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University of Dammam
College of Engineering
Dept. of Construction Engineering
Summer Training 2013-2014/1434-1435
Project #1 & 2
Done by:
Abdulrahman Al-Turkmani 2120007880
Mohammed Thabit 2111090057
Mohammed Awead 2111090057
Momen Abu-Shehadah 2120007861
Al-Nu’man Al-Farouqi 2120007940
Instructors
Dr. Sami Abdalla Osman
ENG. Hassan Bakri
Page 2 of 45
Introduction:
A topographic map is a type of map characterized by large-scale detail
and quantitative representation of relief, usually using contour lines in
modern mapping, but historically using a variety of methods. A topographic
map is to show both natural and man-made features. A topographic map is
typically published as a map series, made up of two or more map sheets that
combine to form the whole map. [1]
Topographic maps are specifically purposed for elevation of the land area, as
well as outlining geographic locations, such as mountains. Topographic
maps are used by architects, geographic professionals, and by outdoor
recreations, primarily hikers. [2]
Uses of topographic map:
Topographic maps have multiple uses in the present day: any type of
geographic planning or large-scale architecture; earth sciences and many
other geographic disciplines; mining and other earth-based endeavors; and
recreational uses such as hiking or, in particular, orienteering, which uses
highly detailed maps in its standard requirements. [1]
Objectives:
The objective of this laboratory is to:
Identify the different ways to produce topographic maps that help in
the engineering design.
Identify the devices used and the methods used in practice
Learn how to draw topographic maps
Page 3 of 45
Tools:
Scope Of Study :
We start by using GPS device to measure the coordinate of control
pints after getting the data from GPS we start to work to produce a
topographic map to our project by using Total Station device. Our
project consist of three buildings which is ,( 900,700 and 80), four
green area, Roads, Parking, and sidewalks. After getting the data from
the program we establish the calculation passes through out a lot of
process to get the conclusion.
Figure1: Total Station Figure2: Prism
Figure4: Compass
Figure3: GPS
Figure 6: Tripod Figure 4: Steel Tape
Page 4 of 45
Procedures:
At least 5 control points (CP) with minimum length of 30 m have to
be established at proposed site. Then pegs are driven into the ground
at the CP for Permanent markings of the Area .
Conducting the traversing, levelling and tacheometry to get data for
producing the map
After all the data have been analyzed, draw the topographic map of
the site proposed.
Sketch of the plan:
BBM
40.422 m
102.657 m
? 173o 42’ 49 “
180o 6’ 5”
180o 19’ 36”
?
87o 34’ 53”
91o 22’ 33 “
E
A
D
F
G
H
C
133.963 m
140.934 m
131.45 m
92.152 m
?
Page 5 of 45
Observation and results:
Measured Data
Station Course Internal
Angle
Distance
(m)
Measured
Azimuth Latitude Departure
B
?? 2919184.704 418610.146
BC 133.963 80o00’00” (∆N)
50.506
E)(∆ 124.035
C
173o 42’ 49 “ 2919235.210 418734.181
CD 140.934 70o00’00” (∆N) 67.07
E)(∆ 123.89
D
91o 22’ 33 “ 2919302.280 418858.071
DE 102.657 340o00’00” (∆N)
91.263 E)(∆
-46.795
E
87o 34’ 53” 2919393.543 418811.276
EF 40.422 250o00’00” (∆N)
-19.952
E)(∆ -35.125
F
180o 6’ 5” 2919373.591 418776.151
FG 131.45 248o00’00” (∆N)
-64.776
E)(∆ -114.343
G
180o 19’ 36” 2919308.815 418661.808
GH 92.152 250o00’00” (∆N)
-44.869
E)(∆ -80.361
H
?? 2919263.946 418581.447
HB ?? ?? (∆N)
79.242
E)(∆ -28.699
Sum 158.484 -57.398
Page 6 of 45
Computing the Latitude, Departure & Angle for the missing Data:
∆NHB = + 79.242 , ∆E HB = -28.699
HB = ∆N 2 + ∆E ^2
HB = 79.242 2 + − 28.699 ^2 = 84.28 m
Tan ɵ = 79.242
28.699 = 70
o 5’ 28”
AZHB = Azimuth of BH-180
= ( 270 +70o 5’ 28” ) – 180 = 160
o5’28”
To finding the angles B & H, we follow this equation:
B = Azimuth of BC+ 19o54’31” = 80 +19
o54’31” = 99
o54’31”
H = Azimuth of HB - Azimuth of HG
= 160o5’28” – 70
o00’00” = 90
o5’28”
Angles correction:
The Summation of internal angles = 903o5’55”
T The Summation should be equal to :
(n-2)*180 = (7 -2)*180 = 900o00’00”
So The angular misclosure:
Σ measured angles - Σ internal angles = 903o5’55”- 900
o00’00” = 3° 5′55
We Should Subtract each angle by =3° 5′55"
7= 26’33.57”
Page 7 of 45
Angles correction:
Find the Difference Between Total Station and GPS :
∆NEF = 40.422 Cos(250o00’00” ) = -13.756m
∆EEF = 40.422 Sin ( 250o00’00” ) = -37.794m
Station Observed angles Correction Corrected angles
B 99o54’31” -26’33.57” 99027’57.43”
C 173o 42’ 49 “ -26’33.57” 173o16’15.43”
D 91o 22’ 33 “ -26’33.57” 90o55’59.43”
E 87o 34’ 53” -26’33.57” 87o8’19.43”
F 180o 6’ 5” -26’33.57” 179o39’31.43”
G 180o 19’ 36” -26’33.57” 179o53’2.43”
H 90o5’28” -26’33.57” 89o38’54.43”
Total 903o5’55” 900o00’00”
B
102.657 m
84.28 m
173o16’15.43”
179o39’31.43”
179o53’2.43”
89o38’54.43”
99027’57.43”
90o55’59.43”
E
A
DG
H
C
133.963 m
140.934 m
40.422 m
131.45 m
92.152 m
87o8’19.43”
FN
N
N
N
N
N
N
Page 8 of 45
Producing topographic map :
Line Calculated
Azimuth
GPS Total Station
∆N E∆ ∆N ∆E
BC 78o39’25.71” 50.506 124.035 26.348 131.346
CD 71o55’41.14” 67.07 123.89 43.719 133.981
DE 342o51’40.57” 91.263 -46.795 98.098 -30.252
EF 250o00’00” -19.952 -35.125 -13.825 -37.984
FG 249o39’31.42” -64.776 -114.343 -45.710 -123.246
GH 249o32’33.85” -44.869 -80.361 -32.208 -86.340
HB 159o11’28.28” 79.242 -28.699 78.783 -29.941
Topographic Map using Sokkia Program
Page 9 of 45
Discussions and Conclusion:
We Use GPS to measure locations for Control points , B through H , and
re-survey the topographic profile line using the total station . To see the
difference Between GPS and Total Station we remeasured the locations for
control points using Total station and we find slight difference between
them. This slight difference may happen because of misreading of data
because the measurements was in the night so it is difficult to make the
target in the correct station . Another reason was referred to the position of
the Prism that was not exactly vertical as required when we take the
readings.
This is the difference between the GPS & Total station for my point( EF):
z Calculated
Azimuth
Distance GPS Total Station
∆N ∆E ∆N ∆E
EF 250o00’00” 40.422 -19.952 -35.125 -13.825 -37.984
Topographic Map using AutoCad
See Last page for more details
Page 10 of 45
Recommendation:
Check the bubble position every time you take the angle.
Take the distance and the angles twice from different direction
and then take the average.
Make sure that the instruments you use are running properly.
Take the data carefully from the device.
Work at appropriate weather
Do not work when you are Exhaust.
References:
http://en.wikipedia.org/wiki/Topographic_map
http://www.ehow.com/how_4576327_make-topographic-maps.html
http://www.surveyequipment.com/images/flexline_ts06.jpg
http://image.made-in-china.com/2f0j00peBQijCcLvlZ/Surveying-
Prism-Group-FDC14WA-.jpg
http://www.geologysuperstore.com/images/products/300x300/geos
urveyor-008-surveying-compass-clinometer-3941.jpg
Page 11 of 45
University of Dammam
College of Engineering
Dept. of Construction Engineering
Summer Training 2013-2014/1434-1435
Project #3
Done by:
Abdulrahman Al-Turkmani 2120007880
Mohammed Thabit 2111090057
Mohammed Awead 2111090057
Momen Abu-Shehadah 2120007861
Al-Nu’man Al-Farouqi 2120007940
Instructors
Dr. Sami Abdalla Osman
ENG. Hassan Bakri
Page 12 of 45
Introduction:
A contour is a line joining points of equal altitude. The vertical distance between successive
contours is known as vertical interval and the value depends on the scale of the plan and the use
to which the plan is being placed. Contour line must make a close circuit though it may not be
within the area covered by the plan. The value enables an assessment to be made of the
topography for preparation of layouts. A contour must be drawn to show the profile of the site
location based on the reduced level obtain from the detail to show the profile of the site
location based on the reduced level obtain from the detail points.
In this project we will produce a contour map in the site which is Al-Rakha Street behind the
sport city as shown as in the figure:
Our Site
Page 13 of 45
Objective :
1- Indentify the equipment and the methods used in practice.
2- Knowledge of the preparation of contour map.
3- How to use contour maps in the design projects.
Scope Of Study :
In this project we used a Leveling device to collect the required data to produce a
contour map which is represented by series of lines that has the same elevation that we
can produce it by using a specific programs that gives you the exact geometry of the
surveyed area such as (surfer program).
Procedures:
4- Divide the outer frame every 10m and install peg to each point with the taking of
natural water streams and hills in the account that does not exceed the accuracy of
horizontal scale 1:5000
5- Setting out cross-sections at each sector 10m.
6- Work outside the framework of the leveling that the error does not exceed 10* the
square root of the distance in Km.
7- Along the line connecting BM to BS, set a chaining pin every 10 m and name them (
A,B,C….).
8- Work of leveling for the inner sectors with precision that does not exceed 25* the
square root of the distance in Km, make all necessary corrections.
Page 14 of 45
Equipments
Figure 4: Steel Tape
Figure2: Leveling Staff
Figure 1: Automatic Level
Figure3: Chaining Pins
Figure 5: Ranging Poles Figure 6: Tripod
Figure7 : GPS
Page 15 of 45
Observation and Results :
Data Measured :
Point BS IS FS HPC RL Corr. Corr. RL
BM 1.45 19.047 17.597 - 17.597
a1 1.958 17.089 0.0015 17.0905
a2 1.841 17.206 0.0015 17.2075
a3 1.965 17.082 0.0015 17.0835
a4 2 17.047 0.0015 17.0485
a5 2.057 16.99 0.0015 16.9915
a6 1.986 17.061 0.0015 17.0625
a7 1.684 17.363 0.0015 17.3645
a8 1.672 17.375 0.0015 17.3765
a9 1.768 17.279 0.0015 17.2805
a10 1.779 17.268 0.0015 17.2695
a11 1.861 17.186 0.0015 17.1875
a12 1.81 17.237 0.0015 17.2385
a13 1.808 17.239 0.0015 17.2405
a14 1.622 17.425 0.0015 17.4265
a15 1.559 17.488 0.0015 17.4895
a16 1.629 17.418 0.0015 17.4195
b1 2.043 17.004 0.0015 17.0055
b2 1.998 17.049 0.0015 17.0505
b3 2 17.047 0.0015 17.0485
b4 2.036 17.011 0.0015 17.0125
b5 2.012 17.035 0.0015 17.0365
b6 1.83 17.217 0.0015 17.2185
b7 1.777 17.27 0.0015 17.2715
b8 1.769 17.278 0.0015 17.2795
b9 1.734 17.313 0.0015 17.3145
b10 1.757 17.29 0.0015 17.2915
b11 1.695 17.352 0.0015 17.3535
b12 1.751 17.296 0.0015 17.2975
b13 1.475 17.572 0.0015 17.5735
b14 1.379 17.668 0.0015 17.6695
b15 1.292 17.755 0.0015 17.7565
b16 1.339 17.708 0.0015 17.7095
c1 1.952 17.095 0.0015 17.0965
c2 1.988 17.059 0.0015 17.0605
c3 2.028 17.019 0.0015 17.0205
c4 2.054 16.993 0.0015 16.9945
Page 16 of 45
c5 1.859 17.188 0.0015 17.1895
c6 1.627 17.42 0.0015 17.4215
c7 1.669 17.378 0.0015 17.3795
c8 1.485 17.562 0.0015 17.5635
c9 1.346 17.701 0.0015 17.7025
c10 1.318 17.729 0.0015 17.7305
c11 1.323 17.724 0.0015 17.7255
c12 1.591 17.456 0.0015 17.4575
c13 1.71 17.337 0.0015 17.3385
c14 1.422 17.625 0.0015 17.6265
c15 1.315 17.732 0.0015 17.7335
c16 1.201 17.846 0.0015 17.8475
d1 1.961 17.086 0.0015 17.0875
d2 1.977 17.07 0.0015 17.0715
d3 1.995 17.052 0.0015 17.0535
d4 1.98 17.067 0.0015 17.0685
d5 1.811 17.236 0.0015 17.2375
d6 1.559 17.488 0.0015 17.4895
d7 1.301 17.746 0.0015 17.7475
d8 1.442 17.605 0.0015 17.6065
d9 1.421 17.626 0.0015 17.6275
d10 1.151 17.896 0.0015 17.8975
d11 1.331 17.716 0.0015 17.7175
d12 1.602 17.445 0.0015 17.4465
d13 1.442 17.605 0.0015 17.6065
d14 1.489 17.558 0.0015 17.5595
d15 0.992 18.055 0.0015 18.0565
d16 1.195 17.852 0.0015 17.8535
e1 2.045 17.002 0.0015 17.0035
e2 2.136 16.911 0.0015 16.9125
e3 2.112 16.935 0.0015 16.9365
e4 1.94 17.107 0.0015 17.1085
e5 1.768 17.279 0.0015 17.2805
e6 1.508 17.539 0.0015 17.5405
e7 1.556 17.491 0.0015 17.4925
e8 1.4 17.647 0.0015 17.6485
e9 1.629 17.418 0.0015 17.4195
e10 1.675 17.372 0.0015 17.3735
e11 1.71 17.337 0.0015 17.3385
e12 1.715 17.332 0.0015 17.3335
e13 1.61 17.437 0.0015 17.4385
e14 1.288 17.759 0.0015 17.7605
e15 1.46 17.587 0.0015 17.5885
e16 1.53 17.517 0.0015 17.5185
f1 1.956 17.091 0.0015 17.0925
f2 1.97 17.077 0.0015 17.0785
f3 2.019 17.028 0.0015 17.0295
Page 17 of 45
f4 1.91 17.137 0.0015 17.1385
f5 1.74 17.307 0.0015 17.3085
f6 1.63 17.417 0.0015 17.4185
f7 1.622 17.425 0.0015 17.4265
f8 1.752 17.295 0.0015 17.2965
f9 1.805 17.242 0.0015 17.2435
f10 1.858 17.189 0.0015 17.1905
f11 1.872 17.175 0.0015 17.1765
f12 1.715 17.332 0.0015 17.3335
f13 1.427 17.62 0.0015 17.6215
f14 1.44 17.607 0.0015 17.6085
f15 1.692 17.355 0.0015 17.3565
f16 1.745 17.302 0.0015 17.3035
g1 2.293 16.754 0.0015 16.7555
g2 2.228 16.819 0.0015 16.8205
g3 2.085 16.962 0.0015 16.9635
g4 1.965 17.082 0.0015 17.0835
g5 1.98 17.067 0.0015 17.0685
g6 1.85 17.197 0.0015 17.1985
g7 1.82 17.227 0.0015 17.2285
g8 1.755 17.292 0.0015 17.2935
g9 1.885 17.162 0.0015 17.1635
g10 1.978 17.069 0.0015 17.0705
g11 1.96 17.087 0.0015 17.0885
g12 1.856 17.191 0.0015 17.1925
g13 1.752 17.295 0.0015 17.2965
g14 1.82 17.227 0.0015 17.2285
g15 1.745 17.302 0.0015 17.3035
g16 1.735 17.312 0.0015 17.3135
h2 2.46 16.587 0.0015 16.5885
h3 2.285 16.762 0.0015 16.7635
h4 2.17 16.877 0.0015 16.8785
h5 2.15 16.897 0.0015 16.8985
h6 2.055 16.992 0.0015 16.9935
h7 2.055 16.992 0.0015 16.9935
h8 2.035 17.012 0.0015 17.0135
h9 2.022 17.025 0.0015 17.0265
h10 2.07 16.977 0.0015 16.9785
h11 2.042 17.005 0.0015 17.0065
h12 2.143 16.904 0.0015 16.9055
h13 2.008 17.039 0.0015 17.0405
h14 1.962 17.085 0.0015 17.0865
h15 1.938 17.109 0.0015 17.1105
h16 2.05 16.997 0.0015 16.9985
h1 2.015 2.568 18.494 16.479 0.0015 16.4805
i1 1.722 16.772 0.003 16.775
i2 1.81 16.684 0.003 16.687
Page 18 of 45
i3 1.823 16.671 0.003 16.674
i4 1.905 16.589 0.003 16.592
i5 1.869 16.625 0.003 16.628
i6 2.002 16.492 0.003 16.495
i7 1.908 16.586 0.003 16.589
i8 1.818 16.676 0.003 16.679
i9 1.76 16.734 0.003 16.737
i10 1.539 16.955 0.003 16.958
i11 1.559 16.935 0.003 16.938
i12 1.56 16.934 0.003 16.937
i13 1.643 16.851 0.003 16.854
i14 1.509 16.985 0.003 16.988
i15 1.652 16.842 0.003 16.845
i16 1.72 16.774 0.003 16.777
j1 1.982 16.512 0.003 16.515
j2 1.898 16.596 0.003 16.599
j3 1.948 16.546 0.003 16.549
j4 2.015 16.479 0.003 16.482
j5 2.028 16.466 0.003 16.469
j6 2.078 16.416 0.003 16.419
j7 2.019 16.475 0.003 16.478
j8 1.905 16.589 0.003 16.592
j9 1.665 16.829 0.003 16.832
j10 1.662 16.832 0.003 16.835
j11 1.52 16.974 0.003 16.977
j12 1.58 16.914 0.003 16.917
j13 1.628 16.866 0.003 16.869
j14 1.623 16.871 0.003 16.874
j15 1.915 16.579 0.003 16.582
j16 1.885 16.609 0.003 16.612
k1 2.08 16.414 0.003 16.417
k2 2.062 16.432 0.003 16.435
k3 2.032 16.462 0.003 16.465
k4 1.932 16.562 0.003 16.565
k5 1.93 16.564 0.003 16.567
k6 1.725 16.769 0.003 16.772
k7 1.642 16.852 0.003 16.855
k8 1.55 16.944 0.003 16.947
k9 1.503 16.991 0.003 16.994
k10 1.41 17.084 0.003 17.087
k11 1.6 16.894 0.003 16.897
k12 1.722 16.772 0.003 16.775
k13 1.08 17.414 0.003 17.417
k14 1.833 16.661 0.003 16.664
k15 2.015 16.479 0.003 16.482
k16 2.02 16.474 0.003 16.477
L1 1.98 16.514 0.003 16.517
Page 19 of 45
L2 2 16.494 0.003 16.497
L3 2.082 16.412 0.003 16.415
L4 1.875 16.619 0.003 16.622
L5 1.675 16.819 0.003 16.822
L6 1.542 16.952 0.003 16.955
L7 1.402 17.092 0.003 17.095
L8 1.308 17.186 0.003 17.189
L9 1.178 17.316 0.003 17.319
L10 1.592 16.902 0.003 16.905
L11 1.75 16.744 0.003 16.747
L12 1.85 16.644 0.003 16.647
L13 1.915 16.579 0.003 16.582
L14 2.08 16.414 0.003 16.417
L15 2.155 16.339 0.003 16.342
L16 2.232 16.262 0.003 16.265
M1 2.235 16.259 0.003 16.262
M2 1.995 16.499 0.003 16.502
M3 1.93 16.564 0.003 16.567
M4 1.728 16.766 0.003 16.769
M5 1.628 16.866 0.003 16.869
M6 1.55 16.944 0.003 16.947
M7 1.395 17.099 0.003 17.102
M8 1.36 17.134 0.003 17.137
M9 1.655 16.839 0.003 16.842
M10 1.615 16.879 0.003 16.882
M11 1.98 16.514 0.003 16.517
M12 2 16.494 0.003 16.497
M13 2.1 16.394 0.003 16.397
M14 2.252 16.242 0.003 16.245
M15 2.25 16.244 0.003 16.247
M16 2.42 16.074 0.003 16.077
N1 2.295 16.199 0.003 16.202
N2 2.345 16.149 0.003 16.152
N3 2.23 16.264 0.003 16.267
N4 2.22 16.274 0.003 16.277
N5 2.05 16.444 0.003 16.447
N6 2.035 16.459 0.003 16.462
N7 2.01 16.484 0.003 16.487
N8 2.108 16.386 0.003 16.389
N9 2.22 16.274 0.003 16.277
N10 2.27 16.224 0.003 16.227
N11 2.285 16.209 0.003 16.212
N12 2.272 16.222 0.003 16.225
N13 2.42 16.074 0.003 16.077
N14 2.565 15.929 0.003 15.932
N15 2.495 15.999 0.003 16.002
N16 2.575 15.919 0.003 15.922
Page 20 of 45
O1 2.335 16.159 0.003 16.162
O2 2.448 16.046 0.003 16.049
O3 2.072 16.422 0.003 16.425
O4 2.442 16.052 0.003 16.055
O5 2.368 16.126 0.003 16.129
O6 2.285 16.209 0.003 16.212
O7 2.328 16.166 0.003 16.169
O8 2.375 16.119 0.003 16.122
O9 2.655 15.839 0.003 15.842
O10 2.628 15.866 0.003 15.869
O11 2.635 15.859 0.003 15.862
O12 2.732 15.762 0.003 15.765
O13 2.71 15.784 0.003 15.787
O14 2.718 15.776 0.003 15.779
O15 2.648 15.846 0.003 15.849
O16 2.625 15.869 0.003 15.872
P1 2.755 15.739 0.003 15.742
P2 2.732 15.762 0.003 15.765
P3 2.66 15.834 0.003 15.837
P4 2.595 15.899 0.003 15.902
P5 2.658 15.836 0.003 15.839
P6 2.78 15.714 0.003 15.717
P7 2.67 15.824 0.003 15.827
P8 2.72 15.774 0.003 15.777
P9 2.708 15.786 0.003 15.789
P10 2.665 15.829 0.003 15.832
P11 2.702 15.792 0.003 15.795
P12 2.705 15.789 0.003 15.792
P13 2.702 15.792 0.003 15.795
P14 2.603 15.891 0.003 15.894
P15 2.55 15.944 0.003 15.947
P16 2.548 15.946 0.003 15.949
BM 0.9 17.594 0.003 17.597
Total Σ BS= 3.465
Σ IS= 487.957
Σ FS= 3.468
ΣRL(except first one)
= 4332.317
Page 21 of 45
Simple Calculation Check:
Σ FS - Σ BS = first RL - Last RL
3.468 - 3.465= 17.597- 17.594
0.002= 0.002
Full Calculation Check:
IS + FS + (RLs except first) = (each HPC x number of applications)
(487.957) + (3.468) + (4332.317) = (19.047 *128) + (129*18.494)
4823.742 = 4823.742
A = 7.597 7.594 = . 3
Allowable misclosure = ± 5 √ mm = ± 5√2 =7.00 mm
Where n is the number of change of level so n it will be equal to 2.
So the actual misclosure is LESS than the allowable misclosure 3.0 mm < 7.0 mm
There are 2 back sights, so we set up the instrument 2 times We divide 3mm between 2 like this:
1.5 mm , 1.5 .
Using surfer program to plot the contour map:
We select all types of map in the program:
1. Contour map:
Page 22 of 45
2. This map show how the water flow in the site:
3. This map shows the contour as three dimension :
Page 23 of 45
Surfer program analysis
At the end of this report we get a Grid Data Report from
the surfer program as following:
—————————— Gridding Report —————————— Wed Jun 18 04:45:59 2014 Elasped time for gridding: 4.10 seconds
Data Source Source Data File Name: C:\Users\Medo\Desktop\second report\sufer1.xls X Column: A Y Column: B Z Column: C
Data Counts Active Data: 256 Original Data: 256 Excluded Data: 0 Deleted Duplicates: 0 Retained Duplicates: 0 Artificial Data: 0 Superseded Data: 0
Univariate Statistics ———————————————————————————————————————————— X Y Z ———————————————————————————————————————————— Minimum: 0 0 15.717 25%-tile: 40 40 16.482 Median: 80 80 16.9635 75%-tile: 120 120 17.2795 Maximum: 150 150 18.0565 Midrange: 75 75 16.88675
Page 24 of 45
Range: 150 150 2.3395 Interquartile Range: 80 80 0.7975 Median Abs. Deviation: 40 40 0.375 Mean: 75 75 16.85663671875 Trim Mean (10%): 75 75 16.863935344828 Standard Deviation: 46.097722286464 46.097722286464 0.54492836833889 Variance: 2125 2125 0.29694692662048 Coef. of Variation: 0.032327229768958 Coef. of Skewness: -0.34835587033183 ————————————————————————————————————————————
Inter-Variable Correlation ———————————————————————————— X Y Z ———————————————————————————— X: 1.000 0.000 -0.850 Y: 1.000 0.135 Z: 1.000 ————————————————————————————
Inter-Variable Covariance ———————————————————————————————— X Y Z ———————————————————————————————— X: 2125 0 -21.35763671875 Y: 2125 3.39306640625 Z: 0.29694692662048 ————————————————————————————————
Planar Regression: Z = AX+BY+C Fitted Parameters ———————————————————————————————————————————— A B C ———————————————————————————————————————————— Parameter Value: -0.010050652573529 0.0015967371323529 17.490680376838 Standard Error: 0.0003781301172563 0.0003781301172563 0.043730874757802 ———————————————————————————————————————————— Inter-Parameter Correlations ———————————————————————————— A B C ———————————————————————————— A: 1.000 0.000 -0.649 B: 1.000 0.649 C: 1.000
Page 25 of 45
———————————————————————————— ANOVA Table ———————————————————————————————————————————— Source df Sum of Squares Mean Square F ———————————————————————————————————————————— Regression: 2 56.339461523225 28.169730761612 362.16 Residual: 253 19.678951691632 0.077782417753488 Total: 255 76.018413214857 ———————————————————————————————————————————— Coefficient of Multiple Determination (R^2): 0.74112914411917
Nearest Neighbor Statistics ————————————————————————————————— Separation |Delta Z| ————————————————————————————————— Minimum: 10 0 25%-tile: 10 0.035 Median: 10 0.082000000000001 75%-tile: 10 0.152 Maximum: 10 0.833 Midrange: 10 0.4165 Range: 0 0.833 Interquartile Range: 0 0.117 Median Abs. Deviation: 0 0.056000000000001 Mean: 10 0.111080078125 Trim Mean (10%): 10 0.097769396551724 Standard Deviation: 0 0.11560600533842 Variance: 0 0.013364748470306 Coef. of Variation: 0 1.0407447247951 Coef. of Skewness: 0 2.634338964429 Root Mean Square: 10 0.16032321175227 Mean Square: 100 0.025703532226563 ————————————————————————————————— Complete Spatial Randomness Lambda: 0.011377777777778 Clark and Evans: 2.1333333333333 Skellam: 1830.1103657392
Page 26 of 45
Exclusion Filtering Exclusion Filter String: Not In Use
Duplicate Filtering Duplicate Points to Keep: First X Duplicate Tolerance: 1.7E-005 Y Duplicate Tolerance: 1.7E-005 No duplicate data were found.
Breakline Filtering Breakline Filtering: Not In Use
Gridding Rules Gridding Method: Kriging Kriging Type: Point Polynomial Drift Order: 0 Kriging std. deviation grid: no Semi-Variogram Model Component Type: Linear Anisotropy Angle: 0 Anisotropy Ratio: 1 Variogram Slope: 1 Search Parameters Search Ellipse Radius #1: 106 Search Ellipse Radius #2: 106 Search Ellipse Angle: 0 Number of Search Sectors: 4 Maximum Data Per Sector: 16 Maximum Empty Sectors: 3 Minimum Data: 8 Maximum Data: 64
Page 27 of 45
Output Grid Grid File Name: C:\Users\Medo\Desktop\second report\sufer1.grd Grid Size: 100 rows x 100 columns Total Nodes: 10000 Filled Nodes: 10000 Blanked Nodes: 0 Grid Geometry X Minimum: 0 X Maximum: 150 X Spacing: 1.5151515151515 Y Minimum: 0 Y Maximum: 150 Y Spacing: 1.5151515151515 Grid Statistics Z Minimum: 15.717000006178 Z 25%-tile: 16.517792363488 Z Median: 16.962881480832 Z 75%-tile: 17.269280688075 Z Maximum: 18.024594929417 Z Midrange: 16.870797467798 Z Range: 2.3075949232393 Z Interquartile Range: 0.75148832458735 Z Median Abs. Deviation: 0.36253185656782 Z Mean: 16.883118368665 Z Trim Mean (10%): 16.893540805041 Z Standard Deviation: 0.51620721502927 Z Variance: 0.26646988884827 Z Coef. of Variation: 0.030575347738327 Z Coef. of Skewness: -0.36206280024517 Z Root Mean Square: 16.891008132708 Z Mean Square: 285.3061557392
Page 28 of 45
Discussion and Conclusion:
Our aim in this project is to produce Contour map for Area of 22,500 m2 . We divide this Area to
Squares each one has an Area of 100 m2 . We made the grid of this Area and After that we
measure the elevation for corner of the squares. We analysis the elevation and we find a slight
error (0.003 mm) in the full check of Elevations and this is may happen because of the Existence
of obstacles in the surface of the ground and Also the existence of light wind. Finally, We insert
the Elevation data to Surfer Program to draw the Contour map of our site.
Recommendation :
1. Use whatever mean of protection and comfort since it is summer and you are working
during the day.
2. The field has a non-uniform shape so be careful while using the tape to take the right
measurement.
3. Let all the team members work together so you get a really nice work and finish in no
time.
4. While reading the levels of the points, be sure to read until 3-degits after the comma.
References:
1. http://www.thefreedictionary.com/contour+map
2. http://en.wikipedia.org/wiki/Contour_line
3. http://en.wikipedia.org/wiki/File:Contour3D.jpg
Page 29 of 45
University of Dammam
College of Engineering
Dept. of Construction Engineering
Summer Training 2013-2014/1434-1435
Project #4
Setting out Highway route or Drainage.
Done by:
Abdulrahman Al-Turkmani 2120007880
Mohammed Thabit 2111090057
Mohammed Awead 2111090058
Momen Abu-Shehadah 2120007861
Al-Nu’man Al-Farouqi 2120007940
Instructors
Dr. Sami Abdalla Osman
ENG. Hassan Bakri
Page 30 of 45
Introduction:
Setting out highway route or drainage is the selecting the good
path to the route or the drainage. This process comes inside the
engineering surveying. We are in our major as construction and
environmental engineers concerned with highway and drainage design.
So in our project, we are setting out highway route in curvatures. There
are some curves such as shown in figure below:
We applied the simple curve in our project which is circular arc
connecting two tangents and it is most common.
We do this project in the campus. As shown as in the figure:
Site
Main
gate
of UD.
Page 31 of 45
Objectives:
Identify the equipment used in the field of setting-out road or
drainage and methods used in practice.
Knowledge of drawing longitudinal and cross section lay out
plan.
Knowledge of calculating earthwork quantities.
To obtain setting out points for a simple circular curve by pre-
computation and hence execute the fieldwork based on the
data computed.
Tools:
Figure 1: Total Station Figure 3: Prism
Figure 5: Tripod Figure 4: Steel Tape Figure 6: Leveling Staff
Figure 2: Automatic level
Page 32 of 45
Scope Of Study :
In this project we used two devices to collect the
required data for setting out the project. first of all, used
the TOTAL STATION to set out the curve of the road
which identified by eight points on the ground. Then, we
used the LEVEL to identify the reduce level for each
point to set out the longitudinal & cross section of the
road.
Procedures:
Mark the tangent points (T & U) on the ground from the
intersection point (IP), based on tangent length and the
total deflection angle (θ).
setting up theodolite or to total station at T and conduct
the temporary adjustment.
set reading 0°00’ on theodolite, and shoot the
telescope at IP as reference station.
After that, we rotated theodolite based on the first
deflection angle and chord length from pre-computation
data and mark the point on the ground.
repeat the same procedure for the second deflection
angle and chord length until reach the tangent point U.
Page 33 of 45
Observation and results:
Calculation Before Going to the Site:
Points Chainage Chord length Deflection angle Cumulative Def.angle
T 0 0 0 0
1 10 10 1718.9*(10/80)=
214.86=3o34’51.6" 3o34’51.6”
2 20 10 214.86 7o9’43.2”
3 30 10 214.86 10o44’34.8”
4 40 10 214.86 14o19’26.4”
5 50 10 214.86 17o54’18”
6 60 10 214.86 21o29’9.6”
U 69.813 9.813 1718.9*(9.813/80)= 210.84=3o30’50.4”
25o00’00”
In this project we take the radius R=80m, and the deflection angle θ=50°,
so the tangent length& Curve Length are:
= 2⁄ = 8 5
2⁄ = 37.3 .
= = 8 ( 5
8 ) = 69.8 3
Page 34 of 45
Measured Data
Points BS IS FS HPC RL Corr.(-) Corr.RL
BM 1.56
10.56 9
9
A
1.512
9.048 0.002 9.046
AR1
1.555
9.005 0.002 9.003
AR2
1.572
8.988 0.002 8.986
AR3
1.592
8.968 0.002 8.966
AL1
1.502
9.058 0.002 9.056
AL2
1.518
9.042 0.002 9.04
AL3
1.535
9.025 0.002 9.023
B
1.538
9.022 0.002 9.02
BR1
1.558
9.002 0.002 9
BR2
1.585
8.975 0.002 8.973
BR3
1.608
8.952 0.002 8.95
BL1
1.525
9.035 0.002 9.033
BL2
1.522
9.038 0.002 9.036
BL3
1.535
9.025 0.002 9.023
C
1.535
9.025 0.002 9.023
CR1
1.549
9.011 0.002 9.009
CR2
1.588
8.972 0.002 8.97
CR3
1.591
8.969 0.002 8.967
CL1
1.519
9.041 0.002 9.039
CL2
1.505
9.055 0.002 9.053
CL3
1.51
9.05 0.002 9.048
D
1.558
9.002 0.002 9
DR1
1.585
8.975 0.002 8.973
DR2
1.598
8.962 0.002 8.96
DR3
1.605
8.955 0.002 8.953
DL1
1.551
9.009 0.002 9.007
DL2
1.532
9.028 0.002 9.026
DL3
1.518
9.042 0.002 9.04
E
1.574
8.986 0.002 8.984
ER1
1.565
8.995 0.002 8.993
ER2
1.583
8.977 0.002 8.975
ER3
1.605
8.955 0.002 8.953
EL1
1.573
8.987 0.002 8.985
EL2
1.558
9.002 0.002 9
EL3
1.553
9.007 0.002 9.005
Page 35 of 45
F
1.524
9.036 0.002 9.034
FR1
1.551
9.009 0.002 9.007
FR2
1.555
9.005 0.002 9.003
FR3
1.571
8.989 0.002 8.987
FL1
1.534
9.026 0.002 9.024
FL2
1.539
9.021 0.002 9.019
FL3
1.549
9.011 0.002 9.009
G
1.531
9.029 0.002 9.027
GR1
1.536
9.024 0.002 9.022
GR2
1.55
9.01 0.002 9.008
GR3
1.523
9.037 0.002 9.035
GL1
1.551
9.009 0.002 9.007
GL2
1.57
8.99 0.002 8.988
GL3 1.555
1.553 10.562 9.007 0.002 9.005
H
1.579
8.983 0.004 8.979
HR1
1.588
8.974 0.004 8.97
HR2
1.58
8.982 0.004 8.978
HR3
1.575
8.987 0.004 8.983
HL1
1.575
8.987 0.004 8.983
HL2
1.572
8.99 0.004 8.986
HL3
1.576
8.986 0.004 8.982
BM
1.558
9.004 0.004 9
Page 36 of 45
Computing the Latitude, Departure & Angle for the missing Data:
A = 9. 9. 4 = − . 4
Simple Calculation Check:
Σ FS - Σ BS = first RL - Last RL
3.111 - 3.115= 9- 9.004
0.004= 0.004
Full Calculation Check:
IS + FS + (RLs except first) = (each HPC x number of
applications)
(85.541) + (3.111) + (513.284) = (10.56 *49) + (10.562*8)
601.936 = 601.936
Allowable misclosure = ± 5 √ mm
= ± 5√2 = 7.00 mm
Where n is the number of change of level so n it will be equal
to 2.
So the actual misclosure is LESS than the allowable
misclosure
4.0mm < 7.0mm
There are 2 backsights, so we set up the instrument 2 times
We divide 4 between 2 like this: 2 2
Page 37 of 45
8.92
8.94
8.96
8.98
9
9.02
9.04
9.06
C CR1 CR2 CR3 CL1 CL2 CL3
RL
Points
Cross Section (C)
Longitudinal and Cross Section Graph :
8.94
8.96
8.98
9
9.02
9.04
9.06
A B C D E F G H
RL
Points
Longtidunal Section
8.92
8.94
8.96
8.98
9
9.02
9.04
9.06
9.08
A AR1 AR2 AR3 AL1 AL2 AL3
RL
Points
Cross Section (A)
8.9
8.92
8.94
8.96
8.98
9
9.02
9.04
9.06
B BR1 BR2 BR3 BL1 BL2 BL3
RL
Points
Cross Section (B)
8.9
8.92
8.94
8.96
8.98
9
9.02
9.04
9.06
D DR1 DR2 DR3 DL1 DL2 DL3
RL
Points
Cross Section (D)
Page 38 of 45
8.92
8.93
8.94
8.95
8.96
8.97
8.98
8.99
9
9.01
E ER1 ER2 ER3 EL1 EL2 EL3
RL
Points
Cross Section (E)
8.96
8.97
8.98
8.99
9
9.01
9.02
9.03
9.04
F FR1 FR2 FR3 FL1 FL2 FL3
RL
Points
Cross Setion (F)
8.96
8.97
8.98
8.99
9
9.01
9.02
9.03
9.04
G GR1 GR2 GR3 GL1 GL2 GL3
RL
Points
Cross Section (G)
8.96
8.965
8.97
8.975
8.98
8.985
8.99
H HR1 HR2 HR3 HL1 HL2 HL3
RL
Points
Cross Section (H)
Page 39 of 45
Discussions and Conclusion:
This project was about making road connecting two existing roads
together by using the longitudinal and sectional line method. In order to
make this road we had to make a line and for every specific distance we
had to mark a point and measure the level of this point. Furthermore,
for each one of these points we made a sectional line with a specific
length divided to six points three from each side of the main (middle)
point and also measure the level of these points. This way we can be
sure that the road we are planning to make have a uniform shape and
the level of the beginning of this road has the same level as the first
road and the end of this road has the same level of the second road. We
had some problems and difficulties while applying this project. For
example, the ground wasn’t uniform and had a lot of desert grass on it
that what made it difficult to measure the distance by using the tape,
and the hot weather.
Recommendation:
1. Use whatever mean of protection and comfort working on the
project.
2. Keep in your mind the defects of working during the day time and be
ready for any difficulties you may in counter with the weather.
3. Since it is summer and you are working during the day try to be done
early before it’s getting too hot.
4. Arrange the work among the team members efficiently to help
moving the work smoothly and finish early.
5. If it possible to get rid of anything laying on field that may cause a
problem applying the project.
Page 40 of 45
University of Dammam
College of Engineering
Dept. of Construction Engineering
Summer Training 2013-2014/1434-1435
Project #5
Setting out a project.
Done by:
Abdulrahman Al-Turkmani 2120007880
Mohammed Thabit 2111090057
Mohammed Awead 2111090058
Momen Abu-Shehadah 2120007861
Al-Nu’man Al-Farouqi 2120007940
Instructor
Dr. Sami Abdalla Osman
ENG. Hassan Bakri
Page 41 of 45
Introduction:
The first task in setting out building is to locate it properly at the correct
lot by making measurement from the property lines. Most cities have an
ordinance establishing setback lines from the street between houses to
improve appearance and provide fire protection. Pegs are set initially at the
exact building corners as visual check on the positioning of the structure. As
shown as in the following figure:
The location of the building points can be established from the control
point by using radiation method, which can reduce the number of
instrument set up. The angles and distance of the lines are computed
before the building can be set out. The position is located on plan and
the bearings and distance of the building points are determined
based on the scale of the detail location plan and the points are
computed.
We do this project in the campus. As shown as in the figure:
Site
Main
gate
of UD.
Page 42 of 45
Objectives:
Obtain setting out points for a building based on the control points
observed by pre-computation and hence stake the building points.
Tools:
Figure 1: Total Station Figure 2 : Prism
Figure 4: Tripod Figure 3: Steel Tape
Page 43 of 45
Scope Of Study :
First of all we take the plan and then go to site we have done the building throughout process that we are going to mention them:
1. Doing some calculation for dimensions that are not clear. 2. Setting out the profile borders (out of building by 2 meters) to give
you the exact dimension of your building. 3. Using total station to make sure the angles are perpendicular to
each other. 4. Using a tape in some places where you can control the distance. 5. We make sure again that all the points of the buildings are in them
place.
Procedures:
1. Study the design drawing of a project on map according to the map
scale. 2. The location of the building is established on the location plan
based on the detail site plan plotted from the previous project to scale.
3. Based on the points marked on the plan, the bearing and the distance from the at least to control point to the rectangular building points are measured using a scale ruler and a protractor. The readings are then recorded on the site location plan.
4. The instrument is then set up at the first control point based on the plan evaluated for the marking of the building points. The instrument is temporary adjusted leveled and orientated to give an accurate position of the building based on the plan.
5. The four corners of the building are then located based on the bearings and distance from the location plan and then marked with offset pegs.
6. The instrument is then transferred to the second point and is temporary adjusted, leveled and orientated the building point are evaluated by sighting all the corners using bearings and distance, which must be similar to the values obtained on the location plan.
7. Strings are attached to each corners and the length of the building corners are determined based on the building measurements. The diagonals are evaluated to determine the position of the building whether at is truly rectangular or uneven.
Page 44 of 45
Observation and results:
Our Plan of Site:
Page 45 of 45
Discussions and Conclusion:
In the end of the project we learned how to set out a real building
from the plan drawing to the site which was a great experiment
especially for us as construction engineering, but during the work we
faced some of obstacles which delay our work, one of these obstacles
the dimensions on the plan were not all clear so we lost a lot of time to
get the missed dimension.
Recommendation:
6. Use whatever mean of protection and comfort working on the project.
7. Arrange the work among the team members efficiently to help moving
the work smoothly and finish early.
8. If it possible to get rid of anything laying on field that may cause a
problem applying the project.
9. Keep in your mind the defects of working during the day time and be
ready for any difficulties you may in counter with the weather.
10. Since it is summer and you are working during the day try to be done
early before it’s getting too hot.
11. If it possible to get rid of anything laying on field that may cause a
problem applying the project.
