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Elementary Surveying An Introduction to Geomatics 13th Edition Charles D. Ghilani, Paul R. Wolf - Solutions

A sewer pipe must be laid from a starting invert elevation of 650.73 ft at station 9+25 to an ending invert elevation 653.81 ft at station 12+75. Determine the uniform grade needed, and calculate invert elevations at each 50-ft station.
Grade stakes for a pipeline running between stations 0+00 and 6+37 are to be set at each full station. Elevations of the pipe invert must be 843.95 ft at station 0+00 and 847.22 ft at 6+37, with a uniform grade between. After staking an offset centerline, an instrument is set up nearby, and a plus
If batter boards are to be set exactly 6.00 ft above the pipe invert at each station on the project of Problem 23.11, calculate the necessary rod readings for placing the batter boards. Assume the instrument has the same HI as in Problem 23.11.
What are the requirements for the placement of horizontal and vertical control in a project?
By means of a sketch, show how and where batter boards should be located: (a) for an I- shaped building (b) For an L-shaped structure.
A building in the shape of an L must be staked. Corners ABCDEF all have right angles. Proceeding clockwise around the building, the required outside dimensions are AB = 80.00 ft, BC = 30.00 ft, CD = 40.00 ft, DE = 40.00 ft, EF = 40.00 ft, and FA = 70.00 ft. After staking the batter boards for this
The design floor elevation for a building to be constructed is 332.56 ft. An instrument is set up nearby, leveled, and a plus sight of 6.37 ft taken on BM A whose elevation is 330.05 ft. If batter boards are placed exactly 1.00 ft above floor elevation, what rod readings are necessary on the batter
Compute the diagonals necessary to check the stakeout of the building in Figure 23.8.
Explain how the corner of a building can be plumbed using a total station?
Discuss how line and grade can be set with a total station instrument.
What information is normally written on a slope stake?
A highway centerline sub grade elevation is 985.20 ft at station 12+00 and 993.70 ft at 17+00 with a smooth grade in between. To set blue tops for this portion of the centerline, a level is setup in the area and a plus sight of 4.19 ft taken on a benchmark whose elevation is 992.05 ft. From that
Similar to Problem 23.27, except the elevations at stations 12+00 and 17+00 are 1713.35 and 1707.10 ft, respectively, the BM elevation is 1710.84 ft, and the back sight is 5.28 ft.
What are the jobs of a surveyor in a project using machine control?
Describe the procedure for localization of a GNSS survey.
How can finished grades be established in machine control projects?
What advantages does GNSS-supported machine control have over robotic total station methods? What are the disadvantages?
Discuss the advantages of using laser-scanning technology when planning for a new pipeline in a refinery.
In what types of construction is a reflector less EDM most advantageous?
Discuss how a laser is used in pipeline layout.
What information is typically conveyed to the contractor on stakes for laying a pipeline?
A sewer pipe is to be laid from station 10+00 to station 12+50 on a 0.50% grade, starting with invert elevation 83.64 ft at 10+00 Calculate invert elevations at each 50-ft station along the line.
Why is a reverse curve objectionable for transportation alignments?
Highway curve with R = 700 m, I = 14°30(, and PI station = 1 + 632.723 m.Tabulate R or D, T, L, E, M, PC, PT, deflection angles, and incremental chords to lay outthe circular curves at full stations (100 ft or 30 m).
Highway curve with R = 850 ft, I = 40°00(, and PI station = 85 + 40.00 ft.Tabulate R or D, T, L, E, M, PC, PT, deflection angles, and incremental chords to lay outthe circular curves at full stations (100 ft or 30 m).
Highway curve with L = 350 m, R = 400 m, and PI station = 4 + 332.690 m.Tabulate R or D, T, L, E, M, PC, PT, deflection angles, and incremental chords to lay outthe circular curves at full stations (100 ft or 30 m).
Highway curve with T = 265.00 ft, R = 1250 ft, and PI station = 87 + 33.55 ft.Tabulate R or D, T, L, E, M, PC, PT, deflection angles, and incremental chords to lay outthe circular curves at full stations (100 ft or 30 m).
Railroad curve with T = 155.00 ft, DC = 2°35(, and PI station = 48 + 10.00 ft.Tabulate R or D, T, L, E, M, PC, PT, deflection angles, and incremental chords to lay outthe circular curves at full stations (100 ft or 30 m).
A rail line on the center of a 50-ft street makes a 55°24( turn into another street of equal width. The corner curb line has R = 10 ft. What is the largest R that can be given a circular curve for the track centerline if the law requires it to be at least 5 ft from the curb?
For the following circular curves having a radius R, what is their degree of curvature by (1) arc definition and (2) chord definition? (a) 500.00 ft (b) 750.00 ft (c) 2000.00 ft
The R for a highway curve (arc definition) will be rounded off to the nearest larger multiple of 100 ft. Field conditions require M to be approximately 30 ft to avoid an embankment. The PI = 94 + 18.70 and I = 23°00( with stationing at 100 ft.
For a highway curve R will be rounded off to the nearest multiple of 10 m. Field measurements show that T should be approximately 80 m to avoid an overpass. The PI = 6 + 356.400 m and I = 13°20( with stationing at 30 m.
A highway survey PI falls in a pond, so a cut off line AB = 275.12 ft is run between the tangents. In the triangle formed by points A, B, and PI, the angle at A = 16°28( and at B = 22°16(. The station of A is 54+92.30 ft. Calculate and tabulate curve notes to run, by deflection angles and
In the figure, a single circular highway curve (arc definition) will join tangents XV and VY and also be tangent to BC. Calculate R, L, and the stations of the PC and PT.
Compute Rx to fit requirements of the figure and make the tangent distances of the two curves equal.
A highway curve (arc definition) to the right, having R = 500 m and I = 18°30(, will be laid out by coordinates with a total station instrument setup at the PI. The PI station is 3 + 855.200 m, and its coordinates are X = 75,428.863 m and Y = 36,007.434 m. The azimuth (from north) of the back
In Problem 24.27, compute the XY coordinates at 30-m stations.
A exercise track must consist of two semicircles and two tangents, and be exactly 1500 ft along its centerline. The two tangent sections are 200 ft each. Calculate L, R, and Da for the curves.
(a) Railroad curve with Dc = 4°00(, I = 24°00(, and PI station = 36 + 45.00 ft.(b) Highway curve with Da = 2°40(, I = 14°20(, and PI station = 24 + 65.00 ft.(c) Highway curve with R = 500.000 m, I = 18°30(, and PI station = 6+517.500 m.(d) Highway curve with R = 750.000 m, I = 18°30(, and PI
Make the computations necessary to lay out the curve of Problem 24.8 by the tangent offset method. Approximately half the curve is to be laid out from the PC and the other half from the PT.
Assume that a 150-ft entry spiral will be used with the curve of Problem 24.7. Compute and tabulate curve notes to stake out the alignment from the TS to ST at full stations using a total station and the deflection-angle, total chord method.
Same as Problem 24.34, except use a 300-ft spiral for the curve of Problem 24.8.
Same as Problem 24.34, except for the curve of Problem 24.9, with a 50-m entry spiral using stationing of 30 m and a total station instrument.
Compute the area bounded by the two arcs and tangent in Problem 24.24.
In Problem 24.38, if the (x, y) coordinates in meters of two points on the centerline of the tangents are (262.066, 384.915) and (378.361, 476.370), what are the coordinates of the PC, PT, and the curve parameters L, T, and I?
Highway curve with Da = 3°46ガ, I = 16°30ガ, and PI station = 29 + 64.20 ft. Tabulate R or D, T, L, E, M, PC, PT, deflection angles, and incremental chords to lay out the circular curves at full stations (100 ft or 30 m).
Railroad curve with Dc = 2°30ガ, I = 15°00ガ, and PI station = 58 + 65.42 ft. Tabulate R or D, T, L, E, M, PC, PT, deflection angles, and incremental chords to lay out the circular curves at full stations (100 ft or 30 m).
Highway curve with R = 800 m, I = 12°00ガ, and PI station = 3 + 281.615 m. Tabulate R or D, T, L, E, M, PC, PT, deflection angles, and incremental chords to lay out the circular curves at full stations (100 ft or 30 m).
Grades of g1 = −2.50% and g2 = +1.00%, VPI elevation 750.00 ft at station 30 + 00. Fixed elevation 753.00 ft at station 30 + 00. Field conditions require a highway curve to pass through a fixed point. Compute a suitable equal-tangent vertical curve and full-station elevations for the above
Grades of g1 = −2.50% and g2 = +1.50%, VPI elevation 2560.00 ft at station 315 + 00 Fixed elevation 2567.00 ft at station 314 + 00. Field conditions require a highway curve to pass through a fixed point. Compute a suitable equal-tangent vertical curve and full-station elevations for the above
Grades of g1 = +5.00% and g2 = +1.50% VPI station 6+300 and elevation 185.920 m. Fixed elevation 185.610 m at station 6+400. (Use 100-m stationing) Field conditions require a highway curve to pass through a fixed point. Compute a suitable equal-tangent vertical curve and full-station elevations for
A −1.10% grade meets a +0.90% grade at station 36 + 00 and elevation 800.00 ft. The +0.90% grade then joins a +1.50% grade at station 39 + 00. Compute and tabulate the notes for an equal-tangent vertical curve, at half-stations, that passes through the midpoint of the 0.90% grade.
When is it advantageous to use an unequal-tangent vertical curve instead of an equal- tangent one?
A +4.00% grade meets a −2.00% grade at station 60+00 and elevation 1086.00 ft. Length of first curve 500 ft, second curve 400 ft. Compute and tabulate full-station elevations for an unequal-tangent vertical curve to fit the requirements in the problem above.
Grade g1 = +1.25%, g1 = +3.50%, VPI at station 62+00 and elevation 650.00 ft, L1 = 600 ft and L2 = 600 ft. Compute and tabulate full-station elevations for an unequal-tangent vertical curve to fit the requirements in the problem above.
Grades g1 of +4.00% and g2 of −2.00% meet at the VPI at station 4+300 and elevation 154.960 m. Lengths of curves are 100 m and 200 m. (Use 30-m stationing.) Compute and tabulate full-station elevations for an unequal-tangent vertical curve to fit the requirements in the problem above.
A −1.80% grade meets a +3.00% grade at station 95 + 00 and elevation 320.64 ft. Length of first curve is 300 ft, of second curve, 200 ft. Compute and tabulate full-station elevations for an unequal-tangent vertical curve to fit the requirements in the problem above.
What is meant by the "rate of grade change" on vertical curves and why is it important?
A +1.55% grade meets a −2.50% grade at station 44+25 and elevation 682.34 ft, 800-ft curve, stakeout at half stations. Tabulate station elevations for an equal-tangent parabolic curve for the data given in Problem above. Check by second differences.
A −2.50% grade meets a +2.50% grade at station 4 + 200 and elevation 293.585 m, 300-m curve, stakeout at 30-m increments. Tabulate station elevations for an equal-tangent parabolic curve for the data given in Problem above. Check by second differences.
A 375-ft curve, grades of g1 = −2.60% and g2 = +0.90%, VPI at station 36 + 40, and elevation 605.35 ft, stakeout at full stations. Tabulate station elevations for an equal-tangent parabolic curve for the data given in Problem above. Check by second differences.
A 450-ft curve, grades of g1 = −4.00% and g2 = −3.00%, VPI at station 66 + 50, and elevation 560.00 ft, stakeout at full stations. Tabulate station elevations for an equal-tangent parabolic curve for the data given in Problem above. Check by second differences.
A 150-m curve, g1 = +3.00%, g1 = −2.00%, VPI station = 2 + 175, VPI elevation = 157.830 m, stakeout at 30-m increments. Tabulate station elevations for an equal-tangent parabolic curve for the data given in Problem above. Check by second differences.
A 200-ft curve, g1 = −1.50%, g2 = +2.50%, VPI station = 46 + 00, VPI elevation = 895.00 ft, stakeout at quarter stations. Tabulate station elevations for an equal-tangent parabolic curve for the data given in Problem above. Check by second differences.
An 90-m curve, g1 = −1.50%, g2 = +0.75%, VPI station = 6 + 280, VPI elevation = 550.600 m, stakeout at 10-m increments. Compute and tabulate full-station elevations for an unequal-tangent vertical curve to fit the requirements in the problem above.
For the data listed, tabulate cut, fill, and cumulative volumes in cubic yards between stations 10 + 00 and 20 + 00. Use an expansion factor of 1.30 for fills.
Calculate the section areas in Problem 26.4 by the coordinate method.
Compute the section areas in Problem 26.5 by the coordinate method.
Compute P C and P V for Problem 26.4. Is P C significant?
Calculate P C and P V for Problem 26.7. Would P C be significant in rock cut?
For the data of Problem 26.16, calculate slope intercepts, and determine the end area by the coordinate method.
Prepare a table of end areas versus depths of fill from 0 to 20 ft by increments of 4 ft for level sections, a 36-ft wide level roadbed, and side slopes of 1-1/2:1.
For the data of Problem 26.19, calculate slope intercepts and determine the end area by the coordinate method.
Complete the following notes and compute e V and . P V The roadbed is level, the base is30 ft.
Similar to Problem 26.21, except the base is 24 ft.
Calculate Ve and Vp for the following notes. Base is 36 ft.
Calculate, e P V C and P V for the following notes. The base in fill is 20 ft and base in cut is 30 ft.
Elevation (ft)860870880890900910Area (ft2)137016602293295035504850
Elevation (ft)101510201025103010351040Area (ft2)181520972391224623632649
Distances (ft) from the left bank, corresponding depths (ft), and velocities (ft/sec), respectively, are given for a river discharge measurement. What is the volume in 3 ft /sec? 0, 1.0, 0; 10, 2.3, 1.30; 20, 3.0, 1.54; 30, 2.7, 1.90; 40, 2.4, 1.95; 50, 3.0, 1.60; 60, 3.1, 1.70; 74, 3.0, 1.70; 80,
Prepare a table of end areas versus depths of fill from 0 to 20 ft by increments of 4 ft forlevel sections, a 36-ft wide level roadbed, use side slopes of 2-1/2:1.
The end area at station 36 + 00 is 2 265 ft . Notes giving distance from centerline and cut ordinates for station 36 + 60 are C 4.8/17.2; C 5.9/0; C 6.8/20.2. Base is 20 ft.
An irrigation ditch with b = 12 ft and side slopes of 2:1. Notes giving distances from centerline and cut ordinates for stations 52 + 00 and 53 + 00 are C 2.4/10.8; C 3.0; C 3.7/13.4; and C 3.1/14.2; C 3.8; C 4.1/14.2.
For the data tabulated, calculate the volume of excavation in cubic yards between stations 10 + 00 and 15 + 00.Cut EndStationArea (ft2)10 + 00..............................26311 + 00..............................35812 + 00..............................44613 + 00..............................40214 +
Describe the difference between vertical, low oblique, and high oblique aerial photos.
Compute the area in acres of a triangular parcel of land whose sides measure 48.78 mm, 84.05 mm, and 69.36 mm on a vertical photograph taken from 6050 ft above average ground with a 152.4 mm focal length camera.
Determine the horizontal distance between two points A and B whose elevations above datum are hA = 1560 ft. and hB = 1425 ft. and whose images a and b on a vertical photograph have photo coordinates xa = 2.95 in., ya = 2.32 in., xb = -1.64 in., and yb = -2.66 in. The camera focal length was 152.4
Similar to Problem 27.12, except that the camera focal length was 3-1/2 in., the flying height above datum 4075 ft, and elevations hA and hb 983 ft and 1079 ft, respectively. Photo coordinates of images a and b were xa = 108.81 mm., ya = −73.73 mm., xb = −87.05 mm., and yb = 52.14 mm.
On the photograph of Problem 27.12, the image c of a third point C appears. Its elevation hC = 1365 ft. and its photo coordinates are xc = 2.96 in. and yc = -3.02 in. Compute the horizontal angles in triangle ABC.
On the photograph of Problem 27.12, the image d of a third point D appears. Its elevation is hD = 1195 ft. and its photo coordinates are xd = 56.86 m. and yd = 63.12 mm. Calculate the area, in acres, of triangle ABD.
Determine the height of a radio tower, which appears on a vertical photograph for the following conditions of flying height above the tower base H, distance on the photograph from principal point to tower base rd and distance from principal point to toer top rt *(a) H = 2425 ft.; rb = 3.18 in.; rt
On a vertical photograph, images a and b of ground points A and B have photographic coordinates xa = 3.27 in., ya = 2.28 in., xb = -1.95 in. and yb = -2.50 in. The horizontal distance between A and B is 5283 ft, and the elevations of A and B above datum are 646 ft and 756 ft, respectively. Using
Similar to Problem 27.17, except xa = -52.53 mm, ya = 69.67 mm, xb = 26.30 mm, yb = -59.29 mm line length AB = 4706 ft. and elevations of points A and B are 925 and 875 ft, respectively.
An air base of 3205 ft exists for a pair of overlapping vertical photographs taken at a flying height of 5500 ft above MSL with a camera having a focal length of 152.4 mm. Photo coordinates of points A and B on the left photograph are xa = 40.50 mm, ya = 42.80 mm, xb = 23.59 mm, and yb = -59.15 mm.
Discuss the advantages of softcopy stereo plotters over optical stereo plotters.
Similar to Problem 27.19, except the air base is 6940 ft, the flying height above mean sea level is 12,520 ft, the x and y photo coordinates on the left photo are xa = 37.98 mm., ya = 50.45 mm., xb = 24.60 mm., and yb = -42.89 mm, and the x photo coordinates on the right photo are x1a = -52.17 mm
Calculate the elevations of points A and B in Problem 27.19.
Compute the elevations of points A and B in Problem 27.20.
Name the three stages in stereoplotter orientation, and briefly explain the objectives of each.
What advantages does a softcopy plotter have over an analytical plotter?

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