Basic Civil Engineering Lab Manual by Prof.S.K.patil

Laboratory Journal Basic Civil Engineering

Prepared by Principal Contributor: Prof. S.K. Patil Contributor:

Prof. M.K. Mujawar

Contributor: Prof. R.A. Patil

Sant Dnyane Dny aneshwar shwar Shikshan Sanstha’s

ANNASAHEB DANGE COLLEGE OF ENGINEERING & TECHNOLOGY, ASHTA TAL: WALWA, DIST: SANGLI, MAHARSHTRA, INDIA – 416301

An ISO 9001:2000 Certified Institute

Department of Basic Science LABORATORY JOURNAL BASIC CIVIL ENGINEERING ENGINEERING

PAGE No…………..

Sant Dnyane Dny aneshwar shwar Shikshan Sanstha’s

ANNASAHEB DANGE COLLEGE OF ENGINEERING & TECHNOLOGY, ASHTA TAL: WALWA, DIST: SANGLI, MAHARSHTRA, INDIA – 416301

An ISO 9001:2000 Certified Institute

Department of Basic Science LABORATORY JOURNAL BASIC CIVIL ENGINEERING ENGINEERING



INDEX Expt No.

Conducted Date

TITLE OF EXPERIMENT

Experiment Performed

1

Introduction To Chaining, Ranging, Offsetting. Assignment - Civil Engineering Symbols

2

Plotting the Outlines Of Building By Chaining, Ranging and Offsetting.

3

Plotting Of Closed Traverse By Prismatic Compass.

4

Plotting Of Closed Traverse By Surveyor‟s Compass.

5

Study And Use Of Dumpy Level.

6

Profile Levelling By Collimation Plane Method.

7

Cross Sectioning Of Road By Rise And Fall Method.

8

Measurement Of Area By Mechanical Planimeter.

9

Measurement Of Area By Digital Planimeter.

10

Use of Total Station for various measurements.

11

Layout and Setting Out Of a Building

12

Site Visit To Study Various Construction Processes

Experiment Conducted

Page No.

Remarks

This is to certify that __________________________________________________________ Roll No._________ of First Year_____________________________________________ class has satisfactorily completed __________ experiments in BASIC CIVIL ENGINEERING during the year 20011 – 2012. Date:

SUBJECT IN-CHARGE

H.O.D.

PRINCIPAL


Diagrams:


EXPERIMENT No. 1 TITLE: INTRODUCTION TO CHAINING, RANGING, OFFSETTING AIM: To measure distance between stations by 20m & 30 m Chain & taking sample offset. INSTRUMENTS: Chain, tape, ranging rod, arrows, pegs, hammer, open cross staff etc. THEORY: I) CHAINING: "Measurement of distance on ground with the help of chain or tap e is known as Chaining". The chain or tape is used for chaining operation. A) Chain: There are two varieties of chains. One 20 m length with 100 links and other 30 m length with 150 links. Links are 20 cm in length, 4 mm in diameter and connected by means of three rings two oval and central one being circular of the same wire. Brass handles are provided at the end of chain to hold the chain. Groove is cut in the middle of the outside surface of the handle so that arrow can be fixed in position. The length of link is measured from the centre of the middle ring on either side of it. Tallies are provided at every 5 m length and small brass rings are provided at every meter length. (after every 10 links) The length of chain is measured from the outside of one handle to the other handle . Classification of chains: 1) Metric chains: These are available in lengths of 20 m and 30 m. 2) Gunter's or surveyor‟s chain: It is 66 feet long and consists of 100 links. 3) Engineer's chain: It is 100 feet long and consists of 100 links. 4) Revenue chain: This chain is 33 feet long and consists of 16 links. It is mainly used for measuring fields in cadastral survey.

CHAINING PROCEDURE: It involves following operations: 1) Marking the stations. 2) Unfolding the chain. 3) Ranging 4) Measurement of distance. 5) Folding the chain.


Diagrams:


Marking the stations: The stations along the direction of survey line are marked with· pegs. 1) Unfolding the chain: To unfold the chain, both the handles are kept in one hand and the rest of the bundle of chain is thrown in the forward direction with the help of other hand. Then the chain is laid straight. 2) Ranging: If the distance between two stations is less than one chain length, then after stretching the chain the distance can directly be measured. When the length of survey line is more than one chain length, intermediate points are to be located in order that the chain is pulled along the proper survey line in a straight direction. The fixing of intermediate points on the survey line in between t he station points is known as ranging. 3) Measurement of distance: After fixing intermediate points on the survey lines. The straightline distance is measured by stretching the chain between the two points. The leader fixes up arrow at the end of one chain length, touching the groove of handle. The chain is dragged forward up to the last station point. The follower goes, on collecting the arrows. The length of the line is determined from the arrows collected by the follower. Each arrow represents one chain length. Any fractional distance at the end is measured by stretching the chain and counting the links up to tend station. The total length of line is, thus, determined. 4) Folding the chain: Starting from the middle of the chain, it is folded, holding pair of links at a time in zigzag manner.

B) TAPES: - The various tapes are- Cloth tape, metal tape, steel tape. Tapes ha ve a metal ring at one end which is used for holding and pulling the tape. Other end of tape is fixed inside a weather proof case which has some kind of winding device. The least count of tape is 1 cm. They are available in lengths of 10m, 15m, 30m etc. Use:-Tapes are used for offsetting i.e. measuring lateral distances of objects from survey line.

C) PEGS: - It is made of hard wood and is 2.5 cm square in cross-section & 150 mm long. The pegs are driven into the ground with the help of hammer with sufficient length (40 mm) projecting above ground surface. Use: - They are used to mark the position of survey station or end of a of survey line on the ground.

D) RANGING ROD: - They are 2 m or 3 m in length. They are made up of timber or hallow steel pipe and painted with alternate white & red /black bands. The lower end of ranging rods is tapered with a metal sheet. Use: - They are used for marking the positions of stations and for ranging, offsetting.



Diagrams:


II) RANGING: It is the process of establishing some intermediate points on survey line, between the two terminal stations; when the length of line exceeds the length of chain. There are two methods of ranging. a) Direct ranging

b) Indirect ranging.

a) Direct Ranging: Direct ranging is done when the ends of survey line are intervisible. It can be done by eye or by an instrument called as line ranger.

1. Ranging by eye : After the chain is stretched and laid approximately on line 'AB',

the follower stands

behind the ranging rod at 'A' and the leader stands at such a distance not greater than one chain length from 'A', with ranging rod in his hand at an arm's length sideways from his body. The follower positions himself behind A in line with 'AB'. Then he guides the leader by giving hand signals, to move the ranging rod to the desired direction so that the ranging rod is brought in line with AB at point ' P'.

2) Ranging By Line Ranger: The line ranger consist of either two plane mirrors or two right angled isosceles prisms, placed one above the other, as shown in figure. In case the prisms are used, the diagonals of both prisms are silvered so as to reflect the incident rays. The line ranger is provided with a handle at the bottom, to hold the instrument in the hand. From the handle, required point can b e transferred to the ground. Two ranging rods are fixed at 'A' and 'B'. To obtain a point P on the survey line 'AB', the surveyor holds the line ranger approximately very near to the line 'AB'. Upper prism ab c receives rays from 'A' which are reflected by diagonal cab' towards observer. The lower prism c d a receives rays from '8' and these are reflected by diagonal 'cd' to the observer. Thus, observer can see both ranging rods held at 'A' and 'B'. The images of these two ranging rods may not be coinciding indicating that the instrument is not on line 'AB'. To remove the parallax, the observer moves the instrument sideways till the two images are in the same vertical line, as shown in figure. After this the point ' P' is transferred to the ground. Thus use of line ranger proves to be advantageous from the point of view of requirement of only one person to do the ranging. Line ranger can also be used for setting out right angles.


Diagrams:


III) OFFSETS: For locating the details on ground, with reference to survey lines, it is necessary to measure lateral distance of the features on ground points from survey lines. Such lateral distances which are measured from the chain line to the objects are called as offsets. The offsets can be measured either to the right or left of chain line. The offsets are of two types : 1) Perpendicular offsets : Perpendicular offsets are the lateral distances taken at right angles (90º) to the chain line. 2) Oblique or inclined offsets: Oblique offsets are the lateral distances taken at an angle other than 90º to the chain line. 3) Swing Offset : A swing offset is the one which is obtained by swinging the tape fr om outside point along a chain line. Short offset can be set out and measured by swinging the tape along the chin line as shown in figure. The position of the offset on chain line MN is located by swinging the tape from P ·and the point where the arc is tangential to the chain line, is the required foot of offset. In the figure, Pp is the swing offset.

Every offset is characterized by two measurements: 1) Chainage on chain line at which the offset is taken and 2) Length of the offset

Instruments for setting out perpendicular offsets: Offsets may be taken by using the instruments such as cross staff, optical square, Indian optical square and prism square 1) Open cross Staff: It is provided with two pairs of vertical slits. Each pair of slits forms a line of sight at right angles to each other. The frame or hair is mounted on a pole for perfect intersection. 2) French Cross Staff: French cross staff consists of an octagonal box. Vertical sighting slits are cut in the middle of each face, such that the lines between the centers of opposite slits make an angle of 45° with each other. Thus with the help of French cross staff, it is possible to set out angles of either 45° or 90°. 3) Adjustable cross staff: It consists of two cylinders of equal diameter, one placed on top of the other. Both the cylinders are provided with sighting slits. The upper cylinder carries a venire and can be rotated relatively to lower cylinder. The lower cylinder is graduated to degrees with suitable subdivisions. Therefore it is possible to set out any angle to the chain-line. Magnetic compass is provided at the top of upper cylinder which measures bearings of the lines.



Diagrams:

LOCATION SKETCH OF STATION A & B


4) OPTICAL SQUARE This is a compact hand instrument to set out right angles and is superior to the crossstaff. It is a cylindrical metal box about 50 mm in diameter and 12.5 mm in depth. Figure 2.12 shows the plan of its essential features. It has two oblong apertures C and D' on its circumference at right angles to each other. E is a small eye-hole provided diametrically opposite to C. The instrument is equipped with two mirrors A and B inclined at an angle of 45° to one another. The mirror A is known as horizon mirror, the upper half of which is silvered, whereas the lower half is a plane glass. This is placed opposite to the eye-hoie E and is inclined to the axis of the instrument EC at an angle of 120°. The other mirror B is known as index mirror. It is completely silvered and is placed diametrically opposite to the aperture IX It is kept inclined at an angle of 105° to the index sight BD of the instrument. To an eye placed at E, the signal C is visible directly through the transparent half of the horizon mirror. At the same time, the signal D is seen in the silvered portion of the horizon mirror after being reflected through the index mirror B

OBSERVATIONS: Sr

Observation

1

Number of arrows =

2

Number of Links = In end chain length

Length of Metric Chain used =

.

CALCULATIONS: Total Distance = (Number of arrows X Chain Length) + (Number of Links in end chain length X Link Length)

Total Distance =

RESULTS: Total distance between two stations by …………… meter chain is


Assignment - Civil Engineering Symbols


Assignment - Civil Engineering Symbols


LOCATION SKETCH OF STATION A

LOCATION SKETCH OF STATION B


EXPERIMENT No. 2 PLOTTING OUTLINE OF BUILDING BY CHAINING RANGING AND OFFSETTING

AIM: To plot outline of building by chaining, ranging and offsetting

INSTRUMENTS: Chain, tape, ranging rod, cross staff, hammer etc.

THEORY: 1) Location Sketch: It is a diagram showing survey station by at least two measurements from fixed object. The diagram is drawn with respect to North direction. Location sketch can be used to locate the survey station on any other time. 2) Chaining: It is the process of measuring distance by use of chain or tape. 3) Ranging: It is process of fixing intermediate points between two survey station on straight line. 4) Offsetting: The process of measuring the lateral distance of object from survey line is called as offsetting.

PROCEDURE : 1) Fix two end stations along outline of building. The distance between stations should be more the total length of building. 2) Carryout Ranging and chaining. 3) Take offsets along the length of chain. 4) Record the readings in field book. 5) Insert arrow at end of chain length. 6) Move chain further and carry out same procedure till end station is reached.

RESULT: 1) Draw location sketches. 2) Enter observations by noting chainages, offset type and offset distance of objects. 3) Prepare the map showing outline of building.



MAP OF OBSERVATIONS


Diagram of Prismatic Compass

PLOT OF CLOSED TRAVERSE


EXPERIMENT No. 3 TITLE: PLOTTING OF CLOSED TRAVERSE BY PRISMATIC COMPASS

AIM-Study and use of prismatic compass to measure bearing of survey lines for closed traverse.

APPARAUTS- Prismatic compass, Pegs, Ranging rods, Hammer, Measuring Tape or chain.

THEORY: PRISMATIC COMPASS 1. This compass essentially consists of i) A magnetic needle ii) A graduated circle, iii) A line of sight. 2. The prismatic compass consists of a circular box about100 mm in diameter. A magnetic needle is balanced on a hard steel pointed pivot. 3. The pivot is in the center of the compass. The needle carries an aluminum ring which is graduated to degrees and half degrees. 4. The graduations starts from zero marked at South end of the needle and run clockwise. 90° is marked at West, 180° at North, 270° at East. Figures are written inverted in prismatic compass. 5. The sighting vanes (with a sighting slit at top) and reflecting prism are fixed to the box. They are diametrically opposite to each other. 6. The sighting vane (also called as object vane) consists of a hinged metal frame in center. A vertical horse hair is stretched in t he center of metal frame. 7. A glass lid covers the top of the box. The sighting vane is pressed against a lifting pin which lifts the needle off pivot and holds it against the glass lid. 8. A light spring is fitted inside the box. A brake pin is placed at the base of object vane. When the brake pin is pressed gently, the light spring comes in contact with the aluminum ring and the ring comes to rest. 9. The graduations on the ring are reflected from hypotenuse side of the prism to the eye. The graduations are read through reflecting prism. A steel stand carries a frame which is lowered or raised to adjust the prism to eye sight of observer. The prism is folded over the edge of the box and is held by hinged strap, when not in use. 10. A metal cover fits over the glass lid and the sighting vane. The sighting vane is provided with a hinged mirror which can incline at any angle so that object too high or too low to be sighted directly can be sighted by reflection.


TEMPORARY ADJUSTMENTS OF PRISMATIC COMPASS a. Centering: To place the center of the compass exactly over the station is called as centering. The station is marked with a peg. Centering is done with the help of plumb bob on dropping a small piece of stone. b. Levelling: The compass is leveled by means of eye. A ball and socket joint is provided and then it is clamped. The ring swings freely when leveled. c. Observing bearings: To observe the bearing of a line PQ. 1. Center the compass over station P and level it. 2. The sighting vane and prism and turned up vertical so that the graduations on the ring are clearly seen. 3. Rotate the compass until the ranging rod at the station Q is bisected by the hair when looked through the slit above the p rism. 4. The reading is noted after looking through the prism or direct in the compass that time the needle should be at rest. The reading is the required bearing of the line PQ. 5. If the reading taken in the direction of the traverse then these bearings are called as Fore bearings. 6. If the reading taken in the back or opposite direction of the traverse then these bearings are called as Back bearings.

MAGNETIC MERIDIAN: The direction that is indicated by a freely suspended and properly balanced magnetic needle, unaffected by local attractive forces is called the magnetic Nor th and South line. The angle which a survey line makes with magnetic meridian is called a magnetic bearing of the line or simply a bearing of the line.

WHOLE CIRCLE BEARING : The readings taken by the prismatic compass is from 0° to 360° i.e. it gives readings in a full circle in clockwise direction. Hence these readings are called as Whole circle bearing.

FORE AND BACK BEARING: Every line has two bearings, one ob served at each end of the line. 1. The bearing of a line in the direction of the progress of the survey is called the fore or forward bearing (F.B.) 2. The bearing of a line in the opposite direction of the progress of the survey is know as back / reverse bearing (R.B.) 3.

The bearing from P to Q is

θ fore bearing of the line PQ and that Q to P is the back

bearing of the line PQ, [Direction of survey from P to Q].


4. The fore and back bearings of a line differ exactly by 180° 5. BACK BEARI NG = FORE BEARING + 180°, if the given fore bearing is less than 180° . 6. BACK BEARING = FOREBEARING - 180°, if the given fore bearing is greater than 180°.

LOCAL ATTRACTION : The magnetic needle does not point to the magnetic north when under the influence of external attractive forces. It is deflected when placed in vicinity of masses of magnetic rock or iron Ore, steel structures, rails, electric cables etc. Such a disturbing influence is called 'local attraction'. It the fore & back bearings differ by 180°, there is no local attraction at either station, provided the compass in free from instrumental errors & no observational error are made. There are two methods of correcting the observed bearings of the lines. 1. Method of correction 2. Method of included angle OBSERVATION: Line

Observed Fore Back Bearing Bearing

Correction

Corrected Fore Back Bearing Bearing

Remarks

CONCLUSION:- Local attraction is found at stations..


Diagram of Surveyor’s Compass

PLOT OF CLOSED TRAVERSE


EXPERIMENT NO. - 4 TITLE: PLOTTING OF CLOSED TRAVERSE BY SURVEYOR’S COMPASS

AIM-Study and use of Surveyor‟s to measure bearing of survey lines for closed traverse.

APPARAUTS- Surveyor‟s compass, Pegs, Ranging rods, Hammer, Measuring Tape or chain.

THEORY:

SURVEYORS COMPASS 1. This compass essentially consists of a magnetic needle, a graduated circle, eye vane and object vane. 2. The Surveyors compass consists of a circular box about100 mm in diameter. A magnetic needle is balanced on a hard steel pointed pivot. The pivot is in the center of the compass. The needle carries an aluminum ring which is graduated to degrees and half degrees. 3. The graduations starts from zero marked at South end as well as at North of the needle. 90° is marked at West, 90° at East. Figures are written in proper way in Surveyors compass. 4. The sighting vanes in the form of three holes (top, middle, bottom)are provided on the sighting arm of the box. 5. The sighting vane (also called as object vane) consists of a hinged metal frame in center. A vertical horse hair is stretched in the center of metal frame. 6. A glass lid covers the top of the box. The sighting vane is pressed against a lifting pin which lifts the needle off pivot and holds it against the glass lid. 7. The graduation reading circle is separated from the magnetic needle. 8. When you rotate the instrument for sighting the instrument, magnetic needle shows the position of the target with respective quadrant under the North pointer. 9. A metal cover fits over the glass lid and the sighting vane. The sighting vane is provided with a hinged mirror which can incline at any angle so that object too high or too low to be sighted directly can be sighted by reflection.


TEMPORARY ADJUSTMENTS OF SURVEYORS COMPASS a. Centering: To place the center of the compass exactly over the station is called as centering. The station is marked with a peg. Centering is done with the help of plumb bob on dropping a small piece of stone. b. Levelling: The compass is leveled by means of eye. A ball and socket joint is provided and then it is clamped. The ring swings freely when leveled. c. Observing bearings: To observe the bearing of a line PQ. 1. Center the compass over station P and level it. 2. Observe the station Q from eye vane while intersecting thread from object vane. 3. Then observe the reading at north end of needle. (Red Marked)

MAGNETIC MERIDIAN: The direction that is indicated by a freely suspended and properly balanced magnetic needle, unaffected by local attractive forces is called the magnetic North and South line. The angle which a survey line makes with magnetic meridian is called a magnetic bearing of the line or simply a bearing of the line.

REDUCED BEARINGS: When whole circle bearing of a line exceeds 90°, it must be reduced to the corresponding angle less than 90°,

which has same numerical values of the trigonometrically functions. This

angle is known as 'Reduced Bearing (R.B.) To obtain Reduced Bearing from Whole Circle Bearing, following table is used.

FORE AND BACK BEARING:

Every line has two bearings, one ob served at each end of the line. 1. The bearing of a line in the direction of the progress of the survey is called the fore or forward bearing (F.B.) 2. The bearing of a line in the opposite direction of the progress of the survey is know as back / reverse bearing (R.B.)


3.

The bearing from P to Q is fore bearing of the line PQ N θ E and that Q to P is the back bearing of the line PQ S θ W,

4. The fore and back bearings of a line differ only in quadrant, and angle remains same.

LOCAL ATTRACTION : The magnetic needle does not point to the magnetic north when under the influence of external attractive forces. It is deflected when placed in vicinity of masses of magnetic rock or iron Ore, steel structures, rails, electric cables etc. Such a disturbing influence is called 'local attraction'. It the fore & back bearings do not have same angle, then there is local attraction at either station, provided the compass in free from instrumental errors & no observational error are made.

OBSERVATION:

Line

Observed Correction Fore Back Bearing Bearing

Corrected Interior Fore Back angle Bearing Bearing

Remarks

CONCLUSION:- Local attraction is found at stations..


Diagram of Dumpy Level


EXPERIMENT NO: - 5 TITLE- STUDY AND USE OF DUMPY LEVEL

AIM- Study and use of Dumpy level and leveling staff.

APPARATUS- 1) Dumpy level 2) Leveling staff

THEORY: Leveling: It is a process to finding the relative positions of the points on the g round surface in the vertical plane. Bench mark: It is a point or a station whose reduced level ( R.L.) is known.

Dumpy Level details: Dumpy level has following parts. a) LEVELING HEAD:It consists of two triangular plates with threading in lower plate for fixing level on tripod. In case centering is to be done, a hook is provided at the bottom of the solid spindle of telescope (about vertical axis spindle can be rotated to rotate the telescope). There are three screws provided between the triangular plates. They are used to bring the bubble at the center for making line of collimation truly horizontal. They are called leveling screws or foot screws. Screws have ball and socket arrangement at the bottom.

b)TELESCOPE:Telescope of dumpy level is of internal focusing type with one eyepiece and object glass (lens) each. Diaphragm in front of the eyepiece has cross wires, sometimes called horse-hair Focusing screw is provided midway along the length of the telescope. Ray shade is used to protect the inner side of the telescope. Main bubble is provided on the top of the telescope. Usually staff is seen inverted but in latest dumpy level, by adding a lens, image can be seen erect.

c)SPIRIT LEVEL OR LEVEL TUBES:These are of two types. One is of large size provided on the telescope called longitudinal or main bubble and smaller one at right angles to it called cross bubble. If level is in perfect permanent adjustment and longitudinal bubble is centered, both the bubbles should remain at the centre (so that line of collimation is hor izontal and all axes in perfect position).



d)CLAMP AND SLOW MOTION SCREW:For perfect bisection clamp screw and slow motion screws are essential, image Of staff should be at the center of vision without parallax. When clamp screw is tightened, motion of telescope (in horizontal plane) is arrested. Now, if slow motion screw (also called fine adjustment or tangent screw) is slowly rotated as required very small or minute motion or rotation of telescope is possible. Apart from above parts, a reflecting hinged mirror is provided on top of longitudinal bubble to see image of bubble in case bubble is not visi ble to short person. Prismatic compass is provided to take bearing of line, which required to find the direction of line.

LEVELING STAFF:Vertical member, graduated in meters for taking readings of vertical with respect to horizontal line of collimation is called leveling staff. For durability aluminum staff is preferred over wooden staff. Telescopic staff has 4m height & three pieces of gradually decreasing cross sections. 2.8m

&

Lower

most

smallest

large

top

piece

piece

up

is

up to

to 4m

1.5m

height,

height.

middle

Automatic

piece

locking

is

up

to

device

is

provided for pieces. It has two folding handles & small circular bubble to ascertain vertically of staff.

Temporary Adjustment of dumpy level: Temporary adjustment are done at each setup of the level before taking the Readings on the staff. These are done in following steps. a) Setting up b) Leveling up c) Focusing the eyepiece d) Focusing the object piece.

a) Setting up i) The tripod legs are properly spread on the ground and the dumpy level is fixed to the tripod. If the tripod head is having a circular bubble, see that is in the centre, ii) leg Adjustment - Bring all the foot screws to the centre of their run. Plant any two legs firmly in the ground and move the third leg sideways till the main bubble and two cross bubble are approx in the centre. b) Levelling:1) Keep the telescope parallel to any pair of foot screws. Move the two foot screws either inwards or outwards till the bubble comes to the center. 2)Rotate the telescope clockwise through 90° so that it lies over third foot screw. Turn the screw to bring the bubble in center. Bring the level tube back to it's Original position and center the bubble.


Turn the telescope clockwise through 90° and check the bubble for it's center position if not, repeat the procedure. Repeat the procedure with remaining pairs. c) Focusing the eyepiece:Hold white paper in front of eyepiece and observe cross hairs. If the cross hairs are not clearly seen, move the eye piece ring in or out till the cross hairs are distinctly seen. d) Focusing the object glass:Look through the eye piece towards the staff and bring image of staff in plane of cross hairs by moving the focusing screw. Parallax is to be eliminated when there is change in the staff reading when the eye is moved up and down.

Levelling procedure:1) Holding the staff: staff should be held truly vertical before reading is taken. 2) Reading the staff: after the temporary adjustments are done, the telescope is directed towards the staff and the staff is brought between the two vertical hairs of diaphragm by means of focusing screw. The reading is taken on t he staff where the middle horizontal hair appears to cut the staff. First the figure in red (i.e. meter reading) is noted. Then the figure in black (i.e. decimeter reading) are noted and then the spaces from decimeter marking upto middle horizontal hair (each space is of 5 mm thickness) are measured, the sum of all these is the total reading on the staff which is recorded in the field book.

Method of calculation 1) Method of collimation plane (Height of Instrument method) 2) Rise & Fall method Formulae:


OBSERVATION TABLE (for plane of collimation method) St

n

BACK SIGHT

INTERMEDIATE SIGHT

FORE SIGHT

Height of Instrument H.I.

R.L. in meters

REMARK

OBSERVATION TABLE (for rise and fall method) St

n

BACK SIGHT

INTERMEDIATE SIGHT

FORE SIGHT

RISE

FALL

R.L.

REMARK

CALCULATION:


RESULT : The reduced level of observation points is as Sr No.

Name of Point

Reduced Level in meters

1 2 3 4 5 6


EXPERIMENT NO: - 6 TITLE: PROFILE LEVELLING BY COLLIMATION PLANE METHOD

AIM- Plotting the road profile at center b y Reduction of RL's by collimation plane method. APPARAUTS- 1) Dumpy level 2) Leveling staff 3) Plumb bob.

THEORY:-

Collimation plane method OR Height of instrument method: -

In this method, first of all mark the centers at cert ain interval of distance along the center line of the road. Set the instrument, the R.L. of the Collimation plane is found out for each set-up of dumpy level and then the R.L. of each point is found out with respect to respective plane of collimation. The procedure of finding R.L. is as given below. First reading(Backsight) is taken on Bench mark 

(R.L. Of bench mark) + (Backsight reading) = R.L. Of collimation plane.

Height of instrument = R.L. Of collimation plane. Calculate the reduced levels of intermediate points or change point by subtracting Intermediate sight reading or Foresight reading from the R.L. of collimation plane. 

R.L. of intermediate points = (R.L. Of collimation plane) - (IS. reading) After the instrument is shifted and set up and leveled at new position, take a reading on

change point. Determine the R.L. of new collimation plane. 

R.L. of new collimation plane = (R.L. Of change point) + (Backsight reading) Obtain the Reduced levels of the remaining points from the R.L. of new collimation plane

i.e. new height of instrument. Repeat the procedure till all the leveling work is finished. On completing the calculation, the arithmetical check is applied as given below: 

[summation of backsights] - [summation of foresights] = [Last R.L.] - [First R.L.]

Plotting of road profile: Along „x‟ axis mention the distance of each interval and on „Y‟ axis mention the RL‟s. Fix the points with respect to their central distance and RL. Fix all the points on a graph and trace the smooth curve passing through all these points. this line shows the profile of the road center along it‟s length.



PROCEDURE: 1) Select two end stations on a line for wh ich profile needs to be plotted. 2) Marks the points at fixed interval on line. 3) Setup instrument and carry out temporary adjustments. 4) Take readings on every point by Le vel. 5) Enter reading in the field book by noting station and distance/chainage. 6) Plot the profile and find the gradient.

SAMPLE CALCULATIONS:


D A O R F O E L I F O R P


OBSERVATION TABLE for Collimation plane method:STATION

CHAINAGE

SUM Difference

B.S.

ΣBS

I.S.

F.S.

ΣFS

H.I.

R.L.'s

REMARK

L.RL- F.RL

ΣBS – ΣFS =

CONCLUSION The gradient of survey line joining First and Last point along centerline of road is


EXPERIMENT NO: - 7 TITLE: CROSS SECTIONING OF ROAD BY RISE AND FALL METHOD AIM- Plotting the road cross section by Rise and Fall method. APPARAUTS- 1) Dumpy level 2) Leveling staff 3) Plumb bob. THEORY:-Rise and Fall method:In this method, first of all; mark the centers at certain interval of distance along the center line of the road and also the two stations are on right and two on the left side of centerline of the road .And take the readings on these stations after Setting the instrument. In this method, the difference in elevation between two consecutive points is determined. R.L. of each point (after the first) is compared with the immediately preceding one. The difference of readings indicates rise or fall. The R.L. of each point is then determined by adding the rise to or subtracting the fall from the R.L. of preceding point. On completing the calculation, the arithmetical check is applied as given below: Arithmetical check: [summation of backsights] - [summation of foresights] = [Last R.L.] - [First R.L.] Plotting of road profile: Along „x‟ axis mention the distance of each interval and on „Y‟ axis mention the RL‟s. Fix the points with respect to their central distance and RL. Fix all the points on a graph and trace the smooth curve passing through all these points. this line shows the profile of the road center along it‟s length.


OBSERVATION TABLE for Rise and Fall method:STAT

Distance

ION

Left Center Right

B.S.

ΣBS

I.S.

F.S.

ΣFS

RISE

ΣRISE

FALL

R.L.'s

Remark

ΣFALL

SUM ARTHEMATIC CHECK: ΣBS – ΣFS = ΣRISE – ΣFALL = Last RL- First RL


SAMPLE CALCULATION:


CROSS SECTION AT CHAINAGE

CROSS SECTION AT CHAINAGE

RESULT: The cross section of road for Chainage

…………………………………………….. meters is plotted.


DIAGRAM OF MECHANICAL PLANIMETER


EXPERIMENT No 8 TITLE: MEASUREMENT OF THE AREA BY MECHANICAL PLANIMETER

AIM: To measure the area of irregular figure by mechanical planimeter.

INSTRUMENTS: Mechanical planimeter.

THEORY: 1) The planimeter is used to find out the area of irregular figure. 2) It is consist of anchor arm, tracing arm, and drum and disk arrangement for taking the readings. 3) The anchor point is provided with the weight to fix the instrument on the board. 4) The readings up to the four digits can be taken in which the units being read on the disk, the tenths and hundredths on the drum, and the thousandths on the vernier. 5) In addition to know the number of the times the zero of the disc has crossed the index. 6) To find out the area of the irregular figure anchor point is either fixed inside the figure or outside the figure. 7) If the anchor point is inside the figure then the value of the constant „C‟ is considered as per the model of the instrument which is provided by the manufacturer. 8) If the anchor point is outside the figure then the value of the constant „C‟ is considered to be zero.

FORMULA: AREA OF FIGURE = M ( F – I + 10 N + C ) M

: A multiplying constant, it is equal to the area per revolution of the drum.

F

: Final reading

I

: Initial reading

N : Number of times the zero passes the index. C

: C is to be added when the anchor point is inside the figure.



PROCEDURE : 1) Fix the anchor point of the instrument on the drawing board sothat anchor arm should not displace it‟s position during the function of the instrument. 2) Attach the tracing arm with the anchor arm by means of the hinge point. 3) Note the initial reading ‘I’ on the planimeter. 4) Now trace the anchor point always in the clockwise direction on the boundary of the figure. 5) Record the number of times the zero passes about the index point. If the zero passes in clockwise direction then the value of N is positive and vice versa. 6) When the tracing point is reached at it‟s original position i.e. at it‟s start point then note the final reading ‘F’. 7) As per the type of the instrument the value of the ‘M’ is to be note down. 8) If the anchor point is inside the figure then the value of the constant ‘C’ is to be added otherwise it‟s value is to be considered as zero. 9) Now add all these values in to the given formula and find out the area of the figure.

OBSERVATIONS: F

: Final reading

=

I

: Initial reading

=

N

: Number of times the zero passes the index.

=

CALCULATION: AREA OF FIGURE = M ( F – I + 10 N + C )

RESULT: The area of the given figure is……………………


DIAGRAM OF DIGITAL PLANIMETER

EXPLANATION OF FUNCTION KEYS ON

OFF

0-9

: POWER ON KEY

: POWER OFF KEY : NUMERICAL KEYS

.

: DECIMAL POINT KEY

START

: START MEASURMENT

HOLD

MEMO

AVER

C/AC

: TEMPORARILY PUT MEASURMENT ON HOLD

: ENDING MEASURMENT AND MEMORY

: CALCULATE AVERAGE VALUE

: CLEAR MEMORY AND DISPLAY


EXPERIMENT No 9 TITLE: MEASUREMENT OF THE AREA BY DIGITAL PLANIMETER

AIM: To measure the area of irregular figure by digital planimeter.

INSTRUMENTS: Digital planimeter.

PROCEDURE: 1) Put a mark at a point on the circumference of the drawing to be measured. This point will be the starting point of measurement. Set the centre of tracer lens to match the starting point as shown in figure. 2) Presses START key. A buzzer sounds and zero is displayed. The number of measurements is displayed on left edge. 3) Keeping the tracer point of tracer lens on to circumference line, trace clockwise. 4) After going round, press MEMO key. Measurement is finished. A buzzer sounds, MEMO is displayed and measured area value is displayed.

RESULT: Measured area of given unknown figure is =……………………


EXPERIMENT No 10 TITLE: USE OF TOTAL STATION FOR VARIOUS MEASUREMENTS.



Figure:

Building Centre Line Plan


EXPERIMENT NO: - 11 TITLE: LAYOUT AND SETTING OUT OF A BUILDING AIM: Setting out the boundaries of the residential building from the given plan. APPARATUS: 1) Line dori 2) Measuring tape 3) Plan of building 4) White dust 5) Arrows THEORY: 1) “The transfer of the data from the plan to the ground that is from the paper to the ground is called setting out of a building.” 2) This is very important work before to start the construction of the building. 3) A small mistake in to this data transfer will make the permanent error in the building. Hence this work should be done by keeping highest accuracy. PROCEDURE: 1) First of all clean the site area so that it is easy to setting out. 2) Mark a base line at the setback within the plot. 3) By using the principal of Pythagoras triangle of side 3units, 4units, 5units mark the lines perpendicular to the base line at required distances. 4) As per the room size set the each corner in 90 degree. 5) Complete the setting out of the center lines. 6) Construct the dummy pillar to tie the thin nylon string (line dori) which represents the centerline of wall on the end of each wall keeping the distance of 1.5m for working space. 7) Use this setting out till the construction of building reach up to the first course of wall masonry. RESULT: Setting out of a residential building is carried out as per plan.


VISITED SITE – LOCATION MAP and BUILDING PLAN


EXPERIMENT NO: - 12 TITLE: SITE VISIT TO STUDY VARIOUS CONSTRUCTION PROCESSES. AIM: To Study a Building With Respect To Various Construction Processes, Materials & P lanning GUIDELINES: 1) Visit any construction of residential building. 2) Describe the location and prepare location plan. 3) Mention site condition regarding type of soil, depth of foundation. 4) Measure plot area, Built Up area and f ind FSI. 5) Enlist various building material used. 6) Mention which building planning principles have been used and how.

SITE VISIT REPORT: A) General Information 1) Name of site: 2) Name of owner: 3) Built up area = 4) Plot area= 5) Floor Space Index= (Built up area / Plot area)= B) Site Conditions 1) Type of soil: 2) Depth of hard strata: 3) Type of foundation: C) Building material used 1) Cement: 2) Steel: 3) Brick: 4) Sand: 5) Wood: 6) Glass: 7) Tiles: D) Use of Building Planning Principles:


GENERAL NOTES ……………………………………………………………………………………………………………………………………………… ……………………………………………………………………………………………………………………………………………… ……………………………………………………………………………………………………………………………………………… ……………………………………………………………………………………………………………………………………………… ……………………………………………………………………………………………………………………………………………… ……………………………………………………………………………………………………………………………………………… ……………………………………………………………………………………………………………………………………………… ……………………………………………………………………………………………………………………………………………… ……………………………………………………………………………………………………………………………………………… ……………………………………………………………………………………………………………………………………………… ……………………………………………………………………………………………………………………………………………… ……………………………………………………………………………………………………………………………………………… ……………………………………………………………………………………………………………………………………………… ……………………………………………………………………………………………………………………………………………… ……………………………………………………………………………………………………………………………………………… ……………………………………………………………………………………………………………………………………………… ……………………………………………………………………………………………………………………………………………… ……………………………………………………………………………………………………………………………………………… ……………………………………………………………………………………………………………………………………………… ……………………………………………………………………………………………………………………………………………… ……………………………………………………………………………………………………………………………………………… ……………………………………………………………………………………………………………………………………………… ……………………………………………………………………………………………………………………………………………… ……………………………………………………………………………………………………………………………………………… ……………………………………………………………………………………………………………………………………………… ……………………………………………………………………………………………………………………………………………… ………………………………………………………………………………………………………………………………………………


Basic Civil Engineering Lab Manual by Prof.S.K.patil

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