2)Given the following set of stadia level notes. FORESIGHT VERTICAL BACKSIGHT STA STADIA VERTICAL STADIA ELEV(m) ROD RDG| INTERVAL 2.1 INTERVAL ANGLE ANGLE ROD RDG (-)15°45" (-)18°10' A 1.75 425.15 (+)12°48' (-)9°18' ТР-1 2.15 1.92 1.55 1.58 В 3.2 1.65 The instrument used was a transit w/ an internal focusing telescope and a stadia interval factor of 98,and all linear measurements are in meters.Determine: a)the difference in elevation between station A and the turning point b)the elevation of TP-1 c)the elevation of station B

2)Given the following set of stadia level notes. FORESIGHT VERTICAL BACKSIGHT STA STADIA VERTICAL STADIA ELEV(m) ROD RDG| INTERVAL 2.1 INTERVAL ANGLE ANGLE ROD RDG (-)15°45" (-)18°10' A 1.75 425.15 (+)12°48' (-)9°18' ТР-1 2.15 1.92 1.55 1.58 В 3.2 1.65 The instrument used was a transit w/ an internal focusing telescope and a stadia interval factor of 98,and all linear measurements are in meters.Determine: a)the difference in elevation between station A and the turning point b)the elevation of TP-1 c)the elevation of station B

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

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ANSWER KEY:Elev Sta. B= 700.3994mElev Sta. C=243.2945m∆hAB = 458.8394m∆hBC = 457.1049m∆hCA = 1.7345m
B Close traverse Find the total area Өв 5 4m m' с 3.3 OA A Өс 2.78 6.45 3.56 m. 8.6 m. OD DE D 7.1 m. را
The calcula te Based and lengths shown, On The bearing and lantude departure, linear micclosure Of the traverre, If all station s have 0,953 angle and Pre cicion correction NCY? 104 35' G10, 45 10. o00 NCY) 10,000 ES 30¢'54' 6 47,02 sian'on Bea ing lLength 26°10' 04° 35' l ar 30' 358°18' 306°4! A 285.10 G10.45 720,48 203.00 E 69 7.02 195 30 358 18 203 .00
Given is Station C with N,E= (1000, 1000) B Line AB CD DE EA D Length: Bearing: 59.55 S 65° 47' E 96.00 $43° 9' E 75.32 542°51″W 117.88 N 58° 6' W 95.96 N 19°54'E Lat -27.23 Dep: 52.96 ماما .05) 40.04 - -55.23 -51.22 G2.28 -100.08 90.23 32.07 Compute for the Northings and Eastings of the stations, and COMPUTE for the AREA by splitting it into MULTIPLE TRIANGLES ABC, ACD, and ADE and SHOW the computation for lengths and bearings of sides CA and DA.
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EVALUATE once he given throvene uning fo) Compou Rule and (b) franat Rule COURSE LENGTH (m) BEARING AB 49585 NOS" 30E BC 850.62 N 46 02 E CD 855.45 56 38 E DE 1020.87 S12 25E 1117.26 383 44 W EF 660.08 N SS O W FA
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f A 11:- docx.js The following consecutive reading were taken with a level and 4m leveling staff ground at common interval of 30m as 0.725 on A,0.935,2.845,3.745,3.935,0.965,1.135,1.785,2.625,3.845,0.965,1.575 and 2.015 on B. The elevation of point A is 220.50m. Makeup level book page, apply usual check and calculate the reduced levels of points. Also calculate the gradient of line AB. II >
Q" shape of flaverse & close Bopen open Traverse typesy=- free open traverse 22-Districted • Pentyaverse Ex: N am F-BABE ||| B 17+55 m) = A = 268 08 Hő B = 273° 55' 40" C= 18° of 40" D = 301⁰ 36 20 O E = 1h6 20 L 17.35m с جمع EQ 26 20 N 13.79m E Scanned with CamScanner
Meet - nzw-pimo-rw anuwwlPx-a_a7HdrtDNnmaFDF2GGA/formResponse none of the above. O To establish a new benchmark on point Busing a levelling instrument. The work had been done between B.M1 and B.M2 to the required point B, and the observations were recorded as in the tables below. Calculate the best value *of elevation for point B B.M1 B B.M2 B BS Point B.M1 T. P1 BS FS 3.305 Remarks RL-34.585 FS 0.405 4.24 3.35 Point Remarks B 30.06 0.672 1.825 2.485 3.315 1.23S 3.715 T. P4 T. PS B.M2 1.795 A 4.01 3.485 Т. Р2 T. P3 3.315 2.78 RL=42.093 B 39.97m 41.97m 46.97m 45.98m O 44.37m O 40.95m O * Reciprocal ranging is employed when one end of a line is inaccessible. O the ends of the line are not visible even from intermediate points. O both the ends are inaccessible. the two ends of a line are not intervisible,O O O O O O O O O O OC