From the two inaccessible but intervisible points A and B, the angles to two triangulation stations C and D were observed as follows. Line CD has a distance of 500m long. Compute the distance of the line AB. Angle САВ 79° 30' DAB 28° 30' DBC 31° 30' DBA 84° 30' D 31°30' 79°30' 28°30' 84°30' A В Hint:

From the two inaccessible but intervisible points A and B, the angles to two triangulation stations C and D were observed as follows. Line CD has a distance of 500m long. Compute the distance of the line AB. Angle САВ 79° 30' DAB 28° 30' DBC 31° 30' DBA 84° 30' D 31°30' 79°30' 28°30' 84°30' A В Hint:

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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6. From a two inaccessible but intervisible points A and B, the angles to two triangulation stations C and D were observed as follows: Line CD has a distance of 500m. Iong. Compute the distance of the line AB. Angle CAB = 79°30' Angle DAB = 28°30' Angle DBC = 31°30' Angle DBA = 84°30' a) 536.48m. b) 563.84m. c) 535.68m. d) 538.46m.
From the following measured interiror angles of a five sided figure, compute the following: Station Values of Angles (No. of Measurements A 110.00 98.000 108.00 120.00 105.00 BUDE с 5 NOTE: Final answer must be in decimal degrees. HINT: Sum of Interior Angles = (n-2)*180* NAO сл 6 4 2 1 a) Probable value of Angle A. b) Probable value of Angle C. °c) Probable value of Angle D
3. The following data if a closed traverse is shown in the technical description. The area of the closed traverse is 63147.05 sq. m. LINES AB BC CD LAT. a -240.20 -160.00 DA 179.70 Solve for the unknown variables. DEP. 120 с e -220 DMD b d f 8 2A 26460.0 X -86480.0 39534.0
S LINEAR ERROR OF CLOSURE N Problem 2: W E U For the given data of a transit-tape survey. S 1. Determine the latitudes and departures of the lines. 2. Determine the linear error of closure. 3. Determine the bearing of the line of the side error. V 4. Determine the relative precision. LINE LENGTH (m) BEARING LATITUDE DEPARTURE +N -S +E -W Y AB 495.85 N 05°30'E BC 850.62 N 46°02'E CD 855.45 S 67°38'E DE 1020.87 S 12°25'E EF 1117.26 S 83°44'W FA 660.08 N 55°09'W Total ΣNL ΣSL ΣED EWD 3 RVE
A photogrammetric survey makes use of photographs taken with specially designed cameras either from a. the ground surface or underwater b. airplanes or ground stations c. a ship or an elevated ground station Magnetic bearing of a line in 1900 S 78° 30' E and declination is 2° E. At present the declination is 1° 30' W, find the present bearing of the line. a. S67° E b. S71° E c. S75° E Surveying is defined as the art and science of determining angular and linear measurements to establish the form, extent, and relative position of points, lines, and areas on or near the surface of the earth or on other extra terrestrial bodies through a. applied mathematics and the use of specialized equipment and techniques b. pure mathematics and the social sciences c. principles of algebra and geometry O
Triangulation stations A,B,C and D has the following observation angles. Angles: ACB=50° BAD=20° BCD=30° ABC=50° CAD=60° a. Find the angle CBD. b. Find the angle BDA. C. Find the angle BCD.
Question: 1 To determine the elevation of station A, the following observation were taken, the rod held vertically. The instrument fitted with Anallatic lens and value of constant was 100. Inst. Station Height of instrument Staff Station Vertical angle Staff Reading Remarks O 1.440 B.M - 5o40’ 1.332 1.896 2.460 R.L of BM = 158.205 m B 1.440 C.P +8o 20’ 0.780 1.263 1.746 A 1.380 C.P -6o 24’ 1.158 1.617 2.076 subject: Engneering surveyin 1
TP1 4.20 6.02 21+80 5.80 22+00 5.95 22+50 6.05 BM2 5.83 451.06 3. The bearing of line AB is N 50°16'08" E, and the bearing of line AC is N 64°23'32" W. What is angle +C BAC? 4. Suppose that a line has been observed 10 times using the same equipment and procedures. The results are shown below and it is assumed that no mistakes exist, and that the observations have already been corrected for all systematic errors. Compute the most probable value for the line length and the standard deviation. 64.25.32 Length (ft) 538.57 538.39 538.37 538.39 538.48 538.49 538.33 538.46 538.47 538.55 5. For the section shown, sections S1 and S2 are spaced 100 ft apart. The dimensions of Si and S2 are as given in the table below. Determine the area of the midsection in a prismoidal computation of the volume of dirt removed. Section 40.0 ft 5.67 ft 0.5 50.0 ft 7.14 ft 0.5 S1 S2
Question 8 The angles about a point P were measured with the following number of measurements taken shown in the table below. Measured Angle Repitition Value APB 31° 15' ВРС 12° 16' 4. СPD 41° 28' 4 DPA 84° 53' Calculate the most probable value of angle BPC O 12°14' O 12°17 O 12°18' O 12°15'
At a resection point P, the following horizontal angles were observed to three control poin L, M and N: MP L=121°02' 19" LP N = 112°15'03" NP M = 126°42'41" The coordinates of L, M and N are E (m) N (m) L 550 650.528 M 600.076 450.187 N 750.004 600.132 Calculate the coordinates of point P. N 112 1503 121 021126°42'41" M Figure 1. three-point resection.
7-) A level of circuit is run a total distance of 9 km from BM30 to set three other benchmarks in the vicinity of a construction project. The given elevation of BM30 is 112.78 meters. When closing the level loop, its elevation is observed to be 112.68 m. What is the accuracy of the survey? Adjust the benchmark elevations. ONSO A Observeed Elev:142.50m BM30 Elev. 112.78m 2.65 km 3.40km BN30 B Observed Elev:99.80 m 2.05 km BN30 C Observed Elev: 120.24m
8. Compute for the following and show the tabulated solutions: Azimuth LINES Length (S) АВ 1020.87 168d35m ВС 1117.26 263d30m CD 660.08 304d25m DE 495.85 5d30m EF 850.62 46d15m FA 855.45 112d30m (lengths in 3 dec. places; bearings in deg-mm-ss) a. Using Transit Rule, solve for adjusted latitudes, departures, distances, and bearings for all the traverse lines Lines Adj. Latitude Adj. Departure Adj. Length Adj. Bearing AB BC CD DE EF FA