5.methodology for nwr

8/15/2019 5.Methodology for NWR

1/32


2/32

Ajmer(Nasirabad)‐ Sawaimadhopur(Chauth ka Barwara) via Tonk

New B.G. Line

North Western Railway BPC Consultant India (P) Ltd.

(d) Final location survey

While Traffic survey, reconnaissance survey and preliminary survey covers the study of traffic

projection, analysis of alternatives, characteristics of project area, standards of construction,

selection of routes, cost phasing and investment schedule and financial appraisal and thus

decision is taken for a particular railway line, Final location survey is conducted to prepare

working details and make accurate cost estimates.

3.0 Work Methodology

As the name implies, the present work mainly emphasis on Conducting Final Location Survey viz.

detail engineering construction survey for proposed new BG alignment and the detail

geotechnical investigation work for substructures of the important, major and minor bridges

including the working drawing of minor bridges and other utilities. The work also comprises of

other elements as given below , in order of their execution, including the above.

■ Preliminary study for alignment selection based on RECT survey report.(USSOR/NS Item No. NS/B-1)

■ Engineering survey by fixing of control point using total station/ differential GPS and detailtopographical survey on selected alignment .(USSOR/NS Item No. NS/B-1)

■ Site Selection for major & important bridges along with river hydrology survey, Site ofminor bridges including details of existing if any, RUB

(USSOR/NS Item No.NS/B-1 & NS/B-6 )■ Design of optimal alignment including all the proposed stations, bridge, tunnels etc.

(USSOR/NS Item No. NS/B-1)

■ Exploratory drilling of Boreholes in all type of soil, soft & hard rock, insitu test , collectionsamples.(USSOR/NS Item No.- 191010/11/ 12/20//21/22/30/40/41 & 191042)

■ Conducting in situ full size Plate load test (PLT) at selected location.(USSOR/NS Item No.- 191050 )

■ Conducting laboratory Tests on collected soil samples.(USSOR/NS Item No. 191140)

■ Preparation and submission of Final Geotechnical Report

(USSOR/NS Item No. 191180)■ Staking out of alignment on ground by fixing RCC pillar and CC mattum.

(USSOR/NS Item No. NS/B-2)

■ Check leveling for fixing TBM & along center line of proposed BG Line permanent GT markat stations(USSOR/NS Item No. NS/B-3 & NS/B-4)

■ Preparation & Submission of Index Section & Plan(USSOR/NS Item No. NS/B-11 & NS/B-12)

■ Details of Plan, L- section & cross-section drawing working out of quantities of earthworkand blanketing.(USSOR/NS Item No. NS/B-5)

■ Details survey for yards & preparation of yards plan. Yards plan.(USSOR/NS Item No. NS/B-9 & NS/B-10)

2


3/32


New B.G. Line


■ Preparation of GAD plan for major and minor bridges drawing .(USSOR/NS Item No. NS/B-6 & NS/B-7)

■ Preparation of Land Plans measurement of land to be revenue record.(USSOR/NS Item No. NS/B-13)

■ Preparation of land acquisition proposals.

(USSOR/NS Item No. NS/B-14)■ Collection/measuring of dimensional details of building & cross-section of passenger

utilities i.e.(USSOR/NS Item No. NS/B-15)

■ Submission of Project Report & detailed estimate.(USSOR/NS Item No. NS/B-17)

The alignment in general will be as per RECT survey report. However alignment may be

detoured/changed at some locations as per site requirement.

Topographic survey is the most important survey as it establishes the exact layout of existing

ground condition and important adjacent features to access, other physical features and the

obstacles in the way of improvements. This survey also establishes reference points with the

help of which the design alignment & profile can be set on ground. The accuracy of the plans

and plan quantities depends upon the precision with which the survey is conducted. The

measurement of coordinates and elevations must be correct and the topographic information

must be complete. The final location survey shall also include fixation of reference pillars, detail

leveling and cross section along with longitudinal section, design of optimal alignment

considering the engineering parameters like degree of curve, ruling gradient, transition curve

and alignment at the location of River and grade separated structures.

Once the alignment is worked out by producing plan and profile, the location for soil

investigation at structure foundation shall be carried out. This can be done in phases on the

total stretch based on the completion of plan and profile.

The geotechnical investigation will be carried out for determining the engineering

characteristics of the sub-soil underlying the foundations of the proposed bridges, road overbridges, viaducts or LC etc. and for embankment/ cutting so as to determine the suitability of

the soil or rock surrounding the foundation assessed based on mechanical and physical properties

like grain-size distribution, porosity of rock, ground water level, sinking and driving effort,

sensitivity, any existence of deleterious material in soil or ground water, etc along with soil

parameters and rock characteristics. Plate load test wherever required need to be conducted.

Then based on the bearing capacity from soil investigation and necessary hydraulic data as

collected the general arrangement drawings for Major/important bridges and detail working

drawing for minor bridges need to be prepared.

3


4/32


New B.G. Line


The detail of the work has been well described in the tender document, under Special

Conditions of Contract on NS Items of Schedule B of BOQ. However, as the work volume mainly

deals with the engineering survey and geotechnical investigation and other engineering decision

is based on the same, it is felt to give a detail description of methods of these two major

activities, namely Topographical survey ( Schedule B of BOQ) and the Geotechnical investigation

( Schedule A of BOQ).

4.0 Identification of Final alignment at site

To start with the given job as already been defined by the hierarchy of subtasks, as stated

above, its important to identify the alignment on which detail engineering survey which is

termed as final location survey - in railway engineering ( ref para 2.0 – Project Understanding),

shall be carried out.

Identification of alignment shall be carried out based on the RECT (Reconnaissance Engineering

cum Traffic Survey) report which covers all the policy matters involved in proposing an

alignment starting from basic requirement and purposes, obligatory points, general topography

of the country and all economic consideration.

While the basic requirement considers the strategic reasons, political reasons, development of

back word area or to connect the trade centres etc, the reconnaissance survey considers the

general topography and the possible alignment alternatives of the new line. Traffic survey, in

conjunction with reconnaissance, determines most promising route for the railway in the area

including possible traffic the railway line will carry and standard of railway line to be followed.

It is understood that during the above survey, survey team considered two alternatives and

evaluated them based on permanent way, embankment, bridge etc to arrive at an estimated

cost and investment schedule. Therefore, the Railway administration decides the subject railway

line to be constructed.

The selected alignment passes through the important towns / villages of Ajmer, Adarsh Nagar,

Hatundi, Lachhipura, Rajoshi, Nasirabad, Luwharwada, Jaswant pura, Sarana, Goyala, Sarawad,

Surajpura, Kekari, Mevda Kalan, Naya gaon, Baghera, Dabur dumba,Toda Rai singh, Bansera,

Barwas, Dardahind, Tonk, Bamor, Khera, Banetha, Sedri , Chauth Ka Barwada, Devpura, Sawai

Madhopur.

Now to undertake the final location survey work to get more details of the new line being

contemplated, it’s important to identify and review the selected route based on RECT report at

4


5/32


New B.G. Line


site, to minimize any hindrance during the final location survey to prepare the working detail of

construction.

Detail review of RECT report and corresponding alignment shall be conducted to understand the

obligatory points through which the alignment passes through.

Subsequent to review, a detail desk study shall be conducted based on collected topo sheet,

imagery maps and the state of the art Google earth map.

The proposed alignment of RECT report shall be transformed to geo-referenced co-ordinate on

the maps to understand whether there is any certain or necessary changes required to obtain the

best feasible alignment.

An alignment is a combination of straight line and curves between the stations. Because the

proposed corridor is a new BG line, the geometry shall be optimized to understand the point of

intersection of tangents of the proposed alignment. The points are then verified at regular

interval on ground by their global positioning system.

The process of ground verification may come up with detour / changes in alignment other than

one obtained from desk study. Therefore, all the alternative alignment shall be tracked down.

The same shall be updated on the map for further ground verification, which shall produce theoptimum project alignment.

The above process of finding the alignment shall involve community intersection with local

government bodies and other stakeholders.

The above exercise of identifying the alignment shall be recorded on the topo sheet maps and

submitted on a regular interval for the necessary approval of the client to proceed for the detail

engineering survey and other related work.

Keeping in view the length of the proposed line which is approximately 165km, the entire

project corridor has been divided into three sections.

Section I – Nasirabad to Kekri (approx 58Km)

Section II – Kekri to Tonk (approx 60Km)

Section III – Tonk – Chauth ka Barwara (approx 47Km)

The Section from Tonk to Chaauth Ka Barwara has been given emphasis, in consultation with

Department, to be completed at first priority followed by other two sections.

5


6/32


New B.G. Line


5.0 Detail topographical survey work

Carrying out of final location surveys shall be one of the most important and crucial field

tasks under the project. The detailed field surveys shall be carried out using Theodoloite

or advanced Total Station. The data from the topographical surveys shall be available in

x,y,z format for use in high precision software to develop digital terrain model (DTM).

Survey Engineer shall be fully responsible for accuracy and sufficiency of the

topographical survey as per TOR.

While carrying out the field surveys, the actual scheme shall be taken in to consideration

so that the topographical surveys cover sufficient width beyond the centre line of the

proposed site.

5.1 Fixing of Bench Marks (BMs)

BMs shall be located according to the specification. BMs shall be properly painted with

yellow paint. Reduced Level (RL), TBM Reference Pillar Number etc. information shall be

marked on it with red paint. A proper list of BMs shall be prepared including x,y,z

coordinates of each BM.

TBM reference pillars shall be of size 15cm x 15cmx45 cm cast in RCC (M15) with a nailfixed in the center of the top surface and embedded in concrete upto a depth of 30 cm

with CC M10 Grade (5 cm all around). The balance 15 cm above ground shall be painted

yellow.

An arrow indicating the location of BM shall be painted with the permanent yellow paint.

5.2 Setting up Instrument on Station

The Senior Survey Engineer shall inspect all instruments to verify that no damage has

occurred in transit. The instrument shall be then set up as follows:

o Set up total station over station and measure height of instrument

o Fill in top of Detail Survey Booking Sheet.

o Filename eg 2912PC.FC5

o Station number

o Height of instrument

o Date

o Observer (Surveyor)

o Page number (start each day on page 1)

6


7/32


New B.G. Line


o Start string number (add 1 to previous station or start at 01 for each new day)

o The vertical Collimation shall be checked on the First station for each day in the

following manner:

o In Face Left sight to a distant well-defined object and record the Vertical circle

reading on the booking sheet.

o In face, Right resight the same object and again record the Vertical circle

o Add the two readings and subtract 360o.

o This difference is Twice the Vertical Collimation Error.

o This error should be less than 20” to maintain the required vertical accuracy

o Check that the prism constant is correct for the prisms being used for the

Traverse Detail Survey

o Place a mark about 120 metres from the station and measure the distance with

the 30-metre tape.

o Take a reading to the Prism at this point and ensure the horizontal distance is

within 5 mm of the taped distance.

5.3 Survey Control Points:

The possible alternatives which will form the basis of topographical survey and match

during which the survey will be conducted is stated below.

For Planimetric Control :

The detailed survey is based on a rectangular coordinate system in plan which permits

preparation of highway design and will be used for setting out.

Traverse points are set out and the co ordinates are assigned by GPS (Global Positioning

System) method.

For Height Control:

Topographical sheets show a large amount of Bench Marks of survey of India (based on

MSL) along the existing road. Closed circuit leveling will be conducted from the nearest

authentic Bench mark to the primary station in the site. In absence of any GTS

benchmark confirmation, the value of the datum Bench mark to which the leveling is

related was taken as the elevation value obtained by GPS system at the first GPS pillar

and the same is connected to the TBMs and other reference pillars along the corridor.

Taking Traverse Readings

In face left, set 0o00’00” to Back sight station

7


8/32


New B.G. Line


If using a Prism pole, the chainman shall make sure that he uses an extra pole to brace

the prism pole whilst taking the readings. The extra pole should be held almost on line

with the Total station to allow the Surveyor to be able to see the bottom of the Prism

pole to set his bearing. Two sets of horizontal angles will be measured in face left and

face right.

All the horizontal angles of offset points are to be measured in face left only.

Survey shall be closed on to a known station on the main traverse everyday so that

error, if any shall be verified and rectified on the same day. Next days survey shall

proceed only after the readings of the actual x, y, z of the Bench Mark/ Traverse Station

and recorded x, y, z values are checked and verified by the Senior Survey Engineer. If

variation is beyond the permissible limits the survey of that day shall be repeated.

Establishing Horizontal Control:-

Method of establishing a horizontal control are stated as follows-

The primary traverse for an intermediate scale map is usually run with a theodolite and a

tape. The traverse system should be suitably selected. The traverse lines are generally

taken along the roads, ridges or valley lines. for the area of limited extent, the traverseshould be run near the perimeter the tract. To minimize the cumulative effect of errors,

it is desirable to arrange a closed traverse of length not exceeding 10 to 15 km & to

divide the tract into roughly equal areas. However, if it is not possible to have a closed

traverse, checks for distance should be applied using the methods discussed for an open

traverse. Checks for azimuth should be applied by astronomical observations. For

extensive area the convergency of meridian should be taken into account while applying

the azimuth check.

If a secondary traverse is required to be established inside the primary traverse, it isdesirable to run the secondary traverse simultaneously with the primary traverse.

However the secondary traverse is usually run separately to establish the instrument

stations from which the details are located. It is advisable to run the secondary traverse,

adjust it first and then locater the details.

The secondary traverse stations are selected with particular regard to the convenience in

locating details. The length of the traverse lines should not be excessive to avoid an

unduly large accumulation of errors.

8


9/32


New B.G. Line


Secondary traverse are usually run with a theodolite and a tape. Sometimes especially

when accuracy requirements are not rigid, the plane table can be used occasionally a

compass is also used for running the traverse. The lengths of the sides are determined by

means of a tape sometimes; tachometric methods are also used for determining the

lengths.

A closed connecting traverse (fig.) Starts and ends at separate points, whose relative

positions have been determined by a survey of equal or higher order accuracy. An open

traverse ends at a station whose relative position is not previously known, and

unlike a closed traverse, provides no check against mistakes and large errors. Open

traverses are often used for preliminary survey for a road or railroad.The order of

ACCURACY for any traverse is determined by the equipment and methods used in the

traverse measurements, by the accuracy attained, and by the accuracy of the starting

and terminating stations. Hence, the order of accuracy must be specified before

the measurements are started.

Establishing Vertical Control:-

The vertical control for topographic survey consists of establishing benchmark(B.M) at

suitable places all over the area. The bench marks serve as point of reference for the

leveling operations when locating details. The bench marks are also useful during

subsequent construction work.

9


10/32


New B.G. Line


Direct differential leveling is commonly used for establishing the bench marks. The

methods of precise leveling are also sometimes used. However for small areas or in rough

country, trigonometric leveling is also used for establishing the bench marks.

A primary level route is first established. A secondary level route is then tied to the

primary route.the secondary level route normally follows the traverse lines,and the

traverse stations can be used as bench marks/ The maximum closing error which is

permitted for primary control is normally between 12 √ k to 24√ k in millimeters,where k

is the length of the circuit in kilometers.

5.4 Taking Detail Survey Readings

The limit of detailed survey will be around 250 metre radius from Location point shown

or taked for plinth. All natural and man made features such as road, drain, river,houses, big trees, electrical/telephone/ H.T. lines, railway line, pipelines, tube well,

fencing etc are to be surveyed and shown on the map correctly. For contouring, Total

Station / Automatic Level / Dumpy Level is to be used. In plane surface,spot levels are to

be taken at an interval of 15 metre (in case any \ nullah, pond, low depression etc

coming within the area to be surveyed / spot levels are to be taken in such a way to

represent the above features correctly in the topographical map). All surveyed data are

to be calculated in connection with Survey Section's network and to be plotted in

16"=1mile & 1:600 scale. In case of forest area, maps are to be prepared in 1:500 scale.

For undulating area, contour lines must be shown correctly on the map at a contour

interval of 0.5m. Plotting works are to be done on sectional square paper and tracing

paper also

i.

Survey

Topographic survey shall be carried out with reference to traverse stations. The x, y,

z co-ordinates for each station surveyed shall be recorded with respect to the values

of traverse stations. All features shall be accurately picked up and properly coded as

explained below. A sketch for surveyed points with respect to traverse station shall

be proposed.

The sketch shall include:

o Station positions (including Setup, Backsight, Foresight and Temporary Stations)

o All features with string numbers.

10


11/32


New B.G. Line


o Any additional information as felt necessary and as directed by the Team Leader/

Project Manager/ Clients Representatives

o A record of the string numbers on the right of the sketch shall be properly kept.

Any error found in the field shall be recorded on the booking sheet for correction.

The following shall be recorded:

o Point number of error

o The actual error

o The corrected error

ii.

Coding

Coding for feature shall comprise of four characters. First two characters describing

the feature and last two characters mentioning the string number. The string number

i.e. last two characters shall be alphanumeric starting from 01 to 09, A1 – A9, B0 –

B9…….Z0 – Z9, AA-AZ, BA-BZ,…….., ZA-ZZ. Whenever there is a break in a string, its

number shall be changed.

Break shall be introduced in the left & right edges of shoulder due to culverts,

bridges etc.

While recording information for a particular string number, it should be loaded in the

sequence of joining them i.e. for BG01, BG02, recording of data shall be done either

clockwise / anticlockwise as shown in the sketch below:.

All the surveyed points having the string no. BG01 shall be joined together in the

sequence of recording to draw the first building and all points having code BG02 shall

be joined together to draw the second building i.e. numeric part will indicate the

points to be joined to form the detail and descriptive part indicates the feature. The

survey data shall be thoroughly checked before it is processed through Software.

All the features that are not to be joined (e.g. telephone poles, trees, electricity

poles, spot levels etc.), shall be having their codes in the form p… i.e. the point

BG01 BG01 BG02 BG02

BG01 BG01 BG02 BG02

11


12/32


New B.G. Line


strings code shall always start with P. No feature shall have its survey code starting

with M, L or G.

Before proceeding to site, surveyor shall consult with Engineer and Expert, regarding

fixing of string code and do the needful as required for the Software.

Normally all heights observed are contourable. If for some unavoidable reasons any

height cannot be observed correctly then this is to be coded differently so that

design engineer can understand that these points are not to be considered for

contouring.

iii. Guidelines for Typical Feature Surveys

a) Existing Road

In one string, points are to be taken in exact sequence, in one direction only for

the complete section of the project road. All survey teams shall follow same

direction.

b) Topography

Banks or Side Slopes (Code EB.. and ET..)

o Banks shall be located opposite the chalk marks and any change of direction

or grade where they run parallel to the road.

o When the Banks are not parallel to the road, readings every 20 metres or

change of direction or grade, whichever is earlier.

o While following a bank that changes direction often, keep the top and bottom

readings next to each other to avoid the lines overlapping.

o Canal (Code CA..)o Canal strings run along the top of the Canal bank

o The location of the string shall be the same as for Top of Banks

o The strings shall not cross the Bridge readings.

Natural Surface points (Code PNSL)

o These points shall be located every 25 metres or to show high or low points

natural surface points should never be used to show changes of grade insteadof a string.

12


13/32


New B.G. Line


Edge of Water / Pond (Code WP..)

o Readings to be taken at edge of water outline as shown

o Readings should be in proper sequence, beginning from start to end point.

Edge of Ditch / Borrow pit (Code D…)

o Readings to be taken to the edge of ditch and one reading to the bottom of

the ditch.

o Outline of Rocks (Code RO..)

o Readings to be taken at edge of rocks to show outline and on reading on the

top of the rock.

Electricity, Telephone and Underground utilities

o Electricity / Transformer/ Telephone poles (Codes PELP, PTE, PTEP)

o Locate these features on the roadside. Height of electric wires telephone

wires crossing project road shall be recorded taking minimum of three points

just above the carriageway.

o Underground utilities like optical fiber cable (OFC), telephone cable,electricity cable, water supply mains, oil and gas pipelines shall be picked up

besides location of distribution points visible over the ground.

iv. Structures

Edge of Buildings (Code BG..)

o Locate corners of buildings closest to the road

o Prism Rod shall be placed on the natural ground not on the building.

Fenceline (Code FL..)

o Locate Fence line every 25 metres or change in grade or direction.

Kilometer Stone (Code PK309) where 309 is the kilometer stone number.

o Locate the top center of the Km stone (Not to be used for contouring)

Hectometer Stone (Code HM4), where 4 represents distance i.e 400 m hectometer stone

within that kilometer.

o Locate the top Center of the Hectometer Stone (Not to be used for contouring)

13


14/32


New B.G. Line


Religious structures (Code PRS)

o E.g. Temple, Church, Mosque etc (shall be T/C/M respectively)

o Locate the outline of the structure.

Graveyard (Code PGRM)

o Take one point near the edge of the grave on the ground (pole shall be placed on the

ground not on the grave (which is nearest to road).

Temporary House or Hut (Code TH..)

o Locate the same as for Building (BG) string.

o TH Strings are contourable and Break lines

Edge of Wall (Code WA..)

o Locate roadside edge of wall at ground level

Bore Well (Code PBWE)

o Locate center of Bore Well pump

Concrete Well (Code WC..)

o Locate a string of well by taking at least three points around the well so that a circle

can be created.

Irrigation Well (Code WI..)

o Same as string around edge of well.

Level Crossing

v. Temporary (temp) stations (code pstn)

Placing Stations

o Temporary Stations shall be placed in between two Traverse Stations wherever

from one traverse station adjacent traverse station is not directly visible.

o Before reading on the Temporary Station angle to the reference object shall be

checked. This angle shall be corrected before placing any new stations.

o A final check reading shall be taken to the Back Sight station after reading to the

Temporary Station

14


15/32


New B.G. Line


o Using temporary Station

- If only a few additional readings are to be taken from the Temporary Station,

the previous booking sheet shall be used; otherwise a new sheet shall be

used.

- Readings shall be taken to fill additional details.

Survey shall be closed on to a known station on the main traverse everyday so that error,

if any shall be verified and rectified on the same day. Next days survey shall proceed only

after the readings of the actual x,y,z of the Bench Mark/ Traverse Station and recorded

x,y,z values are checked and verified by the Senior Survey Engineer. If variation is beyond

the permissible limits the survey of that day shall be repeated.

vi. Equipment to be Used:

The entire Topographical survey was carried out with the help of latest survey equipment

Stated below:

o Total Station with complete accessories

o GPS

o Micro-optic Theodilite

o Prismatic compass

o Automatic level

o Metric Staff etc

o Engineer's transit

o Levels

o Leveling rod

o Range poles

o Surveying tape

Vii ) Instruments and Accuracy

The Instruments that are used for Carrying out the Survey are Advenced Model of Sokkia

and Leica. The collimation error and other Permanent adjustments were checked before

inducting the Instruments to site for surveying. All precautions were also taken to guard

against any error to creep in during transit of those. All the instruments were checked

again at site to ensure that, those were perfectly in working order to achieve required

accuracy. The specifications of instruments are given in the following table.

15


16/32


New B.G. Line


Indicative Total Station Specification:

SOKKIA SET610

Serial Nos. 29423 &201309

Angle measurements (Hz, V)

Method Absolute rotaryencoder scanning

Display resolution 0.02mil,selectable

Standard deviation (ISO 17123-3) 6" ( 1.9mgon)

Telescope

Magnification 26x

Field of view 1° 30' ( 26m at1km )

Min. target distance 1.0m

Reticle illuminated Built in 5brightness level

Infrared Distance measurement (IR)

Measuring range with circular prism GPR1 3'500m

Measuring with reflective foil ( 60 mm x 60 mm ) 1200m

Standard deviation ( ISO 17123-4 ) (fine/rapid) +/- (2+2ppm x D) mm / +/- (5+5ppm xD) mm

Time for a measurement less than 0.5sec

Communication

Internal data storage 10'000 datablocks

Interface RS232C

Data formats ASCII/dxf/Freely definableformats

Operation

Display Graphics (LCD 192 x 80dots) w/backlight

Environmental conditions

Temperature rang (operation) -20* to +50*C(-4*F to+122*F)

Dust and splash proof (IEC 60529) IP66

Weight

Weight including battery and tribrach 5.2 kg

LEICA dGPS900 Technical Specifications

GPS technology : Smart Track dualfrequency 12 L1 + 12 L2

ATX900 GPS Antenna : Built-in ground plane with Smart check and Bluetoothwireless technology

RX900 controller :1/4 vga Touch screen windows CE 5.0 256 MB internal Memory Bluetoothwireless technology

16


17/32


New B.G. Line


Smart Check :Horizontal accuracy:10 mm+1ppm, kinematics. Vertical accuracy: 20 mm+1 ppm,kinematic. Position update rate:1 Hz standard, option up to 2 Hz

Power Supply :Li-on 1.9 Ah/7.2 v for GPS900 rover.Ni-MH 8.0 Ah/12 v for GPS900 reference setup. PowerRTK rover for about 5 hours.

Temperature ISO9022,MIL-STD-810F : Operation: -30* C to +65*C Storage: -40*C to +80*C

Protection against water, dust and sand, IP67 (IEC60529), MIL-STD-810FWaterproof to 1 m temporary submersion Dust tight

Weight: ATX900:0.96 kg RX900:0.71 kg Entire GPS900 RTKrover: 3.49 kg

Vii. Survey Software Used:

Leica software

Sokkia software

AutoCAD 2007

Viii. The Collection of Field Data

The topographic surveys have been carried out using sophisticated and precision

instruments like Total Station, Auto level and Global Positioning System. Elevations

(spot heights) were taken at 5 meter intervals across the entirety of the survey area.

In addition to this extra readings were taken across the earthworks and on any break

or change of slope in the road. This is done so that the earthwork details are

accurately recorded. The built structures were recorded in plan using feature coding.

The water structures were also recorded using digital photography. Boundaries were

recorded using Feature coding. Following points were checked regularly for surveying

purpose:

ix. Data Processing

The co-ordinates and height must be transformed into a local Projection.

Transformation of this GPS Co Ordinate is carried by Leica Total Station, for better

Accuracy instead of plain chain & triangulation method The data that were collected

by Total Station survey were downloaded & where survey data and feature coding

were checked accurately by senior survey engineer. A contour model was then

interpolated by the software. The survey data are then exported into AutoCAD 2006

for final draughting and presentation. The survey maps have been prepared in scales,

using the engineering design software of Digital Terrain Modelling.

17


18/32


New B.G. Line


Indicative Survey Code List

Code Description Layer Symbol ColourLineType

Point /Line

ALIGN ALIGNMENT LAYER ALIGN NONE 11 0 P

ALIGNTXT ALIGNMENT TEXT ALIGNTXT NONE 14 0 PBD BOTTOM OF THE DRAIN BD NONE 9 1 L

BG BUILDING BL NONE 15 0 L

BR BRIDGE BR NONE 11 0 L

CA CANAL CA NONE 9 0 L

CC CENTRE OF CARRIAGEWAY CR NONE 13 21 L

CL CARRIAGEWAY (LEFT EDGE) ER NONE 12 0 L

CR CARRIAGEWAY (RIGHT EDGE) ER NONE 12 0 L

CU CULVERT CU NONE 11 0 L

CW CAUSEWAY CW NONE 9 1 L

D DITCH D NONE 6 1 L

BE EMBANKMENT BOTTOM BB NONE 6 21 L

ET EMBANKMENT TOP TB NONE 6 3 L

FL FENCE LINE FL NONE 15 10 L

PH HECTOMETRE POST HP HP 12 0 P

IC INVERT LEVEL OF BOX CUL IC NONE 9 1 L

IP INVERT LEVEL OF PIPE IP NONE 9 1 L

OFC OPTICAL FIBRE CABLE OFC NONE 9 1 L

PH KILOMETER POST KP KP 12 0 P

PABT ABUTMENT AB NONE 15 1 P

PBBM BIRDGE SURVEY BM BBM BTM 14 1 P

PBMK BENCHMARK BM BM 14 0 PPBWL BORE WELL WB WB 3 0 P

PCHK CHECK READING TO STN CH NONE 15 0 P

PDKL DECK LEVEL DL NONE 15 1 P

PELP ELECTRICITY POWER POLE EP EP 15 0 P

PGRD GRAVEYARD GR GR 15 1 P

PHFL HIGH FLOOD LEVEL HF NONE 1 1 P

PHTP HIGH TENSION POLES HT NONE 15 1 P

PIER PIER PR NONE 15 1 P

PIRM INDIAN RAILWAY ROW MARK IR IR 15 0 P

PL PLATFORM PL NONE 15 0 L

PMHL MAN HOLE MH SCIR2 11 0 P

PNSL NATURAL SURFACE NS NONE 6 0 P

PRBM R & B RIGHT OF WAY MARK RB RB 15 0 P

PRS RELIVIOUS STRUCTURES RS NONE 15 0 P

PSPT SIGH POST SP NONE 15 1 P

PSTL SOFFIT LEVEL SL NONE 15 1 P

PSTN TRAVERSE STATION ST ST 14 0 P

PTEP TELEPHONE POLE TP TP 15 0 P

PTF TRANSFORMER TF TF 15 0 P

PTR ABOVE 03 DIA TR TREE 2 0 P

PTSN TEMP STN - NAIL TS TS 14 0 PPWTL WATER LEVEL WL NONE 1 1 P

18


19/32


New B.G. Line


Code Description Layer Symbol ColourLineType

Point /Line

RL RAILWAY LINE RL NONE 4 24 L

RO OUTLINE OF ROCKS RO NONE 6 0 L

RW RETAINING WALL RW NONE 15 0 L

SL LEFT EDGE OF SHOULDER ES NONE 15 23 LSR RIGHT EDGE OF SHOULDER ES NONE 15 23 L

SS SEALED SHOULDER SS NONE 4 0 L

TD TOP OF THE DRAIN TD NONE 9 1 L

TH TEMPORARY HOUSE / HUT TH NONE 15 2 L

WA WALL WA NONE 15 1 L

WC WELL CONCRETE LINED WC NONE 3 0 L

WI WELL - IRRIGATION UNLINED WI NONE 3 0 L

WP POND PD NONE 3 1 L

WP WATER PIPE WP NONE 9 L

WT WATER TANK WT NONE 9 0 L

Code Description Layer Symbol Color Line type Point/line

BC BUILDING BL NONE RED CONTINUOUS L

CCCENTRE OFCARRIAGEWAY

CR NONE RED CONTINUOUS L

CLCARRIAGEWAY(LEFT EDGE)

LC NONE YELLOW CONTINUOUS L

CRCARRIAGEWAY(RIGHT EDGE)

RC NONE YELLOW CONTINUOUS L

DL DECK LEVEL DL NONE 119 CONTINUOUS L

FL FENCE LINE FL NONE 101 FENCE LINE L

FP FOOTH PATH FP NONE 231 CONTINUOUS LIL INVERT LEVEL IL NONE 150 - P

PH KILOMETER POST KP KP 121 - P

PBMK BENCHMARK BM BM 221 - P

PDKL DECK LEVEL PDL NONE 95 - P

GW GUARD WALL GW NONE 21 CONTINUOUS L

BSTW BREAST WALL BSTW NONE 33 CONTINUOUS L

BW BOUNDARY WALL BW NONE 31 CONTINUOUS L

SLLEFT EDGE OFSHOULDER

LE NONE MAGENTA CONTINUOUS L

SRRIGHT EDGE OF

SHOULDERRE NONE MAGENTA CONTINUOUS L

TSTEMPORARYSTRUCTURE

TS NONE 8 CONTINUOUS L

PTSPNT_TEMPORARYSTRUCTURE

PTS NONE 115 - P

D DRAIN D NONE 172 CONTINUOUS L

WT WATER TANK WT NONE 203 CONTINUOUS L

V VALVE V NONE 57 - P

TA TAP TA NONE 113 - P

WPL_125WATER PIPE125MM

WPL_125 NONE 130 CONTINUOUS L

WPL_160 WATER PIPE160MM WPL_160 NONE 131 CONTINUOUS L

19


20/32


New B.G. Line






WPL_350WATER PIPE

350MM




REF. PT Reference REF_NCE NONE 92 CONTINUOUS P

SR SIDE ROAD SR NONE 31 CONTINUOUS L

HP HUME PIPE HP NONE 251 CONTINUOUS L

PP PETROL PUMP PETR_UMP NONE 42 CONTINUOUS L

TBM TBM TBM NONE 221 CONTINUOUS L

TXT TEXT TXT NONE WHITE CONTINUOUS -

PLYGRND

PLAY GROUND PNT_UND NONE 102 CONTINUOUS P

PARKING PARKING PLACE PARKING NONE 165 CONTINUOUS L

RAILING RAILING RAILING NONE 219 CONTINUOUS L

6.0 Detail of surveying & preparation of Drawing:

As a general rule the work necessary under Preliminary or a final location survey will be :

o Staking out of the centre line;

o Levelling along with the centre line, with transverse levels where necessary and cross

sections of important rivers;

o Detailed survey including Survey of a Strip of country 100 meters on each side of the

centre line;

o Survey of rivers requiring a provision of a water way

o Survey of Station sites.

Alignment

In fixing the alignment of railway line, the following points require attention.

o Position of Curves.-It is preferable to have cuttings and tunnels on straight track but they

may be provided on curves if the cost of having them on the straight is excessive.

o Degree of Curvature.-The sharpest degree of curve to be adopted should normally suit

the projected speed corresponding to the category of line proposed. Sharper curves with

speed restrictions may, however, be proposed where the cost of keeping down the

curvature within the normal limit would be excessive.

o Transition Curves.- The shape of transition shall be a cubic parabola with a linear. The

length of transitions should correspond to the speed projected of the projected line

o BG the length should be worked out on the basis of 185 mm cant. The cant gradient shall

be so chosen that the rate of change of cant/cant deficiency at the maximum

permissible speed does not exceed 55 mm/sec. under any circumstances for BG lines. For

20


21/32


New B.G. Line


the purpose of designing the future layout of the curves, a cant gradient of in 1.200 shall

be aimed at for BG lines.

o The desirable minimum length of straight between reverse curve should be 50 m for BG.

o Gradients - Sags in cuttings should be avoided to the maximum possible extent. If possible

sharp changes of gradient should be avoided on curves.

o Vertical Curves - Vertical curves shall be laid out only on those points of change of grade

where the algebric difference between the grade is equal to or more than 4 MM/Metre.

Figure: Indicative Survey Drawing

Survey for the Provision of Additional Lines. In carrying out the survey for the provision of

additional lines (alongside the existing track) the following points require attention

21


22/32


New B.G. Line


o The projected line should be laid parallel to the existing line as far as possible on the right

hand side or on the left hand side, depending on

(i) Location of telephone and telegraph wires.

(ii) Location of existing station buildings and other goods facilities;

(iii) Construction of new bridges with least interference to traffic on the existing line as far as

possible;

(iv) In sections where there are pronounced directional movements of empty and loaded traffic,

the possibilities of running heavier train loads with multi-engine operations and its effect on the

existing bridge structures should be taken into account.

o While determining the alignment for the additional lines, the following points have to be

considered :

(i) Existing bridges should be extended wherever possible with tracks to the same track centres

over the bridge portion as on approaches thereby avoiding reverse curves.

(ii) Adequate vertical clearance for bridges should be provided in terms of the recommendation

of Khosla Committee and that contained in "IRS Code of Practice for the Design of Sub- structure

of Bridges" should be followed, irrespective of whether specified free- board is available or not

22


23/32


New B.G. Line


Figure: Indicative Plan and Profile

o The degree of curvature to be adopted on the new line should suit the projected speed

corresponding to the category of line. At locations where the new alignment is being located

on the outside of existing curves which are sharper than the limiting degree of curvature

compatible with the projected speed of the line, the new line has to be located further away

to avoid infringements, which will involve additional cost unless the existing curves are also

realigned before the construction of new line.

o For Major Bridges, cross section should be taken of the river bed at suitable points and the

position marked on the survey plan. The level of the highest known flood or ordinary flood

and of ordinary low water should be noted on each

o cross section. The average slope of the river bed is to be determined from a point about 1

Kms above the railway crossing to a point 1 Kms below the same. In case there are sharp

changes in the bed slopes the local bed slope will have to be determined over a shorter

length.

23


24/32


New B.G. Line


o Whenever reliable information of high flood levels can be obtained one should be Observed

and the past data of HFL or Design discharge or if required the area of catchment or average

rainfall etc should be made available to us. Generally area velocity method will be followed

for calculation.

7.0 Sub soil Investigation

In general, the geotechnical work shall address to the following technical requirements:

The geotechnical investigations shall be carried out in accordance with IRC: 78-2000.

Location and depth of borings, sampling, in-situ and laboratory tests shall be as specified

here as directed by Client

The required results of the investigation and evaluation as well as the related extent of

documentation shall be as specified here as per LOI issued by Client.

The present investigation shall provide details on the subsoil conditions at specific

locations so as to establish physical and engineering properties at site.

Efforts will be made to collect all disturb and undisturbed sample as possible from each strata

encountered in each borehole and at suitable interval in the same strata based on our

experience and instruction by Site Engineer. Generally disturbed soil samples will be collected at

every 1.5 m depth or interval and at change of each stratum.

The Geotechnical investigations is to be carried out by making exploratory bore holes as

specified and boreholes as mentioned in the Scope of works for the various locations.

7.1 Tasks

The geotechnical investigations shall include the following activities:

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 the purpose of 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.

Chemical analyses

24


25/32


New B.G. Line


Evaluation of ground water levels in the borings

Documentation and evaluation of all results in a soil investigation report using SI units after

review.

Full information on the stratification of all soils, classification, stiffness and bearing capacity of

all soils as determined at site will be provided. Due care shall be exercised to ensure that the

field work is of the highest quality that truly reflects the nature of soil at site. The program shall

be supervised by Engineer/Supervisor having experience in soil engineering, who shall be

available at site during the investigations.

7.2 Boring

Boring shall be carried out using 150 mm dia. as per the provisions of IS : 1892 - 1978. The boring

tool shall consist of auger or shell. Temporary casing shall also be used to prevent caving of the

boreholes. In case small boulders/ strata of rock is encountered the same shall be cut by the

chisel attached to the boring rods. Disturbed soil samples with all the constituent parts shall be

recovered at requisite intervals or where ever there is a change of strata. These samples shall

be tested in the field laboratory to prepare the bore hole log. Tripod rig is erected, and a sheave

is hung from it. Boring water is pumped by motorized pump through galvanised iron pipe which

are connected to the pump via a flexible hose.

7.3 Ground Water

Ground water table in each borehole shall be recorded as per IS: 6935 after 24 hours of

completion of the boreholes.

7.4 Back-filling of Bore Holes

On completion of boreholes, back filling shall be carried out with Excavated material.

7.5 Field Tests

All details are to be recorded as specified in the relevant standards. All field tests are to be

carried out using properly calibrated equipment. The recording of borehole data shall be as per

the bore log sheet given in figure

Standard Penetration Test (SPT)

The test shall be conducted at specified intervals or at a depth where the sub-soil strata

changes, whichever occurs earlier.

The test shall be carried out by driving a standard split spoon sampler by means of a driving

head and a 63.5 Kg weight with 75 cm free fall. Testing shall be done strictly as per IS:

25


26/32


New B.G. Line


2131 “Method of Standard Penetration Test for Soils”. The samples obtained from the

split spoon shall be labeled and preserved for identification tests in the laboratory

The standard penetration test shall be discontinued when SPT ‘N’ values are greater than

100 for 30cm penetrations or the sampler meets refusal from the strata.

All samples (disturbed and undisturbed) collected from the boreholes shall be labeled. In

case of undisturbed samples, label shall be attached to the top of the samples.

7.6 Sampling

A clean, open bore hole, if necessary cased, with the required diameter shall be drilled to the

desired sample depth with a minimum of disturbed material at the bottom of the hole. Prior to

the sampling operation, the drilled hole shall be cleaned. All loose and disturbed aterial shall

be removed. All samples shall be sealed and properly labeled.

Disturbed samples shall be taken from all bore holes for cohesive and non cohesive soils at every

change of material and at intervals of 1.5 m. Disturbed samples shall also be collected from the

split spoon sampler after conducting SPT. The samples shall be preserved in transparent polythene

bags. Upon removal of the sampler from the bore hole, the disturbed sample obtained shall be

measured and visually examined, packed, marked and stored in thick plastic bags and

identified and described in bore log. A representative section of the recovered sample shall be

preserved.

Undisturbed samples shall be taken every 1.5 m interval or at intervals as directed by Site

Engineer. Probing has to be carried out before SPT. If it is obvious that undisturbed samples

could not be recovered (e.g. due to non cohesive material) only standard penetration test

according to clause 6.1 shall be carried out.

Samples for recovering undisturbed samples from cohesive soils shall confirm to IS: 2132. The area

ratio of the cutting edge as well as recovery ratio shall be measured. The undisturbed soil samples

are collected in samplers appropriate for the encountered material, usually thin walled tubes of

min. 100 mm (4 in.) diameter and driving the sampler using a 63.5 kg hammer in accordance

with IS: 2132-. Immediately after removal from the hole, the obtained sample shall be visually

examined, identified and described according to the trimmings from the top and bottom ends of

the tube. Then the tube sample shall be sealed with wax at both ends and preserved as

"Undisturbed Sample" and stored and preserved until two months after final report if not used.

Undisturbed samples shall also be extracted from the test pits at the bottom of the pit and at

every change of stratum.

26


27/32


New B.G. Line


7.7 Laboratory Testing of Samples

Laboratory tests will be performed on representative, selected soil/rock samples to find out the

engineering properties of the subsoil strata to be encountered. The program should be under

the direction of experienced geotechnical engineers/ In-charge. The laboratory tests are to

be carried out in compliance with the latest edition of Indian Standards.

Average test values of soil properties need to be identified as well as the range of variability. In

general the following tests are to be carried out:

Grain size distribution by sieving (particle size analysis)

Hydrometer analysis

Atterberg limits

Specific gravity of Soil and Rock

Unit weight of Rock

Bulk and dry density

Consolidation test (Oedometer test)

Moisture content

Direct shear test

Triaxial test

Chemical analysis of ground water for concrete design (pH-value; sulphate as SO4 and

chloride content)

Soil Identification And Classification

All site classification and description of soils/rocks shall be systematically checked against the

results of laboratory tests, for each sample for which such tests have been carried out, and

supplemented to the field description where necessary to accord with the test results

obtained. Soil/rock classification shall be according to Indian Standards.

Codes for Tests

The following tests shall be conducted in the laboratory.

(a) Disturbed Samples.

I. Visual and Engineering classifications (as per IS: 1498).

II. Sieve Analysis and Hydrometer Analysis (as per IS: 2720 Part-IV).

III. Liquid and Plastic Limits (as per IS: 2720 Part V).

IV. Specific Gravity (as per IS: 2720 Part III).

27


28/32


New B.G. Line


(b) Undisturbed Samples.

I. Water Content - as per IS - 2720 Part II

II. Unconfined compression test - as per IS-2720 Part X

III. Triaxial Shear Test

IV. Direct Shear Test (in case of sand) - as per IS-2720 Part XIII.

Consolidated untrained test with pore water pressure - as per IS: 2720 Part XII for

determining the true C’ and ’ value.

Consolidation test - as per IS: 2720 Part XV, to determine e-log p and Mv values.

The results are to be submitted in SI-units in complete and in proper sequence. A visual

description of the sample shall be included in all laboratory test sheets. The report on the test

results shall include dimensions of the sample, graphical plot of the deviator stress versus strain

with corresponding modulus of deformation and the plot of Mohr circles with determination of

apparent cohesion and angle of friction for each specimen. Particle size distribution is to be

plotted

7.8 Details of Records

Complete, accurate and up-to-date records shall be kept throughout the progress of the work

During the progress of each boring and drilling, a continuous and accurate daily log of the

materials encountered shall be recorded, the procedure for advancing the exploration, thesampling procedure, in-situ test results, ground water level, and of any other pertinent data

which could indicate a variation in subsurface conditions. Client shall be furnished with a copy

of the log and record for the completed boring or probe continuously.

The information set down on the field log may contain the following:

• dates started and completed

• name of sub-consultant and his engineer/ foreman

• location, ground elevation and identifying number of bore hole, reference to survey

data etc.

• a complete record by depth and number of each sample taken or attempted

• a record of sample type attempted and amount of samples recovered

• a record of penetration resistance obtained by the standard penetration test

• a record of rock quality designation (RQD) and core recovery (CR) where applicable

• a record of the ground water table

28


29/32


New B.G. Line


• a classification and visual identification of the materials encountered and the limits

of each soil or rock stratum, representative for the site

The results of standard penetration tests SPT

A sample Borelog for soil is illustrated in figure in next page.

7.9 Plate Load Tests

Plate load tests shall be carried out in accordance with IS:1888. The size and shape of the

bearing plate, the size of the test pit, placing of test plate and preloading shall conform

to IS:1888. However, minimum size of plate shall be 600 mm.

Load shall be applied on the test plate incrementally by reaction loading taking care to

avoid impact, fluctuation, tilting of plate or eccentricity so as to reach the soil as uniformlydistributed static load.

The loading shall be increased generally in increments of 5 t/m2 pressure intensity until the

total settlement of plate reaches 25 mm or soil under the plate fails, whichever occur

earlier. In case, above conditions are not reached, minimum intensity of load to be applied

on plate should be 70 t/m2. Net settlements of plate after complete withdrawal of load

must be recorded and reported. Settlement observation and load increments shall be as per

IS:1888. Settlements of test plate shall be recorded by at least two (2) dial gauges of minimum

accuracy of 0.02 mm fixed at diametrically opposite ends of plate as per IS:1888. Load-time-

settlement records shall be maintained throughout the test. Curves for load-settlement

in arithmetic and time-settlement in logarithmic scales shall be plotted.

A sample borelog is given in the next page.

7.0 Work Plan

The entire study has been formulated by different activities as presented in the work schedule .

The work comprises of finalization of alignment, detail topographical survey along the

alignment, River section and hydrology studies, final plan profile, bridge setting, geotechnical

investigation work, earth work estimation, staking out of final alignment, Index plan and

section, General arrangement drawing of major bridges and detail drawing of minor bridges,

Yard plan, preparation of land plan and land acquisition proposal for an approximate length of

proposed broad gauge line of 165 km.

The work comprises of approval from Railway authority at different stage of work and

interaction of various department such as PWD, State administration, Revenue, irrigation etc.

29


30/32


New B.G. Line


Therefore, the reasonable time frame has been considered for the work that may largely depend

on the time taken for the approval/input

Duration of each item of work has been assessed based on the stipulated time frame

of 14 months and presented in the work programme.

30


31/32

31


32/32


New B.G. Line

Figure: Indicative Bore Log

5.methodology for nwr

Documents