The following data were taken from the peg method of adjustment.Instrument at 1Instrument at 2Rod rdg. on ARod rdg. on B0.296 m1.563 m0.91 m2.14 mPoint 1 is midway between A and B. Point 2 is 2.5 m to the left of A, 79.27 m from B.1. Determine the magnitude of the true difference in elevation between A and B.2. Determine the correct rod reading at A for horizontal sight if the instrument is set up at point 2.

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Answered: The following data were taken from the…

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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Q2/ Complete the settlement table below and verify the correctness of the calculations. Then check the correctness of the work, bearing in mind that the length of the leveling line is 2,250 meters, bearing in mind that the required level of leveling is the third. Find the closing error and adjust the levels if necessary, suppose that the error equal for all points. Elevation Station B.M1 TP1 TP2 TP3 TP4 TP5 TP6 BM1 B.S 1.23 0.955 1.332 1.652 2.558 2.465 2.882 H.I F.S 1.735 2,642 3.000 2.524 2.221 0.755 0.218 50,000
A. TACHEOMETRY 1. A transit is set up at a distance back of the zero end of a level base line 240 m. long. The base line being marked by stakes at every 30 m. A rod is then held at successive stations along the base line. The stadia intervals at each location of the rod are tabulated below. It is required to determine the stadia interval factor of the instrument. Distance Stadia Distance Stadia Intercept Intercept 30 0.297 150 1.482 60 0.591 180 1.776 90 0.885 210 2.073 120 1.188 240 2.367
Given:Upper reading = 1.64 mMiddle reading = 1.57 mLower reading = 1.51 mVertical Middle Angle = 10°32’00”Elev of point A = 333 mH of instrument = 1.2 mK = 100Stadia Constant = 0 Solve the ff.: A. Inclined, horizontal, and vertical distance B. Elevation of point B.
Complete the following level notes. Show your detailed solution and checking. Differential Leveling Station BS HI FS Elevation BM1 1.050 ---- 147.630 TP1 1.224 1.923 TP2 1.276 1.481 TP3 1.087 2.290 TP4 1.162 2.140 TP5 1.751 2.700 BM2 ---- 2.565
Which of the following may cause errors in leveling measurement? (Multiple choice) (Multiple choice) 1 □ A. The level tripod sinks O B. Reading Error □ C. The instrument is not erected at approximately the same distance from front to back □D. Improper implementation of the centering of the level □ E. Subsidence occurred at the level where the level was erected □ F. Vertical dial error of the level
Part 1 Your Answer Correct Find the angle 8. 5.6 kips Hint 14 Answer: 0= Correct Answer (Used) 33° B 41.057 G Ø 2.3 kips 7.7 7.7'- 7.7' Assistance Used
1)Given the following set of stadia level notes.The instrument used has a stadia interval factor of K= 100 and C = 0.229 .Complete the tabulation and perform the customary arithmetic check. Compute for the Difference in elevation between BM-A and BM-B. BACKSIGHT FORESIGHT STA DE(m) ELEV(M) s(m) 1.245 2.044 RR(m) VD(m) 1.35 s(m) RR(m) VD(m) a(") 10.56 8.15 a/) BM, 999.00 1.515 1.834 1.502 1.623 -5.15 -5.63 3.82 -10.38 TP, 1.42 1.92 1.72 2.426 -7.12 -10.52 1.25 2.24 TP2 2.05 TP3 1.66 BM3 1.48
C. COMPUTATIONS: Given: D₁ = 10°30'; D₂ = 10°; l₁ = 15°; ₂ = 16°; STA V = 00 + 876 D. STATION CENTRAL ANGLE SKETCH: PC-1 PC-PCC PCC-2 PCC-3 PC-CPT N/A DEFLECTION ANGLE (Show computations on R, t, T, Lc, c1, c2, d1, and d2 of the first and second curve and Sta PC, Sta PCC, Sta PT, central angle, and deflection angle. See lecture notes for reference of the computations.) REMARKS PC 1 PCC 2 3 PT (Draw a simple curve base on the given. Don't forget to add labels. See lecture notes for reference illustration.)
Show complete solution and answer in the nearest 4 decimal places. An engineer's transit is setup at point B which has an elevation of 145.65m above MSL. Point B issituated between points A and C. Point B is the lowest among the three points. The horizontal distance BA and BC are 180m and 200m respectively. The rod reading at A is 1.50m with the line of sight inclined 15 degrees with the horizontal. The rod reading at C is 1.95m with the line of sight inclined 35 degrees with the horizontal. The height of the instrument/transit is 1.10m from the ground. a) What is the difference in elevation of point A and C? b) What is the elevation of point €?
3-) Complete the set of differential leveling using Collimation Method, notes in Table and perform the arithmetic check. Elevation BM1 is 110.00 m. BS ES BS FS 2.877 0.919 BS FS 3.180 1.973 1.572 BM2 2.232 BM, TP2 TP; Elevation 478.12 m STATION BACKSIGHT HEIGHT OF INSTRUMENT FORESIGHT ELEVATION (BS) (HI) (FS)
Two pegs A and B are driven in the ground at a distance of abour 120 m. A dumpy level is set up at station Q exactly mid-way between pegs A and B. The staff readings on peg A and B were found to be 3.513 m and 3.149 m. The instrument was then moved and set up at a point P beyond peg A, in line BA produced at a distance of 20 m from A. The staff readings on pegs A and B were 1.763 m and 0.847 m respectively. What is the true difference in elevation between the two points? With the level in the same position at P what rod readings on B should the line of sight is adjusted. Check these reading against the true difference in elevation previously SOLVE THE FOLLOWING PROBLEMS: Problem Sketch Solution Answer
In the plan below shows a differential leveling from benchmark to another benchmark, along each line represents a sight in the actual rod reading, The direction of the field works is indicated by the number of turning points. TP TI 0875 Use K=16 km and m-8 mm. 1946 $521 a. Compute the corrected elevation of TP2. b. Compute the corrected elevation of BM2. C Compute the corrected elevation of TP3. 2.565 5.741 BM 了977 TP, EL 33971 3.560 BM, 7.186 9.731

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