surveying iii (topographic and geodetic surveys) - Modern Prepper

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Figure 4-8. Sun and Wind Code(5) The temperature, to the nearest degree centigrade as shown by the rod thermometer, is readand recorded for the rod coming up from the first backsight at the beginning of each section (as long asthe leveling is continuous). When leveling is interrupted for a considerable length of time, make anadditional temperature reading and record it at the end of the continuous leveling. If the interruptionoccurs during the running of a section, read and record the temperature when the leveling is resumed. Ifthe thermometer readings of the two rods differ, record the number and readings of both rods, beginningwith the rod in the backsight position.(6) The maximum length of sight is 75 meters, and this length is used only under the mostfavorable conditions. The length of sight should be kept as long as possible and still stay within closurelimits. Short lines of sight require additional setups and slow progress, but long sight lines increaseclosure errors and require reruns. A convenient rule to remember when fixing the length of a sight is toshorten the sights when difficulty is encountered in keeping the upper and lower intervals subtended onthe rod within 0.003 meter.(7) The difference in length between the foresight and the backsight distances at any instrumentstation must not exceed 10 meters. The continuous sum of these distances must not differ by more than20 meters for any section or at any tie point. Lines of sight should be close enough in length so that it isnot necessary to refocus between the two sights of an instrument station. Errors due to imperfect leveladjustment can be nearly eliminated if the lengths of the foresight and the backsight of each section arenearly equal.EN0593 4-18
(8) When a leveling line is complete to a point which is to hold the elevation of the lineovernight or longer, establish at least two points with at least one instrument setup apart. When theleveling is continued from or to such a pair of points, set up the instrument midway between them, andtake rod readings on each point to determine if either of them has been disturbed. If the new differencedoes not agree with the first determination, leveling must be extended to other points to verify thestability of the point used in carrying the elevation ahead. When establishing a pair of points, decidewhich one is to be the TBM and which one is to be the checkpoint. To avoid confusion, carry theelevation forward over the point selected as the TBM. The difference in elevation between the points ofthe pair should be at least 0.3 meter. Then, should confusion occur in carrying the elevation aheadthrough the line, any blunder would be so large that it would stand little or no chance of remainingundetected when the line is tied out or a circuit is closed.(9) Permanent benchmarks should be established at about 2-kilometer intervals throughout theline. When needed, TBMs should be placed between PBMs. Depending upon the terrain and the controlto be extended from the line, it may be necessary to break up the line into shorter sections so that it willonly be necessary to rerun a small section of the line if it busts.b. Recording Precise (Spirit) Leveling Data. All observations of either first- or second-orderleveling are recorded in the field book, as shown in Figure 4-7, page 4-17. The circled numbers in thefigure correspond to the numbers shown in the following recording procedures:(1) Enter the date.(2) Enter the direction of the sun, with respect to the direction of the running of the line. Ifconditions are cloudy, the abbreviation should be 0 (refer to Figure 4-8).(3) Enter the designation of the level-line section.(4) Enter the strength of the wind (refer to Figure 4-8).(5) Enter the time.(6) Number the instrument stations (not turning points) consecutively throughout the day.(7) Record the backsight readings to the nearest 0.001 meter.(8) Carry the mean reading to one more place than the thread reading. The mean is the averageof the three readings for each rod reading.(9) Enter the reading of the middle thread on the back of the rod to the nearest 0.01 foot.4-19 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
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A field recording booklet. A single
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PART I - OFFICE WORK2-24. General.
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PART J - SURVEY COMMUNICATION2-28.
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length or side is known, and all th
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second-order, Class I net. The leng
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The number of observations required
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to perform the reconnaissance. Fail
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and cultivated, or fields may have
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e an alphanumeric symbol that is st
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2-53. Intervisibility of Stations.
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station is (K/2) 2 x 0.0676, or one
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Figure 2-8. Similar Triangles Solut
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2-54. Height of Obstructions. It is
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authorized to change the name, it s
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Figure 2-12. Cells Connected in Par
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added as the cells weaken. Three un
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Figure 2-16. Construction Details f
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2-60. Wooden Towers. When it become
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11. The face of the 5-inch signal l
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average line in a triangulation sys
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3-4. Slope Measurements. The slope
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strip as close as possible to its f
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. Sight along the tops of both of t
Page 116 and 117: Column 1. Record the station number
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
Page 168 and 169: (10) Enter the interval between the
Page 170 and 171: Figure 4-9. Closed-Circuit River Cr
Page 172 and 173: Figure 4-11. Sample DA Form 5820 (R
Page 174 and 175: is 0. When the telescope is pointed
Page 176 and 177: stations. However, since all statio
Page 178 and 179: a. Complete the heading, as shown.b
Page 180 and 181: a. (1) Enter the date, as in the sa
Page 182 and 183: LESSON 4PRACTICE EXERCISEThe follow
Page 184 and 185: 11. The maximum length of site to o
Page 186 and 187: LESSON 4PRACTICE EXERCISEANSWER KEY
Page 188 and 189: PART A - GLOBAL POSITIONING SYSTEM
Page 190 and 191: 5-7. Pseudorange. A pseudorange is
Page 192 and 193: 5-15. Number of Pseudorange Observa
Page 194 and 195: i. Probable Error Measures. The acc
Page 196 and 197: Table 5-1. Representative GPS Error
Page 198 and 199: Table 5-2. Carrier Phase Trackinga.
Page 200 and 201: exercise extreme caution in applyin
Page 202 and 203: not be designed or performed to ach
Page 204 and 205: Table 5-3. GPS-S Design, Geometry,
Page 206 and 207: f. Multiple/Repeat Baseline Connect
Page 208 and 209: possible ionospheric and tropospher
Page 210 and 211: Figures 5-4. PDOP Versus Time PlotP
Page 212 and 213: e. Field Processing and Verificatio
Page 214 and 215: 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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