RPP-27195 CIVIL SURVEY FOR TANK FARM FACILITIES TFC-ENG … · 2017-08-09 · ENGINEERING CIVIL...

RPP-27195

CIVIL SURVEY FOR TANK FARM

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Manual

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Engineering

TFC-ENG-STD-39, REV A-3

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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.

RPP-27195 CIVIL SURVEY FOR TANK FARM FACILITIES TFC-ENG … · 2017-08-09 · ENGINEERING CIVIL...

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