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THEODOLITE SURVEYING

THEODOLITE SURVEYING. THEODOLITE SURVEYING. THEODOLITE SURVEYING. The system of surveying in which the angles are measured with the help of a theodolite , is called Theodolite surveying. THEODOLITE SURVEYING. THEODOLITE.

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THEODOLITE SURVEYING

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  1. THEODOLITE SURVEYING THEODOLITE SURVEYING

  2. THEODOLITE SURVEYING The system of surveying in which the angles are measured with the help of a theodolite, is called Theodolite surveying. THEODOLITE SURVEYING

  3. THEODOLITE • The Theodolite is a most accurate surveying instrument mainly used for : • Measuring horizontal and vertical angles. • Locating points on a line. • Prolonging survey lines. • Finding difference of level. • Setting out grades • Ranging curves • Tacheometric Survey THEODOLITE SURVEYING

  4. TRANSIT VERNIER THEODOLITE THEODOLITE SURVEYING THEODOLITE SURVEYING

  5. CLASSIFICATION OF THEODOLITES • Theodolites may be classified as ; • A. • Transit Theodolite. • Non Transit Theodolite. • B. • i) Vernier Theodolites. • ii) Micrometer Theodolites. THEODOLITE SURVEYING

  6. CLASSIFICATION OF THEODOLITES A. Transit Theodolite: A theodolite is called a transit theodolite when its telescope can be transited i.e revolved through a complete revolution about its horizontal axis in the vertical plane, whereas in a- Non-Transit type, the telescope cannot be transited. They are inferior in utility and have now become obsolete. THEODOLITE SURVEYING

  7. CLASSIFICATION OF THEODOLITES B. Vernier Theodolite:For reading the graduated circle if verniers are used ,the theodolite is called as a Vernier Theodolite. Whereas, if a micrometer is provided to read the graduated circle the same is called as a Micrometer Theodolite. Vernier type theodolites are commonly used . THEODOLITE SURVEYING

  8. DESCRIPTION OF A TRANSIT VERNIER THEODOLITE A Transit vernier theodolite essentially consist of the following : 1.Levelling Head.6.T- Frame. 2. Lower Circular Plate. 7. Plumb –bob. 3.Upper Plate.8.Tripod Stand. 4. Telescope. 5.Vernier Scale. THEODOLITE SURVEYING

  9. ADJUSTMENT OF A THEODOLITE The adjustments of a theodolite are of two kinds :- 1. Permanent Adjustments. 2. Temporary Adjustments. 1) Permanent adjustments:The permanent adjustments are made to establish the relationship between the fundamental lines of the theodolite and , once made , they last for a long time. They are essential for the accuracy of observations. THEODOLITE SURVEYING

  10. ADJUSTMENT OF A THEODOLITE • Permanent adjustments:The permanent adjustments in case of a transit theodolites are :- • Adjustment of Horizontal Plate Levels. The axis of the plate levels must be perpendicular to the vertical axis. • Collimation Adjustment.The line of collimation should coincide with the axis of the telescope and the axis of the objective slide and should be at right angles to the horizontal axis. • Horizontal axis adjustment.The horizontal axis must be perpendicular to the vertical axis. THEODOLITE SURVEYING

  11. ADJUSTMENT OF A THEODOLITE iv)Adjustment of Telescope Level or the Altitude Level Plate Levels. The axis of the telescope levels or the altitude level must be parallel to the line of collimation. v) Vertical Circle Index Adjustment.The vertical circle vernier must read zero when the line of collimation is horizontal. THEODOLITE SURVEYING

  12. ADJUSTMENT OF A THEODOLITE 2. Temporary Adjustment The temporary adjustments are made at each set up of the instrument before we start taking observations with the instrument. There are three temporary adjustments of a theodolite:- i) Centering. ii) Levelling. iii) Focussing. THEODOLITE SURVEYING

  13. MEASUREMENT OF HORIZONTAL ANGLES: There are two methods of measuring horizontal angles:- i) Repetition Method. ii) Reiteration Method. THEODOLITE SURVEYING

  14. PROLONGING A STRAIGHT A LINE There are two methods of prolonging a given line such as AB (1) Fore sight method ,and (2) Back Sight Method • Fore Sight Method. As shown in the fig. below A B C D Z i)Set up the theodolite atAand level it accurately .Bisect thepoint b correctly. Establish a pointCin the line beyondBapproximately by looking over the top of the telescope and accurately by sighting through the telescope. ii)Shift the instrument toB,take a fore sight onCand establish a pointDin line beyondC. iii)Repeat the process until the last pointZis reached. Fig. THEODOLITE SURVEYING

  15. PROLONGING A STRAIGHT A LINE (2) Back Sight Method. As shown in the fig. below A B C D Z C’ D’ i)Set up the instrument atBand level it accurately . ii) Take a back sight on A. iii) Tighten the upper andlower clamps, transit the telescope and establish a pointCin the line beyondB. iv)Shift the theodolite toC ,back sight onBtransit the telescope and establish a pointD in line beyond C. Repeat the process until the last point ( Z) is established. THEODOLITE SURVEYING

  16. PROLONGING A STRAIGHT A LINE (2) Back Sight Method.(contd.) As shown in the fig. below A B C D Z C’ D’ Now if the instrument is in adjustment, the points A,B,C,D and Z will be in one line, which is straight but if it is not in adjustment i.e. line of collimation is not perpendicular to the horizontal axis ,thenC’, D’andZ’will not be in a straight line. THEODOLITE SURVEYING

  17. Method of traversing Included angle method Deflection angle method Fast angle (or magnetic bearing method)

  18. Computation of latitude and departure Latitude of a line is the distances measured parallel to the north south of the North-South direction Departure of the line is the distance measured parallel to the east-west direction

  19. Computing latitude and departure

  20. Sources of errors in theodolite Instrumental errors Non adjustment of plate bubble Line of collimation not being perpendicular to horizontal axis Horizontal axis not being perpendicular to vertical axis Line of collimation not being parallel to axis of telescope Eccentricity of inner and outer axes Graduation not being uniform Verniers being eccentric

  21. . Personal errors Natural errors High temperature causes error due to irregular refraction. High winds cause vibration in the instrument, and this may lead to wrong readings on verniers Closing error

  22. Balancing of traverse 1.Bowditch’s rule: Total error is distributed in proportion to the lengths of the traverse legs.

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