A.02.02_-_Attachment_3_-_SOW_NEW_GIS_IDIQ_-_Europe_Locations_FINAL_20181219.pdf

CENAU-PP-IP FINAL 19 December 2018

Section C - Descriptions and Specification

STATEMENT OF WORK

GEOSPATIALSERVICES – EUROPE LOCATIONS

U.S. ARMY CORPS OF ENGINEERS, EUROPE DISTRICT

C.1 GENERAL INFORMATION: This Indefinite Delivery contract requires Architect-Engineer (A-E) services to perform professional photogrammetric mapping, land surveying, Geographic Information System (GIS) development, and photo interpretation (landuse/landtype). This Statement of Work (SOW) is the basic scope of work for accomplishing the services listed below. A project specific Schedule of Services (SOS) will be prepared for each task order to meet the requirements of the customer and the specific site(s) involved.

The Architect-Engineer (A-E), as an independent contractor and not as an agent of the Government, shall, in accordance with the terms and conditions more particularly set forth below, provide professional and non-professional management support services for project assigned to the U.S. Army, Corps of Engineers, Europe District, that include all labor, management, facilities, supplies, equipment and materials (other than those to be furnished by the Government as hereinafter provided in individual task order), and other items and services necessary to perform quality assurance, contract administration services as required under the contract. The A-E shall furnish the required personnel, equipment, instruments and transportation as necessary to accomplish the required services and furnish to the Government maps, reports, briefings, engineering and architectural drawings, and other data together with supporting material developed during the period of service. During the prosecution of the work, the A-E shall provide adequate professional supervision and quality control to assure the accuracy, completeness and timely progress of the work.

C.1.1 LOCATION OF THE PROJECT: The multi-disciplined A-E Contractor may be required to render services at the office(s) of the various Contractor team members, on-site at the offices of various U.S. Army Corps of Engineers (USACE) activities, or on-site at various project sites or installations. The location of work performed hereunder shall be stated in the individual task orders. The Government expects the bulk of the task orders to be issued in the EUCOM area-of-responsibility (AOR). The work is expected to be in Belgium, Denmark, France, Iceland, Italy, Luxemburg, the Netherlands, Norway, Portugal, the United Kingdom, Greece, Turkey, Germany, Spain, Israel, Georgia, Azerbaijan, Armenia, the Czech Republic, Hungary, Poland, Bulgaria, Estonia, Latvia, Lithuania, Romania, Slovakia, Slovenia, Ukraine, Albania, Montenegro, and Croatia.

C.1.2 SCOPE OF WORK: This Statement of Work sets forth the general requirements for the performance of various services required under the contract. The anticipated use of this contract will include, but not be limited to manned aircraft aerial photography, photogrammetry (aerotriangulation, stereo compilation, orthophotography) and light detection and ranging (LiDAR) remote sensing data collection and processing of both large and small project sites, with requisite land surveying to support aerial missions. The contract may also require site (existing conditions) and utility (to include subsurface) surveys, CAD/GIS mapping, CAD/GIS data migration/consolidation, data linkage, database development, data scanning and archiving, real property support, and space utilization surveys. The responsible agency is the U.S. Army Corps of Engineers, Europe District (NAU). Projects may be performed within NAU area of responsibility or as otherwise outlined herein. All A-E services shall include associated travel and subsistence necessary for compliance with U.S. and local (where work/project is to be performed) laws, regulations, construction practices, and procedures.

C.1.3 CONDUCT OF WORK: The A-E, the A-E’s consultants or subcontractors, and the A-E’s suppliers, shall perform all actions respecting applicable U.S. and local laws, regulations, construction practices, and procedures. In the event of a conflict between regulations, the stricter requirement shall prevail. Professional remote sensing and land based mapping and surveying services to be performed under this contract are defined below. All mapping work will be performed using precise photogrammetric data acquisition, mensuration, and compilation procedures, including all quality control associated with these functions. The work will be accomplished in strict accordance with the survey and mapping criteria contained in the technical references (paragraph C.1.4 below), except as modified or amplified herein or task orders scope of work.

C.1.4 TECHNICAL CRITERIA AND STANDARDS. The following standards are referenced in this contract. In cases of conflict between these technical specifications and any referenced technical standard, these specifications shall have precedence.

C.1.4.1 Spatial Data Standard for Facilities, Infrastructure, and Environment (SDSFIE) www.sdsfieonline.org C.1.4.2 Architectural, Engineering, and Construction (A/E/C) CAD Standards, as issued by the CAD/BIM Technology Center https://cadbimcenter.erdc.dren.mil/ (current release).

C.1.4.3 Federal Geographic Data Committee (FGDC), https://www.fgdc.gov/metadata C.1.4.4 USACE Engineering Manual 1110-1-1000, Photogrammetric and LiDAR Mapping (current release).

C.1.4.5 USACE Engineering Manual 1110-1-1002, Survey Markers and Monumentation (current release).

C.1.4.6 USACE Engineering Manual 1110-1-1003, Navstar Global Positioning System Surveying (current release).

C.1.4.7 USACE Engineering Manual 1110-1-1005, Control and Topographic Surveying (current release).

C.1.4.8 USACE Engineering Manual 1110-1-2909, Geospatial Data and Systems (current release).

C.1.4.9 US Army Regulation 115-13, Installation Geospatial Information and Services C.1.4.10 American Society for Photogrammetry and Remote Sensing (ASPRS) Manual of Photogrammetry, Sixth Edition (2013).

C.1.4.11 ASPRS LAS Standards (current release).

C.1.4.12 ASPRS Positional Accuracy Standards for Digital Geospatial Data, November 2014.

C.2 SERVICES REQUIREMENTS:

C.2.1 GENERAL A-E SERVICES REQUIREMENT: Unless otherwise specified by individual task order, studies, reports, or designs shall be prepared in metric units. Project locations, scales, and accuracy requirements will be stated in each task order. Planimetric feature detail will be compiled based on horizontal mapping standards as stated in task orders. Contours shall be developed at increments in accordance with the vertical accuracy standards as stated in each task order. Sites requiring new aerial photography shall be flown at a photo-negative scale equal to or larger than that specified in EM 1110-1-1000 to meet the required planimetric and topographic accuracy criteria unless otherwise stated in the task orders. Feature and terrain data shall be delivered in digital format and/or hardcopy as described in task orders. Detailed scope of work will be developed for individual task orders and will contain a Quality Assurance Surveillance Plan. The A-E shall, under each task order, perform all work required to accomplish the intent of such task order and, unless otherwise specifically provided in the task order, perform required services in accordance with the following requirements when required by each task order:

C.2.1.2 AIRCRAFT FLIGHT OPERATIONS AND EQUIPMENT REQUIREMENTS.

https://cadbimcenter.erdc.dren.mil/

C.2.1.2.1 AIRCRAFT AND FLIGHT CREW. The aircraft furnished or utilized under this contract shall be equipped with navigation and photographic instruments and accessories necessary to satisfactorily produce the required imagery, LIDAR, or other remotely sensed data. Aircraft may be required to have airborne global navigation satellite system (ABGNSS) software and hardware capability for real time aircraft positioning and navigation. The ABGNSS must also have the capability to capture and store spatial positioning information for determining exterior orientation of the camera and geographic location of the photo center at the instant of exposure. The Contractor's ABGNSS hardware and software must incorporate the ability to spot process the airborne data in order to provide a computer derived GNSS photo control point at each exposure center to supplement ground surveys in accomplishing aerotriangulation procedures. The aircraft shall be maintained in operational condition during the period of this contract, and shall conform to all governing Federal Aviation Administration and Civil Aeronautics Board regulations over such aircraft. The flight crew and cameraman shall have had a minimum of 400 hours experience in flying precise photogrammetric mapping missions.

C.2.1.2.2 CAMERA WINDOWS AND CAMERA MOUNTING. When high-altitude photography is required, camera windows may be needed. Camera windows shall be mounted in vibration-damping material to avoid mechanical stress to the window. Prior to photography, any camera window used shall be checked by the calibration center to ensure that it will not adversely affect lens resolution and distortion and that it is substantially free of veins, striations, and other inhomogeneities. The camera itself shall be installed in a mounting that dampens the effects of aircraft vibration. Aircraft exhaust gases shall be vented away from camera opening.

C.2.1.2.3 FLIGHT PLAN. The minimum area(s) to be photographed are as indicated on maps or photographs that will be provided for each photographic task order. Given the specified photo-negative scale or ground sample distance criteria herein, the contractor shall design the flight lines for the photography to obtain proper overlap, sidelap, and endlap to assure full stereoscopic photographic coverage, in accordance with the criteria defined in task orders scopes of work. Generally, the flight lines shall be parallel to each other and to the longest boundary lines of the area to be photographed. For single strip photography, the actual flight line shall not vary from the line plotted on the flight map by more than the scale of the photography expressed in feet. For example, the allowable tolerance for photography flown at a scale of 1-in equals 1000-ft is about 1000-ft. The ground distance between adjacent flight lines and the air distance between consecutive exposure stations shall be determined to meet coverage tolerances with respect to the flying altitude above mean ground height (H). For film photography, photo scales for map compilation shall be as stated in the applicable contract section. For digital imaging, modern flight planning software will be used for flight planning in order to acquire imagery with the required ground sample distance (GSD). The flight lines shall be submitted to the Government for advance approval.

C.2.1.2.4 FLYING CONDITIONS. Photography shall be undertaken only when well-defined images can be obtained. Unless otherwise specified, flying shall be limited to the period of 3 hours after local sunrise to 3 hours before local sunset. Photography shall not contain shadows caused by topographic relief or sun angle of less than thirty (30) degrees, whenever such shadows can be avoided during the time of year the photography must be taken. Photography shall not be attempted when the ground is obscured by haze, smoke, or dust, snow or when the clouds or cloud shadows will appear on more than five (5) percent of the area of any one photograph unless specified in the task order.

C.2.1.2.5 DATE OF PHOTOGRAPHY. Photography will be flown during the periods represented in task orders placed against this basic contract.

C.2.1.2.6. AIRCRAFT UTILIZATION. Total aircraft utilization to, from, between, and over project sites is based on the rates shown in Schedule C. In estimating available aircraft operational time, average weather and cloud cover conditions are assumed for the given site and time of year, consistent with aircraft utilization rates historically developed. Additional crew costs will accrue during deployment at or near the project site, where applicable. Aircraft and flight crew standby at the home base shall be considered as an overhead expense and shall have been properly factored into the unit rate of the aircraft.

C.2.1.2.7 FLIGHT LOG. For each flight day, the pilot or cameraman shall prepare a flight log containing the date, project name, aircraft used, and names of crew members. In addition, the following shall be prepared for each flight line: altitude, camera, magazine serial number, f-stop, shutter speed, beginning and ending exposure numbers and times, and any other comments relative to the flight conditions. These flight logs, or copies thereof, may be incorporated into the film report (if required) and will be delivered to the contracting officer as specified in this contract.

C.2.1.2.8 SUBCONTRACTED PHOTOGRAPHY. Before commencement of any aerial photography under this contract or task order by a subcontractor, the contractor shall furnish the contracting officer, in writing, the name of such subcontractor, together with a statement as to the extent and character of the work to be done under the subcontract, including applicable sensors planned. The flight crew and camera operator shall have had a minimum of 400 hours experience in flying precise photogrammetric mapping missions. The aerial acquisition contractor shall continuously monitor the image coverage and quality and shall undertake immediate re-flights of areas wherein coverage does not meet specifications. Subsequent rejection of imagery by the prime contractor or the Government shall not in itself be a reason for granting a delay for another photo season. Failure to undertake re-flights or delays in forwarding imagery for preliminary inspection (if required) that result in a lost season may be reason to invoke default of contract.

C.2.1.3 AERIAL PHOTOGRAPHY SCALE AND RELATED COVERAGE PARAMETERS.

C.2.1.3.1 PROJECT SPECIFICATION. Project specifications for aerial image acquisition are changing as a result of the transition from film to digital cameras. Some of the specifications, below, pertain to film cameras, while recognizing that most aerial imagery acquired today for USACE is performed with modern digital cameras for which image quality, resolution, clarity, color balancing and dynamic range are greatly improved and for which operators have far greater flexibility, including the ability to change lenses in-flight. In all cases, specifications herein pertain to metric aerial mapping cameras for which the defining characteristic is that they are stable and perform consistently over long periods of time so that calibration parameters do not change. Whereas the photo scale was the most important parameter for analog and analytical photogrammetric mapping that used hardcopy aerial photos, the pixel size of digital orthophotos and the ground sample distance (GSD) of the raw digital imagery are the most important parameters for digital (softcopy) photogrammetry

C.2.1.3.2 PHOTO-NEGATIVE SCALE/GROUND SAMPLE DISTANCE AND FLIGHT ALTITUDE.

The required image scale or GSD for projects shall be as stated in each task order. The flight height above mean terrain (AMT) will be designed such that the images will have an average scale suitable for attaining required photogrammetric measurement, map scale, contour interval, and accuracy, given the required mapping camera focal length, stereo plotter model and quality control criteria, as defined elsewhere in these specifications. Negatives or digital images having a departure from the specified scale or GSD of more than 5 percent because of tilt or any changes in the flying height may be cause for rejection of the work.

Departures from specified flight height shall not exceed 2 percent low or 5 percent high for all flight heights up to 12,000 ft above ground elevation. Above 12,000 ft, departures from specified flight height should not exceed 2 percent low or 600 ft high. Any proposed variation by The Contractor to change either the camera focal length or image scale or GSD as specified in a task order constitutes a major change in scope and therefore must be effected by formal task order modification.

C.2.1.3.3 STEREOSCOPIC COVERAGE AND OVERLAP REQUIREMENTS. The entire area of the project must be stereoscopically covered by successive and adjacent overlaps of images within the usable portion of the field of the lens. This is an essential requirement for photomapping work. Lack of acceptable stereoscopic coverage caused by the contractor's failure to adhere to the specified flight design shall be corrected by re-flights at the contractor's own expense. Lack of acceptable stereoscopic coverage caused by conditions that could not be avoided by the exercise of reasonable diligence and care on the part of the contractor will be corrected by re-flights at the Government's expense, when authorized by the Contracting Officer. Unless otherwise modified in task orders the overlap shall be sufficient to provide full stereoscopic coverage of the area to be photographed, as follows:

a. BOUNDARIES. All of the area appearing on the first and last image in each flight line extending over a boundary shall be outside the boundary of the project area. The principal point of two photographs on both ends of each flight line shall be taken past the boundary line of the project. Each strip of photographs along a boundary shall extend over the boundary not less than fifteen (15) percent or more than 55 percent of the width of the strip.

b. ENDLAP. Unless otherwise specified in a task order, the forward overlap shall be sixty (60) percent. With modern digital cameras, it is now common for end lap to greatly exceed 60 percent, to include 80 percent end lap for orthophoto projects where building lean must be minimized.

c. SIDELAP. The lateral sidelap shall average thirty (30) percent unless specified in a task order. Any image having sidelap less than fifteen (15) percent or more than fifty (50) percent may be rejected. The foregoing requirement can be varied. Variation may be acceptable in cases where the strip area to be mapped is slightly wider than the area that can be covered by one strip of photographs, where increase in sidelap is required for control densification purposes, or where increase or decrease in sidelap is required to reach established ground control. Any variation must be specified in the task order.

d. CRAB. Absolute crab of any photograph relative to the flight line, or relative crab between any series of two or more consecutive photographs, in excess of ten (10) degrees, as indicated by displacement of the principal points of the photographs, may be considered cause for rejection of the photography. Average crab for any flight line shall not exceed 5 degrees. For aerotriangulation, no photograph shall be crabbed in excess of five (5) degrees as measured from the line of flight.

e. TILT. Images exposed with the optical axis of the aerial camera in a vertical position are desired. Tilt (angular departure of the aerial camera axis from a vertical line at the instant of exposure) in any image of more than three (3) degrees, or an average of more than two (2) degrees for any ten (10) consecutive frames, or an average tilt of more than one (1) degree for the entire project, or relative tilt between any two successive images exceeding five (5) degrees may be cause for rejection.

f. TERRAIN ELEVATION VARIANCES. When ground heights within the area of overlap vary by more than ten (10) percent of the flying height, a reasonable variation in the stated overlaps shall be permitted provided that the fore and aft overlaps do not fall below 55 percent and the lateral sidelap does not fall below 10 percent or exceed 50 percent. In extreme terrain relief where the foregoing overlap conditions are impossible to maintain in straight and parallel flight lines, the gaps created by excessive relief may be filled by short strips flown between the main flight lines and parallel to them.

g. SHORELINE COVERAGE. Strips running parallel to a shoreline may be repositioned to reduce the proportion of water covered, provided the coverage extends beyond the limit of any land feature by at least 10 percent of the strip width.

h. STRIP OVERLAP. Where the ends of strips of photography join the ends of other strips or blocks flowing in the same general direction, there shall be a sufficient overlap of at least two stereoscopic models. If the scales of the imagery are different, they shall be considered at the smaller image scale. In flight lines re-photographed to obtain substitute photography for rejected photography, all images shall be exposed to comply with original flight specifications, including scale/GSD and overlap requirements. The joining end images in the replacement strip shall have complete stereoscopic coverage of the contiguous area on the portion or portions not rejected.

C.2.1.4 AERIAL CAMERA SPECIFICATIONS.

C.2.1.4.1 TYPE OF CAMERA. Although film cameras may still be used for small projects, the Government prefers the use of modern, calibrated, digital metric cameras. The capabilities of digital cameras and production software are improving so rapidly that prior criteria are meaningless. There are numerous small, medium and large format cameras used for aerial photogrammetric mapping. The government shall not define which type of aerial camera system to use, but will define the accuracy requirements from the acquired imagery for each task order. The camera shall function properly at the necessary altitude and under expected climatic conditions. When extremely large scale (low altitude) photography is being flown, the camera shall be equipped with forward image motion compensation (FMC). All projects shall require that the camera system be equipped with ABGNSS for precise locations of photo exposures. Additional detail will be provided in in task order scopes of work.

C.2.1.4.2 CALIBRATION. Camera calibration is the process of determining the parameters that describe the precise internal geometrical and optical characteristics of a camera system so that highly accurate photogrammetric mapping and orthophotography can be performed. With digital frame cameras, numerous lens distortion coefficients, as well as focal length and principal point coordinates, are parameters determined in a laboratory geometric calibration which models the geometry of a complex camera system which may have multiple camera cones for panchromatic images and/or multiple camera cones for multispectral imagery. With digital line scanners, each panchromatic and multispectral line (forward, backward, and nadir) is calibrated for positioning of each pixel. Geometric and radiometric calibrations are typically performed separately. After the initial factory calibrations, geometric recalibrations should be performed every three years unless there is a major camera rebuild. Radiometric recalibrations are not mandatory on a scheduled basis but should be performed as required to maintain acceptable image quality.

The aerial film camera(s) furnished by the contractor or his designated subcontractors shall have been calibrated by the contractor within three (3) years of award of this contract. The calibration report shall be presented to the contracting officer prior to use on this contract and/or task orders placed against this contract. Calibrated tolerances shall be within the standards contained in EM 1110-1-1000. Certification shall also be provided indicating that preventative maintenance has been performed within the last two (2) years.

C.2.1.4.3 SUBSTITUTE CAMERAS. Substitute cameras that do not meet the above specifications may be requested in individual task orders. Contractors requesting use of a substitute camera system must receive approval from the Government. . Individual task orders will specify requirements for these type camera systems. Task orders will specify end product accuracy rather than camera system specifications.

C.2.1.5. PHOTOGRAPHIC INDEX REQUIREMENTS.

C.2.1.5.1 GENERAL. Photographic indexes may be requested in task orders scopes of work. The requirement for horizontal scale, base map type, type of media (hardcopy and/or softcopy), and digital file format shall be stated in the task orders. A flight line index shall generally show all flight line and photo center locations. Each flight line shall be labeled with the identifying flight line number at each end of the flight line along with beginning and ending photograph numbers respectively.

C.2.1.6 PHOTO CONTROL SURVEY REQUIREMENTS.

C.2.1.6.1 GENERAL. All horizontal and vertical control surveys required for photogrammetric mapping shall, unless otherwise indicated herein, be performed using procedures and/or accuracy standards consistent with professional surveying practices. Ground control may be minimized or eliminated by the use of ABGNSS technology. Details for utilization of ABGNSS technology will be described in task order scopes of work. All surveying and photo mapping work shall be referenced to horizontal and vertical datums as stated in task orders scopes of work. The Contractor shall provide survey crews with professional survey personnel and equipment capable of performing observations and measurements that meet the required accuracy needed for the work. Mapping personnel will provide properly marked control photos to survey crews indicating control points to be surveyed. All ground control points required shall be noted on control photos and the survey data shall be obtained by ground survey crews. All field observational data shall be performed in accordance with standard engineering survey practices, as specified in reference C.3. Survey data shall in a digital format that will subsequently be delivered to the government as specified in each task order. All survey work will be performed under the supervision and control of a licensed professional land surveyor. All survey work will be performed under the supervision and control of a licensed professional land surveyor, including office computations and adjustments, and is subject to government review and approval for conformance with prescribed accuracy standards.

C.2.1.6.2 PHOTO CONTROL SURVEYS. Surveys performed to control horizontal or vertical locations of points used in controlling stereoscopic models shall be performed using recognized engineering and construction control survey methods, as necessary to meet the ultimate mapping standards required in the task order. This usually requires, at minimum, third-order procedures performed relative to existing network or project control, using standard engineering survey traverse, differential leveling, global navigation satellite system (GNSS), or electronic total station measurement techniques.

a. Unless otherwise indicated, photo control points or paneled points may be temporarily marked (2 by 2 in. stakes, nails, etc.). These temporary marks should remain in place for at least the duration of the contract, and may be used for performing quality control or assurance surveys.

b. EXISTING PROJECT/NETWORK CONTROL. A tabulation and/or description of existing project/network control points may be provided with each task order request or may be a deliverable in a task order. The source agency, coordinates, datum, and estimated accuracy of each point is indicated on the description. Prior to using any control points, the monuments should be checked to ensure that they have not been moved or disturbed.

c. The Contractor shall perform surveys connecting existing project control to assure that such control has sufficient relative accuracy to control the overall project. Should these surveys indicate deficiencies in the existing control, The Contractor shall advise the contracting officer, and appropriate modification may be made to the contract to perform resurveys of the existing network.

d. All horizontal and vertical control points will be occupied as a station within a closed traverse or closed level loop. If it is not possible to occupy an individual control point or photo target, thus requiring spur shots, all angles shall be read at least three times and averaged, and all distances measured twice and averaged.

C.2.1.6.3 FULL PHOTO MODEL CONTROL. The Contractor shall establish the minimum horizontal and vertical control points required for each stereoscopic model by field survey methods. Each point shall be an image of an existing object or be a finite photographic pattern that is clearly identifiable both on the ground and on the photographs, or be the photographic target. The accuracy of all supplemental control surveys shall be the same as that stipulated for all control surveys required under this contract.

C.2.1.6.4 CONTROL PHOTOGRAPHS. Close-up and at least two perspective photos should be taken of all control points. All horizontal and vertical control points including supplemental control points shall be marked and labeled with appropriate point identification numbers. Coordinates and brief descriptions of marked control points shall be written in an associated metadata file. All control points not premarked shall be neatly pin-pricked and clearly identified and briefly described in the file name or an associated metadata file. Full station descriptions will be written for newly set, permanently monumented points. The digital images and descriptions will be delivered to the Government.

C.2.1.6.5 CERTIFIED SURVEYOR. All surveying will be directed, approved and certified by an appropriate professionally licensed Land Surveyor or Photogrammetrist.

C.2.1.6.6 SPATIAL REFERENCE SYSTEM. The spatial reference system for horizontal and vertical control will be defined independently for each task order issued under this contract. Horizontal control shall be tied to a common horizontal datum for the subject survey location and project type, including but not limited to, the current realizations of World Geodetic System of 1984 (WGS84), International Terrestrial Reference Frame (ITRF), and the European Terrestrial Reference System of 1989 (ETRS89). Vertical control shall be tied to a common vertical datum for the subject survey location and project type, including but not limited to, WGS84 Vertical Reference System and European Vertical Reference System of 2007 (EVRS07). Global Navigation Satellite System (GNSS) technology may be employed to acquire horizontal and vertical point location data providing accuracies obtained are within those obtained by conventional traversing methods and level loops. Plans and GNSS equipment specifications for GNSS implementation shall be reviewed by the COR during task order negotiations.

C.2.1.6.7 ELEVATIONS. The Contractor shall be responsible for all elevations necessary for satisfactory completion of all work. The Contractor will be responsible for checking bench marks and level lines for accuracy. Global Navigation Satellite System (GNSS) may be used for elevation data providing the equipment and techniques to be used provide data at accuracies required by conventional level loops. The use of GNSS acquired elevation data is at the discretion of the COR. Conventional level loops may be required exclusively, and some conventional levels may be required in addition to GNSS acquired data. Use of GNSS technology for acquiring elevation data will require a review, by the COR, of the plans proposed during negotiations for a task order. GNSS equipment, planning techniques, and anticipated accuracies are noted in the reference text noted in C.1.4.6.

C.2.1.6.8 FIELD NOTES. Field notes shall be neat, complete, numbered, indexed and accurate; and every page shall be appropriately identified. Only original field notes will be accepted. Field note books must be kept in good condition, scanned, and digitally and sent to the Corps of Engineers at the end of the project.

C.2.1.6.9 MINIMUM ACCURACY.

a. The survey traverse established by The Contractor within the Project Area used to provide horizontal control shall have a minimum closure before adjustments of 1:5,000, and the survey traverse shall be tied to the horizontal spatial reference system defined in the task order. The final traverse adjustment will include sea level and grid correction factors applied to measured distances before adjustments. The Contractor shall provide copies of the traverse closures.

b. Level circuits used for primary vertical control within the project area will originate and end on bench marks established by European Leveling Network (UELN) unless otherwise noted in each task order. All level circuits used to establish basic project control will close within 0.005 meters times km, where km is the distance in kilometers. Levels to establish supplementary photogrammetric controls shall originate from a primary level bench mark and close on a primary level line bench mark, and shall establish elevations with maximum errors no greater than 1/10 of the contour interval of the map being prepared. No side shots to the vertical control points will be allowed; either turn through the point or establish elevation on point from two (2) setups. Preference shall be given to taking off one (1) primary benchmark and closing on a second (2nd) primary bench mark. If, in order to comply with this, level loops are several miles in length, discussions with Contracting Officers Representative (COR) shall determine the appropriate route for level loops.

C.2.1.6.10 STADIA ELEVATIONS. No stadia work or trigonometric levels will be permitted in ground control work.

C.2.1.6.11 TRANSFER OF RECORDS AND MATERIALS. All data compiled for the completion of ground control will be given to Corps of Engineers. All original manuscripts will be scanned and digitally delivered to Corps of Engineers upon completion of the project.

C.2.1.6.12 CONTROL LOCATION MAP. Contractor shall provide Corps of Engineers with a location map showing the physical location of all required horizontal and vertical points on or adjacent to the project area.

C.2.1.6.13 BENCH MARKS. Permanent bench marks may be required as per specifications in a task order. When this is the case the number and location parameters will be specified in the task order. Level lines shall be run along routes that have the least fluctuation in elevation and in as direct a line as possible compatible with the area to be mapped. When possible, bench marks shall be established no more than one U.S. mile (1.5km) apart. Reference photos and recovery description shall also be prepared showing locations of all benchmarks set.

C.2.1.7 SOFTCOPY PHOTOGRAMMETRY.

C.2.1.7.1 GENERAL. Softcopy photogrammetry is the use of digital raster images and softcopy mapping systems instead of photographs and analytical stereoplotters for map production. The sources of digital images can range from digitized photographs, to digital cameras, to electro-optical scanners. Systems required under this contract must be capable of performing all the tasks of a fully analytical first order stereo-plotter, automated generation of digital terrain models, computation of digital orthophotos, preparation of perspective views (singly or in a series of fly-throughs) and capture of data for direct entry into a geographic information system. The system also must provide linages to image processing software, making it amendable to the analysis of virtually any source of digital image data (e.g., airborne IFSAR, Landsat, SAR or SPOT satellite data).

C.2.1.7.2 SOFTCOPY TOPOGRAPHIC/PLANIMETRIC AND ORTHOPHOTO MAPPING. Softcopy data requests under this contract may require the development of topographic, planimetric and/or orthophoto mapping. The specifications and accuracies are the same as stated in paragraphs C.14 and C.15.

C.2.1.8 STEREOCOMPILATION, DRAFTING, AND CADD SPECIFICATIONS.

C.2.1.8.1. ANALYTICAL AEROTRIANGULATION SPECIFICATIONS. When authorized within this contract and/or task order, the x-, y-, and z-coordinates for supplemental photo control points may be derived using fully analytical, simultaneous block aerotriangulation adjustment methods. Industry-standard adjustment software, or that supplied with analytical plotters or softcopy workstations, must be used to perform the computations. Use of different altitude photography is not allowed. The photography specified in paragraph C.6 shall be used to perform all measurements.

a. EQUIPMENT. The photogrammetric mensuration instruments shall have sufficient accuracy and utility for measuring the x and y photographic coordinates of the fiducial or other photographic reference marks, targets, photographic images, and artificially marked points to achieve the required accuracies.

b. GROUND CONTROL REQUIREMENTS. The Contractor shall be responsible for determining the optimum location, quality, and accuracy of all ground surveyed control points used for controlling the aerotriangulation adjustment. Ground control requirements are dependent upon many factors specific to each individual project. The number and spacing of horizontal and vertical ground control points for a project shall be within general industry standards and shall be approved by the Contracting Officers Representative for each task order.

c. RESULTANT ACCURACY OF AEROTRIANGULATION ADJUSTMENT. For class 1 maps, the root mean square (RMS) error for the x, y, and z coordinates of all supplemental control points determined by analytical aerotriangulation shall not be in error by more than 1:10,000 in horizontal position (x and y) and 1:8,000 in elevation (z), when expressed as a ratio fraction of the flying height. These adjustment statistics must be clearly identified on the adjustment software output that shall be delivered to the government prior to commencement of stereoplotting. A short written report submitted to the contracting officer prior to compilation explaining any analytical control problems encountered shall accompany this printout. Aerotriangulation accuracy criteria for other map classes are contained in EM1110-1-1000. A sufficient amount of control points (approximately 10%) will be withheld for verification of the aerotriangulation (bundle) adjustment. These control values will be compared to the aerotriangulated values for accuracy assessment. This comparison will be submitted as part of the overall aerotriangulation report.

d. CONTROL PRINTS. The image of all ground control and supplemental control points shall be appropriately marked and identified on a set of contact prints (control prints) or contact digital image. The identifying number for each supplemental control point shall be related to the photograph on which it appears.

e. DELIVERIES. All materials, including the x-y-z coordinate listing of supplemental control points, final adjustment computations with error of closure, control prints, the marked/drilled diapositives, and any rolls of film negatives used by the contractor, shall be provided to the government. In the case of a fully digital process all product deliveries listed above shall have a digital counterpart and all files shall be delivered to the government.

C.2.1.8.2 STEREOPLOTTER SPECIFICATIONS. Topographic and/or planimetric feature line maps are to be developed/generated on a softcopy workstation (as specified in section C.14.2 or equivalent) or an analytical stereoplotter. The plotter system must be capable of automatically performing/adjusting interior, relative, and absolute orientations, and output statistical data thereof, and generating digital data of observed topographic/feature information into spatial layers directly compatible with three-dimensional design file criteria (standards manual for USACE COMPUTER- AIDED DESIGN AND DRAFTING (CADD) SYSTEMS EM 1110-1-1807 (Reference C.3.3). Stereoplotter operators should have demonstrated experience on the machine and in the type of terrain being compiled.

C.2.1.8.3 MAP COMPILATION SCALE. The Contractor shall furnish to the contracting officer stereoplotter-derived manuscripts and/or finished maps at scales referenced in task orders scope of work.

C.2.1.8.4 MODEL SETUP AND ORIENTATION DATA. The stereoplotter orientation parameters and statistical outputs for each model setup may be requested for specific task orders. These sheets shall be fully annotated by date, time, operator name, compilation dates/times, photo numbers, and other data that confirm that the mapping was compiled from the required negative scale.

C.2.1.8.5 PLANIMETRIC FEATURE DATA DETAILING. Mapping data shall contain all the planimetric features visible or identifiable on or interpretable from the aerial photographs, and compatible with type of project involved (i.e., military master planning, detailed site plan mapping, etc.). These shall include, but not be limited to, buildings, roads, farm lanes, trails, driveways, sidewalks, catch basins, rivers, shorelines, ditches, drainage lines, erosion areas, ponds, marshes, lakes, reservoirs, railroads, fence lines, power poles, pipelines, wooded areas, timber lines, tree clumps, orchards, vineyards, individual trees that can be recognized as such, bridges, culverts, piers, spillways, tunnels, dams, rock outcrops, quarries, recreation areas, and cemeteries. The level of detail required for each project will be provided in detailed specifications for the task order. Data format shall follow the SDSFIE standard unless otherwise specified in the task order.

a. Features such as quarries, gravel pits, log piles, coal piles, sand piles, slag piles, open pit mines, etc., shall be shown by the Federal Geographic Data Committee Digital Cartographic Standard for Geologic Map Symbolization (https://ngmdb.usgs.gov/fgdc_gds/geolsymstd.php) unless otherwise specified.

b. Surface Utility Data. Locate and identify all utilities such as culverts (pipes or box drains);

water systems including valves and meters; catch basins; manholes (storm, sanitary, telephone, gas, and electric); meter/valve boxes; overhead electrical pole location and type; low wire elevations; towers; and transformers. Except in urban or heavy industrial areas, locate only main trunk aerial and surface lines;

identify size and capacities and measure invert elevations as applicable to project as requested in task orders scopes of work.

c. Underground Utilities. For designated subsurface utilities, provide pipe/conduit alignment, type, size, nomenclature, depth below surface, junction points, etc. as requested in task orders scopes of work.

d. Highways, Roads, and Streets. Obtain names, descriptions, classifications; center-line profiles or sections as designated; route classification; pavement width and construction as requested in task orders scopes of work.

e. Railroads. Obtain names, locations (and stationing) of mileposts, bridges, culverts, semaphores, culverts, yard limits, etc. Obtain center-line profiles or sections as designated as requested in task orders scopes of work.

f. Buildings and Other Structures. Obtain proper names of all buildings or landmarks; proper names, installation numbering, and/or descriptions of all buildings and other structures affected or possibly affected by the project; foundation and first-floor elevations of those structures within designated limits and/or elevations.

g. Boundary and Right-of-Way Data. Locate all right-of-way markers/monuments for existing roads/projects/structures. Connect any prominent property corners, installation boundaries, or section corners encountered.

h. Vegetation. Obtain general identification and description of clusters, as would be of interest https://ngmdb.usgs.gov/fgdc_gds/geolsymstd.php in preliminary value appraisals or in clearing operations.

C.2.1.8.6 TOPOGRAPHIC DATA DETAILING. The map shall contain all representable and specified topographic features visible or identifiable on or interpretable from the aerial photography. Topographic data may be generated by contour tracing or digital terrain modeling (mass points and breaklines) techniques.

a. Contour tracking/tracing. The contour interval for each project will be stated in each task order. Each contour shall be drawn sharp and clear as a solid line, except through densely wooded areas where the ground cannot be seen and where it is obscured by an overhanging bluff or ledge. In such ground hidden places, the contours shall be shown as dashed (broken) lines. Every fifth contour (index contour) shall be accentuated as a heavier line than the intermediate four and shall be numbered according to its actual elevation above mean sea level. Whenever index contours are closer than one-quarter (1/4) inch, and the ground slope is uniform, the intermediate four may be omitted.

(1) Half-interval contours shall be added in all sizeable flat areas where general slopes are 1 percent or less. Labeling or numbering of contours shall be placed so that the elevation is readily discernable. Labeling of intermediate contours may be required in areas of low relief.

(2) The turning points of contours that define drainage channels, ditches, rapids, falls, dams, swamps, sloughs, etc., shall be consistent in depicting the correct alignment of the channel and in reflecting the continuation of the drainage.

(3) Particular care must be taken to show the Outline of shorelines or other water limits at the time photography is taken. Where the water demarcation line cannot be definitely established, the approximate position shall be shown by a broken line so as to indicate the continuity of drainage.

b. Terrain Model Generation. Terrain model generation is accomplished using a softcopy workstation or analytical stereoplotter to derive accurate ground point (horizontal and vertical) location data.

Digital elevation models (DEM) consist of a preset grid interval of ground points specified in a task order. A Digital Terrain Model (DTM) shall consist of a network of random points supplemented with break-line points to properly establish the hypsography of the terrain. Intermediate break, highs, lows, etc., are added independently. Triangulated irregular networks (TIN) and contours will be generated off-line using standard DTM/GIS/CADD software as specified in task orders.

c. Spot elevations. Spot elevations determined photogrammetrically shall be shown on the maps in proper position at water level on the shoreline of lakes, reservoirs, ponds, and the like; on hilltops; in saddles; at the bottom of depressions; at intersections and along center lines of well-traveled roads; at principal streets in cities, railroads, levees, and highways; at tops and bottoms of vertical walls and other structures; and at center line of end of bridges. In areas where the contours are more than 3 in. apart at hardcopy map scale, spot elevations shall also be shown and the horizontal distance between the contours and such spot elevations or between the spot elevations shall not exceed 2 in. at scale of delivered maps.

Spot elevations shall be measured to an accuracy consistent the accuracies stated in C.3.1 or with the accuracy standards stated in each task order.

d. When the contract stipulates the delineation of specified features (planimetry and contours) and the specified features are not visible from or obscured on the aerial photography and on stereoscopic models formed therefrom, The Contractor shall attempt to compile the features and note the obscured areas with a predetermined line code denoting obscured areas unless otherwise stated in the task order. Areas marked as such will not be required to meet the accuracy standard specified in the task order.

e. Dashed contours. When the ground is obscured by vegetation to the degree that standard accuracy is not obtainable, contours shall be shown by dashed lines.

C.2.1.8.7 ORTHOPHOTOS AND ORTHOPHOTO MAPS. Orthophotos are orthographic photographs.

They do not contain scale, tilt and relief distortions. Orthophotographs within the purview of this contract will be generated from overlapping conventional photos or digital images in a process called differential rectification. The result of this process is the elimination of photo scale variation and image displacement resulting from relief and tilt. Orthophotos and orthophoto maps will be prepared by digital softcopy methods within this contract and will be specified in task orders. Digital orthophotographs and maps will be generated by utilizing software and hardware that will support image scanning, rectification of scans and digital rectified images. A spatial resection will be performed to re-establish the focal plane of the camera in space at the instant of exposure. A coordinate transformation based on the camera fiducial corners will be undertaken.

This transformation will allow the conversion of every pixel in the image from a sample/line location to an x,y, position. Then a differential rectification will be performed. This procedure will place each pixel into the correct coordinate space as defined. Digital orthophoto files will be delivered in a file format on appropriate digital storage devices as specified in task orders. Hardcopy may be required from this type of data and will involve hardware and software that will produce a film negative of the digital files suitable for positive production on paper. All orthophotographs and maps shall be compiled on instruments with software capable of making direct enlargements up to eight diameters between original negative scale and compilation scale.

All orthophotos and orthophoto maps will meet the accuracy stated in Section C-23.1 unless specified otherwise in a task order. All orthophoto products will be radiometrically balanced.

C.2.8.8 MANUSCRIPT DRAFTING. All drafting on the manuscripts shall be sufficiently neat and complete as to eliminate or minimize errors of misinterpretation on the part of the scriber and/or draftsman preparing the finished line maps.