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Table of Contents

1. INTRODUCTION .............................................................................................................................................. 1

1.1 GENERAL ........................................................................................................................................................... 1

1.2 PROJECT DESCRIPTION ...................................................................................................................................... 1

2. SITE DESCRIPTION........................................................................................................................................... 2

2.1 LOCATION ............................................................................................................................................................. 2

2.2 GEOLOGY ............................................................................................................................................................. 2

2.3 PHYSIOGRAPHY ................................................................................................................................................. 5

2.3.1 GEOMORGRAPHY .............................................................................................................................................. 5

2.3.2 DRAINAGE ........................................................................................................................................................... 6

2.3.3 RAINFALL AND CLIMATE ........................................................................................................................................... 7

2.3.3 SEISMICITY ......................................................................................................................................................... 7

3. SCOPE OF WORK ............................................................................................................................................. 8

4. GEOTECHNICAL INVESTIGATION ..................................................................................................................... 8

4.1 SOIL EXPLORATION PROGRAME ......................................................................................................................... 8

4.2 DETAILS OF FIELD INVESTIGATION .............................................................................................................................. 9

4.3 BORING ............................................................................................................................................................. 10

4.3.1 STANDARD PENETRATION TEST ....................................................................................................................... 12

4.3.2 SAMPLING OF SOIL .......................................................................................................................................... 12

4.4 Logs of borings & Drilling ............................................................................................................................... 13

4.5 Standing Water Table ..................................................................................................................................... 14

5. LABORATORY TESTING ................................................................................................................................. 14

5.1 LABORATORY TESTING PROGRAM ............................................................................................................................ 14

5.1.1 Soli Testing ..................................................................................................................................................... 14

a) Moisture Content and Density ........................................................................................................................ 15

b) Specific Gravity ............................................................................................................................................... 15

c) Sieve analysis .................................................................................................................................................. 15

d) Hydrometer Analysis ....................................................................................................................................... 15

e) Atterberg Limits .............................................................................................................................................. 15

f) Direct Shear Test............................................................................................................................................. 15

g) Triaxial Test .................................................................................................................................................... 15

h) Consolidation Test .......................................................................................................................................... 15

6. STANDARD ADOPTED ................................................................................................................................... 16

7. SUBSURFACE CONDITION ............................................................................................................................. 16

8. ANALYSIS OF RESULTS AND DESIGN OF FOUNDATION…………………………………………………………………………………..21

9. ASSESSMENT OF LIQUEFACTION POTENTIAL ………………………………………………………………………………………………..23

10. FOUNDATION RECOMMENDATION……………………………………………………………………………………………………………..27

ANNEXURE‐A

CALCULATION ......................................................................................................................................................... 35

ANNEXURE‐B

B1

BORE LOG & LAB. TEST RESULTS BH‐1 (HIG) ............................................................................................................. 50

B2

BORE LOG & LAB. TEST RESULTS BH‐2 (HIG) ............................................................................................................. 61

B3

BORE LOG & LAB. TEST RESULTS BH‐3 (LIG) ............................................................................................................. 74

B4

BORE LOG & LAB. TEST RESULTS BH‐4 (MIG) ............................................................................................................ 90

ANNEXURE‐C

CHEMICAL ANALYSIS .............................................................................................................................................. 107

ANNEXURE‐D

WORKING PICTURE ............................................................................................................................................... 108

GeotechnicalInvestigationReport

BPCConsultantIndiaPvt.Ltd.

UrbanDevelopmentDepartment,Tripura

1. Introduction

1.1 General

Agartala is the capital city of Tripura. Being the seat of administrative power, it is the center of administrative, economic and political activities. The City Development Plan (CDP) for Agartala city has been initiated by Government of Tripura under the Jawaharlal Nehru National Urban Renewal Mission (JNNURM), a scheme1 of Government of India. The objective of the JNNURM scheme is to improve the economic and physical infrastructure for the rapidly increasing urban population and also to provide essential facilities and services across the fast growing cities using public private partnership. The projects that qualify under this scheme include sub-sectors of water supply, sewerage and sanitation, drainage, solid waste management, roads and street lighting, energy and housing. The major areas of weaknesses for the city include infrastructure, urban growth, conservation, environment, slums, and institutional capacity.

As a part of this program “Tripura Urban Planning and Development Authority” has been recently created under the Chairmanship of the Hon’ble Chief Minister of Tripura as per the Tripura Urban Planning and Development Act-2018. The purpose is to ensure planned and sustainable development of urban and semi urban areas in the State. The mission of the project is to ensure planned development of urban areas, sub-urban areas and semi urban areas in Tripura, also to fulfill need of affordable, housing for Economically Weaker Sections (EWS) & Slum Dwellers, Lower Income Group (LIG), Middle Income Group (MIG) and Higher Income Group (HIG) families in systematic manner.

1.2 Project Description

The city has several aspects that are potential opportunities for the city. The three of new townships as mentioned below has been approved by the Hon’ble Chairman TUDA.

New Township on UD Dept. Land behind Bahagatsingh Hostel, Kunjaban, Agartala. New Township on Vivekananda Market site, near Kaman Chowmuhani, Agartala. New Township at Govt. Land (Old Pineapple Garden) Behind Fernondo Rehabilitation, near Don

Bosco School, Nandannagar, Agartala.

Name of Township Land Belongs to

Total Number of Floors permissible as per

Building Rules(tentative)

Total Number of Flats (tentative)

UD Land Behind Bahagatsingh Hostel, Kunjaban

UD Department (1.20 acres)

B+G+12 216

Vivekananda Market site, near Kaman Chowmuhani

AMC (1.00 acre approx)

G+5 60

Govt. Land (Old Pineapple Garden) Behind Fernondo Rehabilitation, near Don BoscoSchool, Nandannagar,

Khas Land (5.8 acres)

G+14

560

So, as a part of this program BPC Consultant India Pvt. Ltd. was entrusted by Urban Development Department, Tripurato conduct Consultancy services for preparation of detailed project Report (DPR) based on detailed topographical survey, collection of hydrological data, detailed geo-technical Sub-Soil investigation along with detailed price/cost estimate and other relevant allied works of the project for Proposed Township

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at Govt. Land(Old Pineapple Garden) Behind Fernondo Rehabilitation, near Don Bosco School, Nandannagar Agartala.

The present report the analysis of test results and recommendations regarding type of foundation, allowable bearing capacity. Also, for the structures, wherever pile foundation is envisaged, pile length, its dia & capacity is analyzed and presented in the report. Observed data of field investigations and laboratory tests are presented and used to assess the nature of subsoil strata and to evaluate the soil parameters required for the design of foundations for different structures.

2. Site Appreciation

2.1 Location

The proposed project site for new Township located is Agartala in the state of Tripura at UD Dept. Land behind Don Bosco School, Nandannagar.Nandannagaris a locality in Agartala block in west Tripura District of Tripura State. The location co-ordinate of the Site is 327439.091E, 2641326.146 N ZONE 46Q.The locations of the exploratory Borehole as carried out for the foundation design are shown in location plan and summary of the details test location describe as Table No. 1.

Figure 1: Map showing the project location

2.2 Geology

The rock formations in Tripura are none or less like those of Assam comprising Tertiary succession. The succession has been studied extensively by several workers. The continuity of sedimentary succession from Assam, has allowed adoption of Assam Tertiary classification and nomenclature for Tripura, as proposed by Evans, (1932), with minor modifications. The major units are Surma Group, Tipam Group and Dupitila Formation (Table1).

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Table 1 : Generalized Stratigraphic Succession in Tripura

Age Group Formation Litho-assemblage

Holocene

Khowai Formation Ghilatoli Formation Teliamura Formation

Alluvium deposits of recent or subrecent rivers comprising silica Sand, silt and clay and vegetation debris Unconsolidated, pale yellow to dirty sand, silt, clay with organic and decomposed vegetable matter; massive, coarse grained, gritty poorly cemented sandstone with current bedding

Quaternary Pliocene to Early Quaternary

Kalyanpur Formation Dupitila Formation

Unconsolidated, pale yellow to dirty grey sand, silt, clay with organic and decomposed vegetation matter; massive, coarse grained, gritty poorly cemented sandstone with current bedding Pockets of clay and silica sand common. Fossil wood occurs frequently; thin sand pebble conglomerate

~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ Unconformity~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~

Pliocene Tipam Group

Upper Tipam Formation Lower Tipam Formation

Thick unit of massive grey to buff coloured medium to coarse grained sandstone showing ribbed structure in the lower portion; contains boulders and calcareous concretion and coal streaks Thick unit of fine to medium grain Sandsotne, Subarkosic Sandstone, Siltstone and Sandy mudstone of brakish to fresh water shallow marine facies.

~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ Conformable ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~

Lower Miocene to Pliocene

Surma Group

Bokabil Formation Mainly argillaceous facies represented by huge thickness of laminated siltstone, silty shale with narrow bands of sandstone; occasionally lenticular zone of medium to coarse micaceous ferruginous sandstone with mudstone

~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ Unconformity ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~

Upper Oligocene to Lower Miocene (?)

Bhuban Formation Calcareous sandstone, calcareous siltstone, yellow to buff coloured fine grained, thinly laminated sandstone and interbanded shell limestone

Tripura forms part of the Tertiary Naga-Arakan- Yoma basin and is located to the southwest of Palaeogene fold belt of Naga Hills. Neogene belt is broadly confined by Haflong-Dawki Fault to north and Barisal Chandpur High to west and northwest. Post Barail upheaval of Palaeogene sediments shallowed distal southwestern part of the basin wherein Neogene sediments of Tripura (Cachar-Mizoram) were deposited. Relationship between Palaeogene and Neogene sediments in Tripura have not been established as Barail Group is not exposed in Tripura. It is likely that Neogene sediments were deposited on the folded, but not uplifted, Palaeogene sediments and were subsequently co-folded with the latter. Unconformity between Tipam Group and Dupitila Formation in Cachar area clearly indicates Tipam upheaval, during which the Upper Tertiary sediments were folded into a series of linear anticlines and synclines. The tectonic cycle ended with a weak deformation of Dupitila sediments. Recent mapping in the state together with integrated study of the surface and subsurface data alongwith interpretation of aerial photography and satellite imagery has provided certain clues to stratigraphic sub-divisions and correlation of Neogene sediments. A brief description of the stratigraphic subdivisions is given below.

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Figure 2 :- The Geological Map of Tripura State

Surma Group:-

This group is further subdivided into the lower, Bhuban Formation (arenaceous assemblag) and the upper, Bokabil Formation (argillaceous assemblage). Surma Group fossil assemblage has been studied in some details and is given in Table 1.

Bhuban Formation:-

The standard three fold classification of Bhuban Formation, (Evans, 1932) is not completely exposed in Tripura. While Lower Bhuban Formation is totally unexposed, Middle Bhuban Formation is exposed as isolated small patches in the two eastern ridges of Tripura and Upper Bhuban Formation forms the bulk of Lower Surma Group.

Bokabil Formation:-

Bhuban Formation is overlain by Bokabil Formation with a gradational contact. This formation consists of siltstone with small interbanded sandstone and has a typical geomorphic expression manifested by linear, low lying sharp hills with a topographic break at its contact with Bhuban Formation.

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Tipam Group:-

Tipam Group conformably overlies Surma Group and the gradational contact is marked by a ribbed sandstone unit with minor thin siltstone bands. The transitional Bokabil-Tipam boundary often poses problem for its demarcation. It is observed that sandstone unit towards the top of Bokabil Formation commonly shows a ribbing pattern. The occurrence of ‘ribbed sandstone unit’ could define changes in depositional parameters and thereby the base of Tipam Group.

2.3 Physiography

2.3.1 Geomorphology

The topography is immature. The major geomorphic elements observed in the area are both structural and topographic ‘highs’ and ‘depressions’, ‘flats’ and ‘slopes’, sculptured on the topographic surface in a linear and areal fashion. In Tripura the topographic highs and lows are in accordance with the normal first order structural elements. The state is dissected by a number of broad and long valleys, viz.,Agartala-Udaipur-Sabrum, Khowai-TelimuraAmarpur-Silachari, Kamalpur-Ambasa-Candachara, Kailashar-Kumarghat, Dharmanagar-Panisagar, etc. located between the N-S trending parallel to sub-parallel antiformal hill ranges (topographic highs), such as the Baramura-Deotamura Ranges, the Atharamura Ranges, the Langtarai Ranges, the Shakan Ranges, and the anticlinal ranges. There are a few disconnected open and shallow anticlinal ridges, viz. Gazalia-Mamunbhagna anticline, Sonamura anticline, Agartala dome, etc. Besides, small-scale elements like the spurs, keels, and the moderate gorges are the other geomorphic elements formed. According to the Geological Survey of India, there are ten physiographic units in the state.

Steeping slopping and slightly dissected high relief structural hills and ridges exemplified by areas like Kailashahar, Panisagar, Baramura, Teliamura, etc.

Moderately slopping with moderately dissected medium relief parallel ridges present in north and northeastern part of Tripura.

Moderately slopping and highly dissected, low relief structural hills and ridges found in the northwest and southern part of the state.

Moderately to gently sloping and moderately dissected flat topped denuded hill occurring in western, central and southern part of Tripura.

Low lying residual hill with valley represented by Gandachhara area of southeastern part of Tripura. Undulating plain with low mounds and gently sloping valley situated mostly in the western and

southern part of Tripura. Flood plain constitutes an important area formed by the rivers of Tripura.

[Source: Mukherjee, Bhatacharrya and Sribastav, GSI, 1997-98]

2.3.2 Drainage

Generally, the valleys are broad and flat with low to moderate Bed Relief Index (BRI), which are separated from the adjacent highs with domes and conical peaks. Some of the peaks of the hills are also flat. The R. L. differences between the elevations of the peaks and valleys increases eastwards constantly. The general altitude of the state varies between 16 m to 600 m above m.s.l. The drainage patterns are of ‘dendritic’, ‘parallel’ to ‘sub-parallel’ and ‘rectangular’ types. The stream channel patterns lie mainly within the ‘piedmont’, ‘straight’ and ‘meandering’ reaches. The ‘braided reach’ is, however, not noticed along the course of the stream channels. The drainage flows down along north by the Khowai, Dolai, Manu, Juri and Langai Rivers ; west by the Gumti River and southwest by the Fenny and Muhari Rivers.

2.3.3 Climate&Rainfall

The climate of the Tripura is characterized by humid sub-tropical climate with three distinct seasons such as summer, monsoon and winter and is under the influence of south-west monsoon, for which extreme climatic conditions prevails. The study area falls under the tropical monsoon climate, which indicates hot and humid

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condition in summer and cold in winter seasons only. Humidity is generally high throughout the year. In summer season the relative humidity is between 50%-75% while in rainy season it is over 80%. The climate is generally hot and humid, the average maximum temperature being 35°C and the average minimum 10.5°C. The state has a fairly good annual rainfall (around 230 cm. per annum). The monsoon generally starts in the middle of April and continues up to September. Heavy rainfall causes severe floods almost every year, disconnecting the state to the rest of the country.

2.4 Seismicity

Northeast India is one of the most highly seismically active regions in the world with more than seven earthquakes on an average per year of magnitude 5.0 and above. Reliable seismic hazard assessment could provide the necessary design inputs for earthquake resistant design of structures in this region. Geotechnical properties of the subsurface horizons can provide valuable insight in understanding the influence of earthquake generated ground motions on manmade structures. In a most generalized term, site response is the process of estimating the response of soil layers under earthquake excitations and thus the variations of earthquake characteristics on the ground surface. The North East India is seismically very active, and Agartala the state capital of Tripura as well as one of the populated and fast growing cities in NE India has experienced several mild to severe earthquakes during the recent past. The city of Agartala (23.750 – 23.900N and 91.250 – 91.350 E) lies within the Tripura sub-basin located to the western frontal part of Assam - Arakan Fold Belt. The city has an uneven topography with small hillocks ranging from 2 - 50 mt. It is bounded by Sylhet Depression (Surma Basin) in the north, Chittagong Hill ranges toward south, Bengal basin to the west and Tripura Fold belt to the east.

Figure 3 : Seismic Zoning Map of India

According to the seismic hazard map of India (2000) by the Bureau of Indian standards (BIS), the state of Tripura and its surrounding region falls in zone V of the Seismic zoning map of India.

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3. Scope of Work

The main objectives of this project are to carry out details Project Report (DPR) based on topographical survey, collection of hydrological data, details geo-technical sub-soil investigation along with details price/cost estimate and other relevant allied works of the project for Proposed Township at Govt. Land, near Don Bosco School, Nandannagar. The scope of the present studies, as laid down of this investigation work, is as under: -

Preparation of Details Project Report (DPR) based on details topographical Survey Collection of Hydrological Data Details Geo-technical sub-Soil investigation along with detailed price/cost estimate and other

relevant allied works, Soil and land suitability studies Hydrological analysis including water availability studies Detailed prepared of cost Estimate Feasibility study and submission of preliminary report along with site plan giving schematic proposal

as regards the site condition, feasibility of taking up the project. Preparation of Site plan showing the project and adjoining area of the embankment, roads, physical

features, built-up areas, underground and overhead services & others.

This report is based on a Geotechnical study was proposed to be carried out for understanding the sub-surface strata for the proposed construction of new Township at Govt. Land, near Don Bosco School, Nandannagar.

4. Geotechnical Investigation

A Geotechnical study was proposed to be carried out for understanding the subsurface strata for the proposed construction of New Township at Govt. Land, near Don Bosco School, Nandannagar. The scope of the present studies, as laid down of this investigation work, is as under:

4.1 Soil Exploration Program

Based on nature of the project, the geotechnical investigations shall include the following activities:

Mobilization of drilling rigs, water pumps, power packs, testing tools and accessories etc. for drilling, sampling, carrying out various other field tests.

Exploration of surface material and subsoil conditions of the site and provision of general Data relating to the project site.

Field identification of soil and rock types, if present, with depth, records of their occurrence and location of their structural discontinuities.

Field Standard Penetration Tests to determine the natural bearing resistance of the subsoil for design.

Collecting disturbed and undisturbed soil samples for visual examination and for carrying out laboratory tests on selected samples to determine the natural, physical and relevant engineering properties of the soil.

The boreholes termination on reaching the requisite depths as per the termination criteria mention in the TOR.

Evaluation of ground water levels in the borings.

Documentation and evaluation of all results in a Geotechnical investigation report after the completion of field work and laboratory test.

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4.2 Details of Field Investigation

Investigation of the underground conditions at a site is prerequisite to the economical design of the substructure elements. In the present report, details geotechnical investigations have been carried out at Govt. Land, near Don Bosco School, Nandannagar. The Exploratory soil boring works were carried out by deploying Wash Boring method of boring. The boreholes were terminated on reaching the requisite depths as per the termination criteria. The details of borehole investigation location have been presented below.

Table 2 : Summery of borehole Investigation Details

Location Borehole No. Ground Elevation

(m)

Co-ordinate Depth of Borehole (m) Easting Northing

Nandannagar

BH-1 (HIG) 31.886 327439.091 2641326.146 30.45

BH-2 (HIG) 31.615 327428.332 2641408.970 30.30

BH-3 (LIG) 31.272 327385.686 2641424.912 30.45

BH-4 (MIG) 28.510 327387.749 2641350.121 30.45

4.3 Boring

The boring was done in accordance with IS: 1892 – 1979. For Geotechnical investigation work, Geo. Machine was installed at the specified borehole location. Stability of rig was ensuring by making level ground. Boring through the soil was carried out by Wash Boring method. SPT tests were conducted at suitable intervals and all recording data has been provided in corresponding annexure. In all boreholes, disturbed soil and undisturbed soil samples were taken at specified interval and at significant change of stratum (or as per specified). Disturbed soil collected in the SPT sampler is to be preserved in polythene covers. All field work photographs are presented in corresponding Annexure.

Table 3 : Summary of Field Work

BH No. Depth of Borehole

(M)

Starting Date

Ending Date

No. of UDS

No. of SPT

No. of DS

GWT below EGL

BH-1(HIG) 30.45 327439.0910 2641326.1460 1 19 21 16.05m

BH-2(HIG) 30.45 327428.3320 2641408.9700 3 18 20 15.56m

BH-3(LIG) 30.45 327385.6860 2641424.9120 4 17 19 15.23m

BH-4(MIG) 30.45 327387.7490 2641350.1210 4 17 19 12.50m

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Disturbed Sampling

Disturbed soil samples have been collected from cuttings and from split spoon sampler in boreholes at regular intervals to provide complete description of soil profile and its variation. The samples have been immediately stored in airtight polythene bags and labeled with borehole number and depth.

Undisturbed Sampling

In each borehole undisturbed sample (UDS) has been collected at regular intervals and as directed by the engineer-in-charge. Undisturbed samples have been 100mm diameter and 450mm length. Samples shall be collected in such a manner that the structure of soil and its moisture content do not get altered. The specification for the accessories required for sampling and the sampling procedure shall conform to IS: 1892 and IS: 2132.Undisturbed soil sample are used to determine the shear parameters, natural moisture content and unit weight.

4.4 Logs of borings & Drilling

Bore log Records are enclosed separately as the corresponding Annexure, the following necessary information

is included.

a) Project Name and Location Details

b) Ground surface elevation at test location (referenced to MSL Datum)

c) Boring Method, size of hole

d) Description and thickness of each stratum encountered

e) Standard penetration test, ‘N’ values

f) Water level after 24 hours of borehole completion

4.5 Standing Water Table

Ground water level when struck with is recorded. It also measured and recorded after 24 hours after completion of the fieldwork and is designated as Standing Water Level. Fluctuations may occur in measured water levels due to seasonal variation in rainfall and surface evaporation rates as well as flow of water in the drain. The water tables as measured in the boreholes are summarized in Table 4below.

Table 4 : Ground Water Table Variation

Borehole No. Ground Water Table Below

Ground Level (m)

BH-1(HIG) 16.05

BH-2(HIG) 15.56

BH-3(MIG) 15.23

BH-4(LIG) 12.50

5. Laboratory Testing

5.1 Laboratory Testing Program

Our laboratory tests programmed was directed primarily towards the determination of Engineering and Index properties of soil & rock encountered at site. All the tests were performed as per the contract specification and in accordance with relevant Indian Standards. Laboratory tests are conducted on soil samples, which are as follows:

Index properties of Soil: Natural Moisture Content, specific gravity Gradation characteristics (gravel, sand and fines content–the silt & clay fractions)

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Consistency limit (LL & PL) Natural Density Direct Shear Test Consolidation Test Tri-axial Test (UU) Conducting Chemical Analysis of Soil Sample

5.1.1 SoilTesting

The index tests were performed to determine the soil moisture content, unit weight, specific gravity, gradation characteristics (gravel, sand and fines content – the silt & clay fractions), consistency limit and strength properties of soil.

a) MoistureContent&Density

Moisture content for soil samples was determined, in accordance with the procedures of IS: 2720 (Part 2). The results are has given in corresponding Annexure.

b) SpecificGravity

The specific gravity test has been carried out for soil samples in accordance with the small pycnometer method described in IS: 2720 (Part 3). The results have been given in corresponding Annexure.

c) SieveAnalysis

The grain size distribution analysis has been carried out for soil samples in accordance with the method described in IS: 2720 (Part 4). Compliance with the Standard, with respect to minimum sample quantity is dependent on the maximum significant grain size and the method of sampling. The results are has given in corresponding Annexure.

d) HydrometerAnalysis

Sedimentation/ Hydrometer analysis has been performed for soil samples in accordance with the method described in IS: 2720 (Part 4). The analysis provides an estimate of the particle size distribution for the fine fraction (<75µm) of a soil sample. The analysis is performed by monitoring the rate of settlement of soil particles initially suspended uniformly in distilled water. The rate of settlement, which is monitored by observing the change in fluid density with the hydrometer device, is theoretically related to the size of particles setting out of suspension. The results are has given in corresponding Annexure.

e) AtterbergLimits

The Atterberg Limits comprising liquid limit, plastic limit and plasticity index were determined for soil samples in accordance with the methods described in IS: 2720 (Part 5). The liquid limit has been determined using the Casagrande apparatus. The soil sample preparation, in accordance with the code of practice, included removal of soil particles retained on the 0.425mm sieve. Accordingly, where a significant quantity of coarser particles was present, it is imperative that the Atterberg Limits results are representative of the relatively fine soil fraction, and not of the complete soil sample. The results are has given in Annexure.

f) DirectShearTest

The direct shear test was carried as per IS 2720 part-13. This standard covers the methods for determination of shear strength of soil with a maximum particle size of 4.75 mm in undrained, consolidated undrained and consolidated drained conditions. Depending upon the application of shear load, the direct shear test is of two types, controlled stress and controlled strain. The controlled strain test is simpler and provides accurate results. The test results are given at corresponding Annexure.

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g) TriaxialTest

The triaxial test was carried as per IS 2720 part-11 respectively. This test is limited to specimens in the form of right cylinders of nominal diameter 38mm and of height approximately equal to twice the nominal diameter. In case of remolded samples; ratio of diameter of specimen to maximum size of particle in the soil should not be less than 5. The test results are given in corresponding Annexure.

h) ConsolidationTest

The One dimensional consolidation test was carried as per IS 2720 part-15. The main purpose of the consolidation test is to obtain soil data which is used in predicting the rate and the amount of settlement of structures. The two most important soil properties furnished by a consolidation test are the coefficient of compressibility (av), through which one can determine the magnitude of compression, and the coefficient of consolidation (Cc) which enables the determination of the rate of compression under a load increment. The data from laboratory consolidation test also gives useful information about the stress history of the soil.The test results are given in corresponding Annexure. All these tests were conducted as per relevant I.S. Codes and the test results are given in test results enclosed herewith in corresponding Annexure.

6. Standards adopted

Classification and identification of soils for general engineering purposes IS: 1498 Code of practice for subsurface Investigation for foundation IS: 1892 Code of practice for design and construction of foundations in soils: General requirements IS: 1904

Method of standard penetration test for soils IS: 2131 Code of practice for thin walled tube sampling of soils IS: 2132 Code of practice for design and construction of pile foundations (Relevant parts) IS: 2911 Methods of sampling and testing (Physical and chemical) for water used in Industry IS: 3025 Code of practice for determination of allowable bearing pressure on shallow foundation IS: 6403 Method of determination of water level in a bore hole IS: 6935 Natural moisture content (Soil) IS - 2720 (Part –2) Grain size analysis of soil IS - 2720 (Part –4) Atterberg Limit of soil IS - 2720 (Part –5) Specific Gravity of soil IS - 2720 (Part –3) Direct Shear Test IS - 2720 (Part–13) Triaxial Test (UU) IS - 2720 (Part–11) Consolidation Test IS - 2720 (Part–15)

The details Results are furnished in corresponding Annexure.

7. Subsurface Condition

The boring records showing the various type of soil met with are enclosed in the corresponding Annexure. These are prepared from field logs after proper modifications in the laboratory test results and observation of disturbed soil samples. The results of the Standard Penetration Tests are given as 'N' values in these boring records. The sub-soil profile (as obtained from field and Laboratory test results) across the boreholes is shown under Fig. 9 giving description, consistency and colour of each stratum. The "N" values are shown in the profile as well as presented in Annexure. The laboratory test results are presented in the corresponding Annexure.

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7.1 Sub-soil profile stratification

Consistent with established Geo-technical practices, longitudinal/cross sections covering group of boreholes were drawn and sub-soil profile established. Based on extensive sub-soil profile analysis following major four layered profile is noticed in this Project site

Soil Layers

Stratum –I: Medium stiff to Stiff, Brownish grey / yellowish grey / yellowish brown, clayey silt/ silty clay

Stratum –II: Very stiff to Hard, brownish yellow / yellowish brown, clayey silt

Stratum -III: Medium dense to dense, yellowish grey / yellowish brown, silty fine grained sand

Stratum-IV: Dense to Very dense, yellowish brown / whitish grey / yellowish grey, silty fine grained Sand

The Brief description of each stratum is provided below.

Stratum-I:

First layer observed in all the four explored boreholes and this generalized surface stratum describe Medium stiff to Stiff, Brownish grey / yellowish grey / yellowish brown, clayey silt/ silty clay with some sand mixture & traces of mica, kankars & gravels. The stratum was continuing from existing ground surface to 4.5m,3m and 7.50m respectively in borehole 1, 2, 3 and 4. Disturbed and Undisturbed sample were collected at several depths in this stratum. The physical and strength properties of this layer are presented as below.

Table 5 : Sub-Soil Properties of Stratum-I

Soil Properties Average Minimum Maximum

PH

YS

ICA

L P

RO

PE

RT

IES

N-value 11 7 14

Natural Moisture Content (%) 18 14 30

Bulk Density, gm/cc 1.93 1.90 1.98

Dry Density, gm/cc 1.66 1.60 1.74

Specific gravity 2.64 2.59 2.72

Atterberg’s Limits

Liquid Limit (%) 42.57 37.00 57.00

Plastic Limit (%) 21.71 19.00 28.00

Plasticity Index (%) 20.86 16.00 19.00

Grain Size

Gravel % 1 0 10

Sand % 39 25 48

Silt % 40 32 48

Clay % 19 15 24

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STR

EN

GT

H

PR

OP

ER

TI

ES

Tri-axial UU Shear Strength

Cohesion (kg/cm2) 0.61 0.50 0.70

Friction angle (°) 4 2 6 C

ON

SO

LID

AT

ION

PR

PP

ER

TO

ES

Consolidation Test

Initial void ratio 0.68 0.61 0.78

Compression Index (Cc) 0.11 0.05 0.14

SOIL CLASSIFICATION “CI”

Stratum-II:

This layer was observed in all the explored boreholes below Stratum-Iand the soil in this layer is characterized by Very stiff to Hard, brownish yellow / yellowish brown, clayey silt with some sand mixture & traces of kankars, gravels. The starting depth for this stratum was 4.5m,3m, 7.50m for Borehole-1,Borehole-2 and Borehole-3, Borehole-4 respectively and continued up to 12m, 8.5m, 8m, 10.50m. In Borehole–2 Yellowish grey, clayey murrum was observed around 4.60 to 5.60m. The average, maximum and minimum soil properties of this layer are presented below.

Table 6 : Sub-Soil Properties of Stratum-II


PH

YS

ICA

L P

RO

PE

RT

IES

N-value 24 11 40






Liquid Limit (%) 44 36 54

Plastic Limit (%) 22 18 38

Plasticity Index (%) 22 16 31

Grain Size

Gravel % 1 0 4

Sand % 41 12 49

Silt % 39 34 56

Clay % 19 14 30

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STR

EN

GT

H

PR

OP

ER

TIE

S

Tri-axial UU Shear Strength

Cohesion (kg/cm2) 0.78 0.67 0.67

Friction angle (°) 4 3 4

CO

NS

OL

IDA

TIO

N

PR

PP

ER

TO

ES

Consolidation Test

Compression Index (Cc) 0.09 0.04 0.07

Initial void ratio 0.61 0.58 0.65

SOIL CLASSIFICATION “CI”

Stratum-III:

This layer was observed in all the explored boreholes below Stratum-II and the soil in this layer is characterized by yellowish grey / yellowish brown, silty fine grained sand with traces of clay binders & mica. The starting depth for this stratum was 12.00m, 8.50m, 11.00m and 14.20m for Borehole-1, Borehole-2 and Borehole-3, Borehole-4 respectively. The SPT N value of these layers varies between 27 to 60, which was indicate medium dense to dense relative density of this cohesion less stratum. Particular in Borehole-3, there is a pocket layer found from depth 8.00m and end 11.00m and characterized by Medium dense, yellowish brown, clayey silty sand / silty fine grained with little percentage of clay binder. The average, maximum and minimum soil properties of this layer are presented below.

Table 7: Sub-Soil Properties of Stratum-III


PH

YS

ICA

L P

RO

PE

RT

IES

N-value 38 27 60






Liquid Limit (%)

Non Plastic Plastic Limit (%)

Plasticity Index (%)

Grain Size

Gravel % 0 0 1

Sand % 70 54 80

Silt % 30 20 35

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Clay % ST

RE

NG

TH

P

RO

PE

RT

IES Tri-axial UU Shear Strength

Cohesion (kg/cm2) 0.08 0.05 0.10

Friction angle (°) 30.33 30 31

SOIL CLASSIFICATION “SM”

Stratum-IV:

This layer was observed in all the explored boreholes and this happened to be the last layer and the soil in this layer is characterized by Dense to Very dense, yellowish brown / whitish grey / yellowish grey, silty fine grained sand with traces of clay binder, mica and traces of clay binders (Murrum). The starting depth for this stratum was 13.50m, 22.50 m, for Borehole-1, Borehole-2 and Borehole-3respectively. In Borehole 4 it continued from 7.50 and ended at 10.50 m. Then again it starts from 14.20 m and terminates at termination depth. The average, maximum and minimum soil properties of this layer are presented below.

Table 8: Sub-Soil Properties of Stratum-IV


PH

YSI

CA

L P

RO

PE

RT

IES

N-value 90 51 113






Liquid Limit (%)

Non Plastic Plastic Limit (%)

Plasticity Index (%)

Grain Size

Gravel % 2 0 11

Sand % 70 60 80

Silt % 27 18 37

Clay %

STR

EN

GT

H

PR

OP

ER

TIE

S Tri-axial UU Shear Strength

Cohesion (kg/cm2) 0.07 0.05 0.08


SOIL CLASSIFICATION “SM”

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Pocket Stratum: There was direct shear test conducted on this stratum and the details are given below.

Soil Properties Average Minimum Maximum P

HY

SIC

AL

PR

OP

ER

TIE

S

N-value 12 12 12

Natural Moisture Content (%) 22.09 22.09 22.09





Liquid Limit (%) 30 30 30

Plastic Limit (%) 21 21 21

Plasticity Index (%) 9 9 9

Grain Size

Gravel % 1 1 1

Sand % 62 62 62

Silt % 27 27 27

Clay % 10 10 10

STR

EN

GT

H

PR

OP

ER

TIE

S Direct Shear test

Cohesion (kg/cm2) 0.11 0.11 0.11


SOIL CLASSIFICATION “SC”

8. Analysis of Results and Design of Foundation

Based on the soil exploration results, further analysis is carried out in this chapter to determine the suitable foundation along with proposal of depth and allowable bearing capacity of the foundation for the proposed Township at near Don Bosco School, Nandannagar Agartala. Considering the nature of sub-surface condition (from field borehole data, field data and laboratory test results) & type of proposed structure, it is suggested for Deep foundation. In this context, it is important to make a rational consideration of design parameters of soil for each layer of this borehole explored. Table No. 9 presents the design parameters of subsoil based on average soil properties. However, selection of design parameters involves conservative judgment on the available parameters or standard correlation available in the literature. The site exhibits uniformity of sub-soil layers as observed from subsoil properties and stratification of layers encountered in this explored borehole.

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Table 9: Average design Sub-soil Parameters for BH-1 & BH4 S

trat

a N

o.

Generalized Subsurface Profile

Type of Soil

R.L of Stratum

Th

ick

ness

(

m )

Rep

rese

nta

tive

N

Cor

rect

ed N

’ Design Parameter

γsub T/m3

From To cu

T/m2 Φu

I

Stiff, Brownish grey / yellowish grey / yellowish brown, clayey silt with some sand mixture & traces of mica & gravels. (CI)

Cohesive 31.886 27.386 4.50 9 - 5.70 4 0.940

II

Very stiff to Hard, Brownish grey / yellowish grey / yellowish brown, clayey silt with some sand mixture & traces of mica & gravels. (CI)

Cohesive 27.386 19.886 7.50 35 - 10.0 0.00 0.950

III

Dense, yellowish brown / whitish grey / yellowish grey, silty fine grained sand with traces of clay binders & mica. (SM)

Cohesionless 19.886 18.386 1.50 49 26 0.0 31.3 0.930

IV

Very dense, yellowish brown / whitish grey / yellowish grey, silty fine grained sand with traces of clay binders & mica. (SM)

Cohesionless 18.386 1.426 16.96 78 30 0.0 32 0.930

Stra

ta N

o.


Type of Soil

R.L of Stratum

Thi

ckne

ss

( m

)

Rep

rese

nta

tive

N

Cor

rect

ed N


γsub T/m3

From To cu

T/m2 Φu

I Medium to stiff, yellowish

brown / yellowish grey, silty clay / clayey silt(CI)

Cohesive Stratum

28.51 21.01 7.50 11 - 6.00 4 0.920

II Very stiff, Yellowish grey / brownish, silty clay / clayey

silt(CI)

Cohesive Stratum

21.01 18.01 3.00 21 - 7.4 4.00 0.960

III Very dense, yellowish brown,

silty sand (SM) Cohesionless

Stratum 18.01 14.31 3.70 >100 >100 0.8 29 0.900

IV Medium dense to dense,

brownish yellow / yellowish, silty fine grained sand(SM)

Cohesionless Stratum

14.31 3.010 11.30 35 19 0.5 31 0.930

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Stra

ta N

o.


Type of Soil

R.L of Stratum

Th

ickn

ess

( m

)

Rep

rese

nta

tive

N

Cor

rect

ed N


γsub T/m3

From To cu

T/m2 Φu

5 Very dense, brownish yellow /

yellowish, silty fine grained sand (SM)


3.010 -1.940 4.95 62 22 0.0 32.00 0.940

9. Assessment of liquefaction potential

9.1 General

Condition of decrease in the shear strength and/or stiffness caused by the increase in pore water pressures in saturated cohesion less materials during earthquake ground motion is referred to as liquefaction. It gives rise to significant permanent deformations or even to a condition of near-zero effective stress in the soil.

9.2 Seismicity in Tripura

Northeastern Region, including Tripura is prone to natural disasters like earthquake, floods, landslides, cyclone and occasional draught. Wedge between two plate collision boundaries, the Himalayan in the north and the Indburman in the east, the Northeastern region is one of the seismically most active regions of the world. With complex tectonic and geology set up of the region and intense continental convergence of the northward moving Indian plate at the rate of 20+03mm/year can produce very severe earthquakes in every few hundred years. There were very severe earth quake occurred in the Tripura. The activity in the Tripura area may be related to the plate boundary activity (Kayal, 1998). A damaging earthquake (Mw 5.8) [Known as Cachar Earthquake] occurred in 1984 at a depth of 32 km in the Tripura area (Mishra, 2004).

9.3 Consideration

Following information has been considered in the Liquefaction calculation using

Assam lie in = Zone V[ IS-1893 Part-1: 2016 / Fig. 1]

Peak Ground Acceleration = 0.36 [IS-1893 Part-1: 2016 / table: 3]

Magnitude of Earthquake = 7.5[IS-1893 Part-1: 2016 / Annex: 1]

9.4 Methodology

Liquefaction potential shall be evaluated by well-established methods of geotechnical engineering, based on field correlations between in situ measurements and the critical cyclic shear stresses known to have caused liquefaction during past earthquakes. Liquefaction potential may be estimated by calculating the factor of safety (FOS), which is given as,

𝑭𝑶𝑺 𝑪𝑹𝑹𝑪𝑺𝑹

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Where, CRR = Cyclic resistance Ratio CSR = Cyclic Stress Ratio

The soil shall be considered as liquefiable if, FOS < 1

9.5 Cyclic resistance Ratio [CRR]

The cyclic resistance is to be calculated from measured blow count values of Standard Penetration Testing (SPT), suitably modified with different correction factors. The corrected SPT blow count is represented by N1(60) for hammer efficiency of 60 percent and is evaluated from expression below

N1(60) = N C60 CN

Where, N = field SPT count C60 = CE x CBD x CRL x CSS = Correction factors for SPT configuration CN = Correction for Overburden pressure limited to 1.70

CN = (Pa/) 0.5 Pa = 1 Atmospheric pressure = 10t/sqm = Vertical effective stress at the depth of SPT CE = For SPT conducted as per IS 2131-1981, the energy delivered to the drill rod is about 60 percent may be assumed as 1.

The effect of borehole diameter is taken into account using factor CBD

Borehole Diameter Term Correction Factor 65 CBD 1

115 CBD 1

150 CBD 1.05 200 CBD 1.15

For different rod lengths, the rod length correction factor CRL

Rod length (m) Correction Factor (CRL) <3 0.75

3-4 0.80 4-6 0.85

6-10 0.95 >10 1.00

The correction factor CSS for different sampling method is taken 1.1 for Sampler without liners.

Presence of Fines Content (FC) in percent can also result in increase of cyclic resistance of soils. For presence of fines, the SPT value is to be modified to N1(60)cs as follows –

N1(60)cs =+*(N1(60) ) For Fine Content<=5, =0 and =1 For (Fine Content>5 and <35), = EXP ((1.76-(190/FC2)) and = (0.99+ (FC1.5/1000) For Fine Content>35, =5 and =1.2 Where, Fc = fineness content percentage

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CRR, for 7.5 magnitude earthquake, is to be evaluated from N1(60) cs using the following Expression:

The above expression is valid only for earthquakes with magnitude of 7.5. For earthquakes with Different magnitudes, the calculated CRR 7.5 is to be corrected by

CRR = (CRR7.5). (MSF). K. KWhere, Magnitude scaling Factor (MSF) = 10 2.24 / Mw2.56

The correction for high overburden stresses K is required when overburden pressure is high (depth>15m) and using following equation:

K’vo/Pa )(f – 1) Where ’vo effective overburden pressure and Pa atmospheric pressure are measured in the Same units and f is an exponent and its value depends on the relative density Dr. for Dr =40%- 60%, f=0.8-0.7 and for Dr =60%-80%, f=0.7-0.6. The correction for static shear stresses K is required only for sloping ground and shall be assumed 1.0 otherwise.

9.6 Cyclic Stress Ratio (CSR)

The cyclic stress ratio at a particular depth can be calculated as

𝜏av =Average equivalent uniform shear stress generated by earthquake assumed to be 0.65 of the maximum induced stress, a max = Peak ground acceleration (PGA), in terms of g ’vo= Initial effective vertical (overburden) stress at the depth vo = Total overburden stress at the same depth, g = Acceleration due to gravity

rd– Shear stress reduction coefficient to adjust for flexibility of the soil profile

As per IRC2017: Sp-114 The factor rd can be evaluated for any depth z from following expression

rd = 1.0 - .00765z for z ≤ 9.15 m rd= 1.174 – 0.0267z for 9.15m < z ≤ 20.00 m Where, z = depth below the ground surface in meters

*N.B: From the above equation it’s clear that there is a depth limitation of 20.00m. In the main section the total average terminating depth of the borehole is 80.00m; so there is an ambiguity of calculating the Shear stress reduction coefficient rdvalue beyond 20.00m as per the IRC-2017: SP-114. To Evict the Depth limitation of 20.00m, we have calculated the Shear stress reduction coefficient rd As per – T. F. Blake (1996) approximated the value by the following equation-

Where,

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z = depth beneath ground surface in meters.

[Ref. -SUMMARY REPORT FROM THE 1996 NCEER AND 1998 NCEER/NSF WORKSHOPS ON EVALUATION OF LIQUEFACTION RESISTANCE OF SOILS By T. L. Youd,1 Member, ASCE, and I. M. Idriss,2 Fellow, ASCEJournal of

Geotechnical and Geoenvironmental Engineering, Vol. 127, No. 4, April, 2001. @ASCE, ISS

The liquefaction hazards may be neglected when at least one of the following conditions is fulfilled- a) The sands have a clay content greater than 25% with Plasticity Index PI>10 b) The sands have silt contents greater than 35% and corrected N value more than 20 c) The sands are clean with corrected N value more than 30

[Ref. IRC-2017-SP-114_ Cl. No.-8.4.4]

Precautions

Considering that Project site comes under zone V which is considered ‘vulnerable’ it shall be ensured that construction shall comply with guidelines laid down by Bureau of Indian Standards for seismically vulnerable areas. Liquefaction calculation is provided in the annexure.

10. Foundations Recommendation

Type of foundations depends essentially on configuration and nature of facility, magnitude of load transfer envisaged and sub-soil data. In this report, both shallow & deep foundations are considered. Recommendations are based on shear failure & 50mm settlement criteria.

10.1 Shallow Foundation – Approach Methodology

Estimation of Safe Bearing Capacity as per IS-6403:1981

The bearing capacity as well as settlement of shallow foundation may be analyzed by using IS: 6403-1981, Clause No. 5.1.2- Net ultimate Bearing capacity of open foundation of different sizes is calculated using bearing capacity formula given in IS 6403-1981, Clause No. 5.1.2: qd= C Nc Sc dc ic +q (Nq -1) Sqdqiq+ 0.5 B Y Ny Sy dyiyw’

Net Safe bearing capacity of open foundation; qs = qd / F.S Where; F.S = Factor of safety = 2.5 - 3.0 q = effective overburden pressure. B = width of foundation. C = cohesive strength of soil.

Weighted average cohesion can be computed as: C = (C1H1 + C2H2 + - - - -CnHn)/Hi and average angle of internal friction can be evaluated as : = Arc Tan [(H1 tan1 + H2 tan2 +- - - -- - - - - - Hntann) / HI]

Reduction factors

Type of Factors Descriptions

Bearing capacity factor

(Table-1 of IS-6403-1981)

Nc whose value varied from 5.14 to 266.89 depending upon the angle of internal friction ()

Nq whose value varied from 1.00 to 319.07 depending upon the angle of internal friction ()

Ny whose value varied from 0.00 to 762.89 depending upon the angle of internal friction ()

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Type of Factors Descriptions

Note :- In case of local shear failure obtaining values of N’c , N’q , N’y calculate ’=tan-1(0.67 tan) read Nc , Nq , Ny from the table-1/ IS-6403:1981/clause 5.1.1 to the value of ’ instead of which are values of N’c , N’q , N’y respectively.

Shape factor

(Table-2 of IS-6403-1981)

Sc for continuous strip Footing

(1+ 0.2 x B/L) for rectangular footing

1.30 for square/circular footing

Sq 1.00 for continuous strip Footing

(1+ 0.2 x B/L) for rectangular footing

1.20 for square/circular footing

Sy

1.00 for continuous strip footings

0.4 x B/L) for rectangular footing

0.80 for square footing

0.60 for circular footing

Depth factor

(Clause 5.1.2.2 of IS 6403-1981)

dc 1+ 0.2 (Df / B) x N

dq = dy 1 for 100

dq = dy 1+ 0.1 (Df / B) x N for > 100 {N = tan2 (45 + /2)}

Note: -The Depth factor correction is to be applied only when back filling is done with proper compaction.

Inclination factor

(Clause 5.1.2.3 of IS 6403-1981)

ic=iq (1 – α/90)2

iҮ (1-α/)2

Effect of water Table

a) If the water table is likely to permanently remain at or below a depth of (Df + B) beneath the ground level surrounding the footing then W’= 1

b) If the water table is located at a depth Df or likely to rise to the base of the footing or above then the value of W' shall be taken as 0.5.

c) If the water table is likely to permanently got located at depth DF<Dw<(Df + B) then the value of W'be obtained by linear interpolation.

[Note: - we are assuming the water table is located at EGL and the factor W'= 0.5 considering the worst condition for safety purpose.

Settlement

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Settlement analysis has been performed as per IS-8009 (Part-1)-1976 and ‘FOUNDATION ANALYSIS & DESIGN’ 5th Edition of Joseph E. Bowles. Estimation of total settlement of foundation on cohesive soil estimated as - Total settlement= [(Immediate Settlement +Consolidation settlement) x depth factor x rigidity factor] And total settlement of foundation on cohesionless soil estimated as- Total settlement= [Immediate Settlement x depth factor x rigidity factor]

Consolidation settlement

Consolidation settlement of cohesive Stratum for open foundation can be computed by using IS: 8009 (Part-I) – 1976 as follows:

Sf = p x mv x H x λ

Here, H = thickness of clay layer below foundation level (m) mv = Coefficient of volume compressibility (m2/ton)

p = Pressure increment (ton/m2) λ =A factor related to the pore pressure parameter (IS-8009 (Part-1)-1976 / table-1)

Type of Clay Value of λ

Very sensitive clays (soft alluvial Estuarine and marineclays)

1.0 to 1.2

Normally consolidated clays 0.7 to 1.0

Over consolidated clays 0.5 to 0.7

Heavily Over consolidated clays 0.2 to 0.5

Immediate Settlement/Elastic settlement

The settlement of the corner of a rectangular base of dimensions B' X L' on the surface of an elastic half-space can be computed from an equation from the Theory of Elasticity [e.g., Timoshenko and Goodier (1951)] as follows-

Where,

qo= intensity of contact pressure in units of Es

B’ = least lateral dimension of contributing base area in units of ΔH

Ii = influence factors, which depend on L'/B’ thickness of stratum H, Poisson's ratio µ, and base embedment depth D

ES& µ = elastic soil parameters

The influence factorsI1 and I2can be computed using equations given by Steinbrenner (1934) as follows:

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Where, M = L’/B’

N = H/B’

B’ = B/2 for center; = B for Coroner

L’ = L/2 for center; = L for Coroner

m = number of corners contributing to settlement ΔH. Atthe footing center m = 4; and at a corner

m = 1.

Depth factor

Fox depth correction factor for settlement of flexible footing of L x B at a depth of D as per IS: 8009 (Part-I) – 1976 Fig.-12

Rigidity factor

In the case of rigid foundations for example. a heavy beam and slab raft or a massive pier, the total settlement at the center should be reduced by a Rigidity factor. IS: 8009 (Part-I) – 1976 / clause – 9.5.2 Rigidity factor = 0.8

Table 10 : List of Shallow Foundation Bearing Capacity for the Proposed Locations

References BH No.

Depth of Foundation

(m)

Size of Foundation

(m)

Net Safe Bearing Capacity (t/m2)

as per (IS-6403-1981)

Net Safe Bearing Capacity (t/m2) for

permissible settlement of

50.00mm as per (IS-8009 (Part-1)-1976)&Joseph E.

Bowles

BH-1

1.50 1 x 2.00 18.00 18.00

3.00 2 x 4.00 19.00 19.00

4.50 3 x 6.00 18.00 18.00

4.50 6 x 6.00 59.00 59.00

3.00 1 x 10.00 21.00 21.00

BH-4

1.50 1 x 2.00 19.00 19.00

3.00 2 x 4.00 20.00 20.00

4.50 3 x 6.00 20.00 20.00

4.50 6 x 6.00 19.00 19.00

3.00 1 x 10.00 23.00 23.00

As can be seen, bearing characteristics is in-sufficient to sustain the heavy load transfer expected at 1.5m, 3.00m, and 4.50m depth. So, considering site conditions, taking the foundations at shallow depth may not be feasible due to the proposed heavy load structure.

Figure 7: Fox Depth Correction Factor

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Hence, alternatives such as deep foundations may be necessary to ensure the effective load transfer without excessive settlements. Accordingly, alternatives have been considered (i.e.) Bored Cast-in-situ Pile foundations. The following pile capacity can be considered for the pile foundations embedded in very dense/compacted sand layer. While working out capacity, design parameter covering all boreholes /heavy loaded structures has been used and recommendations will be valid accordingly for respective locations. Capacities in Axial & Uplift are based on Geo-technical and Concrete strength considerations assuming M35 Grade of concrete. Lateral Load capacity is based on deflection of 1% of pile diameter at pile head assuming fixed head conditions.

Initial load tests shall be carried out as per IS-2911 guidelines to reconfirm the safe loads recommended below. Specimen Calculations are enclosed in separate Annexure. Decision regarding the opting open/pile foundation and ‘size of footing or diameter and configuration’ of the pile thereof shall be taken by the designer depending upon magnitude of load transfer.

10.2 Pile Foundations

Considering sub-soil characteristics, presence of adjacent facilities Bored Cast-In-Situ appears to be most feasible type of deep foundation compared to driven piles. Pile bearing capacity in axial compression is arrived based on the static approach. Separate evaluation of shaft friction and end bearing forms the basis of this approach. The following design parameters have been adopted

Type: Bored cast‐in‐situ

Diameter of the pile: 1000&1200mm respectively

Load transfer: Friction cum end bearing

Design Pile cut off depth: Adopted as 1.80m below existing ground level

Concreted length below cut off: Refer Summary

Calculations: Are as per Static approach suggested in IS‐2911, revised

10.2.1.1 MethodologyforAxialLoadfromGeotechnicalCriteria

Safe Axial capacity

Q ultimate = Qskinfriction + Q end bearing (i.e.) Q ultimate = fs As + Fb Ab

Pile Foundation in Granular soils

The ultimate load capacity (Qu) of piles, in granular soils is given by the following formula:

Qu = Ap(1/2DN + PDNq) ni=1 Ki PDitaniAsi

The first term gives end-bearing resistance and the second term given skin friction resistance. In first term, Term involving ½ DNis generally ignored as value is quite small compared to PD Nq Where,

Ap = cross‐sectional area of pile tip, in m2;

D = diameter of pile shaft, in m:

= effective unit weight of the soil, in KN/ m3 or t/ m3

Nand Nq= bearing capacity factors depending upon the angle of internal friction.at pile tip and from curve of IS‐2911, Part 1 ‐Sec 2

PD= effective overburden pressure at pile tip in KN/m2 or t/ m2

=Summation for layers 1 ton in which pile is installed and which contribute to positive

skin friction;

Ki= coefficient of earth pressure applicable for the ith layer

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PDi = effective overburden pressure for the ith layer, in KN/m2 or t/ m2 satisfying critical

depth concept

= angle of wall friction between pile and soil for the ith layer; and Asi= surface area of pile shaft in i

th layer, in m2

Pile Foundation in Cohesive soils

The ultimate load capacity (Qu) of piles, in cohesive soil is given by the following formula:

Qu = Ap Nc Cp+ni=1iciAsi

The first term gives the end the second term gives the skin friction resistance. Where,

Ap = cross‐sectional area of pile tip, in m2;

Nc = bearing capacity factor, may be taken as 9:

Cp = average cohesion at pile tip, in kN/m2 or t/ m2

ni=1= summation for layers 1 ton in which the pile is installed and which contribute to positive skin

friction;

i= adhesion factor for the ith layer depending on the consistency of soil,

Ci= average cohesive for ith layer, in kN/m2; and

Asi = surface area of pile shaft in the ith layer,

The recommended factor of safety is 2.50 for safe axial load

10.2.1.2 AxialCapacity‐Concretestrengthcriteria

The axial capacity of a pile is given by the cross-sectional area of pile multiplied by stress in direct compression (cc) which depends on grade of concrete (From IS: 456-2000). For design calculations, grade of concrete is assumed as M35.

10.2.1.3 UpliftCapacity‐GeotechnicalCriteria

The uplift capacity of a pile is given by sum of frictional resistance and the self-weight of the pile (buoyant). The recommended factor of safety is 3.0.

10.2.1.4 UpliftCapacity‐Concretestrengthcriteria

The uplift capacity of a pile is given by cross-sectional area of pile multiplied by stress in tension (t) which depends on grade of concrete (From IS: 456-2000). For design calculations, grade of concrete is assumed as M35.

10.2.1.5 LateralLoadCapacity

Approach recommended in IS-2911, Part-1, Sec 2, is followed. Capacities have been recommended for a deflection of 1% of pile head for fixed Head and assuming M35 grade concrete.

10.2.2 DesignSummary

Safe axial and uplift capacities recommended are the lower of values computed from Geotechnical criteria and concrete strength consideration and additionally based on design consideration of piles embedded minimum 5 times pile diameter in very dense silty sand layer with SPT N value >50 consistently. Based on detailed calculations and analysis, safe loads for bored cast-in-situ pile foundations in Safe axial compression, uplift loading is as under.

Table 11: List of R.C.C Bored Cast-in-Situ Pile Capacity for the Proposed Locations

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Loc

atio

n

Ref

eren

ces

Bor

ehol

e N

o.

Pil

e D

iam

eter

(mm

)

Gro

un

d E

leva

tion

(m)

Pil

e L

engt

h b

elow

Cu

t-of

f L

evel

(m)

Pil

e C

ut o

ff le

vel (

m)

Pil

e T

ip le

vel (

m)

Rec

omm

end

ed V

erti

cal

Pil

e C

apac

ity

(t)

Rec

omm

end

ed U

pli

ft

Pil

e C

apac

ity

(t)

Rec

omm

end

ed L

ater

al

Pil

e C

apac

ity

(t)

Fixe

d E

nd

Mom

ent (

T-m

)

Old

Pin

eap

ple

Gar

den

N

and

an N

agar

BH-1 (HIG)

1.20 31.886 26.700 30.086 3.386 181 36 23 195.84

BH-4 (MIG)

1.20 28.510 26.200 26.710 0.510 180 29 14 146.47

Note:- I) Specimen Calculations are enclosed in separate Annexure. Decision regarding the ‘diameter and configuration’ of the pile there of shall be taken by the designer depending upon magnitude of load transfer.

II) Based on the subsurface profile taking design soil parameters from generalized soil profile and BH-1(HIG) & BH-4(MIG) has been taking into consideration for calculating pile capacity due to weaker soil profile among the four explored boreholes.

10.2.3 IncreaseinPilecapacities

As per clause 6.9 of IS-2911 (Part 1-Sec 2), maximum permissible safe load of a pile as arising out of wind loading is 25%. In case of loads arising out of earthquake effects, the increase of safe load on a single pile shall be limited to the provisions contained in IS 1893 (Part 1). For transient loading arising out of superimposed loads, no increase is permitted.

10.3 Spacing and group action

Decision regarding the ‘configuration of the pile’ shall be taken by the structural designer depending.

10.4 Load test requirements

Initial load tests shall be carried out as per IS-2911 guidelines to reconfirm the safe loads recommended above. Pile load tests shall be carried out as per the guidelines of IS: 2911- Part IV to reconfirm the safe load recommended for axial compression, lateral and uplift capacity in this report.

10.5 Chemical Tests

Chemical tests are conducted on soil sample to determine PH, Sulphate &Chloride. The test results are presented in corresponding Annexure. It is seen that the values are well within the permissible limit as per IS: 456. IS: 456-2000 recommends that precautions should be taken against chemical degradation of concrete if

page:-28 of 102

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The Sulphates content of the soil exceeds 0.2 percent or, The ground water more than 300mg per lit of Sulphates (SO3)

Comparing the test results with these specified limits, the sulphate content of the soil is less than the Specified limit. Reviewing the test results as per IS: 456-2000, the Strata at site may be considered under Class-1 Category as per IS: 456-2000. Either Ordinary Portland Cement or Portland Slag Cement or Portland Pozzolana Cement can be used for the purpose.

CONCLUDING REMARKS

This Geotechnical report is valid for site conditions that prevailed at time of Geo-technical investigations. The entire scope of field work was executed in accordance with soil test locations by the client. Data derived from investigations have been necessarily used to arrive at the necessary design recommendations. There is a possibility that strata variations could occur between test locations. If any variations indicate significant deviations from the findings of this report, same shall be brought to our notice for appropriate design review.

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ANNEXURE-A

Calculation Sheet Nandannagar

Annexure C1

Annexure C1

Project Name :

Client Name : Location: Nandannagar Borehole No. BH-1(HIG)Ground Elevation (m):

31.886

Depth Field N Value Clay Content Liquid Limit % Moisture content

% Result from Clay Content % criteria

Result from Liquid Limit % criteria

0.50 - 15 37.00 15.00 Liquefable Non- Liquefable

2.50 - 20 37.00 16.00 Non- Liquefable Non- Liquefable

6.00 51 20 45.00 20.00 Non- Liquefable Non- Liquefable


9.00 27 15 35.00 20.00 Liquefable Liquefable

10.50 27 15 35.00 20.00 Liquefable Liquefable

The Liquefaction can only occur if all Three of the following conditions are met ;

Result from Moisture content % criteria

Non- Liquefable

Non- Liquefable

Non- Liquefable

Non- Liquefable

Result: Hence, Cohesive soil is Non-Liquefable

A) The soil contains fine grained soils with clay contents less than 15%.

B) Liquid limit less than 35% or

C) The natural moisture content is greater than 0.9 times the Liquid Limit.

Executive Engineer - IV Urban Development Department, Tripura

Consultancy Services for preparation of detailed project report (DPR) based on detailed topographical survey, collection of hydrological data, detailed geotechnical sub-soil investigation along with detailed price/cost estimate and other relevant allied works of the project- Proposed Township at UD Land, Kunjaban, Agartala.

Non- Liquefable

Non- Liquefable

page:-30 of 102

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= =

= =

= ( Assuming at Ground Level ) =

= =

= ( for Conventional Drop Type Hammer ) =

=

= Factor of Safety against Liquefaction = CRR7.5/CSR

= where,

0.00 m

60 %

HEIGHT OF FALL OF THE HAMMER

63.50 Kg


HAMMER EFFICIENCY

BOREHOLE DIAMETER

SAMPLING METHOD

amax/g

REFERENCE BORING NUMBER BH-1(HIG)

31.886

Project Name :

Client Name :

Liquefaction Analysis as per - 1996 NCEER AND 1998 NCEER

ELEVATION OF BORING GROUND SURFACE

DEPTH TO GROUNDWATER TABLE

31.886

Sampler without Liners

As per IS-2131:1981

HAMMER TYPE


Donut Hammer with rope and pully

WEIGHT OF HAMMER

750 mm

Borehole No. :

150 mm

[ If, FOS < 1 , Soil shall be considered as Liquefiable and FOS > 1 is Non-Liquefiable Soil ]

0.36

7.5EARTHQUAKE MAGNITUDE ( Mw )

CRR = Cyclic Resistane Ratio

CSR = Cyclic Stress Ratio

SEISMIC INTENSITY

SEISMIC ZONE FACTOR ( Z )

Ground Elevation ( m )NandannagarLocation:BH-1(HIG)

V

Very Severe

DepthAverage Depth

Type of soil

Field NƳbulk

(ton/m2)

Fines Content

(%)

Total OVP [ σt ]

(ton/m2)

Effective OVP

[ σ'vo ]

(ton/m2)

(Pa/σ'vo)1/2 CN CE CS CR CB

N1(60)=N x CN

x CE x CB x CR

x CS

α β N1(60)cs amax/g rd CSR CRR7.5 MSF Kα KσFOS=

CRR7.5/CSRResult

1 2 3 4 5 7 8 9 10 11 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29

12.00 12.23 SM 49 1.93 35.00 23.59 11.37 0.94 0.94 1.00 1.10 1.00 1.05 53.08 FALSE FALSE 0.00 0.36 0.85 0.41 0.05 1.00 1.00 1.00 0.12 Liqueafiable

13.50 13.73 SM 52 1.93 40.00 26.49 12.76 0.89 0.89 1.00 1.10 1.00 1.05 53.16 5.00 1.20 68.79 0.36 0.80 0.39 N.A 1.00 1.00 1.00 Greater than 1 Non-Liquefiable














mLiqueafiable Depth =

Evaluation of Liquefaction Potential

BH

-1(H

IG)

0.93

0.93

0.93

0.93

Boring Data

Bor

ehol

e N

o.

0.93

0.92

0.92

Ƴsubmerged

(ton/m2)

0.93

0.93

0.93

0.93

0.93

0.93

SPT Correction Factors

0.93

0.93

6

13.50

page:-31 of 102

Annexure C1

Annexure C1

Project Name :

Client Name : Location: Nandannagar Borehole No. BH-2(HIG)Ground Elevation (m):

31.615










Non- Liquefable

Non- Liquefable

Non- Liquefable

Non- Liquefable







page:-32 of 102

Annexure C1

Annexure C1

= =

= =


= =


=


= where,


HAMMER EFFICIENCY

BOREHOLE DIAMETER

REFERENCE BORING NUMBER BH-2(HIG)

31.615

As per IS-2131:1981

HAMMER TYPE

0.00 m

60 %


63.50 Kg

Project Name :

Client Name :




31.615




WEIGHT OF HAMMER

750 mm

Borehole No. :

SEISMIC INTENSITY


Ground Elevation ( m )

SAMPLING METHOD

150 mm


0.36




NandannagarLocation:BH-2(HIG)

V

Very Severe

amax/g

DepthAverage Depth

Type of soil

Field NƳbulk

(ton/m2)

Fines Content

(%)

Total OVP [ σt ]

(ton/m2)

Effective OVP

[ σ'vo ]

(ton/m2)


N1(60)=N x CN

x CE x CB x CR

x CS


CRR7.5/CSRResult

1 2 3 4 5 7 8 9 10 11 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29

9.00 9.23 SM 27 1.92 32.00 17.71 8.49 1.09 1.09 1.00 1.10 0.95 1.05 20.50 4.83 1.17 28.83 0.36 0.92 0.45 0.40 1.00 1.00 1.00 0.90 Liqueafiable

10.50 10.73 SM 31 1.92 32.00 20.59 9.87 1.01 1.01 1.00 1.10 1.00 1.05 21.30 4.83 1.17 29.77 0.36 0.89 0.48 0.45 1.00 1.00 1.00 0.94 Liqueafiable









24.00 24.23 SM-SP 90 1.92 37.00 46.51 22.29 0.67 0.67 1.00 1.10 1.00 1.05 69.63 5.00 1.20 88.56 0.36 0.55 0.27 N.A 1.00 1.00 0.67 Greater than 1 Non-Liquefiable





m

BH

-2(H

IG)


0.92

0.92

0.92

Boring Data

Bor

ehol

e N

o.

0.92

0.92

0.92

Ƴsubmerged

(ton/m2)

0.92

0.92

0.92

0.92

0.92

0.92


0.92

0.92

6

0.92

12.00Liqueafiable Depth =

page:-33 of 102

Annexure C1

Annexure C1

Project Name :

Client Name : Location: Nandannagar Borehole No. BH-3(LIG)Ground Elevation (m):

31.272







7.50 - 15 38.00 16.68 Liquefable Non- Liquefable



Non- Liquefable

Non- Liquefable

Non- Liquefable

Non- Liquefable







page:-34 of 102

Annexure C1

Annexure C1

= =

= =


= =


=


= where,


HAMMER EFFICIENCY

BOREHOLE DIAMETER

REFERENCE BORING NUMBER BH-3(LIG)

31.272

As per IS-2131:1981

HAMMER TYPE

0.00 m

60 %


63.50 Kg

Project Name :

Client Name :




31.272




WEIGHT OF HAMMER

750 mm

Borehole No. :

SEISMIC INTENSITY



SAMPLING METHOD

150 mm


0.36




NandannagarLocation:BH-3(LIG)

V

Very Severe

amax/g

DepthAverage Depth

Type of soil

Field NƳbulk

(ton/m2)

Fines Content

(%)

Total OVP [ σt ]

(ton/m2)

Effective OVP

[ σ'vo ]

(ton/m2)


N1(60)=N x CN

x CE x CB x CR

x CS


CRR7.5/CSRResult

1 2 3 4 5 7 8 9 10 11 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29

9.00 9.23 SC 12 1.90 37.00 17.53 8.30 1.10 1.10 1.00 1.10 0.95 1.05 14.45 5.00 1.20 22.34 0.36 0.92 0.45 0.25 1.00 1.00 1.00 0.54 Liqueafiable














m

BH

-3(L

IG)


0.90

0.91

0.91

Boring Data

Bor

ehol

e N

o.

0.93

0.93

Ƴsubmerged

(ton/m2)

0.91

0.91

0.91

0.91

0.90

0.90


0.91

0.91

6

0.90


page:-35 of 102

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Annexure C1

Project Name :

Client Name : Location: Nandannagar Borehole No. BH-4(MIG)Ground Elevation (m):

28.510










9.00 21 14 39.00 18.40 Liquefable Non- Liquefable


Non- Liquefable

Non- Liquefable

Non- Liquefable

Non- Liquefable

Non- Liquefable







Non- Liquefable

Non- Liquefable


page:-36 of 102

Annexure C1

Annexure C1

= =

= =


= =


=


= where,

BOREHOLE DIAMETER

REFERENCE BORING NUMBER BH-4(MIG)

28.510

HAMMER TYPE

0.00 m

60 %


63.50 Kg

HAMMER EFFICIENCY

Project Name :

Client Name :




28.510





WEIGHT OF HAMMER

750 mm

Borehole No. :

SEISMIC INTENSITY



SAMPLING METHOD

150 mm 0.36

7.5

As per IS-2131:1981

EARTHQUAKE MAGNITUDE ( Mw )



NandannagarLocation:BH-4(MIG)

V

Very Severe

amax/g


DepthAverage Depth

Type of soil

Field NƳbulk

(ton/m2)

Fines Content

(%)

Total OVP [ σt ]

(ton/m2)

Effective OVP

[ σ'vo ]

(ton/m2)


N1(60)=N x CN

x CE x CB x CR

x CS


CRR7.5/CSRResult

1 2 3 4 5 7 8 9 10 11 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29




15.00 15.23 SM 38 1.90 31.00 28.93 13.70 0.85 0.85 1.00 1.10 1.00 1.05 37.49 4.77 1.16 29.10 0.36 0.75 0.37 0.42 1.00 1.00 0.89 0.99 Liqueafiable











m

BH

-4(M

IG)

0.93

0.90

0.90

0.90

0.90

0.90

Boring Data

Bor

ehol

e N

o.

0.93

0.93

Ƴsubmerged

(ton/m2)

0.90

0.93

0.93


0.93

0.93

6

0.90



page:-37 of 102

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Annexure C1

BH-01 Location :Old Pineapple

GardenGround Elevation ( m )

31.886

: BH-01 Shape of the Footing :

Existing Ground Level : 31.886 m Width of the Footing, B : 1.00 m

Founding Level : 30.386 m Length of the Footing, L : 2.00 m

Depth of Influence zone : 2.0 m Foundation Depth D : 1.50 m

Allowable Settlement, d : 50 mm 0.0 m

Eccentricity, exx : 0.0 2.5

Eccentricity, eyy : 0.0 0.71

Load Inclination, a : 0.00 Deg. 0.80

: - m

: - m

: - m

From To Thickness N avg. Ncorr cu Φu Ƴsub σo

m m m Nos. Nos. T/m2 Deg. T/m3 T/m2

1 31.886 27.386 4.50 9 - 5.70 4 0.940 2.12

2 27.386 19.886 7.50 35 - 10.0 0.00 0.950 7.79

3 19.886 18.386 1.50 49 26 0.0 31.3 0.930 12.05

4 18.386 1.426 16.96 78 30 0.0 32 0.930 20.64

Depth of Water Table, Z :

Factor of Safety :

Fox's Depth Factor :

Rigidity Factor :

General Stratifications

DescriptionSl. No.

Cohesive Stratum

Very dense, yellowish brown / whitish grey / yellowish grey, silty fine grained sand with traces

l bi d i ( )

Very stiff to Hard, Brownish grey / yellowish grey / yellowish brown, clayey silt with some sand mixture & traces of mica & gravels. (CI)

Stiff, Brownish grey / yellowish grey / yellowish brown, clayey silt with some sand mixture & traces of mica & gravels. (CI)

Type of Soil


Project Name :

Consultancy Services for preparation of detailed project report (DPR) based on detailed topographical survey, collection of hydrological data, detailed geotechnical sub-soil investigation along with detailed price/cost estimate and other relevant allied works of the project- Proposed Township at Govt. Land (Old Pineapple Garden), Behind Fernando Rehabilitation, near Don Bosco School, Nandannagar, Agartala.

Client Name :

Cohesive Stratum


Borehole No. :


Rectangle

1.50mDepth of Foundation

Design Assumptions


Reference Bore Hole

Maximum Scouring depth

Highest Flood Level

Scouring level

As per IS-6403:1981 Cl. 5.1.2, Point (a), pp.8, Table-1 pp.8 " Net Ultimate Bearing Capacity "qnet

1

c : Cohesion for General Shear Failure = 5.70 T / m2

ɸ : Angle of Internal Friction for General Shear Failure = 4.00 Deg.

c' : = 3.8 T / m2

ɸ' : = 2.00 Deg.

Ƴ : Submerged Density of Founding stratum Soil = 0.940 T / m3

σo : Effective overburden pressure at founding Level = 1.410 T / m2

Nc' Nq'

5.68 1.23

Sc Sq dc dq dƳ iƳ

1.10 1.10 1.32 1.00 1.00 1.00

1

47.40 ton/m2

18 ton/m2

Inclination Factor

0.5

W'

Failure Type :

ic iq

Local Shear Failure

Factor

Nɸ=tan2(π/4+ɸ/2)

1.15

Water table Factor

q net =

1.000.80

General Shear Failure, qnet : c Nc sc dc ic + Ƴ D ( Nq - 1 ) sq dq iq + 0.5 Ƴ B Ng sg dg ig W'

of clay binders & mica. (SM)Stratum

1.00

NƳ'

0.18

Where,

Rectangle Foundation

Founding Stratum :

Cohesion for Local Shear Failure = ( 2 / 3 c )

Bearing Capacity FactorsFaliure Type

Depth FactorShape Factor

The ultimate net bearing capacity qnet

Local Shear Failure

Net safe bearing capacity q net safe =

Sy

Calculation of Bearing capacity As per IS-6403:1981

Local Shear Failure

Foundation Shape

= 3.8 x 5.68 x 1.10 x 1.32 x 1.00 + 1.41 ( 1.23 - 1 ) x 1.10 x 1.00 x 1.00 + 0.5 x 1 x 0.94 x 0.18 x 0.80 x 1.00 x 1.00 x 0.5

Local Shear Failure, qnet : c' Nc' sc dc ic + Ƴ D ( Nq' - 1 ) sq dq iq + 0.5 Ƴ B Ng' sg dg ig W'

Angle of Internal Friction for Local Shear Failure= tan-1( 2/3 tanɸ )

page:-38 of 102

Annexure C1

Annexure C1

Reference Bore Hole : 1 (HIG) : 1.20 m

Location of the Pile : 1 (HIG) : 26.700 m 2.3

Type of Pile : : 13.500 m

Ground / Bed level : 31.886 m : 18.386 m

: 1.800 m : 15.000 m

: 0.000 m L / D Ratio : 22.25

Pile Cut-off level : 30.086 Factor of Safety : 2.5

Pile Tip level : 3.386 m : 1.13 m2

Depth of water level : 0.00 m (Assumed for the worst condition)

Qu = Qu =

From To cu T/m2 Φu Clay Sand

I 4 500

Total Length of the Pile below cutoff

A p C u N c + a C u A si for Cohesive Soil

>15, so Long elastic Pile

Liquefiable Level

31.886Ground Elevation (m) 1 (HIG)

Cross section Area of pile

Friction Contribution in ( Ton )

Vertical Pile Capacity Calculations as per Annex C of IS:2911 (Part 1/ Section 2) : 2010

Assumed Pile cut off depth

Bored cast-in-situ

Basement Depth below EGL

Generalized Subsurface Profile Type of Soil

m

R.L of Stratum

Thi

ckne

ss(

m )

Rep

rese

ntat

ive

N

End Bearing Factor NƳ

K

N l t d f Li f ti

α

Design Parameter

gsub T/m3

Cor

rect

ed N

'

Average Overburden

Pressure T/m2

Project Name:

Client Name:


Overburden pressure at top

T/m2

Overburden Pressure at

bottom of layer

T/m2


Total Length of the Pile Below Liquefiable Depth

Diameter of the pile

BH No.

End Bearing (Ton)

Liquefiable Depth

Location : Old Pineapple Garden, Nandan Nagar

A p (0.5 D g N g + s v N q ) + K tand s v A si [ for Granular Soil ]

Stra

ta N

o.

C h iStiff, Brownish grey / yellowish grey /

ll i h b l ilt ith dI 4.500

II 7.500

1.500

IV 18.386 3.386 15.000 78 30 0.00 31.30 0.95 0.000 7.125 0.00 1.13 0.00 63.77 29.06

IV

III Nc Nq

09 22.008

H c = Critical Depth =

PD = 14.85 T/m2

0.00 Ton

181 Ton

2. Pile Capacity in compression from Concrete strength consideration

Concrete grade = M35

Allowable stress in direct compression scc = 600 t/m2 (IS:456)

Ple cross sectional area = 1.131 m2

Pile capacity from concrete consideration = 679 tons

NƳ

18.00 m

Cohesionless Stratum Cu at Pile Tip T/m2 ɸ at Pile Tip ( degree)

29.06

Neglected for Liquefaction

Maximum Effective Over burden pressure at the pile tip should corrospond to Critial Depth =

Cohesionless 3.56

Cohesive

Bearing Capacity Factors ( IS-6403:1981)



Ultimate Pile Capacity =

Total Skin Friction Contribution by Clay = Total Skin Friction Contribution by Sand =

Very dense, yellowish brown / whitish grey / yellowish grey, silty fine grained sand with traces of clay binders & mica. (SM)

31.30

63.8 Ton

So Safe Vertical Pile Capacity = 181 Ton (Lower of two values)

452.13 Ton Safe Pile Capacity =

End Bearing Stratum =

0

388.35

III

Cohesive


Cohesionless

Liquefiable Depth = 13.5 mVery stiff to Hard, Brownish grey / yellowish grey / yellowish brown, clayey silt with some sand mixture & traces of mica & gravels. (CI)

yellowish brown, clayey silt with some sand mixture & traces of mica & gravels. (CI)

page:-39 of 102

Annexure C1

Annexure C1

31.886Ground Elevation (m) 1 (HIG)

Project Name:

Client Name:



BH No.Location : Old Pineapple Garden, Nandan Nagar

1 Pile Capacity from Geo-technical consideration

Ultimate Skin Friction, fu : 64 T

Self Weight (submerged) of Pile, W : 45.30 T

Safe Pile Capacity in Uplift, fsafe : 36.35632 T

2. Pile Capacity from Concrete strength consideration

Concrete grade M 35

Allowable stress in direct tension st : 320 t/m2 (IS:456)

Ple cross sectional area : 1.131 m2

Pile capacity from concrete consideration : 362 tons

36 Ton (Lower of two values)So Safe Uplift Pile Capacity =

Pile Capacity in Uplift

page:-40 of 102

Annexure C1

Annexure C1

Reference Bore Hole : 4 (MIG) : 1.20 m

Location of the Pile : 4 (MIG) : 26.200 m 2.3

Type of Pile : : 16.500 m

Ground / Bed level : 28.510 m : 12.010 m

: 1.800 m : 11.500 m

: 0.000 m L / D Ratio : 21.83

Pile Cut-off level : 26.710 Factor of Safety : 2.5

Pile Tip level : 0.510 m : 1.13 m2

Depth of water level : 0.00 m (Assumed for the worst condition)

Qu = Qu =

From To cu T/m2 Φu Clay Sand

I 7.500Medium to stiff, yellowish brown / yellowish grey, silty clay / clayey silt with some sand mixture & traces of gravels & kankars. (CI)

Str

ata

No.

Cohesive


A p (0.5 D g N g + s v N q ) + K tand s v A si [ for Granular Soil ]

Overburden pressure at top

T/m2

Overburden Pressure at

bottom of layer

T/m2

Project Name:

Client Name:



Total Length of the Pile Below Liquefiable Depth

Diameter of the pile

BH No.

α

Design Parameter

gsub T/m3

Cor

rect

ed N

'

Average Overburden

Pressure T/m2K


Assumed Pile cut off depth

Basement Depth below EGL

Generalized Subsurface Profile Type of Soil

m

28.510Ground Elevation (m) 4 (MIG)

Cross section Area of pile

Friction Contribution in ( Ton )

End Bearing (Ton)

Liquefiable Depth

Vertical Pile Capacity Calculations as per Annex C of IS:2911 (Part 1/ Section 2) : 2010

R.L of Stratum

Total Length of the Pile below cutoff

A p C u N c + a C u A si for Cohesive Soil

>15, so Long elastic Pile

Liquefiable Level

Bored cast-in-situ

Th

ick

nes

s(

m )

Rep

rese

nta

tive

N

End Bearing Factor NƳ

II 3.000

III 3.700

2.300

12.010 3.010 9.000 34 18 0.00 29.24 0.90 0.00 4.050 0.00 1.00 0.00 17.922 -

V 3.010 0.510 2.500 62 25 0.00 31.00 0.92 8.100 9.250 0.00 1.10 0.00 24.94 27.53

V

III Nc Nq

09 21.092

H c = Critical Depth =

PD = 16.32 T/m2

0.00 Ton

180 Ton

2. Pile Capacity in compression from Concrete strength consideration

Concrete grade = M35

Allowable stress in direct compression scc = 600 t/m2 (IS:456)

Ple cross sectional area = 1.131 m2

Pile capacity from concrete consideration = 679 tons

Cohesionless 8.68

2.03

IVMedium dense to dense, brownish yellow / yellowish, silty fine grained sand with traces of mica & clay binders. (SM)

Cohesionless

Liquefiable Depth = 16.5 m

Very stiff, Yellowish grey / brownish, silty clay / clayey silt with little percentage of kankars, gravels & sand mixture. (CI)

-

449.35 Ton Safe Pile Capacity =

End Bearing Stratum =

0

(Lower of two values)

42.9 Ton

So Safe Vertical Pile Capacity = 180 Ton

Ultimate Pile Capacity =

Total Skin Friction Contribution by Clay = Total Skin Friction Contribution by Sand =

Very dense, brownish yellow / yellowish, silty fine grained sand with traces of mica, kankars & clay binders. (SM)


Maximum Effective Over burden pressure at the pile tip should corrospond to Critial Depth =

Very dense, yellowish brown, silty sand with high percentage of kankars, gravels & traces of

clay binders. (Murrum) (SM)

Cohesive


Bearing Capacity Factors ( IS-6403:1981)

31.00

406.49

NƳ

18.00 m

Cohesionless Stratum Cu at Pile Tip T/m2 ɸ at Pile Tip ( degree)

27.53


Cohesionless

page:-41 of 102

Annexure C1

Annexure C1


Project Name:

Client Name:



BH No. 28.510Ground Elevation (m) 4 (MIG)

1 Pile Capacity from Geo-technical consideration

Ultimate Skin Friction, fu : 43 T

Self Weight (submerged) of Pile, W : 44.45 T

Safe Pile Capacity in Uplift, fsafe : 29.10368 T

2. Pile Capacity from Concrete strength consideration

Concrete grade M 35

Allowable stress in direct tension st : 320 t/m2 (IS:456)

Ple cross sectional area : 1.131 m2

Pile capacity from concrete consideration : 362 tons

29 Ton

Pile Capacity in Uplift

(Lower of two values)So Safe Uplift Pile Capacity =

page:-42 of 102

Annexure C1

Annexure C1

Borehole No.

1 (HIG)

Stratum No. N-value

Stiffness factor T

(m )

52 3.38

62 3.28

80 3.14

94 3.05

Diameter of Pile = 1.20 m

= 26.700 m

= 0.00 m

Cut-off Depth of Pile = 1.800 m

= 31.886 m

Cut-off Level of Pile = 30.086 m

= 13.500 m

= 18.386 m

Founding Level of Pile = 3.386 m

Cantilever length ( L1 ) = 11.700 m

Project Name:

Client Name:

Determination of Equivalent Stiffness Factor ( T )

Ground Elevation (m)


Old Pineapple Garden, Nandan Nagar

Cohesionless StratumIV

31.886

Calculations as per Annex C of IS:2911 (Part 1/ Section 2) : 2010 & Clause 709.3.5.2 of IRC 78:2014


Location :

1.50

1.50

Length of the Pile Below Cut‐off level

1.50

1.50

Ground Level

Liquefaction Level

Basement depth below EGL

1003.623.21

Type of Stratum

1157.30

Modulus of subgrade Reaction

( ηh - T/m3)( IS-2911_P1:2010)

Liquefaction Depth

Stratum Thickness ( m )below Cantilever length (

L1 ) for Subgrade reaction

Equivalent Stiffness Factor ( T )

696.26

806.03

= 15.000 m 15.000

Subgrade Modulus ( ηh ) = Given in the above table

Now, I = 0.1018 m4

E = 5000 x √fck = 3.02E+06 T/m2 M 35

Hence, T = 3.21

Since (Le/T)= 4.667 > 4

Therefore, L1/T = 3.640

= 1.904 x T = 6.1 m

[Assuming Fixed Head Piles in Sands]

Pile Head deflection, Y = H x (L1+Lf)³/12EI = 1.536 mm deflection at cut-off level for 1 Ton load

So, for 12 mm horizontal deflection (IRC 78-2014) at scour level, deflection at cut-off level

y = (Lf+L1) x 12 / Lf = = 34.94 mm

= 23.00 Ton

Moment = H [(L1+Lf)/2] = 204.00 Ton-m for fixed head pile ….. Eqn-II

The Reduction Factor for computation of Maximum Moment in Pile, m

= 0.96 (from Fig.5B)

= 195.84 Ton-m

Concrete grade =

Stiffness Factor, T = [EI/ηh]1/5

From Graph (Fig.4), Length of fixity Lf below cantilever level =

Embedment Length (Le)

Hence pile is designated as Long (elastic) pile as per Table 5_IS-2911 (part-1/Sec-1)

Required H [From Eqn I]

So, the corrected actual moment, M

page:-43 of 102Annexure C1

Borehole No.

4 (MIG)

Stratum No. N-value

Stiffness factor T

(m )

33 3.64

34 3.62

30 3.71

29 3.74

35 3.60

Diameter of Pile = 1.20 m

= 26.200 m

= 0.00 m

Cut-off Depth of Pile = 1.800 m

= 28.510 m

Cut-off Level of Pile = 26.710 m

= 16.500 m

= 12.010 m

Founding Level of Pile = 0.510 m

Stratum Thickness ( m )below Cantilever length (

L1 ) for Subgrade reaction

Equivalent Stiffness Factor ( T )

480.29

494.97

3.66

Type of Stratum

421.58

509.65

Modulus of subgrade Reaction

( ηh - T/m3)( IS-2911_P1:2010)

Ground Level

Liquefaction Level

Basement depth below EGL

1.50

1.50

436.26

1.50

1.50

Length of the Pile Below Cut‐off level

1.00

Liquefaction Depth

Cohesionless StratumIV

28.510

Calculations as per Annex C of IS:2911 (Part 1/ Section 2) : 2010 & Clause 709.3.5.2 of IRC 78:2014


Location :

Project Name:

Client Name:

Determination of Equivalent Stiffness Factor ( T )

Ground Elevation (m)


Old Pineapple Garden, Nandan Nagar

Cantilever length ( L1 ) = 14.700 m

= 11.500 m 11.500

Subgrade Modulus ( ηh ) = Given in the above table

Now, I = 0.1018 m4

E = 5000 x √fck = 3.02E+06 T/m2 M 35

Hence, T = 3.66

Since (Le/T)= 3.138 < 4

Therefore, L1/T = 4.011

= 1.900 x T = 7.0 m

[Assuming Fixed Head Piles in Sands]

Pile Head deflection, Y = H x (L1+Lf)³/12EI = 2.760 mm deflection at cut-off level for 1 Ton load

So, for 12 mm horizontal deflection (IRC 78-2014) at scour level, deflection at cut-off level

y = (Lf+L1) x 12 / Lf = = 37.33 mm

= 14.00 Ton

Moment = H [(L1+Lf)/2] = 151.00 Ton-m for fixed head pile ….. Eqn-II

The Reduction Factor for computation of Maximum Moment in Pile, m

= 0.97 (from Fig.5B)

= 146.47 Ton-m

Required H [From Eqn I]

So, the corrected actual moment, M

From Graph (Fig.4), Length of fixity Lf below cantilever level =

Embedment Length (Le)

Hence pile is designated as Short (rigid) pile as per Table 5_IS-2911 (part-1/Sec-1)

Concrete grade =

Stiffness Factor, T = [EI/ηh]1/5


ANNEXURE-B

Bore Log & Lab. Test Results Nandannagar

Annexure C1

Annexure C1

B1


BH-1 (HIG)

Annexure C1

Annexure C1

Project Name :

Client Name :

Project Code :

Job Code:

Complex Location

Borehole No.

Ground Elevation (G.L.)

Method of Boring 16.05

Diameter of Hole 30.45

From

To

From

To

Type

15

cm

30

cm

45

cm N

Value

Co

rre

cte

d N

"

DS_1 - - - - - - - - -

DS_2 - - - - - - - - -

30.386

29.936S/D_1 1.50 - 1.95 5 4 5 9 - - - - -

29.386

28.936UDS_1 2.50 - 2.95 - - - - - - - - -

27.386

26.936S/D_2 4.50 - 4.95 8 12 16 28 - - - - -

25.886

25.436S/D_3 6.00 - 6.45 11 24 27 51 - - - - -

24.386

23.936S/D_4 7.50 - 7.95 12 12 18 30 - - - - -

22.886

22.436S/D_5 9.00 - 9.45 6 14 13 27 - - - - -

21.386

20.936S/D_6 10.50 - 10.95 12 18 22 40 - - - - -

Dense, yellowish brown /whitish grey / yellowishgrey, silty fine grainedsand with traces of claybinders & mica. (SM)12.00m to 13.50m

19.886

18.386

19.886

19.436

S/D_7 12.00 - 12.45 19 22 27 49 26 - - - -

18.386

17.936S/D_8 13.50 - 13.95 13 24 28 52 26 - - - -

16.886

16.436S/D_9 15.00 - 15.45 18 27 35 62 28 - - - -

W_1 - - - - - - - - -

15.386

14.936S/D_10 16.50 - 16.95 24 33 47 80 33 - - - -

13.886

13.436S/D_11 18.00 - 18.45 29 39 55 94 36 - - - -

12.386

11.936S/D_12 19.50 - 19.95 35 50 55 105 39 - - - -

10.886

10.436S/D_13 21.00 - 21.45 17 24 38 62 26 - - - -

9.386

8.936S/D_14 22.50 - 22.95 15 22 34 56 24 - - - -

7.886

7.436S/D_15 24.00 - 24.45 16 23 35 58 24 - - - -

6.386

5.936S/D_16 25.50 - 25.95 20 34 37 71 27 - - - -

4.886

4.436S/D_17 27.00 - 27.45 28 39 65 104 36 - - - -

3.386

2.936S/D_18 28.50 - 28.95 27 38 57 95 33 - - - -

1.886

1.436S/D_19 30.00 - 30.45 23 40 60 100 33 - - - -

BGL : AGL :

31.886

19.886

27.386

Very stiff to Hard,Brownish grey / yellowishgrey / yellowish brown,clayey silt with some sandmixture & traces of mica &gravels. (CI)4.50m to 12.00m

-

15.836 16.05

-

-

-

-

-

-

-

-

-

-

-

-

-

-

31.386 0.50 -

-

-

-

-

-1.00

-

Total Core

Length(cm)

TCR(%)

RQD(%)

Co

lou

rs o

f re

turn

Wa

ter

Wa

ter

Lo

ss

Remarks

Bro

wn

ish

-

Description of Soil Stratum & Rock

Methology

Stratum Elevation as per R.L

(m)HatchingPattern

Elevation as per R.L

(m)Sample / Event

Standard Penetration Test IS-2131

Depth (m)

21 (D-2 & S-19)

1150 mm Termination Depth M BGL No.of Water Sample ( W )

Wash Boring Standing Water Level M BGL No. of Disturbed Sample ( DS )

31.886M Completion Date 30.08.19 No. of Undisturbed Sample ( U )

BORE LOG & CORE LOG DATA SHEET

1 (HIG) Commencement Date 27.08.19 No. of SP Test ( S )

Old Pineapple Garden


BPC Consultant INDIA (P) Ltd.

Concept Building, Prince Park

514/A/1 Kalikapur Road, Kolkata - 700099.

www.bpcipl.com


F.4 (2)-UDD/EW(S-XXXVIII) /2055-61 Dated, Agartala, the 14/08/2019

E-327439.0910 N-2641326.1460P0196 Location Nandan Nagar Co-ordinate :

19

1

Bridge No - No. of Core Sample ( C ) 0

R : RunB : Blows Re : Refusal TCR : Total Core Recovery RQD : Rock Quality Designation Below ground Level

UDS* : UDS Could not been Collected (Slipped) S/D : Standard Penetration Test with disturbed sample collected, S : Standard Penetration Test but sample not recovered

Very dense, yellowishbrown / whitish grey /yellowish grey, silty finegrained sand with tracesof clay binders & mica.(SM)13.50m to 30.46

18.386

Above ground Level

30.886

Stiff, Brownish grey /yellowish grey / yellowishbrown, clayey silt withsome sand mixture &traces of mica & gravels.(CI)0.00m to 4.50m

27.386


Wa

ter

Co

nte

nt

(%)

(W)

@ S

am

ple

Wa

ter

Co

nte

nt

(%)

(W)

@

Str

en

gth

Sa

mp

le

Wa

ter

Co

nte

ntt

(%

) (W

) @

C

on

solid

atio

n S

am

ple

Ave

rag

e W

ate

r C

on

ten

t (%

) (W

)

Bu

lk D

en

sity

(g

m/c

c) b

) @

ave

rag

e s

tre

ng

th S

am

ple

Dry

De

nsi

ty (

gm

/cc) d

)

@ a

s p

er

ave

rag

e w

ate

r C

on

ten

t

Gra

vel (

%)

(G)

Sa

nd

(%

) (S

)

Silt

(%

) (M

)

Cla

y (%

) (C

)

Liq

uid

Lim

it (%

) (W

L)

Pla

stic

Lim

it (

%)

(WP

)

Pla

stic

ity I

nd

ex

(%

) (I

P)

Sh

rinka

ge

Lim

it (

%)

(W

s /

Wsu

)

Co

mp

ress

ive

Str

ess

(kg

/cm

2 ) (q

u)

Typ

e o

f T

est

Co

he

sio

n (

kg/c

m2 )

(C)

An

gle

of

Fric

tion

(ɸ

)

Va

ne

Sh

ea

r S

tre

ng

th (

kg/c

m2 )

(S)

Initi

al V

oid

Ra

tio (

eo)

Co

mp

ress

ion

In

de

x (

CC)

27

.08

.19

DS

_1

0.5

0

31

.39

- - CL^^ 14.63 - - 15 - - 2.66 0 48 37 15 - - - - - - - - - - - - - -

27

.08

.19

UD

S_

1

2.5

0

29

.39

- - CI 16.76 16.48 16.24 16 1.94 1.67 2.65 0 42 38 20 37 19 18 - - - - - UU 0.57 4 - 0.678 0.138

27

.08

.19

S/D

_3

6.0

0

25

.89

51 - CI 19.61 - - 20 - - - - - - - 45 22 23 - - - - - - - - - - -

27

.08

.19

S/D

_4

7.5

0

24

.39

30 - CH 29.67 - - 30 - - 2.62 2 12 56 30 54 23 31 - - - - - - - - - - -

27

.08

.19

S/D

_5

9.0

0

22

.89

27 - CL^^ 19.97 - - 20 - - 2.68 0 49 36 15 - - - - - - - - - - - - - -

27

.08

.19

S/D

_7

12

.00

19

.89

49

26 SM 19.27 - - 19 - - 2.70 1 64 - - - - - - - - - - -

27

.08

.19

S/D

_8

13

.50

18

.39

52

26 SC^^ 20.67 - - 21 - - 2.67 0 60 31 9 - - - - - - - - - - - - - -

Hard, yellowish brown, siltyclay / clayey silt with somesand mixture, kankars &gravels.

Very stiff, brownish yellow, siltyclay / clayey silt with littlepercentage of sand mixture,kankars.

Dense, whitish grey / yellowishgrey, silty fine grained sandwith traces of clay binders &mica.

very dense, whitish grey /yellowish grey, silty finegrained sand with traces ofclay binders & mica.

35*

Co

rre

cte

d N

" V

alu

e

IS -

21

31

Ob

serv

ed

N V

alu

e

IS -

21

31

Brownish grey, clayey silt withsome sand mixture.

Yellowish brown, clayey siltwith some sand mixture &traces of kankars.

Location: Nandan Nagar Complex Location: Old Pineapple Garden

Da

te o

f S

am

plin

g

Sa

mp

le D

ep

th (

m)

Sa

mp

le E

leva

tion

(m

)

Sa

mp

le N

o.

So

il C

lass

ifica

tion

IS

- 1

49

8

Type of Soil Sample

Project Name :

Client Name :

Project Code :

Laboratory Soil Tests Result Sheet





Concept Building, Prince Park514/A/1 Kalikapur Road

Kolkata - 700099

www.bpcipl.com

Ground Level (GL) m:

Bore hole No.:

Natural Water Content (%) IS - 2720 Part - 2

Sw

elli

ng

Pre

suu

re (

kg/c

m2 )

IS -

27

20

Pa

rt-

41

Strength ParameterIS - 2720 Part - 10 / 11 / 12 / 13 / 30

Fre

e S

we

ll In

de

x (%

) IS

- 2

72

0 P

art

- 4

0

ConsolidationIS - 2720 Part - 15

Grain Size AnalysisIS - 2720 Part - 4

Sp

. G

ravi

ty (

G)

IS -

27

20

Pa

rt -

3 (

Se

c-1

/2)

Very stiff, brownish yellow,clayey silt with some sandmixture, kankars.

Co-ordinate:

Ha

tch

ing

Pa

tte

rn

M BGL

Pe

rme

ab

ility

Te

st

(KT)

IS -

27

20

Pa

rt-

17

Natural DensityConsistency Limit

IS - 2720 Part - 5 / 6

Non Plastic

31.8861 (HIG)N-2641326.1460

E-327439.0910 Standing Water Level:

16.05Bridge No.: -

page:-46 of 102

Annexure C1

Annexure C1

Wa

ter

Co

nte

nt

(%)

(W)

@ S

am

ple

Wa

ter

Co

nte

nt

(%)

(W)

@

Str

en

gth

Sa

mp

le

Wa

ter

Co

nte

ntt

(%

) (W

) @

C

on

solid

atio

n S

am

ple

Ave

rag

e W

ate

r C

on

ten

t (%

) (W

)

Bu

lk D

en

sity

(g

m/c

c) b

) @

ave

rag

e s

tre

ng

th S

am

ple

Dry

De

nsi

ty (

gm

/cc) d

)

@ a

s p

er

ave

rag

e w

ate

r C

on

ten

t

Gra

vel (

%)

(G)

Sa

nd

(%

) (S

)

Silt

(%

) (M

)

Cla

y (%

) (C

)

Liq

uid

Lim

it (%

) (W

L)

Pla

stic

Lim

it (

%)

(WP

)

Pla

stic

ity I

nd

ex

(%

) (I

P)

Sh

rinka

ge

Lim

it (

%)

(W

s /

Wsu

)

Co

mp

ress

ive

Str

ess

(kg

/cm

2 ) (q

u)

Typ

e o

f T

est

Co

he

sio

n (

kg/c

m2 )

(C)

An

gle

of

Fric

tion

(ɸ

)

Va

ne

Sh

ea

r S

tre

ng

th (

kg/c

m2 )

(S)

Initi

al V

oid

Ra

tio (

eo)

Co

mp

ress

ion

In

de

x (

CC)

Co

rre

cte

d N

" V

alu

e

IS -

21

31

Ob

serv

ed

N V

alu

e

IS -

21

31


Da

te o

f S

am

plin

g

Sa

mp

le D

ep

th (

m)

Sa

mp

le E

leva

tion

(m

)

Sa

mp

le N

o.

So

il C

lass

ifica

tion

IS

- 1

49

8

Type of Soil Sample

Project Name :

Client Name :

Project Code :







Kolkata - 700099

www.bpcipl.com


Bore hole No.:


Sw

elli

ng

Pre

suu

re (

kg/c

m2 )

IS -

27

20

Pa

rt-

41


Fre

e S

we

ll In

de

x (%

) IS

- 2

72

0 P

art

- 4

0



Sp

. G

ravi

ty (

G)

IS -

27

20

Pa

rt -

3 (

Se

c-1

/2)

Co-ordinate:

Ha

tch

ing

Pa

tte

rn

M BGL

Pe

rme

ab

ility

Te

st

(KT)

IS -

27

20

Pa

rt-

17

Natural DensityConsistency Limit

IS - 2720 Part - 5 / 6

31.8861 (HIG)N-2641326.1460


16.05Bridge No.: -

27

.08

.19

S/D

_9

15

.00

16

.89

62

28 SM 18.04 - - 18 - - 2.66 0 67 - - - - - - - - - - -

29

.08

.19

S/D

_1

3

21

.00

10

.89

62

26

27

.08

.19

S/D

_1

4

22

.50

9.3

9

56

24

30

.08

.19

S/D

_1

7

27

.00

4.8

9

10

4

36 SM 17.84 - - 18 - - 2.65 3 75 - - - - - - - - - - -

30

.08

.19

S/D

_1

9

30

.00

1.8

9

10

0

33 SM 20.00 - - 20 - - 2.67 0 72 - - - - - - - - - - -

- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -

- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -

^^ : * : NA : DS : # : ** : Np :

D : U : S : CU : CD : UU : BGL : AGL :

Dense to very dense, yellowishbrown / whitish grey / yellowishgrey, silty fine grained sandwith traces of clay binders &mica.

0.08 31 - - -

33*

Non Plastic

Non Plastic

SM 20-

28*

34*

22*

19.5819.95 6422.68-

Assumed Non PlasticSoil Classification in this case is based on average layer properties.

Distureb Sample Undistureb Sample SPT Sample Above Ground Level

Remolded Sample

Consolidated Undrained Consolidated Drained

Not ApplicableNot applied for Hydrometer Test

Below Ground LevelUnconsolidated Undrained

Direct Shear Test

1.93** Non Plastic - - - - -

Non Plastic

DS#

-

-

page:-47 of 102

Annexure C1

Annexure C1



Kolkata - 700099

www.bpcipl.com




Location : Nandan NagarComplex Location :

Pineapple Ga -Bore hole

No. :

Project Name :

Client Name :

Project Code :

1 (HIG)

N value vs Depth Curve

Co-ordinate :

E-327439.0910

N-2641326.1460

Bridge No.:

0.00

5.00

10.00

15.00

20.00

25.00

30.00

35.00

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110

Dep

th (

m)

N Value

Observed N value BH-1 (HIG) Corrected N value BH-1 (HIG)

page:-48 of 102

Annexure C1

Annexure C1

Project Name :

Client Name :

Project Code :

0.50 0.00 0.00 2.00 45.63 47.63 37.17 15.20 - - - - -

2.50 0.00 0.00 1.68 40.72 42.40 37.70 19.90 37 19 18 - -

7.50 1.75 1.45 1.97 8.21 11.63 56.32 30.30 54 23 31 - -

9.00 0.00 0.20 1.21 47.22 48.63 36.07 15.30 - - - - -

Coefficient of Curveture

(CC)

Uniformity Coefficient (CU)

Medium Sand (%)

2.00 - 0.425 (mm)

Clay (%)< 0.002

(mm)

Fine Sand (%)0.425 - 0.075

(mm)

Total Sand Content (%)

Silt (%) 0.075 - 0.002

(mm)

Plasticity Index

(IP)(%)

Bridge No. :



Kolkata - 700099www.bpcipl.com




E-327439.0910

N-2641326.1460

Coarse Sand (%)

4.75 - 2.00(mm)


IS - 2720 PART - 4

Grain size Analysis

Co-ordinate :

-Location :Complex

Location :

Liquid Limit (WL) (%)

Plastic Limit (WP)

%

1 (HIG)

Bore hole No.

Sample Depth (m)

Gravel (%)

> 4.75 (mm)

Nandan Nagar

4.752.000.0750.002 0.425 10.00 20.00

0

10

20

30

40

50

60

70

80

90

100

0.0010 0.0100 0.1000 1.0000 10.0000 100.0000

(%)

of

fin

er

Grain Size (mm)

GRAIN SIZE DISTRIBUTION GRAPH

0.50 2.50 7.50 9.00

page:-49 of 102

Annexure C1

Annexure C1

Project Name :

Client Name :

Project Code :

12.00 0.68 0.04 0.51 63.41 63.96 - -

13.50 0.00 0.19 1.29 58.65 60.13 31.27 8.60 - - - - -

15.00 0.00 0.00 1.10 66.19 67.29 - -

21.00+22.50 1.69 0.29 0.24 63.64 64.17 - -

Non Plastic

Non Plastic

Nandan Nagar Old Pineapple Garden


E-327439.0910


Silt (%) 0.075 - 0.002

(mm)

32.71*

34.13*

Location :Complex

Location :

1 (HIG)

Bore hole No.

Sample Depth (m)

Coarse Sand (%)

4.75 - 2.00(mm)

IS - 2720 PART - 4

Non Plastic


35.36*




Gravel (%)

> 4.75 (mm)

Fine Sand (%)0.425 - 0.075

(mm)

Bridge No. :

Medium Sand (%)

2.00 - 0.425 (mm)

Clay (%)< 0.002

(mm)

N-2641326.1460

Plastic Limit (WP)

%

Plasticity Index

(IP)(%)


(CC)

-




Grain size Analysis

Co-ordinate :

4.752.000.0750.002 0.425 10.00 20.00

0

10

20

30

40

50

60

70

80

90

100

0.0010 0.0100 0.1000 1.0000 10.0000 100.0000

(%)

of

fin

er

Grain Size (mm)


12.00 13.50 15.00 21.00+22.50

page:-50 of 102

Annexure C1

Annexure C1

Project Name :

Client Name :

Project Code :

27.00 3.14 0.40 0.99 73.36 74.75 - -

30.00 0.00 0.33 3.66 68.11 72.09 - -

- - - - - - - - - - - - -

- - - - - - - - - - - - -

27.91*

Non Plastic

Non Plastic1 (HIG)

Medium Sand (%)

2.00 - 0.425 (mm)

Clay (%)< 0.002

(mm)

Fine Sand (%)0.425 - 0.075

(mm)


22.11*




-Bridge No. :Location :Complex

Location :




E-327439.0910Co-ordinate :

Bore hole No.

Sample Depth (m)

Gravel (%)

> 4.75 (mm)

Silt (%) 0.075 - 0.002

(mm)

Plasticity Index

(IP)(%)


(CC)


N-2641326.1460

Plastic Limit (WP)

%



Coarse Sand (%)

4.75 - 2.00(mm)

IS - 2720 PART - 4

Grain size Analysis

4.752.000.0750.002 0.425 10.00 20.00

0

10

20

30

40

50

60

70

80

90

100

0.0010 0.0100 0.1000 1.0000 10.0000 100.0000

(%)

of

fin

er

Grain Size (mm)


27.00 30.00

page:-51 of 102

Annexure C1

Annexure C1

Project Name :

Client Name :

Project Code :

UU

38 mm

76 mm

Cell Pressure

(kg/cm2)Proving Ring Dial Reading

Load at Failure(kg)

Deviator

Stress (kg/cm2)

EffectiveNormal

Stress (kg/cm2)

Compression Gauge Reading

Strain at Failure

CohesionC

(kg/cm2)

Angle of Internal Friction

ф (Degree)

Bulk density (gm/cc) @

Triaxial Sample

Moisture Content

(%) @ Triaxial Sample

0.50 58.0 18.27 1.33 1.83 1300 0.171

1.00 61.0 19.22 1.38 2.38 1400 0.184

1.50 66.0 20.79 1.47 2.97 1500 0.197

1.94 16.480.57 4.24

1 (HIG)

Depth of Sample (m)

E‐327439.0910

N‐2641326.1460



514/A/1 Kalikapur Road, Kolkata - 700099

www.bpcipl.com

0.01 mm/Div.



Co-ordinate : Bridge No. :

TRIAXIAL COMPRESSION TEST (IS - 2720 PART - 11)

Bore hole No.:

TEST RESULTLeast count of Gauge


Nandan Nagar


Type of Test

Height of Specimen ( H )

Complex Location :

0.315 kg/Div.

-

3.00

Dia of Specimen ( D )

Proving ring Constant

Location :

0.000

0.500

1.000

1.500

2.000

0.0 0.5 1.0 1.5 2.0 2.5 3.0

She

ar S

tres

s (K

g/sq

cm)

Normal Stress (Kg/sqcm)

page:-52 of 102

Annexure C1

Annexure C1

Project Name :

Client Name :

Project Code :

60 mm

60 mm

24 mm

Normal Stress


Load at failure(kg)

Shear

Stress (kg/cm2)Compression

Gauge ReadingCorrected

Area (cm2)N

Value

Cohesion C

(kg/cm2)

Angle of Friction

ф(Degree)

Bulk Density gm/cc @ Direct

shear sample

Moisture Content

(%) @ Direct shear sample

0.50 35.0 12.15 0.38 700 31.80 -

1.00 64.5 22.38 0.69 600 32.40 0.08 31.30

1.50 89.0 30.88 0.99 800 31.20 -

1.93** 19.58



Concept Building, Prince Park514/A/1 Kalikapur Road, Kolkata - 700099

www.bpcipl.com

Bore hole No.:Co-ordinate :

Length of Specimen ( L )

Width of Specimen ( W )

1 (HIG)




Least Count of Gauge 0.01 mm/Div.

DIRECT SHEAR TEST (IS - 2720 PART - 13)

Location :Nandan

Nagar N‐2641326.1460-

Proving ring Constant 0.347 kg/Div.

TEST RESULT

Depth of Sample (m) 21.00+22.50

Complex Location :


E‐327439.0910Bridge No. :

y = 0.608x + 0.080

0.00

0.20

0.40

0.60

0.80

1.00

1.20

0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00 1.10 1.20 1.30 1.40 1.50 1.60

She

ar S

tres

s (k

g/cm

2)

Normal Stress (kg/cm2)

DIRECT SHEAR TEST GRAPH

page:-53 of 102

Annexure C1

Annexure C1

Project Name :

Client Name :

Project Code :

Applied Pressure

(Kg/cm2)

Final Dial Gauge Reading

ChangedDial

Reading (cm)

Total Ht.Changed for Dial

Reading (cm)

VoidHeight

(cm)

Voidratio

Changed in

Void ratio

Coefficient of Com -

pressibility. (av)

Coefficient of Volume

Com -pressibility.

(mv)

Compression Index. (CC)

0.00 2064 2.00 0.808 0.678

0.10 2046 -0.0036 1.996 0.804 0.675 0.003 0.030 0.018

0.25 2015 -0.0062 1.990 0.798 0.669 0.005 0.035 0.021 0.013

0.50 1967 -0.0096 1.981 0.788 0.661 0.008 0.032 0.019 0.027

1.00 1885 -0.0164 1.964 0.772 0.648 0.014 0.028 0.017 0.046

2.00 1767 -0.0236 1.941 0.748 0.628 0.020 0.020 0.012 0.066

4.00 1570 -0.0394 1.901 0.709 0.595 0.033 0.017 0.010 0.110

8.00 1322 -0.0496 1.852 0.659 0.553 0.042 0.010 0.007 0.138

4.00 1366 0.0088 1.860 0.668 0.561 -0.007 0.002 0.001 0.025

0.25 1506 0.0280 1.888 0.696 0.584 -0.023 0.006 0.004 0.020

FIXED TYPE

6

2

CONSOLIDATION TEST (IS : 2720 PART - 15)

Depth of Sample ( m ) 2.50

Condition of Test :-

Wt. of Dry Sample ( Wd ) gm :- 89.28







1.19Solid Height of Sample ( Hs ) cm :-2.65

Location :Complex Location :

Specific Gravity of Soil ( G ) :-

Dia of Specimen ( D ) cm :-

Height of Specimen ( H ) cm :-

-E-327439.0910

N-2641326.1460


Least Count of Gauge

Co-ordinate:

Bridge No.:

1 (HIG)Bore hole No. :

Moisture Content (%) @ Consolidation Sample 16.24

Nandan Nagar

0.002 mm/Div.

0.540

0.560

0.580

0.600

0.620

0.640

0.660

0.680

0.10 1.00 10.00

Vo

id r

atio

Pressure Range (kg/cm2)

e-log p CurveCompression Index (Cc ) ‐ 0.138

page:-54 of 102

Bore hole No.

SampleNo.

Depth (m)WL

(%)

WP

(%)

IP

(%)

UDS_1 2.50 37 19 18

S/D_3 6.00 45 22 23

S/D_4 7.50 54 23 31

- - - - - -

- - - - - -

- - - - - -

- - - - - -

- - - - - -

- - - - - -

X Y

20 0

100 58

0 4

25.48 4

0 7

29.59 7

35 0

35 25

50 0

50 37

-

Complex Location :

Old Pineapple

Garden

BH-1 (HIG)

Co-ordinate:


CI

Client Name :

Project Code :

E-327439.0910Location :

Soil Classification

-



Kolkata - 700099

www.bpcipl.com

-

CH

^^ : Soil Classification in this case is based on average layer properties.

-

Project Name :

Consultancy Services for preparation of detailed project report (DPR) based on detailed topographical survey, collection of hydrological data, detailed geotechnical sub-soil investigation along with detailed price/cost estimate and other relevant allied works of the project- Proposed Township at Govt. Land (Old Pineapple Garden), Behind Fernando Rehabilitation, near Don


CI

SOIL CLASSIFICATION (IS - 1498)

N-2641326.1460

WL : Liquid limit WP : Plastic Limit Ip : Plasticity Index Np : Non Plastic NA : Not Applicable

-

-

-

Bridge No.:Nandan

Nagar

0

10

20

30

40

50

60

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100

Pla

sti

cit

y In

de

x I

p (%

)

Liquid Limit WL (%)

PLASTICITY CHART

2.50 6.00 7.50

35= LW

50= L W

A - LINE

)20-LW(0.73= PI

CI

CH

MH / OH

MI / OICL- ML

ML / OLML

CL

page:-55 of 102

Annexure C1

Annexure C1

B2


BH-2 (HIG)

Annexure C1

Annexure C1

Project Name :

Client Name :

Project Code :

Job Code:

Complex Location

Borehole No.




From

To

From

To

Type

15

cm

30

cm

45

cm N

Value

Co

rre

cte

d N

"

DS_1 - - - - - - - - -

DS_2 - - - - - - - - -

30.115

29.665S/D_1 1.50 - 1.95 2 3 5 8 - - - - -

29.615

29.165UDS_1 2.00 - 2.45 - - - - - - - - -

28.615

28.165S/D_2 3.00 - 3.45 5 8 12 20 - - - - -

27.115

26.665*UDS_2 4.50 - 4.95 - - - - - - - - -

25.615

25.165S/D_3 6.00 - 6.45 4 5 6 11 - - - - -

24.115

23.665UDS_3 7.50 - 7.95 - - - - - - - - -

22.615

22.165S/D_4 9.00 - 9.45 8 11 16 27 19 - - - -

21.115

20.665S/D_5 10.50 - 10.95 9 12 19 31 20 - - - -

19.615

19.165S/D_6 12.00 - 12.45 11 12 22 34 20 - - - -

18.115

17.665S/D_7 13.50 - 13.95 8 12 18 30 18 - - - -

16.615

16.165S/D_8 15.00 - 15.45 11 20 28 48 23 - - - -

W_1 - - - - - - - - -

15.115

14.665S/D_9 16.50 - 16.95 14 25 35 60 27 - - - -

13.615

13.165S/D_10 18.00 - 18.45 10 19 21 40 20 - - - -

12.115

11.665S/D_11 19.50 - 19.95 8 17 17 34 18 - - - -

10.615

10.165S/D_12 21.00 - 21.45 9 21 25 46 21 - - - -

9.115

8.665S/D_13 22.50 - 22.95 11 24 35 59 25 - - - -

7.615

7.165S/D_14 24.00 - 24.45 27 37 53 90 33 - - - -

6.115

5.665S/D_15 25.50 - 25.95 21 43 69 112 38 - - - -

4.615

4.315S/D_16 27.00 - 27.30 35

75B/ 15CM

Re >100 - - - - -

3.115

2.845S/D_17 28.50 - 28.77 32

80B/ 12CM

Re >100 - - - - -

1.615

1.315S/D_18 30.00 - 30.30 45

90B/ 15CM

Re >100 - - - - -

BGL : AGL :

1.315

9.115

Very dense, yellowish grey /brownish yellow, silty fine grained sand with traces ofclay binders & mica.(SM)22.50m to 30.30m

9.115

28.615

Medium dense to dense /Very dense, yellowish grey /yellowish brown, silty finegrained sand with traces ofclay binders & mica.(SM)8.50m to 22.50m

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

Total Core

Length(cm)

TCR(%)

RQD(%)

Co

lou

rs o

f re

turn

Wa

ter

Wa

ter

Lo

ss

Remarks

Bro

wn

ish

-

Description of Soil Stratum & Rock Methology


(m)HatchingPattern


(m)Sample / Event


Depth (m)

20 (D-2 & S-18)





2 (HIG) Commencement Date 30.08.19 No. of SP Test ( S )






www.bpcipl.com



E-327428.3320 N-2641408.9700P0196 Location Nandan Nagar Co-ordinate :

18

3


B : Blows Re : Refusal TCR : Total Core Recovery RQD : Rock Quality Designation Below ground Level

*UDS : UDS Could not been Collected (Slipped) S/D : Standard Penetration Test with disturbed sample collected, S : Standard Penetration Test but sample not recovered

Above ground Level R : Run

-

-

15.5616.055

1.0030.615

-

28.615Very stiff, brownish yellow /yellowish brown, clayey siltwith some sand mixture &traces of kankars & gravels.(CI)3.00m to 8.50m

Note:- Yellowish grey, clayeymurrum observed around4.60 to 5.60m

31.115 0.50Stiff, brownish yellow /yellowish brown, clayey siltwith some sand mixture &traces of kankars & gravels.(CI)0.00m to 3.00m

31.615

28.615


Wa

ter

Co

nte

nt

(%)

(W)

@ S

am

ple

Wa

ter

Co

nte

nt

(%)

(W)

@ S

tre

ng

th

Sa

mp

le

Wa

ter

Co

nte

ntt

(%

) (W

) @

C

on

solid

atio

n S

am

ple

Ave

rag

e W

ate

r C

on

ten

t (%

) (W

)

Bu

lk D

en

sity

(g

m/c

c) b

)

@ a

vera

ge

str

en

gth

Sa

mp

le

Dry

De

nsi

ty (

gm

/cc) d

)

@ a

s p

er

ave

rag

e w

ate

r C

on

ten

t

Gra

vel (

%)

(G)

Sa

nd

(%

) (S

)

Silt

(%

) (M

)

Cla

y (%

) (C

)

Liq

uid

Lim

it (%

) (W

L)

Pla

stic

Lim

it (

%)

(WP

)

Pla

stic

ity I

nd

ex

(%

) (I

P)

Sh

rinka

ge

Lim

it (

%)

(W

s /

Wsu

)

Co

mp

ress

ive

Str

ess

(kg

/cm

2 ) (q

u)

Typ

e o

f T

est

Co

he

sio

n (

kg/c

m2 )

(C)

An

gle

of

Fric

tion

(ɸ

)

Va

ne

Sh

ea

r S

tre

ng

th (

kg/c

m2 )

(S)

Initi

al V

oid

Ra

tio (

eo)

Co

mp

ress

ion

In

de

x (

CC)

30

.08

.19

DS

_1

0.5

0

31

.61

5

- - CI^^ 15.99 - - 16 - - 2.62 0 48 33 19 - - - - - - - - - - - - - -

30

.08

.19

UD

S_

1

2.0

0

29

.61

5

- - CI 17.72 18.81 - 18 1.90 1.61 2.61 1 33 48 18 40 23 17 - - - - - UU 0.54 3 - 0.745 0.136

30

.08

.19

S/D

_2

3.0

0

28

.61

5

20 - CI^^ 18.02 - - 18 - - 2.66 0 46 34 20 - - - - - - - - - - - - - -

30

.08

.19

S/D

_3

6.0

0

25

.61

5

11 - CH 29.38 - - 29 - - - - - - - 54 28 26 - - - - - - - - - - -

30

.08

.19

UD

S_

3

7.5

0

24

.11

5

- - CI 14.97 15.43 - 15 1.93 1.68 2.66 4 45 34 17 36 20 16 - - - - - UU 0.67 4 - 0.649 -

01

.09

.19

S/D

_4

9.0

0

22

.61

5

27

19 SM 12.43 - - 12 - - 2.67 0 68 - - - - - - - - - - -

01

.09

.19

S/D

_6

12

.00

19

.61

5

34

20 SM 18.77 - - 19 - - 2.68 0 76 - - - - - - - - - - -

Non Plastic

Non Plastic

Co

rre

cte

d N

" V

alu

e

IS -

21

31

Ob

serv

ed

N V

alu

e

IS -

21

31



Da

te o

f S

am

plin

g

Sa

mp

le D

ep

th (

m)

Sa

mp

le E

leva

tion

(m

)

Sa

mp

le N

o.

So

il C

lass

ifica

tion

IS

- 1

49

8

Type of Soil Sample

Project Name :

Client Name :

Project Code :







Kolkata - 700099

www.bpcipl.com


Bore hole No.:


Fre

e S

we

ll In

de

x (%

) IS

- 2

72

0 P

art

- 4

0



Sp

. G

ravi

ty (

G)

IS -

27

20

Pa

rt -

3 (

Se

c-1

/2) Consistency Limit

IS - 2720 Part - 5 / 6

Bridge No.: - Co-ordinate:

Ha

tch

ing

Pa

tte

rn

M BGL

Pe

rme

ab

ility

Te

st

(KT)

IS -

27

20

Pa

rt-

17

Natural Density

31.6152 (HIG)N-2641408.9700


15.56

Sw

elli

ng

Pre

suu

re (

kg/c

m2 )

IS -

27

20

Pa

rt-

41

Brownish yellow, clayey silt withsome sand mixture & traces ofkankars.

Yellowish brown, clayey siltwith some sand mixture &traces of kankars & gravels.

Very stiff, yellowish brown,clayey silt with some sandmixture & traces of kankars &gravels.

Stiff, yellowish brown, clayeysilt with some sand mixture &traces of kankars & gravels.

Brownish yellow, clayey silt withsome sand mixture & traces ofkankars & gravels.

Medium dense to dense,yellowish grey / yellowishbrown, silty fine grained sandwith traces of clay binders &mica. 24*

32*

page:-57 of 102

Annexure C1

Annexure C1

Wa

ter

Co

nte

nt

(%)

(W)

@ S

am

ple

Wa

ter

Co

nte

nt

(%)

(W)

@ S

tre

ng

th

Sa

mp

le

Wa

ter

Co

nte

ntt

(%

) (W

) @

C

on

solid

atio

n S

am

ple

Ave

rag

e W

ate

r C

on

ten

t (%

) (W

)

Bu

lk D

en

sity

(g

m/c

c) b

)

@ a

vera

ge

str

en

gth

Sa

mp

le

Dry

De

nsi

ty (

gm

/cc) d

)

@ a

s p

er

ave

rag

e w

ate

r C

on

ten

t

Gra

vel (

%)

(G)

Sa

nd

(%

) (S

)

Silt

(%

) (M

)

Cla

y (%

) (C

)

Liq

uid

Lim

it (%

) (W

L)

Pla

stic

Lim

it (

%)

(WP

)

Pla

stic

ity I

nd

ex

(%

) (I

P)

Sh

rinka

ge

Lim

it (

%)

(W

s /

Wsu

)

Co

mp

ress

ive

Str

ess

(kg

/cm

2 ) (q

u)

Typ

e o

f T

est

Co

he

sio

n (

kg/c

m2 )

(C)

An

gle

of

Fric

tion

(ɸ

)

Va

ne

Sh

ea

r S

tre

ng

th (

kg/c

m2 )

(S)

Initi

al V

oid

Ra

tio (

eo)

Co

mp

ress

ion

In

de

x (

CC)

Co

rre

cte

d N

" V

alu

e

IS -

21

31

Ob

serv

ed

N V

alu

e

IS -

21

31



Da

te o

f S

am

plin

g

Sa

mp

le D

ep

th (

m)

Sa

mp

le E

leva

tion

(m

)

Sa

mp

le N

o.

So

il C

lass

ifica

tion

IS

- 1

49

8

Type of Soil Sample

Project Name :

Client Name :

Project Code :







Kolkata - 700099

www.bpcipl.com


Bore hole No.:


Fre

e S

we

ll In

de

x (%

) IS

- 2

72

0 P

art

- 4

0



Sp

. G

ravi

ty (

G)

IS -

27

20

Pa

rt -

3 (

Se

c-1


IS - 2720 Part - 5 / 6


Ha

tch

ing

Pa

tte

rn

M BGL

Pe

rme

ab

ility

Te

st

(KT)

IS -

27

20

Pa

rt-

17

Natural Density

31.6152 (HIG)N-2641408.9700


15.56

Sw

elli

ng

Pre

suu

re (

kg/c

m2 )

IS -

27

20

Pa

rt-

41

01

.09

.19

S/D

_9

16

.50

15

.11

5

60

27 SM 21.18 - - 21 - - 2.66 0 65 - - - - - - - - - - -

01

.09

.18

S/D

_1

0

18

.00

13

.61

5

40

20

01

.09

.19

S/D

_1

1

19

.50

12

.11

5

34

18

02

.09

.19

S/D

_1

3

22

.50

9.1

15

59

25 SM 21.84 - - 22 - - 2.70 0 63 - - - - - - - - - - -

02

.09

.19

S/D

_1

5

25

.50

6.1

15

11

2

38 SM 21.06 - - 21 - - 2.67 0 73 - - - - - - - - - - -

02

.09

.19

S/D

_1

8

30

.00

1.6

15

>1

00

- SM 15.00 - - 15 - - 2.69 3 78 - - - - - - - - - - -

^^ : * : NA : DS : # : ** : Np :


Non Plastic

Non Plastic --- - - 30- - DS#

Very dense, yellowish grey /brownish yellow, silty finegrained sand with traces of claybinders & mica.

17.00 17-16.75SM

Very dense, yellowish grey /yellowish brown, silty finegrained sand with traces of claybinders & mica.

Distureb Sample Undistureb Sample SPT Sample Above Ground Level

Remolded Sample


Not ApplicableNot applied for Hydrometer Test Assumed

2.68 0 80

Non Plastic

1.92** -

Non Plastic

0.10

Non Plastic

Non Plastic


Direct Shear Test

1.64

Soil Classification in this case is based on average layer properties.

19*

27*

37*

20*

35*

page:-58 of 102

Annexure C1

Annexure C1



Kolkata - 700099

www.bpcipl.com





Old Pineapple

Garden-

Bore hole No. :

Project Name :

Client Name :

Project Code :

2 (HIG)


Co-ordinate :

E-327428.3320

N-2641408.9700

Bridge No.:

0.00

5.00

10.00

15.00

20.00

25.00

30.00

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115

Dep

th (

m)

N Value

Observed N value BH-2 (HIG) Corrected N value BH-2 (HIG)

page:-59 of 102

Annexure C1

Annexure C1

Project Name :

Client Name :

Project Code :

0.50 0.00 0.00 2.24 46.23 48.47 32.83 18.70 - - - - -

2.00 1.24 0.65 3.68 29.03 33.36 47.60 17.80 40 25 15 - -

3.00 0.00 0.18 2.71 43.15 46.04 33.56 20.40 - - - - -

7.50 3.66 0.56 14.13 30.23 44.92 34.32 17.10 36 20 16 - -


(CC)


Medium Sand (%)

2.00 - 0.425 (mm)

Clay (%)< 0.002 (mm)

Fine Sand (%)0.425 - 0.075

(mm)


Silt (%) 0.075 - 0.002

(mm)

Plasticity Index (IP)(%)

Bridge No. :







E-327428.3320

N-2641408.9700

Coarse Sand (%)

4.75 - 2.00(mm)


IS - 2720 PART - 4

Grain size Analysis

Co-ordinate :

-Location :Complex

Location :


Plastic Limit (WP)

%

2 (HIG)

Bore hole No.

Sample Depth (m)

Gravel (%)

> 4.75 (mm)

Nandan Nagar

4.752.000.0750.002 0.425 10.00 20.00

0

10

20

30

40

50

60

70

80

90

100

0.0010 0.0100 0.1000 1.0000 10.0000 100.0000

(%)

of

fin

er

Grain Size (mm)


0.50 2.00 3.00 7.50

page:-60 of 102

Annexure C1

Annexure C1

Project Name :

Client Name :

Project Code :

9.00 0.35 0.17 9.22 58.46 67.85 - -

12.00 0.20 0.40 12.00 63.07 75.47 - -

16.50 0.00 0.00 0.19 65.20 65.40 - -

18.00+19.50 0.19 0.09 0.48 78.82 79.39 - -



E-327428.3320


Silt (%) 0.075 - 0.002

(mm)

Non Plastic

Non Plastic

Non Plastic

Location :Complex

Location :

2 (HIG)

Bore hole No.

Sample Depth (m)

Coarse Sand (%)

4.75 - 2.00(mm)

IS - 2720 PART - 4

Grain size Analysis

Co-ordinate :

Medium Sand (%)

2.00 - 0.425 (mm)

Clay (%)< 0.002 (mm)




N-2641408.9700




Gravel (%)

> 4.75 (mm)

Fine Sand (%)0.425 - 0.075

(mm)


(CC)

-

Plastic Limit (WP)

%

Bridge No. :


Non Plastic

31.79*

24.33*

34.60*

20.42*


4.752.000.0750.002 0.425 10.00 20.00

0

10

20

30

40

50

60

70

80

90

100

0.0010 0.0100 0.1000 1.0000 10.0000 100.0000

(%)

of

fin

er

Grain Size (mm)


9.00 12.00 16.50 18.00+19.50

page:-61 of 102

Annexure C1

Annexure C1

Project Name :

Client Name :

Project Code :

22.50 0.00 0.00 0.17 62.86 63.03 - -

25.50 0.00 0.00 0.76 72.08 72.84 - -

30.00 3.25 0.75 3.23 73.50 77.48 - -

- - - - - - - -

Non Plastic

Non Plastic

Non Plastic

-

Medium Sand (%)

2.00 - 0.425 (mm)

Clay (%)< 0.002 (mm)

Fine Sand (%)0.425 - 0.075

(mm)


Silt (%) 0.075 - 0.002

(mm)


-Bridge No. :





2 (HIG)

Bore hole No.

Sample Depth (m)

Gravel (%)

> 4.75 (mm)




Location :Complex

Location :Co-ordinate

:

E-327428.3320

N-2641408.9700

Plastic Limit (WP)

%



(CC)

36.97*

27.16*

19.27*

-


Coarse Sand (%)

4.75 - 2.00(mm)

IS - 2720 PART - 4

Grain size Analysis

4.752.000.0750.002 0.425 10.00 20.00

0

10

20

30

40

50

60

70

80

90

100

0.0010 0.0100 0.1000 1.0000 10.0000 100.0000

(%)

of

fin

er

Grain Size (mm)


22.50 25.50 30.00

page:-62 of 102

Annexure C1

Annexure C1

Project Name :

Client Name :

Project Code :

UU

38 mm

76 mm

Cell Pressure


Load at Failure(kg)

Deviator

Stress (kg/cm2)

EffectiveNormal

Stress (kg/cm2)


Strain at Failure

CohesionC

(kg/cm2)


ф (Degree)


Triaxial Sample

Moisture Content


0.50 53.00 16.70 1.20 1.70 1400 0.184

1.00 57.00 17.96 1.27 2.27 1500 0.197

1.50 59.00 18.59 1.36 2.86 1300 0.171

2 (HIG)

Depth of Sample (m)

E‐327428.3320

N‐2641408.9700


Least count of Gauge

1.900 18.240.54 3.39





www.bpcipl.com

0.01 mm/Div.



Co-ordinate : Bridge No. :


Bore hole No.:

TEST RESULT

Location : Nandan Nagar


Type of Test


Complex Location :

0.315 kg/Div.

-

2.00

Dia of Specimen ( D )

0.000

0.500

1.000

1.500

2.000

0.0 0.5 1.0 1.5 2.0 2.5 3.0

She

ar S

tres

s (K

g/sq

cm)


page:-63 of 102

Annexure C1

Annexure C1

Project Name :

Client Name :

Project Code :

UU

38 mm

76 mm

Cell Pressure


Load at Failure(kg)

Deviator

Stress (kg/cm2)

EffectiveNormal

Stress (kg/cm2)


Strain at Failure

CohesionC

(kg/cm2)


ф (Degree)


Triaxial Sample

Moisture Content


0.50 68.0 21.42 1.52 2.02 1500 0.197

1.00 70.5 22.21 -1.65 -0.65 14000 1.842

1.50 74.0 23.31 1.68 3.18 1400 0.184





www.bpcipl.com




Bore hole No.:Co-ordinate : 2 (HIG)N‐2641408.9700

0.01 mm/Div. Dia of Specimen ( D )TEST RESULT

-

0.315 kg/Div.

E‐327428.3320Bridge No. :Nandan Nagar



Complex Location :

7.50

Location :

0.67 4.19 1.93 15.43

Depth of Sample (m) Type of Test

Height of Specimen ( H )Proving ring Constant

0.000

0.500

1.000

1.500

2.000

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5

She

ar S

tres

s (K

g/sq

cm)


page:-64 of 102

Annexure C1

Annexure C1

Project Name :

Client Name :

Project Code :

60 mm

60 mm

24 mm

Normal Stress


Load at failure(kg)

Shear



Area (cm2)N

Value

Cohesion C

(kg/cm2)

Angle of Friction ф

(Degree)

Bulk Density gm/cc @ Direct shear sample

Moisture Content


0.50 35.0 12.15 0.38 700 31.80 -

1.00 61.5 21.34 0.68 800 31.20 - 0.10 30

1.50 88.0 30.54 0.96 700 31.80 -

1.92** 16.75




www.bpcipl.com




2 (HIG)






Location :Nandan Nagar N‐2641408.9700

-


TEST RESULT


Complex Location :


E‐327428.3320Bridge No. :

y = 0.578x + 0.097

0.00

0.20

0.40

0.60

0.80

1.00

1.20

0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00 1.10 1.20 1.30 1.40 1.50 1.60

She

ar S

tres

s (k

g/cm

2)



page:-65 of 102

Annexure C1

Annexure C1

Project Name :

Client Name :

Project Code :

Applied Pressure

(Kg/cm2)


ChangedDial Reading

(cm)

Total Ht.Changed for Dial Reading

(cm)

VoidHeight (cm)

Voidratio

Changed in

Void ratio


pressibility. (av)

Coefficient of Volume Com -

pressibility. (mv)


0.00 2064 2.00 0.854 0.745

0.10 2043 -0.0042 1.996 0.850 0.741 0.004 0.037 0.021

0.25 2005 -0.0076 1.988 0.842 0.735 0.007 0.044 0.025 0.017

0.50 1953 -0.0104 1.978 0.832 0.726 0.009 0.036 0.021 0.030

1.00 1874 -0.0158 1.962 0.816 0.712 0.014 0.028 0.016 0.046

2.00 1751 -0.0246 1.937 0.791 0.690 0.021 0.021 0.013 0.071

4.00 1561 -0.0380 1.899 0.753 0.657 0.033 0.017 0.010 0.110

8.00 1326 -0.0470 1.852 0.706 0.616 0.041 0.010 0.006 0.136

4.00 1362 0.0072 1.860 0.713 0.622 -0.006 0.002 0.001 0.021

0.25 1502 0.0280 1.888 0.741 0.647 -0.024 0.007 0.004 0.020

FIXED TYPE

6

2












Location :Complex

Location :




-E-327428.3320

N-2641408.9700



Co-ordinate:

Bridge No.:

2 (HIG)Bore hole No. :


Nandan Nagar

0.002 mm/Div.

0.600

0.620

0.640

0.660

0.680

0.700

0.720

0.740

0.760

0.10 1.00 10.00

Vo

id r

atio




Project Name :

Client Name :

Project Code :

Applied Pressure

(Kg/cm2)


ChangedDial

Reading (cm)


Reading (cm)

VoidHeight

(cm)

Voidratio

Changed in

Void ratio


pressibility. (av)


Com -pressibility.

(mv)


0.00 1958 2.00 0.786 0.648

0.10 1941 -0.0034 1.997 0.783 0.645 0.003 0.028 0.017

0.25 1914 -0.0054 1.991 0.777 0.640 0.004 0.030 0.018 0.011

0.50 1876 -0.0076 1.984 0.770 0.634 0.006 0.025 0.015 0.021

1.00 1807 -0.0138 1.970 0.756 0.623 0.011 0.023 0.014 0.038

2.00 1696 -0.0222 1.948 0.734 0.604 0.018 0.018 0.011 0.061

4.00 1524 -0.0344 1.913 0.699 0.576 0.028 0.014 0.009 0.094

8.00 1298 -0.0452 1.868 0.654 0.539 0.037 0.009 0.006 0.124

4.00 1317 0.0038 1.872 0.658 0.542 -0.003 0.001 0.001 0.010

0.25 1428 0.0222 1.894 0.680 0.560 -0.018 0.005 0.003 0.015










Co-ordinate:

E-327428.3320

N-2641408.9700Bridge No.: -

Bore hole No. : 2 (HIG) Condition of Test :- FIXED TYPE

Depth of Sample ( m ) 7.50 Least Count of Gauge 0.002 mm/Div.

Moisture Content (%) @ Consolidation Sample 15.43 Dia of Specimen ( D ) cm :- 6

Wt. of Dry Sample ( Wd ) gm :- 90.56 Height of Specimen ( H ) cm :- 2

Specific Gravity of Soil ( G ) :- 2.64 Solid Height of Sample ( Hs ) cm :- 1.21

0.520

0.540

0.560

0.580

0.600

0.620

0.640

0.660

0.10 1.00 10.00

Vo

id r

atio



page:-67 of 102

Annexure C1

Bore hole No.

SampleNo.

Depth (m)WL

(%)

WP

(%)

IP

(%)

UDS_1 2.00 40 23 17

S/D_3 6.00 54 28 26

UDS_3 7.50 36 20 16

- - - - - -

- - - - - -

- - - - - -

- - - - - -

- - - - - -

- - - - - -

X Y

20 0

100 58

0 4

25.48 4

0 7

29.59 7

35 0

35 25

50 0

50 37

Project Name :


Client Name :

Project Code :

E-327428.3320


Nandan Nagar

Complex Location :

Old Pineapple

Garden

Co-ordinate: N-2641408.9700

-



CI

Location : Bridge No.:

-

Soil Classification

CHBH-2 (HIG)



Kolkata - 700099

www.bpcipl.com


-

-

-

-


-

CI

0

10

20

30

40

50

60

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100

Pla

sti

cit

y In

de

x I

p (%

)

Liquid Limit WL (%)

PLASTICITY CHART

2.00 6.00 7.50

35= LW

50= L W

A - LINE

)20-LW(0.73= PI

CI

CH

MH / OH

MI / OICL- ML

ML / OLML

CL

page:-68 of 102

Annexure C1

Annexure C1

B3


BH-3 (LIG)

Annexure C1

Annexure C1

Project Name :

Client Name :

Project Code :

Job Code:

Complex Location

Borehole No.




From

To

From

To

Type

15

cm

30

cm

45

cm N

Value

Co

rre

cte

d N

"

DS_1 - - - - - - - - -

DS_2 - - - - - - - - -

29.772

29.322S/D_1 1.50 - 1.95 3 7 7 14 - - - - -

28.772

28.322UDS_1 2.50 - 2.95 - - - - - - - - -

28.272

27.822S/D_2 3.00 - 3.45 7 10 16 26 - - - - -

26.772

26.322UDS_2 4.50 - 4.95 - - - - - - - - -

25.272

24.822S/D_3 6.00 - 6.45 6 9 14 23 - - - - -

23.772

23.322UDS_3 7.50 - 7.95 - - - - - - - - -

22.272

21.822

S/D_4 9.00 - 9.45 4 6 6 12 - - - - -

20.772

20.322

UDS_4 10.50 - 10.95 - - - - - - - - -

19.272

18.822S/D_5 12.00 - 12.45 10 16 20 36 21 - - - -

17.772

17.322S/D_6 13.50 - 13.95 11 17 22 39 21 - - - -

16.272

15.822S/D_7 15.00 - 15.45 7 15 25 40 21 - - - -

W_1 - - - - - - - - -

14.772

14.322S/D_8 16.50 - 16.95 15 19 22 41 21 - - - -

13.272

12.822S/D_9 18.00 - 18.45 14 20 24 44 21 - - - -

11.772

11.322S/D_10 19.50 - 19.95 9 19 23 42 20 - - - -

10.272

9.822S/D_11 21.00 - 21.45 6 17 22 39 19 - - - -

8.772

8.322S/D_12 22.50 - 22.95 10 25 35 60 25 - - - -

7.272

6.822S/D_13 24.00 - 24.45 26 50 65 115 40 - - - -

5.772

5.322S/D_14 25.50 - 25.95 25 45 55 100 35 - - - -

4.272

3.822S/D_15 27.00 - 27.45 28 51 63 114 39 - - - -

2.772

2.322S/D_16 28.50 - 28.95 24 45 55 100 34 - - - -

1.272

0.822S/D_17 30.00 - 30.45 27 48 50 98 33 - - - -

BGL : AGL :

20.272

23.272Medium dense, yellowish brown, clayey silty sand /silty fine grained with littlepercentage of clay binder.(SC)8.00m to 11.00m

0.822

8.772

Very dense, Yellowish grey/ brownish grey, silty fine grained sand with traces ofclay binders. (SM)22.50m to 30.45m

20.272

Dense, yellowish brown /brownish, silty fine grainedsand with traces of claybinders & mica. (SM)11.00m to 22.50m

8.772

28.272

31.272

Stiff, Greyish brown /brownish, clayey silt with some sand mixture & tracesof gravels. (CI)0.00m to 3.00m

23.272

28.272

Very stiff, yellowish grey /browish grey, clayey siltwith some sand mixture,traces of kankars and mica.(CI)3.00m to 8.00m

Above ground Level R : RunB : Blows Re : Refusal TCR : Total Core Recovery RQD : Rock Quality Designation Below ground Level


P0196 Location Nandannagar Co-ordinate :

17

4

Bridge No -





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3 (LIG) Commencement Date 06.09.19 No. of SP Test ( S )

Old Pineapple Garden No. of Core Sample ( C ) 0

E-327385.6860 N-2641424.9120


Standing Water Level M BGL No. of Disturbed Sample ( DS )


Sample / EventStandard Penetration Test

IS-2131

Depth (m)

19 (D-2 & S-17)

1

Description of Soil Stratum & Rock Methology


(m)HatchingPattern


(m)

Wash Boring

-

Total Core

Length(cm)

TCR(%)

RQD(%)

Co

lou

rs o

f re

turn

Wa

ter

Wa

ter

Lo

ss

Remarks

Bro

wn

ish

-

-

-

30.772 0.50 -

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

1.00

16.042 15.23

-

-

-

-

30.272

page:-69 of 102

A

Annexure C1

Wa

ter

Co

nte

nt

(%)

(W)

@ S

am

ple

Wa

ter

Co

nte

nt

(%)

(W)

@ S

tre

ng

th

Sa

mp

le

Wa

ter

Co

nte

ntt

(%

) (W

) @

C

on

solid

atio

n S

am

ple

Ave

rag

e W

ate

r C

on

ten

t (%

) (W

)

Bu

lk D

en

sity

(g

m/c

c) b

)

@ a

vera

ge

str

en

gth

Sa

mp

le

Dry

De

nsi

ty (

gm

/cc) d

)

@ a

s p

er

ave

rag

e w

ate

r C

on

ten

t

Gra

vel (

%)

(G)

Sa

nd

(%

) (S

)

Silt

(%

) (M

)

Cla

y (%

) (C

)

Liq

uid

Lim

it (%

) (W

L)

Pla

stic

Lim

it (

%)

(WP

)

Pla

stic

ity I

nd

ex

(%

) (I

P)

Sh

rinka

ge

Lim

it (

%)

(W

s /

Wsu

)

Co

mp

ress

ive

Str

ess

(kg

/cm

2 ) (q

u)

Typ

e o

f T

est

Co

he

sio

n (

kg/c

m2 )

(C)

An

gle

of

Fric

tion

(ɸ

)

Va

ne

Sh

ea

r S

tre

ng

th (

kg/c

m2 )

(S)

Initi

al V

oid

Ra

tio (

eo)

Co

mp

ress

ion

In

de

x (

CC)

06

.09

.19

DS

_1

0.5

0

30

.77

- - CI 16.49 - - 16.49 - - 2.62 - - - - 44 20 24 - - - - - - - - - - -

06

.09

.19

UD

S_

1

2.5

0

28

.77

- - CI 13.89 13.10 14.01 13.67 1.98 1.74 2.59 1 42 36 21 41 21 20 - - - - - UU 0.76 5 - 0.608 0.045

06

.09

.19

UD

S_

2

4.5

0

26

.77

- - CI 15.27 14.89 14.43 14.86 2.00 1.74 2.61 2 40 40 18 43 22 21 - - - - - UU 0.87 3 - 0.577 0.042

06

.09

.19

UD

S_

3

7.5

0

23

.77

- - CI 16.90 16.45 - 16.68 1.99 1.71 2.68 0 48 37 15 38 18 20 - - - - - UU 0.82 4 - - -

06

.09

.19

UD

S_

4

10

.50

20

.77

- - SC 22.92 21.25 - 22.09 1.90 1.56 2.66 1 62 27 10 30 21 9 - - - - - DS 0.11 28 - - -

06

.09

.19

S/D

_5

12

.00

19

.27

36

21 SM 19.26 - - 19.26 - - 2.69 0 70 - - - - - - - - - - -

06

.09

.19

S/D

_8

16

.50

14

.77

41

21

06

.09

.19

S/D

_9

18

.00

13

.27

44

21

06

.09

.19

S/D

_1

1

21

.00

10

.27

39

19 SM 21.73 - - 21.73 - - 2.67 0 72 - - - - - - - - - - -Non Plastic

Greyish brown, clayey silt withsome sand mixture & traces ofgravels.

Brownish, clayey silt with somesand mixture & traces ofgravels.

Yellowish grey, clayey silt withsome sand mixture, traces ofkankars and mica.

Browish grey, clayey silt withsome sand mixture, traces ofkankars and mica.

300 0.08 --20.89 - 67

Consistency LimitIS - 2720 Part - 5 / 6

- - - - -

Non Plastic

Non Plastic

Sw

elli

ng

Pre

suu

re (

kg/c

m2 )

IS -

27

20

Pa

rt-

41


31.2723 (LIG)N-2641424.9120


15.23 M BGL

Pe

rme

ab

ility

Te

st

(KT)

IS -

27

20

Pa

rt-

17

30*

33*



SM - DS#

28*

Client Name :

Project Code :



1.58 2.7021.16 1.91**

So

il C

lass

ifica

tion

IS

- 1

49

8

Fre

e S

we

ll In

de

x (%

) IS

- 2

72

0 P

art

- 4

0


Sp

. G

ravi

ty (

G)

IS -

27

20

Pa

rt -

3 (

Se

c-1

/2)Natural Density

21.42

Sa

mp

le N

o.

Co

rre

cte

d N

" V

alu

e

IS -

21

31

Ob

serv

ed

N V

alu

e

IS -

21

31





Kolkata - 700099

www.bpcipl.com


Bore hole No.:


Project Name :

Ha

tch

ing

Pa

tte

rn

Location: Nandannagar Complex Location: Old Pineapple Garden

Da

te o

f S

am

plin

g

Sa

mp

le D

ep

th (

m)

Sa

mp

le E

leva

tion

(m

)

Type of Soil Sample

Yellowish brown, clayey siltysand / silty fine grained withlittle percentage of clay binder.

Dense, yellowish brown /brownish, silty fine grainedsand with traces of clay binders& mica.

page:-70 of 102

Annexure C1

Annexure C1

Wa

ter

Co

nte

nt

(%)

(W)

@ S

am

ple

Wa

ter

Co

nte

nt

(%)

(W)

@ S

tre

ng

th

Sa

mp

le

Wa

ter

Co

nte

ntt

(%

) (W

) @

C

on

solid

atio

n S

am

ple

Ave

rag

e W

ate

r C

on

ten

t (%

) (W

)

Bu

lk D

en

sity

(g

m/c

c) b

)

@ a

vera

ge

str

en

gth

Sa

mp

le

Dry

De

nsi

ty (

gm

/cc) d

)

@ a

s p

er

ave

rag

e w

ate

r C

on

ten

t

Gra

vel (

%)

(G)

Sa

nd

(%

) (S

)

Silt

(%

) (M

)

Cla

y (%

) (C

)

Liq

uid

Lim

it (%

) (W

L)

Pla

stic

Lim

it (

%)

(WP

)

Pla

stic

ity I

nd

ex

(%

) (I

P)

Sh

rinka

ge

Lim

it (

%)

(W

s /

Wsu

)

Co

mp

ress

ive

Str

ess

(kg

/cm

2 ) (q

u)

Typ

e o

f T

est

Co

he

sio

n (

kg/c

m2 )

(C)

An

gle

of

Fric

tion

(ɸ

)

Va

ne

Sh

ea

r S

tre

ng

th (

kg/c

m2 )

(S)

Initi

al V

oid

Ra

tio (

eo)

Co

mp

ress

ion

In

de

x (

CC)

Consistency LimitIS - 2720 Part - 5 / 6

Sw

elli

ng

Pre

suu

re (

kg/c

m2 )

IS -

27

20

Pa

rt-

41


31.2723 (LIG)N-2641424.9120


15.23 M BGL

Pe

rme

ab

ility

Te

st

(KT)

IS -

27

20

Pa

rt-

17



Client Name :

Project Code :



So

il C

lass

ifica

tion

IS

- 1

49

8

Fre

e S

we

ll In

de

x (%

) IS

- 2

72

0 P

art

- 4

0


Sp

. G

ravi

ty (

G)

IS -

27

20

Pa

rt -

3 (

Se

c-1

/2)Natural Density

Sa

mp

le N

o.

Co

rre

cte

d N

" V

alu

e

IS -

21

31

Ob

serv

ed

N V

alu

e

IS -

21

31





Kolkata - 700099

www.bpcipl.com


Bore hole No.:


Project Name :

Ha

tch

ing

Pa

tte

rn


Da

te o

f S

am

plin

g

Sa

mp

le D

ep

th (

m)

Sa

mp

le E

leva

tion

(m

)

Type of Soil Sample

07

.09

.19

S/D

_1

3

24

.00

7.2

7

11

5

40 SM 20.59 - - 20.59 - - 2.66 0 74 - - - - - - - - - - -

07

.09

.19

S/D

_1

6

28

.50

2.7

7

10

0

34

07

.09

.19

S/D

_1

7

30

.00

1.2

7

98

33

- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -

- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -

- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -

- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -

^^ : * : NA : DS : # : ** : Np :


1.93** - - -- - DS# 0.05780 32

Non Plastic

-

26*

22*18.77 - 19.06 1.60 2.7119.35SM - -Non Plastic

Non Plastic

Above Ground Level

Remolded Sample




Direct Shear TestSoil Classification in this case is based on average layer properties.

Distureb Sample Undistureb Sample SPT Sample

Assumed

-

-

-

-

Very dense, Yellowish grey /brownish grey, silty fine grainedsand with traces of claybinders.

page:-71 of 102

Annexure C1

Annexure C1

3 (LIG)


Co-ordinate :

E-327385.6860

N-2641424.9120

Bridge No.:

-Bore hole

No. :Complex Location :

Pineapple Ga



Kolkata - 700099

www.bpcipl.com




Project Name :

Client Name :

Project Code :

Location : Nandannagar

0.00

5.00

10.00

15.00

20.00

25.00

30.00

35.00

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120

Dep

th (

m)

N Value

Observed N value BH-3 (LIG) Corrected N value BH-3 (LIG)

page:-72 of 102

Annexure C1

Annexure C1

Project Name :

Client Name :

Project Code :

2.50 0.76 0.03 0.89 40.72 41.64 36.60 21.00 41 21 20 - -

4.50 2.22 1.31 4.48 34.48 40.27 39.91 17.60 43 22 21 - -

7.50 0.00 0.20 1.21 46.71 48.12 37.28 14.60 38 18 20 - -

10.50 0.64 0.19 8.92 53.36 62.47 27.29 9.60 30 21 9 - -

Location :Complex

Location :

Medium Sand (%)

2.00 - 0.425 (mm)

Clay (%)< 0.002 (mm)

Nandannagar

3 (LIG)

Bore hole No.

Sample Depth (m)

Gravel (%)

> 4.75 (mm)

E-327385.6860

N-2641424.9120






Bridge No. :

IS - 2720 PART - 4

Grain size Analysis

Plastic Limit (WP)

%


(CC)




Coarse Sand (%)

4.75 - 2.00(mm)

Old Pineapple GardenCo-ordinate

:

Fine Sand (%)0.425 - 0.075

(mm)


Silt (%) 0.075 - 0.002

(mm)


-

4.752.000.0750.002 0.425 10.00 20.00

0

10

20

30

40

50

60

70

80

90

100

0.0010 0.0100 0.1000 1.0000 10.0000 100.0000

(%)

of

fin

er

Grain Size (mm)


2.50 4.50 7.50 10.50

page:-73 of 102

Annexure C1

Annexure C1

Project Name :

Client Name :

Project Code :

12.00 0.00 0.00 2.98 66.75 69.73 - -

16.50+18.00 0.00 0.00 0.10 67.29 67.39 - -

21.00 0.00 0.00 5.81 66.67 72.48 - -

24.00 0.00 0.00 10.20 63.69 73.89 - -

Bridge No. :



26.11*

Non Plastic

Non Plastic

Non Plastic

Non Plastic

Plastic Limit (WP)

%

-



N-2641424.9120

Coarse Sand (%)

4.75 - 2.00(mm)

IS - 2720 PART - 4

Grain size Analysis

Co-ordinate :

Medium Sand (%)

2.00 - 0.425 (mm)

Clay (%)< 0.002 (mm)





(CC)


Location :Complex

Location :

3 (LIG)

Bore hole No.

Sample Depth (m)

Gravel (%)

> 4.75 (mm)

Fine Sand (%)0.425 - 0.075

(mm)

Nandannagar Old Pineapple Garden


E-327385.6860


Silt (%) 0.075 - 0.002

(mm)

30.27*

32.61*

27.52*

4.752.000.0750.002 0.425 10.00 20.00

0

10

20

30

40

50

60

70

80

90

100

0.0010 0.0100 0.1000 1.0000 10.0000 100.0000

(%)

of

fin

er

Grain Size (mm)


12.00 16.50+18.00 21.00 24.00

page:-74 of 102

Annexure C1

Annexure C1

Project Name :

Client Name :

Project Code :

9.00 0.00 0.00 10.20 67.46 77.66 - -

- - - - - - - - - - - - -

- - - - - - - - - - - - -

- - - - - - - - - - - - -

22.34* Non Plastic



Coarse Sand (%)

4.75 - 2.00(mm)

IS - 2720 PART - 4

Grain size Analysis

Co-ordinate :

Bore hole No.

Sample Depth (m)

Gravel (%)

> 4.75 (mm)

-

Plastic Limit (WP)

%

Bridge No. :






E-327385.6860

N-2641424.9120




Location :Complex

Location :

3 (LIG)

Medium Sand (%)

2.00 - 0.425 (mm)

Clay (%)< 0.002 (mm)

Fine Sand (%)0.425 - 0.075

(mm)


Silt (%) 0.075 - 0.002

(mm)


(CC)

4.752.000.0750.002 0.425 10.00 20.00

0

10

20

30

40

50

60

70

80

90

100

0.0010 0.0100 0.1000 1.0000 10.0000 100.0000

(%)

of

fin

er

Grain Size (mm)


9.00

page:-75 of 102

Annexure C1

Annexure C1

Project Name :

Client Name :

Project Code :

UU

38 mm

76 mm

Cell Pressure


Load at Failure(kg)

Deviator

Stress (kg/cm2)

EffectiveNormal

Stress (kg/cm2)


Strain at Failure

CohesionC

(kg/cm2)


ф (Degree)


Triaxial Sample

Moisture Content


0.50 78.0 24.57 1.80 2.30 1300 0.171

1.00 82.0 25.82 1.86 2.86 1400 0.184

1.50 88.0 27.72 1.96 3.46 1500 0.197



E‐327385.6860

2.50

Nandannagar

Depth of Sample (m)

Complex Location :

-

Dia of Specimen ( D )Least count of Gauge

Location :





www.bpcipl.com



N‐2641424.9120Bore hole No.:Co-ordinate :

0.01 mm/Div.

3 (LIG)


TEST RESULT


Type of Test

Bridge No. :

1.98 13.100.76 5.11

0.000

0.500

1.000

1.500

2.000

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5

She

ar S

tres

s (K

g/sq

cm)


page:-76 of 102

Annexure C1

Annexure C1

Project Name :

Client Name :

Project Code :

UU

38 mm

76 mm

Cell Pressure


Load at Failure(kg)

Deviator

Stress (kg/cm2)

EffectiveNormal

Stress (kg/cm2)


Strain at Failure

CohesionC

(kg/cm2)


ф (Degree)


Triaxial Sample

Moisture Content


0.50 86.0 27.09 1.92 2.42 1500 0.197

1.00 88.5 27.88 1.97 2.97 1500 0.197

1.50 90.0 28.35 2.07 3.57 1300 0.171



0.87 3.41 2.00 14.89


Complex Location :


-

Proving ring Constant 0.315 kg/Div. Height of Specimen ( H )

E‐327385.6860Bridge No. :Nandannagar Bore hole No.:Co-ordinate :

4.50

Location : 3 (LIG)N‐2641424.9120





www.bpcipl.com




page:-77 of 102

Annexure C1

Annexure C1

Project Name :

Client Name :

Project Code :

UU

38 mm

76 mm

Cell Pressure


Load at Failure(kg)

Deviator

Stress (kg/cm2)

EffectiveNormal

Stress (kg/cm2)


Strain at Failure

CohesionC

(kg/cm2)


ф (Degree)


Triaxial Sample

Moisture Content


0.50 82.0 25.83 1.87 2.37 1370 0.180

1.00 86.0 27.09 1.95 2.95 1400 0.184

1.50 89.0 28.04 1.98 3.48 1500 0.197



0.82 4.28 1.99 16.45


Complex Location :


-

Proving ring Constant 0.315 kg/Div. Height of Specimen ( H )

E‐327385.6860Bridge No. :Nandannagar Bore hole No.:Co-ordinate :

7.50

Location : 3 (LIG)N‐2641424.9120





www.bpcipl.com




0.000

0.500

1.000

1.500

2.000

2.500

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0

She

ar S

tres

s (K

g/sq

cm)


page:-78 of 102

Annexure C1

Annexure C1

Project Name :

Client Name :

Project Code :

60 mm

60 mm

24 mm

Normal Stress


Load at failure(kg)

Shear



Area (cm2)N

Value

Cohesion C

(kg/cm2)


(Degree)


Moisture Content


0.50 35.5 12.32 0.38 600 32.40 -

1.00 58.0 20.13 0.65 800 31.20 0.11 28.29

1.50 81.0 28.11 0.92 900 30.60 -


Depth of Sample (m) 10.50

1.90



E‐327385.6860Complex Location :


-



www.bpcipl.com







3 (LIG)Location : NandannagarN‐2641424.9120

21.25

Height of Specimen ( H )0.347 kg/Div.

TEST RESULT

Bridge No. :

y = 0.538x + 0.110

0.00

0.10

0.20

0.30

0.40

0.50

0.60

0.70

0.80

0.90

1.00

0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00 1.10 1.20 1.30 1.40 1.50 1.60

She

ar S

tres

s (k

g/cm

2)



page:-79 of 102

Annexure C1

Annexure C1

Project Name :

Client Name :

Project Code :

60 mm

60 mm

24 mm

Normal Stress


Load at failure(kg)

Shear



Area (cm2)N

Value

Cohesion C

(kg/cm2)


(Degree)


Moisture Content


0.50 34.0 11.79 0.37 700 31.80 -

1.00 59.5 20.65 0.66 800 31.20 0.08 30.35

1.50 86.0 29.84 0.96 800 31.20 -

1.91** 20.89

3 (LIG)N‐2641424.9120

TEST RESULT

Bore hole No.:



NandannagarComnplex Location :


0.347 kg/Div. Height of Specimen ( H )


Least Count of Gauge 0.01 mm/Div. Width of Specimen ( W )


Co-ordinate :E‐327385.6860

Bridge No. : -Location :






www.bpcipl.com

y = 0.586x + 0.077

0.00

0.20

0.40

0.60

0.80

1.00

1.20

0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00 1.10 1.20 1.30 1.40 1.50 1.60

She

ar S

tres

s (k

g/cm

2)



page:-80 of 102

Annexure C1

Annexure C1

Project Name :

Client Name :

Project Code :

60 mm

60 mm

24 mm

Normal Stress


Load at failure(kg)

Shear



Area (cm2)N

Value

Cohesion C

(kg/cm2)


(Degree)


Moisture Content


0.50 34.0 11.80 0.36 600 32.40 -

1.00 60.5 20.99 0.69 900 30.60 0.05 32.41

1.50 95.0 32.97 1.00 500 33.00 -

1.93** 18.77




www.bpcipl.com




3 (LIG)






Location : NandannagarN‐2641424.9120

Complex Location :

-


TEST RESULT



E‐327385.6860Bridge No. :

y = 0.635x + 0.048

0.00

0.20

0.40

0.60

0.80

1.00

1.20

0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00 1.10 1.20 1.30 1.40 1.50 1.60

She

ar S

tres

s (k

g/cm

2)



page:-81 of 102

Annexure C1

Annexure C1

Project Name :

Client Name :

Project Code :

Applied Pressure

(Kg/cm2)


ChangedDial Reading

(cm)


(cm)

VoidHeight (cm)

Voidratio

Changed in

Void ratio


pressibility. (av)


pressibility. (mv)


0.00 2349 2.00 0.756 0.608

0.10 2337 -0.0024 1.998 0.754 0.606 0.002 0.019 0.0120

0.25 2318 -0.0038 1.994 0.750 0.603 0.003 0.020 0.0127 0.008

0.50 2287 -0.0062 1.988 0.744 0.598 0.005 0.020 0.0124 0.017

1.00 2243 -0.0088 1.979 0.735 0.591 0.007 0.014 0.0089 0.024

2.00 2190 -0.0106 1.968 0.724 0.582 0.009 0.009 0.0054 0.028

4.00 2116 -0.0148 1.953 0.710 0.570 0.012 0.006 0.0038 0.040

8.00 2031 -0.0170 1.936 0.693 0.557 0.014 0.003 0.0022 0.045

4.00 2040 0.0018 1.938 0.694 0.558 -0.001 0.0004 0.0002 0.005

0.25 2069 0.0058 1.944 0.700 0.563 -0.005 0.0012 0.0008 0.004

Bore hole No. :


NandannagarOld Pineapple

Garden


Co-ordinate:

2.50

N-2641424.9120

Depth of Sample ( m )

Bridge No.:

3 (LIG)

0.002 mm/Div.

Location :Complex

Location :





6

2Wt. of Dry Sample ( Wd ) gm :- 91.04







FIXED TYPE



-E-327385.6860

0.550

0.560

0.570

0.580

0.590

0.600

0.610

0.10 1.00 10.00

Vo

id r

atio




Project Name :

Client Name :

Project Code :

Applied Pressure

(Kg/cm2)


ChangedDial Reading

(cm)


(cm)

VoidHeight (cm)

Voidratio

Changed in

Void ratio


pressibility. (av)


pressibility. (mv)


0.00 2278 2.00 0.732 0.577

0.10 2270 -0.0016 1.998 0.730 0.576 0.001 0.013 0.0080

0.25 2256 -0.0028 1.996 0.727 0.574 0.002 0.015 0.0093 0.006

0.50 2234 -0.0044 1.991 0.723 0.570 0.003 0.014 0.0088 0.012

1.00 2199 -0.0070 1.984 0.716 0.565 0.006 0.011 0.0070 0.018

2.00 2151 -0.0096 1.975 0.706 0.557 0.008 0.008 0.0048 0.025

4.00 2080 -0.0142 1.960 0.692 0.546 0.011 0.006 0.0036 0.037

8.00 1999 -0.0162 1.944 0.676 0.533 0.013 0.003 0.0021 0.042

4.00 2005 0.0012 1.945 0.677 0.534 -0.001 0.000 0.0002 0.003

0.25 2031 0.0052 1.951 0.682 0.538 -0.004 0.001 0.0007 0.003

FIXED TYPE

6

2
















Co-ordinate:

Bridge No.:

3 (LIG)

0.002 mm/Div.

-E-327385.6860

N-2641424.9120

Bore hole No. :



GardenLocation :

Complex Location :

0.530

0.540

0.550

0.560

0.570

0.580

0.10 1.00 10.00

Vo

id r

atio




Bore hole No.

SampleNo.

Depth (m)WL

(%)

WP

(%)

IP

(%)

DS_1 0.50 44 20 24

UDS_1 2.50 41 21 20

UDS_2 4.50 43 22 21

UDS_3 7.50 38 18 20

UDS_4 10.50 30 21 9

- - - - - -

- - - - - -

- - - - - -

- - - - - -

X Y

20 0

100 58

0 4

25.48 4

0 7

29.59 7

35 0

35 25

50 0

50 37

CI

-

Co-ordinate:


CL

BH-3 (LIG)

Bridge No.: -Location :

CI

Soil Classification


CI

Client Name :

E-327385.6860Nandannagar


-

-

-



Kolkata - 700099

www.bpcipl.com

CI

Project Code :

Complex Location :

Old Pineapple

Garden

Project Name :

N-2641424.9120

Consultancy Services for preparation of detailed project report (DPR) based on detailed topographical survey, collection of hydrological data, detailed geotechnical sub-soil investigation along with detailed price/cost estimate and other relevant allied works of the project- Proposed Township at Govt. Land (Old Pineapple Garden), Behind Fernando Rehabilitation, near Don



0

10

20

30

40

50

60

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100

Pla

sti

cit

y In

de

x I

p (%

)

Liquid Limit WL (%)

PLASTICITY CHART

0.50 2.50 4.50 7.50 10.50

35= LW

50= L W

A - LINE

)20-LW(0.73= PI

CI

CH

MH / OH

MI / OICL- ML

ML / OLML

CL

page:-84 of 102

Annexure C1

Annexure C1

B4


BH-4 (MIG)

Annexure C1

Annexure C1

Project Name :

Client Name :

Project Code :

Job Code:

Complex Location

Borehole No.




From

To

From

To

Type

15

cm

30

cm

45

cm N

Value

Co

rre

cte

d N

"

DS_1 - - - - - - - - -

DS_2 - - - - - - - - -

27.010

26.560S/D_1 1.50 - 1.95 3 3 4 7 - - - - -

26.310

25.860UDS_1 2.20 - 2.65 - - - - - - - - -

25.510

25.060S/D_2 3.00 - 3.45 5 6 8 14 - - - - -

24.010

23.560UDS_2 4.50 - 4.95 - - - - - - - - -

22.510

22.060S/D_3 6.00 - 6.45 4 5 8 13 - - - - -

21.010

20.560

UDS_3 7.50 - 7.95 - - - - - - - - -

19.510

19.060

S/D_4 9.00 - 9.45 6 10 11 21 - - - - -

18.010

17.560UDS_4 10.50 - 10.95 - - - - - - - - -

16.510

16.230S/D_5 12.00 - 12.28 34

54B/ 13CM

Re >100 - - - - -

W_1 - - - - - - - - -

15.010

14.710S/D_6 13.50 - 13.80 32

60B/ 15CM

Re >100 - - - - -

13.510

13.060S/D_7 15.00 - 15.45 8 18 20 38 21 - - - -

13.510

13.060S/D_7 15.00 - 15.45 8 18 20 38 21 - - - -

12.010

11.560S/D_8 16.50 - 16.95 9 15 18 33 19 - - - -

10.510

10.060S/D_9 18.00 - 18.45 12 16 18 34 19 - - - -

9.010

8.560S/D_10 19.50 - 19.95 9 12 18 30 17 - - - -

7.510

7.060S/D_11 21.00 - 21.45 6 11 18 29 17 - - - -

6.010

5.560S/D_12 22.50 - 22.95 9 15 20 35 18 - - - -

4.510

4.060S/D_13 24.00 - 24.45 12 15 30 45 21 - - - -

3.010

2.560S/D_14 25.50 - 25.95 10 19 32 51 22 - - - -

1.510

1.060S/D_15 27.00 - 27.45 11 26 32 58 24 - - - -

0.010

-0.440S/D_16 28.50 - 28.95 14 27 35 62 25 - - - -

-1.490

-1.940S/D_17 30.00 - 30.45 17 32 45 77 29 - - - -

BGL : AGL :

21.010Very stiff, Yellowish grey /brownish, silty clay / clayeysilt with little percentage ofkankars, gravels & sandmixture. (CI)7.50m to 10.50m

28.510

Medium to stiff, yellowishbrown / yellowish grey, siltyclay / clayey silt with somesand mixture & traces ofgravels & kankars. (CI)0.00m to 7.50m

Above ground Level R : RunB : Blows Re : Refusal TCR : Total Core Recovery RQD : Rock Quality Designation Below ground Level


P0196 Location Nandannagar Co-ordinate :

17

4






www.bpcipl.com



E-327387.7490 N-2641350.1210




4 (MIG) Commencement Date 31.08.19 No. of SP Test ( S )

19 (D-2 & S-17)



Total Core

Length(cm)

TCR(%)

RQD(%)

Co

lou

rs o

f re

turn

Wa

ter

Wa

ter

Lo

ss

RemarksDescription of Soil Stratum

& Rock Methology


(m)HatchingPattern


(m)Sample / Event


Depth (m)

-

-

-

-

-

-

-

-

-

-

28.010 0.50 -

-

27.510 -1.00

-

Bro

wn

ish

-

12.5016.010

-

-

-

-

-

-

-

-

-

-

21.010

18.010

14.310

-1.940

3.010

Very dense, brownish yellow/ yellowish, silty fine grainedsand with traces of mica,kankars & clay binders. (SM)25.50m to 30.45m

18.010

Very dense, yellowish brown,silty sand with highpercentage of kankars,gravels & traces of claybinders. (Murrum) (SM)10.50m to 14.20m

3.010

14.310

Medium dense to dense, brownish yellow / yellowish,silty fine grained sand withtraces of mica & clay binders. (SM)14.20m to 25.50m


Wa

ter

Co

nte

nt

(%)

(W)

@ S

am

ple

Wa

ter

Co

nte

nt

(%)

(W)

@

Str

en

gth

Sa

mp

le

Wa

ter

Co

nte

ntt

(%

) (W

) @

C

on

solid

atio

n S

am

ple

Ave

rag

e W

ate

r C

on

ten

t (%

) (W

)

Bu

lk D

en

sity

(g

m/c

c) b

) @

ave

rag

e s

tre

ng

th S

am

ple

Dry

De

nsi

ty (

gm

/cc) d

)

@ a

s p

er

ave

rag

e w

ate

r C

on

ten

t

Gra

vel (

%)

(G)

Sa

nd

(%

) (S

)

Silt

(%

) (M

)

Cla

y (%

) (C

)

Liq

uid

Lim

it (%

) (W

L)

Pla

stic

Lim

it (

%)

(WP

)

Pla

stic

ity I

nd

ex

(%

) (I

P)

Sh

rinka

ge

Lim

it (

%)

(W

s /

Wsu

)

Co

mp

ress

ive

Str

ess

(kg

/cm

2 ) (q

u)

Typ

e o

f T

est

Co

he

sio

n (

kg/c

m2 )

(C)

An

gle

of

Fric

tion

(ɸ

)

Va

ne

Sh

ea

r S

tre

ng

th (

kg/c

m2 )

(S)

Initi

al V

oid

Ra

tio (

eo)

Co

mp

ress

ion

In

de

x (

CC)

26

.11

.20

DS

_2

1.0

0

27

.51

- - CI^^ 20.38 - - 20 - - 2.64 0 47 32 21 - - - - - - - - - - - - - -

31

.08

.19

UD

S_

1

2.2

0

26

.31

- - CI 18.55 19.46 19.07 19 1.90 1.60 2.64 0 41 43 16 38 22 16 - - - - - UU 0.50 2 - 0.761 0.143

31

.08

.19

S/D

_2

3.0

0

25

.51

14 - CI^^ 21.80 - - 22 - - 2.72 10 25 47 18 - - - - - - - - - - - - - -

31

.08

.19

UD

S_

2

4.5

0

24

.01

- - CI 16.07 15.28 15.60 16 1.94 1.68 2.62 1 29 46 24 41 19 22 - - - - - UU 0.70 6 - 0.623 0.105

31

.08

.19

S/D

_3

6.0

0

22

.51

13 - CH 30.33 - - 30 - - - - - - - 57 28 29 - - - - - - - - - - -

31

.08

.19

UD

S_

3

7.5

0

21

.01

- - CI 14.01 13.34 14.38 14 1.96 1.72 2.60 0 44 39 17 39 22 17 - - - - - UU 0.74 4 - 0.617 0.092

31

.08

.19

S/D

_4

9.0

0

19

.51

21 - CI^^ 18.40 - - 18 - - 2.65 3 45 38 14 - - - - - - - - - - - - - -


12.50



Sw

elli

ng

Pre

suu

re (

kg/c

m2 )

IS -

27

20

Pa

rt-

41

M BGL

Pe

rme

ab

ility

Te

st

(KT)

IS -

27

20

Pa

rt-

17

Natural Density

28.5104 (MIG)N-2641350.1210

Fre

e S

we

ll In

de

x (%

) IS

- 2

72

0 P

art

- 4

0


Ha

tch

ing

Pa

tte

rn

So

il C

lass

ifica

tion

IS

- 1

49

8

Stiff, yellowish brown, clayeysilt with some sand mixture &traces of gravels & kankars.

Yellowish grey, clayey silt withsome sand mixture & traces ofkankars.

Stiff, yellowish brown, silty clay/ clayey silt with some sandmixture & traces of kankars.


Sp

. G

ravi

ty (

G)

IS -

27

20

Pa

rt -

3 (

Se

c-1


IS - 2720 Part - 5 / 6







Kolkata - 700099

www.bpcipl.com


Bore hole No.:


Project Name :

Client Name :

Project Code :

Type of Soil Sample

Co

rre

cte

d N

" V

alu

e

IS -

21

31

Ob

serv

ed

N V

alu

e

IS -

21

31


Da

te o

f S

am

plin

g

Sa

mp

le D

ep

th (

m)

Sa

mp

le E

leva

tion

(m

)

Sa

mp

le N

o.

Yellowish brown, clayey siltwith some sand mixture.

Yellowish grey, clayey silt withsome sand mixture.

Yellowish grey, silty clay /clayey silt with some sandmixture.

Very stiff, brownish, silty clay /clayey silt with some sandmixture & traces of kankars,gravels.

page:-86 of 102

Annexure C1

Annexure C1

Wa

ter

Co

nte

nt

(%)

(W)

@ S

am

ple

Wa

ter

Co

nte

nt

(%)

(W)

@

Str

en

gth

Sa

mp

le

Wa

ter

Co

nte

ntt

(%

) (W

) @

C

on

solid

atio

n S

am

ple

Ave

rag

e W

ate

r C

on

ten

t (%

) (W

)

Bu

lk D

en

sity

(g

m/c

c) b

) @

ave

rag

e s

tre

ng

th S

am

ple

Dry

De

nsi

ty (

gm

/cc) d

)

@ a

s p

er

ave

rag

e w

ate

r C

on

ten

t

Gra

vel (

%)

(G)

Sa

nd

(%

) (S

)

Silt

(%

) (M

)

Cla

y (%

) (C

)

Liq

uid

Lim

it (%

) (W

L)

Pla

stic

Lim

it (

%)

(WP

)

Pla

stic

ity I

nd

ex

(%

) (I

P)

Sh

rinka

ge

Lim

it (

%)

(W

s /

Wsu

)

Co

mp

ress

ive

Str

ess

(kg

/cm

2 ) (q

u)

Typ

e o

f T

est

Co

he

sio

n (

kg/c

m2 )

(C)

An

gle

of

Fric

tion

(ɸ

)

Va

ne

Sh

ea

r S

tre

ng

th (

kg/c

m2 )

(S)

Initi

al V

oid

Ra

tio (

eo)

Co

mp

ress

ion

In

de

x (

CC)


12.50



Sw

elli

ng

Pre

suu

re (

kg/c

m2 )

IS -

27

20

Pa

rt-

41

M BGL

Pe

rme

ab

ility

Te

st

(KT)

IS -

27

20

Pa

rt-

17

Natural Density

28.5104 (MIG)N-2641350.1210

Fre

e S

we

ll In

de

x (%

) IS

- 2

72

0 P

art

- 4

0


Ha

tch

ing

Pa

tte

rn

So

il C

lass

ifica

tion

IS

- 1

49

8


Sp

. G

ravi

ty (

G)

IS -

27

20

Pa

rt -

3 (

Se

c-1


IS - 2720 Part - 5 / 6







Kolkata - 700099

www.bpcipl.com


Bore hole No.:


Project Name :

Client Name :

Project Code :

Type of Soil Sample

Co

rre

cte

d N

" V

alu

e

IS -

21

31

Ob

serv

ed

N V

alu

e

IS -

21

31


Da

te o

f S

am

plin

g

Sa

mp

le D

ep

th (

m)

Sa

mp

le E

leva

tion

(m

)

Sa

mp

le N

o.

31

.08

.19

UD

S_

4

10

.50

18

.01

- - SM 15.69 16.04 - 16 1.90 1.64 2.68 11 62 27* - - - - - DS 0.08 29 - - -

31

.08

.19

S/D

_5

12

.00

16

.51

>1

00

- SM 19.13 - - 19 - - 2.63 8 60 24 8 - - - - - - - - - - - - - -

01

.09

.19

S/D

_7

15

.00

13

.51

38

21 SM 21.24 - - 21 - - 3 1 68 31* - - - - - - - - - - -

02

.09

.19

S/D

_1

1

21

.00

7.5

1

29

17

02

.09

.19

S/D

_1

2

22

.50

6.0

1

35

18

02

.09

.20

S/D

_1

4

25

.50

3.0

1

51

22 SM 17.46 - - 17 - - 2.68 1 77 22* - - - - - - - - - - -

02

.09

.19

S/D

_1

5

27

.00

1.5

1

58

24 SM 20.37 - - 20 - - 2.70 0 70 30* - - - - - - - - - - -

02

.09

.19

S/D

_1

7

30

.00

-1.4

9

77

29 SM 18.25 - - 18 - - 2.69 2 80 18* - - - - - - - - - - -

^^ : * : NA : DS : # : ** : Np :


2.65- - - -

Non Plastic

- - - -27*730 - 310.05DS#

Very dense, brownish yellow /yellowish, silty fine grainedsand with traces of mica,kankars & clay binders.

--19.83SM 1.93**20

Non Plastic


Direct Shear Test AssumedSoil Classification in this case is based on average layer properties.

Distureb Sample Undistureb Sample SPT Sample

Very dense, yellowish brown,silty sand with high percentageof kankars, gravels & traces ofclay binders. (Murrum)

Above Ground Level

Remolded Sample



Non Plastic

Non Plastic

Non Plastic

Non Plastic

Non Plastic

Medium dense to dense,brownish yellow / yellowish,silty fine grained sand withtraces of mica & clay binders

page:-87 of 102

Annexure C1

Annexure C1

Project Name :

Client Name :

Project Code :


Co-ordinate :

E-327387.7490

N-2641350.1210

Bridge No.:

Location :Bore hole

No. :



Kolkata - 700099

www.bpcipl.com




4 (MIG)NandannagarComplex Location :

Old Pineapple

Garden-

0.00

5.00

10.00

15.00

20.00

25.00

30.00

35.00

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80

Dep

th (

m)

N Value

Observed N value BH-4 (MIG) Corrected N value BH-4 (MIG)

page:-88 of 102

Annexure C1

Annexure C1

Project Name :

Client Name :

Project Code :

1.00 0.00 0.00 1.68 44.83 46.51 32.19 21.30 - - - - -

2.20 0.22 1.53 3.49 35.85 40.87 43.31 15.60 38 22 16 - -

3.00 9.77 4.43 4.02 16.87 25.32 46.51 18.40 - - - - -

4.50 1.13 0.67 4.73 24.01 29.41 45.56 23.90 41 19 22 - -

Nandannagar

Coarse Sand (%)

4.75 - 2.00(mm)


IS - 2720 PART - 4




N-2641350.1210

4 (MIG)

Bore hole No.

Sample Depth (m)

Gravel (%)

> 4.75 (mm)

E-327387.7490


Silt (%) 0.075 - 0.002

(mm)


Plastic Limit (WP)

%

Grain size Analysis

Co-ordinate :

-Location :Complex

Location :





(CC)


Bridge No. :

Plasticity Index

(IP)(%)

Medium Sand (%)

2.00 - 0.425 (mm)

Clay (%)< 0.002

(mm)

Fine Sand (%)0.425 - 0.075

(mm)

4.752.000.0750.002 0.425 10.00 20.00

0

10

20

30

40

50

60

70

80

90

100

0.0010 0.0100 0.1000 1.0000 10.0000 100.0000

(%)

of

fin

er

Grain Size (mm)


1.00 2.20 3.00 4.50

page:-89 of 102

Annexure C1

Annexure C1

Project Name :

Client Name :

Project Code :

7.50 0.20 0.63 5.39 37.89 43.91 38.59 17.30 39 22 17 - -

9.00 2.62 0.12 2.82 41.92 44.86 38.12 14.40 - - - - -

10.50 8.77 0.27 5.86 58.32 64.45 - -

12.00 7.36 0.85 4.56 55.05 60.46 23.98 8.20 - - - - -

Non Plastic


(CC)

-





N-2641350.1210



Plastic Limit (WP)

%

Bridge No. :

Plasticity Index

(IP)(%)

Location :Complex

Location :


4 (MIG)

Bore hole No.

Sample Depth (m)

Coarse Sand (%)

4.75 - 2.00(mm)

IS - 2720 PART - 4

Grain size Analysis

Co-ordinate :

Gravel (%)

> 4.75 (mm)

Fine Sand (%)0.425 - 0.075

(mm)



E-327387.7490


Silt (%) 0.075 - 0.002

(mm)

Medium Sand (%)

2.00 - 0.425 (mm)

Clay (%)< 0.002

(mm)

26.78*

4.752.000.0750.002 0.425 10.00 20.00

0

10

20

30

40

50

60

70

80

90

100

0.0010 0.0100 0.1000 1.0000 10.0000 100.0000

(%)

of

fin

er

Grain Size (mm)


7.50 9.00 10.50 12.00

page:-90 of 102

Annexure C1

Annexure C1

Project Name :

Client Name :

Project Code :

15.00 0.99 0.54 14.94 52.20 67.68 - -

21.00+22.50 0.00 0.00 9.33 64.11 73.45 - -

25.50 0.82 0.16 7.96 68.99 77.11 - -

27.00 0.00 0.00 8.73 61.49 70.22 - -

22.07*

29.78*

Non Plastic

Non Plastic

Non Plastic

Non Plastic


Coarse Sand (%)

4.75 - 2.00(mm)

IS - 2720 PART - 4

Grain size Analysis

Co-ordinate :

E-327387.7490

N-2641350.1210

Plasticity Index

(IP)(%)

4 (MIG)

Bore hole No.

Sample Depth (m)

Gravel (%)

> 4.75 (mm)



Silt (%) 0.075 - 0.002

(mm)


(CC)

31.33*

26.55*




Plastic Limit (WP)

%

-Complex

Location :




Medium Sand (%)

2.00 - 0.425 (mm)

Clay (%)< 0.002

(mm)



Fine Sand (%)0.425 - 0.075

(mm)

Bridge No. :

4.752.000.0750.002 0.425 10.00 20.00

0

10

20

30

40

50

60

70

80

90

100

0.0010 0.0100 0.1000 1.0000 10.0000 100.0000

(%)

of

fin

er

Grain Size (mm)


15.00 21.00+22.50 25.50 27.00

page:-91 of 102

Annexure C1

Annexure C1

Project Name :

Client Name :

Project Code :

4 (MIG) 30.00 1.74 0.18 7.02 72.79 79.99 - -

- - - - - - - - - - - - - -

- - - - - - - - - - - - - -

- - - - - - - - - - - - - -

-

Non Plastic18.27*

Fine Sand (%)0.425 - 0.075

(mm)


Silt (%) 0.075 - 0.002

(mm)


(CC)


Plastic Limit (WP)

%

Plasticity Index

(IP)(%)








Location :Complex

Location :Co-

ordinate :

E-327387.7490

N-2641350.1210Bridge No. :

Coarse Sand (%)

4.75 - 2.00(mm)

IS - 2720 PART - 4

Grain size Analysis

Medium Sand (%)

2.00 - 0.425 (mm)


Bore hole No.

Sample Depth (m)

Gravel (%)

> 4.75 (mm)

Clay (%)< 0.002

(mm)

4.752.000.0750.002 0.425 10.00 20.00

0

10

20

30

40

50

60

70

80

90

100

0.0010 0.0100 0.1000 1.0000 10.0000 100.0000

(%)

of

fin

er

Grain Size (mm)


30.00

page:-92 of 102

Annexure C1

Annexure C1

Project Name :

Client Name :

Project Code :

UU

38 mm

76 mm

Cell Pressure


Load at Failure(kg)

Deviator

Stress (kg/cm2)

EffectiveNormal

Stress (kg/cm2)


Strain at Failure

CohesionC

(kg/cm2)


ф (Degree)


Triaxial Sample

Moisture Content


0.50 47.0 14.81 1.08 1.58 1300 0.171

1.00 49.0 15.44 1.11 2.11 1400 0.184

1.50 51.0 16.07 1.14 2.64 1500 0.197


0.315 kg/Div.

E‐327387.7490




www.bpcipl.com






Complex Location :

4 (MIG)

1.90 19.460.50 2.16

Type of Test

Proving ring Constant Height of Specimen ( H )

TEST RESULT0.01 mm/Div.

Depth of Sample (m)

Bridge No. :



2.20

-

0.000

0.500

1.000

1.500

2.000

0.0 0.5 1.0 1.5 2.0 2.5 3.0

She

ar S

tres

s (K

g/sq

cm)


page:-93 of 102

Annexure C1

Annexure C1

Project Name :

Client Name :

Project Code :

UU

38 mm

76 mm

Cell Pressure


Load at Failure(kg)

Deviator

Stress (kg/cm2)

EffectiveNormal

Stress (kg/cm2)


Strain at Failure

CohesionC

(kg/cm2)


ф (Degree)


Triaxial Sample

Moisture Content


0.50 75.5 23.78 1.72 2.22 1370 0.180

1.00 80.0 25.20 1.81 2.81 1400 0.184

1.50 86.5 27.25 1.93 3.43 1500 0.197

-

TEST RESULTProving ring Constant


4 (MIG)




www.bpcipl.com


Dia of Specimen ( D )0.01 mm/Div.

E‐327387.7490Co-ordinate :Location : Nandannagar

1.94 15.280.70 6.24

Height of Specimen ( H )0.315 kg/Div.



Bridge No. :



Old Pineapple Garden N‐2641350.1210

Complex Location :

Type of Test

Bore hole No.:

0.000

0.500

1.000

1.500

2.000

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5

She

ar S

tres

s (K

g/sq

cm)


page:-94 of 102

Annexure C1

Annexure C1

Project Name :

Client Name :

Project Code :

UU

38 mm

76 mm

Cell Pressure


Load at Failure(kg)

Deviator

Stress (kg/cm2)

EffectiveNormal

Stress (kg/cm2)


Strain at Failure

CohesionC

(kg/cm2)


ф (Degree)


Triaxial Sample

Moisture Content


0.50 75.0 23.63 1.67 2.17 1500 0.197

1.00 77.5 24.41 1.81 2.81 1200 0.158

1.50 81.0 25.52 1.83 3.33 1400 0.184


0.315 kg/Div.

E‐327387.7490




www.bpcipl.com






Complex Location :

4 (MIG)

1.96 13.340.74 4.29

Type of Test

Proving ring Constant Height of Specimen ( H )

TEST RESULT0.01 mm/Div.

Depth of Sample (m)

Bridge No. :



7.50

-

0.000

0.500

1.000

1.500

2.000

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5

She

ar S

tres

s (K

g/sq

cm)


page:-95 of 102

Annexure C1

Annexure C1

Project Name :

Client Name :

Project Code :

60 mm

60 mm

24 mm

Normal Stress


Load at failure(kg)

Shear



Area (cm2)N

Value

Cohesion C

(kg/cm2)

Angle of Friction

ф(Degree)


shear sample

Moisture Content


0.50 33.5 11.62 0.36 600 32.40 -

1.00 58.5 20.30 0.64 700 31.80 - 0.08 29.24

1.50 81.0 28.11 0.92 900 30.60 -

-Old Pineapple

Garden

E‐327387.7490Bridge No. :


TEST RESULT








Complex Location :

1.90 16.04




www.bpcipl.com




4 (MIG)

y = 0.560x + 0.079

0.00

0.10

0.20

0.30

0.40

0.50

0.60

0.70

0.80

0.90

1.00

0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00 1.10 1.20 1.30 1.40 1.50 1.60

She

ar S

tres

s (k

g/cm

2)



page:-96 of 102

Annexure C1

Annexure C1

Project Name :

Client Name :

Project Code :

60 mm

60 mm

24 mm

Normal Stress


Load at failure(kg)

Shear



Area (cm2)N

Value

Cohesion C

(kg/cm2)

Angle of Friction

ф(Degree)


shear sample

Moisture Content


0.50 32.0 11.10 0.35 700 31.80 -

1.00 61.0 21.17 0.65 600 32.40 - 0.05 31.27

1.50 86.0 29.84 0.96 800 31.20 -

1.93** 18.46




www.bpcipl.com




4 (MIG)







Complex Location :

-Old Pineapple

Garden

E‐327387.7490Bridge No. :


TEST RESULT


y = 0.607x + 0.046

0.00

0.20

0.40

0.60

0.80

1.00

1.20

0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00 1.10 1.20 1.30 1.40 1.50 1.60

She

ar S

tres

s (k

g/cm

2)



page:-97 of 102

Annexure C1

Annexure C1

Project Name :

Client Name :

Project Code :

Applied Pressure

(Kg/cm2)


ChangedDial

Reading (cm)


Reading (cm)

VoidHeight

(cm)

Voidratio

Changed in

Void ratio


pressibility. (av)


Com -pressibility.

(mv)


0.00 1873 2.00 0.864 0.761

0.10 1850 -0.0046 1.995 0.859 0.757 0.004 0.040 0.023

0.25 1809 -0.0082 1.987 0.851 0.749 0.007 0.048 0.027 0.018

0.50 1748 -0.0122 1.975 0.839 0.739 0.011 0.043 0.025 0.036

1.00 1666 -0.0164 1.959 0.823 0.724 0.014 0.029 0.017 0.048

2.00 1533 -0.0266 1.932 0.796 0.701 0.023 0.023 0.014 0.078

4.00 1367 -0.0332 1.899 0.763 0.672 0.029 0.015 0.009 0.097

8.00 1122 -0.0490 1.850 0.714 0.628 0.043 0.011 0.006 0.143

4.00 1146 0.0048 1.855 0.719 0.633 -0.004 0.001 0.001 0.014

0.25 1243 0.0194 1.874 0.738 0.650 -0.017 0.005 0.003 0.014

19.07

Bridge No.:

4 (MIG)Bore hole No. :

Complex Location :


Garden


Location :Co-

ordinate:







0.002 mm/Div.

-E-327387.7490

N-2641350.1210





Moisture Content (%) @ Consolidation Sample

FIXED TYPE

6

2





0.620

0.640

0.660

0.680

0.700

0.720

0.740

0.760

0.780

0.10 1.00 10.00

Vo

id r

atio




Project Name:

Client Name :

Project Code :

Applied Pressure

(Kg/cm2)


ChangedDial

Reading (cm)


Reading (cm)

VoidHeight

(cm)

Voidratio

Changed in

Void ratio


pressibility. (av)


Com -pressibility.

(mv)


0.00 1798 2.00 0.768 0.623

0.10 1782 -0.0032 1.997 0.764 0.620 0.003 0.026 0.016

0.25 1760 -0.0044 1.992 0.760 0.617 0.004 0.024 0.015 0.009

0.50 1728 -0.0064 1.986 0.754 0.611 0.005 0.021 0.013 0.017

1.00 1672 -0.0112 1.975 0.742 0.602 0.009 0.018 0.011 0.030

2.00 1582 -0.0180 1.957 0.724 0.588 0.015 0.015 0.009 0.049

4.00 1459 -0.0246 1.932 0.700 0.568 0.020 0.010 0.006 0.066

8.00 1264 -0.0390 1.893 0.661 0.536 0.032 0.008 0.005 0.105

4.00 1290 0.0052 1.898 0.666 0.540 -0.004 0.001 0.001 0.014

0.25 1345 0.0110 1.909 0.677 0.549 -0.009 0.002 0.002 0.007







2




Wt. of Dry Sample ( Wd ) gm :-

Nandannagar

0.002 mm/Div.

-E-327387.7490

N-2641350.1210

91.26


15.60 6

FIXED TYPE


Location :Co-

ordinate:Bridge No.:

1.23Solid Height of Sample ( Hs ) cm :-


Complex Location :




2.62


0.520

0.540

0.560

0.580

0.600

0.620

0.640

0.10 1.00 10.00

Vo

id r

atio




Project Name :

Client Name :

Project Code :

Applied Pressure

(Kg/cm2)


ChangedDial

Reading (cm)


Reading (cm)

VoidHeight

(cm)

Voidratio

Changed in

Void ratio


pressibility. (av)


Com -pressibility.

(mv)


0.00 1872 2.00 0.763 0.617

0.10 1862 -0.0020 1.998 0.761 0.616 0.002 0.016 0.010

0.25 1844 -0.0036 1.994 0.758 0.613 0.003 0.019 0.012 0.007

0.50 1816 -0.0056 1.989 0.752 0.608 0.005 0.018 0.011 0.015

1.00 1772 -0.0088 1.980 0.743 0.601 0.007 0.014 0.009 0.024

2.00 1701 -0.0142 1.966 0.729 0.590 0.011 0.011 0.007 0.038

4.00 1582 -0.0238 1.942 0.705 0.570 0.019 0.010 0.006 0.064

8.00 1410 -0.0344 1.908 0.671 0.542 0.028 0.007 0.004 0.092

4.00 1422 0.0024 1.910 0.673 0.544 -0.002 0.000 0.000 0.006

0.25 1471 0.0098 1.920 0.683 0.552 -0.008 0.002 0.001 0.007

14.38

Bridge No.:


Complex Location :


Garden


Location :Co-

ordinate:







0.002 mm/Div.

-E-327387.7490

N-2641350.1210






FIXED TYPE

6

2





0.530

0.550

0.570

0.590

0.610

0.630

0.10 1.00 10.00

Vo

id r

atio




Bore hole No.

SampleNo.

Depth (m)WL

(%)

WP

(%)

IP

(%)

UDS_1 2.20 38 22 16

UDS_2 4.50 41 19 22

S/D_3 6.00 57 28 29

UDS_3 7.50 39 22 17

- - - - -

- - - - -

- - - - -

- - - - -

- - - - -

X Y

20 0

100 58

0 4

25.48 4

0 7

29.59 7

35 0

35 25

50 0

50 37

BH-4 (MIG)

Client Name :

Project Code :

NandannagarN-2641350.1210

Old Pineapple

Garden

CH

CI

Location :

Soil Classification

CI



Co-ordinate:

E-327387.7490

Project Name :

Bridge No.:





Kolkata - 700099

www.bpcipl.com

-Complex

Location :


-

-

-

-


-

CI

0

10

20

30

40

50

60

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100

Pla

sti

cit

y In

de

x I

p (%

)

Liquid Limit WL (%)

PLASTICITY CHART

2.20 4.50 6.00 7.50

35= LW

50= L W

A - LINE

)20-LW(0.73= PI

CI

CH

MH / OH

MI / OICL- ML

ML / OLML

CL

page:-101 of 102

Annexure C1

Annexure C1

ANNEXURE-C

Chemical Test Result Nandannagar

Annexure C1

Annexure C1

ChemicalAnalysisofCollectedSoilSamples

BH No. Depth (m) pH Value Total Soluble

Sulphate as SO3=

(% by mass)

Total Chloride Content as Cl-

(water extract)

(% by mass)

BH-1 2.50 to 2.95 6.52 0.049 0.009

BH-2 2.50 to 2.45 7.02 0.062 0.006

BH-3 7.50 to 7.95 6.38 0.057 0.007

BH-4 4.50 to 4.95 6.24 0.041 0.008

Test Specification: - IS:2720 (Relevant Part) & BS: 1377(P-3)

Remarks: The above specific sample was duly tested as per relevant test method.

CONCLUSION

From the above chemical test results, it can be seen clearly that all the three parameters (i.e.) pH, chlorides and sulphates are well within permissible limits in soil samples. To conclude Ordinary Portland cement Portland Slag Cement or Portland Pozzolana Cement can be used for the purpose. No Special measures are necessary.

page:-102 of 102

Annexure C1

Annexure C1

S

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406.17 sq. m

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257.42 sq. m

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SO

CK

P

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AN

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P

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SEPTIC TANK

SOCK PIT

S

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P

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HIG

1

HIG

2

LIG

T

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W

A

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-

K

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NG

Z

ON

E

HIG

3

CONSULTANT : Concept Building, Prince Park,

Ph: +9133-24847526, 24847527514/A/1 Kalikapur Road, Kolkata - 700099, W. B.

mail : [email protected]

CORPORATE OFFICE:

web : www.bpcipl.com

TRIPURA URBAN PLANNING AND

DEVELOPMENT AUTHORITY

DRAWN BY: P.PAUL

CHECKED BY: G.PAUL

DATE :- SEPTEMBER' 2019

Site Layout is subjected to minor

modifications

D I S C L A I M E R

NOTES

LAND AREA = 5.79 Acre (Approx.)

TOTAL BUILT UP AREA = 37855.95

SQM (407478.10 SQFT) (Approx.)

- AMENITIES LIST -

· OFFICE

· GYM

· OPEN PARKING

· COVERED PARKING

· SHOPPING COMPLEX

· COMMUNITY HALL

· PARK

· WALKWAYS

· SOLID WASTE MANAGEMENT

· TOT-LOT GROUND

· CC-TV SURVEILLANCE

· SECURITY ROOM

ANNEXURE C2 - LAYOUT PLAN OF NANDANNAGAR

SITE

PAGE - 1 OF 2

TITLE - LAYOUT PLAN FOR NANDANNAGAR SITE

AutoCAD SHX Text

HOUSE

AutoCAD SHX Text

HOUSE

AutoCAD SHX Text

HOUSE

AutoCAD SHX Text

3.5M ROAD WIDTH

AutoCAD SHX Text

PARKING ZONE

288.46 s

q ft a

rea

HIG

2

31 N

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AR

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406.17 sq. m

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257.42 sq. m

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K

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2

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0

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ft a

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e

a

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ft a

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e

a

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0

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q

ft a

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e

a

LA

DIE

S - G

YM

GE

NTS

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O

F

F

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E

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O

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M

U

IN

IT

Y

H

A

L

L

O

F

F

IC

E

S

H

O

P

HIG

1

HIG

2

LIG

HIG

3




CORPORATE OFFICE:




ANNEXURE C2 - LAYOUT PLAN OF NANDANNAGAR

SITE

PAGE - 2 OF 2

DRAWN BY: P.PAUL

CHECKED BY: G.PAUL


Parking Layout is subjected to minor

modifications

TITLE - LAYOUT PLAN FOR NANDANNAGAR SITE (PARKING AND COMMERCIAL)

D I S C L A I M E R

NOTES

OPEN PARKING = 191 NOS. (Approx.)

COVERED PARKING = 130

NOS.(Approx.)

TOTAL PARKING = 321 NOS.

COMMERCIAL AREA = 12000 SQFT

(Approx.)

COMMERCIAL AREA

SHADED CAR PARKING

AutoCAD SHX Text

HOUSE

AutoCAD SHX Text

HOUSE

AutoCAD SHX Text

HOUSE

AutoCAD SHX Text

3.5M ROAD WIDTH

KITCHEN

2050 X 2350

E

1385 1700

0.9

M

W

ID

E B

AL

CO

NY

E

1200 1700

KITCHEN

2050 X 2350

E

1385 1700

0.9

M

W

ID

E B

AL

CO

NY

E

1200 1700

KITCHEN

2050 X 2350

E

1385 1700

0.9

M

W

ID

E B

AL

CO

NY

E

1200 1700

KIT

CH

EN

20

50

X

2

35

0

E

13

85

1

70

0

0.9 M WIDE BALCONY

E

12

00

1

70

0

KIT

CH

EN

20

50

X

2

35

0

E

13

85

1

70

0

0.9 M WIDE BALCONY

E

12

00

1

70

0

KITCHEN

2050 X 2350

E

1385 1700

0.9

M

W

ID

E B

AL

CO

NY

E

1200 1700

KITCHEN

2050 X 2350

E

1385 1700

0.9

M

W

ID

E B

AL

CO

NY

E

1200 1700

KIT

CH

EN

20

50

X

2

35

0

E

13

85

1

70

0

0.9 M WIDE BALCONY

E

12

00

1

70

0

KIT

CH

EN

20

50

X

2

35

0

E

13

85

1

70

0

0.9 M WIDE BALCONY

E

12

00

1

70

0




CORPORATE OFFICE:




ANNEXURE C3 - INDIVIDUAL UNIT PLAN OF LIG AND

LAYOUT OF LIG TOWER OF NANDANNAGAR SITE

PAGE - 1 OF 2

DRAWN BY: P.PAUL

CHECKED BY: G.PAUL


Typical Unit Plan is subjected to minor

modifications

NOTES

CARPET AREA OF ONE UNIT =

500.16 SQ FT

CARPET AREA PER

FLOOR=500.16X8=4001.28 SQ FT

BUILT UP AREA OF GROUND FLOOR

(PLINTH AREA) = 5430.69 SQ FT

BUILT UP AREA OF EACH FLOOR

(ABOVE GROUND FLOOR) = 5661.33

SQ FT

TOTAL BUILT UP AREA OF BUILDING

= 5430.69+(5661.33 X 14) = 84689.31

SQ FT

TOTAL CARPET AREA = 4001.28 X 14

= 56017.92 SQ FT

CIRCULATION AREA PER FLOOR =

1257.53 SQ FT

TITLE - INDIVIDUAL UNIT PLAN OF LIG TOWER (NANDANNAGAR SITE)

D I S C L A I M E R

AutoCAD SHX Text

BED ROOM 3000 X 3000

AutoCAD SHX Text


AutoCAD SHX Text

LIVING CUM DINING 3252 X 3550

AutoCAD SHX Text

TOILET T X1700

AutoCAD SHX Text

TOILET T X1700

AutoCAD SHX Text


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AutoCAD SHX Text


AutoCAD SHX Text

TOILET T X1700

AutoCAD SHX Text

TOILET T X1700

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AutoCAD SHX Text

TOILET T X1700

AutoCAD SHX Text

TOILET T X1700

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TOILET T X1700

AutoCAD SHX Text

TOILET T X1700

AutoCAD SHX Text


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AutoCAD SHX Text


AutoCAD SHX Text

TOILET T X1700

AutoCAD SHX Text

TOILET T X1700

AutoCAD SHX Text


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TOILET T X1700

AutoCAD SHX Text

TOILET T X1700

AutoCAD SHX Text


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AutoCAD SHX Text

TOILET T X1700

AutoCAD SHX Text

TOILET T X1700

AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text

TOILET T X1700

AutoCAD SHX Text

TOILET T X1700

AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text

TOILET T X1700

AutoCAD SHX Text

TOILET T X1700

KIT

CH

EN

2050 X

2350

E

1385

1700

0.9 M WIDE BALCONY

E

1200

1700

KIT

CH

EN

2050 X

2350

E

1385

1700

0.9 M WIDE BALCONY

E

1200

1700

KITCHEN

2050 X 2350

E

1385 1700

0.9 M

W

ID

E B

ALC

ON

Y

E

1200 1700

KITCHEN

2050 X 2350

E

1385 1700

0.9 M

W

ID

E B

ALC

ON

Y

E

1200 1700

KIT

CH

EN

2050 X

2350

E

1385

1700

0.9 M WIDE BALCONY

E

1200

1700

KIT

CH

EN

2050 X

2350

E

1385

1700

0.9 M WIDE BALCONY

E

1200

1700

KITCHEN

2050 X 2350

E

1385 1700

0.9 M

W

ID

E B

ALC

ON

Y

E

1200 1700

KITCHEN

2050 X 2350

E

1385 1700

0.9 M

W

ID

E B

ALC

ON

Y

E

1200 1700




CORPORATE OFFICE:




ANNEXURE C3 - INDIVIDUAL UNIT PLAN OF LIG AND

LAYOUT OF LIG TOWER OF NANDANNAGAR SITE

PAGE - 2 OF 2

DRAWN BY: P.PAUL

CHECKED BY: G.PAUL


Typical Floor Plan is subjected to minor

modifications

NOTES

CARPET AREA OF ONE UNIT =

500.16 SQ FT

CARPET AREA PER

FLOOR=500.16X8=4001.28 SQ FT

BUILT UP AREA OF GROUND FLOOR

(PLINTH AREA) = 5430.69 SQ FT

BUILT UP AREA OF EACH FLOOR

(ABOVE GROUND FLOOR) = 5661.33

SQ FT

TOTAL BUILT UP AREA OF BUILDING

= 5430.69+(5661.33 X 14) = 84689.31

SQ FT

TOTAL CARPET AREA = 4001.28 X 14

= 56017.92 SQ FT

CIRCULATION AREA PER FLOOR =

1257.53 SQ FT

TITLE - FLOOR PLAN OF LIG TOWER (NANDANNAGAR SITE)

D I S C L A I M E R

AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text

TOILET T X1700

AutoCAD SHX Text

TOILET T X1700

AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text

TOILET T X1700

AutoCAD SHX Text

TOILET T X1700

AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text

TOILET T X1700

AutoCAD SHX Text

TOILET T X1700

AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text

TOILET T X1700

AutoCAD SHX Text

TOILET T X1700

AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text

TOILET T X1700

AutoCAD SHX Text

TOILET T X1700

AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text

TOILET T X1700

AutoCAD SHX Text

TOILET T X1700

AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text

TOILET T X1700

AutoCAD SHX Text

TOILET T X1700

AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text

TOILET T X1700

AutoCAD SHX Text

TOILET T X1700




CORPORATE OFFICE:




ANNEXURE C4 - INDIVIDUAL UNIT PLAN OF MIG AND

LAYOUT OF MIG TOWER OF NANDANNAGAR SITE

PAGE - 1 OF 2

DRAWN BY: P.PAUL

CHECKED BY: G.PAUL



modifications

TITLE - INDIVIDUAL UNIT PLAN OF MIG TOWER (NANDANNAGAR SITE)

D I S C L A I M E R

NOTES

AutoCAD SHX Text

LIVING/DINING

AutoCAD SHX Text

3435X4375

AutoCAD SHX Text

KITCHEN

AutoCAD SHX Text

3560X2225

AutoCAD SHX Text

BED ROOM

AutoCAD SHX Text

3100X3350

AutoCAD SHX Text

TOILET

AutoCAD SHX Text

2250X1850

AutoCAD SHX Text

BED ROOM

AutoCAD SHX Text

3050X3600

AutoCAD SHX Text

TOILET

AutoCAD SHX Text

2550X1850

AutoCAD SHX Text

1 M WIDE BALCONY

AutoCAD SHX Text

LIVING/DINING

AutoCAD SHX Text

3435X4375

AutoCAD SHX Text

KITCHEN

AutoCAD SHX Text

3560X2225

AutoCAD SHX Text

BED ROOM

AutoCAD SHX Text

3100X3350

AutoCAD SHX Text

TOILET

AutoCAD SHX Text

2250X1850

AutoCAD SHX Text

BED ROOM

AutoCAD SHX Text

3050X3600

AutoCAD SHX Text

TOILET

AutoCAD SHX Text

2550X1850

AutoCAD SHX Text

1 M WIDE BALCONY

AutoCAD SHX Text

LIVING/DINING

AutoCAD SHX Text

3435X4375

AutoCAD SHX Text

KITCHEN

AutoCAD SHX Text

3560X2225

AutoCAD SHX Text

BED ROOM

AutoCAD SHX Text

3100X3350

AutoCAD SHX Text

TOILET

AutoCAD SHX Text

2250X1850

AutoCAD SHX Text

BED ROOM

AutoCAD SHX Text

3050X3600

AutoCAD SHX Text

TOILET

AutoCAD SHX Text

2550X1850

AutoCAD SHX Text

1 M WIDE BALCONY

AutoCAD SHX Text

LIVING/DINING

AutoCAD SHX Text

3435X4375

AutoCAD SHX Text

KITCHEN

AutoCAD SHX Text

3560X2225

AutoCAD SHX Text

BED ROOM

AutoCAD SHX Text

3100X3350

AutoCAD SHX Text

TOILET

AutoCAD SHX Text

2250X1850

AutoCAD SHX Text

BED ROOM

AutoCAD SHX Text

3050X3600

AutoCAD SHX Text

TOILET

AutoCAD SHX Text

2550X1850

AutoCAD SHX Text

1 M WIDE BALCONY

AutoCAD SHX Text

LIVING/DINING

AutoCAD SHX Text

3435X4375

AutoCAD SHX Text

KITCHEN

AutoCAD SHX Text

3560X2225

AutoCAD SHX Text

BED ROOM

AutoCAD SHX Text

3100X3350

AutoCAD SHX Text

TOILET

AutoCAD SHX Text

2250X1850

AutoCAD SHX Text

BED ROOM

AutoCAD SHX Text

3050X3600

AutoCAD SHX Text

TOILET

AutoCAD SHX Text

2550X1850

AutoCAD SHX Text

1 M WIDE BALCONY

AutoCAD SHX Text

LIVING/DINING

AutoCAD SHX Text

3435X4375

AutoCAD SHX Text

KITCHEN

AutoCAD SHX Text

3560X2225

AutoCAD SHX Text

BED ROOM

AutoCAD SHX Text

3100X3350

AutoCAD SHX Text

TOILET

AutoCAD SHX Text

2250X1850

AutoCAD SHX Text

BED ROOM

AutoCAD SHX Text

3050X3600

AutoCAD SHX Text

TOILET

AutoCAD SHX Text

2550X1850

AutoCAD SHX Text

1 M WIDE BALCONY

AutoCAD SHX Text

LIVING/DINING

AutoCAD SHX Text

3435X4375

AutoCAD SHX Text

KITCHEN

AutoCAD SHX Text

3560X2225

AutoCAD SHX Text

BED ROOM

AutoCAD SHX Text

3100X3350

AutoCAD SHX Text

TOILET

AutoCAD SHX Text

2250X1850

AutoCAD SHX Text

BED ROOM

AutoCAD SHX Text

3050X3600

AutoCAD SHX Text

TOILET

AutoCAD SHX Text

2550X1850

AutoCAD SHX Text

1 M WIDE BALCONY

AutoCAD SHX Text

LIVING/DINING

AutoCAD SHX Text

3435X4375

AutoCAD SHX Text

KITCHEN

AutoCAD SHX Text

3560X2225

AutoCAD SHX Text

BED ROOM

AutoCAD SHX Text

3100X3350

AutoCAD SHX Text

TOILET

AutoCAD SHX Text

2250X1850

AutoCAD SHX Text

3050X3600

AutoCAD SHX Text

BED ROOM

AutoCAD SHX Text

TOILET

AutoCAD SHX Text

2550X1850

AutoCAD SHX Text

1 M WIDE BALCONY

AutoCAD SHX Text

LIVING/DINING

AutoCAD SHX Text

3435X4375

AutoCAD SHX Text

KITCHEN

AutoCAD SHX Text

3560X2225

AutoCAD SHX Text

BED ROOM

AutoCAD SHX Text

3100X3350

AutoCAD SHX Text

TOILET

AutoCAD SHX Text

2250X1850

AutoCAD SHX Text

BED ROOM

AutoCAD SHX Text

3050X3600

AutoCAD SHX Text

TOILET

AutoCAD SHX Text

2550X1850

AutoCAD SHX Text

1 M WIDE BALCONY

AutoCAD SHX Text

CARPET AREA OF ONE UNIT = 690.11 SQFT CARPET AREA PER FLOOR = 690.11 X 8 = 5520.88 SQFT BUILT UP AREA OF GROUND FLOOR (PLINTH AREA) = 8884.08 SQFT BUILT UP AREA OF EACH FLOOR (ABOVE GROUND FLOOR)= 7687.41 SQFT TOTAL BUILT UP AREA OF BUILDING = 8884.08 + (7687.41X14) = 116507.82 SQFT TOTAL CARPET AREA = 5520.88 X 14 = 77292.32 SQFT CIRCULATION AREA PER FLOOR = 1568.87 SQFT




CORPORATE OFFICE:




ANNEXURE C4 - INDIVIDUAL UNIT PLAN OF MIG AND

LAYOUT OF MIG TOWER OF NANDANNAGAR SITE

PAGE - 2 OF 2

DRAWN BY: P.PAUL

CHECKED BY: G.PAUL



modifications

NOTES

TITLE - FLOOR PLAN OF MIG TOWER (NANDANNAGAR SITE)

D I S C L A I M E R

AutoCAD SHX Text

LIVING/DINING

AutoCAD SHX Text

3435X4375

AutoCAD SHX Text

KITCHEN

AutoCAD SHX Text

3560X2225

AutoCAD SHX Text

BED ROOM

AutoCAD SHX Text

3100X3350

AutoCAD SHX Text

TOILET

AutoCAD SHX Text

2250X1850

AutoCAD SHX Text

BED ROOM

AutoCAD SHX Text

3050X3600

AutoCAD SHX Text

TOILET

AutoCAD SHX Text

2550X1850

AutoCAD SHX Text

1 M WIDE BALCONY

AutoCAD SHX Text

LIVING/DINING

AutoCAD SHX Text

3435X4375

AutoCAD SHX Text

KITCHEN

AutoCAD SHX Text

3560X2225

AutoCAD SHX Text

BED ROOM

AutoCAD SHX Text

3100X3350

AutoCAD SHX Text

TOILET

AutoCAD SHX Text

2250X1850

AutoCAD SHX Text

BED ROOM

AutoCAD SHX Text

3050X3600

AutoCAD SHX Text

TOILET

AutoCAD SHX Text

2550X1850

AutoCAD SHX Text

1 M WIDE BALCONY

AutoCAD SHX Text

LIVING/DINING

AutoCAD SHX Text

3435X4375

AutoCAD SHX Text

KITCHEN

AutoCAD SHX Text

3560X2225

AutoCAD SHX Text

BED ROOM

AutoCAD SHX Text

3100X3350

AutoCAD SHX Text

TOILET

AutoCAD SHX Text

2250X1850

AutoCAD SHX Text

BED ROOM

AutoCAD SHX Text

3050X3600

AutoCAD SHX Text

TOILET

AutoCAD SHX Text

2550X1850

AutoCAD SHX Text

1 M WIDE BALCONY

AutoCAD SHX Text

LIVING/DINING

AutoCAD SHX Text

3435X4375

AutoCAD SHX Text

KITCHEN

AutoCAD SHX Text

3560X2225

AutoCAD SHX Text

BED ROOM

AutoCAD SHX Text

3100X3350

AutoCAD SHX Text

TOILET

AutoCAD SHX Text

2250X1850

AutoCAD SHX Text

BED ROOM

AutoCAD SHX Text

3050X3600

AutoCAD SHX Text

TOILET

AutoCAD SHX Text

2550X1850

AutoCAD SHX Text

1 M WIDE BALCONY

AutoCAD SHX Text

LIVING/DINING

AutoCAD SHX Text

3435X4375

AutoCAD SHX Text

KITCHEN

AutoCAD SHX Text

3560X2225

AutoCAD SHX Text

BED ROOM

AutoCAD SHX Text

3100X3350

AutoCAD SHX Text

TOILET

AutoCAD SHX Text

2250X1850

AutoCAD SHX Text

BED ROOM

AutoCAD SHX Text

3050X3600

AutoCAD SHX Text

TOILET

AutoCAD SHX Text

2550X1850

AutoCAD SHX Text

1 M WIDE BALCONY

AutoCAD SHX Text

LIVING/DINING

AutoCAD SHX Text

3435X4375

AutoCAD SHX Text

KITCHEN

AutoCAD SHX Text

3560X2225

AutoCAD SHX Text

BED ROOM

AutoCAD SHX Text

3100X3350

AutoCAD SHX Text

TOILET

AutoCAD SHX Text

2250X1850

AutoCAD SHX Text

BED ROOM

AutoCAD SHX Text

3050X3600

AutoCAD SHX Text

TOILET

AutoCAD SHX Text

2550X1850

AutoCAD SHX Text

1 M WIDE BALCONY

AutoCAD SHX Text

LIVING/DINING

AutoCAD SHX Text

3435X4375

AutoCAD SHX Text

KITCHEN

AutoCAD SHX Text

3560X2225

AutoCAD SHX Text

BED ROOM

AutoCAD SHX Text

3100X3350

AutoCAD SHX Text

TOILET

AutoCAD SHX Text

2250X1850

AutoCAD SHX Text

3050X3600

AutoCAD SHX Text

BED ROOM

AutoCAD SHX Text

TOILET

AutoCAD SHX Text

2550X1850

AutoCAD SHX Text

1 M WIDE BALCONY

AutoCAD SHX Text

LIVING/DINING

AutoCAD SHX Text

3435X4375

AutoCAD SHX Text

KITCHEN

AutoCAD SHX Text

3560X2225

AutoCAD SHX Text

BED ROOM

AutoCAD SHX Text

3100X3350

AutoCAD SHX Text

TOILET

AutoCAD SHX Text

2250X1850

AutoCAD SHX Text

BED ROOM

AutoCAD SHX Text

3050X3600

AutoCAD SHX Text

TOILET

AutoCAD SHX Text

2550X1850

AutoCAD SHX Text

1 M WIDE BALCONY

AutoCAD SHX Text

CARPET AREA OF ONE UNIT = 690.11 SQFT CARPET AREA PER FLOOR = 690.11 X 8 = 5520.88 SQFT BUILT UP AREA OF GROUND FLOOR (PLINTH AREA) = 8884.08 SQFT BUILT UP AREA OF EACH FLOOR (ABOVE GROUND FLOOR)= 7687.41 SQFT TOTAL BUILT UP AREA OF BUILDING = 8884.08 + (7687.41X14) = 116507.82 SQFT TOTAL CARPET AREA = 5520.88 X 14 = 77292.32 SQFT CIRCULATION AREA PER FLOOR = 1568.87 SQFT

BED ROOM

3400 x 3050

BED ROOM

3000 x 3800

TOILET

2500 x 1700

LIVING

4842 x 3073

DINNING

2615X 2927

KITCHEN

2100 x 2800

MASTER BED ROOM

3200 x 3900

TOILET

1500 x 2400

BALCONY

1 M WIDE

BALCONY

1 M WIDE

BED ROOM

3400 x 3050

BED ROOM

3000 x 3800

TOILET

2500 x 1700

LIVING

4842 x 3073

DINNING

2615X 2927

KITCHEN

2100 x 2800

MASTER BED ROOM

3200 x 3900

TOILET

1500 x 2400

BALCONY

1 M WIDE

BALCONY

1 M WIDE

BED ROOM

3400 x 3050

BED ROOM

3000 x 3800

TOILET

2500 x 1700

LIVING

4842 x 3073

DINNING

2615X 2927

KITCHEN

2100 x 2800

MASTER BED ROOM

3200 x 3900

TOILET

1500 x 2400

BALCONY

1 M WIDE

BALCONY

1 M WIDE

BED ROOM

3400 x 3050

BED ROOM

3000 x 3800

TOILET

2500 x 1700

LIVING

4842 x 3073

DINNING

2615X 2927

KITCHEN

2100 x 2800

MASTER BED ROOM

3200 x 3900

TOILET

1500 x 2400

BALCONY

1 M WIDE

BALCONY

1 M WIDE

BED ROOM

3400 x 3050

BED ROOM

3000 x 3800

TOILET

2500 x 1700

LIVING

4842 x 3073

DINNING

2615X 2927

KITCHEN

2100 x 2800

MASTER BED ROOM

3200 x 3900

TOILET

1500 x 2400

BALCONY

1 M WIDE

BALCONY

1 M WIDE




CORPORATE OFFICE:




ANNEXURE C5 - INDIVIDUAL UNIT PLAN OF HIG AND

LAYOUT OF HIG TOWER OF NANDANNAGAR SITE

PAGE - 1 OF 2

DRAWN BY: P.PAUL

CHECKED BY: G.PAUL



modifications

NOTES

TITLE - INDIVIDUAL UNIT PLAN OF HIG TOWER (NANDANNAGAR SITE)

D I S C L A I M E R

AutoCAD SHX Text

CARPET AREA OF ONE UNIT = 880.02 SQFT CARPET AREA PER FLOOR = 880.02 X 4 = 3520.08 SQFT BUILT UP AREA OF GROUND FLOOR (PLINTH AREA) = 4505.95 SQFT BUILT UP AREA OF EACH FLOOR (ABOVE GROUND FLOOR) = 4589.59 SQFT TOTAL BUILT UP AREA OF BUILDING = 4505.95 + (4589.59X14) = 68760.21 SQFT TOTAL CARPET AREA = 3520.08 X 14 = 49281.12 SQFT CIRCULATION AREA PER FLOOR = 663.10 SQFT

BED ROOM

3400 x 3050

BED ROOM

3000 x 3800

TOILET

2500 x 1700

LIVING

4842 x 3073

DINNING

2615X 2927

KITCHEN

2100 x 2800

MASTER BED ROOM

3200 x 3900

TOILET

1500 x 2400

BALCONY

1 M WIDE

BALCONY

1 M WIDE

BED ROOM

3400 x 3050

BED ROOM

3000 x 3800

TOILET

2500 x 1700

LIVING

4842 x 3073

DINNING

2615X 2927

KITCHEN

2100 x 2800

MASTER BED ROOM

3200 x 3900

TOILET

1500 x 2400

BALCONY

1 M WIDE

BALCONY

1 M WIDE

BED ROOM

3400 x 3050

BED ROOM

3000 x 3800

TOILET

2500 x 1700

LIVING

4842 x 3073

DINNING

2615X 2927

KITCHEN

2100 x 2800

MASTER BED ROOM

3200 x 3900

TOILET

1500 x 2400

BALCONY

1 M WIDE

BALCONY

1 M WIDE

BED ROOM

3400 x 3050

BED ROOM

3000 x 3800

TOILET

2500 x 1700

LIVING

4842 x 3073

DINNING

2615X 2927

KITCHEN

2100 x 2800

MASTER BED ROOM

3200 x 3900

TOILET

1500 x 2400

BALCONY

1 M WIDE

BALCONY

1 M WIDE




CORPORATE OFFICE:




ANNEXURE C5 - INDIVIDUAL UNIT PLAN OF HIG AND

LAYOUT OF HIG TOWER OF NANDANNAGAR SITE

PAGE - 2 OF 2

DRAWN BY: P.PAUL

CHECKED BY: G.PAUL



modifications

TITLE - FLOOR PLAN OF HIG TOWER (NANDANNAGAR SITE)

D I S C L A I M E R

NOTES

AutoCAD SHX Text

CARPET AREA OF ONE UNIT = 880.02 SQFT CARPET AREA PER FLOOR = 880.02 X 4 = 3520.08 SQFT BUILT UP AREA OF GROUND FLOOR (PLINTH AREA) = 4505.95 SQFT BUILT UP AREA OF EACH FLOOR (ABOVE GROUND FLOOR) = 4589.59 SQFT TOTAL BUILT UP AREA OF BUILDING = 4505.95 + (4589.59X14) = 68760.21 SQFT TOTAL CARPET AREA = 3520.08 X 14 = 49281.12 SQFT CIRCULATION AREA PER FLOOR = 663.10 SQFT




CORPORATE OFFICE:




ANNEXURE C6 - SURVEY DETAILS OF

NANDANNAGAR SITE

PAGE - 1 OF 13

DRAWN BY: P.PAUL

CHECKED BY: G.PAUL


TITLE - SURVEY DETAILS (NANDANNAGAR SITE)

NOTE :- 1. ALL DIMENSION AND LEVEL ARE IN METER.

REV. DESCRIPTION

DATE

LEGEND

SL. NO

LayerLegend / color

1 CENTRE LINE

2 BITUMEN ROAD

3 EARTHEN ROAD

4 SHOP

5 TREE

6 BUILDNIG

7 PACCA DRAIN

8

9 TEMPLE

10

11

WATER PIPE LINE

12

13

14

FENCING

15

16

DISPLAY BOARD

17

19

UNDER CONS.

ELECTRIC POST

TBM

STN

TRANSFORMER

BUILDING

TEMPORARY

STRUCTURE (RTS)

RIVER/NALA/DITCH

18

AutoCAD SHX Text

002

AutoCAD SHX Text

30.926

AutoCAD SHX Text

1

AutoCAD SHX Text

30.926

AutoCAD SHX Text

BW

AutoCAD SHX Text

2

AutoCAD SHX Text

33.218

AutoCAD SHX Text

BW

AutoCAD SHX Text

3

AutoCAD SHX Text

33.250

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BW

AutoCAD SHX Text

4

AutoCAD SHX Text

33.448

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BW

AutoCAD SHX Text

5

AutoCAD SHX Text

33.322

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BW

AutoCAD SHX Text

6

AutoCAD SHX Text

33.946

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BW

AutoCAD SHX Text

7

AutoCAD SHX Text

33.950

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BW

AutoCAD SHX Text

8

AutoCAD SHX Text

32.896

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BW

AutoCAD SHX Text

9

AutoCAD SHX Text

32.404

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BW

AutoCAD SHX Text

10

AutoCAD SHX Text

31.582

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BW

AutoCAD SHX Text

11

AutoCAD SHX Text

31.622

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GL

AutoCAD SHX Text

12

AutoCAD SHX Text

32.835

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GL

AutoCAD SHX Text

13

AutoCAD SHX Text

32.765

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GL

AutoCAD SHX Text

14

AutoCAD SHX Text

32.692

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GL

AutoCAD SHX Text

15

AutoCAD SHX Text

32.222

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GL

AutoCAD SHX Text

16

AutoCAD SHX Text

32.093

AutoCAD SHX Text

GL

AutoCAD SHX Text

17

AutoCAD SHX Text

33.408

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GL

AutoCAD SHX Text

18

AutoCAD SHX Text

32.145

AutoCAD SHX Text

GL

AutoCAD SHX Text

19

AutoCAD SHX Text

32.524

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GL

AutoCAD SHX Text

20

AutoCAD SHX Text

32.523

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GL

AutoCAD SHX Text

21

AutoCAD SHX Text

33.310

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TBM1

AutoCAD SHX Text

22

AutoCAD SHX Text

34.139

AutoCAD SHX Text

EP

AutoCAD SHX Text

23

AutoCAD SHX Text

33.159

AutoCAD SHX Text

EP

AutoCAD SHX Text

24

AutoCAD SHX Text

33.659

AutoCAD SHX Text

EP

AutoCAD SHX Text

25

AutoCAD SHX Text

33.785

AutoCAD SHX Text

EP

AutoCAD SHX Text

26

AutoCAD SHX Text

32.597

AutoCAD SHX Text

EP

AutoCAD SHX Text

27

AutoCAD SHX Text

32.272

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ROAD

AutoCAD SHX Text

28

AutoCAD SHX Text

32.585

AutoCAD SHX Text

ROAD

AutoCAD SHX Text

29

AutoCAD SHX Text

32.543

AutoCAD SHX Text

STN

AutoCAD SHX Text

30

AutoCAD SHX Text

31.991

AutoCAD SHX Text

ROAD

AutoCAD SHX Text

31

AutoCAD SHX Text

32.592

AutoCAD SHX Text

FEN

AutoCAD SHX Text

32

AutoCAD SHX Text

32.675

AutoCAD SHX Text

ROAD

AutoCAD SHX Text

33

AutoCAD SHX Text

32.305

AutoCAD SHX Text

ROAD

AutoCAD SHX Text

34

AutoCAD SHX Text

32.330

AutoCAD SHX Text

ROAD

AutoCAD SHX Text

35

AutoCAD SHX Text

32.004

AutoCAD SHX Text

ROAD

AutoCAD SHX Text

36

AutoCAD SHX Text

32.020

AutoCAD SHX Text

ROAD

AutoCAD SHX Text

37

AutoCAD SHX Text

31.552

AutoCAD SHX Text

ROAD

AutoCAD SHX Text

38

AutoCAD SHX Text

31.577

AutoCAD SHX Text

EP

AutoCAD SHX Text

39

AutoCAD SHX Text

31.568

AutoCAD SHX Text

EP

AutoCAD SHX Text

40

AutoCAD SHX Text

31.280

AutoCAD SHX Text

ROAD

AutoCAD SHX Text

41

AutoCAD SHX Text

31.281

AutoCAD SHX Text

ROAD

AutoCAD SHX Text

42

AutoCAD SHX Text

30.951

AutoCAD SHX Text

ROAD

AutoCAD SHX Text

43

AutoCAD SHX Text

30.372

AutoCAD SHX Text

ROAD

AutoCAD SHX Text

44

AutoCAD SHX Text

30.252

AutoCAD SHX Text

EP

AutoCAD SHX Text

45

AutoCAD SHX Text

29.943

AutoCAD SHX Text

ROAD

AutoCAD SHX Text

46

AutoCAD SHX Text

29.528

AutoCAD SHX Text

BW

AutoCAD SHX Text

47

AutoCAD SHX Text

30.397

AutoCAD SHX Text

FEN

AutoCAD SHX Text

48

AutoCAD SHX Text

30.407

AutoCAD SHX Text

TREE

AutoCAD SHX Text

49

AutoCAD SHX Text

33.459

AutoCAD SHX Text

TREE

AutoCAD SHX Text

50

AutoCAD SHX Text

33.877

AutoCAD SHX Text

TREE

AutoCAD SHX Text

51

AutoCAD SHX Text

32.662

AutoCAD SHX Text

TREE

AutoCAD SHX Text

52

AutoCAD SHX Text

32.237

AutoCAD SHX Text

TREE

AutoCAD SHX Text

53

AutoCAD SHX Text

32.155

AutoCAD SHX Text

TREE

AutoCAD SHX Text

54

AutoCAD SHX Text

31.367

AutoCAD SHX Text

TREE

AutoCAD SHX Text

55

AutoCAD SHX Text

32.280

AutoCAD SHX Text

TREE

AutoCAD SHX Text

56

AutoCAD SHX Text

32.399

AutoCAD SHX Text

TREE

AutoCAD SHX Text

57

AutoCAD SHX Text

33.527

AutoCAD SHX Text

TREE

AutoCAD SHX Text

58

AutoCAD SHX Text

33.683

AutoCAD SHX Text

TREE

AutoCAD SHX Text

59

AutoCAD SHX Text

33.323

AutoCAD SHX Text

TREE

AutoCAD SHX Text

60

AutoCAD SHX Text

32.869

AutoCAD SHX Text

TREE

AutoCAD SHX Text

61

AutoCAD SHX Text

32.741

AutoCAD SHX Text

TREE

AutoCAD SHX Text

62

AutoCAD SHX Text

32.666

AutoCAD SHX Text

TREE

AutoCAD SHX Text

63

AutoCAD SHX Text

32.799

AutoCAD SHX Text

TREE

AutoCAD SHX Text

64

AutoCAD SHX Text

32.546

AutoCAD SHX Text

TREE

AutoCAD SHX Text

65

AutoCAD SHX Text

32.300

AutoCAD SHX Text

TREE

AutoCAD SHX Text

66

AutoCAD SHX Text

31.901

AutoCAD SHX Text

ROAD

AutoCAD SHX Text

67

AutoCAD SHX Text

32.448

AutoCAD SHX Text

ROAD

AutoCAD SHX Text

68

AutoCAD SHX Text

32.461

AutoCAD SHX Text

ROAD

AutoCAD SHX Text

69

AutoCAD SHX Text

32.370

AutoCAD SHX Text

ROAD

AutoCAD SHX Text

70

AutoCAD SHX Text

32.670

AutoCAD SHX Text

ROAD

AutoCAD SHX Text

71

AutoCAD SHX Text

32.746

AutoCAD SHX Text

ROAD

AutoCAD SHX Text

72

AutoCAD SHX Text

32.729

AutoCAD SHX Text

ROAD

AutoCAD SHX Text

73

AutoCAD SHX Text

33.007

AutoCAD SHX Text

ROAD

AutoCAD SHX Text

74

AutoCAD SHX Text

33.032

AutoCAD SHX Text

ROAD

AutoCAD SHX Text

75

AutoCAD SHX Text

33.028

AutoCAD SHX Text

ROAD

AutoCAD SHX Text

76

AutoCAD SHX Text

33.602

AutoCAD SHX Text

ROAD

AutoCAD SHX Text

77

AutoCAD SHX Text

33.625

AutoCAD SHX Text

ROAD

AutoCAD SHX Text

78

AutoCAD SHX Text

33.678

AutoCAD SHX Text

ROAD

AutoCAD SHX Text

79

AutoCAD SHX Text

33.582

AutoCAD SHX Text

ROAD

AutoCAD SHX Text

80

AutoCAD SHX Text

33.585

AutoCAD SHX Text

ROAD

AutoCAD SHX Text

81

AutoCAD SHX Text

33.568

AutoCAD SHX Text

ROAD

AutoCAD SHX Text

82

AutoCAD SHX Text

33.375

AutoCAD SHX Text

ROAD

AutoCAD SHX Text

83

AutoCAD SHX Text

33.380

AutoCAD SHX Text

ROAD

AutoCAD SHX Text

84

AutoCAD SHX Text

33.354

AutoCAD SHX Text

EP

AutoCAD SHX Text

85

AutoCAD SHX Text

32.947

AutoCAD SHX Text

ROAD

AutoCAD SHX Text

86

AutoCAD SHX Text

32.882

AutoCAD SHX Text

ROAD

AutoCAD SHX Text

87

AutoCAD SHX Text

32.848

AutoCAD SHX Text

ROAD

AutoCAD SHX Text

88

AutoCAD SHX Text

32.841

AutoCAD SHX Text

GL

AutoCAD SHX Text

89

AutoCAD SHX Text

33.202

AutoCAD SHX Text

GL

AutoCAD SHX Text

90

AutoCAD SHX Text

33.029

AutoCAD SHX Text

GL

AutoCAD SHX Text

91

AutoCAD SHX Text

32.541

AutoCAD SHX Text

GL

AutoCAD SHX Text

92

AutoCAD SHX Text

32.757

AutoCAD SHX Text

GL

AutoCAD SHX Text

93

AutoCAD SHX Text

32.785

AutoCAD SHX Text

GL

AutoCAD SHX Text

94

AutoCAD SHX Text

32.129

AutoCAD SHX Text

GL

AutoCAD SHX Text

95

AutoCAD SHX Text

33.431

AutoCAD SHX Text

GL

AutoCAD SHX Text

96

AutoCAD SHX Text

32.280

AutoCAD SHX Text

GL

AutoCAD SHX Text

97

AutoCAD SHX Text

32.523

AutoCAD SHX Text

GL

AutoCAD SHX Text

98

AutoCAD SHX Text

31.498

AutoCAD SHX Text

GL

AutoCAD SHX Text

99

AutoCAD SHX Text

31.425

AutoCAD SHX Text

GL

AutoCAD SHX Text

100

AutoCAD SHX Text

31.327

AutoCAD SHX Text

GL

AutoCAD SHX Text

101

AutoCAD SHX Text

32.465

AutoCAD SHX Text

GL

AutoCAD SHX Text

102

AutoCAD SHX Text

32.672

AutoCAD SHX Text

GL

AutoCAD SHX Text

103

AutoCAD SHX Text

32.992

AutoCAD SHX Text

S

AutoCAD SHX Text

104

AutoCAD SHX Text

29.530

AutoCAD SHX Text

001

AutoCAD SHX Text

33.094

AutoCAD SHX Text

TREE

AutoCAD SHX Text

105

AutoCAD SHX Text

30.115

AutoCAD SHX Text

TREE

AutoCAD SHX Text

106

AutoCAD SHX Text

30.732

AutoCAD SHX Text

TREE

AutoCAD SHX Text

107

AutoCAD SHX Text

30.195

AutoCAD SHX Text

TREE

AutoCAD SHX Text

108

AutoCAD SHX Text

30.857

AutoCAD SHX Text

TREE

AutoCAD SHX Text

109

AutoCAD SHX Text

31.576

AutoCAD SHX Text

TREE

AutoCAD SHX Text

110

AutoCAD SHX Text

31.167

AutoCAD SHX Text

TREE

AutoCAD SHX Text

111

AutoCAD SHX Text

29.807

AutoCAD SHX Text

TREE

AutoCAD SHX Text

112

AutoCAD SHX Text

29.490

AutoCAD SHX Text

TREE

AutoCAD SHX Text

113

AutoCAD SHX Text

29.000

AutoCAD SHX Text

TREE

AutoCAD SHX Text

114

AutoCAD SHX Text

27.968

AutoCAD SHX Text

TREE

AutoCAD SHX Text

115

AutoCAD SHX Text

26.246

AutoCAD SHX Text

TREE

AutoCAD SHX Text

116

AutoCAD SHX Text

26.574

AutoCAD SHX Text

TREE

AutoCAD SHX Text

117

AutoCAD SHX Text

27.934

AutoCAD SHX Text

TREE

AutoCAD SHX Text

118

AutoCAD SHX Text

30.236

AutoCAD SHX Text

TREE

AutoCAD SHX Text

119

AutoCAD SHX Text

30.607

AutoCAD SHX Text

TREE

AutoCAD SHX Text

120

AutoCAD SHX Text

30.887

AutoCAD SHX Text

TREE

AutoCAD SHX Text

121

AutoCAD SHX Text

30.806

AutoCAD SHX Text

TREE

AutoCAD SHX Text

122

AutoCAD SHX Text

30.929

AutoCAD SHX Text

TREE

AutoCAD SHX Text

123

AutoCAD SHX Text

30.810

AutoCAD SHX Text

TREE

AutoCAD SHX Text

124

AutoCAD SHX Text

30.727

AutoCAD SHX Text

TREE

AutoCAD SHX Text

125

AutoCAD SHX Text

30.824

AutoCAD SHX Text

TREE

AutoCAD SHX Text

126

AutoCAD SHX Text

30.946

AutoCAD SHX Text

TREE

AutoCAD SHX Text

127

AutoCAD SHX Text

32.109

AutoCAD SHX Text

TREE

AutoCAD SHX Text

128

AutoCAD SHX Text

31.967

AutoCAD SHX Text

TREE

AutoCAD SHX Text

129

AutoCAD SHX Text

32.570

AutoCAD SHX Text

TREE

AutoCAD SHX Text

130

AutoCAD SHX Text

30.411

AutoCAD SHX Text

TREE

AutoCAD SHX Text

131

AutoCAD SHX Text

31.246

AutoCAD SHX Text

TREE

AutoCAD SHX Text

132

AutoCAD SHX Text

30.313

AutoCAD SHX Text

TREE

AutoCAD SHX Text

133

AutoCAD SHX Text

30.597

AutoCAD SHX Text

TREE

AutoCAD SHX Text

134

AutoCAD SHX Text

31.090

AutoCAD SHX Text

TREE

AutoCAD SHX Text

135

AutoCAD SHX Text

30.975

AutoCAD SHX Text

TREE

AutoCAD SHX Text

136

AutoCAD SHX Text

30.775

AutoCAD SHX Text

TREE

AutoCAD SHX Text

137

AutoCAD SHX Text

31.202

AutoCAD SHX Text

TREE

AutoCAD SHX Text

138

AutoCAD SHX Text

30.770

AutoCAD SHX Text

TREE

AutoCAD SHX Text

139

AutoCAD SHX Text

25.999

AutoCAD SHX Text

TREE

AutoCAD SHX Text

140

AutoCAD SHX Text

28.266

AutoCAD SHX Text

TREE

AutoCAD SHX Text

141

AutoCAD SHX Text

24.780

AutoCAD SHX Text

TREE

AutoCAD SHX Text

142

AutoCAD SHX Text

24.925

AutoCAD SHX Text

TREE

AutoCAD SHX Text

143

AutoCAD SHX Text

24.548

AutoCAD SHX Text

TREE

AutoCAD SHX Text

144

AutoCAD SHX Text

24.851

AutoCAD SHX Text

TREE

AutoCAD SHX Text

145

AutoCAD SHX Text

26.603

AutoCAD SHX Text

TREE

AutoCAD SHX Text

146

AutoCAD SHX Text

26.650

AutoCAD SHX Text

TREE

AutoCAD SHX Text

147

AutoCAD SHX Text

27.667

AutoCAD SHX Text

TREE

AutoCAD SHX Text

148

AutoCAD SHX Text

28.375

AutoCAD SHX Text

TREE

AutoCAD SHX Text

149

AutoCAD SHX Text

29.044

AutoCAD SHX Text

TREE

AutoCAD SHX Text

150

AutoCAD SHX Text

29.838

AutoCAD SHX Text

TREE

AutoCAD SHX Text

151

AutoCAD SHX Text

29.578

AutoCAD SHX Text

TREE

AutoCAD SHX Text

152

AutoCAD SHX Text

29.475

AutoCAD SHX Text

TREE

AutoCAD SHX Text

153

AutoCAD SHX Text

29.904

AutoCAD SHX Text

TREE

AutoCAD SHX Text

154

AutoCAD SHX Text

29.724

AutoCAD SHX Text

TREE

AutoCAD SHX Text

155

AutoCAD SHX Text

29.102

AutoCAD SHX Text

TREE

AutoCAD SHX Text

156

AutoCAD SHX Text

28.887

AutoCAD SHX Text

BW

AutoCAD SHX Text

157

AutoCAD SHX Text

29.639

AutoCAD SHX Text

BW

AutoCAD SHX Text

158

AutoCAD SHX Text

30.567

AutoCAD SHX Text

BW

AutoCAD SHX Text

159

AutoCAD SHX Text

28.608

AutoCAD SHX Text

BW

AutoCAD SHX Text

160

AutoCAD SHX Text

28.005

AutoCAD SHX Text

BW

AutoCAD SHX Text

161

AutoCAD SHX Text

27.243

AutoCAD SHX Text

BW

AutoCAD SHX Text

162

AutoCAD SHX Text

26.532

AutoCAD SHX Text

BW

AutoCAD SHX Text

163

AutoCAD SHX Text

25.551

AutoCAD SHX Text

BW

AutoCAD SHX Text

164

AutoCAD SHX Text

24.946

AutoCAD SHX Text

BW

AutoCAD SHX Text

165

AutoCAD SHX Text

24.304

AutoCAD SHX Text

BW

AutoCAD SHX Text

166

AutoCAD SHX Text

24.135

AutoCAD SHX Text

BW

AutoCAD SHX Text

167

AutoCAD SHX Text

24.387

AutoCAD SHX Text

BW

AutoCAD SHX Text

168

AutoCAD SHX Text

25.000

AutoCAD SHX Text

BW

AutoCAD SHX Text

169

AutoCAD SHX Text

25.449

AutoCAD SHX Text

BW

AutoCAD SHX Text

170

AutoCAD SHX Text

26.072

AutoCAD SHX Text

GL

AutoCAD SHX Text

171

AutoCAD SHX Text

28.920

AutoCAD SHX Text

GL

AutoCAD SHX Text

172

AutoCAD SHX Text

29.225

AutoCAD SHX Text

GL

AutoCAD SHX Text

173

AutoCAD SHX Text

28.766

AutoCAD SHX Text

GL

AutoCAD SHX Text

174

AutoCAD SHX Text

28.872

AutoCAD SHX Text

GL

AutoCAD SHX Text

175

AutoCAD SHX Text

28.928

AutoCAD SHX Text

GL

AutoCAD SHX Text

176

AutoCAD SHX Text

29.033

AutoCAD SHX Text

GL

AutoCAD SHX Text

177

AutoCAD SHX Text

29.155

AutoCAD SHX Text

GL

AutoCAD SHX Text

178

AutoCAD SHX Text

29.396

AutoCAD SHX Text

GL

AutoCAD SHX Text

179

AutoCAD SHX Text

29.361

AutoCAD SHX Text

GL

AutoCAD SHX Text

180

AutoCAD SHX Text

30.081

AutoCAD SHX Text

GL

AutoCAD SHX Text

181

AutoCAD SHX Text

29.870

AutoCAD SHX Text

GL

AutoCAD SHX Text

182

AutoCAD SHX Text

28.353

AutoCAD SHX Text

GL

AutoCAD SHX Text

183

AutoCAD SHX Text

27.529

AutoCAD SHX Text

GL

AutoCAD SHX Text

184

AutoCAD SHX Text

26.178

AutoCAD SHX Text

GL

AutoCAD SHX Text

185

AutoCAD SHX Text

26.737

AutoCAD SHX Text

GL

AutoCAD SHX Text

186

AutoCAD SHX Text

26.335

AutoCAD SHX Text

GL

AutoCAD SHX Text

187

AutoCAD SHX Text

28.067

AutoCAD SHX Text

GL

AutoCAD SHX Text

188

AutoCAD SHX Text

25.343

AutoCAD SHX Text

GL

AutoCAD SHX Text

189

AutoCAD SHX Text

24.982

AutoCAD SHX Text

GL

AutoCAD SHX Text

190

AutoCAD SHX Text

24.728

AutoCAD SHX Text

GL

AutoCAD SHX Text

191

AutoCAD SHX Text

25.161

AutoCAD SHX Text

GL

AutoCAD SHX Text

192

AutoCAD SHX Text

27.333

AutoCAD SHX Text

GL

AutoCAD SHX Text

193

AutoCAD SHX Text

27.406

AutoCAD SHX Text

GL

AutoCAD SHX Text

194

AutoCAD SHX Text

29.969

AutoCAD SHX Text

GL

AutoCAD SHX Text

195

AutoCAD SHX Text

30.434

AutoCAD SHX Text

GL

AutoCAD SHX Text

196

AutoCAD SHX Text

30.467

AutoCAD SHX Text

GL

AutoCAD SHX Text

197

AutoCAD SHX Text

30.375

AutoCAD SHX Text

GL

AutoCAD SHX Text

198

AutoCAD SHX Text

30.438

AutoCAD SHX Text

GL

AutoCAD SHX Text

199

AutoCAD SHX Text

29.684

AutoCAD SHX Text

GL

AutoCAD SHX Text

200

AutoCAD SHX Text

29.796

AutoCAD SHX Text

GL

AutoCAD SHX Text

201

AutoCAD SHX Text

29.567

AutoCAD SHX Text

GL

AutoCAD SHX Text

202

AutoCAD SHX Text

29.152

AutoCAD SHX Text

GL

AutoCAD SHX Text

203

AutoCAD SHX Text

30.373

AutoCAD SHX Text

GL

AutoCAD SHX Text

204

AutoCAD SHX Text

29.289

AutoCAD SHX Text

ROAD

AutoCAD SHX Text

205

AutoCAD SHX Text

28.555

AutoCAD SHX Text

ROAD

AutoCAD SHX Text

206

AutoCAD SHX Text

28.709

AutoCAD SHX Text

ROAD

AutoCAD SHX Text

207

AutoCAD SHX Text

25.617

AutoCAD SHX Text

ROAD

AutoCAD SHX Text

208

AutoCAD SHX Text

25.617

AutoCAD SHX Text

ROAD

AutoCAD SHX Text

209

AutoCAD SHX Text

25.631

AutoCAD SHX Text

ROAD

AutoCAD SHX Text

210

AutoCAD SHX Text

24.240

AutoCAD SHX Text

ROAD

AutoCAD SHX Text

211

AutoCAD SHX Text

26.574

AutoCAD SHX Text

ROAD

AutoCAD SHX Text

212

AutoCAD SHX Text

25.502

AutoCAD SHX Text

ROAD

AutoCAD SHX Text

213

AutoCAD SHX Text

27.408

AutoCAD SHX Text

FEN

AutoCAD SHX Text

214

AutoCAD SHX Text

24.855

AutoCAD SHX Text

EP

AutoCAD SHX Text

215

AutoCAD SHX Text

26.966

AutoCAD SHX Text

GL

AutoCAD SHX Text

216

AutoCAD SHX Text

23.838

AutoCAD SHX Text

GL

AutoCAD SHX Text

217

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24.028

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AutoCAD SHX Text

218

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23.728

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AutoCAD SHX Text

219

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24.255

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220

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24.360

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AutoCAD SHX Text

221

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24.079

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222

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24.465

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AutoCAD SHX Text

223

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23.817

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AutoCAD SHX Text

224

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28.064

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225

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29.088

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AutoCAD SHX Text

226

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28.605

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AutoCAD SHX Text

227

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28.265

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AutoCAD SHX Text

228

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29.439

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AutoCAD SHX Text

229

AutoCAD SHX Text

29.344

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AutoCAD SHX Text

230

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29.290

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AutoCAD SHX Text

231

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29.258

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AutoCAD SHX Text

232

AutoCAD SHX Text

29.220

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AutoCAD SHX Text

233

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28.944

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AutoCAD SHX Text

234

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27.931

AutoCAD SHX Text

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AutoCAD SHX Text

235

AutoCAD SHX Text

26.763

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AutoCAD SHX Text

236

AutoCAD SHX Text

26.576

AutoCAD SHX Text

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AutoCAD SHX Text

237

AutoCAD SHX Text

27.347

AutoCAD SHX Text

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33.191

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AutoCAD SHX Text

238

AutoCAD SHX Text

31.001

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AutoCAD SHX Text

239

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30.929

AutoCAD SHX Text

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AutoCAD SHX Text

240

AutoCAD SHX Text

30.773

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AutoCAD SHX Text

241

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30.773

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AutoCAD SHX Text

242

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30.712

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243

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30.545

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AutoCAD SHX Text

244

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30.574

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245

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30.491

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AutoCAD SHX Text

246

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30.094

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AutoCAD SHX Text

247

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30.403

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AutoCAD SHX Text

248

AutoCAD SHX Text

30.489

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AutoCAD SHX Text

249

AutoCAD SHX Text

30.668

AutoCAD SHX Text

BAMBOO

AutoCAD SHX Text

250

AutoCAD SHX Text

30.062

AutoCAD SHX Text

BAMBOO

AutoCAD SHX Text

251

AutoCAD SHX Text

28.348

AutoCAD SHX Text

BAMBOO

AutoCAD SHX Text

252

AutoCAD SHX Text

28.214

AutoCAD SHX Text

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AutoCAD SHX Text

253

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30.412

AutoCAD SHX Text

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254

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28.602

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255

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28.732

AutoCAD SHX Text

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AutoCAD SHX Text

256

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29.960

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AutoCAD SHX Text

257

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30.319

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AutoCAD SHX Text

258

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30.898

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259

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30.299

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AutoCAD SHX Text

260

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30.708

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261

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31.063

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AutoCAD SHX Text

262

AutoCAD SHX Text

31.514

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AutoCAD SHX Text

263

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30.979

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AutoCAD SHX Text

264

AutoCAD SHX Text

32.369

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AutoCAD SHX Text

265

AutoCAD SHX Text

31.362

AutoCAD SHX Text

GL

AutoCAD SHX Text

266

AutoCAD SHX Text

31.098

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AutoCAD SHX Text

267

AutoCAD SHX Text

31.158

AutoCAD SHX Text

TREE

AutoCAD SHX Text

268

AutoCAD SHX Text

31.048

AutoCAD SHX Text

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AutoCAD SHX Text

269

AutoCAD SHX Text

31.151

AutoCAD SHX Text

TREE

AutoCAD SHX Text

270

AutoCAD SHX Text

31.287

AutoCAD SHX Text

TREE

AutoCAD SHX Text

271

AutoCAD SHX Text

30.642

AutoCAD SHX Text

TREE

AutoCAD SHX Text

272

AutoCAD SHX Text

30.857

AutoCAD SHX Text

TREE

AutoCAD SHX Text

273

AutoCAD SHX Text

30.348

AutoCAD SHX Text

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AutoCAD SHX Text

274

AutoCAD SHX Text

29.213

AutoCAD SHX Text

TREE

AutoCAD SHX Text

275

AutoCAD SHX Text

30.716

AutoCAD SHX Text

TREE

AutoCAD SHX Text

276

AutoCAD SHX Text

30.535

AutoCAD SHX Text

TREE

AutoCAD SHX Text

277

AutoCAD SHX Text

30.779

AutoCAD SHX Text

TREE

AutoCAD SHX Text

278

AutoCAD SHX Text

30.881

AutoCAD SHX Text

TREE

AutoCAD SHX Text

279

AutoCAD SHX Text

30.858

AutoCAD SHX Text

TREE

AutoCAD SHX Text

280

AutoCAD SHX Text

30.950

AutoCAD SHX Text

TREE

AutoCAD SHX Text

281

AutoCAD SHX Text

31.070

AutoCAD SHX Text

TREE

AutoCAD SHX Text

282

AutoCAD SHX Text

32.011

AutoCAD SHX Text

TREE

AutoCAD SHX Text

283

AutoCAD SHX Text

31.920

AutoCAD SHX Text

TREE

AutoCAD SHX Text

284

AutoCAD SHX Text

32.603

AutoCAD SHX Text

TREE

AutoCAD SHX Text

285

AutoCAD SHX Text

32.682

AutoCAD SHX Text

TREE

AutoCAD SHX Text

286

AutoCAD SHX Text

33.432

AutoCAD SHX Text

TREE

AutoCAD SHX Text

287

AutoCAD SHX Text

33.201

AutoCAD SHX Text

TREE

AutoCAD SHX Text

288

AutoCAD SHX Text

33.887

AutoCAD SHX Text

TREE

AutoCAD SHX Text

289

AutoCAD SHX Text

31.723

AutoCAD SHX Text

TREE

AutoCAD SHX Text

290

AutoCAD SHX Text

31.880

AutoCAD SHX Text

TREE

AutoCAD SHX Text

291

AutoCAD SHX Text

31.100

AutoCAD SHX Text

TREE

AutoCAD SHX Text

292

AutoCAD SHX Text

30.939

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AutoCAD SHX Text

293

AutoCAD SHX Text

31.181

AutoCAD SHX Text

GL

AutoCAD SHX Text

294

AutoCAD SHX Text

31.358

AutoCAD SHX Text

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AutoCAD SHX Text

295

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32.147

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AutoCAD SHX Text

296

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31.915

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AutoCAD SHX Text

297

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31.961

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AutoCAD SHX Text

298

AutoCAD SHX Text

30.886

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AutoCAD SHX Text

299

AutoCAD SHX Text

31.665

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300

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32.137

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AutoCAD SHX Text

301

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30.988

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AutoCAD SHX Text

302

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30.739

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303

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30.577

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304

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29.771

AutoCAD SHX Text

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AutoCAD SHX Text

305

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30.504

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AutoCAD SHX Text

306

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24.591

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AutoCAD SHX Text

307

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25.214

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308

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26.096

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309

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24.773

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AutoCAD SHX Text

310

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24.991

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311

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26.330

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312

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26.963

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313

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27.166

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314

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29.831

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315

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30.231

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316

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30.680

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317

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31.037

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318

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30.597

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319

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29.984

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320

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30.076

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321

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29.335

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322

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29.358

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323

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30.067

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324

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31.406

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325

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30.621

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326

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30.710

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327

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30.711

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328

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31.023

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AutoCAD SHX Text

329

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30.624

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AutoCAD SHX Text

330

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30.950

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331

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31.013

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332

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31.302

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333

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31.138

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334

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30.947

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AutoCAD SHX Text

335

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32.131

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AutoCAD SHX Text

336

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31.453

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337

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28.807

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30.997

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AutoCAD SHX Text

338

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26.911

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AutoCAD SHX Text

339

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26.817

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340

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26.515

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341

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26.368

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AutoCAD SHX Text

342

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26.673

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343

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27.809

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AutoCAD SHX Text

344

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28.095

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AutoCAD SHX Text

345

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26.679

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AutoCAD SHX Text

346

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25.489

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AutoCAD SHX Text

347

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25.134

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AutoCAD SHX Text

348

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25.369

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AutoCAD SHX Text

349

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26.281

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350

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28.153

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AutoCAD SHX Text

351

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28.387

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352

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28.330

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AutoCAD SHX Text

353

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27.898

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354

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27.306

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AutoCAD SHX Text

355

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27.956

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356

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28.090

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AutoCAD SHX Text

357

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25.079

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AutoCAD SHX Text

358

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25.785

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AutoCAD SHX Text

359

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28.372

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AutoCAD SHX Text

360

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28.677

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361

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29.570

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362

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29.217

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363

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28.996

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364

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29.299

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29.182

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29.032

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367

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29.654

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368

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30.006

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369

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29.871

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370

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29.558

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371

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29.110

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372

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29.390

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373

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29.804

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374

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29.847

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375

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30.295

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376

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30.321

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377

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29.642

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28.215

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379

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29.797

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380

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28.509

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381

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29.999

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29.678

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383

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30.362

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384

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28.977

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385

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29.131

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386

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28.471

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387

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27.853

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388

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27.784

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28.093

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390

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26.779

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391

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26.108

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392

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26.643

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393

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26.931

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394

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29.902

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395

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29.986

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396

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29.829

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397

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29.836

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398

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30.134

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AutoCAD SHX Text

399

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30.641

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400

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29.975

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AutoCAD SHX Text

401

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30.226

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402

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30.538

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AutoCAD SHX Text

403

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30.453

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AutoCAD SHX Text

404

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30.484

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AutoCAD SHX Text

405

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30.959

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AutoCAD SHX Text

406

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31.102

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AutoCAD SHX Text

407

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30.561

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AutoCAD SHX Text

408

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30.353

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AutoCAD SHX Text

409

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29.850

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AutoCAD SHX Text

410

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30.281

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AutoCAD SHX Text

411

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30.320

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AutoCAD SHX Text

412

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30.584

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AutoCAD SHX Text

413

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30.649

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414

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30.703

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415

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30.648

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416

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30.959

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417

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31.151

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418

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30.782

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419

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30.586

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420

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30.463

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421

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29.113

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28.092

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423

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28.072

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424

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28.303

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425

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28.703

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426

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28.944

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427

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28.145

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29.092

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30.021

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30.356

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29.639

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435

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30.867

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28.747

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29.334

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29.607

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439

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29.467

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440

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28.459

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28.043

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29.362

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29.345

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30.273

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31.016

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30.367

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30.774

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31.000

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30.118

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30.098

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30.105

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30.075

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29.920

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29.947

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29.802

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30.552

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28.840

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30.623

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30.710

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460

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30.759

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30.836

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AutoCAD SHX Text

462

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30.731

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463

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30.869

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AutoCAD SHX Text

464

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30.866

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AutoCAD SHX Text

465

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30.284

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AutoCAD SHX Text

466

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30.624

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AutoCAD SHX Text

467

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30.414

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468

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30.496

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AutoCAD SHX Text

469

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30.812

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AutoCAD SHX Text

470

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29.057

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AutoCAD SHX Text

471

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26.180

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AutoCAD SHX Text

472

AutoCAD SHX Text

25.135

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AutoCAD SHX Text

473

AutoCAD SHX Text

24.189

AutoCAD SHX Text

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AutoCAD SHX Text

474

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24.396

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475

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24.212

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476

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30.492

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477

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29.984

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478

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29.874

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479

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30.056

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480

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29.699

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481

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30.486

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482

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30.676

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483

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30.943

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484

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30.714

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485

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28.766

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486

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30.606

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487

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30.523

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488

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30.754

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489

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30.714

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490

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30.613

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491

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30.783

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AutoCAD SHX Text

492

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25.569

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AutoCAD SHX Text

493

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26.666

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AutoCAD SHX Text

494

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30.948

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AutoCAD SHX Text

495

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31.173

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AutoCAD SHX Text

496

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31.523

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AutoCAD SHX Text

497

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31.509

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AutoCAD SHX Text

498

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31.910

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AutoCAD SHX Text

499

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31.172

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AutoCAD SHX Text

500

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31.103

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AutoCAD SHX Text

501

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31.252

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AutoCAD SHX Text

502

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31.293

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AutoCAD SHX Text

503

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31.280

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AutoCAD SHX Text

504

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31.400

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AutoCAD SHX Text

505

AutoCAD SHX Text

31.813

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TREE

AutoCAD SHX Text

506

AutoCAD SHX Text

31.067

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AutoCAD SHX Text

507

AutoCAD SHX Text

31.219

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TREE

AutoCAD SHX Text

508

AutoCAD SHX Text

31.183

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TREE

AutoCAD SHX Text

509

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31.142

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TREE

AutoCAD SHX Text

510

AutoCAD SHX Text

31.413

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TREE

AutoCAD SHX Text

511

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30.984

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TREE

AutoCAD SHX Text

512

AutoCAD SHX Text

30.885

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TREE

AutoCAD SHX Text

513

AutoCAD SHX Text

30.664

AutoCAD SHX Text

TREE

AutoCAD SHX Text

514

AutoCAD SHX Text

31.145

AutoCAD SHX Text

TREE

AutoCAD SHX Text

515

AutoCAD SHX Text

29.184

AutoCAD SHX Text

TREE

AutoCAD SHX Text

516

AutoCAD SHX Text

29.531

AutoCAD SHX Text

TREE

AutoCAD SHX Text

517

AutoCAD SHX Text

29.778

AutoCAD SHX Text

BAMBOO

AutoCAD SHX Text

518

AutoCAD SHX Text

30.850

AutoCAD SHX Text

BAMBOO

AutoCAD SHX Text

519

AutoCAD SHX Text

30.916

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AutoCAD SHX Text

520

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30.751

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AutoCAD SHX Text

521

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30.640

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AutoCAD SHX Text

522

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30.969

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AutoCAD SHX Text

523

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31.018

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AutoCAD SHX Text

524

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31.097

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525

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31.433

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AutoCAD SHX Text

526

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30.201

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527

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30.268

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528

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30.372

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529

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30.621

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530

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30.637

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AutoCAD SHX Text

531

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30.607

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532

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30.648

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533

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30.651

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534

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30.902

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AutoCAD SHX Text

535

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31.198

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AutoCAD SHX Text

536

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30.516

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AutoCAD SHX Text

537

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30.446

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AutoCAD SHX Text

538

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30.048

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AutoCAD SHX Text

539

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27.975

AutoCAD SHX Text

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AutoCAD SHX Text

540

AutoCAD SHX Text

29.380

AutoCAD SHX Text

457

AutoCAD SHX Text

30.523

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AutoCAD SHX Text

541

AutoCAD SHX Text

28.984

AutoCAD SHX Text

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AutoCAD SHX Text

542

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25.578

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543

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26.123

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AutoCAD SHX Text

544

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29.286

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AutoCAD SHX Text

545

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28.938

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AutoCAD SHX Text

546

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29.669

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AutoCAD SHX Text

547

AutoCAD SHX Text

31.624

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BC

AutoCAD SHX Text

548

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31.462

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AutoCAD SHX Text

549

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31.617

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AutoCAD SHX Text

550

AutoCAD SHX Text

32.235

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AutoCAD SHX Text

551

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31.187

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552

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31.401

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553

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30.108

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554

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29.702

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29.791

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556

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30.004

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557

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29.843

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558

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30.160

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559

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30.498

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560

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30.856

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561

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30.153

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562

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30.198

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563

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30.968

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AutoCAD SHX Text

564

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30.974

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565

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31.315

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566

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31.518

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567

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31.540

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568

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31.686

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AutoCAD SHX Text

569

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31.890

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AutoCAD SHX Text

570

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31.352

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TREE

AutoCAD SHX Text

571

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31.050

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TREE

AutoCAD SHX Text

572

AutoCAD SHX Text

31.075

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TREE

AutoCAD SHX Text

573

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30.502

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TREE

AutoCAD SHX Text

574

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29.945

AutoCAD SHX Text

TREE

AutoCAD SHX Text

575

AutoCAD SHX Text

31.469

AutoCAD SHX Text

TREE

AutoCAD SHX Text

576

AutoCAD SHX Text

31.540

AutoCAD SHX Text

TREE

AutoCAD SHX Text

577

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31.667

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TREE

AutoCAD SHX Text

578

AutoCAD SHX Text

31.959

AutoCAD SHX Text

TREE

AutoCAD SHX Text

579

AutoCAD SHX Text

31.762

AutoCAD SHX Text

TREE

AutoCAD SHX Text

580

AutoCAD SHX Text

32.029

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TREE

AutoCAD SHX Text

581

AutoCAD SHX Text

31.602

AutoCAD SHX Text

BAMBOO

AutoCAD SHX Text

582

AutoCAD SHX Text

29.358

AutoCAD SHX Text

BAMBOO

AutoCAD SHX Text

583

AutoCAD SHX Text

30.522

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GL

AutoCAD SHX Text

584

AutoCAD SHX Text

31.290

AutoCAD SHX Text

GL

AutoCAD SHX Text

585

AutoCAD SHX Text

31.346

AutoCAD SHX Text

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AutoCAD SHX Text

586

AutoCAD SHX Text

31.706

AutoCAD SHX Text

S

AutoCAD SHX Text

587

AutoCAD SHX Text

32.262

AutoCAD SHX Text

520

AutoCAD SHX Text

30.736

AutoCAD SHX Text

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AutoCAD SHX Text

588

AutoCAD SHX Text

32.462

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AutoCAD SHX Text

589

AutoCAD SHX Text

32.540

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AutoCAD SHX Text

590

AutoCAD SHX Text

32.455

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AutoCAD SHX Text

591

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32.359

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AutoCAD SHX Text

592

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32.395

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AutoCAD SHX Text

593

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32.473

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594

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32.585

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AutoCAD SHX Text

595

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32.476

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596

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32.617

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597

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32.644

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598

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32.676

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599

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32.677

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AutoCAD SHX Text

600

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32.757

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AutoCAD SHX Text

601

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32.835

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AutoCAD SHX Text

602

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32.614

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AutoCAD SHX Text

603

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32.680

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604

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32.472

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605

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32.464

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AutoCAD SHX Text

606

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32.309

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607

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32.705

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AutoCAD SHX Text

608

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32.552

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609

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32.372

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610

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32.277

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611

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32.333

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612

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32.256

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613

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32.102

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614

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32.394

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615

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32.235

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616

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32.374

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617

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32.314

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618

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32.282

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619

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32.416

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620

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32.395

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621

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32.317

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622

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32.180

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623

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32.199

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624

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32.136

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625

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32.191

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626

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32.155

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627

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32.080

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628

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32.176

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AutoCAD SHX Text

629

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32.147

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630

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32.224

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631

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32.017

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AutoCAD SHX Text

632

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32.112

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RTS

AutoCAD SHX Text

633

AutoCAD SHX Text

32.079

AutoCAD SHX Text

RTS

AutoCAD SHX Text

634

AutoCAD SHX Text

32.253

AutoCAD SHX Text

RTS

AutoCAD SHX Text

635

AutoCAD SHX Text

32.235

AutoCAD SHX Text

TREE

AutoCAD SHX Text

636

AutoCAD SHX Text

32.119

AutoCAD SHX Text

TREE

AutoCAD SHX Text

637

AutoCAD SHX Text

32.106

AutoCAD SHX Text

TREE

AutoCAD SHX Text

638

AutoCAD SHX Text

32.164

AutoCAD SHX Text

TF

AutoCAD SHX Text

639

AutoCAD SHX Text

32.648

AutoCAD SHX Text

S

AutoCAD SHX Text

640

AutoCAD SHX Text

32.410

AutoCAD SHX Text

EP

AutoCAD SHX Text

641

AutoCAD SHX Text

32.359

AutoCAD SHX Text

TREE

AutoCAD SHX Text

642

AutoCAD SHX Text

31.834

AutoCAD SHX Text

TREE

AutoCAD SHX Text

643

AutoCAD SHX Text

31.699

AutoCAD SHX Text

TREE

AutoCAD SHX Text

644

AutoCAD SHX Text

31.807

AutoCAD SHX Text

GL

AutoCAD SHX Text

645

AutoCAD SHX Text

31.556

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GL

AutoCAD SHX Text

646

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31.512

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AutoCAD SHX Text

647

AutoCAD SHX Text

31.214

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GL

AutoCAD SHX Text

648

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31.214

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TREE

AutoCAD SHX Text

649

AutoCAD SHX Text

31.073

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TREE

AutoCAD SHX Text

650

AutoCAD SHX Text

30.894

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TREE

AutoCAD SHX Text

651

AutoCAD SHX Text

30.682

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TREE

AutoCAD SHX Text

652

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30.334

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GL

AutoCAD SHX Text

653

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30.335

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654

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32.019

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AutoCAD SHX Text

655

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32.041

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GL

AutoCAD SHX Text

656

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31.944

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TREE

AutoCAD SHX Text

657

AutoCAD SHX Text

31.569

AutoCAD SHX Text

TREE

AutoCAD SHX Text

658

AutoCAD SHX Text

31.791

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TREE

AutoCAD SHX Text

659

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31.926

AutoCAD SHX Text

587

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32.258

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GL

AutoCAD SHX Text

660

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31.864

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661

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31.781

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662

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31.805

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663

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32.073

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664

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32.058

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665

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31.852

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666

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31.901

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AutoCAD SHX Text

667

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32.599

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AutoCAD SHX Text

668

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32.093

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AutoCAD SHX Text

669

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32.260

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AutoCAD SHX Text

670

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32.312

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AutoCAD SHX Text

671

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32.289

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AutoCAD SHX Text

672

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31.976

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BW

AutoCAD SHX Text

673

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31.934

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AutoCAD SHX Text

674

AutoCAD SHX Text

31.991

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AutoCAD SHX Text

675

AutoCAD SHX Text

32.661

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AutoCAD SHX Text

676

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32.616

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AutoCAD SHX Text

677

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32.580

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AutoCAD SHX Text

678

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32.802

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AutoCAD SHX Text

679

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33.004

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AutoCAD SHX Text

680

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33.061

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681

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33.044

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AutoCAD SHX Text

682

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32.989

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EP

AutoCAD SHX Text

683

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33.032

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AutoCAD SHX Text

684

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33.505

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EP

AutoCAD SHX Text

685

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32.742

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AutoCAD SHX Text

686

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32.720

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AutoCAD SHX Text

687

AutoCAD SHX Text

32.149

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688

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32.264

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TREE

AutoCAD SHX Text

689

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32.067

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TREE

AutoCAD SHX Text

690

AutoCAD SHX Text

32.448

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TREE

AutoCAD SHX Text

691

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32.834

AutoCAD SHX Text

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AutoCAD SHX Text

692

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32.669

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AutoCAD SHX Text

693

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32.487

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AutoCAD SHX Text

694

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32.013

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AutoCAD SHX Text

695

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31.960

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AutoCAD SHX Text

696

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32.269

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697

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32.365

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AutoCAD SHX Text

698

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32.029

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699

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32.516

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AutoCAD SHX Text

700

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32.572

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701

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32.576

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AutoCAD SHX Text

702

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31.825

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AutoCAD SHX Text

703

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31.969

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704

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32.096

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AutoCAD SHX Text

705

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31.884

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AutoCAD SHX Text

706

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31.839

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AutoCAD SHX Text

707

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31.725

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AutoCAD SHX Text

708

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31.767

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AutoCAD SHX Text

709

AutoCAD SHX Text

31.815

AutoCAD SHX Text

TREE

AutoCAD SHX Text

710

AutoCAD SHX Text

31.539

AutoCAD SHX Text

TREE

AutoCAD SHX Text

711

AutoCAD SHX Text

31.137

AutoCAD SHX Text

TREE

AutoCAD SHX Text

712

AutoCAD SHX Text

31.406

AutoCAD SHX Text

GL

AutoCAD SHX Text

713

AutoCAD SHX Text

32.139

AutoCAD SHX Text

GL

AutoCAD SHX Text

714

AutoCAD SHX Text

31.975

AutoCAD SHX Text

GL

AutoCAD SHX Text

715

AutoCAD SHX Text

31.713

AutoCAD SHX Text

GL

AutoCAD SHX Text

716

AutoCAD SHX Text

31.729

AutoCAD SHX Text

GL

AutoCAD SHX Text

717

AutoCAD SHX Text

31.577

AutoCAD SHX Text

GL

AutoCAD SHX Text

718

AutoCAD SHX Text

31.510

AutoCAD SHX Text

GL

AutoCAD SHX Text

719

AutoCAD SHX Text

31.846

AutoCAD SHX Text

GL

AutoCAD SHX Text

720

AutoCAD SHX Text

31.803

AutoCAD SHX Text

GL

AutoCAD SHX Text

721

AutoCAD SHX Text

31.589

AutoCAD SHX Text

GL

AutoCAD SHX Text

722

AutoCAD SHX Text

31.521

AutoCAD SHX Text

GL

AutoCAD SHX Text

723

AutoCAD SHX Text

33.268

AutoCAD SHX Text

GL

AutoCAD SHX Text

724

AutoCAD SHX Text

33.195

AutoCAD SHX Text

GL

AutoCAD SHX Text

725

AutoCAD SHX Text

33.450

AutoCAD SHX Text

001

AutoCAD SHX Text

33.087

AutoCAD SHX Text

FEN

AutoCAD SHX Text

726

AutoCAD SHX Text

31.394

AutoCAD SHX Text

ROAD

AutoCAD SHX Text

727

AutoCAD SHX Text

31.061

AutoCAD SHX Text

ROAD

AutoCAD SHX Text

728

AutoCAD SHX Text

31.099

AutoCAD SHX Text

ROAD

AutoCAD SHX Text

729

AutoCAD SHX Text

31.035

AutoCAD SHX Text

TBM4

AutoCAD SHX Text

742

AutoCAD SHX Text

32.387

AutoCAD SHX Text

EP

AutoCAD SHX Text

EP

AutoCAD SHX Text

EP

AutoCAD SHX Text

EP

AutoCAD SHX Text

EP

AutoCAD SHX Text

EP

AutoCAD SHX Text

EP

AutoCAD SHX Text

EP

AutoCAD SHX Text

EP

AutoCAD SHX Text

EP

AutoCAD SHX Text

EP

AutoCAD SHX Text

EP

AutoCAD SHX Text

EP

AutoCAD SHX Text

EP

AutoCAD SHX Text

EP

AutoCAD SHX Text

TBM-4

AutoCAD SHX Text

TBM-1

AutoCAD SHX Text

TBM-2

AutoCAD SHX Text

TBM-3

AutoCAD SHX Text

BAMBOO JHAR

AutoCAD SHX Text

BAMBOO JHAR

AutoCAD SHX Text

BAMBOO JHAR

AutoCAD SHX Text

KALI TEMPLE

AutoCAD SHX Text

RTS

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TRANSFORMER

AutoCAD SHX Text

HOUSE

AutoCAD SHX Text

HOUSE

AutoCAD SHX Text

BOUNDARY WALL

AutoCAD SHX Text

HOUSE

AutoCAD SHX Text

B.T ROAD

AutoCAD SHX Text

B.T ROAD

AutoCAD SHX Text

EARTHEN ROAD

AutoCAD SHX Text

EARTHEN ROAD

AutoCAD SHX Text

HOUSE

AutoCAD SHX Text

HOUSE

AutoCAD SHX Text

EP

Documents

Geotech Report Nandannagar 2nd time · The present report the analysis of test results and recommendations regarding type of foundation, allowable bearing capacity. Also, for the