SECTION A SOLUTIONS TO TEXT PROBLEMS

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1 SECTION A SOLUTIONS TO TEXT PROBLEMS 5

2 Chapter a ʹ b sq. mi. c m d. 306 e f. 43,054 sf g. 7/8ʺ h. 4,781.04ʹ i. 105 m 2 j ʹ 21ʺ ʹ 15ʺ; a. B = 45, b = 4.87ʹ, c = 6.89ʹ b. A = 60, B = 30, a = 30.35ʹ c. c = 44.72ʹ, A = 26 33ʹ 54ʺ, B = 63 26ʹ 06ʺ d. c = 110ʹ, A = 36 52ʹ 12ʺ, B = 53 07ʹ 48ʺ 2.4 BD = ʹ (needed to solve remaining sides) AB = ʹ, BC = ʹ, CD = ʹ 2.5 c = 54.33ʹ, A = 51 03ʹ 58ʺ, B = ʹ 01ʺ 2.6 A = 57 46ʹ 09ʺ, B = 84 22ʹ 28ʺ, C = 37 51ʹ 23ʺ 2.7 a sf b. 250 m 2 c sf d. 406 m 2 e. 5,672 sf 2.8 a. Area = 7,000 sf b. AC = 128.1ʹ c. BAC = 51 20ʹ 25ʺ d. Yes; the bearings of AC and ED are identical CHAPTER a) F, b) F, c) F, d) T, e) F, f) F, g) T, h) F, i) F. 3.2 For very short distances (less than 100ft or 30 m), measurements using a steel tape are usually more accurate and faster to accomplish. For longer distances, total stations and other electronic instruments are superior, both for accuracy and length of time of measurement. When distances are long and the terrain is difficult, the advantages of electronic techniques become much more pronounced 6

3 3.3 a) - when looking for survey evidence to begin a survey when rough-checking a construction layout b) - auto: identifying rural fence corners wheel: frontage measurements for assessment purposes wheel: measurements for accident surveys c) - when taking a baseline measurement when measuring over long distances, or difficult terrain d) - when measuring across a busy highway when setting a calibration baseline for industrial use e) - when doing quantity measurements on a construction site when measuring less important detail f) - when measuring control lines for any small-area survey when measuring key components in a structural layout. 3.4 a) 18.61x66 = 1, ft. x.3048 = m b) x66 = 5, ft. x.3048 = 1, m c) 9.37x66 = ft. x.3048 = m d) 5.11x66 = ft. x.3048 = m 3.5 Clearance = = 47.4 ft. (Tan 45 o = 1.00) 3.6 Distance = = ft. 3.7 Distance = = ft. 3.8 H = Cos 1 o 42' = m 3.9 H = = ft Tan slope angle =.02; slope angle = o H = Cos o = m 3.11 The impact of temperature on the layout distance is minimal at such short distances. Layout Distance (ft.) Lin e a. T = 68 F b. T = 100 F c. T = 10 F d. Slope = 10%, T = e. 8X8 slab 10X10 slab Diagonal (edge of slab) 11.31ʹ 14.14ʹ Diagonal (outside of formwork) 11.67ʹ (11ʹ 8 1 / 16ʺ) 14.49ʹ (14ʹ / 16ʺ) 7

4 CHAPTER a) i 2.05 b) i c) i 2.05 d) i e) i 3.10 f) i ii 1.90 ii ii 1.79 ii ii 2.8 ii iii 1.56 iii iii 1.45 iii iii 2.54 iii iv 1.20 iv iv 1.25 iv iv 2.26 iv v 0.90 v v 0.95 v v 1.98 v STATION BS HI FS ELEVATION BM TP TP Σ BS = 3.60 Σ FS = = check 4.3 STATION BS HI IS FS ELEVATION BM TP TP Σ BS = 9.83 FS = = check 4.4 STATION BS HI FS ELEVATION BM TP TP TP BM Σ BS = Σ FS = = ck 4.5 Error = = 0.005m 2nd order Class 1 (U.S.) = 6mm K = =.005 2nd order (Canada) = 8mm K = =.007. The error qualifies for 2nd order in both countries STATION BS HI FS ELEVATION BM TP TP TP TP BM Σ BS = Σ FS = = check 4.7 Error = = 0.01 ft. 2nd order allowable error = /5280 = Therefore the results qualify for second order according to Table

5 4.8 STATION BS HI IS FS ELEVATION BM S TP TP BM S Σ BS = Σ FS = = check 4.9 STATION BS HI FS SS ELEV DESCRIPTION BM X on conc., 1st floor, East entry TP TP X on conc., 2 nd floor, top of E stairs TP X on conc., 2 nd floor, top of N stairs TP TP X on conc., 1 st floor, N entry X on conc., top of ramp in N-S hallway X on conc., top of ramp in E-W hallway Floor of mezzanine level Floor of sunken area in main lobby Floor of mechanical room, basement level BM (100.00) a. Difference between 1 st and 2 nd floors at east end of building ʹ b. Difference between 1 st and 2 nd floors at north end of building ʹ c. Difference between 2 nd floor and mechanical room floor to 23.87ʹ (2 nd floor is not level) d. Difference between 1 st and 2 nd floors at east end of building ʹ e. Difference between 1 st and 2 nd floors at north end of building ʹ 9

6 f. Difference between 2 nd floor and mechanical room floor to 23.87ʹ (2 nd floor is not level) g. Difference between 1 st floor and mezzanine level floor - 4.6ʹ h. Difference between 1 st and 2 nd floors at east end of building ʹ i. Difference between 1 st and 2 nd floors at north end of building ʹ j. Difference between 2 nd floor and mechanical room floor to 23.87ʹ (2 nd floor is not level) k. Difference between 1 st floor and mezzanine level floor - 4.6ʹ 4.10 STATION BS HI IS FS ELEVATION BM TP ft. left ft. left ft. right ft. right ft. left ft. left ft. right ft. right TP BM S Σ BS = Σ FS = = check 4.11 Station BS HI FS Elevation Left cl Right BM ' 28' 0' 32 60' ' 25' 0' 30' 60' ' 27' 0' 33' 60' TP a) Correct difference in elevation = = 3.11 ft. b) Correct A would have been = 8.53 ft. c) Error is ( ) = ft. in 300 ft. d) Upper/lower reticle capstan screws are loosened/tightened until the cross hair falls on 8.53 on the A. 10

7 4.13 a) V = Sin 9 o 26' = ft. Elevation of lower station = = ft. b) H = Cos 9 o 26' = ft. Lower station = = a) First elevation difference = = Second elevation difference = = Average elevation difference = Elevation of B = = m b) Levelling error = 0.004m 4.15 a) Error = = m Accuracy limit for 2nd order = =.006 Accuracy limit for 3rd order = =.011 (U.S.) or = =.021 (Canada) (See Tables 4.2 and 4.3) Therefore the error of satisfies the requirements for 3rd order accuracy in both the U.S. and Canada. 4.15(b) Station Cumulative Elevation Correction Adjusted Distance Elevation BM TP /780 x.011 = TP /780 x.011 = TP /780 x.011 = BM K /780 x.011 = TP /780 x.011 = BM /780 x.011 = C = = The adjusted elevation of BM K110 is m 4.16 a. Error = 0.11ʹ in 3 miles. The project requires at least Third Order control per Table 2.3(a): Allowable error = 0.06 order work. BM Cumulative Loop Distance (mi) Field Elevation (ft) = 0.10ʹ. The results are minimally acceptable for Third Correction (ft) Adjusted Elevation (ft) (fixed) /3.0 X 0.11 = 0.01ʹ /3.0 X 0.11 = 0.03ʹ /3.0 X 0.11 = 0.03ʹ /3.0 X 0.11 = 0.04ʹ /3.0 X 0.11 = 0.07ʹ /3.0 X 0.11 = 0.09ʹ /3.0 X 0.11 = 0.11ʹ Error = = 0.11ʹ 11

8 CHAPTER Prism constant = AC-AB-BC = = m 5.2 H = 2, Cos +2 o 45'30" = 2, ft. V = 2, Sin +2 o 45'30" = ft. Elevation of target station = = ft. 5.3 A, H = 1, Cos - 2 o 40' 40" = 1, m Elevation difference = 1, Sin 1 o 26'50" = m Inst.@ B, H = 1, Cos 2 o 40' 00" = 1, m Elevation difference = 1, Sin 2 o 40" = m a)horizontal distance = (1, , )/2 = 1, m b)elev. B = ( )/2 = m 5.4 LL 1 = 3, Sin 3 o 30' = ft. c+r =.0206 x 3 2 = ft. Elevation difference, K to L, = ft Elevation of L = = ft. MM 1 = Sin -1 o 30' = ft. c+r =.0206 x 3 2 = ft. Elevation difference, K to M, = ft. Elevation of M = = ft. c+r =.0206 x 2 2 = ft. Elevation difference, K to N, = ft. Elevation of N = = ft. 5.5 ΔHR - Δhi = = 0.050m SinΔα = (0.050 Cos 4 o 18'30")/ Δα = 0 o 00'27" α K = 0 o 00'27"+4 o 18'30" = 4 o 18'57" H = Cos 4 o 18'57" = m Elevation of B = ( Sin 4 o 18'57") = m. 5.6 ΔHR-Δhi = = 0.08 ft. SinΔα = (0.08 Cos 3 o 14'30")/ Δα = 0 o 00'31" α K = 0 o 00'31"+3 o 14'30" = 3 o 15'01" H = Cos 3 o 15'01" = ft. Elevation B = ( Sin 3 o 15'01") = ft. 12

9 CHAPTER E = 114 o 31' 8.2 A 70 o 10'30" +30 = 70 o 11'00" B 142 o 41'00" +30 = 142 o 41'30" C 83 o 51'30" +30 = 83 o 52'00" D 117 o 25'30" +30 = 117 o 26'00" E 125 o 49'00" +30 = 125 o 49'30" 539 o 57'30" 150" 537 o 179'60" = 540 o 00'00" 8.3 a) S 7 o 29 W d) N 56 o 09E b) S 38 o 06 E e) S73 o 42'W c) N14 o W f) S 43 o 09'E 8.4 a) 347 o 09' d) 183 o 12' b) 66 o 14' e) 326 o 47' c) 144 o 56' f) 179 o 54' 8.5 a) 7 o 29' d) 209 o 33' b) 321 o 54' e) 81 o 50' c) 165 o 16'30 f) 346 o 59' 8.6 a) S7 o 51'E d) N 4 o 39'E b) S76 o 14'W e) S 37 o 18'E c) N33 o 33'W f) N 0 o 38'W 8.7 AB = N20 o 41'E 7.8 B + 1 o 03 A 47 o 09' BC = N21 o 44'E B 130 o 00' C +2 o 58' C 110 o 33' CD = N24 o 42'E D 72 o 18' D - 7 o 24' 359 o 60' DE = N17 o 18'E = 360 o 00' E - 6 o 31' EF = N 10º47'E F +1 o 31' FG = N 12 o 18'E G - 8 o 09' GH = N 4 o 09E 8.9 CLOCKWISE AB N48 30 E BC S53 41 E CD S21 37 W DE S88 32 W EA N30 02 W

10 8.10 CLOCKWISE Az AB = 58 o 40' Az BA = 238 o 40' -B 102 o 11' Az BC = 136 o 29' Az CB = 316 o 29' -C 104 o 42' Az CD = 211 o 47' Az DC = 391 o 47' -D 113 o 05' Az DE = 278 o 42' Az ED = 458 o 42' -E 118 o 34' Az EA = ' Az AE = 160 o 08' -A 101 o 28' Az AB = 58 o 40 ' CHECK 8.11 CLOCKWISE COUNTER-CLOCKWISE Az AB = 55 o 55' Az AB = 55 o 55' Az BA = 235 o 55' +A 101 o 28' -B 102 o 11' Az AE =157 o 23' Az BC = 133 o 44' Az EA = 337 o 23' Az CB = 313 o 44' +E 118 o 34' -C 104 o 42' Az ED = 455 o 57' Az CD = 209 o 02' Az ED = 95 o 57' Az DC = 389 o 02' Az DE = 275 o 57' -D 113 o 05' +D 113 o 05' AZ DE = 275 o 57' Az DC = 389 o 02' Az ED = 455 o 57' Az DC = 29 o 02' -E 118 o 34' Az CD = 209 o 02' Az EA = 337 o 23' +C 104 o 42' Az AE = 157 o 23' Az CB = 313 o 44' -A 101 o 28' Az BC = 133 o 44' Az AB = 55 o 55' CHECK +B 102 o 11' Az BA = 235 o 55' Az AB = 55 o 55' CHECK 8.12 a) A 51 o 23' b) AZIMUTH BEARING B 105 o 39' Az AB = 64 o 40' N64 o 40'E C 78 o 11' Az BA = 244 o 40' D 124 o 47' -B 105 o 39' 358 o 120' Az BC = 139 o 01' S40 o 59'E 360 o 00' Az CB = 319 o 01' -C 78 o 11' Az CD = 240 o 50' S60 o 50'W CHECK Az DC = 420 o 50 (n-2)180 = -D 124 o 47' (4-2)180 = 360 o Az DA = 296 o 03' N63 o 57'W Az AD = 116 o 03' - A 51 o 23' Az AB = 64 o 40' N64 o 40'E CHECK 14

11 c) Course Azimuth Bearing Distance Latitude Departure AB 64 O 40' N64 O 40'E BC 139 O 01' S40 O 59'E CD 240 O 50' S60 O 50'W DA 296 O 03' N63 O 57 W P = Σ L= Σ D= Error, E = = 0.81.Precision = E/P = 0.810/ = 1:3,095 = 1:3, Course C LAT C DEP Corrected Lat. Corrected dep. AB BC CD DA Course Corrected Bearing Corrected Azimuth Corrected Distance AB N64 O 40'50"E 64 O 40'50" ', BC S40 O 59'27"E 139 O 00'33" ', CD S60 O 49'07"W " ', DA N63 O 57'00"W 296 O 03'00" ' P = 2,492.46' 8.14 Coordinates Station North East A 1, , B 1, , C , D , A 1,000.00, 1, CHECK 8.15 X A (Y D -Y B ) = ( ) = X B (Y A -Y C ) = ( ) = + 250,460 X C (Y B -Y D ) = ( ) = + 1,324,656 X D (Y C -Y A ) = ( ) = - 259,001 Double Area, 2A = 667,775 sq ft. Area = 333,888 sq ft. Also, Area = 333,888/43,560 = acres,. 15

Solution manual for Surveying with Construction Applications 8 th Edition by Barry Kavanagh and Diane K. Slattery

Solution manual for Surveying with Construction Applications 8 th Edition by Barry Kavanagh and Diane K. Slattery Link download full: https://digitalcontentmarket.org/download/solutionmanual-for-surveying-with-construction-applications-8th-editor/