surveying iii (topographic and geodetic surveys) - Modern Prepper

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Column 1. Record the station number of each post set. This includes the stationing of allterminal end posts, intermediate posts, setups, setbacks, and broken grades. Column 2. Record all backsight shots with the reading from the meter side of the rod. Abacksight reading indicates a change of position for the instrument. Try to balance the lengthof all backsights and foresights to reduce errors introduced by curvature and refraction. Column 3. Record the meter rod readings on all posts set on the baseline. Notice thatreadings are to the nearest 0.001 of a meter. Make the numbers clear and legible. Column 4. The value for each entry in this column is the difference between successive rodreadings. For example, at station 4 the rod reading was 1.309 meters and at station 3 it was1.540 meters. Therefore, the entry in column 4, opposite station 4 is 1.540 - 1.309, or 0.231.Since station 4 is higher than station 3 (indicated by a smaller rod reading at station 4), recordit as 0.231. Column 5. In the remarks section, list the name, rank, and position of each individual in thesurvey party. Also, add any other information pertinent to the survey, such as unusual windconditions and temperature variations. The observer should initial the field notes after he haschecked the recorder's figures. Column 6. Record all backsight shots from the reading on the foot side of the rod. Add thisreading to the elevation of the known benchmark to establish the height of instrument (HI).You must know the HI in order to calculate the elevations of the posts set on the baseline (ifavailable). Column 7. Record the foot rod readings on all posts on the baseline. Notice that the readingsare rounded to the closest 0.001 of a foot. Column 8. The value for each entry in this column is the difference between successive rodreadings. For example, at station 4 the rod reading was 4.290 feet and at station 3 it was5.052 feet. Therefore, the entry in column 8, opposite station 4, is 5.052 - 4.290, or 0.762.Since station 4 is higher than station 3 (indicated by a smaller rod reading at station 4), recordit as +0.762. Column 9. Take the difference in elevation in feet (column 8) and convert this figure tometers. This is done so that all figures in the final computation of the mean differencebetween the two runnings will be in the same unit of measure. Column 10. To obtain this value, take the entry in column 4 and column 9 and find theirmean difference. For example, taken from station 4:EN0593 3-10
From column 9: +0.232From column 4: +0.231(+0.463)/2 = + 0.232 (mean difference)Enter the following value in column 10, opposite station 4: + 0.232.a. The field computations and entries for one complete station have been entered. Make the entriesfor all other stations in a similar manner. The surveyor should be primarily concerned with the datacontained in columns 1, 2, 3, 6, and 7.b. The object of profile leveling is to find the elevations of points at known distances apart and thusobtain the profile over a given line. The profile should show the elevations of the tops of all posts alongthe baseline, as they would be seen in from the side.c. When a level is properly set up, the line of sight is perpendicular to the line of gravitation andrevolves in a horizontal plane. The line of sight is the basis for determining elevations and establishingpoints.d. In all surveys, the elevations are referred to some common datum that is designated as zeroelevation. To obtain the elevation of any point not in the datum, add or subtract the point's verticaldistance above or below that plane. When an elevation has not yet been established, an elevation(referred to as MSL, which is considered zero) simply assumes a datum and assigns an arbitraryelevation to the starting point. All level shots taken within the area are then relative to the arbitraryelevation assigned. At a later date, the assumed elevation of the starting point must be tied into abenchmark of known elevation.e. Since the lines of a scheme of triangulation are reduced to their equivalent lengths at sea level,the length of any base must be likewise reduced to sea level before it can be used in adjusting thetriangulation to which it is connected. This requires the connection of the baseline levels to a benchmarkand the computation of the elevation above sea level of the tape supports in order to obtain a meanelevation for the base. This reduction to sea level is peculiar to triangulation work and is not necessaryfor ordinary level work.3-10. Measure the Baseline. To accurately measure a baseline, all party members must function as asingle unit at the precise moment of marking. The following procedures are recommended to obtain asuccessful measurement: The rear stretcher man, the middleman, and the front stretcher man are positioned aspreviously outlined in paragraph 3-7d and e, pages 3-6 and 3-7. The rear contact man stands directly opposite the mark, which is on the copper strip nailed tothe top of the post. With one hand he firmly grasps the tape between the rear tape stretcherand the mark on the copper strip. With the other hand he lightly touches the tape on theopposite side of the3-11 EN0593
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SUBCOURSEEN0593EDITIONAUNITED STATE
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TERMINAL LEARNING OBJECTIVE:ACTION:
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Part G: Adjusting Precise-Positioni
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PART A - FIGURES OF THE EARTH1-1. T
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Figure 1-2. Flattening Fractiona. T
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1-3. Geoid. In geodesy, precise com
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point in the survey to provide the
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one side of a triangle and all of t
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Figure 1-10. Simple Triangulation N
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observation, contains a light sourc
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of a horizontal rod with a small sp
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The Airy theory, announced by G. B.
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Figure 1-15. Products of the Gravim
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a. If the shape of the earth was ex
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Figure 1-16. Single Astronomic Stat
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Figure 1-17. Astro-Geodetic Deflect
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Figure 1-19. Astro-Geodetic Datum O
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(c) The significance of a gravity-o
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absolute deflections of the vertica
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Figure 1-23. Preferred Datumsa. The
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1-17. The World Geodetic System. Be
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Figure 1-25. Using the Same Referen
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LESSON 1PRACTICE EXERCISEThe follow
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12. Which of the following is assum
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LESSON 1PRACTICE EXERCISEANSWER KEY
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THIS PAGE IS INTENTIONALLY LEFT BLA
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for all military and civilian activ
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i. Additional support for other top
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2-7. Status. At present, topographi
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in both. (North American Datum of 1
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water can impede leveling operation
Page 66 and 67: A field recording booklet. A single
Page 68 and 69: PART I - OFFICE WORK2-24. General.
Page 70 and 71: PART J - SURVEY COMMUNICATION2-28.
Page 72 and 73: length or side is known, and all th
Page 74 and 75: second-order, Class I net. The leng
Page 76 and 77: The number of observations required
Page 78 and 79: to perform the reconnaissance. Fail
Page 80 and 81: and cultivated, or fields may have
Page 82 and 83: e an alphanumeric symbol that is st
Page 84 and 85: 2-53. Intervisibility of Stations.
Page 86 and 87: station is (K/2) 2 x 0.0676, or one
Page 88 and 89: Figure 2-8. Similar Triangles Solut
Page 90 and 91: 2-54. Height of Obstructions. It is
Page 92 and 93: authorized to change the name, it s
Page 94 and 95: Figure 2-12. Cells Connected in Par
Page 96 and 97: added as the cells weaken. Three un
Page 98 and 99: Figure 2-16. Construction Details f
Page 100 and 101: 2-60. Wooden Towers. When it become
Page 102 and 103: LESSON 2PRACTICE EXERCISEThe follow
Page 104 and 105: 11. The face of the 5-inch signal l
Page 106 and 107: LESSON 2PRACTICE EXERCISEANSWER KEY
Page 108 and 109: average line in a triangulation sys
Page 110 and 111: 3-4. Slope Measurements. The slope
Page 112 and 113: strip as close as possible to its f
Page 114 and 115: . Sight along the tops of both of t
Page 118 and 119: stake to steady it. With the back o
Page 120 and 121: Figure 3-3. DA Form 4446 (Sample of
Page 122 and 123: micrometer in this optical system i
Page 124 and 125: laterally across the front of the e
Page 126 and 127: Figure 3-7. Horizontal Circle and M
Page 128 and 129: out of adjustment. If the index mar
Page 130 and 131: (1) In order to avoid instrumental
Page 132 and 133: location of the vertical circle on
Page 134 and 135: Figure 3-13. Open Traversec. Closed
Page 136 and 137: designate the exact point of refere
Page 138 and 139: example, a line with an azimuth of
Page 140 and 141: When adjusting a traverse that star
Page 142 and 143: LESSON 3PRACTICE EXERCISEThe follow
Page 144 and 145: 11. The unit of graduation on a hor
Page 146 and 147: LESSON 3PRACTICE EXERCISEANSWER KEY
Page 148 and 149: THIS PAGE IS INTENTIONALLY LEFT BLA
Page 150 and 151: differential leveling. The theodoli
Page 152 and 153: additional runs are made due to exc
Page 154 and 155: Figure 4-2. Wild N-3 Precision Leve
Page 156 and 157: (8) Loosen the azimuth clamp (13),
Page 158 and 159: 4.7. Miscellaneous Equipment. In ad
Page 160 and 161: (2) To check for gross errors in th
Page 162 and 163: (a) (1) Begin by completing the inf
Page 164 and 165: Set up and level the instrument. Re
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Figure 4-8. Sun and Wind Code(5) Th
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(10) Enter the interval between the
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Figure 4-9. Closed-Circuit River Cr
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Figure 4-11. Sample DA Form 5820 (R
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is 0. When the telescope is pointed
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stations. However, since all statio
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a. Complete the heading, as shown.b
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a. (1) Enter the date, as in the sa
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11. The maximum length of site to o
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PART A - GLOBAL POSITIONING SYSTEM
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5-7. Pseudorange. A pseudorange is
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5-15. Number of Pseudorange Observa
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i. Probable Error Measures. The acc
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Table 5-1. Representative GPS Error
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Table 5-2. Carrier Phase Trackinga.
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exercise extreme caution in applyin
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not be designed or performed to ach
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Table 5-3. GPS-S Design, Geometry,
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f. Multiple/Repeat Baseline Connect
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possible ionospheric and tropospher
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Figures 5-4. PDOP Versus Time PlotP
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e. Field Processing and Verificatio
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All carrier phase relative-surveyin
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time spent and the cost of conducti
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movement between occupation sites,
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5-37. General. GPS baseline solutio
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(1) Receiver Time. This technique u
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NOTE: Repeated baselines should be
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5-43. Loop Closure Checks. Postproc
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necessary to determine approximate
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This will ensure that future work w
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may (and usually does) far exceed t
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important in evaluating the overall
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i. Relative GPS baseline standard e
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12. When the networking method is s
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THIS PAGE IS INTENTIONALLY LEFT BLA
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FAR-77 obstructions. Aircraft-movem
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Figure 6-1. Imaginary SurfacesEN059
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Figure 6-3. Approach Surfacesa. Fed
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. Federal Aviation Regulation-77, S
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Table 6-4. Airport Obstruction Accu
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A horizontal scale of 1:12,000 and
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Figure 6-4. Sample DA Form 5821 (Ai
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Figure 6-5. Sample DA Form 5822 (PA
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