Based on the following survey data an angle is measured repeatedly using the same equipment and procedure. If the probability of error is 50%, determine (a) the most probable angle and (b) its relative precision;

Based on the following survey data an angle is measured repeatedly using the same equipment and procedure. If the probability of error is 50%, determine (a) the most probable angle and (b) its relative precision;

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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(9) The following observations were made in a tacheometric Survey. Inst. Station A A B Hair Height staff vertical of axis station angle readings 1.345 BM 1345 B 1.550 -5° 30' 0.905, 1.455, 2.005 Remark RL of BM +8°0' 0.755,1.655, = 450-500 m +10 2.555 1.500, 2.250,3.000 Calculate the RLs of A, B and C, and horizontal distances AB and BC. The tacheometer is fitted with an anallatie Lens and the multiplying constant is 100
A Tachometer is set up at an intermediate point on a survey line PQ and the following observations were made on a vertically held staff. Staff intercept 1.235 m 1.115 m Axial hair readings 2.445 m 1.335 m Staff station Vertical angle 15° 20 ' 50" 12° 40 ' 10 " i) Compute length of the line PQ. 2.5 ii) Compute R.L of Q, if R.L of P is 189.66 m 2.5
Determine: (a) The probable error of the mean in Taping Operation 1. (b) The probable error of the mean in Taping Operation 2. (c) The combined most probable measurement of the frontage, in meters. Answer these questions using this taping scenario. Two surveying tapes were used in measuring the frontage of an open field. The resulting measurements are as follows: Taping Operation 1 Taping Operation 2 300.977m 300.761m 300.415m 300.772m 299.743m 300.776m 299.994m 300.713m
I need Answer of A only A. A tachometric surveying was conducted to obtain some readings forinaccessible points, where it was found that the multiplying and additiveconstants are 98 and 0.1, respectively. The instrument was setup at point C and the readings listed in the table were taken while the staff was held vertically. Calculate the horizontal distance between BM and station D. Also, calculate the reduced level of station D. Figure 1 shows a schematic view of the site.
A level loop was run and the raw elevations in Table 2 were calculated based on backsights and foresights. A plan view of the loop is shown in Figure 2. The true elevation of BM1 is 195.00 ft. Adjust the elevation of each station such that the error is evenly spaced. Show sample calculations of your work. Also determine the accuracy ratio of the survey. BM₁ 5 mi 3 mi BM2 BM4 3 mi BM3 4 mi Figure 2 Table 2 Station Raw Elevation [ft] BM1 195.0 BM2 205.6 BM3 209.8 BM4 204.7 BM1 195.5
9. COMPASS the observed and calculated data for two different transit- tape surveys: RULE. Given in the accompanying tabulations are LINE LATITUDE DEPARTURE DISTANCE BEARING +N -S +E -W 1-2 S 52 51'w N 00°42'E S 85 57'E 203°04'w 388.08m 234.36 309.32 2-3 732.72 732.67 8.95 3-4 324.78 22.94 323.97 4-1 477:24 476.56 25.53 Sums 1922.82 m +732.67 +332.92 -733.86 -334.85 (D) (ENL) ESL) (ZED) EWD) LATITUDE AZIMUTH FROM SOUTH COURSE DISTANCE DEPARTURE -W 1-2 475.48 m 180 50' 116° 06' 25 54' 315 20' 213 27' 275 39' 475.43 6.92 2-3 649. 13 285.58 582.94 378.86 3-4 867.34 780.22 371.59 4-5 522.48 367.29 5-6 504.90 421.27 278.31 6-1 311.25 30.64 309.74 Sums 3330.58 m +1182.28 -1182.45 +962.26 -961.80 (D) (ENL) (ESL) (EED) (E WD) For closure, the survey after the latitudes and departures are by to a suitable scale the adjusted traverse. each set of survey data, direction of the side of error, determine the mis- and precision, of balanced Tabulate values accordingly and draw linear the compass…
12. PROBABLE ERROR. A surveying instructor sent all the 10 students in his class out to measure a distance between wo points marked on a runway. The students working in of groups tollows: 920.45, 921.05, 921.65, 920.25, 92o.15, 921.85, 921.95, 920.45, values are equally reliable and that variations result oaly trom accidental errors, determine the relative precision of four came up with 10 different measurements as 921.15, and 921.35 me ters. Assuming these a single measurement and the relative precision of the mean.
Stadia Tacheometric Survey Problem 3. In the figure, the difference in elevation between observed points A and B is 15 m and the horizontal distance between them is 35 m. With transit at Station O, additional information was obtained as shown in the table. Determine the stadia intervals at A and B. Assume K=100 and C = 0. Occupied O Station Observed A B B RR (m) 1.863 1.500 S ? ? A VCR 12° 10°
Surveying Question: A differential leveling circuit starts at benchmark Concrete Benchmark (Elevation=232.051m) goes out to an unknown benchmark and then continues to a known control point (Elevation=227.975m). Two turning points are used with the measurements included in the attached table. Determine the elevation of the unknown benchmark Determine the order and class of the survey. For First order Class 1: Allowable Error= +/- 4(K)1/2 Range of Constant= m less than/equal to 4 For First Order Class 2: Allowable error= +/- 5(K)1/2 Range of constant= m greater than/equal to 4, and m less than equal to 5 (between 4 and 5) For Second Order Class 1: Allowable error = +/- 6(K)1/2 Range of Constant = m greater than/equal to 5, and m less than equal to 6 (between 5 and 6) For Second Order Class 2: Allowable error = +/- 8(K)1/2 Range of Constant = m greater than/equal to 6, and m less than equal to 8 (between 6 and 8) For Third Order, Any Class: Allowable Error = +/-12(K)1/2 Range…
9. COMPASS the observed and calculated data for two different transit- tape surveys: RULE. Given in the accompanying tabulations are LINE LATITUDE DEPARTURE DISTANCE BEARING +N -S +E - W 1-2 388.08 m S 52 51'w N 00°42'E S 85 57'E S 03°04'W 234.36 309.32 2-3 732.72 732.67 8.95 3-4 324.78 477.24 22.94 323.97 4-17 476.56 25.53 Sums 1922.82 m +732.67 -733.86 +332.92 -334.85 (D) (ENL) ESL) (ZED) (EWD) LATITUDE AZIMUTH FROM SOUTH COURSE DISTANCE DEPARTURE + N - S + E -W 1-2 180 50' 116 06' 25 54 315 20' 213 27' 275 39' 475.48 m 475.43 6.92 2-3 649. 13 867.34 285.58 582.94 3-4 780.22 378.86 4-5 522.48 371.59 367.29 5-6 504.90 421.27 278.31 6-1 311.25 30.64 309.74 Sums 3330.58 m +1182.28 -1182.45 -961:80 +962.26 (D) (ENL) (ESL) (EED) (E WD) For closure, the survey after the latitudes and departures are by to a suitable scale the adjusted traverse. set of survey data, dírection of the side of error, each determine the mis- and precision, of balanced Tabulate values accordingly and draw linear…
Problem 8: The following are the results of the measurement of a survey line between two tripod heads, where the tape was allowed to Sag Line AB Slope Length Vertical Angle Temperature Tension 25.510m 6° 00' 20 °C 80 N The Tape weighted 0.25 N/m; had cross sectional Area of 3mm2 and was actually 30.005 m long at the time of measurements. Where the nominal length of the tape is 30.0 m Calculate the corrected horizontal length of the Line AB
1) 2 points B & C were observed from point A where the instrument was set up at a height of 1.25m. Points B & C are ahead of point A. The surveyor used an internally focusing telescope with a stadia interval factor of 100. The table below shows the data recorded as observed for points B & C. Answer the following. (Show complete figures and solutions) a) What is the stadia constant of the instrument? b) What is the slope distance between the telescope at point A and the rod reading at point B? c) What is the difference in elevation between point B & C? d) What is the slope distance between the ground surface at point B and the ground surface at C? e) What is the elevation of point C if point A is at an elevation of +0316.15m above mean sea level? - 1 attachment Vertical Stadia Hair Readings ROD/Point Angle Upper Middle Lower В -25°15' 2.316 1.877 1.438 -45°57' 3.333 2.011 0.689