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

What error results if the curvature and refraction correction is neglected in trigonometric leveling for sights? (a) 3000 ft long (b) 500 m long (c) 5000 ft long
The slope distance and zenith angle observed from point P to point Q were 2013.875 m and 95o 13' 04' , respectively. The instrument and rod target heights were equal. If the elevation of point P is 88.988 m, above datum, what is the elevation of point Q?
The slope distance and zenith angle observed from point X to point Y were 5401.85 ft and 83o53' 16'' . The instrument and rod target heights were equal. If the elevation of point X is 2045.66 ft above datum, what is the elevation of point Y?
Similar to Problem 4.15, except the slope distance was 854.987 m, the zenith angle was 82o 53' 48'', and the elevation of point P was 354.905 m above datum.
In trigonometric leveling from point A to point B, the slope distance and zenith angle measured at A were 2504.897 m and 85o 08' 54'' At B these measurements were 2504.891 m and 94o 52' 10'' respectively. If the instrument and rod target heights were equal, calculate the difference in elevation
Describe how parallax in the viewing system of a level can be detected and removed.
How far will a horizontal line depart from the Earth's surface in 1 km? 5 km? 10 km? (Apply both curvature and refraction)
With the bubble centered, a 150-m-length sight gives a reading of 1.208 m. After moving the bubble four divisions off center, the reading is 1.243 m. For 2-mm vial divisions, what is? (a) The vial radius of curvature in meters (b) The angle in seconds subtended by one division?
Similar to Problem 4.24, except the sight length was 300 ft, the initial reading was 4.889 ft, and the final reading was 5.005 ft.
Sunshine on the forward end of a 20'' / 2 mm level vial bubble draws it off two divisions, giving a plus sight reading of 1.632 m on a 100 - m shot. Compute the correct reading.
Create plot of the curvature and refraction correction for sight lines going from 0 ft to 10,000 ft in 500 ft increments.
Create a plot of curvature and refraction corrections for sight lines going from 0 m to 10,000 m in 500 m increments.
Prepare a set of level notes for the data listed. Perform a check and adjust the misclosure. Elevation of BM 7 is 852.045 ft. If the total loop length is 2000 ft, what order of leveling is represented? (Assume all readings are in feet)
Similar to Problem 5.12, except the elevation of BM 7 is 306.928 m and the loop length 2 km. (Assume all readings are in meters)
A differential leveling loop began and closed on BM Tree (elevation 654.07 ft). The plus sight and minus sight distances were kept approximately equal. Readings (in feet) listed in the order taken are 5.06 (+S) on BM Tree, 8.99 (−S) and 7.33 (+S) on TP1, 2.52 (−S) and 4.85 (+S) on BM X, 3.61
A differential leveling circuit began on BM Hydrant (elevation 1823.65 ft) and closed on BM Rock (elevation 1841.71 ft). The plus sight and minus sight distances were kept approximately equal. Readings (in feet) given in the order taken are 8.04 (+S) on BM Hydrant, 5.63 (−S) and 6.98 (+S) on TP1,
A differential leveling loop began and closed on BM Bridge (elevation 103.895 m). The plus sight and minus sight distances were kept approximately equal. Readings (in meters) listed in the order taken are 1.023 (+S) on BM Bridge, 1.208 (−S) and 0.843 (+S) on TP1, 0.685 (−S) and 0.982 (+S) on BM
A differential leveling circuit began on BM Rock (elevation 243.897 m) and closed on BM Manhole (elevation 240.100 m). The plus sight and minus sight distances were kept approximately equal. Readings (in meters) listed in the order taken are 0.288 (+S) on BM Rock, 0.987 (−S) and 0.305 (+S) on
A differential leveling loop started and closed on BM Juno, elevation 5007.86 ft. The plus sight and minus sight distances were kept approximately equal. Readings (in feet) listed in the order taken are 3.00 (+S) on BM Juno, 8.14 (−S) and 5.64 (+S) on TP1, 3.46 (−S) and 6.88 (+S) on TP2, 10.27
A level setup midway between X and Y reads 6.29 ft on X and 7.91 ft on Y. When moved within a few feet of X, readings of 5.18 ft on X and 6.76 ft on Y are recorded. What is the true elevation difference, and the reading required on Y to adjust the instrument?
Why is it advisable to set up a level with all three tripod legs on, or in, the same material (concrete, asphalt, soil), if possible?
To test its line of sight adjustment, a level is setup near C (elev 193.436 m) and then near D. Rod readings listed in the order taken are C = 1.256 m, D = 1.115 m, D = 1.296 m, and C = 1.151 m. Compute the elevation of D, and the reading required on C to adjust the instrument.
Reciprocal leveling gives the following readings in meters from a set up near A: on A, 2.558; on B, 1.883, 1.886, and 1.885. At the setup near B: on B, 1.555; on A, 2.228, 2.226, and 2.229. The elevation of A is 158.618 m. determine the misclosure and elevation of B.
Reciprocal leveling across a canyon provides the data listed (in meters). The elevation of Y is 2265.879 ft. The elevation of X is required. Instrument at X: +3.182, -S=9.365, 9.370 and 9.368. Instrument at Y: +S =10.223; -S = 4.037, 4.041, and 4.038.
Prepare a set of three-wire leveling notes for the data given and make the page check. The elevation of BM X is 106.101 m. Rod readings (in meters) are (H denotes upper cross-wire readings, M middle wire, and L lower wire): +S on BM X: H = 0.965, M = 0.736, L = 0.507; −S on TP 1: H = 1.594, M =
Similar to Problem 5.24, except the elevation of BM X is 638.437 ft, and rod readings (in feet) are: +S on BM X: H = 4.329, M = 3.092, L = 1.855; −S on TP 1: H = 6.083, M = 4.918, L = 3.753; +S on TP 1: H = 7.834, M = 6.578, L = 5.321; −S on BM Y : H = 4.674, M = 3.367, L = 2.060.
Prepare a set of profile leveling notes for the data listed and show the page check. All data is given in feet. The elevation of BM A is 1364.58, and the elevation of BM B is 1349.26. Rod readings are: +S on BM A, 2.86 intermediate foresight (IFS) on 11+00, 3.7; -S on TP1, 10.56; +S on TP 1, 11.02;
Same as Problem 5.28, except the elevation of BM A is 438.96 ft, the elevation of BM B is 427.32 ft, and the +S on BM A is 6.56 ft.In problem 28Prepare a set of profile leveling notes for the data listed and show the page check. All data is given in feet. The elevation of BM A is 1364.58, and the
Explain how a stable set up of the level may be achieved on soft soil such as in a swamp.
Differential leveling between BMs A, B, C, D, and A gives elevation differences (in meters) of 6.352, 12.845, 9.241, and 15.717, and distances in km of 0.6, 1.0, 1.3, and 0.5, respectively if the elevation of A is 886.891, compute the adjusted elevations of BMs B, C, and D, and the order of
A 3-m level rod was calibrated and its graduated scale was found to be uniformly expanded so that the distance between its 0 and 3.000 marks was actually 3.006 m. How will this affect elevations determined with this rod for? (a) Circuits run on relatively flat ground (b) Circuits run downhill (c)
Why are double- rodded lines of levels recommended for precise work?
List four considerations that govern a rodperson's selection of TPs and BMs.
What error is created by a rod leaning 10 min from plumb at a 5.513 m reading on the leaning rod?
For the tape of Problems 6.8 through 6.11, determine the true horizontal length of the slope distance BC for the conditions shown in Problems 6.12 through 6.13. (Assume the tape was fully supported for all measurements.)
A 30-m steel tape measured 29.991 m when standardized fully supported under a 5.500-kg pull at a temperature of 20°C. The tape weighed 1.22 kg and had a cross-sectional area of 0.016 cm2. What is the corrected horizontal length of a recorded distance AB for the conditions given in Problems 6.14
For the conditions given in Problems 6.14 through 6.16, determine the horizontal length of CD that must be laid out to achieve required true horizontal distance CD. Assume a 100-ft steel tape will be used, with cross-sectional area 0.0025 in.2, weight 2.4 lb, and standardized at 68°F to be 100.008
When measuring a distance AB, the first taping pin was placed 1.0 ft to the right of line AB and the second pin was set 0.5 ft left of line AB. The recorded distance was 236.89 ft. Calculate the corrected distance. (Assume three taped segments, the first two 100 ft each.)
A student counted 92, 90, 92, 91, 93, and 91 paces in six trials of walking along a course of 200 ft known length on level ground. Then 85, 86, 86, and 84 paces were counted in walking four repetitions of an unknown distance AB. What is? (a) The pace length (b) The length of AB?
What "actual" wavelength results from transmitting electromagnetic energy through an atmosphere having an index of refraction of 1.0006, if the frequency is?
Which causes a greater error in a line measured with an EDM instrument? (a) A disregarded 10° C temperature variation from standard (b) A neglected atmospheric pressure difference from standard of 20 mm of mercury?
What difference in temperature from standard, if neglected in use of a steel tape, will cause an error of 1 part in 5000?
What is the actual wavelength and velocity of a near-infrared beam (λ = 0.899μm) of light modulated at a frequency of 330 MHz through an atmosphere with a dry bulb temperature, T, of 24° C, a relative humidity, h, of 69%, and an atmospheric pressure of 933 hPa?
If an EDM instrument has a purported accuracy capability of ± (3 mm + 3 ppm), what error can be expected in a measured distance of? (a) 30 m (b) 1586.49 ft (c) 975.468 m (Assume that the instrument and target miscentering errors are equal to zero.)
The estimated error for both instrument and target miscentering errors is ±3 mm. For the EDM in Problem 6.37, what is the estimated error in the observed distances? In Problem 6.37 (a) 30 m (b) 1586.49 ft (c) 975.468 m
If a certain EDM instrument has an accuracy capability of ±(1mm + 2 ppm), what is the precision of measurements, in terms of parts-per-million, for line lengths of: (a) 30.000 m (b) 300.000 m (c) 3000.000 m (Assume that the instrument and target miscentering errors are equal to zero.)
The estimated error for both instrument and target miscentering errors is ±3 mm. For the EDM and distances listed in Problem 6.39, what is the estimated error in each distance? What is the precision of the measurements in terms of part-per-million? In Problem 6.39 (a) 30.000 m (b) 300.000 m (c)
A 100 ft steel tape of cross-sectional area 0.0025 in.2, weight 2.3 lb, and standardized at 68°F is 99.992 ft between end marks when supported throughout under a 12-lb pull. What is the true horizontal length of a recorded distance AB for the conditions given in Problems 6.8 through 6.11? (Assume
Course AB of a five-sided traverse runs due north. From the given balanced interior angles to the right, compute and tabulate the bearings and azimuths from north for each side of the traverses in following Problem. A= 77o 23' 26'' B = 125 o 58' 59'' C = 105 o 28' 32'' D = 116 o 27' 02'' E = 114 o
Course AB of a five-sided traverse runs due north. From the given balanced interior angles to the right, compute and tabulate the bearings and azimuths from north for each side of the traverses in following Problem. A = 90o 29' 18'' B = 107 o 54' 36'' C = 104 o 06' 37'' D = 129 o 02' 57'' E = 108 o
Course AB of a five-sided traverse runs due north. From the given balanced interior angles to the right, compute and tabulate the bearings and azimuths from north for each side of the traverses in following Problem.A = 98o 12' 18''B = 126 o 08' 30''C = 100 o 17' 44''D = 110 o 50' 40''E = 104 o 30'
Compute and tabulate the azimuths of the sides of a regular hexagon (polygon with six equal angles), given the starting direction of side AB.Bearing of AB = N56o 27' 13'' W (Station C is westerly from B.)
Compute and tabulate the azimuths of the sides of a regular hexagon (polygon with six equal angles), given the starting direction of side AB.Azimuth of AB = 87o 14' 26'' (Station C is westerly from B.)
What are the disadvantages of using an assumed meridian for the starting course in a traverse?
Compute azimuths of all lines for a closed traverse ABCDEFA that has the following balanced angles to the right, using the directions listed in following Problem.FAB = 118o 26' 59''ABC = 123 o 20' 28''BCD = 104 o 10' 32''CDE = 133 o 52' 50''DEF = 108 o 21' 58''EFA = 131 o 47' 13''Bearing AB = S28 o
Compute azimuths of all lines for a closed traverse ABCDEFA that has the following balanced angles to the right, using the directions listed in following Problem.FAB = 118o 26' 59''ABC = 123 o 20' 28''BCD = 104 o 10' 32''CDE = 133 o 52' 50''DEF = 108 o 21' 58''EFA = 131 o 47' 13''Azimuth DE = 116 o
Similar to Problem 7.21, except that bearings are required, and fixed bearing AB = N33o46'25'' E. In problem 7.21 Compute azimuths of all lines for a closed traverse ABCDEFA that has the following balanced angles to the right, using the directions listed in following Problem. FAB = 118o 26'
Similarto Problem 7.22, except that bearings are required, and fixed azimuth DE = 286o22'40'' (from north).In problem 22Compute azimuths of all lines for a closed traverse ABCDEFA that has the following balanced angles to the right, using the directions listed in following Problem.FAB = 118o 26'
Observed magnetic bearing of line AB and its true magnetic bearing are given. Compute the amount and direction of local attraction at point A.
What magnetic bearing is needed to retrace a line for the conditions stated in Problems 7.33 through 7.36?
Calculate the magnetic declination in 1870 based on the following data from an old survey record.
Convert the azimuths from north to bearings, and compute the angles, smaller than 180° between successive azimuths.68°06'42'', 133°15'56'', 217°44' 05'', and 320°35'18''
Convert the azimuths from north to bearings, and compute the angles, smaller than 180° between successive azimuths. 65° 12' 55'', 146 °27' 39'', 233° 56' 12'', and 348° 52' 11''
Convert the bearings in following Problems to azimuths from north and compute the angle, smaller than 180°, between successive bearings.N27o50' 05'' E, S38o 12'' 44'' E, S23o 16' 22'' W, and N73o 14' 30'' W
Convert the bearings in following Problems to azimuths from north and compute the angle, smaller than 180°, between successive bearings.N12o 18' 38'' E, S14 o 32' 12'' E, S82 o 12' 10'' W, and N02 o 15' 41'' W
Determine the angles subtended for the following conditions: (a) A 2-cm diameter pipe sighted by total station from 100 m(b) A 1/4-in. stake sighted by total station from 400 ft.(c) A 1/4-in. diameter chaining pin observed by total station from 50 ft.
What is the error in an observed direction for the situations noted? (a) Setting a total station 3 mm to the side of a tack on a 50-m sight. (b) Lining in the edge (instead of center) of a 1/4-in. diameter chaining pin at 100 ft. (c) Sighting the edge (instead of center) of a 2-cm diameter range
Discuss the advantages of a robotic total station instrument.
Explain why the level bubble should be shaded when leveling an instrument in bright sun.
How is a total station with a level bubble off by 2 graduations leveled in the field?
An interior angle x and its explement y were turned to close the horizon. Each angle was observed once direct and once reversed using the repetition method. Starting with an initial back sight setting of 0o 00' 00'' for each angle, the readings after the first and second turnings of angle x were
List the four axes of a total station and their relationship with each other.
What is the average zenith angle given the following direct and reversed readings?Direct: 94o 23' 48'', 94 o 23' 42'', 94 o 23' 44''Reversed: 265 o 36' 20'', 265 o 36' 24'', 265 o 36' 22''In Figure 8.9(c), direct and reversed directions observed with a total station instrument from A to points B,
Explain why the "principal of reversion" is important in angle measurement.
What is indexing error, and how can its value be obtained and eliminated from observed zenith angles?
Describe a systematic error that can be present in an angle and describe how it is removed by field procedure.
Describe the procedure to adjust an optical plummet on a total station.
Describe the steps used in setting up a total station with an adjustable leg tripod over a point.
Discuss the differences and similarities between a polygon and link traverse.
Show that the sum of the exterior angles for a closed-polygon traverse is (n + 2) 180o.
Discuss how a data collector can be used to check the setup of a total station in traversing.
What criteria should be used when making reference ties to traverse stations?
The azimuth from station A of a link traverse to an azimuth mark is 212o12'36''. The azimuth from the last station of the traverse to an azimuth mark is 192o12'15''. Angles to the right are observed at each station: A = 136o 15' 41'' B = 119 o 15' 37'' C = 93 o 48' 55'' D = 136 o 04' 17'' E = 108
How can an angular closure be obtained on a link traverse?
What similarities and differences exist between interior angles and angles to the right in a polygon traverse?
Discuss the importance of reconnaissance in establishing traverse stations.
Discuss the advantages and dangers of radial traversing.
What are the usual steps followed in adjusting a closed traverse?
Determine departures and latitudes, linear misclosure, and relative precision for the traverse of Problem 10.9 if lengths of the sides (in meters) are as follows:AB = 223.011; BC = 168.818; CD = 182.358; DE = 229.024; and EA = 207.930.In Problem 9A = 119 o 37' 10''; B = 106 o 12' 58''; C = 104 o
Using the compass (Bowditch) rule adjust the departures and latitudes of the traverse in Problem 10.10. If the coordinates of station A are X = 310,630.892 m and Y 121,311.411 m, calculate(a) Coordinates for the other stations and, from them, (b) The lengths and bearings of lines CA and BD(c) The
Same as Problem 10.9, except assume line AB has a fixed azimuth of 147o36'25'' and line BC bears NE.In Problem 10.9A = 119 o 37' 10''; B = 106 o 12' 58''; C = 104 o 39' 22''; D = 130 o 01' 54''; E 79 o 28' 16''
Using the lengths from Problem 10.10 and azimuths from Problem 10.12, calculate departures and latitudes, linear misclosure, and relative precision of the traverse.
Adjust the departures and latitudes of Problem 10.13 using the compass (Bowditch) rule, and compute coordinates of all stations if the coordinates of station A are X 243,605.596 m and Y 25,393.201 m. Compute the length and azimuth of line AC.
Compute and tabulate for the following closed-polygon traverse: (a) Preliminary bearings (b) Unadjusted departures and latitudes (c) Linear misclosure and(d) Relative precision.
Adjust the traverse of Problem 10.15 using the compass rule. If the coordinates in meters of point A are 6521.951 E and 7037.072 N, determine the coordinates of all other points. Find the length and bearing of line AE.
For the closed-polygon traverses given in Problem 10.18 through 10.19 (lengths in feet), compute and tabulate:(a) Unbalanced departures and latitudes(b) Linear misclosure(c) Relative precision(d) Preliminary coordinatesIf X A 10,000.00 and YA 5000.00, balance the traverses by coordinates using the
Compute the linear misclosure, relative precision, and adjusted lengths and azimuths for the sides after the departures and latitudes are balanced by the compass rule in the following closed-polygon traverse.
The following data apply to a closed link traverse [like that of Figure 9.1(b)]. Compute preliminary azimuths, adjust them, and calculate departures and latitudes, misclosures in departure and latitude, and traverse relative precision. Balance the departures and latitudes using the compass rule,
The following data apply to a closed link traverse [like that of Figure 9.1(b)]. Compute preliminary azimuths, adjust them, and calculate departures and latitudes, misclosures in departure and latitude, and traverse relative precision. Balance the departures and latitudes using the compass rule,
Determine the lengths and bearings of the sides of a lot whose corners have the following X and Y coordinates (in feet): A (5000.00, 5000.00); B (5289.67, 5436.12); C (4884.96, 5354.54); D (4756.66, 5068.37).

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