From the given field notes of a topographic survey using stadia and a theodolite (K = 100, C=0). Find the distance CD. STA. STADIA READINGS VERT. ANGLES ELEVATION LOWER MIDDLE UPPER 7.49 +4°29 CD 4.8 6.15 120.62m DE 3.4 4.80 6.2 +6°30' 131.48m

From the given field notes of a topographic survey using stadia and a theodolite (K = 100, C=0). Find the distance CD. STA. STADIA READINGS VERT. ANGLES ELEVATION LOWER MIDDLE UPPER 7.49 +4°29 CD 4.8 6.15 120.62m DE 3.4 4.80 6.2 +6°30' 131.48m

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

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The traverse data indicated in the figure in which the bearings of two adjoining sides are unknown. Determine these unknown quantities and express these values as azimuth from the south. COURSE BEARINGS DISTANCESAB S 75°48’ E 867.46 mBC S 15°18’ W 1272.41 mCD S 68°06’ W 1035.79 mDE --- 1938.90 mEA --- 1391.17 m
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Note: Assume any suitable values for missing data. WCB of Line AB = X*5 (X is one ) Q. The following traverse table contains data taken by theodolite and tape Line Length WCB AB BC CD DE EA Total 69.90 81.00 42.90 37.65 114.60 Station A B C D E Angle 96° 53' 03" 75°03' 05" 159° 05′ 03" 128° 33' 31" the direction of survey is clockwise. 80° 25' 18" (X* 5)° Complete the gales traverse table as follows: Apply all necessary corrections for angles. Find Direction of all other bearings. Find reduced bearings. Find the Latitude and departure of all lines. Apply necessary corrections. Find corrected Latitude and Departure. Find the area by Latitude and Departure method. Find independent coordinates knowing the coordinate for point A Northing=500m, Easting=300m. Find the area by coordinate method.
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A Civil Engineer proceed to do the stadia survey work to determine the topography of a certain area. Transit was set up at a point A, with line of sight horizontal, took rod readings from the rods placed at B and C which is 150m and 30m from A respectively. STADIA INTERCEPT ROD AT B 1.600m ROD AT C 0.300m Compute the stadia interval factor. 91.31 89.31 90.31 92.31
PROBLEM NO.06. A trigonometric levelling conducted by Mat. Geo Pezyn surveying company. The two points A and B of a certain rough terrain are each distance 2000m from a point C form which the measured vertical angles to A is +3 deg. 30 min. and to B +1 deg. 30 min. Elevation C is known to be 346.16 m above sea level point C is in between A and B. A. Compute the difference in elevation between A and B considering the effect of the earth's curvature and refraction. * O72.96 M 69.96M O67.96 M O 66.96 M B. Compute the difference in elevation between B and C. *
Find the difference in level between two points A and B in a reciprocal levelling with the following data: (i) R sin 1" = 30.876 m, sin 1" = 1 206265 (ii) Horizontal distance between A and B = 6882.38 m (iii) Angle of elevation from A to B = 1°50'20" (iv) Angle of depression from B to A = 1°51'10" (v) Height of signal at A = 4.145 m (vi) Height of signal at B = 3.597 m (vii) Height of instrument at A = 1.463 m (viii) Height of instrument at B = 1.554 m
8. A civil Engineer proceeded to do the stadia survey work to determine the topography of a certain area. The transit was setup at a point A, with the line of sight horizontal, took rod readings from the rids placed at B and C which is 200 m and 60 m from A respectively. Compute the stadia interval factor. Stadia intercept at 8 = 2.001 m and the stadia intercept at C is 0.600 m. a. 100.00 -b. 101.28 C. 99.93 d. 110.17
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Example To find difference in elevations between two points P and g situated on the opposite banks of river, reciprocal levelling was done and the following readings were noted. Instrument Station P Staff reading Q Remarks P 1.824 2.748 Q 0.928 1.606 R.L. of P = 120.25 m Find R.L. of Q. Also find the combined correction for curvature, refraction and collimation adjustment. distance between P and Q = 1010 m