50 tps1100 professional series - · pdf filecoarse positioning ... reference line menu ......

Application Programs Reference ManualVersion 2.2English

50403020 TPS1100 Professional Series

2TPS1100 - Appl. Prog. Ref. Manual 2.2.0en

Congratulations on your purchase of your programs for aTPS1100 Professional Series.

For safe system use, pay attention to the important safety regulationsin the "System" instructions (refer to chapter "Safety directions").Read carefully through the User's Manual before you switch on theinstrument.

TPS1100 Professional Series


The instrument model and serial number of your product are indicated on thelabel in the battery compartment.Enter the model and serial number in your manual and always refer to thisinformation when you need to contact your agency or authorized serviceworkshop .

Type: Serial no.:

SW version: Language:

Product identification

Product identification

4TPS1100 - Appl. Prog. Ref. Manual 2.2.0en Used Symbols

Used Symbols

The symbols used in this User's Manual have the followingmeanings:

DANGER:Indicates an imminently hazardous situation which, if notavoided, will result in death or serious injury.

WARNING:Indicates a potentially hazardous situation or an unintendeduse which, if not avoided, could result in death or seriousinjury.

CAUTION:Indicates a potentially hazardous situation or an unintendeduse which, if not avoided, may result in minor or moderateinjury and / or appreciable material, financial andenvironmental damage.

Important paragraphs which must be adhered to in practiceas they enable the product to be used in a technicallycorrect and efficient manner.

5TPS1100 - Appl. Prog. Ref. Manual 2.2.0en View of Chapters

View of Chapters

Contents .................................................................................................. 6

Introduction ........................................................................................... 11

Orientation and Height Transfer ......................................................... 12Resection ............................................................................................... 22

Tie Distance........................................................................................... 30

Stakeout ................................................................................................. 37

Free Station ........................................................................................... 54

Reference Line ...................................................................................... 66

Remote Height ...................................................................................... 79Hidden Point ......................................................................................... 83

Area ........................................................................................................ 89

Sets of Angles ....................................................................................... 97

Traverse ............................................................................................... 124

Local Resection .................................................................................. 138COGO ................................................................................................... 142

Road+ File Editor ................................................................................ 169

Road+ ................................................................................................... 196

Auto Record ........................................................................................ 244

Monitoring ........................................................................................... 251

Reference Plane ................................................................................. 256DTM-Stakeout ..................................................................................... 266


Contents

Contents

Introduction ..................................................11Calling up a program .................................................. 11Licence Code ............................................................. 11

Orientation and Height Transfer ................ 12Introduction ............................................................... 12Target Point ............................................................... 12

Point List ......................................................................... 13Measure Mode .......................................................... 13Calculation ................................................................ 14

More Information ............................................................ 16Plot ........................................................................... 17Configuration ............................................................. 18

Configuration Editor ........................................................ 18Dual-face Measurement ................................................. 20Log file ............................................................................ 20

Resection ..................................................... 22Introduction ............................................................... 22Station Data .............................................................. 22Target Point ............................................................... 23Measure Mode .......................................................... 23Calculation ................................................................ 24Compare results ........................................................ 25Configuration ............................................................. 26

Configuration Editor ........................................................ 26Dual-face Measurement ................................................. 27Log File .......................................................................... 28

Tie Distance ................................................. 30Introduction ............................................................... 30

Polygonal Mode .............................................................. 30Radial Mode ................................................................... 30

Measure Mode .......................................................... 31Results ...................................................................... 32Configuration ............................................................. 33


Stakeout ....................................................... 37Introduction ............................................................... 37Search Point ............................................................. 37Manual Stakout ......................................................... 38Coarse Positioning .................................................... 38

Line Offset ...................................................................... 39Orthogonal ...................................................................... 40Azimuth and Distance ..................................................... 41

Stakeout ................................................................... 42Polar Stakeout ................................................................ 42Orthogonal Stakeout ....................................................... 44Stakeout with auxiliary points .......................................... 45Stakeut from Coordinate Differences .............................. 47

Select Stakeout Method............................................. 48Plot ........................................................................... 51Configuration ............................................................. 51

Log File .......................................................................... 52


Contents, continued

Contents

Free Station ................................................. 54Introduction ............................................................... 54Station Data .............................................................. 54Target Point ............................................................... 55

Point List ......................................................................... 55Measure Mode .......................................................... 56Calculation ................................................................ 56

Compare results ............................................................. 58More Information ............................................................ 59

Plot ........................................................................... 60Configuration ............................................................. 61


Reference Line ............................................ 66Introduction ............................................................... 66

Constant reference elevation .......................................... 67Interpolated reference elevation ..................................... 67

Reference Line Menu ................................................ 68Baseline Points ......................................................... 68

Determine Base Points ................................................... 68Define Reference Line ............................................... 69Reference Line Results ............................................. 70Line and Offset .......................................................... 72

Enter L&O values ........................................................... 72L&O Results dialog .................................................... 73Method Dialog ........................................................... 74

Configuration ............................................................. 75Configuration Editor ........................................................ 75Log File .......................................................................... 77

Remote Height ............................................. 79Introduction ............................................................... 79Measure Base Point .................................................. 79Measure Remote Point .............................................. 81Configuration ............................................................. 82

Hidden Point ................................................ 83Introduction ............................................................... 83Measure Rod ............................................................ 84Result ....................................................................... 85Configuration ............................................................. 86

Example of Measurement data ....................................... 87Logfile ............................................................................. 87

Application notes ....................................................... 88

Area .............................................................. 89Introduction ............................................................... 89Measure Mode .......................................................... 89

Straight line .................................................................... 89Arcs ................................................................................ 90Calculation ..................................................................... 92

Plot ........................................................................... 93Configuration ............................................................. 94



Sets of Angles ............................................. 97Introduction ............................................................... 97Sets Menu ................................................................. 98

Sets menu ...................................................................... 98Measure Mode................................................................ 98

Calculate Mode ....................................................... 106Examples and used formulae ................................... 114Configuration ............................................................ 116

Configuration Editor ...................................................... 116Log File .................................................................... 118

Example of Logfile Data ................................................ 118

Traverse ..................................................... 124Introduction ............................................................. 124Traverse Menu ........................................................ 125

Traverse Menu.............................................................. 125New traverse ................................................................ 125Occupy station .............................................................. 129Traverse Point / Sideshot Point ..................................... 130Close traverse .............................................................. 131

Plot ......................................................................... 133Configuration ........................................................... 134

Configuration Editor ...................................................... 134Dual-face Measurement ............................................... 134Multiple Measurement .................................................. 135Log File ........................................................................ 136

Local Resection ......................................... 138Introduction ............................................................. 138Station Data ............................................................ 138Target Point ............................................................. 139Calculation .............................................................. 139Configuration ........................................................... 140

Configuration Editor ...................................................... 140Dual-face Measurement ............................................... 141

COGO ......................................................... 142Introduction ............................................................. 142Configuration ........................................................... 143Function selection (COGO Menu) ............................ 144Inverse (polar calculation) ........................................ 144Traverse.................................................................. 146

Defining direction by magnetic bearing ......................... 147Defining direction by Azimuth ....................................... 148Defining horizontal distance .......................................... 149Traverse results ............................................................ 150

Intersections ............................................................ 151Bearing-Bearing Intersection ........................................ 151Bearing-Distance Intersection ....................................... 154Distance-Distance Intersection ..................................... 157Intersection by Points ................................................... 160

Offsets .................................................................... 161Distance-Offset ............................................................. 162Orthogonal point calculation ......................................... 164

Three Point Arc ....................................................... 167

Contents, continued


Road+ File Editor ....................................... 169Introduction ............................................................. 169Open file ................................................................. 173Coordinate Data Files .............................................. 174

New Coordinate File ..................................................... 174Insert Point Coordinates ............................................... 175Insert Station Coordinates ............................................ 176Insert Code Block ......................................................... 178Search .......................................................................... 179

Horizontal Alignment Files ....................................... 179New Horizontal Alignment File ...................................... 179Header Record ............................................................. 180Insert Tangent ............................................................... 181Insert Circular Curve ..................................................... 183Search .......................................................................... 184

Vertical Alignments .................................................. 184New Vertical Alignment File .......................................... 184Header Record ............................................................. 185Insert Tangent ............................................................... 186Insert Circular Curve ..................................................... 187Insert Parabola ............................................................. 188Search .......................................................................... 189

Cross Section .......................................................... 190New Cross Section File ................................................ 190Header Record ............................................................. 190Insert Cross Section Point ............................................ 191Search .......................................................................... 192

Station Equations .................................................... 192New Station Equation File ............................................. 192

Header Record ............................................................. 193Insert Station Equation ................................................. 193Search .......................................................................... 193

Cross Section Assignments ..................................... 194New Cross-section Assignment File ............................. 194Header Record ............................................................. 194Insert Cross-section Assignment .................................. 195Search .......................................................................... 195

Road+ ......................................................... 196Introduction ............................................................. 196

Alignment Definition ...................................................... 196Data Files ..................................................................... 196Creating Data Files ....................................................... 199Program Overview ........................................................ 200

Getting started ......................................................... 200Configuration ........................................................... 201Select Alignment Files ............................................. 202

Horizontal Alignment File .............................................. 203Vertical Alignment File .................................................. 203Cross Section/template File .......................................... 203Cross Section Assignment File ..................................... 204Station Equation File .................................................... 207File Checking ................................................................ 209

Stakeout Using Horizontal Offset ............................. 210Preparing for the example............................................. 210Sta? .............................................................................. 215Select Template point and offset ................................... 216Stakeout and Record point ........................................... 219

Contents, continued


Horizontal Offset Stake Out Summary...................... 222Select Alignment Files .................................................. 222Set offset value and select point to stakeout ................. 222Stakeout the point ......................................................... 223Select new chainage .................................................... 223

Slope Staking .......................................................... 224Reference Point ............................................................ 227

Data Formats .......................................................... 229Horizontal Alignment .................................................... 229Vertical Alignment ......................................................... 232Cross Sections ............................................................. 235Cross Sections Assignments ........................................ 238Station Equations ......................................................... 240Log File ........................................................................ 241

Auto Record ............................................... 244Introduction ............................................................. 244Configuration Options .............................................. 244

Notes on Configuration ................................................. 246Measurement and Recording ................................... 248

Notes on Measurement ................................................ 250Example of Logfile Data ........................................... 250

Monitoring .................................................. 251Introduction ............................................................. 251Main menu .............................................................. 252Selecting Points ....................................................... 252Measurement menu ................................................ 253Selecting the points to be measured ........................ 254

Timer selection ........................................................ 255Point measurement ................................................. 255

Reference Plane ........................................ 256Introduction ............................................................. 256Reference Plane Menu ............................................ 257Local system - Plane definitions ............................... 258

Vertical Plane ............................................................... 258Tilted Plane ................................................................... 258

Define Points ........................................................... 259Define Local Plane .................................................. 260

Results Dialog .............................................................. 260Offset Dialog ................................................................. 261

Point Measurement ................................................. 261Instrument system ................................................... 262

Define Instrument Plane ............................................... 262Point Measurement ................................................. 263Configuration ........................................................... 264

Logfile ........................................................................... 264

DTM-Stakeout ............................................ 266Introduction ............................................................. 266Select DTM File ...................................................... 266Measurement Dialog ............................................... 267Data Formats .......................................................... 268

DXF-Format .................................................................. 268Leica GSI - Format ....................................................... 269

Log File ................................................................... 271

Contents, continued


Introduction

Introduction

The electronic theodolites and totalstations in the TPS System 1100 areequipped with programs forprocessing field data and control-point coordinates. The systems aretherefore highly functional andclassical survey tasks are simplifiedappreciably.

All program sequences are based ona unified structure. The clearly-designed display with the functionkeys makes learning easy. Eachprogram has a configuration dialog.In this dialog, the user can matchprogram-specific parameters tochanges in requirements andsequences. The various possibilitesare described in the instructions forthe individual programs.

Calling up a program

The TPS1100 keyboard is equipped

with a program key:

Pressing this key will display a menuwith all programs installed on yourinstrument.

Licence Code

When starting certain programs, itcan happen that a licence code isrequested. The licence code isneeded to run the program with fullfunctionality.Without licence code, you can runthe programs in a demonstrationversion, but you will not be able tocalculate and store the results.

The licence code is available fromyour Leica Geosystems agency, whowill inform you about licence fees forcode protected programs.

12TPS1100 - Appl. Prog. Ref. Manual 2.2.0en Orientation and Height Transfer

Orientation and Height Transfer

This manual describes the "Orientationand Height Transfer" program of theTPS1100 Professional series.

Enter the target point number andheight of the reflector

Introduction

The instrument must be set up on aknown point. The program"ORIENTATION" calculates anangular correction for the instrumentshorizontal circle, so that 0.0000 of thehorizontal circle corresponds withgrid north (Orientation correction),using reference points with knownEasting and Northing.

For simultaneous determination ofthe station elevation, height ofinstrument and height of reflectormust already have been input andthe elevation of the target pointsmust be known. You may use targetpoints with elevation only.The program handles a maximum of10 points.

Target Point

Retrieve the coordinates ofthe target point. Search the

coordinates of the point entered inthe active data job and go to themeasure mode.

Define a list of target pointsand the measurement

sequence. For further use: selectionof points from the list is possible.

Ori\ Target Point

Point Id : 12Refl.Ht. : 1.300 m

SEARC LIST VIEW

MC

CONF QUIT

1100

pr02

1st target(E, N)

Dist1

Hz1

∆Elev.

Hz=

0

Ori

en

tatio

n

Hz2

2nd target(E, N, H.)

Dist2


Displays the previous pointfrom the list of points entered.

Note that this key will not be availableuntil there is at least one point in thelist.

Displays the next point in thelist of points entered. Note

that this key will not be available untilthere is at least one point in the list.

Search and display thecoordinates of the point found

in the active data job.

Run the calculation.Note, the key will be

assigned after the first measurement.

Start the"CONFIGURATION"

Point List

Enter a maximum of 10 points. Thesame point can be retrieved severaltimes.

Return to the dialog "TargetPoint".

Measure Mode

This dialog is similar to the TPS1000’s basic "Measure Mode" dialog.Once a measurement is taken, theprogram will return to the dialog"Target Point" to acquire the nextpoint for measuring.

If the orientation correction can becalculated successfully from any ofthe first measurements, the ∆Hz and∆V values are displayed for furtherentered target point. Motorizedtheodolites will automatically drive thetelescope to the target point.

Target Point, continued

Ori\ Point ListPoint 1 : 1Point 2 : 2Point 3 : 3Point 4 : 4Point 5 : 5Point 6 : 6

MC

QUIT

Point 7 : 7Point 8 : 8Point 9 : 9Point 10 : 0

CONT


Simultaneously measure andrecord data on the active

recording device.Return to the dialog "Target Point".

Measure a distance.

Record the measurement onthe active recording device.

Return to the dialog "Target Point".

Accept the measurement andreturn to the dialog "Target

Point".

Calculation

Calculates the orientation, theelevation and the respective standarddeviations.

Station Id.Point number assigned to the station

No. of Pts.Number of points measured

Inst.HeightInstrument Height

Measure mode, continued

Ori\ MeasurePoint Id : 1HZ : 216°55'50"V : 71°16'20"Refl. Ht. : 1.300 mSlope Dist : 385.231 m∆∆∆∆∆HZ : -----

ALL DIST REC CONT TARGT

MC

I<>II QUIT

Enter target data.(see User Manual)

Change the theodoliteface.

Exit the program.

LSQRS PLOT QUIT

Hz Ori. : 2°12'34''σ σ σ σ σ Elev. : 0.010 mσ σ σ σ σ Hz Ori. : 0°00'03*

Ori\ Results (Robust)Station Id : 10No. of Pts. : 5 mInst.Ht. : 1.635 mEast : 2134.234 mNorth : 4723.365 mElevation : 521.643 m

S.ORI S.HT STORE MEAS MORE

MC


Measure more points. Theprogram will recall the

"TARGET POINT" dialog.

Show the results of individualmeasurements on the screen

(see dialog "More Information").

Select between the"Robust" method and

the "Least Square" method.

Sketch of the stationand the reference

points used.

Calculation, continued

EastEasting of the station

NorthNorthing of the station

ElevationCalculated elevation of the station

OrientationOriented direction

σσσσσ ElevationStandard deviation of the Elevation

σσσσσ OrientStandard deviation of the Orientation

Set orientation on theinstrument.

Note that once this key has beenpressed it will not be possible toexecute more measurements.

Set station elevation on theinstrument.

Note that once this key has beenpressed it will not be possible toexecute more measurements.

Record the following resultsinto the active measurementjob

WI 11 Station Point NumberWI 25 Orientation correctionWI 84 Station EastingWI 85 Station NorthingWI 86 Station ElevationWI 87 Last reflector height usedWI 88 Instrument Height


More Information

Display the residuals of individualmeasurements. You can also disablepoints from the calculation oforientation or height as well as deleteerroneous measured points.

2/10Sequence number of the currentpoint and total number of points inthe measurement set. The scroll barshows the sequential position of themeasurements, graphically.

StatusUse this measurement for calculation(ON/OFF).

Pt. StatusON Measurements to target point

used for calculation.Ignore Elev.

Target point elevation disabled:measurements for elevationdetermination not used incalculation.

OFF Target point disabled:measurements to point NOTused for calculation.

Error FlagIdentified erroneous measurements.Possible values are:NONE measurement is OKHZ horizontal angle errorDIST distance errorHT height difference errorThe flags may also be combined, i.e.DIST + HZ

Ori\ More Info2/10

Point Id : 10Pt. Status : Point01Error flag : NONE∆∆∆∆∆Hz : 0°00'03"∆∆∆∆∆Dist. : 0.050 m

RECLC <-- --> MEAS DEL BACKMC

∆∆∆∆∆Ht : 0.020 mRefl. Ht. : 1.555 mEast : 991.427 mNorth : 1995.162 mElevation : 402.466 m


Recalculate the result.

Scroll to the measurementsof the previous point.

Scroll to the measurementsof the following point.

Measure more points. Returnto the dialog "Target Point".

Delete a point from the set ofmeasurements. You can now

measure a new point in its place.

Return to the results dialogwithout changes.

Exit the program.

∆∆∆∆∆ Hz.Difference between calculated andmeasured horizontal angle

∆∆∆∆∆ DistanceDifference between calculated andmeasured distance

∆∆∆∆∆ HeightDifference between calculated andmeasured heightRefl. Ht.: Reflector height used for

the target pointEasting, Northing, Elevation:

Target coordinates used

Refl. Ht.Reflector height used for the targetpoint

East, North, ElevationTarget coordinates used.

Plot

Generates a plot showing themeasurement configuration.The station point is in the center andthe top of the sketch shows thedirection of grid north. The sketch istrue in angular but not true indistances.Points are numbered sequentially inthe order in witch they weremeasured.Points not used in the calculation aremarked with a dotted line.

Recalculate the result andreturn to the dialog

"CALCULATION RESULTS".

More Information, continued

Ori\ PLOT

RECLC MEAS

MC

QUIT

3

4

1

5

2




... Toggle any point ON or

OFF by pressing the numeric keycorresponding to the sequencenumber of the point.

Note, that represents point 10.

Exit the program.

Configuration

Depending on the configuration thatis loaded onto your TPS1100instrument, you may not see some orall of the options referred to below.See your Leica Geosystems dealerfor more information about theconfiguration of your instrument.

Plot, continued

Ori\ ConfigurationHz Ori. Acc : 0°00'32"Ht Acc TP : 0.0250 mPos Acc TP : 0.0250 mTow faces : NOUser Disp. : NOLog File : OFF

CONT DFLT INFO

MC

QUIT

Log FlName : ORIENT.LOGMeas Job : FILE01.GSIData Job : FILE02.GSI

Configuration Editor

Start the "ConfigurationEditor" from the


The "Configuration Editor "setsparameters for further programoperations:

Hz Ori AccLimit for the standard deviation of theorientation. The orientation isregarded as "error free", if thecomputed standard deviation of theorientation is within twice the enteredvalue.


User DispYES: The same display mask as theone used in the system measure-ment dialog (MEAS) is used formeasurements with "Orientation andHeight Transfer".

NO: The "Orientation and HeightTransfer" default display applies.

Log FileON, records measurements in a Log-File. The format is described inchapter "Log file".

Log FlNameEnter the Log File Name.

Meas. JobSelection of the measurement job forrecording measurements.

Data JobSelection of the data job containingthe fix point coordinates (controldata).

Store the currentconfiguration and proceed to

the dialog "TARGET POINT".

Set the values to default.

Displays date and version.

Exit the program.

Configuration Editor, continued

Ht Acc TPHeight accuracy of the target points.The entered value, is used as an "apriori" accuracy in the calculation.The height is regarded as "errorfree", if the computed standarddeviation is within twice the enteredvalue.

Pos Acc TPPosition accuracy of the target points.The entered value, is used as an "apriori" accuracy in the calculation.The position is regarded as "errorfree", if the computed standarddeviation is within twice the enteredvalue.

Two FacesYES for dual-face measurement,NO for single-face.


If "Log File" is set to "ON" themeasurements and the results arestored in the ASCII-file specifiedwithin the "Configuration Editor". Thisfile is created in the directory LOG onthe memory card. Subsequently, youcan read the memory card on yourPC and obtain a hard copy of theLog-file.

Data will always beappended to the specified

Log-file.

The Log-file contains the followinginformation:

HeaderThe header line will contain theprogram used, information about theinstrument, the name of the data fileas well as date and time.

Log file

RecordFor each measurement, a record willbe stored containing:• Station coordinates• station height,• orientation correction• standard deviations

for height and orientationcorrection

The residuals for:• horizontal angles,• heights and• measured distancesare also listed.

Dual-face Measurement

In the dual-face mode, the programwill prompt for measurements in bothfaces. When both measurements aretaken, the program will check thedifference between the two. If thedifference in angle is within 27'(0.5 gon) and the difference of twomeasured distances is within 0.5 m(1.64 ft) , the observations will beaveraged. These tolerances are usedto avoid errors in target identification.If exceeded an error message will bedisplayed.


Leica Geosystems Program Orientation and Height Transfer V 1.00Instrument : TCA1103, Serial 102999Meas. File : MYFILE.GSIProgram Start : 20/04/1998 at 09:42

Station no. : 2000E= -0.0006m N= -0.0002m ELV= 398.3961mhi= 1.6000m

Using Robust Solution

Station Elev. : 398.3929mOri.Corr. : 40'36"S.Dev. Elev. : 0.0035mS.Dev. Orient. : 0°00'04"

3 point(s) measured :

## Point no. ∆ Hz ∆ Height ∆ Distance Error Flag1 500 -0°00'55" 0.0026m 0.0020m NONE2 501 -0°00'48" 0.0044m 0.0016m NONE3 502 0°00'52" -0.0070m -0.0000m NONE

Typical log file entry in the "Orientation and Height Transfer" program

Log file, continued

22TPS1100 - Appl. Prog. Ref. Manual 2.2.0en Resection

Resection

Introduction

This manual describes the"Resection" program of the TPS1100Professional Series.

The program can be used to reducethe three-dimensional coordinates forthe instrument station and theorientation of the horizontal circlefrom measurements to 2 targetpoints with know Easting andNorthing. To compute the positioncoordinates, at least the distancesand the directions for both points arenecessary.

Station Data

Enter station point number and heightof the instrument.

Proceed to the dialog "TargetPoint".

Start the"Configuration".

Resec\ Station Data

Station Id: 1Inst. Ht. : 1.555 m

CONT

MC

CONF QUIT

1100

pr03

1st target

Dist 1Hz1H

z=0

For simultaneous determination ofthe station elevation, height ofinstrument and height of reflectormust already have been input andthe elevation of the target pointsmust be known.

The program allows measurement insingle or dual-face mode.

Dist 2

2st target

Ori

en

tatio

n

Hz2


Target Point

Enter the target point number andheight of the reflector.

Search the coordinates of thepoint entered from the active

data job and go to the measuremode.



Measure Mode

This dialog is similar to theTPS1100’s basic "Measure Mode"dialog. Once a measurement istaken, the program will return to thedialog "Target Point" to acquire thenext point for measuring.

Record the measurement inthe active measurement job.

Return to the dialog "TARGETPOINT".

Accept the measurement andreturn to the dialog "Target

Point".

Enter target data.(See User Manual)


Exit the program.Simultaneously measure andrecord data in the active

measurement job. Return to thedialog "TARGET POINT".

Measure a distance.

Resec\ Target Point

Point Id : 30Refl. Ht. : 1.300 m

SEARC VIEW

MC

Resec\ MeasurePoint Id : 1Hz : 286°55�50��V : 91°16�20��Refl. Ht. : 0.000 mSlope Dist: -----


MC

I<>II QUIT


In this dialog the calculated stationcoordinates are shown with theorientation.

Calculation

EastCalculated Easting for the station.

NorthCalculated Northing for the station.

ElevationCalculated elevation for the station

Hz Ori.Oriented direction

σσσσσEastStandard deviation of Easting

σσσσσNorthStandard deviation of Northing

σσσσσElevStandard deviation of the Elevation

σσσσσHz Ori.Standard deviation of the Orientation

Station IdStation point number

No. of PtsNumber of points measured

Inst.Ht.Instrument Height

Set orientation and stationcoordinates on the

instrument.

Record the following resultsin the active measurement

job:


Compare the Resectionresults to the station

coordinates and orientation currentlyset in the instrument.

Exit the program.

Resec\ Results (L.Sqrs)Station Id: 1No. of Pts: 2Inst. Ht. : 1.635 mEast : 2134.234 mNorth : 4231.365 mElevation : 580.643 m

SET STORE COMP

MCHz Ori. : 2°12�34��σσσσσEast : 0.003 mσσσσσNorth : 0.005 mσσσσσElev. : 0.005 mσσσσσHz Ori. : 0°00�03��


Compare results

The comparison function comparesthe station coordinates and theorientation calculated by the programto the station coordinates and theorientation currently set in theinstrument.

∆∆∆∆∆OriOrientation difference between thecalculated orientation and theorientation set in the instrument.

∆∆∆∆∆EastDifference between the calculatedEasting of the station and the Eastingset in the intrument.(Calc. East - Fix East)

∆∆∆∆∆NorthDifference between the calculatedNorthing of the station and theNorthing set in the intrument.(Calc.North - Fix North)

∆∆∆∆∆Ht.Difference between the calculatedElevation of the station and theElevation set in the intrument.(Calc.Elev. - Fix Elev.)

Fix EastEasting coordinate of the stationcurrently set in the intrument.

Return to the results dialog.

Fix NorthNorthing coordinate of the stationcurrently set in the intrument.

Fix Elev.Elevation of the station currently setin the intrument.

Calc. EastEasting coordinate of the stationcalculated with resection.

Calc.NorthNorthing coordinate of the stationcalculated with resection.

Calc.Elev.Elevation of the station calculatedwith resection.

Resec\ Compare ResultsStation Id: 1∆∆∆∆∆Ori. : 0°00'05"∆∆∆∆∆East : -0.002 m∆∆∆∆∆North : 0.006 m∆∆∆∆∆Ht. : -0.020 mFix East : 2134.236 m

CONT

MC

Fix North : 4231.359 mFix Elev. : 580.663 mCalc.East : 2134.234 mCalc.North: 4231.365 mCalc.Elev.: 580.643 m

QUIT


Configuration

Depending on theconfiguration that is loaded

onto your TPS1100 instrument, youmay not see some or all of theoptions referred to below. See yourLeica Geosystems dealer for moreinformation about the configuration ofyour instrument.


Posn Acc TPPosition accuracy of the target points.The entered value, is used as an "apriori" accuracy in the calculation.The position is regarded as "errorfree", if the computed standarddeviation is within twice the enteredvalue.


Start the "ConfigurationEditor" from the "Station

DATA" dialog.


The "Configuration Editor" setsparameters for further programoperations:


Resec\ ConfigurationHz Ori.Acc: 0°00�32��Ht Acc TP : 0.025 mPos Acc TP: 0.025 mTwo Faces : NOUser Disp.: NOLog File : OFF

CONT DEFLT INFO

MC

Log FlName: RESEC.LOGMeas Job : FILE01.GSIData Job : FILE02.GSI



In the dual-face mode, the programwill prompt for measurements in bothfaces. When both measurements aretaken, the program will check thedifference between the two. If thedifference in angle is within 27'(0.5 gon) and the difference of twomeasured distances is within 0.5 m(1.64 ft) , the observations will beaveraged.These tolerances are used to avoiderrors in target identification.If exceeded an error message will bedisplayed.


the dialog "STATION DATA".

Set the value to the default


Exit the program.




UserDisp.YES The same display mask as the

one used in the systemmeasurement dialog (MEAS)is used for measurements with"RESECTION".

NO The "RESECTION" defaultdisplay applies.

Log FileSet to ON, the program will recordmeasurement data in a log file asdescribed in chapter "Log File".





Log-file.



Log File

RecordFor each measurement, a record willbe stored containing:Station coordinates and orientationcorrection, standard deviation forEasting, Northing, Height of stationand orientation correction.The residuals for horizontal angles,heights and measured distances arealso listed.


Typical log file entry in the "Resection" program

Leica Geosystems Program Resection V 1.00Instrument : TCA1103, Serial 102999Meas. File : MYFILE.GSIProgram Start : 20/04/1998 at 09:42

Using Least-Squares Solution

Station no. : 2000E= -0.0011m N= -0.0006m ELV= 398.3951mhi= 1.6000m

Ori.Corr. ; 240°50'51"S.Dev. East : 0.0003mS.Dev. North : 0.0003mS.Dev. Elev. : 0.0047mS.Dev. Orient. : 0°00'49"

2 point(s) measured:

## Point no. ∆ Hz ∆ Height ∆ Distance Error Flag1 500 -0°00'55" 0.0047m 0.0001m NONE2 501 -0°00'18" -0.0047m 0.0002m NONE

Log File, continued

30TPS1100 - Appl. Prog. Ref. Manual 2.2.0en Tie Distance

Tie Distance

Introduction

This manual describes the "TieDistance" program of the TPS 1100Professional series.The program calculates the lengthand azimuth of a line connecting twopoints.Polygonal or Radial methods can beused as shown in the illustrations.

The data for the points can either bemeasured or retrieved from theselected data job. Measured pointsand points retrieved from theselected data job can be usedtogether in the calculations, if thestation coordinates and orientationare set correctly.

In Radial Mode, the program willcalculate the distance between thelast point measured (called a RadialPoint) (Pt2, Pt3 ...) and a fixedCenter Point (Pt1).

In Polygonal Mode, the program willcalculate the distance between thelast two points measured (eg. Pt3 -Pt4).

Polygonal Mode Radial Mode

Toggling between Polygonal andRadial Mode at any time whileworking is possible.

1100

pr04

1

2

3

4

Hz 1-2Hz 2-3

Hz 3-4

Tie Dist 1-2

Tie Dist 2-3

Tie Dist 3-4

Hz=

0°00

'00'

'

N

1100

pr05

1 2

3

4

Az 1-2Az 1-3Az 1-4

CenterPoint

Hz=

0°00

'00'

'

N

Tie Dist 1-2

Tie Dist 1-3

Tie Dist 1-4


This dialog is used in accordancewith the settings of the systemfunction "Measure & Record" oraccording to the dialog shown below.

Measure Mode

The input for the start point is onlypossible after the program start orwith the function in the dialog"RADIAL MODE".For all following points the programrequests (NEXT POINT).The dialog for the following points isidentical with dialog above, exceptfor the title.

Simultaneously measure andrecord in the active

measurement job. Proceed with thedialog "NEXT POINT". If the secondpoint has already been measured, theprogram will proceed to the "Result"dialog.

Measure a distance.Record the

measurement in the activemeasurement job and proceed withthe dialog "NEXT POINT". If thesecond point has already beenmeasured, the program will proceedto the "RESULT" dialog.

Measure the distance.Accept the

measurement without recording. Ifthe second point has already beenmeasured, the program will proceedwith the "RESULT" dialog.

Enter the target data.(see User Manual)

Import target coordinates.

Start the"Configuration Editor".


Exit the program

CONF I<>II VIEW QUIT

East : ----- mNorth : ----- mElevation : ----- m

TieD\ First PointPoint Id : 546Refl. Ht. : 1.654 mHz : 230°45'23''V : 4°52'35''Slope Dist: ----- mHt. Diff. : ----- m

ALL DIST REC CONT TARGT IMPORT

MC


Results

This dialog shows the resultscomputed from the last two points,which can be measured or retrievedfrom the active file. The same resultsare calculated for both methods.Using "Polygon Mode" thecalculations are always based on thelast two points, where as the "RadialMode" always uses the first point asa reference point.

Center Pt.Point number of the center point

Radial Pt.Point number of the radial point

Hori.DistHorizontal distance between the twopoints

AzimuthAzimuth from point 1 to point 2

∆ ∆ ∆ ∆ ∆ HeightHeight difference between point 1and point 2 (H2 - H1).

Slope DistSlope distance between the twopoints.

∆ ∆ ∆ ∆ ∆ EastDifference in Easting between point 1and point 2 (E2 - E1).The grid coordinates are only validfor oriented instruments set up on aknown point.

∆∆∆∆∆ NorthDifference Northing between point 1and point 2 (N2 - N1).Note, the grid coordinates are onlyrelevant for oriented instruments setup on a known point.

Return to the dialog "NEXTPOINT" and measure the

next point.

Delete previous inputs.Proceed with the dialog

"FIRST POINT" to enter a newreference point. This function isavailable for "RADIAL MODE" only.


job:

WI 11 Point number of point 2 orradial point number

WI 25 Azimuth from point1 to point 2WI 35 Horizontal distance

QUIT

∆ ∆ ∆ ∆ ∆ East : 22.432∆ ∆ ∆ ∆ ∆ North : 50.083

TieD\ Radial ModeCenter Pt : 12Radial Pt : 13Hori.Dist : 4.567Azimuth : 342°52'35''∆ ∆ ∆ ∆ ∆ Height : 2.543Slope Dist: 4.946

NEXT RESET STORE POLY

MC


WI 37 Height difference betweenpoint 1 and point 2

WI 39 Slope distanceWI 79 Point number of point 1 or

center point number

Toggle between Radial/Polygon Mode.



Configuration Configuration Editor

Start the"Configuration Editor"

from the "First Point" dialog.



Results, continued

TieD\ ConfigurationTwo Faces : NOUser Disp.: NOLog File : OffLog FlName: TIEDIST.LOGMeas Job : FILE01.GSIData Job : FILE02.GSI

CONT DEFLT INFO

MC

QUIT


User DispYES The same display mask as the

one used in the systemmeasurement dialog (MEAS)is used for measurements with"Tie Distance".

NO The "Tie Distance" defaultdisplay applies.

Log FileSet to ON, the program will recordmeasurement data in the Log Fileaccording to the format described onchapter "Log File".





the dialog "MEASURE MODE".


Displays date and version ofthe running application.

Exit the program.





If "Log File" is set to ON themeasurements and the results arestored in the ASCII-file specifiedwithin the "Configuration Editor". Thisfile is created in the directory LOG onthe memory card. Subsequently, youcan read the memory card on yourPC and obtain a hard copy of theLog-file.


Log-file.



Log File

RecordFor each measurement, a record willbe stored containing :Point No 1, Point No. 2, Hori. Dist.,Azimuth, ∆ Height, Slope Dist.


Leica Geosystems Program Tie Distance V 1.00Instrument : TCA1103, Serial 102999Meas. File : MYFILE.GSIProgram Start : 20/04/1998 at 09:42Station no. : 1151

E= 0.0000m N= 0.0000m ELV= 400.0000mhi= 0.0000m

Point No.1 : 1020E= -31.2368m N= -0.2083mELV= 400.0626m

Point No.2 : 1030E= -30.5679m N= -17.8404m ELV= 403.1198m

Point no.1 : 1020Point no.2 : 1030Hori.Dist. : 17.6448mAzimuth : 197°58'40"∆Height : 3.0572mSlope dist. : 17.9077mPoint No.2 : 1040

E= -57.7040m N= -0.4265m H= 400.1028mPoint No. 1 : 1030Point No.2 : 1040Hori.Dist. : 32.2430mAzimuth : 336°32'14"∆Height : -3.0170mSlope dist. : 32.3839m

Typical log file entry in the "Tie Distance" program (Polygonal Mode)

Log File, continued

37TPS1100 - Appl. Prog. Ref. Manual 2.2.0en Stakeout

Introduction

This manual describes the"STAKEOUT" program of theTPS 1100 Professional series.The program is used to place marksin the field at predetermined points.

"STAKEOUT" requires the instrumentto be set up on a known point withthe instrument oriented. The stationpoint can be determined also with theprograms "FREE STATION" and"RESECTION".The easting and the northing of thepoint to be staked must be known.The elevation is optional: theprogram permits selection of either2D or 3D stakeout modes. It is alsopossible to stake out points given theazimuth and the distance from thestation.The points to be staked can either beretrieved from the selected data jobor entered manually.

Stakeout

Search Point

The "SEARCH POINT" dialoginforms about the active recordingdevice, the active measurement jobfor data storage and the presentpoint/code.

Manually enter the azimuthand the distance to the point

to be staked.

Manually enter the stakeoutpoint.



Allows programconfiguration.

If the instrument is in LOCK-mode with EDM-mode TRK/

RTRK and no Coarse Mode selected,pressing F1: SEARC starts thedistance measurement.

Search the coordinates of thepoint entered in the active

data job. Proceeds to the CoarsePositioning mode. Depending on theconfiguration of the stakeout method,the program may proceeds to theStake mode.

STAKE\ Search PointDefine stakeout pointData job : FILE01.GSI A:

Search for: Point Id+E+NPoint Id : 4

SEARC MSTAK INPUT VIEW

MC

CONF QUIT


Coarse Positioning

Once the coordinates of the stakeoutpoint have been acquired, theprogram proceeds to "CoarsePositioning".

Coarse positioning is an optional stepfor approximate positioning,preceeding the iterative stakeoutprocess. It may be used to direct therod person from the point that hasjust been staked to the next point.

The "Coarse Positioning" calculatesvarious displacements, depending onthe selected mode.

• Line Offset• Orthogonal• Azimuth and Distance

If instrument is in LOCK-mode with EDM-mode TRK/

RTRK, pressing F1: STAKE from aCoarse Mode starts a distancemeasurement.

Point Idpoint Id of the point to be staked.

AzimuthAzimuth from the station to the pointto be staked.

Horiz.DistHorizontal distance from the stationto the point to staked.

ElevationElevation of the point to be staked.

Confirms the entry andproceeds to the Coarse

Positioning mode. Depending on theconfiguration of the stakeout method,the program may proceed to theStake mode.

Manual Stake allows to enter a pointgiven the azimuth and the distance.The azimuth and the horizontaldistance from the station to the pointto be staked must be enteredmanually.

Manual Stakout

STAKE\ Manual EntryPoint Id : 1Azimuth : --°--'--''Horiz.Dist: ----- mElevation : ----- m

STAKE

MC

QUIT


Line Offset

The stakeout values of each pointare computed in relation to the baseformed by the last two points.If the elevation is known for the pointto be staked out, the heightdifference in relation to the last basepoint (Pt2), is displayed. In particular,this method is advantageous for longobjects (traffic routes).

Values for positioning areonly displayed after two

stakeout points.

Point IdPoint Id of the point to be staked.


HzPresent theodolite direction. Note, ifthe instrument is oriented and theazimuth and Hz angle arecorresponding, the instrument ispointing to the point to be staked.

LineDistance along the line defined by thelast two points staked.

OffsetOrthogonal offset from the definedline.

∆∆∆∆∆HeightHeight difference from the last pointstaked.

Proceed to "STAKEOUT".Motorized theodolites can

drive the telescope to the horizontaland vertical direction of the point tobe staked.

Change stakeoutmethod. For more

information refer to chapter "SelectStakeout Method".

Generate a plot of thestakeout data. For

more information to chapter "Plot".

Exit the program.

STAKE\ Line OffsetPoint Id : 12Azimuth : 90°10'02''Hz : 98°34'45''Line : 4.105 mOffset : 1.250 m∆∆∆∆∆Height : 0.340 m

STAKE

MC

METHD PLOT

Line

+

1100

pr09

12

11

10

Offset+


Orthogonal

Setting out values are computed asorthogonal coordinates to thebaseline between instrument stationand prism. If the elevation is alsoknown, ∆H is given in relation to thelast prism - point measured.Note, data will be displayed if there isat least one point measured.

Point IdNumber of the point to be staked.


HzPresent theodolite direction. Note, ifthe instrument is oriented and theazimuth and Hz angle arecorresponding, the instrument ispointing to the point to be staked.

∆∆∆∆∆Length and ∆∆∆∆∆Cross in relation tothe baseline: last stakeout point -instrument station.

∆∆∆∆∆ LengthIn-line distance ∆∆∆∆∆Length is positivefor points further than the last prismposition measured.

∆∆∆∆∆ CrossDistance perpendicular to thebaseline. ∆∆∆∆∆Cross is positive forpoints on the right of the baseline.

∆ ∆ ∆ ∆ ∆ HeightHeight difference from the last pointmeasured.


drive the telescope to the horizontaland vertical direction of the point tobe placed.

Change stakeoutmethod.

For more information refer to chapter"Select Stakeout Method".

Generate a plot of thestakeout data.

For more information on chapter"Plot".

Exit the program.

STAKE\ Orthogonal StakePoint Id : 12Azimuth : 90°10'02''Hz : 98°34'45''∆∆∆∆∆Length : 4.105 m∆∆∆∆∆Cross : 1.250 m∆∆∆∆∆Height : 0.340 m

STAKE

MC

METHD PLOT

∆Len

gth

–

1100

pr10

12

11

∆Cross+


Azimuth and Distance

This mode defines the point to bestaked in terms of the azimuth anddistance from the theodolite station tothe point.



HzPresent theodolite direction.

Note, if the instrument isoriented and the azimuth

and Hz angle are corresponding,the instrument is pointing to thepoint to be staked.

Slope DistSlope distance from the instrumentstation to the stakeout point.

Horiz. DistHorizontal distance from theinstrument station to the stakeoutpoint.


drive the telescope to the horizontaland vertical direction of the point tobe placed.




more information to chapter "Plot".

Exit the program.

STAKE\Azimuth and DistancePoint Id : 12Azimuth : 30°03'23''Hz : 15°43'02''Slope Dist: 35.60 mHoriz Dist: 34.97 m∆∆∆∆∆Height : 0.75 m

STAKE

MC

QUIT

∆∆∆∆∆ HeightHeight difference from the instrumentstation to the stakeout point.

N

HzAzimuth

Slope Distance

1211

00pr

07

Hz

= 0°

00'0

0"


Stakeout

Various methods can be used,depending on the Stakeout Mode set.

• Polar stakeout• Orthogonal Stakeout• Stakeout with auxiliary point• Stakeout from Coordinates

Differences (Grid coordinates)

For more information refer to chapter"Select Stakeout Method".Motorized instruments can drive thetelescope to the horizontal andvertical direction of the point to bestaked.

After the first distance has beenmeasured, the differences betweencalculated and measured directionand between calculated andmeasured horizontal distance aredisplayed.

If the elevation of the point to bestaked is available, the heightdifference between the lastmeasured reflector and the point tobe staked is shown together with themeasured elevation of the reflectorpoint.

Polar Stakeout

Values for ∆Hz and ∆Dist will beupdated each time a new distance ismeasured.


Refl. HtReflector height used at target point.

STAKE\ Polar Stake OutPoint Id : 12Refl. Ht. : 1.65 m∆∆∆∆∆Hz : 16°03'23''∆∆∆∆∆Dist : -1.23 m∆∆∆∆∆Height :FILL 0.15 mElevation : 159.90 m

ALL DIST REC CONT POSIT

MC

METHD PLOT

∆Dist-

1100

pr08

∆Hz+

12


∆∆∆∆∆ HzDifference in Hz circle readingbetween the actual horizontaldirection and the calculated direction.

∆∆∆∆∆ DistDifference in horizontal distancebetween the measured andcalculated distance.

∆∆∆∆∆ HeightDifference in height between themeasured reflector point and thestakeout point, expressed bothnumerically and as CUT/FILL.

ElevationElevation of the measured targetpoint.

Simultaneously measure andrecord data in the

measurement job.

Measure a distance.

Record the measurement inthe measurement job.

Acquire the next point tostake.

Enter target data.

Re-position the telescope onthe target. Note, this function

is only available for motorizedtheodolites.




more information refer to chapter"Plot".

Exit the program.

Polar Stakeout, continued


Orthogonal Stakeout

Orthogonal offsets are computedusing the baseline between the lastmeasured point and the instrumentstation.After the first distance measurement,the transverse and longitudinaldifferences are displayed. If theelevation of the stakeout point isavailable, the height differencebetween the measured reflector andthe point to be staked is shown, andalso the measured elevation of thereflector point.

Values for ∆Cross and ∆Length willbe updated each time a new distanceis measured.


Refl. HtReflector height used at target point.

∆ ∆ ∆ ∆ ∆ CrossTransversal displacement of thereflector. Positive in sign if point isright.

∆∆∆∆∆ LengthLongitudinal displacement of thereflector. Positive in sign if stakeoutpoint is further away from station.

∆∆∆∆∆ HeightDifference in height betweenmeasured reflector point and thestakeout point. Positive in sign ifstakeout point is higher than thereflector position.

ElevationElevation of the measured reflectorpoint.


measurement job.

Measure a distance.

STAKE\ OrthogonalPoint Id : 12Refl. Ht. : 1.65 m∆∆∆∆∆Cross : 1.430 m∆∆∆∆∆Length : -1.550 m∆∆∆∆∆Height :FILL 0.982 mElevation : 0.750 m


MC

METHD PLOT QUIT

1100

pr11

12

∆Cross+

∆Len

gth

–


Record the measurementdata in the measurement job.


Enter target data.







Exit the program.

Stakeout with auxiliary points

This mode computes values forpoints which cannot be sighteddirectly.

Measure to the auxiliary point Pt1.The distance "Dist 1" and angle "Hzangle 1" to the stakeout point arecomputed. Likewise proceed forauxiliary point Pt2. The stakeout pointcan be set out using the 2 calculateddistances and/or angles fromauxiliary points Pt1 and Pt2.

The program automatically updatesboth distance and angle valueswhenever a new point is measured.The previous point Pt2 becomes Pt1and the new point Pt becomes Pt2.

Note, the auxiliary point to bemeasured will be marked with anasterisk (*).

Orthogonal Stakeout, continued

1100

pr12

12

Hz angle 2

Dist.2

Hz angle 1D

ist.1


Hz Angle 2Angle from the second auxiliary pointto the stakeout point.

Dist 2Distance from the second auxiliarypoint to the stakeout point.

∆∆∆∆∆ HeightDifference in height between the lastmeasured reflector point and thestakeout point. Positive in sign ifstakeout point is higher than thereflector position.


measurement job

Measure a distance.



Enter target data.







Exit the program.

Stakeout with auxiliary points, continued


Refl. HtReflector height used at target point

Hz Angle 1Angle from the first auxiliary point tothe stakeout point.

Dist 1Distance from the first auxiliary pointto the stakeout point.

STAKE\ Auxiliary pointsPoint Id : 12Refl. Ht. : 1.65 mHz angle 1 :* ----- mDist 1 : ----- mHz angle 2 :* ----- mDist 2 : ----- m


MC

METHD I<>II QUIT

∆∆∆∆∆ Height : ----- m


Stakeut from Coordinate Differences

After the first distance measurement,the displacements along the gridcoordinate axes are displayed. If theelevation of the point to be staked isavailable, the height differencebetween the measured reflector andthe stakeout point is shown as wellas the measured elevation of thereflector point.

Values for ∆East and ∆North will beupdated each time a new distance ismeasured.

STAKE\ Grid CoordinatesPoint Id : 12Refl. Ht. : 1.65 m∆∆∆∆∆East : 1.430 m∆∆∆∆∆North : -1.550 m∆∆∆∆∆Heigth :FILL 0.982 mElevation : 0.750 m


MC

METHD I<>II QUIT

Point IdPoint number of the point to bestaked.

Refl. HtReflector height used at target point

∆∆∆∆∆ EastDisplacement of the reflector alongthe East-coordinate axis.

∆∆∆∆∆ NorthDisplacement of the reflector alongthe North-coordinate axis.

∆∆∆∆∆ HeightDifference in height between themeasured reflector point and thestakeout point. Positive in sign ifstakeout point is higher than thereflector position.

ElevationElevation of the measured reflectorpoint.

1100

pr13

12

N

∆Nor

th –

∆East+

E


Select Stakeout Method

Select the stakeoutmethod in any stakeout

dialog.

STAKE\ Select MethodCoarseMode: LINE OFFSETStakeMode : POLAR STAKEOUTAuto Pos. : 2DHt. Offset: 0.000 mGraphics : 2DSymbols : FROM STA.( )CONT POLAR ORTHO AUX GRID

MC

QUIT


measurement job.

Measure a distance.



Enter target data.







Exit the program.

Stakeut from Coordinate Differences, continued

Coarse ModeSelect the mode for "COARSEPOSITIONING":NONE no Coarse mode

usedLINE OFFSET see chapter "Line

Offset"ORTHOGONAL see chapter

"Orthogonal"AZIMUTH & DISTANCE

see chapter"Azimuth andDistance"


Choosing NONE, the program willautomatically proceed to the selected"STAKEOUT METHOD" and bypassthe "COARSE POSITIONIG" methodafter you selected a new stakeoutpoint.

StakeModeSelect the mode for "STAKEOUT ":POLARSTAKEOUT see chapter "Polar

Stakeout"ORTHOGONALSTAKE see chapter

"OrthogonalStakeout"

AUXILIARYPOINTS see chapter

"Stakeout withauxiliary points"

GRIDCOORDINATES see chapter

"Stakeout fromCoordinateDifferences"

Auto Pos.Select positioning method.(Motorized instruments only):Off Automatic positioning off2D Positioning of the horizontal

drive3D Positioning vertical and

horizontal drive

Ht. OffsetThe height offset is added to thedesign elevations of the points tostaked. CUT and FILL values refer tothe elevations modified by the offset.The value can be changed only whenyou are in this dialog.

GraphicsChoose additional graphic displays:The graphics show the relativepositions of the station ( ), thereflector ( + ) and the required point( � ).

Select Stakeout Method, continued

At the largest scale, the dimension ofthe graphics represents an actualvalue of about one metre. The scaleis automatically altered in steps (5m,20m etc.) in accordance with thedistance of the reflector from therequired point.

These graphics are particularlysuitable for use in conjunction withthe RCS1000 remote-control system.Depending on the particularapplication, the control unit at thetarget point can be moved towardsthe station or away from it, ororientated northwards or southwards.The direction from the current station(reflector) towards the required pointis then the true one, and the requiredpoint can be quickly located bymoving the reflector in the directionof the required point, as displayed inthe graphics.


Follo wing Graphics settings arepossible:

• OFF:No graphics are displayed.

• From StationThe graphics are oriented from theinstrument station to the point to bestaked. This mode is recommendedfor guiding the rod person from thestation.

• To StationThe graphics are oriented from thecurrent reflector position to thestation. This mode is adapted ifworking in the polar or orthogonalstakeout mode and in RCS mode.

• To NorthThe graphics are oriented to theNorth.This mode is recommended forstakeout in RCS mode and in the gridcoordinates mode.

• From NorthThe graphics are oriented to theSouth.This mode is recommended forstakeout in RCS mode and in the gridcoordinates mode.

These graphics appear after adistance measurement. No graphicsof this type are available in themethod “Setting out with help points”.


Example: Polar Stakeout

STAKE\ Polar Stakout105

∆∆∆∆∆Hz :-0°37'25''∆∆∆∆∆D : 17.310 m ��Cut : -11.108 m +Elev.: 100.800 mScale: 20.000 mALL DIST REC CONT TARGT POSIT

MC

METHD PLOT QUIT


SymbolsArrows may be used to guide the rodperson to the point to be staked.

Select the display mode of symbolsin the stakeout dialog:

• From Sta. ( )Guidance of the rod person from theinstrument station.

• To Sta. ( )Guidance at the rod, in relation to theinstrument station(e.g. if working in RCS mode).

• NONESymbols are not used.

A plot is generated of the stakeoutsituation with display of the stakeoutvalues, corresponding to the"STAKEOUT METHOD".

Note, below a typical plot is shownusing the coordinate "STAKEOUTMETHOD".

Plot Configuration




from the "SEARCH POINT" dialog.



STAKE\ Plot

∆∆∆∆∆E PS ∆∆∆∆∆E : 0.024 m ∆∆∆∆∆N : 0.012 m

∆∆∆∆∆NR

MC

QUIT

STAKE\ Configuration3D Stake : ONLog File : OFFLog Flname: STAKEOUT.LOGMeas. Job : FILE01.GSIData Job : ALNFILE0.GSI

CONT DEFLT INFO

MC

QUIT


3D StakeON for 3-dimensional stakeout.

Note the program will notperform 3D stakeout if noelevation is available for thepoint to be staked.

OFF for 2-dimensional stakeout.Note that there will be nodifference in heightdisplayed.

Log FileOFF no recording in a Log fileSHORT reduced recording in a Log

fileLONG detailed recording in a Log

file




the dialog "SEARCH POINT".

Set the value to default.(3D stake = ON).

Display software-version

Exit the program.

Log File



Log-file.



Configuration, continued


RecordSHORT recording of design

coordinates, setout heightand height difference in thelog file.

Typical log file entries in the "STAKEOUT" program

Leica Geosystems Program Stakeout V1.00Instrument : TCA1103, Serial 102999Meas. File : MYFILE.GSIProgram Start : 24/04/1998 at 18:26

Station : 1E=100.000m N=100.000m H=40.000m hi=1.560m

Point : 3, Ht. Offset = 0.000m

Design : E=100.809m N=103.346m H=39.840msH=39.861m dh= -0.021m hr=1.700m

Leica Geosystems Program Stakeout V1.00Instrument : TCA1103, Serial 102999Meas. File : MYFILE.GSIProgram Start : 24/04/1998 at 18:28

Station : 1E=100.000m N=100.000m H=40.000m hI=1.560m

Point : 3, Ht. Offset = 0.000mDesign : E=100.809m N=103.346m H=39.840mStaked : E=100.807m N=103.344m H=39.851m hr=1.700mDeltas : dE=0.002m dN=0.002m dH0-0.011m

LONG recording of designcoordinates, setoutcoordinates and differencesof coordinates in the log file.

Log File (cont.)

54TPS1100 - Appl. Prog. Ref. Manual 2.2.0en Free Station

Introduction

Free StationThis program can be used to deducethe three-dimensional coordinates forthe instrument station and thehorizontal orientation of the frommeasurements to a maximum of 10target points.

For simultaneous determination ofthe station elevation, height ofinstrument and height of reflectormust already have been input andthe elevation of the target pointsmust be known.

You may use target points withelevation only.

The program allows measurement insingle or dual-face mode.Directions to target points can bedetermined, as can any combinationof direction and distance. To computethe position coordinates, at leastthree elements (2 directions and 1distance) are necessary.

Station Data


Proceed to define the targetpoints.


Frest\ Station Data

Station Id: 1Inst. Ht. : 1.555 m

MC

CONT

1100

pr17

Station

3rd target

2nd target

1st target

Dist 1

Dist 2

Dist 3

Ori

en

tatio

n

Hz1

Hz2

Hz3

Hz

= 0

This manual describes the "FREESTATION" program of the TPS1100Professional series.


Target Point

Enter the target point number andheight of the reflector.

Displays the previous pointfrom the list of points you

entered. Note that this key will not beavailable until there is at least onepoint in the list.

Displays the next point in thelist of points you entered.

Note that this key will not be availableuntil there is at least one point in thelist.



Run the calculation.Note, the key will be

assigned after sufficientmeasurements were taken tocalculate a position.

Search the coordinates of thetarget point from the

coordinates of the point entered inthe active data job and go to themeasure mode.

Define a list of target pointsand the measurement

sequence. For further use: selectionof points from the list is possible.

Point List

Enter a maximum of 10 points. Thesame point can be retrieved severaltimes.The same point number can be usedseveral times without new input.

Return to dialog "TargetPoint"

FreSt\ Point ListPoint 1 TAR01Point 2 TAR02Point 3 TAR03Point 4 TAR04Point 5 TAR05Point 6 TAR06

MC

QUIT

Point 7 TAR07Point 8 TAR08Point 9 TAR09Point 10 TAR10

CONT

FreSt\ Target Point

Point Id : 1Refl. Ht. : 1.555 m

MC

QUIT

SEARC LIST <-- --> VIEW CALC


Measure Mode

This dialog is similar to theTPS1100's basic "MEASURE MODE"dialog. Once a measurement istaken, the program will return to thedialog "Target Point" to acquire thenext point for measuring.

If the station coordinates can becalculated successfully from the firstfew measurements, the ∆Hz and ∆Vvalues are displayed for furtherentered target points. Motorizedtheodolites will automatically drive thetelescope to the target point.

Simultaneously measure andrecord data in the active

measurement job. Return to thedialog "TARGET POINT".

Measure a distance.


Return to the dialog "Target Point".

Accept the measurement andreturn to the dialog "TARGET

POINT".



Exit the program.

Calculation

Calculates the 3D station coordinatesand orientation as well as thestandard deviation of the results.

Station IdPoint number assigned to the station

No. of PtsNumber of points measured

FreSt\ MeasurePoint Id : 12Hz : 286°55'50''V : 91°16'20''Refl. Ht. : 1.500 mSlope Dist: 22.039 m∆∆∆∆∆Hz : ----- m

MC

I<>II QUIT


PLOT QUIT

Hz Ori. : 2°12'34''σσσσσEast : 0.003 mσσσσσNorth : 0.005 mσσσσσElev. : 0.005 mσσσσσHz Ori. : 0°00'03''Calc Scale: YESScale : 0.999956

FreSt\ Results (L.Sqrs)Station Id: 1No. of Pts: 6Inst. Ht. : 1.635East : 2134.234North : 4231.365Elevation : 580.643

MC

SET STORE MEAS MORE COMP


Inst.HeightInstrument Height

EastCalculated Easting for the station

NorthCalculated Northing for the station

ElevationCalculated Elevation for the station

Hz. OriOriented direction

σ σ σ σ σ EastStandard deviation of Easting

σ σ σ σ σ NorthStandard deviation of Northing

σ σ σ σ σ ElevStandard deviation of the Elevation

σ σ σ σ σ Hz. OriStandard deviation of the Orientation

Calc ScaleYES scale factor is calculated,NO scale factor is not calculatedNote that this parameter isdisplayed only if sufficientmeasurement were taken.

ScaleThe scale factor of the free stationcalculation.Note that the scale is not shown ifset to NO.


instrument.


job:WI 11 Station Point NumberWI 25 Orientation correctionWI 84 Station EastingWI 85 Station NorthingWI 86 Station ElevationWI 87 Last reflector height usedWI 88 Instrument Height



Show the results of individualmeasurements on the screen

(see dialog "More Information").

Compare the Free Stationresults to the station

coordinates and orientation currentlyset in the instrument.

Select between the"Robust" method and

the Least Squares method.

Sketch of the stationand the reference

points used.

Exit the program.



Compare results

The comparison function comparesthe station coordinates and theorientation calculated by the programto the station coordinates and theorientation currently set in theinstrument.

Fix NorthNorthing coordinate of the stationcurrently set in the intrument.

Fix Elev.Elevation of the station currently setin the intrument.

Calc. EastEasting coordinate of the stationcalculated with resection.

Calc.NorthNorthing coordinate of the stationcalculated with resection.

Calc.Elev.Elevation of the station calculatedwith resection.

Return to the results dialog.

∆∆∆∆∆OriOrientation difference between thecalculated orientation and theorientation set in the instrument.

∆∆∆∆∆EastDifference between the calculatedEasting of the station and the Eastingset in the intrument. (Calc. East - FixEast)

∆∆∆∆∆NorthDifference between the calculatedNorthing of the station and theNorthing set in the intrument.(Calc.North - Fix North)

∆∆∆∆∆Ht.Difference between the calculatedElevation of the station and theElevation set in the intrument.(Calc.Elev. - Fix Elev.)

Fix EastEasting coordinate of the stationcurrently set in the intrument.

FreSt\ Compare ResultsStation Id: 1∆∆∆∆∆Ori. : 0°00'05''∆∆∆∆∆East : -0.002 m∆∆∆∆∆North : 0.006 m∆∆∆∆∆Ht. : -0.020 mFix East : 2134.236 m

MC

QUIT

CONT

Fix North : 4231.359 mFix Elev. : 580.663 mCalc.East : 2134.234 mCalc.North: 4231.365 mCalc.Elev.: 580.643 m


Display the residuals of individualmeasurements. You can also disablepoints from the calculation of positionor height as well as delete erroneousmeasured points.

More Information

Point IdThe target point number.

Pt. StatusON Measurements to target point

used for calculation.Ignore Elev.

Target point elevation disabled:measurements for elevationdetermination not used incalculation.

OFF Target point disabled:measurements to point NOTused for calculation.

Error FlagIdentified erroneous measurements.Possible values are:NONE measurement is OKHZ horizontal angle errorDIST distance errorHT height difference errorThe flags may also be combined, i.e.DIST + HZ

9/10Sequence number of the currentpoint and total number of points inthe measurement set. The scroll barshows the sequential position of themeasurements, graphically.

∆ ∆ ∆ ∆ ∆ Hz.Difference between calculated andmeasured Hz. angle

∆ ∆ ∆ ∆ ∆ DistDifference between calculated andmeasured distance

∆ ∆ ∆ ∆ ∆ HtDifference between calculated andmeasured height

Refl. Ht.Reflector height used for that targetpoint

East, North, ElevationTarget coordinates used.

Recalculate the result.

Scroll to the measurementsof the previous point.

FreSt\ More Info9/10

Point Id : 12Pt. Status: ONError Flag: NONE∆∆∆∆∆Hz : 0°00'03''∆∆∆∆∆Dist. : 0.050 m

MC

QUIT

RECLC <-- --> MEAS DEL BACK

∆∆∆∆∆Ht. : 0.020 mRefl. Ht. : 1.555 mEast : 991.427 mNorth : 1995.162 mElevation : 402.466 m


Scroll to the measurementsof the following point.

Measure more point. Returnto dialog "Target Point".

Delete a point from the set ofmeasurements . You can now

measure a new point in its place.

Return to the results dialogwithout changes.

Exit the program.

Plot

Generates a plot showing themeasurement configuration. Thestation point is in the center and thetop of the sketch shows the directionof Grid north. The sketch is true inangular but not true in distances.Points are numbered sequentially inthe order in which they weremeasured. Points not used in thecalculation are marked with a dottedline.

Recalculate the solution andreturn to the dialog

"RESULTS".



Toggle any point ON orOFF by pressing the

numeric key corresponding to thesequence number of the point.

Note, that represents point 10.

...

More Information, continued

FreSt\ PLOT

MC

I<>II

RECLC MEAS

1

54

3

2


Configuration



Start the "Configuration Editor" fromthe "STATION DATA " dialog.



Posn Acc TPPosition accuracy of the target points.The entered value, is used as an "apriori" accuracy in the calculation.The position is regarded as "errorfree", if the computed standarddeviation is within twice the enteredvalue.




FreSt\ ConfigurationHz Ori.Acc: 0°00'32''Ht Acc TP : 0.025 mPos Acc TP: 0.025 mTwo Faces : NOUser Disp.: NOLog File : OFF

MC

QUIT

Log FlName: FREE_STA.LOGMeas Job : MYFILE.GSIData Job : DEFAULT.GSI

CONT DEFLT INFO


User DispYES The same display mask as the

one used in the systemmeasurement dialog (MEAS)is used for measurements with"Free Station".

NO The "Free Station" defaultdisplay applies.

Log FileON, records measurements in a Log-File.The format is described onchapter Log File.

Log FlNameEnter the Log File Name






Display software-version

Exit the program.







Log-file.



Log File

RecordFor each measurement, a record willbe stored containing :- Station coordinates andorientation correction,- standard deviations for

Easting,Northing,Height of stationand orientation correction.

The residuals forhorizontal angles,- heights andmeasured distances

are also listed.


Leica Geosystems Program Free Station V 1.00Instrument : TCA1103, Serial 102999Meas. File : MYFILE.GSIProgram Start : 20/04/1998 at 09:42Using Least-Squares Solution

Station no. : 200E= -3.5461m N= -0.7683m ELV= -0.6518m hi= 0.0000m

Ori.Corr. : 0°00'20"S.Dev. East : 0.0003mS.Dev. North : 0.0003mS.Dev. Elev. : 0.0015mS.Dev. Orient. : 0"00'02"


## Point no. d Hz d Height d Distance Error Flag1 109 0°01'21" 0.0012m -0.0000m NONE2 110 -0°00'00" -0.0045m -0.0002m NONE3 112 -0°00'25" 0.0018m 0.0010m NONE4 113 0°00'48" 0.0014m -0.0002m NONE

Continued next page

Log File, continued


Using Robust Solution

Station no. : 200E= -3.5461m N= -0.7683m ELV= -0.6518m hi= 0.0000m

Ori.Corr. : 0°00'20"S.Dev. East : 0.0003mS.Dev. North : 0.0003mS.Dev. Elev. : 0.0015mS.Dev. Orient. : 0°00'02"


## Point no. d Hz d Height d Distance Error Flag1 109 0°01'21" 0.0012m -0.0000m NONE2 110 -0°00'00" -0.0045m -0.0002m NONE3 112 -0°00'25" 0.0018m 0.0010m NONE4 113 0°00'48" 0.0014m -0.0002m NONE

Typical log file entry in the "FREE STATION" program

Log File, continued

66TPS1100 - Appl. Prog. Ref. Manual 2.2.0en Reference Line

Introduction

This manual describes the"Reference Line" program of theTPS1100 Professional series.

"REFERENCE LINE" is a specializedform of stakeout used forconstruction and building alignment.It permits positioning of a pointreferred to a line or an arc. Points foruse in the program can be measured,entered manually, or read from theselected measurement job.The program records individualmeasurements in the database. Inaddition, the program generates a logfile containing all data for a givenmeasurement session.

For three dimensional positioning, theprogram calculates height differencesbetween the target point and areference elevation.

Reference Line

Depending on the configurationsettings, the reference elevation forthe reference line can be a constantelevation or an interpolated referenceelevation. For reference arcs onlyconstant elevations are possible.

Points with known offsets from thereference line or arc can be stakedout with the function "Line andOffset".The function is accessible from the"Define Reference Line/Arc" dialog.

1100

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1st Base Pt.

2nd Base Pt.

∆Offset

∆Arc

N

Reference Arc

1100

pr18

1st Base Pt.

2nd Base Pt.

Offset

∆Offset

∆Lin

e

Ref

. Lin

e

Bas

elin

e

N


Ht OffsetOffset of the reference elevation inrelation to the first base point.∆ ∆ ∆ ∆ ∆ HtHeight difference between the targetpoint and the reference elevation.

Ht OffsetOffset of the reference elevation inrelation to baseline.

For the configuration Elev. Ref. =Baseline , the reference elevation forthe calculation of ∆Ht values is theelevation of the baseline at thereflector position.You can modify the referenceelevation by specifiying a heightoffset (Ht.Offset) in the dialog for thedefinition of the reference line.

Interpolated reference elevation

Illustration: elevation profile

Constant reference elevation

For the configuration Ref.Elev. = 1stBase Point , the reference elevationfor the calculation of ∆Height valuesis the elevation of the 1st base point.The ref. elevation can be modified byspecifying a height offset (Ht.Offset)in the “Define Reference Line” dialog.With Edit Elev. the height of eachpoint can be changed separately (seeConfig. Dialog).

1100

pr23

1st Base Point

2nd Base Point

Ele

vatio

n

Ref. Elevation

∆Ht+

Ht Offset+

∆ Perp.Ht

∆Spat.Dist+

∆ ∆ ∆ ∆ ∆ HtHeight difference along the verticalbetween the target point and thereference elevation.

∆ ∆ ∆ ∆ ∆ Perp.DistHeight difference between the targetpoint and the reference elevation,perpendicular to the referenceelevation.

∆ ∆ ∆ ∆ ∆ Spat.DistLine Offset along the referenceelevation.

1100

pr25

1st Ref. Point

2nd Ref.Point

∆Ht

Ele

vatio

n

Illustration: elevation profile


Determine Base Points

This dialog defines the two points ofthe baseline. You can either manuallyenter, measure or search for thepoint in the database.

Search the coordinates ofthe point entered in theactive data job.

Proceed to determine thebase base point by a

measurement.

Manually enter the first basepoint.



Exit the program.

Baseline Points

REFL\ Define Baseline1st Point of BaselineData Job : FILE01.GSI

Search for: PointId+E+NPointId : 12

SEARC MEAS INPUT VIEW

MC

QUIT

The dialogs to enter the Arc pointsare the same and will not bedescribed here.

The base method is selected in theMenu dialog.

Reference Line Menu

REFL\ REF LINE MENU1 Baseline2 Radius Arc3 3-Point Arc

CONT

MC

CONF QUIT

BaselineLine defined by two points.

Radius ArcArc defined by two points and aradius.

3-Point ArcArc defined by three points.

Line of sight to the points isnot necessary, since theycan be imported from a datafile.


The reference line can be defined byentering a distance value, a lineoffset value and an angle value forthe base line. Heights can bechanged by a constant rate (eg, 1m)by entering a Ht offset value.With Edit Elev. the height of eachpoint can be set separately.

"Line and Angle" valuescannot be set for referencearcs.

1st BasePointThe first base point that defines thebase line.

2nd BasePointThe second base point that definesthe base line.

LineLengthEntire length of Baseline.

OffsetEstablishes the displacement parallelto the base line. For Arcs the offset isradial and applied to each pointseparately, arcs are not "shifted".

LineEstablishes the distance from thefirst reference point to the startingpoint of the new reference line.

AlphaEstablishes the angle between thebase line and the new reference line.

Define Reference Line

Ht OffsetDisplaces the base line parallel inheight.

Accept parameters asdisplayed and proceed to the"REF LINE RESULTS" dialog.


RTRK, distance measurement isstarted.

Go to "Line & Offset" andstakeout points with knownoffset values from reference.

Return to Menu to define anew Base Line/Arc.

REFL\ Define Reference Line1st BasePt: 122nd BasePt: 13LineLength: 15.211 mOffset : 1.000 mLine : 1.558 mααααα : 2°03'39"

REFL L&O NEW-L

MC

QUIT

Ht. Offset: 0.500 m


∆ ∆ ∆ ∆ ∆ HtEdit Elev.= OFF: Height differencealong the vertical between the targetpoint and the reference elevation.Edit Elev. = ON: Height differencebetween entered and measured elev.

∆∆∆∆∆ Perp.Dist(only for configuration Ref.Elev. =Baseline. Not available for Arc)Height difference between the targetpoint and the reference elevation,perpendicular to the referenceelevation.

∆∆∆∆∆ Spat.Dist(only for configuration Ref.Elev. =Baseline. Not available for Arc)Line Offset along the referenceelevation.

The “Reference Line Results” dialogdisplays the data of the measuredpoint referring to the reference line,as shown below:

Point IdThe point number of the stakeoutpoint.

∆ ∆ ∆ ∆ ∆ OffsetPerpendicular Offset:∆ Offset+: To the right of thereference∆ Offset-: To the left of the reference

∆ ∆ ∆ ∆ ∆ Line (or ∆∆∆∆∆Arc)Line offset from the first Ref. Point∆ Line+: in the line direction∆ Line-: in the opposite direction ofthe line.

∆∆∆∆∆L from P2 (or ∆∆∆∆∆A from P2)(only for configuration Line/α = OFF)Line offset from the 2nd Ref. Point∆L P2+: in the direction of the line∆L P2-: in the opposite direction ofthe line (P2 -> P1).

Reference Line Results

1100

pr20

∆Offset +

Ref

eren

ce L

ine

MeasuredPoint

1st Ref. Point

∆Lin

e +

REFL\Reference Line ResultsPoint Id : 12Refl. Ht. : 1.530∆∆∆∆∆Offset : 0.020 m∆∆∆∆∆Line : 1.468 m∆∆∆∆∆Ht : -0.558 m∆∆∆∆∆Perp.Dist: 0.039 m

ALL DIST REC DONE

MC

∆∆∆∆∆L P2 QUIT

∆∆∆∆∆Spat.Dist: 3.020 mElevation : 103.020 m


Elevation:Edit Elev. = OFFElevation of the measured point.

DesignElev.Edit Elev. = ONElevation entered by user.

Simultaneously executedistance measurement and

record the measurement.

Measure a distance.

Record the measurement inthe measurement file.

Results Reference Line, continued

Depending on the settings in the"Configuration" dialog a log-file isalso generated.

Return to "Define ReferenceLine" dialog.

Display ∆Line from P2.

Exit the program.

Depending on the setting in the"Configuration" dialog ameasurement block containing deltavalues is recorded:

WI 11 Point Number of targetWI 35 ∆ OffsetWI 37 ∆ HtWI 39 ∆ Line

or

WI 11 Point Number of targetWI 35 ∆ OffsetWI 37 ∆ PerpendicularWI 39 ∆ Spatial distance


Line and Offset

Enter L&O values

Line and Offset is started from the"Define Reference Line/Arc" dialog.Points with known offset values fromthe reference can be staked out withthis function.

1100

pr86

Line

+

Ref

eren

ce L

ine

∆Lin

e+

Offset +

∆Offset-

REFL\ Line & OffsetEnter offsets from Ref. LinePoint Id : 14Offset : 1.555 mLine : 2.878 mElev. : 100.001 m

CONT DONE

MC

QUIT


OffsetPerpendicular offset of the point to bestaked.Offset +: to the right of the referenceOffset - : to the left of the reference.

Line (or Arc)Line offset from first point, alongreference.Line +: in the direction of the line.Line - : in the opposite direction of theline.

DesignElevElevation of the point to be staked.

Continue to "L&O Results"dialog.


RTRK, distance measurement isstarted.

Return to "Define ReferenceLine" dialog.

Exit the program.


L&O Results dialog

The results dialog displays thedifferences between entered andmeasured data. There are twomethods to choose from: Orthogonaland Polar. For more information referto chapter "Method Dialog".

REFL\ L&O ResultsPoint Id : 14Refl. Ht. : 1.300 m∆∆∆∆∆ Offset : 0.332 m∆ ∆ ∆ ∆ ∆ Line : 1.002 m∆ ∆ ∆ ∆ ∆ Ht :CUT -1.011 mSollhöhe : 100.001 m

ALL DIST REC CONT POSITMC

METHD I<>II QUIT


Refl. Ht.Reflector height used at target.

∆∆∆∆∆ Offset(orthogonal stakeout)Difference in transversaldisplacement between actual andcalculated point.

+ : point is further to the right- : point is further to the left

∆∆∆∆∆ Line(orthogonal stakeout)Difference in longitudinaldisplacement between actual andcalculated point along reference.+ : point is further along the reference- : point is closer to beginning of ref.

∆∆∆∆∆ Hz(polar stakeout)Difference in Hz between actual andcalculated direction.

∆∆∆∆∆ Dist(polar stakeout)Difference in horizontal distancebetween actual and calculatedvalues.

∆∆∆∆∆ HtDifference between design andmeasured elevation. Expressed bothnumerically and as CUT/FILL.

Elev.Edit Elev. = OFFElevation of the measured point.

DesignElev.Edit Elev. = ONElevation entered by user.

Simultaneously executedistance measurement and

record the measurement.

Measure a distance.


Return to previous L&Odialog without recording data.

(Re-)position the telescopeon the target point. Note: this

function is only available formotorized instruments.

Open "Method" dialogto change settings.

Change instrumentface.

Exit the program.


Method Dialog

Open "Method" dialogfrom "L&O Results"

dialog.

REFL\ Select MethodStake Mode:ORTHO - REFLINE Auto Pos. : 2DSymbols : Yes

CONT

MCQUIT

Stake ModeSelect the stakeout mode.

ORTHOGONAL TO REFLINEDifferences between entered andmeasured Offset values aredisplayed after the first distancemeasurement.

ORTHOGONAL TO STATIONDisplays orthogonal values based onthe line defined by instrument stationand reflector position.

POLAR STAKEOUTDisplays differences betweencalculated and measured directionand horizontal distance after firstdistance measurement.

Auto Pos.Select positioning method.(Motorized instruments only):Off Automatic positioning off.2D Positioning of the horizontal

drive.3D Positioning of the vertical and

horizontal drive.

SymbolsArrows can be used to guide the rodperson to the point to be staked.The available symbols depend on theselected method.

• NOSymbols are not used.

Ortho - RefLine• YES

Symbols guide the rod personalong the reference.

Ortho - Station/Polar Stakeout• TO STA. (↓↑↓↑↓↑↓↑↓↑)

Guidance at the rod, in relation tothe instrument station.

• FROM STA. (↑↓↑↓↑↓↑↓↑↓)Recommended to guide rodperson from instrument station.


Configuration





"Reference Line Menu " dialog.

Line / α α α α αSet to ON, the program will allow theinput of a distance from the first basepoint to the starting point of the newreference line, and also an anglebetween the base line and the newreference line.

Ht OffsetSet to ON, the program will allow theinput of a height offset.

Ref. Elev.To define the reference elevation forthe calculation of the height offset.

In order to change thesetting for Ref. Elev., the

parameter Line/ ααααα must be turnedOFF.

Ref. Elev. = 1st Base PointThe reference elevation is theelevation of the first base point.

The "Configuration Editor" lets youchange and set the followingparameters that determine programoperation:

OffsetSet to ON, the program will allow theinput of an offset from the referenceline.

REFLN\ ConfigurationOffset : ONLine / a : OFFHt. Offset: OFFRef. Elev.: 1st Base PointEdit Elev.: NORec Diff. : NONECONT DEFLT INFO

MC

QUIT

User Disp.: NOLog File : OFFLog FlName: REFLINE.LOGMeas Job : FILE01.GSIData Job : DEFAULT.GSI


If the option "Ref. Elev. " is set to"Baseline " you can in additioncalculate the values:Set to O/S the program will recordboth ∆ Offset and ∆ Spatial distancevalues.Set to O/S/P, the program will record∆ Offset, ∆ Spatial distance and∆ Perp. Dist of the perpendicular line.(Refer to figure in chapter Referenceelevation)

User DispSet to YES, the display defined in theMEAS application will be used.If set to NO, the "REFERENCE LINE"default display applies.

Log FileSet to ON, the program will recordmeasurement data in a log file in theformat described on chapter Log File.


Ref. Elev. = BaselineThe reference elevation is theelevation of the baseline at theintersection point with the verticalthrough current reflector position.

Edit Elev.Set to YES, point elevations can beedited directly in "Reference LineResults" and "L&O Results" dialogs.∆ Ht is the difference betweenentered and measured values and isupdated automatically.

Rec DiffSet to NONE, no additionalmeasurement is recorded.Set to O the program will record∆ Offset values only.Set to O/ L, the program will recordboth ∆ Offset and ∆ Line values.Set to O/L/H, the program will record∆ Offset, ∆ Line and ∆ Height oftarget values.




Store the currentconfiguration and proceed

with dialog "1st Point of Baseline".

Press to reset configurationparameters to their default

values.



Log File



Log-file.


HeaderThe header line will contain theprogram used, information about theinstrument, the name of the data fileas well as dateand time.

ConfigurationEach modification of baseline andreference line is stored.

RecordFor each measurement, a record willbe stored containing: Point No., as-staked Easting, Northing, andElevation and their delta values.


Leica Geosystems Program Reference Line V 1.00Instrument : TCA1103, Serial 102999Meas. File : MYFILE.GSIProgram Start : 20/04/1998 at 09:42

Station no. : StationpointnumberE=1000.000m N=2000.000m H=400.000m hi=1.1150m

1.BasePoint : BaselinepointnumberE=1050.000m N=2050.000m H=410.000m

2.BasePoint : BaselinepointnumberE=1060.000m N=2060.000m H=420.000m

Offset. : 1.0000m

Point no. : 1025E=1005.961m N=2048.409m H=398.497 hr=1.115m

Deltas : dO= 4.3403m: dL= 3.0907m: dL-P2= 67.610m: dH= -1.5027m

Define Line and OffsetOffset : -1.000mLine : 70.711mElevation : 401.000m

Line&OffsetPoint No. : 1026Design : E=1100.000m N=2100.000m H=401.000Staked : E=1100.051m N=2099.989m H=401.102 hr=1.115mDifferences : dE=0.051m dN=0.011m dH=0.102

Typical log file entries in the“REFERENCE LINE” program.

Log File, continued

79TPS1100 - Appl. Prog. Ref. Manual 2.2.0en Remote Height

Remote Height

Introduction

This manual describes the "RemoteHeight" program of the TPS1100Professional series.

Remote Height is used to determinethe elevation of inaccessible points,e.g. on cables or building facades.First, the distance to a base pointsituated vertically below (or above)the remote height point must bemeasured. Then you can aim to theremote height point.The coordinates of the remote pointare calculated from the distancemeasured to the base point and fromthe angles measured to the remotepoint.To ensure correct results, the targetand the reflector must be lined upvertically. In practice it is notgenerally possible to maintain anexactly-vertical line, and so you mustdecide what lateral deviation can betolerated.

The horizontal distance to theinaccessible target must howevercoincide with the horizontal distanceto the reflector.When the instrument is aligned andthe station coordinates have beenset, the position coordinates of theremote height can be calculated andstored in the measurement job.

Measure Base Point

This dialog is used in accordancewith the settings of the systemfunction "Measure & Record" oraccording to the dialog shown below.

Point IdThe point number of the base point.

HzHorizontal direction from the remotepoint to the base point.

REMHT\ Meas Base PtPoint Id : Station12Hz : 16°55�50��V : 91°16�20��Refl. Ht. : 1.664 mSlope Dist: ----- mHt. Diff. : ----- m

ALL DIST REC REMOT TARGT

MC

CONF I<>II QUIT

1100

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Slope Dist.

Ve

rtic

al

alig

nem

ent

RemotePoint

Base Point


VVertical angle to the remote point.

Refl. Ht.Reflector height used for the targetpoint.

Slope Dist.Slope distance from the instrumentstation to the base point.

Ht. Diff.Height difference between the basepoint ground and the instrumentground.

Start the"Configuration Editor".


Exit the program.

Simultaneously measure andrecord in the active

measurement job. Proceed with the"REMOTE POINT" dialog.


measurement in the activemeasurement job and proceed withthe "REMOTE POINT" dialog.

Measure thedistance. Accept the

measurement without recording.Proceed with the "REMOTE POINT"dialog.

Enter the target data. (seeUser Manual)

Proceed with "REMOTEPOINT" dialog.

Measure Base Point, continued


Measure Remote Point

Once the base point has beenmeasured, this dialog shows theposition of the point - above or belowthe base point - aimed with thetelescope. The data are immediatelyupdated while turning the instrument.

VVertical angle to the remote point.

Slope Dist.Slope distance from the instrumentstation to the remote point.(calculated)

∆∆∆∆∆ Ht. Diff.Height difference between the remotepoint and the base point ground.

EastCalculated Easting for the remotepoint.

NorthCalculated Northing for the remotepoint.

ElevationCalculated Elevation for the remotepoint.

Point IdThe point number of the remotepoint.

HzHorizontal direction from theinstrument to the remote point.

Return to the "Measure BasePoint" dialog.



Exit the program.

REMHT\ Meas Remote PtPoint Id : Station12Hz : 16°55�50��V : 91°16�20��Slope Dist: 23.345 m∆∆∆∆∆Ht Diff. : 6.435 mEast : 3453.998 m

BASE STORE TARGT

MC

North : 124.003 mElevation : 768.005 m

1100

pr15Base

Point

Remote Point

∆Ht.

Diff


Configuration




from the "Measure Remote point"dialog.


User DispSet to YES, the display defined in the"MEAS" application will be used.If set to NO, the "REMOTE HEIGHT"default display applies.

Hz.Pos.TolHorizontal distance tolerance thatvalid point measurements cannotexceed.

Rec ∆∆∆∆∆HtNO The Height difference ∆∆∆∆∆Ht.diff

between remote and basepoint is not recorded.

Rec in WI37∆∆∆∆∆Ht.diff is stored as recordWI37 in the measurement job.

Meas JobSelection of the measurement job forrecording measurements.


Accept the currentconfiguration and proceed to

the dialog "MEASURE BASE PT".

Reset configurationparameters to their default

values.


REMHT\ ConfigurationUser Disp.: NOHz.Pos.Tol: 0.200 mRec ∆∆∆∆∆Ht : NOMeas Job : FILE01.GSIData Job : DEFAULT.GSI

CONT DEFLT INFO

MC

QUIT

83TPS1100 - Appl. Prog. Ref. Manual 2.2.0en Hidden Point

Hidden Point

Introduction

This manual describes the "HiddenPoint" program of the TPS1100Professional series.

The program allows measurementsto a point that is not directly visible,using a special hidden-point rod. Thedata for the hidden point arecalculated from measurements to theprisms mounted on the rod with aknown spacing and a known length ofrod. The rod may be held at anyangle, as long as it is stationary for allmeasurements.

"Measurements" are calculated as ifthe hidden point was observeddirectly. These "calculatedmeasurements" can also berecorded.The hidden-point rod can have eithertwo or three reflectors. The rod youare using is defined in the"Configuration" of the program.

R1-

R2

R1-

R3

rod

leng

th

E, N, H ofHidden Point

1100

pr26

Here, you enter the length of the rod,spacing between reflectors, and theprism constant. Refer to the followingpicture, which illustrates a hidden-point rod with three reflectors.

If the hidden-point rod you are usinghas three reflectors, the programcalculates coordinates for the hiddenpoint from three measurementcombinations:

Reflector 1 + Reflector 2Reflector 3 + Reflector 2Reflector 1 + Reflector 3

The X, Y and Z coordinate valuesresulting from each of thesemeasurement combinations aremeaned to produce the XYZcoordinates of the hidden point.

In the case of motorized theodolites,you can configure the program sothat it points the telescope at thethird reflector automatically, after thefirst two reflectors have beenmeasured.


Note: When using theHidden Point program, you

must NOT change the targetproperties with the TARGT function,except to set the ppm for themeasurements. The prisms on thehidden point rod MUST be defined inthe CONFIGURATION of HiddenPoint.


Press this keycombination to quit the

Hidden Point program at any time.

Measure Rod

The program will display the TPS1100 "Measure & Record"dialog orthe dialog shown below.If the difference of the given andmeasured spacing between theprisms exceeds the "Meas. Tol. limit"a message is displayed.You may accept the measurement orre-measure the prism.


measurement in the active file andproceed with the same dialog for thenext prism. If the last prism hasalready been measured, the programwill proceed to the "RESULT" dialog.

Measure the distance.Accept the

measurement without recording.Proceed with the same dialog for thenext prism. If the last prism hasalready been measured, the programwill proceed to the "RESULT" dialog.

Enter the target data. (seeUser Manual)

Simultaneously measure andrecord in the active file.

Proceed with the same dialog for thenext prism. If the last point hasalready been measured, the programwill proceed to the "RESULT" dialog.

HDNPT\ Measure Reflector 1Point Id : Station12Hz : 16°55�50��V : 91°16�20��Slope Dist: ----- mHt. Diff. : ----- m


MC

CONF I<>II QUIT


Result

Once all reflectors have beenmeasured, the program will displaythe results of the hidden-pointcalculation.Using 3 reflectors the mean values ofthe “HIDDEN POINT“ are displayed.

VVertical angle to the hidden point.

Slope Dist.Slope distance to the hidden point.

Ht. DiffHeight difference from instrumentstation to the hidden point.

EastCalculated Easting (E) for the hiddenpoint.

NorthCalculated Northing (N) for thehidden point.

ElevationCalculated Elevation for the hiddenpoint.Point Id

The Point number.

HzHorizontal direction to the hiddenpoint.

Take a new hidden-pointmeasurement.

Store the point calculation onthe recording device.

Enter target data.(see User Manual)HDNPT\ Results

Point Id : Station12Hz : 16°55�50��V : 91°16�20��Slope Dist: 3.345 mHt. Diff. : -0.435 mEast : 2253.635 m

NEW REC TARGT

MC

North : 12145.281 mElevation : 306.005 m


Configuration


from the "MEASURE" dialog.

User DisplayYES user defined displayNO the default display of the

program "HIDDEN POINT".

Auto pos.When ON, the program willautomatically point the telescope of amotorized theodolite at the thirdprism once the first two prisms havebeen measured. The exact pointingmust be made manually.

Rod LengthTotal length of hidden-point rod.

Dist. R1-R2Spacing between the centers ofreflector R1 and prism R2.

Dist. R1-R3Spacing between the centers ofprism R1 and prism R3. Enter onlyfor rods with three prisms. Prism 3must be situated between prism 1and 2.

Refer to Figure on page 79, whichillustrates a hidden point rod withthree reflectors.

Meas. TolLimit for the difference between thegiven and measured spacing of thereflectors. If the tolerance value isexceeded, the program will issue awarning.In case of measurements with 3prism the values is used as limit forthe max. deviation of the 3measurements.

Add. const.Input of prism constant for the prismsof the rod. The prism constant set inthe system is disregarded.

No. of Refl.Number of the prisms on the rod youare using. Move the input cursor tothis line, then toggle to either 2 or 3.

HDNPT\ ConfigurationUser Disp.: NOMeas. Tol.: 0.020 mReflector :Leica refl.tapeAdd.Const : 0.0mmNo.of Refl: 3Rod Length: 5.000 m

CONT DEFLT INFO

MC

QUIT

Dist R1-R2: 1.000 mDist R1-R3: 0.500 mMeas Job : FILE01.GSIData Job : FILE02.GSI


Example of Measurement data

Measurements to Point Ids 2 and 3(the first two records) are the rawmeasurements. The measurement toPoint Id 4 is the hidden pointmeasurement - the measurementthat could have been made if Point Id4 was not behind an obstructionbetween it and the instrument station(with a Refl. Ht = 0.)

In this GSI8 example, the RecordingMask is the standard polar mask(Point Id, Horizontal Circle, VerticalCircle, Slope Distance and ppm /Offset. The actual data recorded willbe determined by the RecordingMask in effect at the time themeasurement and/or hidden pointdata are recorded.

110041+00000002 21.322+07018850 22.322+06455150 31..00+0000307851..1.+0000+034110042+00000003 21.322+10896450 22.322+06213050 31..00+00002910

Accept the currentconfiguration and proceed to

"MEASURE ROD"Note that all parameters for the rodyou are using must be defined beforeyou can proceed. If any of theparameters have not been defined,the program will issue an errormessage to this effect. Press OK toclear the message, then make anynecessary settings in the"CONFIGURATION".

Set values to default. Defaultvalues are displayed.



Example: GSI8 Measurement data

Logfile

Hidden Point does not generate alogfile.


Application notes

To Test / Prove the Hidden PointprogramSetup and orient the instrument in anopen area. Check the configurationto be sure the hidden point rod andprisms are properly defined. Positionthe tip of the hidden point rod on amark that is directly visible from theinstrument location.Start the hidden point program and,making sure the hidden point roddoes not move betweenmeasurements, measure the prismson the hidden point rod.

Store the coordinates of the "hiddenpoint" on the Memory Card. Start theSetting Out program, make sure theconfiguration allows for 3Dpositioning, then select the previouslystored "hidden point" for setting out.Motorized instruments will drivedirectly to the point, which will thenbe behind the crosshairs of thetelescope.

Manually turn non-motorizedinstruments until the ∆Hz and ∆Vboth equal zero. The "hidden point"will be behind the crosshairs of thetelescope.

Uses for the Hidden Point programThe hidden point program may beused to obtain accurate threedimensional coordinates for a pointthat is currently blocked from directmeasurement by an obstructionbetween the point and theinstrument.

Typical uses are:• Determination of flow line locations

and elevations in manholes,without measuring from the rim ofthe manhole to the flow line andestimating corrections for non-verticality of the measuring tapeand eccentricity from themeasurement on the rim to thehorizontal location of the flow line;

• Determination of recesses inbuilding corners for detailedsurveys, without estimating rightangle offsets, with or withouttaping of the dimensions;

• Measurements behind overhangs,buttresses and columns forquantity determinations inunderground construction ormining, without estimating rightangle offsets, with or withouttaping of the dimensions;

• Measurements of industrialprocess piping or other equipmentin close quarters;

• Detailed architectural surveys forremodeling or cultural preservationor restoration work;

• Any place where accuratemeasurements would requiremany more instrument setups inorder to achieve line of sight fromthe instrument to the points beingmeasured.

89TPS1100 - Appl. Prog. Ref. Manual 2.2.0en Area

Area

Introduction

This manual describes the "Area"program of the TPS1100Professional series.

An area can be defined by a series ofstraight lines and arcs. Arcs aredefined by 3 radial points or 2 radialpoints and radius.

Measure ModeStraight line

Segs Meas.Counts the number of segments.With a new area the segment counterwill be set to zero.

Seg. Len.Length of the last straight linesegment measured.


measurement job.

Measure a distanceand record data in the

active measurement job.

Measure a distancewithout recording.

AREA\ Measure PointSegs Meas.: 0Point Id : 2Refl. Ht. : 0.000 mHz : 95°55�50��V : 91°16�20��Slope Dist: ----- m

ALL DIST REC CONT TARGT IMPOR

MC

CONF DEL CALC ARC QUIT

Height Dif: ----- mEast : ----- mNorth : ----- mElevation : 206.7963 mAzimuth : 182°25�05��Seg.Length: 0.203 m

3-point arc

1100

pr52

Area = ?

Radius arc

1st Point


Arcs

During measurement, you canchoose the ARC function to measurean arc defined by 3 radial points or 2points and radius.Select the wished ARC functionafter having measured the firstpoint of arc.

Ensure the central angle ofany arc is always smaller

than 180° (200 gon).

• Three Points

Determine the second and thirdpoints of an arc sequentially.Completing the third point theprogram continues with Dialog"Measure point".


measurement job.


active measurement job.

Measure Mode, continued

AREA\ 3 Point ARC3 point ARC, second point:Point Id : 1Refl. Ht. : 0.000 mHz : 95°55�50��V : 91°16�20��Slope Dist: ----- m


MC

RAD QUIT

Elev.Diff.: ----- mEast : ----- mNorth : ----- mElevation : ----- m



Start the "Configurationeditor".

Deletes last completedsegment. Resume at

the start of a new segment.

Close the area polygonto the start point and

calculates area and length ofperimeter. The display of the resultsis shown in chapter "Calculation".

Select arc as the nextsegment.

Quit the Area program.



Enter the target data.


Select arc defined by 2points and radius.

Call up the CODE function.

Exit the program.

• Radius Arc

Determine the two points of an arcsequentially. After the end point the"Measure point" dialog prompts toinput the radius.



Press 3 Pt. to switch tothe 3-Point Arc method.

Exit the program.

For arcs to the left enterthe radius positive and for

arcs to the right enter the radiusnegative.Simultaneously measure and

record data of the end pointof arc in the active measurement job.

Measure a distanceand record data of the

end point of arc in the activemeasurement job.


Arcs, continued

AREA\ Radius ARCRadius ARC, end point:Point Id : 1Refl. Ht. : 0.000 mHz : 95°55�50��V : 91°16�20��Slope Dist: ----- m


MC

RAD QUIT

Elev.Diff.: ----- mEast : ----- mNorth : ----- mElevation : ----- m


RadiusEnter the radius.

Accept the input.Continue with dialog

"MEASURE POINT".

Calculation

Displays number of segments,computed area and length ofperimeter.

No. Segs.Number of segments used.

AreaComputed area in units of measure.

Hectares/AcresComputed area in hectares or acres1.1 acre = 43560 ft².

PerimeterLength of perimeter of the currentunit of measure.

1 depending on the setting of thedistance unit metre or feet.

Continue with dialog"MEASURE POINT".

Start a new area. Resets thesegment counter to zero.

Results of the last area computationwill be erased.

Arcs, continued

AREA\ 2 Points & RadiusStart Pt. : 12End Pt. : 70Radius : ----- m

CONT

MC

AREA\ ResultsNo. Segs. : 10Area : 892.888 m2

Hectares : 0.089Perimeter : 295.563 m

CONT NEW STORE PLOT

MC

1100

pr56

1

2

3 (end Pt.)

radius – radius +


The following format will beused to record calculated

area results:WI 41: Code block identification

(default = 36)WI 42: Number of segments used.WI 43: Area in the current

measurement units, alwayswith one decimalplace.

WI 44: Length of perimeter in thecurrent units of measurewith one decimal place.

Generate a plot of the area.

Exit the program.

Plot

Shows a plot of the present area.

Return to the dialog"RESULTS".


Code(default = 36)

no. ofsegments

=4

area polygon

4500.3 m2

length polygonperimeter

��

WI 41 WI 42 WI 43 WI 44

AREA\ PLOT

CONT

MC


Configuration




Start the ConfigurationEditor from the

"Measure Point" dialog.

Log FileSet to ON, the program will recordmeasurement data in a log file in theformat described on the last page ofthis chapter.






CodeEnter the block identification code forrecording the area results (max. eightalpha numeric characters)

AREA\ ConfigurationTwo Faces : NOCode : 36Log File : OFFLog FlName: AREA.LOGMeas Job : MEAS.GSIData Job : DATA.GSI

CONT DEFLT INFO

MC

QUIT



the dialog "Measure Point".Points can be added to the currentarea or a new area can be started.


Display date and version ofthe running application

Exit the program.



Configuration Editor, continued Log File



Log-file.




RecordFor each section of the area, startpoint and end point, horizontaldistance and azimuth are stored.

For arcs with 2 points and radius theazimuth of arc, radius and length ofarc are also stored.

For 3 point arcs the direction of arc,radius and length of arc are alsostored.

Leica Geosystems Program Area V 1.00Instrument : TCM1103, Serial 102999Meas. file : MYFILE.GSIProgram Start : 20/04/1998 at 09:42

Segment Number : 1Start Point : 1End Point : 2H Distance : 5.5555mAzimuth : 140°11'17"

Segment Number : 2Start Point : 2End Point : 4Curve Right/Radius : 4.9089mARC Length : 2.326m

Segment Number : 3Start Point : 4Second Point : 5End Point : 6Curve Right/Radius : 5.362mARC Length : 2.254m

Number of Segments : 3Area : 9.8496m2Hectares : 0.0010Perimeter : 13.8396m

Typical log file entry in the "AREA" program

Log File, continued

97TPS1100 - Appl. Prog. Ref. Manual 2.2.0en Sets of Angles

Sets of Angles

Introduction

This manual describes the "Sets ofAngles" program for the TPS1100Professional series instruments.

Sets of Angles is used to measuredirections to targets for whichcoordinates are not necessarilyknown. Distance measurements areoptional.

It provides field checking andanalysis of measurements, while theinstrument remains setup on thestation.

The adequacy / accuracy ofmeasurement data may be verifiedbefore leaving the observing station.With motorized instruments, roughpointing to each station is automatic,the operator need only refine thepointing before measuring. Thiseliminates observations to incorrecttargets.

"Learning" occurs automatically asyou observe each target point inFace I. This information is then usedto prompt you through the completionof your measurements at the station.

A maximum of 64 measurements perinstrument station (in both faces) canbe handled in one calculation. Forinstance, you may measure 16 setsto 4 target points, 8 sets to 8 targetpoints, etc.

Pt.1Pt.2 Pt.3 Pt.4

Pt.5

1100

pr57

With Automatic Target Recognition,fine pointing and measurement canbe automatic when the target is areflector. The operator makes onlythe first observation to each station,then the rest of the measurementscan be fully automated.A minimum of two full sets must beobserved, and all target points mustbe observed in Face I and Face II.Sets of Angles has a "LearningPhase" during which it "learns" thepositions and target Point Ids of thepoints you wish to measure.


Sets Menu

Sets menu

The target Point Ids and thesequence of measurement to thetarget points are stored in theprogram during the observation ofthe first half of the first set (in Face I.)This is the "Learning Phase." Tocomplete the first set, and during theobservation of the additional sets,you will be offered the target points inthe sequence defined during thelearning phase. If you are using anon-motorized instrument, thehorizontal and vertical differences willbe displayed, to guide you to thecorrect target point. Motorizedinstruments will automatically drive tothe target point. TCA- and TCRA-instruments may make allmeasurements automatically, afterthe learning phase.

Start the“CONFIGURATION“

Option, if available.

Measure Mode

• Measure First Set

This is the learning phase of the Setsof Angles program. Your inputs andmeasurements will be stored by theprogram to guide you through thebalance of the measurementprocess.You must measure to all desiredtarget points in this set during thelearning phase, and you may not addtarget points to the set after youleave the learning phase.

SETS\ Sets Menu1 Measure First Set2 Measure Further Sets3 Calculate Horizontal Sets4 Calculate Vertical Sets5 Calculate Distance Sets6 End Program

CONT

MC

CONF QUIT

SETS\ First SetSet No. : 1Seq. No. : 1Face : IPoint Id : 501Refl. Ht. : 1.300 mAuto Meas.: YES

MEAS LIST <-- --> DONE

MC

QUIT

Prism Type:Leica 360°prismPrismConst: 0.0mm


Set No.Displays the number of the setcurrently being measured. Always "1"in the learning phase.

Seq. No.Displays the sequential number ofthe point currently being measured.

FaceDisplays the required instrument facefor this measurement.

Point IdInput the Point Id of the pointcurrently being measured.

Refl. Ht.(Optional, but necessary for theprogram to correctly calculate theelevation of the target point.) Inputthe Reflector Height of the pointcurrently being measured.

Auto Meas.Automatic Measurement option,available only with motorizedinstruments. Select ON or OFF asdesired.If OFF, motorized instruments must

be manually pointed to thistarget point in further sets.

If ON, motorized instruments willautomatically turn toward thistarget point in further sets.

If ON and the target is a prism ,motorized instruments withATR will automatically turntoward, fine point andmeasure to this target point.


Prism Type(Optional, but necessary for theinstrument to correctly measure thedistance to the target point.) Selectthe type of prism at this target point.

PrismConstDisplay only of the offset of thecurrent Prism Type. Will be updatedif the Prism Type is changed.

Press after all settings arecorrect and go to the

Measurement Dialog.

(Optional) Press to create alist of up to ten target points.

Subsequent measurements may thenbe made by selecting the target pointfrom this list.


Point 1 - 10Input up to ten Point Ids to enableselection from this list on thepreceding dialog. You are notrequired to measure to every targetpoint on this list.

Press after all target Point Idshave been input.

Manually point the instrument at thetarget point. If the target is a prismand you are using a TCA- or TCRA-instrument with ATR turned on, youneed point only "close" to the target.When you are "on target" select oneof the measurement options:


(Not available until a list oftarget points has been

defined.) Press to select the previouspoint on the list.


defined.) Press to select the nextpoint on the list.

Press when all target pointshave been measured in Face

I. You will see a warning that you areleaving the Learning Phase.Press YES to continue. The program

returns to the Sets Menuwith the focus on 2Measure Further Sets.

Press NO if you pressed DONE inerror. The programreturns to this dialog.

Press to Quit Sets ofAngles. This option is

available on nearly every dialogwithin Sets of Angles.

Press to view Point list.

SETS\ Point ListPoint 1 : -----Point 2 : -----Point 3 : -----Point 4 : -----Point 5 : -----Point 6 : -----

CONT

MC

SETS\ First SetPoint Id : 501Refl. Ht. : 1.300 mHz : 249°10�20��V : 90°19�52��∆∆∆∆∆Hz : -----∆∆∆∆∆V : -----


MC

I<>II QUIT

Slope Dist: ----- m∆∆∆∆∆SlopeDist: ----- m


∆ ∆ ∆ ∆ ∆ VDisplays the difference between thecurrent value of the Vertical Circleand the first direction to the targetpoint. Displays as dashes during thelearning phase.

Slope DistDisplays the distance to the targetpoint. Displays as dashes until adistance is measured manually.

∆ ∆ ∆ ∆ ∆ SlopeDistDisplays the difference between thecurrent distance to the target pointand the first distance to the targetpoint. Displays as dashes during thelearning phase.

Point IdDisplays the Point Id of the pointcurrently being measured, as inputon the previous dialog.

Refl. Ht.Displays the Reflector Height of thepoint currently being measured, asinput on the previous dialog.

HzDisplays the current value of theHorizontal Circle.

VDisplays the current value of theVertical Circle.

∆ ∆ ∆ ∆ ∆ HzDisplays the difference between thecurrent value of the Horizontal Circleand the first direction to the targetpoint. Displays as dashes during thelearning phase.


Measure the distance to thetarget point, record the

measurement results in the MeasJob and return to the previous dialog.Data will also be stored internally bySets of Angles.

Measure the distance to thetarget point and remain at this

dialog.

Record the measurementresults in the Meas Job and

return to the previous dialog. Datawill also be stored internally by Setsof Angles.

Store the measurementresults internally and return to

the previous dialog. Data will not bestored in the Meas Job.

(May not be available) Checkand/or set the reflector type,

reflector height, ppms.


• Measure Set

At the conclusion of the learningphase, select Measure Further Set.You will be prompted to make themeasurements, in the sequence youselected in Configuration, tocomplete the first Set ofmeasurements.

- Non-motorized instruments willdisplay the Telescope Positioningdialog to help you find the targetpoints in sequence.

- Motorized instruments willautomatically turn to the targetpoints in sequence. You mustrefine the pointing manually. Aftercompleting the first set, theprogram returns to the Sets Menu.

- With TCA- or TCRA-instrumentsand Auto. Meas. = ON, the first setwill be completed automaticallyand the program returns to theSets Menu.

Set no.Displays the number of the setcurrently being measured.

Seq. no.Displays the sequential number ofthe point currently being measured.

FaceDisplays the required instrument facefor this measurement.

You will use this dialog to measure alladditional sets at this instrumentstation.


Point IdDisplays the Point Id of the pointcurrently being measured.

Refl. Ht.Displays the Reflector Height of thepoint currently being measured.

SETS\ Measure SetSet No. : 1Seq. No. : 1Face : IPoint Id : 501Refl. Ht. : 1.300 m

MC

QUIT

MEAS <-- --> DONE


Press to measure to thedisplayed target point in the

displayed face.

Press to measure to theprevious target point in the

displayed face. You may measurepoints out of sequence, but this mayhave undesirable effects in your post-processing software.

Press to measure to the nexttarget point in the displayed

face. You may measure points out ofsequence, but this may haveundesirable effects in your post-processing software.


II or to abort measurement.

• Measure Further Set

After finishing the first set, selectMeasure Further Set again. You mustrepeat the above procedure tomeasure at least one more set. Youmay measure more than oneadditional set, up to the maximumnumber of pointings supported bySets of Angles (64 Face I / Face IIpointings to targets.)

If you have a motorized instrument,you will be able to specify the numberof additional sets, and the instrumentwill turn to each target point insequence until all the additional setshave been measured. TCA- andTCRA-instruments will automaticallymeasure to all target points that havethe Auto. Meas. parameter set to ON. Set no.

Displays the number of the setcurrently being measured.

If you have a non-motorizedinstrument, you will select MeasureFurther Set after each set iscompleted, until all additional setshave been measured.

The Telescope Positioning dialog willhelp you find the target points insequence.


SETS\ Measure SetSet No. : 1Seq. No. : 1Face : IPoint Id : 501Refl. Ht. : 1.300 mAuto Meas.: OFF

MC

QUIT

MEAS <-- --> DONE


Press after all settings arecorrect and go to the

Measurement Dialog.

(Optional) Press to create alist of up to ten target points.

Subsequent measurements may thenbe made by selecting the target pointfrom this list.


defined.) Press to select the previouspoint on the list.


defined.) Press to select the nextpoint on the list.


II or to abort measurement.

Seq. no.Displays the sequential number ofthe point currently being measured.

Point IdInput the Point Id of the pointcurrently being measured.

Refl. Ht.(Optional, but necessary for theprogram to correctly calculate theelevation of the target point.) Inputthe Reflector Height of the pointcurrently being measured.

Auto Meas.Automatic Measurement option,available only with motorizedinstruments. Select ON or OFF asdesired.

If OFF, motorized instruments mustbe manually pointed to this targetpoint in further sets.

Measure Mode , continued

If ON, motorized instruments willautomatically turn toward this targetpoint in further sets.

If ON and the target is a prism,motorized instruments with ATR willautomatically turn toward, fine pointand measure to this target point.

Prism Type(Optional, but necessary for theinstrument to correctly measure thedistance to the target point.) Selectthe type of prism at this target point.

PrismConstDisplay only of the offset of thecurrent Prism Type. Will be updatedif the Prism Type is changed.


• Telescope Positioning (nonmotorized instruments only)

To help you locate the target pointseasily when you are using a non-motorized instrument, and to reducethe possibilities for errors in targetpoint identification, Sets of Anglesdisplays the differences between thecurrent orientation of the telescopeand the "learned" direction to thetarget point specified on the previousdialog.

∆ ∆ ∆ ∆ ∆ HzDisplays the difference between thecurrent value of the Horizontal Circleand the first direction to the targetpoint. Manually turn the instrumentuntil the value is zero, then theinstrument will be oriented toward thetarget point.

∆ ∆ ∆ ∆ ∆ VDisplays the difference between thecurrent value of the Vertical Circleand the first direction to the targetpoint. Manually turn the instrumentuntil the value is zero, then theinstrument will be oriented toward thetarget point.


Press when you are ready tomeasure to the target point.

You will see the Measure Furthersets measure dialog. This is notdisplayed until the telescope is within0°27' (0.5 gon) of the target point.

Press to abort and return tothe previous dialog.

TELESCOPE POSITIONINGHz- and V-positioning:Set direction(s) to zero.

∆∆∆∆∆Hz : -3°56�23��∆∆∆∆∆V : 1°22�25��

OK ABORT

MC

QUIT


• Calculate Horizontal and VerticalSets

The general display format is thesame for horizontal directions,vertical directions and slopedistances. The data displayed referto the calculation function selectedfrom the Sets Menu.Standard deviations of a singledirection in both faces (σSingl.Dir)and the standard deviation for anaveraged direction from all sets(σAvg. Dir) are calculated.

Computations of standard deviationsrequire that all targets and sets areobserved in two faces. Exceptionsmay exist, in which case the standarddeviation should be seen as anapproximation to be used as a fieldcontrol. The correct standarddeviations a posteriori in this casecan be calculated using the recordeddata and a suitable computationmethod.

Calculate Mode

Pts. ActiveNumber of observed points used inthe calculation.

Sets ActiveNumber of observed sets used in thecalculation.

σσσσσSingl.DirStandard deviation of one observedhorizontal or vertical direction, okslope distance

σσσσσAvg. DirStandard deviation of an averagedirection ok slope distance from allsets.

Results of sets of angles arerecorded in the Meas Job.

(For details see dialog "FORMATSAND MORE INFORMATION")

Show the results of individualmeasurements on the

screen. (For details see dialog "MoreInformation").

Returns to Set Menu.

Exit the program.

SETS\ Hz Set ResultsPts Active: 4Set Active: 2σσσσσSingl.Dir: 0°00�24��σσσσσAvg. Dir: 0°00�17��

CONT STORE MORE

MC

QUIT


• Example of Measure Job Data

The following data are the result ofrunning Sets of Angles to measurethree sets to three target points(Point Ids 2, 3 and 5.) The horizontal,vertical and distance results werestored in the Meas. Job as well. Theinstrument was set to store data inGSI8 format using the long-timeLeica Geosystems "standard" rawmeasurement data.

Record numbers 1 through 18(110001 - 110018) are the rawmeasurement data. Records 19through 39 (410019 - 410039) are theresults data. The results data areexplained below.

Calculate Mode, continued

110001+00000002 21.322+20650070 22.322+06456000 31..08+00307660 51..1.+0000+000110002+00000003 21.322+24530390 22.322+06215080 31..08+00290900 51..1.+0000+000110003+00000005 21.322+29713310 22.322+07412400 31..08+00459730 51..1.+0000+000110004+00000005 21.322+09713570 22.322+32587690 31..08+00459610 51..1.+0000+000110005+00000003 21.322+04530500 22.322+33784700 31..08+00290800 51..1.+0000+000110006+00000002 21.322+00650090 22.322+33543850 31..08+00307620 51..1.+0000+000110007+00000002 21.322+20649620 22.322+06456000 31..08+00307670 51..1.+0000+000110008+00000003 21.322+24529920 22.322+06215230 31..08+00290890 51..1.+0000+000110009+00000005 21.322+29712870 22.322+07412590 31..08+00459740 51..1.+0000+000110010+00000005 21.322+09713140 22.322+32587570 31..08+00459600 51..1.+0000+000110011+00000003 21.322+04529930 22.322+33784680 31..08+00290830 51..1.+0000+000110012+00000002 21.322+00649620 22.322+33543880 31..08+00307620 51..1.+0000+000110013+00000002 21.322+20649680 22.322+06456170 31..08+00307660 51..1.+0000+000110014+00000003 21.322+24529940 22.322+06215210 31..08+00290900 51..1.+0000+000110015+00000005 21.322+29712900 22.322+07412560 31..08+00459740 51..1.+0000+000110016+00000005 21.322+09713160 22.322+32587480 31..08+00459620 51..1.+0000+000110017+00000003 21.322+04530200 22.322+33784770 31..08+00290800 51..1.+0000+000110018+00000002 21.322+00649690 22.322+33543840 31..08+00307620 51..1.+0000+000410019+HZ-RESLT 42....+00000003 43....+00000003 44....+00000038 45....+00000022410020+HZ-MEAN0 42....+00000002 43....+00000000410021+HZ-MEAN0 42....+00000003 43....+03880358410022+HZ-MEAN0 42....+00000005 43....+09063360410023+HZ-DIFF0 42....+00000002 43....+10000000 44....+20000000 45....+30000000410024+HZ-DIFF0 42....+00000003 43....-10000034 44....+20000063 45....-30000029410025+HZ-DIFF0 42....+00000005 43....+10000003 44....-20000020 45....+30000016410026+V0-RESLT 42....+00000003 43....+00000003 44....+00000057 45....+00000033410027+V0-MEAN0 42....+00000002 43....+06456103410028+V0-MEAN0 42....+00000003 43....+06215224410029+V0-MEAN0 42....+00000005 43....+07412466410030+V0-DIFF0 42....+00000002 43....+10000022 44....+20000042 45....-30000064410031+V0-DIFF0 42....+00000003 43....+10000029 44....-20000041 45....+30000011410032+V0-DIFF0 42....+00000005 43....+10000102 44....-20000026 45....-30000076410033+D0-RESLT 42....+00000003 43....+00000003 44....+00000004 45....+00000002410034+D0-MEAN0 42....+00000002 43....+00307642410035+D0-MEAN0 42....+00000003 43....+00290853410036+D0-MEAN0 42....+00000005 43....+00459673410037+D0-DIFF0 42....+00000002 43....+10000002 44....-20000003 45....+30000002410038+D0-DIFF0 42....+00000003 43....+10000003 44....-20000007 45....+30000003410039+D0-DIFF0 42....+00000005 43....+10000003 44....+20000003 45....-30000007


• Formats and Data Recording

The following formats are used torecord results in the Meas Job.

Horizontal direction results:

WI 41 HZ-RESLT = Horizontaldirectionresults

V0-RESLT = Verticaldirectionresults

D0-RESLT = Slopedistanceresults

WI 42 Number of target pointsobserved

WI 43 Number of sets active in thecomputation

WI 44 Standard deviation of asingle horizontal or verticaldirection, or a slope distance

WI 45 Standard deviation of themean horizontal or verticaldirection, or slope distance


HorizontalResults

Number of targetpoints

=3

Number of sets

=3

mR(standard deviation of

a single direction)=3.8 cc

mM(standard deviation of

the mean direction)=2.2 cc

410019+HZ-RESLT 42....+00000003 43....+00000003 44....+00000038 45....+00000022

WI 41 WI 42 WI 43 WI 44 WI 45


WI 41 HZ-MEAN0 = Meanhorizontaldirection

V0-MEAN0 = Mean verticaldirection

D0-MEAN0 = Mean slopedistance

WI 42 Target Point Id

WI 43 Mean value


HorizontalMean

Target Point Id Mean HorizontalDirection (First target

point always =0)

410020+HZ-MEAN0 42....+00000002 43....+00000000

410021+HZ-MEAN0 42....+00000003 43....+03880358

410022+HZ-MEAN0 42....+00000005 43....+09063360

WI 41 WI 42 WI 43


WI 41 HZ-DIFF0 = Horizontaldirectionresidual,per set

V0-DIFF0 = Verticaldirectionresidual, perset

D0-DIFF0 = Slopedistanceresidual, perset

WI 42 Target Point Id

WI 43 - 48 Residuals, per set


Residual(Mean Direction) per

Set

Target Point Id Set number andresidual

(Point Id 3,Set 1 = - 3.4 cc)

Set number andresidual

(Point Id 3,Set 2 = +6.3 cc)

Set number andresidual

(Point Id 3,Set 3 =- 2.9 cc)

410020+HZ-DIFF0 42....+00000002 43....+10000000 44....+20000000 45....+30000000

410020+HZ-DIFF0 42....+00000003 43....-10000034 44....+20000063 45....-30000029

410020+HZ-DIFF0 42....+00000005 43....+10000003 44....-20000020 45....+30000016

WI 41 WI 42 WI 43 WI 44 WI 45


Vertical direction results:


VerticalMean

Target Point Id Mean VerticalDirection

410020+V0-MEAN0 42....+00000002 43....+06456103

410020+V0-MEAN0 42....+00000003 43....+06215224

410020+V0-MEAN0 42....+00000005 43....+07412466

WI 41 WI 42 WI 43

Vertical Results Number of targetpoints

=3

Number of sets

=3


a single direction)= 5.7 cc


the mean direction)= 3.3 cc

410019+V0-RESLT 42....+00000003 43....+00000003 44....+00000057 45....+00000033

WI 41 WI 42 WI 43 WI 44 WI 45

Residual(Mean Direction)

per Set

Target Point Id Set number andresidual (Point Id 3,

Set 1= + 2.9 cc)

Set number andresidual (Point Id 3,

Set 2= - 4.1 cc)


Set 3= +1.1 cc)

410020+V0-DIFF0 42....+00000002 43....+10000022 44....+20000042 45....-30000064

410020+V0-DIFF0 42....+00000003 43....+10000029 44....- 20000041 45....+30000011

410020+V0-DIFF0 42....+00000005 43....+10000102 44....- 20000026 45....-30000076

WI 41 WI 42 WI 43 WI 44 WI 45


Slope distance results


DistanceResults

Number of targetpoints

=3

Number of sets

=3


a single direction)= 0.4 mm


the mean direction)= 0.2 mm

410019+D0-RESLT 42....+00000003 43....+00000003 44....+00000004 45....+00000002

WI 41 WI 42 WI 43 WI 44 WI 45

Distance Mean Target Point Id Mean Distance

410020+D0-MEAN0 42....+00000002 43....+00307642

410020+D0-MEAN0 42....+00000003 43....+00290853

410020+D0-MEAN0 42....+00000005 43....+00459673

WI 41 WI 42 WI 43

Residual(Mean Distance)

per Set

Target Point Id Set number andresidual (Point Id 3,

Set 1= +0.3 mm)


Set 2= - 0.7 mm)


Set 3= +0.3 mm)

410020+D0-DIFF0 42....+00000002 43....+10000002 44....- 20000003 45....+30000002

410020+D0-DIFF0 42....+00000003 43....+10000003 44....- 20000007 45....+30000003

410020+D0-DIFF0 42....+00000005 43....+10000003 44....+20000003 45....-30000007

WI 41 WI 42 WI 43 WI 44 WI 45


• More Information

Further information is given relatingto the differences of themeasurements. Single points or fullsets can be deactivated prior tocalculation.

Pnt. StatusPoint used for computation (ON/OFF).

Set no.Present displayed set.

Set StatusPoint used for computation (ON/OFF).

ResidualDifference in horizontal direction,vertical direction or slope distance,using the direction of the active setand the averaged direction of all sets.For the vertical directions, theresidual is used to compute thestandard deviations.

Active PtsNumber of points used in thecalculation.

SetsNumber of sets used in thecalculation.

Point no.Target point.

Re-calculate the results andreturn to the dialog showing

the results.

Display previous set.

Display the next set.

Display the previous point.

Display the next point.

Exit the program.


SETS\ More Info - HzActive Pts: 2 Sets: 3Point Id : 501Pt Status : ONSet No. : 1Set Status: ONResidual : 0.0000 g

RECLC S<-- -->S P<-- -->P

MC

QUIT


Examples and used formulae

A typical example of a Hz -measurement is shown in thefollowing list:The example shows a survey with 3sets and 4 targets with directionsin ° ' ".The calculations are carried outaccording to the following table.

PtNr Face I Face II Averageface I+II (a)

Reducedaverage of

set (b)

Average(d)

r= d - b v= r+q v²

1 0°00'20" 180°00'17" 0°00'19" 0°00'00" 0°00'00" 0 +1 1

2 24°43'34" 204°43'31" 24°43'33" 24°43'14" 24°43'10" -4 -3 9

3 84°47'15" 264°47'11" 84°47'13" 84°46'54" 84°46'53" -1 0 0

4 306°41'52" 126°41'42" 306°41'47" 306°41'28" 306°41'28" 0 +1 1

q= -(∑ r)/Nq =

-(5")/4+1

∑ v=-1

1 45°00'13" 225°00'16" 45°00'15" 0°00'00" 0 0 0

2 69°43'24" 249°43'23" 69°43'24" 24°43'09" +1 +1 1

3 129°47'06" 249°47'08" 129°47'07"-9"

84°46'52" +1 +1 1

4 351°41'45" 171°41'44" 351°41'45" 306°41'30" -2 -2 4

q= -(∑ r)/Nq =

-(0)/40

∑ v=0

1 90°00'19" 270°00'19" 90°00'19" 0°00'00" 0 -1 1

2 114°43'28" 294°43'26" 114°43'27" 24°43'08" +2 +1 1

3 174°47'10" 354°47'15" 174°47'13" 84°46'54" -1 -2 4

4 36°41'47" 216°41'45" 36°41'46" 306°41'27" +1 0 0

q= -(∑ r)/Nq =

-(2)/4-1

∑ v=-2

∑ v² = 23

Σv² 23"mR= (N-1) (s-1) = (4-1) (3-1) = ±2’’

mR

√smM= =

2’’

√3= ±1’’


A typical example of a V -measurement is shown in thefollowing list:The example shows a survey with 3sets and 4 targets and directions in° ' ".The calculations are carried outaccording to the following table. Thesame method is used for slopedistances.

Pt-Nr

Face I Face II Averageface I+II (a)

Average(d)

v = d-a v²

1 87°13'58" 272°46'24" 87°13'47" 87°13'46" -1 1

2 88°42'12" 271°18'18" 88°41'57" 88°41'55" -2 4

3 89°44'22" 270°16'00" 89°44'11" 89°44'11" 0 0

4 91°06'47" 268°53'38" 91°06'34" 91°06'33" -1 1

1 87°14'01" 272°46'22" 87°14'49" -3 9

2 88°42'09" 271°18'20" 88°41'54" +1 1

3 89°44'27" 270°16'00" 89°44'13" -2 4

4 91°06'47" 268°53'40" 91°06'33" 0 0

1 87°14'01" 272°46'34" 87°13'43" +3 9

2 88°42'09" 271°18'20" 88°41'54" +1 1

3 89°44'23" 270°16'04" 89°44'09" +2 4

4 91°06'49" 268°53'42" 91°06'33" 0 0

Σ V= -2

Σ Σ Σ Σ v2= 34

Examples and used formulae, continued

Σv² 34"mR= N*s-1 = 4*3-1 = ±2’’

mR

√smM= =

2’’

√3= ±1’’


∑v2

(N-1) (s-1)


Meas Method> < All targets have to be observedfor face II in opposite order to theobservations in face I.

Average of the differences forhorizontal directions.

Standard deviation of one horizontaldirection observed in two faces.

Used formulae and designations

a = In both faces observed andaveraged direction.

b = In both faces averaged andreduced direction of a set

d = Final averaged direction fromall sets.

r = Difference between a finaldirection averaged from allsets and a single direction ofa set.

q = Average of the differences (r).v = Residuals.s = Number of setsN = Number of targets.

r = d - bv = r + q for horizontal directionsv = d - a for vertical directions

Standard deviation of one verticaldirection observed in two faces.

Standard deviation of an averageddirection from all sets.

Configuration


Start the "Configuration Editor" fromthe "SETS MENU" dialog.

Examples and used formulae, continued

mR=

∑v2

N*s-1mR=

∑rq = N

mRq = √s

SETS\ ConfigurationMeasMode : <>User Disp.: NOHz Tol. : 0°00�16��V Tol. : 0°00�16��Log File : OFFLog FlName: SETS.LOG

CONT DEFLT INFO

MC

QUIT

Meas Job : FILE01.GSIData Job : FILE02.GSI



Set default values. Defaultvalues are displayed in dialog

"CONFIGURATION".

Exit the program


the dialog "SETS MENU".

V Tol.Input the tolerance for verticaldirections. This defines the limit forthe difference in the verticaldirections between the actualobservations and the directionsobserved within the first half set. Ifthe tolerance is exceeded, a warningis given.

Log FileON, records measurements in a Log-File.The format is described in chapter"Log File" (see next page).




> > All targets have to be observedin face II using the same sequenceas for the observations in face I.

◊ Each target has to beobserved in face II immediately afterits measurement for face I has beencompleted.

User DisplSet to YES, the display defined in the"MEAS" application will be used.NO uses the "SETS OF ANGLES"default display.

Hz Tol.Input the tolerance for Hz-directions.This defines the limit for thedifference between the actualdirection and the direction observedwithin the first half set. A change inthe horizontal circle orientation isalways accounted for, after observingthe first target within a new set. If thetolerance is exceeded, a warning isgiven.



Log File

If "LOG FILE" is set to ON themeasurements and the results arestored in the ASCII-file specifiedwithin the "Configuration Editor". Thisfile is created in the directory LOG onthe memory card. Subsequently, youcan read the memory card on yourPC and obtain a hard copy of theLog-file.


Log-file.


HeaderThe header line will contain theprogram used, information about theinstrument, the name of the data fileas well as date and time the programwas started.

DataThe average horizontal and verticalangles of all sets, the standarddeviation for one measurement andthe standard deviation of an angleaveraged from all sets, are stored inthe Log-File.

The following data are the result ofrunning Sets of Angles to measurethree sets to three target points andcomputing the horizontal, vertical anddistance results (the same data as inthe Meas Job shown previously.)

Example of Logfile Data


Example of Logfile Data, continued

Leica Geosystems Program Sets of Angles V 1.00Instrument :Meas. File : FILE01.GSIProgram Start : 29/04/1998 at 11:04

Station : 1E= 100.00000m N= 100.00000mH= 400.00000m hi= 0.00000m

Horizontal set results:3 Sets measured with 3 points each.

Standard deviation of any measurement : 0.00038gStandard deviation of mean from all measurements : 0.00022g1. Point Id : 2

mean direction : 0.00000gRefl. Ht. : 0.00000mPrism Type : Leica refl.tapePrism Constant : 0.03440m

2. Point Id : 3mean direction : 38.80359gRefl. Ht. : 0.00000mPrism Type : Leica refl.tapePrism Constant : 0.03440m


continues next page


Results of single sets:

1. Point Id : 2Set 1 : Residual : 0.00000g

average : 0.00000gSet 2 : Residual : 0.00000g


average : 0.00000g2. Point Id : 3

Set 1 : Residual : -0.00034gaverage : 38.80393g

Set 2 : Residual : 0.00064gaverage : 38.80295g



average : 90.63357gSet 2 : Residual : -0.00020g


average : 90.63344g

Vertical set results:3 Sets measured with 3 points each.

Standard deviation of any measurement : 0.00057gStandard deviation of mean from all measurements : 0.00033g continues next page










average : 64.56168g


average : 62.15195g continues next page




Set 3 : Residual : 0.00011gaverage : 62.15214g




average : 74.12543g

Distance set results:3 Sets measured with 3 points each.

Standard deviation of any measurement : 0.00004mStandard deviation of mean from all measurements : 0.00002m

1. Point Id : 2mean distance : 3.07642mRefl. Ht. : 0.00000mPrism Type : Leica refl.tapePrism Constant : 0.03440m

2. Point Id : 3mean distance : 2.90853mRefl. Ht. : 0.00000mPrism Type : Leica refl.tapePrism Constant : 0.03440m

3. Point Id : 5 continues next page




mean distance : 4.59673mRefl. Ht. : 0.00000mPrism Type : Leica refl.tapePrism Constant : 0.03440m


1. Point Id : 2Set 1 : Residual : 0.00000m

average : 3.07640mSet 2 : Residual : -0.00003m

average : 3.07645mSet 3 : Residual : 0.00000m

average : 3.07640m2. Point Id : 3

Set 1 : Residual : 0.00003maverage : 2.90850m

Set 2 : Residual : -0.00007maverage : 2.90860m

Set 3 : Residual : 0.00003maverage : 2.90850m

3. Point Id : 5Set 1 : Residual : 0.00003m

average : 4.59670mSet 2 : Residual : 0.00003m

average : 4.59670mSet 3 : Residual : -0.00007m

average : 4.59680m

124TPS1100 - Appl. Prog. Ref. Manual 2.2.0en Traverse

Traverse

Introduction

This manual describes the "Traverse"program of the TPS1100Professional Series instruments.

Using data about direction anddistance, the program continuouslycomputes the coordinates of thestation (in the example shown above,the instrument "moves" from onestation to the next, previouslymeasured point) and aligns thehorizontal circle.

For a point whose coordinates areknown, the deviation from thecoordinates determined bymeasurement can be computed anddisplayed.

Individual stations can be calculatedas "sideshots" (SP). The coordinatesand directions of these points arealso determined in the course of thisprogram.

If the program is terminated (e.g. torecord a detail point), the valuesremain stored. The measurementprocedure can be resumed aftercalling up the program again.

1100

pr61

BacksightStn1

Pt2

Pt3 Pt4

SP3

SP1 SP2SP4

LastPoint

There is no adjustment of thesedifferences in coordinates anddirection. Subsequently, however, themeasurements stored on thePCMCIA can be processed with theassistance of an appropriate softwareprogram.


Traverse Menu

Traverse MenuIn this display, the individual functionsof the program can be called. After afunction has been performed, theuser returns to this display.

New traverse

Any data of a previous traverse in thememory will be erased at the start ofa new traverse. To avoidunintentional erasing, a confirmationmust be made.The first dialog requests the entry ofthe station point number, height ofinstrument, station coordinates andthe setting of a specified Hz-angle.

Occupy StationSelect to occupy a station previouslymeasured in this traverse.

Traverse PointSelect to measure to the nexttraverse station.

Sideshot PointSelect to measure to a sideshotpoint.

Close TraverseSelect to compute the misclosuredata for the current traverse.

New TraverseSelect to discard any retainedinformation and start a new traverse.

End ProgramSelect to end the traverse program.Data for the current traverse will beretained in memory for use if theprogram is restarted later.

Press to accept the currentlyhighlighted selection.

Start the"CONFIGURATION".

Press this keycombination to quit the

Traverse program at any time.

Station IdInput the Point Id of the first occupiedstation in the traverse.

Trav\ Start TraverseStation Id: Station100Inst. Ht. : 1.635 mStn. East : 23541.025 mStn. North: 55231.177 mStn. Elev.: 521.358 mHz : 233°15�25��

REC Hz0 IMPOR

MC

VIEW

Trav\ Traverse Menu1 Occupy Next Station2 Measure Traverse Point3 Measure Sideshot Point4 Close Traverse5 Start Traverse6 End program

CONT

MC

CONF QUIT


Records manually enteredstation data on the active

recording device. The programproceeds to the "Measure Mode"dialog.

Set horizontal-circle direction.For further information,

please refer to chapter "Measure &Record" of "System" - user manual.

Import station coordinates.For further information,

please refer to chapter "Setup" of"System" - user manual.

Press this keycombination to import

and view the stored coordinates of apoint.

Inst. Ht.(Optional, but necessary to correctlycompute elevations.) Input the heightof the instrument tilting axis abovethe occupied station.

Stn.EastInput the Easting, or X ordinate, ofthe occupied station. The stationcoordinates may be imported usingthe IMPOR hotkey.

Stn.NorthInput the Northing, or Y ordinate, ofthe occupied station.

Stn.Elev(Optional, but necessary to computeelevations.) Input the Elevation, or Zordinate, of the occupied station.

HzThe current horizontal circle value.

• Select method of orientation

Three different methods orientationare available

1. Confirm the orientation already setin the system.1 No measurementsare performed (SYS).

2. Calculation of an azimuth fromcoordinates to one tie point. Afollowing measurement to the tiepoint orients the Hz-circle (INPUT).(See "Calculation Azimuth".

3. Manual input of the azimuth to onetie point. A measurement to the tiepoint is required (AZI).(See "Enter Backsight Azimuth")

1 If the orientation was previouslydetermined with the"ORIENTATION" program, forexample.

New traverse, continued


Search coordinates in theData Job. Continue with the

"Measure Backsight Point" dialog.

Select the "MeasureBacksight Point" dialog and

enter the azimuth.

Manual entry of coordinatesfor the tie point. The standard

input dialog of the TPS 1100 is used.Continue with the "MeasureBacksight Point" dialog.

Confirms the presentorientation. Continues with

the dialog "TRAVERSE MENU".

Search and view coordinatesin the Data Job.

• Calculate Azimuth

This dialog corresponds to theTPS1100 Professional series"MEASURE" dialog.On completion of a measurement,the program continues either with"MULTIPLE MEAS" or with the"TRAVERSE MENU" according to thesettings in the configuration.


Data JobFilename and location of the Jobcontaining point coordinates to berecalled.

Search forDescribes what will be searched forin the Data Job.

Point IdInput the Point Id to search for.

Trav\ Define Backsight Pt

Data Job : MYFILE.GSI A:


MC

QUIT

SEARC AZI INPUT SKIP VIEW

Trav\ Start TraverseMeasure Backsight PointPoint Id : 500Refl. Ht. : 1.300 mHz : 249°10'20''V : 90°19'52''Slope Dist: ----- m


MC

I<>II QUIT

Height Dif: ----- mEast : ----- mNorth : ----- mElevation : ----- m


Simultaneously measure andrecord data in the Meas Job.

Measure a distance1

and record data in theMeas Job.

Measure a distancewithout recording in

the Meas Job.

Proceed to the dialog"TRAVERSE MENU".



1 Distance measurement is optional.

• Enter Backsight Azimuth

This dialog corresponds to the TPS1100 Professional series"MEASURE" dialog with theadditional entry of the backsightazimuth.On completion of the firstmeasurement, the programcontinues either with "MULTIPLEMEAS" or with the "TRAVERSEMENU" according to the settings inthe configuration.

BS AzimuthEnter the backsight azimuth for theorientation.


Measure a distance1



the Meas Job.





Trav\ Start TraverseMeasure Backsight PointBS Azimuth: ----- gPoint Id : 500Refl. Ht. : 1.300 mHz : 249°10'20''V : 90°19'52''


MC

I<>II QUIT

Slope Dist: ----- mHeight Dif: ----- mEast : ----- mNorth : ----- mElevation : ----- m


The instrument is set up onpreviously measured traverse point.A measurement (distance measure-ment is optional) is made to the lasttraverse point.

This dialog corresponds to theTPS1100 Professional series"MEASURE" dialog. After thefunction has been performed, thestation coordinates and orientationare set in the instrument.

Occupy station

Station IdStation identifier

BacksightBacksight identifier


Measure a distance1



the Meas Job.



Toggles to select the lastmeasured sideshot, or the

last measured traverse point, as thenew station.2



2 Only active if a sideshot point wasmeasured.

I<>II QUIT

Slope Dist: ----- mHeight Dif: ----- mEast : ----- mNorth : ----- mElevation : ----- m

Trav\ Occupy Traverse PtStation Id: 2Backsight : 1Inst. Ht. : 1.300 mRefl. Ht. : 1.300 mHz : 249°10'20''V : 90°19'52''

MC

ALL DIST REC CONT TARGT SS


Traverse Point / Sideshot Point

Only one Traverse Point may bemeasured to (distance required) fromany given Occupy Station. As manySideshot Points as desired may bemeasured (distance required).

This corresponds to the TPS1100Professional series "MEASURE"dialog. After the measurement, theprogram continues either with"MULTIPLE MEAS" or with the"TRAVERSE MENU" according to thesettings in the configuration.



Meas Job.


the Meas Job.




I<>II QUIT

East : ----- mNorth : ----- mElevation : ----- m

Trav\Measure Traverse PointPoint Id : 2Refl. Ht. : 1.300 mHz : 249°10'20''V : 90°19'52''Slope Dist: ----- mHeight Dif: ----- m

MC



The program requires a closing pointfor comparison with the last traversepoint measured. The default pointnumber is the starting point of thetraverse.

Close traverse

Seach coordinates in theData Job.

Enter coordinates using thestandard input dialog.

Confirms the coordinates ofthe starting point.

Search and view coordinatesin the database.

No. of Pts.Number of traverse points

LengthLength of traverse

Hor. Miscl.Horizontal misclosure

Vert.Miscl.Vertical misclosure

∆∆∆∆∆ EastMisclosure in easting (X)

∆∆∆∆∆ NorthMisclosure in northing (Y)

Azi H.MiscAzimuth of horizontal misclosure

H PrecisnPosition precision

traverse length=

horizontal misclosure

V PrecisnVertical precision

traverse length=

vertical misclosure

Trav\ Define Closing Pt

Data Job : FILE02.GSI A:


SEARC INPUT ST PT VIEWMC

QUIT

QUIT

Azi H.Misc: 90°19'52''H Precisn : 83569V Precisn : 6528

Trav\ Closure ResultsNo.of Pts.: 3Length : 1676.367 mHor. Miscl: 0.040 mVert.Miscl: 0.262 m∆∆∆∆∆East : -0.016 m∆∆∆∆∆North : -0.037 m

MC

STORE PLOT MENU


The results of the traverseare recorded in the Meas

Job.

Plot of the traverse.

Continue with the "TraverseMenu".

Examples

Codeblocks with results of the traverse closure:

WI 41: Code 38WI 42: Number of traverse points.WI 43: Length of traverse (sum of legs).WI 44: Azimuth of misclosure

WI 41 Code 39WI 42 Horizontal MisclosureWI 43: Misclosure eastingWI 44: Misclosure northingWI 45: Misclosure in height

Close traverse, continued

410010+00000038 42....+0000005 43....+01013515

410011+00000039 42...+0000123 43...+00000045 44...+0000011445...+00000087


WI 41 Code 40WI 42 Position precision (traverse length / Horizontal

misclosure)WI 43: Vertical precision (height difference / Horizontal

misclosure)

Measurement block with the traverse Station Coordinates of stationpoints

WI 11: Point numberWI 25: ∆Hz (correction of orientation)WI 84: E

0 easting coordinate

WI 85: N0 northing coordinate

WI 86: HeightWI 88: Instrument height

Plot

Generates a plot of the traverse.

Return to the dialog"CLOSURE RESULTS".

Close traverse, continued

410012+00000040 42....+0008239 43....+00011650

110015+00123456 25.143+14611200 84..40+0000121585..40-00003153 86..40+00403285 88..10+00001555

Trav\ PLOTN

RESLT

MC



Start the "Configuration Editor" fromthe "traverse menu" dialog.

Configuration

CodeInput the code number used whenrecording results in the Meas Job(max. 8 characters).

Log FileSet to ON, the program will recordmeasurement data in the Log Fileaccording to the format described onchapter Log File.


Accept the displayedparameters and return to the

"TRAVERSE MENU".

Set all values to default.Default values are shown in

dialog.

Display the TraverseInformation dialog.


Two FacesYES for dual-face measurementNO for single-face.

Mult.MeasYES to allow multiple measurements,NO for single measurement.



Trav\ ConfigurationTwo Faces : NOMult.Meas : NOCode : 38Log File : OFFLog FlName: TRAVERSE.LOGMeas Job : FILE01.GSI

MC

CONT DEFLT INFO

QUIT

Data Job : FILE01.GSI


Multiple Measurement

The measurement to a point can berepeated as often as desired toachieve a higher accuracy orreliability. The mean value of themeasurements and the respectivestandard deviation is displayed.

σ σ σ σ σ HzStandard deviation of the horizontaldirection for a single measurement.

σ σ σ σ σ VStandard deviation of the verticalangle for a single measurement.

σ σ σ σ σ Slope DistStandard deviation of the slopedistance for a single measurement.

Ø HzMean value of the Hz-measurements.

Ø VMean value of the V-measurements.

ØSlope DistMean value of the slope distances.

Point no.The target point number.

No. of MeasCounter of the measurements.

Further measurements.

Delete all measurements ofthe current point and start

again.

Record the mean value of themeasurements on the active

recording device. Return to the"TRAVERSE MENU" dialog.


Accept the mean values andreturn to the "TRAVERSE

MENU".

ØV : 103°45'25''ØSlopeDist: 50.125 m

Trav\ Multiple MeasPoint No. : 500No. of Meas : 1σσσσσHz : 0°00'00''σσσσσV : 0°00'00''σσσσσSlopeDist: 0.001 mØHz : 45°00'52''

MCMEAS CLEAR REC TARGT ACCEP


Log File

If "LOG FILE" is set to ON, themeasurements and the results arestored in the LOG FILE specifiedwithin the "Configuration Editor". Thisfile is created in the directory LOG onthe memory card. Subsequently, youcan read the memory card on yourPC and obtain a hard copy of theLog-file.


Log-file.


HeaderThe header line will contain the nameof this program, information about theinstrument, the name of the data fileand date and time.

RecordComputed coordinates of traversepoints are continously stored. Theoption Close traverse in the"TRAVERSE MENU" displays andstores at any time the coordinate -differences of traverse points ofwhich the coordinates are known.


Leica Geosystems Program Traverse V 1.00Instrument : TCA1103, Serial 102999Meas. File : MYFILE.GSIProgram Start : 20/04/1998 at 10:25

Backsight : 500Station : Pt.1

E= -0.679m N= 9.545m H= 400.062m hi= 1.530m

Station : Pt.2E=-13.462m N=10.528m H= 400.170m hi= 1.650m

Station : Pt.3E=26.513m N=16.821m H= 401.260m hi= 1.610m

Last Trav.Pt. : 501E= -77.949m N= 25.037m H= 399.923m

Closing Pt. : 501E= -78.016m N= 24.996m H= 400.181m

No. of Pts. : 4Length : 82.788mHor. miscl. : 0.047mVert. miscl. : 0.268mDEasting : -0.017mDNorthing : -0.031mAzi H.miscl : 226°51'25"H Precision : 2036V Precision : 2356

Typical log file entry in the "TRAVERSE"

Log File, continued

138TPS1100 - Appl. Prog. Ref. Manual 2.2.0en Local Resection

Introduction

This manual describes the "LocalResection" program of the TPS1100Professional Series.

Local ResectionThe program can be used to deducethe three-dimensional localcoordinates for the instrument stationand the orientation of the horizontalcircle from measurements to 2 targetpoints. To compute the positioncoordinates, at least 4 elements (2distances and 2 directions) arenecessary.

For simultaneous determination ofthe local station elevation, height ofinstrumentand height of reflectormust already have been input.

The program allows measurement insingle or dual-face mode.

Two points are measured from anyinstrument station. The first pointmeasured forms the centre of a localcoordinate system (N=0; E=0; H=0).The second point measureddetermines the direction of the positi-ve N - axis.

Station Data


Proceed to the dialog"MEASURE POINT 1".


Quit program.

LRes\ Station Data

Station Id: Station2Inst. Ht. : 1.555 m

CONT

MC

CONF QUIT11

00pr

64

1sttarget

Station

East

Ele

vatio

n

Nor

th

Local

N-axis2ndtarget


Target Point

This dialog is similar to theTPS1100’s basic "MEASURE MODE"dialog. Once the measurement to thefirst and to the second point is taken,the program will proceed to the dialog"RESULTS".


Accept the measurement.




measurement job.

Measure a distance.

Calculation

In this dialog the calculated stationcoordinates are shown withorientation.

Station IdStation point number

EastCalculated E (local) for the station

NorthCalculated N (local) for the station

ElevationCalculated Elevation (local) for thestation

Ht. Diff. : 1.002 mEast : 231.463 mNorth : 56.785 mElevation : 72.235 m

LRes\ Measure Point 1Point Id : 12Point Code: -----Refl. Ht. : 1.300 mHz : 2°10�20��V : 90°19�52��Horiz Dist: ----- m

MCALL DIST REC CONT TARGT

I<>II QUIT

LRes\ Local Resec. ResultsStation Id: 1East : -3.369 mNorth : 0.569 mElevation : 0.235 mHz Ori. : 135°34�56��

SET STORE

MC

QUIT


Hz. OriAngular correction needed to orientthe instrument


instrument. Note that this key will endthe program.

Record the following resultsin the measurement job:


Exit the program.

Configuration





"STATION DATA" dialog.





LRes\ Configuration

Two Faces : NOMeas Job : FILE01.GSIDATA Job : ALNFILE0.GSI

CONT DEFLT INFO

MC

QUIT





Set the value to the default.





142TPS1100 - Appl. Prog. Ref. Manual 2.2.0en COGO

COGOThe function "Offsets " consists ofthe following subfunctions:• "Distance point straight line"

Calculates the difference in length/abscissa and the lateral deviation/ordinate with reference to a basisline emanating from a known point.

• "Orthogonal point calculation"A new point can be calculatedwhich emanates from a basis lineusing the difference in length/abscissa and the lateral deviation/ordinate.

The "Point Arc " routine computes aradius point given any three points.

The point coordinates can either:• be determined by measurement,• entered manually using a keyboard

or• read from the memory card.

Introduction

This manual describes the "COGO"program of the TPS1100Professional Series.The following provides a generaloverview of the individual COGOfunctions.

The "Inverse " routine computes thedirection and distance between twopoints.

The "Traverse " routine computes anew coordinate point given adirection and distance from a knownpoint (Polar stakeout).

The "Intersections " routinecomputes:• Bearing-Bearing intersections,• Bearing-Distance intersections,• Distance-Distance intersections or• Intersection by Points

Data, both measured and read fromthe memory card, can be mixed. Thismeans, however, that stationcoordinates and orientation have tobe correctly set.

Directions and distances can beentered manually, called up or freshlydetermined. The values can then beamended by means of multiplication,division, addition and subtraction.

The program "Stakeout" can becalled up directly from the individualresult dialog boxes (if available) inorder to set out the pointsimmediately.The program "Stakeout" assumesthat the instrument is set andoriented to a known point.


Configuration

Start the "Configurations Editor" fromthe "COGO MENU" dialog.


Direc. Type BearingAzimuth

OffsetYES entering a parallel

displacement is possibleNO entering a parallel

displacement is not possible





Accept displayed values andproceed to the dialog "COGO

MENU".

Set all values to default. Thevalues are shown in the

dialog above.


Exit the program.

COGO\ ConfigurationDirec.Type: AZIMUTHOffset : YESMeas Job : FILE01.GSIData Job : FILE02.GSI

CONT DEFLT INFO

MC

QUIT


Function selection (COGO Menu)

Call up the"Configuration-Editor".

Inverse (polar calculation)

Computes distance and directionbetween two points.

Station coordinates andorientation need to have

been set correctly before thecoordinates of point 1 (and/or 2) canbe determined by measurement.

Call up the function Inverse inthe "COGO MENU" dialog.

Search• Direction (magnetic bearing or

azimuth)• Horizontal distance

Given• point 1 (E, N)• point 2 (E, N)

Search for the coordinates ofthe first (second) point in the

datajob.

COGO\ COGO Menu1 Inverse2 Traverse3 Intersections4 Offsets5 3 Point Arc6 End COGO

CONT

MC

CONF QUIT

COGO\ Inverse From




MC

QUIT

1100

pr67

N

Azi

mut

h

Horiz.

Dist

.

E

2

1


Measuring the first (second)point of the straight line.

Manual entering of the first(second) point of the straight

line.



Exit the program.

The following dialog box shows theresult of the polar calculation fromboth the given points:

SouthWestDisplay of magnetic bearing.If "Azimuth " is selected in theconfiguration during "Direc. Type :",then the azimuth will be displayedbetween both the points.

Horiz.Dist.Display of horizontal distancebetween the points

Return to "COGO Menu".

Exit the program.

FromDisplay of point number of the firstpoint

ToDisplay of point number of thesecond point

Inverse (polar calculation), continued

COGO\ Inverse Results

From : 1010To : 1020SouthWest : 89°37�45��Horiz.Dist: 31.237 m

CONT

MC

QUIT


Traverse

Computes a new point given adirection and distance from a knownpoint.


been set correctly before thecoordinates of point 1 can bedetermined by measurement.

Call up the function "Traverse"from the "COGO MENU".

Search• coordinates of point 2 (E, N)

Given• point 1 (E, N),• Direction (magnetic bearing or

azimuth),• Horizontal distance.

Measuring the first point.

Manual entering of the firstpoint.



Exit the program.COGO\ Traverse From




MC

QUIT

Search for coordinates of thefirst point in the data job.

Continue to „Defining direction bymagnetic bearing“ or „Definingdirection by azimuth“.

1100

pr67

NA

zim

uth

Horiz.

Dist

.

E

2

1


Defining direction by magnetic bearing

If "Bearing " is selected in theconfiguration for "Direc. Type: ", thenthe following dialog box appears:

NortheastEnter magnetic bearing

OffsetEnter parallel displacement.Only active if "YES" is entered in theconfiguration during "Offset :"Left = negative parallel offsetRight = positive parallel offset

Accept displayed values andproceed with dialog "Distance

to Traverse".

Determining the direction bymeans of the function "Polar

calculation"(refer to chapter"Inverse").

INPUT Enter quadrant, magnetic bearingRCALL Call up of a direction

which has been previously storedusing the function "Polarcalculation ".

Quadrant

Enter quadrant:1 = NorthEast2 = SouthEast3 = SouthWest4 = NorthWest

Changing the directionsee under existing

dialog box "MODIFY BEARING"

Exit the program.

NorthEastDisplay of entered magnetic bearings

MultiplyEntering multiplication factor

DivideEntering division factor

COGO\ TraverseDirection to Traverse

Quadrant : 1NorthEast : 0°00�00��Offset : 0.000 m

CONT INV RCALLMC

MODIF QUIT

COGO\ Modify BearingNorthEast : 0°00�00��Multiply : -----Divide : -----Add : 0°00�00��Subtract : 0°00�00��Northeast : 0°00�00��

CONT

MC


AddEntering angle for a correction to theright

SubtractEntering angle for a correction to theleft

NorthEastDisplay of corrected magneticbearings


to Traverse".

Defining direction by Azimuth

If "Azimuth " is selected in theconfiguration for "Direc. Type: ", thenthe following dialog box appears:

COGO\ TraverseDirection to Traverse

Azimuth : 0°00�00��Offset : 0.000 m

CONT INV RCALL

MC

MODIF QUIT

AzimuthEntering Azimuth

OffsetEntering parallel displacement.Only active if "YES" is entered in theconfiguration during "Offset: "Left = negative parallel offsetRight = positive parallel offset


to Traverse".


calculation " (refer to chapter"INVERSE").

INPUT Entering AzimuthRCALL Call up of a

direction which has been previouslystored using the function "Polarcalculation ".

Changing the direction(refer to dialog "Modify

Azimuth ")

Exit the program.

Defining direction by magnetic bearing, cont.


AzimuthDisplay of corrected Azimuth

Accept displayed values andproceed to dialog "Distance

to Traverse" .

AzimuthDisplay of entered Azimuth



AddEntering angle for a correction to theright

SubtractEntering angle for a correction to theleft

Defining horizontal distance

Horiz.DistEntering horizontal distance

OffsetEntering parallel displacement.Only active if "YES" is entered in theconfiguration during "Offset: "Left = negative parallel offsetRight = positive parallel offset

Accept displayed values andproceed to dialog "Traverse

results".

Defining direction by Azimuth, continued

COGO\ Modify AzimuthAzimuth : 0°00�00��Multiply : -----Divide : -----Add : 0°00�00��Subtract : 0°00�00��Azimuth : 0°00�00��

CONT

MC

QUIT

COGO\ TraverseDistance to Traverse

Horiz.Dist: 0.000 mOffset : 0.000 m

CONT INV RCALL

MC

MODIF QUIT


Determining the distance bymeans of the function "Polar

calculation " (refer to chapter"Inverse").

INPUT Entering horizontal distance

RCALL Call up of adistance which has been previouslystored using the function "Polarcalculation".

Changing the distance(refer to dialog "Modify

Distance").

Exit the program.

Horiz.Dist.Display of entered horizontal distance



AddEntering distance for a positivecorrection

SubtractEntering distance for a negativecorrection

Horiz.Dist.Display of corrected horizontaldistance

Accept displayed values and proceedto dialog "TRAVERSE RESULTS".

Traverse results

The following dialog box shows theresult of the traverse:

Point IdEntering point number of the point tobe accepted

EastDisplay of east coordinate

NorthDisplay of north coordinate

ElevationEntering height (optional)

Defining horizontal distance, continued

COGO\ MODIFY DISTANCEHoriz.Dist: 0.000 mMultiply : -----Divide : -----Add : 0.000 mSubtract : 0.000 mHoriz.Dist: 0.000 m

CONT

MC

COGO\ Traverse ResultsPoint Id : -----East : 0.000 mNorth : 0.000 mElevation : -----

CONT STORE STAKE

MC

QUIT


Return to "COGO MENU".

The following results havebeen stored in the active

measurement data file:

WI 11 Station Point NumberWI 81 Easting coordinateWI 82 Northing coordinateWI 83 Elevation (optional)

If "Point Id" has not been entered, thefunction is not available.

Call up the program"Stakeout".

The program "Stakeout" assumesthat the instrument is set andoriented to a known point.If "Point Id" has not been entered, thefunction is not available.

Exit the program.

Intersections

Call up thefunction"Intersections" from the

"COGO MENU".

Bearing-Bearing Intersection

Search• Coordinates of intersection (E, N)

Given• point 1 (E, N), direction (magnetic

bearing or azimuth)• point 2 (E, N), direction (magnetic

bearing or azimuth)

Traverse results, continued

COGO\ Intersections1 Bearing-Bearing2 Bearing-Distance3 Distance-Distance4 Intersection by Points5 End Intersections

CONT

MC

QUIT

1100

pr69

N

E

2

1

Azi

mut

h #1

I

Azimuth #2




Call up the function "Bearing-Bearing" from the menu

"Intersections".


QuadrantEnter quadrant (First or secondstraight lines)1 = Northeast2 = Southeast3 = Southwest4 = Northwest

Bearing-Bearing Intersection, continued

Measuring the first (second)point of the straight line.

Manual entering of the first(second) point of the straight

line.



Exit the program.

Search for the coordinates ofthe first (second) point in the

datajob.

COGO\ 1st Bearing From




MC

QUIT

COGO\ Bearing #1Direction from 1st point


CONT INV

MC

MODIF QUIT


INPUTEnter bearing, mangnetic

bearing resp. azimuth (if "Azimuth "is selected in the configuration during"Direc. Type: "RCALLCall up of a direction which has beenpreviously stored using the function"Polar calculation ".

Changing the direction(as dialog box "Modify

Bearing", "Modify Azimuth")

Exit the program.

NorthEastEnter magnetic bearing (First orsecond straight lines)If "Azimuth " is selected in theconfiguration during "Direc.Type: ",then the azimuth of the first straightline (or the second straight line) canbe entered.

OffsetEntering parallel displacement.Only active if "YES" is entered in theconfiguration during "Offset :"Left = negative parallel offsetRight = positive parallel offset

Accept displayed values.



The following dialog box shows theresult of the bearing-bearingintersection:

Point IdEntering point number of the bearing-bearing





COGO\ Brg-Brg ResultsPoint Id : -----East : 0.000 mNorth : 0.000 mElevation : -----

CONT STORE STAKE

MC

QUIT


Return to"INTERSECTIONS".


measurement data file:WI 11 Station Point NumberWI 81 Easting coordinateWI 82 Northing coordinateWI 83 Elevation (optional)




Exit the program.

Bearing-Distance Intersection

Search• Bearing-bearing coordinates

S1 and S2 (E, N)

Given• point 1 (E, N), direction

(magnetic bearing or azimuth)• point 2 (E, N), radius



Call up the function "Bearing-Distance" from the menu

"INTERSECTIONS".

Search for the coordinates ofthe first point (or circle centre

point) in the datajob.

Measuring the first point (orcircle centre point).

Manual entering of the firstpoint (or circle centre point).


COGO\ Bearing From




MC

1100

pr70

N

E

2

1

Azi

mut

h #1

Horiz.Dist.

I2

I1




Exit the program.


NorthEastEnter magnetic bearingIf "Azimuth " is selected in theconfiguration during "Direc. Type: ",then the azimuth of the straight linecan be entered.

OffsetEntering parallel displacement.Only active if "YES" is entered in theconfiguration during "Offset :"Left = negative parallel offsetRight = positive parallel offset




QuadrantEnter quadrant:1 = Northeast2 = Southeast3 = Southwest4 = Northwest

Bearing-Distance Intersection, continued

COGO\ Bearing-DistanceDirection from 1st point


CONT INV RCALL

MC

MODIF QUIT


INPUT Enter bearing,mangnetic bearing resp.

azimuth (if "Azimuth " is selected inthe configuration for "Direc. Type: "RCALL Call up of a direction whichhas been previously stored using thefunction "Polar calculation ".


Bearing", resp. "Modify Azimuth")

Exit the program.

INPUT Entering radiusRCALL Call up of a radius



Distance").

Exit the program.

The following dialog box shows theresult of the bearing-distanceintersection:


Enter distance from second point:

Horiz.Dist.Entering radius


Determining the radius bymeans of the function "Polar


COGO\ Bearing-DistanceDistance from 2nd point

OK : 0.000 m

CONT INV RCALL

MC

COGO\ Brg-Dist ResultsPoint Id : -----East : 0.000 mNorth : 0.000 mElevation : -----

CONT OTHER STORE STAKE

MC

QUIT







Return to "Intersections ".

Changing between bothsolutions.






Exit the program.

Distance-Distance Intersection

Search• Bearing-bearing coordinates

S1 and S2 (E, N)

Given• point 1 (E, N), radius 1• point 2 (E, N), radius 2


been set correctly before thecoordinates of point 1 and/or 2 canbe determined by measurement.

1100

pr71

N

E

2

1

Horiz.Dist. #1

Horiz.Dist. #2

I2

I1




Exit the program.

Enter distance from points:

Horiz.Dist.Entering distance from first point (2nd

point)


Determining the radius bymeans of the function "Polar


Call up the function "Distance-Distance" from the menu

"Intersections ".

Search for the coordinates ofthe first circle centre point

(second circle centre point) in thedatajob.

Measuring the first circlecentre point (2nd circle centre

point).

Manual entering of the firstcircle centre point (2nd circle

centre point).

Distance-Distance Intersection, continued

COGO\ Distance-DistanceDistance from 1st point

Horz Dist.: 0.000 m

CONT INV RCALL

MC

MODIF QUIT

COGO\ 1st Distance From


Search for: PointId+E+NPoint Id : 58


MCQUIT


Return to "Intersections ".

Changing between bothsolutions


measurement data file:WI 11 Station Point NumberWI 81 Easting coordinateWI 82 Northing coordinateWI 83 Elevation (optional)If "Point Id" has not been entered, thefunction is not available.



Exit the program.

Distance-Distance Intersection, continued

The following dialog box shows theresult of the distance/distanceintersection:





COGO\ Dist-Dist ResultsPoint Id : -----East : 0.000 mNorth : 0.000 mElevation : -----

CONT OTHER STORE STAKE

MC

QUIT

INPUT Entering radiusRCALL Call up of a radius



Distance").

Exit the program.


Manually enter the pointcoordinates.

Search for and display thecoordinates of the point in the

active data job.

Exit the program.

Call up the function "Intersectionby Points" from the menu

"Intersections ".

Search for the coordinates ofthe 1st point of the first line

(and 2nd point, as well as pointsdefining second line) in the activedata job.

Determine the point bymeasurement.

COGO\ 1st Point of 1st Line


Search for: PointId+E+NPoint Id : 60


MC

QUIT

Intersection by Points

1100

pr84

N

E

2

1

3

4

Line#2

Line#1

I

Search• Coordinates of intersection (E, N)

Given• Point 1 (E,N), point 2 (E,N)• Point 3 (E,N), point 4 (E,N)


been set correctly before thecoordinates of any point can bedetermined by measurement.


Intersection by Points, continued

The following dialog shows theresults of an Intersection by Points:

Point IdEnter point id of the intersectionpoint.

EastDisplays east coordinate

NorthDisplays north coordinate

Elev.Enter point elevation (optional).

Offsets

Call up the function "Offsets" inthe "COGO MENU"

COGO\ Offsets1 Distance--Offset2 Set Point by Dist--Offset3 End Offsets

CONT

MC

QUIT

COGO\ Inters by Pnts ResultsPoint Id : -----East : 200.000 mNorth : 150.000 mElevation : -----

CONT STORE STAKE

MC

QUIT

Return to "Intersections"dialog.

Store the following results inthe active measurement data

file:WI 11 Station point numberWI 81 Easting coordinateWI 82 Northing coordinateWI 83 Elevation (optional)

If "Point Id" has not been entered thefunction is not executable.


"Stakeout" assumes that theinstrument is set and oriented to aknown point.If "Point Id" has not been entered thefunction is not executable.

Exit the program.


Distance-Offset


been set correctly before thecoordinates of point 1 resp. 2 and/orpoint 3 can be determined bymeasurement.

Explanation of the polarityrule of Horiz. Dist. and

Offset. During entering, the polarity isbased on the straight line 1 -> 2.

+ Offset Parallel displacementto the right

– Offset Parallel displacementto the left

+ Horiz.Dist. Displacement frombasis point 1 in thedirection of basispoint 2

– Horiz.Dist. Displacement frombasis point 1 in theopposite direction tobasis point 2

Search• Difference in length/abscissa

(Horiz.Dist)• Lateral deviation/ordinate (Offset)• Base point coordinates (E, N)

Given• Baseline Start Point 1 (E, N),• Baseline End Point 2 (E, N),• lateral point 3 (E, N)

Call up the function "Distance-Offset" from the menu

"Offsets ".

Search for the coordinates ofbaseline start point resp. the

baseline end point (or the lateralpoint) in the data job.

Measuring the baseline startpoint resp. the baseline end

point (or the lateral point).

COGO\ Baseline Start Pt.




MC

QUIT

1100

pr73

N

E

2

1

Dist. +

BasePoint

3

Offset +


Manual entering of thebaseline start point resp. the

baseline end point (or the lateralpoint).



Exit the program.

The following dialog box shows theresults:

Point IdEntering point number of the basepoint




DistanceDisplay difference in length/abscissa(Horiz. Dist.)

OffsetDisplay lateral deviation/ordinate(Offset)

Return to the menu"Offsets ".

Entering the new lateral pointwith reference to the already

existing basis line.




Distance-Offset, continued

COGO\ Offset ResultsPoint Id : -----East : 0.000 mNorth : 0.000 mElevation : -----Distance : 0.000 mOffset : 0.000 m

CONT NEW STORE STAKE

MC

QUIT




Exit the program.

Orthogonal point calculation

Search• Lateral point 3 coordinates (E, N)

Given• Baseline Start Point 1 (E, N),• Baseline End Point 2 (E, N),• Difference in length/abscissa

(Horiz. Dist.)• Lateral deviation/ordinate (Offset)


been set correctly before thecoordinates of point 1 resp. point 2can be determined by measurement.

Explanation of the polarityrule of Horiz. Dist. and Offset

During entering, the polarity is basedon the straight line 1 -> 2.+ Offset Parallel displacement

to the right– Offset Parallel displacement

to the left

+ Horiz. Dist. Displacement frombasis point 1 in thedirection of basis point 2

– Horiz. Dist. Displacement frombasis point 1 in theopposite direction tobasis point 2

Distance-Offset, continued

1100

pr73

N

E

2

1

Dist. +

BasePoint

3

Offset +


Call up the function "Set Pointby Dist-Offset" in the menu

"Offsets ".

Search for the coordinates ofbaseline start point (or the

baseline end point) in the data job.

Measuring the baseline startpoint (or the baseline end

point).

Manual entering of thebaseline start point (or the

baseline end point).



Exit the program.

Enter distance analog baseline(Horiz. Dist.):

Accept displayed values

Determining the distancealong baseline (Horiz. Dist.)

by means of the function "Polarcalculation " (refer to chapter"Inverse").

INPUT Entering distancealong baseline

RCALL Call up of a distance alongbaseline which has been previouslystored using the function "Polarcalculation ".


Distance").

Exit the program.

Horz.Dist.Enter distance along baseline (Horiz.Dist.)

Orthogonal point calculation, continued

COGO\ Baseline Start Pt.




MCQUIT

COGO\ Distance from StartDistance along baseline

Horz Dist.: 0.000 m

CONT INV RCALL

MC

MODIF QUIT


Enter lateral deviation/distance(Offset):

INPUT Entering lateraldeviation/distance

RCALL Call up of a lateraldeviation/distance which has beenpreviously stored using the function"Polar calculation ".


Distance").

Exit the program.

Horz.Dist.Enter lateral deviation/distance(Offset)


Determining the lateraldeviation/distance (Offset) by

means of the function "Polarcalculation " (refer to chapter"Inverse").

The following dialog box shows theresults of the orthogonal pointcalculation:

Point IdEntering point number of the lateralpoint





COGO\ Offset ResultsPoint Id : -----East : 0.000 mNorth : 0.000 mElevation : -----

CONT NEW STORE STAKE

MC

QUIT

COGO\ OffsetPerpendicular offset from BL

Offset : 0.000 m

CONT INV RCALL

MC

QUIT


Return to the menu "Offsets".






Exit the program.

Three Point Arc

Search• Circle centre coordinates

(E, N),• Radius

Given• Arc point 1 (E, N),• Arc point 2 (E, N),• Arc point 3 (E, N)


been set correctly before thecoordinates of point 1, 2 and/or point3 can be determined bymeasurement.

Call up the function "Three PointArc" from the "COGO MENU"

HELP


Search for the coordinates ofthe first resp. the second

resp. the third arc point in the datajob.

1100

pr75

N

E

31

RadiusPoint

Radius

2

COGO\ First Pt on Arc




MC


Measuring the first resp. thesecond resp. the third arc

point.

Manual entering of the firstresp. the second resp. the

third arc point.



Exit the program

The following dialog box shows theresults of the calculation:

Return to the "COGOMENU".






Exit the program.

Point IdEntering point number of the circlecentre




RadiusDisplay of radius arc

Three Point Arc, continued

COGO\ Radius Pt ResultsPoint Id : -----East : 0.000 mNorth : 0.000 mElevation : -----Radius : 0.000 m

CONT STORE STAKE

MC

QUIT

169TPS1100 - Appl. Prog. Ref. Manual 2.2.0en Road+ File Editor

Road+ File Editor

1. Horizontal Alignment FileFile Name: ALN?????.GSI

2. Vertical Alignment FileFile Name: PRF?????.GSI

3. Template FileFile Name: CRS?????.GSI

4. Station Equation FileFile Name: EQN?????.GSI

5. Cross-section Assignment FileFile Name: STA?????.GSI

6. Coordinate Data FileFile Name: ????????.GSI

You may replace the question marks(?) in the above example file nameswith any DOS-permitted file namecharacter.

Introduction

This manual describes the program"ROAD+ FILE EDITOR" of theLeicaGeosystems TPS1100 Professionalseries.This program is used to view and editexisting project files for the program"Road+ " or to create new projectfiles.

Road+ File Editor automaticallyapplies the required file nameprefixes and extensions for Road+project files.You may create a new CoordinateData File, or add data to an existingone with Road+ File Editor.

Road+ File Editor may be used tocreate project data files for Road+, orto edit project data files that havebeen created by some other programlike the Windows applicationRoadEd, available from LeicaGeosystems.The file editing options available inRoad+ File Editor vary according tothe type of file being edited:


Coordinate Data Files

You may not delete records from aCoordinate Data File, nor may youinsert new records between existingrecords. Only the Point Id may bechanged in existing records. You mayadd Code blocks, Point Coordinateand/or Station Coordinate Datarecords at only the end of the file.

Road+ Project Files - Horizontal Alignment

You may delete, insert and/or edit allRoad+ horizontal alignment elementtypes with Road+ File Editor. Road+horizontal alignment element typesare:

• Tangents;• Circular Curves;• Clothoid transitions (Tangent to

circular curve, circular curve totangent and between circularcurves), and;

• End of Positioning

You must use the following signconvention to describe the directionof curvature for non-tangenthorizontal alignment elements:

• For right hand curves (the centerof curvature is to the right of thehorizontal alignment) the radiusand transition parameters arepositive values.

• For left hand curves (the center ofcurvature is to the left of thehorizontal alignment) the radiusand transition parameters arenegative values.


Vertical Alignment

You may delete, insert and/or edit allRoad+ vertical alignment elementtypes with Road+ File Editor. Road+vertical alignment element types are:

• Tangents;• Circular Curves;• Parabolas, and;• End of Positioning

You must use the following signconvention to describe the directionof curvature for non-tangent verticalalignment elements:

- For "sag" or "dip" curves (thecenter of curvature is above thevertical alignment) the radius andparabola parameters are positivevalues.

- For "crest" curves (the center ofcurvature is below the verticalalignment) the radius and parabolaparameters are negative values.

Cross Sections

You may insert new Cross Sectionsand delete and/or edit existing CrossSections with Road+ File Editor.Cross Sections are defined by aseries of straight line (tangent)elements. The elements are definedby the horizontal offsets and verticalheight differences, from the locationof the horizontal and verticalalignments, of the end points of theelements.

You must use the following signconvention to describe the horizontaloffsets and vertical height differencesof the end points of the elements:

- If the point is to the left of thehorizontal alignment, the horizontaloffset is negative.

- If the point is to the right of thehorizontal alignment, the horizontaloffset is positive.

- If the point is below the verticalalignment, the vertical heightdifference is negative.

- If the point is above the verticalalignment, the vertical heightdifference is positive.


You may insert new StationEquations and delete and/or editexisting Station Equations withRoad+ File Editor.

Station Equations are identified by anumber, the Ahead Station and theBack Station. "Gap" and "Overlap"station equations are supported byRoad+ and Road+ File Editor.

Gap Equations

0+00 1+00 2+00 3+00+-----+-----+-----+-----+-----+----... 5+00 6+00 7+00 etc.

In this Gap Equation example, theAhead Station is 5+00 and the BackStation is 3+00.

Station Equations

Overlap Equations

0+00 1+00 2+00 3+00+-----+-----+-----+-----+-----+----...

1+00 2+00 3+00 etc

In this Overlap Equation example, theAhead Station is 1+00 and the BackStation is 3+00.

Cross Section Assignments

You may insert new Cross SectionAssignments and delete and/or editexisting Cross Section Assignmentswith Road+ File Editor.Cross Section Assignments definewhich Cross Section controls theshape of the project at which station.You may assign a Cross Section toany portion of an alignment byentering the starting and endingstations for which the Cross Sectioncontrols the shape of the project.Abrupt and tapered transitionsbetween Cross Sections arepossible.

Abrupt TransitionsSpecify the ending station of the firstCross Section. Then, specify thebeginning station of the secondCross Section the smallest possiblestation increment ahead (typically0.001 ft. or m.)


Tapered TransitionsSpecify the ending station of the firstCross Section equal to the station atthe beginning of the transition. Then,specify the beginning station of thesecond Cross Section equal to thestation at the end of the transition.The transition may change the widthand/or the shape (i.e. superelevation)of the project.

The Cross Sections at bothends of the transition must

contain exactly the same number ofelements. Path:

The PC Card in your TPS1100Professional Series Instrument is theA:\ drive. Select any existing directoryon the card to create new Road+files, or select any existing directorycontaining existing files that you wishto edit.

File Type:Select the type of file you wish tocreate or edit with Road+ File Editor.

Open file

Start program "FILE EDITOR" fromthe "MAIN MENU: PROGRAMS "dialog.

CoordinateRefer to the chapter "CoordinateData files", page 168, in thismanual for further details.

Horiz. AlignRefer to the chapter "HorizontalAlignment Files", page 173, in thismanual for further details.

Vert. AlignRefer to the chapter "VerticalAlignment Files", page 178, in thismanual for further details.

Cross SectionRefer to the chapter "CrossSections Files", page 184, in thismanual for further details.

Cross Section Assignments, continued

REdit\ Open File Road Date File-Editor

Dir. : ...\...\GSI\File Type : CoordinateFile Name : FILE01.GSI

CONT CREAT INFO

MC

QUIT


Sta. Eqn.Refer to the chapter "StationEquations Files", page 186, in thismanual for further details.

CRS AssignmntRefer to the chapter "CrossSection Assignment Files", page188, in this manual for furtherdetails.

File Name:After selecting the type of file youwish to work with, you must select anexisting file to edit, or press "CREAT"to create a new file of the type youhave selected.

Coordinate Data Files

New Coordinate File

You will see this dialog if you selectedFile Type "Coordinate" and pressed"CREAT" on the previous dialog. Youmust specify a name for the new file.You may specify any DOS-legal filename. Road+ File Editor will applythe necessary extension for youautomatically.

Open file, continued

Press to view and/or edit theexisting file you have

selected. The first record of the filewill be displayed.

When you see a messagethat Road+ File Editor failed

to read an existing file, and that filewas created manually or with thirdparty software, it usually means thereis a problem with the GSI formattingof the file.

Press to create a new file ofthe type you have selected.

You will specify the name of the fileon the next dialog.

Press to see the date andVersion number of your

Road+ File Editor.

Press to Quit Road+File Editor. This option

is available on nearly every dialogwithin Road+ File Editor.

REdit\ Create File

File Type : CoordinateFile Name : FILE02.GSIDecimals : 3

CONT

MC

QUIT


File TypeDisplays the type of file that is beingcreated.

File NameInput any DOS-legal file name.

DecimalsSelect the number of decimal placesto be used in this file.

Press to create the new fileand continue to the Insert

Record dialog. (Go to Dialog "InsertRecord".)

Insert Point Coordinates

You will see this dialog if you selected"Insert Point Coordinates" on theprevious dialog. The scrollbar at thetop of this dialog graphically showsyour position in the current file. Thenumbers to the right of the scrollbarshow the number of the currentrecord / the total number of recordsin the current file.

Point IdYou may edit the Point Identifieroffered here, or press Enter to acceptit and move to the next input field.This is the only field that may beedited in existing records.

EastThe Easting or X ordinate of the pointyou wish to create. You may edit thisvalue only when creating a new point.

NorthThe Northing or Y ordinate of thepoint you wish to crate. You may editthis value only when creating a newpoint.

ElevThe Elevation or Z ordinate of thepoint you wish to create. You mayedit this value only when creating anew point.

New Coordinate File, continued

REdit\ View/Edit File23/23

Point Id : 50East : 1.500 mNorth : 2.000 mElevation : 1.700 m

INS DONE <-- --> IMPOR

MC

¦<<- ->>¦ SEARC QUIT


Insert Station Coordinates

You will see this dialog if you selected"Insert Station Coordinates" on theprevious dialog. The scrollbar at thetop of this dialog graphically showsyour position in the current file. Thenumbers to the right of the scrollbarshow the number of the currentrecord / the total number of recordsin the current file.

Press this key when you havecompleted the edits of the

current record and are ready to inserta new record. New records willalways be inserted at the end of aCoordinate Data File.

Press this key when you havecompleted all edits in the

current file.

Press this key to display therecord before the currently

displayed record in this file. This keylabel will not be displayed if thecurrent record is the first record inthe file.

Press this key to display therecord after the currently

displayed record in this file. This keylabel will not be displayed if thecurrent record is the last record in thefile.

Insert Point Coordinates, continued

Press this key to import thecoordinates of a point in this

or another file. This key label will notbe displayed if the current record is aCode record.

Press this keycombination to display

the first record in this file.


the last record in this file.

Press this keycombination to search

for a particular record in this file. (Goto Dialog "Search")


Point Id : 50East : 1.500 mNorth : 2.000 mElevation : 1.700 m

INS DONE <-- --> IMPOR

MC

|<<- ->>| SEARC QUIT





current file.





Point IdYou may edit the Point Identifieroffered here, or press Enter to acceptit and move to the next input field.This is the only field that may beedited in existing records.

EastThe Easting or X ordinate of thestation you wish to create. You mayedit this value only when creating anew station.

NorthThe Northing or Y ordinate of thestation you wish to crate. You mayedit this value only when creating anew station.

ElevThe Elevation or Z ordinate of thestation you wish to create. You mayedit this value only when creating anew station.

Insert Station Coordinates, continued

Press this key to import thecoordinates of a point in this

or another file. This key label will notbe displayed if the current record is aCode record.














Insert Code Block

You will see this dialog if you selected"Insert Code Block" on the previousdialog.

CodeInput the Code you wish to enter.

Info1 - 7Input the Info words you wish toenter.




current file.






Code : 1Info 1 : +00000000Info 2 : +00000000Info 3 : +00000000Info 4 : +00000000

INS DONE <-- -->

MCInfo 5 : +00000000Info 6 : +00000000Info 7 : +00000000



Search

You will see this dialog if you selected"SEARC" on the previous dialog.

DirectionSelect the direction you wish tosearch from the current record.Forward searches toward the end ofthe file, Backward searches towardthe beginning of the file.

Stat/TemplInput the Point Id or Code for whichyou wish to search.

Press this key to search forthe first occurrence of the

input Point Id or Code.

If the specified Point Id or Code isfound, you will see the recordcontaining it.If the specified Point Id or Code is notfound, you will see a message. Afterthe message, you will see the currentrecord again.

Horizontal Alignment Files

New Horizontal Alignment File

You will see this dialog if you selectedFile Type "Horiz. Align" and pressed"CREAT" on the previous dialog.

REdit\ Search

Direction : ForwardStat/Templ: -----

SEARC

MC

QUIT

REdit\ Create File

File Type : Horiz. AlignFile Name : -----Decimals : 3 Dec.

CONT

MC

QUIT


Press this key when you areready to insert a new

horizontal alignment element into thefile. New records will always beinserted after the currently displayedrecord in a Horizontal Alignment File.


current file.



Header Record

You will see this dialog if you createda new or selected an existingHorizontal Alignment File.

Job IdYou may edit the Job Identifieroffered here, or accept the defaultoffered. The Job Id is used by Road+to determine which project data filesare likely to be associated together.

File IdThe File Id of a Horizontal AlignmentFile is "HZALIGNM" and may not bechanged.


File NameInput any 5 character DOS-legal filename.


Press to create the new fileand continue to the Header

Record dialog. (Go to Dialog "View /Edit Header Record".)

New Horizontal Alignment File, continued

File TypeThe File Type of a HorizontalAlignment File is "STACOORD" andmay not be changed.

REdit\ View/Edit File

Job Id : JOB_IDFile ID : HZALIGNMFile Type : STACOORD

INS DONE

MC





Press this key to import thecoordinates of a point in

another file.

Press this keycombination to delete

the currently displayed record in thisfile. This is not available if the HeaderRecord is displayed.







Header Record, continued Insert Tangent

You will see this dialog if you selected"Insert Tangent" on the Insert Recorddialog in a Horizontal Alignment File.

StationInput the Station or Chainage at thebeginning of the element.

Ele TypeStraight

REdit\ View/Edit File2/ 2

Station : 0.000 mEle Type : StraightTemplate : NONEEast : 0.000 mNorth : 0.000 m

INS DONE <-- IMPOR

MC

DEL |<<- ->>| SEARC QUIT



another file.









Insert Tangent, continued

TemplateInput the name of the Cross Sectionyou wish to associate with thisHorizontal Alignment element. Thismay be "NONE" if you are using aCross Section Assignment File as apart of this Road+ project, or if thisRoad+ project does not includeCross Sections.

EastThe Easting or X ordinate at thebeginning of the element.

NorthThe Northing or Y ordinate at thebeginning of the element.


current record and are ready to inserta new record. New records willalways be inserted after the currentlydisplayed record in a HorizontalAlignment File.


current file.






Insert Circular Curve

You will see this dialog if you selected"Insert Circular Curve" on the InsertRecord dialog in a HorizontalAlignment File.


Ele TypeCurve

RadiusInput the Radius of the CircularCurve.






another file.

TemplateInput the name of the Cross Sectionyou wish to associate with thisHorizontal Alignment element.

EastThe Easting or X ordinate at thebeginning of the element.

NorthThe Northing or Y ordinate at thebeginning of the element.


current record and are ready to inserta new record. New records willalways be inserted after the currentlydisplayed record in a HorizontalAlignment File.


current file.


Station : 0.000 mEle Type : CurveRadius : 0.000 mTemplate : NONEEast : 0.000 m

INS DONE <-- IMPORMC


North : 0.000 m


Search


DirectionSelect the direction you wish tosearch from the current record.

StationInput the Station for which you wishto search.

Press this key to search forthe input Station.

Vertical Alignments

New Vertical Alignment File

You will see this dialog if you selectedFile Type "Vert. Align" and pressed"CREAT" on the previous dialog.











Insert Circular Curve, continued

REdit\ Search

Direction : ForwardStation : ----- m

SEARC

MC

QUIT

REdit\ Create File

File Type : Vert. AlignFile Name : -----Decimals : 3 Dec.

CONT

MC

QUIT





Header Record

You will see this dialog if you createda new or selected an existing VerticalAlignment File.

Job IdYou may edit the Job Identifieroffered here, or accept the defaultoffered.

File IdThe File Id of a Vertical AlignmentFile is "VALIGNM" and may not bechanged.

File TypeThe File Type of a Vertical AlignmentFile is "STACOORD" and may not bechanged.

New Vertical Alignment File, continued

Press this key when you areready to insert a new vertical

alignment element into the file. Newrecords will always be inserted afterthe currently displayed record in aVertical Alignment File.


current file.






Job Id : JOB_IDFile Id : OVALIGNMFilte Type: STACOORD

INS DONE

MC



Insert Tangent

You will see this dialog if you selected"Insert Tangent" on the Insert Recorddialog in a Vertical Alignment File. ATangent is a straight element in analignment.


Ele TypeStraight

ElevationThe Elevation or Z ordinate at thebeginning of the element.


current record and are ready to inserta new record. New records willalways be inserted after the currentlydisplayed record in a VerticalAlignment File.


current file.





Press this key to import theelevation of a point in another

file.









Header Record, continued


Station : 0.000 mEle Type : StraightElevation : 0.000 m

INS DONE <-- IMPOR

MC



Press this key to import theelevation of a point in another

file.









Insert Circular Curve

You will see this dialog if youselected "Insert Circular Curve" onthe Insert Record dialog in a VerticalAlignment File. A Circular Curve is acurve of constant radius in thealignment.


Ele TypeCurve

Insert Tangent, continued

RadiusInput the Radius of the CircularCurve.



Station : 0.000 mEle Type : CurveRadius : 0.000 mElevation : 0.000 m

INS DONE <-- IMPOR

MC



Insert Parabola

You will see this dialog if you selected"Insert Parabola" on the InsertRecord dialog in a Vertical AlignmentFile.


Ele TypeParabola

Parameter

Input the Parameter of the Parabola("p").

For "sag" or "dip" curves (the centerof curvature is above the verticalalignment) the Parameter is apositive value.

For "crest" curves (the center ofcurvature is below the verticalalignment) the Parameter is anegative value.

The "p" parameter is the reciprocal ofthe rate of change of slope in thevertical curve:

p = L / (G OUT – GIN)

or

p = (YI – YS)2 / 2(XI – XS)

WhereG

OUT = the slope of the vertical

alignment at the end of thevertical curve, as a decimalfraction (not percent);

GIN

= the slope of the verticalalignment at the beginning ofthe vertical curve as adecimal fraction (notpercent), and;

L = the horizontal distance fromthe beginning to the end ofthe vertical curve.

and:

YI

= The elevation above datumof any point on the verticalcurve;

YS

= The elevation above datumat the low or high point of thevertical curve;

XI

= The station or chainage ofany point on the verticalcurve;

XS

= The station or chainage atthe low or high point of thevertical curve;


Station : 0.000 mEle Type : ParabolaParameter : 0.000 mElevation : 0.000 m

INS DONE <-- IMPOR

MCDEL |<<- ->>| SEARC QUIT


The general equation for aparabola is:

Y = aX2 + bX + c

When the parabola describes avertical curve in an alignment:

Y = The elevation above datum ofa point on the vertical curve;

X = The horizontal distance fromthe beginning of the verticalcurve;

a = One half of the rate of changeof slope in the vertical curve;

b = The slope of the verticalalignment, as a decimalfraction (not percent), at thebeginning of the vertical curve,and;

c = The elevation above datum atthe beginning of the verticalcurve.

Therefore, the "p" parameter mayalso be expressed as:

p = ½a


Insert Parabola, continued Search




Press this key to search forthe input Station.

REdit\ Search


SEARC

MC

QUIT


Header Record

You will see this dialog if you createda new or selected an existing CrossSection File.


File IdThe File Id of a Cross Section File is"TEMPLATE" and may not bechanged.

Cross Section

New Cross Section File

You will see this dialog if you selectedFile Type "Cross Section" andpressed "CREAT" on the previousdialog.






REdit\ Create File

File Type : Cross SectionFile Name : -----Decimals : 3 Dec.

CONT

MC

QUIT


Job Id : JOB_IDFile Id : TEMPLATE

INS DONE

MC



Insert Cross Section Point

You will see this dialog if you selected"INS" on the Header Record dialog ina Cross Section File.

The points defining a Cross Sectionmust be entered in sequence fromthe farthest left to the farthest right onthe Cross Section. The pointsdefining a Cross Section should beentered consecutively to minimize fileaccess during the operation ofRoad+.

TemplateInput the name of the template, if youare going to create a new one orchange the name of an existing one.Otherwise, this field displays thename of the Template you arecurrently editing.

∆∆∆∆∆HorizDistInput the horizontal distance from theHorizontal Alignment to the point youwish to create or edit.For points to the right of theHorizontal Alignment, ∆HorizDist is apositive number. For points to the leftof the Horizontal Alignment,∆HorizDist is a negative number.

SO Ht diffInput the vertical distance from theVertical Alignment to the point youwish to create or edit.

For points above the VerticalAlignment, SO Ht diff is a positivenumber. For points below the VerticalAlignment, SO Ht diff is a negativenumber.

Cut/Fill(Optional) Select a description for thecurrent Cross Section.

• Cut means the hinge point isbelow the existing surface of theground.

• Fill means the hinge point isabove the existing surface of theground.

• Standard means the hinge point isnot specifically identified as beingabove or below the existingsurface of the ground (the "Cut/Fill" and "Slope" information areomitted from the file.)


Template : TEMPLATE∆∆∆∆∆HorizDist: 0.000 mSO Ht diff: 0.000 mCut/Fill : FILLSlope : 0.000

INS DONE <--

MC



Station Equations

New Station Equation FileYou will see this dialog if you selectedFile Type "Station Equation" andpressed "CREAT" on the previousdialog.

Search


Press this key to search forthe input Cross Section name

or number.

Slope (Optional)The ratio of the ∆ Horizontal Distanceto the ∆ Vertical Distance from theHinge Point to the existing ground.The slope must be assigned only tothe first and last points (hinge points)in a Cross Section. All points fallingbetween the hinge points must havea slope of zero.If the design surface is rising towardthe right, the slope is a positive value.If the design surface is falling towardthe right, the slope is a negativevalue.

Insert Cross Section Point, continued


TemplateInput the Cross Section name ornumber for which you wish to search.




REdit\ Search

Direction : ForwardTemplate : -----

SEARC

MC

QUIT

REdit\ Create File

File Type : Sta. Eqn.File Name : -----Decimals : 3 Dec.

CONT

MC

QUIT


Header Record

You will see this dialog if you createda new or selected an existing StationEquation File.


File IdThe File Id of a Station Equation Fileis "STAEQTN" and may not bechanged.

You will see this dialog if you selected"INS" on the Header Record dialog ina Station Equation File.

Sta. Eqn.The number, starting from 1, of theequation in the Horizontal Alignment.

AheadThe value from which the Stationingcontinues forward along theHorizontal Alignment.

BackThe value from which the Stationingdecreases backward along theHorizontal Alignment.

Insert Station Equation Search



Sta. Eqn.Input the Station Equation number forwhich you wish to search.


Job Id : JOB_IDFile Id : 0STAEQTN

INS DONE

MC|<<- ->>| SEARC QUIT


Sta. Eqn. : 0Ahead : 0.000 mBack : 0.000 m

INS DONE <--

MC


REdit\ Search

Direction : ForwardSta. Eqn. : -----

SEARC

MC

QUIT


Header Record

You will see this dialog if you createda new or selected an existing StationEquation File.

Job IdYou may edit the Job Identifieroffered here, or accept the defaultoffered.

File IdThe File Id of a Cross-sectionAssignment File is "ASSIGNMT" andmay not be changed.

Cross Section Assignments

New Cross-section Assignment File

You will see this dialog if you selectedFile Type "CRS Assignmnt" andpressed "CREAT" on the previousdialog.




CRS FileSelect the Cross Section File withwhich this Cross-section AssignmentFile is associated. (The CrossSections assigned by this file mustbe defined in the associated CrossSection File.)


Job Id : JOB_IDFile Id : ASSIGNMT

INS DONE

MC

QUIT

REdit\ Create File

File Type : CRS AssignmntFile Name : -----Decimals : 3 Dec.CRS File : CRSCRSET

CONT

MC

QUIT


Insert Cross-section Assignment

You will see this dialog if you selected"INS" on the Header Record dialog ina Cross-section Assignment File.

TemplateThe name (or number) of the CrossSection to be assigned.

StationThe Station at which the assignmentbegins.

Search




REdit\ Search


SEARC

MC

QUIT


Template : TEMPLATEStation : 0.000 m

INS DONE <--

MCDEL |<<- ->>| SEARC QUIT

196TPS1100 - Appl. Prog. Ref. Manual 2.2.0en Road+

Introduction

This manual describes the "ROAD+"program of the TPS1100Professional Series.

The program uses the station andoffset method to control contsructionstaking of roads and other types ofcurvilinear projects. The programsupports station equations, crosssection assignment by station, crosssection definition, cross sectioninterpolation, automaticsuperelevation and widening, andslope staking/catch points.

Road+Alignment Definition

An alignment consists of three basiccomponents which are horizontalalignment, vertical alignment andcross-section template. Of these, ahorizontal alignment is mandatory touse "ROAD+". All other alignmentelements are optional.

"ROAD+" reads the elements of eachof these components from data filesthat are in GSI file format. In addition,a file can be created for enteringcross-section stations for specificlocations such as points needed forthe staking of superelevation points.If station equations are needed,"ROAD+" will read a file created forstation equations and apply theappropriate corrections.

Data Files

Each of the data files "ROAD+" readscontain the necessary informationspecific to the component beingdefined. The files have uniqueidentifiers and must be in the GSI fileformat:

HorizontalAlignment File ....... ALN?????.GSI

VerticalAlignment File ........PRF?????.GSI

Template File ........ CRS?????.GSICross-sectionAssignment File ..... STA?????.GSI

StationEquation File ......... EQN?????.GSI

The three letter prefix, ALN, PRF,CRS, STA and EQN identify the typeof file and must be used whencreating the data files. The ? can beany valid DOS character. The fileextension GSI defines the file as aGSI file and must be used.


Data Files, continued

1. Permitted elements in the Hz-alignment

Straight defined by station(chainage) andcoordinates of startingpoint

Curve defined by station(chainage) andcoordinates of startingpoint andRadius of curve (– = left-hand curve; + = right-hand curve)

Spiral between a Straight and aCurve, defined by station(chainage) andcoordinates of startingpoint; and Parameter A1

of spiral (negativeparameter = spiral into orfrom left-hand curve)

Curve In Clothoid transitionbetween a Curve oflarger radius and a Curveof smaller radius, definedby station (chaingage)and coordinates ofstarting point; andRadius of larger curve;andRadius of smaller curve

Curve out Clothoid transitionbetween a Curve ofsmaller radius and aCurve of larger radius,defined by station(chaingage) andcoordinates of startingpoint; andRadius of smaller curve;andRadius of larger curve

1 A = √√√√√L x R , where L=length ofspiral, R=radius of curve

End ofproject (EOP) station (chainage)

and coordinates of end-point

2. Permitted elements in V-alignments

Straight defined by station(chainage) and height ofstarting point

Curve defined by station(chainage) and height ofstarting point andradius of curve(– = crest; + = dip)


Data Files, continued

Parabola defined by station(chainage) and height ofstarting point, andparameters of parabola2

(– = crest; + = dip)

End ofproject (EOP) station (chainage)

and height of end-pointof gradient

2 Parabola parameter formulae:

p=(S–S0)2 / 2(H–H0)

Where:S = any station (chainage) on the

parabolaS

0 = station (chainage) of the

high/low point of theparabola

H = height at any station S(above), and

H0= height of the high/low point of

the parabola

Where:Y = The height of a point on the

vertical curve;X = The horizontal distance of

the point from the beginningof the vertical curve;

a = One half of the rate ofchange of slope in thevertical curve;

b = The slope of the verticalalignment at the beginning ofthe vertical curve, and;

c = The height above datum atthe beginning of the verticalcurve.

ORp = L / (GOUT - GIN)

Where:GOUT = the slope of the vertical

alignment at the end of thevertical curve, expressed asa decimal fraction (notpercent);

GIN = the slope of the verticalalignment at the beginning ofthe vertical curve, expressedas a decimal fraction (notpercent), and;

L = the horizontal distance fromthe beginning to the end ofthe vertical curve.

ORp = 1 / 2a,in the general equationY = aX2 + bX + c for a parabola asused to describe a vertical curve inan alignment.


3. Permitted elements in crosssections

If both cuts and fills exist in yourproject, you must define cut and fillcross sections for your project.

Offset from horizontal alignment

Heightdifference from vertical alignment3

3 A vertical alignment is required inorder to use cross sections inROAD+.

4. Permitted elements in crosssection assignments

Name The name or number ofthe cross section

Station The station (chainage) atwhich the cross sectionis to be applied

5. Permitted elements in stationequations

Station equation sequencenumber

BackStation The last station

(chainage) leading up tothe equation

AheadStation The first station

(chainage) continuingaway from the equation

Data Files, continued Creating Data Files

There are two methods that can beused to create the necessary Road+input data files.

• The Windows application,RoadEd; and

• The TPS1100 Professional Seriesinstrument program, Road+ FileEditor.

If the program called "Road+ FILEEDITOR" is loaded into thetheodolite, all necessary data can beentered through the keyboard of yourTPS1100 Professional Seriesinstrument.

To enter the data on the computer, aWindows application called "RoadEd"can be used. If you create the filesusing "RoadEd", the files must becopied to the PCMCIA card.


Program Overview

"ROAD+" allows measurements inone telescope position only. A typical"ROAD+" session includes thefollowing steps:

1. Enter setup information for theinstrument and orient.

2. Start the ROAD+ program andconfigure.

3. Select the alignment files4. Select a station5. Pick a point on the cross-section

to stakeout, enter an offset,choose method.

6. Stake the point and record thedata.

7. Choose another point on thecross-section and stake it out.

8. When all selected points on thecross section have been staked,enter a new station and repeatsteps 5-7.

In the sections that follow, operationof the program will be covered inmore detail. This will assist you tobecome proficient with the "ROAD+"program for normal everydayoperations, such as staking a projectwith stations and offsets, and slopestaking.

Getting started

Before starting the program, enterthe setup information for the locationof the theodolite and orient theinstrument to the reference point.

From the "MAIN MENU:PROGRAMS" display, move thehighlighted cursor to the "ROAD+"

program and press on the

keyboard of the instrument. This willbring up the "Select Aln Files" dialog.

The display illustrationexamples contain text and

values for example purposes only.The actual values you will see on thedisplay of your instrument will bedifferent.


Getting started, continued

Call up the"Configuration-Editor".

Before selecting the alignment files touse, you should enter theconfiguration parameters for the job.

Configuration

Start the"Configuration-Editor"

from the "Select Aln Files" dialog.

Begin Sta.Enter the beginning station(chainage) for your work area

End Sta.Enter the ending station (chainage)for your work area

Sta. IncrmEnter the station (chainage) intervalto be used

Ht. ShiftEnter a vertical shift value if needed.The value entered will be applied tothe whole alignment.

Deflct. Tol.Enter an angle tolerance fordeflection angles. Make this a smallvalue but not 0.

Sta. Tol.Enter a value for stationing(chainage) tolerance.

Vert. ModeThe normal mode is Profile/XSec.However, if you have installed theTPS1100 Application DTM Stake,you will see an additional option here.Profile/XSec uses a verticalalignment and cross sections todefine the project in the verticaldirection. DTM uses a digital terrainmodel to define the project in thevertical direction.

QUIT

Road+\Dialog values suouldBegin Sta.: 0.000End Sta.: 0.000Sta. Incrm: 100.000 mHt. Shift : 0.000 mDeflct.Tol: 0°00'16''Sta. Tol: 0.010 m

MC

CONT DFLT INFO

Vert. Mode: Profile/XSecCrsIntrpl.: OffCrsMovemnt: Left > RightLog File : OffLog FlName: ROADPLUS.LOGMeas Job : FILE01.GSIData Job : FILE02.GSI

CONF QUIT

Road+\ Select Aln FilesAln. Dir : ...\GSI\Horiz.Aln : ALNOFFICEVert. Aln : PRFOFFICECross Secs: CRSOFFICECrs.Assign: (none)Station Eq: EQNOFFIC

MC

CONT



Crs IntrplThe cross section interpolation canbe switched ON or OFF. More detailsare described in chapter "Crosssection definition".

CrsMovemntThis function controls the movementalong the cross section.There are three choices:- LEFT to RIGHT,- RIGHT to LEFT and- NONE.The direction chosen is for displaypurposes only. The rodperson can goin any direction desired along thecross section.

Log fileWhen the log file is set to ON, stakedout data can be stored in a file forprinting at a later date.

Log FlNameEnter a file name for the log file. Thedefault file name can be used.LogFlName appears only if "Log File= ON" is selected in the"Configuration".



Accepts and storesparameters displayed.

Continues to display "SELECT ALNFILES"

Sets standard values. Thevalues are displayed in dialog

on page 195.

Displays date and version ofthe program.

Select Alignment Files

To proceed further, you must select ahorizontal alignment file. The otherfiles are optional and are dependenton what you are staking. Forinstance, if you are only staking thecenterline of the road, then it wouldnot be necessary to have a verticalalignment, template, cross sectionassignment or station equation file. Ifyour project requires these other filesthen you will need to select themhere.

All alignment files must be stored inthe same directory on the memorycard.

QUIT

Road+\ Select Aln FilesAln. Dir : ...\GSI\Horiz.Aln : ALNOFFICEVert. Aln : PRFOFFICECross Secs: CRSOFFICE

MC

CONT


Horizontal Alignment File

The Horizontal Alignment file definesthe plan view shape of the projectcenterline.

Select the horizontal alignmentfile. A dialog box appears with a

list of all ALN?????.GSI filesavailable. Move the cursor to the file

needed and press .The "Select Aln File" display willreturn and the cursor will behighlighting the Vertical Alignmentfile.

Vertical Alignment File

The Vertical Alignment file definesthe height of the project centerline.

Select the vertical alignmentfile. A dialog box appears with a

list of all PRF?????.GSI filesavailable. Move the cursor to the file

needed and press .The "Select Aln File" display willreturn and the cursor will behighlighting the Cross Section file.

Cross Section/template File

The Cross Section file defines thecross-sectional shape of the project.

Select the cross section file. Adialog box appears with a list of

all CRS?????.GSI files available.Move the cursor to the file needed

and press .The "Select Aln File" display willreturn and the cursor will behighlighting the Cross SectionAssignment file.


Cross Section Definition

When defining the cross section,both a cut and fill template can becreated similar to the followingdiagrams.

Cross section - Cut

Cross section - Fill

RP

LUS

02R

PLU

S01

Positve offsetNegative offset

Positve offsetNegative offset

CL

CL

CL = Centerline

Cross Section/template File, continued Cross Section Assignment File

The cross section assignment filecontains the following elements:

• Cross Section name• Controlling Chainage

Road+ treats the data in the CrossSection Assignment File in twodifferent ways, according to thesetting of the CRS Intrpl switch in theconfiguration routine.When CRS Intrpl is set to OFF , across section assigned in this file willremain in effect until another crosssection is defined. The transitionbetween the two cross sections willbe abrupt, at the station where thenext cross section assignment takeseffect. When the file is created youwill designate the name of thetemplate to use and the chainage tobegin using the template. The nexttemplate name entered also containsa starting chainage. A third templatecan be assigned to begin at anotherchainage and so forth.

For example, the file might containthe following information:

XSEC1, 0XSEC2, 100XSEC3, 300XSEC1, 550

Road+ would use template XSEC1beginning at station (chainage) 0+00and ending at station (chainage)1+00, XSEC2 beginning at station(chainage) 1+00 and ending atstation (chainage) 3+00, XSEC3 fromstation (chainage), 3+00 to station(chainage) 5+50, and use XSEC1again, beginning at station (chainage)5+50.


• Cross Section Interpolation

Cross sections can be interpolatedboth along the cross section (i.e.between defined points), andbetween cross sections themselves.The interpolation between crosssections makes superelevation andwidening possible. The followingdiagrams illustrate these concepts.

Interpolation between cross sections:

Interpolation along a cross section:

RP

LUS

03

CL offsetCL offset

∆H

∆H

Interpolated pointLast pointon Xsec

Interpolatedpoint (horizontal)

RP

LUS

04

Cross Section B(with widening)

3.00

3.50

CrossSection A

InterpolatedCross Section

CL

100

130

150

CL

When CRS Intrpl is set to ON , thissame data would be treateddifferently, assuming all three crosssection templates have the samenumber of points in them.

Road+ would start with XSEC1 atstation (chainage) 0+00, andtransition linearly to XSEC2 at station1+00. Then it would transition linearlyto XSEC3 at station (chainage) 3+00,and finally transition linearly back toXSEC1 at station (chainage) 5+50.If the project continues past station(chainage) 5+50, XSEC1 will beapplied.

Cross Section Assignment File, continued

Select the cross sectionassignment file. A dialog box

appears with a list of allSTA?????.GSI files available.Move the cursor to the file needed

and press .


• Superelevation/Widening

Superelevation is controlled by thecross sections. Cross sections mustbe placed at the appropriatechainage for the beginning ofsuperelevation, full superelevationand back to no superelevation.The STA?????.GSI file containsthese special locations for crosssections as well as cross sectionlocations for widening. The diagramthat follows illustrates the concept forsuperelevation.

Superelevation governed by crosssections:

Cross Section Assignment File, continued

RP

LUS

05

Cross Section DFull Superelevation

Cross Section CIntermediate

Cross Section BIntermediate

Cross Section ANo Superelevation

A

B

C

D

7.0

6.5

6.0

5.5


15 16 17 18 19 20 21 22 23

Station Equation File

Station equations are used to adjustthe alignment stationing. The mostcommon reason for doing so is theinsertion or removal of curves duringthe design process. Inserting orremoving a curve would require re-calculating the stationing of an entirealignment. Using station equationseliminates this.

Station equations can create either agap or overlap as shown in thefollowing diagrams.

Gap Station EquationStation Back 10+000 = Station Ahead 15+000

1 2 3 4 5 6 7 8 9 10

RP

LUS

06

1

3

2

4

89 10

5

6

7

56

7

8

9

10

1112 13 14 15

old

new

RP

LUS

14


Station Equation File, continued

Overlap Station EquationStation Back 13+000 = Station Ahead 7+000

23

45

6

7

89 10 11

12 13

2

3

4

5

67

old

new

RP

LUS

15

RP

LUS

16

1 2 3 4 5 6 7 8 9 10 11 12 13

7 8 9 10 11 12

Select the station equation file.A dialog box appears with a list

of all EQN?????.GSI files available.Move the cursor to the file needed

and press .

When all files have beenselected. Continues to

display "Station & OFFSET". Prior tothe "Station & OFFSET" displayappearing, you will see a briefmessage about checking for errors inthe selected files.


File Checking

During the file checking process,each file is inspected for possibleerrors in the data format such asmissing or incorrect word index. Iferrors are found, an error message isdisplayed indicating the type of error.During the inspection process, if anyerrors are found that would causeerroneous data to be computed anddisplayed, the file checking routinewill be aborted. If this occurs, thefile(s) containing the problem mustbe fixed before continuing. In additionto checking for file errors,geometrical components arechecked. This includes tangentdirections of adjacent elements andchord lengths of elements. Anydeviations which exceed permittedtolerances are displayed such as inthe following example.

Selecting the "NO" option tooverride will bring up another

display that says "Continue checkingalignment ?". If you choose "NO" thedisplay will return to the "SELECTALN FILES" menu. If you choose"YES" the program will continue tocheck the files. If no other errors arefound the program will go to theopening "Station & Offset" display.

Selecting the "YES" option tooverride will cause the

program to override the error andcontinue to check other files forpossible errors. If no other errors arefound the program will go to the"Station & Offset" opening display.

Road+\ Checking Files WARNING: 6003 ALN: Deflection tolerance exceed at station 79.880. Difference in directions is 0.0050. Override?

MC

YES NO


Stakeout Using Horizontal Offset

The most common method forstaking out roads, pavement, curb &gutter etc. is to use a horizontaloffset from the actual point. Forinstance, a four foot offset fromfinished back of curb (BC) iscommonly used to provide cut/fillstakes for a street and curb lines.

Preparing for the example

In this section of the manual, asample project will be used todemonstrate the procedures to followfor staking a portion of the job. Theproject consists of a3 m wide paved bicycle path with acurve. The project will be staked on a0.6 m offset from the edge ofpavement. The POB and PC will bestaked for both sides.

This project also uses a simpletemplate. The project is designed toillustrate the application of the"ROAD+" Program . It is not intendedto provide a demonstration of roaddesign procedures.

N

3.0

30.0

Setup point

RP

LUS

07

1.15

3.0

0.6

PC

POB

PTEOP

Abbreviation:POB = Point of beginningPC = Point of curvaturePT = Point of tangencyEOP = End of project


Preparing for the example, continued

Our bike path is about 30 m in lengthas illustrated here. The riding surfaceis 3 m wide, lying 1.5 m on each sideof the centerline. From the edge ofthe riding surface, fill slopes extenddownward at a slope of 2:1.

The vertical alignment (or profile) forthe project is a simple 2% uphillslope. An assumed elevation of 30.50is placed on the original ground at theSetup Point, and the road starts atelevation 31.1. This allows you topractice with all of the components ofthe "ROADPLUS" program. For thefield work, we recommend a flat,open area about 25 m on a side.

The following pages containillustrations and listings of all the dataneeded to run the example.

There are 3 easy steps to theexample:

1. Use the "RoadEd" program onyour PC, or Road+ File Editor onyour TPS1100 Professional SeriesInstrument, to enter the designinformation for the HorizontalAlignment, Vertical Alignment, andTemplates.A special naming conventionidentifies the type of file that eachalignment and template are storedin. The first three letters in the filename tell "ROADPLUS" what is inthe file and how to view it. The GSIextension is also required.

HorizontalAlignment: ALN?????.GSI

VerticalAlignment: PRF?????.GSI

Templates: CRS?????.GSI

In "RoadEd", enter the followingexample project data. Let’s call theproject "EXAMPLE" and configurethe units to m, 3 decimal places.Let’s name the files "ALN_EX1.GSI","PRF_EX1.GSI", and"CRS_EX1.GSI".



RP

LUS

08

N

3 0 3 6 9 m

0+00

E: 314.15N: 308.05H: 30.50

0+6.10

PC CHA=0+7.62

E: 320.007N: 322.885Road Centerline

0+18.30

0+24.4

Edge of Road

E: 305.00N: 305.00H: 31.10

PT

CH

A=0+20.298

Setup Point

Approx. Line of Catch Points

R = 9.080

E: 305.000N: 320.240

PICHA=0+15.240I=80°00'00"T=7.620R=9.087L=12.680C=11.674E=2.774M=2.125

T = 7.62

80°00'00"(88.889 gon)

L = 12.680

C = 11.674

T =

7.6

2

E = 2.774

M = 2.125

RP

LUS

09

2.000%

EOPCHA=0+27.918EOP EL=31.654

BOP CHA=0+00

BOP EL=31.10Road Profileat 2.00%

Original Ground Elevation 30.500


Template Offset Ht. Diff.

1 Tutor -35.000 -16.7002 Tutor -1.500 -0.0303 Tutor 0.000 0.0004 Tutor 1.500 -0.0305 Tutor 35.000 -16.7006 TypCut -35.000 +16.6307 TypCut -1.500 -0.0308 TypCut 0.000 0.0009 TypCut 1.500 -0.03010 TypCut 35.000 +16.630

Horizontal Alignment: ALN_EX1.GSI

Station Element Rad/Par Template E N

0.000 Straight 0.000 Tutor 305.000 305.0007.620 Curve 9.080 Tutor 305.000 312.620

20.298 Straight 0.000 Tutor 312.502 321.56227.918 EOP 0.000 Tutor 320.007 322.885


Vertical Alignment : PRF_EX1.GSI

Chainage Element Rad/Par H

1 0 Straight 0 31.1002 27.918 EOP 0 31.654

Template: CRS_EX1.GSI

The horizontal alignment filespecifies a template for eachchainage. Our horizontal alignmentfile specifies only one template,"Tutor". You can, however, specifydifferent templates for any chainageas you may require. We will definetwo templates, "Tutor" and "TypCut",in our template file.

While running "ROADPLUS", you canswitch templates at any time.("TypCut" will not be used to stakeout this example)

CL

-1.5, -0.03 0, 0 1.5, -0.03

35, -16.7-35, -16.7

OriginalGround

RP

LUS

10



2. Copy the alignment andtemplate files to your PCMCIAcard. Copy the files into the GSIsubdirectory on your PCMCIAcard. If the GSI subdirectorydoesn’t already exist on thePCMCIA card, you will need tocreate it. Place the PCMCIA cardin your instrument.

3. Set up the instrument in yourwork area and stakeout theexample roadway. Set theinstrument coordinates to thevalues shown for point 1 (seefigure page 206). Orient theinstrument towards a convenient"North", and set Hz

o to zero (see

figure page 206). Start "ROAD+"and continue reading this manual.

When the "Chainage & Offset"display first appears, only the lowerportion beginning with "Station" willbe visible. To view the entire display,use the green up/down arrow keys onthe keyboard to scroll up to the top.

Ht. ShiftVertical shift applied to the wholealignment. Set this to zero in thisexample.

Sta. Incrm.The station (chainage) increment setin the configuration is displayed. Ifdesired, a new value can be entered.

StationEnter the station (chainage) to bestaked.

ElementThis displays the element for thechosen station (chainage) such asPOB, PC, CURVE etc.

H. OffsetHorizontal offset to apply to thecurrent chainage. Set this to -0.6 tostake the left side and 0.6 to stakethe right side of the bikeway in thisexample.

V OffsetAdditional vertical offset to apply tothe current chainage.

STAT |<--S S-->| QUIT

Road+\ Station & OffsetHt.Shift : 0.000 mSta.Incrm : 1.000 mStation : 0.000Element : POBH Offset : 0.000 mV Offset : 0.000 m

MC

CONT XSEC <-ST ST-> STA?



Press to stakeout thecenterline point at the

specified station (chainage).Depending on your programconfiguration, you may see thecoordinates of this centerline point, oryou may go directly to theSTAKEOUT program.

Allows you to take ameasurement and determine

the station (chainage) and offset ofthat measurement. You may then usethe station (chainage) of thatmeasurement to stake out a crosssection point, if you desire.

Press to change between cutand fill templates. "FillS" is

shown when a cut template is active,"CutS" when a fill template is active.

Allows you to view theactive station

equations, if you specified a stationequation file when you startedRoad+.

Allows you to "jump"directly to the Begin

Station (Chainage) specified in theconfiguration.

Allows you to "jump"directly to the End

Station (Chainage) specified in theconfiguration.

Allows you to place anote in the Log File, if

one is activated in the configuration.

Sta?

to set the measured point intothe Station & Offset dialog.

(Not available until after ameasurement has been made, or apoint imported.)

From this dialog, you may make ameasurement and Road+ willcalculate the station (chainage) andoffset at the prism, or you may importa point and calculate the station(chainage) and offset of that point.

QUIT

Road+\Sta. & Offset ResultPoint Id : -----Station : -----Element : -----H Offset : ----- mV Offset : ----- m

MC

CONT MEAS STORE IMPOR


Select Template point and offset

The first step in the procedure is toselect a point on the cross section tobe staked and enter the offset.

Access the cross sectionoptions.

Road+\ Cross Sections1L C

Station : 0.000Hght.Shift: 0.000 mCross Sect:000000000OFFICE∆∆∆∆∆CL Offset: -1.500 m∆∆∆∆∆CL HgtDif: -0.030 m

MC

CONT CATCH <-- CENTR --> FILLS

PLOT QUIT

Stake Offs: 0.000 mS.OffsetHt: Prev. ElemH Offset : 0.000 mV Offset : 0.000 m

to make a measurement. Thenormal measurement dialog

is displayed. Press when you

are ready to calculate the station(chainage) and offset of a measuredpoint. You will return to this dialogand see the Station, Element andHorizontal and Vertical offsets to themeasured point.

to store the results of thismeasurement. (Not available

until after a measurement has beenmade.

to import a point from a file,and use it to compute the

station (chainage) and offset.

1LIndicates the location of the crosssection point in relation to thecenterline. In this example, the "1L"means the first point of the templateleft of centerline.

CIndicates that a cut template isactive. An F would indicate that a filltemplate is active.

ChainageDisplays the current chainage.

Hght. ShiftDisplays the vertical shift, if any,applied to the whole alignment.

TemplateDisplays the template name beingused.



Select Template point and offset, continued

∆∆∆∆∆CL OffsetDisplays the horizontal distance ofthe template point from centerline (–for left)

∆∆∆∆∆CL Hgt DiffDisplays the difference in elevation ofthe template point between thecenterline and the point to be staked.

Stake Offs.This is the offset value that will beused for setting the offset stake. Ifthe point is left of centerline, thevalue entered must be a negativenumber.

S. Offset Ht.This display indicates the methodused in computing the elevation ofthe point to be staked. The threemethods are "Previous Element","Interpolated" and "Horizontal".

OffsetHorizontal offset to apply to currentchainage.

Ht. OffsetAdditonal vertical offset to apply tocurrent chainage.

Activates the slope stakingoptions

Move along the current crosssection from right to left.

Sets the cross section pointto the centerline

Move across the currentcross section from left to right

Displays a plot of thetemplate.

1

2

3

RP

LUS

11

1 Horizontal2 Previous Element3 Interpolated

Stake Offset

Cen

terli

ne


The most common method used isthe "Horizontal" method.To select this method, move the

cursor to "S. Offset Ht" and press to display the three options.Move the cursor to "Horizontal" and

press .This setting will remain as the currentmethod until a different method ischosen. Therefore it is not necessaryto go through the procedure everytime.

Accepts and storesparameters set. Continues to

display "Point Coords".

The first point we want to stake forthe bike path is the left edge ofpavement. This point is 1.5 m left ofcenterline so the "∆CL Offset" valueshould be set to a -1.5 m.

Change the location to -1.5m. The "∆CL Ht. Diff" value

will automatically change to thecorrect vertical difference basedupon the design of the template.

Select Template point and offset, continued

The stake offset value needs to beset to a -0.600 m. The negative valueis used because the point to stake isleft of centerline.

To accept the value press .

The final step in the process is toselect the method to use forcomputing the elevation of the offsetpoint to be staked. The "ROAD+"program provides three methods tochoose from:

HorizontalThe elevation is computedhorizontally to the catch point.

Previous ElementThe elevation is computed on anextension of the grade of theprevious element.

InterpolatedThe elevation is interpolated tointersect the design slope of thecross section.


Stakeout and Record point

The "POINT COORDS" dialogdisplays the current chainagelocation of the offset point to bestaked. The display also shows thevalue for the prism pole (Refl. Height)and the Easting and Northingcoordinates of the offset point andthe finished grade elevation of theactual point (not the offset location).

Activates the stakeoutprogram. (See STAKEOUT)

Record the staked out point, or"CONT" in STAKEOUT to return toROAD+.

• Stakeout Next point on CrossSection

To set the offset stake for the rightside of our example project:

Set the "∆CL Offset" value topositive 1.500 m.

Note when you do this the positionchanges from "1L" to "1R". Scrolldown and highlight "Stake Offs.".Change the offset value to positive0.600 m.

Returns to the "POINTCOORDS" display.

QUIT

Road+\ Point CoordsStation : 0.000 mRefl.Ht. : 1.500 mEast : 331.000 mNort : 335.000 mElevation : 31.000 m

MC

STAKE

PLOT QUIT

Road+\ Cross Sections1L C

Station : 0.000Cross Sect:000000000OFFICE∆∆∆∆∆CL Offset: -1.500 m∆∆∆∆∆CL HgtDif: -0.030 mStake Offs: -0.600 m

MC

CONT <-- CENTR --> FILLS

Stakeout the 0.600 m offsetstake for the right side of the

bike path. (See STAKEOUT)Record the staked out point, or"CONT" in STAKEOUT to return toROAD+.

QUIT


MC

STAKE


For this example, the last pointstaked was the 0.600 m offset pointfor the right side. When the "CrossSections" display appears, the "∆CLOffset" changes to the next point onthe cross section. The next point tostake is the 0.600 m offset for theright side at the next station.

Exits from the "CrossSections" display and returns

to the "Station & Offset".

Stakeout and Record point, continued

STAT |<-- -->| QUIT

Road+\ Station & OffsetStation : 0.000 mElement : POBH Offset : 0.000 mV Offset : 0.000 m

MC

CONT XSEC <-S S-> STA?

Moves to the next station(chainage) (you also may

enter a new station (chainage)). TheStation & Offset display will changeto reflect the new station location.

Brings up the "CrossSections" display.

PLOT QUIT

Road+\ Cross Sections1R

Station : 0.000Cross Sect:000000000OFFICE∆∆∆∆∆CL Offset: -0.300 m∆∆∆∆∆CL HgtDif: -0.030 mStake Offs: 0.600 m

MC


In our example the last point stakedwas on the right side. Rather thanhave the rod person cross back overto the left side, it makes sense tostay on the right side and stake thatposition and then cross over to theleft side.To stake the catch point on the rightside:

PLOT QUIT



MC



Stakeout and Record point, continued

Set the "∆CL Offset" fromcenterline value to positive

1.500 m. The offset value should bepositive 0.600 m, but should notrequire a change because that wasthe last offset value used for theprevious right side point.

Access the "Point Coords"display.

QUIT

Road+\ Point CoordsStation : 25.000 mRefl.Ht. : 1.500 mEast : 331.000 mNorthing : 340.500 mElevation : 31.200 m

MC

STAKE

To stake the offset point on the rightside for chainage 25+00:

Activates the stakeoutprogram.


Change the "∆CL Offset"from centerline to negative

1.5 m. Change the "Stake Offs."value to negative 0.600 m.

Access the "Point Coords"display.

QUIT


MC

STAKE

Access the stakeoutprogram. (See STAKEOUT)


PLOT QUIT

Road+\ Cross Sections1L


MC



Set offset value and select point to stakeout

To select the template pointto stake (back of curb, edge

of pavement etc.):

The "Cross Sections" options displayappears.

Horizontal Offset Stake Out Summary

Start "ROAD+" from the programmenu.

Start the "Configuration-Editor" from the "Select

Aln Files" dialog.

QUIT

Road+\ ConfigurationBegin Sta.: 0.000End Sta.: 89.270Sta. Incrm: 10.000 mHt. Shift : 0.000 mDeflct.Tol: 0°00'20''Sta. Tol: 0.010 m

MCCONT DEFLT INFO

Enter the beginning and endingstation (chainage), the station(chainage) increment and so forth.Make all entries.

Returns to the "Select AlnFiles" display.

Select Alignment Files

QUIT

Road+\ Select Aln FilesAln. Dir : ...\GSI\Horiz.Aln.: ALNOFFICEVert. Aln.: PRFOFFICECross Secs: CRSOFFICE

MC

CONT

Select the alignment files.

Place the cursor on each file type,

press and pick the file from thedisplayed list. Select the files.

To accept the specified filesand check them for errors.

A Horizontal AlignmentFile must be selected.

|<-- -->| QUIT


MC

CONT XSEC <-S S-> STA?

PLOT QUIT


Station : 25.000Template : +000tutor∆∆∆∆∆CL Offset: 1.500 m∆∆∆∆∆CL Ht.Dif: -0.030 mStake Offs: 0.600 m

MC

CONT CATCH <-- CENTR -->


Set the "∆CLOffset" value. This

value is the distance from centerlineof the point you want to stake.Move the cursor to "Template" andpick the cross section template touse, then set the "Stake Offs." (stakeoffset value). If the point is left of thecenterline, enter the offset value as anegative value.

Continues with display "PointCoords".

or

Stakeout the point

The stakeout program willstart with the polar stakeout

method being used. (SeeSTAKEOUT)Record the staked out point, or"CONT" in STAKEOUT to return toROAD+.

QUIT

Road+\ Point CoordsStation : 0.000 mRefl.Ht. : 1.500 mEast : 331.000 mNorthing : 335.500 mElevation : 31.000 m

MC

STAKE

Set offset value ..., continued

<--S S--> QUIT


MC

CONT XSEC <-ST ST-> STA?

Select new chainage

Select a new station(chainage) (you also

may enter a station (chainage).

Select the point to stake outand the offset.

Repeat the procedure outlined insections "Set offset value and selectpoint to stakeout" through "Selectnew chainage". Continue in thismanner until all points have beenstaked.

or


Set the "H + V Offsets" tozero.

Start the "CROSSSECTIONS" display from the

"CHAINAGE & OFFSET" display.

Set the "Ht. Shift" to zero.

Road+\ Cross Sections1L

Station : 0.000Ht. Shift : 0.000 mTemplate : +000tutor∆∆∆∆∆CL Offset: -1.500 m∆∆∆∆∆CL Ht.Dif: -0.030 m

MC

CONT CATCH <-- CENTR -->

Select theleft- or

right-most cross sectionpoint.

or

Slope Staking

Slope staking involves determining apoint where the cross sectiontemplate meets the ground surface.This Catch Point of zero cut/fill(Catch Point) is found primarily bytrial and error and a lot of computing.The following diagram illustrates theconcepts of slope staking.

The slope staking routine isaccessed from the "Cross Sections"display.

Cen

terli

neC

ente

rline

CL OffsetCross Section

RP

LUS

12

CL Offset

Plan View

Plan View

∆Cha

inag

e

Cross Section

Fill

Catch Point

Catch Point

0+200.000

0+200.000∆C

hain

age

∆XS

Hgt

Diff

∆XS

Hgt

Diff

Cut


Slope Staking, continued

Before proceeding, move the cursorto the "Template" option.

Choose the template to use forslope staking. If the displayed

template is the correct one, then itwill not be necessary to change it.

Start the slope stakeprogram.

Road+\ Slope StakingStation : 2.000Cross Sect: +00OFFICEXsection : CUT∆∆∆∆∆CL Offset: -0.409 m∆∆∆∆∆XS HgtDif: +1.188 m∆∆∆∆∆Station : -0.037 m

MC

ALL DIST REC CONT FILLS

∆∆∆∆∆ST=0 STORE I<>II REFPT QUIT

∆∆∆∆∆HingeOffs: -0.209 m∆∆∆∆∆HinteHgtD: -0.979 mElevation : 401.612 m

The "STORE" and"REFPT" options are not

available until after a distance ismeasured.

Measure to the currentposition of the prism pole.

When the value of "∆XS Hgt Diff" and"∆Station" are zero, or close to it, theprism pole is at the catch point.

In the sample display shown, thevalue for "∆XS Hgt Diff" is 1.188m.The value is positive, meaning themeasurement was taken at a pointthat is above the cut slope. Assumingthe cut slope is 1:1, the rodpersonwill want to move approximately 1meter away from the centerlinebefore making the nextmeasurement.

The value of the ∆Station is -0.037m.The value is negative, meaning themeasurement was taken at a pointwhose station is slightly lower thanthe indended 2.000. The rodpersonwill want to move slightly up stationbefore making the nextmeasurement.


Sets the station to thevalue of the last

measurement.

The " ∆∆∆∆∆St=0" function isnot available until a

distance is measured.

In addition, the horizontal distancefrom centerline is displayed which is-0.409 m for this example.

After moving to a new location,measure a distance to the prism andview the results. When the "∆XS HgtDiff" and "∆Station" are at or nearzero the catch point has been locatedboth vertically and horizontally for thechosen chainage.

Record the staked outposition.

The "SLOPE STAKING" displayreturns and another catch point canbe staked.

Exit the slope stakingprogram.

• SLOPE STAKING Menu FunctionKey Summary

Measures the distance to thetarget, and automatically

records the data as defined by thecurrently set recording mask.

Measures the distance only,and updates the display.

Records the information forthe current measurements.

Stores the data to thelog file.

The STORE function is notavailable until a distance is

measured.

Switches between faceone and face two for

measurements.

After a measurementis made to the prism

pole the "REFPT" option will beavailable. See section "ReferencePoint" for a detailed discussion of thisoption.

Slope Staking, continued


Reference Point

Displays additionalinformation about how

the location of the prism pole relatesto components of the cross-section.Do this after a measurement at thecatch point has been made.

1LIndicates the location of the crosssection point in relation to thecenterline. In this example, the "1L"means the first point of the templateleft of centerline.

StationDisplays the currently specifiedstation (chainage).

Cross SectDisplays the currently specifiedtemplate name.

∆∆∆∆∆StationDisplays difference between thestation (chainage) of the lastmeasurement to the rod and thecurrently specified station(chainage). Move the rod toward thebeginning of the project if this valueis positive, move the rod away fromthe beginning of the project if thisvalue is negative.

Road+\ Reference Point1L

Station : 0.000Cross Sect: typcut∆∆∆∆∆Station : 3.254 m∆∆∆∆∆CatchOffs: -0.347 m∆∆∆∆∆CatchHgtD: -0.389 m

MCALL DIST REC CONT

STORE I<>II QUIT

∆∆∆∆∆HingeOffs: 8.154 m∆∆∆∆∆HingeHgtD: -2.123 m∆∆∆∆∆CL Offset: 9.213 m∆∆∆∆∆CLHgtDiff: -1.124 m∆∆∆∆∆V fmSlope: 0.014 mSlope : -0.020Elevation : 401.535 m


∆∆∆∆∆Catch OffsThe horizontal offset from the catchpoint to the last measurement.

∆∆∆∆∆Catch HgtDThe vertical offset from the catchpoint the last measurement.

∆∆∆∆∆Hinge OffsThe horizontal offset from the hingeto the last measurement.

∆∆∆∆∆Hinge HgtDThe vertical offset from the hinge tothe last measurement.

∆∆∆∆∆CL OffsetThe horizontal offset from thecenterline to the last measurement.

∆∆∆∆∆CL HgtDiffThe vertical offset from the centerlineto the last measurement.

∆∆∆∆∆V fmSlopeVertical distance from Cut- or Fill-slope at the specified station.

Cen

terli

ne

RP

LUS

13

SlopeSlope ratio of Cut- or Fill slope.

ElevationElevation at measurement.

The following illustration representsthe various components of theREFPT option.

∆CL Offset

∆Hinge Offs

∆Catch Offs

∆CL

Hgt

Diff

∆Hin

ge H

gtD

∆Cat

ch H

gtD

Reference Point, continued

HingeSlope

(measured)catchpoint

∆V fmSlope


Data Formats

The following describes the formatand contents of the data stored foralignments and cross-sections in theRoad+ program. All files are in GSIformat and all files for a project mustbe located in the same directory ofthe memory card.

Horizontal Alignment

The following geometric elements aresupported:

Element Definition Declaration inthe alignmentfile

Tangent Station, Beginning (X,Y) "STRAIGHT"

Circularcurve

Station, Beginning of arc (X,Y), Radius, "000CURVE"

Spiral in Station, Beginning of curve (X,Y),A-Parameter (A= √LxR)

"00SPIRIN"

Spiral out Station, Beginning of curve (X,Y),A-Parameter (A= √LxR)

"0SPIROUT"

Curve in Station, Beginning of curve (X,Y), Radius 1,Radius 2

"0CURVEIN"

Curve out Station, Beginning of curve (X,Y), Radius 1,Radius 2

"CURVEOUT"

End ofProject

Station, Coordinates (X,Y) "00000EOP"


Horizontal Alignment, continued

Header of the Horizontal Alignment File:

41....+000JOBID 42....+HZALIGNM 43......+STACOORD

WI 41 Job-Identification. Max. 8 ASCII-characters, may be defined byuser.

WI 42 Identification of Horizontal Alignment file. May not be changed byuser.

WI 43 Identification of principal point type file. May not be changed byuser.

11....+KILOMETR 71....+0NEXTGEO 72....+0NEXTRAD73....+0TEMPLNR 81..10+00000000 82..10+00000000

The data block for a principal point in the file is structured as follows :

WI 11 Station (chainage) of the point.WI 71 Type of the following geometric element.WI 72 Radius of the next horizontal geometric element, Radius 1 for a

compound curve, or the A-Parameter for spirals.WI 73 Number of a cross-section (Template) assigned to the next

geometric element.WI 74 Radius 2 for compound curves.WI 81 E-Coordinate of the point.WI 82 N-Coordinate of the point.

Comments:• The header consists of a single

block at the start of a data file.

• Tangents and the EOP contain“00000NON” in WI72

• Data units and decimal places inWI’s 11, 72 and 74 are defined byWI81 and WI82.

• If the radius point for a curve(circular or spiral) is to the left ofthe alignment (looking in thedirection of increasing stations) theradius is negative.

• If the radius point for a curve(circular or spiral) is to the right ofthe alignment (looking in thedirection of increasing stations) theradius is positive.

• A cross section (Template) may beassigned to more than onelocation.


• An alignment file must contain atleast two elements. The lastelement must be "EOP".

• There is no limitation on the size ofthe Hz-alignment file. If a file iscreated/edited using the program"ROAD+FILE EDITOR" on theTPS1100, there is a limitation of200 data blocks.

41....+0EXAMPLE 42....+HZALIGNM 43....+STACOORD11....+00000000 71....+STRAIGHT 72....+00000NON73....+QP000125 81..10+06000000 82..10+0200000011....+00198832 71....+00SPIRIN 72....-0012247473....+QP000123 81..10+06068005 82..10+0218684111....+00348832 71....+000CURVE 72....-0010000073....+QP000123 81..10+06150344 82..10+0230775111....+00450725 71....+0SPIROUT 72....-0010000073....+QP000123 81..10+06247816 82..10+0230407111....+00550725 71....+STRAIGHT 72....+00000NON73....+QP000125 81..10+06310759 82..10+0222779411....+00714138 71....+00SPIRIN 72....+0005477273....+QP000124 81..10+06392465 82..10+0208627511....+00789138 71....+000CURVE 72....+0004000073....+QP000124 81..10+06445859 82..10+0203780711....+00824376 71....+0SPIROUT 72....+0004472173....+QP000124 81..10+06478120 82..10+0204888611....+00874376 71....+STRAIGHT 72....+00000NON73....+QP000125 81..10+06496445 82..10+0209447811....+01127904 71....+00000EOP 72....+00000NON73....+QP000125 81..10+06540469 82..10+02344154

Example of a HorizontalAlignment:

Horizontal Alignment, continued


The principal points method allowsjoining elements without the use ofintermediate tangents.The following combinations, forexample, may be defined:

• Double spiral: spiral outfollowed by spiral in

• Multiple circular curves• S curves with and without

intermediate tangents

Horizontal Alignment, continued Vertical Alignment

Geometric elements supported:

Vertical Alignment File Header:

41....+000JOBID 42....+0VALIGNM 43......+STACOORD

WI 41 Job-Identification. Max. 8 ASCII-characters, may be defined byuser.

WI 42 Identification of Vertical Alignment file. May not be changed byuser.

WI 43 Identification of principal point type file. May not be changed byuser.

Element Definition Declaration inthe alignmentfile

Tangent Station, H "STRAIGHT"

Circularcurve

Station, Radius, H "000CURVE"

Parabola Station, Parabola parameter, H(see page 192 for Parameter Formulare)

"0PARABOL"

End ofProject

Station, H "00000EOP"


Example for a data block for a vertical alignment point:

11...+KILOMETR 71...+0NEXTGEO 72...+0NEXTRAD 83..10+00000000

WI 11 Station (chainage) of a vertical alignment pointWI 71 Type of the following geometric elementWI 72 Radius of the following geometric element or parabola parameterWI 83 Elevation of the point

Comments:• The header consists of a single

block.

• Tangents and the EOP contain“00000NON” in WI72

• Data units and decimal places inWI’s 11 and 72 are defined byWI83.

• Tangent and arc lengths arecalculated from the stationing.

• The stationing is projected onto ahorizontal plane.

• If the curve radius point lies abovethe centerline, the radius ispositive.

• If the curve radius lies beneath thecenterline, the radius is negative.

• An alignment file must contain atleast two elements.

Vertical Alignment, continued


Vertical Alignment, continued

Example of a vertical alignment file:

41....+0example 42....+0VALIGNM 43....+STACOORD11....+00000000 71....+STRAIGHT 72....+00000NON 83..10+0040000011....+00300000 71....+0PARABOL 72....-01142932 83..10+0042250011....+00500000 71....+STRAIGHT 72....+00000NON 83..10+0042000011....+00550000 71....+0PARABOL 72....+02091126 83..10+0041500011....+00850000 71....+STRAIGHT 72....+00000NON 83..10+0040652211....+01127904 71....+00000EOP 72....+00000NON 83..10+00418605


Cross Sections

Header of the Cross Section File:

Geometric elements supported:

41....+00JOB_ID 42....+TEMPLATE

WI 41 Job identification. Max. 8 ASCII characters, user definable.WI 42 Template file identification. May not be changed by user.

Element Definition

Height differences Height difference from the centerline

Distance Horizontal distance from the centerline

Cross section type Differentiate between CUT and FILL cross sections

Slope Slope ratio


Cross Sections, continued

A data block for a cross section is structured as follows:

11....+0PROF_NR 35..10+DISTANCE 36..10+000HDIFF71....+0000FILL 72....+00002000

WI 11 The cross section number.WI 35 Horizontal distance from the centerline.WI 36 Height difference from the centerline.WI 71 Cross section type.WI 72 Slope ratio.

Comments:• All data blocks having the same

cross section number (WI11)belong together.

• All data blocks belonging to across section must be consecutivein the file to minimize file access.

• The data blocks for a cross sectionmust be sorted from left to rightacross the section.

• Data units defined by WI 35+36.

• Cross-sections do not have to besorted by number.

• A negative distance (WI35)indicates a point to the left of thecenterline.

• A positive distance (WI35)indicates a point to the right of thecenterline.

• A negative height difference(WI36) indicates a point below thecenterline.

• A positive height differenceindicates a point above thecenterline.

• A cross-section may contain up to48 points.

• A template file must contain atleast one cross-section.

• The entries for cross section typeand slope are optional.

• The non-zero slope entry must beattached only to the last point oneach side of the cross section.


Cross Sections, continued

41....+0EXAMPLE 42....+TEMPLATE11....+QP000123 35..10-00013000 36..10-0000300011....+QP000123 35..10-00010000 36..10-0000500011....+QP000123 35..10-00004000 36..10-0000010011....+QP000123 35..10+00004000 36..10+0000010011....+QP000123 35..10+00010000 36..10-0000600011....+QP000123 35..10+00013000 36..10-0000350011....+QP000124 35..10-00012000 36..10-0000200011....+QP000124 35..10-00011000 36..10-0000400011....+QP000124 35..10-00004000 36..10+0000010011....+QP000124 35..10+00004000 36..10-0000010011....+QP000124 35..10+00011000 36..10-0000500011....+QP000124 35..10+00012000 36..10-0000250011....+QP000125 35..10-00012000 36..10-0000200011....+QP000125 35..10-00011000 36..10-0000250011....+QP000125 35..10-00004000 36..10-0000007011....+QP000125 35..10+00004000 36..10-0000007011....+QP000125 35..10+00011000 36..10-0000250011....+QP000125 35..10+00012000 36..10-0000200011....+TEMPLATE 35..41-00002000 36..11+00000000 71....+0000FILL72....+0000200011....+TEMPLATE 35..41-00000500 36..11+00000000 71....+0000FILL72....+0000000011....+TEMPLATE 35..41+00000000 36..11+00000000 71....+0000FILL72....+0000000011....+TEMPLATE 35..41+00001000 36..11+00000000 71....+0000FILL72....+0000000011....+TEMPLATE 35..41+00002000 36..11+00000000 71....+0000FILL72....+00002000

Example:


Cross Sections Assignments

Elements supported:

Element Definition

Cross Sectionnumber

The number or identifier of the cross section

Chainage The chainage from which the cross section is applied

Header of the Cross Section Assignment File:

410001+000ASKER 42..10+ASSIGNMT 43....+CRSASKER

WI41 Job identification. Max. 8 ASCII characters, user definable.WI42 Cross section assignment file identification. May not be changed

by user. Data units are defined by characters 6+7 of WI42.WI43 Name of the corresponding cross section file.

A data block for a cross section assignment is structured as follows:

110002+0000NORM 71....+00382000

WI 11 The cross section number or identifierWI 71 Beginning chainage for that cross section

Comments:

• A cross section assignment filemust have a corresponding crosssection file.

• A cross section remains valid untila new cross section is assigned.

• A given cross section may beassigned more than once.

• The units for station (chainage) aredefined in WI 42 in the file header.


Cross Sections Assignment, continued

410001+000asker 42..10+ASSIGNMT 43....+CRSASKER110002+0000NORM 71....+00382000110003+0000NORM 71....+00552000110004+00000568 71....+00568000110005+000568.1 71....+00568100110006+000585.1 71....+00585100110007+000585.2 71....+00585200110008+0000NORM 71....+00611000110009+0000NORM 71....+00775000110010+00000811 71....+00811000110011+000826.9 71....+00826900110012+00000827 71....+00827000110013+00000827 71....+00844000110014+000826.9 71....+00844100110015+00000860 71....+00860000

Example:


Station Equations

Elements supported:

Header of Station Equation File:

41....+00JOB_ID 42....+0STAEQTN

WI41 Job identification. Max. 8 ASCII characters, user definable.WI42 Station Equation file identification. May not be changed by user.

A data block for a station equation is structured as follows:

41....+00000001 42..10+00100000 43..10+00200000

WI 41 The station equation number.WI 42 Chainage ahead.WI 43 Chainage back.

Comments:Data units are defined by characters6+7 in WI42+43Element Definition

Station equationnumber

The number or identifier of the station equation

Chainage ahead The chainage to be applied going forward along thealignment from the equation.

Chainage back The chainage to be applied going backward along thealignment from the equation.


Station Equations, continued

41....+00JOB_ID 42....+0STAEQTN41....+00000001 42..10+00100000 43..10+0020000041....+00000002 42..10+00566000 43..10+00600000

Example:

Log File


Data will always be appended to thespecified Log-file.


Header includes:- the program used,- information about the

instrument,- the file to store the

measurement data,- the date and the time.


Configurationthe name of the inputfiles for:- the Hz-alignment,- the V-alignment and- the cross section.

Measurement- Instrument station with

coordinates andinstrument height.

- Stakeout point withheigth offset,

- offset1 and heightdisplacement2 relativeto centre line,

- comparison valuesfrom planning, andassociateddifferences.

Log File, continued

1 This value results from- the displacement of the zero

point of the profileand- the displacement taken from the

transverse profile.

2 This value results from- the displacement of the zero

point of the profileand- the displacement taken from the

transverse profile- the height displacement in the

configuration.


Log File, continued

Example of a log file for theprogram "Road+":

Leica Geosystems VIP RoadPlus V 0.90Instrument : TPS1100, Serial 400001,Meas. File : FILE01.GSIProgram Start : 02/07/1998 at 10:37

Horizontal Aln : ALNSPORT.GSIVertical Aln : PRFSPORT.GSICross Sections : CRSSPORT.GSI

Station no. : 1E= 0.000m N= 0.000m ELV= 0.000m hi= 1.6000m

Point No. : 55Chainage : 150.000, Offset= 0.000m, Hght Offset= 0.000mDesign : E= -79.269m, N= 19.917m, ELV= 400.501mStaked : E= -1.057m, N= 2.578m, ELV= 0.107mDeltas : dE= -78.211m, dN= 17.339m, dELV= 400.394m



244TPS1100 - Appl. Prog. Ref. Manual 2.2.0en Auto Record

Introduction

Auto Record

Configuration Options

Feature coding may be added to therecorded data as necessary, whilethe program continues to operate. Itis not necessary to exit the programin order to input and record featurecoding information.

Automatic recording may betriggered by the current distance fromthe last recorded position, the timeelapsed since the last recordedposition, the prism remainingstationary for a specified length oftime, or any combination of the abovefactors. When a combination offactors is specified, a position isrecorded as soon as any one of thefactors is satisfied. At any time, aposition may be recorded manuallyby pressing a single button.Whenever a position is recorded,manually or automatically, allcurrently active factors are "reset"and begin counting anew for the nextautomatically recorded position.

Before using the Auto Recordprogram the first time, you mustselect the mode or modes and definethe interval or intervals you wish touse to control the automaticrecording process.When you start the program, theAREC\ MEASUREMENT dialog willbe displayed.

To access the AREC\CONFIGURATION

dialog.

AREC\ Auto RecordPoint Id : 2Point Code: -----Refl. Ht. : 1.200 mHz : 200.0000 gV : 100.0000 gHoriz Dist: 10.000 m

ALL DIST REC START TARGT

MC

CONF I<>II QUITQUIT

This manual describes the "AUTORECORD" program of the TPS1100instruments.

The program automates therecording of field measurement dataand is designed especially forTPS1100 instruments with ATR. Theprogram does not require the use ofa 360° prism, but the 360° prismdoes facilitate the field work byavoiding the need to keep the prismoriented toward the TPS1100instrument. Once the programconfiguration has been set inaccordance with the requirements ofthe particular survey beingperformed, and tracking modemeasurements started, positions willbe automatically measured andrecorded with no further operatorinput.


Three automatic recording modesare available:

• Time Interval,• Distance Interval

and• Stable Position.

The intervals are applied relative tothe last recorded position, whethertriggered manually or automatically.In all cases, the measurement datawill be recorded using the REC Maskyou have specified.

Configuration Options, continued

TimeIntervWhen this mode is ON and the TCA-/TCRA-instrument is following a prismin the tracking measurement mode,measurement data will be recordedautomatically whenever the timesince the last recorded measurementdata exceeds the time interval shownhere, i.e. every 5 seconds.

DistIntervWhen this mode is ON and the TCA-/TCRA-instrument is following a prismin the tracking measurement mode,measurement data will be recordedautomatically whenever the threedimensional slope distance from thelast recorded measurement dataexceeds the distance shown here,i.e. 5 meters.

Stable Pos,StableTimeWhen this mode is ON and the TCA-/TCRA-instrument is following a prismin the tracking measurement mode,measurement data will be recordedautomatically whenever the prismremains within a circle of the radiusfor the length of time shown here, i.e.the position remains constant within 5centimeters for 2 seconds.

AREC\ ConfigurationTimeInterv: 5sec

DistInterv: 5.000 m

Stop Pos. : 0.050 mStop Time : 2sec

CONT TIME DIST ST&GO INFO

MC

QUIT


Continue to the AREC\MEASUREMENT dialog after

selecting and/or setting the automaticrecording mode(s) as necessary.

Toggle the Time Intervalmode ON or OFF. When this

mode is OFF, the small square nextto TimeInterv: will be empty and thetime interval definition will be a seriesof dashes. When this mode is ON,there will be a small X in the square,and the last active time interval willbe shown.

Toggle the Distance Intervalmode ON or OFF. When this

mode is OFF, the small square nextto DistInterv: will be empty and thedistance interval definition will be aseries of dashes. When this mode isON, there will be a small X in thesquare, and the last active distanceinterval will be shown.

Toggle the Stable Positionmode ON or OFF. When this

mode is OFF, the small square nextto Stable Pos: will be empty, and boththe stable position and stable timedefinitions will be a series of dashes.When this mode is ON, there will bea small X in the square, and the lastactive stable position and stable timedefinitions will be shown.

Display the Auto RecordInformation screen.

Quit the Auto Recordprogram without

recording any more data.

Notes on Configuration

You may have any combination ofautomatic recording modes active atthe same time, or all of them if youfind it advantageous. When morethan one mode is activesimultaneously, the first mode that issatisfied causes the position of theprism to be recorded and then resetsall of the active modes.

For example:- Suppose you have both the

Distance Interval and StablePosition modes ON, the TCA-/TCRA-instrument is following aprism in the tracking measurementmode, and the last recordedmeasurement data was at X = 10,Y = 10.

Configuration Options, continued


As long as the prism is movingcontinuously but never gets morethan 5 meters from XY = 10, nomore data will be recorded. If youstop and center the prism over apoint of interest, say at X = 12, Y =12, for 2 seconds, thatmeasurement data will beautomatically recorded and willreset the distance interval as well.Then, as long as the prism ismoving continuously but nevergets more than 5 meters from XY= 12, no more measurement datawill be automatically recorded.

- If you move directly North from XY= 12, more measurement data willbe automatically recorded as youmove past X = 12, Y = 17. Theexact measurement data to berecorded will depend upon howrapidly you are moving and howclose to the 5 meter limit thepreceding measured position was.

- If you continue moving directlyNorth from X = 12, Y = 17 andpress REC to trigger a manualposition recording as you pass X =12, Y = 20, that will reset thedistance interval as well. Then, aslong as the prism is movingcontinuously but never gets morethan 5 meters from X = 12, Y = 20,no more measurement data will beautomatically recorded.

This combination of Distance Intervaland Stable Position modes is idealfor automating a topographic surveyof an irregularly detailed site. Inrelatively open areas, measurementdata will be automatically recorded asthe prism is "scanned" across thesurface, based on the specifieddistance interval. In areas with moredetail, measurement data will beautomatically recorded whenever theprism is centered over a point ofinterest for the indicated amount oftime.

Notes on Configuration, continued


Measurement and Recording

When the program starts, it willdisplay the AREC\ MEASUREMENTdialog.

AREC\ Auto RecordPoint Id : 1Point Code: -----Refl. Ht. : 1.500 mHz : 289.3570 gV : 64.5875 gHoriz Dist: 2.616 m

ALL DIST REC START TARGT

MC

CONF I<>II QUITQUIT

Ht. Diff. : 0.312 mEast : 102.518 mNorth : 99.873 mElevation : 401.257 m

Point IdThe point identifier assigned to thenext recorded position.

Point CodeThe Point Code assigned to the nextrecorded position. The Point Codemay or may not be recorded,depending on the REC Mask youhave specified.

Refl. Ht.The current height of the prism abovethe end of the plumb pole, or abovethe ground if the prism is mounted ona vehicle or other objects.

HzThe current reading of the horizontalcircle. This will correspond with thegrid azimuth of the line of sight only ifthe instrument has been orientedbefore starting the Auto Recordprogram.

VThe current reading of the verticalcircle.

Horiz.DistThe last unrecorded slope distancereduced to a horizontal distance atthe elevation of the instrument.

Ht. Diff.The ground to ground heightdifference from the instrument stationto the prism at the last measuredslope distance.

EastThe Easting or X coordinate at thelast measured slope distance to theprism.

NorthThe Northing or Y coordinate at thelast measured slope distance to theprism.

ElevationThe ground elevation at the lastmeasured slope distance to theprism.


Measurement and Recording, continued

Manually trigger themeasurement of a single

distance and record themeasurement data in the activeMeasure Job. The distance-relatedresults will not be displayed. The datawill be recorded using the REC Maskyou have specified.

Manually trigger themeasurement of a single

distance. The distance-related resultswill be displayed and may be viewedby scrolling the display.

Manually record the currentlydisplayed data, with or

without any distance-related data, inthe active Measure Job. May bepressed at any time during theautomatic data recording process torecord the current position of theprism in the active Measure Job. Thedata will be recorded using the RECMask you have specified.

Start the automatic datarecording process. ATR will

be turned on, if it is not already on,and the EDM will start measuring inthe rapid tracking mode. Wheneveran automatic recording mode issatisfied, a position will beautomatically recorded in the activeMeasure Job. The data will berecorded using the REC Mask youhave specified.

If this function is available onthis dialog in your current

instrument configuration, use it to setthe prism offset and ppms to matchthe conditions that exist when youare measuring.

Access the Auto RecordConfiguration dialog to

select and/or change the automaticrecording mode and interval in use.

Change the instrumentface from I to II

(Motorized instruments only.)

Quit Auto Recordwithout recording any

more data.

Call up the CODE function tocreate and record a Code

Block in the active Measure Job.


Notes on Measurement

The Auto Record program works withthe TPS1100 series TCA instrumentsto automate the collection of largequantities of measurement data fortopographic surveys. It can be usedto great advantage on larger, opensites when the prism is mounted on avehicle, and the vehicle is then drivenon a suitable weaving pattern tocover the area of the site.Measurement data will be recordedalong the path of the vehicle, onvirtually any useful spacing. AutoRecord can also be used to speedthe process of collecting data fordetailed topographic surveys, as-builtsurveys and any other type of surveywhere large numbers of featuresmust be located.

Auto Record does not interfere withthe use of Coding to identify themeasurements being recorded.

Remote Control Surveying (RCS)also works well with Auto Record,making it especially easy to performdetailed topographic surveys with aone man survey crew.

Example of Logfile Data

Auto Record does not generate alogfile.

251TPS1100 - Appl. Prog. Ref. Manual 2.2.0en Monitoring

Introduction

This manual describes the"Monitoring" program for theTPS1100 Professional seriesinstruments.The program is used for repeatedautomatic measurements. Itmeasures angles and distances topredefined points.The location of the points can be"learned" by measuring to them in the"Learning Points" dialog or pointinformation can be taken from a*.GSI file stored on the PCMCIAcard.

Monitoring

MO

NI-

01

Max. 50 points and as manyrepetitions as desired, at any timeintervals.

The measurements can be:• repeated as often as is necessary,• at any time• performed in both faces.

The point number, the horizontal andvertical angles and the slope distancefor the individual measurements arestored on the memory card.

Points to be measured must bepermanently equipped with LeicaGeosystems prisms.The instrument must be firmlymounted on a tripod or pillar.Measurements are limited only by thestorage capacity of the PCMCIAmemory card.With the timer function the program

can trigger automatic measurementsat any predefined interval.


Meas job:Select the measurement job torecord measured data to.

Control:The points to be used during themeasurement can be "learned" ortaken from a previously stored datafile by selecting either 'Learned' or a'*.GSI' file.

Selecting Points

The points and the measurementmethod to be used can be selectedin this menu.

Total Pts:Total number of learned or recordedpoints.

Select Pts:Number of points selected formeasurements.

MeasMethod:There are 4 measurement methodsto choose from.

<> Measures all repetitions in face Ifollowed immediately by allrepetitions in face II at each point.Instrument stays in closest face,i.e. if last face at point A is face IIthen first face at point B is face II.

[A I A II B II B I C I …][1,2,3 1,2,3 1,2,3 1,2,3 1,2,3 …]

MONIT\ Point SelectionMeas job : FILE01.GSI a:Control : LEARNEDTotatl Pts : 30Select Pts : 17MeasMethod : <>Repetition : 3CONT MEAS SELCT

MC

Selection of points to bemeasured.

Set timer requirements.

Start point measurement.

Exit the "Monitoring" program.

Main menu

MONIT\ MONITORING MENU1 Point Selection2 Timer Selection3 Point Measurement4 End Monitoring

CONT INFO

MC


>< Measures loops of all points inface I followed by all points in faceII in the inverse sequence ofpoints. Number of loops equals thenumber of repetitions.

[1: I II 2: I II 3: I ...][ A B C C B A A B C C B A A B C ...]

>> Measures a set of all points inface I followed by all points in faceII in the same point order. Numberof sets equals number ofrepetitions.

[1: I II 2: I II 3: I ...][ A B C A B C A B C A B C A B C ...]

> Measures all repetitions to eachpoint before moving to next point.Only in face I.

[A I B I C I …][1,2,3 1,2,3 1,2,3 …]

Selecting Points, continued

Go to Main menu after allpoints have been activated and

MeasMethod selected.

Calls the Measurement menufor first time point

measurement (See measurementmenu).

Calls the Point Selection (SeeSelecting the Points to be

Measured).

Measurement menu

MONIT\ Learn PointPoint Id : 1000Refl. Ht. : 0.000 mHz : 281°47'05"V : 92°15'36"Horiz.Dist: 256.4442 m

ALL DIST REC CONT DONE

MC

I<>II QUIT

If the measurement file alreadycontains points, then when thisfunction is called you will be askedwhether the points are to beoverwritten.

For the instrument to learn a pointthe prism must be targeted manually.Triggering the distance measurementthen initiates a distancemeasurement and a precisedetermination of the angle.


Selected:On/Off activates and deactivatescurrent point.

Ends Point Selection andreturns to previous dialog.

Display the next point in thefile.

Positions telescope todisplayed target.

Deactivate all points.

Activate all points.

Selecting the points to be measured

Select the points required for theautomatic measurement here.Identical point numbers can be usedfor different points.

MONIT\ Point Selection5/50

Point Id : 1000Selected : OnHz : 281°47'05"V : 92°15'36"Slope Dist: 254.254 m

DONE --> POSIT

MC

NONE ALL QUIT


measurement job.Measured point becomes selectable.

Measure a distance.


Measured point becomes selectable.

Accept the measurement.Measured point becomes

selectable.

Quit the function after all pointshave been measured; return to

the "Point Selection" menu.

Measurement menu, continued


Timer selection

MONIT\ Timer SelectionBeg Date : 25.10.99Beg Time : 08:30:00End Date : 25.10.99End Time : 17:00:00Delay : 0h 45m

CONT

MCBeg/End Date/Time:Enter beginning date and time as wellas end date and time. End time mustbe later than beginning time andcurrent time for measurements tostart.

If a point can not be measured, theTCA or TCRA starts its internalsearch routine and, if unsuccessful,goes on to the next point to bemeasured.

Abort the automaticmeasurement.

Point measurement

Dialog shows date and time of nextmeasurement.

MONIT\ Point MeasurementControl : LEARNEDSelect Pts : 5Repetition : 3Meas. Date : 25.10.99Meas. Time : 8:30:00

MC

Delay:A delay of up to 99 hours and 59minutes can be set. Delay is frombeginning to beginning, i.e. if acomplete measurement with allrepetitions takes 30 minutes anddelay is set to 45 min, there will be a15 min. pause after the end of themeasurements before the instrumentstarts to measure again. If Delay isshorter than measurement time,instrument measures continuously.

Go back to Main Menu aftercompleting all settings.


1100

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P3

Reference Plane

Introduction

This manual describes the program"Reference Plane" for TPS1100 Pro-fessional series instruments.

Reference Plane first defines areference plane and then calculatescoordinates of points on the planefrom Hz- and V- angles. If distancesare measured, the perpendiculardeviation of the point from the planeis also calculated.

The plane can be defined in theinstrument coordinate system or in a"local" plane coordinate system.

Two points can be used to define avertical plane or 3-10 points candefine a tilted plane. With 4 or morepoints, a least squares adjustment iscalculated resulting in an adjustedplane.

PiP2

Pi

257TPS1100 - Appl. Prog. Ref. Manual 2.2.0en TQM

The max. allowed deviation of thesepoints from the plane can be set inthe Configuration dialog.

Once the plane has been defined itcan be shifted by an entered offset.Alternatively it can be shifted througha measured point.

Plane information as well asmeasured points can be recorded ina Logfile.

Reference Plane Menu

The coordinate system is selected inthe beginning.

Local CoordinatesAfter measuring the points to definethe plane the user can enter localcoordinates for the first point. Thissets the local coordinate system. Allpoints are calculated in it.

Instrument CoordinatesAll points are calculated andrecorded in the instrument coordinatesystem.

For Instrument Coordiantesstation must be setup and

oriented.

Introduction, continued

REFP\ Reference Plane1 Local Coordinates2 Instrument Coordinates

MC

CONT

CONF QUIT


Local system - Plane definitions

Vertical Plane

A vertical plane is defined by 2points.

The X-axis of the plane starts in thefirst measured point and points to theright (seen from the instrumentstation). It is horizontal.

The Z-axis is parallel to theinstrument zenith.

The Y-axis is perpendicular to theplane. Offsets are applied in thedirection of the Y-axis.

For horizontal planes thepositive Z-axis points in the

direction of the instrument’s zenith.X- and Y-axes are horizontal.

1100

pr92

P1 X

Z

Tilted Plane

For "local" planes defined by 3 ormore points the Z-axis is defined bythe steepest grade of the plane.

The Y-axis is the normal vector of theplane (+Y is away from theinstrument) and the X-axis isperpendicular to Z and Y andconsequently horizontal. Offsets areapplied in the direction of the Y-axis.

1100

pr93

N

E

H

Y P2

Z

Y

X


Continue to next point withoutrecording data in measurement

job.

Calculate the planeparameters. Note: this key is

only available after two points havebeen measured/input.

Import point coordinates.

Exit program.

Two points define a verticalplane. Use more points to

define a tilted plane.

The program checks if theplane is defined in space

(minimum distances between points)but does not check for optimal pointdistribution.

Coordinates of the origin are enteredby the user after plane definition.

The "origin" is defined as theprojection of the first measured pointonto the calculated (adjusted) plane.

Tilted Plane, continued Define Points

This dialog defines the points thatdetermine the plane. Up to 10 pointscan be used. They can be measuredor imported from a file.

Simultaneously measure andrecord data in the Meas job.

Continue to next point.

Measure a distance.


REFP\ Def Local Plane Pt.1Point Id : 1Refl. Ht. : 0.000 mHz : 364.3931 gV : 98.2225 gHoriz.Dist: 256.114 mElev.Diff.: 12.004 m

MC

ALL DIST REC CONT CALC

IMPOR QUIT


Define Local Plane

Calculates the plane parameters aswell as standard deviation of theadjusted plane (for more than 3points). Coordinate entry for origin oflocal system.

REFP\ Define Local PlaneNo. of Pts: 4s0 : 0.020 m

Enter local coord of 1st Pt.X-Coord. : 0.000 mZ-Coord. : 0.000 m

MCCONT ADD P MORE NEW

No. of Pts.Number of points used for planecalculation.

s0Standard deviation of the plane.

X-CoordEnter local X-coord of origin. Theorigin is defined as the projection ofthe first measured point onto thecalculated plane (see graphics).

Z-CoordEnter local Z-coord. of origin. Theorigin is defined as the projection ofthe first measured point onto thecalculated plane (see graphics).

Set origin and continue tooffset dialog.

Measure additional points todefine plane.

Show the results of eachdefinition point. (See "Results"

dialog)

Define new plane.

Results Dialog

Displays the perpendicular deviationof each defining point from the plane(only if 4 or more points are used).

REFP\ ResultsPtId ∆∆∆∆∆d (m) Sts100: 0.001 ON101: -0.002 ON102: 0.002 ON103: -0.263 OFF104: -0.001 ON

MC

RECLC DEL

Pt.IdDisplays Pt.Id of defining points.

∆∆∆∆∆d (m)Deviation of point from plane.

StsPoint status can be ON/OFF. If pointis off, it is not included in thecalculation.

Recalculate the plane.

Delete point.


Offset Dialog

Once the plane has been defined, itcan be shifted by an offset. Theoffset value can be entered manuallyor a point can be measured to shiftthe plane through.

OffsetEnter value by which to offset the pla-ne. If point was measured, calculatedoffset is displayed.Offsets are applied in the direction ofthe Y-axis.

Offset Pt.Displays PtId of measured point.

REFP\ Define Local PlaneEnter or measure an offsetby which to shift the plane

Offset : 0.000 mOffset Pt.: -----

MCCONT OFFS NEW

Set offset and measure pointson the plane.

Measure point to offset planethrough.

Define new plane.

1100

pr95

P1 X

Z

Offset-

Offset+Y

Point Measurement

The local coordinate systemmeasurement dialog displays thecoordinates of points on the plane inthe defined local coordinate system.

REFP\ Reference PlanePoint Id : 4Refl. Ht : 0.000 mX-Coord. : 2.001 mY-Coord. : 0.000 mZ-Coord. : 1.521 m∆∆∆∆∆d : ----- m

MC

ALL DIST REC CONT DEF

X-Coord.X-coordinate in local system.Changes with telescope movement.

Y-Coord./ ∆∆∆∆∆dY-coordinate in local system. This isalways identical to ∆d - the distanceto the plane and is 0.000 unless adistance was measured.

Z-Coord.Z-coordinate in local system.Changes with telescope movement.


Point Measurement, continued

Measure and record data inactive Meas job and logfile if

configured.

Measure a distance.

Record data in active measurejob and Logfile if configured.

Increment Point Id.

Clear distance and incrementPtId without recording data.

Return to Define Offset dialog.

GSI file always storesinstrument system

information. For local systeminformation turn Logfile ON (seechapter "Configuration").

Instrument system

The "Define Point" dialogs forinstrument systems are the same asfor local systems. The planecoordinate system is not defined bythe user. Points on the plane haveinstrument coordinates.

1100

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E

Define Instrument Plane

The “Define Plane” dialog combinesstandard deviation and offset.

REFP\ Define PlaneNo. of Pts: 4s0 : 0.020 m

Offset : 0.000 mOffset Pt.: -----

MC

CONT ADD P OFFS MORE NEW

No. of PtsNumber of points used forcalculation.

s0Standard deviation of the plane.

OffsetEnter value or measure point tooffset the plane. Offsets are appliedin the direction of the normal vector.

Offset Pt.Displays PtId of measured point.


Accept settings and measurepoints on the plane.

Measure additional points todefine plane.

Measure point to offset planethrough.

Show the results of eachdefinition point (see "Results"

dialog).

Define new plane.

Define Instrument Plane, continued Point Measurement

The coordinates shown for the pointsare in the instrument coordinatesystem. Keys are the same as for"Local".

REFP\ Reference PlanePoint Id : 5Refl. Ht : 0.000 mEast : 1405.211 mNorth : 2210.541 mElev. : 125.201 m∆∆∆∆∆d : ----- m

MC

ALL DIST REC CONT DEF

EastEast coordinate of point. Changeswith telescope movement.

NorthNorth coordinate of point. Changeswith telescope movement.

Elev .Elevation of point. Changes withtelescope movement.

∆∆∆∆∆dDistance from point to plane. "-----"unless a distance was measured.


Configuration

Start the "Configuration Editor" fromthe "Main Menu".

REFP\ ConfigurationMax ∆∆∆∆∆d +/-: 0.300 mLog File : ONLog FlName: Refplane.logMeas job :File01.GSI A:Data job :File01.GSI A:

MC

CONT ADD P OFFS MORE NEW

Max ∆∆∆∆∆dMaximum allowed perpendiculardeviation of plane definition pointfrom calculated plane.

Log FileSet to ON, the program recordsmeasurement data to a log file.

Should be ON for localsystems, since GSI file only

contains instrument coordinates. Logfile saves local system coordinates.

Log FlNameEnter the Logfile name.

Meas jobSets the measurement job to recorddata to.

Data jobSets the data job containing fixpointcoordinates.

Store the configuration andreturn to “Main Menu”.


Display date and version no. ofrunning application.

Logfile

If Logfile is set to ON themeasurements and the results arestored in the ASCII-file specifiedwithin the "Configuration". This file iscreated in the directory LOG on thememory card. Subsequently, you canread out the memory card and obtaina hard copy of the Logfile.

If ON, data is alwaysadded to the specified

Log-file.

The Logfile contains the followinginformation:

HeaderThe header line contains the programused, information about theinstrument, the name of the data fileas well as date and time.

ConfigurationEach modification of the referenceplane is stored.


Logfile, continued

RecordFor each measurement a record isstored containing:• Points defining the plane in local or

instrument coordinates, dependingon settings.

• Plane parameters (standarddeviation, no. of points used,offset)

• Coordinates of points measuredon plane.

TPS1100 Prog. Reference Plane V 2.00Instrument : TCRA1102plus, Serial 618268Meas.File : MYFILE01.GSIProgam Start : 12/11/2000 at 15:15

Define Local PlanePoint Id X-Coord (m) Y-Coord (m) Z-Coord (m) Dd (m) Status

Station coord 2 1.936 -3.142 1.936100 -0.000 0.001 -0.000 0.001 ON101 3.458 -0.002 3.458 -0.002 ON102 3.310 0.002 3.310 0.002 ON103 2.222 -0.263 2.222 -0.263 OFF104 0.644 -0.001 0.644 -0.001 ON

No. of Pts : 4s0 (m) : 0.000Offset (m) : 0.000Offset Pt. : -----

Points MeasuredPoint Id X-Coord (m) Y-Coord (m) Z-Coord (m) Dd (m)

201 0.727 0.000 0.404 -----202 1.835 -0.004 1.095 -0.004203 -0.028 -0.065 2.089 -0.065204 2.175 -0.290 0.170 -0.290205 2.519 0.000 0.908 -----

Typical logfile entries in the "Reference Plane" program.


DTMSO\ Select DTM File

Dir. : D:\DTMDTM File : FILE01.DXFDXF Layer : TRIANGLE

CONT DFLT INFO

MC

Introduction

This manual describes the "DTM-Stakeout" program for the TPS1100Professional series instruments. Theprogram is used to comparemeasured elevations to a storedDigital Terrain Model. Aftermeasurement the CUT or FILL valuebetween existing ground and theDTM is displayed.

"DTM Stakeout" can be used to stakeout points where the DTM representsthe surface to be staked.

It can also be used to compareexisting ground to the DTM, e.g. forquality control purposes where theDTM represents the final projectsurface.

"DTM Stakeout" requires theinstrument station to be setup andoriented. The instrument must alsobe configured in the same units asthose used in the DTM.

DTM-Stakeout

1100

pr81

Dir.Select the directory where the DTMfile is stored.

Select DTM File

The first dialog allows selection of theDTM file to be used. The file can bein AutoCad DXF format or in LeicaGSI format (see chapter DataFormats).

��

��

��

�

��

��

E

H

N

DHtcut

Refl.Ht


To measure and record theCUT/FILL values and the

coordinates of the target piont.

Measure a distance andcalculate the CUT/FILL values.


To clear the displayed values.

Exit the program.

Ht. Diff.Displays the difference in elevationbetween the DTM and the measuredpoint.

+ (FILL): if measured point islower than DTM.

- (CUT): measured point is higherthan DTM.

Measurement Dialog

DTMSO\ MeasurePoint Id : 1Refl.Ht. : 1.650 mHz : 208.8481 gV : 75.4698 gHoriz Dist: 52.615 mHt. Diff. : 0.846 m

ALL DIST REC CLEAR

MC

DTM FileChoose the DTM file to be used.

DXF LayerIf using a DFX file, enter the layername for the DTM file.

Continue to Measurementdialog. DTM-Stakeout will

automatically check the validity of thefile.

Re-set the Layer name toTRIANGLE.

Display the DTM-Stakeoutinformation dialog.

Select DTM File, continued

This dialog corresponds to theTPS1100 Professional series"Measure" dialog with the additionalentry of the Ht. Difference.


Data for DTM-Stakeout may beprepared in one of two formats.These are AutoCAD DXF or thestandard Leica GSI format. The filesmust be stored on the PC-card.

Files may be named with any validDOS name and either a *.dxf or *.gsiextension.

Data Formats

• AutoCAD DXF - FormatDTM triangles are imported as 3DFACE entities from a DXF file. Properties,Layers, etc. may be in the DXF file but are ignored by the DTM-Stakeoutapplication. The completion of the polygon by repeating the first or last pointis required by AutoCAD but not by the application. The format is as follows:

DXF-Format

0 Start of record.3DFACE Record is a 3D face entity.TRIANGLE 3D face type.10 X coordinate, first point.723573.984000 X value. 20 Y coordinate, first point.7663192.178000 Y value. 30 Z coordinate, first point.23.383000 Z value. 11 X coordinate, second point.723576.998000 X value. 21 Y coordinate, second point.7663191.120000 Y value. 31 Z coordinate, second point.23.029000 Z value. 12 X coordinate, third point.723572.684000 X value. 22 Y cordinate, third point.7663189.966000 Y value. 32 Z coordinate, third point.24629.000 Z value.13 X coordinate, third point.723572.684000 X value. 23 Y cordinate, third point.7663189.966000 Y value. 33 Z coordinate, third point.24629.000 Z value.0 End of record.


Leica GSI - Format

The required format of a GSI file containing DTM triangles is described below.

Header of the DTM file

The header is the first line in the GSI file. There must be one header line perfile in the follwing form:

DXF-Format, continued

• LISCAD generated DXF FileAn AutoCAD DXF file containing3DFACE may be generated by usersof Leica’s LISCAD in the followingmanner:1) In Terrain Modeling/Display/

Features…Select the Model tab –Turn on only the triangles.

2) In Terrain Modeling/Display/Groups… - Turn off all Groups butDEFAULT.

3) In CAD Output/Settings/CADSystem – Choose AutoCAD DXF.

4) In CAD Output/Settings/Codes… -Deselect all the options on all thetabs.

5) In CAD Output/Settings/Models…-Set Labels to none, Contours tonone,and activate the Triangles check box.

6) In CAD Output/Output! – Select theOptions button – In the General tabturn off all option check boxes exceptModel and use Default for All, in theAutoCAD tab deselect all checkboxes except 3Dimensional. Thenclick OK.

7) Click OK and create the DXF filethat contains only the 3DFACE’s.

41....+000JOBID 42....+DTMNTWRK 43....+DTMCOORD 44....+00001000 45....+00001000

WI41 Job identification, maximum 8 characters, may be defined byuser.

WI42 Identification of DTM file, may not be changed by user. Thisentry must be +DTMNTWRK.

WI43 Identification of principal point type, may not be changed by user.This entry must be +DTMCOORD.

WI44 Optional easting offset. May be defined by user.

WI45 Optional northing offset. May be defined by user.

If used, easting and northing offsets are added to thecoordinates of the triangle vertices. These values have no digitsto the right of the decimal place.

For example if units are set to (m), "44….+00001000" meansthat 1000m will be added each Easting coordinate.


Leica GSI - Format, continued

The data block records for thetriangle vertices are contained withinthe GSI file in sets of three. There isone block for each vertex of eachtriangle.

Data block for triangle vertex

11....+00000907 71....+TRI00001 81..10+21000000 82..10+50996000 83..10+00100000

WI11 Point identification, ignored by the application.

WI71 Triangle number, indicates triangle the coordinates belong to.

WI81 Easting of the triangle vertex.

WI82 Northing of the triangle vertex.

WI83 Elevation of the triangle vertex.

The program cannot calculate the model from coordinatelists. The coordinates must be sorted by triangles. That is, threecoordinate blocks with the same triangle number must be foundtogether in the file. The vertices do not have to be sorted in anyother way.


Leica GSI - Format, continued

Example GSI file

The following is a portion of a DTM file in the Leica GSI format. The headerand coordinates for the first four and last two triangle vertices are shown. Thefile contains 44 triangles.

41....+000JOBID 42....+DTMNTWRK 43....+DTMCOORD 44....+00001000 45....+00001000

11....+00000907 71....+TRI00001 81..10+21000000 82..10+50996000 83..10+00100000

11....+00000013 71....+TRI00001 81..10+21000000 82..10+50992500 83..10+00100000

11....+00000014 71....+TRI00001 81..10+20998059 82..10+50992756 83..10+00100000

11....+00000013 71....+TRI00002 81..10+21000000 82..10+50992500 83..10+00100000

11....+00000907 71....+TRI00002 81..10+21000000 82..10+50996000 83..10+00100000

11....+00000012 71....+TRI00002 81..10+21001941 82..10+50992756 83..10+00099500

11....+00000014 71....+TRI00003 81..10+20998059 82..10+50992756 83..10+00100000

11....+00000013 71....+TRI00003 81..10+21000000 82..10+50992500 83..10+00100000

11....+00000002 71....+TRI00003 81..10+21002859 82..10+50987867 83..10+00100374

11....+00000907 71....+TRI00004 81..10+21000000 82..10+50996000 83..10+00100000

11....+00000014 71....+TRI00004 81..10+20998059 82..10+50992756 83..10+00100000

11....+00000015 71....+TRI00004 81..10+20996250 82..10+50993505 83..10+00099600

…

11....+00000908 71....+TRI00043 81..10+20996000 82..10+51000000 83..10+00099800

11....+00000019 71....+TRI00043 81..10+20992500 82..10+51000000 83..10+00100000

11....+00000904 71....+TRI00043 81..10+20993912 82..10+51007934 83..10+00100000

11....+00000003 71....+TRI00044 81..10+21003750 82..10+51006495 83..10+00099700

11....+00000904 71....+TRI00044 81..10+20993912 82..10+51007934 83..10+00100000

11....+00000901 71....+TRI00044 81..10+21007934 82..10+51006088 83..10+00100000

Log File

DTM-Stakeout does notgenerate a logfile.

Leica Geosystems AGCH-9435 Heerbrugg

(Switzerland)Phone +41 71 727 31 31Fax +41 71 727 46 73

www.leica-geosystems.com

Printed in Switzerland - Copyright LeicaGeosystems AG, Heerbrugg, Switzerland 2001Original text

711724-2.2.0en

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