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Corre Midterms > Horizontal and Vertical Distance > Flashcards

Horizontal and Vertical Distance Flashcards

1
Q

Horizontal Distance

A

Distance by Measurement
Distance by Mechanical Device
Distance by Electronic Distance Measurement

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2
Q

Distance by Measurement

A
  1. Pacing
  2. Taping
  3. Tachymetry
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3
Q

Length of step in walking

A

Pacing

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4
Q

Length of one’s pace

A

Pace Factor-

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5
Q

Pacing Relative Precision

A

1/200

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6
Q

Most common method of measuring or laying out of horizontal distances.

Measured by stretching a calibrated tape between two points and reading distance indicated on the tape.

A

Tape

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7
Q

Relative Precision of Taping

A

1:1000 to 1:25000

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8
Q

Based on optical geometry

A

Tacheometry

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9
Q

Determining horizontal distance

Precision depends on instrument, skills of the observer, length to be measured, parallax and refraction

Used in the topographic survey

A

Stadia Method

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10
Q

Precision of Stadia Method

A

1/300 and 1/1000

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11
Q

Stadia Method Formula:

A

D=Ks+C

Where:
K= Stadia Interval Factor (100)
s= stadia interval (upper-lower reading)
C= stadia constant (distance from the center of the instrument to the principal focus) value: 0

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12
Q

How long is Subtense bar

A

= 2 meters long

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13
Q

Subtense Bar Method

A

D= (𝑆/2)/tan⁡〖𝛼/2〗

S= 2.0 m

D= 1/tan⁡〖𝛼/2〗 or cot𝛼/2

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14
Q

Distance by Mechanical Device

A
  1. By Odometer
  2. By Measuring Wheel
  3. Optical Rangefinder
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15
Q

Measuring the number of revolution of the wheel

A

By Odometer

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16
Q

Odometer Precision

A

1/200

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17
Q

Similar to odometer except more portable and self
Contained

A

By Measuring Wheel

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18
Q

Uses single-lens reflex camera

A

Optical Rangefinder

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19
Q

Precision of Optical Rangefinder

A

1/50 for distance less than 500 meters

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20
Q

Distance by Electronic Distance Measurement

A
  1. Geodimeter
  2. Tellurometer
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21
Q

Very careful measurement in determining the interval of time between emission and reception of transmitted waves.

A

Electronic Distance Measurements

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22
Q

Basic Principle: Linear Distance are based time required for radio or light wave to travel from one end of a line to the other.

A

a. Electro-Optical Instruments
b. Microwave Instruments

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23
Q

Instrument that transmit wavelength within the visible spectrum

A

Electro-Optical Instruments

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24
Q
  • Transmit microwave corresponding to wavelengths of about 1.0 to 8.6 mm.
A

Microwave Instruments

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25
Q

Projects a pulsating visible light beam to a reflector which returns the light to the instrument.

A

Geodetic Distance Meter

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26
Q

Utilize a high frequency microwave transmission
distance can be computed on the basis of velocity of radio waves

A

Tellurometer

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27
Q

Precision of Geodetic Distance Meter:

A

1/200,000

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28
Q

Precision of Tellumeter:

A

1/300,000

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29
Q
  • surveyor’s or engineer’s tape
  • Most common: 30 meter tape
A

Steel Tapes

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30
Q
  • Tapes woven from synthetic materials with strong dimensional stability.
  • Use when working on electrical installation
A

Non-metallic tapes

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31
Q

LIST OF Measuring Tape

A

SNILFW
1. Steel Tapes
2. Non-metallic tapes
3. Invar Tapes
4. Lovar Tape
5. Fiberglass
6. Wires

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32
Q

Invar Tapes are made of how many percent of alloy nickel?

A

35%

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33
Q

Invar Tapes are made of how many percent of Steel?

A

65%

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34
Q

Properties and costs somewhere between the conventional steel tapes and invar tape.

A

Lovar Tape

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35
Q

Made of fiberglass in a longitudinal and transverse pattern

A

Fiberglass

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36
Q

Flat steel tape utilized in measuring lengths.

A

Wires

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37
Q

Measurement directly along the slopes when the ground is of uniform inclination and fairly smooth.

A

Slope Taping

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38
Q

List Corrections

A

TPS
Corrections Due to Temperature
Corrections Due to Pull
Corrections Due to Sag

39
Q

Tape Correction - TOO LONG

A

Measuring - ADD
Layout - SUBTRACT

40
Q

Tape Correction - TOO SHORT

A

Measuring -SUBTRACT
Layout - ADD

41
Q

Tape Correction

A

Corr = TL-NL

42
Q

Vertical Distance

A
  1. Leveling
  2. Level Surface
  3. Level Line
  4. Horizontal Surface
  5. Horizontal Line
  6. Vertical Line
  7. Mean Sea Level
  8. Geoid
  9. Datum
  10. Elevation
  11. Difference in Elevation
43
Q

Directly or indirectly measuring vertical distances to determine the
elevation of points or difference in elevation.

A

Leveling

44
Q

Leveling Used in:

A
  1. Engineering design
  2. Construction
  3. Production of topographic map
44
Q

Leveling Used in:

A
  1. Engineering design
  2. Construction
  3. Production of topographic map
45
Q

Curved surface which any point perpendicular to the direction of gravity or plumb line

A

Level Surface

46
Q

Curved line in a level surface all points of which are normal to the direction of gravity and equidistant from the center of the earth.

A

Level Line

47
Q

Plane tangent to a level surface at a particular point

A

Horizontal Surface

48
Q
  • Straight-line in a horizontal plane which is tangent to a level line at one point.
  • Perpendicular to the direction of gravity at the point of tangency
A

Horizontal Line

49
Q

-line parallel to the direction of gravity.

A

Vertical Line

50
Q
  • Imaginary surface of the sea which is
    midway between high and low tides.
  • Reference surface to which most
    ground elevations are referred.
A

Mean Sea Level

51
Q

How to determine Mean Sea Level?

A

Averaging the height of the sea’s surface for all its tide stages over a long period of time which may extend to about 20 years

52
Q

The state of gravitational equilibrium.

A

Mean Sea Level

53
Q

The model of the global mean sea level.

A

Geoid

54
Q

Convenient level surface parallel to the mean sea level to which elevations of a particular are referred.

A

Datum

55
Q

Abstract coordinate system with a reference surface (such as sea level) that serves to provide known locations to begin surveys and create maps.

A

Geodetic datum

56
Q

Vertical Distance above or below mean sea level

A

Elevation

57
Q

Above mean sea level

A

Positive Elevation

58
Q

Below mean sea level

A

Negative Elevation =

59
Q

Vertical distance between the two level surfaces in which the point lie.

A

Difference in Elevation

60
Q

Errors in Leveling

A

IPN
1. Instrumental Errors
2. Personal Errors
3. Natural Errors

61
Q

Imperfection in the instruments either from faults in their manufacturers or from improper adjustments

A

Instrumental Errors

62
Q

List of Instrumental Errors

A

IRD
a. Instrument out of Adjustment
b. Rod Not Standard Length
c. Defective Tripod

63
Q
  • leveling being out of adjustments
  • error will gently minimized or eliminated if the backsight and foresight distance are kept nearly equal.
A

Instrument out of Adjustment

64
Q

-inaccurate graduations or divisions on a rod which may introduced systematic errors

A

Rod Not Standard Length

65
Q

Effect of Rod Not Standard Length

A

Effects: incorrect markings on the tape.

66
Q

Movement of the level due to setting of the tripod legs.

A

Defective Tripod

67
Q
  • Limitations of senses, skills, training and teamwork
  • Erroneous manipulation
A

Personal Errors

68
Q

List of Personal Errors

A

BPFRIU
a. Bubble Not Centered
b. Parallax
c. Faulty Rod Readings
d. Rod not Held Plumb
e. Incorrect Setting of Target
f. Unequal Backsight and Foresight Distances

69
Q

Datum that Fit in a certain region.

A

Local Datum

70
Q

Datum that fit worldwide.

A

Earth-centered datum.

71
Q
  • bubbles is not centered in the level vial
A

Bubble Not Centered

72
Q

How to fix the problem, bubbles is not centered

A

The instrument should not be unnecessarily handled.

73
Q
  • slightly divergent value could be res.
    -relative displacement b/w image focusing lens.
A

Parallax

74
Q

-misreading number in meters and decimals when taking rod readings.

A

Faulty Rod Readings

75
Q
  • Instruments are equipped with 3 horizontal hairs
  • 3 reading are usually recorded.
    Note:
    the difference between the middle and lower readings =difference between middle and upper readings.
A

Precise Levelling

76
Q
  • rod not held as nearly vertical as possible.
A

Rod not Held Plumb

77
Q

What if foresight are consistently greater than backsights?

A

= errors will be cumulative

78
Q

not handle levelling rod carefully

A

Incorrect Setting of Target

79
Q

Make backsight and corresponding foresight distance nearly equal

A

Unequal Backsight and Foresight Distances

80
Q

Effects of Unequal Backsight and Foresight Distances.

A

Error due to imperfect adjustments and error due to curvature and refraction are reduced or totally eliminated.

81
Q

How to balance Foresight and Backsight?

A
  • taping, pacing, or stadia measurement
82
Q

Could not be totally removed but their effects can be reduced by applying corrections

A

Natural Errors

83
Q

Can occur in long sights and when backsights and foresights are not equal.

A

Curvature of the Earth

84
Q

Curvature error

A

.07/100 meters

85
Q

List of Natural Errors

A

a. Curvature of the Earth
b. Atmospheric Errors
c. Temperature Variations
d. Wind
e. Settlement of Instruments
f. Faulty Turning Point

86
Q
  • Fluctuating refraction in the atmosphere.
  • Likely because heatwaves are present making the rod unsteady when sight is taken.
A

Atmospheric Errors

87
Q

How to be avoid Atmospheric Errors?

A

Short distances.

88
Q

Can be neglected or is negligible

A

Ordinary Leveling

89
Q

Combined corrections for curvature and refraction are applied to observed rod readings.

A

Precise Leveling

90
Q

Level rods either expand or contract.

A

Temperature Variations

91
Q

Shakes a leveling instrument making it difficult to center the bubble in
the level vial.

A

Wind

92
Q

Cumulative since every settlement of the instrument increase the
computed elevations of all error observed points by the amount of
settlement.

A

Settlement of Instruments

93
Q
  • Differential leveling work
    - source of error
    - settlement of instrument
    - cumulative type
A

Faulty Turning Point

Corre Midterms (7 decks)

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