Project report1 of levelling in pdf2
- 1. 1 | P a g e LEVELLING DIFFERENCE B/W NORTH END TO SOUTH END OF CUTM, PKD A PROJECT REPORT Submitted by RAMESH RANJAN 150101110004 MANIMA BADAKUMAR 150101110016 SASWAT KU PRADHAN 150101110017 ANKIT PATRO 150101110029 Guided by Mr. ASHISH MODI In partial fulfilment for the award of the degree of BACHELOR OF TECHNOLOGY in CIVIL ENGINEERING DEPARTMENT OF CIVIL ENGINEERING CENTURION UNIVERSITY OF TECHNOLOGY & MANAGEMENT PARALAKHEMUNDI CENTURION UNIVERSITY OF TECHNOLOGY&MANAGEMENT:: ODISHA FEBRUARY-2018
- 2. 2 | P a g e DEPARTMENT OF CIVIL ENGINEERING CENTURION UNIVERSITY OF TECHNOLOGY & MANAGEMENT PARALAKHEMUNDI -762001 BONAFIDE CERTIFICATE Certified that this project report “LEVELLING DIFFERENCE B/W NORTH END TO SOUTH END OF CUTM,PKD’’is the bonafide work of “RAMESH RANJAN(150101110004), MANIMA BADAKUMAR (150101110016),SASWAT KPRADHAN(150101110017), ANKIT PATRO (150101110029),who carried out the project work under my supervision. This is to further certify to the best of my knowledge that this project has not been carried out earlier in this institute and the university. SIGNATURE (Mr.ASHISH MODI) Certified that the above mentioned project has been duly carried out as per the norms of the college and statutes of the university SIGNATURE Asst. Prof. H.O.D Dept. Of Civil Engg. SIGNATURE EXTERNAL EXAMINOR
- 3. 3 | P a g e ACKNOWLEDGEMENTS We wish to express our profound and sincere gratitude Asst .prof. ASISH MODI Dept. Of civil Engg. CUTM Paralakhemundi, who guided as into the intricacies of this project non-chillingly with matchless magnanimity We thank Mr. ASHISH MODI, Head of the Dept. of Civil Engineering, CUTM, and Paralakhemundi and for extending their support during Course of this investigation. We are highly grateful to Prof. Dr. M. L. Narasimham, DEAN-Academics, CUTM who evinced keen interest and invaluable support in the progress and successful completion of our project work. We would be failing in our duty if we don’t acknowledge the co-operation rendered during various stages of image interpretation by all the Technical staffs. We are indebted to all the faculty members for their constant encouragement, co-operat- Ion and help. Words of gratitude are not enough to describe the accommodation and fortitude which they have shown throughout my endeavor. SIGNATURE OF STUDENT RAMESH RANJAN MANIMA BADAKUMAR SASWAT KU PRADHAN ANKIT PATRO
- 4. 4 | P a g e Content 1.Introduction i.Surveying 1 ii.Objective of Surveying 2 2.Leveling 6 3.Methods of Leveling 8 i. Barometric levelling 8 ii.Trigonometric levelling 8 iii.Spirit levelling 9 4. Levelling Instruments 9 i. Dumpy Level 10 ii.Theodolite Level 12 5. Methodology 14 6.Work Done 15 7.Conclusion 18 8.Reference 18
- 5. 5 | P a g e INTRODUCTION SURVEYING: Surveying is defined as the science of making measurements of the earth specifically the surface of the earth. This is being carried out by finding the spatial location (relative / absolute) of points on or near the surface of the earth. Different methods and instruments are being used to facilitate the work of surveying. The primary aims of field surveying are : To measure the Horizontal Distance between points. To measure the Vertical elevation between points. To find out the Relative direction of lines by measuring horizontal angles with reference to any arbitrary direction and To find out Absolute direction by measuring horizontal angles with reference to a fixed direction. OBJECTIVES OF SURVEYING .To collect field data; • To prepare plan or map of the area surveyed; • To analyse and to calculate the field parameters for setting out operation of actual engineering works. • To set out field parameters at the site for further engineering work
- 6. 6 | P a g e LEVELLING: Levelling (or 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. The first operation is required to enable the works to be designed while the second operation is required in the setting out of all kinds of engineering works. Levelling deals with measurements in a vertical plane. Level surface: A level surface is defined as a curved surface which at each point is perpendicular to the direction of gravity at the point. The surface of a still water is a truly level surface. Any surface parallel to the mean spheroidal surface of the earth is, therefore, a level surface.
- 7. 7 | P a g e Level line: A level line is a line lying in a level surface. It is, therefore, normal to the plumb line at all points. Horizontal plane: Horizontal plane through a point is a plane tangential to the level surface at that point. It is, therefore, perpendicular to the plumb line through the point. Horizontal line: It is a straight line tangential to the level line at a point. It is also perpendicular to the plumb line. Vertical line: It is a line normal to the level line at a point. It is commonly considered to be the line defined by a plumb line. Datum: Datum is any surface to which elevation are referred. The mean sea level affords a convenient datum world over, and elevations are commonly given as so much above or below sea level. It is often more convenient, however, to assume some other datum, specially, if only the relative elevation of points are required. Elevation: The elevation of a point on or near the surface of the earth is its vertical distance above or below an arbitrarily assumed level surface or datum. The difference in elevation between two points is the vertical distance between the two level surface in which the two points lie. Vertical angle: Vertical angle is an angle between two intersecting lines in a vertical plane. Generally, one of these lines is horizontal. Mean sea level: It is the average height of the sea for all stages of the tides. At any particular place it is derived by averaging the hourly tide heights over a long period of 19 years. Bench Mark: It is a relatively permanent point of reference whose elevation with respect to some assumed datum is known. It is used either as a starting point for levelling or as a point upon which to close as a check.
- 8. 8 | P a g e METHODS OF LEVELLING Three principle methods are used for determining differences in elevation, namely are: 1. Barometric levelling. 2. Trigonometric levelling. 3. Spirit levelling. 1.Barometric Levelling: Barometric levelling makes use of the phenomenon that difference in elevation between two points is proportional to the difference in atmospheric pressures at these points. A barometer, therefore, may be used and the readings observed at different points would yield a measure of the relative elevation of those points. At a given point, the atmospheric pressure doesn’t remain constant in the course of the day, even in the course of an hour. The method is, therefore, relatively inaccurate and is little used in surveying work except on reconnaissance or exploratory survey. 2.Trigonometric Levelling: (Indirect Levelling) Trigonometric or Indirect levelling is the process of levelling in which the elevations of points are computed from the vertical angles and horizontal distances measured in the field, just as the length of any side in any triangle can be computed from proper trigonometric relations. In a modified form called stadia levelling, commonly used in mapping, both the difference in elevation and the horizontal distance between the points are directly computed from the measured vertical angles and staff readings.
- 9. 9 | P a g e 3.Spirit Levelling: (Direct Levelling) It is that branch of levelling in which the vertical distances with respect to a horizontal line (perpendicular to the direction of gravity) may be used to determine the relative difference in elevation between two adjacent points. A horizontal plane of sight tangent to level surface at any point is readily established by means of a spirit level or a level vial. LEVELLING INSTRUMENTS The instruments commonly used in direct levelling are: 1. A level 2. A levelling staff Dumpy Level:
- 10. 10 | P a g e The dumpy level originally designed by Gravatt, consists of a telescope tube firmly secured in two collars fixed by adjusting screws to the stage carried by the vertical spindle. The modern form of dumpy level has the telescope tube and the vertical spindle cast in one piece and a long bubble tube is attached to the top of the telescope. This form is known as solid dumpy. Components of Dumpy Level: The name “dumpy level” originated from the fact that formerly this level was equipped with an inverting eye-piece and hence was shorter than Wye level of the same magnifying power. However, modern forms of dumpy level generally have erecting eye-piece so that inverted image of the staff is visible in the field of view. In some of the instruments, a clamp screw is provided to control the movements of the spindle about the vertical axis. For small or precise movement, a slow motion screw ( or tangent screw) is also provided. 1. Tripod Stand: The tripod consists of three legs which may be solid or framed. The legs are made of light and hard wood. The lower ends of the legs are fitted with steel shoes. 2. Levelling head: The levelling head consists of two parallel triangular plates having three grooves to support the foot screws. 3. Foot screws: Three foot screws are provided between the trivet and tribrach. By turning the foot screws the tribrach can be raised or lowered to bring the bubble to the canter of its run. 4. Telescope: The telescope consists of two metal tubes, one moving within the other. It also consists of an object glass and an eye-piece on opposite ends. A diaphragm is fixed with the telescope just in front of the eye-piece. The diaphragm carries cross- hairs. The telescope is focused by means of the focusing screw and may have either external focusing, or internal focusing.
- 11. 11 | P a g e In the external focusing telescope, the diaphragm is fixed to the outer tube and the objective to the inner tube. By turning the focusing screw the distance between the objective and diaphragm is altered to form a real image In the internal focusing telescope, the objective and eye-piece do not move when the focusing screw is turned. Here, a double concave lens is fitted with rack and pinion arrangement between the eye-piece and the objective. This lens moves to and fro when the focusing screw is turned and a real image is formed on the plane of cross-hairs. 5. Bubble tubes: Two bubble tubes, one called the longitudinal bubble tube and other the cross bubble tube, are placed at right angles to each other. These tubes contain spirit bubble. The bubble is brought to the centre with the help of foot screws. The bubble tube are fixed on top of the telescope. 6. Compass: The compass is graduated in such a way that a ‘pointer’, which is fixed to the body of compass, indicates a reading of 0 degree when the telescope is directed along the north line.In some compasses, the pointer shows a reading of a few degrees when the telescope is directed towards the north. This reading should be taken as the initial reading. The bearing is obtained by deducting the initial reading from the final reading of the compass. Advantages of Dumpy Level The advantages of dumpy level over the Wye Level are: 1. Simpler construction with fewer movable parts. 2. Fewer adjustments to be made. 3. Longer life of the adjustments.
- 12. 12 | P a g e THEODOLITE Theodolite is an instrument used to measure horizontal and vertical angles. The most important instrument for exact survey work, and many types are available to meet varying requirements of accuracy and precision, with direct readings of the circle ranging from 5 min to 0.1 sec. Uses of Theodolite i) Measurement of Horizontal and vertical angles. ii) Setting out lines and angles iii) Optical distance measurement iv) Plumbing tall building v) Setting out of Railway curves vi) Locating the position of piers for Bridge etc. vii) Geographical position fixing from observation of sun and stars. viii) Alignment control in tunnel construction.
- 13. 13 | P a g e CLASSIFICATION Theodolite may be classified into transit and non-transit theodolites. Transit theodolite A theodolite is said to be transit one when its telescope can be revolved through 180° in a vertical plane about its horizontal axis, thus directing the telescope in exactly opposite direction. Non-transit theodolite A theodolite is said to be a non-transit one when its telescope cannot be revolved through 180° in a vertical plane about its horizontal axis. TYPE OF THEODOLITE In general, theodolite is divided into three types based on angles, which are vernier, optical and electronic. Vernier Theodolite Uses vernier scale Optical Theodolite Uses optical with horizontal and vertical circles made from transparent glasses and graduated scale Electronic Theodolite Has a screen with digits for angles on front and back of the instrument. The face of the current observation (telescope position) is the side on which the vertical circle is, when viewed from the eyepiece, which is either face left or face right
- 14. 14 | P a g e The telescope has its own clamp and tangent screws. (The clamp screws require only finger tip pressure) Basically Transit Theodolite are those in which the telescope can revolve through a complete revolution about its Horizontal axis in vertical plane. Components of Transit theodolite Transit theodolite consists of the following parts : 1. Levelling Head 2. Lower Plate or Scale Plate 3. Upper Plate or Vernier Plate 4. The standard or A Frame 5. T-Frame or Index Bar. 6. Plate Levels 7. Telescope Levelling procedure: A typical procedure is to set up the instrument within 100 metres (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. 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. 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.
- 15. 15 | P a g e Some instruments provide three crosshairs which allow stadia measurement of the foresight and back sight distances. These also allow use of the average of the three readings (3-wire levelling) as a check against blunders and for averaging out the error of interpolation between marks on the rod scale. The two main types of levelling are single-levelling as already described, and double- levelling (Double-rodding). In double-levelling, a surveyor takes two foresights and two back sights and makes sure the difference between the foresights and the difference between the back sights are equal, thereby reducing the amount of error. Double-levelling costs twice as much as single-levelling. Diagram of Project Area:
- 16. 16 | P a g e Work Done: Data collection of boys’ hostel to Triangle: ∑BS - ∑FS = 3.75 - 4.9 = - 1.04 LAST RL - 1ST RL = 98.96 - 100 = -1.04 Hence, The levelling difference from Boys’ hostel (02) to Triangle was -1.04m.
- 17. 17 | P a g e Data collection of Triangle to Temple: ∑BS - ∑FS = 5.88 - 4.75 = - 2.88 LAST RL - 1ST RL = 97.12 - 100 = -2.88 Hence, The levelling difference from Triangle to Temple was -2.88m. Data collection of Temple to Account Section:
- 18. 18 | P a g e ∑BS - ∑FS = 4.01 – 1.62 = 2.39 LAST RL - 1ST RL = 102.39 - 100 = 2.39 Hence, The levelling difference from Temple to Account section was 2.39m. Data collection of Account section to Main gate: ∑BS - ∑FS = 1.185 – 0.81 = 0.375 LAST RL - 1ST RL = 100.375 - 100 = 0.375 Hence, The levelling difference from Account section to Main Gate was 0.375m.
- 19. 19 | P a g e Conclusion: Our project “LEVELLING DIFFERENCE B/W NORTH END TO SOUTH END OF CUTM, PKD’’ We have successfully completed the project. We had a great experienced in hands on during our fieldwork in leveling. We can able to measure the vertical distances through the usage of leveling equipment during this leveling fieldwork. We able to done the calculations by using Height of Collimation method. After the table and data collected is recorded down. We found that the following levelling difference value from one point to another point like, the levelling difference from Boy’s hostel (02) to Triangle was -1.04m, the levelling difference from Triangle to Temple was -2.88m, the levelling difference from Temple to Account section was 2.39m and the levelling difference from Account section to Main Gate was 0.375m. In a nutshell, we thanks our lecturer Mr. Ashish Modi for giving us an opportunities to learn and hands on in leveling. We hope that next time we can have a chance to conduct a survey like this again. Reference: https://www.nptel.ac.in/courses https://www.slideshare.net Book :Survey for Levelling by N.N. Basak