Geoff Bitner MnDOT, Geodetic Unit 395 John Ireland Blvd MS641 St Paul, MN 55155-1899 September 2, 2016 Julie Prusky NGS, Horizontal Branch 1315 East-West Highway Silver Spring, MD 20910-3282 Julie: This is MnDOT project HBORN, NGS tracking number 8843 located on the plains of western Minnesota. You probably have this paragraph memorized by now but I will repeat it for the record anyway:

“As with our other consultant work, MNDT crews completed all of the reconnaissance and mark setting. I selected the marks to be observed and created a contract which included the instructions for observations listed under section 4.3 of the submitted report. The contractor was responsible for scheduling and observations. Upon completion, the data was submitted to me and I processed it just as I would any other MnDOT project. There wasn’t anything exciting in the processing. It sailed through as I wish all projects would.”

There was a companion vertical project that had already been sent in. Because of that, all but two marks had leveled values. The details can be found in the vertical adjustment section of the report. So, only two Height Mods will be created.

As always, let me know if you have any questions.

Respectfully, Geoff

MINNESOTA DEPARTMENT OF TRANSPORTATION

Geodetic Services Unit

HEIGHT MODERNIZATION CONTROL SURVEY

NAD83 (2011) ADJUSTMENT

PROJECT REPORT FOR

Project Name: HBORN, GPN: 1221 NGS Tracking Number: 8843

N/A

Location:

Highway 14 from Revere to the east line of Redwood County. Highway 71 from the south line of Redwood County near Sanborn

to highway 68 east of Wabasso and Highway 71 from Redwood Falls to the north line of Renville County.

Report Date:

September 2016

Conducted For: MNDT Conducted By: MNDT

Adjusted By: MNDT

Contents 1. Introduction ......................................................................................................................... 1

2. Project Attributes ................................................................................................................. 1

2.1. Agency and Purpose .................................................................................................... 2

2.2. Project Chronology and Field Work .............................................................................. 2

3. Location .............................................................................................................................. 5

4. Project Specifications .......................................................................................................... 6

4.1. Accuracy Standards ..................................................................................................... 6

4.2. Planning ....................................................................................................................... 9

4.3. Fieldwork ..................................................................................................................... 9

4.4. Vector Processing .......................................................................................................11

5. Conditions Affecting Progress ............................................................................................12

6. CORS and CORS Accuracies ............................................................................................12

7. Instrumentation ..................................................................................................................13

8. Data Processing.................................................................................................................13

8.1. Software Used ............................................................................................................13

8.2. Vector Processing and Analysis ..................................................................................14

9. Network Adjustment ...........................................................................................................16

9.1. Minimally Constrained Horizontal Adjustment .............................................................16

9.2. Constrained Horizontal Adjustment .............................................................................17

9.3. Free Vertical Adjustment .............................................................................................18

9.4. Constrained Vertical Adjustment .................................................................................20

10. Comments and Recommendations .................................................................................23

11. Supporting Documentation .............................................................................................23

12. Certification ....................................................................................................................23

Appendix A – CORS Accuracies ...............................................................................................24

Appendix B – Mark Observations by Session ............................................................................27

Appendix C – OPUS Projects Preferences and Network Design ...............................................32

Appendix D – File Naming Conventions ....................................................................................75

Appendix E – WINDESC ...........................................................................................................76

1. Introduction This geodetic control survey was performed to establish a control network from which supplemental work may be performed. It was distinguished by use of redundant, interconnected, permanently monumented control points intended to be incorporated into the National Spatial Reference System (NSRS). This survey was performed to far more rigorous accuracy and quality assurance standards than those for general surveying, engineering, or topographic mapping purposes.1

Point of Contact

Geoff Bitner, LS MnDOT Geodetic Unit 395 John Ireland Blvd., MS 641 St Paul, MN 55155-1899 Office – 651.366.3424 Email – geoffrey.bitner@state.mn.us

2. Project Attributes Horizontal Datum: North American Datum of 1983 (2011) epoch 2010.00 Vertical Datum: North American Vertical Datum 1988 Geoid Model Used: Geoid 12B Number of new stations: 49 stations not yet in the NGS IDB Number of existing stations: 31 stations with PIDs in the NGS IDB Number of CORS stations: 6 stations were tied to this project Specific station details are provided in Section 2.2.

Latitude/Longitude of the project boundaries as defined by WinDesc, excluding the CORS

1 The introductory paragraph was largely composed of information found in the FGDC, Geospatial Positioning Accuracy Standards Part 2: Standards for Geodetic Networks, 1998. Available at, https://www.fgdc.gov/standards/projects/FGDC-standards-projects/accuracy/part2/chapter2.

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2.1. Agency and Purpose This survey was conducted by the Minnesota Department of Transportation’s Office of Land Management, Geodetic Unit (agency code, MNDT) in support of District 8’s ongoing construction and right of way programs.

2.2. Project Chronology and Field Work Initial Project Request The initial project request was submitted to and approved by the National Geodetic Survey on March 22, 2016.

Reconnaissance and Mark-Setting Reconnaissance and Mark-setting for this project were completed by MnDOT field personnel in the summer of 2015. The following tables detail the marks used in this project.

New Marks Set for This Project

SSA SSN DESIGNATION Used in Companion

Vertical Project 641D 1002 6401 D RESET VBORN 641N 1003 6401 N VBORN 641P 1004 6401 P VBORN 641Q 1005 6401 Q VBORN 641R 1006 6401 R VBORN 641S 1007 6401 S VBORN 641T 1008 6401 T VBORN 641U 1009 6401 U VBORN 641W 1010 6401 W VBORN 643N 1012 6403 N VBORN 644D 1013 6404 D RESET VBORN 644M 1015 6404 M VBORN 644N 1016 6404 N VBORN 644Q 1017 6404 Q VBORN 645D 1019 6405 D VBORN 645E 1020 6405 E VBORN 645V 1022 6405 V RESET VBORN 645W 1023 6405 W VBORN 645X 1024 6405 X VBORN 645Y 1025 6405 Y VBORN 645Z 1026 6405 Z VBORN 658A 1027 6508 AA VBORN 658B 1028 6508 AB VBORN 658C 1029 6508 AC VBORN 658D 1030 6508 AD VBORN 658U 1032 6508 U VBORN

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New Marks Set for This Project

SSA SSN DESIGNATION Used in Companion

Vertical Project 658V 1033 6508 V VBORN 658W 1034 6508 W VBORN 658X 1035 6508 X VBORN 658Y 1036 6508 Y VBORN 658Z 1037 6508 Z VBORN 659Q 1044 6509 Q N/A AHRE 1047 AHRENS VBORN BIRH 1050 BIRCH VBORN BOLL 1052 BOLL VBORN CAMP 1054 CAMP VBORN DIAL 1056 DIAL VBORN EAST 1057 EAST VBORN FORK 1059 FORK VBORN HUYL 1061 HUY LE VBORN ISLA 1062 ISLAND VBORN JENS 1064 JENSEN VBORN LOPA 1066 LOPAU VBORN PARS 1070 PARSON VBORN PATX 1071 PAT N/A RITT 1072 RITTER VBORN ROCH 1073 ROCHEL VBORN UTLE 1077 UTLEY VBORN YARD 1080 YARD VBORN

Existing Marks Recovered for This Project SSA SSN PID DESIGNATION 641C 1001 DK3035 6401 C 643C 1011 DM4763 6403 C 644E 1014 PQ1651 6404 E 645A 1018 AB9854 6405 A 645G 1021 DM4773 6405 G 658J 1031 PQ1668 6508 J 659A 1038 PQ0316 6509 A 659B 1039 PQ0318 6509 B 659C 1040 PQ0319 6509 C 659M 1041 PQ0324 6509 M 659N 1042 PQ0325 6509 N 659P 1043 DN2523 6509 P

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Existing Marks Recovered for This Project SSA SSN PID DESIGNATION 651E 1045 DK6797 6510 AE 651F 1046 DP9885 6510 AF ALEC 1048 DQ2207 ALEC BIRC 1049 DO7807 BIRC BOEL 1051 DN2520 BOELTER BUTZ 1053 DN2521 BUTZOW CHEO 1055 DN2524 CHEO FISH 1058 DN2522 FISHER HERO 1060 PQ1022 HERO J127 1063 PQ0356 J 127 LAMB 1065 DK3042 LAMBERTON M127 1067 PQ0360 M 127 RESET MARI 1068 DN2519 MARING OLEY 1069 DO7808 OLEY ROSE 1074 PQ0919 ROSELAND AZ MK SANB 1075 PQ0994 SANBORN AZ MK TTKW 1076 PQ1678 TT 1 KW W126 1078 PQ0270 W 126 RESET WAND 1079 AB9869 WANDA

Field Observations Observations were conducted under MnDOT contract #1002932 with:

Ayres Associates, Inc. 3376 Packerland Dr. Ashwaubenon, WI 54115

GNSS observations were conducted between May 19, 2016 and June 17, 2016 under the supervision of Ryan Beltrand. The observations were collected according to the specifications detailed in section 4.3 of this report which included only the GPS satellite constellation, a collection interval of 15 seconds, at a 10° mask angle.

Adjustment The NAD83(2011) adjustment was processed and adjusted in September 2016.

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3. Location Highway 14 from Revere to the east line of Redwood County. Highway 71 from the south line of Redwood County near Sanborn to highway 68 east of Wabasso and Highway 71 from Redwood Falls to the north line of Renville County.

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4. Project Specifications The following project specifications describe the instructions under which this survey was planned, observed, and processed. See Appendix B for a table captured from OPUS Projects that illustrates the sessions and number of observations associated with each mark

4.1. Accuracy Standards2 This GNSS survey conforms to the FGCC standards for first-order GPS surveys according to the Geometric Geodetic Accuracy Standards and Specifications for using GPS Relative Positioning Techniques, version 5.0 with corrections, August 1, 1989, FGCC.

Network design, field observations, and processing standards conformed to the specifications found in Guidelines For Establishing GPS-Derived Ellipsoid Heights (Standards: 2cm and 5cm), NOAA Technical Memorandum NOS NGS 58 and Guidelines for Establishing GPS-Derived Orthometric Heights, NOAA Technical Memorandum NOS NGS 59 whenever possible.

This geodetic network survey was performed to meet automated data recording, submittal, project review, and least squares adjustment requirements established by the Federal Geodetic Control Subcommittee (FGCS).

The network accuracies3, expressed at two sigma, were the result of the final constrained adjustment described in section 9.2 of this report and represent the certainty of position by a single point coordinate. It provides a means to directly compare the accuracy of coordinate values obtained in this survey with those obtained by other methods for the same point.

SSN PID DESIGNATION SD_N (cm)

SD_E (cm)

SD_h (cm)

1001 DK3035 6401 C 0.18 0.14 0.23 1002 6401 D RESET 0.29 0.23 0.49 1003 6401 N 0.33 0.23 0.52 1004 6401 P 0.33 0.23 0.52 1005 6401 Q 0.33 0.23 0.53 1006 6401 R 0.32 0.23 0.51 1007 6401 S 0.33 0.23 0.51 1008 6401 T 0.30 0.23 0.49 1009 6401 U 0.30 0.23 0.49 1010 6401 W 0.27 0.23 0.49 1011 DM4763 6403 C 0.22 0.16 0.30

2 Information found in this section was primarily composed of statements and concepts found in the FGDC, Geospatial Positioning Accuracy Standards Part 2: Standards for Geodetic Networks, 1998. Available at, https://www.fgdc.gov/standards/projects/FGDC-standards-projects/accuracy/part2/chapter2. 3 The network accuracy of a control point is a value that represents the uncertainty in the coordinates of the control point with respect to the geodetic datum at the 95-percent confidence level. For NSRS network accuracy classification, the datum is considered to be best expressed by the geodetic values at the Continuously Operating Reference Stations (CORS) supported by NGS. .

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SSN PID DESIGNATION SD_N (cm)

SD_E (cm)

SD_h (cm)

1012 6403 N 0.30 0.21 0.52 1013 6404 D RESET 0.30 0.22 0.52 1014 PQ1651 6404 E 0.24 0.19 0.43 1015 6404 M 0.24 0.17 0.41 1016 6404 N 0.29 0.22 0.49 1017 6404 Q 0.31 0.22 0.55 1018 AB9854 6405 A 0.13 0.10 0.19 1019 6405 D 0.32 0.26 0.57 1020 6405 E 0.31 0.26 0.50 1021 DM4773 6405 G 0.18 0.13 0.17 1022 6405 V RESET 0.34 0.27 0.57 1023 6405 W 0.27 0.22 0.47 1024 6405 X 0.32 0.26 0.56 1025 6405 Y 0.30 0.26 0.50 1026 6405 Z 0.29 0.25 0.52 1027 6508 AA 0.27 0.20 0.45 1028 6508 AB 0.25 0.19 0.43 1029 6508 AC 0.25 0.18 0.44 1030 6508 AD 0.28 0.19 0.47 1031 PQ1668 6508 J 0.38 0.30 0.63 1032 6508 U 0.36 0.28 0.60 1033 6508 V 0.31 0.26 0.51 1034 6508 W 0.35 0.31 0.58 1035 6508 X 0.36 0.31 0.57 1036 6508 Y 0.36 0.31 0.58 1037 6508 Z 0.37 0.30 0.63 1038 PQ0316 6509 A 0.12 0.08 0.19 1039 PQ0318 6509 B 0.27 0.20 0.45 1040 PQ0319 6509 C 0.27 0.20 0.45 1041 PQ0324 6509 M 0.33 0.25 0.56 1042 PQ0325 6509 N 0.29 0.21 0.52 1043 DN2523 6509 P 0.27 0.20 0.46 1044 6509 Q 0.26 0.21 0.45 1045 DK6797 6510 AE 0.28 0.17 0.45 1046 DP9885 6510 AF 0.16 0.12 0.35 1047 AHRENS 0.38 0.29 0.65 1048 DQ2207 ALEC 0.27 0.18 0.44 1049 DO7807 BIRC 0.35 0.28 0.58 1050 BIRCH 0.31 0.26 0.51 1051 DN2520 BOELTER 0.28 0.20 0.46

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SSN PID DESIGNATION SD_N (cm)

SD_E (cm)

SD_h (cm)

1052 BOLL 0.32 0.26 0.56 1053 DN2521 BUTZOW 0.29 0.21 0.49 1054 CAMP 0.36 0.28 0.60 1055 DN2524 CHEO 0.28 0.20 0.46 1056 DIAL 0.31 0.26 0.50 1057 EAST 0.27 0.20 0.47 1058 DN2522 FISHER 0.26 0.21 0.44 1059 FORK 0.27 0.20 0.45 1060 PQ1022 HERO 0.11 0.09 0.18 1061 HUY LE 0.29 0.22 0.50 1062 ISLAND 0.25 0.19 0.44 1063 PQ0356 J 127 0.16 0.12 0.23 1064 JENSEN 0.24 0.19 0.42 1065 DK3042 LAMBERTON 0.18 0.14 0.27 1066 LOPAU 0.30 0.26 0.50 1067 PQ0360 M 127 RESET 0.33 0.26 0.57 1068 DN2519 MARING 0.26 0.21 0.45 1069 DO7808 OLEY 0.35 0.27 0.56 1070 PARSON 0.30 0.26 0.49 1071 PAT 0.31 0.26 0.51 1072 RITTER 0.28 0.23 0.52 1073 ROCHEL 0.33 0.26 0.57 1074 PQ0919 ROSELAND AZ MK 0.16 0.11 0.19 1075 PQ0994 SANBORN AZ MK 0.16 0.14 0.23 1076 PQ1678 TT 1 KW 0.27 0.18 0.45 1077 UTLEY 0.30 0.23 0.50 1078 PQ0270 W 126 RESET 0.35 0.27 0.59 1079 AB9869 WANDA 0.12 0.10 0.21 1080 YARD 0.36 0.28 0.61 6000 DL7614 JEFFERS CORS ARP 0.06 0.06 0.15 6001 DL9816 WILLMAR CORS ARP 0.06 0.06 0.15 6002 DM4666 LITCHFIELD CORS ARP 0.07 0.06 0.16 6003 DL7804 MORTON CORS ARP 0.06 0.06 0.15 6004 DM2666 MARSHALL CORS ARP 0.06 0.06 0.15 6005 AI7401 ALTERNATE MASTER CORS ARP 0.08 0.08 0.15

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4.2. Planning This Height Modernization Survey conforms to the specifications found in Guidelines For Establishing GPS-Derived Ellipsoid Heights (Standards: 2cm and 5cm), NOAA Technical Memorandum NOS NGS 58 and Guidelines for Establishing GPS-Derived Orthometric Heights, NOAA Technical Memorandum NOS NGS 59.

Following those guidelines, marks in this project are being characterized as local network stations as defined by NOS 59. The distance between stations along the highway corridor was approximately 1.5km to 2km; well within the maximum allowable distance of 10km with an average spacing less than or equal to 7km.

Additionally, this survey referenced at least three existing NSRS A or B order control stations. In Minnesota those are defined as CORS, FBN, or CBN stations.

4.3. Fieldwork Monumentation New monumentation set for this project consisted of a ¾ inch diameter aluminum rod set to refusal or a reduced driving force of 17.7 Foot-Pounds as defined in the NGS guidelines Bench Mark Reset Procedures by Curtis Smith (2010), available at http://www.ngs.noaa.gov/PUBS_LIB/Benchmark_4_1_2011.pdf. When refusal was met the remaining rod was cut to length, rounded off, and dimpled. A removable slip disk was installed and stamped with the appropriate designation following NGS naming specifications. The rod was protected at the surface by a PVC tube backfilled with pea rock and capped with a protective cover. Observations The observation guidelines under which this survey was conducted were a combination of NOS 58, OPUS Projects processing requirements, and MnDOT specifications. They included:

Equipment:

• Equipment must be well maintained and properly calibrated. • Uniform receivers and antennas are required for all observations. That is to say, the

same manufacturer and model of equipment must be used for all observations. • Receivers must collect dual-frequency GPS(L1/L2) full-wavelength carrier

observables. • Only antennas with calibrations accepted by the National Geodetic Survey (NGS)

may be used. See http://www.ngs.noaa.gov/ANTCAL/ for a list of accepted antennas.

• Fixed height tripods will be required.

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Procedures:

• The antenna’s north reference point (NRP) shall be aligned oriented toward the true north direction as defined by NGS. See http://www.ngs.noaa.gov/ANTCAL/FAQ.xhtml#faq5 for additional details.

• The antenna must remain unmoved throughout the observing session. • Only GPS observables will be processed. • Elevation cut-off or mask angle shall not be set greater than 10°. • Recording rates, or epochs, shall be set to 15 seconds or less. • Data shall be collected as static observations. • The assigned and provided station SSA and SSN shall be used as the station

identification for any field inputs prior to the commencement of the observation. • A record of deviations from these instructions will be maintained and submitted to

MnDOT at the conclusion of the project.

Session Parameters:

• Data will be collected in sessions. A minimum of four receivers will be required for every session. Each session will require a minimum of 3.5 hours of simultaneous observation (i.e., when all receivers are recording at the same time) and a minimum of 4.0 hours of individual observation (a specific receiver on a specific mark). If one surveyor is operating multiple receivers it is understood that there will be staggered start/stop times.

• One field surveyor may operate up to three receivers per session. Avoid using the same surveyor and equipment on redundant observations.

• Each station will be observed a minimum of three times. The observations associated with any one mark should be taken on different days. The time of at least one redundant observation must be different than the other two. MnDOT will be flexible on this point based on the size of the project, number of marks, and number of personnel with an eye toward minimizing the number of days in the field.

o 1st observation of mark ONE taken on day 001, session A o 2nd observation of mark ONE taken on day 002, session B o 3rd observation of mark ONE taken on day 003, session A

• Sessions will be scheduled so that marks are observed in line, that is to say, connected to their nearest neighbor in the session with alternate sessions overlapping previous sessions to tie the project together.

• Field log sheets (format provided by MnDOT) will be required for each observation/occupation.

o NGS mark designation will be used. o Cross out any incorrect entries and replace with the appropriate correction as

one would do with traditional survey field notations. o Fixed height metric unit to the Antenna Reference Point (ARP) will be used

as shown in this illustration from Volume I – Global Navigation Satellite

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System Control, Chapter 4, page 4-19, available at, http://www.ngs.noaa.gov/FGCS/BlueBook/pdf/Chapter%204%204_24_15.pdf

o ARP height will be recorded in meters. o Record comments about potential issues such as inclement weather or

potential obstructions nearby.

Available resources in terms of manpower, equipment, and time may result in slight deviations regarding the session attributes. See Appendix B for a table captured from OPUS Projects that illustrates the sessions and number of observations associated with each mark.

4.4. Vector Processing OPUS Projects was used as the baseline processor for this project. The following guidelines provided by Minnesota’s State Advisor, Dave Zenk along with the National Geodetic Survey’s Horizontal Branch recommended that the following preferences be set for processing. The recommendations were applied to this survey.

Network Design

• Session networks included both short (CORS within 100km) and long (IGS exceeding 500km) baseline lengths

• Baselines were defined by selecting one CORS station per session as a hub • Each rover4 connected directly to the hub station • All hub stations were present in all project sessions where data was available • No distances to hub stations exceeded 100km • Multiple hubs were selected to remove single hub bias

Preferences, Constraints, and Tropospheric Modeling

• See Appendix C for a copy of the OPUS Projects Preference settings • Precise ephemeris was used • The normal constraints option was selected • User was selected as the Network Design • Piecewise Linear was selected as the Tropo Model option with a Tropo Interval of

7200 seconds • Elevation cutoff, 15 degrees

4 In this report, rover is defined as an autonomous receiver used to observe a passive mark

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5. Conditions Affecting Progress Weather The consultant surveyors reported thunderstorms on Julian day 166. Particular attention was given to the data processed on that day. There were no apparent negative effects.

Instrumentation Failures The consultant reported twenty minor issues related to tripod settling. It is this reporter’s opinion that those issues were typical of what one finds in any GNSS. In fact, my confidence in their work was bolstered by seeing the care and caution that they applied in reporting these minor issues which documented their attentive actions in conducting this survey. The final processing and adjustment results showed no apparent negative effects related to any of their comments.

Deviations from Instructions There were no reported deviations from instructions.

6. CORS and CORS Accuracies Six CORS were included in the project. They were:

SSA SSN PID Designation MNJF 6000 DL7614 JEFFERS CORS ARP MNKA 6001 DL9816 WILLMAR CORS ARP MNME 6002 DM4666 LITCHFIELD CORS ARP MNMN 6003 DL7804 MORTON CORS ARP MNMS 6004 DM2666 MARSHALL CORS ARP AMC2 6005 AI7401 ALTERNATE MASTER CORS ARP

IGS CORS AMC2 located in Colorado Springs, Colorado was included in every session for proper tropospheric modeling.

CORS data were automatically referenced in OPUS Projects. Copies of the CORS data were not included with this submittal. Published accuracies were only available for AMC2 although the station was not constrained in this project. Short-term accuracies were used for all other CORS. See Appendix A, of this report, for screen captures of the accuracies.

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7. Instrumentation Passive mark instrumentation used on this job:

JSIN/JSAN Manufacturer

Integrated Receiver/Antenna

Model Type

NGS Antenna Model

Designation Serial

Number Firmware Version

001 TRIMBLE R8 TRMR8_GNSS3 5004413097 4.80 002 TRIMBLE R8 TRMR8_GNSS3 5125487489 4.61 003 TRIMBLE R8 TRMR8_GNSS3 5220487402 4.61 004 TRIMBLE R8 TRMR8_GNSS3 5221488805 4.61 005 TRIMBLE R8 TRMR8_GNSS3 5239496998 4.61 006 TRIMBLE R8 TRMR8_GNSS3 5239497193 4.61

CORS instrumentation used on this job:

CORS SSA

JSIN JSAN Manufacturer Type

Serial Number

Rec

eive

r Inf

o MNJF 600 Trimble NETR9 5443R50005 MNKA 601 Trimble NETR5 4624K01619 MNME 602 Trimble NETR5 4723K06172 MNMN 603 Trimble NETR9 5113K74665 MNMS 604 Trimble NETR5 4811K54339 AMC2 605 Ashtech Z-XII3T RT92001310

Ante

nna

Info

MNJF 600 Trimble TRM57971.00 NONE 1441053321 MNKA 601 Trimble TRM55971.00 NONE 30213922 MNME 602 Trimble TRM55971.00 NONE 30473320 MNMN 603 Trimble TRM57971.00 NONE 31182737 MNMS 604 Trimble TRM57971.00 NONE 1441027866 AMC2 605 Ashtech AOAD/M_T NONE KW5-0201

8. Data Processing GNSS data was collected directly to the receivers. The files were downloaded and transferred using multiple devises and techniques before ultimately uploading to OPUS Projects.

8.1. Software Used Vector processing was completed using OPUS Projects solution software page5 (1509.10). The network adjustment was completed using NGS Adjust Suite software version 6.4.1.

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8.2. Vector Processing and Analysis All observations were uploaded to OPUS Projects through OPUS Static. OPUS Projects automatically grouped the data into sessions based on simultaneous occupation time. The OPUS Projects sessions matched the observed sessions as reported. See the session schedule in the SUPPLEMENT folder.

The independent solutions were reviewed to identify the best possible CORS hubs for each session. This information was compared against the processing requirement that the local CORS be within 100km of the project mark. That analysis resulted in the selection of four local CORS which were used to process the project.

The single most prevalent CORS in each session was selected as an initial hub. This resulted in a preliminary G file which was used in a preliminary adjustment to identify poorly fitting vectors by examining the vector residuals. The sessions with individual marks having high residuals were reprocessed in OPUS Projects using a different hub. Those marks were then reviewed individually using the OPUS Projects, Processing Results Plots to identify the best fitting solutions in the northing, easting, and upping components. A guideline for allowable variation in northing and easting was approximately 0.02m horizontally and in the upping approximately 0.04m vertically. Outlying solutions were excluded as possible hub solutions for the final G file.

The final CORS selection is shown in the table below. Session hubs are labeled. Multiple CORS were included to eliminate individual bias associated with a single CORS.

Session MNJF MNKA MNME MNMN MNMS AMC2 140A N/A HUB X X X X 140B N/A X X HUB X X 141A X X X HUB X X 141B X X X HUB X X 144A X X X HUB X X 144B X X X HUB X X 145A X X N/A HUB X X 145B X X N/A HUB X X 146A X X N/A HUB X X 146B X X N/A HUB X X 147A X X X HUB X X 147B X X X HUB X X 147C X X X N/A HUB X 148A X X X N/A HUB X 152A N/A HUB X X X X 153A X X X HUB X X 153B X X X HUB X X 153C X X X HUB X X 154A X HUB X X X X

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Session MNJF MNKA MNME MNMN MNMS AMC2 154B X X X HUB X X 154C X X X HUB N/A X 155A X X X HUB X X 158A X X N/A HUB X X 159A X X N/A HUB X X 159B HUB X N/A X X X 159C X X N/A HUB X X 160A HUB X N/A X X X 160B X X N/A HUB X X 161A HUB N/A N/A X X X 161B X N/A N/A HUB X X 161C X N/A N/A HUB X X 162A HUB N/A N/A X X X 165A X N/A N/A HUB X X 166A X N/A N/A HUB X X 166B X N/A N/A HUB X X 166C HUB N/A N/A X X X 167A X N/A N/A HUB X X 167B HUB N/A N/A X X X 168A X N/A N/A HUB X X 168B HUB N/A N/A X X X 168C X N/A N/A HUB X X 169A HUB N/A N/A X X X

Loop closures OPUS Projects does not compute a loop closure. No loop analysis was completed for this project.

COMPVECS Analysis Comparable vector analysis, as recommended by NOS 58, was not computed for this project. The OPUS Projects network design utilizes the CORS hub method where all session marks are connected to one hub. This did not allow for a nearest station comparable vector analysis in the upping.

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9. Network Adjustment Normal MnDOT file naming conventions were adhered to and NGS adjustment procedures were followed. Specifically, the Constrained Adjustment Guidelines dated June 2016.

9.1. Minimally Constrained Horizontal Adjustment MORTON CORS ARP (DL7804) was constrained in all three dimensions. The sigma scale factors were 15.241 horizontally and 3.966 vertically. These scale factors are typical of adjustments processed using OPUS Projects. For that reason, the sigma scale factors were accepted.

PREPLT2 was run and analyzed for residuals exceeding the recommend guidelines of 0.02m horizontally and 0.04m vertically. There were no issues.

A coordinate comparison was computed to evaluate the differences between published control and the positions computed in the free adjustment. There were no issues. The results were shown in the table below (units in meters).

SSN Designation Horz Diff H Azimuth Vert Diff 6000 MNCORS JFRS JEFFERS ARP 0.001 134 14 24 0.027 1060 HERO MNDT 0.002 278 53 26 0.030 1046 6510 AF 0.002 56 20 19 0.015 1079 WANDA MNDT 0.003 306 25 24 0.029 6002 MNCORS LTCF LITCHFIELD ARP 0.003 79 40 27 0.022 6004 MNCORS MRSH MARSHALL ARP 0.003 346 55 36 0.016 1001 6401 C 0.004 336 55 47 0.026 1075 SANBORN AZ MK MNDT 0.004 288 39 47 0.031 6001 MNCORS WILM WILLMAR ARP 0.004 348 09 20 0.031 1018 6405 A 0.005 278 05 47 0.028 1021 6405 G 0.008 159 36 59 0.036 1038 6509 A 0.009 68 12 28 0.025 1011 6403 C 0.009 0 05 02 0.035 1063 J 127 0.011 231 21 04 0.023 1074 ROSELAND AZ MK 0.014 72 03 43 0.020 6005 ALTERNATE MASTER CORS ARP 0.014 24 51 22 0.015 1065 LAMBERTON 0.019 214 32 49 0.031 6003 MNCORS MORT MORTON ARP Fixed Fixed Fixed

16

9.2. Constrained Horizontal Adjustment The sigma scale factors from the free adjustment B file were applied to the constraining A file’s VS record. All published coordinates were constrained as shown:

PID SSN DESIGNATION LATITUDE LONGITUDE ELLIP DK3035 1001 6401 C 44 14 17.65992 95 10 08.71891 306.773 DM4763 1011 6403 C 44 32 28.64137 95 07 59.30349 287.025 AB9854 1018 6405 A 44 13 52.69491 95 07 43.40486 302.715 DM4773 1021 6405 G 44 24 21.16459 95 07 38.36257 293.779 PQ0316 1038 6509 A 44 46 42.52977 95 01 32.96175 301.508 DP9885 1046 6510 AF 44 46 33.90634 94 59 47.51307 298.765 PQ1022 1060 HERO 44 14 43.35727 95 24 39.27654 322.233 PQ0356 1063 J 127 44 21 15.98232 95 08 49.31284 292.185 DK3042 1065 LAMBERTON 44 14 01.91527 95 16 11.84784 321.505 PQ0919 1074 ROSELAND AZ MK 44 54 21.66191 95 02 37.01469 315.866 PQ0994 1075 SANBORN AZ MK 44 14 35.35968 95 07 40.96791 304.191 AB9869 1079 WANDA 44 23 56.85925 95 11 16.89375 296.398 DL7614 6000 JEFFERS CORS ARP 44 05 00.80517 95 07 11.87728 409.142 DL9816 6001 WILLMAR CORS ARP 45 08 42.75491 95 00 53.58013 337.491 DM4666 6002 LITCHFIELD CORS ARP 45 07 46.23691 94 31 44.99142 326.277 DL7804 6003 MORTON CORS ARP 44 32 40.33144 94 59 43.96199 231.431 DM2666 6004 MARSHALL CORS ARP 44 27 49.38288 95 47 44.48094 333.695

The adjustment results were:

DEGREES OF FREEDOM = 1047 VARIANCE SUM = 1172.9 STD.DEV.OF UNIT WEIGHT = 1.058 VARIANCE OF UNIT WEIGHT = 1.12

PREPLT2 was run and analyzed for excessive vector residuals which may have indicated a coordinate conflict. None was found. All published positions should be constrained.

The constrained station shifts found in the Adjust output file were reviewed and tabulated below (units in meters). There were no concerns.

Lat. Long. Horiz. Ellip. SSN Designation 0.000 0.000 0.000 0.001 1060 HERO MNDT 0.000 0.000 0.000 0.000 1079 WANDA MNDT 0.000 0.000 0.000 -0.007 1046 6510 AF 0.001 0.000 0.001 0.000 1001 6401 C 0.000 -0.001 0.001 0.001 1018 6405 A

-0.001 0.000 0.001 -0.025 6003 MNCORS MORT MORTON ARP

17

Lat. Long. Horiz. Ellip. SSN Designation 0.001 -0.001 0.001 -0.009 6004 MNCORS MRSH MARSHALL ARP 0.000 0.002 0.002 0.000 1038 6509 A 0.000 -0.002 0.002 0.002 1075 SANBORN AZ MK MNDT

-0.002 0.000 0.002 0.002 6000 MNCORS JFRS JEFFERS ARP -0.002 -0.002 0.003 0.000 1063 J 127 0.003 -0.001 0.003 0.006 6001 MNCORS WILM WILLMAR ARP 0.000 0.003 0.003 -0.003 6002 MNCORS LTCF LITCHFIELD ARP

-0.003 0.001 0.003 0.001 1021 6405 G 0.001 0.004 0.004 -0.001 1074 ROSELAND AZ MK 0.004 -0.001 0.004 0.004 1011 6403 C

-0.005 -0.004 0.006 0.001 1065 LAMBERTON

9.3. Free Vertical Adjustment The horizontally constrained output B file was run through INTG using GEOID 12B to add the geoid separation to the *86* records. This B file was the input B file for the vertically free adjustment. The same sigma scale factors (VS record) from the horizontal free adjustment were added to the vertical free A file.

All but two stations had Second order, class I orthometric heights either published in the IDB or adjusted by MNDT in a separate vertical project. There were two vertical projects in this area. They were VBORN, L28600, submitted to NGS on August 11, 2016 and VPLAT, L28363, submitted to NGS on December 2, 2015. Neither had been adjusted or published by NGS at the time of this GNSS adjustment.

A vertical free adjustment was run constraining CBN station 6405 A (AB9854) in all three dimensions. A height comparison was made to evaluation the leveled values against the GNSS computed values. The results were shown in the table below.

There were two heights of specific concern which were highlighted. Additional comments regarding both can be found following the table.

SSN Designation Vert Diff SSN Designation Vert Diff 1060 HERO MNDT -0.059 1006 6401 R 0.000 1063 J 127 -0.058 1020 6405 E 0.000 1042 6509 N -0.026 1026 6405 Z 0.000 6003 MORTON ARP -0.025 1048 ALEC 0.000 1055 CHEO -0.018 1050 BIRCH 0.000 1068 MARING -0.018 1054 CAMP 0.000 1051 BOELTER -0.016 1069 OLEY 0.000 1058 FISHER -0.016 1078 W 126 RESET 0.000 1043 6509 P -0.015 1080 YARD 0.000 1074 ROSELAND AZ MK -0.015 1044 6509 Q 0.000

18

SSN Designation Vert Diff SSN Designation Vert Diff 1040 6509 C -0.013 1071 PAT 0.000 1046 6510 AF -0.013 6001 WILLMAR ARP 0.000 1029 6508 AC -0.011 6002 LITCHFIELD ARP 0.000 1053 BUTZOW -0.011 6004 MARSHALL ARP 0.000 1062 ISLAND -0.011 1039 6509 B 0.001 1027 6508 AA -0.010 1057 EAST 0.001 1030 6508 AD -0.009 1061 HUY LE 0.001 1002 6401 D RESET -0.008 6000 JEFFERS ARP 0.001 1037 6508 Z -0.008 1008 6401 T 0.002 1064 JENSEN -0.008 1013 6404 D RESET 0.002 1009 6401 U -0.007 1016 6404 N 0.002 1010 6401 W -0.007 1067 M 127 RESET 0.002 1015 6404 M -0.007 1036 6508 Y 0.003 1041 6509 M -0.007 1077 UTLEY 0.003 1045 6510 AE -0.007 1022 6405 V RESET 0.004 1072 RITTER -0.007 1023 6405 W 0.005 1003 6401 N -0.006 1025 6405 Y 0.005 1004 6401 P -0.006 1065 LAMBERTON 0.005 1017 6404 Q -0.006 1070 PARSON 0.005 1076 TT 1 KW -0.006 1075 SANBORN AZ MK MNDT 0.006 1007 6401 S -0.004 1079 WANDA MNDT 0.006 1012 6403 N -0.004 1034 6508 W 0.007 1028 6508 AB -0.004 1056 RIAL 0.007 1001 6401 C -0.003 1011 6403 C 0.008 1005 6401 Q -0.003 1019 6405 D 0.008 1031 6508 J -0.003 1035 6508 X 0.008 1032 6508 U -0.003 1066 LOPAU 0.009 1033 6508 V -0.003 1021 6405 G 0.011 1014 6404 E -0.002 1073 ROCHEL 0.012 1059 FORK -0.002 1024 6405 X 0.019 1038 6509 A -0.001 1052 BOLL 0.019 1047 AHRENS -0.001 1018 6405 A Fixed 1049 BIRC -0.001

19

As stated, stations HERO (PQ1022) and J 127 (PQ0356) were identified as outliers in the vertical free adjustment. Both stations had published heights and both were leveled in MNDT’s companion vertical project VBORN. In MNDT’s adjustment of that project both stations were given updated heights. The following table details those values.

Station Published Ht Order/Class MNDT Ht GNSS Free Ht HERO 349.470 2/1 349.410 349.411 J 127 319.855 2/0 319.801 319.797

From this table one can see that the GNSS observations most closely match the new values from MNDT’s adjustment of the companion vertical project and not those found in the IDB. For that reason, MNDT’s values were used in the subsequent constrained adjustment.

9.4. Constrained Vertical Adjustment All published heights determined by Second order, class I leveling methods or better were constrained. There were two MNDT leveling projects that included marks in this job. They were VBORN, L28600, submitted to NGS on August 11, 2016 and VPLAT, L28363, submitted to NGS on December 2, 2015. Neither had been adjusted or published by NGS at the time of this GNSS adjustment. The following table lists the constraints applied and their source.

SSN PID Designation Elevation Source 1001 DK3035 6401 C 334.228 IDB 1002 6401 D RESET 333.024 VBORN 1003 6401 N 329.130 VBORN 1004 6401 P 331.101 VBORN 1005 6401 Q 322.333 VBORN 1006 6401 R 323.282 VBORN 1007 6401 S 344.197 VBORN 1008 6401 T 348.980 VBORN 1009 6401 U 347.113 VBORN 1010 6401 W 347.391 VBORN 1011 DM4763 6403 C 314.589 IDB 1012 6403 N 303.875 VBORN 1013 6404 D RESET 309.678 VBORN 1014 PQ1651 6404 E 310.067 IDB 1015 6404 M 308.907 VBORN 1016 6404 N 304.162 VBORN 1017 6404 Q 259.180 VBORN 1018 AB9854 6405 A 330.209 IDB 1019 6405 D 324.886 VBORN 1020 6405 E 323.148 VBORN

20

SSN PID Designation Elevation Source 1021 DM4773 6405 G 321.419 IDB 1022 6405 V RESET 331.847 VBORN 1023 6405 W 326.667 VBORN 1024 6405 X 327.572 VBORN 1025 6405 Y 319.763 VBORN 1026 6405 Z 320.117 VBORN 1027 6508 AA 320.837 VBORN 1028 6508 AB 324.450 VBORN 1029 6508 AC 324.234 VBORN 1030 6508 AD 327.211 VBORN 1031 PQ1668 6508 J 323.314 IDB 1032 6508 U 257.365 VBORN 1033 6508 V 306.311 VBORN 1034 6508 W 320.391 VBORN 1035 6508 X 317.042 VBORN 1036 6508 Y 316.219 VBORN 1037 6508 Z 324.345 VBORN 1038 PQ0316 6509 A 328.768 IDB 1039 PQ0318 6509 B 333.146 IDB 1040 PQ0319 6509 C 329.329 IDB 1041 PQ0324 6509 M 338.487 IDB 1042 PQ0325 6509 N 341.032 IDB 1043 DN2523 6509 P 340.314 IDB 1044 6509 Q new height to be est.

1045 DK6797 6510 AE 330.578 IDB 1046 DP9885 6510 AF 326.043 VBORN 1047 AHRENS 326.243 VBORN 1048 DQ2207 ALEC 330.732 VPLAT 1049 DO7807 BIRC 280.456 IDB 1050 BIRCH 314.095 VBORN 1051 DN2520 BOELTER 334.067 IDB 1052 BOLL 327.489 VBORN 1053 DN2521 BUTZOW 335.570 IDB 1054 CAMP 255.850 VBORN 1055 DN2524 CHEO 342.828 IDB 1056 DIAL 327.216 VBORN 1057 EAST 321.728 VBORN 1058 DN2522 FISHER 333.632 IDB 1059 FORK 322.946 VBORN 1060 PQ1022 HERO 349.410 VBORN

21

SSN PID Designation Elevation Source 1061 HUY LE 308.953 VBORN 1062 ISLAND 329.391 VBORN 1063 PQ0356 J 127 319.801 VBORN 1064 JENSEN 331.428 VBORN 1065 DK3042 LAMBERTON 348.827 VBORN 1066 LOPAU 321.119 VBORN 1067 PQ0360 M 127 RESET 326.624 VBORN 1068 DN2519 MARING 328.286 IDB 1069 DO7808 OLEY 255.046 IDB 1070 PARSON 320.132 VBORN 1071 PAT new height to be est.

1072 RITTER 349.460 VBORN 1073 ROCHEL 329.264 VBORN 1074 PQ0919 ROSELAND AZ MK 342.769 IDB 1075 PQ0994 SANBORN AZ MK 331.699 IDB 1076 PQ1678 TT 1 KW 331.757 IDB 1077 UTLEY 347.902 VBORN 1078 PQ0270 W 126 RESET 303.506 IDB 1079 AB9869 WANDA 323.980 IDB 1080 YARD 263.807 VBORN 6000 DL7614 JEFFERS CORS ARP 436.454 IDB 6001 DL9816 WILLMAR CORS ARP 6002 DM4666 LITCHFIELD CORS ARP 6003 DL7804 MORTON CORS ARP 259.079 IDB 6004 DM2666 MARSHALL CORS ARP

The adjustment results were:

DEGREES OF FREEDOM = 1078 VARIANCE SUM = 3110.0 STD.DEV.OF UNIT WEIGHT = 1.699 VARIANCE OF UNIT WEIGHT = 2.88

There were no concerns with this adjustment. Only stations 6509 Q and PAT were positioned vertically in this survey.

22

10. Comments and Recommendations OBSCHK, CHKOBS, and OBSDES were run. All checking programs ran without error with the

. exception of OBSDES which had the CORS stations intentionally removed.

The station names, submitted in the final B file (BMNHBORN.NGS), have had "MNDT" and other agency-oriented suffixes stripped from them in compliance with a request from the NGS. These suffixes may remain in this printed report and other electronic files on the CD.

11. Supporting Documentation The following information can be found in the SUBMITTED/SUPPLEMENT folder.

• Station descriptions - HBORN_DESCRIPTIONS.pdf • Observing Schedule and Field Logs - HBORN_FIELD_DATA.pdf

• OPUS Solution folder: the individual OPUS solutions can be found in this folder. They are named with the station SSA and session.

12. Certification I hereby certify that this report was prepared by me and that all information acquired has been verified and to the greatest extent inaccuracies have been omitted by thorough analysis as well as proper research.

Signature:~ Geoff B ner, LS Geodetic Surveyor

Date: ? I 2..

Mo Day

I 2tJ/~

Year

23

Appendix A – CORS Accuracies

JEFFERS CORS ARP, DL7614

WILLMAR CORS ARP, DL9816

24

LITCHFIELD CORS ARP, DM4666

MORTON CORS ARP, DL7804

25

MARSHALL CORS ARP, DM2666

26

Appendix B – Mark Observations by Session

Four tables were created because of page size limitations. Stations were identified by their assigned SSA and listed across the top of each table. The tables contain twenty stations each, increasing in alphabetical order left to right and table to table. In addition, each table lists every Julian day/Session along the left hand column increasing from top to bottom.

An “X” indicates an observation of a mark. By intersecting the Julian day in the row with an “X” with the SSA in the column one can easily identify when a mark was observed and by tallying the “X” values in a particular column one can identify how many observations of a mark were taken.

27

Table 1 Se

ssio

n Station SSA

641C

641D

641N

641P

641Q

641R

641S

641T

641U

641W

643C

643N

644D

644E

644M

644N

644Q

645A

645D

645E

140A 140B 141A 141B 144A 144B 145A X X X 145B X X X X X 146A X X X X X 146B X X X 147A 147B 147C 148A 152A 153A X X X 153B 153C 154A 154B 154C 155A 158A X X X X X 159A 159B X X 159C 160A X 160B X X X 161A X X X X X 161B X X X 161C X X X X X 162A X X X 165A X 166A X X 166B 166C X X X 167A X 167B X 168A X 168B X X 168C X X X X 169A X X X X X

28

Table 2 Se

ssio

n Station SSA

645G

645V

645W

645X

645Y

645Z

651E

651F

658A

658B

658C

658D

658J

658U

658V

658W

658X

658Y

658Z

659A

140A 140B 141A X X X X 141B X X X 144A X X X X X 144B X 145A X 145B 146A 146B X 147A X 147B X X X X X 147C X X X X 148A X X X 152A 153A 153B 153C 154A X X 154B X X X X 154C X X X X 155A X X X 158A 159A X X X 159B X 159C X 160A X 160B X 161A 161B 161C 162A 165A X 166A X 166B X X X 166C X 167A X X 167B X 168A X X 168B X X 168C 169A

29

Table 3 Se

ssio

n Station SSA

659B

659C

659M

659N

659P

659Q

AHR

E

ALEC

BIR

C

BIR

H

BOEL

BOLL

BUTZ

CAM

P

CH

EO

DIA

L

EAST

FISH

FOR

K

HER

O

140A X X X X X 140B X X X X X 141A X 141B X X 144A X 144B X X 145A X 145B 146A 146B X 147A X X 147B X 147C X 148A X X 152A X X X X X 153A X X 153B X X X X X 153C X X X X X 154A X X X X 154B 154C X 155A X X X 158A 159A 159B X X 159C X X 160A 160B 161A 161B X 161C 162A X 165A 166A X X 166B 166C 167A X 167B X 168A X 168B 168C 169A

30

Table 4 Se

ssio

n Station SSA

HU

YL

ISLA

J127

JEN

S

LAM

B

LOPA

M12

7

MAR

I

OLE

Y

PAR

S

PATX

RIT

T

RO

CH

RO

SE

SAN

B

TTKW

UTL

E

W12

6

WAN

D

YAR

D

140A X 140B X 141A X 141B X 144A 144B X X X 145A X 145B X 146A X 146B X 147A X X X 147B 147C X 148A X 152A X 153A X 153B X 153C X 154A 154B X X 154C X 155A 158A X 159A X X X 159B X 159C X X X 160A X X X X 160B X X 161A X 161B X X 161C X 162A X X 165A X X X X 166A X 166B X X X 166C X X 167A X X 167B X X X 168A X X 168B X X 168C X X 169A X

31

Appendix C – OPUS Projects Preferences and Network Design

32

Session 140-A

33

Session 140-B

34

Session 141-A

35

Session 141-B

36

Session 144-A

37

Session 144-B

38

Session 145-A

39

Session 145-B

40

Session 146-A

41

Session 146-B

42

Session 147-A

43

Session 147-B

44

Session 147-C

45

Session 148-A

46

Session 152-A

47

Session 153-A

48

Session 153-B

49

Session 153-C

50

Session 154-A

51

Session 154-B

52

Session 154-C

53

Session 155-A

54

Session 158-A

55

Session 159-A

56

Session 159-B

57

Session 159-C

58

Session 160-A

59

Session 160-B

60

Session 161-A

61

Session 161-B

62

Session 161-C

63

Session 162-A

64

Session 165-A

65

Session 166-A

66

Session 166-B

67

Session 166-C

68

Session 167-A

69

Session 167-B

70

Session 168-A

71

Session 168-B

72

Session 168-C

73

Session 169-A

74

Appendix D – File Naming Conventions

NGS NAME MnDOT NAME Description Bfile BMNHxxxx.fld Original B File Gfile GMNHxxxx.fld Original G file Gfile GMNHxxxx.rej G file with rejected vectors Serfil HMNHxxxx.sfl SERFIL, additional extensions .hf, .hc, .vf, .vc Control files Afilehf AMNHxxxx.hf Horizontal free control file Afilehc AMNHxxxx.hc Horizontal constrained control file Afilevf AMNHxxxx.vf Vertical free control file Afilevc AMNHxxxx.vc Vertical constrained control file Horizontal Free Adjustment Adjhf.out HMNHxxxx.hf Adjusted B file Bfilehf BMNHxxxx.hf Horizontal free output B file preplt2.hf Preplt2 output for the horizontal free adjustment HMNHxxxxhf.rpt MnDOT specific output file coordinate analysis Horizontally Constrained Adjustment Adjhc.out HMNHxxxx.hc Adjusted B file bfilehc BMNHxxxx.hc Horizontal constrained output B file preplt2.hc

MnShift.xlsx Preplt2 output for the horizontal constrained adjustment MnDOT specific output file shift analysis

HMNHxxxxhc.rpt MnDOT specific output file coordinate analysis Bfileht BMNHxxxx.hg B file after running intg_v317 Vertical Free Adjustment Adjvf.out HMNHxxxx.vf Adjusted B file bfilevf BMNHxxxx.vf Vertical free output B file preplt2.vf Preplt2 output for the vertical free adjustment HMNHxxxxvf.rpt MnDOT specific output file coordinate analysis Vertically Constrained Adjustment Adjvc.out HMNHxxxx.vc Adjusted B file bfilevc BMNHxxxx.vc Vertical constrained output B file preplt2.vc Preplt2 output for the vertical constrained adjustment HMNHxxxxvc.rpt MnDOT specific output file coordinate analysis Final B files Bfile.fnl BMNHxxxx.eup Combined adjustments using ELEVUP with MnDOT names BMNHxxxx.ngs Final combined B file with NGS station names Checking files chkobs.out chkobs.out B file check, final check contains .ngs extension obschks.out obschks.out B file and G file check, final check contains .ngs extension obschkl.out obschkl.out B file and G file check, final check contains .ngs extension obsdes obsdes.ngs B file and Windesc description file check compvecs compvecs.out Compvecs output from the G file

75

Appendix E – WINDESC All CORS stations were removed from the WINDESC files. WINDESC version 5.01.01 was used. The following data checks were run: Photos Photos are being submitted for every mark. They have been checked and verified as being a correct representation of the marks observed. They are MnDOT’s most current photos available and are being submitted to support the mark description process. They may be useful in verifying disk stampings, setting information, or similar attributes that can be confirmed visually. They are not, nor intended to be, a record of occupation.

Neighbor for all marks Each mark was evaluated in neighbor using a radius of 10 meters and excluding TBMs. All of the stations being claimed as observed were confirmed.

Three stations were reset during the reconnaissance for the vertical projects which preceded this GNSS survey. The destructions records for those stations were submitted to NGS on January 21, 2016 in a MNDT Mark Maintenance projects call M1507. The stations were; 6401 D (DK3036), 6404 D (PQ1650), and 6405 V (DK3038).

MNDT requests that RESET stations be created for these three resets as submitted in this project.

Discrep for all PIDs All discrepancies were reviewed and evaluated to identify and address any significant differences between the mark attributes being submitted and those found in the IDB. None was found.

Recovery dates for all marks There were no duplicate recovery dates associated with this project.

Spell check all descriptions Spell check was run on all descriptions. Corrections were applied where necessary.

Error file The error file was evaluated. All errors were corrected. The remaining warnings were determined to be acceptable.

76