Past Questions

Step-by-step reasoning: 1. Definition: Leveling is a branch of surveying used to determine the relative heights (elevations) of points on the Earth's surface. 2. Process: It involves measuring vertical distances from a known reference point, called a 'datum' (such as Mean Sea Level or an arbitrarily assumed benchmark). 3. Analysis of options: (a) Leveling is the specific process of finding elevations. (b) Surveying is the broad umbrella term that includes leveling, chaining, and theodolite work. (c) Contouring is the process of drawing lines connecting points of equal elevation, which is a result of leveling, not the method of finding the elevation itself. (d) 'Level of surface' is a descriptive term, not a surveying process. Therefore, 'Leveling' is the precise technical term for the operation described.

Step-by-step analysis of the options: 1. **Sextant (Option c):** A sextant is a doubly reflecting instrument used primarily in navigation and surveying to measure the angular distance between two visible objects (e.g., the angle between a celestial body and the horizon). It is specifically designed for the measurement of angles. 2. **Geodimeter (Option a):** This is an electronic distance measurement (EDM) instrument that uses light waves (infrared) to measure the distance between two points. It is used for linear measurement, not angle measurement. 3. **Tellurometer (Option b):** This is an EDM instrument that uses microwave signals to measure long distances. Like the Geodimeter, it is used for distance measurement. 4. **Telescope (Option d):** While a telescope is a critical component of angle-measuring instruments (like the Theodolite or Transit), a telescope by itself is an optical device used for magnification and sighting of distant objects. It does not have the graduated scales required to measure an angle independently. Therefore, the only instrument listed specifically used for the measurement of angles is the Sextant.

In surveying and leveling, the vertical distance of a point above or below a fixed reference surface (called the datum) is defined by two interchangeable terms: 1. **Reduced Level (RL):** This is the technical term used in leveling to denote the vertical distance of a point relative to the datum. If the point is above the datum, the RL is positive; if below, it is negative. 2. **Elevation:** This is a general term used to describe the height of a point above a given reference level (usually Mean Sea Level, which serves as the global datum). Since both 'Reduced Level' and 'Elevation' refer to the same vertical distance from the datum, both options (a) and (b) are correct. Option (c) 'Height of the Instrument' is incorrect because it refers to the vertical distance from the datum to the line of sight (axis) of the leveling instrument, not the distance to the specific point being measured.

In theodolite surveying, reading both verniers (Vernier A and Vernier B) is a standard procedure used to eliminate errors related to the graduation of the circular scale. 1. **Graduation Error:** This occurs when the divisions on the main scale are not perfectly uniform or if there is a slight misalignment in the engraving of the scale. Since Vernier A and Vernier B are located 180 degrees apart on the circular scale, they read different parts of the scale for the same line of sight. By taking the average of the two readings, the graduation error is neutralized. 2. **Why other options are incorrect:** - **Personal Error:** These are caused by the observer (e.g., poor centering or parallax) and are reduced by careful practice and taking multiple readings, not specifically by using both verniers. - **Observation Error:** This is a general term for errors during the reading process; while reading both verniers helps verify the reading, it specifically targets the scale's physical graduation. - **Eccentricity Error:** This occurs when the axis of rotation of the instrument is not coincident with the center of the graduated circle. While reading both verniers helps in detecting eccentricity, the primary purpose of the dual-vernier system in standard theodolite operation is to eliminate graduation errors. (Note: In some advanced contexts, eccentricity is also mitigated, but 'Graduation' is the textbook answer for the primary purpose of reading both verniers in basic surveying).

In Chain Surveying, the field book is used to record measurements and sketches of the survey area. The standard size of a field book is generally 20 cm x 12 cm. It is opened lengthwise (longitudinally) so that the entries can be made from the bottom of the page upwards, mirroring the direction of the survey progress in the field. This allows the surveyor to easily plot the data later. Option (a) matches the standard technical specification used in surveying textbooks and practice. Options (b), (c), and (d) provide dimensions that do not conform to the standard industry size for a traditional surveying field book.

In Total Station surveying, there are two primary modes of distance measurement: Prism Mode and Non-Prism (Reflectorless) Mode. 1. **Prism Mode**: Uses a retro-reflector (prism) to bounce the signal back to the instrument. Because the prism is highly efficient, the range can be very long (often 3km to 5km). 2. **Non-Prism Mode**: The instrument measures the distance by reflecting the signal off a natural surface (like a wall or rock). Since natural surfaces are poor reflectors compared to prisms, the signal attenuates quickly, significantly limiting the range. While different manufacturers have different specifications, in the context of standard technical examinations for surveyors and common mid-range Total Stations (such as those frequently used in government land revenue departments), the standard rated range for reliable non-prism measurement is typically cited as 200 meters. Beyond this distance, the signal-to-noise ratio becomes too low for accurate measurement unless the target is highly reflective. Therefore, option (a) 200m is the most accurate standard answer for this technical specification.

In surveying, a standard metric chain (such as a 20m or 30m chain) is traditionally divided into 100 equal parts called 'links'. Step-by-step breakdown: 1. Total length of the chain = 20 meters. 2. Number of links = 100. 3. Length of one single link = Total Length / Number of links = 20m / 100 = 0.2m (or 20 cm). Comparing with options: - Option (a) 150 links: Incorrect. This is not a standard division for a metric chain. - Option (b) 100 links: Correct. This is the standard specification for a 20m metric chain. - Option (c) 200 links: Incorrect. - Option (d) 250 links: Incorrect.

The collimation method (also known as the Height of Instrument method) is a standard technique used in leveling to determine the reduced levels (RL) of various points. 1. **Differential Leveling:** This is the primary method used to find the difference in elevation between two points. The collimation method is frequently used here to calculate the RL of a new point based on a known benchmark. 2. **Profile Leveling:** This involves determining the elevations of points at measured intervals along a fixed line (like the centerline of a road or railway). The collimation method is the most efficient way to process these readings because the instrument remains in one position for multiple readings, allowing the surveyor to simply subtract staff readings from the established Height of Instrument (HI). 3. **Check Leveling:** This is a verification process (closing the loop) to ensure accuracy; while it uses the same calculations, it is a quality control step rather than a primary application of the method for data collection. Since the collimation method is fundamentally applicable to both profile and differential leveling, option (d) is the correct choice.

In leveling, a Bench Mark (BM) is a reference point of known elevation. There are different types of Bench Marks based on their permanence and purpose: 1. **Temporary BM (TBM):** This is a point whose elevation is established for a short period of time. It is typically used at the end of a day's work so that the leveling can be resumed from the same point the next day. It is not intended for long-term use. 2. **Arbitrary BM:** This is a point to which a convenient assumed elevation (e.g., 100.00 m) is assigned. It is used when the absolute elevation (Reduced Level) is not required, only the relative difference between points. 3. **GTS BM (Great Trigonometrical Survey BM):** These are permanent benchmarks established by national agencies (like the Survey of India) with high precision. They serve as the primary reference for all other leveling work in a region. 4. **Present BM:** This is not a standard technical term used in surveying to categorize types of benchmarks. Since the question specifically asks for the benchmark established at the end of a day's work to facilitate the continuation of the survey, the correct term is Temporary BM.

In surveying, the telescope of a leveling instrument contains a cross-hair system (reticle). The primary cross-hairs consist of one vertical hair and one central horizontal hair used for taking precise level readings on a staff. To enable the measurement of distances without a tape (a process called tachymetry or stadia leveling), two additional horizontal hairs are provided—one above and one below the central horizontal hair. These are known as 'Stadia hairs'. The distance between these two stadia hairs is constant (the stadia interval), and by multiplying the difference in readings between the upper and lower stadia hairs by a constant (usually 100), the horizontal distance to the staff can be calculated. Why other options are incorrect: - a. Focusing: This refers to the process or the knob used to make the image of the staff clear, not a physical hair in the reticle. - b. Diaphragm: This is the aperture or the circular opening that limits the light entering the telescope; it is not a hair. - c. Cross hair: While the stadia hairs are part of the cross-hair assembly, 'cross hair' generally refers to the primary central intersection used for leveling, whereas the question specifically asks for the 'two more' horizontal hairs.

In Plane Table Surveying, the 'Three Point Problem' (also known as the method of resection) is used to establish the position of the station where the plane table is set up by sighting three known points. There are two primary methods used to solve this problem: 1. The Graphical Method (also known as the Leibniz method): This involves drawing circles or arcs to find the intersection point. 2. The Analytical Method (also known as the Bessel method): This involves mathematical calculations using coordinates and trigonometry to determine the exact position of the station. Since there are two distinct approaches (Graphical and Analytical) to solve the three-point problem, the correct answer is 2.

An Alidade is a sighting device used in Plane Table Surveying. It consists of a straightedge (ruler) with an attached sighting mechanism (either a plain alidade with vanes or a telescopic alidade) used to draw lines of sight (rays) from the station to the object being plotted. Why other options are incorrect: - a. Tacheometry: Uses a Tacheometer (a transit theodolite equipped with stadia hairs) to measure distances and elevations. - c. Chaining: Uses chains, tapes, and arrows for linear measurements. - d. Compass surveying: Uses a Prismatic or Surveyor's compass to determine the magnetic bearing of lines.

In chain surveying, 'Sag' refers to the phenomenon where a chain or tape hangs in a curve (catenary) between two support points due to its own weight when measured over a long distance or suspended. Because the curved path is longer than the straight-line distance between the two points, the measured length is always greater than the actual horizontal distance. Since this error occurs consistently in the same direction (overestimating the distance) for every length measured, it is classified as a cumulative error. Regarding the other options: - 'Fag', 'Rag', and 'Lag' are not technical terms used to describe sources of measurement error in surveying. They are distractors used in the multiple-choice format.

In chain surveying, perpendicular offsets are used to locate points or objects from the main chain line. To ensure the offset is exactly 90 degrees (perpendicular), specific tools are used. 1. **Cross Staff (Option d):** A traditional tool used to set out right angles from the chain line. 2. **Optical Square (Option c):** A more precise instrument that uses mirrors to reflect a line of sight at exactly 90 degrees to the chain line. 3. **Steel Tape (Option b):** Once the perpendicular direction is established by a cross staff or optical square, a steel tape (or chain) is used to measure the actual distance of the offset. **Line Ranger (Option a):** A line ranger is used for 'ranging' a line—which means establishing a straight line between two distant points. It helps the surveyor ensure that the chain line is straight, but it cannot be used to set out a perpendicular angle for offsets. Therefore, it is not used in measuring perpendicular offsets.

A Total Station is an electronic/optical instrument used in modern surveying that combines an Electronic Distance Meter (EDM) with an electronic theodolite. 1. **High Resolution and High Accuracy (Options a & b):** These are incremental improvements in the quality of sensors and electronics. While modern instruments are more accurate and have higher resolution than older ones, these are considered 'specifications' or 'enhancements' rather than a new 'development' or category of technology. 2. **Automatic (Option d):** Most total stations are already 'automatic' in terms of calculating coordinates and distances. This is a standard feature of all electronic total stations. 3. **Robotic (Option c):** Robotic Total Stations represent the latest major technological leap. Unlike conventional total stations that require an operator to stand behind the instrument to sight the target, a Robotic Total Station can be operated remotely via a data collector. It features an automated motorized drive that allows the instrument to track a prism automatically (Auto-tracking) and rotate itself. This allows for 'one-person surveying,' significantly increasing efficiency and safety. Therefore, 'Robotic' is the correct answer as it represents the most advanced evolutionary stage of the technology.

The Global Positioning System (GPS), originally known as Navstar GPS, was developed by the United States Department of Defense. The first Block I developmental satellite was launched on February 22, 1978. This marked the beginning of the satellite launch phase to establish the constellation required for global positioning. Analysis of other options: - 1960: This was the era of early satellite experiments (like TIROS or early communication satellites), but GPS development had not yet begun. - 1989: By this time, the system was already operational for military use and expanding, but launches had started a decade prior. - 1995: This is well after the initial launch phase; by the mid-90s, the system was approaching Full Operational Capability (FOC), which was officially declared in 1995.

The fundamental principle of surveying is to work 'from whole to part'. This means that a large area is first enclosed by a few main control points with high precision (the 'whole'). Once this primary framework is established, the interior is divided into smaller triangles or sections (the 'parts') for detailed surveying. Reasoning for this approach: 1. Prevention of Error Accumulation: If one works from 'part to whole', small errors made in individual measurements would accumulate and multiply, leading to a significant discrepancy in the final boundary of the survey. 2. Error Localization: By working from whole to part, any errors made during the detailed surveying of a small section are contained within that specific part and do not affect the overall accuracy of the entire survey area. Analysis of other options: - Option b (Centre to boundary) and Option d (Boundary to centre) are not standard surveying principles; they describe directions of movement rather than a methodology for error control. - Option c (Part of whole) is the inverse of the correct principle and would lead to the accumulation of errors.

In surveying, the workflow is broadly divided into two main phases: Field Work and Office Work. 1. Field Work: This involves all activities performed on-site at the location being surveyed. This includes reconnaissance, establishing control points, and the actual measurement of distances, angles, and elevations. 'Setting of instrument' (centering and leveling) is a critical step performed in the field to ensure the instrument is correctly positioned over a station before measurements are taken. 2. Office Work: This involves the processing of the raw data collected during field work. It includes: - Calculation of observed data: Converting raw readings into usable coordinates or distances. - Processing: Organizing the data and applying corrections (e.g., atmospheric or curvature corrections). - Analyzing: Interpreting the results to ensure accuracy and consistency. - Plotting/Drafting: Creating the final map or plan. Since 'Setting of instrument' is a physical activity performed on-site, it is categorized as field work, not office work.

In Plane Table Surveying, there are several methods used to locate points on the map. 1. **Radiation Method**: This is the simplest method where the plane table is set up at a single station. Rays are drawn from this instrument station towards the various points to be located. The distance between the station and the point is then measured and plotted on the map to scale. This matches the description in the question. 2. **Intersection Method**: This method is used to locate points that are inaccessible. It involves observing the point from two different instrument stations; the point is located at the intersection of the two rays drawn from these stations. 3. **Traversing Method**: This is used to establish a framework of stations. It involves moving the plane table from one station to another, drawing a line between them, and repeating the process to create a series of connected lines. 4. **Plane table**: This is the name of the instrument/overall surveying technique, not a specific method of locating a point within that technique.

A Total Station is an integrated instrument combining an Electronic Distance Meter (EDM), an electronic theodolite, and an onboard computer. 1. **Microprocessor (Correct):** The microprocessor acts as the 'brain' of the Total Station. It is the unit responsible for processing the raw data collected by the EDM (distance) and the electronic encoders (angles) to calculate coordinates (X, Y, Z) using trigonometric formulas in real-time. 2. **Data Collector (Incorrect):** While a data collector stores and manages the data, it is essentially an interface or a peripheral device. The actual mathematical processing of the raw signals into usable survey data happens within the instrument's microprocessor. 3. **EDM (Incorrect):** The Electronic Distance Meter is the hardware component used specifically for measuring the slope distance between the instrument and the prism; it does not process the overall survey data. 4. **Storage System (Incorrect):** The storage system (internal memory or SD card) is used only to save the processed data for later retrieval; it has no processing capability.

A deflection angle is the angle by which a survey line deviates from the prolongation of the preceding line. To measure this directly using a theodolite: 1. The instrument is set up at the station where the change in direction occurs. 2. The instrument is first sighted back to the previous station (the preceding line). 3. The horizontal circle (vernier) is then set to 0° (zeroed). 4. The instrument is then rotated to sight the next station (the following line). 5. The reading obtained on the vernier is the direct measurement of the deflection angle. If the instrument were set to 90°, 180°, or 270°, the resulting reading would be an offset value rather than the direct deflection angle. Therefore, setting the instrument to 0° is the standard procedure for direct measurement.

In chain surveying, different types of lines are used for specific purposes: 1. **Check line (or Proof line):** This is a line joined to two points already plotted on the map or measured in the field. Its primary purpose is to verify the accuracy of the fieldwork and the plotting. If the measured length of the check line matches the plotted length, the survey is considered accurate. 2. **Baseline:** This is the longest and most important line in the survey, from which the rest of the network is developed. It is the main reference line. 3. **Survey line:** This is a general term for any line measured in the field (including baselines and tie lines). 4. **Offset:** These are lateral distances measured from the chain line to locate objects or boundaries; they are not used to check the overall accuracy of the field framework. Therefore, the line specifically provided to check accuracy is the check line.

GIS stands for Geographical Information System. It is a conceptualized framework that provides the ability to capture and analyze spatial and geographic data. It integrates hardware, software, and data to manage location-based information, allowing users to visualize, query, analyze, and share geographic information. Analysis of options: - Option (a) is correct as it is the standard industry and academic term. - Option (b) 'Intelligence System' is incorrect; while GIS provides intelligence, the 'I' stands for Information. - Option (c) 'Interferometry System' is incorrect; Interferometry is a specific technique used in radar (InSAR) or optics, not the name of the general system. - Option (d) 'Information Seismography' is incorrect; Seismography is the study of earthquakes, which is a specific application that may use GIS, but is not what GIS stands for.

In chain surveying, the field book is used to record measurements and sketches of the survey. The standard practice is to commence booking from the bottom of the page and proceed upwards. This is done because the surveyor is moving forward on the ground, and as the survey progresses, the entries in the book move up the page. This method ensures that the sequence of the survey on the ground matches the visual progression of the entries in the book, making it easier to plot the survey on a drawing sheet later, as the plotting usually proceeds from the bottom of the sheet upwards or in a manner that mirrors the field progression.

In surveying, a chain (such as the Metric chain or Gunter's chain) is used for linear measurements. The ends of the chain are provided with handles. To prevent the chain from wearing out or fraying at the ends due to friction with the ground during the chaining process, a durable, hard cap made of agate (a hard variety of chalcedony/quartz) is fitted to the end of the chain. This is known as an 'Agate cap'. Why other options are incorrect: - a. Cross staff: This is used for setting out right angles and does not require a protective agate cap. - b. Level: This is an optical instrument used for determining elevations; it uses a tripod and leveling screws, not agate caps. - d. Prismatic compass: This is used for measuring magnetic bearings and consists of a magnetic needle and a prism; it does not utilize agate caps.