H88 = h83 – N03

THE TECHNOLOGY SWEET SPOT• SBAS: 2 M H, 6 M V, 0.3 M SMOOTHED H, CHEAP• COMMERCIAL DGPS: FEW DM, $$• USCG BEACON: METER+, CHEAP• CORS/OPUS: 2 CM h, 5 CM H POST PROCESSED• DIFFERENTIAL LEVELING: 2-4 CM, LABOR/TIME INTENSIVE, $$$• GEODETIC LEVELING: mm, LABOR/TIME INTENSIVE, $$$$$• USER BASE RTK: 2-4 CM H, 2-5 CM V, REQUIRES INITIAL

INVESTMENT, OUTCOME KNOWN IN FIELD• RTN: 3-4 CM H, 5-7 CM V, REQUIRES INITIAL INVESTMENT(BUT ½ OF

RTK), OUTCOME KNOWN IN FIELD• AERIAL MAPPING: .10 M H, .20 M V, $$$• LIDAR: 0.10 – 0.3 M V• SATELLITE IMAGERY: 0.5 METER H RESOLUTION, 3 M LOCATION, $$$• LOW ALTITUDE AERIAL IMAGERY: 2-4 CM H, 3-5 CM V, $$$• TERRESTRIAL LASER SCANNING: PROJECT SITES ONLY, 0.015 M H,

0.02 M V, REQUIRES INITIAL INVESTMENT

≥200 RTN WORLDWIDE≥80 RTN USA≥37 DOT

ACADEMIC/SCIENTIFICSPATIAL REFERENCE CENTERSVARIOUS DOTS + MACHINE GUIDANCECOUNTYCITYGEODETIC SURVEYS (NC, SC)MANUFACTURERSVENDOR NETWORKSAGRICULTUREMA & PA NETWORKS

RTN IN THE USA(JAN 2010)

RT FOR ORTHO HEIGHTSADVANTAGES:• LESS TIME- SECONDS ON POINT• LESS LABOR- NO POST PROCESSING, MINIMAL PERSONNEL• LESS EQUIPMENT – ONLY ONE RT UNIT NECESSARY WITH RTN• = LESS $$$

• USER KNOWS POSITION HAS BEEN CAPTURED AT REQUIRED PRECISION

• “GOOD” RELATIVE PRECISION IN HOMOGENEOUS TERRAIN AND USING THE SAME INITIALIZATION

• NEW GEOPOTENTIAL DATUM WILL BE ACCESSED THROUGH ACTIVE STATIONS

DISADVANTAGES:• LESS ACCURACY THAN LEVELING OR STATIC GNSS• REQUIRES ADEQUATE USER KNOWLEDGE OF ALL EFFECTS ON RT GNSS POSITIONING

• Access to accurate, reliable heights nationally- Geoid quality, New geopotential datum via active stations

• Consistent Standards across the nation- RTN validation, RTN guidelines

• Consistent Results. Data, technology, and tools that yield regardless of terrain and circumstances- Alignment to NSRS

• Maintainable system/process that will stand the test of time – ARP velocities, Integrity monitoring, User gets new datum via RTN

RT IN RELATION TO GOALS OF NHMP

NEW APPLICATIONS IN ”HIGH-ACCURACY” REAL-TIME POSITIONING

• GIS – INFRASTRUCTURE, SIGNAGE, ENVIRONMENTAL, PHOTO CONTROL

• AGRICULTURE• MACHINE GUIDANCE• DEFORMATION MONITORING• TECTONIC/SEISMIC STUDIES• NAVIGATION TO/FROM PORTS• REMOTE SENSING/MAPPING – LIDAR• FAA – NAVIGATION, LANDING, TAXIING• (WEATHER SCIENTISTS – CO-LOCATED RT

IONO/TROPO SENSORS)

PRECISION VS. ACCURACY

•“PRECISION” IS A COMPUTED STATISTICAL QUANTITY TO THE SOURCE OF THE MEASUREMENT - ALIGNMENT TO THE RTN OR PASSIVE MARK BASE SHOWS PRECISION OF THE OBSERVATION (PER THE DATA COLLECTOR).

•“ACCURACY” IS A COMPUTED STATISTICAL QUANTITY TO THE REALIZATION OF THE DATUM - ALIGNMENT OF THE RTN OR PASSIVE MARK BASE TO THE NSRS SHOWS ACCURACY (PER ESTABLISHED METHODOLGY)•

• B ≥ 4 H & V, KNOWN & TRUSTED POINTS?• B LOCALIZATION RESIDUALS-OUTLIERS?• B DO ANY PASSIVE MARKS NEED TO BE

HELD?• RT BASE WITHIN CALIBRATION (QUALITY TIE

TO NEAREST CALIBRATION POINT)?• B SAME OFFICE & FIELD CALIBRATION USED?

FYI: GNSS CAN PROVIDE GOOD RELATIVE POSITIONS IN A PROJECT WHILE STILL NOT CHECKING TO KNOWNS IN AN ABSOLUTE SENSE

BLUNDER CHECKING POINTS WITH OPUS-RS

NGS SINGLE BASE GUIDELINES

http://www.ngs.noaa.gov/PUBS_LIB/NGSRealTimeUserGuidelines.v1.1.pdf

• LEGACY EQUIPMENT

• NO CELL COVERAGE

• NEW RT CLOSEST BASE NETWORKS

• MACHINE GUIDANCE AND PRECISION AGRICULTURE USE

RTN GUIDELINES FOR GNSS POSITIONING–WILL NOT SPECIFY OR

DEFINE A STANDARD, BUT WILL HELP

ADMINISTRATORS AND USERS TO BE AWARE OF

ALL THE ISSUES INVOLVED WITH THIS NEW TECHNOLOGY

60+ CONTRIBUTORS:

•NGS ADVISORS•DOT

•STATE GEODETIC SURVEYS

•GNSS MANUFACTURERS•SRCs

•BLM, NPS

THOUGHTS ON ORTHO HEIGHTS ON RTN ARP

• LEVELING TO ARP CREATES A NEW BM EASILY USED IN HT MOD PRACTICES

• DENSIFIES GNSS ON BENCH MARKS = BETTER HYBRID GEOID MODEL

• ARP MONITORED 24/7/365 UNLIKE PASSIVE MARKS• MANY STATE DOTs ARE LEVELING TO THEIR RTN ARP• ROVER HEIGHTS STILL DEPENDENT ON GEOID MODEL FOR

ORTHOS• BY ESTABLISHING PASSIVE BMs AT RTN SITE, ELLIPSOID

DIFFERENCE CAN PRODUCE ARP ORTHOS (IF DESIRED) – BUT THIS EFFECTIVELY GIVES A MEANS OF MONITORING THE PASSIVE BM USING THE RTN STATION BECAUSE THE ARP POSITION IS ALWAYS KNOWN.

NTRIP & RTCM-IMPROVING 3D POSITIONING WITH

NEW MESSAGES

Standard Solution (RMS:21 mm)Optimized Solution (RMS:13 mm)

RTCM Paper 014-2007-SC104-462

Herbert Landau, Xiaoming Chen, Adrian Kipka, Ulrich Vollath - Trimble Terrasat GmbH

Improving RTK with RTCM Network Residual Messages

2

Positioning improved by up to a factor of 2Initialization time reduced by 30%

RTN RESIDUAL RTCM 3.x MESSAGE TYPES

https://ssl29.pair.com/dmarkle/puborder.php

STATE SPACE RTCM 3.x MESSAGE TYPES

EMERGING NGS ACTIVITIES…..

POSSIBLE METHODS OF RTN VALIDATION•OPUS-PROJECTS – NGS APPROVED PROGRAM TO VALIDATE A RTN ADJUSTMENT THAT WAS PERHAPS ACCOMPLISHED WITH GNSS MANUFACTURER’S SOFTWARE OR ANOTHER PROGRAM. •OPUS-S – 3 OR 10% OF RTN ARE NGS CORS WHICH THEN GENERATE OPUS-S SOLUTIONS ON ALL OTHER RTN REFERENCE STATIONS. THESE CAN BE PUSHED TO NGS AND PUBLISHED AS 60 DAY PLOTS, OR MAINTAINED ON A PUBLIC SITE AT THE RTN ADMINISTRATION LOCALE.• FIDUCIAL STATIONS - HIGH STABILITY MARKS ARE CONSTRUCTED WITHIN A RTN. GNSS STATIC PROVIDES X,Y,Z. GEODETIC LEVELING PROVIDES NAVD 88. STATIONS MAY BE BLUE BOOKED. USERS CAN THEN TEST THEIR ROVERS AT THE MARKS TO COMPARE THEIR RESULTS FROM THE RTN WITH THE PUBLISHED VALUES. PILOT PROGRAMS PLANNED IN OREGON AND LOUISIANA.• LETTER OF CERTIFICATION - RTN ADMINISTRATOR SENDS A STATEMENT CERTIFYING THAT AS OF A PARTICULAR DATE THE RTN IS ALIGNED TO THE NATIONAL DATUM AT A CERTAIN LEVEL (2 CM LAT/LONG, 4 CM h ?)• NGS REVIEW - NGS DOES A PERIODICAL REVIEW OF THE RTN STATIONS AND ADJUSTMENTS

IDOP VALUES – 4 CORS EXAMPLEBEST IDOP = 1

√ N

THEREFORE, WITH 9 CORS, THE IDOP AT THE CENTROID WOULD BE .33, WITH 4 CORS IT WOULD BE .5 AT THE CENTROID

ADDITION OF RMS OF DISTANCE TO CORS CONTRIBUTING TO THE SOLUTION GIVES FINAL UNITLESS NUMBER

.87.87

.87 .87

.5

.6.7

.8

.8

.7

.6

“IDOP” :THE SUBJECT OF A PAPER BY DRS. CHARLES SCHWARZ, TOM SOLER AND RICHARD SNAY

APPLICATION FOR RTN?

ALL THESE COME INTO PLAY TO ENABLE THE STRUCTURE TO CLEAR THE BRIDGE!

•LMSL•NAD 83 •NAVD 88•BATHYMETRY•CHART DATUM•BRIDGE DYNAMICS•BRIDGE DIMENSIONS•SHIP SQUAT•SHIP DIMENSIONS

KNOW YOUR METADATA- UNIFYING THE VERTICALS TO A COMMON DATUM

SC – VRS Network

To Support Surveying and Machine Control

Presentation Overview

• Introduction• VRS Network Design• Antenna Mounting Designs• Server Network Design• Modeling• Network Testing• Network Integrity• Practical Applications

South Carolina Geodetic Survey

Marine Transportation

HighwayConstruction

Obstruction Charting

Utilities

SurveyingEngineering

Mapping

Infrastructure

Motivating Force for a Network Application

Antenna Hardware

Stainless Steel MountFor Masonry Buildings

Self Supporting 24 Foot Tower

Tamper-Proof Leveling Head

Server Network Design

Should IT Be a Shareholder?

5

6

7

Modeling

???

I(λ,φ) = I0 +aλ∆λ + aφ∆φ

1 cm

-1 cm

2 – 12hr Multipath PlotsAreal Variant Ionospheric Model

The solution of Integer Ambiguityis influenced by external variables

Atmosphere - Tropo, IonClock Error - SV and ReceiverSV Orbit ErrorMultipathSeparation of Base and Rover

SC - VRS Network DesignVRS Is Not Built In a Day!

There Are Many Stakeholders!!They Are ALL Critical To Your Success

Test Network

11 Counties, 6700 Sq Mi, 10 VRS Base Stations, 50 Control Pts

VRS Absolute AccuracyComparison of VRS and NGS Height Mod Control

Absolute Accuracy

Meters

Allowable 2-D RMSEr 95% = 1.7308 * RMSEr = (2.0*2.0 + 0.3*0.3 + 1.2*1.2)1/2 = 2.4 cm*

Allowable 1-D RMSEv 95% = 1.9600*RMSEv = (2.0*2.0 + 0.3*0.3 + 2.4*2.4)1/2 = 3.1 cm*

Time (sec) 300 60 5

Horizontal (cm)

1.98 2.40 2.41

Vertical (cm) 2.25 2.39 2.40

*(Local Accuracy2 + Eccentricty2 + System Design2)1/2

Station SCBY

Vertical Axis -0.010 to 0.014m

Poor Choice for a Base Station!

Vertical Axis -0.04 to 0.055m

Diurnal E-W Motion of a 90 Foot Spun Concrete Tower

-3.0 -2.0 -1.0 0.0 1.0 2.0 3.0Centimeters

Each Depicted Value Is A Mean Of Two 5-Minute Observations Spaced Approximately 21 or 27 Hours Apart

95% Less Than 2.5 CM From Published Value

Results From Test Of The SC RTN to Determine Accurate Ellipsoid

Heights

Practical Applications

Tidal Datum Transfer

2 mile transfer0.05 ft uncertainty

VRS Elevation (ft) Leveling (ft) Difference4.557 4.560 0.0034.488 4.482 -0.0074.423 4.436 0.0134.656 4.649 -0.007

4.327 4.337 0.0104.528 4.528 0.0004.810 4.800 -0.0104.941 4.948 0.007

Mean/SDV 0.001/0.008

Classical Leveling vs VRS

1st Order Class 2 Leveling4 Surveyors4 days5.5km – 6mm

1 Surveyor4 hours12mm comparison

VRS Elevation (ft) Leveling (ft) Difference4.557 4.560 0.0034.488 4.482 -0.0074.423 4.436 0.0134.656 4.649 -0.007

4.314 4.265 -0.0494.327 4.337 0.0104.528 4.528 0.0004.810 4.800 -0.0104.941 4.948 0.0074.964 5.020 0.056

Mean/SDV 0.002/0.025

Comparison of VRS to Total StationRelative Accuracy

Grid Brg Angle Rt Grd Dist

TPT1 SURVEY 068/00/55TPT1 TPT2 207/30/58 220/29/57 544.669VRS

220/29/55.2 544.678 Total Station139/30/03 Interior

Angle

TPT2 TPT1 027/30/58TPT2 TPT3 198/49/59 188/40/59 957.778VRS

188/40/57.2 957.769 Total Station171/19/01 Interior

Angle

TPT3 TPT2 018/49/59TPT3 SURVEY 038/08/33 340/41/26 2165.470

VRS340/41/27.5 2165.441 Total

Station019/18/34 Interior

Angle

SURVEY TPT1 248/00/55 837.523 VRS837.500 Total Station

SURVEY TPT3 218/08/33 029/52/22Interior Angle

029/52/21.0

360/00/00 VRS359/59/59.1 Total Station

Ellipsoid Height Distortions of 3CM or Greater

Network vs OPUS

-0.020 -0.016 -0.004-0.032 -0.021 -0.011-0.015 -0.012 -0.003-0.022 -0.020 -0.002-0.013 -0.015 0.002-0.020 -0.017 -0.003-0.024 -0.015 -0.009-0.041 -0.015 -0.026-0.007 -0.008 0.001-0.011 -0.012 0.001-0.018 -0.012 -0.006-0.021 -0.018 -0.003-0.003 -0.012 0.009-0.048 -0.020 -0.028-0.044 -0.019 -0.025-0.028 -0.018 -0.010-0.024 -0.026 0.002-0.026 -0.025 -0.001-0.027 -0.024 -0.003-0.037 -0.023 -0.014-0.035 -0.024 -0.011-0.017 -0.023 0.006-0.022 -0.021 -0.001-0.049 -0.026 -0.023

-0.025 -0.019 -0.007-0.012 0.005 0.010

2 – 10 Minute Sessions Separated by 27 Hours

MeanStd Dev

Pub-Obs Pub-Pred Obs-Pred

Predicted values are weighted* means of the Network-OPUS Differences

*Weight Equals Ratio of Base StationSeparation Multiplied by Assumed Error

Network Integrity

24-Hour Coordinate Spread 1 cm N & E1.5 cm Ellipsoid Ht

Semi-Major Axis ~ 1 cm

Concluding Remarks

• Number of Registered Users• Maintenance Plan• Replacement Plan• Integrity Monitoring• Cost• Subscription Fee• Questions?