“150”, Aptitude Test Questions and Answers for Land Technician Survey II – MDA & LGA.

 “150”, Aptitude Test Questions and Answers for Land Technician Survey II – MDA & LGA.

ABSTRACT

This aptitude test preparation material contains 150 multiple-choice questions and answers designed for candidates applying for the position of Fundi Sanifu Daraja la II Upimaji Ardhi (Land Technician Survey II) in Ministries, Departments, Agencies (MDAs) and Local Government Authorities (LGAs) in Tanzania. The questions cover essential land surveying knowledge and practical skills, including surveying calculations, levelling, traverse surveying, coordinate determination, topographic surveys, GNSS, setting out, survey equipment handling, field data collection, preparation of survey sketches, and quality control of survey records. Each question includes four answer options, the correct answer, and a detailed rationale to support understanding and self-assessment. The material aims to strengthen candidates’ technical competence, problem-solving abilities, and preparedness for public service aptitude examinations.

 

Prepared by: Land Technician Survey II

Based in Dar-es-salaam.

0628729934.

Date: October 13, 2026

 

Dear applicants,

This collection of questions and answers has been carefully prepared to help all of you to understand the key areas tested during the interview. The goal is to provide a useful, and practical study guide so you can all perform confidently and fairly in the selection process. I wish you the best of luck, and may this resource support you in achieving success!

 

Warm regards,

Land Technician Survey II

 

For Personal Use by Applicants Preparing for MDA and LGA Land Technician Survey II interview at Public Service Recruitment Service.

ALL QUESTIONS ARE COMPILED TOGETHER.

Question 1: Levelling and Error Detection

During a levelling exercise for a proposed public facility in Dodoma, a technician obtains a backsight of 1.425 m on a benchmark with a reduced level of 124.680 m. The foresight on point P is 2.185 m. A second calculation in the field book records the reduced level of P as 123.095 m. What is the most appropriate action before the survey proceeds?

A. Accept 123.095 m because it is the value recorded in the field book. B. Recalculate the reduced level from the original readings and correct the arithmetic discrepancy. C. Average the two reduced levels to minimise the effect of recording error. D. Repeat the foresight only and retain the original backsight without checking the setup.

Answer: B. Recalculate the reduced level from the original readings and correct the arithmetic discrepancy.

Rationale: The height of instrument is \(124.680+1.425=126.105\) m. Therefore, the reduced level of P is \(126.105-2.185=123.920\) m, not 123.095 m. The discrepancy must be investigated against the original field observations and corrected transparently in accordance with the field-recording procedure. Averaging two values does not correct an identifiable arithmetic mistake, and repeating only the foresight would be unnecessary unless there is evidence that the observation itself was unreliable. The original readings should remain traceable so that the correction does not compromise the integrity of the survey record.

Question 2: Selection of a Survey Control Point

A survey team is preparing to establish control for a cadastral survey near a growing settlement in Morogoro. A proposed control station has excellent visibility but lies on loose soil beside a frequently used access road. Another station is slightly less convenient to occupy but lies on stable ground and can be protected from disturbance. Which consideration should receive the greatest weight when selecting the station for long-term control?

A. The shortest possible walking distance from the field camp. B. The availability of a clear view in only the principal observation direction. C. The ease of transporting equipment to the station during the first visit. D. The stability, recoverability and suitability of the station for the intended observations.

Answer: D. The stability, recoverability and suitability of the station for the intended observations.

Rationale: A control station must provide a dependable reference for subsequent measurements. Stable ground reduces the likelihood that the mark will shift, while recoverability and suitability for the intended observations support future occupation and verification. Excellent visibility alone cannot compensate for a station that may move because of loose soil, road activity or construction. Accessibility and equipment transport are useful logistical considerations, but they are secondary to the station's technical reliability and long-term preservation. Where possible, the survey team should select a secure, well-documented position that meets the project's accuracy and visibility requirements.

Question 3: Levelling Instrument Setup

While carrying out differential levelling, a technician notices that staff readings are inconsistent after the instrument is moved to a new setup. The staff is held vertically, and the turning point appears stable. What is the most appropriate next step?

A. Check the setup and compensator, then carry out the appropriate instrument verification test before continuing. B. Repeat each staff observation and accept the mean without investigating the instrument. C. Change the benchmark and continue using the instrument without further checks. D. Apply an adjustment to the recorded reduced levels to make them agree with the previous setup.

Correct Answer: A. Check the setup and compensator, then carry out the appropriate instrument verification test before continuing.

Rationale: Inconsistent readings may result from an unstable setup, a malfunctioning compensator or a line-of-sight error. The technician should inspect the instrument and verify its performance using the appropriate test for the instrument type, such as a two-peg test where applicable. Averaging readings without investigating a possible systematic error may conceal the problem. Changing the benchmark or adjusting reduced levels without evidence would not resolve the underlying cause.

Question 4: Traverse Closure and Field Verification

A technician carries out a closed traverse around a proposed public plot. When the computations are completed, the calculated closing coordinates do not agree with the known coordinates of the starting control point. The discrepancy exceeds the permitted closure for the survey. Which action is most technically justified?

A. Distribute the entire discrepancy equally among all stations without further investigation. B. Change the starting coordinates to match the calculated closing coordinates. C. Inspect the observations and calculations, identify possible errors, and repeat affected measurements where necessary. D. Accept the traverse if the plotted boundary appears visually close to the expected shape.

Answer: C. Inspect the observations and calculations, identify possible errors, and repeat affected measurements where necessary.

Rationale: A traverse that fails to meet the applicable closure tolerance cannot automatically be accepted. The technician should check field-book entries, bearings or angles, distances, coordinate calculations and the integrity of the control coordinates. Where the investigation indicates unreliable observations, the affected measurements should be repeated under suitable conditions. Adjustment methods such as Bowditch's rule may be appropriate for distributing a residual misclosure in an otherwise acceptable traverse, but adjustment should not be used to conceal a blunder or make an unacceptable survey appear valid. Changing the known starting coordinates or relying on the visual appearance of a sketch would undermine the survey's positional reliability.

Question 5: Measuring a Horizontal Distance on Sloping Ground

A technician must determine the horizontal distance between two points along a straight, uniformly sloping line. The measured slope distance is 50.00 m, and the vertical angle of the line is \(12^\circ\) above the horizontal. Which horizontal distance should be used in the coordinate calculation?

A. 48.91 m, obtained by multiplying the slope distance by the cosine of the vertical angle. B. 51.11 m, obtained by dividing the slope distance by the cosine of the vertical angle. C. 10.40 m, obtained by multiplying the slope distance by the sine of the vertical angle. D. 49.75 m, obtained by subtracting the sine of the vertical angle from the slope distance.

Answer: A. 48.91 m, obtained by multiplying the slope distance by the cosine of the vertical angle.

Rationale: The horizontal component of a slope distance is \(D_h=D_s\cos\theta\), where \(D_s\) is the slope distance and \(\theta\) is the vertical angle measured from the horizontal. Thus, \(D_h=50.00\cos12^\circ\approx48.91\) m. The sine of the vertical angle gives the vertical component, approximately 10.40 m, rather than the horizontal distance. Dividing by the cosine would produce a distance larger than the slope distance, which is geometrically inconsistent in this situation. Accurate horizontal distances are essential for coordinate computations, plotting and calculating land areas.

Question 6: Establishing a Turning Point in Levelling

During a levelling run on a road project, a technician uses a loose stone as a turning point because it is conveniently positioned between two instrument setups. After moving the instrument, the stone shifts slightly when the staff is placed on it again. What is the principal consequence and appropriate response?

A. Retain the original reading because turning points need only be approximately stable. B. Average the readings before and after the instrument move to compensate for the shift. C. Apply a correction based on the estimated height of the stone's movement. D. Re-establish the turning point on a firm, stable surface and repeat the affected observations.

Answer: D. Re-establish the turning point on a firm, stable surface and repeat the affected observations.

Rationale: A turning point transfers elevation between successive instrument setups, so its position must remain stable while the backsight and foresight observations are made. If the support moves between observations, the readings no longer refer reliably to the same elevation, and the computed reduced levels may be wrong. A firm point, stable change plate or other suitable support should be used according to the field conditions. Averaging the readings or estimating a correction without sufficient evidence would not restore the lost reference. The affected section should be re-levelled and checked against the applicable closure requirements.

Question 7: Surveying Instrument Selection

A local government authority requires coordinates for several points on a proposed building site. The site is relatively open, intervisibility can be maintained, and the team needs efficient measurements of horizontal position and elevation-related information. Which instrument is generally the most suitable?

A. An automatic level, used to determine elevation differences between points B. A total station, used to measure angles and distances and determine coordinates C. A theodolite, used to measure angles, with distances obtained through a separate method D. An optical square, used primarily to establish right angles for offset measurements

Correct Answer: B. A total station, used to measure angles and distances and determine coordinates.

Rationale: A total station combines electronic angle and distance measurement and can determine point coordinates when correctly set up, oriented and connected to suitable control. It is well suited to efficient detail surveying where the instrument can observe the target points. An automatic level is primarily intended for elevation determination, a theodolite measures angles but does not ordinarily provide direct electronic distance measurements, and an optical square is mainly used to establish right angles. The final method must still meet the project's accuracy requirements.

Question 8: Benchmark Protection

Before starting a levelling survey for a public water project in Singida, a technician discovers that the benchmark indicated in the previous field notes has been disturbed by nearby excavation. Another undisturbed point is visible, but its elevation has not been established. What should the technician do?

A. Continue using the disturbed benchmark because it appears to occupy the original position. B. Assign the nearby point the same elevation and record the substitution in the field book. C. Establish a reliable elevation reference through an authorised, verifiable connection to suitable control before continuing. D. Use the first staff reading at the nearby point as its reduced level for the entire survey.

Answer: C. Establish a reliable elevation reference through an authorised, verifiable connection to suitable control before continuing.

Rationale: A benchmark provides a known elevation reference, and disturbance may have changed its height even if the mark remains near its original location. The technician should not assume that the old elevation is still valid or transfer it to another point without measurement. Instead, the team should identify a suitable unaffected benchmark or other authorised vertical control and establish the elevation of the replacement point through a properly documented levelling connection. The observations should be checked for acceptable closure. This preserves the integrity of the elevation datum and helps ensure that subsequent design levels, site elevations and construction setting-out are reliable.

Question 9: Field Notes and Data Integrity

During a boundary survey, a technician notices that one distance written in the field book differs from the value stored in the instrument's electronic file. The original field observation is available, but the reason for the difference is not yet known. What is the best course of action?

A. Use the electronic value because instrument-generated records are always more reliable than handwritten notes. B. Use the handwritten value because field books take precedence over electronic observations in every situation. C. Select whichever value produces a boundary closer to the expected area. D. Reconcile the records against the original observation and metadata, document the correction and retain an auditable record.

Answer: D. Reconcile the records against the original observation and metadata, document the correction and retain an auditable record.

Rationale: Neither a handwritten entry nor an electronic value should automatically be preferred without investigating the discrepancy. The technician should compare the original observation, instrument file, point identification, units, coding and any subsequent data-processing steps to establish whether the difference resulted from transcription, configuration or measurement. Any correction should be documented so that the original information and the reason for the change remain traceable. Choosing a value because it produces a preferred plot or area would introduce bias and could compromise the reliability of the survey. Proper record reconciliation supports verification, accountability and future rechecking.

Question 10: Calculating the Area of a Rectangular Plot

A technician measures a rectangular parcel intended for a local government facility. Its horizontal length is 84 m and its horizontal width is 57 m. The dimensions have been verified, and the sides meet at right angles. What is the parcel's area in hectares?

A. 0.4788 ha B. 0.04788 ha C. 4.788 ha D. 0.004788 ha

Answer: A. 0.4788 ha

Rationale: The area of a rectangle is its length multiplied by its width. Therefore, \(84\times57=4,788\text{ m}^2\). Since one hectare equals \(10,000\text{ m}^2\), the area in hectares is \(4,788/10,000=0.4788\) ha. The other options reflect errors in converting square metres to hectares, particularly shifting the decimal point by one or more places. The calculation assumes that the measured dimensions represent horizontal distances and that the parcel is rectangular; if these conditions were not satisfied, a more appropriate geometric or coordinate-based area calculation would be required.

Question 11: Coordinate Calculation from a Bearing

A survey technician measures a horizontal distance of 120 m on a line whose whole-circle bearing is \(060^\circ\), measured clockwise from north. Taking the starting point as the origin, which approximate coordinate increments should be applied to obtain the endpoint's coordinates, where eastings increase eastward and northings increase northward?

A. \(\Delta E=60.00\) m; \(\Delta N=103.92\) m B. \(\Delta E=103.92\) m; \(\Delta N=60.00\) m C. \(\Delta E=-103.92\) m; \(\Delta N=60.00\) m D. \(\Delta E=60.00\) m; \(\Delta N=-103.92\) m

Correct Answer: B. \(\Delta E=103.92\) m; \(\Delta N=60.00\) m.

Rationale: For a whole-circle bearing measured clockwise from north, the coordinate increments are \(\Delta E=D\sin\theta\) and \(\Delta N=D\cos\theta\). Therefore, \(\Delta E=120\sin60^\circ\approx103.92\) m and \(\Delta N=120\cos60^\circ=60.00\) m. Both increments are positive because a bearing of \(060^\circ\) places the endpoint northeast of the starting point.

Question 12: Orientation of a Total Station

A technician sets up a total station over a known control station and enters the correct instrument height. However, the technician mistakenly uses the bearing of a different reference line to orient the instrument. The measured distances appear reasonable, but the computed coordinates of detail points are rotated relative to the control framework. What is the most likely cause?

A. The instrument height was entered incorrectly, changing all horizontal directions. B. The instrument was oriented using an incorrect reference direction or backsight bearing. C. The prism constant was incorrect, rotating the computed coordinates about the station. D. The atmospheric pressure was entered incorrectly, changing the direction of north.

Answer: B. The instrument was oriented using an incorrect reference direction or backsight bearing.

Rationale: Total-station coordinate determination depends on correctly establishing the instrument's position and orientation relative to the control framework. If the instrument is centred over the correct station but oriented using the wrong reference bearing, measured directions will be interpreted relative to an incorrect azimuth, causing computed coordinates to be rotated or systematically displaced. An incorrect instrument height primarily affects height-related computations, while a prism constant error affects measured distances. Atmospheric corrections can influence distance measurements but do not ordinarily explain a systematic rotation of horizontal directions. The technician should verify the occupied station, backsight point, reference bearing and orientation settings before repeating or accepting the observations.

Question 13: Determining a Missing Reduced Level

A levelling team starts from a benchmark with a reduced level of 250.000 m. The team records three successive instrument setups:

·         Setup 1: backsight 1.250 m; foresight 2.040 m.

·         Setup 2: backsight 0.875 m; foresight 1.665 m.

·         Setup 3: backsight 1.420 m; foresight 0.955 m.

Assuming each foresight is on the turning point used for the following backsight, what is the reduced level of the final point?

A. 249.535 m B. 248.885 m C. 249.070 m D. 250.465 m

Correct Answer: B. 248.885 m.

Rationale: The change in reduced level across the levelling run is the sum of backsights minus the sum of foresights. The backsights total \(1.250+0.875+1.420=3.545\) m, while the foresights total \(2.040+1.665+0.955=4.660\) m. The net change is \(3.545-4.660=-1.115\) m. Therefore, the final reduced level is \(250.000-1.115=248.885\) m. The original options did not contain the correct result and duplicated one alternative.

Question 14: Survey Camp Preparation

A survey team is scheduled to work for four days in a remote village where equipment replacement and charging facilities are limited. The assignment includes levelling, detail surveying and establishing temporary survey marks. Which preparation strategy best reduces the risk of fieldwork being interrupted?

A. Carry only the instruments needed on the first day and obtain replacements after a fault occurs. B. Maximise the number of instruments carried, without preparing an inventory or assigning responsibility for them. C. Prepare an equipment and consumables checklist based on the work plan, verify instrument condition, and provide suitable spares, power and storage. D. Use the same batteries and accessories for all instruments regardless of compatibility, reducing the number of items transported.

Answer: C. Prepare an equipment and consumables checklist based on the work plan, verify instrument condition, and provide suitable spares, power and storage.

Rationale: Effective survey camp preparation matches equipment and supplies to the planned activities, duration and remoteness of the site. A checklist helps ensure that instruments, staffs, tripods, prisms, pegs, marking materials, batteries, chargers, field books and other necessary supplies are available and serviceable. Suitable spares and power arrangements reduce downtime, while proper storage and assigned responsibility help prevent loss or damage. Carrying unnecessary equipment increases transport and handling burdens, whereas relying on replacements after a failure is risky where suppliers are distant. Incompatible batteries and accessories can create additional problems rather than improve efficiency.

Question 15: Setting Out a Right Angle

A technician must set out a rectangular foundation using a total station. The first baseline has been established from the design coordinates, and the second side must depart at a right angle from the baseline. Which procedure most reliably establishes the required direction?

A. Set out a direction parallel to the baseline and adjust the second side to the required length. B. Use a magnetic compass to establish the perpendicular direction without checking the site orientation. C. Measure equal distances along the two sides and assume this establishes a right angle. D. Orient the instrument correctly, set out a \(90^\circ\) horizontal angle, and verify the resulting points against the design geometry.

Correct Answer: D. Orient the instrument correctly, set out a \(90^\circ\) horizontal angle, and verify the resulting points against the design geometry.

Rationale: Setting out a right angle requires establishing the correct direction, not merely measuring equal side lengths. A correctly oriented total station can set out the required \(90^\circ\) horizontal angle. The resulting points should be checked against the authorised design coordinates, distances and applicable tolerances. Incorrect orientation or an unverified angle can displace the foundation even if the measured side lengths appear correct.

Question 16: Recognising an Incorrect Staff Reading

During a levelling exercise, the backsight on a known benchmark is 1.340 m. The foresight on a lower point is recorded as 1.920 m. A trainee concludes that the lower point has a higher reduced level because the foresight reading is larger. Which explanation correctly identifies the error in the trainee's reasoning?

A. A larger foresight always indicates a higher point if the benchmark is known. B. A larger staff reading from the same instrument height indicates a lower point, because the vertical distance from the line of sight to the point is greater. C. The relative elevation cannot be inferred from staff readings unless the horizontal distance between the points is known. D. The foresight must be converted into a bearing before it can be compared with a backsight.

Answer: B. A larger staff reading from the same instrument height indicates a lower point, because the vertical distance from the line of sight to the point is greater.

Rationale: In the height-of-instrument method, the reduced level of a point observed from a particular setup is obtained by subtracting its staff reading from the height of instrument. A larger staff reading therefore produces a lower reduced level when the height of instrument is unchanged. Here, the height of instrument is the benchmark reduced level plus the backsight, and the foresight is subtracted from that height to obtain the lower point's reduced level. The horizontal distance is not needed for this basic comparison, and staff readings are vertical measurements rather than directions that must be converted into bearings.

Question 17: GNSS Surveying Under Tree Cover

A team uses a GNSS receiver to collect survey-detail positions near a densely vegetated settlement. Several points show unstable coordinates, and the satellite geometry indicator is poor. What is the most appropriate response?

A. Accept the coordinates if the receiver reports a fixed position, without examining the quality indicators. B. Average repeated observations at the same obstructed location and accept the result regardless of the reported quality. C. Assess signal obstruction and satellite geometry, improve observation conditions or the survey method, and verify results against suitable control. D. Increase the observation rate while keeping the same setup and accept the coordinates if successive values become similar.

Correct Answer: C. Assess signal obstruction and satellite geometry, improve observation conditions or the survey method, and verify results against suitable control.

Rationale: GNSS accuracy can be affected by obstructed satellite signals, multipath, poor satellite geometry and the positioning method used. Dense vegetation may reduce signal quality and produce unstable or biased positions. The team should assess the quality indicators, seek better observation conditions where practicable, use a suitable alternative method if necessary, and verify the results against appropriate control. A fixed solution or repeated similar readings does not, by itself, guarantee that the coordinates meet the project's accuracy requirements.

Question 18: Interpreting a Field Sketch

A technician prepares a field sketch of a parcel containing an irregular boundary, three existing buildings and a drainage channel. The sketch is intended to help another surveyor identify the observed features and relate them to the measured data. Which practice makes the sketch most useful?

A. Show identifiable stations, boundary details, relevant measurements, orientation and clear annotations consistent with the field observations. B. Draw the buildings larger than their measured dimensions so that they remain visible on the page. C. Include only the parcel's estimated area, omitting the measured details to keep the sketch simple. D. Draw a visually attractive outline and omit uncertain observations until the final plan is produced.

Answer: A. Show identifiable stations, boundary details, relevant measurements, orientation and clear annotations consistent with the field observations.

Rationale: A field sketch is a working record that helps connect observed features to survey stations, measurements and subsequent plotting. It should clearly identify relevant points and features, indicate orientation, include useful dimensions or references, and use annotations that agree with the original field observations. The sketch need not be a perfectly scaled final plan, but it must communicate the spatial relationships accurately enough for checking and reconstruction. Exaggerating features without explanation, omitting measurements or concealing uncertain observations can mislead the surveyor who later interprets the data. Any uncertainty should be recorded transparently.

Question 19: Calculating Earthwork Volume from Cross-Sections

A technician surveys two cross-sections along a proposed access road. The first cross-sectional area is 42 m² and the second is 58 m². The sections are 20 m apart. Using the average end-area method, what is the estimated volume of earthwork between them?

A. 840 m³ B. 1,000 m³ C. 1,160 m³ D. 2,000 m³

Correct Answer: B. 1,000 m³.

Rationale: Under the average end-area method, the estimated volume is the average of the two cross-sectional areas multiplied by the distance between them. Thus, \(V=\frac{42+58}{2}\times20=50\times20=1,000\text{ m}^3\). This method provides an estimate of the volume between the sections and assumes the average of their areas reasonably represents the intervening earthwork. Additional cross-sections may be required where the ground or design changes significantly.

Question 20: Maintaining Safety During a Roadside Survey

A technician is assigned to collect detail measurements along a busy road where vehicles pass close to the survey area. Which preparation is most appropriate before observations begin?

A. Position the tripod as close to moving traffic as possible to maintain a clear line of sight. B. Begin work immediately and ask pedestrians to warn the team when vehicles approach. C. Establish a safe work area, use appropriate high-visibility protective equipment, and coordinate traffic-control measures with the responsible authority where required. D. Place survey equipment on the carriageway and rely on the instrument operator to monitor approaching vehicles.

Correct Answer: C. Establish a safe work area, use appropriate high-visibility protective equipment, and coordinate traffic-control measures with the responsible authority where required.

Rationale: Roadside surveying exposes staff and equipment to traffic hazards. Before beginning, the team should assess the site risks, establish a safe working area, wear appropriate high-visibility protective equipment and arrange traffic management or authorisation where required. Instrument visibility and convenience must not take priority over the safety of the team and road users. Appropriate planning helps reduce the risk of collisions, equipment damage and interruption of fieldwork.

Question 21: Checking a Distance Measurement

A technician measures a baseline twice using a steel tape under similar conditions. The first measurement is 72.436 m and the second is 72.482 m. The project requires the measurement to be checked against a specified tolerance, but that tolerance has not yet been consulted. What is the most defensible action?

A. Use the shorter measurement because it is less likely to contain accumulated error. B. Use the arithmetic mean and accept the result without checking the tolerance. C. Compare the discrepancy with the applicable tolerance, investigate its cause and repeat the measurement if required. D. Use the longer measurement because steel tapes tend to produce shorter distances than the true value.

Answer: C. Compare the discrepancy with the applicable tolerance, investigate its cause and repeat the measurement if required.

Rationale: The difference between the two measurements is \(72.482-72.436=0.046\) m, or 46 mm. Whether that discrepancy is acceptable depends on the specified survey tolerance and the conditions under which the measurements were taken. The technician should consult the relevant specification, check tape alignment, tension, temperature effects, endpoint identification and recording, and repeat the measurement if necessary. Taking the mean may be appropriate after the observations have been shown to be valid and consistent with the required accuracy, but averaging cannot automatically make a measurement acceptable. Neither the shortest nor the longest reading is inherently more reliable.

Question 22: Bearing and Direction Interpretation

A survey technician records a whole-circle bearing of \(225^\circ\) for a line from station P to station Q. Bearings are measured clockwise from north. In which general direction does Q lie from P?

A. North-east B. South-east C. North-west D. South-west

Answer: D. South-west

Rationale: Whole-circle bearings begin at north at \(0^\circ\), pass through east at \(90^\circ\), south at \(180^\circ\), and west at \(270^\circ\). A bearing of \(225^\circ\) lies halfway between south and west, placing Q in the south-west quadrant relative to P. Correct interpretation of bearings is important when checking traverse directions, calculating coordinate increments and preparing field sketches. Confusing a whole-circle bearing with a quadrantal bearing or measuring clockwise from a different reference direction can lead to incorrect coordinate signs and incorrectly plotted survey lines.

Question 23: Instrument Centring Error

A technician sets up a total station over a control point but discovers after the observations that the instrument was not accurately centred over the station. The backsight orientation was otherwise correct. What is the principal concern?

A. The measured elevations must be incorrect by exactly the same amount as the centring error. B. The observations may originate from an incorrect instrument position, affecting computed coordinates and directions. C. The prism constant will automatically change to compensate for the displaced instrument. D. The electronic distance measurements will necessarily become invalid, even if the instrument and target remain visible.

Correct Answer: B. The observations may originate from an incorrect instrument position, affecting computed coordinates and directions.

Rationale: Accurate centring ensures that the instrument occupies the intended control point. If the instrument is displaced, observations are made from a different position, potentially affecting calculated directions and coordinates. The magnitude of the effect depends on the centring error, target geometry and survey configuration. The error does not necessarily invalidate every distance measurement or produce an equal error in elevation. The technician should assess the effect against the applicable tolerance, re-centre the instrument and repeat affected observations where necessary.

Question 24: Contour Interpretation

A technician examines a topographic plan for a proposed access road. The contour lines are closely spaced over one section and widely spaced over another. Assuming the contour interval is constant, what is the correct interpretation?

A. The closely spaced contours indicate a steeper slope, while widely spaced contours indicate a gentler slope. B. The closely spaced contours indicate a gentler slope, while widely spaced contours indicate a steeper slope. C. Both sections have the same slope because the contour interval is constant. D. Contour spacing indicates elevation only and provides no information about slope.

Answer: A. The closely spaced contours indicate a steeper slope, while widely spaced contours indicate a gentler slope.

Rationale: Contour lines connect points of equal elevation, and the contour interval specifies the vertical difference between successive contours. When that interval is constant, closely spaced contours indicate that a greater elevation change occurs over a shorter horizontal distance, representing a steeper slope. Widely spaced contours indicate that the same vertical change occurs over a greater horizontal distance, representing a gentler slope. This interpretation is useful when assessing road alignments, drainage, earthworks and site accessibility. Contour spacing does not itself provide an exact slope angle unless horizontal distances and elevation differences are measured or derived.

Question 25: Responding to Conflicting Boundary Evidence

During a cadastral survey near a village in Tanzania, a technician finds that an existing physical fence does not align with the boundary indicated by the available survey records. A landholder insists that the fence represents the legal boundary and asks the technician to place the new survey marks along it. What should the technician do?

A. Adopt the fence as the boundary because long-standing physical occupation always overrides survey records. B. Record the discrepancy, preserve relevant evidence and refer the boundary determination to the responsible authorised survey professional or authority. C. Place the new marks along the recorded boundary without documenting the conflicting fence. D. Split the difference between the fence and the recorded boundary to satisfy both parties.

Answer: B. Record the discrepancy, preserve relevant evidence and refer the boundary determination to the responsible authorised survey professional or authority.

Rationale: A physical fence is evidence of occupation or use, but it does not automatically establish the legally recognised boundary. Conversely, existing records should be checked for relevance, reliability and consistency with the applicable cadastral framework. The technician should record the observed discrepancy, identify the available survey marks and documents, retain appropriate field evidence and report the matter for determination by the authorised professional or competent authority under the applicable procedures. Unilaterally choosing either line, or inventing a compromise between them, could create a boundary error and prejudice the rights of affected parties. Accurate documentation and proper referral protect the integrity of cadastral work.

Question 26: Interpreting a Survey Plan Scale

A technician is examining a cadastral plan drawn at a scale of 1:2,500. The measured distance between two boundary points on the plan is 7.6 cm. Assuming the plan has not been enlarged or reduced, what is the corresponding ground distance?

A. 190 m B. 19 m C. 1,900 m D. 304 m

Answer: A. 190 m

Rationale: A scale of 1:2,500 means that one unit measured on the plan represents 2,500 of the same units on the ground. Therefore, \(7.6\text{ cm}\times2,500=19,000\text{ cm}\), which equals \(190\text{ m}\). The most common errors are failing to convert centimetres to metres or shifting the decimal point when applying the scale factor. A plan measurement should only be converted directly in this manner if the stated scale is valid and the document has not been resized. Where precise cadastral dimensions are required, the controlling survey records and applicable procedures must also be considered.

Question 27: Determining Reduced Level Using the Height of Instrument Method

During a levelling exercise, a land technician takes a backsight of 1.275 m on a benchmark with a known reduced level of 98.465 m. A foresight of 2.030 m is then observed on point X from the same instrument setup. What is the reduced level of point X?

A. 97.160 m
B. 99.740 m
C. 97.710 m
D. 101.770 m

Answer: C. 97.710 m

Rationale: The height of instrument (HI) is calculated by adding the backsight (BS) to the known reduced level (RL) of the benchmark:

[ HI=RL_{\text{BM}}+BS ]

[ HI=98.465+1.275=99.740\text{ m} ]

The reduced level of point X is obtained by subtracting the foresight (FS) from the height of instrument:

[ RL_X=HI-FS ]

[ RL_X=99.740-2.030=97.710\text{ m} ]

Therefore, the reduced level of point X is 97.710 m. The foresight is greater than the backsight, indicating that point X is lower than the benchmark. A common error is to report the height of instrument as the reduced level of point X or to add the foresight instead of subtracting it. This method is valid provided the readings are correctly recorded and taken from the same instrument setup.

Question 28: Obstacle in Chain Surveying

During a chain survey of a proposed public facility, two stations are visible to one another, but a deep drainage channel prevents the survey team from measuring the direct ground distance between them. Which approach is most appropriate if the channel cannot be crossed safely and a suitable alternative geometric arrangement can be established?

A. Estimate the distance visually and use it as the measured baseline. B. Establish suitable auxiliary lines or offsets that allow the required distance to be determined geometrically. C. Shorten the baseline until the channel is avoided and assume the original distance remains unchanged. D. Measure along the channel's edge and use that length as the direct distance between the stations.

Answer: B. Establish suitable auxiliary lines or offsets that allow the required distance to be determined geometrically.

Rationale: Chain surveying sometimes encounters obstacles that prevent direct measurement even when the relevant stations remain intervisible. Where appropriate, the surveyor can establish auxiliary lines, perpendicular offsets or another suitable geometric arrangement that permits the required distance or position to be calculated. The selected method must provide enough reliable measurements to determine the unknown quantity and should be checked for consistency. Visual estimation is not a substitute for measurement, and the length along a drainage channel's edge is not necessarily the straight-line distance between the original stations. Safety and the geometry of the field arrangement should guide the choice of procedure.

Question 29: Calculating the Area of a Triangular Plot

A technician measures the horizontal base of a triangular parcel as 68 m and its perpendicular horizontal height as 42 m. The dimensions refer to the same triangle. What is its area?

A. 2,856 m² B. 1,512 m² C. 2,100 m² D. 1,428 m²

Answer: D. 1,428 m²

Rationale: The area of a triangle is calculated using \(A=\frac{1}{2}bh\), where \(b\) is the base and \(h\) is the perpendicular height. Substituting the measurements gives \(A=\frac{1}{2}\times68\times42=1,428\text{ m}^2\). Multiplying the base by the height without dividing by two produces 2,856 m², which is the area of a rectangle with those dimensions rather than the triangle. The height must be perpendicular to the selected base; an arbitrary sloping side cannot be substituted for the perpendicular height without an appropriate geometric calculation.

Question 30: Magnetic Bearing and Grid Bearing

A technician uses a magnetic compass to obtain a bearing for a line in the field. The project, however, requires the line to be plotted using grid bearings referenced to the designated coordinate grid. Which action is most appropriate?

A. Use the magnetic bearing directly because north has the same direction in every reference system. B. Add 90° to the magnetic bearing because grid north is defined perpendicular to magnetic north. C. Convert the magnetic bearing to the required grid reference using the applicable magnetic declination and grid convergence information, with the correct sign convention. D. Reverse the magnetic bearing by 180° and use it as the grid bearing.

Answer: C. Convert the magnetic bearing to the required grid reference using the applicable magnetic declination and grid convergence information, with the correct sign convention.

Rationale: Magnetic north, true north and grid north are distinct reference directions, and the angular differences between them must be considered when converting bearings. Magnetic declination describes the difference between magnetic and true north, while grid convergence describes the difference between true north and grid north. The appropriate conversion depends on the project's reference system, the local values and the sign convention being used. Applying an arbitrary 90° rotation or reversing the bearing does not perform the required conversion. A technician should use the authoritative project information rather than assume that magnetic and grid bearings are interchangeable.

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