SECTION A
SOLUTIONS TO TEXT PROBLEMS
Instant download and all chapters Solutions Manual Surveying with Construction Applications 8th Edition Barry Kavanagh, Diane K. Slattery https://testbankdata.com/download/solutions-manual-surveying-construction-applications-8th-e dition-barry-kavanagh-diane-k-slattery/
5
Chapter 2 2.1 a. 138.32ʹ b. 1.56 sq. mi. c. 57.877 m d. 306° e. 148.2417° f. 43,054 sf g. 7/8ʺ h. 4,781.04ʹ 2 i. 105 m j. 35° 52ʹ 21ʺ 104° 15ʹ 15ʺ; 104.2542°
2.2 2.3 a. b. c. d.
B = 45°, b = 4.87ʹ, c = 6.89ʹ A = 60°, B = 30°, a = 30.35ʹ c = 44.72ʹ, A = 26° 33ʹ 54ʺ, B = 63° 26ʹ 06ʺ c = 110ʹ, A = 36° 52ʹ 12ʺ, B = 53° 07ʹ 48ʺ BD = 530.06ʹ (needed to solve remaining sides) AB = 224.87ʹ, BC = 609.73ʹ, CD = 351.06ʹ c = 54.33ʹ, A = 51° 03ʹ 58ʺ, B = 103° 56ʹ 01ʺ A = 57° 46ʹ 09ʺ, B = 84° 22ʹ 28ʺ, C = 37° 51ʹ 23ʺ
2.4 2.5 2.6 2.7 a. b. c. d. e.
721.9 sf 2 250 m 3594 sf 2 406 m 5,672 sf
a. b. c. d.
Area = 7,000 sf AC = 128.1ʹ BAC = 51° 20ʹ 25ʺ Yes; the bearings of AC and ED are identical
2.8
CHAPTER 3 3.1 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
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 = 1,228.26 ft. x.3048 = 374.37 m b) 80.011x66 = 5,280.66 ft. x.3048 = 1,609.55 m c) 9.37x66 = 618.42 ft. x.3048 = 188.49 m d) 5.11x66 = 337.26 ft. x.3048 = 102.80 m o
3.5 Clearance = 43.6 + 3.8 = 47.4 ft. (Tan 45 = 1.00) 3.6 Distance = 71.00 - 0.68 = 70.32 ft. 3.7 Distance = 50.00 +0.27 = 50.27 ft. o
3.8 H = 17.277 Cos 1 42' = 17.269 m 2
2
3.9 H = √98.17 – 8.45 = 97.81 ft. 3.10 Tan slope angle = .02; slope angle = 1.1457628 o H = 133.860 Cos 1.1457628 = 133.833 m
o
3.11 The impact of temperature on the layout distance is minimal at such short distances. Lin e 1-2 1-3 1-4 1-5 1-6 1-7 1-8 1-9
a.
T = 68°F 29.15 35.36 29.15 21.21 24.61 24.61 32.53 32.53
e. Diagonal (edge of slab) Diagonal (outside of formwork)
b.
Layout Distance (ft.) T = 100°F c. T = 10°F 29.14 35.37 29.16 21.22 24.62 24.62 32.54 32.4
29.16 35.35 29.14 21.21 24.61 24.61 32.52 32.52
8X8 slab 11.31ʹ 1 11.67ʹ (11ʹ 8 /16ʺ)
d.
Slope = 10%, T = 68° 29.01 35.18 29.01 21.10 24.49 24.49 32.37 32.37
10X10 slab 14.14ʹ 15 14.49ʹ (14ʹ- 5 /16ʺ)
7
CHAPTER 4 4.1 a) i ii iii iv v
2.05 1.90 1.56 1.20 0.90
4.2
STATION BS BM 50 1.27 TP 1 2.33 TP 2 Σ BS = 3.60
4.3
4.4
b) i 1.165 ii 1.120 iii 1.020 iv 0.960 v 0.910
c) i 2.05 d) i 1.085 ii 1.79 ii 1.005 iii 1.45 iii 0.970 iv 1.25 iv 0.940 v 0.95 v 0.900
HI 315.04 342.16
FS 4.91 6.17 Σ FS = 11.08
e) i ii iii iv v
3.10 2.8 2.54 2.26 1.98
ELEVATION 313.77 310.13 306.29 313.77 +3.60 -11.08 = 306.29 check
STATION BS HI IS FS BM 61 4.72 324.92 0+00 4.42 0+50 4.30 TP 1 5.11 328.02 2.01 1+00 4.66 1+50 3.98 1+75 1.20 TP 2 1.80 Σ BS = 9.83 FS = 3.81
ELEVATION 320.20 320.50 320.62 322.91 323.36 324.04 326.82 326.22
STATION BS BM 3 1.613 TP 1 1.425 TP 2 1.307 TP 3 1.340 BM 3 Σ BS = 5.685
FS
HI 399.635 399.133 398.730 398.797
f) i 1.165 ii 1.045 iii 0.990 iv 0.915 v 0.860
320.20 +9.83 -3.81 = 326.22 check
1.927 1.710 1.273 0.780 Σ FS = 5.690
ELEVATION 398.022 397.708 397.423 397.457 398.017 398.022 +5.685 -5.690 = 398.017 ck
4.5 Error = 398.022 – 398.017 = 0.005m 2nd order Class 1 (U.S.) = 6mm √K = .006 √0.7 = .005 2nd order (Canada) = 8mm√ K = .008√.7 = .007. The error qualifies for 2nd order in both countries. --------------------------------------------------------------------------------------------------4.6 STATION BS HI FS ELEVATION BM 100 2.71 179.27 176.56 TP 1 3.62 178.01 4.88 174.39 TP 2 3.51 177.55 3.97 174.04 TP 3 3.17 177.91 2.81 174.74 TP 4 1.47 177.76 1.62 176.29 BM 100 1.21 176.55 Σ BS = 14.48 Σ FS = 14.49 176.56 +14.48 -14.49 = 176.55 check
4.7 0.015
Error = 176.56 -176.55 = 0.01 ft. 2nd order allowable error = .035 √1000/5280 = Therefore the results qualify for second order – according to Table 4.2. 8
4.8 STATION BS HI IS FS ELEVATION BM S101 0.475 202.500 202.025 0+000 0.02 202.48 0+020 0.41 202.09 0+040 0.73 201.77 0+060 0.70 201.80 0+066.28 0.726 201.774 0+080 1.38 201.12 0+100 1.75 200.75 0+120 2.47 200.03 TP 1 0.666 200.173 2.993 199.507 0+140 0.57 199.60 0+143.78 0.634 199.539 0+147.02 0.681 199.492 0+160 0.71 199.46 0+180 0.69 199.48 0+200 1.37 198.80 TP 2 0.033 198.501 1.705 198.468 BM S102 2.891 195.610 Σ BS = 1.174 Σ FS = 7.589 202.025 +1.174 -7.589 = 195.610 check
4.9 STATION
HI 104.58 111.24 117.83 117.80 117.92 115.57 108.43 101.25 101.25 101.92
FS
BM1 TP1 TP2 1 TP3 2 TP4 TP5 3 4
BS 4.58 8.25 8.19 4.59 4.58 2.25 4.61 1.65 4.58 4.58
1.59 1.60 4.62 4.46 4.60 11.75 8.83 4.58 3.91
ELEV 100.00 102.99 109.64 113.21 113.34 113.32 103.82 99.60 96.67 97.34
5
4.64
104.65
1.91
100.01
6 7 8
SS
9.25 5.76 15.22
BM1
4.64 st
95.40 98.89 89.43 100.01
nd
DESCRIPTION X on conc., 1st floor, East entry
nd
X on conc., 2 floor, top of E stairs nd
X on conc., 2 floor, top of N stairs
st
X on conc., 1 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 (100.00)
a. Difference between 1 and 2 floors at east end of building - 13.21ʹ st nd b. Difference between 1 and 2 floors at north end of building - 16.65ʹ nd nd c. Difference between 2 floor and mechanical room floor - 23.78 to 23.87ʹ (2 floor is not level) st nd d. Difference between 1 and 2 floors at east end of building - 13.21ʹ st nd e. Difference between 1 and 2 floors at north end of building - 16.65ʹ 9
nd
nd
Difference between 2 floor and mechanical room floor - 23.78 to 23.87ʹ (2 floor is not level) st g. Difference between 1 floor and mezzanine level floor - 4.6ʹ st nd h. Difference between 1 and 2 floors at east end of building - 13.21ʹ st nd i. Difference between 1 and 2 floors at north end of building - 16.65ʹ nd nd j. Difference between 2 floor and mechanical room floor - 23.78 to 23.87ʹ (2 floor is not level) st k. Difference between 1 floor and mezzanine level floor - 4.6ʹ f.
4.10
STATION BM 41 TP 13 12+00 50 ft. left 18.3 ft. left
BS 6.21 4.10
HI IS 353.76 356.97
20.1 ft. right 50 ft. right 13+00 50 ft. left 19.6 ft. left 20.7 ft. right 50 ft. right TP 14 7.39 363.24 BM S22 Σ BS = 17.70
FS 0.89
ELEVATION 347.55 352.87
3.9 4.6 6.33 7.9 8.2
353.1 352.4 350.64 349.1 348.8
5.0 5.7 7.54 7.9 8.4
352.0 351.3 349.43 349.1 348.6 355.85 360.83
1.12 2.41 Σ FS = 4.42
347.55+17.70 - 4.42= 360.83 check
4.11 Station BS BM 107 7.71
HI FS 206.60
Elevation 198.89
cL
Left
Right
80+50
60' 28' 0' 32 60' 9.7 8.0 5.7 4.3 4.0 196.9 198.6 200.9 202.3 202.6
81+00
60' 25' 10.1 9.7 196.5 196.9
81+50
60' 27' 11.7 11.0 194.9 195.6
TP 1
4.12
10.17
0' 6.8 199.8
30' 60' 6.0 5.3 200.6 201.3
0' 33' 60' 9.2 8.3 8.0 197.4 198.3 198.6
196.43
a) Correct difference in elevation = 8.72-5.61 = 3.11 ft. b) Correct reading @ A would have been 5.42+3.11 = 8.53 ft. c) Error is (8.57- 8.53) = +0.04 ft. in 300 ft. d) Upper/lower reticle capstan screws are loosened/tightened until the cross hair falls on 8.53 on the rod @ A.
10
o
4.13
a) V = 148.61 Sin 9 26' = 24.36 ft. Elevation of lower station = 324.28 + 4.66 - 24.36 - 4.88 = 299.70 ft. o b) H = 148.61 Cos 9 26' = 146.60 ft. Lower station = 110+71.25 + 146.42 = 112+17.85
4.14
a) First elevation difference = 2.417-0.673 = 1.744 Second elevation difference = 2.992 - 1.252 = 1.740 Average elevation difference = 1.742 Elevation of B = 187.298-1.742 = 185.556m b) Levelling error = 0.004m
4.15 a) Error = 167.174 – 167.185 = - 0.011m Accuracy limit for 2nd order = .007 √.8 = .006 Accuracy limit for 3rd order = .012 √.8 = .011 (U.S.) or = .024 √.8 = .021 (Canada) (See Tables 4.2 and 4.3) Therefore the error of - 0.011 satisfies the requirements for 3rd order accuracy in both the U.S. and Canada. 4.15(b) Station Cumulative Distance BM 130 TP 1 130 TP 2 260 TP 3 390 BM K110 520 TP 4 650 BM 132 780
Elevation
Correction
168.657 168.248 168.539 166.318 166.394 166.579 167.618
130/780 x.011 = +.002 260/780 x.011 = +.004 390/780 x.011 = +.006 520/780 x.011 = +.007 650/780 x.011 = +.009 780/780 x.011 = +.011
Adjusted Elevation 168.657 168.250 168.543 165.324 166.401 166.588 167.629
C = 167.629 – 167.618 = - 0.011 The adjusted elevation of BM K110 is 166.401m 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 = 0.10ʹ. The results are minimally acceptable for Third order work. BM Cumulative Field Elevation Correction (ft) Adjusted Loop Distance (ft) Elevation (ft) (mi) 111 -1320.28 (fixed) -1320.28 1 0.4 1325.15 0.4/3.0 X 0.11 = 0.01ʹ 1325.14 2 0.7 1328.94 0.7/3.0 X 0.11 = 0.03ʹ 1328.91 3 0.95 1331.55 0.95/3.0 X 0.11 = 0.03ʹ 1328.52 4 1.20 1329.01 1.20/3.0 X 0.11 = 0.04ʹ 1328.97 5 1.8 1327.86 1.8/3.0 X 0.11 = 0.07ʹ 1327.79 6 2.4 1333.67 2.4/3.0 X 0.11 = 0.09ʹ 1333.58 111 3.0 1320.39 3.0/3.0 X 0.11 = 0.11ʹ 1320.28 Error = 1320.39 – 1320.28 = 0.11ʹ
11
CHAPTER 5 5.1 Prism constant
= AC-AB-BC = 488.255 – 198.690 – 289.595 = - 0.030m o
5.2
H = 2,183.71 Cos +2 45'30" = 2,181.18 ft. o V = 2,183.71 Sin +2 45'30" = 105.09 ft. Elevation of target station = 285.69 +105.09 = 390.78 ft.
5.3
Inst. @ A, H = 1,458.777 Cos - 2 40' 40" = 1,457.184m o Elevation difference = 1,458.777 Sin 1 26'50" = - 68.153m o Inst.@ B, H = 1,458.757 Cos 2 40' 00" = 1,457.177m o Elevation difference = 1,458.757 Sin 2 40" = 67.869m a)Horizontal distance = (1,457.184+1,457.177)/2 = 1,457.181m b)Elev. B = 211.841 - (68.153+ 67.869)/2 = 143.833m
5.4
LL = 3,000.00 Sin 3 30' = +183.15 ft. 2 c+r = .0206 x 3 = +0.19 ft. Elevation difference, K to L, = +183.34 ft Elevation of L = 232.47+183.34 = 415.81 ft.
o
1
o
1
o
MM = 3000.00 Sin -1 30' = - 78.53 ft. 2 c+r = .0206 x 3 = +0.19 ft. Elevation difference, K to M, = -78.34 ft. Elevation of M = 232.47- 78.34 = 154.13 ft. 2
c+r = .0206 x 2 = + 0.08 ft. Elevation difference, K to N, = +0.08 ft. Elevation of N = 232.47 + 0.08 = 232.55 ft. 5.5
ΔHR - Δhi = 0.150 - 0.100 = 0.050m o SinΔα = (0.050 Cos 4 18'30")/387.603 o Δα = 0 00'27" o o o αK = 0 00'27"+4 18'30" = 4 18'57" o H = 387.603 Cos 4 18'57" = 386.504m o Elevation of B = 110.222+1.601+ (387.603 Sin 4 18'57") - 1.915 = 139.077m.
5.6
ΔHR-Δhi = 0.39-0.31 = 0.08 ft. o SinΔα = (0.08 Cos 3 14'30")/536.88 o Δα = 0 00'31" o o o αK = 0 00'31"+3 14'30" = 3 15'01" o H = 536.88 Cos 3 15'01" = 536.02 ft. o Elevation B = 531.49+5.21 + (536.88 Sin 3 15'01") - 5.78 =561.36 ft.
12
CHAPTER 8 o
8.1
E = 114 31'
8.2
A 70 10'30" +30 = 70 11'00" o o B 142 41'00" +30 = 142 41'30" o o C 83 51'30" +30 = 83 52'00" o o D 117 25'30" +30 = 117 26'00" o o E 125 49'00" +30 = 125 49'30" o o o 539 57'30" 150" 537 179'60" = 540 00'00"
8.3
a) S 7 29’W o b) S 38 06’E o o c) N14 43’30”W f) S 43 09'E
8.4
a) 347 09' o b) 66 14' o c) 144 56'
o
o
o
d) N 56 09E o e) S73 42'W
o
d) 183 12' o e) 326 47' o f) 179 54'
8.5
a) 7 29' o b) 321 54' o c) 165 16'30”
d) 209 33' o e) 81 50' o f) 346 59'
8.6
a) S7 51'E o b) S76 14'W o c) N33 33'W
8.7
AB = N20 41'E o B + 1 03 o BC = N21 44'E o C +2 58' o CD = N24 42'E o D - 7 24' o DE = N17 18'E o E - 6 31' EF = N 10º47'E o F +1 31' o FG = N 12 18'E o G - 8 09' o GH = N 4 09E
8.9
o
o
o
o
o
o
o
d) N 4 39'E o e) S 37 18'E o f) N 0 38'W 7.8
o
A 47 09' o B 130 00' o C 110 33' o D 72 18' o 359 60' o = 360 00'
CLOCKWISE AB N48° 30′E BC S53° 41′E CD S21° 37′W DE S88° 32′W EA N30° 02′W
-----------------------------------------------------------------------------------------
13
8.10 CLOCKWISE o Az AB = 58 40' o Az BA = 238 40' o -B 102 11' o Az BC = 136 29' o Az CB = 316 29' o -C 104 42' o Az CD = 211 47' o Az DC = 391 47' o -D 113 05' o Az DE = 278 42' o Az ED = 458 42' o -E 118 34' ° Az EA = 340 08' o Az AE = 160 08' o -A 101 28' o Az AB = 58 40 ' CHECK 8.11 CLOCKWISE o Az AB = 55 55' o Az BA = 235 55' o -B 102 11' o Az BC = 133 44' o Az CB = 313 44' o -C 104 42' o Az CD = 209 02' o Az DC = 389 02' o -D 113 05' o AZ DE = 275 57' o Az ED = 455 57' o -E 118 34' o Az EA = 337 23' o Az AE = 157 23' o -A 101 28' o Az AB = 55 55' CHECK
8.12 o a) A 51 23' o B 105 39' o C 78 11' o D 124 47' o 358 120' o 360 00'
CHECK (n-2)180 = o (4-2)180 = 360
b)
COUNTER-CLOCKWISE o Az AB = 55 55' o +A 101 28' o Az AE =157 23' o Az EA = 337 23' o +E 118 34' o Az ED = 455 57' o Az ED = 95 57' o Az DE = 275 57' o +D 113 05' o Az DC = 389 02' o Az DC = 29 02' o Az CD = 209 02' o +C 104 42' o Az CB = 313 44' o Az BC = 133 44' o +B 102 11' o Az BA = 235 55' o Az AB = 55 55' CHECK AZIMUTH o Az AB = 64 40' o Az BA = 244 40' o -B 105 39' o Az BC = 139 01' o Az CB = 319 01' o -C 78 11' o Az CD = 240 50' o Az DC = 420 50 o -D 124 47' o Az DA = 296 03' o Az AD = 116 03' o -A 51 23' o Az AB = 64 40'
BEARING o N64 40'E o
S40 59'E o
S60 50'W o
N63 57'W o
N64 40'E CHECK
14
c) Course Azimuth O AB 64 40' O BC 139 01' O CD 240 50' O DA 296 03'
Bearing O N64 40'E O S40 59'E O S60 50'W O N63 57′W
2
2
CLAT -0.09 -0.09 -0.05 -0.11 -0.34
CDEP +0.22 +0.18 +0.11 +0.22 +0.73
Distance 713.93 606.06 391.27 781.18 P = 2492.44
Latitude 305.48 -457.51 -190.69 343.06 ΣL=+ 0.34
Departure 645.27 397.48 -341.66 -701.82 ΣD= -0.73
Error, E = √0.34 + 0.73 = 0.81.Precision = E/P = 0.810/2492.44 = 1:3,095 = 1:3,100
8.13 Course AB BC CD DA
Course AB BC CD DA
Corrected Lat. +305.39 -457.60 -190.74 +342.95 0.00
Corrected Bearing O N64 40'50"E O S40 59'27"E O S60 49'07"W O N63 57'00"W
8.14 Station A B C D A
Corrected dep. +645.49 +397.66 -341.55 -701.60 0.00
Corrected Azimuth O 64 40'50" O 139 00'33" 240 49’07" O 296 03'00"
Coordinates North East 1,000.00 1,000.00 + 305.39 + 645.49 1,305.39 1,645.49 - 457.60 + 397.66 847.79 2,043.15 - 190.74 - 341.55 657.05 1,701.60 + 342.95 - 701.60 1,000.00, 1,000.00
Corrected Distance 714.09', 606.24', 391.20', 780.93' P = 2,492.46'
CHECK
8.15 XA(YD-YB) = 1000.00(657.05 – 1305.39) = - 648340 XB(YA-YC) = 1645.49(1000.00-847.79) = + 250,460 XC(YB-YD) = 2043.15(1305.39 -657.05) = + 1,324,656 XD(YC-YA) = 1701.60(847.79-1000.00) = - 259,001 Double Area, 2A = 667,775 sq ft. Area = 333,888 sq ft. Also, Area = 333,888/43,560 = 7.665 acres,.
15
