MINING ENGINEERING · AIM: Earthwork calculation using SURPAC and plotting. APPRATUS: 1. SURPAC...

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MINING ENGINEERING

BTECH

LAB MANUAL

MINING SURVEYING I

Kamre | Ratu Road | Ranchi | Jharkhand

JRU/MiE/ MINE SURVEYING-II

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LIST OF EXPERIMENTS

S.No. Name of the Experiment Page No.

1. Precise Leveling and distribution of closing error. 3-4

2. Study and sketch of Digital Level. 5-6

3. Detailed surveying and contouring with Total Station. 7-8

4. Working with SURPAC and preparation of mine plan. 9

5. Earthwork calculation using SURPAC and plotting. 10-11

6. Plotting of sections using LISCAD. 12

7. Study and practice of Gyro-theodolite/Gyromat. 13-14

8. Study of GPS and data-collections; GPS data downloading and

post-processing. 15

9. Study of Nadir Plummet and LASER for Correlation survey. 16-17

10. Subsidence monitoring using 1"- Micro-optic Theodolite &

Precise Level. 18-19


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EXPERIMENT: 01

AIM: Precise Leveling and distribution of closing error.

Materials & Equipment:

1. Precise level

2. Precise leveling staff

3. Tripod Stand

4. Staff Bubble

THEORY:

Leveling is a branch of surveying, the object of which is:

i) To find the elevations of given points with respect to a given or assumed datum,

and

ii) To establish points at a given or assumed datum.

Precise leveling is a particularly accurate method of differential leveling which uses

highly accurate levels and with a more rigorous observing procedure than general

engineering leveling. It aims to achieve high orders of accuracy such as 1 mm per 1 km

traverse.

PROCEDURE:

a) Setting up :

• Back sight and foresight distances should be approximately equal to avoid any

error due to collimation, refraction or earth curvature.

• Distances must not be so great as to not be able to read the graduations

accurately.

• The points to be observed must be below the level of the instrument, but not

lower than the height of the staff.


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(b) Elimination of parallax:

Parallax is the apparent movement of the image produced by movement of the

observer's eye at the eyepiece.

It is eliminated by focusing the telescope on infinity and then adjusting the

eyepiece until the cross-hairs appear in sharp focus. The setting will remain

constant for a particular observer's eye.

Reading :

• Details of the site, work, date, observer, chainman, booker, weather, wind,

instrument and any other relevant items shall be entered.

• Enter the first observation (which is on a known point) in the Backsight

column, and sufficient detail in the Remarks column to identify it. Enter the

point's R.L. zero from the site register or plate on the BM, etc.

• Enter all other points on subsequent lines as intermediates except the point

chosen as the foresight. Identify them in the Remarks column as above. Enter

the foresight on a further line in the Foresight column.

• Change the instrument to the next setup. Enter the following back sight on the

same line as the previous foresight but in the Backsight column.

• Repeat the above procedure at each setup on the outward run then reverse it to

work back to the starting point on the return run. The furthest point out is

treated as for all other change points.

# Distribution of Closing Error:

If a closed traverse is plotted according to the field measurements, the end point of the

traverse will not coincide exactly with the starting point, owing to the errors in field

measurements of angles and distances.

Closing Error = e = √ ∑𝑳 𝟐 + ∑𝑫 𝟐

The direction of Closing Error can be given by;

Tan µ = ∑D/ ∑L


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EXPERIMENT: 02

AIM: Study and sketch of Digital Level.


1. Digital Level

2. A Staff Rod.

THEORY:

Digital Level, instrument used in surveying to measure the height of distant points in

relation to a bench mark (a point for which the height above sea level is accurately

known). It consists of a telescope fitted with a spirit level and, generally, mounted on a

tripod. It is used in conjunction with a graduated rod placed at the point to be measured

and sighted through the telescope. The theodolite, or transit, is used to measure horizontal

and vertical angles; it may be used also for leveling.

Digital levels read a bar-code staff electronically and display the read-out for the user to

write down. Some digital levels also record the measurements automatically, removing

the need to write down the measurements and reducing the chance of human error.

PROCEDURE:

1. A typical procedure is to set up the instrument within 100 meters (110 yards) of a

point of known or assumed elevation. A rod or staff is held vertical on that point

and the instrument is used manually or automatically to read the rod scale. This

gives the height of the instrument above the starting (back sight) point and allows

the height of the instrument (H.I.) above the datum to be computed.

2. The rod is then held on an unknown point and a reading is taken in the same

manner, allowing the elevation of the new (foresight) point to be computed.

3. The procedure is repeated until the destination point is reached. It is usual practice

to perform either a complete loop back to the starting point or else close the

traverse on a second point whose elevation is already known. The closure check

guards against blunders in the operation, and allows residual error to be distributed

in the most likely manner among the stations.


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A Typical Sketch of Digital Level;


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EXPERIMENT: 03

AIM: Detailed surveying and contouring with Total Station.


1. Total Station.

2. Tripod stand.

3. Reflecting prism.

THEORY:

Total station is a surveying equipment combination of Electromagnetic Distance

Measuring Instrument and electronic theodolite. It is also integrated with microprocessor,

electronic data collector and storage system. The instrument can be used to measure

horizontal and vertical angles as well as sloping distance of object to the instrument.

The total station instrument is mounted on a tripod and is leveled by operating levelling

screws. Within a small range instrument is capable of adjusting itself to the level position.

When target is sighted, horizontal and vertical angles as well as sloping distances are

measured and by pressing appropriate keys they are recorded along with point number.

Heights of instrument and targets can be keyed in after measuring them with tapes. Then

processor computes various information about the point and displays on screen.

This information is also stored in the electronic notebook. At the end of the day or

whenever electronic note book is full, the information stored is downloaded to computers.

The point data downloaded to the computer can be used for further processing.


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PROCEDURE:

1. Firstly the entire set up of total station including tripod stand is levelled and it

should be electronically verified.

2. Turn the total station to the target point. Focus it and bisect it exactly using

vertical and horizontal clamp.

3. Set the horizontal as 0 and then release the vertical and horizontal clamp and turn

it to the direction of reflecting prism.

4. Record the readings in screen go for the next station.

A typical total station:


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EXPERIMENT: 04

AIM: Working with SURPAC and preparation of mine plan.

APPRATUS:

1. SURPAC Software.

THEORY:

GEOVIA Surpac™ is the world’s most popular geology and mine planning software,

supporting open pit and underground operations and exploration projects in more than

120 countries. The software delivers efficiency and accuracy through ease-of-use,

powerful 3D graphics and workflow automation that can be aligned to company-specific

processes and data flows.

Surpac addresses all the requirements of geologists, surveyors, and mining engineers in

the resource sector and is flexible enough to be suitable for every commodity, ore body

and mining method. Its multilingual capabilities allow global companies to support a

common solution across their operations.

PROCEDURE:

Surpac delivers all the tools engineers need to create designs and plans for open pit

and underground operations. In the system's integrated mine engineering environment,

you can create design that maximise ore recovery, while complying with project

constraints such as cut-off grade, economic limits and ground stability.

Data from various sources can be viewed and incorporated into plans to support

feasibility projects.

Different pieces of information can be viewed simultaneously to ensure designs

are within the physical constraints of the mining area and to maximise the

economic extraction of a resource.

Data can be used directly from other software package formats with Surpac’s

sophisticated Data Plug-ins.

Interact with all mine design data: drill holes; existing ore body and surface

models; optimized pit shells; block and grid models, colored by grade distribution;

stope designs, and many more.


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EXPERIMENT: 05

AIM: Earthwork calculation using SURPAC and plotting.

APPRATUS:

1. SURPAC Software.

THEORY:

Surpac addresses all the requirements of geologists, surveyors, and mining engineers in

the resource sector and is flexible enough to be suitable for every commodity, ore body

and mining method. Geologists use Surpac to determine the physical characteristics of a

deposit, even when the information available to them is limited. They achieve this by

harnessing the system's powerful 3D geological mapping, geostatistics, and an integrated

modelling environment.

PLOTTING:

The Plotting module allows you to produce high quality maps from data in string

files, raster images, texts and spreadsheet files. You may define the information to be

plotted on a map sheet in specific terms. This allows maps to be produced which are the

most meaningful for your application.

Any map sheet can contain a variety of different graphical items, such as control stations,

buildings, contours, roads, title block, notes etc. Great flexibility is provided in the

specification of the plotted representation of each of these plotted items using entities to

define the presentation style. Each new entity (presentation style) is added to a 'library'

and subsequent plots are specified simply in terms of these 'user-defined entities' and the

content to be plotted.

Once the features to appear on a map have been specified, they may be presented in a

variety of ways, e.g. with a grid, a title block, at different scales, rotated relative to sheet

boundaries and allowing for only selective overprint of lines, symbols and text. Having

selected the final sheet presentation, the whole map may then be previewed or plotted on

a variety of plotters. Produce high quality maps utilizing templates to produce consistent

plots.


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PROCEDURE:

All Surpac plotting users benefit from improvements to the speed and quality of

presenting tabulated data. Ensuring greater data integrity, the data defined in spreadsheets

can now be easily included in Surpac plans and sections by direct reference to

spreadsheet cell ranges. Core users will enjoy benefits that:

Ensures data integrity by directly referencing the source data and provides an

efficient way to present the tabulated borehole data on plans and sections

mandated by many government authorities.

Allows inclusion of block model reports, mine schedules, stockpile volumes,

grade control summaries, etc. on plans and sections.

Saves time by enabling ranges of cells to be copied from spreadsheets into Surpac

plots with Surpac’s Plot Editing window.

Automates routine tasks by extending the power of Surpac’s batch plotting to

include content from spreadsheets.


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EXPERIMENT: 06

AIM: Plotting of sections using LISCAD.

APPRATUS:

1. LISCAD Software.

THEORY:

LISCAD is a portfolio of integrated land surveying and civil engineering modules. The

program provides full geodetic coordinate geometry computations based on a selected

map projection can be performed using the Computations module to create, edit and

examine points, lines, polygons, text and alignments.

Plotting of Sections:

Cross section windows provide a view into a set of cross sections. This gives you the

ability to step through the cross sections along an alignment or go directly to a specific

cross section. Both long and cross sections can be created from digital terrain models, or

from either the current or an external data set. They can also be created from objects with

elevations. You can select the type of objects to use, which also includes the ability to

generate sections from points close to, or parallel to, the control line.

Section marker objects can be attached to primary alignments to control the location of

cross sections. Section markers can be created at any chainage, by freehand, or to pass

through points in the database.

Within a long section, you have the ability to:

• Edit the attributes of point and line objects

• Create new points by a variety of techniques

• Delete points and line segments;

• Join points;

• Create and edit floating points;

• Examine object attributes.


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EXPERIMENT: 07

AIM: Study and practice of Gyro-theodolite/Gyromat.

APPRATUS:

1. Gyro-theodolite.

THEORY:

In surveying, a gyro-theodolite is an instrument composed of a gyroscope mounted to a

theodolite. It is used to determine the orientation of true north. It is the main instrument

for orientation in mine surveying and in tunnel engineering, where astronomical star

sights are not visible and GPS does not work.

A gyroscope is mounted in a sphere, lined with Mu-metal to reduce magnetic influence,

connected by a spindle to the vertical axis of the theodolite. The battery-powered gyro

wheel is rotated at 20,000 rpm or more, until it acts as a north-seeking gyroscope. A

separate optical system within the attachment permits the operator to rotate the theodolite

and thereby bring a zero mark on the attachment into coincidence with the gyroscope spin

axis. By tracking the spin axis as it oscillates about the meridian, a record of the azimuth

of a series of the extreme stationary points of that oscillation may be determined by

reading the theodolite azimuth circle. A midpoint can later be computed from these

records that represents a refined estimate of the meridian. Careful setup and repeated

observations can give an estimate that is within about 10 arc seconds of the true meridian.

This estimate of the meridian contains errors due to the zero torque of the suspension not

being aligned precisely with the true meridian and to measurement errors of the slightly

damped extremes of oscillation. These errors can be moderated by refining the initial

estimate of the meridian to within a few arc minutes and correctly aligning the zero

torque of the suspension.

When the spinner is released from restraint with its axis of rotation aligned close to the

meridian, the gyroscopic reaction of spin and Earth’s rotation results in precession of the

spin axis in the direction of alignment with the plane of the meridian. This is because the

daily rotation of the Earth is in effect continuously tilting the east-west axis of the station.

The spinner axis then accelerates towards and overshoots the meridian; it then slows to a

halt at an extreme point before similarly swinging back towards the initial point of

release. This oscillation in azimuth of the spinner axis about the meridian repeats with a

period of a few minutes. In practice the amplitude of oscillation will only gradually


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reduce as energy is lost due to the minimal damping present. Gyro-theodolite employs an

undamped oscillating system because a determination can be obtained in less than about

20 minutes, while the asymptotic settling of a damped gyro-compass would take many

times that before any reasonable determination of meridian could possibly be made.

When not in operation, the gyroscope assembly is anchored within the instrument. The

electrically powered gyroscope is started while restrained and then released for operation.

During operation the gyroscope is supported within the instrument assembly, typically on

a thin vertical tape that constrains the gyroscope spinner axis to remain horizontal. The

alignment of the spin axis is permitted to rotate in azimuth by only the small amount

required during operation. An initial approximate estimate of the meridian is needed. This

might be determined with a magnetic compass, from an existing survey network or by the

use of the gyro-theodolite in an extended tracking mode.

A typical Gyro-theodolite:


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EXPERIMENT: 08

AIM: Study of GPS and data-collections; GPS data downloading and post-processing.

APPRATUS:

1. GPS Receiver unit.

THEORY:

The Global Positioning System (GPS) is a global navigation satellite system (GNSS) that

provides geo-location and time information to a GPS receiver in all weather conditions,

anywhere on or near the Earth where there is an unobstructed line of sight to four or more

GPS satellites.

The GPS system consists of three distinct segments: the space segment, the ground

segment and the user segment. Two signals are broadcast continuously by each satellite,

one for use by the military, and the other for civilian use. The latter is referred to as

Standard Positioning Service. The basis of GPS technology is precise information about

time and position. To determine a horizontal location on earth, signals from at least three

satellites are required. A minimum of four satellite signals are needed for determination

of vertical position.

GPS Data Download and Post-processing

The data download process varies by GPS receiver manufacturer so the user should refer

to their specific user manual for instructions.

Data Download:

It is recommended to download the collected data from the GPS receiver to a local

computer as soon as possible after returning from the field to minimize the risk of losing

the data on the GPS receiver due to battery failure, inability to store additional data or

overwriting existing data.

Post-Processing:

It is recommended that users employ post-processed differential correction as part of their

GPS data management workflow as soon as practicable after downloading data from a

field device.


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EXPERIMENT: 09

AIM: Study of Nadir Plummet and LASER for Correlation survey.

APPRATUS:

1. Nadir Plummet

2. LASER setup.

THEORY:

Correlation survey:

While deepening a shaft of an underground mine, it is essential to maintain the verticality

of the shaft for the smooth working of cages. The position of the center of the shaft

should be known throughout the shaft and needs to be transferred at various levels in the

mine.

The conventional correlation survey technique makes use of plumb wires suspended from

the top of the shaft in order to transfer the position of a point and that of the direction of a

plumb plane from the surface to the pit bottom in the underground. To locate the position

of the center of the shaft at other levels, a theodolite traverse from the pit bottom to other

levels is run through connecting drifts and galleries near to the desired point. Generally

correlation has to be carried out in one or two vertical shafts and this requires the

suspension of plumb lines in the shaft or shafts.

Application of Nadir Plummet:

Specially designed optical Nadir Plummet can be used in providing vertical direction in

shaft. Firstly a surface control point is established about 3m from the shaft and a

theodolite with tangent device, ranging rods and targets are set up followed up by set up

of a Nadir Plummet at bottom of the shaft over the sump point. The observer then lines

up the Plummet and instructs further.

Application of LASER:

In Laser-plummet correlation system the laser beam with small angle of divergence and

high intensity provides a good visible plumb line. For deeper shafts collimated type of

laser beams are generally used. It is possible to use laser guiding equipment of shaft

depths up to 1200 m.


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Laser imaging system provides a user with a dense set of three-dimensional vectors to

unknown points relative to the scanner location. Given the volume of points and high

sampling frequency, laser-imaging systems offer surveyors and photogrammetrists an

unprecedented density of geospatial information coverage. For this reason, there is

enormous potential for use of this technique in applications where such dense data sets

could provide great insight into the valid representation of the region.

A Typical Nadir Plummet:


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EXPERIMENT: 10

AIM: Subsidence monitoring using 1"- Micro-optic Theodolite & Precise Level.

APPRATUS:

1. 1"- Micro-optic Theodolite

2. Precise Level

THEORY:

Mining subsidence occurs when overlying strata start moving to fill the mine voids and

extend to the ground Surface. Subsidence is an inevitable consequence of underground

mining – it may be small and localized or extend over large areas, it may be immediate or

delayed for many years.

Subsidence Monitoring:

Subsidence monitoring mainly involves measurement of vertical and horizontal

displacements, from which subsidence, slope and curvature of subsidence profile, and

horizontal strains are calculated. Surveying techniques are generally deployed for such

measurements. Sometimes direct measurements of displacements or slope or

deformations in rock mass or convergence in the workings may be carried out for some

specific studies. The measurements of horizontal and vertical displacements is

accomplished by laying down a number of survey monuments or stations on the surface

along fixed lines and measuring the changes in their spatial positions by surveying

techniques.

1"- Micro-optic Theodolite is ideal for a variety of surveying tasks such as triangulation

and precise traversing, tunneling, cadastral surveys, subsidence monitoring etc. This

instrument features a high magnification analectic telescope for sharp high contrast

images. Also the automatic vertical circle compensator improves and speeds up vertical

angle measurement. Micro-optic Theodolite is generally used in subsidence monitoring

for better and more accurate survey results.

Subsidence monitoring with Precise Level is a better practice in mines. Precise level

improves the exactitude of data collected during surveying work.


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A typical 1"- Micro-optic Theodolite:

A typical Precise Level:

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