1. A tachometric surveying was performed by a surveyor. The transit used has a stadia interval factor of 90.98 and stadia constant of 0.16m the instrument was set at station O on the line between station C and E. The following stadia readings were taken Position of staff Station C Station E Vertical angle -18°37'02" 6°15'58" upper 1.432m 2.825m Stadia hair reading center 1.195m 2.049m lower 0.957m 1.274m

1. A tachometric surveying was performed by a surveyor. The transit used has a stadia interval factor of 90.98 and stadia constant of 0.16m the instrument was set at station O on the line between station C and E. The following stadia readings were taken Position of staff Station C Station E Vertical angle -18°37'02" 6°15'58" upper 1.432m 2.825m Stadia hair reading center 1.195m 2.049m lower 0.957m 1.274m

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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1. A tachometric surveying was performed by a surveyor. The transit used has a stadia interval factor of 90.98 and stadia constant of 0.16m the instrument was set at station O on the line between station C and E. The following stadia readings were taken Position of staff Vertical angle 7-18°37'02" 6°15'58" Station C Station E upper 1.432m 2.825m Stadia hair reading center 1.195m 2.049m Determine the horizontal and vertical distance between C and E lower 0.957m 1.274m
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
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.
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
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.
A survey party proceeded to do their stadia survey work as follows: the transit wasset up at a point A and with the line of sight horizontal, took rod readings with the rod at point B and C, which were then measured to have taped distances from A to 200 m., and 60 m. respectively. the stadia intercept at Rod B and Rod C were observed as 2.001m and 0.600m respectively. The distance from the center of the instrument to the principal focus was recorded as 0.30 m. Then they went on to survey other points, with some of the data recorded as follows: with the transit at point D, two points E and F were sighted. a. Compute the stadia interval factor.b. Compute the horizontal distances DE and DFc. Compute the differences in elevation between points D and E and points D and F.
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
A line of three-wire differential levels goes from benchmark Gloria to benchmark Carey. The length of the line was determined to be 2097 m. The instrument had a stated compensator accuracy of pm 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 5 m. If the observed difference in elevation is 15.601 m, what is the estimated error in the final elevation difference? If benchmark Gloria had a fixed elevation of 231.071 m and Carey had a fixed elevation of 246.660 m, did the job meet acceptable closure limits at a 95% level of confidence? Justify your answer statistically.
In order to obtain the stadia interval factor of a certain instrument, the stadia rod was held vertically at marked distances of every 25.0m. The stadia interval at each location was observed as follows: 0.251, 0.500, 0.753, and 1.237, respectively. The instrument was then setup over station A, and the corresponding hair readings on a rod held vertically at station B were 1.050, 1.900 and 2.750 with the line of sight horizontal. Calculate the horizontal distance AB.
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 Observed Elev:142.50m BM30 Elev. 112.78m 2.65 km 3.40 km BN30 B go0 m Observed Elev:99. 80 m 2.05 km BN30 C Observed Elev: 120.24m
A survey party proceeded to do their stadia survey work as follows: the transit was set up at a point A and with the line of sight horizontal, took rod readings with the rod at point B and C, which were then measured to have taped distances from A to 200 m., and 60 m. respectively.Rod B Stadia Interval 2.001 m Rod C Stadia Interval 0.600 mThe distance from the center of the instrument to the principal focus was recorded as 0.30 m. Then they went on to survey other points, with some of the data recorded as follows: with the transit at point D, two points E and F were sighted.Rod E:Stadia Interval 2.120 m Vertical Angle + 4⁰22’ Rod F Stadia Interval 3.560 m Vertical Angle - 3⁰17’a. Compute the stadia interval factor.b. Compute the horizontal distances DE and DFc. Compute the differences in elevation between points D and E and points D and F.
Following are the observations recorded using a total station between two points Aand B:The zenith angle is 82°32'20", the slope distance is 8335.26 ft. The height of theinstrument and rod recording r are equal. If the elevation of point A is 1431.31 ft.Determine the elevation of point B.