Lesson Note On Introduction to Runoff

Introduction to Runoff

Over the land surface, for the generation of runoff, the primary source of water is Rainfall. A part of rainfall that intercepted by the vegetation, buildings and other objects and prevented to reach them on grand surface is called as interception. Part of rainfall stored in the surface depressions which in due course of time gets infiltrate or evaporated is referred as depression storage [ Initial detention).

When these entire loses are satisfied then excess rainfall moves over land surface is known as overland flow and draining the same into channel or stream is termed as “Runoff”.

Definition:

Runoff:

Runoff is that portion of the rainfall or irrigation water [or any other flow]. Applied which leaves a field either as surface or as subsurface flow.

When rainfall intensity reaching the soil surface is less than the infiltration capacity, all the water is absorbed in to the soil.  As rain continues soil becomes saturated and infiltration capacity is reduced, shallow depression begins to fill with water, then the over flow starts.

Surface detention/ Detention storage:

The amount of water on the land surface in transit to words stream channels is called detention storage/surface detention.

Surface Runoff:

The runoff which travels over the ground surface to the channels of watershed

Subsurface Runoff:

The portion of unfiltered water which penetrated to shallow depth travels laterally and is intercepted by channels.

Runoff Cycle:

It is that part of hydrological cycles which galls between the phase of precipitation and its subsequent discharge in the stream channels or direct return to the atmosphere through evaporation and evapotranspiration.

Conditions Associated With Runoff Cycle:

1. This refers to the end of day period and beginning of the intense and isolated storm.
2. It is the stage after beginning of rainfall causes the overland flow, base flow, and development of channel storage.
3. It refers to the condition approaching the end of all isolated intense storm.
4. This is the stage indicating after end of rainfall where rainfall causes the overland low, base plot and development of channel storage.

Types of Runoff:

1. Surface runoff
2. Sub-surface runoff
3. Base flow

a. Surface Runoff:

That portion of rainfall which enters the stream immediately after the rainfall. It occurs when all loses is satisfied and rainfall is still continued and rate of rainfall [intensity] in greater than infiltration rate.

b. Sub-Surface Runoff:

That part of rainfall which first leaches into the soil and moves laterally without joining the water table, to the stream, rivers or ocean is known as sub-surface runoff. It is usually referred is inter-flow.

c. Base flow:

It is delayed flow defined as that part of rainfall, which after falling on the ground the surface, infiltrated into the soil and meets to the water table and flow the streams, ocean etc. The movement of water in this is very slow. Therefore it is also referred a delayed runoff.

Total runoff = Surface runoff + Base flow (including subsurface runoff)

Lesson Note On Definitions of teams in Levelling

Definitions of teams in Levelling

Levelling (or Leveling) is a branch of surveying, the object of which is: i) to find the elevations of given points with respect to a given or assumed datum, and ii) to establish points at a given or assumed datum. The first operation is required to enable the works to be designed while the second operation is required in the setting out of all kinds of engineering works. Levelling deals with measurements in a vertical plane.

Level surface: A level surface is defined as a curved surface which at each point is perpendicular to the direction of gravity at the point. The surface of a still water is a truly level surface. Any surface parallel to the mean spheroidal surface of the earth is, therefore, a level surface.

Level line: A level line is a line lying in a level surface. It is, therefore, normal to the plumb line at all points.

Horizontal plane: Horizontal plane through a point is a plane tangential to the level surface at that point. It is, therefore, perpendicular to the plumb line through the point.

Horizontal line: It is a straight line tangential to the level line at a point. It is also perpendicular to the plumb line.

Vertical line: It is a line normal to the level line at a point. It is commonly considered to be the line defined by a plumb line.

Datum: Datum is any surface to which elevation are referred. The mean sea level affords a convenient datum world over, and elevations are commonly given as so much above or below sea level. It is often more convenient, however, to assume some other datum, specially, if only the relative elevation of points are required.

Elevation: The elevation of a point on or near the surface of the earth is its vertical distance above or below an arbitrarily assumed level surface or datum. The difference in elevation between two points is the vertical distance between the two level surface in which the two points lie.

Vertical angle: Vertical angle is an angle between two intersecting lines in a vertical plane. Generally, one of these lines is horizontal.

Mean sea level: It is the average height of the sea for all stages of the tides. At any particular place it is derived by averaging the hourly tide heights over a long period of 19 years.

Bench Mark: It is a relatively permanent point of reference whose elevation with respect to some assumed datum is known. It is used either as a starting point for levelling or as a point upon which to close as a check.

Methods of levelling

Three principle methods are used for determining differences in elevation, namely, barometric levelling, trigonometric levelling and spirit levelling.

Barometric levelling

Barometric levelling makes use of the phenomenon that difference in elevation between two points is proportional to the difference in atmospheric pressures at these points. A barometer, therefore, may be used and the readings observed at different points would yield a measure of the relative elevation of those points.

At a given point, the atmospheric pressure doesn’t remain constant in the course of the day, even in the course of an hour. The method is, therefore, relatively inaccurate and is little used in surveying work except on reconnaissance or exploratory survey.

Trigonometric Levelling (Indirect Levelling)

Trigonometric or Indirect levelling is the process of levelling in which the elevations of points are computed from the vertical angles and horizontal distances measured in the field, just as the length of any side in any triangle can be computed from proper trigonometric relations. In a modified form called stadia levelling, commonly used in mapping, both the difference in elevation and the horizontal distance between the points are directly computed from the measured vertical angles and staff readings.

Spirit Levelling (Direct Levelling)

It is that branch of levelling in which the vertical distances with respect to a horizontal line (perpendicular to the direction of gravity) may be used to determine the relative difference in elevation between two adjacent points. A horizontal plane of sight tangent to level surface at any point is readily established by means of a spirit level or a level vial. In spirit levelling, a spirit level and a sighting device (telescope) are combined and vertical distances are measured by observing on graduated rods placed on the points. The method is also known as direct levelling. It is the most precise method of determining elevations and the one most commonly used by engineers.

Levelling Instruments

The instruments commonly used in direct levelling are:

1. A level
2. A levelling staff

Lesson Note On Study of Contour

Study of Contour

The purpose of topographic survey is to get the necessary data to produce a topographic map of the earth’s surface. This map will include contour lines, location of natural features, such as streams, gullies, and ditches and man-made features like bridges, culverts, roads, fences, etc. which are needful for detailed planning. The best practical method of presenting topography is by means of contour maps.

Contour or contour lines:

“A contour is an imaginary line of constant elevation on the surface of the ground”. Contours are represented on the map by contour lines. The contour and contour lines are often used inter-changeably.

Contour interval:

“The vertical distance between any two successive contours on a given map is called the contour interval”. Contour intervals usually vary from 25 to 250 cm in engineering work. In rough country, the vertical distance between contours is kept greater while in flat areas 25 to 50 cm contour intervals are used.

Characteristic of Contour Lines:

1] All points on a contour line have same elevation

2] Contour line close to each other on s plan view; represent very steep ground. Contour lines for apart indicate relatively flat land

3] On uniform slopes the contour lines are spaced uniformly .along plane surfaces these lines are straight and parallel to one another.

4] Contour lines Crosse ridge lines or valley lines at right angles valley contour are convex towards the stream.

5] Contour lines can not and anywhere, but close on themselves. Either within or outside the limits of map they can not merge or cross one another.

6] A series of closed contour on the map indicate a depression or a summit, depending whether the successes contour have lower or higher values inside

7] At ride line the contour lines form carves of U shape .At Valley lines   they farm sharp curves of shape

USES OF CONTOUR:

1] Information regarding character of a tract of a country (such as flat undulating, Mountainous, etc) is abstained.

2] In agricultural work, contours maps are useful as guide lines in planning land improvement project .the tile drainage system can be conveniently planned whit contour maps

3] Cost estimates can be made with the help of the contour maps.

4. Maps which show both topography and land use capability classification are important in conversation of farm land.

5. The most economical and suitable site for engineering works such as reservoir, canal, road, waterways, .etc. can be selected.

6. Quantities of earthwork and runoff from watershed can be computed.

7. Contours may be used to determine area of the catchments and the capacity of the reservoir.

8. A suitable route of a given gradient can be marked on the map.

9. The possible route of communication between different places can be determined from contour map.

Survey for Contour Map [Grid Survey Method]

The area is divided into a series of square. The size of these squares depends upon the nature and extent of the ground. Generally, they have sides verifying from 5 to 20m or 5 to 30m. The corner of the squares are numbered serially, as 1, 2, 3 … A temporary bench mark is set up near the site. The elevations of the ground at the corners of the squares are taken and contour lines are drawn by interpolation, “the process of spacing the contour proportionately between the plotted points is turned interpolation”. For precise work, the proportional spacing of the corresponding contour between any two points is calculated and measured.

Lesson Note On GPS RTK Surveying

GPS RTK Surveying

Overview

Real-time kinematic (RTK) positioning is similar to a total station radial survey. RTK does not require post processing of the data to obtain a position solution. This allows for real-time surveying in the field and allows the surveyor to check the quality of measurements without having to process the data.

RTK positioning may be used for Level 3 and 4 surveys as mentioned in Section 5 of this chapter. Level 3 surveys require that a second base station be set up for the purpose of creating a second baseline. Trimble units (and most others) will allow the averaging or adjustment of the two or more baselines while still standing at the point. Level 4 surveys will accept the single radial baseline solution. The surveyor must also follow the manufacturers prescribed methods.

Real-time surveying technology may utilize single or dual-frequency (L1/L2) techniques for initialization, but the subsequent RTK survey is accomplished using only the L1 carrier phase frequency. Therefore, all RTK surveys are currently subject to the limitations of the L1 frequency which is 10 kilometers from the base station. In order to maintain a 2 cm level of accuracy, distances are usually considerably less than this but there may be circumstances where this maximum range may be extended.

Planning

As with static GPS surveying, mission planning is an important step in performing a RTK survey. There are times of the day when the numbers of satellites available will vary. The positions of the satellites at various times of the day are also a factor. Planning your work around these times greatly increases productivity and the quality of your results. Most, if not all, software packages include a utility allowing suers to predict satellite coverage.

The Trimble planning utility supported by Technology Services Division (TSD) is simply called “Planning” and offers charts, graphs, and sky plots to aid in determining the best times for GPS reception and data quality. Number of satellites and PDOP are the most important indicators. A recent almanac (approximately 12 minutes of broadcast ephemeris data collected within the last couple of days) is needed. The surveyor can collect this or download it from several sites on the internet. The Trimble site, www.trimble.com, uses a file extension of .ssf on their daily almanac files.

The selection of the base station sites will also affect the success of the RTK observations. Users who select a poor base stations site will likely have problems throughout the entire survey. Select a site with good sky visibility down to 10 or 15 degrees from the horizon. Be aware of high power transmitters such as microwave, TV stations, military installations, high voltage transmission power lines, etc.

Multi-path may be caused by radio wave reflective objects such as trees, buildings, large signboards, chain link fences, etc. Because of the orbits of the satellites, obstacles to the north of the antenna setup are not as detrimental to reception.

It is worth the effort to get the base stations in optimum locations. A problem at the base is a problem at all rovers. A problem at one rover is only a problem at that one rover.

If possible, users should take part in the selection of any project control points in the beginning stages of a project. This is to insure that the points can be surveyed with GPS and well spaced for project coverage of real-time kinematic (RTK), if GPS is likely to be used. Of course, the primary project control points selected should always be GPS friendly.

Preparing the Data Collector

It is important to have the Feature Code Library or a feature table loaded into the data collector before going to the field. A list of available existing control points that may be available should also be included to prevent having to type in long coordinate values. On the Trimble TSC and ACU data collectors the control file can simply be an ASCII file with the format: point name, northing, easting, elevation, feature and feature code. The extension can be .txt or it can be a .csv file.

The “job” can be created in the office and exported to the data collector or the user can enter the job parameters in the field. Some of the settings involved are datum, projection, scale, and scale factor and measurement units. The Trimble data collection software is called, “Survey Controller.”

A survey “style” is used as a template to repeat settings for a particular type of real-time kinetic (RTK) survey. The style contains dozens of settings to include all the base and rover radio settings, receiver settings, data and accuracy parameters, etc. The software comes with several styles, but the user will eventually want to create their own to accommodate their particular brand of radios, or cell phones. The user’s styles can be created in the “configuration” icon and will be saved under the Trimble Data folder on the hard drive of the data collector.

Setting Up the Base Station

Set the base station at one second collection rate and at 13 degrees elevation mask. It is advisable to use a fixed height tripod (usually 2-meters). It is possible to do the entire survey without ever having to make an H.I. measurement – a considerable advantage over the conventional survey.

Obviously, it will be of little value to have data based on a coordinate system or datum that is unusable. However, control local in NAD 83 datum may sometimes be unavailable within range of the RTK system. Perhaps control points have been destroyed or maybe no control was extended beyond the several project control points on a large project. In these instances, a proper GPS methods can be used to bring control points to areas suitable for RTK base stations.

There is also the option of starting an RTK survey with an autonomous position for the base. While collecting the RTK data at the rover, have the base station log raw observables for post-processed GPS. After post-processing the data to establish correct coordinates, users can apply the corrected coordinates to edit the base station positions and shift the collected RTK data to its proper positions. Trimble data collectors have a selection for this purpose, which is called a “here” option.

A similar option is to start your base station with an autonomous (here) position but then observe control points and calibrate or localize (manufactures use different terms) to shift the data to the existing control values.

There are drawbacks to using these two approaches. The problems arise from the inaccuracy of the position of the base stations. For each ten meters of error in the base position, introduce an additional 1ppm (1mm per kilometer) error in our baselines. (This rule holds true with all GPS surveying techniques users might choose.)

Even after the base station data is post-processed and the coordinates are determined and shifted, error will remain in the baselines if the 10 meter fault is present. The finding of an autonomous position of more than 10 meters error, especially if baselines of more than a few kilometers were used, may mean a redo of the survey. For this reason, it is strongly recommended that base stations be known control points.

If it is not possible to use a control point, there are different approaches that can be applied to assure that inaccurate base station coordinates are held to a minimum.

1.    Use the Wide Area Augmentation System (WAAS) corrected signal (still only accurate to about 7 meters).

2.    Use equipment that allows for averaging of code derived autonomous positions.

3.    Predetermine position with code equipment using a correction service.

Using an unknown position for the base station in the methods described above is a poor substitute for the practice of occupying a known position.

The Rover

Set the rover receiver at one (1) second collection rate and 15 degrees elevation mask. The rover rod should always be a fixed height. Unlike conventional surveying from a total station, line of sight is not needed – there is no need to raise or lower the rod height. Usually a 2-meter rod is used. Not having to make this measurement eliminates one more chance of error.

Before getting too far away from the base station, check the radio (or cell phone) link to the rover.

The first thing that must be done upon “starting the survey” on the data collector is to initialize the system (resolve the integer ambiguity). Several methods that are acceptable when preformed properly.

·         Known point initialization – this is the fastest and safest way to initialize. Where possible and practical this should be the method of choice. The firmware uses the three-dimensional deltas of the relative WGS84 positions of the base stations and the known point occupied by the rover as an aid in solving the integer ambiguities.

·         New point initialization – this is a technique that is usually used on equipment that does not have the ability to solve the integer ambiguity on the fly (OTF).

·         On-The-Fly (OTF) initialization – this is the most common technique used by most equipment today. There must be care taken when using this method. The possibility of an incorrect initialization may be remote but remains a possibility.

To avoid the possibility of an undetected incorrect initialization use one of the following methods to check the system.

After the OTF initialization, observe a point, this can be a temporary mark or a point in the survey. Discard the first OTF initialization and OTF re-initialize by moving more than forty (40) feet away from the point to be used as check. After the new OTF initialization has been accomplished return to the point being used as a check and re-shoot. Compare the first and second shots to within an acceptable tolerance. If the points check, proceed with data collection with the confidence of surveying with a correct initialization.

If the error between the two points is beyond the expected error one or both of the OTF initializations used for a check are incorrect. The user must change the location by a difference of more than two (2) feet of H.I. or more likely move more than forty (40) feet away in a different direction. This will usually provide enough information to identify the OTF initialization that is incorrect. Once the problem is solved, users can begin the survey. This procedure must be repeated with any loss of initialization.

As with any surveying techniques the user would want to check a known point in the survey before beginning work, apply the same logic to your RTK survey.

The user is now ready to observe points. The amount of time of occupation will vary depending on conditions such as obstruction, multi-path, noise, etc. The user may have to resort to:

·         increasing occupation time to a couple of minutes at one second epochs

·         a more stable setup (use of a tripod or bipod)

·         use of a ground plane when in a multi-path environment

The use of the most recent list of TxDOT feature codes is mandatory. As of November 2003, the “txdot2k” is the most recent. This TxDOT list is available in Trimble format as “txdot2k.fcl” and in CAiCE ™ format as “txdot2k.ftb.” Topographic data should be collected in a manner similar to a conventional topographic survey in that the rover operator(s) must be aware of the fact that they are collecting chains of connected points to create break lines that will not be crossed in the creation of the TIN file.

The selection of feature codes for “as-builts” and various features will also determine what points will or will not be included in a DTM. TxDOT’s Technology Services Division (TSD) provides a class on Survey Data Management System® (SDMS) for data collection that would be helpful in understanding the procedures for collecting data with RTK for topo work.

There are two screens associated with each measurement on the Trimble data collector: the “measure” screen and the “attribute” screen. The initial (default) screen is the “measure” screen, which will allow the user to key in the feature code. Before pressing “measure” however, open the “attribute” to answer the prompts such as FG: or GM: or whatever else appears, then make the measurement.

If the user has not checked the “prompt for attributes” box this will not appear. Users can continue shooting points without going back to the attributes screen, until the situation changes when a new figure number, geometry setting, or whatever else the user might want to change is needed.

A good rule of thumb is to reoccupy about 25% of all points requiring the accuracy of a Level 3 survey after a new initialization or about 10% of the points in a topo survey.

Upon successful completion of the user’s observations, the user will now have a radial survey. Users must move the base station to a second control point and repeat the process for surveys that will not allow single baseline solutions (Level 3).

If radial lines are permitted, such as on a topographical survey or wing panel locations, it is still a good idea to occupy a second base station if another control point is nearby to randomly check a few of the points already established.

Post Processing

An alternative method of performing a kinematic survey is to collect the data and process it at a later time. This does not require the use of a communications link (i.e. radio or cell phone) and can be combined with RTK to perform infill when the link is temporarily down. Post processed kinematic survey methods provide the surveyor with a technique for high production measurements and can be used in areas with minimal obstructions of the satellites.

PPK uses significantly reduced observation times (i.e. 0.5 to 3 minutes, usually 10-30 seconds per point) compared to static or fast-static/rapid-static observations. This method requires a least squares adjustment or other multiple baseline statistical analysis capable of producing a weighted mean average of the observations. Post processing will allow kinematic surveying to be used for some Level 3 surveys.

Integrating Conventional Measurements

To be added in a later edition.

Using Networked RTK (VRS)

Networked RTK is a new variation of RTK data collection. Rather than setting up a base station on the project, a number of permanent and continuously operating base stations are set up at about a 30 - 40 mile spacing, providing that augmentation to the basic position is determined at the rover.

These stations send GPS data into a central computer that streams the correction data to the Internet. The data can then be accessed by way of a cell phone/cell modem at the rover receiver. The data collector then uses this information to provide real time solutions with the same speed and accuracy as Base Station RTK but without the complication of setting up a receiver and radio on a local control point.

This system yields the same accuracies as the normally accepted three (3) miles of a standard radio-linked base station and rover. TxDOT has installed a number of these RTK networks. Coverage is growing across the state but presently covers the major metropolitan areas and some of the rural districts. Refer to Figure 3-14 in this chapter.

The name virtual reference station (VRS) was coined for this method because a “virtual” base station point is determined by the computer from the network of base stations. The virtual base station is never more than 3 miles from the rover and is automatically redefined when the rover goes beyond that preset distance.

The TxDOT RTK Network uses the VRS technology. A virtual base point near the project is computed by the central computer. The user operating a rover unit dials in to the TxDOT IP address for connection to the system. The data-ready cell phone/modem must then be physically carried by the user to maintain constant communication between the rover and the Internet. For information about this and other features that vary from place to place and time to time, contact your district survey coordinator, who in turn, may contact the administrators of the system at TSD.

Specific cell phone services and connection information should be obtained from the local cell phone service provider.The same procedures and precautions as outlined for Base Station RTK should be followed using the TxDOT RTK networks. The difference is simply that users are not working from a base station set up by the user for a particular project. Users will not need to occupy the known station with a GPS receiver transmitting correction data to the rover(s). The work will be accomplished from a network of GPS base receivers.In the case of a Level 3 point, where users would normally occupy a point more than once and from two or more base stations; three to six RRP’s are already being used in the coordinate calculation using the networks. The point should still be occupied twice at different times of the day.

There is an option in Survey Controller to do an “Observed Point,” which will automatically collect for a specified amount of time; usually three minutes. This gives the mark a special status in the priority of stations in the TGO program.

The TxDOT RTK Network is based on the National Spatial Reference System, which means that all coordinates are in the NAD83 datum and accuracy and compatibility should not be a problem. This however, can work against users when all previous work was done on local coordinates or the area of previous control may carry local biases.

To overcome the clash of coordinate values, the process of “calibrating” to the existing control is used. This was not used as extensively via the base station method where the control point coordinates were the start of subsequent GPS work.

Most RTK network surveys should be done after a calibration to existing control. Even if the horizontal component doesn’t require a calibration, consider performing the vertical calibration. GPS solutions require the aid of a geoid model for elevations. In several areas around the state, the geoid model has a difference of more than a tenth of a foot from known elevations. If any known bench marks exist in the area; calibrate to them.

In TxDOT districts with RTK networks, users should apply for a password through their district survey coordinator. This password will allow users to access the system through the Internet.

Consultants with active contracts are allowed to apply for a password through the district survey coordinator but are limited to just TxDOT work with the TxDOT system. The use of a private real time network for TxDOT work by consultants is up to the discretion of the district survey coordinator.

The End Product

When topo data is collected with real-time kinematic (RTK), the output format most often will need to be in Survey Data Management System® (SDMS) format. The TxDOT supported TGO software exports directly to the SDMS® format. There must be point connectivity (break lines) and the standard TxDOT feature codes will insure this. The file is available at district offices in Trimble format for Trimble TSC-1, TSC-e and ACU data collectors. As mentioned above, the file name is “txdot2k.fcl”. Conventional data collected on the Trimble data collector using Survey Controller can be included in the same .dc (job file).

The .dc (job file) can be downloaded to the PC with the Trimble Data Transfer program or using Microsoft ActiveSync with a USB connection. By importing into Trimble TGO, the user can see the work graphically and do some editing if necessary before exporting the final product as an ASCII or SDMS.cal file.

The use of LandXML format is being investigated as an alternative standard of transfer.

If an ASCII file of final coordinates is needed, the most often requested format is: name, northing, easting, elevation, feature code.

NOTE: that all data passing hands should include notes on datum, projection, geoid model, and date of survey. Coordinates should be designated as state plane coordinates or surface adjusted coordinates with an accompanying CAF or SAF factor.

Lesson Note On Differential Leveling

Differential Leveling

Overview

Differential leveling is the process of measuring vertical distances from a known elevation point to determine elevations of unknown points. The most common methods to determine elevation are through the use of 1) a compensator type, automatic (engineering level) and level rod(s), and 2) an electronic digital barcode leveling instrument with barcode rod. A thorough knowledge of leveling principles and proper application of methods and equipment will prevent costly delays and generate the needed results and accuracy.

Preferred methods of obtaining elevations (in order of preference/accuracy) are:

·         Differential Leveling - control bench marks, cross-sections, point elevations

·         Trigonometric Leveling - for Digital Terrain Model (DTM), 3D Model

·         Indirect leveling (and location) by measuring horizontal distances and vertical angles

·         Three-dimensional coordinates - both horizontal position and elevation are computed by processing the measurements

·         GPS survey - given the appropriate equipment, procedure and data collection.

Equipment

·         The Rod

o    Rods are, in essence, a tape supported vertically, and used to measure the vertical distance (difference of elevation) between a horizontal line of sight and a required point above or below it. The most common types are the Philadelphia rod- a 2 piece rod usually 13' in length, the Frisco rod- a 3 piece rod 12'-15' in length, the Lenker rod- a moveable face, direct reading rod, and the fiberglass-rod- a multi-section, extension rod from 8' - 45' in length. Electronic digital levels use a barcode marked rod. Precision leveling, known as First Order leveling, to extend or establish vertical control over long distances, requires use of invar scale rods.

o    All rods should be checked and maintained to ensure consistent readings. Cleaning and adjustment or repair should be done as needed.

·         The Level

o    The compensator type, automatic (engineer) level is made by various manufacturers, and is a precision, self-leveling instrument, equipped with a built-in compensator that automatically maintains a horizontal line of sight and has a telescope with approximately 30-power magnification. The level mounts on a standard surveying tripod, or a fixed-leg tripod for more precise leveling.

o    The electronic digital level is also a precision, self-leveling instrument with additional advantages. Advanced capabilities include automatic measurement of height and distance by reading a barcode rod, high precision by employing image processing technology, data display and data recording either internally or to a data collector, installed software for elevation stake-out or other leveling procedures. The digital level offers greater productivity and simplicity in all applications of leveling work.

o    All leveling equipment must be checked regularly and properly maintained to ensure that it remains in proper working condition and that systematic errors are eliminated to produce the expected results. This includes daily checks, periodic routine maintenance and yearly cleaning and adjustment by a qualified repair shop.

o    Daily - keep the instrument clean by wiping occasionally, especially when used in dusty or wet environment. Operate and adjust the motions. With a compensator type, automatic level, observe the compensator while adjusting level screws to make sure that motion is smooth. If erratic compensator movement is detected, have a qualified repair shop service the instrument.

Instrument Check

On a regular basis and before beginning a leveling project, perform a peg test for collimation error to make sure that readings are consistent. If not, have the instrument serviced.

Anytime an instrument is dropped or severely bumped, or suspected of the same, it should be checked immediately. If questionable, have the instrument serviced before continuing use.

Leveling Methods

·         2nd Order for primary elevation control, extending or establishing bench marks on a project.

·         3rd Order intermediate or temporary bench marks, turning points on a project; aerial photo mapping control; major structures.

·         General data collected for a DTM, topographic mapping, cross sections, or other purpose.

Leveling Tolerance

Datum

The NAVD 88 vertical datum shall be used on all TxDOT projects unless specified by TxDOT prior to the beginning of the survey.

Three-Wire Leveling

Three-wire leveling is the process of reading and recording a rod reading for each of the three horizontal cross-hairs on each shot, then averaging the readings for agreement with the center reading. This method is most accurate as it gives immediate results and a check/confirmation of rod reading. If a difference is detected a check can be done on the spot, before moving on.

An electronic digital level can perform and record this process automatically, after sight of the rod is made. Automated data collection eliminates transposition errors and data is downloaded into a computer for complete analysis.

This is the preferred method for setting or checking control bench marks. Three-wire leveling will be used for all orders of leveling except general.

Bench Marks (BM) and Temporary Bench Marks (TBM)

The primary purpose of running a level loop is to establish points of known elevation or bench marks. They are solid, well protected points that can be relied upon to remain undisturbed and unchanged. They should be positioned so as to be usable from a wide area and away from the construction as much a possible so as to remain undisturbed. Consideration should be given to construction activities such as utility re-location proposed within the ROW. It is preferred that bench marks are located in a public ROW, to allow for continued accessibility.

The exact location of the bench mark should be carefully selected, then sketched and recorded in notes, a field book or a data collector.

The numbering or identification system should be consistent with district numbering convention, if any and should be identified with enough detail for another crew to locate the bench mark easily. Bench marks set should always be turned through as part of a closed level loop.

Examples of good bench marks are an iron rod driven to refusal or a TxDOT cap set vertically in a concrete monument (similar to a Type II ROW Monument), a ROW monument, a point or corner of a stable concrete structure, or occasionally a spike set in a large tree or utility pole. It is usually advisable to use a variety of types of bench mark monuments as utility relocation or construction activity may remove objects from a ROW.

The bench marks should not include objects subject to tampering or removal.

Two or more bench marks should be used from the specified reference datum (NAVD 88 unless directed by TxDOT). These bench marks should be identified, confirmed undisturbed, and elevations proved by running a complete level loop between the two, returning to the starting bench mark.

Distance between bench marks should be confirmed with the TxDOT project manager or the district survey coordinator before beginning a project.

Turning Points/Temporary Bench Marks (TP/TBM)

Turning points may be points set either before or during the course of the survey, or natural or man-made points in the area. They must be solid, well defined (or marked) and permanent enough to remain intact until the level loop is finished. Points with a small, sharply defined top are preferred to large flat surfaces.

Turning points should be marked when used so as to insure that the rod is in the exact same place when the backsight and foresight are taken. They are also marked because turning points that are part of a closed level loop are points of known elevation that may have value during future surveys in the area.

Temporary bench marks can be turning points that remain or additional intermediate bench marks placed for added convenience.

Temporary bench marks set in trees or power poles should consist of a spike (railroad spike, boat spike, or large nail spike) set horizontally approximately 1 to 2 ft. above ground elevation, also free of above obstructions to the level rod.

General Considerations / Objectives

During the course of running a level loop, choose/set turning points and bench marks to accomplish the required objective and accuracy.

Balance shot distances – The rodman and instrument man must work as a team to balance the backsight and foresight distances. This can be accomplished by use of a digital level, estimating distance by pacing, three-wire stadia difference or, when available, by observing stationing marked on the project. Balanced backsights and foresights, essential in precise leveling, will help eliminate errors caused by refraction, the curvature of the earth and an instrument that is out of adjustment and are an especially necessary procedure when establishing control bench marks.

Maximum sight distance – care should always be given to observe recommended or required distance of sight, depending on the purpose of leveling. See the NGSspecifications and Table 4.3 TSPS Manual of Practice Chart for Tolerances for Conditions, found in this chapter, or the manufacturer’s recommendations.

Control points and bench marks should always be set to the highest level of accuracy suitable for the project or a higher level if it can be justified.

Lesson Note On Surveying Field Work

Surveying Field Work

Field work in surveying consists of making and recording measurements. The operations are as follows:

1. Measuring distances and angles to:
   • establish points and lines of reference for locating details such as boundary lines, roads, buildings, fences, rivers, bridges, and other existing features
   • stake out or locate roads, buildings, utilities, and other construction projects
   • establish lines parallel or at right angles to other lines, measure inaccessible distances as across rivers, extend straight lines beyond obstacles such as buildings and do any work that may require use of geometric or trigonometric principles.
2. Measuring differences in elevations and determining elevations to:
   • establish permanent points of known elevation (bench marks)
   • determine elevations of terrain along a selected line or area for plotting profiles and computing grade lines
   • stake out grades, cuts, and fills for construction projects.
3. Making topographic surveys wherein horizontal and vertical measurements are combined.
4. Recording field notes to provide a permanent record of the field work.

Planning

Planning is probably the most important part of the performance of a control survey utilizing GPS survey measurement techniques. Proper planning will give one added confidence that quality data will be collected. Regardless of the level of the survey, the items listed below should be addressed before the field data collection process begins.