DATA AND RESULTS1. OBSERVED DATAOBSERVED DISTANCE OBSERVED BEARINGLATITUDEDEPARTURELINE(m)(*'")N82° 12' ES 48° 12' E(m)(m)AB229.70+ 31.17+ 227.57BC130.55- 87.02+ 97.32CD161.46S 48° 20' W- 107.34- 120.61EFS 87° 43' W180.49- 7.19- 180.35EA171.83N 07° 59' w+ 170.16- 23.86D= 874.03Ca =0.070.222. ADJUSTED DATA by COMPASS RULEADJUSTEDADJUSTEDADJUSTEDLINELATITUDEDE PARTUREDISTANCE (m)BEARING (*")(m)(m)АВBCCDEFEA3. AREA BY DOUBLE MERIDIAN DISTANCE (DMD)ADJUSTEDADJUSTEDDMDLINELATITUDEDEPARTUREDA (sq. m)(m)(m)(m)ABBCCDEFEAΣDAАтотA B. PROCEDURE1. Establish corners of the designated field and mark these corners as stations A, B, C, D, and E withflaglets.2. Set up and level the Engineer's Transit at station A.3. Unlock the needle lifter of the compass box to enable movement of the compass needle.4. With the telescope in normal position, sight station A then lock the upper and lower clamps toprevent unnecessary movement of the upper plate. When the needle becomes stationary, readthe north end of the needle to determine the bearing of line AB. Record the obtained data in theaccompanying table.- The telescope is in normal position when the eye piece of the telescope is in the south end of the compassneedle or when the eye piece is above vernier A.- In reading bearings, the north end of the needle is the one without the attached copper wire.5. Transfer to the next station and repeat steps b, c, and d for bearings of lines BC, CD, DE, and EA.Record each obtained data in the accompanying table.6. Measure the lengths of lines AB, BC, CD, DE, EA. Record the obtained distances in theaccompanying table.daadedacdnsdeo

Given a closed traverse and it is asked to find adjusted value by compass rule and area by DMD…

2. ADJUSTED DATA by COMPASS RULE ADJUSTED ADJUSTED ADJUSTED LINE LATITUDE DE PARTURE DISTANCE (m) BEARING (* ") (m) (m) AB BC CD EF EA 3. AREA BY DOUBLE MERIDIAN DISTANCE (DMD) ADJUSTED ADJUSTED DMD LINE LATITUDE DA (sq. m) DEPARTURE (m) (m) (m) AB BC CD EF EA ΣDA Атотл

2. ADJUSTED DATA by COMPASS RULE ADJUSTED ADJUSTED ADJUSTED LINE LATITUDE DE PARTURE DISTANCE (m) BEARING (* ") (m) (m) AB BC CD EF EA 3. AREA BY DOUBLE MERIDIAN DISTANCE (DMD) ADJUSTED ADJUSTED DMD LINE LATITUDE DA (sq. m) DEPARTURE (m) (m) (m) AB BC CD EF EA ΣDA Атотл

Residential Construction Academy: House Wiring (MindTap Course List)

5th Edition

ISBN:9781337402415

Author:Gregory W Fletcher

Publisher:Gregory W Fletcher

Chapter17: Lighting Fixture Installation

Section: Chapter Questions

Problem 6RQ

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Closed_Compass Traverse
C. Leveling Rod L₁ FS Leveling Rod - BS BM, HI, TP₁ Elev. of TP, Leveling Rod Horizontal Line of Sight BS + Difference in Elev. between BM and BM₂ Elev of BM, (known) (Do not copy the illustration or drawing) Table: Determination of Elevation STATION BS HI FS ELEVATION BM1 1.60 m 100 m TP1 1.47m 0.85 TP2 1.67 m 0.78 TP3 1.54 m 0.89 BM2 0.75 COMPUTATIONS: 1. Computing Height of Instrument and Elevation. In differential leveling, the following two (2) equations are repeatedly used a.) HI Elev + BS b.) Elev=HI-FS Where: HI = height of instrument above a reference datum (MSL) BS = backsight reading on the rod (or plus sights) FS = foresight reading on the rod (or minus sights) ELEV elevation above datum of a point sighted FS BM₂ Elev. of BM₂
Leveling Rod L₁ FS Leveling Rod BS HI₁ TP₁ Elev. of TP, Leveling Rod Horizontal Line of Sight BS BM, Difference in Elev. between and BM₂ BM Elev of BM,(known) (Do not copy the illustration or drawing) Table: Determination of Elevation STATION BS HI FS ELEVATION 100 m BM1 60 m TP1 1.47m 0.85 TP2 1.67 m 0.78 TP3 1.54 m 0.89 BM2 0.75 2. Arithmetic Check. To check the accuracy of the arithmetical computations, add all backsights as well as all the foresights. The difference between these two sums must be equal to the difference in elevation between the initial and final points of the level line. (Show computations on the computed height of instrument and the elevation of the certain station or point.) FS BM₂ Elev. of BM₂
Give the functions of each parts of a transit in your own words and understanding. Please do not copy from the internet or other references. a. Telescope b. Standardsc. Compass Box d. Plate Level Vialse. Vertical Circles f. Plate Verniersg. Optical Plummeth. Telescope Clampi. Telescope Tangent Screwj. Upper Clampk. Upper Tangent Screwl. Lower Clampm. Lower Tangent Screwn. Leveling Screwso. Plumb Bob Chain
2r Narrow slit 2r
help me to find what's on the table. TY!
Which one of the following is not a temporary adjustment? a. Setting up the level b. Elimination of parallax O c. Bench mark O d. Leveling the instrument
B В 30° 30° C E D - d- d P, P2
Part 1 Your Answer Correct Find the angle 8. 5.6 kips Hint 14 Answer: 0= Correct Answer (Used) 33° B 41.057 G Ø 2.3 kips 7.7 7.7'- 7.7' Assistance Used
A line of levels is run from BM1 to BM2, which is 12 km long. Elevation of BM1 was found out to be 100 m and that of BM2 is For Blank 1 verage backsight and foresight distance were 150 m and 100 m respectively. m. a) (Situation 2) if the average backsight reading is 3.4 m and every time it is taken, the rod is inclined to the side from vertical by 4°, what should be the corrected elevation of BM2?
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Write if up down right left