E S I Z E , m m

PER

CEN

T FI

NER

BY

WEI

GH

T




Sand (%)

Silt (%)

Clay (%)

2 4.50 81.00 13.00 6.00 0.00

2 6.00 41.00 18.00 41.00 0.00

GRAIN SIZE ANALYSIS




0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100P A R T I C L E S I Z E , m m

PER

CEN

T FI

NER

BY

WEI

GH

T



BORE HOLE NO. : 2STRUCTURE : MINOR BRIDGECHAINAGE, KM : 13+087DEPTH : 0.00 - 1.00 m

SIEVE SIZE (mm) PERCENTAGE RETAINED

AVERAGE SIZE OF SIEVE 2 X 3

MEAN DIAMETER (Dm), mm

SILT FACTOR, f

1 2 3 4 4/100

12.500 32.84 12.5 410.50010.000 25.48 11.25 286.6504.750 19.95 7.375 147.1312.000 3.33 3.375 11.2390.425 2.57 1.2125 3.116 8.603 5.1620.300 0.65 0.3625 0.2360.150 3.23 0.225 0.7270.075 3.11 0.1125 0.350PAN 8.84 0.038 0.332

100 860.280

DEPTH : 1.00 - 3.00 m




SILT FACTOR, f

1 2 3 4 4/100

4.750 0.00 4.75 0.0002.000 1.48 3.375 4.9950.425 24.12 1.213 29.246 0.444 1.1730.300 7.27 0.363 2.6340.150 23.71 0.225 5.3360.075 7.82 0.113 0.880PAN 35.60 0.038 1.335

100 44.425

DEPTH : 3.00 - 4.00 m




SILT FACTOR, f

1 2 3 4 4/100

4.750 2.67 4.75 12.6672.000 0.52 3.375 1.7550.425 4.49 1.213 5.448 0.245 0.8720.300 1.35 0.363 0.4880.150 3.71 0.225 0.8340.075 0.95 0.113 0.107PAN 86.32 0.038 3.237

100 24.536

DETERMINATION OF SILT FACTOR

PROJECT: GEOTECHNICAL INVESTIGATION OF UDAIPUR BYPASSS, BETWEEN NH-76 & NH-8 IN STATE OF RAJASTHAN

BORE HOLE NO. : 2STRUCTURE : MINOR BRIDGECHAINAGE, KM : 13+087DEPTH : 4.00 - 6.00 m

C = 2.00 kg/cm2 fi = <5 degreeKsf = f ( 1 + sqrt (c ))f = 1.5 for fi > 10 and <15f = 1.75 for fi > 5 and <10f = 2.0 for fi <5Silt Factor = 4.828

DEPTH : 6.00 - 7.00 m


AVERAGE SIZE OF

SIEVE2 X 3


SILT FACTOR, f

1 2 3 4 4/100

12.500 2.62 12.5 32.72710.000 13.42 11.25 150.9554.750 24.95 7.375 183.9732.000 4.78 3.375 16.1390.425 8.87 1.2125 10.758 3.970 3.5070.300 0.87 0.3625 0.3160.150 2.44 0.225 0.5480.075 0.64 0.1125 0.072PAN 41.42 0.038 1.553

100 397.041

DETERMINATION OF SILT FACTOR

PROJECT: GEOTECHNICAL INVESTIGATION OF UDAIPUR BYPASSS, BETWEEN NH-76 & NH-8 IN STATE OF RAJASTHAN



DEP

TH IN

MET

ERS

NO

. OF

BLO

WS

PEN

ETR

ATIO

N (C

M)

N, V

ALU

E ( R

ecor

ded

)

N, V

ALU

E ( C

orre

cted

)

GR

AVEL

(%

)

SAN

D

(%

)

SILT

(%)

CLA

Y

(%

)

CO

HE

SIO

N, C

, (t/

sqm

.)

AN

GLE

OF

FRIC

TIO

N

(Deg

rees

)

578.878 0.00

0.50 -- 6.00 63.00 31.00 0.00 -- -- -- -- -- -- -- -- --

1.00

1.50 o o o

2.00 SPT 1 1.50 - 1.80 45 15 >100 >100 o o o -- 22.00 56.00 22.00 0.00 -- -- -- 2.65 -- -- -- -- --

2.50 o o o

3.00 o o o

3.50 SPT 2 3.00 - 3.40 80 25 >100 >100 o o o -- 50.00 33.00 17.00 0.00 -- -- -- -- -- -- -- -- --

4.00 o o o

4.50 o o o

573.878 5.00 SPT 3 4.50 - 4.85 82 20 >100 >100 o o o -- 37.00 46.00 17.00 0.00 -- -- -- -- -- -- -- -- --

5.50 o o o

6.00 o o o

6.50 SPT 4 6.00 - 6.25 35 10 >100 >100 o o o -- 38.00 45.00 17.00 0.00 -- -- -- -- -- -- -- -- --

7.00 o o o

7.50 o o o

8.00 SPT 5 7.50 - 7.80 50 15 >100 >100 o o o

8.50 o o o

9.00 o o o

9.50 SPT 6 9.00 - 9.20 40 5 >100 >100 o o o -- 0.00 97.00 3.00 0.00 -- -- -- -- -- -- -- -- --

563.878 10.00 o o o

10.50 o o o

11.00 SPT 7 10.50 - 10.70 35 5 >100 >100

11.50

12.00

12.50

13.00

13.50

14.00

14.50


NOTE : 1. CLASSIFICATION OF SOIL AS PER IS : 1498 BETWEEN NH-76 & NH-8 IN STATE OF RAJASTHAN2. ABBREVATION USED : SPT = STANDARD PENETRATION TEST, DS = DISTURBED SAMPLE, UDS = UNDISTURBED SAMPLE, * UCS BASED ON POINT LOAD TEST STRUCTURE : MINOR BRIDGE

CHAINAGE KM : 13.600

DS 0.00 - 1.001

Nx Core 10.50 - 12.00

NO

T M

ET W

ITH

Nx Core

Nx Core

12.00 - 13.50

13.50 - 15.00

FIELD TEST RESULTS

WAT

ER L

OSS

578.878

PER

CEN

T C

OR

E R

ECO

VER

Y

SYM

BOLI

C R

EPR

ESEN

TATI

ON

SIZE

OF

HO

LE

BU

LK D

EN

SIT

Y (

t/cum

)

LIQ

UID

LIM

IT (%

)


DES

CR

IPTI

ON

OF

SOIL

WIT

H

I.S. C

LASS

IFIC

ATIO

N

DR

Y D

EN

SIT

Y (t

/cum

)

SP

EC

IFIC

GR

AV

ITY

MO

ISTU

RE

CO

NTE

NT

/

WA

TER

AB

SO

RP

TIO

N (%

)

PLA

STI

C L

IMIT

(%)

CO

MPR

ESSI

ON

IND

EX

Cc

GRAIN SIZE ANALYSIS

TYPE

OF

TEST

CO

ND

UC

TED

IN

THE

LABO

RAT

OR

Y

Bed Rock

LEVE

L O

F W

ATER

TAB

LE /

L.W

.L

SPT TEST RESULTS

DES

CR

IPTI

ON

OF

CO

RE

RO

CK

TYPE

CO

LOU

R G

RAI

N S

IZE

TEXT

UR

E M

INER

AL

CO

MPO

SITI

ON

DEG

REE

OF

WEA

THER

ING

8.00 0.00 24.00

10.00 0.00 23.00


RO

CK

CR

USH

ING

STR

ENG

TH

(Kg/

cm2)

FREE

SW

ELL

IND

EX, %


ELEV

ATIO

N IN

MET

ERS

DEP

TH IN

MET

ERS

BELO

W

REF

EREN

CE

TYPE

OF

SAM

PLE

SAM

PLE

REF

EREN

CE

NO

.

8.00 0.00 21.00

NO

T AP

PLIC

ABLE

NO

T AP

PLIC

ABLE

NO

T AP

PLIC

ABLE

PER

CEN

T R

QD

PEN

ETR

ATIO

N R

ATE

(m

m/m

in)

Overburden

From 10.50 to 15.00m, Completely weathered, highly fractured, yellow colour, fine to medium grained, Sandstone (disintegrated rock)

150

mm

NO

T AP

PLIC

ABLE

Nx

Parti

al


Boulders / Pebbles / Cobbles / Gravells in Sand and Silt Matrix

Non Plastic

Non Plastic

Non Plastic

Non Plastic

Non Plastic

Non Plastic


Sand (%)

Silt (%)

Clay (%)

1 0.00-1.00 Silty SAND (SM) 78.00 13.00 9.00 0.00

1 1.50 0.00 64.00 36.00 0.00

1 3.00 3.00 11.00 58.00 28.00

GRAIN SIZE ANALYSIS




0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100P A R T I C L E S I Z E , m m

PER

CEN

T FI

NER

BY

WEI

GH

T




Sand (%)

Silt (%)

Clay (%)

1 4.50 81.00 13.00 6.00 0.00

1 6.00 41.00 18.00 41.00 0.00

1 9.00 3.00 11.00 58.00 28.00

GRAIN SIZE ANALYSIS




0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100P A R T I C L E S I Z E , m m

PER

CEN

T FI

NER

BY

WEI

GH

T





EPTH

IN M

ETER

S

NO

. OF

BLO

WS

PEN

ETR

ATIO

N (C

M)

N, V

ALU

E ( R

ecor

ded

)

N, V

ALU

E ( C

orre

cted

)

GR

AVEL

(%

)

SAN

D

(%

)

SILT

(%)

CLA

Y

(%

)

CO

HE

SIO

N, C

, (t/

sqm

.)

AN

GLE

OF

FRIC

TIO

N

(Deg

rees

)

0.000 0.00

0.50-- 27.00 56.00 17.00 0.00 -- -- -- -- -- -- -- -- --

1.00

1.50

2.00SPT 1 1.50 - 1.65 35 15 >100 >100 -- 0.00 96.00 4.00 0.00 -- -- -- 2.72 -- -- -- -- --

2.50DS 2 1.50 - 2.50

3.00

3.50

4.00

4.50

4.20m

-5.000 5.00

5.50

6.00

6.50

7.00

7.50

-8.000 8.00PROJECT: GEOTECHNICAL INVESTIGATION OF UDAIPUR BYPASSS,

NOTE : 1. CLASSIFICATION OF SOIL AS PER IS : 1498 BETWEEN NH-76 & NH-8 IN STATE OF RAJASTHAN2. ABBREVATION USED : SPT = STANDARD PENETRATION TEST, DS = DISTURBED SAMPLE, UDS = UNDISTURBED SAMPLE, * UCS BASED ON POINT LOAD TEST STRUCTURE : TRUMPET NH - 8


Non Plastic

Non Plastic

Dark Brown Silty Gravelly SAND (SM)

Grey fine to medium SAND (SP)

0.00 - 1.001DS

Nx Core 2.50 - 3.50

Nx Core

Nx Core

Nx Core

Nx Core

3.50 - 4.50

4.50 - 5.50

5.50 - 6.50

6.50 - 8.00

FIELD TEST RESULTS

WAT

ER L

OSS

PER

CEN

T C

OR

E R

ECO

VER

Y

SYM

BOLI

C R

EPR

ESEN

TATI

ON

SIZE

OF

HO

LE

BU

LK D

EN

SIT

Y (

t/cum

)

LIQ

UID

LIM

IT (%

)


DES

CR

IPTI

ON

OF

SOIL

WIT

H

I.S. C

LASS

IFIC

ATIO

N

DR

Y D

EN

SIT

Y (t

/cum

)

SP

EC

IFIC

GR

AV

ITY

MO

ISTU

RE

CO

NTE

NT

/

WA

TER

AB

SO

RP

TIO

N (%

)

PLA

STI

C L

IMIT

(%)

CO

MPR

ESSI

ON

IND

EX

Cc

GRAIN SIZE ANALYSIS

TYPE

OF

TEST

CO

ND

UC

TED

IN

THE

LABO

RAT

OR

Y

Bed Rock

LEVE

L O

F W

ATER

TAB

LE /

L.W

.L

SPT TEST RESULTS

DES

CR

IPTI

ON

OF

CO

RE

RO

CK

TYPE

CO

LOU

R G

RAI

N S

IZE

TEXT

UR

E M

INER

AL

CO

MPO

SITI

ON

DEG

REE

OF

WEA

THER

ING

25.00 0.00 17.00

30.00 0.00 17.00


RO

CK

CR

USH

ING

STR

ENG

TH

(Kg/

cm2)

FREE

SW

ELL

IND

EX, %


ELEV

ATIO

N IN

MET

ERS

DEP

TH IN

MET

ERS

BELO

W

REF

EREN

CE

TYPE

OF

SAM

PLE

SAM

PLE

REF

EREN

CE

NO

.

16.00

40.00 24.00 15.00

PER

CEN

T R

QD

PEN

ETR

ATIO

N R

ATE

(m

m/m

in)

42.00 0.00 16.00

NO

T AP

PLIC

ABLE

NO

T AP

PLIC

ABLE

NO

T AP

PLIC

ABLE

35.00 0.00

Overburden

150

mm

NO

T AP

PLIC

ABLE

Nx

Parti

al

From 2.50 to 8.00m,Highly weathered, highly fractured, grey colour, fine grained,

BASALT

-- -- -- -- -- -- -- 2.53 2.52 1.72 2.75 -- -- -- -- 75.01*



DEP

TH IN

MET

ERS

NO

. OF

BLO

WS

PEN

ETR

ATIO

N (C

M)

N, V

ALU

E ( R

ecor

ded

)

N, V

ALU

E ( C

orre

cted

)

GR

AVEL

(%

)

SAN

D

(%

)

SILT

(%)

CLA

Y

(%

)

CO

HE

SIO

N, C

, (t/

sqm

.)

AN

GLE

OF

FRIC

TIO

N

(Deg

rees

)

501.387 0.00

0.50-- 22.00 57.00 21.00 0.00 -- -- -- -- -- -- -- -- --

1.00

1.50

2.00SPT 1 1.50 - 1.75 30 10 >100 >100 -- 2.00 91.00 7.00 0.00 -- -- -- 2.72 -- -- -- -- --

2.50

3.00

3.50SPT 2

3.50m3.00 - 3.30 42 15 >100 >100

4.00

4.50

496.387 5.00SPT 3 4.50 - 4.60 34 10 >100 >100 -- 13.00 84.00 3.00 0.00 -- -- -- -- -- -- -- -- --

5.50DS 2 4.50 - 5.00

6.00

6.50SPT 4 6.00 - 6.10 35 10 >100 >100

7.00Nx Core 6.00 - 7.00

7.50

8.00

8.50

9.00

9.50

491.387 10.00

10.50




DS 1 0.00 - 1.00

Nx Core 7.00 - 8.00

PER

CEN

T R

QD

PEN

ETR

ATIO

N R

ATE

(m

m/m

in)

Nx Core

Nx Core

8.00 - 9.00

9.00 - 10.00

12.00 0.00 22.00

25.00

Nx Core 10.00 - 11.00

0.00 17.00

20.00 0.00 18.00

20.00 0.00 15.00

ELEV

ATIO

N IN

MET

ERS

DEP

TH IN

MET

ERS

BELO

W

REF

EREN

CE

TYPE

OF

SAM

PLE

SAM

PLE

REF

EREN

CE

NO

.LABORATORY TEST RESULTS

RO

CK

CR

USH

ING

STR

ENG

TH

(Kg/

cm2)

FREE

SW

ELL

IND

EX, %


LEVE

L O

F W

ATER

TAB

LE /

L.W

.L

SPT TEST RESULTS

DES

CR

IPTI

ON

OF

CO

RE

RO

CK

TYPE

CO

LOU

R G

RAI

N S

IZE

TEXT

UR

E M

INER

AL

CO

MPO

SITI

ON

DEG

REE

OF

WEA

THER

ING

32.00 0.00 14.00

NO

T AP

PLIC

ABLE

NO

T AP

PLIC

ABLE

NO

T AP

PLIC

ABLE


DES

CR

IPTI

ON

OF

SOIL

WIT

H

I.S. C

LASS

IFIC

ATIO

N

DR

Y D

EN

SIT

Y (t

/cum

)

SP

EC

IFIC

GR

AV

ITY

MO

ISTU

RE

CO

NTE

NT

/

WA

TER

AB

SO

RP

TIO

N (%

)

PLA

STI

C L

IMIT

(%)

CO

MPR

ESSI

ON

IND

EX

Cc

GRAIN SIZE ANALYSIS

TYPE

OF

TEST

CO

ND

UC

TED

IN

THE

LABO

RAT

OR

YBed Rock

FIELD TEST RESULTS

WAT

ER L

OSS

501.387

PER

CEN

T C

OR

E R

ECO

VER

Y

SYM

BOLI

C R

EPR

ESEN

TATI

ON

SIZE

OF

HO

LE

BU

LK D

EN

SIT

Y (

t/cum

)

LIQ

UID

LIM

IT (%

)

Overburden

From 6.00 to 11.00m, Highly weathered, grey

colour, fine grained, BASALT

Nx

Parti

al

150

mm

NO

T AP

PLIC

ABLE

-- -- -- -- -- -- -- 2.52 2.51 1.58 2.76 -- -- -- -- 159.91*

Dark Brown Gravelly Silty SAND (SM)

Murrum (Residual soil formed for weathering of

basaltic rock)

Non Plastic

Non Plastic

Non Plastic



EPTH

IN M

ETER

S

NO

. OF

BLO

WS

PEN

ETR

ATIO

N (C

M)

N, V

ALU

E ( R

ecor

ded

)

N, V

ALU

E ( C

orre

cted

)

GR

AVEL

(%

)

SAN

D

(%

)

SILT

(%)

CLA

Y

(%

)

CO

HE

SIO

N, C

, (t/

sqm

.)

AN

GLE

OF

FRIC

TIO

N

(Deg

rees

)

499.243 0.00

0.50-- 5.00 62.00 33.00 0.00 -- -- -- 2.64 -- -- -- -- --

1.00

1.50

2.00SPT 1 1.50 - 1.80 50 15 >100 >100 -- 1.00 69.00 30.00 0.00 -- -- -- -- -- -- -- -- --

2.50

2.50m

3.00

3.50SPT 2 3.00 - 3.05 30 5 >100 >100

4.00Nx Core 3.00 - 4.00

4.50

494.243 5.00

5.50

6.00

6.50

7.00

7.50

8.00

8.50




NO

T AP

PLIC

ABLE

Bed Rock

Overburden

From 3.00 to 9.00m, Highly weathered, highly fractured, grey colour, fine grained,

BASALT

Nx

Parti

al

150

mm

NO

T AP

PLIC

ABLE



DS 1 0.00 - 1.00

Nx Core 7.00 - 8.00

Nx Core

Nx Core

Nx Core

4.00 - 5.00

5.00 - 6.00

PER

CEN

T R

QD

PEN

ETR

ATIO

N R

ATE

(m

m/m

in)

12.00 0.00 17.00

24.00 0.00 20.00

NO

T AP

PLIC

ABLE

NO

T AP

PLIC

ABLE

ELEV

ATIO

N IN

MET

ERS

DEP

TH IN

MET

ERS

BELO

W

REF

EREN

CE

TYPE

OF

SAM

PLE

SAM

PLE

REF

EREN

CE

NO

.


RO

CK

CR

USH

ING

STR

ENG

TH

(Kg/

cm2)

FREE

SW

ELL

IND

EX, %


LEVE

L O

F W

ATER

TAB

LE /

L.W

.L

SPT TEST RESULTS

DES

CR

IPTI

ON

OF

CO

RE

RO

CK

TYPE

CO

LOU

R G

RAI

N S

IZE

TEXT

UR

E M

INER

AL

CO

MPO

SITI

ON

DEG

REE

OF

WEA

THER

ING

6.00 - 7.00

8.00 - 9.00

20.00

25.00 12.00 18.00


DES

CR

IPTI

ON

OF

SOIL

WIT

H

I.S. C

LASS

IFIC

ATIO

N

DR

Y D

EN

SIT

Y (t

/cum

)

SP

EC

IFIC

GR

AV

ITY

MO

ISTU

RE

CO

NTE

NT

/

WA

TER

AB

SO

RP

TIO

N (%

)

PLA

STI

C L

IMIT

(%)

CO

MPR

ESSI

ON

IND

EX

Cc

GRAIN SIZE ANALYSIS

TYPE

OF

TEST

CO

ND

UC

TED

IN

THE

LABO

RAT

OR

Y

--

FIELD TEST RESULTS

WAT

ER L

OSS

499.243

PER

CEN

T C

OR

E R

ECO

VER

Y

SYM

BOLI

C R

EPR

ESEN

TATI

ON

SIZE

OF

HO

LE

BU

LK D

EN

SIT

Y (

t/cum

)

LIQ

UID

LIM

IT (%

)

Nx Core

0.00 18.00

27.00 0.00 18.00

22.00 0.00 16.00

-- -- -- -- 114.37*0.68 2.81 -- --

Non Plastic

Non Plastic

-- ---- -- 2.62 2.62



EPTH

IN M

ETER

S

NO

. OF

BLO

WS

PEN

ETR

ATIO

N (C

M)

N, V

ALU

E ( R

ecor

ded

)

N, V

ALU

E ( C

orre

cted

)

GR

AVEL

(%

)

SAN

D

(%

)

SILT

(%)

CLA

Y

(%

)

CO

HE

SIO

N, C

, (t/

sqm

.)

AN

GLE

OF

FRIC

TIO

N

(Deg

rees

)

0.000 0.00

0.50-- 28.00 70.00 2.00 0.00 -- -- -- -- -- -- -- -- --

1.00

1.50

2.00SPT 1 1.50 - 1.80 50 15 >100 >100 -- 14.00 51.00 35.00 0.00 -- -- -- -- -- -- -- -- --

2.50

3.00

3.50

3.50m

4.00

4.50

-5.000 5.00

5.50-- -- -- -- -- -- -- 2.56 2.55 1.18 2.78 -- -- -- -- 358.82*

6.00

6.50

7.00

7.50

8.00

8.50

-9.000 9.00PROJECT: GEOTECHNICAL INVESTIGATION OF UDAIPUR BYPASSS,



-- --

Non Plastic

Non Plastic

Non Plastic 2.73 -- -- ---- -- --84.00 16.00 0.00

Murrum (Residual soil formed from weathering

of basaltic rock)

-- 0.00

Nx Core

Overburden

150

mm

NO

T AP

PLIC

ABLE

Nx

Parti

al

From 3.00 to 9.00m, Highly weathered, highly fractured, grey colour, fine grained,

BASALT

Nx Core

Nx Core

3.00 - 4.50

4.50 - 6.00

Nx Core

DS 1 0.00 - 1.00PE

RC

ENT

RQ

D

NO

T AP

PLIC

ABLE

NO

T AP

PLIC

ABLE

DS 2 2.00 - 3.00

PEN

ETR

ATIO

N R

ATE

(m

m/m

in)

6.00 - 7.50

7.50 - 9.00

25.33 0.00 14.00

NO

T AP

PLIC

ABLE

13.33 0.00 16.00

ELEV

ATIO

N IN

MET

ERS

DEP

TH IN

MET

ERS

BELO

W

REF

EREN

CE

TYPE

OF

SAM

PLE

SAM

PLE

REF

EREN

CE

NO

.


RO

CK

CR

USH

ING

STR

ENG

TH

(Kg/

cm2)

FREE

SW

ELL

IND

EX, %


LEVE

L O

F W

ATER

TAB

LE /

L.W

.L

SPT TEST RESULTS

DES

CR

IPTI

ON

OF

CO

RE

RO

CK

TYPE

CO

LOU

R G

RAI

N S

IZE

TEXT

UR

E M

INER

AL

CO

MPO

SITI

ON

DEG

REE

OF

WEA

THER

ING

33.33 0.00 15.00

42.66 8.00 14.00


DES

CR

IPTI

ON

OF

SOIL

WIT

H

I.S. C

LASS

IFIC

ATIO

N

DR

Y D

EN

SIT

Y (t

/cum

)

SP

EC

IFIC

GR

AV

ITY

MO

ISTU

RE

CO

NTE

NT

/

WA

TER

AB

SO

RP

TIO

N (%

)

PLA

STI

C L

IMIT

(%)

CO

MPR

ESSI

ON

IND

EX

Cc

GRAIN SIZE ANALYSIS

TYPE

OF

TEST

CO

ND

UC

TED

IN

THE

LABO

RAT

OR

Y

Bed Rock

FIELD TEST RESULTS

WAT

ER L

OSS

PER

CEN

T C

OR

E R

ECO

VER

Y

SYM

BOLI

C R

EPR

ESEN

TATI

ON

SIZE

OF

HO

LE

BU

LK D

EN

SIT

Y (

t/cum

)

LIQ

UID

LIM

IT (%

)


Sand (%)

Silt (%)

Clay (%)


1 1.50 Fine to Medium SAND (SP) 0.00 96.00 4.00 0.00

GRAIN SIZE ANALYSIS



0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100P A R T I C L E S I Z E , m m

PER

CEN

T FI

NER

BY

WEI

GH

T




Sand (%)

Silt (%)

Clay (%)


2 1.50 2.00 91.00 7.00 0.00

2 4.50 13.00 84.00 3.00 0.00

GRAIN SIZE ANALYSIS



Murrum (Residual soil formed from weathering of basaltic

rock)

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100P A R T I C L E S I Z E , m m

PER

CEN

T FI

NER

BY

WEI

GH

T




Sand (%)

Silt (%)

Clay (%)

3 0.00-1.00 Silty SAND (SM) 5.00 62.00 33.00 0.00

3 1.50 Silty SAND (SM) 1.00 69.00 30.00 0.00

GRAIN SIZE ANALYSIS



0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100P A R T I C L E S I Z E , m m

PER

CEN

T FI

NER

BY

WEI

GH

T




Sand (%)

Silt (%)

Clay (%)

4 0.00-1.00 28.00 70.00 2.00 0.00

4 1.50 14.00 51.00 35.00 0.00

4 2.00 0.00 84.00 16.00 0.00

GRAIN SIZE ANALYSIS



Murrum (Residual soil formed from weathering of basaltic

rock)

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100P A R T I C L E S I Z E , m m

PER

CEN

T FI

NER

BY

WEI

GH

T



- -

12.685 BH - 1

A )

Layer No

Description of Foundation Soil LayerRL of Layer Top

(m)RL of Layer Bottom

(m)

Thickness of Layer (m)

Total Unit Weight of Soil

(t/m3)

Cohesion,c

(t/m2)

Angle of Shearing

Resistance,φ

(deg)

1Gravels/Pebbles/Boulders in Sand &

Silt matrix575.098 569.098 6.00 2.00 0.00 33.0

2 Completely Weathered Rock 569.098 563.098 6.00 2.20 0.00 33.0

B )

1) = - m2) = Not Applicable m3) = 575.098 m4) = 575.098 m5) = Not Applicable m6) = 572.098 m

C )

1) = Raft Foundation

2) = Rectangular3) = 6.00 m4) = 12.00 m5) = 3.00 m -6) = 0.000 m7) = 0 deg.

D )

1) = 5.53 m2) = 566.573 m

E )

1) = 0.00 t/m2

2) = 33.0 deg.3) = 0.58 rad.4) = 2.09 t/m3

5) = 1.09 t/m3

6) = 3.00 t/m2

F )

G )For General

ShearFor Local

Shear1) = 33.00 23.51 deg.2) = 0.58 0.41 rad.

H )For General

ShearFor Local

Shear1) = 37.02 18.672) = 24.58 9.12

FAILURE TYPE :

Effective Overburden Pressure at Base of Open Foundation (q)

Founding Level

Type of Open Foundation

Shape of Open Foundation

Angle of Shearing Resistance of End Bearing Soil Layer (φd)

SHEAR ZONE :

DESIGNED END BEARING SOIL PARAMETERS :

Cohesion of End Bearing Soil Layer (cd)

Level of the Bottom of Shear Zone

Angle of Shearing Resistance of End Bearing Soil Layer (φ)

BEARING CAPACITY FACTORS :

Nc

Nq

Design of Shallow Foundation in SoilEstimation of Allowable Safe Bearing Capacity of "Open Foundation"

[ As per IS : 6403, IS : 8009 (Part I) and IRC : 78 ]

Project

Structure Flyover

Design of Highway Structures on Udaipur Bypass

Breadth of Open Foundation (B)

Pier / Abutment No.

Based on Boreholes

Highest Flood Level (H.F.L.)

DETAILS OF DIFFERENT LEVELS :

DESIGN ANGLE OF SHEARING RESISTANCE :

Angle of Inclination of Load to the Vertical (α)

Saturated Unit Weight of End Bearing Soil Layer (γsatd)


Proposed Structure No.

Location of Structure(Chainage in "km")

Depth of Shear Zone below the Foundation Base

FOUNDATION SOIL PARAMETERS :

STRUCTURAL PARAMETERS :

Proposed Finished Road Level

Depth of the G.W.L. from Channel Bed Level (Dw)

River Bed / Stream Bed / Canal Bed / Ground LevelGround Water Level (G.W.L)

Maximum Scour Level

Depth of Base of Open Foundation (D)Length of Open Foundation (L)

Effective Unit Weight of End Bearing Soil Layer (γsubd)

INTERMEDIATE SHEAR


3) = 32.60 8.80

I )For General

ShearFor Local

Shear1) sc = [ 1+ 0.2*(B/L) ] = 1.100 1.1002) sq = [ 1+ 0.2*(B/L) ] = 1.100 1.1003) sγ = [ 1 - 0.4*(B/L) ] = 0.800 0.800

J )For General

ShearFor Local

Shear1) dc = = 1.184 1.1532) dq = = 1.092 1.0763) dγ = = 1.092 1.076

K )For General

ShearFor Local

Shear1) ic = [ 1 - (α/90) ]2 = 1.000 1.0002) iq = [ 1 - (α/90) ]2 = 1.000 1.0003) iγ = [ 1 - (α/φ) ]2 = 1.000 1.000

L )

= 0.500

= 113 t/m2

= 2.5

= 45.4 t/m2

= 30.0 t/m2

SHAPE FACTORS :

[ 1+ 0.2 * (D/B) * tan(π/4 + φ/2) ]

DEPTH FACTORS :

Nγ

NET SAFE LOAD BEARING CAPACITY (Qns)

INCLINATION FACTOR :

WATER TABLE FACTOR :

NET ULTIMATE LOAD BEARING CAPACITY (Qnu)

"FACTOR OF SAFETY" AGAINST NET ULTIMATE BEARING CAPACITY ( FOS )

LOAD BEARING CAPACITY

( As per IS 6403 & IRC 78 )

W'

NET SAFE LOAD BEARING CAPACITY (Qns) [ Qns = Qnu / FOS ]

1.) General Shear Failure --------

[ 1+ 0.1 * (D/B) * tan(π/4+ φ/2) ][ 1+ 0.1 * (D/B) * tan(π/4+ φ/2) ]

Qnu = (1/2) [ { cNcscdcic + q(Nq - 1)sqdqiq + (1/2)BγNγsγdγiγW' } + { (2/3)cN'cscdcic + q(N'q - 1)sqdqiq + (1/2)BγN'γsγdγiγW' } ]

A ] Equations for Estimation of Net Ultimate Bearing Capacity

B ] Estimation of Net Ultimate & Net Safe Bearing Capacity

2.) Local Shear Failure --------

3.) Intermediate Shear Failure --------

Qnu = [ cNcscdcic + q(Nq - 1)sqdqiq + (1/2)BγNγsγdγiγW' ]

Qnu = [ (2/3)cN'cscdcic + q(N'q - 1)sqdqiq + (1/2)BγN'γsγdγiγW' ]

- -

12.685 BH - 1

A )

1) = Raft Foundation2) = Rectangular3) = 6.00 m4) = 12.00 m5) = 3.00 m6) = 0.00 m7) = 0 deg.8) = 30 t/m2

9) = Center10) = days

B )

1) = 0.00 t/m2

2) = 33.0 deg.3) = 0.576 rad.4) = 2.00 t/m3

5) = 1.00 t/m3

6) = 3.00 t/m2

7) =8) =9) =10) = -11) = t/m2

12) = 3.00 m13) = 0.3014) = 0.18715) = 6000 t/m2

16) = -

1) = 0.00 t/m2

2) = 33.0 deg.3) = 0.576 rad.4) = 2.20 t/m3

5) = 1.20 t/m3

6) = 6.00 t/m2

7) =8) =9) =10) = 1011) = t/m2

12) = 6.00 m13) = 0.2814) = 0.35215) = 11893 t/m2

16) = -

(i)

(ii)

(ii)

A]. Equations for Estimation of Settlement --------

Case II: If the Clayey Soil is Preconsolidated and [ p0 < pc < pf ] ---------

1.) Primary Consolidation Settlement --------

Case I: If the Clayey Soil is not Preconsolidated i.e. Normally Consolidated [ pf > p0 > pc ] --------

Sc = Cr* [ Hc / (1+e0)]*log10 [(p + Δp)/p0 ]

2.) Elastic (Immediate) Settlement --------

Cohesion ( c )Angle of Shearing Resistance ( φ )Angle of Shearing Resistance ( φ )

Sc = Cr* [ Hc / (1+e0)]*log10 [pc/p0] + Cc*[Hc / (1+e0)]*log10 [(p + Δp)/pc ]

Sc = Cc* [ Hc / (1+e0)]*log10 [(p + Δp)/p0 ]

Odeometer Correction Factor ( λ )

ESTIMATION OF TOTAL SETTLEMENT

Initial Effective Overburden Presure at the layer top

Cohesion ( c )Angle of Shearing Resistance ( φ )

Design RMR Value

Angle of Shearing Resistance ( φ )

Effective Unit Weight ( γsub )

Location of Strcuture (Chainage in "km")

Total Load at Base of Open Foundation (P)

END BEARING FOUNDATION SOIL PARAMETERS :

LAYER I :

Depth of Base of Open Foundation (D)

Location of Settlement Estimation in FoundationTotal elapsed time since load was applied to soil / Useful Lifetime of

Depth of the GWL from Channel Bed Level (Dw)Angle of Inclination of Load to the Vertical (α)

Saturated Unit Weight ( γsat )


Preconsolidation Pressure ( pc )

Estimation of Settlement for Open Foundation



Length of Open Foundation (L)

Type of Open FoundationShape of Open Foundation


Case III: If the Clayey Soil is Preconsolidated and [ p0 < pf < pc ] ---------

Pier / Abutment No.

Based on Boreholes

Recompression Index ( Cr )

Initial Void Ratio ( e0 )Compression Index ( Cc )


Gravels/Pebbles/Boulders in Sand & Silt matrix



LAYER II :

Poisson's Ratio ( μ )Influence Factor ( Is )

Modulus of Elasticity ( Es )

Preconsolidation Pressure ( pc )Thickness ( H )

Completely Weathered Rock


Compression Index ( Cc )

Design RMR Value

Initial Void Ratio ( e0 )



Thickness ( H )

(i)

(ii)

Case I Case II Case III

0.300 0.300 3.15 30.00 33.15 N.A. N.A. N.A.0.300 0.600 3.45 29.96 33.41 N.A. N.A. N.A.0.300 0.900 3.75 29.80 33.55 N.A. N.A. N.A.0.300 1.200 4.05 29.49 33.54 N.A. N.A. N.A.0.300 1.500 4.35 29.00 33.35 N.A. N.A. N.A.0.300 1.800 4.65 28.34 32.99 N.A. N.A. N.A.0.300 2.100 4.95 27.53 32.48 N.A. N.A. N.A.0.300 2.400 5.25 26.61 31.86 N.A. N.A. N.A.0.300 2.700 5.55 25.60 31.15 N.A. N.A. N.A.0.300 3.000 5.85 24.53 30.38 N.A. N.A. N.A.

0.000 0.000 0.000 0.010


0.000 0.000 0.000 0.0052

= 0.015 m

= 1.00= 0.80

= 0.012 m

= 0.000 m

= 1.00= 0.80

= 0.000 m

= 0.012 m

= 12 mm

= 50 mm O.K.

= 30 t/m2

Layer No.

I

Si = [ Δp * (B) * ((1 - μ2) / Es ) * m * Is * IF ]

3.00

6.00

Primary Consolidation Settlement(m)Cumulative

Thickness of SubLayer

(m)

Total of Layer No. 1

1.] Elastic (Immediate) Settlement

For Corner

Si = [ Δp * (B/2) * ((1 - μ2) / Es ) * m * Is * IF ]

B]. Table for Estimation of Settlement --------

C]. Total Settlement --------

Initial Overburden

Pressure (p0)

(t/m2)

II 0.0052

Final Pressure (pf)

(t/m2)

Recommended Net Allowable Load Bearing Capacity for Open Foundation

Depth Correction Factor ( IF )Rigidity Correction Factor


Estimated Total "Primary Consolidation Settlement" after Correction

ESTIMATED TOTAL SETTLEMENT

ALLOWABLE SETTLEMENT


Correction Factors --

2.] Primary Consolidation Settlement

Estimated Total " Elastic (Immediate) Settlement " after Correction


Estimated Total "Primary Consolidation Settlement" before Correction

Estimated Total " Elastic (Immediate) Settlement " before Correction


Increase in Pressure

(Δp)(t/m2)

For Center

0.010

Elastic Settlement

(m)

Thickness of Layer

(m)

Thickness of

SubLayer(m)

- -

13.087 BH - 2

A )

Layer No

Description of Foundation Soil LayerRL of Layer Top


(m)

Thickness of Layer (m)

Total Unit Weight of Soil

(t/m3)

Cohesion,c

(t/m2)

Angle of Shearing

Resistance,φ

(deg)

1 Sandy Gravel 575.352 574.352 1.00 2.00

2 Silty Sand 574.352 572.352 2.00 2.20 0.00 33.0

3 Silty Clay 572.352 570.852 1.50 2.30 15.00 0.0

4Gravels/Pebbles/Boulders in Sand &

Silt matrix570.852 567.852 3.00 2.40 0.00 33.0

5 Completely Weathered Rock 567.852 562.852 5.00 2.50 0.00 33.0

B )

1) = - m2) = m3) = 575.352 m4) = 575.352 m5) = 573.352 m6) = 570.852 m

C )


2) = Rectangular3) = 6.00 m4) = 12.00 m5) = 2.50 m -6) = 0.000 m7) = 0 deg.

D )

1) = 5.53 m2) = 565.327 m

E )

1) = 0.00 t/m2

2) = 33.0 deg.3) = 0.58 rad.4) = 2.45 t/m3

5) = 1.45 t/m3

6) = 3.15 t/m2

F )

G )

Effective Unit Weight of End Bearing Soil Layer (γsubd)

INTERMEDIATE SHEAR

Ground Water Level (G.W.L)Maximum Scour Level

Depth of Base of Open Foundation (D)Length of Open Foundation (L)

Saturated Unit Weight of End Bearing Soil Layer (γsatd)



Location of Structure(Chainage in "km")

Depth of Shear Zone below the Foundation Base

FOUNDATION SOIL PARAMETERS :



Depth of the G.W.L. from Channel Bed Level (Dw)

River Bed / Stream Bed / Canal Bed / Ground Level


Pier / Abutment No.

Based on Boreholes



DESIGN ANGLE OF SHEARING RESISTANCE :

Angle of Inclination of Load to the Vertical (α)

Design of Shallow Foundation in SoilEstimation of Allowable Safe Bearing Capacity of "Open Foundation"

[ As per IS : 6403, IS : 8009 (Part I) and IRC : 78 ]

Project

Structure Minor Bridge


FAILURE TYPE :

Effective Overburden Pressure at Base of Open Foundation (q)

Founding Level




SHEAR ZONE :

DESIGNED END BEARING SOIL PARAMETERS :

Cohesion of End Bearing Soil Layer (cd)

Level of the Bottom of Shear Zone

For General Shear

For Local Shear

1) = 33.00 23.51 deg.2) = 0.58 0.41 rad.

H )For General

ShearFor Local

Shear1) = 37.02 18.672) = 24.58 9.123) = 32.60 8.80

I )For General

ShearFor Local

Shear1) sc = [ 1+ 0.2*(B/L) ] = 1.100 1.1002) sq = [ 1+ 0.2*(B/L) ] = 1.100 1.1003) sγ = [ 1 - 0.4*(B/L) ] = 0.800 0.800

J )For General

ShearFor Local

Shear1) dc = = 1.153 1.1272) dq = = 1.077 1.0643) dγ = = 1.077 1.064

K )For General

ShearFor Local

Shear1) ic = [ 1 - (α/90) ]2 = 1.000 1.0002) iq = [ 1 - (α/90) ]2 = 1.000 1.0003) iγ = [ 1 - (α/φ) ]2 = 1.000 1.000

L )

= 0.500

= 124 t/m2

= 2.5

= 49.7 t/m2

= 30.0 t/m2

2.) Local Shear Failure --------

3.) Intermediate Shear Failure --------

Qnu = [ cNcscdcic + q(Nq - 1)sqdqiq + (1/2)BγNγsγdγiγW' ]

Qnu = [ (2/3)cN'cscdcic + q(N'q - 1)sqdqiq + (1/2)BγN'γsγdγiγW' ]

Qnu = (1/2) [ { cNcscdcic + q(Nq - 1)sqdqiq + (1/2)BγNγsγdγiγW' } + { (2/3)cN'cscdcic + q(N'q - 1)sqdqiq + (1/2)BγN'γsγdγiγW' } ]

A ] Equations for Estimation of Net Ultimate Bearing Capacity

B ] Estimation of Net Ultimate & Net Safe Bearing Capacity


[ 1+ 0.1 * (D/B) * tan(π/4+ φ/2) ][ 1+ 0.1 * (D/B) * tan(π/4+ φ/2) ]

NET SAFE LOAD BEARING CAPACITY (Qns)

INCLINATION FACTOR :

WATER TABLE FACTOR :

NET ULTIMATE LOAD BEARING CAPACITY (Qnu)

"FACTOR OF SAFETY" AGAINST NET ULTIMATE BEARING CAPACITY ( FOS )

LOAD BEARING CAPACITY

( As per IS 6403 & IRC 78 )

W'

NET SAFE LOAD BEARING CAPACITY (Qns) [ Qns = Qnu / FOS ]

1.) General Shear Failure --------


SHAPE FACTORS :

[ 1+ 0.2 * (D/B) * tan(π/4 + φ/2) ]


Nc

DEPTH FACTORS :

Nq

Nγ

- -

13.087 BH - 2

A )

1) = Raft Foundation2) = Rectangular3) = 6.00 m4) = 12.00 m5) = 2.50 m6) = 0.00 m7) = 0 deg.8) = 30 t/m2

9) = Center

B )

1) = 0.00 t/m2

2) = 33.0 deg.3) = 0.576 rad.4) = 2.40 t/m3

5) = 1.40 t/m3

6) = 5.35 t/m2

7) =8) =9) =10) =11) = t/m2

12) = 3.00 m13) = 0.3014) = 0.18715) = 6000 t/m2

16) = -

1) = 0.00 t/m2

2) = 33.0 deg.3) = 0.576 rad.4) = 2.50 t/m3

5) = 1.50 t/m3

6) = 9.55 t/m2

7) =8) =9) =10) = 011) = t/m2

12) = 6.00 m13) = 0.2814) = 0.35215) = 12326 t/m2

16) = -

(i)

(ii)

(ii)


Compression Index ( Cc )

Design RMR Value

Initial Void Ratio ( e0 )



LAYER II :



Preconsolidation Pressure ( pc )Thickness ( H )

Completely Weathered Rock

Pier / Abutment No.

Based on Boreholes


Initial Void Ratio ( e0 )Compression Index ( Cc )


Gravels/Pebbles/Boulders in Sand & Silt matrix



Case III: If the Clayey Soil is Preconsolidated and [ p0 < pf < pc ] ---------

Thickness ( H )



Preconsolidation Pressure ( pc )

Estimation of Settlement for Open Foundation




Type of Open FoundationShape of Open Foundation



Total Load at Base of Open Foundation (P)

END BEARING FOUNDATION SOIL PARAMETERS :

LAYER I :

Depth of Base of Open Foundation (D)

Location of Settlement Estimation in Foundation

Depth of the GWL from Channel Bed Level (Dw)Angle of Inclination of Load to the Vertical (α)


Cohesion ( c )Angle of Shearing Resistance ( φ )

Design RMR Value

Angle of Shearing Resistance ( φ )


Cohesion ( c )Angle of Shearing Resistance ( φ )Angle of Shearing Resistance ( φ )

Sc = Cr* [ Hc / (1+e0)]*log10 [pc/p0] + Cc*[Hc / (1+e0)]*log10 [(p + Δp)/pc ]

Sc = Cc* [ Hc / (1+e0)]*log10 [(p + Δp)/p0 ]



A]. Equations for Estimation of Settlement --------

Case II: If the Clayey Soil is Preconsolidated and [ p0 < pc < pf ] ---------

1.) Primary Consolidation Settlement --------

Case I: If the Clayey Soil is not Preconsolidated i.e. Normally Consolidated [ pf > p0 > pc ] --------

Sc = Cr* [ Hc / (1+e0)]*log10 [(p + Δp)/p0 ]

2.) Elastic (Immediate) Settlement --------

(i)

(ii)

Case I Case II Case III


0.000 0.000 0.000 0.010


0.000 0.000 0.000 0.0050

= 0.015 m

= 1.00= 0.80

= 0.012 m

= 0.000 m

= 1.00= 0.80

= 0.000 m

= 0.012 m

= 12 mm

= 50 mm O.K.

= 30 t/m2

Estimated Total " Elastic (Immediate) Settlement " before Correction


Increase in Pressure

(Δp)(t/m2)

For Center

0.010

Elastic Settlement

(m)

Thickness of Layer

(m)

Thickness of

SubLayer(m)


2.] Primary Consolidation Settlement

Estimated Total " Elastic (Immediate) Settlement " after Correction


Estimated Total "Primary Consolidation Settlement" before Correction

Recommended Net Allowable Load Bearing Capacity for Open Foundation



Estimated Total "Primary Consolidation Settlement" after Correction


ALLOWABLE SETTLEMENT


1.] Elastic (Immediate) Settlement

For Corner

Si = [ Δp * (B/2) * ((1 - μ2) / Es ) * m * Is * IF ]

B]. Table for Estimation of Settlement --------

C]. Total Settlement --------

Initial Overburden

Pressure (p0)

(t/m2)

II 0.0050

Final Pressure (pf)

(t/m2)

3.00

6.00

Primary Consolidation Settlement(m)Cumulative

Thickness of SubLayer

(m)


Layer No.

I

Si = [ Δp * (B) * ((1 - μ2) / Es ) * m * Is * IF ]

- -

7.800 to 9.000 BH - 12

A )

Layer NoRL of Layer Top


(m)Thickness of Layer

(m)

Total Unit Weight of Soil /

Rock(t/m3)

1 562.110 560.610 1.50 1.802 560.610 557.110 3.50 2.503 557.110 555.610 1.50 2.50

B )

1) = - m2) = Not Applicable m3) = 562.110 m4) = 562.110 m5) = Not Applicable m6) = 560.610 m7) = 559.610 m

C )

1) = Raft Foundation2) = Rectangular3) = 6.00 m4) = 12.00 m5) = M306) = 3000 t/m2

7) = 1.00 m OK as per IRC:78

8) = 0.00 m9) = 0 deg.

D )

1) = 2.70 t/m2

E )

1) = Sandstone2) = 45.00 %3) = 35.00 %4) = 85) = 1000 t/m2

6) = 10007) = 28) = Not Available t/m2

9) = -10) = 0.10 m11) = 8

12) =

1-5mm wide opening,

continuous discontinuity

13) = 1014) = Fair15) = -716) = Wet

Rock Quality Designation i.e. RQD

Avg. Ultimate Uniaxial Compressive Strength i.e. UCS (qc)

Point Load Strength Index

Spacing of Discontinuities

Rating of Rock based on "RQD"

Rating of Rock based on "Uniaxial Compressive Strength"

Rating of Rock based on "Point Load Strength Index"

Type of RockCore Recovery i.e. CR

Grade of Concrete in Open Foundation

PROPERTIES OF ROCK MASS :

Rock Embedment Depth of Open Foundation (Ds)

Depth of the GWL from Channel Bed Level (Dw)

DESIGNED OVERBURDEN PRESSURE :

Overburden Pressure at the Base of Open Foundation (P0)

Angle of Inclination of Open Foundation (α)

Condition of Discontinuities

Orientation of Discontinuities Strike or Dip OrientationRating Adjustment of Rock based on "Orientation of Discontinuities"

Rating of Rock based on "Condition of Discontinuities"

Ground Water Condition

Rating of Rock based on "Spacing of Discontinuities"

Design of Shallow Foundation on RockEstimation of Allowable Bearing Capacity of "Open Foundation"

[As per IS : 12070, IS : 6403 and IRC : 78]


Structure

Proposed Str. No.

Flyover and ROB

Pier / Abutment No.

Project

Location of Strcuture(Chainage in "km") Based on Boreholes

FOUNDATION SOIL AND ROCK LAYERS :

Description of Foundation Soil / Rock Layer

Overburden Soil



River Bed / Stream Bed / Canal Bed / Ground LevelGround Water Level


Proposed Finished Road LevelHighest Flood Level (H.F.L.)

Highly Weathered SandstoneSlightly Weathered Sandstone


Rock Top Surface LevelFounding Level


Maximum Scour Level

Permissible Compressive Strength of concrete(fck)

Design Ultimate Uniaxial Compressive Strength i.e. UCS (qc)


17) = 718) = 2819) = 2520) = Not Available t/m2

21) = 12.5 t/m2

22) = 17.5 deg.23) = 2.5 t/m3

24) = 0.50 cm

F )

1) = 0.08

2) = 7.803) = 3.464) = 3.355) = 1.126) = 0.90

= 250 t/m2

= 0.50= 1.00= 0.50

= 62.5 t/m2

= IV= Poor

= 72 t/m2

= 72 t/m2

= Not Applicable t/m2

= Not Applicable

= 0.50= 1.00= 0.50

= - t/m2

132 t/m2

= 3

= 44 t/m2

= 44 t/m2

= 40 t/m2SAFE BEARING CAPACITY FOR OPEN FOUNDATION

Bearing Capacity Coefficient i.e. "Nγ"

Allowable Bearing Pressure (qa)

Designed Allowable Bearing Capacity

Gross Safe Bearing Pressure (qgs)

Due to Submergence

Net Safe Bearing Pressure (qns)

Correction Factors


Method 1:

Cohesion of Rock Mass (c)

Rating of Rock based on "Ground Water Condition"

"Limit Pressure" determined from Pressuremeter Test (PL)

Rock Mass Rating (RMR)Design RMR Value

Presumptive Value Based on Type of Rock --------

Unit Weight of Rock Mass (γ)

Bearing Capacity Coefficient i.e. "Nc"

ALLOWABLE LOAD BEARING CAPACITY


Shape factor as given by ASCE i.e. "Cc"Shape factor as given by ASCE i.e. "Cγ"

Bearing Capacity Coefficient i.e. "Nq"

Net Ultimate Bearing Capacity (qu) = [ c*Nc*Cc + q*Nq + 0.5*γ*B*Nγ*Cγ ] =

Factor of Safety against "Net Ultimate Bearing Capacity"

Method 4: Estimation Based on International Prctice as per ASCE Procedure --------

Safe Bearing Pressure (gross) (qgs) = ( qc * Nj )

Correction Factors


Due to SubmergenceDue to Solution Cavities

Due to Slope in Discontinuity Orientation

Due to Solution CavitiesDue to Slope in Discontinuity Orientation

Method 3: Estimation Based on Core Strength of Rock --------

Thickness of Discontinuities

Internal Angle of Friction of Rock Mass (φ)

As per IS : 12070 Clause No. 9.1; No Corrections are to be applied over the "Net Safe Bearing Pressure" to get "Allowable Bearing Pressure"


Classification No. of Rock based on "RMR"Description of Rock baesd on "RMR"


Emperical Coefficient as per IS : 12070 based on Spacing of Discontinuities in Rock Mass (Nj)

Method 2: Presumptive Value Based on Rock Mass Rating (RMR) --------

- -

7.800 to 9.000 BH - 12

A )


2) = 6.00 m

3) = M30

4) = 3050000 t/m2

5) = 1.00 m

6) = 0.00 m

7) = 40 t/m2

B )

1) = 53467 t/m2

2) = t/m2

3) =

4) = 0.28

5) = 1.53

Si = = 0.006329406 m

1

= 0.00633 m

= 6.3 mm

= 40 t/m2

Total Estimated Settlement

Recommended Allowable Bearing Capacity for Open Foundation

[ p * B * ( 1 - μ2 ) * I / Ed ]


Estimated "Elastic (Immediate) Settlement" after Correction

Estimation of Settlement for Open Foundation on Rock

Pier / Abutment No.

Based on Boreholes

ROCK PARAMETERS AT FOUNDATION BASE :



Total Load at Base of Open Foundation (p)





Modulus of Deformation of Rock Mass (Ed)



Modulus of Elasticity of Concrete in Open Foundation (Ec)

Influence Factor (I)

Elastic (Immediate) Settlement --------

Depth Correction Factor

Modulus of Deformation of Rock Material (Er)

Modulus of deformation of rock mass / Modulus of elasticity of concrete

Poisson's Ratio of Rock (μ)

Method 1 :


- -

7.800 to 9.000 BH - 12

A )




(m)


Rock(t/m3)

1 562.110 560.610 1.50 1.80

2 560.610 557.110 3.50 2.50

3 557.110 555.610 1.50 2.50

B )

1) = - m

2) = Not Applicable m

3) = 562.110 m

4) = 562.110 m

5) = Not Applicable m

6) = 560.610 m

7) = 559.610 m

C )


2) = Rectangular

3) = 6.00 m

4) = 12.00 m

5) = M30

6) = 3000 t/m2

7) = 1.00 m -

8) = 0.00 m

9) = 0 deg.

D )

1) = 2.70 t/m2

E )

1) = Sandstone

2) = 45.00 %

3) = 35.00 %


Overburden Soil



River Bed / Stream Bed / Canal Bed / Ground Level

Ground Water Level



Rock Top Surface Level

Founding Level


Maximum Scour Level

Permissible Compressive Strength of concrete(f ck)



Highly Weathered Sandstone

Slightly Weathered Sandstone





[As per International Practice : ASCE Procedure based on interpreted c-φ value of rock]

Design of Highway Structures on Udaipur Bypass (Between NH - 76 and NH - 8)

Structure

Proposed Str. No.

Flyover and ROB

Pier / Abutment No.

Project

Type of Rock

Core Recovery i.e. CR









4) = 8

5) = 1000 t/m2

6) = 1000

7) = 2

8) = Not Available t/m2

9) = -

10) = 0.10 m

11) = 8

12) =

1-5mm wide opening,


13) = 10

14) = Fair

15) = -7

16) = Wet

17) = 7

18) = 28

19) = 25

20) = 12.5 t/m2

21) = 17.5 deg.

22) = 2.50 t/m3

23) = 0.50 cm

F )

1) = 12.5

2) = 7.80

3) = 3.46

4) = 3.35

5) = 1.12

6) = 0.90

7) = 1.86

8) = 3.46

= 132.1 t/m2

= 3

= 44.0 t/m2

= 40 t/m2


C Nc Cc + γ D Nq + 0.5 B γ Nγ Cγ


Bearing Capacity Coefficient as given by ASCE i.e. " Nc"



Shape factor as given by ASCE i.e. "Cc"

Shape factor as given by ASCE i.e. "Cγ"

Bearing Capacity Coefficient as given by ASCE i.e. " Nq"




Design RMR Value



Orientation of Discontinuities Strike or Dip Orientation

Rating Adjustment of Rock based on "Orientation of Discontinuities"



SAFE BEARING CAPACITY FOR OPEN FOUNDATION

Bearing Capacity Coefficient as given by ASCE i.e. " Nγ"




Nφ

N2φ

Ultimate Bearing Pressure of Rock based on Buisman and Terzaghi (Terzaghi - 1943) bearing capacity equation --------








Rock Mass Rating (RMR)


- -

7.800 to 9.000 BH - 12

A )


2) = 6.00 m

3) = M30

4) = 3050000 t/m2

5) = 1.00 m

6) = 0.00 m

7) = 40 t/m2

B )

1) = 53467 t/m2

2) = t/m2

3) =

4) = 0.28

5) = 1.53

Si = = 0.006329406 m

1

= 0.0063 m

= 6.3 mm

= 40 t/m2







Method 1 :








Pier / Abutment No.

Based on Boreholes










[ p * B * ( 1 - μ2 ) * I / Ed ]



- -

0.725 to 1.130 BH - 1

A )




(m)


Rock(t/m3)

1 577.155 574.155 3.00 1.802 574.155 569.655 4.50 2.453 569.655 568.655 1.00 2.50

B )


C )


7) = 0.50 m -8) = 0.00 m9) = 0 deg.

D )

1) = 3.13 t/m2

E )

1) = HWR2) = 40.00 %3) = 0.00 %4) = 35) = 750 t/m2

6) = 7507) = 28) = Not Available t/m2

9) = -10) = 0.05 m11) = 5

12) =

5mm thick soft gauge 5mm wide


13) = 014) = Fair15) = -716) = Wet17) = 718) = 1019) = 1020) = 9.6 t/m2

21) = 14.5 deg.Cohesion of Rock Mass (c)













Rock Embedment Depth of Open Foundation (Ds)Depth of the GWL from Channel Bed Level (Dw)




Design RMR Value









Structure

Proposed Str. No.

Flyover / ROB

Pier / Abutment No.

Project





Highly Weathered RockModerately Weathered Rock





Maximum Scour Level




Overburden Soil





22) = 2.45 t/m3

23) = 0.50 cm

F )

1) = 9.62) = 6.893) = 2.784) = 2.305) = 1.126) = 0.907) = 1.678) = 2.78

= 91.8 t/m2

= 3

= 30.6 t/m2


Bearing Capacity Coefficient as given by ASCE i.e. "Nγ"




NφN2φ

Ultimate Bearing Pressure of Rock based on Buisman and Terzaghi (Terzaghi - 1943) bearing capacity equation --------


C Nc Sc + γ D Nq + 0.5 B γ Nγ Sγ


Bearing Capacity Coefficient as given by ASCE i.e. "Nc"



Shape factor as given by ASCE i.e. "sc"Shape factor as given by ASCE i.e. "sγ"

Bearing Capacity Coefficient as given by ASCE i.e. "Nq"


- -

0.725 to 1.130 BH - 1

A )


2) = 6.00 m

3) = M30

4) = 3050000 t/m2

5) = 0.50 m

6) = 0.00 m

7) = 30 t/m2

B )

1) = 23833 t/m2

2) = t/m2

3) =

4) = 0.28

5) = 1.53

Si = = 0.010649338 m

1

= 0.0106 m

= 10.6 mm

= 30 t/m2



[ p * B * ( 1 - μ2 ) * I / Ed ]




Pier / Abutment No.

Based on Boreholes



















Method 1 :


- -

0.725 to 1.130 BH - 3

A )




(m)


Rock(t/m3)

1 575.171 572.671 2.50 1.802 572.671 570.671 2.00 2.403 570.671 569.171 1.50 2.404 569.171 566.171 3.00 2.40

B )


C )


7) = 0.50 m -8) = 0.00 m9) = 0 deg.

D )

1) = 2.70 t/m2

E )

1) = HWR2) = 40.00 %3) = 0.00 %4) = 35) = 400 t/m2

6) = 4007) = 18) = Not Available t/m2

9) = -10) = 0.05 m11) = 5

12) =

5mm thick soft gauge 5mm wide


13) = 014) = Fair15) = -716) = Wet17) = 718) = 919) = 920) = 9.6 t/m2

21) = 14.5 deg.22) = 2.40 t/m3

23) = 0.50 cm

F )














Rock Embedment Depth of Open Foundation (Ds)Depth of the GWL from Channel Bed Level (Dw)




Design RMR Value









Structure

Proposed Str. No.

Flyover / ROB

Pier / Abutment No.

Project

Location of Strcuture Based on Boreholes




Highly Weathered RockModerately Weathered Rock

Highly Weathered Rock






Maximum Scour Level






Overburden Soil





1) = 9.62) = 6.893) = 2.784) = 2.305) = 1.126) = 0.907) = 1.678) = 2.78

= 90.3 t/m2

= 3

= 30.1 t/m2


Bearing Capacity Coefficient as given by ASCE i.e. "Nγ"




NφN2φ

Ultimate Bearing Pressure of Rock based on Buisman and Terzaghi (Terzaghi - 1943) bearing capacity equation -------- C Nc Sc + γ D Nq + 0.5 B γ Nγ Sγ

Bearing Capacity Coefficient as given by ASCE i.e. "Nc"


Shape factor as given by ASCE i.e. "sc"Shape factor as given by ASCE i.e. "sγ"

Bearing Capacity Coefficient as given by ASCE i.e. "Nq"


- -

0.725 to 1.130 BH - 3

A )


2) = 6.00 m

3) = M30

4) = 3050000 t/m2

5) = 0.50 m

6) = 0.00 m

7) = 30 t/m2

B )

1) = 22432 t/m2

2) = t/m2

3) =

4) = 0.28

5) = 1.53

Si = = 0.011314579 m

1

= 0.0113 m

= 11.3 mm

= 30 t/m2



[ p * B * ( 1 - μ2 ) * I / Ed ]




Pier / Abutment No.

Based on Boreholes



















Method 1 :


Documents

GEOTECHNICAL INVESTIGATION REPORT FOR HIGHWAY STRUCTURES … Investigation Report... · GEOTECHNICAL INVESTIGATION REPORT FOR HIGHWAY STRUCTURES ON UDAIPUR BYPASS (BETWEEN NH-76 &