Project report2 of contour
- 1. 1 | P a g e FINDING ELEVATION DIFFERENCE FOR NEWLY PROPOSED STP 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 “FINDING ELEVATION DIFFERENCE FOR NEWLY PROPOSED STP’’ 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. Levelling Instruments i. Dumpy Level 8 ii.Theodolite Level 9 4. Contouring 11 5. Methods of Contour Surveying i Direct method 12 ii Indirect method 13 6. Contour Maps and Its Uses 13 7. Characteristics of Contour Maps 14 8. Methodolog 17 9. Work Done 18 10. Conclusion 19 11. Reference 19
- 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 LEVELLING INSTRUMENTS The instruments commonly used in direct levelling are: 1. A level 2. A levelling staff Dumpy Level: 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.
- 9. 9 | 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.
- 10. 10 | 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
- 11. 11 | 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 What is contouring in Surveying? Contouring in surveying is the determination of elevation of various points on the ground and fixing these points of same horizontal positions in the contour map. To exercise vertical control levelling work is carried out and simultaneously to exercise horizontal control chain survey or compass survey or plane table survey is to be carried out. If the theodolite is used, both horizontal and vertical controls can be achieved from the same instrument. Based on the instruments used one can classify the contouring in different groups.
- 12. 12 | P a g e Methods of Contour Surveying There are two methods of contour surveying: 1. Direct method 2. Indirect method 1.Direct Method of Contouring It consists in finding vertical and horizontal controls of the points which lie on the selected contour line. For vertical control levelling instrument is commonly used. A level is set on a commanding position in the area after taking fly levels from the nearby bench mark. The plane of collimation/height of instrument is found and the required staff reading for a contour line is calculated. The instrument man asks staff man to move up and down in the area till the required staff reading is found. A surveyor establishes the horizontal control of that point using his instruments. After that instrument man directs the staff man to another point where the same staff reading can be found. It is followed by establishing horizontal control. Thus, several points are established on a contour line on one or two contour lines and suitably noted down. Plane table survey is ideally suited for this work. After required points are established from the instrument setting, the instrument is shifted to another point to cover more area. The level and survey instrument need not be shifted at the same time. It is better if both are nearby to communicate easily. For getting speed in levelling sometimes hand level and Abney levels are also used. This method is slow, tedious but accurate. It is suitable for small areas.
- 13. 13 | P a g e 2. Indirect Method of Contouring In this method, levels are taken at some selected points and their levels are reduced. Thus in this method horizontal control is established first and then the levels of those points found. After locating the points on the plan, reduced levels are marked and contour lines are interpolated between the selected points. Contour Maps and Its Uses A contour maps consists of contour lines which are imaginary lines connecting points of equal elevation. Such lines are drawn on the plan of an area after establishing reduced levels of several points in the area. The contour lines in an area are drawn keeping difference in elevation of between two consecutive lines constant. For example, the contour map in shows contours in an area with contour interval of 1 m. On contour lines the level of lines is also written. Contours
- 14. 14 | P a g e Characteristics of Contour Maps The contours maps have the following characteristics: 1. Contour lines must close, not necessarily in the limits of the plan. 2. Widely spaced contour indicates flat surface. 3. Closely spaced contour indicates steep ground. 4. Equally spaced contour indicates uniform slope. 5. Irregular contours indicate uneven surface. 6. Approximately concentric closed contours with decreasing values towards centre indicate a pond. 7. Approximately concentric closed contours with increasing values towards centre indicate hills. 8. Contour lines with U-shape with convexity towards lower ground indicate ridge.
- 15. 15 | P a g e 9. Contour lines with V-shaped with convexity towards higher ground indicate valley. 10. Contour lines generally do not meet or intersect each other. 11. If contour lines are meeting in some portion, it shows existence of a vertical cliff. 12. If contour lines cross each other, it shows existence of overhanging cliffs or a cave.
- 16. 16 | P a g e Uses of Contour Maps Contour maps are extremely useful for various engineering works: 1. A civil engineer studies the contours and finds out the nature of the ground to identify. Suitable site for the project works to be taken up. 2. By drawing the section in the plan, it is possible to find out profile of the ground along that line. It helps in finding out depth of cutting and filling, if formation level of road/railway is decided. 3. Intervisibility of any two points can be found by drawing profile of the ground along that line. 4. The routes of the railway, road, canal or sewer lines can be decided so as to minimize and balance earthworks. 5. Catchment area and hence quantity of water flow at any point of nalla or river can be found. This study is very important in locating bunds, dams and also to find out flood levels. 6. From the contours, it is possible to determine the capacity of a reservoir. 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.
- 17. 17 | P a g e Work Done: COLLECTED DATA ∑ BS - ∑ FS = (0.586 + 1.34) – (1.80 + 3.37) = 1.926 – 5.17 = -3.244m. LAST RL – FIRST RL = 96.756 – 100 = -3.244m. Hence, we found the level difference from back sight of south mess to STP was -3.244m.
- 18. 18 | P a g e Conclusion: Our project “FINDING ELEVATION DIFFERENCE FOR NEWLY PROPOSED STP.’’ 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 level difference from back sight of south mess to STP was -3.244m. 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