Field survey notes are the record of work done in the field. They contain the complete graphic, tabular or written (or combination thereof) survey records which depict each step of the survey. Field survey notes should be recorded on suitable forms, special notebooks or in digital format. They should enable knowledgeable persons to interpret and use the survey and its results, and to retrace the footsteps of the surveyor.
Field notes are not an accessory to the survey; they are an integral part of the survey. A survey is never completed until field notes are submitted, checked, and filed. Field notes are important because:
In view of the importance of the field notes, the duties of notekeeping should always be assigned to a knowledgeable member of the crew. The notekeeper should have a thorough understanding of the purpose of the survey and the operations.
There are four basic types of notes currently used: sketch, tabular, modular, and electronic. A given survey may be recorded by a single type or combination of these four types.
A system of codes needs to be developed that will identify topographic and terrain features, such as a road, stream, tree, power pole, etc. Codes are also needed for computer drafting instructions, such as the start of a linear feature and the placement of topographic feature. Note sheets with point number, feature code, specific description and an occasional sketch, for unusually hard to define situations, could save a return trip to the field.
A systematic method of data collection should be established so that the surface can be adequately covered. The collection method should also have built in checks to prevent features from not being accounted for or unintentionally measured again.
The editing of the original electronic file should be avoided. If the collection system does not automatically preserve the raw data file, a copy should be made so that edits and revisions are made on the copy.
A title page is the orientation, index, table of contents, and summary information for a set of field notes. It should include information that will aid someone searching for specific survey information. By the time a survey project is completed, there may be numerous books and forms filed. Digging through the survey records can be time consuming and expensive, particularly with those not involved with the actual survey. The title page should facilitate the information recovery process.
The header information serves as an identifier that associates the notes with a survey project. It is usually entered at the top of the note page and should be completely filled in for each page. The header information shall include project name and appropriate designation, location of the survey, date, time, weather conditions, instrument (type and number), crew members and their individual duties.
Record information is survey-related information that is not measured in the field, but retrieved from files, usually at the survey planning stage. For example, coordinates, control stations, curve data, point descriptions, computed bearings, etc. are all record information. Record information comes from such sources as control survey maps, filed survey notes, construction plans, government data sheets, etc.
Most of the record information should be assembled prior to the field survey. Where practical, the source or authority should be cited for the acceptance and use of any found point.
Record information includes calculated data results from mathematical manipulation of record or measured values. Whenever a calculated value is shown, also show the record or measured values which are the basis of the calculation.
On most modular note forms, measurements are the only required field entries, except for perimeter information and point names. These values represent the heart of the survey. Record each required field value in its proper place.
Explanatory notes, such as unusual weather conditions, problems with equipment, etc., aid in the interpretation and analysis of the reliability of portions of a survey.
Those entries which are recorded at the time observations are made, are original entries. Entries which are transcribed to the formal note form from memory or from any other written source are not original entries. Field notes with original entries will stand up in court and will assure maximum accuracy. After-the-fact entries are suspect and more likely to be erroneous.
Some guidelines to follow when recording measurements are:
A survey point description is a (written, sketched, or written and sketched) recording of the general and exact horizontal (and vertical) location, datum, and the particular physical characteristics of a point which enable its recovery and the differentiation of that point from any other point.
There are several basic elements which, when included in the description, will aid in its identification. These elements are:
Surveying activities for an engineering project consist of research, reconnaissance, control, and mapping of the project area. A preliminary survey consists of all survey activity connected with the gathering of data and establishment of survey control systems through the reconnaissance and design phases of a project development.
The results of the preliminary survey are the basis for the design, detailed plans, and cost estimate of the project. Since every engineering facility can be located and designed with different variations, the preliminary survey usually covers a larger area than necessary for the particular facility.
The primary source of information is the county recorder's office. These records, generally in easy form to follow, are based strictly on land transfer documents. Additional valuable information can be obtained from the county or municipal engineer's office, clerk of courts, New Jersey Department of Transportation, New Jersey Department of Environmental Protection, etc.
Quite often, contracts for deeds, surface rights, leases, and other documents of a temporary nature are not filed, and occupation or use of the land may not be reflected in the county records. In such cases, an actual interview with whoever is occupying the land or person listed as agent for the owner should be conducted.
Determining land use and ownership along roads under the jurisdiction of a County or Municipality, within the state, is generally not required unless, the Department will be acquiring the Right-of-Way on behalf of the County or Municipality.
If entry to private property is required, a letter should be prepared for each landowner as described in section 1.5.6 of this manual. Where absentee ownership is involved, the letters should be sent out well in advance of actual survey operations.
As soon as practical after approval of the project, notification to landowner, and receipt of authority to proceed, the representative surveyor should visit the job site and determine the type of control that is needed and, in general, how the survey will be conducted.
Data Required - Pertinent information and data on the area involved should be gathered and compiled to aid in some of the decisions to be made. Such information could include:
Available Information - The most important objective of the reconnaissance is to determine what control is available, its suitability for the survey and what additional control will be required. Some of the questions to be asked are:
All projects shall be based on an approved coordinate system. Wherever practical, that system should be the New Jersey State Plane Coordinate System. Local (arbitrary) grids may be used on small, isolated projects where it is impractical to tie to the established control network. With the availability of GPS technology, there is little justification for local grids, since control can be extended to virtually anywhere.
Control points in preliminary surveys are defined as permanently monumented points from which additional control can be established. Therefore, the establishment of control monuments through the project area is an extremely critical step. All subsequent phases of the project development, as well as future projects, will rely on these control points. Inaccurate or inadequate control can cause unnecessary and costly delays in the project.
After thorough research of all control information, the extent of horizontal control required will be determined. If sufficient government or NJDOT established control is found within the project area, there should be no need for a new control network survey. If any of the found points to be used as base control were established by other surveys, their validity should be checked thoroughly. If, after such review, they are determined to be of questionable positional accuracy, they should be reconnected to the government control or a new control survey considered.
The base control should be established by GPS techniques. Traversing can also be used for setting control points when GPS is unavailable or for short ties between GPS points. The use of traversing for base control should be discouraged.
The distance between control points should be limited to no more than one half kilometer (one quarter mile). This limitation arises from the control requirements of subsequent activities, such as photogrammetry, supplemental topography surveys, and construction staking.
Accurate positional determination of such items as property corners, right-of-way markers, bridge ends, headwalls or other identifiable fixed objects can serve many purposes. For example:
A consistent elevation datum is required through the project area. Unless authorized and documented otherwise, that datum will be the NGVD 29 or NAVD 88, and so specified on the plan as described in section 2.1.3. The normal procedure is to establish the control monuments as the primary bench line for the project. Supplementary vertical control, such as construction benchmarks, right-of-way markers or other monumented points to be used during the course of the project, would then be set from the primary bench line.
The primary level line should be of second order accuracy, unless specified otherwise.
A three wire circuit between (NGS) benchmarks is the most efficient method of establishing vertical control on project control points. Satisfactory results may also be obtained by double turning points or double height of instrument circuits (section 18.104.22.168.6).
In some areas, discrepancies in the (NGS) benchmarks may be found. The level line should be extended to other (NGS) benchmarks until tolerances are met, or return level runs to the original benchmark. The former is the preferred method because it provides an extra check on the elevations.
The supplemental vertical control provides easy to reach benchmarks through the project area and, therefore, it should be established as accurately and efficiently as possible. Level circuits between control monuments should be used to establish the elevation of such benchmarks. Tolerance in closure should be third order. Carefully run single wire levels should meet this prescribed tolerance (section 22.214.171.124.4). If a different tolerance is specified, Federal Geodetic Control Committee (FGCC) standards and specifications should be followed to meet this requirement.
Most projects involve construction along or over existing alignment. In order to accurately locate the right-of-way, centerline and other features of the existing facility, right-of-way markers, bridge ends and other identifiable points should be accurately tied to the control network. These points should be surveyed from the control points with the same accuracy as prescribed for supplemental control, for, in essence, such points may become supplemental control monumentation.
After coordinate positions of the points surveyed have been computed, the existing centerline and right-of-way can be computed. As a result of the new measurements and design, new centerline stationing and curve data will be required. Generally, it is not practical to compute equations between the old and new stationing and the old stationing should only be used to identify the monumented points.
If required, the new computed tangents and curve points may be set from control points. In some cases, it may be more practical to stake a computed reference line or reference points for the points on tangent (POT), points of curve (PC) and points of tangency (PT).
If field cross sections are to be taken, it may be necessary to establish the centerline on the ground. Points which fall on roadways, cultivated fields, or other lands subject to disturbance should be referenced with at least 3 well placed ties.
Profile elevations are taken on baseline stations to aid the engineer in establishing a grade line to fit field conditions. The profile and preliminary grade line also serve as reference elevations for cross sections and the soils profiles.
Profiles should be taken by differential leveling circuits beginning and ending on the previously established benchmarks. Heights of instruments and turning point elevations should be carried to the nearest 0.005 meter (0.016 foot). Profile elevations should be recorded to the nearest 0.01 meter (0.03 foot), unless they are on pavement, curbs, structures or other fixed objects that would require less tolerance in determination of the final grade line.
Profiles of grade line controlling features, such as crossroads, drainage, utility lines, irrigation works, railroads or other grade influencing features should be taken far enough on either side of the centerline to clearly define the grade lines of those features.
Cross sectioning should not be started until the preliminary alignment and profiles have been approved.
The photogrammetric process may be used to obtain terrain cross sections. There are some occasions, however, that will require field checking of photogrammetric sections, such as, if the terrain extends outside of covered areas or if the ground is not visible due to obstructions.
In most projects, cross sections at all 20 meter stations should be sufficient. Closer spacing may be required for street sections, uneven terrain or in areas where there are special drainage problems. The general criteria for taking extra cross sections should be determined prior to commencement of the work.
Cross sections should be taken far enough on either side of the centerline to assure that all of the proposed construction zone will be included.
In general, skewed sections for drainage pipes or other special sections not required for earthwork computation should be recorded separately or clearly marked as not for use in earthwork computations.
Topography for the preliminary survey is defined as all man-made or physical objects in or adjacent to the highway corridor that would normally be shown on plans. The survey should include such items as existing fencing, roads, buildings, power lines, land features, waterways, railroads, pipes, utilities, etc. If the plan sheets are to be made from aerial photography, much of the information listed below can be identified and located by annotation of enlarged aerial photos. When the plans are to be developed solely from field notes and electronic data collection, the following is a list of minimum requirements for location and identification of topographic features.
Wherever new right-of-way may be acquired, it is necessary to tie property corners to either the centerline or control points. Sufficient land ties must be made to accurately define the centerline with respect to property ownership or other boundaries, such as corporate limits, subdivisions, or county lines. For detailed specifics of the required fieldwork, it will be necessary to reference the NJDOT Procedure Manual, section 9.2, Preparation of ROW Documents.
Construction surveys provide the horizontal and vertical layout for every key component of a construction project. They involve horizontal and vertical control and the placement of stakes to establish a framework for the construction site. From this control, lines and grades are established by means of stakes and strings. The contractor uses these stakes and strings to place supplemental stakes that may be necessary to guide the construction activities. In summary, construction surveying is the process of drawing the design plans on the actual construction site at the designated location and at a scale of 1:1.
Construction surveying techniques are also used for verifying the location and quantities of completed work (as-built).
Traditionally a "station/offset" method was used for establishing construction control. The introduction of computers, total stations and GPS in surveying have revolutionized the way construction surveys are done now. Construction surveys are now based on the three dimensional (X,Y,Z) coordinate system with which the design was made. From the three dimensional coordinates, angles and distances are computed to facilitate radial stakeout. Radial stakeout data can be downloaded into many total stations or electronic data collectors. This data guides the surveyor to the location of the points to be staked out. Three dimensional coordinates of the construction plan can also be downloaded into a GPS receiver and used in a real time kinematics mode to stake out the site.
The construction phase of most projects requires a relatively dense network of horizontal control monuments. The horizontal control network will normally consist of basic control monuments that were established during a preliminary survey and of additional control monuments established specifically for construction control.
Project control, consisting of centerline or centerline references, may be set by GPS or by traditional traversing.
A traverse style control system is a control scheme that traverses between two terminal points. In construction surveys of highways, this type of control is set in the immediate vicinity along the construction site. The traverse points can be surveyed either by GPS or by a total station. Traverse style control monumentation may be the preferred control system for several reasons:
Supplemental control is the establishment of extendible control monuments from the base (traverse) control at locations that will aid either the data gathering process or the construction staking. With proper planning, much of the supplemental control may have been included in the base control or the control completed for the preliminary survey operations. A thorough review of construction plans and staking requirements will generally indicate where additional control may be required. Interchanges, structures or other complex facilities will generally require monuments in unforeseen locations. Some basic suggestions for establishing additional supplemental control monuments are:
Staking from Supplemental Control
There are two basic staking methods used from supplemental control points; namely, "direct" or "traverse". The direct method is the most common and advantageous with modern surveying equipment.
Direct staking from supplemental control is called "radial" staking. This system involves the use of inverse calculations that yield azimuth and distance and, where required, transfer elevation from the control monument to a construction stake. If several stakes are being set from one control point, the back sight setting should be rechecked.
Traverse staking is accomplished by running a line through the points to be staked, and setting the points as the line is run. Control points on the traverse line are established from the supplemental control point by direct ties. It is often advantageous to set PC’s, PT’s, and PI’s from control points and then traverse the centerline or offset line before setting station marks.
Secondary control, such as right-of-way, centerline references and pipe or structure reference points, can be set from supplemental control by either direct or traverse staking.
This type of control uses the centerline (or a similar construction layout line) as the principal control line for a project. Since centerline stakes are usually destroyed by construction, strategic points must be referenced outside the construction limits. The reference points provide the horizontal control during the construction period.
Some advantages of the centerline method are:
Some disadvantages of the centerline method are:
The new alignment should be reset from the strongest ties or reference monuments available. When a base traverse is used for development of the project, all critical alignment points should be set directly from the base traverse monuments. In any event, those alignment control points should be set only from control monuments that were originally installed in accordance with criteria for extendible points. Also, each alignment control point should be set using the same criteria. Tacked hubs, nails and shiners or other types of semi-permanent station markers appropriate for the soil or type of surface should be used.
The cost and time required for resetting stakes, or for setting new lines of construction control stakes can be reduced if easy to use reference markers are set before construction is started. The prime considerations for reference points are that they too will not be destroyed and that they can be used without special survey equipment to accurately place the required control stakes.
Whenever feasible, reference points should be set on the right-of-way line because they have the best likelihood of remaining undisturbed. If the road or other terrain features will interfere with the line of sight between reference points, additional sight only references may be required.
Once the alignment control is set, several optional methods for setting the intermediate station points are available. The option selected by the surveyor should be based on personnel, available equipment, terrain and safety.
Traverse Method - The traditional system of instrument setups at control points and sighting on line or turning appropriate angles to set station points. The main advantage of this method is that it provides on-the-ground and visual checks of the centerline. However, it is more time consuming and less accurate than using the supplemental control method.
Supplemental Control Method - (Centerline Stations) The setting of intermediate station points from strategically placed extendible control monuments. Some of the advantages of this method are:
The main disadvantage is the lower level of accuracy obtained as compared to the higher levels obtained using GPS.
Real Time GPS Method - Recent developments in GPS surveying provides the most efficient method for setting the centerline and additional reference points. A base GPS receiver and a (one or several) roving receiver are used for this purpose. Numerical and graphical instructions displayed on the roving receiver direct the surveyor to the desired point. The real time kinematics GPS method is based on the following procedure:
The main advantages of the real time GPS method are:
A disadvantage of this method is the present relatively high cost of equipment.
Vertical control is an important part of all projects. A relatively dense network of vertical control (benchmarks) must be established for most projects prior to construction staking operations. Such vertical control is seldom accomplished in one survey, but is a culmination of several vertical surveys beginning with the base vertical survey to establish the vertical datum on all major control monuments. The most important aspect of the various stages of vertical control is that the same datum be used from preliminary surveys through design and final construction control.
Ideally, most of the project control benchmarks have been established during the preliminary stage of the project development or the preliminary survey. This existing network is then densified by closed loop vertical surveys throughout the preliminary and construction period. Prior to beginning establishment of construction control benchmarks, several steps should be taken.
The required density of benchmarks will depend on terrain, vegetation and type of construction. They should be of sufficient density to decrease survey time for subsequent leveling requirements. The advantage of density must be weighed against the greater initial cost for establishing extra benchmarks. The following are suggested spacing for benchmarks on a typical construction project:
Benchmarks should be placed in locations suitable for the intended purpose and permanence. Utility poles, ornamental trees, or fire hydrants should be avoided.
Permanent benchmarks - Benchmarks that are to remain as reliable elevation references over a period of years, or even for extended construction duration, such as major structures, should generally meet the following criteria:
Temporary Benchmarks - Less permanent benchmarks may be required for a limited use period for a specific survey operation, i.e., slope staking. Such stakes are called temporary benchmarks and they are not perpetuated after construction. Temporary benchmarks are usually marked with wooden stakes.
The density of benchmarks in the project area can be a source of confusion and possible error through misidentification. It is important that each be uniquely identifiable by name, number, or location and marked with the appropriate identification code. During periods of use, a flagged or painted lath can aid the rod person in the speedy location of the benchmark. Care should be used not to deface private property or structures that will remain after construction.
The elevation of all permanent benchmarks should be determined to third order accuracy in accordance with methods outlined in section 3.7 of this manual.
Temporary benchmark accuracy should be consistent with the type of construction for which they will be used.
Design quantities are calculated from field cross sections, from cross sections derived through the photogrammetric process, or from electronically collected data. Normally the staked location and elevation should agree fairly closely with the plotted location and elevation. Discrepancies of up to 0.3 meters (1 foot) in distance or less than 0.1 meters (0.3 feet) in elevation would not be a reason for complete reacquisition of cross sections. If the plotted and staked locations disagree, the staked position, as reflected in the staking notes, would be used for final quantities.
Some surveyors have found it advantageous to add at least one line of grade control stakes as the roadway sections near completion. A control line of centerline, median ditch, or roadway shoulder stakes is run and grade stakes set to aid the contractor in the final stages of the earthwork prior to staking for finished grades. This not only works toward a better end product, but also expedites the finish grading.
Marking Slope Stakes
It is extremely important that the information shown on construction stakes is concise, legible and clearly understood by the contractor. Since a contractor may have projects in any part of the State, consistency among the various survey crews is a great aid to the contractor’s understanding of the information being conveyed. The required information should be neatly written on a stake that has been painted and set.
Slope Staking with a Total Station
The use of a three dimensional coordinate system for the design makes staking with total station instruments a valuable option for slope staking, particularly in rough terrain.
The first requirement for "radial" slope staking is that two control points be available for all slope staking. A second requirement is that the instrument be within 300 meters (1,000 feet) of the furthest slope stake to be set and the control point (“back azimuth”).
In order to establish the horizontal position of each slope stake, the instrument should be set over a control point, back sighting another with the calculated "back azimuth" set on the horizontal circle. Turn the calculated "forward azimuth" to the slope stake being set. Alternatively, the slope stake may be set by setting the back sight to zero degrees and turning the angle calculated from the difference in azimuths between the back sight and the slope stake. The rod person should be directed on the line-of-sight to the calculated distance of the slope stake.
Determination of the ground elevation of the staking point.
One of the following methods can be used for determining the ground elevation of the staking point:
Relative elevation without HI or HR - Determination of relative elevation (DE) where the height of the rod or the prism (HR) is set to be equal to the height of the instrument (HI). In this case, the elevation differences or the vertical component of the slope distance is due only to the elevation changes in the topography. Or
DE = the vertical component of the slope distance
Relative elevation with HI and HR - When the height of the rod must be changed for visibility or other reasons, the height of the rod and the height of the instrument have to be recorded. In this case:
DE = the vertical component of the slope distance + HR - HI.
Determination of volumes removed from borrow areas involves a comparison of "before" and "after" elevations. For large or extremely rough borrow areas, or in areas that may require more than one stage or type of removed material, photogrammetric methods are generally the most efficient methods. Field cross sectioning, especially the real time kinematics GPS method, can be also be used for this purpose.
Photogrammetric Borrow - Stereo photos taken at various stages of material removal provide positive proof of the quantities of material removed. Reliable quantity determination by aerial photography requires that the area is photographed prior to any material being removed and after each stage for which quantities will be computed. It is also important that the "model" control be targeted for each photographic flight. If the elevation of a targeted point was changed between flights, a new ground elevation will be required for that point.
Pit layouts and special needs should be reviewed with the photogrammetry and survey representatives prior to setting up the survey.
Field Cross-Sections - A total station can be used to establish the baseline, turn the right angles from the established station points, measure offset distance and determine elevations by trigonometric calculations. Ground elevations may be calculated by any of the recommended methods.
Additionally, total station instruments with electronic data collectors are capable of computing coordinate and elevation information of any target point. When baselines are tangent (straight) lines, it is possible to orient the total station relative to the baseline for stationing and offset. The stationing at the total station defines the northerly coordinate value, while the offset at the total station is the easterly coordinate value. An orientation of 0 degrees on the horizontal circle should be set parallel to the baseline in the ascending stationing direction of the baseline. Station and offset values of the target point should be then computed and displayed directly on the total station. By determining the height of the instrument and subtracting the target (rod) height, the ground elevation should be displayed.
The instrument operator can direct the rod person to stay on the cross section. Offset distances and elevations of topographic features are read directly. The ground point station, offset, and elevation may be either manually recorded in traditional cross section type notes, on forms or recorded digitally in an electronic data collector. Some advanced total stations come with programs or processes that can automatically determine the instrument's random setup location from measurements to control in both the horizontal and vertical components automatically. These methods can greatly increase the productivity of field crews in severely sloping terrain or even in areas when offsets exceed 30 meters (100 feet) or taping offsets are difficult due to elevation differences, between the instrument and the rod person.
Salient points and ground slope break line data may be recorded in total station data collectors, downloaded into computers and processed into digital terrain models from which cross sections may be interpolated and plotted. Very accurate volumes may be calculated by comparing grid files of the original ground with that of the excavation or fill.
Real Time GPS - GPS in real time kinematics mode is the fastest ground based method for determining volumes of borrow areas. In a similar manner to that outlined earlier in section 126.96.36.199 of this manual, a grid of X,Y coordinate values can be downloaded into a roving receiver to direct its operator to measurement points. Additional salient points or break line data can also be recorded. One base station can serve many rovers, which makes this method very efficient.
Major Structure Staking
Stakes set to control the location and elevation of structures serve several purposes:
Field Notes - Separate field notes should be set up for each major structure and maintained on a daily basis when work is being done on the structure. Information for setting up staking diagrams and sketches should be obtained from the detail sheets in the plans. Separate pages should be used to show the overall staking system and detail drawings of the various structural components. Do not try to crowd too much information onto one page.
Coordinate Control - Most major highway projects are presently designed using a horizontal and vertical coordinate control system. The structure design may or may not have been laid out under the same coordinate system. If not, the structural layout should be converted to the roadway coordinate system for staking purposes. Such conversion is a comparatively simple office procedure using two common coordinate positions from each of the two systems. Use of the roadway coordinate system will ensure that the roadway and structural components will fit in the completed facility. It also simplifies on the job calculations and provides a more exact method of establishing or restoring control references.
Reference Markers - All reference markers should be iron pins or tacked hubs set to line and grade as accurately as practicable. Although certain tolerances do exist between the various components of a structure, those tolerances should be preserved, as much as practicable, for subsequent measurements.
In general, all major working lines for abutments, footings, columns and centerline should be referenced with two intersecting lines of stakes. At least the two stakes nearest the component should be on line with, and at a set distance from, the component. Outer stakes may be set for line only. All reference markers should be double guarded and lathed on line where required for "eyeball" sight in. Each guard stake should be marked to identify the station and/or offset from the component. If the stake controls elevation, the cut, fill or flow line information should be included.
Where many stakes or much information is required, a stake numbering system can be used and each marker identified on the guard stake by number only. A listing of each marker would then be furnished to the contractor.
Special Items - Separate pages in the structure field notes should be maintained for such pay items as excavation, back fill material, rip rap, wire mesh, etc., in order to compute and document quantities.
Minor Structure Staking
Minor structures consist of reinforced concrete boxes, reinforced concrete pipe and corrugated metal or plastic pipe installations. The same general procedures for staking and documentation of the various pay items apply as described previously for major structures.
Staking Notes - Staking notes are generally set up in the office from the plans as amended by the revised pipe list.
Excavation and Backfill - Most pipe or box installations require several types of excavation and backfill. During the staking processes, cross sections of sufficient width on either side of the installation should be taken to establish natural ground. The cross sections should be taken at sufficient distance beyond each end of the pipe to encompass the excavation anticipated.
Reference Markers - Reference markers may be either iron pins or tacked hubs. Except on approach pipe or other small installations, the ends of the installation should be referenced both on centerline and by fixture end offsets. The offset markers should be set 3 meters (5 to 10 feet) or more from centerline. Elevations should be taken on each marker and the offset distance, cut to flow line, type, size of pipe and designation of flared end, if applicable, are marked on the guard stakes.
A centerline marker should be set at 1 to 3 meters (3 to 10 feet) out from each pipe end with additional centerline markers set a sufficient measured distance to provide line of sight and distance reference in any area that will not be disturbed by construction. The terrain may dictate other reference marker layout. Information on the guard stake for the nearest to pipe reference marker should include station and offset distance on the backside and on the front side, size of pipe (if flared end is required), length of pipe, cut or fill to flow line, and grade per foot.
Centerline monument assemblies and/or centerline reference monuments shall be set according to the construction plans and must be set under the direct supervision of a licensed professional surveyor. Following the completion of the centerline monuments, their locations should be checked. The monuments must check within a tolerance of the smaller of an error ratio of 1:10,000 for distance and alignment or a maximum positional error of 2 centimeters (0.06 feet). Failure to meet the tolerance will require the contractor to reset the monument assembly properly.
Right-of-way markers are monuments placed at points of curvature, points of tangency, points of compound curvatures along the necessary baselines. These are always mentioned in the right-of-way description. Right-of-way markers constitute the monumentation of the highway property. As such, they are used by others to make legal ties to the highway. If shown on the right-of-way plans, right-of-way monuments will be set prior to the start of construction activities under the direct supervision of a professional surveyor licensed in the State of New Jersey. The locations of these and other property boundary monuments of record shown on the construction plans, shall be referenced to the project control and checked prior to the start of clearing, excavation or grading activities. The contractor shall be responsible for replacing any right-of-way markers or property boundary monuments disturbed or destroyed during or by the construction activities. All markers or monuments replaced must be set under the direct supervision of a professional surveyor licensed in the State of New Jersey.
Private surveyors have the obligation to either accept the monumentation as a legal boundary or to reject it and re-establish the described boundary in accordance with their findings. Therefore, it is extremely important that right-of-way markers be staked to the closest tolerance practicable and that markers conform to the positions described by the highway description. If, for any reason, the disturbed or destroyed right-of-way markers or property boundary monuments cannot be reset in their original horizontal location, then the contractor's surveyor shall notify the Department's project supervisor. A witness monument or monuments may have to be set to replace the old one. The witness monument shall clearly show its relative position to the record marker or monument, and to the right-of-way or property boundary line it was identifying.
Right-of-way fence is normally constructed approximately 0.3 - 0.6 meters (1 to 2 feet) inside the established right-of-way. Normally, the centerline offsets, survey for right-of-way markers and other control surveys have basically established the fence line location. Some additional staking may be required, such as gate, end panel and brace panel locations.
Fence should be measured as construction progresses and gate, cattle guard, brace panel, and end panel installations documented in relation to the project stationing.
Construction area fencing should be staked prior to any construction activity in the area.
Tacked hubs should be set for radius points and as offsets from back of curb. The offset is normally 0.6 meters (2 feet) or a distance dictated by the contractor's operation. Offset stakes set outside the right-of-way must be approved in writing by the adjacent property owner. Guard stakes should show the station on the back side and offset distance and cut or fill to top of curb on the road side. Again, depending on the contractor's equipment and operation, the distance between offset stakes may vary from 5 to 30 meters (16 to 100 feet).