PROBLEM 5: Situation; In a topographic survey undertaken by a Surveying Company. Before any leveling was conducted, the engineers usually check whether the engineer's level is in perfect adjustment. A two peg test is used to check whether the line of sight is in perfect adjustment and the following rod readings are taken, with instrument set- up near A, backsight on A is 1.623m and foresight readings on B is 2.875m, with Instrument set up near B, backsight on B is 1.622m and foresight on A is 0.362m. Compute the difference in elevation between A and B. Your answer Determine the correct rod reading on A with instrument still set-up at B. Your answer

PROBLEM 5: Situation; In a topographic survey undertaken by a Surveying Company. Before any leveling was conducted, the engineers usually check whether the engineer's level is in perfect adjustment. A two peg test is used to check whether the line of sight is in perfect adjustment and the following rod readings are taken, with instrument set- up near A, backsight on A is 1.623m and foresight readings on B is 2.875m, with Instrument set up near B, backsight on B is 1.622m and foresight on A is 0.362m. Compute the difference in elevation between A and B. Your answer Determine the correct rod reading on A with instrument still set-up at B. Your answer

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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Problem In a topographic survey undertaken by Karman Sury. Corp. before any leveling is conducted, the engineers usually check whether the engineers level is In perfect adjustment. A two peg test is used to check whether the line of sight is in perfect adjustment and the following rod readings are taken, with instrument set up near A, on A is 1.623 m and foresight reading on B is 2.875 m with the instrument set up near B backsight on B is 1.622 m and a foresight on A is 0.362 m A. Compute the difference in elevation between A and B . B. What should be the correct rod reading on A to give a level line of sight with the instrument still set up at B? C. What should have been the reading on B with the instrument at A to give a level line of sight?
In a topographic survey undertaken by Karman Surv.Corp. before any leveling is conducted. The engineersusually check whether the engineers level is in perfectadjustment. A two peg test is used to check whether theline of sight is in perfect adjustment and the followingrod readings are taken, with instrument set up near A,backsight on A is 1.623 m. and foresight reading on B is2.875 m. with the instrument set up near B, backsight onB is 1.622 m. and foresight on A is 0.362 m. Compute the difference in elevation between Aand B. What should be the correct rod reading on A togive a level line of sight with the instrument stillset up at B? What should have been the reading on B with theinstrument at A to give a level line of sight?
When conducting a traverse survey, what are the precautions for selecting a traverse point? (Check) 3 (multiple choice questions) □ A. The side length of the wire should be uniform □ B. Adjacent wire points should see each other □ C. The location of the wire point should be convenient for the survey area Back D. Choose a wide field of view □E. Can use the unchangeable objects to work the guide point
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
Problem #1: Leveling in a loop Leveling is performed to determine elevations on the ground and heights of instruments at each setup. Data is provided in the table below. FS Station J TP1 TP2 TP3 K TP4 TP5 J BS A 5.18 2.91 7.39 E 4.22 5.32 HI 319.83 322.87 322.1 D 322.93 F 320.33 315.36 Determine the following: 2.14 с 6.04 4.27 5.96 6.18 4.97 ELEV 315.76 B 319.19 316.06 319.18 316.97 315.01 G a. The unknown values A, B, C, D, E, F, and G in the table. b. Perform a math check. c. If the starting and ending elevations at point J are not the same, adjust the elevations.
An elevation must be established on a benchmark on an island that is 2536.98 ft from the nearest benchmark on the island’s shore. The surveyor decides to use a total station that has a stated distance measuring accuracy of (3 mm +3 ppm) and a vertical compensator accurate to within 0.4”. The height of instrument was 5.37 ft with an estimated error of 0.05 ft. The prism height was 6.00 ft with an estimated error of 0.02 ft. The single zenith angle is read as The estimated errors in instrument and target centering are 0.003 ft. If the elevation of the occupied benchmark is 632.27 ft, what is the corrected benchmark elevation on the island? (Assume that the instrument does not correct for Earth curvature and refraction.) What is the estimated error in the computed benchmark elevation if the instrument has a DIN 18723 stated accuracy of +-3"?
An elevation must be established on a benchmark on an island that is 2536.98 ft from the nearest benchmark on the island’s shore. The surveyor decides to use a total station that has a stated distance measuring accuracy of (3 mm +3 ppm) and a vertical compensator accurate to within 0.4”. The height of instrument was 5.37 ft with an estimated error of 0.05 ft. The prism height was 6.00 ft with an estimated error of 0.02 ft. The single zenith angle is read as The estimated errors in instrument and target centering are 0.003 ft. If the elevation of the occupied benchmark is 632.27 ft, what is the corrected benchmark elevation on the island? (Assume that the instrument does not correct for Earth curvature and refraction.) After completing the job, the surveyor discovered that the instrument had a vertical indexing error that caused the sight line to be inclined by 15. (a) How much error would be created in the elevation of the island benchmark if the indexing error were ignored? (b) What…
Three triangulation stations A, C and E are points on the shore whose position were observed from X. The angles were measured using a sextant from the boat at X to the three triangulation stations. The following data were recorded during the survey procedure: Distance AC = 700m Distance CE = 680m Angle ACE = 148o Angle AXC = 45o Angle CXE = 35o Angle CAX = 70o a.) Compute the angle CEX. b.) Compute the distance AX. c.) Compute the distance XE.
When measuring a distance AB, and with respective to facing towards point B when standing at point A, the first taping pin was placed 1.35 ft to the left of line AB, the second pin was set 1.89 ft left of line AB, and the third pin was set 1.52 ft to the right of the line AB as the survey team attempted to correct their prior placements badly. The recorded distance was 734.33 ft. Calculate the corrected distance. (Assume four taped segments, the first three 200 ft each.)
A line of three wire differential levels goes from benchmark Gloria to benchmark carey.the length of the lines was determined to be 2097 m.the instrument had a stated compensator accuracy of 1.4 mm/km.the instrument rod combination had an estimated reading error of 0.4 mm per 40 m.sight distances were kept to approximately 50 +-5m if the observed difference in elevation is 15.601,what is the estimated error in the final elevation difference?
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 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