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RPP-27195
CIVIL SURVEY FOR TANK FARM
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Ownership matrix Click for copy of Word (native) file
TABLE OF CONTENTS
1.0 PURPOSE AND SCOPE ................................................................................................................ 2 2.0 IMPLEMENTATION ..................................................................................................................... 2 3.0 STANDARD ................................................................................................................................... 2
3.1 General ................................................................................................................................ 2 3.2 Permanent Horizontal and Vertical Control........................................................................ 3 3.3 Monumentation ................................................................................................................... 6 3.4 Identification, Use, and Control of Equipment ................................................................... 8 3.5 Accuracy Standards and Specifications .............................................................................. 9 3.6 Functional Checks and Calibrations ................................................................................... 9 3.7 Recording Survey Data ....................................................................................................... 9 3.8 Survey Procedures ............................................................................................................ 11 3.9 Datums .............................................................................................................................. 11 3.10 Control of Electronic Data ................................................................................................ 11 3.11 Records ............................................................................................................................. 12
4.0 DEFINITIONS .............................................................................................................................. 12 5.0 SOURCES ..................................................................................................................................... 12
5.1 Requirements .................................................................................................................... 12 5.2 References ......................................................................................................................... 13
6.0 RECORDS .................................................................................................................................... 14
TABLE OF FIGURES
Figure 1. Hanford Site Public Land Survey System. ................................................................................... 5
TABLE OF ATTACHMENTS
ATTACHMENT A - GPS EQUIPMENT .................................................................................................. 15 ATTACHMENT B - LASER SCANNING ................................................................................................ 16
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1.0 PURPOSE AND SCOPE (5.1.1)
This standard provides criteria and guidance for Civil Surveying for the Tank Operations
Contractor (TOC), Washington River Protection Solutions, LLC (WRPS). The standard is
applicable to civil surveying performed by on-site and off-site surveyors for the TOC. The
purpose of this standard is to standardize and provide direction for the management of civil
surveying activities and documentation within the scope of the TOC contract.
This standard applies to all civil surveying activities within the scope of the TOC contract. The
standard is being implemented to provide standardization and control of the civil surveying
function in TOC activities.
2.0 IMPLEMENTATION
This standard is effective on the date shown in the header.
3.0 STANDARD (5.1.2, 5.1.3, 5.1.4, 5.1.5, 5.1.6, 5.1.7, 5.1.8, 5.1.9, 5.1.10, 5.1.11)
3.1 General
All surveying activities will be performed by or under the direct supervision of a Professional
Land Surveyor (PLS), who is licensed and currently registered in the State of Washington, with
the exception of construction surveying as defined in 4.0 Definitions. The PLS shall abide by the
Revised Code of Washington (RCW), RCW 18.43, and the Washington Administrative Code
(WAC), WAC 196-27a. WAC 332-120, WAC 332-130, and RCW 58 shall be used as guidance.
This standard recognizes that most surveying activities are not establishing land boundaries or
government land office corners and consequently no specific Washington State laws or DOE
regulations govern the performance of this surveying. Any surveying that does establish Hanford
Site land boundaries with other private or public land owners needs to comply with Washington
State laws. This standard does, however, recognize the need to provide and maintain Hanford
Site geodetic control and to establish the Washington Coordinate System (RCW 58.20) on the
Hanford Site.
Civil surveying such as geodetic control, engineering design, temporary survey control, as-built,
dome load, property and topographic surveys shall be performed to the requirements of this
standard. Facilities, projects, and organizations employing surveying shall coordinate the
surveying so the surveyors perform to consistent standards and the surveying data becomes part
of the engineering and computer-aided design (CAD) information database. The Civil/Structural
Engineering Design Lead (EDL) may at his or her discretion exempt certain surveying from the
requirement to use a PLS. Surveying data shall be recorded as required in this standard and
surveying data may be retained with other project documents as required by the specific program
documents.
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3.2 Permanent Horizontal and Vertical Control
The 200 East and 200 West Plant Datum were created during construction of the Hanford
Engineer Works by the United States (US) Army Corps of Engineers and E. I. Du Pont Nemours
& Company between March 22, 1943 and March 31, 1945. The construction history is recorded
in HAN-10970, Volumes I-IV. The following are excerpts from Volume III starting on page 641:
“In the establishment of horizontal and vertical co-ordinates for both the 100 and
200 Areas, a line through Section corners 25-26-35-36, and 29-30-31-32, both in
Township 13 North, Range26 East (see Figure 1) was assumed as N50000 and
became the base line for all co-ordinates in the “Plant” system. This system
includes the entire project with the exception of Hanford (town site) itself, and
that portion south of the northern boundary of the 300 Area. The easterly point
of the line (Section corners 25-26-35-36) was assumed as W47360.0, which put
W50000.0 at the center of Section 35 (T13N, R26E), at that time proposed as the
east edge of the 200 East Area. This placed the zero point for both the
north-south and east-west axis of the plant co-ordinate system in Section 17,
Township 11N, Range 28E, which is slightly east of the main highway between
Richland and Hanford at a point approximately 10 miles south-southeast of
Hanford. Chaining from the easterly point (W47360.0) of the N50000.0 baseline
to the westerly point (Section corners 29-30-31-32) gave the latter the value of
W68775.76. This point was assumed as 0+00 of the overall co-ordinate survey
traverse. The traverse ran west (on the Cold Creek Road) three miles to an
existing road (now Route No. 6 from the Cold Creek Road to the 100-B Area),
thence north along this road to the Chicago, Milwaukee, St. Paul & Pacific
Railroad track, at which point it turned easterly, and in general, followed the
railroad alignment (through the 100-B Area) to Hanford. At Hanford the traverse
followed Pope Avenue (or Division Street) to intersect the Cold Creek Road. It
then followed the Cold Creek Road to the point of origin. This traverse was
185,601.66 ft in length and had a lineal error of closure of 1 in 5802 which was
adjusted between Points of Inflection (P.I.’s) by the length of course method.
There was no angular error of closure.
Prior to completion of the above traverse, co-ordinates in the 100-B Area were
established. To accomplish this, a traverse was computed, using the Milwaukee
Railroad track alignment and that portion of the control traverse principally west
of W75000.0 as a loop. The total length of this traverse was 62,333.05 ft and it
had a lineal error of closure of 1 in 6724. Therefore, an additional traverse was
run through Section Corners 2-3-10-11, and 1-2-11-12, Township 13N, Range
25E, and was 9,586.65 ft in length. These two traverses were then arbitrarily
adjusted.
Co-ordinates in the 200 West Area were established by the same method.
Co-ordinates in the 200 East, 100-D, and 100-F Areas were established by taking
off tangents from the main adjusted traverse.”
A United States Coast and Geodetic Survey benchmark No. N49 existed just east
of the 100-B Area at N70950-W77950 and was used as the control or benchmark
for all elevations on the project. The elevation of this benchmark was 465.088 ft
above mean sea level datum.”
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Based on the preceding excerpt, the 200 East and 200 West Plant Datum (horizontal control) used
by the TOC are based on two section corners in Township 13 North, Range 26 East, (Figure 1),
which lies slightly north of the 200 East and 200 West Areas. The vertical control for the
200 East and 200 West Plant Datum was based on a United States Coast and Geodetic Survey
benchmark No. N49 located east of the 100-B Area at N70950-W77950.
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Figure 1. Hanford Site Public Land Survey System.
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In late 1992, the U.S. Department of Energy tasked the US Army Corps of Engineers, Walla
Walla District, to provide horizontal and vertical positions of a large number of monitoring wells
on the Hanford Site. The information is a necessary component for ground water monitoring and
developing water level elevation contour maps used in hydrogeologic investigations. A survey
determined that the existing horizontal and vertical control must be upgraded to meet the required
accuracies and that existing monumentation be utilized to the fullest extent possible. This survey
upgraded the Hanford Site datum to North American Datum of 1983 (1991) (NAD83 (1991)) and
North American Vertical Datum 1988, (NAVD88 [1988]) standards (reference DOE/RL/12074-5
and DOE/RL/12074-7).
A monument inventory for the 200 East and 200 West Areas has been documented in
RPP-RPT-37342 and RPP-RPT-37343. The monuments are shown on H-2-2310 and H-2-2500.
The monuments in 200 East and 200 West form the basis for the 200 East Coordinate Grid and
the 200 West Coordinate Grid, respectively.
3.3 Monumentation
1. Any new primary, permanent control monuments shall be established according to
National Geodetic Survey standards (reference Geospatial Positioning Accuracy Part 2:,
Federal Geodetic Control Subcommittee, 1998), WAC-332-120 and WAC-332-130.
2. Drawings H-2-2500 and H-2-2310 shall be as-built with any removal or addition of
permanent control monuments.
3. Hanford site specific permanent survey monuments and benchmarks within the scope of
the TOC contract shall not be removed without prior authorization from the cognizant
Facility Manager.
4. Any permanent control monument or corner that will be disturbed shall be perpetuated in
accordance with WAC 332-120-040. The cognizant Facility Manager shall approve the
disturbance, removal, or destruction of any permanent survey monument prior to the
disturbance, removal, or destruction of the permanent survey monument (corners and
¼-section corners). All permanent survey monuments, that are disturbed, removed, or
destroyed, shall be replaced or witness monuments shall be set to perpetuate the survey
point unless approved by the cognizant Facility Manager. Disturbing, removing, or
destroying any permanent control monument or corner without the approval of the
cognizant Facility Manager shall be documented in a Problem Evaluation Request (PER),
reference TFC-ESHQ-Q_C-C-01.
5. Temporary survey control monuments required by specific projects shall be set in
accordance with WAC 332-120 and WAC 332-130 and shall be consistent with the
required accuracies for the specific project. See Section 3.5.
6. Care shall be exercised to prevent damage to permanent survey monuments and
benchmarks, section corners, ¼-section corners, and all survey monuments and
benchmarks within the tank farms. Benchmarks shall not be used as electrical grounds.
7. Location and description (coordinates and elevation) of the nearest permanent survey
monuments or benchmarks shall be shown on the applicable design drawings or maps,
and shall show ties (distance, bearing, and/or elevation) to temporary control points or
benchmarks.
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8. Section corners and ¼-section corners within an area to be disturbed by construction
activities shall be shown on the applicable design drawings or maps.
9. New permanent, project control monuments, and benchmarks shall be made of domed
brass caps or disks set in concrete that extend below the frost line as defined in
TFC-ENG-STD-06. The concrete shall extend at least two feet below the surface and
may need to be three feet below in loose or unstable soil conditions. See drawing
H-2-68529, Sheets 1&2, for standard bench mark and monument designs and DOE-0344
for excavation permit requirements.
Domed brass caps or disks shall be permanently stamped with identification
numbers as shown in survey field notes and as shown on design drawings or
other project documents.
Where possible, new permanent project control monuments, and benchmarks
shall be placed to avoid damage by vehicles.
Protective guard posts shall be used as necessary to prevent vehicular damage to
permanent project control monuments, and benchmarks that are placed in high
traffic areas.
10. A minimum of two inter-visible, temporary control monuments and one temporary
benchmark shall be established in the vicinity of each project area where survey control is
required. See DOE-0344 for excavation permit requirements.
Temporary control monuments and benchmarks shall be established from
permanent survey control monuments and benchmarks by Global Positioning
System (GPS) observation, differential leveling or trigonometric leveling not to
exceed 200 ft per leg.
Location and description of all temporary control monuments and benchmarks
shall be shown on applicable design drawings or maps and documented on a
Survey Data Form.
Temporary control monuments and benchmarks shall be ⅝-inch-diameter mild
steel bars, ¾-inch iron pipe with a minimum length of two feet or 60d steel
spikes for short duration projects. Loose or unstable soil may require steel bars
or iron pipes to be longer in length. See DOE-0344 for excavation permit
requirements.
Temporary control monuments may be wooden hubs (2-inch x 2- inch)
approximately 8 inches long.
Temporary control monuments and benchmarks should be set flush or within
0.2 feet above the ground surface.
Temporary control monuments and benchmarks shall have a cap or tag made of
metal or plastic with the correct identification number engraved or marked with
indelible ink as shown in survey field notes and as shown on design drawings or
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other project documents, unless the temporary control is for a short duration and
will be removed at the end of the project.
Where possible, temporary control monuments and benchmarks shall be placed
to avoid damage by vehicles.
Protective guard posts shall be used as necessary to prevent vehicular damage to
temporary control monuments and benchmarks that are placed in high traffic
areas. Responsibility for providing the guard posts should be clearly defined in a
statement of work.
3.4 Identification, Use, and Control of Equipment
1. All survey equipment used in support of projects or programs with equipment
identification requirements shall be identified as required by those project or program
documents, to include, as a minimum, the manufacturer, model, serial number and
calibration documentation (baseline check).
2. Conventional survey equipment (see definition) shall be selected based on the accuracy,
range, and resolution required for the project.
3. GPS equipment and Laser Scanning equipment shall be selected based on the accuracy,
range, and resolution required for the project (see Attachments A and B).
4. Only survey equipment that has the required accuracy, range, resolution, and calibration
certification to meet the given criteria shall be used. Survey equipment shall have been
inspected and calibrated as recommended by the manufacturer prior to the survey.
Equipment shall be recalibrated as recommended by the manufacturer, or when the
equipment is suspected of error.
5. Storage shall be provided for survey equipment to prevent damage, theft, or unauthorized
usage if the equipment is left onsite.
6. Survey equipment shall be handled and maintained in a manner that ensures equipment
integrity, accuracy, and precision and in accordance with manufacturer’s
recommendations.
7. A description of the instrumentation used to obtain coordinates, latitudes, longitudes, and
elevations shall be included with the survey data. Types of instrumentation include, but
are not limited to:
Conventional levels
Total stations (theodolite and electronic distance meters)
Mapping grade GPS receivers
Geodetic GPS receivers.
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3.5 Accuracy Standards and Specifications
The degree of accuracy for construction, control, and topographic surveys shall be consistent with
the nature and importance of each survey as designated by the requestor.
1. GPS equipment used for setting control monuments shall be geodetic, survey-grade,
dual-frequency receivers with differentially-corrected (real-time or post-processed)
horizontal accuracy in the 1-centimeter range and differentially-corrected vertical
accuracy in the 2-centimeter range.
2. Temporary horizontal control monuments should be set in accordance with accuracy
standards and specifications for Third Order Class II surveys as defined by NOAA
Technical Report NOS 80 NGS19.
3. Permanent horizontal project control monuments shall be set in accordance with accuracy
standards and specifications for Third Order Class I surveys as defined by NOAA
Technical Report NOS 80 NGS19.
4. Temporary vertical benchmarks should be set in accordance with accuracy standards of
1.0 centimeter (0.010 m) (reference Geospatial Positioning Accuracy Part 2:, Federal
Geodetic Control Subcommittee, 1998).
5. Permanent vertical project control monuments shall be set in accordance with accuracy
standards of 5 millimeters (0.005 m) (reference Geospatial Positioning Accuracy Part 2:,
Federal Geodetic Control Subcommittee, 1998).
6. Survey data shall include closure calculations or indicate order of accuracy, second, third
or general.
3.6 Functional Checks and Calibrations
1. Functional checks (see definitions) shall be performed on conventional surveying
equipment in accordance with manufacturer’s recommendations.
2. Functional checks shall be performed on GPS equipment at least annually by utilizing a
National Geodetic Society (NGS) Baseline, or alternatively by collecting data with the
base receiver on primary permanent horizontal control monument.
Data shall be simultaneously collected with the rover receiver on another one of
the aforementioned control monuments.
The GPS data shall be compared to known data.
3. Calibration (see definitions) shall be performed on conventional surveying equipment per
manufacturer’s recommendations.
3.7 Recording Survey Data
1. The Survey Data Form shall be used to record civil surveying, Ground Penetrating Radar
(GPR) scans and laser scanning in SmartPlant Foundation (SPF). The Survey Data Form
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can contain all data for small surveys. Additional sheets should be attached to the Survey
Release Form that contain GPR ground scan data, coordinate tables, copies of civil
survey field log books, printouts of electronic survey data and drawings. Electronic files
should be listed on the Survey Release Form and downloaded into the Integrated
Document Management System (IDMS) Collaborative Area. GPR ground scan data
should be shown on, Autodesk Inc. AutoCAD® civil site plans and downloaded in .DWG
format. Coordinate tables should be in Microsoft Excel® and downloaded as .XLS files.
Civil survey field log books should scanned and downloaded as .PDF files. Electronic
survey data from electronic data collectors (total stations and digital levels) should be
downloaded as .CSV files. Drawings should be in AutoCAD 2008 and downloaded as
.DWG files. The laser scanning data clouds should be downloaded in the format used to
record the data and the Survey Data Form should identify the software required to
process the data cloud. Pertinent survey documents shall be identified, maintained, and
verified for completeness as work progresses. Survey Data Forms are available at Site
Forms and the Hanford Document Numbering System is used to get a unique number for
each form.
2. Civil survey activity information shall be neat, legible, and include, as a minimum:
Pertinent information
Measurements
Observations
Control monument references
Benchmark references
Identification number(s) of equipment used
Survey date(s)
Names of personnel performing the work
Weather conditions
Calibration and functional check information
Horizontal and vertical survey datum.
3. Survey Data Forms and/or civil survey field log books shall be maintained on a daily
basis. Completed logbook entries and Survey Data Forms shall be signed by the lead
crew member to indicate that the activity was completed according to project
requirements. Additional information should be recorded in field logbooks as required
by project documents.
4. Survey information collected with electronic data collectors should be transferred to and
maintained by a computerized system as soon as practical. Backup copies of the data
shall be made and maintained. Electronic data shall be released into SmartPlant
Foundation (SPF) per TFC-ENG-DESIGN-C-25.
5. Affected drawings should be updated with “as-built survey information” to include civil
plot plans, ventilation flow diagrams, active waste transfer piping diagrams, piping and
equipment arrangement diagrams, ventilation and exhaust system diagrams, process
monitoring and control system diagrams and project drawings. Reference
RPP-PLAN-39432, TFC-PRJ-PM-C-28, TFC-ENG-DESIGN-C-09, Attachment B & C,
TFC-ENG-DESIGN-C-06. TFC-ENG-STD-10, 3.24 Measurement, 3.24.1 General,
states “English customary units (inch pound system) are used for measurements shown
on drawings, unless otherwise directed by the TOC Chief Engineer.”
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3.8 Survey Procedures
1. Survey crews shall apply and implement accepted surveying practices and procedures
supplied by surveyor to the TOC for using surveying equipment to locate and relocate
features and follow manufacturers recommended procedures. Survey crews shall follow
specific direction given for survey work such as RPP-26516 and RPP-25782. See the
Washington State Department of Transportation (WSDOT) Highway Surveying Manual
for examples of accepted surveying practices and procedures.
3.9 Datums
1. Horizontal survey data shall be reported in the “Washington coordinate system of 1983,
south zone” in meters (reference RCW 58.20). The survey data should be converted into
200E and 200W Plant Datum in feet for use with existing engineering design media. Any
conversion of coordinates between the meter and the United States survey foot shall be
based upon the length of the meter being equal to exactly 39.37 inches (reference
RCW 58.20.190). TFC-ENG-STD-10, 3.24 Measurement, 3.24.1 General, “English
customary units (inch pound system) are used for measurements shown on drawings,
unless otherwise directed by the TOC Chief Engineer.”
2. Vertical survey data shall be reported in “North American Vertical Datum 1988
(NAVD88)” in meters. The survey data may be converted into 200E and 200W Plant
Datum in feet for use with existing engineering design media. Any conversion of
coordinates between the meter and the United States survey foot shall be based upon the
length of the meter being equal to exactly 39.37 inches (reference RCW 58.20.190).
TFC-ENG-STD-10, 3.24 Measurement, 3.24.1 General, “English customary units (inch
pound system) are used for measurements shown on drawings, unless otherwise directed
by the TOC Chief Engineer.”
3. The person(s) performing survey work shall coordinate the survey with the requestor and
with the affected facility manger so that the appropriate datum will be used. All survey
work performed shall reference the horizontal and vertical datum used in the performance
of the surveying. The existing survey monuments are shown on H-2-2310 and H-2-2500.
3.10 Control of Electronic Data
1. Survey data that are input to electronic data collectors shall be complete and accurate as
field work progresses.
2. Subsequent changes to electronic survey data in the field shall be complete and accurate.
3. Security and integrity of electronic survey data shall be maintained during field activities,
while in transit, and during downloading to a computerized system.
4. When data are retrieved using a query language, the query shall be checked to ensure that
it satisfies the affected organization’s requirements.
5. Immediately after downloading electronic data, the data shall be backed up to another
electronic medium.
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3.11 Records
1. Records produced during the course of a survey shall comply with Section 3.7 and shall
be retained with other project records as required by specific program documents.
2. The production of survey data shall be coordinated with the cognizant Facility Manager
and the WRPS Design Engineering CAD group to maximize the incorporation of the data
into the engineering data base.
4.0 DEFINITIONS
Calibration. The comparison of a standard measurement of unknown accuracy to a standard
measurement of known accuracy in order to detect, correlate, report, or eliminate by adjustment
any variation in the accuracy of the instrument being calibrated.
Construction Surveying. Surveying performed as part of a construction project which can include
layout of facilities, construction staking, setting of concrete forms, leveling of trailers, setting
slopes for pipelines and ventilation ducts, checking grade and measuring thickness of pavements.
Typically land surveying will end after temporary survey control is established for the
construction project and construction surveying begins.
Field Surveying. The process of determining the boundaries, area, elevation, and location of
land, structures, reference points, or other designated features either on ,above, or below the earth
surface relative to a permanent system of horizontal and vertical controls.
Functional check. Verification and adjustment, as required, of the accuracy of a measuring
device through industry standard and/or manufacturer recommended operations.
Survey equipment. Devices and instruments used by surveyors to establish horizontal position
and/or elevation.
5.0 SOURCES
5.1 Requirements
1. DOE O 252.1A, “Technical Standards Program.”
2. FGDC-STD-007.2-1998, Federal Geodetic Control Subcommittee, “Geospatial
Positioning Accuracy Standards Part2: Standards for Geodetic Networks.”
3. “NOAA Technical Report NOS 80 NGS 19.”
4. North American Datum of 1983 (1991), NAD83 (1991).
5. North American Vertical Datum 1988, NAVD88.
6. RCW 18.43, “Engineers and Land Surveyors.”
7. RCW 58.20, “Washington Coordinate System.”
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8. WAC 196-27a, “Rules of Professional Conduct and Practice.”
9. WAC 332-120, “Survey Monuments – Removal or Destruction.”
10. WAC 332-120-040, “Monument Removal or Destruction.”
11. WAC 332-130, “Minimum Standards for Land Boundary Surveys and Geodetic Control
Surveys and Guidelines for the Preparation of Land Descriptions.”
5.2 References
1. DOE-0344, “Hanford Site Excavating, Trenching and Shoring.”
2. DOE/RL/12074-5, “Phase I Results for Well Surveying Activities at the Hanford Site.”
3. DOE/RL/12074-7, “Phase II Results for Well Surveying Activities at the Hanford Site.”
4. H-2-2310, Rev. 9, “Monument Layout 200-E Area.”
5. H-2-2500, Rev. 9, “Monument Layout 200-W Area.”
6. H-2-68529, Sheet 1&2, “Bench Mark Waste Tank System.”
7. HAN-10970, Volumes I-IV, “Construction, Hanford Engineer Works, U.S. Contract No.
W-7412-ENG-1, Du Pont Project 9536, History of the Project.”
8. RCW, 58, “Boundaries and Plats.”
9. RCW 58.20.190, “Conversion of Coordinates – Metric.”
10. RPP-25782, “DST Dome Survey Program.”
11. RPP-26516, “SST Dome Survey Program.”
12. RPP-PLAN-39432, “As-Built Program Description.”
13. RPP-RPT-37342, “200 East Area Monument Inventory.”
14. RPP-RPT-37343, “200 West Area Survey Monument Inventory.”
15. TFC-ENG-DESIGN-C-09, “Engineering Drawings.”
16. TFC-ENG-DESIGN-C-25, “Technical Document Control.”
17. TFC-ENG-STD-06, “Design Loads for Tank Farm Facilities.”
18. TFC-ESHQ-S_IH-C-54, “Laser Safety.”
19. TFC-PRJ-PM-C-28, “Project Turnover and Closeout/Project Suspension.”
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20. WSDOT “Highway Surveying Manual.”
6.0 RECORDS
The following records are generated during the performance of this procedure:
Survey Data Form (A-6005-997)
Electronic Survey Data (IDMS collaborative area).
The record custodian identified in the Company Level Record Inventory and Disposition
Schedule (RIDS) is responsible for record retention in accordance with
TFC-BSM-IRM_DC-C-02.
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ATTACHMENT A - GPS EQUIPMENT
Recent advances in GPS technology have led to a proliferation of GPS receiver use on the Hanford Site.
Due to the wide range in GPS receiver accuracy and the varying needs of individual projects, some GPS
receivers are not suitable for use on some projects.
The U.S. Department of Defense (DOD) maintains control of the GPS satellites. Up to 100 meters of
error can be intentionally introduced into the system through a process known as selective availability
(SA). SA can be introduced to prevent hostile foreign governments from easily obtaining accurate
positional information from the GPS satellites. Other factors, such as ionosphere effects and multi-path,
can cause even more error. Differences also exist in the accuracy of GPS receivers.
Positional information obtained with a single, autonomous GPS receiver could potentially have
100 meters of error with SA turned on. A process known as differential correction can be used to
eliminate most of the errors. With differential correction, one receiver, known as the base station, is
placed on a known control point. Another receiver, known as the rover, is taken to the points for which
positional information is desired. The base receiver can calculate and transmit real-time differential
corrections to the rover receiver via radio and modem. Alternatively, the base and rover receivers can log
information that can be post-processed with software on a personal computer to remove the errors.
Some of the types of GPS receivers and their respective accuracy are as follows:
Navigational grade GPS receivers. An autonomous, handheld GPS receiver could potentially have
100 meters of error with SA turned on. Most manufacturers of handheld receivers quote an accuracy of a
few meters (15 to 25), but in the fine print it usually states that the quoted accuracy is obtained when SA
is turned off.
Resource grade GPS receivers. Resource grade GPS receivers are capable of 1 to 5 meter accuracy
after post-processing.
Mapping grade GPS receivers. Mapping grade GPS receivers are capable of sub-meter accuracy after
post-processing.
Survey grade GPS receivers. Survey grade, dual-frequency, geodetic GPS receivers have a horizontal
accuracy of 1 cm, +/- 1 ppm of baseline length and a vertical accuracy of 2 cm, +/- 1 ppm of baseline
length with either real-time or post-processing differential correction.
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ATTACHMENT B - LASER SCANNING
Reproduced from Chapter 15, Surveys Manual, California Department of Transportation.
Stationary Terrestrial Laser Scanning (STLS) refers to laser scanning applications that are performed
from a static vantage point on the surface of the earth. STLS instruments for civil engineering projects
typically use “time-of-flight,” “phase based” or “waveform processing” technology to measure distances.
The basic concept is similar to that used in total station instruments; using the speed of light to determine
distance. However, there are significant differences in laser light wavelength, amount and speed of point
data collected, field procedures, data processing, error sources, etc. Laser scanning systems collect a
massive amount of raw data called a “point cloud.”
Time-of-flight (also known as “pulse based”) scanners are the most common type of laser scanner for
civil engineering projects because of their longer effective maximum range (typically 125-1000m) and
data collection rates of 50,000 points per second, or more. A time-of-flight laser scanner combines a
pulsed laser emitting the beam, a mirror deflecting the beam towards the scanned area, and an optical
receiver subsystem, which detects the laser pulse reflected from the object. Since the speed of light is
known, the travel time of the laser pulse can be converted to a precise range measurement.
A phase based laser scanner modulates the emitted laser light into multiple phases and compares the
phase shifts of the returned laser energy. The scanner uses phase-shift algorithms to determine the
distance based on the unique properties of each individual phase. Phase based laser scanners have a
shorter maximum effective range (typically 25-75m) than time-of-flight scanners, but have much higher
data collection rates than time-of-flight scanners.
Wave form processing, or echo digitization laser scanners use pulsed time-of-flight technology and
internal real-time wave form processing capabilities to identify multiple returns or reflections of the same
signal pulse resulting in multiple object detection. Wave form processing laser scanners have a maximum
effective range similar to that of time-of-flight scanners. With a pulse rate of 150,000 pulses per second,
and an echo detection capability of 10 returns per pulse, actual data collection rates can reach
1.5 million points per second. Wave form processing scanners have trouble discriminating between
returns of the same laser pulse from objects that are closely spaced. The discrimination limit is a function
of laser emitter and receiver operating parameters. Returns from objects closer together than the laser
scanner’s multiple object discrimination limit will create false points in the data.
The raw data product of a laser scan survey is a point cloud. When the scanning control points are
geo-referenced to a known coordinate system, the entire point cloud can be oriented to the same
coordinate system. All points within the point cloud have X, Y, and Z coordinate and laser return
Intensity values (XYZI format). The points may be in an XYZIRGB (X< Y< Z coordinate, return
Intensity, and Red, Green, Blue color values) format if image overlay data is available. The positional
error of any point in a point cloud is equal to the sum of the errors of the scanning control and errors in
the individual point measurements.
Just as with reflectorless total stations, laser scan measurements that are perpendicular to a surface will
produce better accuracies than those with a large angle of incidence to the surface. The larger the angle,
the more the beam can elongate, producing errors in the distance returned. The magnitude of elongation
related errors has not been documented for laser scanners.
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ATTACHMENT B - LASER SCANNING. (cont.)
Data points will also become more widely spaced as distance from the scanner increases and less laser
energy is returned. Atmospheric factors such as heat radiation, rain, dust, and fog will also limit scanner
effective range.
While terrestrial laser scanning may result in less field time to complete complex projects, data extraction
and production of usable CADD/DTM format products currently takes considerable office time. The
field to office processing time ratio increases with point density, complexity of the object(s) being
scanned, and deliverable detail. Resources for data extraction (computers, programs, and trained
personnel) can be a limitation.
Laser scanning can be a viable surveying option for areas where exposure should be limited and have
complex configurations that require the survey of many points. See Requisition #: 207719, “Civil Survey
of AY, AZ, and SY Tank Farms,” for an example of a Request for Proposal (RFP) that includes laser
scanning in the scope of the surveying work. Laser scanning shall conform to the requirements
established in TFC-ESHQ-S_IH-C-54.